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HomeMy WebLinkAboutPermit File BLD-2017-0056 4938 Channel Marker Terrace a Lisk ,. 4:' ck R\ ...c: iii Au elis � �- cc _ ' 1 0 . Q � ..► 4 ti) _ Q 4-- t ‘s I e.- • A4. 4 t; 5 1 ad i fin V% 6/ C 2 zi) , e ::,- \,..4) i 'tit si ga.L k V CD cs2, 1/4e) ° 4` 4411 i . Les C1/4.) (LW -AZ LA war 4 c7 a "PmC t iase l C. 2 c z 3 A a) 1 id a 5 1 AZ -3- ti 4 / ig ct ia.* * -.1- kfti n si. EA as .1 i .ts t• Z -1) 9.) , eQe c• 4 el tit' 03 ,..) 3 - , , I ,r1 -4f zs �. v)4- te 1 f C CD I , a sh.) N (-4( 2 a 4:::, 1,,, 0 0 .E t c,.. \LNik Jam . P4-- Ri RAI Ftbe mos CD L. v, E "° a) cn 0 ta c CD < :1-81 105 - sE .0 . . CD •. to ,a ,2 0 * EIT ._ II I APPENDIX D-SMALL PARCEL STORM WATER PLAN AUGUST 2014 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: 4934, 4936, 4938 and 4940 Portalis Way (private lane) 4934, 4936, 4938 and 4940 Channel Marker Terrace (/ Owner: Portalis LLC 1 f"ED O ' 4819 Portalis Way ll 2017 Anacortes, WA 98221 �►� , Site Address: 4934, 4936, 4938 and 4940 Portalis Way 8 4934, 4936, 4938 and 4940 Channel Marker Terrace Parcel Number: 31580 Prepared By: Portalis LLC, (360) 202-6145 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. 1. SPSP No. 1 --Construction Access Route. a. Construction vehicle access shall be limited to one route, unless approved by the official. The construction of these buildings will be accessed from the Portalis Way access lane (existing) and from the proposed unnamed 20'access road between the upper and lower units. b. A gravel construction driveway 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. Spall rock and gravel base material will be installed for access to the buildings and on the driveways to prevent tracking mud and soil to the private lanes and public streets. The spall rock and gravel will serve as a base for the future concrete driveway. 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. Noted. APPENDIX D: SD-02 APPENDIX D - SMALL PARCEL STORM WATER PLAN AUGUST 2014 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. Noted. Sediment trapping devices will be installed if necessary. e. Sediment tracked onto the public roadways shall be cleaned on at least a daily basis. Noted. 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. Gravel base will be applied to areas to be paved. Silt fencing and swales will be applied as necessary to prevent erosion off site or into the private detention pond. 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 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 property adjacent to the west property boundary is a City of Anacortes street right-of-way and will be protected by silt fencing as necessary. Property to the north belongs to the owner and will be protected from erosion by silt fencing, swales, berms, mulching as necessary to prevent soil erosion into the private detention pond. Temporary private drain lines will be installed to collect runoff and direct it to the private detention pond. This will minimize the runoff discharge into the public storm sewer. Property to the east adjacent to Portalis Way will be protected by spall rock, gravel, and swales and/or berms installed as required to prevent runoff. On the lower portion, site slopes upward but again any exposed soil and stockpiles will be prevented from migrating with silt fencing and swales to direct the water away APPENDIX D: SD-02 APPENDIX D- SMALL PARCEL STORM WATER PLAN AUGUST 2014 from the lane as necessary. 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. All or most storm water from impervious areas will be directed to the private detention pond. No neighboring lots will be affected by runoff. c. Verification shall be provided to the city engineer that the as-built detention / retention facility is in compliance with the project requirements. See Portalis final plat approval for verification. 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. Not applicable. 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. Not applicable. 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. Noted. Erosion control by Tracy Stephens of Stephens Excavation & Construction (360) 661-1927 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. Noted. 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) Not applicable. APPENDIX D: SD-02 PRIVATE CONTROL ' 2 STRUCTURE \ gyp : Tr-n,}i A1.1 A1.1 _z, ---- EXISTING FORCE MAIN RIM ELEV.=48.31r v= 74a.,.,.."". &NATURAL GAS LINE I P No. Desciiplion Date EASEMENT IS 5'ON EITHER SIN SILT FENCE ,_i SILT FENCE \ BP BUILDING PERMIT MAY 31 2016 OF UTILITIES AS CONSTRUCTED .5_5 I A / 121 SIB CITY TO REVIEW RETAINING WALL LOCATION N GINEERING n CONVECT SANITARY SEWER TO STUB AT LANE Property Line 2 ,,OU' .,\ , DECK DECK / I •\ 1 DECK DECK 1 _ t - - - - - - - - ri I- - - - - - - - T - - - - - ; 494i CML 4938 CML I 4936 CML 4934 CML a ti G SS STUB mCP 1 t _ I 2 2 'yoo i U U I U . �1�, i I GEO 69' � `?1% 0 GEO 65' GEO 65' I GEO 69' 1140sf " O'\ • 1140sf 1 '05f 34'm 1140sf M (11 / . , /44/ / I - Garage Garage -r cc Garage Garage GEO 64.5' GEO 64.5' a GEO 68.5' GEO 68.5' C� v cox /�, . e_O I • -- CO / a.a I / _— . CHANNEL MARKER TERRACE i — !r-o-66.5"— - — — —r — — — —GE9a05= - N I /ONSTRUC • I r� ' ENT ANCE( TI I i SPALL RQC ON E) CONNECT SANITARY SEWER TO STUB AT STREET oA., N SSMH ��� k I DECK DECK I DECK DECK `� 20 Ss lr •� 8 A Q� 5 6 7 8 1 CtS'6 �'o s` of 4940 4938 W 4934 �i EN A CO ST UCTION 4936 o PORTALIS PORTALIS ° ° PORTALIS PORTALIS `- �`t (EXI'TIN SPALL WAY WAY WAY WAY 1 �� ROC ON ITE) ELV 92.5' j 1r 1 ELV 92.5' ELV 91' 03\1 1140sf 1140sf i I 1405f ELV 91' \ 7, ,.� - _. - 1140SF •' -2\ \I., \\ ., m :. p o' Garage Garage Garage Garage ` / ELV 92' ELV 92' A - G90.5' GEO 90.5' -: - - - Z\-, I t EROSION CONTROL r I • __ :_,: L r�i / Ft-OP TRACY STEPHENS Z /'��r�G ---- `� (360)661-1927 ` PORTALIS WAY(PRIVATE LANE) / OT 4 • • ` ' Z� � 'GEO-93' -- -- - - - - - --GE0013 . PIL Ic/U - LOT 3 I � •• Portalis .'� 1 �, ENGINEERING ATTACHED _ . _ „•.24•. .:: o o BLDG 7 WEST COAST ENGINEERING GEO 98.5' i CEO �.': 1�, 1)1.5' t Villa Site BLD 8 u - g Date May 31 2016 o Drawn by ML a- (S) • Project No. 1453 LLI - Scale 1/16"=1'-0"'� I G�— oP/ Al aP ANACORTES PUBLIC WORKS DEPARTMENT a Y,=°4$ Steven Lange, Project Manager P.O.BOX 547,ANACORTES,WA 98221 PH(360)293-1920 IA CV E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 100/6 Memo Date: February 27,2017 To: Paul Ingalls, Plans Examiner From: Steven Lange Subject: Site Plan Review#1 for 4938-4940 Channel Marker Lane cc: Eric Shjarback, Jim Baldwin The submitted site plan for 4938-4940 Channel Marker Lane was reviewed by the Public Works Engineering Department on February 27, 2017 • 02-01-17: Submittal to Public Works Engineering • 02-27-17: Public Works review and memo back to Planning Department The following comments are provided: • No frontage improvements are required under this proposal. • Kait will need to review the site and storm drainage for Minimum Requirements 1 to 5 since the plan was submitted after 01.01.17. �`1Fv 4C�2 a9_=�; • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation•Equipment • Capital Projects • Development Services q�/p, ~-` PRIVATE CONTROL rs A; STRUCTURE.1 A1., .-...,.........�.,_ M RIM ELEV.=48.31' , r. EXISTING FORCE MAIN N \ &NATURAL GAS LINE - No. Dwvlptlon Data IS 5'ON EITHER SIDE 5y..-[-O _ _ L _ _ _ — _ — _ _, _ — _ _ PERMIT NCE ._ _ O _ SILT FENCE _ — eP BUILDING MAY31 2010 _ _ _ _ OF UTILITIES AS CONSTRUCTE3 — J J I .212(Sn CITY TO REVIEW RETAINING WALL LOCATION N GINEERING CONNECT SANITARY SEWER TO STUB AT LANE Property Line --r prtY 2 gyp' I L ! — {. DECK;_ — :DECK` 1- ._ ) ' I DES.._ - - _ _iDEC1C 'IC - - _ II t __ T� — }- _ rl' - — 7 - — - - I • 494 NIL 4938 CML J 4936 CML 4934 CML n G SS STUB `� m f M r 2a J " GEO 69' >��f� 2ti. I GEO65' GE069' 2� �� / o}� O GE065' 1 114osf / t N, •J 1140sf 1 sf x• o- 1140sf / - •:: j- t___________LH:.. /co c) __________, :.±. , ,2 1 . 7 / I Garage Garage f , • : Garage Garage i O GEO64.5' GEO64.5' 0 k ^ GE068.5' GEO 68.5' 1 r , �v �0 1 • 4 T� T :i — r q 0 it IL —� Owner Portalis LLC I - F oG Project Address: - o o. . . 0 fr- a rv. y I,- �V 4934, 4936, 4938, 4940 Portal's Way, and I a o V Q f I 4934, 4936, 4938, 4940 Channel Marker Terrace I 7� Anacortes WA 98221 - — . CHANNEL MARKER TERRACE - —GEe7aS.. - I 1 CONSTRUC • , tom, ENTIPtANCE(3• Tax Parcel (Property ID Number): P31580 I ' / •,,PALL ROG ON . E) EET • 0,<, Zone: As Per City of Anacortes (CM) ., I f -,—r �' N SSMH 0 I CONNECT SANITARY SEWER TO STUB AT STR Project: New Multi Family Residence Condominium / I SOUS �� r2'' Domestic Water City of Anacortes �� I DECU7C; f .DCCK DECK IDECK SS , • Sewer City of Anacortes �5 - 5 6 7 L 8 Access: New Driveway to Portalis Way I 8 ' CSO PI/ I r DI e 6NI COS "UCT1ON AREAS: 4 I 4940 4938 a 4936 gggq �aO_ i E - ' E LOT SIZE: 41091sf " I PORTALIS PORTALIS u " PORTALIS PORTALIS \ %\ (EXITIN SPALL Footprint: 3160sf x4 =12,640sf ', ROC ON TE) ,� ELV 92.5' 1 17-� t ELV 91' �'� i ELV 92.5 ELV 91' - 1140sf 11405E--� / Lot Coverage: 30.8% 1laosr I ' 14Dsr � �t o . .: .. 'a SETBACKS: ` Front: 20' Street ROW to Building t I m • Sides: 5' min Between Buildings 20-D I Garage Garage Garage Ga age / �'' f,: ELV 92' ELV 92' ^ G90.5' GEO 90.5 : f. \ t ' — EROSION CONTROL HEIGHT: 35' Height Restriction I _ f I eL �'' /�O 0 {t TRACY STEPHENS r - ,1 :.:; _.`. - O '�: �V _'—______ t` _ (360)661-1927 PARKING: Z I •`y� • Z l I' /.f,< ' t 2 in each Garage + 2 in each Driveway Codes: . .<_S., _ :�':: :.< d , Structural /Building- IRC 2012 PORTALIS WAY(PRIVATE LANE) �(/ OT 4 • . !\ Mechanical IRC 2012 GE0.93'- — -— - — - — - — - —GEO-9-1.5'—�•-t Plumbing - UPC 2012 P122190 • • Energy/Ventilation -2012 WA State Energy Code \ S LOT 3 Portalis c t • • • ENGINEERING ATTACHED lI a a BLDG 7 WEST COAST ENGINEERING 1]1.5' :'.t. GE098.5' � .• CEO '.W.` :'•.. 100 t �' Villa Site • y BLD 8 '' cL C Date May 31 2016 ' Drawn by ML i Project No. 1453 .�•� Scale 1/16-r-1'-0" i' ��/ Al Al %4\ 'Ali.'" z Y o PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEP NT l RESIDENTIAL BUILDING PERMIT APPLIC \c ' ��� 1; Mailing Address:P.O. Box 547,Anacortes, WA 9 4 '� `� Office Location: 904 6`h Street,Anacortes WA 9 <�� �QG� `'`y- Phone: (360) 293-1901, Fax: (360) 293-1938 q C3' PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS(Street,Suite#): Parcel(s)#: -7/93`4 Vi'3 , 3<1- '5-1'41c e•i/4NN/4 <li f-- ,=2 / / SZs c� Subdivision/Lot#: - r,J ,_ Project Valuation: $ POi>TA/ ice / /II 2i52- APPLICANT: / Phone: Fax: t i'_T AG-i 5 LL j/4 Address(Street,City,State,Zip): E-Mail Address: PROPERTY OWNER: Phone: / Fax: Address(Street,City,State,Zip)~- E-Mail Address: �I X .,e.0/. c..s 11i / 4 c)/der/Z 5 s /,- —e CONTACT PERSON: i Phone: Fax: Address(Street,City,State,Zip): E-Mail Address: 1 LENDING AGENCY: Phone: Fax: i / / %—e_ 'Il/.d Address(Street,City State,Zip): E-Mail Address: CONTRACTOR:* Phone: Fax: 4, -�,S 4z— -7����/5` .klf Address Street,City,State,Zip): E-Mail Address: i---/- .tr/4<---'7 .ems ,..-..4.-> l 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: s,'/��,A.) ,,:,,e.—r-/--- -_,- G<-,, - Z � y-2-e"1,e_,,,,--":--r, PROPOSED NEW SQUARE FOOTAGE: Basement SQ': /i9-_ - n / Finished Basement: K Unfinished Basement ❑ l'Floor SQ': //(it, Zi ' Garage/Carport SQ': 2nd Floor SQ': )`H Deck/Covered Porch/Patio SQ': / Fire Sprinkler: Yes LI No K Lot Area SQ': L-/ o 5-/ I declare under penalty of perjury that the information I have provided on this form/application is true,correct, and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. Print Name: / - _c_,</i'e9 �, Owner Jgent D (specify): Signature: �/ � ----,----,--.�-✓'` Date: >-_-79///7 Page 1 of 3 I G1'S Y © PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEP:' 4 i.%4\, NT RESIDENTIALBUILDING PERMIT APPLICA �` ��d'�1co ilk 7- Mailing Address:P.O. Box 547,Anacortes, WA 9. O '' 9 Office Location: 904 6th Street,Anacortes WA 0 O Phone: (360)293-1901, Fax: (360)293-1938 q�G � w PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS(Street,Suite#): Parcel(s)#: '7493'4 y :7' , `7 933 19 a ZW4.✓A/4 «i f-4C4-4 / 'i S 'c3 Subdivision/Lot#: 'Tgr-fe: Project Valuation: $ fbhTAt i / LpTz 262 /52— APPLICANT: Phone: Fax: >dh'f A-c,-2 t_L_ y 1 , Address(Street,City,State,Zip): E-Mail Address: <(u°/9 X f2 r 5 It/AY , r4-z. o,r- , �,�;r�Z// -�� PROPERTY OWNER: Phone: Fax: Address(Street,City,State,Zip): E-Mail Address: ' /51 ,,arnr, t 4 Le,/ / 1 4z40,7f? 4 �� -,-�—�• CONTACT PERSON: Phone: Fax: /4-‘-L<a-n/ _<i-/itr . 2--(.� //S ,t//� Address(Street,City,State,Zip): E-Mail Address: at LENDING AGENCY: Phone: Fax: %/ii 74- ��v1/ N`0 Address(Street,City State,Zip): E-Mail Address: / � -.cam- G CONTRACTOR:* Phone: I Fax: Address Street,City,State,Zip): E-Mail Address: /� �� Professional LicenseExp. *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: 41��A-) '' _,.- �� e K Z ,-----ez-,-/,,��., , PROPOSED NEW SQUARE FOOTAGE: Basement SQ': //9.2,--ti Finished Basement: 4 Unfinished Basement El lst Floor SQ': //(it) �l ' Garage/Carport SQ': 2nd Floor SQ': ,j... Deck/Covered Porch/Patio SQ': Fire Sprinkler: Yes AY No Lot Area SQ': ./of I declare under penalty of perjury that the information I have provided on this form/application is true,correct,and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. Print Name: / ,-/i'�.:4 Owner I]%gent 0 (specify): Signature: �/�i�u., -.e/�` Date: f///7 Page 1 of 3 1520 Parker Way—Suite`G' WEST COAST ENGINEERS, Inc. Mount Vernon, WA 98273 Structural and Civil Engineering Phone: (360)424-3404 Fax: (360) 424-2063 Gravity And Lateral Analysis, for � � Portalis Duplex D ii MIS Located at: Portalis, Anacortes, WA FEB 0 1 2017 For: Allan Schroeder WCE Job Number: 620-16 CITy0FANACORTES May 4, 2016 KALI& 4 of wasNz q,, vfr '?t 27104 9 � ION ;\ A EXPIRES 9/19/2017 INDEX: Design Sketches. Pages SK1 —SK21 Structural Tables. Pages T1 —T3 Standard Specifications. Pages B— H Calculations. Lateral Analysis Pages L1 — L14 Gravity Design and Analysis Pages G1 —G36 Total Number of pages excluding cover sheet: 81. Notes, Disclaimers: • West Coast Engineers (WCE)takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. Further, this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). • The calculations shown herein, if any, do not necessarily include all possible calculations that could be performed for this project. For example: certain items may be designed by inspection; only the worst case loading scenarios may be included; etc. 620-16 Portalis-Duplex Strl Specs 5-9 16.doc Page A I ±4•CT ek -1 -I� K-7 , ffI cilpett '�� Pad Footings 57.a Min distance • t_ � t • West Coast Footing Size'' Footing Footing top Column i- -_ _ - et - mres�ar below exist g Jr: Egr. Footing (length x width x bottom rebar rebar(2" connections ���'•��� �! r� grade to bottom 3" cover cover Info. height) in. of footing ( ) ) A- 24"x 24"x 8" Det M ' (4) #4's Ea- Per Column -1 IF1 Way Above v f� it+ �•(�rita - integral wJ (6) #4's Ea. Per Column t G i LF3 36"x 36"x f2" cunt. footing Way Above a Bea • upport P e• Beam 5uopo Piers,. Etr. •ea Structural See 5uuctur Footnote 1 Fooiings are to be centered under the centerline of the column. ! riallicgit: T t� t" � r A I Footnote 2 Concrete strength = 2,500 psi. Rebar Grade = 40 unless specifically noted otherwise- (� , J ( f 1 Assumed basic bearing capacity of soils = 2,000 psf Footnote 3 If nothing is specified, default is Simpson PB or ABU style connector, 'II ./� T� G //_� Itt 17•5 Ya• I a V Z I Cet eJ oal Continuous Footings zs Min distance Footing Footing top ►� West Coast 1•2 " Additional 4.1 JiII Egr, Footing ibelowexistgbottom rebar( . grade to bottom = M 0 . '1 III _ CF1 16"x 8" Per Local Bldg. (2) #4 cont. - a ., — I EI © — -- — "VC CF2 16"x 8" Per Local Bldg. (2) #4 cons b '�'Dept __ . CF3 20"x 8" tile (3) #4 coat. Det. C E. i • t 18"x 8" n/a (3) tW cont. I Del. 0 o I I — _--_. .i. .l I co _ CF3a - a • �Y t� l i i 1 f CiPas CF4 16 x 10 a/a (3) #4 cont. Del. G Gf�_ { (_ i i -I-. t \ _.. Det. H -- - --1 N 1+- I ' ' I1 I - -it 1 °0' Ait�ias ( ;, L_ CF6 12"x 6" da 2 #4 coat. Del. K , b w — /! Cc 51 7 Det. E F �- =j � 16 x 8" _ .. .. a .._._ (2) #4 cont [ .. .. _ CF7 �, � r t _ 9-4 basement cantilever retaining wall per Det. l and la c t2 .o'CFS g p '•' 8-4 basement cantilever retaining wall per Det. L, max. retaining CFS - height is Eft. Jy , Footnote 1 Footings are to be centered under the centerline of the stem wall. ' Fa Concrete strength = 2,500 psi. Rebar Grade =40. Assumed basic bearing capacity of It _ s Footnote 2 soils = 2,000 psf SNI 8" stem (footing)wall min. 24" tall with (2)#4 rebars at top at the holdown locationol�U DP•T 1 Ou Af`(� as Footnote a extend min. 5f1. each way from a holdown, otherwise(1)#4 cont.,#4©18" oc vertically �- Fa ore 5e� Gj)}'( + , and #4 @ 16" oc horiz. See Det. A, B and B alt. � rg-¢�� t I t.1 1 �- �" J 7 l"" l.�pl2 -r7 1`"�'� 6" stem (footing) wall min. 24" tail with (2)#4 rebars at top at the holdown location r G Footnote b extend min. 5ft. each way from a holdown, otherwise (1)#4 cont., #4 @18" oc vertically HrH n g7 'S 1 r tC i- ��/Li and #4 © 16" oc horiz. See Det. J. }� Basement retaining wall shall be backlit(full height after basement slab is in place, and Footnote c before main framed floor is constructed. It is OK to bac in undisturbed soil or 12"kfill wall half way(up to 5ft �. - - - — height) during construction, however, footing shall be poured '°'-6 20.a_ �__ 5-0- deep footing keyway shall be excavated before pouring concrete, , -- - WEST COAST ENGINEERS, Inc. 1520 Parker Way #G, Mount Vernon, WA 98273 Phone: (360) 424-3404, Fax: (360)424-2063 Basement Floor Shear Wall Types (Assuming Douglas Fir Framing) Min. Nail size' Edge I Field Sole Plate; 16d Framing at Allowable shear West Coast Egr. thickness Sheathing on Edges acin Stud s g One or Both Blocked or P 9 (common or Nailing Nails. Adjoining Panel (per ANSI!AF&PA Shear Wall Type and Type of maximum galvanized Distance, 1-1/2" Min. Edges and Sill SDPWS-2008 Table Sheathing' Sides Unblocked box) Maximum Embed.' Plate 4.3A- D) • C •i i- • PW3 7/16" Ply One Blocked 16"or 24"OC 8d 4"/ 12"OC 4 in. OC 1.5in, Wind -490 plf. L Seis-350 plf. PW6 7/16" Ply One Blocked 16"OC 8d 3"/ 12"OC 3 in. OC 2.5 in. 2 Wind -685 plf. A L Seis-490 pit GW5 1/2"Gyp One Blocked 16"OC COOlers or 7"/7"OC 8 in. OC 1.5 in. wind - 125 plf. screws Seis- 125 plf. GW11 5/8"Gyp One Blocked 16"OC 6d coolers or 7"/7"OC 8 in. OC 1.5 in. wind - 145 plf. Screws a Seis- 145 plf. Footnote 1 Ply = CDX, C-C, or CM plywood. OSB of similar thickness and span rating may be substituted for plywood. Ply and OSB are assumed to be nailed directly to the face of the stud. All nails are common wire nails 8d (0.131" Dia. x 2.5"), 10d (0.148" Dia. x 3"), 16d (0.162" Dia. x 3.5"), or box galvanized nails 8d (0.113"x2.5"), 10d (0.128"x3"). Minimum sizes of all cooler nails: 5d (0.120" x 1.5"), 6d (0.120" Dia. x 1.75"). Footnote 2 3x required panel edge framing may be substitued with two 2x studs nailed together with 16d common wire nails spaced at the spacing required for panel edge nailing. For clarification see ANSI /AF&PA SDPWS - 2008, chapter 4.3.7.4. L g CV z - 1 r a -e- tz-o-' .. - te'-o- S.-e• • • t.- . • • • ➢, r-o• r-e- z•, z-e • + ! • Line of Moor above tk, 0 I Pt A is CANT! EVE is s N Q LA [Pk� S ,.�. .- o ,t _ o S. Q ro 71 a o e @� A N f 3 Dr' P � . a;• r9 - d , . Unit L id. W —M. '51 UV F • a. �- J Sli .Sits`y �' Sr ' : m z a _ S IL (Y.,-, to 0 -I0N t ' ® t • m se 4 01 mm !I1 o A 3 % I — C ,` r.r i 'l 5 .0 . a '�•" ---- 1 �J Iblao I v io .+1 6 -7 _ Ni Y�i D .t1 . A I:1 nUAL.--.=—:4 E f r ...k1•1 4. a► 8 J CIS . � aiili _? I IL Oath A � ILi ®-- , : . • V 0\ ill nit .Q • 1• -aT._ :r_r +r+;>>rrr�:. ��I •e....�,r- ,...,•-- ---• '- ►:Il, rn -_ _ ` � f wt sue, w � : 1 —i . 1 . a h lr� (� � -� 0 I I t o Prw 0 ___ _ . : x- -.• •.—,c—, ..)e v ' F _ _ 1 ocn wS \' n 102 ; (� �� yy -a �q. - `i �j hr• — N 'K :�f °i: o Z ' i a 'a 0 7 \ CANTILEVER`- 1' M kiN R % line of floor above N Z �1 qv `1 `� 1 D SA � IN) IN t 1-1Ot N f1 Main Floor Shear Wall Types (Assuming Douglas Fir Framing) Min. Nail size' Edge I Field Sole Plate; 16d Framing at Allowable shear Sheathing on Edges West Coast Egr. thickness Stud spacing, (common or Nailing Nails. Adjoining Panel (per ANSI/AF&PA Shear Wall Type and Type of One or Both Blocked or maximum galvanized Distance, 1-112" Min. Edges and Sill SDPWS-2008 Table Sides Unblocked Sheathing' box) Maximum Embed.' Plate 4.3A- D) • • i .i i i 1 PW2 7/16"Ply One Blocked 16" OC 8d 6"/12"OC 5 in. OC 1.5 in. wind - 364 plf. Seis -260 plf. ♦ ♦ H i 0 0 0 PW3 7/16" Ply One Blocked 16"or 24"OC 8d 4"/12" OC 4 in. OC 1.5 in. Wind -490 plf. Seis- 350 plf. ♦ ♦5d coolers or Wind - 125 plf. GW5 1/2"Gyp One Blocked 16"OC 7"/7"OC 8 in. OC 1.5 in. screws Seis- 125 plf. Footnote 1 Ply = CDX, C-C, or C-D plywood. OSB of similar thickness and span rating may be substituted for plywood. Ply and OSB are assumed to be nailed directly to the face of the stud. All nails are common wire nails 8d (0.131" Dia. x 2.5"), 10d (0.148" Dia. x 3"), 16d (0.162" Dia. x 3.5"), or box galvanized nails 8d (0.113"x2.5"), 10d (0.128"x3"). Minimum sizes of all cooler nails: 5d (0.120" x 1.5"), 6d (0.120" Dia. x 1.75"). y-. 3 � CAI i (v � W 1 " 5\ - • '14. 1 I 4\41 - u.o N z-o r.o 7-0-1 -0 z•o -AN Q. --1 'ler1 • y °.rT It t F.P. i tot 9 1 . r-o- z-o-,.o-z-o-r•o-z•o- ; �; a4'!.a- ° .o- ' ,- i L. t . > v ,ate __KW Ri 'a.1�-_� lini� i-X '� X S ^` 1 M Cs S V Nty, l i - Ato � •e le • o `' 13 m . o me I : 1 , ___ °-°Ng 4 3t !st I 1 � t ii �,I5 • in o zc • o l I -kJ � 4" tft � .�� • m - I -a — 3 A 0 Q 9 yy -w s� I \ `� v u m u. . a. -a N r A as t -�) C 3 Ma Fit X- m N ir-\ auk ;•. �' 51:,.TYPe X�ypsum :•ar•t '•��(I��lllw ����.1�Fi • {I 4 9 .1...NA5555.hh.J.55,.A...hJNuS.,l...u..l,Y.,V.Su,lh....L51...hMl.t...... Ili � 5/�3 ype X ypsum Beard i_ f — !!° F M a Iv - p1 Fr . � . 3 t1 • wilt" . � L N w E3� ., • m X2y i ri 1 .2 4 , E. $ ^L pl • p ' •t •1 x•n in .ff, . 8,3 i -- . O O O� ? -- - , N III sD . ----4.- 4 q •I � � 74s\ gc_. 1 7_, E L__ 1 kit Reg E. 40 .4 r c� _ k . .. Idl P. -4 6 R _M -It4 .— t r - (IT- X s ii cu ow l ut3illh IN N 5t.. ni-u (A I 1 IP' r L tj 6 1 i ?Cl- :1 goo N �o �= ff tt' '��� l J o F.P. (� jt 2 ,-, No 0 0 �� ern{ „ a N N Z MA u ri_ off. LA1 Tz Pa_ �V A.'C ur - Li\ u Q,>J •o Soor r'�t��� ► i IT- Q Li. tI D yyyy I N .D VO W JOB 620-16 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K — 4 of STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/3/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE SHEAR WALL —Ili— FLOOR DIAPHRAGM PER PLAN PER SPECIFICATIONS ANCHOR BOLTS PER TABLE BELOW 51IEAR HALL EDGE NAILING N `-___ _ z FLOOR FRAMING 1 ° PER PLAN .\\y,. oPER N \//\ /° .' PLAN FOUNDATION //Y:' D REINFORCEMENT \, o PER PLAN to dJ / .d. — / p ° i ' I> J { ° ego A 0- I °r�---��.1D (L n 08 ° \ % „ N -- \i\\\i\\Ni\\N/,\ice\\\/,\>,\W PER PLAN Bottom of Shear Wall Connection Sole Plate Nest Coast Eng. 1/2"Anchor 5/8"Anchor 3/4'Anchor Ibd Halls Allowable Shear Wall Type Bolt Spacing Bolt 5pacing2 Bolt Spacing2 1-1/2"Minimum Shea. Embedment Capacity/Ea. 912 lb. 1,328 lb. IA40 lb. P1N2 30 In. 44 In. 48 In. 5 In.o.c. 364 plf P1N3 21 In. 30 In. 42 In. 4 in.o.c. 532 plf PW6 20 In. 29 In. 43 In. 3 In.o.c. 685 Of GW5 48 In. 60 In. 12 In. 12 In.o.c. 125 plf This table generally applies to full height shear panels only. For shear wall sections between full height shear panels (i.e. as under windows), the table ',ETA I A may be used; or minimum IBC requirements may be used. Where seismic allowable shear exceeds 350 plf (PW6), use 3x (min.). Footnote 2 May use any of the three diameters listed. All anchor bolts shall be embedded 7" min, and shall have 3" square x 1/4" plate washers and nuts. N.T.S. Minimum of 2 anchor bolts per piece of mudsill, and one bolt locoted not more than 12 inches or less than seven bolt diameters from each end of the piece. 1 JOB b20-Ib PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K - 5 of STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/3/2OI6 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360)424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE SHEAR WALL FLOOR DIAPHRAGM PER PLAN PER SPECIFICATIONS 41, B .. M I ANCHOR BOLTS PER TABLE DET. A 5HEAR WALL EDGE NAILING r„� \--- FLOOR FRAMING - z D PP. PER PLAN 5 e D \'\\ '\\'\\ '\\ '\\ ' PROVIDE DOUBLE PLATES AT D PW6 SHEAR WALLS. ALL OTHER SHWAER WALLS D .'D ARE OK WITH A SINGLE PLATE r,ETAIL. E3 A, f FOUNDATION WALL N.T.S. PER DETAIL A ANCHOR BOLTS PER TABLE SHEAR WALL PROVIDE DOUBLE PLATES AT PER PLAN (PW6) I PWb SHEAR WALLS. I ALL OTHER SHWAER WALLS SHEAR WALL ARE OK WITH A SINGLE PLATE EDGE NAILING I, FLOOR DIAPHRAGM I41 I / PER SPECIFICATIONS NMI �— INOREBElli �,ii= FLOOR FRAMING I I- , PER PLAN SLAB PER SPECS OR X r i BY OTHERS % 2x6 P.T. WITH SHIM AND 5/8" TITEN HD L=8" AT bO" O.G. r,ETAIL S aft FOUNDATION WALL N.T.S. PER DETAIL A JOB 620-lb PORTAL'S - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K - 6 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/3/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE 5HEAR WALL PER PLAN SHEAR WALL �I PER PLAN 5HEAR WALL 30D BOX NAILS EDGE NAILING AT b" O.G. TO RIM 30D BOX NAILS AT6" O.G. TORIM FLOOR DIAPHRAGM SHEAR WALL PER SPECIFICATIONS EDGE NAILING ANCHOR BOLTS PER DETAIL D ANCHOR BOLTS PER DETAIL D L510 ® I6" 0.G. BLOCKING TO PLATE . FLOOR FRAMING D ° PER PLAN CONTINUOUS SOLID 3 °c RIM e ANCHOR BOLTS JOIST(I-3/4 ) ° p ° I PER TABLE DETAIL A e /D • °r PER :IA PLAN D p ° e ° D ° FOUNDATION WALL ° REINFORCEMENT . #4 AT 16" O.G. VERT. ° ° o ° z BOTH 5IDE5, AND #4 AT I6" O.G. HORIZ. ea V e W/A/%7//, 1/7 / ���i\\�i\\�i\� /\\W.\\i\\W\Ni\\ 1'-6" MIN. (3) #4 CONT. i7ETAIL G N.T.S. TDB 620-I6 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. SK - 1 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/3/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE 43/411 5HCAR WALL PER PLAN Y11 ANCHOR BOLTS PER TABLE BELOW SHEAR WALL SHEAR WALL EDGE NAILING EDGE NAILING SLAB PER ,:, ,:, • /-, SPECIFICATIONS ^ ' ' ' • OR BY OTHERS i aP \ °,, D D ' D A D D ■ ° . ,. 1 J I AP D e V D D P i\ i\ i\ i\ i ;e , ° ' \\i\\i\\\\\A\A\J PROVIDE #4 DOWELS AT 12" O.G. (EPDXY \ A e ° \ STRUCTURAL FILL SET 6 IN WALL IO D D �� \ PER SPECIFICATIONS AND 18" IN SLAB) \ ° e ° ° �\ 2n\D ° — °° /� 01 FOUNDATION e . e -/-D // REINFORCEMENT y \ �� WALL: VERT. AND HORIZ. /, / p' /// #4 AT 16" O.G.D \ _ FOOTING: (3) *4 CONTINUOUS e \D .e ♦ ' ��� \ dJ 3" COVER (BOTTOM) /\°° ° D e \/ \�\i\\\i\\\i\\�i\\\i\\\i\\� \ \ I'-6" / / Bottom of Shear Wall Connection Sole Plate West Goast Eng. 1/2"Anchor 5/8"Anchor 3/4"Anchor 16d Nails Allowable Sh ear Wall Type Bolt Spacing2 Bolt 5pacing2 Bolt Spacing2 1-1/2"Mhlmun Shea- Embeanent GapacIty/Ea. q12 lb. 1,328 lb. 1040 lb. PW2 30 In. 44 in. 48 in. 5 In.o.c. 364 plf 61,43 48 In. 60 In. 12 in. 12 In.o.c. 125 plf GWI I 48 In. 60 in. 12 In. 12 In.o.c. 145 plf Footnote 1 This table generally applies to full height shear panels only. For shear wall sections between full height shear panels (i.e. as under windows), the table may be used; or minimum IBC requirements may be used. 1,ET . I L Footnote 2 May use any of the three diameters listed. All anchor bolts shall be embedded 7" min, and shall have 3" square x 1/4" plate washers and nuts. Minimum of 2 anchor bolts per piece of mudsill, and one bolt located not more than 12 inches or less than seven bolt diameters from each end of N.T.S. the piece. JOB 620—I6 PORTALI5 — DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. SK —6 OF STRUCTURAL AND CIVIL ENGINEERING IK CALCULATED BY DATE 5/3/20Ib 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE BEARING WALL ANCHOR BOLTS PER PLAN PER CODE (MIN.) PROVIDE #4 DOWELS \• �— FLOOR DIAPHRAGM AT 12" O.G. EPDXY SET PER SPEGIFIGATIONS 6" IN WALL, 24" IN SLAB I \ d ✓- �</ N J N N I` d \` A IV /\q ' / '/ '/ '/ / D ;• ° FLOOR FRAMING �\/ /\/ /\/ � d j PER PLAN ° " //\y� /d , 6 ry FOUNDATION W REINFORCEMENT 0 ? //�' ° (WALL: #4 AT IS" \ yT VERT. AND HORIZ. X / FOOTING: (2) #4 a ;i °� ° I ° CONTINUOUS) CO D > P ° z - Y l°a \ ° eb Dog ° b e 1 d LTA I E / I'-4" / PARTITION WALL N.T.S. PER PLAN Hr— ANCHOR BOLTS SLAB PER SPECS. PER CODE (MIN.) OR BY OTHERS FLOOR DIAPHRAGM 2E: / PER SPECIFICATIONS ea \ d N- v N �. d //\// � / //�//� 0 1 FLOOR FRAMING j1 PER PLAN > D $ 1) =1 i , \�\>>/ / I. X //�), a D N FOUNDATION al \�,% REINFORCEMENT Q �Ai W ° (WALL: # IS 4 AT " C Sf VERT. AND HORIZ. 0 / FOOTING: (2) #4 w / °CD a CONTINUOUS) a 1 I , 1, ° 1 1 1 1 og Di Li D e CO N.T.S. \\��___-- I—4‘ \\/\\\/\\\i\\i\\�i\\�i\\�i\� \ JOB 620-16 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K - I OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/3/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360)424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE LOAD BEARING 20d BOX NAILS @ 6" O.G. WALL PER PLAN �-- if-- FLOOR DIAPHRAGM / PER SPECIFICATIONS .. 4_ m H 4--n K 1 CONTINUOUS - SOLID BLOCKING ---------------_______\ FLOOR FRAMING PER PLAN POST AND BEAM ABU POST BASE PER PLAN PER PLAN FOOTING REINFORCEMENT A D A 1 PER PLAN 1 ° D A (3) #5 CONT., 3" COVER �D 1s D a 1 1 1 U I'-4"/ / l,ETAlL G N.T.S. - ANCHOR BOLTS LOAD BEARING P PER TABLE DET. B WALL PER PLAN SLAB PER SPECS D f OR BY OTHERS V D ° D D nzt D y • . D D4 _, D D e D A D ° D ` \� A D ��\//�\//�\// D \ \/ D FOUNDATION I i ,/„,, ,/„,., //, //, /i REINFORCEMENT s E TA I i., PER PLAN I'-4" , (2) #4 CONT., 3" COVER N.T.S. l06 62O-Ib PORTAL'S - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. S - 10 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2OI6 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE 51ICAR WALL NOTE PER PLAN _, BAGKFILL RETAINING WALL PRIOR FRAMED SEE DETAIL A FOR / FLOOR CONSTRUCTION, BUT AFTER TOP OF WALL CONNECTION BASEMENT SLAB BEING POURED AND SHEAR WALL CURED. HAND COMPACT WITHIN 6 FT FROM EDGE NAILING WALL. OK TO BAGKFILL HALFWAY W/O SLAB PROVIDING EITHER 12" DEEP KEYWAY OR FOOTING 15 POURED D a ° �z i AGAINST UNDISTURBED p A D +' SOIL (IN TRENCH). X POUR GARAGE SLAB � /�� FLOOR DIAPHRAGM BEFORE MAIN FLOOR FRAMING / /\ ° D D PE SPECIFICATIONS WATER PROOFING /��/\ I BY OTHERS FLOOR ° j ° • PER PLAN /+eo ° OPTIONAL FURRING HORIZONTAL REBARS ti , A p WALL BY OTHERS #4 0 12" O.G. / , AVERTICAL REBARS � 00 D D D #4 0 10" O.G., TIED TO x HORIZONTAL REBARS ,1 ° HORIZONTAL REBARS TIED TO DOWELS � (2-5/8" GOVER) � D A VERTICAL DOWELS - 2� /\' D #5 0 8" O.G. / + D I-I/2" COVER (EXTERIOR ,i z WASHED ROCK / y ° p FACE) OR PEA GRAVE\\, egiii D °i 1'-Q11 / `24" J 4 0 • D NO GAP BETWEEN 2'-4" \ / WALL AND SLAB /��, o co /A 8"/ SLAB IS ANCHORED TO SIDE Q �\/-j'i og I D D A WALLS PER PLAN (12" O.G,) 't ) O 0 '� 08 e A D / f W A D D vco do i / //P O O I D A D p D ° — e / CSv D ° D D D ° D D N /\/ O D •D A n D DA A D I I ���I\`//\\f /\YYyAi � e A A D A p /�/I�, \ D p A D )/)08 08 D A � A v '° /��\� O e D ° D , D D ° A ° / D \�`� `/\ /.\ /\\ /\\ WM\ \ FILL AND COMPACT i7 \/ 4'-1" PER SPEGIFIGATIONS #4 121 b" O.G. TRANSVERSE #4 ® 12" O.G. 04" PERF. PVC PIPE 3" COVER TO GRAVITY OUTLET CONCRETE: f'c = 2,500 psi #5 ® 12" O.G. REINFORCEMENT: fy = 60 K51 2" COVER #5 o 8" O.G. 3" COVER SOIL ASSUMPTION: I (al ' WEIGHT: 110 PGF E T A I JI. I 4 11) ALLOW. BRG. P5F (AT REST) 60 PGF (AT REST) N.T.S. EFP: 45 PGF (ACTIVE) JOB 620-16 PORTALI5 - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K - II OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2OIb 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE SHEARWALL �� NOTE: PERRPLAN BAGKFILL RETAINING WALL PRIOR FRAMED SEE DETAIL A FOR FLOOR CONSTRUCTION, BUT AFTER TOP OF WALL CONNECTION BASEMENT SLAB BEING POURED AND SHEAR WALL CURED. HAND COMPACT WITHIN 6 FT FROM EDGE NAILING WALL. OK TO BAGKFILL HALFWAY W/O SLAB PROVIDING EITHER 12" DEEP KEYWAY OR FOOTING 15 POURED \ D r D _ I Ti "� AGAINST UNDISTURBED IIII SOIL (IN TRENCH). \J�\\Y/� �/�����\� • \ y FLOOR DIAPHRAGM POUR GARAGE SLAB \\// 7, PE SPECIFICATIONS BEFORE MAIN FLOOR FRAMING � \ p o WATER PROOFING RIM BWATER Y OTHERS OFING / �, JOIST BY OTHERS FRAMED FLOOR /( < �! PER PLAN D LOAD BEARING WALL HORIZONTAL REBARS /ti�O A A D 2x4DF-L*2 AT lb" O.G. *4 0 12" O.G. >8`\. . A , AVERTICAL REBARS / y oo D D D *4 ® 10" O.G., TIED TO x HORIZONTAL REBARS HORIZONTAL REBARS TIED TO DOWELS N csD (2-5/8" COVER) �` D ° VERTICAL DOWELS X 2 /� ' t #5 ® 8" O.G. rn in F \/v e A I-1/2" COVER (EXTERIOR i FACE) ir WASHED ROCK / OR PEA GRAVE�/, D I -q / `24" NO GAP BETWEEN --I \, ° WALL AND SLAB 0 2'-4"\�i'�o /A 8'/ SLAB 15 ANCHORED TO SIDE / j 08 D D A WALLS PER PLAN (12" O.C) z I. 4. O v 0 08 A 1 A D D ... A D D , Y1 A0 eO ° op a D 6 A D wD ° A �,,//Ju D A DP \ , ° A D ° CS D � ` I I ��� / = � o A D D DA D k�� \ D, A A SSD do A A D ' \ `\i;08 08fa A 0 AD A D , D D I D A D ° D // �YY A V </ / ��/ / v/ e�/ v/ �J/ X//\ x / \�%/ — FILL AND COMPACT / 7 /4 I 41-q" PER SPECIFICATIONS / #4 016" O.G. TRANSVERSE #4 a 12" O.G. 04" PERF. PVC. PIPE 3" COVER CONCRETE: Pc = 2,500 psi TO GRAVITY OUTLET #5 ® 12" O.G. REINFORCEMENT: fy = SO Ks1 2" COVER *5 0 8" O.G. 3" COVER SOIL ASSUMPTION: r,ETAIL Ia (at ' .4 " WEIGHT: IRCPGF ALLOW. BRG. 2,000 PSF EFP: SO PCF (AT REST) EFP: 45 PGF (ACTIVE) N.T.S. SOB 620-lb PORTALI5 - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. SK - 12 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAx: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE SHEAR WALL PER PLAN / ANCHOR BOLTS PER TABLE DETAIL A 5HEAR WALL EDGE NAILING SLAB PER SPECS OR BY OTHERS N D . p \ ItI Z D° D DI ill C 1 A • ^D . `� LD / Z /\ ° ' /PLAN 4 a /�!� �' P \ STRUCTURAL FILL // ,/ PER SPECIFICATIONS \ZZl Al cyo (Igo\Y D D A /I O .� 11 1 �; D D ° \ 4— \ //\\�9�"\//i\,/A///y/% , \ FOUNDATION / / RE INFORGEMENT r;ETAIL J PER PLAN WALL: - #4 AT 16° O.G. HORIZONTALLY AND N.T.S. VERTICALLY FOOTING: (2)#4 CONTINUOUS FIRE WALL BY OTHERS ANCHOR BOLTS PER CODE MIN. SLAB PER SPECS J ` / OR BY OTHERS D p V w D e D D , .V ° , 1 7 e A A D D D D ° p D v , D D //\w\w< /www z1! \ ,\ ,\ ,\ D 1 v. _\ \ D D FOUNDATION '.,/, /A /A /A /A / REINFORCEMENT (2) #4 CONT. r7!TAIL K ,, ILO. / N.T.S. 1 JOB 620-16 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. SK - 13 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE SHEAR WALL IOd NAILS FLOOR DIAPHRAGM PER PLAN AT 4 O.G. PER SPECIFICATIONS SHEAR WALL EDGE NAILING J _ ` JOIST' INVERTED ,v FLOOR FRAMING PER PLAN HANGER (ITS TYPE) Li ` 2'-0" ° I ' P SOLID BLOCKING WITH / / • LS10 BLOCK TO SILL PLATE HORIZONTAL REBARS ° o ° #4 0 12" O.G. ANCHOR BOLTS PER TABLE DETAIL A \ ///\//\W\W\Y\ VERTICAL REBARS NOTE: \'- e8 #4 0 12" O.G., FOR 6 AND 4FT WALL y. BACKFILL RETAINING WALL cs,�� I-I/2" COVER X BEFORE CONSTRUCTION OF \ P• OPTIONAL FURRING WALL FRAMED FLOOR, AND AFTER 0 8" to SLAB. HAND COMPACT " BY OTHERS I CO WITHIN 6FT OF WALL \ ,g, °8 ° EPDXY DOWELS (EPDXY SET) c I / #4 ® 12" O.G., 6" TO WALL VERTICAL REBARS AND 24" TO SLAB (DOWELS) F ' ' SLAB PER SPECS. I-I/2" COVER \) , ° NO GAP OR BY OTHERS \Ae4 G (SUPPORTS H \\��� + / / RETAINING WALL) '//� ° ° o c ',� .8 `' 1 , . ° • / • - WASHED ROCK / °° �� ° 1-//\\%\\%\\ e . C OR PEA GRAVEL ��o$P P ` _ . ° ' a• °> // P ° V ° \, BACKFILL AND / B COMPACT PER 04" PERF. PVC PIPE TO GRAVITY OUTLET SPECIFICATIONS TOP REINFORCEMENT REBARS I 4t4 AT 12" O.G. CONTINUOUS A B G 17 F G H I 6'-O" 3'-I" I'-6" 12" #4010" O.G. 36" 21" WA 4'-O" 2'-6" II" 10" #4012" O.G. 30" 14" WA SOIL INFO (SOIL REPORT): WEIGHT: 110 PCF TAI L L CONCRETE: f'c = 2,500 psi EFP:ALLOW. BRG.60 PCF (AT RE00 ST) REINFORCEMENT: fy = 60 Ksl EFP: 45 PCF (ACTIVE) N.T.S. JOB 62O-I6 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. SK - 15 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2OI6 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360)424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE DOUBLE PLATE FOR PW6 SHEAR WALLS 4ILAR WALL PER PLAN FLOOR DIAPHRAGM a PER SPEGIFIGATIONS SHEAR WALL ..--F-r--------f w N a- N // EDGE NAILING _-__I 5HEAR WALL1)('' - PANEL JOINT ' \ FLOOR FRAMING PER PLAN SHEAR WALL x WHERE JOISTS ARE PARALLEL PER PLAN PROVIDE BLOCKS AT 24" O.G., NAIL BLOCKS TO SUBFLOOR � W/(4) IOd, AND TO TOP PLATES TA I L N WITH (3) IOd N.T.S. DOUBLE PLATE FOR PW6 SHEAR WALLS SHEAR WALL /, PER PLAN FLOOR DIAPHRAGM PER SPEGIFIGATIONS t— i SHEAR WALL �� N „ it „ H EDGE NAILING SHEAR WALL t PANEL JOINT SHEAR WALL '� FLOOR FRAMING PER PLAN PER PLAN r3s1 /�T� I � 0 / N.T.S. JOB 62O-lb PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K - 16 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE SHEAR WALL PER PLAN DECK TO HOUSE FRAMING CONNECTION: 05/8" THROUGH BOLT AT 32" O.G. PLUS TWO ROWS OF I6d NAILS SHEAR WALL AT 6" O.G. EDGE NAILING / ANCHOR DECK TO FLOOR DIAPHRAGM FLOOR FRAMING PER SPECIFICATIONS PER IRG R501 -I In" WIN I 1 SOLID RIM JOIST (MIN. I-1/2") SHEAR WALL 1 it 5t N PANEL JOINT 0 0 0 I) � � 0 0 0I FLOOR FRAMING PER PLAN DECK FRAMING PER PLAN BLOCK PER DET. F SHEAR WALL EDGE NAILING SHEAR WALL PER PLAN DETAIL N.T.S. JOB 620-16 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. SK - 11 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE_-5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE FIRE WALL � , FIRE WALL r,HCATHING SHEATHING BY OTHERS BY OTHERS • IOd NAILS IOd NAILS FLOOR DIAPHRAGM AT 6" O.G. AT 6" O.G. PER SPECIFICATIONS L550 AT LS50 AT- IS" O.G. IS" O.G. 1/ SHEAR WALL FLOOR FRAMING EDGE NAILING E PER PLAN ICAR WALL SHEAR WALL EDGE NAILING PER PLAN (GW3, OR GWII OR PW2) SHEAR WALL PER PLAN (GW3, OR GWII OR PW2) l,ETAIL N.T.S. JOB 62O-I6 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K - IS of STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE 20D BOX NAIL ® SPACING PER SHEAR WALL TABLE (1612 SOLE PLATE NAILING) CONTINUOUS SOLID FLOOR DIAPHRAGM BLOCKING SHEAR WALL PER SPECIFICATIONS PER PLAN IOd AT L510 ® lb" O.G. 6" O.G. BLOCKING TO PLATE ONLY IF SI IEATH I NG BREAKS ON TOP PLATE 1l aJ SHEAR WALL EDGE NAILING JOIST'S INVERTED SHEAR WALL HANGER (ITS TYPE) EDGE NAILING LVL RIM PER PLAN SHEAR WALL FLOOR FRAMING PER PLAN PER PLAN EXTEND SHEATHING TO FLOOR DIAPH'M i,ETAIL R N.T.S. JOB 620-I6 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. SK - Ig OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2OI6 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE ROOF DIAPHRAGM PER SPECIFICATIONS Ht, MANUF. TRUSSES OVER-FRAMING OTHERS BY OTHERS J —Sd NAILS • AT ROOF DIAPHRAGM PER SPEGIFIGATIONS SHEAR WALL EDGE NAILING MANUF. TRUSSES BY OTHERS SHEAR WALL PER PLAN HI RAFTER TO BEAM 2x6 DF-Ltt2 AT lb" O.G. WALL TAIL S N.T.S. JOB 620-16 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. SK - 20 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE ROOF DIAPHRAGM PER PLAN SECTION Scl AT NA G. / SHEAR WALL BOX FRAMED TRUSS EDGE NAILING /.� BLOCK, SEE BELOW (SOLID BLO OK WHEN SHEATED SAME AS HEIGHT ALLO SHEAR WALL BELOW ;� OK TO PROVIDE VENT OPENINGS I6d NAILS AT 6" O.G. \ \k I H2.5A TRUSS TO TOP PLATE OK TO LOCATE OUTSIDE MANUF TRUSS SHEAR WALL BY OTHERS EDGE NAILING SIILAR WALL ROOF DIAPHRAGM �/ PER PLAN PER PLAN . SHEATED SAME T ! AS O SHEAR WALL BELOW O I I O0\___ O O I I 0 i I T i I —1, NINGS I L BOX FRAMED TRUSS I IBLOCKING i I \% NAILS �---- \ _ I AT 6" O.G. I — ELEVATION 1- 1 I- _____------- ______. ___ ____ -_____, SE TAIL T / l / / SI EAR WALL / N.T.S. / PER PLAN JOB 62O-I6 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K - 21 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY - - IK DATE 5/4/2016 1520 PARKER WAY. SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE CUT SHEAR WALL PANEL TO ALLOW MIN. (12) Sd NAILS NAILED TO HEADER BEAM OR HEADER PER PLAN SHEAR WALL FIELD NAILING PER PLAN 1 • • • EITHER EXTEND GARAGE • • • DOOR HEADER TO WALL SHEAR WALL CORNER OR INSTALL PANEL EDGES • • MSTA3b HORIZONTAL STRAP HEADER TO BLOCKING •L—r • STRAP HEADERS BETWEEN • T ' • DOORS W/ C5I4, BACK STRAP • • • • • r . . . . . . . -F--.— ------E . • I . SHEAR WALL 1 /� PANEL EDGES NAILING ' • PER PLAN • • • SHEAR WALL FIELD NAILING • • PER PLAN V V ¢ OF STRAP EQUAL LENGTH OR OR STRAP LENGTH PER PLAN /STRAP LENGTH PER PLAN i7ETAIL U N.T.S. JOB 620-I b PORTAL I S - DUPLEX WEST COAST ENGINEERS, Inc . SHEET NO. T - I OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE Basement Floor Level Beams, Columns, Posts West Coast Alt. 1: Mat'l and Alt. 2: Mat'i and Max S an' Minimum Max Special End Foot- Egr. Member O.C. Spacing if O.C. Spacing if p Bearing Cantilever 00 Connector notes Info. applicable applicable Length. (ft.) J1 joist 11-7/8 TJI 110 at - 13.5'+12.5' 3.5"mid - - - 16"o.c. cont. support B1 beam 4x8 DF-L#2 - 3.9 ft. 1.5 in. - - - a + B1 alt. beam 4x10 DF-L#2 - 4.7 ft. 1.8 in. - - - r 4 B1 alt. beam 3-1/2x7-1/2 24F- - 6.0 ft. 1.8 in. - - - GLB ti B1 alt. beam 5-1/2x7-1/2 24F- - 7.4 ft. 1.8 in. - - - GLB . _ -9 AC4 top, Cl post 4x4 DF-L#2 - 5.0 ft. - ABU44 bttm. ,. 4 Cl alt. post 4x6 DF-L#2 - 8.0 ft. - - AC6 top, - ABU46 bttm. a a a C2 post 6x6 DF-L#2 - 8.0 ft. - - AC6 top, - ABU66 bttm. C O Footnote 1 For beams, joists, and rafters, span is the horizontal distance, in feet, between (outermost) supports. For posts and columns, span is the distance between points of lateral support (such as floor or roof diaphragms). Footnote 2 If blank, use default connectors per standard specifications. For posts or columns: Left End = Top, Right End = Bottom. 1 �_ ,a1JOB 620- I6 P TALIS mDUPLEX WEST C Q T L N �\ FE o I w a SHEET NO. T - 2 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED ®Y IK DATE 5f'4/20I6 1520 PARKER WAY , SUITE # G . MT . VERNON , WA 98273 PHONE : ( 360) 424 - 3404 FAX : ( 360) 424-2063 CHECKED BY DATE WEB : WWW . WCOASTENG . COM SCALE _______ a a-c- Aairtv Moor Lev& Ream ; C © OLIM S, Posts West Coast Alt, 1 : Marl and Alto 2 : 6 Jat°9 and di MinimumMax Special Left Egr. G dertmber O . C . . Spacing if © . Co Spacing if Max Span !Plowing Cantilever End FO©tO Info. applicable applicable . (ft:) Lengtho (ft. ) Gconnector, note J11 joist 11 - 7/8 TJI 210 at 13. 54- 12. 5 ' 3. 5 " mid v 2. 0 fit - 16 o. c. cont. support 9 J12 joist 11 - 7/8 TJI 210 at _ q3 5 # 3. 5 " cant. 2. 0 fit. - - 16 " o. c. support h V J13 joist 11 - 7/8 TM 110 at - 9. 0 ft. 1 . 5 in. - _ - 16 " o. c. h 4 J14 joist 11 - 7/8 TJI 110 at - 7. 5'+ 12. 5 ' 3. 5 " mid - _ _ 16 " c. c. cont. support h 4 J15 joist 2x8 HF#2 p. t. at 0 5. 5 ft. 1 . 5 in. 3. 5 ft. LUS28 z-MAX a 16 " o. c. h 4 : 11 beam 3- 1/2x11 - 7/8 PSL 3- 1/8x9 24F- V4 9. 0 fit. 9 . 8 in. - - b or Versa-Lam GLB h h 4 [� 12 beam 5- 1/8 (5- 1/2)x12 24F-V4 GLB 14. 0 ft. 2. 0 in. - - - weather treated h B13 beam 1 -3/4x11 -7/8 LVL 1 -3/4x11 - 7/8 12. 5 ft. 1 . 5 in. - HUll or - Versa-Lam LBV 9 . 56/11 . 88 h h 1 -3/4x11 - 7/8 HU11 or B14 beam 1 -3/4x 11 - 7/8 L VL Versa-Lam 4. 0 ft. 1 . 5 in. a LBV 1 . 56/91 . 88 h 9 S` GA header 4x8 DF-L #2 - per plan 1 . 5 in. - - a h , Cl post 2x6 DF-L#2 - - - - - c h h C2 post (2) 2x6 DF-L#2 - - - - - - h a C8 post 6x6 HF#2 At. - _ - - CC/ECC top _ CB bttm h 4 W1 bearing wall 2x6 DF-L #2 at 16 " - 8. 0 ff. - - - _ o. c. h o 2x4 DF-L #2 at 16 " @6 92 bearing wall o. c. a 8. 0 fit. - - - - h 9 a Footnote 1 For beams , joists, and rafters , span is the horizontal distance , in feet , between ( outermost) supports . For posts and columns , span is the distance between points of lateral support ( such as floor or roof diaphragms). Footnote 2 If blank , use default connectors per standard specifications . For posts or columns : Left End = Top , Right End = Bottom . Footnote a Provide diagonal joists blocking in both directions . Footnote b Beam may be either flushed (joists hang from it) , or dropped (joists are continuous ) . Footnote c Tis is a default header or beam support when not labeled in plan . I I I I I . JOB 620-16 PORTAL'S - DUPLEX WEST COAST ENGINEERS, Inc . SHEET NO. T - 3 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY 1k DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE Roof Level Beams, Columns, Posts West Coast Alt. 1: Mat'l and Alt. 2: Mat'I and , Minimum Max Foot- Egr. Member O.C. Spacing if O.C..Spacing if Max Span Bearing Cantilever Special End(ft.) Connector- notes Info. applicable applicable Length. (ft.) B1 beam 3-1/2xGL812 4F-V4 - 16.0 ft. 2.0 in. - - - B2 beam 4x10 DF-L#1 3-1/2x7-1/2 24F- 0 ft. 1.5 in. - - a V4GLB r 4 B3 beam 4x10 DF-L#2 3-1/2x7-1/2 24F- - - - - a V4GLB H header 4x8 DF-L#2 - per plan 1.5 in. - - - 4 4 H1 header 4x10 DF-1#1 - 6.0 ft. 1.5 in. - - - 0 4 0 H2 header 4x12 DF-1#1 3-1/2x9-1/2 24F- 6.0 ft. 2.5 in. - - - V4 GLB 4 4 h Cl post 2x6 DF-L#2 - - - - - b 4 4 C2 post (2) 2x6 DF-L#2 - - - - - - r 4 C6 post 6x6 DF-L#1 - - - - LCE fop - CPT66Z bttm Footnote 1 For beams, joists, and rafters, span is the horizontal distance, in feet, between (outermost) supports. For posts and columns, span is the distance between points of lateral support (such as floor or roof diaphragms). Footnote 2 If blank, use default connectors per standard specifications. For posts or columns: Left End = Top, Right End = Bottom. Footnote a Miter cut over the post is OK. Footnote b Tis is a default header or beam support when not labeled in plan. - i ti { , West Coast Engineers, Inc. B STANDARD STRUCTURAL SPECIFICATIONS: 1) LOADS. a) Following are the loads used for the subject design/analysis: i) Roof live load: 20 psf ix) Balcony live: 60 psf ii) Roof dead load: 15 psf x) Deck live: 40 psf iii) Snow load: 25 psf(ground) xi) Deck dead: 10 psf iv) Snow load: 20 psf(balanced) xii) Exterior wall dead load: 12 psf v) Snow load: 25 psf(unbalanced) xiii) Interior wall dead load: 8 psf vi) Floor live: 40 psf(living areas) xiv)Seismic Base Shear, V=0.120 x W. vii) Floor live: 30 psf(sleeping areas) xv) Wind: 85 mph 3-second gust wind viii) Floor dead: 12 psf speed, Exposure 'C', 2) APPLICABILITY OF THESE SPECIFICATIONS: a) These specifications shall be adhered to for all work addressed in this report. b) Some sections of these specifications may not apply to the scope of work of West Coast Engineers. (WCE). Use of these specifications for work outside of WCE's scope shall be at the sole risk of the Contractor. 3) LIMITED SCOPE OF WCE'S WORK: a) The scope of work of West Coast Engineers (WCE) is limited to Gravity and Lateral Analysis (structural concerns only). WCE leaves issues such as thermal / moisture detailing, ingress / egress, insulation, and fire / life / safety concerns to other design professionals. WCE takes no responsibility or liability for items not specifically addressed in the calcs, sketches, or call-outs. b) All structural and other matters not shown or addressed in the following calculations and sketches do not form part of the scope of work of WCE. c) Structural analysis, design and specifications apply for one structure at the location shown in this report only. WCE cannot be held liable for unauthorized reuse of this work at a different location(s). 4) OWNERSHIP OF THIS REPORT: a) Ownership of this report, all calculations, sketches, and other intellectual information pertaining to the project shown herein shall remain the sole property of WCE. WCE will furnish copies of this information to others only with the express permission of the Client. b) These calculations, sketches, notes, and specifications are valid only for the project indicated herein. These documents are not valid, and shall not be used for any other project. 5) COMPLETION OF WCE'S CURRENT SCOPE OF WORK: a) Submittal of this report to the Client completes the present scope of work and budget of WCE for this project. All other consultation, design, calculations, sketches, inspection, etc. after submittal of this report shall be billed on a time and materials basis at WCE's current fee schedule. 6) CONSTRUCTION DRAWINGS (PLANS FOR PERMIT &CONSTRUCTION): a) WCE recommends that the Designer / Architect submit construction drawings to WCE for review and approval prior to construction of the project. Such review and approval of full-sized plans is beyond WCE's current scope of work. 7) BASIS OF DESIGN—APPLICABLE CODES: a) This design is based on the IBC, 2012. All construction shall adhere to the minimum requirements of the 2012 International Building Code, unless shown otherwise in this report. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor 620-16 Portalis-Duplex Strl Specs 5-4-16.doc Page B I 1520 Parker Way- Suite'G', Mount Vernon, WA 98273 • Tel: (360)129-3904 • Fax: (360)929-2063 • www.wcoasteng.com West Coast Engineers, Inc. C assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. 8) COMPETENT CONSTRUCTION PERSONNEL: a) Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. 9) TEMPORARY SUPPORT AND BRACING: a) General. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of same is not included herein, unless specifically shown. Contractor or owner should check all temporary-supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. b) Retaining Walls. Do not backfill against retaining walls until concrete has cured to at least 2,500 psi (okay to use high early strength admixtures or additional cement in the mix to achieve this purpose). For retaining walls that are to be connected to horizontal (floor or slab) diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. 10) CONFLICTS OR ERRORS IN PLANS: a) Contractor shall verify all dimensions and 'fit' conditions in the field. Should the Contractor or fabricator note any conflicts or errors in the Plans and/or specifications, they shall be brought to the immediate attention of the Engineer. If any questions arise during construction pertaining to any structural matter, the Engineer shall be consulted immediately. 11) FOOTINGS, FOUNDATIONS, SLABS ON GRADE: a) Geotechnical Report. Soils analysis and geotechnical engineering are not a specialty of WCE. WCE depends on others for the provision of soils data, which includes but is not limited to: allowable bearing capacity, liquefaction potential, slope stability, active and passive lateral pressures, internal friction angle, and cohesion. WCE strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all land based construction projects. b) Foundations, Footings on Soil: General. All footings to bear on undisturbed existing soil, unless otherwise shown in the plans or calculations. All organic and deleterious material beneath the footings, foundations and slabs to be removed and replaced with granular fill compacted to 95% relative compaction. Bottom of footings to be below locally prescribed frost zone, not less than 18". Replace all over-excavated areas with granular material compacted in 8" maximum lifts to 95% Relative Compaction (RC). All footings are proportioned and designed for 2,000 psf allowable soil bearing pressure, unless other information is supplied by the Owner or Owner's representative. c) Slabs on Grade. Subgrade below slabs shall be similar to the above, except that 92% relative compaction is acceptable. A layer of free draining material and a suitable vapor barrier (designed by others)are recommended for all interior slabs. i) Contraction Joints. Contraction joints shall be provided in all slabs at a maximum of 12 feet on center in each orthogonal direction. Contractor may use tooled joints or 'zip strips'. Light gage metal-keyed joints are not recommended in slabs subject to vehicular traffic. Slab reinforcement shall be continuous across all contraction joints. ii) Expansion (isolation)joints. Expansion (isolation)joints are required where new concrete slabs are poured against existing concrete or masonry, and where shown on the plans. Expansion joint material shall be asphalt impregnated fiberboard or similar, 1/2 inch thick. iii) Construction (cold)joints. Where used, the previously placed concrete surface shall be clean and free of laitance. Reinforcing shall be continuous across the joint. Cold joints in slabs should be full depth, vertical face, and form a straight-tooled edge. Cold joints constructed in this manner may also function as contraction joints. d) Footing Drains. Footing drains, with washed drain rock extending to within one foot of top of finished grade, shall be provided at the base of all footings and retaining walls, which will have, 620-16 Portalis-Duplex Strl Specs 5-4-16.doc Page C 9{ 1520 Parker Way—Suite'G', Mount Vernon, WA 98273 • Tel: (360)424-3404 a Fax: (360)424-2063 • www.wcoasteng.com West Coast Engineers, Inc. D I earth placed against them. Footing drains shall be 4" perforated pipe routed downgradient to daylight, unless otherwise specified. 12) STANDARD CONCRETE: a) General. Structural concrete shall be designed and constructed in accordance with the requirements of 2012 IBC,chapter 19, and ACI318-11. b) Strength, Mix, Placing. All concrete, unless otherwise specified in the Plans or Calculations, shall attain a 28 day strength of fc= 2,500 psi for footings and foundations not exposed to weather, and f'c = 3,000 psi for any concrete exposed to weather, and shall contain not less than 5-1/2 sacks of cement per cubic yard. Maximum water/cement ratio shall be 0.45, and maximum slump=4". Max. aggregate size = 7/8". Mixing and placing of all concrete and selection of material to be in accordance with IBC and ACI 318 (latest editions). Provide 5% air entraining in all concrete exposed to the earth or weather. c) Waterproof Concrete. For concrete applications that are required to be waterproof, the Contractor shall use KIM admixture by Kryton International Inc. (contact Marlen Hansen (360) 650-9038). Note that air entraining must be a maximum of 5(Yo after this admixture. Contractor shall follow manufacturer's recommendations in use of KIM. d) Concrete Admixtures. All admixtures are entirely at the discretion of the contractor and / or concrete batch plant and must not affect the minimum requirements herein. 13) CONCRETE REINFORCING: a) Strength, Splicing, Bending. Reinforcing bars (rebar)shall be per drawings and sketches attached, and shall be grade 40 (Fy = 40 ksi), unless noted otherwise. All reinforcing shall be detailed, bolstered and supported in accordance with applicable ACI code. Bars shall be bent with minimum 6 bar diameter radius for sizes up to and including No. 8, and 8 bar diameter radius for bars larger than No.8. b) Ties. For reinforced concrete beams, walls, columns, pilasters, and any other element wherein the main reinforcement bars are enveloped with tie bars (a.k.a. stirrups), the ties shall be bent with the least radius of bend so as to envelop the main rebars without the tie bars cracking or breaking. The tie bar ends shall overlap the main bars at least one bar diameter. The diameter of bend shall not be smaller than the diameter of the main bars in contact. c) Slabs. Slabs on grade that will be subjected to vehicular traffic shall have 6" minimum (thickness) and thickened edges as described below, unless designed and specified by others. Reinforcement shall be #4 centered in the slab, at 16" O.C. each way. Such slabs shall have thickened edges consisting of a 12"x 12" minimum monolithic footing with 2 ea. #4 continuous at the top and bottom of the footing. i) Reinforcement for slabs which will not be subjected to vehicular traffic shall be WWF, 6"x6"x10ga. or #3 at 24" O.C. each way, centered in a 4" slab. As an alternate to this reinforcing, Forta FERRO structural fiber mesh (or equivalent) may be used per the manufacturer's specific instructions and requirements below. Contact Forta at (800) 245-0306 or Marlen Hansen at (360) 650-9038. Note that the maximum slump of concrete having fiber mesh is 3". The contractor must install construction joints or saw-cuts per specs above or per Forta requirements within 12 hours of concrete placement(sooner if possible). (1) Minimum fiber mesh requirements: Fiber shall be a synergistic combination of a twisted- bundle non-fibrillating monofilament and a fibrillating network fiber system. Fiber shall be made of 100%virgin materials in the form of fully-oriented copolymer I polypropylene. The fiber dosage rate (amount of fiber per cubic yard) shall be as provided by Forta. Fiber length shall be 2.25 in. (54 mm). Fibers shall comply with ASTM C-1116 "Standard Specification for Fiber Reinforced Concrete and Shotcrete". d) Welded Wire Fabric. Welded wire fabric (WWF) shall be ASTM A-185. Splice by lapping one mesh +2"all sides. 620-16 Portalis-Duplex Strl Specs 5-4-16.doc Page D 1520 Parker Way- Suite'G', Mount Vernon,WA 98273 Tel: (360)424-3404 < Fax: (360)424-2063 . www.wcoasteng.com West Coast Engineers, Inc. E e) Hooks. For 180 degree hooks, provide a minimum of 2-1/2 inches or 4 bar diameters extending beyond the bend. For 90 degree hooks, provide a minimum of 12 bar diameters extending beyond the bend. f) Cover. Provide the following minimum cover: i) Footings and other unformed surfaces, distance from the bar to earth face...3" ii) Formed surfaces in direct contact with earth 2" iii) Surfaces exposed to weather 1-1/2" iv) Surfaces exposed to salt water 3" g) Rebar Splice, Lap & Development Length. Splice, lap, and development lengths shall be per the following table (Table 1)unless noted otherwise. Development Length Table From ACI 318-11 Section 12.2 fc= 2,500 psi Mnimum Concrete Strength Bar Diameters 2d (min.) Spacing And Examples Mnimum d (min.) Clear Cover Steel Uncoated Epoxy Coated Uncoated Epoxy Coated Strength Reinf. Bar Reinf. Bar #4 #5 #6 #4 #5 #6 GR40 40,000 psi 32 d 38 d 16 in 20 in 24 in 19 in 24 in 29 in GR60 60,000 psi 48 d 58 d 24 in 30 in 36 in 29 in 36 in 43 in Notes: d =rebar diameter. If bars #7 and larger increase length by 1.25. See code for negative impact of lightweight concrete and benefit due to cover > 12" Table 1 —Rebar Development Lengths 14) CONVENTIONAL WOOD FRAMING: a) Material. All sawn framing lumber shall be Douglas Fir - Larch, Number 2 or better, unless otherwise shown. This material may be either green (moisture content less than 25%), recycled (reclaimed) or conventionally kiln dried (in an approved kiln). Regarding radio frequency vacuum (RFV) dried timbers: the effects of radio frequency vacuum drying on Douglas Fir timbers have yet to be determined. Therefore, use of RFV dried Douglas Fir timbers is at the risk of the Contractor and/or Owner. b) General Construction: Pre-drill all nail holes where required to avoid splitting. Connect all wood members per these sketches, callouts, and the IBC. c) Anchor Bolts. Anchor bolts to mud sill, use 5/8"diameter x 10" embedment at 48" OC, with 3" x 3" x 3/16" heavy steel washers, wrench tight, unless otherwise shown. d) Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and / or soil. Selection of all metal connectors shall be per manufacturer recommendation in respect to the possible corrosion by the wood treating chemicals (including nails, bolts, Simpson or other framing connectors, etc.). For more information refer to Simpson Strong Tie 'Wood Construction Connectors'Corrosion Information (page 5). e) Blocking / Bridging. Provide full depth bridging or blocking at 8' OC max. in joist or rafters without continuous plywood diaphragm connection on the top . i) Provide solid blocking at all bearing points. 620-16 Portalis-Duplex Strl Specs 5-4-16.doc Page E 1520 Parker Way-Suite'G', Mount Vernon, WA 98273 • Tel:(360)124 3404 • Fax: (360)424-2063 • www.wcoasteng.com West Coast Engineers, Inc. F ii) Framed floors which support posts shall be solidly blocked within the floor to positively transfer posts loads through the floor to the supports beneath. f) Partition Walls. All non-shear wall partition walls on slabs shall be secured with 0.145" diameter power pins at 12" OC, unless otherwise shown. Shear wall partition walls on slabs shall be connected to the slab with the anchor bolting schedule shown above and herein. i) Provide double joists under all non-bearing partition walls. Partition walls, which carry loads from above, shall bear on joists or beams sized to carry said loads. g) Stair Framing. All framing and supports for all stair components shall be by others unless shown herein. h) Beam Supports (Trimmers). All Glu-Lams or Parallam beams shall have (at a minimum) double trimmers or a 4X post at each bearing point unless otherwise shown. Sawn beams 6X12 or less may use single trimmer at bearing points, larger size sawn beams to use double trimmer or 4X post. All beam supports shall carry down through the structure to the foundation. These supports shall be blocked through a floor at the minimum with a member of the same size or the same cross sectional area as the member above the floor. i) Lao Bolts. All lag bolts greater in diameter than 1/4" shall have pilot holes pre-drilled. Size of pilot hole in threaded portion shall be 70% of the unthreaded shank diameter (or alternatively, 90% of the root diameter of the threaded portion) unless noted otherwise. Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. Minimum lag bolt embedment into main member shall be eight times the bolt diameter. j) Nails. All nails used and specified in drawings and sketches shall be common wire nails unless shown otherwise. Common wire nails may be substituted with nails of the same shank diameter and same length. Minimum embedment into the main supporting framing is 12 times the nail diameter, unless noted otherwise. k) All connection nailing that is not specifically shown in the attached details defaults to the 2012 IBC 2304.9 with appropriate table (2304.9.1). 2012IRC fastener schedule for structural members table R602.3(1)and alternate attachment schedule table R602.3(2). 15) PRE-FABRICATED FRAMING CONNECTORS: a) Manufacturer: Simpson brand is specified, however any other nationally recognized brand (Silver, KC, etc.) may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. b) Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements (location, exposure, end and edge distances, nails, ... etc.). The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to. c) Weather Exposure: All connectors exposed to weather conditions or excessive moisture shall be post hot dipped galvanized (ASTM 123 and ASTM A153), coated equivalent to Simpson Z-Max (G185, ASTM 653), or stainless steel (stainless steel connectors shall be used with stainless steel nails, bolts, and other fasteners). It is the responsibility of the general contractor to ensure that the connector chosen for treated and pressure treated wood, and/or saltwater or chlorine environments will be corrosion resistant. Do not use Ammoniacal Copper Zinc Arsenate (ACZA)wood treatment with zinc-coated fasteners. Fastener corrosion protection shall be at minimum per the Simpson manufacturer recommendations. d) Holdowns: Where holdowns are shown on the plans, Contractor shall supply the holdown, the factory specified anchor bolts, and factory specified bolts, lags, or nails that connect to the vertical member. Vertical members shall be double 2x, or single 4x material unless otherwise specified and shall be nailed to the sheathing using edge-nailing as called out for that segment of shear wall. Doubled vertical members shall be composed of either two full-height studs, or one full-height stud and one trimmer(of 6'min. length). Doubled 2x members must be nailed together using either 16d nails at 3" o.c. or using sheathing edge nailing into both members. Single vertical members shall } 620-16 Portalis-Duplex Strl Specs 5-4-16.doc Page F 1520 Parker Way--Suite'G', Mount Vernon,WA 98273 • Tel: (360)42 4-3404 • Fax: (360)424-2063 • www.wcoasteng.com West Coast Engineers, Inc. G I be the full height of the wall, unless noted otherwise. Anchor bolts (for hold down attachment), which are too long to fit in the footing in a vertical orientation, may be bent in a smooth curve to a maximum of 90 degrees and extended horizontally within the footing. Horizontal portion of bend must be placed as close to the bottom of the footing as concrete cover requirements will permit. 'All -thread' may be substituted for long anchor bolts. e) Use with Prefabricated Wood Products, i.e. Parallam, TJI, etc.: The Contractor shall verify with the prefab. wood manufacturer that the specified connectors will work as intended with their product. f) Default Connector Types. Unless otherwise shown, the following metal plate connectors shall be used. i) Post caps CC, AC, LCE or equal series ii) Post bases ABU, CB, CBSQ series iii) Joist hangers ITS, IUS series. iv) Truss and rafter holdowns H1 at each heel to double plate. 16) PREFABRICATED WOOD PRODUCTS: a) Prefabricated Trusses. Where shown on the plans, all prefabricated structural roofing members shall be designed by a certified professional engineer. The prefabricated structural roofing designer shall provide stamped design drawings with appropriate notes showing member sizes, forces, installation procedures, blocking, bracing, etc. The contractor shall conform to these drawings in the installation of the structural roof system. The Contractor shall ensure that adequate diagonal bracing from the roof diaphragm to the ceiling diaphragm is permanently installed. A girder truss shall be supported per plan, and if not noted in plans, at the minimum with (3) full size studs nailed to the sheathing. All girder truss supports shall carry down through the structure to the foundation. These supports shall be blocked through a floor at the minimum with a member of the same size or the same cross sectional area as the member above the floor. If the enclosed sketches include lateral forces which must be tied into manufactured trusses, the contractor/owner shall provide the truss manufacturer information about drag forces, where shown in the structural report and sketches. Truss overframing shall be per truss manufacturer or general contractor, unless shown herein. b) I-beam Composite Web / Flange Joist Products. These are as designed by others, unless specifically called out herein. The contractor shall install the I-Joist products complete with web stiffeners and other blocking / bracing as shown on the Plans and / or as recommended by the manufacturer. All manufacturer's installation recommendations (bearing, blocking, bracing, hangers, provisions for double joist, etc.)shall be followed. c) PSL's (Parallel Strand Lumber). Where called for, use minimum 2.0E, 2,900 psi minimum allowable bending stress. These products are specified due primarily to their extremely high strength values. They must be stored and installed in strict accordance with manufacturer's recommendations. No substitutions are allowed. d) Glue-Laminated Timbers. Unless otherwise noted, all glu-lam beams shall be 24F-V4 DF/DF industrial appearance grade for simple span and 24F-V8 DF/DF for continuous span, manufactured by an AITC approved fabricator. Note that wane is not permitted for any piece of lumber used for laminations. For laminations that are made from multiple pieces instead of single pieces, edge bonding is required. Store and install in accordance with manufacturer's recommendations. If visually exposed to interior living space, use Architectural Appearance Grade. Taper, notching, and/ or holes are not permitted for any beams unless specifically approved by engineer of record. Camber beams per plan or per manufacturer's recommendation (whichever is more stringent), but not less than to 2000 ft radius for beam more than 15ft span. e) Plywood or OSB Shear Walls. All plywood on shear walls, except Type PW1, shall have all edges blocked. All blocking to receive edge nailing. Any exterior wall not specifically shown as a shear wall shall be Type PW1 (7/16" OSB or CDX w/8d nails at 6" OC panel edges, and 12" OC field, unblocked) or PW2. All shear walls shall be positively connected to horizontal diaphragms at their 620-16 Portalis-Duplex Strl Specs 5-4-16.doc Page G 1520 Parker Way Suite'G', Mount Vernon,WA 98273 *. Tel: (360)424-3404 * Fax: (360)421-2063 E www.wcoasteng.com West Coast Engineers, Inc. H tops and bottoms per the Callouts herein. Plywood structural panels shall conform to the requirements in DOC PS1 or PS2, CDX plywood unless otherwise noted. Store in accordance with the manufacturer's recommendations, and install per IBC (NDS) requirements for shear resisting vertical and horizontal diaphragms. Nails. All nails used and specified in drawings and sketches shall be common wire nails (ASTM F1667) unless shown otherwise. Common wire nails may be substituted with nails of the same shank diameter and same length. Framing (studs) shall be Douglas Fir—Larch species unless otherwise noted in the plans and sketches. f) Plywood Roof. If roof diaphragm is not specified in Plans or Calculations, use 1/2" over non- blocked supports at 24"OC. Use IBC Case 1 pattern. Nail with 8d (diameter 0.131", 2-1/2" long) at 6" on edges, and 12" in field. Contractor to verify all span ratings. At locations of overframing, sheathing is assumed to extend to the wall top plates (under overframed roof sections) unless noted otherwise. g) Floors. All wood floor diaphragms shall be glued and nailed. Use thickness as shown on the Plans, but not less than %" T&G. Contractor to verify all span ratings of plywood or OSB (minimum grade DOC PS2). Where otherwise not shown on Plans, nail floor diaphragm using 10 penny (screw type nails recommended) at 6"on edges, 12" in field, non-blocked, per IBC Case 1 pattern. GENERAL STRUCTURAL NOTES. A. SHEAR WALL CONNECTIONS. Each shear wall must be connected at its top and bottom per the typical structural details shown on pages SK4 — SK21. These details are intended only to show TYPICAL situations. Due to varying framing methods, not all aspects of each detail will necessarily pertain to specific field conditions, however, the bolting, nailing, and connecting schemes must be followed. If in doubt, contact West Coast Engineers. B. WOOD FRAMED WALLS. Wood framed walls intended to act as shear walls are indicated as PWx. Wood framed walls not intended to act as shear walls are not typically labeled and should be standard IBC construction. C. REVISIONS. Any change in a door and/or a window size or location (located in the designated shear walls) will result a change in the shear wall schedule and/ or a change in a type and/ or location of a holdown. 620-16 Portalis-Duplex Strl Specs 5-4-16.doc Page H 1520 Parker Way—Suite'G', Mount Vernon, WA 98273 • Tel: (360)124-3104 • Fax: (360)121 2063 • www.wcoasteng.com OCT 13 2011 1 CITY OF ANACORTES STRUCTURAL CALCULATIONS FOR ELEVATED GARAGE SLABS Portal's Development Anacortes, WA 2015 IBC October 24, 2016 2016-1107 Prepared By: Michael L. Schemmer, P.E. 2032 N Avenue, Unit A Anacortes,WA 98221 (360) 941-1607 mispe.structures@yahoo.com sc,96, 15/171 72, sS/p�t�!E14C/ t MICHAEL L ScHEMIVdER9 P E reyLTALs— tip f,` 6l f f& r\ 4.A„04_, 7 2 7 1„1, _ 6 FY • it 4)0/z Vd- -z.O aeo ter= Cd )6, ' tv -z/71/1)1 % oxee &lboxA1r,Q Whir .1` g`� r „--A � �:- /4/2-x I — 2 72 -5:4)6; sir Michael L. Schemmer,P.E. 2032 N Avenue,Unit A Anacortes,WA 98221 (360) 941-1607 nispe.structures@yahoo.com ®BoisCascade Single 1-3/4." x 9-1/2" VERSA-LAM® 2.0 2800 DF Joist\J01 Dry 13 spans I No cantilevers 10/12 slope October 23, 2016 12:29:32 BC CALC®Design Report 16 OCS I Repetitive I Glued &nailed construction Build 4516 File Name: BC CALC Project Job Name: 2016-1107 Portalis Elevated Slabs Description: Designs\J01 Address: Portalis Development Specifier: MLS City, State, Zip:Anacortes,WA 98221 Designer: MLS Customer: Portalis Company: Michael L. Schemmer, P.E. Code reports: ESR-1040 Misc: 1 'j 1, I V I ,I, 9 '' j, d 'V I .7 V I V 4, P .' 4 i per -,, '4' -7 i- v 4! •, 4' — , !a '7 .7 yi ,-. 07-00-00 07-00-00 07-00-00 BO B1 82 B3 Total Horizontal Product Length=21-00-00 Reaction Summary (Down /Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 3-1/2" 219/24 206/0 B 1, 5-1/2" 549/0 536/0 B2, 5-1/2" 549/0 536/0 B3, 3-1/2" 219/24 206/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (Ib/ft^2) L 00-00-00 21-00-00 50 53 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 4,308 ft-lbs 65.7% 100% 13 17-04-11 Neg. Moment -2,336 ft-lbs 35.6% 100% 7 07-00-00 Neg. Moment -2,336 ft-lbs 35.6% 100% 7 07-00-00 End Shear 2,573 lbs 81.4% 100% 14 15-00-04 Cont. Shear 2,878 lbs 91.1% 100% 8 05-11-12 Uplift -30 lbs n/a 100% 10 00-00-00 Uplift -30 lbs n/a 100% 10 21-00-00 Total Load Defl. L/999 (0.081") n/a n/a 13 17-06-09 Live Load Defl. L/999 (0.075") n/a n/a 27 17-06-09 Total Neg. Defl. U999 (-0.026") n/a n/a 7 09-06-14 Max Defl. 0.081" n/a n/a 13 17-06-09 Span/Depth 8.6 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim.(L x W) Value Support Member Material B0 Wall/Plate 3-1/2"x 1-3/4" 2,649 lbs n/a 57.7% Unspecified B1 Beam 5-1/2"x 1-3/4" 3,500 lbs 58.2% 48.5% Douglas Fir B2 Beam 5-1/2" x 1-3/4" 3,500 lbs 58.2% 48.5% Douglas Fir B3 Wall/Plate 3-1/2"x 1-3/4" 2,649 lbs n/a 57.7% Unspecified Notes Design meets User specified (U360)Total load deflection criteria. Design meets User specified (L/600) Live load deflection criteria. Design meets arbitrary(0.625") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 23/32"thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Uetlectlons less man 1f "were Ignored In the results. GF Load case was generated by Residential Garage Floor Analysis Page 1 of 2 .-y Boiso Cascade Single 1-3/4" x 9-1/2" VERSA-LAM® 2.0 2800 DF Joist\J01-) Dry 13 spans I No cantilevers 10/12 slope October 23, 2016 12:29:32 BC CALC®Design Report 16 OCS I Repetitive I Glued &nailed construction Build 4516 File Name: BC CALC Project Job Name: 2016-1107 Portalis Elevated Slabs Description: Designs1J01 Address: Portalis Development Specifier: MLS City, State, Zip:Anacortes,WA 98221 Designer: MLS Customer: Portalis Company: Michael L. Schemmer, P.E. Code reports: ESR-1040 Misc: Garage Floor Analysis Notes Disclosure Design Passes Residential Garage Floor Analysis, for a single car garage. Completeness and accuracy of input must The following Garage Surface and Sheathing Requirements apply: be verified by anyone who would rely on 2-Layers of 23/32"thick, Exposure 1, 48/24 Rated CDX or Structural CDX sheathin output a evidencep of suitability for y p 9• particular application.Output here based Joints should be staggered between layers, with both layers applied on building code-accepted design with face grain perpendicular to joists. properties and analysis methods. OR Installation of Boise Cascade engineered wood products must be in accordance with Single layer of 23/32"thick, Exposure 1, 48/24 Rated CDX or Structural CDX sheathing current Installation Guide and applicable with face grain perpendicular to joists, plus a topping building codes.To obtain Installation Guide layer of 3"concrete reinforced with 6"x 6" 10/10 wire mesh. or ask questions,please call (800)232-0788 before installation. BC CALC®,BC FRAMER®,AJSTM ALLJOIST®,BC RIM BOARDTM,BCIOO , BOISE GLULAMTM",SIMPLE FRAMING SYSTEM®,VERSA-LAM®,VERSA-RIM PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C. Michael L.Schemmer,P.E. Project Title: Portal's Elevated Garages Li 2032 M Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2016-1107 1 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mIspe.structures@yahoo.com Wood Beam File=c:\Users\Owner\DOCUME-11ENERCA-11205307-1.EC6 y ENERCALC INC.1983 2016,Build:6.16.6.7,Ver:6.16.6.7 y �y. �t Cn �i,{ ,p �1�,, F.l�i�'r i:CW.O6O1O145tI M.�M2rM3Y`.M.-f«w. �".».ra,5`7!.�i. S{ -ga gu�?7igS1 a7"4 l+d�5 i fit` �'i a t;'` .*.E`i 7 > 1 e c: �.._ _ h::xri z., - �,.r,� ,�._ �..a. .� � �..�_, ,. -> �L��ii>���ee�.� �bael ��S�he. �lei�.. ,:� Description: Beams CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 875 psi Ebend-xx 1300 ksi Fc-Pill 600 psi Eminbend-xx 470 ksi Wood Species : Douglas Fir- Larch (North) Fc-Perp 625 psi Wood Grade : No.2 Fv 170 psi Ft 425 psi Density 30.58 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.3710)L(0.350) 6i $ Si ni �j , 6x10 6x10 6x10 Span=6.670 ft Span=6.670 ft Span=6.670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.3710, L=0.350 kilt DESIGN SUMMARY - --- .... i mDesf.ifitgi A: Maximum Bending Stress Ratio = 0.575 1 Maximum Shear Stress Ratio = 0.398 : 1 Section used for this span 6x10 Section used for this span 6x10 fb:Actual 502.92 psi fv:Actual = 67.71 psi FB:Allowable 875.00psi Fv:Allowable = 170.00 psi Load Combination +D+L+H,LL Comb Run(LL*) Load Combination +D+L+H,LL Comb Run(*LL) Location of maximum on span = 6.670ft Location of maximum on span = 6.670 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.024 in Ratio= 3396>=600. Max Upward Transient Deflection -0.015 in Ratio= 5374>=600. Max Downward Total Deflection 0.041 in Ratio= 1958>=360. Max Upward Total Deflection -0.014 in Ratio= 5848>=360. Overall Maximum Deflections, Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Dell Location in Span +D+L+H,LL Comb Run(L*L) 1 0.0409 3.139 0.0000 1.906 +D+L+H,LL Comb Run(*L*) 2 0.0172 3.363 +D+L+H,LL Comb Run(L*L) -0.0121 1.906 +D+L+H,LL Comb Run(L*L) 3 0.0406 3.587 0.0000 1.906 Michael L.Schemmer,P.E. Project Title: Portal's Elevated Garages 7 2032 MMtAvenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2016-1107-. Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mIspe.structures@yahoo.com Wood Column File=c:\Users\Owner\DOCUME-11ENERCA-11205307-1.EC6 ENERCALC,INC 1983-2016,Build 616.6.7,Ver:6.16.6.7 ao w .. < .ice. sr zts' [" ry., a 0 9Lrd:#.:KW't]6U1U 45k �c FaiTwf. a _ ' ..,_�i0i. ..;s.� .'xcr�w7`aah �as�c_31 . r: zr4�KlS '"tVlt6 ae1JL F 2i11F�1i sc1 Description: Posts Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.50 ft Wood Member Type Sawn (Used for non slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir- Larch (North) Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 1.0 Cf or Cv for Area 30.250 inA2Compression Fb-Tension 1300 psi Fv 170 psi Ix 76.255 in^4 Cf or Cv for Tension 1.0 Fb-Compr 1300 psi Ft 675 psi ly 76.255 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 925 psi Density 30.58 pcf Ct:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 r ,;.a,:! Basic 1600 1600 1600 ksi Use Cr:Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Lu for X-X Axis buckling:10 ft,K=1,0 Y-Y(depth)axis: Lu for Y-Y Axis buckling:10 ft,K=1.0 Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Column self weight included:61.027 lbs*Dead Load Factor AXIAL LOADS... Garage Floor:Axial Load at 9.50 ft,Xecc=2.0 in,Yecc=2.0 in, D=2.720, L=2.80 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial-Bending Stress Ratio = 0.8005:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.09684 k Bottom along Y-Y 0.09684 k Governing NDS Forumlalp+Mxx+ Myy, NDS Eq. 3.9- Top along X-X 0.09684 k Bottom along X-X 0.09684 k Location of max.above base 9.436 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.07609 in at 5.547 ft above base Applied Axial 5.581 k for load combination: +D+L+H Applied Mx 0.9138 k-ft Applied My 0.9138 k-ft Along X-X 0,07609 in at 5.547 ft above base Fc:Allowable 693.68 psi for load combination:+D+L+H Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.01883 :1 Bending Compression Tension Load Combination +D+L+H Location of max.above base 9.50 ft Applied Design Shear 4.802 psi Allowable Shear 170.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.780 0.3832 PASS 9.436 ft 0.01031 PASS 9.50 ft +D+L+H 1.000 0.750 0.8005 PASS 9.436 ft 0.01883 PASS 9.50 ft +D+Lr+H 1.250 0.677 0.2753 PASS 9.436 ft 0.007424 PASS 9.50 ft +D+S+H 1.150 0.705 0.2993 PASS 9.436 ft 0.008069 PASS 9.50 ft +D+0.750Lr+0.750L+H 1.250 0.677 0.5399 PASS 9.436 ft 0.01316 PASS 9.50 ft +D+0,750L+0.750S+H 1.150 0.705 0.5868 PASS 9.436 ft 0.01430 PASS 9.50 ft +D+0.60W+H 1.600 0.585 0.2156 PASS 9.436 ft 0.00580 PASS 9.50 ft +D+0.70E+H 1.600 0.585 0.2156 PASS 9.436 ft 0.00580 PASS 9.50 ft ,D,O.700Lr1O.7DOLT0.43OWTl1 1.000 0.083 0.4233 PASS 9.436Tt 0.01 ClaS FiASS 9.5Uft +D+0.750L+0.750S+0.450W+H 1.600 0.585 0.4233 PASS 9.436 ft 0.01028 PASS 9.50 ft +D+0.750L+0,750S+0.5250E+H 1.600 0.585 0.4233 PASS 9.436 ft 0.01028 PASS 9.50 ft +0.60D+0.60W+0.60H 1.600 0.585 0,1224 PASS 9.436ft 0.003480 PASS 9,50ft H Michael L.Schemmer,P.E. Project Title: Portalis Elevated Garages 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2016-1107 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mispe,siructures@yahoo.com File=c;\Users\Umef\DOCUME"11ENERCA-11205307-1.EC6 0 VIIOOCI ColumnENERCALC,INC.1983-2016,Bu7il'd,:6.16.6.7,Ver:6.16.6.7 • ;3 Tl'-1 1 1 i r;t�,S;i:,:.,.. ;r : ? A i Tit. fll ?ax �.yWs} �6it -. C: r� i• yj, i>i FMi i"� 3. .IG0 S fJ `L`i ..>i .�-IC',#�. _ S _ x f.. �,..,�_, :�. 43as4?: ,tF�'Ctn..,.. � -..ht Ns,.?�:::� .::��t�ka,3i.,.�,�..�r t.i,.,. t1 .P,k��..)i�lCtla��: ...r�ICI']�1XIC y Description: Posts Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.585 0.1224 PASS 9.436 ft 0.003480 PASS 9.50 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H 0.048 -0.048 k 0.048 -0.048 k 2.781 k +D+L+H 0.097 -0.097 k 0.097 -0.097 k 5.581 k +D+Lr+H 0,048 -0.048 k 0.048 -0.048 k 2.781 k +D+S+H 0.048 -0.048 k 0.048 -0.048 k 2.781 k +D+0.750Lr+0.750L+H 0.085 -0.085 k 0.085 -0.085 k 4.881 k +D+0.750L+0.75OS+H 0.085 -0.085 k 0.085 -0.085 k 4.881 k +D+0.60W+H 0.048 -0.048 k 0.048 -0.048 k 2.781 k +D+0.70E+H 0.048 -0.048 k 0.048 -0.048 k 2.781 k +0+0.750Lr+0.750L+0.450W+H 0.085 -0.085 k 0.085 -0.085 k 4.881 k +D+0.750L+0.750S+0.450W+H 0.085 -0.085 k 0.085 -0.085 k 4.881 k +D+0,750L+0,750S+0,5250E+1-1 0.085 -0.085 k 0.085 -0.085 k 4.881 k +0.60D+0.60W+0.60H 0.029 -0.029 k 0.029 -0.029 k 1.669 k +0.60D+0.70E+0.60H 0,029 -0.029 k 0.029 -0.029 k 1.669 k D Only 0.048 -0,048 k 0.048 -0.048 k 2.781 k Lr Only k k k L Only 0.049 -0.049 k 0.049 -0.049 k 2.800 k S Only k k k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0375 In 5.547 ft 0.037 in 5.547 ft +D+L+H 0.0761 In 5.547 ft 0.076 in 5.547 ft +D+Lr+H 0.0375 in 5.547 ft 0.037 in 5.547 ft +D+S+}t 0.0375 in 5.547 ft 0.037 in 5.547 ft +D+0.750Lr+0.750L+H 0.0664 in 5.547 ft 0.066 in 5.547 ft +D+0,750L+0.750S+1-1 0.0664 in 5.547 ft 0.066 in 5,547 ft +D+0.60W+H 0.0375 in 5.547 ft 0.037 in 5.547 ft +0+0.70E+H 0.0375 in 5.547 ft 0.037 in 5.547 ft +D+0.750Lr+0.750L+0.450W+H 0.0664 in 5.547 ft 0.066 in 5.547 ft +D+0,750L+0.750S+0.450W+H 0.0664 in 5.547 ft 0.066 in 5.547 ft +10+0.750L+0.750S+0.5250E+H 0.0664 in 5.547 ft 0.066 in 5.547 ft +0.60D+0.60W+0,60H 0.0225 in 5.547 ft 0.022 in 5.547 ft +0,60D+0.70E+0.60H 0.0225 in 5.547 ft 0.022 in 5.547 ft D Only 0.0375 in 5.547 ft 0.037 in 5.547 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0386 in 5.547 ft 0.039 In 5.547 ft S Only 0.0000 in 0.000 ft 0.000 in 0,000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Michael L.Schemmer,P.E. Project Title: Portalis Elevated Garages _� 2032 N!Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2016-1107 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mispe.structures@yahoo.com Wood-Column File=c:\Users\Owner\DOCUME-11ENERCA-11205307-1.EC6 ENERCALC INC 1983 2016 BuIItl 616 6 7 Ver:6.16.6.7 Uc #.a:KW-06O10145s....a' - Miak,`:7 z".,ri � a �` '�5? f'�` Mr.4 1L1censee.,„ ich4d1,1 xSch r xP h_r5��t ..k n Description: Posts Sketches Y 5.5Ij20k oad 1 F. X CD N tf) Q) 6x6 _.... __. s.sorn Loads are total entered value.Arrows do not reflect absolute direction. Michael L.Schemmer,P.E. Project Title: Portalis Elevated Garages Q 2032 N-Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2016-1107 LU Anacortes,WA 98221 Project Descr: SFR (360)941-1607 m Ispe.structures@yahoo.coin File c UUsers\OwneADOCUME-11ENERCA-11205307-1.EC6 General Footing ENERCALC,INC.1983.2016,Build:6.16.6.7,Ver:6.16.6.7 f" -..3 3 r A PF?a 1 RSIMMIM. E� w t`b'^:r.::i A ;ih§t�' rM MM Md 1 4 9 r�' s , il..S�E x ° s�I,1114 4+31 t.`S.ch..i:Xl Qt`le�..c#�;�rK{(If'rD6.Q1Q9,45t..... .. _,.,c,. .•� , �... ...ss' xz�,>....:.,p.�,�..r..:..e���...� ,.i€a:..�,1��111See,.T. - s _ ,�..:a Description: Pad Footings 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 = 2.50 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 Footing base depth below soil surface = ft Min Steel%Bending Reinf, - Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears : Yes = ksf Add Pedestal Wt for Soil Pressure : No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thickness - 12.0 in it3: 7 ,- Load location offset from footing center... ex:Prll to X-X Axis = 2 in I -t1 2. X Pedestal dimensions... �, px:parallel to X-X Axis = 5.50 in N to pz:parallel to Z-Z Axis = 5.50 in Height - 2.0 in m i. ,r 2 Q Rebar Centerline to Edge of Concrete... �, 0 at Bottom of footing = 3.0 in z Io t 1'-5" , II .Reinforcing 2�' co Bars parallel to X-X Axis _ Number of Bars - 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis �t 0 l;:•..,.-i r.:.1 Number of Bars = ReinforcingBar Size = # 4 '•;' 04v-64 ;:' Bandwidth Distribution Check ACI 15.4.4.2 ,--� Y • ^ . •..;`- — �'°%'` = illq--lllnr ;�nac—Aag �Llil�!_- OI M-7�i ild- l�_ 0wc-z3ura �o_ngt��l�_..ZII--.__II ul Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 2.720 2.80 k OB:Overburden = ksf M-xx = k-ft M_zz = k-ft V-z = k Michael L.Schemmer,P.E. Project Title: Portal's Elevated Garages 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2016-1107 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mIspe.structures@yahoo.com General FootingFile=c:I Users\Owner IDOCUME-•11ENERCA-1\205307-'1.EC6 e ENERCALC,INC.1983-2016,Build:6.16.6.7,Ver:6.16.6.7 f RA a 1.r 1 aa ti Description: Pad Footings DESIGN SUMMARY 3.a`'30e019t;Qir Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9173 Soil Bearing. 1.376 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.04761 Z Flexure(+X) 0.5913 k-ft 12.418 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.05111 Z Flexure(-X) 0.6346 k-ft 12.418 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.05197 X Flexure(+Z) 0.6453 k-ft 12.418 k-ft +1.20D+0,50Lr+1.60L+1.60H PASS 0.05197 X Flexure(-Z) 0.6453 k-ft 12.418 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.02639 1-way Shear(+X) 1.979 psi 75,0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.04721 1-way Shear(-X) 3,541 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.04462 1-way Shear(+Z) 3.346 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0,04462 1-way Shear(-Z) 3.346 psi 75,0 psi +1,20D+0.50Lr+1,60L+1.60H PASS 0.07418 2-way Punching 11.126 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H !VIMIdei L.acnemmer,Ft, Project Title: l 2032 N Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mIspe.structures@yahoo.com Printed:27 NOV 201:3,7:10AM Cantilevered Retaining Wall Flle=c:Usersl Michael IDOCUME--1lENERCA--11209A8A-1.EC6 A ENERCALC,INC.1983-2013,Build:6.13,8.31,Ver:6:13.8.31 1�OvUo-r,�.? `06 01' ^ Arear a�2 t kp"'giros' Ilk ' iMiti !I' "" 5 ; fair .s'�,'t:�;':";}`�i�: C'. ,..... -s, , .t�;#�r�t4tN. 9'L 9,..:.... . ...,r.��f`�a.�.�C,a_ s.,�,�.t..�.-..w.=no...�.�.s�.:,., � K� ,.>�F���.�,.f.��� .?�..,�,.�`I,1,��:��'ee�.�lv![d��gi,�1�t41tets. :: ..:;,4 Description: 9'6"wall,4'unbalanced backfill Criteria Soil Data Calculations per AC1318.05, ACI 530.05,1BC 2006, Retained Height = 5,00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7-05 Wall 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 psflft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil 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 plf 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 psi ,.,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 Footing Type Line Load Axial Dead Load = 150.0 lbs Base Above/Below Soil _ 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 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.66 OK Wall Material Above"1-it" = Concrete Sliding = 2.30 OK Thickness in=' 8.00 Rebar Size = # 5 Total Bearing Load = 2,017 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 5.77 in Rebar Placed at = User Spec Soil Pressure 2,588psf NG Design Data @ Toe = fb/FB+fa/Fa = 0.262 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 672,0 Allowable = 2,500 psf Moment....Actual ft-1= 1,157.3 Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 3,234 psf Moment Allowable ft-I= 4,423.2 ACI Factored @ Heel = 0 psf Shear.....Actual psi= 11.2 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 4.9 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 Lap Lateral Sliding Force _ 560.0 lbs Hook embedb if intonow in= 6.00 less 100%Passive Force = - 583.5 lbs Concrete Data footing in= 6.00 less 100%Friction Force = - 708.0 lbs 'd = 0.0 lbs OK psi= 2,500.0 Added Force Req'd 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 Michael L.Schemmer,P.E. Project Title: j 2032 NI Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Primed:27 NOV 2013,7:10AM Cantilevered Retaining Wall File c:lUsCALCcIi4C 1O3.2O13 IENERCA-11209Ar6138C6 kSi ENERCALC INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 " 7+, z` tint sp„ 'Y�s"''yG.,. 4"e''�:.;.02;:. `T';. ..n+.-.rat .r„ .. y f.i�,�:`�Ku1t;4�oao14 '���k�T%;��.�v;�fi;:�:_ ' ;���� � -.�,,,:.�tsr�r:��-�:�t��."=".�?%�;I`x"�s��'�;�9���.� �����r a, " `�1�e se:�:,MiLetW.D.F_:��.etD iLf.. Description: 9'6"wall,4'unbalanced backfill Footing Dimensions&Strengths Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width = 1.33_ Factored Pressure = 3,234 0 psf Total Footing Width = 2.00 Mu':Upward = 616 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 69 187 ft-lb Key Width = 0.00 in Mu: Design = 547 187 ft-lb Actual 1-Way Shear = 0.00 4.91 psi Key Depth = 0.00 in Key Distancefrom Toe = 0.00 ftAllow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd 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 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 = 630.0 2.00 1,260,0 Soil Over Heel = 366,7 1.67 611.1 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 1.00 150.0 Added Lateral Load = *Axial Live Load on Stem = 250.0 1.00 250.0 Load @ Stem Above Soil = Soil Over Toe = 0,33 Surcharge Over Toe = Stem Weight(s) = 950.0 1.00 950.0 Earth @ Stem Transitions = Total = 560.0 O.T.M. = 1,213.3 Footing Weight = 300.0 1,00 300.0 ResistinglOverturning Ratio = 1.66 Key Weight = Vertical Loads used for Soil Pressure= 2,016.7 lbs Vert.Component = 2.00 Total= 1,766.7 lbs R.M.= 2,011.1 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Iv lcnaei L,5chemmer,P.E. 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 2013,7:09AM - Cantilevered Retaining Wall File cAl sers\MichaellDOCUME-ltENERCA-11209A8A-l.EC6 ;r' (� n. Ac /� G��,..7 ENERCALC,INC.1983 2013,Bulld 613 B 31,Ver:6.13.8.31,r)1 l..1 FI,Y sf' Wmoil,1f� ..,:i,'.l[. . "5�"t t,..'i1F.`� h maw`fLr N �,ige r`r* S "`i+Lr a eizi F t yW WNW sa { r a, '#fs1 �. ��*.�Ht7.,�.�..�+,��vt;;�'���„� :x.��rf�.�z� '��r ,��"..��� ��,.T4Y.,� � .'f e L�S' e a Description: 9'6"wall,6'unbalanced backfill Criteria Soil Data Calculations per ACI 318.05, ACI 530.05,IBC 2006, Retained Height = 7.00 ft Allow Soil 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 Soil Density,Heel = 110.00 pcf Lateral soil 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 Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf 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 Fig CL Dist - 0,00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load - 150.0 lbs Base Above/Below Soil - 0.0 ft Axial Live Load r = 250.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Load Eccentricity = 0,0 in Poisson's Ratio - 0.300 Design Summary rStem 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 Rebar Spacing in= 18.00 ...resultant ecc. = 9.10 in Rebar Placed at = User Spec Design Data Soil Pressure @ Toe = 2,351 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 ft-I= 3,192.0 Soil Pressure Less Than Allowable ACl Factored @ Toe = 2,898 psf Moment Allowable ft-I= 4,423.2 ACI Factored @ Heel = 0 psf Shear Actual psi= 22.4 Footing Shear @ Toe = 6.8 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 15.3 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 Sliding Caics (Vertical Component Used) Lap splice if above in= 23.40 Lateral Sliding Force = 1,050.0 lbs amb if belowin= 7,47 Hook espmbed into less 100%Passive Force = - 583.5 lbs footing in= 7,47 less 100%Friction Force = . 1,120.0 lbs Concrete Data Added Force Req'd - 0.0 lbs OK f c psi= 2,500.0 ....for 1.5:1 Stability = 0.0 lbs OK Fy 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 Michael L.Schemmer,R.E. Project Title: i '2032 N Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Panted;27 140V 2013,7:09AM Cantilevered RetainingWail File caUsers1Michael1DOCUME-11ENERCA-11209A8A-1,EC6 0 j�f{ c A ENERCALC,INC.1983.2013,Build:6.13.8.31,Ver.6.13.8.31 "Ele+Rt N'.}" YY1001�145.,"y.43`+.;31i �'�r tt ���i?r wf',�i f'1�., -; t'';'` f'S 4 r '�3`- ik4.. - "vey;yi STD,. �,�°w,- - r+�. t ,.,+.�...,i 0 f - _. .�� x � � � �,.' v�:��,����;���� ��'�...�;��:�,��� � a.-str�.r��:��t�!i�t���l�:t���ir�".��"�t� ,x Description: 9'6"wall,6'unbalanced backfill Footing Dimensions&Strengths I Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 295 Factored Pressure = 2,898 0 psf Total Footing Width = 3.25 Mu':Upward = 1,263 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 156 1,384 ft-lb Key Width = 0.00 in Mu: Design = 1,107 1,384 ft-lb Depth = 0.00 Actual 1-Way Shear 6.80 15.33 psi Key in Key Distancefrom Toe = 0,00 inft Allow 1-Way,Shear _hear 75.00 75.00 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 @ Stm.= 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 I 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 Resisting/Overturning 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,= 5,256.0 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. ivucnaei L.bcnemmer,P,E. Project Title: /C.j 2032 N Avenue,Unit A Engineer: Project ID: I Anacortes,WA 98221 Project Descr: (360)941-1607 mispe,structures@yahoo,com Printed'.27 NOV 2013,7:08AM Cantilevered Retaining Wall File=c:\UserslMichaellO0CUME-11ENERCA-11209A8A-1.EC6 y ENERCALC,INC.1983.2013,Build:6.13.8.31,Ver:6.13.8.31 a ry�r�,i �/�f} Oi (� �('�? t ,�• 1 k^a S�Ta;%I�of !w'a�-�7v 2� WJi<:- 'rci.�"Tu' r' zr, ;;FL t:" �n A. _v K :41 I�,'.Irf�377Plt,YPOO.�:�.�C�,f}.Y�rv�> � Y:�N cif � 'G�� yy��. ,C.��`Y'�'45�+�����r�il5 Kr >�� f ,,� JS'�i`�. f�• �ii4 �7j4ie ��c� p� ,fit- �y �,�*^� ^'9:- o-/sdt><.tF fr,a: "�n5 •K.cYnl A�=YwR'�"S <'1KA F?'-.f't�7s4�: s�5�21.h. akf,vt�NlvT��s±� �t,,.�•t�•?.}� .-�2.. ,�JS.�+Slfa.��3wY -url9�.�.r}p,��,A 1 Description: 9'6"wall,8'unbalanced backfill Criteria Soil Data Calculations per AC1318.05, ACl 530.05,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 psflft 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: 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 Lateral Load Applied to Stem ,Adjacent Footing Load Lateral Load = 0.0 If Surcharge Over Heel = 0.0 psf P 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 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 2nd 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 psf Moment...,Actual ft-1- 1,166.7 6,794.7 Soil Pressure Less Than Allowable ACI Factored @Toe = 2,73E 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 Wall Weight psf= 100.0 100.0 Allowable ' = 75.0 psi Rebar Depth 'd' in= 5.00 5.00 Sliding Calcs (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 lbs Hook embed into footing in= 23.40 6.30 less 100%Friction Force = - 1,890,E lbs Concrete Data Added Force Req'd = 0.0 lbs OK f c psi= 2,500.0 0,000.0 ....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 will:Ildel L.acnemmer,N.L. Project Title: I ' 2032 N Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013,7:05AV Cantilevered RetainingWall File OUserslMichaelIDOCUME-11ENERCA-11209A8A-1.EC6 lT e ENERCALC,INC.1983-2013,Build 613.8.31,Ver.6.13.8.31 3e ,3ic f, :O6 40 rJ"�'l.�f r4' r11 :rSy;�:f0.4,+F RIP; �.f ,.,7 � 1 :r,in ��';:% tS. AND hl�4 i'4l.j 0 S� a -2}i a,. ;��c:=#a�t�w Q as�..s,�.z...,�t,. �,s�._,.��-E:ut.�.,..� ..r���.:� <;�. ��:4..��..,�.,��,n�:,...�r,..�.,��� ;���.,y��!� �n...�..�k�nr��a�l��....�_�: +�01;?1Y: Description: 9'6"wall,8'unbalanced backfill Footing Dimensions&Strengths Footing Design Results Toe Width = 1.25 ft Toe Heel 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 Key Distance from Toe = 0.00 ftAllow 1-Way Shear75,00 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@ 38.25 in,#9@ 48 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 = 1,808.8 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 Weights) = 950.0 1.58 1,504.2 Earth @ Stem Transitions = Total = 1,726,7 O.T.M. = 6,070.6 Footing Weight = 831.3 2.38 1,974.2 ResistingiOverturning Ratio = 2.15 Key Weight = Vertical Loads used for Soil Pressure= 4,986,3 lbs 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. Mlcnael L.Schemmer,P.E. Project Title: i C> 2032 N.Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 1,10V 2013,7:07AM File=alUsers\Michael\DOCUME-IIENERCA--1\209A8A-1.EC6 :r; Cantilevered Retaining WallENERCALC,INC.19832013,Build:6,13.8.31,Ver:6.13.8,31 -t.aa # i06.01.01 4NS znal� M f.t�igaMEManAt e, ifk.Ms 0:se3l tai �a' e ,Ii! �. Description: 11'6'wall,4'unbalanced backfill Criteria Soil Data Calculations per ACI 318.05, ACI 530-05,IBC 2006, Retained Height = 5.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7-05 Wall height above soil = 6.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psflft 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 psflft Vertical component of active Soil Density,Heel = 110,00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff biwn 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 pif 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 Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 150.0 lbs Base Above/BelowSoil = 0.0 ft Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0.0 psf at Back off 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 = 1.82 OK Wall Material Above"HI = Concrete Sliding = 2.45 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 2,217 lbs Rebar Spacing in= 18,00 ...resultant ecc. = 5.25 in Rebar Placed at = User Spec Soil Pressure Toe = 2,625 psf NG Design+Data 0.262 @ P fb/FB+falFa Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 672.0 Allowable = 2,500 psf Moment....Actual ft-I= 1,157,3 Soil Pressure Exceeds Allowablel ACI Factored @ Toe = 3,269 psf Moment Allowable ft-I= 4,423,2 ACI Factored @ Heel = 0 psf Shear Actual psi= 11.2 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 4.9 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 Lateral Sliding Force 560.0 lbs HooLap splice if below in= 6.00 less 100%Passive Force = - 583.5 lbs embed into footing in= 6.00 less 100%Friction Force = • 786.0 lbs Concrete Data - Added Force Req'd = 0.0 lbs OK f c psi= 2,500.0 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 Michael L.Schemmer,P.E. Project Title: 2032 N Avenue,Unit A Engineer: Proiect ID: ! ` Anacortes,WA 98221 Project Descr: (360)941-1607 mIspe.structures@yahoo.com Printed:27 NOV 2013,7:07AM Cantilevered Retaining Wall File=c:\Users\Michael\DOCUME-l\ENERCA-11209A8A--1.EC6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Vet:6.13.8.31 �ij Description: 116"wall,4'unbalanced backfill M M EMEA Footing Dimensions&Strengths Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width - 1.33 Factored Pressure = 3,269 0 psf Total Footing Width = 2.00 Mu':Upward = 631 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 69 187 ft-lb Key Width = 0.00 in Mu: Design = 561 187 ft-lb Key Depthepth = 0.00 in Actual 1-Way Shear = 0.00 4.91 psi Key Distancefrom Toe = 0.00 it 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 = None Spec'd 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: 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 = 630.0 2.00 1,260.0 Soil Over Heel = 366.7 1.67 611.1 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 1.00 150.0 Added Lateral Load = *Axial Live Load on Stem = 250.0 1.00 250.0 Load @ Stem Above Soil = Soil Over Toe = 0.33 Surcharge Over Toe = Stem Weight(s) = 1,150.0 1.00 1,150.0 Earth @ Stem Transitions = Total = 560.0 O.T.M. = 1,213,3 Footing Weight = 300.0 1.00 300.0 Resisting/Overturning Ratio = 1.82 Key Weight = Vertical Loads used for Soil Pressure= 2,216.7 lbs Vert,Component = 2.00 Total= 1,966.7 lbs R.M.= 2,211.1 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. ,VIR.,I L.Jcnernmer, -.r . Project Title: t it 2032 N Avenue,Unit A Engineer: Project ID: 1 Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com P;iuled:27 NOV 2013,7:06AM Cantilevered Retaining Wall File=c:\Users\Michael\DOCUME-11ENERCA-11209A8A-1.EC6 , ENERCALG,INC.1983-2013,8r Build:S.1�33..8...311,Ver1_3.8..y3311�y ._ _ I- L.i f< L f ��M.� L f} i �� Y Z'e 4.4.. N : 1�.11�.. tat ie :!/]LOSR.. T Q1..".�'">'ii f e � „1��S,v{�'l k fir+f,'„3F b 5 ` "•,� .� ","�i':'� }� >{��°L,-�;�� ?74 y5 e 0�i a u�i��cShr'k�a f! `e. id ..Ll�ai-:�,i4KU4f.D;�D1�24Se:ts,�fi-5,�.!;f,�..v1».x?:.ih"s4 swfl`:4 '�.Fa�w'�s�e�r;:�uY'�r .*.�nJ�>ad�r.T.+.�.>+�5�i�At3..7•tr;?�ne.,1�P-)s.�x.'ai.. �.i��G $, �G ,P.� P.>Til .ei� Description: 11'6"wall,6'unbalanced backflll Criteria Soil Data Calculations per ACI318.05, AC1530.05,IBC 2006, Retained Height = 7.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7.05 Wall 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: 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 Lateral Load Applied to Stem Adjacent Footing Load 0.0 If Surcharge Over Heel = 0.0 psf Lateral Load = p 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 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 Wall 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 Soil Pressure @ Toe = 2,425 psf OK fb/FB+fa/Fa = 0.722 Soil Pressure a@ Heel = 0 psf OK Total Force @ Section lbs= 1,344.0 Allowable = 2,500 psf Moment....Actual ft-I= 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 Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 Lateral Sliding Force = 1,050.0 lbs ap splice if belowin= 7.47 Hooke embed less 100%Passive Force = • 583.5 lbs bed into fooling in= 7.47 Concrete Data less 100%Friction Force = • 1,200.0 lbs 'd = 0.0 lbs OK f c psi= 2,500.0 Added Force Req'd 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 ivucnael L. cnemmer,P.E. Project Title: )9 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`Mall File=causers\MichaenDOCUME-RENERCA-11209A8A-1,EC6 ENERCALC INC,1983 2013 Build613 8 31 V ec6.13.8.31 g .iat KW 60040tiM y Ar_._h : xa5 " 4:'1, kn 105161 B;P" 701 y.1 { Description: 11'6"wall,6'unbalanced backfill Footing Dimensions&Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 225 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 = 156 1,384 ft-lb Width - 0.00 in Mu: Design = 1,151 1,384 ft-lb Key Key WidthActual 1-Way Shear = 7.05 15,33 psi Key Distanceepth = 0.00 infrom Toe = 0.00 ft Toe 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 @ 18.00 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: 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 Total - 1,050.0 O.T.M. = 2,940.0 Earth @ Stem Transitions = Footing Weight = 487.5 1.63 792.2 ResistinglOverturning Ratio = 1.88 Key Weight = Vertical Loads used for Soil Pressure= 3,256,7 lbs Vert.Component = 3.25 Total= 3,006.7 lbs R.M,= 5,522.6 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Michael L.Schemmer,P.E. Project Title: • 2032 NAvenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013,7:050.i Cantilevered Retaining Wall File=clUsersIMichael\DOCUME-11ENERCA-11209A8A-1.EC6 1, };, may' , ,, � f,�L. �I ENERCALC INC.1983-2013,-Build:6.13.8.31,Ver:6.13.8.31 j� ? 4 .Bvrrry,.1.5 S.�rt T.U"N't"i7.,�' '4� ' 3At i� `+1Z k r �' g,la�.���k�KI���.O�'1�,4�}S>��-:r�. � � �� e��..�,�-5� r� - �,v...� i�.�-��_�ate, Description: 11'6"wall,8'unbalanced backfill Criteria Soil Data Calculations per ACI 318-05, ACI 530-05,IBC 2006, Retained Height = 9.00 ft Allow Soil 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 psflft 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: 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 = 10.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load J Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf P 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 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 = 0.300 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"Ht" = Concrete Concrete Sliding = 1.53 OK Thickness in= 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 Soil Pressure @ Design Data Toe = 2,221 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 psf Moment....Actual ft-I= 1,166.7 6,794.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,708 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 = 11.6 psi OK Shear Allowable psi= 75.0 75.0 Footing Shear @ Heel = 34.0 psi OK Wall Weight psf= 100,0 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23,40 23.40 Lateral Sliding Force = 1,680.0 lbs Lap splice if below in= 23.40 4.99 less 100%Passive Force = - 642,9 lbs Hook embed into footing in= 23.40 4.99 less 100%Friction Force = - 1,920.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK f'c 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 () i !�ttuttaci L.ocnernrn r er, .t. Project Title: . ,� 2032 N Avenue,Unit A Engineer: Project ID: Anacoites,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Ptiate,d:27 NOV 20 i 3.7:05AM Cantilevered Retaining Wall File=c:\Users\Michael\DOCUME-11ENERCA-11209A8A-1.EC6 ENERCALC,INC 1983-2013 Build:6,13,8.31,Ver 613 B 31 f 't�,� .. . txg�o��aP;�x,.PR i:.v�{ i,i ,t3r °�r�`1 f 1 <•'tF K ' z. �t (�j �i t t- `ai,•a �,h+ xY:DV,�f.1F�4.�a'b5 'Ff' �c�Y,.G:F ,l. �G t I Stt .i/rs.Lsl,Vx+ Srit�+7:rs� � hS� Description: 11'6"wall,8'unbalanced backlit! Footing Dimensions&Strengths 1 Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 3.50 Factored Pressure = 2,708 0 psf Total Footing Width = 4,75 Mu':Upward = 1,923 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 244 5,491 ft-lb Key Width = 0.00 in Mu: Design = 1,679 5,491 ft-lb e = 0.00 inActual 1-Way Shear11.64 34.00 psi Key Depth Key Distance from Toe = 0.00 ftAllow 1-Way Shear 75.00 75.00 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 = #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@ 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 OVERTURNING 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 @ Stem Transitions = Total - 1,680.0 O.T.M. = 5,786.7 Footing Weight = 712.5 2.38 1,692.2 ResistinglOverturning 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.= 13,100.5 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Michael L.Schemmer,P.E. Project Title: Cj ;. ,. ) 2032 N Avenue,Unit A Engineer: Project ID: tr- Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed;27140V 20t3,7:04AM Cantilevered RetainingWall File=c:lUsers\Michael\DOCUME-11ENERCA-11209A8A-1.EC6 l_t /�AA���((.. ENERCAIC,INC.1983-2013,Build:6.13,8.31,Ver.6.13.8.31 , 17'Et;r� 1 . 0061:0.L7,KJn'fw3hMk+F t` lL-":C.+ .^.G<fi RIV 4 ^ ' Description: 11'6°wall,10'unbalanced backfill Criteria Soil Data Calculations per ACI 318.05, ACI 530.05,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 psflft 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: 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 Lateral Load Applied to Stem Adjacent Footing Load Lateral Load = 0.0 If Surcharge Over Heel 0.0 psf p 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 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 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.00 0.00 Overturning = 2.04 OK Wall Material Above"Ht" = 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 fb/FB+falFa = 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 AC1 Factored @ Toe = 2,867 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 Calcs (Vertical Component Used) Lap splice if above in= 23.40 28,08 Lateral Sliding Force 2,566.7 lbs Lap splice if below in= 23.40 7.56 less 100%Passive Force = - 1,366.9 lbs Hook embed into footing in= 23.40 7.56 Concrete Data less 100%Friction Force = • 2,490.0 lbs = 0.0 lbs OK psi= 2,500,0 2,500.0 Added Force Req'd 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 MichEel L.Schemmer,P.E. Project Title: `2 2032 N Avenue,Unit A Engineer: Project ID: , .,.) Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013,7:0,1AM Cantilevered Retaining Wall File=c:\Users\Michae11D0CUME 11ENERCA-11209A6A-1.EC6 t ENERCALC,INC.1983-2013 Build:6138.31,Ver.6.13.8.31 tleg# kl060 A145. ; `YHnsi a` 3F WW 3YF.2q t ie y'' :A E ' J M1 gib AiiiiirMil Description: 11'6"watt,10'unbalanced backfill Footing Dimensions&Strengths Footing Design Results 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 Footing Thickness = 16.00 in Mu':Downward = 744 8,043 ft-lb Key Width = 8.00 in Mu: Design = 4,294 8,043 ft-lb p = 8.00 in Actual 1-Way Shear = 14.06 32.20 psi Key Depth Key Distance from Toe = 6.00 ftAllow 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 @ 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 Soil 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 = 5.75 Total= 6,230,8 lbs R.M.= 22,156.8 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Michael L.Schemmer,RE, Project Title: r- ,t � i 2032 N Avenue,Unit A Engineer: Project ID: 1 Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013.7:02PJA Cantilevered Retaining Wall File=c:\Users\Michael\DOCUME-11ENERCA-1\209A8A-1.EC6 ., ENERCALC,INC.1983.2013,Build:6.13.8.31,Ver:6.13.8.31 4j Description:r r 13'6'wall 4'unbalanced backfill ., l4° !� t l Criteria Soil Data Calculations per ACI 318-05, ACI 530-05,IBC 2006, Retained Height = 5.00 ft Allow Soil Bearing = 2,500.0 psi CBC 2007,ASCE 7-05 Wall height above soil = 8.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psflfl 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 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 USED for Sliding Resistance, ignore Soil height to USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load J Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf 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 Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil 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 Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.99 OK Wall Material Above"Ht" = Concrete Sliding = 2.59 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 2,417 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 4.81 in Rebar Placed at = User Spec Design Data Soil Pressure @ Toe = 2,688 psf NG fb/FB+fa/Fa = 0.262 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 672.0 Allowable = 2,500 psf Moment....Actual ft-I= 1,157,3 Soli Pressure Exceeds Allowable! ACI Factored @ Toe = 3,337 psf Moment Allowable ft-I= 4,423.2 ACI Factored @ Heel = 0 psf Shear Actual psi= 11.2 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 4.9 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 Lateral Sliding Force = 560.0 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 583.5 lbs Hook embed into footing In= 6.00 less 100%Friction Force = - 866.0 lbs Concrete Data fc Added Force Req'd = 0.0 lbs OK psi= 0,000.0 F ....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 ivucnael L.acnemmer,H.E. Project Title: 5 2032 N @venue,Unit A Engineer: Project ID: . , Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013,7:02P0 Cantilevered Retaining Wall File=cAUsers1MichaelIDOCUME-11ENERCA-11209A8A-1,EC6 ENERbALC,INC.1983-2013,Build:6.13.1331,Vet:6.13.8.31 3 i:t+0i` 'ryK1r0:ti:P1.05 `7r� .� n@ ,. ,• -• t.t - wi Description: 13'6"wall,4'unbalanced backfll Footing Dimensions&Strengths Footing Design Results Toe Width = 0,67 ft Toe Heel Heel Width = 1.33 Factored Pressure = 3,337 0 psf Total Footing Width = 2.00 Mu':Upward = 650 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 69 187 ft-lb = 0.00 in Mu: Design = 581 187 ft-lb Key Width KeyDepth = 0.00 in Actual 1-Way Shear 0.00 4.91 psi p Allow 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 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: Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning&Resisting Forces&tvloments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 366.7 1.67 611.2 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 1.00 150.1 Added Lateral Load = *Axial Live Load on Stem = 250.0 1.00 250.1 Load @ Stem Above Soil = Soil Over Toe = 0.33 Surcharge Over Toe = Stem Weight(s) = 1,350.0 1.00 1,350.5 Earth @ Stem Transitions = Total = 560.0 O.T.M. = 1,213.3 Footing Weight = 300.1 1.00 300.1 ResistinglOverturning Ratio = 1.99 Key Weight Vertical Loads used for Soil Pressure= 2,416.7 lbs Vert.Component = 2.00 Total= 2,166.7 lbs R.M.= 2,411.8 *Axial live load NOT included In total displayed,or used for overturning resistance,but is Included for soil pressure calculation. Michael L.Schemmer,RE. Project Title: 11` 2032 N Avenue,Unit A Engineer: Project ID: 140 Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013,7:01AM Cantilevered Retaining Wail Flle=c:Users\Michael\DOCUME-11ENERCA-11209A8A-•1,EC6 i3 ENERCALC,INC 1983-2013,Build:6.13.8.31,Ver:6.13.8.31 ^, • : n17,,, ISME asty LAATI NIA: >140:1$e 110a to eIUM'ZITTUflg Description: 13'6'wall,6'unbalanced backfill Criteria Soil Data Calculations perAC1318.05, AC1530.05,IBC 2006, Retained Height = 7.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7-05 Wall height above soil = 6.50 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: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff biwn 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 = 0.0psf Lateral Load = 0.0 plf _ lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft AdjacenttingWidthd Load 0.000.0 ft 9 Footing = 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 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 = 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.98 OK Wall Material Above"Ht" = Concrete Sliding = 1.70 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 3,264 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 7.46 in Rebar Placed at = User Spec Soil Pressure @ Toe = 2,169 psf OK Design Data = .722 Soil Pressure @ Heel = 0 psf OK Total Forcefa/Fao4.0 Allowable = 2,500 psf Total Force @ Section lbs= 1,344.0 Soil Pressure Less Than Allowable Moment...,Actual ft-I= 3,192,0 ACI Factored @ Toe = 2,669 psf Moment.....Allowable ft-I= 4,423.2 ACI Factored @ Heel = 0 psf Shear Actual psi= 22.4 Footing Shear @ Toe = 11.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 12.9 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 Lateral Sliding Force = 1,050,0 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 = - 1,208.0 lbs Concrete Data Added Force Req`d = 0.0 lbs OK fc psi= 2,500.0 ....for 1.5:1 Stability = 0.0 lbs OK Fy 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: '��-L 2032 N Avenue,Unit A Engineer: Project ID: 'f 1 Anacotfes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo,com Printed:27 NOV 2013,7:01AM Cantilevered Retaining Wall File=c,\Users\MichaellDOCUME-11ENERCA-11209ABA--1.EC6 - ENERCALC INC 1983 2013,Bulld:6.13.8.31,Ver:6.13.8.31 LtC1S#r:*CW O6A1A14S;: %s,xrf A AM . '?EVREA F%.' 'i%ITS n i»F :;,*fi-;r� t 4."4 .'.PU iM OM EON I" Milk- Description: 13'6"wall,6'unbalanced backfill Footing Dimensions&Strengths Footing Design Results Toe Width •- 1.25 ft Toe Heel Heel Width = 2.00 Factored Pressure = 2,669 0 psf Total Footing Width = 3.25 Mu':Upward = 1,796 0 ft-lb Footing Thickness = 12,00 in Mu':Downward = 244 981 ft-lb Key Width = 0.00 in Mu: Design = 1,553 981 ft-lb Key Depth = 0.00 in Actual 1-Way Shear = 11.01 12.91 psi Key Distance ce from Toe = 0.00 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 @ 18,00 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: Not req'd,Mu<S*Fr Key: No key defined Summary 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 = 1,026,7 2.58 2,652.2 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) = 1,350.0 1,58 2,137.5 Earth @ Stem Transitions = Total = 1,050.0 O.T.M. = 2,940.0 Footing Weight = 487.5 1.63 792.2 Resisting/Overturning Ratio = 1.98 Key Weight = Vertical Loads used for Soil Pressure= 3,264.2 lbs Vert.Component = 3.25 Total= 3,014.2 lbs R.M.= 5,819.4 Axial live load NOT included In total displayed,or used for overturning resistance,but is included for soil pressure calculation, Michael L.Schemmer,P.E. Project Title: ri(1) 2032 N A'ienue,Unit A Engineer: Project ID: i, Anacortes,WA 98221 Project Descr: (360)941-1607 mIspe.structures@yahoo.com Printed:27140V 2013,7:30,M1 Cantilevered Retaining WallFile clUsers1Micheel1DOCUME-11ENERCA-11209A8A-1.EC6 s ENERCALC INC-1983.2013,Build:613.8.31,Ver:6.13.8.31 Llc�i i:.%KW:O6�1,1O1-401> lra ` ! r�r�w''h A f"•' +r' ;i�-'.:;»�,:rv42r3 ,na..., c;,.ti:;-C.. _^,-;i•Mrd"/>at3n :�s r: v -� ,�...�..�,v.,,...ue4,'xta..i�.r.�.. x•.��.,,.��,��as:,..�:E,r{�i�,�``���'u,�.,�EA3.4 ;.�s�,r:�::�.%�t.�ui��;�,�,1;7�e41s'iy��'��flG.ha'�la��'�.'1hel�r!Ql���< .s� Description: 13'6"wall,8'unbalanced backfill ` Criteria Soil Data Calculations per ACI 318.05, ACI 530.05,IBC 2006, Retained Height = 9.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7•05 Wall 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: 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 Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf 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 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 = 0.300 Design Summary Stem Construction Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.00 0.00 Overturning = 2.20 OK Wall Material Above"Hl" = Concrete Concrete Sliding = 1.67 OK Thickness in= 8,00 8.00 Rebar Size = # 5 # 5 Total Bearing Load = 5,505 lbs Rebar Spacing in= 18.00 9.00 ...resultant ecc, = 11.03 in Rebar Placed at = User Spec User Spec Design Data Soil Pressure @ Toe = 2,521 psf NG 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 psf Moment....Actual ft-I= 1 166.7 6 7 Soli Pressure Exceeds Allowable. 94.7 ACI Factored @ Toe = 3,071 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 = 3.6 psi OK Shear Allowable psi= 75.0 75.0 Footing Shear @ Heel = 25,0 psi OK Wall Weight psf= 100.0 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 23.40 Lateral Sliding Force = 1,773.3 lbs Lap splice if below in= 23.40 8.31 less 100%Passive Force = • 864,4 lbs Hook embed into footing in= 23.40 8.31 less 100%Friction Force = - 2,109.0 lbs Concrete Data Added Force Req'tl = 0.0 lbs OK f'c 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 CI Project Title: `` 2032 N Avenue,Unit A Engineer: Project ID: Anacories,WA 98221 Project Descr: (360)941-1607 mIspe.structures@yahoo.com Printed:27I QV 2013,7:3GA1 Cantilevered Retaining Wall File=c:tusers1MichaenoocuME-1\ENERCA-112o9A8A-1.Ec6 1 ENERCALC,INC.1983.2013,Build:6.13.8.31,Ver6.13.8.31 Ci4 #.'.KW'060i 01.4S;ite's �. "., lAr ,,t4 q • Description: 13'6"wall,8'unbalanced backfill ` Footing Dimensions&Strengths j Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 3.50 Factored Pressure = 3,071 0 psf Total Footing Width = 4.75 Mu':Upward = 2,170 0 ft-lb Footing Thickness = 16.00 in Mu':Downward = 291 5,732 ft-lb Key Width = 0.00 in Mu: Design = 1,879 5,732 ft-lb e Actual 1-Way Shear = 3.59 24.98 psi Key Depth = 0.00 in Key Distance from Toe = 0.00 Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Pc = 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: 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 = 1,868.6 3.44 6,436.3 Soil Over Heel = 2,805,0 3.33 9,350,0 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 1.58 237.5 Added Lateral Load = *Axial Live Load on Stern = 250.0 1.58 395.8 Load @ Stem Above Soil = Soil Over Toe = 0.63 Surcharge Over Toe = Stem Weight(s) = 1,350.0 1.58 2,137.5 Earth @ Stem Transitions = Total = 1,773,3 O.T.M. = 6,362.2 Footing Weight = 950.0 2.38 2,256.3 ResistinglOverturning Ratio = 2.20 Key Weight = Vertical Loads used for Soil Pressure= 5,505.0 lbs Vert.Component = 4.75 Total= 5,255.0 lbs R.M,= 13,981.3 `Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Michael L.Schemmer,P.E. Project Title: 2032 N Avenue,Unit A Engineer: Project ID: �. �1 Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013,7:01AM Cantilevered Retaining Wall File=clUsers\Michael\DOCUME-11ENERCA-11209A8A-1.EC6 4 ,.. t ENERCALC INC-1983-2013,Bull(613 8.31,.Ver 613.8.31 MI;-r KY,lI4060.1.0,4rl:iAs�i}4i�,T `a�'ialtc.',1.. N gal;. v-,--. w f > >r>K Y; V.,L,ci3 $d. nniciii A 6 s;G.e.itti 1kei: Description: 13'6"wall,10'unbalanced backfill Criteria Soil Data Calculations per ACt 318-05, ACI 530-05,IBC 2006, Retained Height = 11.00 ft Allow Soil 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 Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Fig&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 J Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf P 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 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 = 0.300 Design Summary Stem Construction Top Stem end Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.00 0.00 Overturning = 2,08 OK Wail Material Above"Ht" = Concrete Concrete Sliding = 1.53 OK Thickness in= 8.00 8,00 Rebar Size = # 5 # 6 Total Bearing Load = 6,681 lbs Rebar Spacing in= 16.00 8.00 ...resultant ecc. = 12.34 in Rebar Placed at = User Spec User Spec Design Data Soil Pressure @ Toe = 2,412 psf OK fb/FB+fa/Fa = 0.647 0.990 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,372,0 3,360.0 Allowable = 2,500 psf Moment.,..Actuel ft-I= 3 2 Soil Pressure Less Than Allowable 01,3 12,413.3 ACI Factored @ Toe = 2,930 psf Moment Allowable ft-I= 4,944,2 12,537.0 ACI Factored @ Heel = 0 psf Shear Actual psi= 22.9 56.0 Footing Shear @ Toe = 14.4 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 Dales (Vertical Component Used) Lap splice if above in= 23.40 28.08 Lateral Sliding Force = 2,566,7 lbs Lap splice if below in= 23.40 7.46 less 100%Passive Force = - 1,366,9 lbs Hook embed into footing in= 23.40 7.46 less 100%Friction Force = - 2,572.0 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 low Joel L.Jcnernmer,V.t. Project Title: c-1 • 2032 N Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013,7:01Ar•6 Cantilevered RetainingWall File=c:\Users\Michael\DOCUME 11ENERCA--11209A8A-1.EC6 k ENERCALC,INC.1983 2013 Build:6.13.8.31,Ver:6.13._8..31 1 .nr. ,,- rsrs+"..' a a r Ll�' � 'k,+�. ' 1'. 8. ,'y Description: 13'6"wall,10'unbalanced backfill Footing Dimensions&Strengths Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width - 3.75 Factored Pressure = 2,930 0 psf Total Footing Width = 5.75 Mu':Upward = 5,155 0 ft-lb Footing Thickness = 16.00 in Mu':Downward = 744 8,043 ft-lb Mu: Design = 4,411 8,043 ft-lb Key Width = 8.00 in Actual 1-Way Shear = 14.44 32.20 psi Key Depth = 6.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 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 pci 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 Soil 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) = 1,350.0 2.33 3,150.0 Earth @ Stem Transitions = Total = 2,566.7 O.T.M. = 10,869.4 Footing Weight = 1,150.0 2.88 3,306.3 ResistinglOverturning Ratio = 2,08 Key Weight = 50.0 2.33 116.7 Vertical Loads used for Soil Pressure= 6,680.8 lbs Vert.Component = 5.75 Total= 6,430.8 lbs R.M.= 22,623.5 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. ivn�nact L.ocriemmer,N.t. Project Title: " I 2032 N Avenue,Unit A Engineer: Project ID: ,) .1- Anacortes,WA 98221 Project Descr: (360)941-1607 mIspe.structures@yahoo.com Printed:27 NOV 2013,6:59AM Cantilevered Retaining 111fa1+ File-c:lUserslMlchselIDOCUME-1IENERCA-11209A8A-1.EC6 1 ENERCALC,INC.1983.2013 Bwdd:6.13.8.31,Vet:6.13.8.31' Lie YSt $10W-060101,45.R. ;X yS +y 1 4�T r '1 3 1�4 Sh+tTS, s 3'�EF -•f4i a"(SE L I i S(�jt b Ox1G f 6n'1l,�sy'�f �' rip�'3,F'Sc)ew Or }i Z ��.A.,.r J.'SV..J..�'u {;i..�✓ i'tf�/�J�Jf6/.(f.i'�/.�. .�....ST..l.f11�S ��. ��s.J{�fN?:an..a�t.nh°3'�}JS2ro'itvY��CP.��,FQ'/%i�X�t��%`M.1}�!a7�YfhML�J 4F�n�K. Description: 13'6"wall,12'unbalanced backfill Criteria Soil Data Calculations per ACI 318-05, ACI 530.05,IBC 2006, Retained Height = 13.00 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 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil 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 J Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 pif 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 Axial Load Applied to Stem Footing Type Line Load Axial Dead Load - 150.0 lbs Base Above/Below Soil at 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 - 0.300 Design Summary Stem Construction Top Stem end Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.00 0,00 Overturning - 2.21 OK Wall Material Above"HP = Concrete Concrete Sliding - 1.55 OK Thickness in= 10.00 10.00 Rebar Size = # 5 # 7 Total Bearing Load = 8,856 lbs Rebar Spacing in= 8.00 8.00 ...resultant ecc. = 13.08 in Rebar Placed at = User Spec User Spec Soil Pressure Toe - 2,447 psf OK Design Data _ 0.504 0.852 @ p fbIF6+falPa - Soil Pressure @ Heel = 83 psf OK Total Force @ Section lbs= 2,268.0 4,704,0 Allowable = 2,500 psf Moment....Actual ft-I= 6,804.0 20,496.0 Soil Pressure Less Than Allowable ACI Factored @Toe = 2,964 psf Moment Allowable ft-I= 13,499.3 24,048.9 ACI Factored @ Heel = 100 psf Shear,....Actual psi= 27.0 56.0 Footing Shear @ Toe = 21.9 psi OK Shear Allowable psi= 75,0 75.0 Footing Shear @ Heel - 44.3 psi OK Wall Weight psf= 125.0 125.0 Allowable - 75.0 psi Rebar Depth 'd' in= 7.00 7.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 41.16 Lateral Sliding Force = 3,500.0 lbs p splice if intonow In= 23.40 7.29 Hook e embed less 100%Passive Force = - 1,966.6 lbs bed footing in= 23.40 7.29 Concrete Data less 100%Friction Force = - 3,440.0 lbsfc Added Force Req'd - 0.0 lbs OK psi= 2,500.0 0,000 F .,..for 1.5:1 Stability = 0.0 lbs OK y psi= 60,000.0 60,000,00 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 IVIR 100I L.oL II IIllner,r.c. Project Title; ,-) -, 2032 N Avenue,Unit A Engineer: Project ID: j 4j Anacortes,WA 98221 Project Descr: (360)941-1607 mIspe.structures@yahoo.com Printed:27 NOV 2013,6:59AM •Cantilevered Retaining Wall File=c:lusers\Michae6DOCUME-11ENERCA-11209ABA-1.EC6 - g ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6,13.8.31 . IMP11 I IrAC ;i?Fi•;,za-:r £N r jr{t:Rf •Y• *F.�yr 7! <.�"s*" t St:+i2't., .. . - pf, �►�� ,y:sa�,ut•.:;:; ��,�*c'M's..,,�li; ��:,�'��.jf:�.r'� ��.Yi� a,:xz:,�L;icenS,����C�Gi?'��lt��,�$Gh.,i����i= gip . Description: 13'6"wall,12'unbalanced backfill Footing Dimensions&Strengths Footing Design Results Toe Width = 2.50 ft Toe Heel Heel Width = 4.50 Factored Pressure = 2,964 100 psf Total Footing Width = 7.00 Mu':Upward = 8,198 0 ft-lb Footing Thickness = 16.00 in Mu':Downward - 1,163 13,149 ft-lb Key Width = 10.00 in Mu: Design _ 7,036 13,149 ft-lb Key Depth - 12.00 in Actual 1-Way Shear 21.88 44.27 psi Key Distance from Toe = 2.00 Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = #5 @ 12,00 in 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: #4@ 9.00 in,#5@ 14.00 in,#6@ 19.75 in,#7@ 26.75 in,#8@ 35.25 in,#9@ 44 Heel: #4@ 8.25 in,#5@ 12,75 in,#6@ 18.00 in,#7@ 24.75 in,#8@ 32.50 in,#9@ 41 Key: #4@ 16.00 in,#5@ 24.75 in,#6@ 35.00 in,#7@ 47.75 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 = 3,595.3 4.78 17,177,4 Soil Over Heel = 5,243.3 5.17 27,090.6 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 2.92 437.5 Added Lateral Load = *Axial Live Load on Stem = 250.0 2.92 729.2 Load @ Stem Above Soil = Soil Over Toe = 1.25 Surcharge Over Toe = Stem Weights) = 1,687.5 2.92 4,921.9 Earth @ Stem Transitions = Total = 3,500.0 O.T.M. = 17,103.3 Footing Weight = 1,400.0 3,50 4,900.0 Resisting/Overturning Ratio = 2.21 Key Weight = 125.0 2.92 364.6 Vertical Loads used for Soil Pressure= 8,855.8 lbs Vert.Component = 7.00 Total 8,605.8 lbs R.M.= 37,714.5 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. 21'-6' 6'-6' 12'-0" 24'-0- 5'-6" r, �7; 9'-0' 2'-6' 2'-3' 2'-6' �` t i ( .., - - • - - i•---- Line of floor above - - c + 'w c' O O L Q CANTILEVER •� 23 -8' o �.— ; 111 CD ce. 14 -'a'llNllnllill...IgMillillilnIIIIIIWIII1Frra.W 1:11. • . co: - - ro 's sqL 0, ,...NIMLINMaIIIIIIIIIIIIIIIIIII .._, -. . ;... . . . . . . i. . e, - WM1 ; n Q (.1 Irk.....C1 ... .. ....... . 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Y15 1111.1'C VLY 4-(iX V X'.7:1( .‘;•-•'' I (",' i(e•; ,-- . FA?:-.2ial b.; • I •- sq. • , • r.; I f ki • (6 F•11--°!7,?-&--4,e • r \ • 5 I - • L i crQ-ckk Eg, — -e:--Ars- • • - , jr 1.6 - cp • , 0 • Michael L. Schenamer,P.E. 2032 N Avenue,Unit A A rtn.ctrartes,WA 9S2:21 (360) 941-1607 tnlspe.sttuctures®yahoo:cOrq _ : ... ICHAE L a H MME,.RE. jC .______ _ -T,1 1 �.eii and d. '�`1 c: i_._..;► ,F 0-.X rt-c1 , GL J adle72./+-Re e • is t' , , 4 "2 kt :,^7.'' _____,. ti V Y4-7I(-y'-:-'11 y a... i,A.:"\-,4'124. , i {- . _ .._. . .= e" K7."cam:. . ...... . .. .. ...._ -- - - -- - pl i,C' r 2, Vic.. _ l'A t 2/,,.D N.i t--1. 3 • i' a' l'A?-,...0.'- -M.:17f ‘..•‘..., ' . I ' �: } it • Michael L. Schermer,:P.E. . 2032 N Avenue,Unit A A...rt..,WA 98221 .. . (360) 9414.6U7 mispe.st ►ictures@yahoo.cor S,-may: ��mn A6 el ,.......„,..,,„....... .r.,..,..,..„.___ <7celgn Inc . © No. Description Date BP BUILDING PERMIT Aug 30 2016 609 904 28'-0' 41Z2v)zo. 6'-0' 6' 3'-0' t 5'-4' t 8'-0' 4' 4' t 8'-0" 5'-4' t 3'-0' 6' 6'-0' t 3'-0' •-• & lip.._tl . I etitiv (9D) O 1 CD O COO 11 (so) 1 © 111..... ft I15'-61/T _ O o 'INSULATE FOR •'INSULATE FOR zoo SOUND UNDER MAST:R SOUND UNDER MASTER z 1 , _ _.. BEDROOM BEDROOM oofti 11 Tv Master Master41' Living 11'6"xl 11'6"x14' Living 0 , �I ;,' 15'x14' a I.%. 15'x14' 1 ' Q ill C.)- 1 AIIIIM S.D. S.D. r io 9 Typical In erior Ei Typical Interior 28'-0' (40) Wall U N.O. Wall U.N.O. 28'-0" (4D 1'_0 . 4 ,.......„ ® II5'-61/2'== 4'-3' 2'-8' El III II 11 CINII II III II c . . . . .... ..... b 11 III WIC 9D tfII III ay.; WIC III n 6 III116° 51 1 , x5' II Diningiv o g (5D) (SD)O 115'x9' III __ • III II 15'x9'. Iimi II 2 4 -0 4 -0IIIIIII,. .... L I O 1. d ! � NB L Ensuite Ensuite f] lli o a '1� i NM i•I El r © A6 VP r� Aii (6D Q �n Linen Q, � ` � Linen A III A6 110o o yy, III SEE ATTACHED ° W O ' 1 c en �l� I 5'-61/2' i I 204 d o11'x12' U A I 0 ENGINEERING FOR ih i STRUCTURAL $ _ I " I ii :athroom' ' .3 to_,Bathroo , I 1. L IREF. I v �� 5D �� SD REF. 11'-o• Pantry , fi n ) Pantry 204 I S... w/D 1 WO D.tik T C.) WEST COAST CD 1 DN II I I DN ENGINEERING N sD dry ' (5D) ID 2'{131/2' 4'-61/2' .'-4 F .3 �� v SL ,:, +OD III ii •3 lotIII 7'-6" '1 0 i .-- Garage -E -a Garage d 0 o O o II 20'x21' o CO 20'x21' N (-6") co ii co E E (-6") 11 10, w �; 107 11 I o o II d Portalis x€' . � - Slope to Drain Slope to Drain North Duplexes L V ibis n " 1 Hour Party Wall Assembly - - - - - Main Floor GA File # 3514 Cti 0 Gypsum Wall Board, Gypsum Sheathing, Wood Studs A6 1 Hr Rated wall as per GA-600-2000 2'-6• . 16 4' ° . 16' ° 2'-6 Fire Resistance Design Manual,l6th Addition. AREA: 1 140sf 7'-6' 41'-0' 7'-`' AREA: 1140sf 9 56'-0' One Layer 5/8" Type X Gypsum Board Each Side of 2x6 Studs @ 16" o/c Date Aug 30 2016 Fastened w/ 1 -1/4" Type W Screws spaced 12" o/c Drawn by MLfl- Stagger Gypsum Board Joints either side of wall. Project No. 1453 *ALL INTERIOR DIMENSIONS Scale 1/4"= 1'-0" FOR UNIT #1 Mirrored in Unit #2 A4 BP n i= s Ocs:lgn Inc�!�� rt —___ No. Description Date BP BUILDING PERMIT Aug 30 2016 ® A6 v t14'-0- t ._g i:_,.: . .:0. . . 13'-03l4 Ee w 1 0 6 Q . .. :s. •-.3•-0., :s. 2. 6• 0. 6. 8. 6.-0. 6."2.:_ 3•:0.. :6 6_0 1. 0. li - . • • Bedroom fff °' 11'6"x14' I o f\\- lY O cC •: W I� W W W . . €� s Greatroom F. H o Q N 0 i. • I 13'x23' �I � 91/4 I S.D. 0 ■ 2' 7�1� .1 (5D) o • Er) IQ C.)m n • 1 • a I ■ (so) O I Milik g II I ® e t.:, GI ENi4Dil, :� (qp) 2 irl . 43IN ® I NMI S.D. _ o A6 7 I ��aaaa =aa=== A6 100o Bedroom 0 I e Bedroom MI == ===�a_ 12'x111+ A SEE ATTACHED ENGINEERING FOR :� Ei t STRUCTURAL 1 ii C.) r,�2 Mech Mech O (4p7 • ', s; I _• r ___J �� sD Header FD Header s0 ® WEST COAST -' III III III III 0 ENGINEERING IIIul 0 III III • III %r i ii III III zo III III : ® ' i 7-8' u,ll 17-10' r III III 10 SLAB ON GRADE Portalis GARAGE ABOVE North Duplexes 0 AREA Unit #1: 1000sf AREA Unit #2: 1000sf Lower Floor (Finished: 650sf) (Finished: 650sf) Covered Patio: 125sf Covered Patio: 125sf IL JI 5 6' I ® 41 0' t t Date Aug 3__0__2016 Drawn by ML as Project No. 1453 r *ALL INTERIOR DIMENSIONS Scale 1/4"= 1'-0" FOR UNIT #1 Mirrored in Unit #2 A3 /� i.BP CITY OF ANACORTES SHORT PLAT NO. :ANA 04-005 CURVE TABLE LINE TABLE PORTS ADDRESSES SKAGIT COUNTY PARCEL NUMBERS: P31655, P31580,:;-f'31:588 CURVE ' RADIUS DELTA LENGTH TANGENT LINE BEARING LENGTH .`. - ` ` u BUILDING # LOT ADDRESS # STREET NAME _ • I I I i1IIU I�II�I�Ij_D�IN� Cl 100.00 74'02'15" 129.22 75.41 L1 N17'21'49"W 10.00 C2 100.00 18'54'31" 33.00 16.65 L2 1 1 4902 Portal's Way C3 100.00 17'06'49" 29.87 15.05 L3 N3V52'19"W 10.00 2 1 4904 Partotrs Way , 2�0;04"1,.103003'I N25'03'26"E _ 23.77 3 1 4906 Portalis Way ''1;. 'S; Skagjt County Auditor C4 100.00 21'38'54" 37.78 19.12 L4 N5510'55"E 7.23 4 1 4908 Portalis Way T1/3/2004 Page'.. 3 of 3 9:41AM C5 100.00 25'58'32" 45.34 23.06 L5 N13'22'38"W 25.00 5 1 4910 Portalis Way CS 100.00 56'50'49" 99.22 54.12 L6 N55'10'55"E 14.74 6 1 4912 Portalis Way = C7 80.00 11013'30" 153.91 114.74 L7 Np1'48'14"E 25.00 7 1 4914 Portalis Way 8 1 4916 Portalis Way C8 44.50 73'51'28" 57.36 33,45 L8 N68'23'12"W 7.38 - P.0.6 C9 75.00 23'04'20" 30.20 15.31 L9 N76'24'31"E 23.85 9 1 4916 Channel Marker Lane C10 75.00 18'54'31" 24.75 12.49 L10 10 1 4914 Channel Marker Lane N88'11'46"1"J '`'' 55d00' N85'31'05"W _ 14,28 ;i., C11 125.00 17'06'49" 37.34 18.81 L11 N20'51'40"W 15.75 11 1 4912 Channel Marker Lane - 12 1 4910 _Channel Marker Lane �. C12 75,00 21'38'54" 28.34 14.34 L12 NO1'48'14"E 26.73 13 1 4908 Channel Marker Lane `''NE'CORNER..OF THE 1 C13 125.00 25'58'32" 55.66 28.83 L13 N42'43'48"W 26.83 14 1 4906 Channel Marker Lane SE, 1/4.OF THE SW.1j� C14 125.00 5'25'34" 11.84 5.92 L14 NO1'40'47"E 22.64 15 1 4907 Channel Marker Lane :`-' C15 50.00 66'32'44" 58.07 32.81 L15 N58'07'41"E , 21.59 16 1 4905 Channel Marker Lane .::` C16 50.00 96'53'13" 84.55 56.45 L16 N36'58'20"E 12,23 17 1 4903 Channel Marker Lane _ C17 50.00 80'10'47" 69.96 42.09 18 1 4904 Channel Marker Lane ;; io C18 40,00 63'36'44" 44.41 24.81 19 1 4902 Channel Marker Lane b m C19 75.00 25'58'32" 34.00 17,30 20 1 1301 Portalis Court _4: = to 21 1 1303 Portalis Court - C20 125.00 47.23 23.90 _;_' 21'38'S4" C21 75.00 17'06'49" 22.40 11.28 22 1 1305 Portalis Court I C22 32.00 90 00'00" 50.27 32.00 23 1 1307 Portalis Court ?" C23 125.00 56'50'49" 124.02 67.66 24 1 1309 Portalis Court - is )=> 25 1 1311 Portatis Court C24 55.00 71'15'18" 68.40 39.42 26 1 1313 Portalis Court C25 25.50 103'50'19" 46.21 32.54 27 1 1315 Portalis Court _ C26 50.00 244'52'07' 213.69 78.68 28 1 1317 Portal's Courtr. _ �� / C27 105.00 110'13'30" 202.01 150.60 29 1 1319 Portalis Court .. ,::_r i i'. / C28 75.00 56'5D'49" 74.41 40.59 30 1 1401 Portalis Court 'Si„ C29 32.00 90'00'00" 50.27 32.00 31 1 1403 Portal's Court = / ' �iS. C30 125.00 18'54'31" 41.25 20.82 32 1 1405 Portal's Court ''f~'=` C31 125.00 67'00'S0" 146.20 82.76 33 1 1407 Portal's Court ."\ C32 200.00 29'37'37" 103.42 52.89 Detention Pond 2 4918 Channel'Marker Lane / 1 C33 200.00 9'43'03" 33.92 17.00 3-4 N 4920 Portalis,.Way 0�, yo,� 3-4 SW 4919 Portal's Way = �' ` 9g' C34 25.00 85'02'11" 37.10 22.92 3 4 SE 4918 Portalis Way`:: _ 9 C35 40.00 75'04'39" 52.41 30.74 5 4915 A-13 .0 Portalis Way C36 60.00 35'23'43" 37.07 19.15 6 4911 A-B`-C ';,Portalls Way /� C37 28.00 35'23'43" 17.30 8.93 ;I v; 7 4907 A-B-0 Portalis Way > C3B 200.00 01'46'35" 6.20 3.10 8 4903''A-B-CI.- Portalis Way ,r,. N. -- - 8-9 -:4817 A-13-C': Portal's.Way , i 0 1 , 9 4813"':A-B-C 'Portal's Way / A.„. A., LOT 9 :- LOT 8 LOT � � :::....,,. •. _ :ilk ` 6-•sir- T. -•ri.:.,, '.'4;..._,IP:' 7:,...i..., `4_ � of..,...t....,,..:.,.•-?-'1-'ii, ,...,.:,1'"" ," = LOT5 / yl: 093 -_ LOT .4 = �•�j% Neµ 7`Z 3$� W 0 100°> .:_2b0.,•'' '': 1d in IN 'F€ET .. 1 iii R. '!:.SW'CORNER cc.. SECi11QhI':22 Z N r ZS ::"' r. N88'03'52'W 1329.65' SOUTH 1/4 CORNER SE CORNER rn ':� _ ._;:: OF SECTION 22 I J 2659.30' '. .� N89'37'31"W 2654.531 . .• '' 1 L T.\DATA\FANDK PROJECTS\4369PORTALIS\DRAWINGS\SHORT PLAT\4369SP.DWG --1. REFERENCE RECORD OF SURVEYS FILED IN BOOK 3 OF SURVEYS �:,'N''� n' SHORT PLAT OF AT PAGE 47, AND IN BOOK 11 OF SURVEYS AT PAGE 131-136, rg3 =S UNDER AUDITOR'S FILE NUMBERS 8006190004 ds 9107230002, ' - 1' RECORDS OF SKAGIT COUNTY, WASHINGTON. PORTION ®� ���, 22, TWP 35 RI, 1 �y W.M. . 04r/ / a� h,:11941 f / ANACORTES FOR 496404 WASHINGTON, INC WASHINGTON \\ I VAL-LAD SURVEYED BY: DATE SCALE: n , DWG. NO. • CRC 8/10/04 FA MA & KING-MA, INC. 1 = Boa s9 EXPIRES 12/16/154 DRAWN BY RNF DATE: 8 2 /04 CONSULTING ENGINEERS & SURVEYORS DATE SHEET NO. / ! 840 SE Bth Ave #102 Oak Harbor, Wa. 98277 (360) 675-5973 3 OF 3 - -------------- -- - --- ___ .. _________ _ _ ___________ NiN 0 CONTROL STRUCTURE All RIM ELEV.=48.31' �� o'C1„�'rIC -�' w.Y23•Ja.I Y,,. ..._ EXISTING FORCE MAIN 8,NATURAL GAS LINE ( \ No. Description Date _ _— _ — _ _ SILT FENCE _ _ _ _ Q _ _ SILT FENCE — _ — _ _ _ — _ BP BUILDING PERMIT MAY 31 2016 J LN-1-AN L .) ? c 4 f., , , SD Property Line on' , -504 A/t ( Du( pi_jiy,..,- - . I DECK DECK ( - - I DECK DECK I :io,,,,:/: 'I ,iiii:'milk, r-i-Z5'gl I . ,. le ,g. f iii �i �NNGEO 65' 1, 1 0 3 4rtt4d 49 4 4 - ,� _ 7 1140sf 140sf ', I ` 1� ,kNi, I r. GEO 69' GEO 69' " �'�r .� ®/ ` t, / ' .: 1140sf 1140sf . i �� t �� Garage Garage ,' I - ;, Garage Garage re • GEO 64.5' GEO 64.5' I o •GEO 68.5' GEO 68.5' 4" V • i -, O/ 6,1 _ a I LIJ r. — M co Ec_(. 1-7/q(_-.-;--- W' ••- ..•:' i ne- - - . :,ti - CO . /6 %4••• ......ki . --10 ti -:"C::-:,i•. --..;:: ..,,, ‘4:-: ;., I, . i Q. 0 'CZ / ' i ' I P/LL III wIr/lt EVCReDit EEA TEES ,i1 1 / A SlC j A R4 20' Access �„, - - — GEO66.5— - - - - -f- - - - - - - - - - -GE9705'= - /is. NI N 40110 may~ N. G _ jlA . -• '� • 'N SSMH I � Viii 7 ,maxx ' , 1 � .� ,_ ' t, 10t °v+ DECK DECK DECK '. DECK j.. f s a rr a i C pVC 1 + 5 6 81, le „ Owner: Portalis LLC 13 # GEO 91'GEO 92.5' GEO 92.5' GEO 91' Project Address: 4934,4936,4938,4940, Portalis Way, 1140sf 1140sf . `, 1140sf 1140sf cam'`, ILA ii (Addresses to be Determined) ' , ,,14 + ' �E�= �- " Anacortes WA 98221 - 7 _ I. 1 'L . - i3-° �� Tax Parcel (Property ID Number): P31580 - o'•• , ' _ Q+Arie- •tt ►� 54k't,t� . /f4bt�.1,ee .-: - ;* ... . . . \Zone: As Per City of Anacortes (CM) r • :: «� / 51s0-0 l . Garage Garage Garage Garage Project: New Multi Family Residence Condominium ' T GEO 92' GEO 92' GEO 90.5' GEO 90.5' : • :• " /`.. ` Domestic Water: City of Anacortes i •: ` Sewer: City of Anacortes ! • 'P° �`, Access: New Driveway to Portalis Way -- —` ' :'7r �L,; y -�G�� - - ', Z Of . .„. . ....AREAS: MI I - : ` C .� • i• 4 , . . - / LOT SIZE: 41091sf • { : • • T. _ `� • /, �` Footprint: 3160sf x4 =12,640sf N / OT • `#\ EXISTING ROAD Lot Coverage: 30.8°/0 \— - — - —GEB--93'- — - — - — - — - — - —GEO 91 5'—��� ® �' P 122190 LOT 3 SETBACKS: :I ` POI"talis Front: 20' Street ROW to Building c_- '....\----,-,-::'.-. .. \ o Sides: 5' min Between Buildings ; �• : u ' \ . . BLDG 7 , HEIGHT: 35' Height Restriction GEO98.5' .. •V ,' GEO ' ' ':. 00 } ' I PARKING: , 101.5' t � Villa Site 2 in each Garage + 2 in each Driveway \ \, Codes: 'tt B L D 8 V 1, Structural / Building - IRC 2012 l - Mechanical - IRC 2012 c - t ` — Plumbing - UPC 2012 - _— Date May31 2016 a Energy(Ventilation - 2012 WA State Energy Code 1 -- — Drawn by ML Project No. 1453 Scale 1/16"=1'-0" ,1 �,. , `_�� / Al h 250.307.6818 r #3+"�`?�� No. Description Date BP BUILDING PERMIT Aug 30 2016 OP 11N Assemblies 24"x8" Concrete Foundation 20l 1/2"Gypsum Board 30l Hardie Plank on 4oi Asphalt Shingles on t Pre-Engineered Beam Min. 18" Below Grade Both Sides of Building Paper Building Paper En rr02 ineered Hidden Truss � c/w 4" Perforated Perime#e' 2x4 C 16" o/c3/8" Exterior Sheathing 7116 Roof Sheathing O g for Flush Ceiling Drain surrounded with Drain 202 1/2" Gypsum Board 2x6 @ 16" o/c Pre-En ered Trusses g Rock and Filter Cloth O h i f Fill With aft Insulation 402 _ cos Aluminum & Glass Guard Rail Both Sides o � R Insu anon O 6 Mils Poly Vapour Barrier 42" A.F.F. - - ---___--- _ - - - 2x6 Supporting Wall on Y p 6 Mils Poly Vapour Barrier , roe ` rr • 1/2" Gypsum Board rr Y n p � 8 Reinforced Concrete Wall Footing (See Structural) Yp 5/8 Type X Gypsum Board / sot Hardie Shakes on 203 1/2" Gypsum Board to C©lumn onYpPerforated Aluminum Soffit O Buildmg Paper 2x6 @ 16 o/c . on "" . i - Structural Concrete Footing . 3/8 Exterior Sheathing , - - Fill With Batt Insulation 405 rr Compacted Fill . 2x6 @ 16 t) 12 Horizontal Accent Sand • t , 6 Mils Poly Vapour Barrier (See Structural for size) „ „ y P Fill With62;WaItt Insulation 5I8 Type X Gypsum Board 6 Mils PolyVapour Barrier 407 Corner Boards � �o� Concrete Foundation Wall 204 "� p Damp Proofing Below Grade O Floor Finish on 1/2 Gypsum Board 3/4 wood Sub-floor sos rr T&G Ply t 2x4 @24 o/C Hardi Board & Batten on 11 7/8 TJI Joists @ 16 o/c g Fill With Batt Insulation Building Paper 1/2" Gypsum Board -- _ Poly r Barrier 3/8 Exterior Sheathing. -- 6 Mils o Y Vapour - 2x 1 - �- m 6 @ 6 o/c 1/2 Gypsum_ . . , . . , Yp Floor Finish on y . 3l4 MDF Ca :.. Fill With R2 Batt Insulation 3/4rr_ Plywooduoor • - - rr 6 MIIS Poly Vapour Barrier l05 Y p_ - Finish n 11 7/8 TJI Joists @ 16 0/ - . Floor sh o _ rr ! Gypsum Board 4 Concrete Slab.:on Grade ' Fill w/ Batt insulation 6 Mils Poly Vapour Barrier 6MIL P I Vapo r Barri r 30 Deck Finish onpot-$ 12" Min. Gravel on 1 s oar` Yp 3/4" Exterior Plywood on Compacted Sand 2os Party Wall WP 3910 - 2hr 50+ STC 2x12 @16" o/c Front 4" Concrete Slab on Grade 2 - 5/8" Type "X" Gypsum Board Slope to Drain 12" Min. Gravel on 2x4 @ 16" o/c Staggered Studs on Exterior Soffit Compacted Sand 2x6 Plate t 2- 5/8" Type "X" Gypsum Board Slab on Grade ..t 5rr Concrete 6 Mils Poly Vapour Barrier a V r trier _r 12 M . Gravel r vel on _ Compacted Sa nd to 8" . . n Co ncrete Retaining Wall WIl i 1os Foundationt Dawn Steps s p Assemblies i 1/4" = 1'-0" SEE ATTAC H E D t , ENGINEERING a r G G r h Door Schedule t �. u nt ypfiYp rk Family - 42 x 6 2 1 Sin.: le Raised Panel Sidelight 9 2 OverheadSec#ionaI with trim 1 x 8-0; 2 WEST OAST >: 1 { tµ1w.rtf,t.P 3 Si n le-FIus h 3611 x 80 r 314 hr 2.n l _F ush r9 � so 6 ; ENGINEERING G k r .t f tx`N+ t I n.1. x f i- z5 , s �gnu hs,a:x,..,. S- t.xi, to_"•4+.{{pay 5 Sin ler FIush 3Q r X 80 n 12 f rr f ♦ .,t. Y r v r �.. 24 X 0 6 , , r 6 Single-Flush 7 P ` 3011 X 80" 2 f � Pocket Door �. .-. "2 x 96 4 i 8 Sliding 2_Panel t b4, t ,n n . �.. 9 Double Flush 2 ' .. _. rr 10 Double-Flush i . Grand total: 42 O Back POrtali Window Schedule North Duplexes Type Mark Family and Type Count` CITY OF ANACORTES , a Slider three panel with Trim: 96"'x 78" 2 PLANNING & BUILDING DEPT49 b Slider three panel with Trim: 72" x 60" 2 LANSc Fixed with Trim. 36 x 84 4 PERM IT#Tlto d Fixed with Trim. 24 x 24 12 , w Y6 �� over Sheet. e Casement with Trim: 30" x 48" 14 Grand total 24 APf CS NSPEC-110K APPROVED PLANS _{_NO f 1,3E AL I LR WI ALA T i i{i . Date Aug 30 2016 Drawn by ML Project No. 1453 Scale 1/4" = 1'-0" AO BP 0 PRIVATE CONTROL A1.1 A1.1 STRUCTURE t .. � 250.307.6818 EXISTING FORCE MAIN RIM ELEV.=48.31 • ••W.9zsRda• gn. om & NATURAL GAS LINE (-f)- No. Description Date EASEMENT IS 5' ON EITHER SI — _ _ _ _ SILT FENCE _ _ _ _ _ _ SILT FENCE _ _ _ _ BP BUILDING PERMIT MAY31 2016 OF UTILITIES AS CONSTRUCTE 3 ' I 1,- 2 sn CITY TO REVIEW RETAINING WALL LOCATION N GINEERING I CONFECT SANITARY SEWER TO STUB AT LANE Property Line 2 . 00' -DEC - —DEC — - DECK— __DEC I i I i 4936 CIVIL I SS STUB 494 CIVIL 4938 CML 1 I 4934 CML I m l I GAO i U I U a I I U �� I i I i GEO 69' 1 65' , V 0 GEO 65 GEO 69 Q JZ I 1140sf 1 Osf I ! I 1140sf I 34�-o° I 1140sf I i I o <C/ f-- w C Garage Garage i Garage Garage s� GEO 64.5' GEO 64.5' O j GEO 68.5' GEO 68.5'% CVv 0 a O r. �V Owner: Portalis LLC - LL • - Project Address: I y •: • a ' ea O %1 O - = a .: ay = �jCd V9 L ^. - ed 493$, 4940 Portalis Way and a,. • N_ . ` 4934, 4936, I a' ,,a.. _.rQ �- o `';;; x b w• V Q 49341 4936, 4938, 4940 Channel Marker Terrace CO Anacortes WA 98221 I o _ o _ CHANNELMARKER TER CE - —GEC"„ N CONSTRUC i EN�NCE ( TI - MAI Cl:)rQDertv ID Number): P31580 I SPALL RAC ON ) I CONNECT SANITARY SEWER TO STUB AT STREET Zone: As Per City of Anacortes (CM) ;� I I SSMH Project: New Multi Family Residence Condominium _ 8 �► City of Ana - =DEC DEC EC Domestic Water. ty Anacortes �� sS , Sewer: City of Anacortes - --- - o C ,,p J= �' I I I I i 8 Access: New Driveway to Portalis Way 5 6 1 1 7 8 1 s �S� AREAS: I I i i mN CO STF UCTION LOT SIZE: 41091sf ccI 4940 4938 1 � ca 1 4936 4934 1 Footprint: 3160sf x4 =12,640sf ` PORTALIS PORTALIS i " i PORTALIS PORTALIS U ��\ ( I TIN SPALL WAY WAY I 11 I WAY WAY 1 \ ROC ON TE) O , 12 -0 Lot Coverage: 30.8 �o I ELV 92.5' ELV 92.5 ELV 91' 1 — 1140sf 1140sf I I 140sf ELV 91' I �► ��\ .1- 1140 SIF SETBACKS: �� Z s O • _• Front: 20' Street ROW to Building I ; Sides: 5' min Between Buildings m 201- _ - I Garage Garage Garage Garage ELV 92' ELV 92' ^, G90.5' GEO 90.5' I - EROSION CONTROLHEIGHT• 35 Hei htRestriction ' - I ILL =�: , Po LL - - TRACY STEPHENS PARKING: = '° ` = - ;`. ° z I .' ' +t 'a.<" Z (360)661-1927 _ . _ ._�.• _•e,-- �:._ .: _ • r ^ 2 in each Garage + 2 in each Driveway f11 I ' '4 ^•.y • a°� - .emu - '< - -N ! f; _ "I Codes: . -.__.:. - - a• - : -.�.e, i Structural / Building - IRC 2012 PORTALIS WAY (P Ems) Mechanical - IRC 2012 T � Plumbing - UPC P 2012 1 221 LOT 3 Energy / Ventilation - 2012 WA State Energy Code o _: ; _ Portalis ENGINEERING ATTACHED BLDG7 GEO S WEST COAST ENGINEERING EO `• 1 JIS' Villa Site BLD Date May 31 2016 Drawn by ML Project No. 1453 Scale 1/16" = 1'-0" / Al / BP 3 230.307 6818 4 m3 - www.923Rdeaign.com-: No. Description Date oof Peak W BP BUILDING PERMIT MAY 31 2016 361 - 0 11 z J V iling' 2 1/4"- V uIr - G 1/Y Roof Peak - _ - - _ _ F Ui-3 per Floor 1 - - - - - - W IV ll 9 - 0 3/411 - - - 3 ai0O��Floor 1 1-1 - I=_� koundation ain Floor O: 2. GEO: 92' GEO: 93' 2� _p�� II II II_II I IIII I � I II II I I I II I I-I CL 0 1 - 011I - 1 1 I I I III-1 I I1 I I1 I I1 I I1 I I-1 I I1 I I1 I I-1 I I-1 11= Roof Peak Lower Floor v 10" - - - - - -10' - 0" rCeiling v W - 0 3/4" �' T W Main Floor G GEO: 64.5' - Z �of N Road J Lower Floor W O OSite Section 1 1 1/16" = 1'4" W Roof Peak z 361 - 0" - - - - -- J Ceiling 1 - _ - 22' - 21/4' - - - - Gv - v 1/`f W U per Floor 1 - C 13' - 11/8 - oo1of Peak 1 1 - , I,tJ I V - I 170 — Ceilin Main Floor 1 - =I I I I I rh - 0 4" - - - - - elation - - - - - : 91 GEO: 90.5' GEO: 91.5 _21 - 0 — 1-Main Floor 011 (— Roof Peak - _ Roof Peak _ _ _ _ _ - - - - ower 16' - 1011 flooi Ceilin_q/4" 17 9' - 0 3/411 - - EO:7�5'- Main Floor : 69' Main Floor Cm Main —Road- Lower Lower Floor - - - - Floo - W — J LOT 3 0Site Section 2 2 1/1611 = 1'-011 W Portalis CL CL r Site Section Date May 31 2016 Drawn by ML Project No. 1453 Scale 1/16" = 1'-0" A1 . 1 BP qInc." A7 A7 250.307.65118 n * �www.925 RdesiQn.com;- _.-_.a__ _ No. Description Date BP BUILDING PERMIT Aug 30 2016 13' 0 3/4" L - L °, L 52'-0" - - - - - - - - - - - - - - - - - - o d IF - - - - - - - - - - - - - - -I� — — — — — — — — — — — — - - - - - - - - - - - - - —I- - - - - - - - - - - - - - - a I I I I ' il II � I I 1 NI I Beam support Pie : pp I Beam support Piers See Structural I I See Structural I , I •� I I � I ( 4 1 I ! :� I I •' I I I I "- I li 'il I II I ar I f � I I ;� � I a< I 12'-8 3/4" I _�_� ___ _._ �__� --__— _ —___.__ __.___-- I' I I d I I .•-� I LL ti ! � ��� I �� � � i�i � j� I � 1J 25'-a' , co co iP --I 1- - --I _ L Fi a 1 , ---- -- ---- - — — — — — — — — — — — — — — — — — �E I I e. -N - -IIIII -e-uaIIl �- - -, I . IIItIII1 I I1IIi Il . � .,- ., IIi1I}IIi{1Ii�i II II I �—�- ---- . I, —r —s _— —Q-- ----——J----�-- —�I -.�•_"—� I1II1 — - - - - -- - - — I — �Footin Size FootingSize See Structural TYP See Structural TYP 25 -8" -- if 1s -s I m IIIII �i LIIII �I m F 7 rL— - - _ 77 - _ _ �: d _ - --- _ —_ _ =- - - _L _ __ _ J SEE ATTACHED ENGINEERING FOR STRUCTURA L Footing Size, WEST COASTSee StructtralTPENGINEERING P Ot al IS North Duple xes A. — -- — — — — —— —— — — — —— — — — — — Foundation Plan 201-611, 51611 41'-0" 0'52' Date Aug 30 20 16 ril Unit #1 Unit #2 raven by ML Cr Project NO. 1453Lr LT__ *ALL INTERIOR DIMENSIONS Scale 1/4" — 1'-0 FOR UNIT #1 " - Mirrored in Unit #2 - tn: �;'•�K. 250.307.6818 � "gt '= No. Description Date 2 A6 4 BP BUILDING PERMIT Aug 30 2016 A7 A7 2 +� v�U �9—-� 14'-0" LO - I - - , -, - - , , 1 � - - -, , I - - - ' '- - , '018. 13'-0 3/4"',' 00 p� 1p ., 1;-0„ 6, -011 _ _ 6�� 3'-0" ,6'-2" 6'-0" 6'-8" 6'-0" 6'-2"- ' ' 3'-0"' -6" 6'-0 j�'-011 I I 13'-6 1/2" Bedroom Bedroom o ; 11 6 x14 11 6 x14 ; o cis cis I , � I , O I p 0 I , I , 0 01 o O r I m J T mo I m I J � 205 205 � I W W N N W W co Greatroom Greatroom N < N 13'x23' 13'x23' AHI S.D. s 1/4° S.D. I , I � d o �O 5D 6D 6D 5D o� U-9" 5'-81/2" III S.D. �` D , ( 6ILI. I ��� III III , III `;' III � i 205 o III � III � 0 205 7 NCV IIII O +• 3 ZD 1-6-'r- 1C 7.5 4D -- 55D'-61/2" o =3_'-_9" N ----- 4D oe S.D. - -- ® S.D. Ii,II s as A6 4 Bedroom N I _ ;� N Bedroom ° SEE ATTACHED ENGINEERING FOR _ , I STRUCTURAL ' 205 I 5-0 qW 2'-4" Mech Mech ---J r WEST COAST 4 6D - Header F T Header 6D 104 Va`���" �2 6T �W l` 1° (1a cul•+'►'`'�- ��►�°'� iJ�Ltd �• III III o III III o91 �P.' r✓ 4.�tA At ac�S d ILL �� III w wow- � - ENGINEERING III � I C11 ..�.� a_ III 7�-811 "' I �`, 1'+k �'�' k"A1 -�' III III A. I 104 104 I I �p--�►it�✓'vt Cc c `0 T'F-�`c- i ct I I I o j SLAB ON GRADE I Portal IS ' I GARAGE ABOVE T I I cmNorth Duplexes I I o I I I AREA Unit #1 : 1000sf ; Lower Floor AREA Unit #2: 1000sf (Finished: 650s NEW Winished: 650sf) Covered Patio: 125sf L - - -- - - - - - - -- - - - --- - - - -- - - - - -- -----� Cared Patio: 125sf 102 - --- - - - - --- t 5'-6" 41'-0" Date Aug 30 2016 Drawn by ML cr Project No. 1453 qLf *ALL INTERIOR DIMENSIONS scale 1/4" - V-0" FOR UNIT #1 Mirrored in Unit #2 A3 A-P Ct A6 ��slgn nc yl r 2 4 250.307.6818 www.925 Rdeaign.com - '1 ' ,®, __. A7 2 A7 No. Description Date BP BUILDING PERMIT Aug 30 2016 503 304 28'-0" 3'-0" 6'-(r 6" 3'-0" 5'-4" 8'-0" 4' 4" 8'-0" 5'-4" 3'-0" 6" 6'-0" 3'-0" 8D Oc 301 O a O 8D � 15 -6 1/2 12 -5 1/2 yrG�c�T N * INSULATE FOR (�!* INSULATE FOR7 zoo SOUND UNDER MASTER SOUND UNDER MASTER zooms S BEDROO EDROOM TV Master Master IV Living 1 11x1 1 0 Living o � 15'x 4' 11 6 � 111 6"x141 15'x14' 205 205 U: S.D. S.D. „ Typical Interior Typical Interior „ - 28 -° 4D Wall U.N.O. Wall U.N.O. 28 -° 1'-0" t� - 201 201 Zo d' Oi d11_ _ 11 , 11 11[5-_61/2 = = 4 -3 2 -8 III = _ _ _ = II do N � V===% r III III WIC 9D II III WIC III - ' - III 11'6° 5' III III 9 1 "X5' III o '- Dining III Ifl III 5D III �. Dining Zo O M M M N d ' 15'X9' �� III SD III III III � 15'X9' lu ul_ = 5D 5D JIL O O � ' o O 2'-1" 4'-0" 4'_011 � -- -- ----- a N -- -- ----- .. 1 Ensull Ensuite ----- T ICU ., a _ -- -- a _ I. O o o ----- � - O` 1 t0 O 1 0 `_. -- -- Linen 6 `V 6D Linen ----- o Q -- -- ----- �. q A614 > � I C- a - 204 �, -- -- - „ ----- SEE ATTACHED o y M Kitchen -- -- 5 -61/2 -9' ------- 1V O T 1 'x12' -- -- ----- _- ENGINEERING FOR _ �'o cam'• ' -- - ----- STRUCTURAL -t t11rOOm I - Bathroo REF. -- ----- M REF. L _ 11'-0" PantryN 5D ` 5D Pantry - J t G 0� S. W/D Wm D a WEST COAST Q 301 DN �` DN ENGINEERING �� 0 5D Lau dry Y_ 5D _ 2'-31/2" 4'-61/2" 5'-4" 0 0D III It �� �TO�� 10 co III 0 m T-6" 0 N v Garage Mtge o N N 1 1 co cV I • o N 20 x21 0 01 -6" v ) N m m o � E E O N , C� � • N CL W � c T O107 N � ' 0 � ' O Portalis SI�Slope to Drain X X ps�p►t)rain Q North Duplexes N O cm N O CIDW x 1 Hour Party Wall Assembly Main Floor GA File # 3514 302 Gypsum Wall Board, Gypsum Sheathing, Wood Studs A6 1 H r Rated wall as per GA-600-2000 2'-6" '6'-o• 4'-a" -a' 2'-s- Fire Resistance Design Manual,l6th Addition. AREA: 1140sf 7-6" 41'-°" ''- AREA: 1 -140sf One Layer 5/8" Type X Gypsum Board Each Side of 2x6 Studs @ 16" o% Date Aug 30 2016 Fastened w/ 1 -1/4" Type W Screws spaced 12" o/c Drawn by ML Stagger Gypsum Board Joints either side of wall. Project No. 1453 *ALL INTERIOR DIMENSIONS Scale 1/4" = 1'-0" FOR UNIT #1 Mirrored in Unit #2 A4 ZBP � s l n Inc Line of of Exterior Walls Below q sIa www.925RdesiQn.com-";=. '- 2 No. Description Date A7 BP BUILDING PERMIT Aug 30 2016 I I Downspout 1 4 owns Downspout I p A7 I lit 2' 0" I N I I' ! t _ I I, l3 1/2"/12° i ! I -- - - l' i I , 2'-0" „ 'I w_ I , Ilk l it i ! I i i A7 I � I 1 lit I i 'I it , i 4 — � l { ! I 2'-0" \ = SEE ATTACHED l it I I r N dS �� I -- , l + I I r _- --- ENGINEERING FOR , L STRUCTURAL _ I Ui U p - — 6 ' I � co ! I s' I = �° WEST COAST m I , I i i � ENGINEERING l - Downspout T Li 7 6dW as, Downspout a O O. 317i12m � l - 3 1/2"/12" cA �A l • „ 21-O„ t t IL �C X _ • , • l _ - , , , co l � _ 11 Portalis ! - - - No Duplexes , North Omni I I R L 777 _ Roof , - VP , , Date Aug 30 2016 Drawn by ML ** FORT � SE��� S' �I �N.GS Project No. 1453 411 011 Scale 1/ 1� _ OCslgn Inc , 250.307.681$ � -.925 E:.desi�n.com A7 No. Description Date 4 Roof Peak — — — — — — — -- — BFRoel`1Rea4G IT Aug 30 2016 12" 12" ! 3 1/2" 3 1/2" 4\j I 401 i I I i I - - ilin Ceiling _ e 1 it 1 (s- ,v ,... .. .. .- -. } 3 4 403 �s' v�' T., I 77 — - 301 � i j , 301 LI — - - -- - ( 1 0 i ; O --- O 303 ---- --LLUIL -- 8D i ( O O 2D l —� I -- - - --- ii! - - - - - — ---- - - J 1 r 1 _ � Grade ,- -- II Maln FIOOC 304 Srrl 304 Main Floor oil 01 V i Now > OSouth SOU 11 = 1- 11 o 1/4 1 0 O 1 � I , I , I i JL Grade I Lower I� -10' - 011 Roof- -- - - - f Peak 4 2 O North 12" A7 2 1/4" - 11-0" 12" 401 A7 3 1/2" 401 3 112" Ceiling_/1 SEE ATTACHED -- V ENGINEERING FOR - - - gf- 03/411 403 403 j I � d d ( d �. '� ' STRUCTURAL � C o T I -- - - WEST COAST ENGINEERING 11 - - - - ' i io6 -- -- -- - Main Floor 304 O� _ - 01 n 109 � LO East . 3 1/4" = 1' 0" _ Oe 303 I �04 - ios Lower Floor - " -10' 0" _: . r . - • . •' _ Found do Roof Peak -11' - 411 16' - 10" - - - � 1 A7 12" 12rr 3 1/2° '- 401 — 3 1/2" 40I Ceiling 9' - 0 3/411 11 111111111 1 i - - - p �+ 403 �3� 1 o rta l l s d T TLLE - ,- � � � I , North Duplexes t -- - I ioN Sm rim Band Main Floor 304 -- _-- --- � � , g � I 1!' ,• E v 011 - ' _ _ -- - .---- Elevations T _ 4 West 1/4" = 1'-0'" � � - j104 • Date Aug 30 2016 In Drawn by - ML Lower Floor --- -10 - 0 Project No 1453 Scale 1/4" 1' 0" A6 BP Z. 2 ' .. Roof Peak _ - - - - - - - - - - - 230.307.6818 16' - 10" 401 No. Description Date 401 Fire Retardant Type X GB 121 4 BP BUILDING PERMIT Aug 30 2016 12" Roof Sheathing Both Sides A7 3 1/2" Required to 4'-0" PRE-ENGINEERED ROOF TRUSSES 31/2 from Party Wall when eaves are 402 within 30" of roofs 402 Ceiling _ - 91 - 0 3/4" 403 403 ypeXGB O co 5D 561-011 \ 5D i19 204 \ Main Floor - 0' - 0" Joist Direction Joist D ection — Joist Direction N O N Type X G 3\ Both Sid ` ' ' 5D 5D 26' -0" \ \ N 0 / 261-0" m \ , O \ / co L L�j 205 Lower Floor _ - - -10' - 0 o o �- Joist Direction Roof PeakDirection _ - _ - - - _ - _ - -00 - - _ _ - - �.roundation _16' - 10" -N o ..:d o - - 401 O Sectionf11011 PRE-ENGINEERED ROOF TRUSSES 777��7 1 Hour Party Wall Assembly 402 GA File # 3514 Ceiling_ GypsumWall Board, Gypsum Sheathing, Wood Studs _W'=ff N40 -- - - - - - - - - - - m 403 1 Hr Rated wall as per GA-600-2000 0 0 Fire Resistance Design Manual,16th Addition. ' TOW a ers 5/8" T e X G sum Board Each Side of 2x4 Staggered Studs @ 16" o/c 2D 3s° High Handrail a L y yp yp 3D 6D 5D 4D 503 Fastened w/ 1 -1/4" Type W Screws spaced 12" o/c ' ' ❑oa00000a Stagger Gypsum Board Joints either side of wall. Lk 204 `` Main Floor — 'L 107 _ 304 — — 0" r. Lo 4a 01 Section 2 N 403 5 1/4" - 1' 0" 4D \ 7D / / 4 Lower Floor - - - _ _ - - los \/ -1 0' - 0° 2 - - t-oundation - 11' 4" o 1 A7 jk Roof Peak _ - - - - _ - - - - - - - - - - - - - - - - - - - 16' - 10" A7 12" 40� 12" 40� 12„ **DEPTH OF FOOTING TO BE DETERMINED ON SITE 3 1/2" O 3 1/2" O 3 1/2" PRE-ENGINEERED ROOF TRUSSES 402 Ceilin - Nu 9' - 0 3/4" 403 NMI403 0 403 0 0 Portalis 1 8D SEE ATTACHED ENGINEERING North Duplexes 503 4D FOR STRUCTURAL \ 00 0 \ \ 204 \ Main Floor - - —� - -- . . - - - 304 0' Off. _ WEST COAST ENGINEERING Sections . Q 4 O Section 3 ; =- . • :. •-, :, _ - _ - -.- ,_ zoo Lower Floor _ - _ - _ - _ - _ - - 1 = ios _ - Date Aug 30 2016 -10' - 0" '. q - Drawn by MLCL t-oundation - _ Project No. 1453 Scale 1/4" = 1'-0" A7 BP es SECTION R406 2. Medium Dwelling Unit ........... ..... 3 .5 credits ADDITIONAL ENERGY EFFICIENCY All dwelling units that are not inc REQUIREMENTS #3 . R406. 1 Scope. This section establishes options for Exception: Dwelling units serving R-2 additional criteria to be met for one- and two-family occupancies shall require 2.5 credits. dwellings and townhouses, as defined in Section 1012 3 . Large Dwelling Unit 4.5 credits : of the International Residential Code to demonstrate Dwelling units exceeding 5000 square feet of compliance with this code. conditioned floor area. R406.2 Additional energy efficiency requirements Exception: Dwelling units serving R-2 (Mandatory). Each dwelling unit in a residential occupancies shall require 2.5 credits. : building shall comply with sufficient options from 4. Additions less than 500 square feet: . OS credits Table R406.2 so as to achieve the following minimum • number of credits: The drawings included with the building permit 1. Small Dwelling Unit: 1 .5 credits application shall identify which options have been """""""""""" selected and the point value of each option, regardless Dwelling units less than 1500 square feet in of whether separate mechanical, plumbing, electrical, conditioned floor area with less than 300 square or other permits are utilized for the project feet of fenestration area. Additions to existing building greater than 500 square feet of heated floor area but less than 1500 square feel TABLE 406.2 ENERGY CREDITS OPTION DESCRIPTION CREDIT(S) Is. EFFICIENT BUILDING ENVELOPE la 0.5 Prescriptive compliance is based on Table R402.3 .1 with the following modifications: Vertical fenestration U = 028 Floor R 38 Slab on grade R40 perimeter and under entire slab Below grade slab R40 perimeter and under entrre slab or Compliance based on Section k402.1.4: Reduce the Total UA by 5% . lb EFFICIENT BUILDING ENVELOPE lb: 1.0 Prescriptive compliance is based on Table R402.1.1 with the following modifications: Vertical fenestration U = 025 Wall R 21 plus R4 Floor R-38 Basement wall R-21 int plus R-5 ci Slab on grade R40 perimeter and under entire slab Below grade slab R-10 perimeter and under entire slab or Compliance based on Section R402. 1 .4: Reduce the Total UA by 15%a i c EFFICIENT BUILDING ENVELOPE 1 c: 2.0 Prescriptive compliance is based on Table R402.1 .1 with the following modifications: Vertical fenestration U = 0.22 Ceiling and single-rafter or joist-vaulted R-49 advanced Wood frame wall R-21 int phis R42 ci Floor R-38 Basement wall R 21 int plus R-12 ci + Slab on grade R40 perimeter and under entire slab Below grade slab R-10 perimeter and under entire slab or Corn Rance based on Section R402.1 .4: Reduce the Total UA by 301/a. lda EFFICIENT BUILDING ENVELOPE I & 0.5 Prescriptive compliance is based on Table R402.1 .1 with the following modifications: Vertical fenestration U = 0.24 RE-34 2015 Washington State Energy Code OPTION 1 DESCRIP71ON CREDITS) 2a AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2a: 0.5 Compliance based on 11402.4.12 Reduce the tested air leakage to 3 .0 air changes per hour maximum and . All whole house ventilation requirements as determined by Section M15073 of the International Residential Code shall be met with a high efficiency fan (maximum 035 watts/cfm), not interlocked with the furnace fan. Ventilation systems using a furnace including an ECM motor are allowed, provided thatthey are controlled to operate at low speed in vent►latiori only mode. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the ventilation system. 2b AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2b: 1 . 0 Compliance based on Section R402.4.12: Reduce the tested air leakage to 2.0 air changes per hour maximum and All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code shall be met with a heat recovery ventilation system with mini*num sensible heat recovery efficiency of 0.70. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the heat recovery ventilation system. 2c AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2c: L5 Compliance based on Section R402.4. 12: Reduce the tested air leakage to 15 air changes per hour maximum and All whole house ventilation regairemeats as determined by Section M15073 of the International Residential Code shall be met with a heat recovery ventilation system with minim rm Able hem recovery efficiency of 0 .85. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the heat recovery ventilation system 3a EHGE1 EFFICIENCY HVAC EQUIPM ENT 3 a: 1. 0 Gas, propane or o&fmred furnace with minimum AFOE of 94a/a, or Gas, propane or oile&Rmd boiler wifh Tninimnin AFUE of 92% To qualify to claim this credit; the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 3b HIGH EFFICIENCY EVAC EQUIPMENT 3b: 1. 0 Air-source heat pump with minimum HSPF of 9.0 To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the hearing equipment type and the minimum equipment efficiency. 3c HIGH EFFICIENCY HVAC EQUIPMENT 3c: 1.5 Closed400p ground source heat pump; with a minimum COP of 33 or Open loop water source heat pump with a maximum pumping hydraulic head of 150 feet and minimum COP of 3 .6 To qualify to claim this credit the building permit drawings shall specify the option, being selected and shall specify the heating equipment type and the minimum equipment efficiency, 37 1:HGH EFFICIENCY HVAC EQUIPMENT 3d: 1.0 Ductless Split System Hest Pumps, Zonal Controls In homes where the primary space heating system is zonal electric heating, a ductless heat pump system shall be installed and provide heating to the largest zone of the housing unit To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the mmunum equipment efficiency. 2015 Washington State Energy Code R&35 OPTION DESCRIPTION CREDIT(S) 4 HIGH EFFI=CY HVAC DISTRIBUTION SYSTEM: 1.0 All heating and cooling system .components installed inside the conditioned space. This includes all equipment and distribution system components such as forced air ducts, hydmnic piping, hydmnic floor heating loop, convectors and radiators. All combustion equipment shall be direct vent or sealed combustion. For forced air ducts: A maadmum of 10 linear feet of return ducts and 5 linear feet of supply ducts may be located outside the conditioned space. All metallic ducts located outside the conditioned space must have both transverse and longitudinal joints sealed with mastic. If flex ducts are used, they cannot contain splices. Flex duct connections must be made with nylon straps and installed using a plastic strapping tensioning tooL Ducts located outside the conditioned space must be insulated to a mimmum of R-8. Locating system components in conditioned crawl spaces is not permitted under this option. Electric resistance heat and ductless heat pumps are not permitted under this option. Direct combustion. heating equipment with AFUE less than 80% is not permitted under this option. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and shall show the location -- of the heating and cooling equipment and all the ductwork.. Sa EFFICIENT WATER HEATING 5a: 0.5 All showerhead and kitchen sink faucets installed in the house shall be rated at 1.75 GPM or less. All other lavatory faucets shall be rated at 1 .0 GPM or less. ` To qualify to claim this credit the building permit drawing& shall specify the option being selected and shall specify the maximum flow rates for all showerheads, kitchen sink faucets, and other lavatory faucets. 5b EFFICIENT WATER HEATING 5b: 1 .0 Water heating system shall include one of the following. Gas, propane or oil water heater with a minimum EF of 0.74 or Water heater heated by ground source heat pump meeting the requirements of Option 3c. or For R-2 occupancy, a central heat pump water heater with an EF greater than 2.0 that would supply DHW to all the units through.a central water loop insulated with R4 minimum pipe insulation. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the water heater equipment type and the Minimum equipment efficiency. - _- Sc EFFICIENT WATER HEATING 5c: 1.5 Water heating system shall include one of the following Gas, propane or oil water heater with a minimum EF of 0 .91 or Solar water heating supplementing a minimum standard water heater. Solar water heating will provide a rated nmumim savings of 85 therms or 2000 kWh based on the Solar Rating and Certification Corporation (SRCC) Annual Performance of OG-300 Certified Solar Water Heating Systems. or Electric heat pump water heater with a TnTannum EF of 2.0 and meeting the standards of NEENs Northern Climate Specifications for Heat Pump Water Heaters. �. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the water heater equipment type and the minimum equipment efficiency and, for solar water heating systems, the calculation of the minimum energy sayings. RE-36 2015 Washington State Energy Code OPTION DESCRIPTION CREDIT(S) 5d EFFICIENT WATER BEATING 5& 0.5 A drain water heat recovery umit(s)r shall be installed, which captures waste water heat from all the showers, and has a minimum efficiency of 40% if installed for equal flow or a minimum efficiency of 52% if installed for unequal flow. Such units shall be rated in accordance with CSA B55. 1 and be so labeled To qualify to claim this credit; the building permit drawings shall include a plumbing diagram that specifies the drain water heat recovery units and the plumbing layout needed to install it and labels or other documentation shall be provided that ' demonstrates that the unit complies with the standard ME 6 RENEWABLE ELECTRIC ENERGY: 0.5 For each 1200 kWh of electrical generation per housing unit provided amorally by on-site wind or solar equipment a 0.5 credit shall be allowed, up to 3 credits. Generation shall be calculated as follows: For solar electric systems, the design shall be demonstrated to meet this requirement using the National Renewable Energy Laboratory calculator PV WATTs. Documentation noting solar access shall be included on the plans. For wind generation projects designs shall document annual power generation based on the following factors: The wind turbine power curve; average annual wind speed at the site; frequency distribution of the wind speed at the site and height of the tower. To qualify to claim this credit; the building permit drawings shall specify the option being selected and shall show the photovoltaic or wind turbine equipment type, provide documentation of solar and wind access, and include a calculation of the minimum annual energy power production. a. Projects using this option may not use Option la, lb or lc. b. Projects may only include credit from one space heating option, 3a, 3b, 3c or 3d. When a housing unit has two pieces of equipment (i.e., two furnaces) both mast meet the standard to receive the credit. c. Plumbing Fixtures Flow Ratings. Low flow plumbing fps (water closets and urinals) and fittings (faucets and showerheads) shall comply with the following requirements: 1. Residential bathroom lavatory sink faucets: Maximum flow rate - 3.81Imin (1 .0 gal/min) when tested in accordance with ASME Al U 18. 1/CSA B 125. 1 . 2. Residential kitchen fmcets: Maximum flow rate - 6.6 L/mm (1 .75 gal/min.) when tested in accordance with ASME A112. 18. 1/CSA B 125.1. 3 . Residential showerheads: Mmdmmn flow rate - 6.6 IJmin ,(1.75 gal/min) when tested in accordance with ASME A112. 18. 1/CSA B 125. L r 2015 Washington State Energy Code RE_37 Q OFF III, o . b c fA W Z Z Il O N 0o Ft= c o p o m1O 0 Q N o � -�-II p I hoc 01� w ¢ Q ¢ p 0 N W Q 2 �� n H 0I < rn vwia c o aFnO � � 0 .:a a w � w In LJ N •- U Y ®� R rn �` � z � O n aoa rnuQ � c � E Wv � U ~O �o L. yy ®O Zp�i r � O � Z t N � Op OU � O • Op lA0 L� ~ m CU Qai0 H w _`a LA F�- Q �s'' ^ MI � sr•• ~ = Oz 0 �` � 0 cmu � oao ¢ W rm ¢ � � ¢ L�L �� d alD Sw6ij U3 � � m n eam m Irp Qn on m 01 C m ¢ U pq J J > � d x �_ � z O � � mmOmlao = go 'cti ° ¢ ln r O ` ? 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L d' • �i Z ° o _ F a oy IV oamF .� 4 r 0.{ OW m o n N v_ 3: kL umoo AW (U ` o aCm Q am Gcu V N F ¢ OD OiwOO r # t im W � nN mTn fF �_ WVI VI OD all epo o Cv vN 1� 3 • '� �-'- cwz S '--' W Q m .s N E 07 (U U' rn m " - =� WOCJ W 9 > vm r 2Tt coIND FAY _ �r IYNY�I�YN��IIif�,��p'I�IINf NI�� 201 03 40091 Skagit County Auditor 311412013 Page 1 of 2 3 :58PM WHEN RECORDED RETURN TO : Ship Harbor Inn 5316 •Ferry 'Terminal Road Anacorws; WA 4522. 1 IZ UTILITY EASEMENT mq 11 � �� � . f�L S #kRbcDriPP�3 �01 GUARDIAN NORTHWEST TITLE CO. ACCOMMODATION RECORDING ONLY The un ,,(heremaffter .referred to as the "Grantor"), in order to set and establish the location of that portion of easement referred to and tentatively shown adjacent to the North boundary of Lot 3 , according to Short Plat ANA 04-005 (AF#200411030031 ) , and for which provision for alternate location-:is -made, does hereby grant, convey, and warrant to LN Ship Harbor Inn , Inc. and to -CASCADE NATURAL GAS CORPORATION, and their respective successors, (hereinafter-referred to as the "Grantees "), a nonexclusive easement over the following described property of the Grantor: PROPERTY DESCRIPTION: lot 2 of CITY OF ANACORTES SHORT PLAT NO . ANA 04-00S as recorded under.- AF#200411030031, records of Skagit County, Washington = TAX PARCEL NUMBER: P31655. ; EASEMENT DESCRIPTION: A STRIP OF LAND TEN (10) FEET IN WIDTH ALONG THE FULL LENGTH OF THE BOUNDARY SEPARATING LOT .2 FROM LOT 3 AS SHOWN ON AF 4200411030031 , BEING BOUNDED ON THE SOUTH BY SAID BOUNDARY, ON THE NORTH BY A PARALLEL LINE 10 FEET NORTH OF SAID BOUNDARY, ON THE WEST BY THE WEST BOUNDARY OF LOT 2 AND ON THE EAST BY THE BOUNDARY SEPARATING LOT 2 FROM CHANNEL MARKER LANE (PRIVATE) AS SHOWN ON AF #200411030031 . EASEMENT NOT ADDITIVE TO PRIOR EASEMENT It is the express intent of the Grantor that this easement fix the actual location of the easement contemplated in the Short Plat, that the easement is now set 10' North of the corresponding indication on that Short Plat, and that no portion of Lot 3 shall be included`in4he easement. RELOCATION : Grantor reserves the right to relocate this easement in the future, replace gas and.sewersystems within, and grant a revised easement to Grantees as required, at Grantors expense and sole- discretion, subject only to proper and timely contracts with Cascade Natural Gas Corporation, and permitting by City of Anacortes. RIGHTS GRANTED: Grantee LN Ship Harbor Inn Inc. is hereby granted the right to install, operate, protect, and maintain a forced-main sewer connection serving property West of Short Plat ANA 04-005; and' Grantee Cascade Natural Gas is granted the right to install, operate, protect, maintain, and improve underground pipes and necessary other equipment for the purpose of serving the _ Page I of 2 subdivision and; other property with gas service. Grantees are granted the right to access at all times :for these purposes only. Without limiting the generality of the foregoing, the Grantor shall not erect any structure within 1 . the easement area, or,;cojnduct or permit any activities that may impair or interfere with the rights herein granted, except -as described by the rights reserved in the next paragraph. Grantor agrees to cooperate .mith Grantee to obtain all necessary permits, licenses and governmental action so that_Grantee may enjoy the full use and benefit of this right-of-way easement. This easement shall be binding upon the heirs, executors, administrators, personal representatives, successors, and. as-signs of the parties hereto. In witness whereof, the undersigned have executed this easement this 3%iH day of Mtor2� CH 201 3 Ct cv) 1e�v� SKAOIT COUNTY WASHINGTON REAL ESTATE EXCISE TAX A Ian Schroeder, President, 496404 WASHINGTON4NC <` MAR 14 2013 Amount Paid $ State of WASHINGTON Skagit Co. Treasurer sy � Deputy County of SKAGIT I certify that I know or have satisfactory evidence that Allan Schroeder is the `person who appeared before me, and said person acknowledged that �ie�he signed this instrument, and acknowledged it to be isher free and voluntary act for the uses and purposes mentioned in the instrument, Dated: 3 13 - 13 F4VV c -,T • `1 = Notary Public Print Name\ 1 e1L1 L . Vk-O f r711 :�. - ?T T` ' F My commission expires I 0- g 13 , Page 2 of 1� l1t Isk �3WOpq� 3/1 egd County Audito r 4/2013 Page r 2 of 2 3:68PM -��=3- FY�F � �� I�IIIN� NIINIIq� NIIII��� IIIIINIllll9l! II - - _ = 201510010062 -' Skagit County Auditor $73.40 1011 /2015 Page 7 of 211 : 57AM Is WHEhitECORDI= I RETURN TO : CA SC �-�4A'filfftA4X�AS CORPORATION 1520 SOUI"Fl Skbt ��TREET ss MOUNT VER- N - _A 273 ATTENTION : MIKE PEAR` CNG317 SKAGIT` CJNTY WAISHINGTON REAL ES�T`ATE; AX RIGHT OF WAY EASEMENT = City: OCT 0-1 MIT county: Amount Pair$`-. W .O . #: Skagit Co. Treasury :;== By n%:0 Depputy---`= -`- The undersigned 496404 Was tn Irk., a "Washington Corporation, ( hereinafter referred to as the "Grantor"), for and in consideratis. oft Vtual benefit of the parties and other good and valuable consideration, the receipt of which is hr €iy ac ledged, does hereby grant, convey, and warrant to CASCADE NATURAL GAS CORPORATION; -1Nasil r on corporation ( hereinafter referred to as the Grantee "), a nonexclusive easement over t- d&f1i1>iowing described property of the Grantor: PROPERTY DESCRIPTION. _ sl ACREAGE ACCOUNT, ACRES 1 .23, DETENTION POND Alf = Z F ANACORTES SHORT PLAT ANA-04-005 RECORDED UNDER AF#204411430031, BEING A PC'iRT ON OF E1/4 OF THE SW1/4. DETENTION POND AKA LOT 2 OF ANACORTES SHORT PLAT ANA-04-0f_*114 lt7__ft _ ED UNDER AF#200411030031, BEING A PORTION OF SE1/4 OF THE SW1/4. `- sll ACREAGE ACCOUNT, LOT 3, ACRES 0.84, OF ANACORTES SHORT P AT_.4 ANA-04-0O5, RECORDED UNDER AF#200411030031, BEING A PORTION OF THE SE1/4 OF THE SW ll4 `(3 -ANA L RTES SHORT PLAT # ANA- 04-005, RECORDED UNDERAF#200411030031, BEING A PORTION CSfT IE SEt 4 OFTHE SW1/4. EASEMENT DESCRIPTION. A STRIP OF LAND TEN ( 10) FEET IN WIDTH HAVING FIVE ( 5 ) FEET ON EACFRFSII OF THE CENTER LINE OF GRANTEE FACILITIES AS CONSTRUCTED, TO BE CONSTRUCTED, EXTENDEQ ?R RECO ATED WITHIN THE ABOVE DESCRIBED PROPERTY. err - TAX PARCEL NUMBERS: P31655 / P31580 = �'Y_y. The Grantee is granted the right to construct, install, operate, maintain, protect;-fiif t`c e, ;r pl Nss and abandon in place a natural gas pipeline or pipelines, regulation devices, and meten ng-equftrrtnf� nder, over, through, and across the above-described property. The Grantee is further grantedlrzeaskfnenttfor the nonexclusive right of access to and from said property for the purpose of utilizing thb, rights herein gi granted . The term " pipeline" includes gas lines, services, machinery, equipment, and facilitie!:related -jo the operation or maintenance of said gas lines. The Grantor, on behalf of itself and its agents, invitees- arftW licensees, agrees not to impair or interfere with the full use and enjoyment by the Grantee of the -t iglt herein granted . - r - -mom mmm r _ = _- mm, sex.. m: = Casac3et tural Gas Corporation Righter {f}�ay Easement Page ' - Withrut limiting he generality of the foregoing, the Grantor shall not erect any structure within the easem t"Area; pre't6nduct or permit any activities that may impair or interfere with the rights herein granted . - : ' -- Grantor agrees tosioopr with Grantee to obtain all necessary permits, licenses and governmental action so that Grange_ ay`gt oy the full use and benefit of this right-of-way easement. mz ,The Grantee agrees to l lc ti w rantor harmless from any loss, cost, or damage resulting from the Grantee 's negligence in cshp, ctioith the operation or maintenance of any pipelines installed under or over the easement pre rtises [tdlffie dfantor agrees to hold the Grantee harmless from any loss, cost, or damage caused by the Gragt6 its agents, invitees, or licensees or from any breach of this easement. This easement shall be bindingeup-ohfthe...,heirs, executors, administrators, personal representatives, successors, and assigns of the parfies=h6ret-67 e F In witness whereof, the undersigned hav xe u tl this easement this _ day of October 2015 . State of Washington =__ __ =- _ __ County of Skagit I certify that I know or have satisfactory evidence that Alan Schrooder is the person who appeared before me, and said person acknowledged that he signed thisInArdrit6rit,.and acknowledged it to be his free and voluntary act for the uses and purposes mentioned in`th n-,ror tentk Dated . _ I me - P KNU79 mm,rs \cam S14s EXPO p Notary Publi I 1 0��5 IR� Reo �s Print Name l t � r1 Y Np� �� o My Commission Expires -:. - -. _ :A 4 ��C 24� 8 47 _p1 - ATE OFggp ' __ _ H RRIcS S7I`AD ENGINEERING & SURVEYING F Civil Engineering & Surveying 4320 Whistle Lake Road Dale Herrigstad, P . E. , P .L. S . Anacortes, WA 98221 (360) 2994804 March 29, 2017 Paul Ingals/David Diamond City Building Inspector City of Anacortes PO Box 547 Anacortes, WA 98221 Subject: Portalis 4940/4938 Channel Marker Terrace duplex foundation survey layout. This letter is to inform the building department that I staked out the foundation of the above referenced lot after excavation and prior to concrete foundation footings have been poured on March 5 , 2017 . Builgind setbacks used are from the approved set of plans with 22 feet on the west boundary to the property line . If you have any questions or need more information please let me know. Sincerely, Dale Herrigstad P .E. , P .L . S . dale@herrigstad. com 8F Y 4 ` City of Anacortes Invoice/Permit #: BLD -2017 -0056 904 6th Street Applied date : 02/01 /2017 P . O . Box 547 Issue date : 03/01 /2017 Anacortes , WA 98221 -0547 ,. � Expire date : 08/28/2018 =_I (360) 293A 901 COTJ + ,_ Job Address : 4938 CHANNEL MARKER TER Permit Type : Single Family Residence Permit ANACORTES WA 98221 Project: APN : Remarks : East Unit of new Duplex Building constructed per approved plans Owner: PORTALIS LLC Contractor: PORTALIS LLC Address : 4819 PORTALIS WAY Address : 4819 PORTALIS WAY ANACORTES WA 98221 -4031 ANACORTES WA 982214031 Phone : (360) 202-6145 Phone : (360) 202-6145 License #: PORTAL*8951.2 General Information : Fees : Occupancy Group it-2 Plan Review Deposit 200 . 00 Use Zone CM- PUD Building Permit Fee 11906 , 55 Basement Square Footage 1000 Plan Review Fee 11039 , 26 Lot Area 41091 Mechanical Permit Fees 129 , 15 1st Floor Square Footage 1140 Plumbing Permit Fee 132 , 00 Garage Square Footage 420 State Building Code Fee 4 , 50 Deck Square Footage 144 Sewer Inspection Fee 50 , 00 Building Valuation 262152 Storm Drain GFC-Residential 21958 , 99 # Forced Air Furnace <= 1 , 000 1 Sewer GFC- Residential 97206 , 33 # of Bathtubs 1 Park Impact Fee 615 , 00 # of Clothes Dryers 1 Traffic Impact Fee 900 , 00 # of Clothes Washers 1 Total Calculated : 17 , 141 , 78 # of Dishwashers 1 Deposits/Receipts : 200 , 00 # of Gas Outlets 1 # of Gas Fireplace 1 Total Due : 16 , 941 . 78 # of Gas Piping 1 # of Gas Water Heaters 1 # of Water Piping 1 i �a ? r` i 0%n rc' .; , r, . --J # of Hose Bibbs 2 Z � r ' , ° ;_; # of Kitchen Sinks 1 c; # of Lavatories 4 :� . + , o + +J +1 •i• # of Range Hoods 1 # of Showers 2 # of Ventilation Fans 6 *� • • tr !" # of Water Closets 3 : .-r r- :11 ITS PI +i its . 4 m 4+ ,i. C, !.7 r._ = C-a --1 ;n r•:; IT, J J iL -1 i 0 4� i+ .J it, t" h•. r.. iu City of Anacortes Invoice/Permit # : BLD-2017-0056 G 904 6th Street Applied date : 02/01 /2017 P . O . Box 547 Issue date : 03/01 /2017 5 + ` Anacortes , WA 98221 -0547 Expire date : 08/28/2018 (360) 293- 1901 loop THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS , OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED . I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION . SIGNATURE OF OWNER ORAUTHORfZEDAGENT ISSUE Y City of Anacortes Invoice/Permit # : BLD -2017 -0057 'r 904 6th Street' Applied date : 02/01 /2017 P . O . Box 547 Issue date : 03/01 /2017 Anacortes , WA 98221 -0547 Expire date : 08/28/2018 ( 360) 293- 1901 Job Address : 4940 CHANNEL MARKER TER Permit Type : Single Family Residence Permit ANACORTES WA 98221 Project: APN : Remarks : West Unit of new Duplex Building constructed per approved plans Owner: PORTALIS LLC Contractor: PORTALIS LLC Address : 4819 PORTALIS WAY Address : 4819 PORTALIS WAY ANACORTES WA 98221 -4031 ANACORTES WA 98221 -4031 Phone : (360) 202-6145 Phone : (360) 202-6145 License # : PORTAL*895L2 General Information : Fees : Occupancy Group it-2 Plan Review Deposit 200 , 00 Use Zone CM- PUD Building Permit Fee 11906 , 55 Basement Square Footage 1000 Plan Review Fee 11039 ,26 Lot Area 41091 Mechanical Permit Fees 129 . 15 1st Floor Square Footage 1140 Plumbing Permit Fee 132 . 00 Garage Square Footage 420 State Building Code Fee 4 , 50 Deck Square Footage 144 Sewer Inspection Fee 50 , 00 Building Valuation 262152 Storm Drain GFC- Residential 21958 , 99 # Forced Air Furnace < = 1 , 000 1 Sewer GFC- Residential 91206 , 33 # of Bathtubs 1 Park Impact Fee 615 , 00 # of Clothes Dryers 1 Traffic Impact Fee 900 . 00 # of Clothes Washers 1 Total Calculated : 17 , 141 . 78 # of Dishwashers 1 Deposits/Receipts : 200 . 00 #_of_Gas Outlets 1 # of Gas Fireplace 1 Total Due : 16 , 941 , 78 # of Gas Piping 1 # of Gas Water Heaters 1 13 # of Water Piping 1 t', z n . -_J - # of Hose Bibbs 2 # of Kitchen Sinks 1 Owl # of Lavatories 4 :7) 't _� „ '� # of Ran e Hoods 1 0 = ' ' ' ' 9 � nDC-nri # of Showers 2 � r• -a r -! # of Ventilation Fans 6 # of Water Closets 3 1* `- M . ., in r ]TO . . m i •� -_� c n It, r! �: an ,7 . CID 12, 3 ---I ;r 1n U " City of Anacortes Invoice/Permit # : BLD-2017 -0057 904 6th Street Applied date : 02/01 /2017 4 P . O . Box 547 Issue date : 03/01 /2017 < ►�" ` fir'. Anacortes , WA 98221 -0547 Expire date : 08/28/2018 ( 360 ) 293- 1901 -; U 7FIL THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS , OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED , I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT, ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION . SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY City of Anacortes Invoice/Permit # : 131.13 -2017-0056 ' 904 6th Street Applied date : 02/01 /2017 P . O . Box 547 Issue date : K " Anacortes , WA 98221 -0547 Expire date : 07/31 /2018 (360) 293- 1901 1"044.. Job Address : 4938 CHANNEL MARKER TER Permit Type : Single Family Residence Permit ANACORTES WA 98221 Project: APN : Remarks : East Unit of new Duplex Building constructed per approved plans Owner: PORTALIS LLC Contractor: PORTALIS LLC Address : 4819 PORTALIS WAY Address : 4819 PORTALIS WAY ANACORTES WA98221 -4031 ANACORTES WA98221 -4031 Phone : (360) 202-6145 Phone : (360) 202-6145 License #: PORTAL*8951.2 General Information : Fees : Occupancy Group it-2 Plan Review Deposit 200 . 00 Use Zone CWPUD Building Permit Fee 11906 , 55 Basement Square Footage 1000 Plan Review Fee 13039 . 26 Lot Area 41091 Mechanical Permit Fees 129 , 15 1st Floor Square Footage 1140 Plumbing Permit Fee 132 , 00 Garage Square Footage 420 State Building Code Fee 4 , 50 Deck Square Footage 144 Sewer Inspection Fee 50 , 00 Building Valuation 262152 Storm Drain GFC-Residential 21958 , 99 # Forced Air Furnace < = 12000 1 Sewer GFC-Residential 91206 , 33 # of Bathtubs 1 Park Impact Fee 615 , 00 # of Clothes Dryers 1 Traffic Impact Fee 900 , 00 # of Clothes Washers 1 Total Calculated : 17 , 141 , 78 # of Dishwashers 1 Deposits/Receipts : 0 , 00 #_of Gas Outlets 1 # of Gas Fireplace 1 Total Due : 171141 , 78 # of Gas Piping 1 # of Gas Water Heaters 1 # of Water Piping 1 ° 'JI # of Hose Bibbs 2 k # of Kitchen Sinks 1 ,v *On1=1 f� r, .y- , p} # of Lavatories 4 rip� . 1% 1 0 0 # of Range Hoods 1 ° E. '_' ":0 ' ' _ At �, _, , i — r_:a r� # of Showers 2 CA # of Ventilation Fans 6 `''•• C, „" H .� �f U'+ rrf kit no # of Water Closets 3 "` n. � r- ar 1t• r T h_} i ,L• C1 C1 �i} + 1, ,=f I 1 1 1 1-Wl 1=1 -0 =} r t AN 5 ' C City Of Anacortes Invoice/Permit # : BLD-2017-0056 r 904 6th Street Applied date : 02/01 /2017 P . O . Box 547 Issue date : Anacortes , WA 98221 -0547 T. Expire date : 07/31 /2018 gr r (360) 293- 1901 , .., O YA THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS , OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED . I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION , SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY 'S ^ Y City of Anacortes Invoice/Permit # : BLD-2017 -0057 904 6th Street Applied date : 02/01 /2017 P . O . Box 547 Issue date : _ " _ &7 ; Anacortes , WA 98221 -0547 Expire date : 07/31 /2018 = s (360) 293- 1901 0 Job Address : 4940 CHANNEL MARKER TER Permit Type : Single Family Residence Permit ANACORTES WA 98221 Project: APN : Remarks : West Unit of new Duplex Building constructed per approved plans Owner: PORTALIS LLC Contractor: PORTALIS LLC Address : 4819 PORTALIS WAY Address : 4819 PORTALIS WAY ANACORTES WA 98221 -4031 ANACORTES WA 982214031 Phone : (360) 202-6145 Phone : (360) 202-6145 License #: PORTAL*895L2 General Information : Fees : Occupancy Group it-2 Plan Review Deposit 200 . 00 Use Zone CM- PUD Building Permit Fee 15906 , 55 Basement Square Footage 1000 Plan Review Fee 13039 , 26 Lot Area 41091 Mechanical Permit Fees 129 . 15 1st Floor Square Footage 1140 Plumbing Permit Fee 132 . 00 Garage Square Footage 420 State Building Code Fee 4 . 50 Deck Square Footage 144 Sewer Inspection Fee 50 . 00 Building Valuation 262152 Storm Drain GFC- Residential 2 , 958 . 99 # Forced Air Furnace <= 1 , 000 1 Sewer GFC-Residential 97206 , 33 # of Bathtubs 1 Park Impact Fee 615 . 00 # of Clothes Dryers 1 Traffic Impact Fee 900 . 00 # of Clothes Washers 1 Total Calculated : 17 , 141 . 78 # of Dishwashers 1 Deposits/Receipts : 0 . 00 #_of Gas Outlets 1 # of Gas Fireplace 1 Total Due : 17 , 141 , 78 # of Gas Piping 1 # of Gas Water Heaters 1 n3 m co in *OOn # of Water Piping 1 ,_4 t— r n ,i• ,i, # of Hose Bibbs 2 = ' 't' 0 i 1,;, ry h•i Jr �..•. # of Kitchen Sinks 1 ,-, Pdt 1 Evu ; ;, # of Lavatories 4 t 0,,4 ,_, = 0 , =, # of Range Hoods 1 # of Showers 2 z> =i r" ,-; # of Ventilation Fans 6 et cc' ~i �s kiwi # of Water Closets 3 o, MOO r_ti n• a r•� -- Its V1 u -•J i i, r•J Q Ci ,i Is L , j -u z> ,A --J -s rt 4 _ City of Anacortes Invoice/Permit # : BLD-2017-0057 904 6th Street Applied date : 02/01 /2017 Mannr' P . O . Box 547 Issue date : C Anacortes , WA 98221 -0547 Expire date : 07/31 /2018 (360) 293- 1901 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS , OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED . I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION , SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY FINDINGS OF FACT AND CONCLUSIONS OF LAW AND DECISION THEREON ON THE PORTALIS 9-LOT SHORT PLAT TY �CO� Short Plat No . ANA 04-005 FINDINGS OF FACT 1 . 0 General Background 1 . 1 The City of Anacortes Planning Director has been designated by City Council action of November 17 , 1986 as "Administrative Official" for the City Subdivision Ordinance . 1 . 2 Under the City Subdivision Ordinance the Administrative Official has "the authority to approve or disapprove proposed short subdivisions" . State law grants the Administrative Official authority to deny a Short Plat of 4 lots or less only if specific City standards are not met, e .g . , lot size , dimension , road frontage . Short Plats of 5-9 lots and .Short Plats of 24 lots with wetlands involve the exercise of more discretion in that a State Environmental Policy Act review is mandated . City of Anacortes Municipal Code Section 16 . 08 .020 1 . 3 The short plat application by the City of Anacortes together with the application fee was submitted to the Administrator on April 11 , 2004 . 1 A As required by the City Subdivision Ordinance each short plat application contained : (A) An accurately scaled (at one inch equal 100 feet) and dimensioned map legibly drawn in permanent black ink or approved equivalent on 18 inch by 24 inch .tracing cloth , stable base mylar polyester film or equivalent approved material showing the following . 1 . The name or number of the proposed short plat, and County Assessor's parcel numbers . 2 . True north point and scale . 3 . Names of applicant(s ) . 4 . An accurate legal description of the land included in the short plat. In the event the boundaries are described by metes and bounds , the accuracy of the description shall be attested to and signed by a registered land surveyor, with basis of bearings stated . 5 . Accurate lines to scale showing the parcel to be short platted and the lot lines and showing all existing or established section corners and quarter- section corners pertaining to the establishment of lot corners . 6 . Location and dimensions of all existing buildings on the land included in the short plat and description of adjacent uses . 7 . Location and dimensions of all existing roads or streets , and existing dedications , deeds or easements for future roads within or contiguous to the land involved in the short plat. 8 . Location and dimensions of all roads , streets and easements proposed to serve the plat with a clear designation of their purpose and nature , including whether they will be dedicated city streets or private roads , rights-of-way or easements . 9 . A lot numbering system and a house address system as provided by the . City Building Department. ( B ) At least one ( 1 ) copy of the following accompanying documents : 1 . Property owners of the land included in the short plat and of all _ parcels of land within 300' of the land included in the short plat. 2 .. A plat or title certificate• issued by a title company showing all parties having any interest in the land included in the short plat and in the land over which any easements are proposed to serve the short plat. I A copy of the deed of record for the land included in the short plat. 4. A sworn statement by the applicant specifying : (a) The applicant's name , address , telephone number and interest in the land included in the short plat; ( b) Authority, if & any to act on behalf of any other parties having an interest in the land included in the short plat; (c) Certification that none of the land included in the short plat has been included within a previous short plat approved or filed within the five years preceding the application . 5 . Signed statements by all those parties having an interest in the land who have authorized the applicant to sign the short plat in their behalf. 6 . A statement from the Skagit County Health Department relative to final approval of a septic tank design in the event the land included in the short plat is not served by public sewer. 2 7 . A copy of the private restrictions and covenants to be included in the deeds to the lots, if any, referenced on the short plat and recorded with the short plat. 8 . Such other information as the Short Plat Administrator deems necessary for an adequate review of the public use and interest to be served by the short plat. " Anacortes Municipal Code Section 16 , 08 . 050 2. 0 Description of the Project 2 . 1 The applicant is proposing a nine-lot short plat (see Attachment A). 2 . 1 . 1 No minimum lot area is assigned for CM District. It is the intent of this title that each enterprise or use be located on a site commensurate with its use and sufficient to meet the requirements for' off-street parking , loading and unloading , and setback requirement of the District. Anacortes Municipal Code Section 17 . 21 . 050 2 . 1 . 2 The project site is surrounded on all sides by the CM zone with R 2 zoning across Oakes Avenue to the south ( Harbor View Estates) . 2 . 1 . 3 Condominiums are a Conditional Use in the CM Zone . On November 6 , 2000 the Anacortes City Council issued a Conditional Use Permit for the Portalis Condominium project to develop 116 condominium units on 13 .66 acres generally located at 4800 Oakes Avenue . The permit was issued subject to the following conditions : 1 . Conditional Use Permit approval authorizes the applicant to proceed with application for necessary permits to . construct required improvements and to prepare construction drawings in accordance with the determinations made and conditions imposed by the City Council . The scope of this permit is not to exceed that as set-out in the Conditional Use Application ( Exhibit I and Attachment A to Exhibit 1) . 2 . Approval of this application does not waive or alter any requirements of City code unless specifically addressed herein . 3 . Construction or substantial progress toward construction of the project must be undertaken within two years after the approval of this permit. Substantial progress towards construction shall include, but not be limited to the letting of bids, making of contracts , purchase of materials involved in development, but shall not include development or uses which are inconsistent with these Findings of Fact and Conclusions of Law or the applicable sections of the Zoning Ordinance . In determining the running of the two year period hereof, there shall not be included the time during which a development was not actually pursued by construction and the 3 pendency of litigation reasonably related thereto make it reasonable not to so pursue : PROVIDED, that the Planning Commission may, at its discretion , extend the two-year time period for a reasonable time based on factors , including the inability to expeditiously obtain other governmental permits which are required prior to the commencement of construction . 4. If the project has not been completed within five years after the approval of this permit, the Planning Commission shall at the expiration of the five year period review the permit and , upon a showing of good cause, do either of the following : a) extend the permit for one year; or b) terminate the permit, PROVIDED, that the running of the five year period shall not include the time during which a development was not actually pursued by construction and the pendency of litigation reasonably related thereto make it reasonable not to so pursue . 5. This project is subject to applicable water, sewer, and stormwater general facility and hookup fees and transportation , fire, school , and park impact fees . These fees are payable at levels . in effect at the time of building permit issuance and may differ from those fee levels currently in effect; sewer and water latecomer charges may be payable . 6. The project shall comply with the City of Anacortes construction standards as required by the Director of Public Works for water, sewer, and street access, and storm drainage . All work performed within public rights-of- way shall comply with City construction standards and all utilities shall be constructed to City standards . 7 . Engineering and Inspection fees in the amount of $ 500 plus 2% of the total construction cost shall be due at or before the mandatory pre-construction conference . No construction activity is allowed until construction plans are approved, fees have been paid and the pre-construction conference completed . 8 . Prior to clearing or fill and grade beginning , both a small parcel stormwater plan and a water quality control plan , as spelled out in the City' s Storm Drainage Ordinance # 2441 , shall be prepared by the applicant, approved by the City Department of Public Works , approved by the Planning Commission (after an opportunity for public comment), and implemented . The water quality control plan shall address permanent best management practices to be incorporated in the project to control pollution of stormwater runoff after construction and/or land clearing activities are completed . All off-site stormwater improvements shall be made before construction or vegetation removal begins . 9 . Curb, gutter, sidewalks, and road widening improvements shall be constructed along the project' s Oakes Avenue frontage to standards -set by the Public Works Director. 10. A two-way left turn lane shall be installed along the length of the project frontage as approved by the Public Works Director, with proponents 4 j dedicating sufficient right-of-way to the City to provide a 50-foot width north of the existing centerline of the Oakes Avenue right-of-way along the entire project frontage, or alternative final design as approved by the City Council , including a street design from Glasgow to Ferry Terminal Road . 11 . Final Intersection designs shall be as approved by the City Engineer. 12 . The westerly street access shall be to full City standards . 13 . A landscaping plan , integrating the wildlife provisions set forth in the State Fish and Wildlife's Backyard Wildlife Sanctuary Program and a Trails Plan , and depicting the project view from Oakes Avenue , shall be approved by the Planning Commission before any construction starts . 14 . A sewer pump station shall be installed for this project as required by the City Engineer and provisions made to discontinue its use and to transfer to the Ship Harbor Project pump station once this facility is constructed . 15 . Fire hydrants are to be located. as approved by the City Fire Chief. Fire flow shall be addressed in a manner acceptable to the Fire Chief and to the Public Works Department . f 16 . All pavement thickness shall be approved by the City Engineer. 17 . All easements shall be surveyed and shown on drawings . 18 . Mailbox locations shall be reviewed and approved by the City Engineer. 19 . Solid Waste/Recycling facility locations and access shall be as approved by the Public Works Department . 20 . The landscaping requirements shall be those required for a residential subdivision . 21 . There shall be no perimeter fence or wall . 22 . Project lighting shall be shielded and directed away from adjacent properties . 23 . Buildings shall be set back a minimum of 20 feet from the exterior property lines and landscaping included within these setbacks . 3 . 0 Consideration of Alternatives 3 . 'I On December 30 , 2004 the City of Anacortes approved a revised site plan for the Portalis at Shi Harbor project. It was determined that the scaled-back revision is well within the original scope and intent of the Conditional Use Permit . Exhibit 1 5 4A. State Environmental Policy Act 4 . 1 The Planning Director has been designated the responsible official for those proposals for which the City is the lead Agency. A Mitigated Declaration of Nonsignificance ( hereinafter MDNS") was issued for the Portalis Condominium Conditional Use project on September 15 , 2000 by the City of Anacortes , the SEPA lead agency. 4. 2 This lead agency determined that the Portales . proposal does not have a probable significant adverse impact on the environment provided that the conditions set-out below are satisfied . Accordingly, an environmental impact statement (EIS) is not required under RCW 43 . 21 C . 030 (2 )(c) . This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. 1 . Prior to clearing or fill and grade beginning , both a large parcel stormwater plan and a water quality control plan, as spelled out in the City's Storm Drainage Ordinance # 2441 , shall be prepared by the applicant, approved by the City Department of Public Works, and implemented . The water quality control plan shall address permanent best management practices to beIncorporated in the project to control pollution of stormwater runoff after construction and/or land clearing activities are completed . All off-site stormwater improvements shall be made before construction or vegetation removal begins . 2. A temporary erosion sedimentation control plan shell be prepared and submitted with the grading plan. for approval by the City. Director of Public Works . The plan shall identify the potential for erosion and downstream sedimentation during construction and describe the measures that will be used to mitigate impacts of erosion . Measures that will likely be employed include sedimentation ponds , silt fences , hay bail filters, and restricting the amount of excavation until conditions are favorable . 4 . 3 The proposed Not Short Plat is consistent with the comprehensive plan/conditional use permit for the Portalis Condominium project and the SEPA requirements have been complied with . Exhibit 2 . - 5 . 0 Notice 5 . 1 For a short subdivision adjacent to the right-of-way of a state highway, written notice , including a legal description of the proposed subdivision and a location map shall be sent to the Secretary of Transportation of the State of Washington . The Secretary shall respond within fifteen ( 15 ) days of said notice as to the affect that the proposed subdivision will have on the adjacent state highway. Anacortes Subdivision Ordinance Section 16 . 08 . 031 5 . 1 . 1 This short-plat is adjacent to a state right-of-way. 6 . 5 . 2 For all short subdivisions , the application shall be accompanied by a list of all property owners , with their mailing addresses , who own land within 300 feet of the boundaries of the property being proposed to be subdivided . 5 . 2 . 1 On April 12 , 2004 , the Planning Department sent notice to all persons on the list informing them of the proposed short subdivision and conditional use application for a private street as access and inviting comments to be made in writing within fifteen ( 15 ) calendar days of the date that the notice was mailed . 5 . 2 . 2 One letter of comment was received in response to this Notice . Exhibit 3 : April 15 , 2004 letter from Britta Lang Exhibit 4: April 24 , 2004 response from Allan Schroeder, applicant 6 .0 Short-Plat Requirements 6 . 1 " If the Administrator finds that the proposed short plat is consistent with the comprehensive plan , SEPA requirements , and zoning requirements for the district , and that there is adequate provision for drainage , sewage disposal , water supply and access for each lot, that [the short-plat improvement] requirements of this ordinance are met, and the short plat would not landlock other parcels , he/she shall approve the application . " Anacortes Municipal Code Section 16 . 08 . 030 6 .2 The proposed short plat is consistent with the Comprehensive Plan . 6 . 3 The proposed short-plat is consistent with the CM zoning district within which it is located . 6 .4 Subject to conditions there is adequate provision for drainage: surface water management controls shall be implemented to the City Engineer's specifications/Ordinance #2441 . 6 . 5 Subject to .conditions there is adequate provision for water supply: connection to city water. 6 .6 Access is available for this development from Oakes Avenue . 6 .7 The short-plat will not landlock other parcels . 6 . 8 All required improvements from findings 6 .4 to 6 . 7 above "shall be constructed or installed according to applicable subdivision regulations , and , if required , a commitment of non-opposition to any Local Improvement District shall be submitted to the Short Plat Administrator prior to short plat approval . In addition , bonds or other security may be required by the Administrator securing to the City the successful operation of the improvements for up to one ( 1 ) year after short plat approval " . Anacortes Municipal Code Section 16 . 08 . 060 6 . 9 Subject to the conditions detailed above , all requirements have been satisfied . 7 7 . 0 Appeal 7 . 1 WIN IM , .Ity �U Sl f 1lY r 1 I�I I ' E 1I cl �5 1I IN 1 IM OWN r #Ivy Officl l �� ,e b wart d S nfalt � x7" ds � r `Y .o. _ _ ttgre� 'tt __. L 7 . 12 On May 12, 2004 the Subdivision Administrator approved the Portalis 94ot short plat . 7 . 2 ar# ?le7e theGIST01Ey hE Adti3i Sa01r rl ra � t t✓l oHOW S I l n l of a poal wi1.�� t .MEU ly,OW � d Jumfl =MHUN d- �o� P� vaor3. pprotrat7yhc� �1d 1 Inirat�rapp�aA ��# � �o e i�alaii bel ned�u the parr `fllg�thueap TICpeal�skatttscli i orrl �fesn > I`, agentlaA� shelf sfwre > G PME. It1J thpe . 7 .2 . 3 No appeals were filed . 8 . 0 State Subdivision Law 8 . 1 State subdivision law requires that a city: "( 1 ) . . . shall adopt regulations and procedures , and appoint administrative personnel for the summary approval of short plats and short subdivisions or alteration or vacation thereof. When an alteration or vacation involves a public dedication , the alteration or vacation shall be processed as provided in RCW 58 . 17 .212 or 58 . 17. 215 . Such regulations shall be adopted by ordinance and shall provide that a short plat and short subdivision may be approved only if written findings that are appropriate , as provided in RCW 58 . 17 . 110 , are made by the administrative personnel , and may contain wholly different requirements than those governing the approval of preliminary and final plats of subdivisions and may require surveys and monumentations and shall require filing of a short plat , or alteration or vacation thereof, for record in the office of the county auditor. PROVIDED , That such regulations must contain a requirement that land in short subdivisions may not be further divided in any manner within a period of five years without the filing of a final plat, except that when the short plat contains fewer than four parcels , nothing in this section shall prevent the owner who filed the short plat from filing an alteration within the five-year period to create up to a total of four lots within the original short plat boundaries . (2 ) . . . shall . . . consider provisions for considering sidewalks and other planning features that assure safe walking conditions for students who walk to and from school ." Growth Management Act Section 51 8 CONCLUSIONS OF LAW 1 . 1 The requirements of SEPA have been complied with . 2 . 1 The notice requirements of Subdivision Ordinance Section 16 . 08 . 031 have been satisfied . 3 . 1 The conditions set forth in Subdivision Ordinance Section 16 . 08 have been satisfied by this application . 4 . 1 The applicable goals and policies of the Comprehensive Plan have been met by this application . I' ;Mftt ' 1 � G� � tid�j CITY OF ANACORTES DECISION TO APPROVE A SHORT PLAT FOR PORTALIS SHORT PLAT NUMBER ANA 04 - 005 Based on the foregoing Findings of Fact and Conclusions of Law the Anacortes Planning Director hereby issues short-plat approval for the Portalis Development 9-lot Short Plat subject to the following conditions : ( 1 ) Short Plat Approval authorizes the applicant to proceed with application for necessary permits to construct required improvements and to prepare construction drawings in accordance with the determinations made and conditions imposed by the Administrator. The scope of this permit is not to exceed that as set-out in Attachment A . (2) This project is subject to applicable water, sewer, and stormwater general facility and hookup fees and transportation , fire, school , and park impact fees . These fees are payable at levels in effect at the time of building permit issuance and may differ from those fee levels currently in effect; sewer and water latecomer charges may be payable. (3) The Skagit County Treasurer's Office requires that the following statements shall appear on all long plats, replats , altered plats or binding site plans : a. Treasurer's Certificate. All short subdivisions when approved and prior to recording shall contain the following : Treasurer's Certificate : I certify that all taxes heretofore levied and which have become a lien upon the lands described above have been fully paid and discharged according to the records of my office up to and including the year of ( ] ( current year). 9 Certified this day of , 200_ b . "I do hereby certify that a deposit has been made to cover anticipated taxes for the year ' (4) The applicant shall acquire all necessary federal , state, and local permits . (5) The project shall comply with the City of Anacortes construction , standards as required by the Director of Public Works for water, sewer, and street access, and storm drainage. All work performed within public rights -of-way shall comply with City construction standards and all utilities shall be constructed to City standards . (6) Engineering and Inspection fees in the amount of $500 plus 2% of the total construction cost shall be due at or before the mandatory pre-construction conference. No construction activity is allowed until construction plans are approved , fees have been paid and the pre-construction conference completed . (7) Prior to clearing or fill and grade beginning , both a small parcel stormwater plan and a water quality control plan , as spelled out in the City' s Storm Drainage Ordinance # 2441 , shall be prepared by the applicant, approved by the City Department of Public Works , approved by the Planning Commission (after an opportunity for public comment) , and implemented . The water quality control plan shall address permanent best management practices to be incorporated in the project to control pollution of stormwater runoff after construction and/or land clearing activities are completed . All off=site stormwater improvements shall be made before construction or vegetation removal begins . (8) Curb, gutter, sidewalks, and road widening improvements shall be constructed along the project's Oakes Avenue frontage to standards set by the Public Works Director. (9) A two-way left turn lane shall be installed along the length of the project frontage as approved by the Public Works Director, with proponents dedicating sufficient right-of-way to the City to provide a 50-foot width north of the existing centerline of the Oakes Avenue right-of-way along the entire project frontage , or alternative final design as approved by the City Council , including a street design from Glasgow to Ferry Terminal Road . ( 10) Final intersection designs shall be as approved by the City Engineer. ( 11 ) The westerly street access shall be to full City standards . ( 12) A landscaping plan , integrating the wildlife provisions set forth in the State Fish and Wildlife's Backyard Wildlife Sanctuary Program and a Trails Plan , and depicting the project view from Oakes Avenue, shall be approved by the Planning Commission before any construction starts . 10 ( 13) A sewer pump station shall be installed for this project as required by the City Engineer and provisions made to discontinue its use and to transfer to the Ship Harbor Project pump station once this facility is constructed . ( 14) Fire hydrants are to be located as approved by the City Fire Chief. Fire flow shall be addressed in a manner acceptable to the Fire Chief and to the Public Works Department. ( 15) All pavement thickness shall be approved by the City Engineer. ( 16) All easements shall be surveyed and shown on drawings . ( 17) Mailbox locations shall be reviewed and approved by the City Engineer. ( 18) Solid Waste/Recycling facility locations and access shall be as approved by the Public Works Department. ( 19) The landscaping requirements shall be those required for a residential subdivision . . (20) . There shall be no perimeter fence or wall . (21 ) Project lighting shall be shielded and directed away from adjacent properties . (22) Buildings shall be set back a minimum of 20 feet from the exterior property lines and landscaping included within these setbacks . (23) Prior to final short plat approval all infrastructure improvements shall be completed as required by the City Public Works Director. (24) Pages 941 of these Findings shall be recorded with the Short Plat Drawing . (25) This approval will expire three years from the date of approval if the short plat is not signed and recorded . S� o Ian Munce , Short Plat Administrator Date "This written dec ' sion was mailed to the applicant and appellants (if any) one 13 20 C6 Ka y nke. L n se Permit Manager' 11 c7 Cj s� u w 0 o � F Z _ Ow N w LLJ iLi rn oo z Q 3 w Q w .� w co Doc~o0 a O LLI ME : OCOZ D 0 0 0 m Q 1 O ❑ � ^ o Q� O z U cr i e c 0 i O ❑ CL Q J ° cn0 � G 3nr r+oiaori 2 F- ID Q � z o Ll 0 Y g o © N0 008 u«oa NON cp x ~ rn d 0 O a Y• K . �?00 FIN INGS OF FACT AND C CLUSIONS OF LAW AND DECISION THEREON ON ALLAN SCHRO ER CONDITIONAL USE PERMIT FOR THE CONST UCTION OF CONDOMINIUMS IN THE COM RCIAL MARINE (CM ) ZONE ( PORTALES ) Final FINDINGS OF FACT 1 . 0 General Background 1 . 1 The City of Anacortes Zoning Ordinance specifies that under certain circumstances , condominiums are a Conditional Use in the Commercial Marine (CM ) Zone . Anacortes Zoning Ordinance Section 17 . 22 . 040 . (B) . 1 . 2 In June , 2000 , Mr. AlJan _Schroeder applied for a Conditional Use Permit to develop a 116-unit Condominium project on 13 . 66 acres generally located at 4800 Oakes Avenue . This is the current location of a 50-unit mobile home park. The application is Exhibit 1 . 1 . 3 The project site is in an area designated in the City of Anacortes Comprehensive Land Use Plan as CM . 1 A The project site is in an area designated in the City of Anacortes Zoning Ordinance as CM . 2. 0 Description of Facility 2 . 1 The vicinity map , and conceptual site plan are attached hereto in Attachment A to Exhibit 1 ( 2 pages). 2 . 2 The surrounding zoning is CM except for R 2 to the south . There is no minimum lot area assigned to the CM District. " It is the intont-of this title that each enterprise or use be located on a site commensurate with its use and sufficient to meet the requirements for off-street parking , loading and unloading , and setback requirement of the District . " Zoning Ordinance 17 . 22 . 050 , 2 . 3 With this application the owners propose to convert 50 existing mobile home sites to 116 residential units (24 villas , 36 town homes , 56 condominium flats) . The existing facility predates the current Zoning/Planning regulations . The owners now wish to upgrade the site . 3 . 0 Consideration of Alternatives 3 . 1 The applicant considered and rejected various design configurations for this parcel ; a condominium design proposal was deemed to be in keeping with the extensive planning for the Ship Harbor project to the west. A * 4. 0 State Environmental Policy Act (SEPA) J 4. 1 The Planning Director has been designated the responsible official for those proposals for which the City is the lead Agency. A Mitigated Declaration of Nonsignificance (hereinafter MDNS") was issued for this project on September 15 , 2000 by the City of Anacortes , the SEPA lead agency . ( Exhibit 2 ) 4. 2 This lead agency determined that the Portales proposal does not have a probable significant adverse impact on the environment provided that the conditions set-out below are satisfied . Accordingly, an environmental impact statement ( EIS) is not required under RCW 43 . 21 C. 030(2) (c) . This decision was made after review of a completed environmental checklist and other information on file withwthe lead agency. This information is available to the public on request. 1 . Prior to clearing or fill and grade beginning , both a large parcel stormwater plan and a water quality control plan , as spelled out in the City's Storm Drainage Ordinance # 2441 , shall be prepared by the applicant, approved by the City Department of Public Works , and implemented . The water quality control plan shall address permanent best management practices to be incorporated in the project to control pollution of stormwater runoff after construction and/or land clearing activities are completed . All off-site stormwater improvements shall be 17 made before construction or vegetation removal begins. 2 . A temporary erosion sedimentation control plan shall be prepared and submitted with the grading plan for approval by the City Director of Public Works . The plan shall identify the potential for erosion and . downstream sedimentation during c-onstruction and describe the measures that will be used to mitigate impacts of erosion . Measures that will likely be employed include sedimentation ponds , silt fences, hay bail filters, and restricting the amount of excavation until conditions are favorable. 4. 3 The MDNS was made available for public comment on September 15 , 2000 , and mailed to the following agencies with a deadline for public comment of October 2 , 2000 (and extended to October 10 , 2000) : State Department of Ecology , SEPA Review; State Department of Ecology/Shorelines , Joan Velikanje ; State Department of Transportation . 4 . 4 The MDNS was published in the Anacortes American on September 20 , 2000 again with a deadline for public comment of October 2, 2000 (extended to October 10 , 2000) . The MDNS was posted on the project site. 4 .4 . 1 One letter of comment was received in response to this MDNS . w� Exhibit 3 : October 9 , 2000 letter from John R. and Shirlee Fisher 5 . 0 Notice 5 . 1 The Anacortes City Zoning Ordinance , contains public notice requirements for Conditional Use Permit Applications . The Ordinance requires the Planning Commission to hold public hearings on Conditional Use Permit Applications , Section 17 . 10 . 090 B ( 1 ) , with public notice being given as follows : " Except where specified otherwise in the Ordinance Notice of Public Hearing shall be given at least fifteen days in advance of the hearing by posting copies of the Notice of Hearing at the Anacortes Municipal Building , at the United States Post Office in Anacortes , and , -if applicable , on the property proposed to be changed . Notice shall also be published once in the official City newspaper at least fifteen days in advance of the hearing . Portales Conditional Use - 2 For all Public Hearings Notice of Hearing shall be sent to all property owners within 300 feet of the exterior boundaries of the subject property . Expense of such posting and publication shall be borne by the applicant. " Anacortes Zoning Ordinance Section 17. 62. 010 5 . 2 On September 27 , 2000 , a Notice of Application , a Determination of Completeness and a Notice of Open Record Public Hearing before the Anacortes Planning Commission for hearings on October 11 , 2000 and October 25 , 2000 , were posted at the Anacortes City Hall and the Anacortes Post Office . The property was posted with copies of all notices on September 27 , 2000 . All of the posting was done at least fifteen days in advance of the public hearing date . 5 . 3 On September 20 , 2000 , the Anacortes American published a copy of each of the notices . This publication took place more than fifteen days in advance of the hearing . 5 . 4 Because the public hearing involved a Conditional Use Permit, copies of both notices were mailed to property owners within 300 feet of the exterior boundaries of the subject property on September 27 , 2000 . 5 .4 . 1 No letters of comment were received in response to this Notice 5 . 4 . 2 Written staff comments were received and incorporated into these Findings as follows : The application was received on June 5 , 2000 and distributed to City staff on June 9 , 2000 requesting that the Planning Department be notified of any additional information needed to evaluate the application . Staff requested more detailed information ( Exhibit 4) regarding storm drainage , landscaping , corrected SEPA checklist information, lift station , fire protection , and access . Exhibit 5 was received in response . The Planning Director requested that the Department of Ecology determine that the project area is located outside state shoreline jurisdiction . See Exhibits 6 and 7 . No additional information was requested and the application was determined to be complete and the applicant notified . On September 20 , 2000 City staff met to submit recommendations on merits of the application . Engineering and Fire Department staff discussed intersection design , turn lanes , landscaping , and the sewer pump station , and setbacks . Conditions 9 through 23 reflect staff suggestions as well as Planning Commission recommendations . All applicable ordinances and standards will apply when the site plan accompanies a Building Permit application . All departments will impose those standards through the Plan Review process . Proposed conditions 1 -8 are standard conditions . It is noted that additional issues will be addressed in City staffs review of the Building Permit Application that will follow on from approval , if granted , of this application . 5 . 5 An Open Record Public Hearing was ,, held before the Anacortes Planning Commission on October 11 , 2000 and October 25 , 2000 . A Special Meeting of the Planning Commission was scheduled for 4: 00 p . m . on October 25 , 2000 in order to conduct a Portales site visit. The Planning Commission reconvened that evening , took additional testimony and reached a decision . At the conclusion of the October 25 , 2000 public hearing the Planning Commission voted to recommend approval of the Conditional Use Request to the City Council based on the Findings and Conclusions as set-out in this Report and subject to the conditions set-out on page 7 . The Planning Commission minutes are Exhibit 8 and 9 . 5 . 5 . 1 Four documents were presented at the October 11 , 2000 Public Hearing : Exhibit 10 : October 11 , 2000 letter from John E. Woodring , Attorney at law Exhibit 11 : October 11 , 2000 letter from Dan Stahl , Executive Director , Port of Anacortes Exhibit 12: October 10 , 2000 memorandum from Ed Frank , Building Official Exhibit 13 : June 13 , 2000 letter from Joan Velikanje, DOE — weed control program Portales Conditional Use - 3 5 . 5 . 2 Four documents were presented at the October 25 , 2000 continued Public Hearing , Exhibit 14 : October 14 , 2000 letter from Dick Johnson Exhibit 159 October 25 , 2000 letter from Evergreen Islands Exhibit 16 : October 25 , 2000 letter from Ship Harbor Interpretive Preserve Exhibit 17 : Overhead display for Portales presentation 5. 5 . 3 Three appeals were filed: Exhibit 18 : Appeal from Evan E . Billson Exhibit 19 : Appeal from James A. Schemmer on behalf of Portales Exhibit 20 : Appeal from Ship Harbor Interpretive Preserve 5 . 7 A public meeting was held before the Anacortes City Council on November 6 , 2000 , pursuant to the notices . At the conclusion of the meeting , the Anacortes City Council voted to set aside the appeals and to approve the Conditional Use Permit subject to the conditions set-out on page & 10 . 6. 0 Zoning Ordinance 6. 1 The City of Anacortes Zoning Ordinance specifies that under certain circumstances a Conditional Use Permit can . be granted to develop condominiums in the CM Zone . Anacortes Zoning Ordinance Section 17 . 22 . 040 (B) . 6 . 2 The Zoning Ordinance contains the following procedure for all Conditional Use Permit Applications : "The following steps are required for consideration of applications for Conditional Use Permit: 1 ) The proposed use must be determined to be one of the uses specified under the Conditional Use subsection of the appropriate use district. If the proposed use is not listed , but is in the opinion of the Administrator clearly similar to uses listed , and is otherwise in conformance with requirements of this section , the Administrator shall accept the . application and forward it to the Planning Commission with his recommendation relative to appropriateness of similarity of proposed use . 2) The required application form must be completed and fees , as established by this Ordinance, paid . 3) Notice of public hearing shall be glen . 4) Reports from City staff shall be requested and forwarded to Planning Commission prior to the public hearing . 5) An open record public hearing shall be held . 6) The Planning Commission shall record their recommendation , their reasons - for their recommendation , and any conditions recommended to be placed on the application . 7) Any aggrieved party shall have five working days from date of the decision to appeal the decision of the Planning Commission to the City Council . The appeal shall . be in writing and is to be filed with the City Clerk. After considering the record and any appeal , the - City Council shall decide on the permit application . Portales Conditional Use - 4 8) if an appeal is filed by an aggrieved party, this appeal shall be a closed record appeal to the City Council who shall decide the matter. 9) For every project permit application there shall be no more than one open record hearing before the Planning Commission and one closed record appeal . Anacortes Zoning Ordinance Section 17. 102 100 E 6 . 2 . 1 The first step , showing the use is allowed as a conditional use, is met as Zoning Ordinance Section 17 . 22 , 040 specifically allows Condominiums as a Conditional Use in the CM Zone. 6 . 2 . 2 The second step, filing of a complete application , was satisfied by the applicant filing the required information (Exhibit 1 ) . Pursuant to established procedure , fees were assessed and paid . 6. 2 . 3 The third step , notice of a public hearing , was satisfied by the Planning Commission as shown in Section 5 . 0 . 6 . 2 .4 The fourth step , reports being forwarded to the Planning Commission , was satisfied in the form of the application and site plan and draft conditions (incorporating reports from City staff) which were forwarded to the Planning Commission on October 5 , 2000 , prior to the October 11 , 2000 public hearing . The Planning Commission also forwarded reports to the City Council prior to the November 6 , 2000 City Council public meeting . 6 . 2 . 5 The fifth step , the holding of a public hearing , occurred before the Anacortes Planning Commission on October 11 , 2000 and October 25 , 2000 pursuant to public notice . The City Council also held a public meeting on November 6 , 20009 6 . 2. 6 The sixth step , the recommendations of the Planning Commission , was complied with when the Planning Commission made a recommendation on the application to the City Council . A record of this action was sent to the City Council in the form of Minutes of the Planning Commission ' Meetings of October . 11 , 2000 and October 25 , 2000 together with a transcript of these meetings ( Exhibits 21 and 22) . Additionally, the reasons for this action were set-out in a report of Findings of Fact and Conclusions of Law forwarded by the Planning Commission to the City Council . 6 . 2 . 7 The last step , the City Council acting on the recommendation of the Planning Commission , was satisfied when the City Council approved the Conditional Use Permit after the public meeting on the Conditional Use Permit on November 6 , 2000 . 6 . 3 The specific requirements for Conditional Use Permits are as follows : 131 . Certain uses may be allowed in those designated use districts by a conditional use permit granted by the City Council after Planning Commission recommendation provided such use is specified under the conditoal use subsection of the appropriate use district and is clearly shown to the City by the applicant that it is not detrimental to the surrounding neighborhood . Prior to granting such a permit the Commission shall hold a public hearing . Prior to approval by the City Council of such a permit , it must be shown that the use will not be a liability to the neighboring uses , 132 . A conditional use permit shall be granted by the City only if the applicant demonstrates that: 1 . The conditional use is designed in a manner which is compatible with the .character and appearance of the existing , or proposed , development in the vicinity of the subject property . Portales Conditional Use - 5 2 . The location , size and height of buildings , structures , walls and fences , and screening vegetation for the conditional use shall not hinder neighborhood circulation or discourage the .permitted development or use of neighboring properties . 3 . The conditional use is designed in a manner that is compatible with the physical characteristics of the subject property . , 4. Requested modifications to standards are limited to those which will mitigate impacts in a manner equal to or greater than the standards of this title , 5 . The conditional use is not in conflict with the health and safety of our community, 6 . The conditional use is such that pedestrian and vehicular traffic associated with the use will not be hazardous or conflict with existing and anticipated traffic in the neighborhood , 7 . The conditional use will be supported by -adequate public facilities or services and will not adversely affect public services to the surrounding area or conditions can be established to mitigate adverse impacts on such facilities , and 8 . The conditional use is in compliance with the Comprehensive Plan . B3 The Planning Commission , or Council after an appeal , may impose conditions upon a particular use if it is deemed necessary for the protection of the surrounding properties and for the general welfare of the public. If conditional use applications for certain uses occur with unusual frequency the Commission shall review those portions of this Ordinance relating to that use and if necessary recommend amendments to this Ordinance . C. Any Conditional Use Permit that is issued , as approved by the Council , shall certify the location , nature , and extent of the use , together with all conditions that are imposed and ` any other information deemed necessary for the issuance of said permit. A copy of the permit shall be kept on file and reviewed annually by the Administrator, and if at any time it is found that the use no longer complies with the conditions specified therein , the owner shall be declared in violation of this ordinance and shall be subject to its penalties . " Anacortes Zoning Ordinance Section 17. 10. 100 6 . 3 . 1 Under Section 17 . 10 . 100 131 . , a showing that the Conditional Use is not detrimental to the surrounding neighborhood is required . This has been shown as conditioned below . 6 . 3 . 1 . 1 The proposed condominium project compliments the proposed mixed use and high density sites proposed by The Ship O rbor development to the west. The proposed project also upgrades an existing residential facility. No perimeter fencing is proposed . 6 . 3 . 1 . 2 Access is available from Oakes Avenue . 6 . 3 . 1 . 3 As sufficient off-street parking is available the proposal is compatible with the physical characteristics of the subject property . 6 . 3 . 1 . 4 No modifications to standards have been requested . 6 . 3 . 1 . 5 For the reasons detailed above in 6 . 3 . 1 . 2 and 6 . 3 . 1 . 3 the proposal is not in conflict with the health and safety of the community . 6 . 3 . 1 . E Project traffic issues have been adequately addressed as detailed in 6 . 3 . 1 . 2 and 6 . 3 . 1 . 3 and the City Transportation Plan , 2000 , Portales Conditional Use - 6 6 . 3. 1 . 7 No particular impacts to public facilities and services have been identified as the project landscaping shall be maintained by the Home Owners Association . 6 . 3 . 1 . 8 The proposal is consistent with the Comprehensive Plan for the reasons detailed below . 6 . 3 . 3 In the last portion of these Findings of Fact and Conclusions of Law, the Planning Director is authorized to issue a Conditional Use Permit for the Portales Condo project subject to the conditions set forth herein . The location , nature , and extent of the use , together with all conditions that are imposed are set forth on pages & 10 . Zoning Ordinance Section 17 . 10 . 100 C . is satisfied . 7. 0 Anacortes Comprehensive Plan . 7 . 1 The City of Anacortes adopted a Comprehensive Land Use Plan (hereinafter "Comprehensive Plan ") in 1982 . The Comprehensive Plan contains general policies and goals which are to be followed for development in the City. Comprehensive Plan at 1 . The Comprehensive Plan contains general overall goals and specific policies for certain types of land . The following portions of the Comprehensive Plan potentially apply to this project. 7 . 2 "General Goal #1 . Create and maintain a healthy , aesthetically pleasing high quality environment that maximizes the opportunity for all citizens to share the social , psychological , physical and economic benefits of Anacortes/Fidalgo Island . " Comprehensive Plan , p . 8 . 7 . 2 . 1 The Portales Condominium project will further this General Goal # 1 of the City of Anacortes Comprehensive Plan by providing 116 additional housing units . 7 . 3 "General Goal # 12 . Housing . Encourage the availability of affordable housing to all economic segments of the population of this state , promote a variety of residential densities and housing types , and encourage preservation of existing housing stock. Comprehensive Plan , p . 9 . 7. 3 . 1 The Portales Condominium project will further this General Goal # 12 of the City of Anacortes Comprehensive Plan by providing 116 additional housing sites . 7 . 4 "Commercial Marine Goal 4 : Policy (q) . Residential development in the CM Zone shall be by conditional use and not exceed R4 densities (28 units per acre) . Comprehensive Plan , p . 29 . 7 .4 . 1 The Portales Condominium project does not exceed R 4 densities , and has an approximate density of 9 units per acre . CONCLUSIONS OF LAW 1 . 1 The requirements of SEPA have been complied with . 2. 1 The notice requirements of Zoning Ordinance Section 17 . 62 . 010 have been satisfied . 3 . 1 The conditions set forth in Zoning Ordinance Section 17 . 10 . 100 for issuance of a Conditional Use Permit have all been satisfied by this application . 4 . 1 The applicable goals and policies of the Comprehensive Plan have been met by this application . Portales Conditional Use - 7 IT G41 Y Off. DECISION TO ISSUE CONDITIONAL USE PERMIT Based on the foregoing Findings of Fact and Conclusions of Law, the Anacortes Planning Director is hereby authorized to issue a Conditional Use Permit to Portales for the development of 116 condominium units generally located at 4800 Oakes Avenue subject to the following conditions : 1 . Conditional Use Permit approval authorizes the applicant to proceed with application for necessary permits to construct required Improvements and to prepare construction drawings in accordance with the determinations made and conditions imposed by the City Council . The scope of this permit is not to exceed that as set-out in the Conditional Use Application (Exhibit I and Attachment A to Exhibit 1 ) . 2 . Approval of this application does not waive or alter any requirements of City code unless specifically addressed herein . 3. Construction or substantial progress toward construction of the project must be undertaken within two years after the approval of this permit. Substantial progress towards construction shall include , but not be limited to the letting of bids , making of contracts , purchase of materials involved in development, but shall not include development or uses which are inconsistent with these Findings of Fact and Conclusions of Law or the applicable sections of the Zoning Ordinance . In determining the running of the two year period hereof, there shall not be included the time during which a development was not actually pursued by construction and the pendency of litigation reasonably related thereto make it reasonable not to so pursue : PROVIDED , that the Planning Commission may , at its discretion , extend the two-year time period for a reasonable time based on factors , including the inability to expeditiously obtain other governmental permits which are required prior to the commencement of construction . 4 . If the project has not been completed within five years after the approval of this permit , the Planning Commission shall at the expiration of the five year period review the permit and , upon a showing of good cause , do either of the following : a) extend the permit for one year; or b) terminate the permit , PROVIDED , that the running of the five year period shall not include the time during which a development was not actually pursued by construction and the pendency of litigation reasonably related thereto make it reasonable not to so pursue . 5 . This project is subject to applicable water, sewer, and stormwater general facility and hookup fees and transportation , fire , school , and park impact fees . These fees are payable at levels in effect at the time of building permit issuance and may differ from those fee levels currently in effect; sewer and water latecomer charges may be payable . Portales Conditional Use - 8 6 . The project shall comply with the City of Anacortes construction standards as required by the Director of Public Works for water, sewer, and street access , and storm drainage . All work performed within public rights-of-way shall comply with City construction standards and all utilities shall be constructed to City standards . 7 . Engineering and Inspection fees in the amount of $500 plus 2% of the total construction cost shall be due at or before the mandatory pre-construction conference . No construction activity is allowed until construction plans are approved , fees have been paid and the pre-construction conference completed . 8 . Prior to clearing or fill and grade beginning , both a small parcel stormwater plan and a water quality control plan , as spelled out in the City's Storm Drainage Ordinance # 2441 , shall be prepared by the applicant, approved by the City Department of Public Works , approved by the Planning Commission (after an opportunity for public comment) , and implemented . ' The water quality control plan shall address permanent best management practices to be incorporated in the project to control pollution of stormwater runoff after construction and/or land clearing activities are completed . All off-site stormwater improvements shall be made before construction or vegetation removal begins . 9 . Curb , gutter, sidewalks , and road widening improvements shall be constructed along the project's Oakes Avenue frontage to standards set by the Public Works Director. 10 . A two-way left turn lane shall be installed along the length of the project frontage as approved by the Public Works Director, with proponents dedicating sufficient right-of-way to the City to provide a 50-foot width north of the existing centerline of the Oakes Avenue right-of-way along the entire project frontage, or alternative final design as approved by the City Council , including a street design from Glasgow to Ferry Terminal Road . 11 . Final intersection designs shall be as approved by the City Engineer. 12 . The westerly street access shall be to full City standards . 13 . A landscaping plan , integrating the wildlife provisions set forth in the State Fish and Wildlife' s Backyard Wildlife Sanctuary Program and a Trails Plan , and depicting the project view from Oakes Avenue , shall be approved by the Planning Commission before any construction starts . 14 . A sewer pump station shall be installed for this project as required by the City Engineer and provisions made to discontinue its use and to transfer to the Ship Harbor Project pump station once this facility is constructed . 15 . Fire hydrants are to be located as approygd by the City Fire Chief. Fire flow shall be addressed in a manner acceptable to the Fire Chief and to the Public Works Department . 16 . All pavement thickness shall be approved by the City Engineer, 17 . All easements shall be surveyed and shown on drawings . 18 . Mailbox locations shall be reviewed and approved by the City Engineer. 19 . Solid Waste/Recycling facility locations and access shall be as approved by the Public Works Department, 20 . The landscaping requirements shall be those required for a residential subdivision . 21 . There shall be no perimeter fence or wall . Portales Conditional Use - 9 22 . Project lighting shall be shielded and directed away from adjacent properties . 23 . Buildings shall be set back a minimum of 20 feet from the property lines and landscaping included within these setbacks . These . Findings of Fact and Conclusions of Law were adopted by the Anacortes City Council on CITY OF ANACORTES , WASHINGTON By H . Dean Maxwell , Ma r ATTEST: APPROVED AS TO FORM : IN e ge Kpfai6n , GiV Cerk , City Attorney This written decision was mailed to the applicant and appellants (if any) on athy J ce 4 Porlales Conditional Use - 10 CITY OF ANACORTES SHORT PLAT NO, ANA 04- 005 Nee SKAGIT COUNTY PARCEL NUMBERS: P31655, P31580 ` P31588 >i pI g�J�p�p ptlpp� pp pµlN yry�� p�ry� NOTE: 10' UTILITY EASEMENT RESERVED BY OWNER 'h�' � / ^ \ � �'Y' 1��u ��I1����INII�ITIIIM AND OR ASSIGNS TO BE GRANTED TO OTHERS \ _ � 00oll 411030031 AT A FUTURE DATE, ALTERNATE LOCATION FOR / / ILL P31� 575 gkiiwitbounty Auditor A SANITARY SEWER FORCE MAIN EASEMENT SHALL / \ w? 11/3/2004 Pa eml 3 9:41AM BE A 10,00 FOOT STRIP OF LAND, BEING 5.00 / \ \ 9 2 of FEET ON EACH SIDE OF THE ASBUILT LOCATION •y OF SAID FORCE MAIN FROM THE WEST. 20' BUILDING SETBACK \ rr� - / AND LANDSCAPE BUFFER � \ _ ILL P31670 / (TYP, EXCEPT AS NOTED) \ \ / ��(s P31581 / / \ ` \ \ EXISTING UTILITY y , 20' ACCESS & UTILITY \ EASEMENT / EASEMENT FOR BENEFIT /`V LOT I OF CITY OF ANACORTES JN . .,'1'�\ \ tea• / AV A I Iel L b \gS\ NI �ryo \ \ \ \ \ � � LILL ya / LOT 2 \ // �" \ V 1did �r� \ \ \� III ry / LILL 53.733 SF \ \ sA' 7S// /// 8~l N54ILL I'2&15'E(R v g9�r�' `` 2a\ \ \I \ g3&r / did ACCESS & UTILITY EASEMENT wl \ \ // / y� 0(j� yk'�/ \, \ \ 10' UTILITY EASEMENT, / FOR BENEFIT OF CITY OF \ �.ZP / , rSEE EASEMENT PROVISIONS, / 605 / ANACORTES AND LOT 1ILL \ ry"��p \ 33O oT� / // F P / 1 y SHEET 1 OF 3 O\ ?o / \1 j IT- t }*a \ J� AND 200 BLA DISCAPE BUFFER N31y1224' N NG SETBACK ?� 114.2 N6152 9 E� 97.3'0 /� •,h� u (�, / / �? / / (TYP, EXCEPT AS NOTED) Ayry/�/ � N31yso ? 25'U I / / Q 3� `,y/ ° f\. a/ / 21Y BUILDING SETBACK / ?8' / \ ^o a� ' LOT 1 1r j o6 L . (Tm:;FXCfPT AS NOTED) �j l / / / \ tI „ c ihry fi 0 ACCESS & UTILITY EASEMENT 3? 03 SEE EASEMENT PROVISION$, SHEET 1 OF 3 / n / SEE NOTE ABOVE � \ Aga : / /� / / �'gg, 25 R 1850 W ILL .83 22B 21:: .J�_ 4!j• 15i III ��" �uti j � 20' BUILDING SETBACK / L0T 3 1 C38 i Z N CHANNL'' L MAI LANE �'� N (TYP, EXCEPT AS NOTED) / 36,641 SF C3 - tea - - - - - - - 152.25 +R�181$.W' Q':34919' L=121.2T = /� / 20' BUILDING SETBACK - ry / / (TYP, EXCEPT AS NOTED) �� �- \ d. / � i jN514439 E did / � _ \ � � ' 1. I / LOT 1PI c�+�>� drI LOT I c \ 273,827 SF N � 1 in / 1p:. UTILITY SEME 3�' N53'10'06'E(R) _ ' SEE EASF:MET P.R6IASIONS' 20' BUILDING SETBACK 70.621 �\ SHEET 5 OF,_,3 " 1 " (TYP. EXCEPT AS NOTED) ^ / / �� P31572 ^6 / / LOT 4 1 \ N>6. \ \ - - - - - - 25' 25' 32163 SF \ \ S 3>?2 f 148,03 \ \ / LO 20' BUILDING g7BAa( \ \ 0° ILL. T O�3g N _ 148402' 1 T `<' \rd"Ir �_ ILL. / � "1 CSC:; N50'38'50�E� C4 N>27> — — ' W — — — — — — k� / (TYP, EXCEPT LANDSCAPE \ 702�3g o'�i p0 f L6 I 47.45' \ \ \ \ y, ILI �� -C/� \ \ Cal ILL / C7 - _78_91_ — _o - — 69.11dr— — — .— — \2g`25 RT, WAS 2s4• C3 71 ,74'- z� 104.459 \ j. 291.4q ' \ _ , \ �a 832g '� N55'10'55'E 176.19' N>4b528� AND LANDSCABUFEER � g' ' a � 20' BOLDING SETBAdC ,o f TO N>?. -"! n (TYP IXCEPT AS NOTED) 26�2T2 SF (TIP, EXCEPT AS NOTED) \ \ \ C71 - - - 73 - - - _38.79� C70 \ \ \ 5,5>• T idid 20 �!� ESwIArFaR�aF&No-ir tt 3 LOT 6 1L03 S �4s\s> \ _ M � OF CITY OF ANACORIES, \ . P. - P _ _ LOT 1 AND LOT 4 16,332 SF 20' BULDING SMACK R�y04 91. N ( - - - _ - - - - a 3 AND LANDSCAPE BUFFER SE10' UTILITY EASEMENT, �\ \ \ (TIP, EXCEPT AS NOTED) 1IAT B74 F _ 3 SHEET 1OF 3T PROV1570N5, \ \ �\ \ I;L2T � 14J0'30- z - - - - - - - — 40 - - - - LOT 9 - - - - O - - - - - - - - - - - `n _ 3s> L=229.14' 125.00' z N A — — — — — — — 19_033 SF g7 z R_g 81 125.00' z 130.00' 8D' 4=74630'30' S9.72' .3 � �� \ 76,59' dq. Tun — — — OAKES AVENUE SR 20� N p N58117'41 'E - 645968' {w 784,87' LEGEND ® FOUND CONCRETE MONUMENT • EXISTING REBAR, MARKED: LS 0992 Q it L I ILLO IRON REBAR SET THIS SURVEY, �" F WW^ C ➢ATA\FAN➢K PROJECTS\4369PURTALIS\➢RAVINGS\SHORT PLAT\4369SP,➢NG MARKED: FK, LS 11941 LILL CAST ALUM, SURFACE MON SET THIS SURVEY, SHORT PLAT OF pro MARKED FAKKEMA&KINGMA, INC. LS 11941 , i 1 7. A PORTION OF SEC . 22 , TWP 35 N , R 1 E , W. M . "°" FOR 496404 WASHINGTON , INC WASHINGTON r,rANACORTES 'rA 0 60 120 180 SURVEYED BY, CRC DATE[ 8/10 /04 FAIKMA & KNG' INC. SCALE: 1 " = 60' DWG. No. 4369 OD'm 12/16/IL[' SCALE IN FEET DRAWN BY' RNF DATE 10/21 /04 CONSULTING ENGINEERS & SURVEYORS DATE sneer No. 2 OF 3 840 SE 8th Ave #102 Oak Harbor, Wn. 98277 (360) 675-5973 2 40 ` _ EL69-SL9 (09E) L1286 'PM 'Jo4JuH >fn❑ 20IN a^V 4i8 3S 08 .60/5•�8 JWA ON 133Hs 3lVa ^,Stta0A_lANnS E,mSb3r3Nl'JN3 {J7N�U1r�nSN03pS 31V9 BAH NMV80 69£4 ON '9MQ 31VOS ON 3 tlJs �a11Q "ONM 78 ♦ J1�7./J Wiff b0/0L/9 131va 080 ,Aa UUAans N010NIHSVM ONI ` NOiDNIHS `dM V0tV96 ,V �I03 S31b00bNb ' Lp MA ` 3 d ` N 9C dMl ` ZZ 603S JO NOU 10d `d Lt 30 iV d i DOHS 9Aa'dS69EV\1V3d laOHS\SDNIMV8a\SllVlaod69Et\S1J3r8ad AQNVJ\VlVG\Vl _ ' MA '3 L b ' N 92 dMl 'ZZ 03S LtL WO /lk900Z 'el AtlW seyda3luxwiwodyy Ary - - H301111MN31 "W V11Nv r NOI'JNIHSVM JO 31VIS - _ 0n8nd AHV10N _ O S3UldX3 NOISSIWW00 AM IV 0 _ - - _ W . 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I / l O i n Owner: Portalis LLC 1 LU > U. Project Address : ° z° o V _ � � T 49349 4936 , 4938 , 4940 Portalis Way, and I - a Ej V Q 4934, 4936 , 49382 4940 Channel Marker Terrace Anacortes WA 98221 I _ ° €e 66 5�- CHANNEL MARKER TERPJ kCE _ _ 4D-70-.5= _ 1 CONSTRUC I I c, ENTRANCE ( TI Tax Parcel (Properly ID Number): P31580 j � / SPALL R61C ON E) I CONNECT SANITARY SEWER TO STUB AT STREET O� Zone: As Per City of Anacortes (CM ) , I SSMH Project: New Multi Family Residence Condominium ' 5 7 ,, Domestic Water: City of Anacortes k<(' s DEC -' DECK �'DECK 'DEC SS S� Sewer: City of Anacortes ?° j I i LC 8 pVC Access : New Driveway to Portalis Way 5 6 1 7 8 1 I S� Sic AREAS : m l i COS UCTION 4938 LOT SIZE: 41091sf 4940 I 1 4936 49S4 I EN E j PORTALIS PORTALIS I I PORTALIS pORTALIS I IP I\ (EXI IN SPALL Footprint: 3160sf x4 = 12,640sf I WAY WAY I 1z - D- WAY WAY ` \ Roc ON ITE) D I ELV 92,6 ELV 92.5' ELV 91 ' ELV \ � Lot Coverage : 30 .8 /o -0 1140sf 1140sf 1 140sf 1 40 \ SETBACKS : O Front: 20' Street ROW to Building r c Sides: 5' min Between Buildings z6 - a I Garage Garage Garage Garage ELV 92' ELV 92' ! G90.5' GEO 90.5' HEIGHT: 35' Height Restriction I � ; ; ; / ' EROSION CONTROL U. / OP TRACY STEPHENS r I - /O PARKING : Z ae z / y - - - - - - - (360)661 -1927 2 in each Garage + 2 in each Driveway ffl t " t wa ma : Codes : Structural / Building - IRC 2012 PORTALIS WAY (PRIVATE LANE) / OT 4 Mechanical - IRC 2012 _ _ _ _ _ _ 1 Plumbing - UPC 2012 �1 ' o Energy / Ventilation - 2012 WA State Energy Code P 122190 LOT 3 `' Portalis ENGINEERING ATTACHED �' : • . . . ' 24 ' : 1 ; '.' I1 B L DUG 1 WEST COAST ENGINEERING GEO 98.51 CEO '.' r 100, , .5 Villa Site BLD 8 CL o • / Date May 312016 Drawn by ML / Project No, 1453 Scale 1116" = 1W' -, / Al 2 BP de v 0-d = �9NL alms £94L VN loafwd IN Aq umej0 %oZZLeAeW ale0 u0110as aIis O siIePod m Z uogoag a;1S £ 101 r _ 00f j�amol — - - - - - - - — - peo A - - _ �°°,j am°, 10 0 - - - - — - oolj ufeW - - - - - — - - _ .cni •03E1— �- _ _ �,4/E 0 - t6 _ - - - - - - ��41Au!I!O0 n0 - ,0L- _ _ _ _ fiuul" COL - ,9L - 'lead ;ooa I =I I — I L— = I _ — — — — — 110 ,0 dead ;ooa a II`I �T�"I11- `fl 1ll1(T1=1 = _ _ — a°,� Ulevy I I I� EI— 0 .Z S'06 039 6 : 2 ,9' l6 :0310 o0ep - ,.4/£ 0 - ,6 UOL - EL - Nead ;ooa ® Loolj gad, ll 4/LZ - ,ZZ 6u- .WI< Z - — .0 d �1 m L L u0,4ws ells M m Au 001 jiamoq Pe( r n0 - ,0 z :03°J = �S'49 :03�J �J ioofj uleW m A4/£ 0 - 66 h 6u!— u - - - - - UOl - ,9l oOlj .lamo� Nead;ooii� '=1 I I�1 II I1 111 II I I I I I 1=1 1p1=0uno�I I I I I I = to I I 1Ts , J l le u0ea E6 :03� I� I I—III= L Joojj u!eW gullla-� m fr/l £r - - - - — — - Ul ,9l n m L fool j gad �_® Aead ;ooa �J —.4/L Z - �ZZ� -� L 6uflla0 r_ Z uo - ,9E //k� 9LOZ MAVW 11WN3d `JNIR11Na da m Ae9d;00H qJ Oleo uogdlnsea 'ON PRIVATE CONTROL ' 1. STRUCTURE \ " EXISTING FORCE MAIN I RIM ELEV.=48. 31 ' - - - & NATURAL GAS LINE \ Na. DesmPno° Dare EASEMENT IS 5' ON EITHER SI _ _ _ _ _ SILT FENCE _ _ i _ _ _ SILT FENCE _ — _ _ _ _ _ BP BUILDING PERMIT MAY312016 OF UTILITIES AS CONSTRUCTE J1J I • i i 1 21 sn CITY TO REVIEW RETAINING WALL LOCATION N GINEERING I CONFECT S NITARY SEWER TO STUB AT LANE Property Line 00 ' DECK_ = DEC U EC _ S E C III ==D S S STUB 494ML 493B CML I 4936 CIVIL 4934 CML i GEO 69' GEO 69' I I 11405f 34, - B 1140sf I W/ Q �V / I I Garage Garage ti I Garage Garage GEO 64.5' GEO 64.5' p a i O - GEO 68.5' GEO 68.5' // ( v �v Co ¢ _ o I _ Owner: Portalis LLC I I U. �� / Project Address : I ° W z V _ a 49347 4936 , 4938 , 4940 Portalis Way, and I a o / I CO 4934 , 4936 , 4938 , 4940 Channel Marker Terrace I Anacortes WA 98221 I CHANNEL MARKER TER CE 6E8705= — - - EQ-66.5= - - - - - -r - - - - — — IL CONSTRUC I ENTk&,NCE ( TI i ti RQ O Tax Parcel (Property ID Number): P31580 I � / SPALL C N E) I CONNECT SANITARY SEWER TO Sm mUB AT STREET o� SSMH Zone: As Per City of Anacortes (CM ) Project: New Multi Family Residence Condominium ; _ S�uB 72�. Domestic Water: City of Anacortes E° Sewer: City of Anacortes Jam° 1 lr0 8 pVC Access : New Driveway to Portalis Way e 1 5 6 1 I 7 8 I 1 040 Sic d I i i > I COS UCTION AREAS : _ 4940 4936 I 4936 4934 EN E LOT SIZE: 41091 sf ° PORTALIS PORTALIS PORTALIS PORTALIS I U N II (� TIN SPALL Footprint: 3160sf x4 = 12, 640sf I WAY WAY WAY I , 1 Roc ON TE) WAY 1 17 0• I 1 I\ 1 ELV 92,5' ELV 92.5' ELV 91 ' 1 03 Lot Coverage : 30 .8 °/D 1140sf 1140sf 140sf 1140 SF .ELV 91 ' 1 T7 \ / SETBACKS : O Front: 20' Street ROW to Building m Sides: 5' min Between Buildings 28 - 0• I Garage Garage Garage Garage T\ \ ELV 92' ELV 92' EROSION CONTROL U. HEIGHT: 35' Height Restriction TRACYSTEPHENS 1 O `aG (360)661 -1927 PARKING : Z I /�.5A t 2 in each Garage + 2 in each Driveway ffl Codes: Structural / Building - IRC 2012 PORTALIS WAY (PRIVATE LANE) / OT 4 13 Mechanical - IRC 2012 GE 3L — - — - — - — - — - —GE tS /— Plumbing - UPC 2012 P 122190 0 LOT 3 Energy / Ventilation - 2012 WA State Energy Code I c- II Portalis ENGINEERING ATTACHED BL MG 7 WEST COAST ENGINEERING GEO 98.51 EO '. ` ',' i 100, Villa Site I BLD 8 CL �1 / Date May 312016 Drawn by ML Project No, 1453 / Scale 1/16" = 1 '-0" / Al BP r alms 'oN LoafadRq umel(] ale(] u0110as ails sl e o -° I d � Z"0.1pas alis O £ IM ISMSESSmi -�G r oold iam peon ,00ld ,aHo� — — — - - - — — - - � — - - - — — — 10 .0 001=1 Ufa" — — — .QwA/ :030— 1141E 0 - A _ — — — — — — — — — "41Bup1a0 "O - AL_ — — — — — fiuola� — — — a L - ,9[ no 'lead boon _ — J00H ule{ry 916 :03�J S"06 :03�J 6 : 0 - _ Jn1i i ul no Sul la fill ff � IBM 100—NOU L joold �— m _ ® ", IS Z - 1 L 6ullle(]-'� r - .9e� z — Xead;ooa V m "o: L = "suL L UOROBS el!S m m ........ ool jiamo-1 Pao�J r - - — — - - - - - — o ,o Z :03�J �5'49 100L3 uleyy V m Sit - - - „4/EO - 16 Sit But 11a0 _ .A - AL- "OL - �9L Oold IaMo� — dead boos V III=1 I I=1 I I=1 I=1 I I=1 I I=1 I I=1 I =1 I I=1 I=1 I I H I I = - -H=I fiE41 —1Tf=I I1-1TE�i I1=fP=I — - ,Z6 :03�J :O �001�"oleV uollep noj E6 :03�J �oold �leyy — — - - - "4Su lla� Lnil � m — — M — — — — — — dnil 0 � IS ead boob V m L Jo01d iad fl — — — —�I4/L Z - ,ZZ — — — L �II8O—'� r _ _ _ _ _ "0 - 699C je�k MOZMAM 11Wa3d ONMIne dO m Mead;0oa <J aleo uo9dwsee *ON IRSP doE I PRIVATE CONTROL \ A;, STRUCTURE � ma lb" EXISTING FORCE MAIN RIM ELEV.=48. 31 ' _ - & NATURAL GAS LINE I \ No. Des pbon Dale EASEMENT IS VON EITHER SI _ _ _ _ SILT FENCE _ _ i _ _ _ SILT FENCE _ _ _ _ _ _ _ _ BP 6UI DING PERMIT MAY31 2016 OF UTILITIES AS CONSTRUCTE 3j I 12' S CITY TO REVIEW RETAINING WALL LOCATION N GINEERING I Property Line CON <�ECT S NITARY SEWER TO STUB AT LANE 2 . 0 .9: I E 1 4 DECK ,.aDEC % 494 ML 4938 CML I `> 4936 CIVIL 4934 CIVILG SS STUB oI ID I DI 1 �'i I GEO 65' I I I GEO 69' II �_ GEO 69'O GEO 65' 1140sf 1140f Q7 ( 1 07LT / / / I Garage LGEN z F I Garage Garage 1 GEO 64.5' p j L - GEO 68.5' GEO 66.5' C� V Sao _4C io ^ I 0 Owner: Portalis LLC I W > U. c / Project Address : y ° 05 2 i oW Z o U V Q 4934, 4936 , 4938 , 4940 Portalis Way, andCID I a 4934 4936 4938 4940 Channel Marker Terrace 1 1 _ 6 " CHANNEL MARKER TER CE _ _ GEaa65—Anacortes WA 98221 €e s 5 -_ _ CONSTRUC t I C ENTRANCE ( TI Tax Parcel (Property ID Number) : P31580 / SPALL RCZC ON E) I CONNECT SANITARY SEWER TO STUB AT STREET O� SSMH Zone: As Per City of Anacortes (CM ) I Project: New Multi Family Residence Condominium Domestic Water: City of Anacortes eL ' DEC BECK j DEc Ec rjS cJ Sewer: City of Anacortes ��° 1 1 L0 8 VC P Access : New Driveway to Portalis Way I 5 6 1 1 7 8 1 SQ See I I I AREAS : I i CO S UCTION LOT SIZE: 41091sf - 4940 4938 1 4936 4934 EN E Footprint: 3160sf x4 = 12, 640sf i PORTALIS POAY WTAALIS PORTALIS POWAY IS I (J , (EXI IN SPALL WAY ` (� t1 ROC ON TE) I o I ELV 925' ELV 92.5' 1 1r - 6 1 ELV 91 ' ELV 91 ' Lot Coverage : 30 .8 /D ` 01 1140sf 1140sf I 140sf \ 4� 1140 SF / SETBACKS : O Front: 20' Street ROW to Building m I Sides: 5' min Between Buildings 2e p 1 s g s g ,Gara a Garage Gara a Garage ELV 92' ELV 92' G90.5' GEO 90.5' I T \ EROSION CONTROL HEIGHT: 35' Height Restriction r I a �OpO TRACY STEPHENS 77;PARKING : Z 1 z /�\yc"'�' - - - - - - (3sD)ss1 -1sz7 2 in each Garage + 2 in each Driveway m — _ Codes: Structural / Building - IRC 2012 PORTALIS WAY (PRIVATE LANE) / OT 4 Mechanical - IRC 2012 3L — _ — _ — - — - — _ ---GF04 1 ow --z� Plumbing - UPC 2012 P 122190 0LOT 3 Energy / Ventilation - 2012 WA State Energy Code II PO al S ENGINEERING ATTACHED _. 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