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HomeMy WebLinkAboutPermit File BLD-2019-0753 1715 12th Street o'-,. City of Anacortes Invoice/Permit#: BLD-2019-0753 904 6th Street Applied date: 11/15/2019 P.O.Box 547 Issue date: ;0 Anacortes, WA 98221-0547 Expire date: 05/13/2021 (360) 293-1901 Job Address: 1715 12TH ST Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221 Project: APN: Remarks: Construct a detached garage 22'x 22'w a 484 sf ADU above. Owner: SEAN & KATRINA RIDDLE Contractor: Address: 3810 RAVE Address: ANACORTES WA 98221-3638 Phone: (714) 856-1105 Phone: License#: General Information: Fees: Building Valuation 100000 Building Permit Fee 993.75 Plan Review Fee 645.94 State Building Code Fee Resi 6.50 Total Calculated: 1,646.19 Deposits/Receipts: 0.00 Total Due: 1,646.19 m n rn rt , ,D ,-• Ci - e• it r-_ . r, •.� 17.1 ^I I CO 4:. I t e l _n 1 =• Ci = cn a c,477. H it Ip -I t T% T. =•9 2' m THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS; OR ilF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMM I30ED.. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISFOrrS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR:.NOT,DTI .E GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHERS STATE' �]ft LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. 0 Un 1_•a r :•a I o 'il 11 T1 '— SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY x I 0 3 '� t � 2 •5� 11�A �20 M'. 1ed 61kcf Site Address I7I5 Project3 Building Permit # .1,D -W I1-07 3 _w i pU ob• r �' _ --__._ -_— _—_ ,,,--A___:„.:__ _ ______„_________„„_,��. ` .tea =_ _- __Eetialr e _-_ - �" T - ,� - _ =_--- ..,_ _ ram. Building tz7 41"; �,--- I , , , , , , ____, „ , 1 , , . . , ____ ___._ , _ , , - 4,?5-1 ,,,_.5 :. Works ! •, , �k- .� ^� 1 1 _ _______ ____,, , ._ __ , , 1 , . , .. F��rining, 1 , — �v-P f csf.) -\\\Q_A,' N '\ c_.4- 1 .c- , ,), , __I a , , , ..,._ , L3c, soc--V\ ---> _4 r___ , , , . , _41- fi_P:\ \a_. , _ m \ Q - Ni-r:i‘r?1-.er :,•$.2--- 1 tf) f-; roh , .s.e./,,,A_/_ ., __ _____ _ __ _ _, r_. ______ , , __________ , II I 1 , , , , ____ , , , , , , , , , , _i , . 1 ,{p1.5t{? 4„, Fire. /1/4-- • , 1 , __,, l 1 Project I . ter-Departmental Plan Review Tracking 'CLD -2014 •.-- 67 95 .,,,v , r,, PLANNING,COMMUNITY,& ECONOMIC DEVELOPMENT DEP R ENT,, MailingAddress:P.O. Box 547, Anacortes, WA 98221fI (fl)N F� Office Location:904 6th Street,Anacortes WA 98821 i 1i t . ' Phon • 60)293-1901 i, Nov 15 2019 ri CAuL#" 6u)-2o1c 4751i 0 - * E DENTIAL . IllL01' G : ER`VIIT APPLICATION 1. PROPERTY INFORMATION Project Address(Street,Suite#): Assessor Parcel Number: Subdivision/Lot#: Zoning Designation: Lot area(size): . 'j, C(9 ff' k' sq.ft. 2. TYPE OF PROJECT ❑ New SFR Ili/ New Accessory Dwelling Unit: ❑ Deck/porch(new/repair) ❑ New Duplex ❑ Attached to Primary Unit 0 Interior remodel Oh/Garage, , C-Detached from Primary Unit ❑ New Addition to SFR Oh Garage,carport or accessory building 0 Fence or retaining wall or duplex (new/repair) ❑ Other: Project Summary: C:t t,1iTi t(:: I P iAt C1 t1 l) `-f 2:>. ' C7/1"AC t•. LC/ 4 4 s 6i,Wt.., Project Valuation: $ to, 000 . 3. PROPERTY OWNER INFORMATION Name: j Phone: ;lear) lam'4� riri d. /� 1 Lid 7/zf -F 5 6-- - 1 I O ce- Address(Street,City,State,Zip): Email Address: I • 7L�5 / 't ,4, �f CG�ry ice..` %<'e�. r i i c s� c c e� � ;, ne .C:d erl 4. CONTRACTOR INFORMATION Name:* Phone:6,AWL/il/2,6.) Contractor's Business Licenses State License#: City License#: *All Contractors&Subcontractors must have a valid City of Anacortes business license prior to doing work in the Expiration Date: Expiration Date: City. Address(Street,City,State,Zip): Email Address: S. CONTACT PERSON Select one person the city will contact for anything related to this project: ❑ Applicant Property Owner ❑ Contractor ❑ Other(list below) f"� Name: �.�a f'"jr 1 3..„, F'`.. ldt"�i( _ Phone:--- 7 ' —'k�'�- " f/t) s— Address(Street,City,State,Zip): Email Address: /7/ / tlt I . C;/ ! >/" 6 1`1 r'1 a p in f C' e t.ii3!i r r!G >ec,i y1 Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 5 of 18 r, PLANNING, COMMUNITY,& ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address:P.O. Box 547, Anacortes, WA 98221 Office Location:904 6tt'Street,Anacortes WA 98821 l Phone: (360)293-1901 6. LENDER INFORMATION RCW 19.27.095 requires the City to obtain information with regard to lenders. If there are no lenders involved with your project, write"no lenders"on the Name Line below. Name: �-" Phone: /Z''C/ ,L✓you,i? Address(Street,City,State,Zip): Email Address: 7. ACKNOWLEDGEMENTS &SIGNATURE Read and initial each of the following statements prior to signing this application: I understand that when a building permit application is taken in over the counter it does not mean the application has been deemed technically complete and sufficient for staff review. I understand that if I submit incomplete,inaccurate,and/or erroneous information it will take the City longer to process my permits. I understand and acknowledge that I could be responsible for providing as-built drawings(on paper or electronically)as part of the project's certificate of occupancy process. I understand and acknowledge that Special Inspections could be required as part of my project,and if needed I will be required to pay for the cost of these inspections. I understand and acknowledge that financial securities could be required as part of the work I am completing and I agree to provide the items needed for the City to calculate these securities and to provide the securities themselves. I understand that if permits are reviewed concurrently such as design review,site plan,traffic concurrency,etc.,any required revisions to one permit may affect the entire plan set and could add costs and time to the project. I hereby declare that I am either the owner of the property listed on this application or the owner of this property has authorized me to be their representative to act for them. I also declare under penalty of perjury under the laws of the State of Washington that all of the statements and answers contained herein,and the information submitted with this application form is in all respects,true, correct,and complete to the best of knowledge and belief. &IL! o, b Signature Date %CIA \ Printed Name Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 6of18 V1C PLANNING, COMMUNITY,& ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address:P.O. Box 547,Anacortes, WA 98221 Office Location:904 6«'Street,Anacortes WA 98821 ct,-111111Wci Phone:(360)293-1901 i fol'ilkV,IIR,Ji ) r>f1rr ,11l4tiJ0 rlll�ln' ``/t'Il,jl ij £i��li lilt�irY)i 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: /2/ � /� T<i 31-• PARCEL NUMBER(S) P ?/ 2 2.`./ / 3 c 12 2. DETAILED PROPOSED STRUCTURE INFORMATION Complete the following information as it relates to your project. Mark items that are not applicable with "N/A". Structure height: 2 q - .7 AREA SQUARE FOOTAGE OCCUPANCY GROUP CONSTRUCTION TYPE OCCUPANT LOAD 15t Floor: 2"d Floor: /.f¢as / �,r 12 - 7, 3►d Floor: Basement: • Garage: Lf d •v" Total deck: ! ' Total porch: Other: Other: Other: 3. QUESTIONS ABOUT THE PROPOSED STRUCTURE Is a fire sprinkler system being installed? ❑ YES CWNO Is a monitored fire alarm being installed? ❑ YES Are retaining wall(s) being built? ❑�YES �O EKES Are structural plans required? ES ❑ NO 4. PROJECT SITE INFORMATION A. Is work within the City's right-of-way proposed? If yes,you will be required ❑ YES to submit a right-of-way permit application. If you have already submitted a ROW permit, list the permit number here: B. Is the property located in a flood zone? ❑ YES + 'NO If yes, list the flood zone designation: C. Are there slopes in excess of 15%on or abutting the site? If yes, a ❑ YES L"f NO geotechnical report will likely need to be submitted. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 7 of 18 �v f t f1 PLANNING,COMMUNITY,&ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address:P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 14 coo Phone: (360)293-1901 D. Are there critical areas or buffers on or abutting(within 300-feet of)the ❑ YES 11J-110 project site? If yes,a critical areas report will likely need to be submitted. E. Is the lot less than 5,000 sq.ft. in area? ❑ YESO If yes,your site and building will need to comply with the standards in AMC 19.43.010.C. F. Is your project involving an accessory dwelling unit? YES ❑ NO If yes,your site and building will need to comply with the standards in AMC 19.47. G. Will more than 2-acres be cleared and/or more than 5,000 board feet ❑ YES P'IGO (about 1 log truck load)of timber be harvested? If so you may need to obtain a forest practices permit from DNR. ,—, �' H. Is this project subject to the SEPA process? If yes,you will be required to 0 YES t1� NO submit a SEPA checklist. If you have already completed the SEPA process, list the permit number here: 5. REQUIRED SIGNATURE I hereby declare that I am either the owner of the property listed on this application or the owner of this property has authorized me to be their representative to act for them. I also declare under penalty of perjury under the laws of the State of Washington that all of the statements and answers contained herein,and the information submitted with this application form is in all respects,true,correct,and complete to the best of knowledge and belief. 1:0 Is 17 Signature Date VIC117..\( VY Printed Name Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 8 of 18 ,.% a (a PLANNING,COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT `'' `' Mailing Address: P.D. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 �'I' '" "- "'� Phone: (360)293-1901 MECHANICAL Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas#: Elec#: BTU: Other#: Wall Heater: Gas#: Elec#: Other:#: Location(s): Gas Water #: Location(s): Heat Pump_ Elec#: I Other#: Capacity: _ / Air Conditioning: Elec#: i Other#: Capacity: Radiant/Hydronic Gas#: Elec#: Other:#: Location(s): / Exhaust Fans: Bath#: ( Laundry#: I Other: '2 �c// Range Hood: #: ( Location(s): I •✓ Fireplace: Gas#: Elec#: Other:#: Location(s): J Clothes Dryer&Duct: Gas#: Elec#: t Other:#: Location(s): j J Stove/Range/Oven: Gas#: Elec#: I Other:#: Location(s): Gas Piping/Outlet(s): #: Location(s): Boiler Gas#: Elec#: BTUs: Location(s): Other: #: Location(s): TOTAL MECHANICAL OUTLETS: 7 PLUMBING Fixture Type(new and relocated): Total#: Fixture Type (new and relocated): Total#: ti Water Closet(Toilet): I efrigerator water supply(for water/ice j Kitchen Sink: f V Pressure Reduction Valve/Pressure Regulator: Utility Sink: ' Water Service Line: Tub: ater'Piping: I Hand Sink: J l i Clothes Washer: !i Shower: 1 Electric Water Heater: Tank-less? Yes© l Dishwasher: 1 ;/B ckflow Prevention Assembly: Hose Bib: i ,/ Other: TOTAL PLUMBING FIXTURES: Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 9 of 18 N.A Y r} PLANNING,COMMUNITY,& ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address:P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 4rt c x0. Phone: (360)293-1901 G i ' ( >:, Ii '1' ( ���� rI 'is I7 'rli t1,.il1! 14 '111 ;7', 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: / 7/5- /214 - PARCEL NUMBER(S) P 0 3 v 2 2�f- ;' /34/22y _--. 2. GENERAL INFORMATION This form is intended to assist applicants in creating complete,code compliant architectural plans. Please check the plans you wish to submit to make sure they contain each of the listed items. To the right of the Requirements column is space for you to list the sheet number of the plan set where the listed information is shown. • Minimum Plan Size:11"x 17"and drawn in an architectural scale. • Architectural plans for structures 4,000 square feet or larger are required to be prepared and stamped by an architect licensed in the State of Washington. * Structural plans must be stamped by a structural engineer licensed in the state of Washington. 3. REQUIREMENTS FOR ALL ARCHITECTURAL PLANS COMPLETE PAGE it ON REQUIREMENTS 7 YOUR PLANS Cover(or 1st page) must include: • Site address • Parcel number � t i • Lot number(if applicable) • Lot size • Lot coverage • %impervious surface coverage Floor plans with existing(if applicable)and proposed building layout with square J114 i C-;) footages and with the use of each room/area labeled. 2 43 v' Window and door sizes labeled and window ventilation area. Commercial, Multi-Family,and Mixed-Use Structures must also include door and window "I schedules. y/ Plumbing,duct,and electrical layout. Penetration protection must be shown. r. �� r V Opening headers,size,and material. T �^ a to 7 Cross section details,showing typical foundation,floor,wall,ceiling and roof ,;;a •7-�, construction and insulation. Structural members labeled as to size and spacing as well as bracing, blocking, ,/ bridging,special connectors,and anchor bolts. Details documenting energy code compliance. .'Z _ Exterior building elevations demonstrating compliance with applicable structure ; T(' type design standards(small lot,duplex, or ADU)and maximum building height Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 10 of 18 *'t t}.( PLANNING,COMMUNITY,& ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address:P.O. Box 547,Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 `tr.'()NO Phone: (360)293-1901 Building height(see AMC 19.42.120 for measurement methods,exceptions and modifications). • Label the building height at the highest point of the structure from the average %'') of the natural topography at the foundation at the front of the building. • Label the average elevation of the natural topography at the front of the 9 r 5 building. • Label the elevation at the center of all exterior walls of the proposed building. 6 `t7 • For ADUs only,include elevations demonstrating compliance with the height/setback plane(see AMC 19.47.030(C)(6)). Special details as needed(i.e.,stairs,fireplaces, special construction). > Insulation and insulation values of walls,slab,floors,and roof/ceiling. ''' 7 Existing and proposed grades with slope of lot shown. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 11 of 18 00 V r'i PLANNING,COMMUNITY,& ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address:P.O. Box 547,Anacortes, WA 98221 Office Location:904 6th Street,Anacortes WA 98821 `fC, '` Phone: (360)293-1901 Ii RM r' -STORMWATER AN GEM ; (01- T r t, 1lr``) `'1` ' R ' . A T1ON 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: / 7 j 5 2,14 f PARCEL NUMBER(S) f / 3 22 f ' l 3 L/ Z 2. GENERAL INFORMATION Most development within the City of Anacortes that involves disruption of soils,or construction of buildings, streets,parking lots,etc. requires a Stormwater review. Stormwater review requirements are based on either the amount of soil to be disturbed(grading,vegetation removal),or the amount of hard surface that is created or replaced on a site(building footprint,concrete,asphalt or gravel parking,sidewalk,etc.) This form is largely targeted for small projects and single family residences. For larger projects and more information please refer to the Anacortes Municipal Code(Chapter 19.76 Stormwater Management)and the latest Washington State Department of Ecology Stormwater Management Manual for Western Washington (Ecology Manual). 3. HARD SURFACE AREA CALCULATION Please calculate your project's hard surface amount;guidance is provided on the next page of this document. Use your project's total hard surface calculation to follow the flow chart(s)in this packet and determine the level of stormwater management required for you project. When determining your permit level or if stormwater thresholds are met or exceeded the entire project must be considered A project is that portion of a property,properties,yor right of way subject to land disturbin activitie. (Qeyy hard surfaces and replaced hard surfaces f he hard surface on your property will determine the storm water utility e es and tie stormwater general facility charge. All new or replaced hard surfaces should be accounted for. Below are excerpts from the Anacortes Municipal Code and Ecology Manual that may assist you in preparing this information. "Hard surface area"means an impervious surface,a permeable pavement,or a vegetated roof "Impervious surface"means a non-vegetated surface area which either prevents or retards the entry of water into the soil mantle as under natural conditions prior to development. A non-vegetated surface area which causes water to run off the surface in greater quantities or at an increased rate of flow from the flow present under natural conditions prior to development. "Replaced impervious surface"means,for structures, the removal and replacement of impervious surfaces down to the foundation. For other impervious surfaces,the removal down to bare soil or base course and replacement. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 12 of 18 s g y PLANNING, COMMUNITY,&ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6rt'Street,Anacortes WA 98821 rtyt,l Phone:(360)293-1901 Land disturbance Description Total (SF) Total Area of Land disturbing activity , 7 trove, city are4 Total area converted from vegetation to lawn or landscaped areas 7" Hard surface area calculation Existing Removed Proposed Proposed Description (SF) (SF) Replaced New (SF) (SF) Non Pollution Generating Hard Surface Area (Sidewalks,paths,patios,etc.) Pollution Generating Hard Surface Area t/: A/P f (Driveways,parking areas,etc.) Total Hard Surface Lieif Site Size , eiege Existing impervious surface car coverage% .21 ° (sq.ft.hard surface/site size) Use the information in the above table to navigate the flow chart(s) on the next page and determine the applicable stormwater management minimum requirements for your project. Then complete the applicable Stormwater Minimum Requirements Form on the Public Works i irBir eerii�F= L.eT< rime nt Forms \,Alebsito and provide required submittal items/plans. Check applicable box Minimum Requirements Determination 0 it inim rYi RegUire tTleili s El lliiii. . .._m Requirements in._5. Res.Building Per 4y plication Submi tal Checklist Ur dated October I,2019 Minimum Requirement ;i . Page-13- f 18 hVilik1hi 11111 201912050063 12/05/2019 11:39 AM Pages: 1 of 4 Fees: $106.50 Skagit County Auditor When Recorded,Return To: City of Anacortes Planning,Community,&Economic Development Department 904 6th Street/P.O.Box 547 Anacortes,Washington 98221 Ate q C7R Grantor's Name: Sean&Katrina Riddle Tax Parcel#:P134224 Abbreviated Legal Description(Lot,Block,Subdivision Name/Number): (0.1008 ac)THAT PORTION OF FRACTIONAL LOTS 5 THROUGH 7, INCLUSIVE,BLOCK 2,PLAT OF H H BARBERS ADITION TO ANACORTES, RECORDED IN VOLUME 2 OF PLATS,PAGE 99,RECORDS OF SKAGIT COUNTY,WASHINGTON,DESCRIBED AS FOLLOWS:BEGINNING AT THE NORTHWEST CORNER OF LOT 8,BLOCK 2,PLAT OF H H BARBERS ADDITION TO ANACORTES;THENCE SOUTH 89-25-42 EAST,71.07 FEET; THENCE SOUTH 0-34-23 EAST,58 FEET;THENCE SOUTH 89-25-42 EAST, 26.38 FEET;THENCE SOUTH 0-34-23 WEST,6 FEET;THENCE NORTH 89-25- 42 WEST,44.68 FEET TO THE WEST LINE OF LOT 8;THENCE NORTH 0-34-23 EAST,64 FEET TO THE POINT OF BEGINNING.AKA PORTION OF LOT B BLA SURVEY AF#201806250011 ACCESSORY DWELLING UNIT COVENANT: LANDOWNER(S)NOTICE AGAINST PROPERTY TITLE(AMC§ 19o47e030(C)(10): 1. When and where permitted:An ADU may be established in any zone on a lot with a single-family residence.An ADU may be created by any one or combination of the following methods: A. Alteration of interior space of an existing residence. B. Conversion of an attic,basement, attached or detached garage, or other portion of a residence. C. Addition of a living area enclosed within the principal building. D. Construction of a detached living area. E. Associated with the construction of a new single-family dwelling(where permitted). 2. Number. Each single-family residential unit may have only one ADU. 3. Subdivision. ADUs must not be subdivided or otherwise segregated in ownership from the principal dwelling unit. 4. Maximum size. The ADU may not exceed 900-square feet gross floor area. 5. Maximum height: A. ADUs enclosed within the principal building are subject to the height limits for the applicable zone in Tables 19.42.020-030 B. Height limits for detached ADUs are: i. 20-feet where the roof pitch is less than 6:12. ii. 25-feet where the roof pitch is 6:12 or greater. Exception: ADU height and roof pitch adjustments may be needed for structures to comply with the 45-degree height/setback plane provisions in subsection(C)(6)(a) below. 6. Minimum setbacks and siting requirements. ADUs enclosed within the principal building are subject to the setback requirements for the applicable zone. Standards for detached ADUs (whether or not they are attached to a garage) are subject to the following setback requirements: A. Minimum interior side setback: Five-feet, except that from a height of 15-feet at the five-foot minimum interior side setback,buildings must step back at a 45- degree angle away from the interior side or rear property lines as shown in Figure 19.47.030(C)(6). B. Minimum rear setback(to alley property line): Zero-feet, except where garage doors or a carport faces the alley,the structure must be set back a minimum of ten-feet from the alley property line to allow adequate turning distance for vehicles. C. Detached ADUs must be located consistent with the minimum usable open space standards of AMC 19.43.010(C)(3)(c),regardless of lot size. 7. Living facilities. At a minimum, an accessory dwelling unit includes a bathroom, a kitchen, and separate exterior access. 8. Parking. A minimum of three parking spaces must be provided for the principal and accessory dwelling units. Where on-street parking is available abutting the lot, only two off-street spaces must be provided for the principal and accessory dwelling units. 9. Entrance. The entrance to the ADU must not be on the same side of the structure as the entrance to the principal residence, except when such entrance is not visible from the street as determined by the director. Exception: If an ADU is created within an existing residence which already has more than one existing exterior door on the same side, an existing door may be utilized for the ADU. 10. Owner occupancy. A. Either the principle or accessory dwelling unit must be occupied by an owner of the property for six or more months of each calendar year as the owner's permanent residence. "Owners"include title holders and contract purchasers. The applicant must record a notice against the property title with the county auditor, on forms provided by the department, describing this requirement. B. The Director may waive the requirement of subsection(a)for up to three years if a letter is submitted that provides evidence of good cause for the waiver. Good cause may include job dislocation,military deployment, sabbatical leave, education, or illness. e l I, Sean ���L'1 vta �C C�. `e , declare that pursuant to Anacortes Municipal Code 19.47.030(C)(10), I am the landowner of tax parcel # P I `I-22 4 located at l 5 11 . . /V\CC.CO J wik (030-0 and that I am making application to create an Accessory Dwelling Unit that will be in compliance with Anacortes Municipal Code regulations stated above and listed in AMC 19.47.030, and requiring that the property owner(s) resides in the principal dwelling unit or the accessory dwelling unit. I hereby certify that the information on this application is true and correct and that the applicable requirements of the City of Anacortes will be met.As property owner(s),I declare that I will notify any prospective purchaser of the occupancy limitations of the Accessory Dwelling Unit as regulated by Anacortes Municipal Code. Furthermore, if any of the provisions of Anacortes Municipal Code 19.47.030 are violated,it is acknowledged that this is cause of the removal of the Accessory Dwelling Unit. I certify under penalty of perjury under the laws of the State of Washington that the foregoing is true and correct and will be addressed should a transfer of property ownership occur. Executed at Cor S , Washington this 5 th day of De C 201.( L. n ,4n „ !Declarant � Declarant ACKNOWLEDGEMENT STATE OF WASHINGTON ) ss. ) COUNTY OF SKAGIT ) On this Sly` _ day of TIC. , 20 l\ , before me,the undersigned, a Notary Public in and for the State of Washington, duly commissioned and sworn, personally appeared S€W1\ a VL�tr t fr1Ul ack_,`e ,to be known to be the individual that executed the foregoing instrument and acknowledged the said instrument to be free and his/her free and voluntary act and deed for the uses and purposes therein mentioned. Witness my hand and official seal hereto affixed the day and year first above written. i \��5,5518N �1� Notary Public in and for the State of Washington, o Q' �°4 TAB residing at W- V�bn.C`�1 V� q * • ; N4 R Y O •' f C�Y�YlVr%t �E111 ►\reS : 091, O 1'G321 % (p PUB1.\C) �J 4I Vito 3tD ' (44 FOR OFFICE USE ONLY: 44F wp, ' a Permit#: BLD-2019-0754 (ADU Permit) & BLD-2019-0753 (Building Permit) Address: 1715 12th Street,Anacortes,WA 98221 Signature: \ j1i Lidar). Date: December 4,2019 Cricchio, Kevin From: Cricchio, Kevin Sent: Wednesday, December 4, 2019 2:47 PM To: 'katrina@mjcdesigninc.com' Cc: Frisinger, Rob Subject: ADU Hi Katrina. The ADU covenant is ready for pickup at the front counter. Please take this to the Skagit County Auditor's office and record it. Please note that they will charge you a recording fee. Once recorded, please provide me with a recorded copy as we need this before we can issue the building permit. Additionally for pickup is the approval document, entitled "Findings of Fact." This document is for your records only and does not get recorded.Thanks. Kevin Cricchio, AICP, ISA, WPIT I Senior Planner I Certified Arborist Planning, Community & Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6th Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.org I www.cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 Cricchio, Kevin From: Cricchio, Kevin Sent: Tuesday, December 3, 2019 9:52 AM To: 'Katrina@ mjcdesigninc.com' Cc: Frisinger, Rob Subject: ADU & building permit application, BLD-2019-0754 &0753 12-3-19 RE:ADU & building permit application, BLD-2019-0754&0753 Hi Katrina. I am reviewing your ADU and building permit applications. It appears that the elevation orientations (north, south, east, and west) are partly incorrectly labeled on the plans. Please come into the office and correct this on the plans. Also, I want to make sure that the entry-way stairs that go up to the second floor are not on the same side as the entrance to the primary residence as this is not permitted per AMC 19.47.030(C)(9) and that this is outside of required setbacks. Please show the location on the plans. Kevin Cricchio, AICP, ISA, WPIT I Senior Planner I Certified Arborist Planning, Community & Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6fh Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.orcl I www.cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 jFaI' r_► 11 \ 'i NOV 15_ 2019ii Si 4 'ITV OF .ANA GUH ritS r5crl 'f Li, cc[c- ic)7 Ca __a ,110f1S, J ro _ Ta _ -o RddeADJ c ,, jr(#5, i G 5 12th Street Anacortes G WA 9827 ,(/ . !� 11/15/2019 �7 �j l. - n. 5 5 25 PSIe Snow Load 110 MPH: Wind Exp. B> Seism Zone B PREPARED BY: James V o SL,+¢nt�emreII g P.E. JtosC here meri@scgengaco \ ' , T .. V eft .4\ \Nil.i it:711,:. `, ','r�``'' x4i, ' f f ` / i'1 i ,� '.� CONSUI:I�INC GROtU1'_MIL � . °" BBB.4:4iµ-'. / c, ENGINEERING CIVIL-STHUCIURAL-PLAhaMNG-SURVEYING .- " ' RESIDENTIAL HOME DESIGN 14 6 SGHEMMER CONSULTING EzROL'- PLLG ° 1 31 8 3❑T" STREET, ANACDRTES, WA 98221 ° (360) 708-4386 _____ Mor55- /fia2e 100 SIC iic Gt/ v ,'i m'L ./3 cz 0,6 g eFi.0,4, &'t =20,AW. 13(4 r O, 2(2e/ /2,26 fsf: 1),A /2 aG _, �� = /29 ig4 �- c-ow' C Gv,;v,.) !s /2.26(Ill) =//o w4 $4f54 2). 5125= D,772 if-2 Cs T=/v z3 Sly . p,s1sr CS; 0,//8s . 6; co /eaaP I 3 X Z'i ; 2.782 J ,r, c 27492 = /27 � .� �' �x . 4, h� . 5x2.4 ,Z9/2 72 9lZzz =r32 • Mfa. l era • w, c . 11ov "Gdzt rEOiS.` (- =vk) (63). 8 $u /ic19 17 83 i (7+7) 4> ev e4, /419 Zz G . bu. 22 / 1 or85i • Al. ?/2 /1/9-f- /452=257( 22 13///?�) 7 • • (+367) 4 . c , H19 11452-20 7f /7 , /69 (452/) ,)4. 25. /4/9 --/4 c- 71 /7. ' 16c) 1 /} 1. SHEARWALL SCHED E Mark# Sheathing Nailing Notes 0 ) 7/16" Structural Grade I I OSB 1 FACE 8d Common or 10d Box @ 6" 1, 2, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field (2) 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 4" 2, 3, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field (3) 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 3" 2, 3, 7, 9 or Structural Grade II CD)( plywood o,c. panel edges, 12" o.c. field 4 7/16" Structural Grade I I OSB 1 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 \ / or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 4 C 5> or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 2, 3, 4, 8, 9 (6) 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 3" 2, 3, 4, 8, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field /7\ 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 \ / or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field SHEARWALL NOTES: 1. ALL EXTERIOR WALLS TO BE TYPE Q U.N.O. 2. BLOCK ALL PANEL EDGES 3. PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL. EDGES RECEIVING EDGE NAILING 4. PROVIDE 3x SILL PLATE 5. OFFSET PANEL EDGES 6. PROVIDE 1/2" A.B. @ 48" O.C. W 1/4" x 3" x 3" PLATE WASHERS, OR (2) 16d @ 8" O.C. 7. PROVIDE 1/2" A.B. @ 24" O.C. W 1/4" x 3" x 3" PLATE WASHERS. 8. PROVIDE 1/2" A.B. @ 12" O.C. W 1/4" x 3" x 3" PLATE WASHERS. 9. STUDS SHALL BE SPACED NOT MORE THAN 16" O.C. HOLD DO',-1, NS Mark# Type O Simpson MSTC52 m FLOOR TO FLOOR O Simpson MST48 between floors 30 Simpson HDU20 SDS2.5 W/SSTS20 & (2) STUDS OR STHD1ORJ O Simpson HDU5-SDS2.5 W/SSTB24 & (2) STUDS OR STHDI4RJ O Simpson HDU8- SDS2.5 W/SSTB28 &4x6 POST O Simpson HDU14- SDS2.5 W/SB1 x30 $ 6x6 POST Simpson MSTC72 % Simpson HDU11 e SDS2.5 W/SD1x30 & 6x6 POST O Simpson STHDI4RJ 10 Simpson STHD14 11 Simpson EPS86 12 Simpson EPB66PHDG 1) Stronger hold downs can be used in lieu of these. 2) See Simpson Wood Construction Connectors book for proper installation. 3) 3x sill requires "SSTUL" hold downs where "SSTB" are labled above. 4) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD WITH ALLTHREAD AND COUPLER. Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 11:38AM Seismic �� �� . File=C:1UsersladminlDOCUME-11ENERCA--2119-055-Riddle.ec6 . ASCE Software copyright ENERCALC,INC. 1983-2018,Build:10.18.12.30 IFIX, r-I,Tf�A' i 'gfat,° _ • IBC ig- = ( ilt-li'Will=l'-.(c{olh `_1 1_1rli&( i',' l')l'1 c,. ADU Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure : "II" :All Buildings and other structures except those listed as Category I, III, and IV ASCE 7-10,Page 2, Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-2 Glidded E_, « S1values ASCE-7-10 Standard ASCE7-10 11.4.1 Max. Ground Motions, 5%Damping : Latitude = 48.495 deg North SS = 1,Q87 g, 0.2 sec response Longitude = 122.620 deg West Si = 0.4308 g, 1.0 sec response Location : Anacortes,WA 98221 Site Class, Site Coeff. and Design Category Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.07 ASCE 7-10 Table 11.4-1& 11.4-2 (using straight-line interpolation from table values) Fv = 1.57 Maximum Considered Earthquake Acceleration S MS = Fa*Ss = 1.158 ASCE 7-10 Eq. 11.4-1 S M1 = Fv*S1 = 0.676 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DS S Ms 213 = 0.772 ASCE 7-10 Eq. 11.4-3 S D1=S MI 213 = 0.451 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1&-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System . . . Bearing Wall Systems 13.Light-frame(wood)walls sheathed wlvtood structural panels rated for shear resistance. Response Modification Coefficient " R" = 6.50 Building height limits : System Overstrength Factor "Wo" = 2.50 Category"A &B" Limit: No Limit Deflection Amplification Factor " Cd" = 4.00 Category"C" Limit: No Limit Category "D"Limit: Limit= 65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E" Limit: Limit= 65 Category"F" Limit: Limit= 65 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems "Ct"value = 0.020 "hn" : Height from base to highest level = 18.0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq. 12.8-7 : Ta= Ct*(he x) = 0.175 sec "TL": Long-period transition period per ASCE 7-10 Maps 22-12-> 22-16 8.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.175 sec " Cs " Response Coefficient ASCE 7-10 Section 12,8.1.1 S Ds: Short Period Design Spectral Response = 0.772 From Eq. 12.8-2, Preliminary Cs = 0.119 " R" : Response Modification Factor = 6.50 From Eq. 12.8-3& 12.8-4, Cs need not exceed = 0.397 " I " : Seismic Importance Factor _ 1 From Eq. 12.8-5& 12.8-6, Cs not be less than = 0.034 Cs : Seismic Response Coefficient = = 0.1188 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1188 from 12,8.1.1 W(see Sum Wi below) = 27.88 k Seismic Base Shear V= Cs*W = 3.31 k Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 11:38AM File=C:1UsersladminlDOCUME-1lENERCA-2119-055-Riddle.ec6 , - ASCE Seismic Base S h a r Software copyright ENERCALC,INC. 1983-2018,Build:10.18.12.30 . ,I_r, `: f6ga . ilq-: L C a1=E� C`( ;I Iiyl4tiiiL=lr;.!c,0Jmql0llft{� ?-tUl''l°(tf Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 "lc " : hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi :Weight Hi : Height (Wi*Hi"k) Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 2 13.36 18.00 240.41 0.6478 2.14 2.14 0.00 1 14.52 9.00 130.68 0.3522 1.17 3.31 19.30 Sum Wi = 27.88 k Sum Wi*Hi = 371.09 k-ft Total Base Shear= 3.31 lc Base Moment= 49.1 k-ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-10 12.10.1.1 Level# Wi Fi . Sum Fi Sum WI Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn, Force 2 13.36 2.14 2.14 13.36 2.14 2.06 4.12 ' 2.14 2.14 1 14.52 1.17 3.31 27.88 1.72 2.24 4.48 2.24 2.24 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi . Design Lateral Force applied at the level. Sum Fi Sum of"Lat. Force" of current level plus all levels above MIN Req'd Force @ Level 0.20 *S DS I * Wpx MAX Req'd Force @ Level 0.40 *S DV *Wpx Fpx : Design Force @ Level Wpx* SUM(x->n) Fi / SUM(x->n)wi, x = Current level, n = Top Level Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 11:39AM IBC 2015 1609.6 Alternate All-Heights Wind File=C:lUsersladminlDOCUME-11ENERCA-2119-055-Riddle.ec6 . g Software copyright ENERCALC,INC. 1983-2018,Build:10.18.12.30 . f ?.,_ 1rA!1-0(a a fiP rll o. _ I L rt�a r (- I n'i;l l ( -010-�111_1_l i (q (: 17 g10 1.°I I Up Description : Wind Analytical Values Calculations per IBC 2015 1609.6 User verified these IBC 2015 All-Heights Wind Method Limitations : Analytical Values . . . 1609.6.1 (1) : Total Height<=75 ft with (Height/ Least Width)<=4 Exposure Category, ASCE 7-10 Sect 26.7.3 Exposure B -or- Fundamental frequency>= 1 hertz Mean Roof Height 21.0 ft 1609.6.1 (2) : Not sensitive to dynamic effects Topographic Factor per ASCE 7-10 Sec 26.8.2 1609.6.1 (3) : Site not affected by channeling/buffeting from upwind items K1 = 0.250 K2 = 1.0 K3 = 1.0 1609.6.1 (4) : Simple diaphragm building per ASCE 7-10 Sec 26.2 Force Kzt to 1.0 per ASCE 7-10 26,8.2 Yes 1609.6.1 (5) : Aware of ASCE 7 provisions for open buildings, multispan gable Topographic Factor Kzt = (1+K1*K2*K3)A2 = 1.000 roofs, stepped roofs, sawtooth roofs, domed roofs, roofs with V : Basic Wind Speed 110.0 mph slopes> 45 deg,solid free standing walls &signs. per ASCE 7-10 26.5.1 . 1609.6.4.1 : Aware of need to check torsion per ASCE 7 Fig.27.4-8 MWFRS Table per IBC 2015 1609.6.2, Section 1 Design Pressure P = 0.00256 VA2 K Cz net K zt psf WINDWARD WALLS & PARAPETS WALLS PARAPETS Kz based on ibc 2015 1609.6.4.2 Item 1 Enclosed Partially Enclosed Height Kz +Internal -Internal +Internal. -Internal Enclosed Partially Enclosed 0 - 15 ' 0.570 7.60 12.90 1.94 18.55 22.62 22.62 20' 0.620 8.26 14.03 2.11 20.18 24.60 24.60 25 ' 0.660 8.80 14.94 2.25 21.48 26.19 26.19 30 ' 0.700 9.33 15.84 2.39 22.79 27.78 27.78 40 ' 0.760 10.13 17.20 2.59 24.74 30.16 30.16 50 ' 0.810 10.80 18.33 2.76 26.37 32.14 32.14 60 ' 0.850 11.33 19.24 2.90 27.67 33.73 33.73 70 ' 0.890 11.86 20.14 3.03 28.97 35.32 35.32 80 ' 0.930 12.40 21.05 3.17 30.27 36.90 36.90 90 ' 0.960 12.80 21.72 3.27 31.25 38.09 38.09 100 ' _ 0.990 13.20 22.40 3.38 32.22 39.28 39.28 Enclosed Partially Enclosed LEEWARD & SIDEWALLS +Internal -Internal +Internal -Internal Kz based on IBC 2015 1609.6.4.2 Item 2 0.628 Leeward Wall -9,93 -4.09 -16.16 2.14 Side Wall -12.85 -6.81 -18.88 0.78 Parapet Wall : Leeward Both Directions -16.55 Both Directions -16,55 Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360,293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 11:39AM IBC 2015 1609.6 Alternate All-Heights Wind File=C,lUsersladminlDOCUME-11ENERCA-2119.055-Riddle.ec6 . Software copyright ENERCALC,INC. 1983-2018,Build:10.18.12.30 , [I-u „ai 1 1V 4101:O l t'( I Y,Elig;W r t 1=,'Milt i'4 '''1/2 C 1\'-;`l Lull,‘,+(t.Ce�i,7d:?lJl 101.0Lk( Description : wind MWFRS per IBC 2015 Table 1609.6.2 Section 1 Kz per IBC 2015 1609.6.4.2 Item 2 = 0.628 Design Pressure P = 0.00256 VA2 K C `C net zt WIND PERPENDICULAR TO RIDGE psf Enclosed Partially Enclosed +Internal -Internal +Internal -Internal Leeward Roof or Flat Roof -12.85 -6.81 -13.88 -0.78 Windward Roof Slopes Slope <2:12 (10 deg) Condition 1 -21.22 -15.38 -27.45 -9.15 Condition 2 -5.45 0.39 -11.68 6.62 Slope <4:12 (18 deg) Condition 1 -14.21 -8.18 -20.25 -2.14 Condition 2 -0.97 4.87 -7.20 11.10 Slope <5:12 (23 deg) Condition 1 -11.29 -5.45 -17.52 0.78 Condition 2 0.58 6.62 -5.65 12.65 Slope< 6:12 (27 deg) Condition 1 -•9.15 -3.11 -15.19 2.92 Condition 2 1.17 7.20 -4.87 13.24 Slope <7:12 (30 deg) Condition 1 -7.20 -1.17 -13.24 -5.06 Condition 2 1.36 7.20 -4.87 13.43 Slope <9:12 (37 deg) Condition 1 -5,26 0.78 -11.29 6.81 Condition 2 2.73 8.57 -3,50 14.80 Slope < 12:12 (45 deg) 2.73 8.57 -3.50 14.80 WIND PARALLEL TO RIDGE All slopes including Flat Roofs -21.22 -15.38 -27.45 .9.15 Roof & Overhang Components & Cladding per IBC 2015 Table 1609.6.2, Section 2 <; 3 Design Pressure P = 0.00256 V"2 K Cnet K zt Description Continuity Item Type Eff. Area Kz Enclosed Partially ft 2 Enclosed No Discontinuity Gable, Slope < 6:12 10.00 0.628 + : 0.00 0.00 0.00 0.00 Wall & Parapet Components & Cladding per IBC 2015 Table 1609.6.2, Section 4 & 5 Design Pressure P = 0.00256 V"2 Kz Cnet K zt Description ContinuityItem Type Z, Ht. Above Ground Eff. Area Kz Enclosed Partially Enclosed lly p yp Level, ft ft 2 No Discontinuity Wall Elements, h<=60 ft 25 10.00 0.66 ,: : 20.46 27.01 : -22.30 -28.64 4 22 4,1 ; is(2g) _.10 `l 1)- 20(i) - 2� - 4<2.se2.64 �3� /AL.. 2Z =2 3 ;25K/ ?SL 2.2fI �bR' �t � T ,t jam- _ 120% 1 9,25- GLZ 1,71),F- ?tc , ( 4x —'Si `ems !e itJ51,- !38(i' 6.5 /2N = /2 SC. Q 4- fo(PZ) -do . sZsx9,SP22.2e . J it. frt, /2N ) C6 220k' '�C J 4xg �Fz 13�Boo 4A8 bF ►37 7,as A 7.5 A- 7, A /2(72Z / 104,nite%<t.I3,3,9Z} I 4>cfo bfli2 F I r<<(3/3196 2¢`x2f• s u CvX 0) xi* eiA i////(_ .0E0;' . 3-5 A G%S A. 101. -/27 = Z Z$, .34> 144 =7 /056 ¢lz . k<2 pFrr . ( I`( - off &NT C C)2" Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 12:48PM File=C:1Usersladmin\DOCUME-11ENERCA--2119-055-Riddle.ec6 . a Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . ' UV-6 `l:60. o-aa q-, . < < r ! co 1�9u1 c. ot91� ' G' Its �oE`-c� Gl�-1=fiiti�Il � lti� 1�_l� �il �C Description : R1 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+ 2900 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 2900 psi Ebend-xx 2200 ksi Fc- Prll 2900 psi Eminbend -xx 1118.19 ksi Wood Species :Trus Joist Fc - Perp 625 psi Wood Grade :Parallam PSL 2.2E Fv 290 psi Ft 2025 psi Density 45.07 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase •D(0.165) Lr(0.22)S(0.275) D(0.165) Lr(0.22) S(0.275) D(0.165) Lr(0.22) L(0.4)S(0.275) Oabbo 9 b v 999/ 5.25x1 5.25x16.0i,'5x16.0 Span= 1.0 ft Span=22.0 ft Span= 1.0 ft Ill DI', ,II 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.1650, Lr = 0.220, S = 0.2750 , Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.1650, Li= 0.220, S = 0.2750 , Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D= 0.1650, Lr = 0.220, L= 0.40, S = 0.2750 , Tributary Width = 1.0 ft Point Load : L = 0.30 k @ 1.0 ft DESIGN SUMMARY `,j - ;- j Maximum Bending Stress Ratio = 0.446: 1 Maximum Shear Stress Ratio = 0.242 : 1 Section used for this span 5.25x16.0 Section used for this span 5.25x16.0 fb : Actual = 1,498.69 psi fv : Actual = 80.82 psi FB : Allowable = 3,359.39 psi Fv : Allowable = 333.50 psi Load Combination +D+S+H Load Combination -rD+S+H Location of maximum on span = 11.092ft Location of maximum on span = 1.000ft Span# where maximum occurs = Span# 2 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.369 in Ratio= 715>=360 Max Upward Transient Deflection -0.053 in Ratio= 454>=360 Max Downward Total Deflection 0.626 in Ratio= 422>=180 Max Upward Total Deflection -0.090 in Ratio= 268>=180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 5.595 5.595 Overall MINimum 3.300 3.300 +D+H 2.295 2.295 +D+L+H 2.273 3.018 +D+Lr+H 4.935 4,935 Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 12:48PM File=C:1Usersladmin\DOCUME-1\ENERCA-2119-055-Riddle.ec6 . Wood Beam Software copyright ENERCALC, INC. 1983-2018,Build:10.18.12.30 . < I�C �->- (.(�� llr��li_ (c yg � - _ l1i\�.{C 'OJ I°{ Description : R1 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+S+H 5.595 5.595 +D+0.750Lr+0.750L+H 4.258 4.818 +D+0.750L+0.7505+H 4.753 5.313 +D+0.60W+H 2.295 2.295 +D+0.70E+H 2.295 2.295 +D+0.750Lr+0.750L+0.450W+H 4.258 4.818 +D+0.750L+0.750S+0.450W+H 4.753 5.313 +D+0.750L+0.750S+0.5250E+H 4.753 5.313 +0.60D+0,60W+0.60H 1.377 1.377 +0.60D+0.70E+0.60H 1.377 1.377 D Only 2.295 2.295 Lr Only 2.640 2.640 L Only -0.023 0.723 S Only 3.300 3.300 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 12:56PM File=C:1UsersladminlDOCUME-1\ENERCA-2119-055-Riddle.ec6 . Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . ILr L 9/0.(i e.e.gF ilk: 1 Cs{=ao.G-C . `:i " n.IM6 NTIEIK (;.014.; Ji_trflar(rl WUl� 1°I'-I Description : a1 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+ 2400 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 1850 psi Ebend-xx 1800 ksi Fc- Prll 1650 psi Eminbend -xx 950 Icsi Wood Species :DF/DF Fc - Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F - V4 Fv 265 psi Eminbend -yy 850 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(2.3) Lr(2.64) S(3.3) D(0.165) Lr(0.22) S(0.275) 7 v v ti A 3.5x9.25 A 14 Span = 5.Oft J Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads • Point Load : D= 2.30, Lr= 2.640, S = 3.30 k @ 2.50 ft Uniform Load : D = 0.1650, Lr = 0.220, S =0.2750 , Tributary VVidth = 1.0 ft DESIGN SUMMARY ' - Maximum Bending Stress Ratio = 0.731: 1 Maximum Shear Stress Ratio = 0.544 : 1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb : Actual = 2,018.84 psi fv : Actual = 165.63 psi FB : Allowable = 2,760.00 psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.045 in Ratio= 1324>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.076 in Ratio= 787>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.918 3.918 Overall MINimum 2.338 2.338 +D+H 1.580 1.580 +D+L+H 1.580 1.580 +D+Lr+H 3.450 3.450 +D+S+H 3.918 3.918 +D+0.750Lr+0.750L+H 2.983 2.983 +D+0.750L+0.750S+H 3.333 3.333 +D+0.60W+H 1.580 1.580 +D+0.70E+H 1.580 1.580 Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 12:56PM File=C:\Usersladmin\DOCUME-11ENERCA-2119-055-Riddle.ec6 . - Wood Beard Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Y � cl'I=1�It1� .(,, e7� �.I1-111-K: 10:04) c: [I-i-0--�„ tnia 8 0 "7?Illo [La{�9E`Cti �=l 11�=11 �� l�`I �� _ �' 1- `� - Description : B1 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 2.983 2.983 +D+0.750L+0.7505+0.450W+H 3.333 3.333 +D+0.750L+0.7505+0.5250E+H 3.333 3.333 +0.60D+0.60W+0.60H 0.948 0.948 +0.60D+0.70E+0.60H 0.948 0.948 D Only 1.580 1.580 Lr Only 1.870 1.870 L Only S Only 2.338 2.338 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 12:59PM File=C:1UsersladminlDOCUME-1IENERCA-2119-055-Riddle.ec6 . - `iNn,O0d Beane Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Fa-- K tiY aiAg bra., I_I-Cf-ag-t=-€ 4 i ii0it Q-2:�{��U-ii1i�r-(000,41 .tra_l_ff Description : B3 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 + 850 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 850 psi Ebend-xx 1600 ksi Fc- Pill 1400 psi Eminbend -xx 580 ksi Wood Species :Douglas Fir - Larch (North) Fc - Perp 625 psi Wood Grade :No. 1/No. 2 Fv 180 psi Ft 500 psi Density 30.59 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.'165) l_r(0.22) S(0.275) b b v b b A4x8 4,' Span =3.0 ft 1.1 r Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D =0.1650, Lr= 0.220, S = 0.2750 , Tributary Width = 1.0 ft DESIGN SUMMARY --, -- Maximum Bending Stress Ratio = 0.134: 1 liitaximum Shear Stress Ratio = 0.114 : 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual = 196.10 psi fv : Actual = 23.64 psi FB : Allowable = 1,461.36psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000ft Span# where maximum occurs = Span # 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio = 12699>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.005 in Ratio= 7841 >=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.668 0.668 Overall MINimum 0.413 0.413 +D+H 0.256 0.256 +D+L+H 0.256 0.256 +D+Lr+H 0.586 0.586 +D+S+H 0,668 0.668 +D+0.750Lr+0.750L+H 0.503 0.503 +D+0.750L+0.7505+H 0.565 0.565 +D+0.60W+H 0.256 0.256 +D+0.70E+H 0.256 0.256 +D+0.750Lr+0.750L+0.450W+H 0.503 0.503 Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt,schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 12:59PM File=C,1UsersladminlDOCUME-1\ENERCA-2119-055-Riddle.ec6 . Wood Beam Software copyright ENERCALC,INC. 1983-2018,Build:10.18.12.30 . l '•fllra��f✓o.la��i� =�C ao� K =(0 + _iLl P 'I,:0.1)l? l jc Description : B3 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+0.450W+H 0.565 0.565 +D+0.750L+0.750S+0.5250E+H 0.565 0.565 +0.60D+0.60W+0.60H 0.153 0.153 +0.60D+0.70E+0.60H 0.153 0.153 D Only 0.256 0.256 Lr Only 0.330 0.330 L Only S Only 0.413 0.413 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.corn Title Block Line 6 Printed: 15 NOV 2019, 1:11PM File=C:lusers\admin\DOCUME-1\ENERCA-2119-055-Riddle.ec6 .Wood Beene Software copyright ENERCALC,INC. 1983-2018,Build:10.18.12.30 . ,( z 1 1Yar'a o.o a /_% ' _ I!iwi_Tg-c: ,Wjcigtill KiliYill ;?Ccfola'( 9I ilia@@I {3 1"l I Description : B5, B6 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+ 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 2,900.0 psi Ebend-xx 2,200.0 ksi Fc- PrIl 2,900.0 psi Eminbend -xx 1 ,118.19 ksi Wood Species :Trus Joist Fc - Perp 625.0 psi Wood Grade :Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(1 .58) Lr(1.87) S(2.34) D(0.012) L(0.04) * j 5.25x9.5 Span = 8.0 ft l', 7 i_,i i al Li2,:-iCiz Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0120, L= 0.040 , Tributary Width = 1.0 ft Point Load : D = 1.580, Lr= 1.870, S = 2.340 k @ 6.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.000: 1 Maximum Shear Stress Ratio = 0.000 : 1 Section used for this span 5.25x9.5 Section used for this span 5.25x9.5 fb : Actual = 0.00 psi fv: Actual = 0.00 psi FB : Allowable = 0.00 psi Fv : Allowable = 0.00 psi Load Combination Load Combination Location of maximum on span = 0.000ft Location of maximum on span = 0.000ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.000 in Ratio= 0<180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 1:12PM Wood BeamFile=C:1UsersladminlDOCUME-1\ENERCA-2119-055-Riddle.ec6 . Software copyright ENERCALC,INC. 1983-2018,Build:10.18.12.30 . 11 Description f41r4_i- t9? a.8r-. I!�c as r r,g O:1iI i 111- 1 f�'f.ifCiri `C =,( 1 t'Ji '1 4 ption : 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+ 850.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,600.0 ksi Fc- Pill 1,400.0 psi Eminbend -xx 580.0 ksi Wood Species . :Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade :No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.590 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase o(o.066) L(g 22) b b b d 4, 4x8 A Span = 3.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0,0660, L = 0.220 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0,101: 1 Maximum Shear Stress Ratio = O,0G'3 : 1 Section used for this span 4x6 Section used for this span 4x8 fb : Actual = 128.30psi fv: Actual = 15.46 psi FB : Allowable = 1,270.75psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio= 15874>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.003 in Ratio= 11985>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.437 0.437 Overall MINimum 0.330 0.330 +D+H 0.107 0.107 +D+L+H 0.437 0.437 +D+Lr+H 0.107 0.107 +D+S+H 0.107 0.107 +D+0,750Lr+0.750L4l 0.355 0.355 +D+0.750L+0.750S+H 0.355 0.355 +D+0.60W+H 0.107 0.107 +D+0.70E+H 0.107 0.107 +D+0.750Lr+0.750L+0.450W+H 0.355 0.355 Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave,, Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360,293,9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 1:12PM File=C:1Users\admit'lDOCUME-1\ENERCA-2119-055-Riddle.ec6 . Wood Beam Software copyright ENERCALC,INC. 1983-2018,Build:10.18.12.30 . 11-®- ` 1Vfri-Cg'ftto g i!to 1. Ic a�E;-r=- :1 f1C1 l (6901I1 `(.(ol.'t_i IPi Li IA- Description : B8 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+0,450W+H 0,355 0.355 +D+0.750L+0.7505+0.5250E+H 0.355 0.355 +0.60D+0.60W+0.60H 0.064 0.064 +0.60D+0.70E+0.60H 0.064 0.064 D Only 0.107 0.107 Lr Only L Only 0.330 0.330 S Only W Only E Only H Only Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: -James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 Nov 2019, 1:17PM File=C:1Usersladmin\DOCUME-1IENERCA-2119-055-Riddle.ec6 . - Wood Beare Software copyright ENERCALC,INC. 1983-2018,Build:10.18.12.30 . 11-LFG, - : [' Miff aLl~fftio, I-trc(aic-G_ �1 Iitomof a(.14g1-JfttrliA!t(-I :(0lUl 1 NLl itc Description : B11 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+ 850.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,600.0 ksi Fc- PrIl 1,400.0 psi Eminbend -xx 580.0 ksi Wood Species :Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade :No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.590 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase L 0.3 L Q.3 L 3 D(0.132) L(0.44) D(0.132) L(0.44) D(0.13 ) L(0.44) t b o v b , b / b ° ( ) (4x10 "� 4x10 4>:10—Z---- �` � 4 Span = 7.250 ft Span = 7.50 ft Span = 7.250 ft 14 .4 il 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.1320, L= 0.440 , Tributary Width = 1.0 ft Point Load : L = 0.30 k @ 3.625 ft Load for Span Number 2 Uniform Load : D = 0.1320, L = 0.440 , Tributary Width = 1.0 ft Point Load : L = 0.30 k@ 3.750ft Load for Span Number 3 Uniform Load : D = 0.1320, L = 0.440., Tributary Width = 1.0 ft Point Load : L= 0.30 k @ 3.625 ft DESIGN SUMMARY _ I I, ,- 1--'' i i Maximum Bending Stress Ratio = 0.71 • ,l Maximum Shear Stress Ratio = 0.593 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 834.63psi fv : Actual = 106.75 psi FB : Allowable = 1,173.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.250ft Location of maximum on span = 6.519ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.045 in Ratio= 1940>=360 Max Upward Transient Deflection -0.002 in Ratio= 41601 >=360 Max Downward Total Deflection 0.057 in Ratio= 1525>=180 Max Upward Total Deflection -0.003 in Ratio= 32705>=180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 1.770 5.048 5.048 1.770 Overall MINimum 1.370 3.920 3.920 1.370 +D+H 0.400 1.128 1.128 0.400 Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. Anacortes,WA 98221 Project ID: 19-055 360.293.9006 Project Descr:RiddleADU jt.schemmer@scgeng.com Title Block Line 6 Printed:15 NOV 2019, 1:17PM File=C:1Usersladmin\DOCUME-11ENERCA-2119-055-Riddle.ec6 . Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. 8 t[4e-Aqi.ot4g l I C�f�f er°r G �Ii h;(et InrE �ILShcal�G.Q -r- L1= Description: B11 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+L+H 1.770 5.048 5.048 1.770 +D+Lr+H 0.400 1.128 1.128 0.400 +D+S+H 0.400 1.128 1.128 0.400 +D+0.750Lr+0.750L+H 1.427 4.068 4.068 1.427 +D-'0.750L+0.750S+H 1.427 4.068 4.068 1.427 +D+0.60W+H 0.400 1.128 1.128 0.400 +D+0.70E+H 0.400 1.128 1.128 0.400 +D+0.750Lr+0.750L+0.450W+H 1.427 4.068 4.068 1.427 +D+0.750L+0.750S+0.450W+H 1.427 4.068 4.068 1.427 +D+0.750L+0.750S+0.5250E+H 1.427 4.068 4.068 1.427 +0.60D+0.60W+0.60H 0.240 0.677 0.677 0.240 +0.60D+0.70E+0.60H 0.240 0.677 0.677 0.240 D Only 0.400 1.128 1.128 0.400 Lr Only L Only 1.370 3.920 3.920 1.370 S Only W Only • E Only H Only Schemmer Consulting Group PLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360,293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 1:19PM General Footing File=C:1Usersladmin\DOCUME-1IENERCA-2119-055-Riddle.ec6 . Software copyright ENERCAL_C,INC. 1983-2018,Build:10.18.12.30 . tf '. f 1;;Cl it, 1'C'. !1-c -a.9PC-».; i� 4 1 friq 64-2,7. i,rJ tt S c !, 5:ty ° c Description : El Code References Calculations per ACl 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information. Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 Icsi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes 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 Setting,: _ Footing base depth below soil surface = ft Min Steel % Bending Reinf. - Allow press. increase per foot of depth = 1.0 ksf Min Allow% Temp Reinf. = 0.00180 when footing base is below = 1 .0 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 when max. length or width is greater than Add Pedestal Wt for Soil Pressure : No = ft Use Pedestal wt for stability, mom &shear : No Dimensions Width parallel to X-X Axis = 2 ft Length parallel to Z-Z Axis = 2 ftC. Footing Thickness = 8 in Pedestal dimensions... y px : parallel to X-X Axis = in q- pz : parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in - i 0 N z w Reinforcing YA" Bars parallel to X-X Axis Number of Bars = 2 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 2 2-A4Bars 2-#4 Bars Reinforcing Bar Size = # 4 _ Bandwidth Distribution Check (ltCl 15.4.4.2) "' �--- � � Direction Requiring Closer Separation n/a X-X Section Locking to+Z # 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 = 1.130 0.0 3.920 0.0 k OB : Overburden = _ ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k j 1 I Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. Anacortes,WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed:15 NOV 2019, 1:19PM General Footing File=C\Usersladmin\DOCUME-11ENERCA-2N9-055-Riddle.ec6j Software copyright ENERCALC,INC 1983-2018,Build:10.1812.30 11 it f,W (-11411* I ir: q-c-c. `I_I4l irrliril I;ff-)1 r'1_MPIla(cz-(e1 01,-) 1N Description: F1 DESIGN SUMMARY 1 Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8511 Soil Bearing 1.359 ksf 1.597 ksf +D+L 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 0.2205 Z Flexure(+X) 0.9535 k-ft/ft 4.324 k-ft/ft +1,20D+1.60L I PASS 0.2205 Z Flexure(-X) 0.9535 k-ft/ft 4.324 k-ft/ft +1.20D+1.60L PASS 0.2205 X Flexure(+Z) 0.9535 k-ft/ft 4.324 k-ft/ft +1.20D+1.60LI PASS 0.2205 X Flexure(-Z) 0.9535 k-ft/ft 4.324 k-ft/ft +1.20D+1.60L PASS 0.2244 1-way Shear(+X) 18.434 psi 82.158 psi +1.20D+1.60L PASS 0,2244 1-way Shear(-X) 18.434 psi 82,158 psi +1,20D+1.60L PASS 0.2244 1-way Shear(+Zj 18.434 psi 82.158 psi +1.20D+1.60L PASS 0.2244 1-way Shear(-Z) 18.434 psi 82.158 psi +1.20D+1.60L PASS 0.4457 2-way Punching 73.229 psi 164.317 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,X Right,+X Ratio X-X,D Only 1.597 n/a 0.0 0.3792 0.3792 n/a n/a 0.238 X-X,+D+L 1.597 n/a 0,0 1.359 1.359 n/a n/a 0.851 X-X,+D+0,750L 1.597 n/a 0.0 1.114 1.114 n/a n/a 0,698 X-X,+0.60D 1.597 n/a 0.0 0.2275 0,2275 n/a n/a 0,143 Z-Z,D Only 1.597 0.0 n/a n/a n/a 0.3792 0.3792 0,238 Z-Z,+D+L 1.597 0.0 n/a n/a n/a 1.359 1.359 0.851 Z-Z,+D+0.750L 1.597 0.0 n/a n/a n/a 1,114 1.114 0.698 Z-Z,+0.60D 1.597 0.0 n/a n/a n/a 0.2275 0.2275 0.143 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in"2 in"2 in"2 k-ft X-X,+1.40D 0.1978 +Z Bottom 0.1728 Min Temp% 0.20 4.324 OK X-X,+1.40D 0.1978 -Z Bottom 0.1728 Min Temp% 0.20 4.324 OK X-X,+1.20D+1.60L 0.9535 +Z Bottom 0.1728 Min Temp% 0.20 4.324 OK X-X,+1.20D+1.60L 0.9535 -Z Bottom 0.1728 Min Temp% 0.20 4.324 OK X-X,+1.20D+0.50L 0.4145 +Z Bottom 0.1728 Min Temp% 0.20 4.324 OK X-X,+1.20D+0.50L 0.4145 -Z Bottom 0.1728 Min Temp% 0.20 4.324 OK X-X,+1.20D 0.1695 +Z Bottom 0.1728 Min Temp% 0.20 4.324 OK X-X,+1.20D 0.1695 -Z Bottom 0.1728 Min Temp% 0.20 4.324 OK X-X,+0.90D 0.1271 +Z Bottom 0.1728 Min Temp% 0.20 4.324 OK X-X,+0.90D 0.1271 -Z Bottom 0.1728 Min Temp% 0.20 4.324 OK Z-Z,+1.40D 0.1978 -X Bottom 0.1728 Min Temp% 0.20 4.324 OK Z-Z,+1.40D 0.1978 +X Bottom 0.1728 Min Temp% 0.20 4.324 OK Z-Z,+1.20D+1.60L 0.9535 -X Bottom 0.1728 Min Temp% 0.20 4.324 OK Z-Z,+1.20D+1.60L 0.9535 +X Bottom 0.1728 Min Temp% 0.20 4.324 OK Z-Z,+1.20D+0.50L 0.4145 -X Bottom 0.1728 Min Temp% 0.20 4.324 OK Z-Z,+1.20D+0.50L 0.4145 +X Bottom 0.1728 Min Temp% 0.20 4.324 OK Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 1:19PM File=C:lUsersladminlDOCUMEE1\ENERCA-2119-055-Riddle.ec6 . General Footing Software copyright ENERCALC,INC. 1983-2018,Build10.18.12.30 . i1_ -1`"1-.R r=C(aitugf li i<<i4aF-oc = ,1�I4{61 rI11El,7_( cif 6�t)i=i'fi'C ,(6.a-§1Ui l°i�l'_-(c. Description : El Footing Flexure Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status Flexure Axis& Load Combination k-ft Surface in"2 in"2 in"2 Ic-ft Z-Z, +1.20D 0.1695 -X Bottom 0.1728 Min Temp % 0.20 4.324 OK Z-Z, +1.20D 0.1695 +X Bottom 0.1728 Min Temp% 0.20 4.324 OK Z-Z, +0.90D 0.1271 -X Bottom 0.1728 Min Temp% 0.20 4.324 OK Z-Z, +0.90D 0.1271 +X Bottom 0.1728 Min Temp% 0.20 4.324 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 3.82 psi 3.82 psi 3.82 psi 3.82 psi 3.82 psi 82.16 psi 0.05 OK +1.20D+1.60L 18.43 psi 18.43 psi 18.43 psi 18.43 psi 18.43 psi 82.16 psi 0.22 OK +1.20D+0.50L 8.01 psi 8.01 psi 8.01 psi 8.01 psi 8.01 psi 82.16 psi 0.10 OK +1.20D 3.28 psi 3.28 psi 3.28 psi 3.28 psi 3.28 psi 82.16 psi 0.04 OK +0.90D 2.46 psi 2.46 psi 2.46 psi 2.46 psi 2.46 psi 82.16 psi 0,03 OK Two-Way"Punching" Shear All units Ic Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 15.19 psi 164.32psi 0.09243 OK +1.20D+1.60L 73.23 psi 164,32psi 0.4457 OK +1.20D+0.50L 31.83 psi 164,32psi 0.1937 OK +1.20D 13.02 psi 164,32psi 0.07922 OK +0.90D 9.76 psi 164.32psi 0.05942 OK Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 1:26PM File=C:1Usersladmin1DOCUME--1IENERCA--2119-055-Riddle.ec6 . Wood Beam Software copyright ENERCALC,INC. 1983-2018,Build:10.18.12.30 . rr _ !' u r� Y o V t) L �i'` . U ° k(c- ti r-y o'L I_([�-1��'--r -�� ��1�-Ill�ll� le:����IA�`�. � 1`�l\C ��1���.�._I-'toi�-i_.- Description : Deck/Stairway 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 + 850.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,600.0 ksi Fc- PrIl 1 ,400.0 psi Eminbend -xx 580.0 ksi Wood Species :Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade :No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.590 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.024) L(, .2) S(0.05) D(0.024) 4.2) S(0.05) V v b / pp P 4x12 4 4x12 Span = 3.50 ft Span = 6.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0240, L= 0.20, S = 0.050 , Tributary 1s1':ath = 1.0 ft Point Load : L = 0.30 k @ 1.750 ft Load for Span Number 2 Uniform Load : D = 0.0240, L= 0.20, S = 0.050 , Tributary ','Vtidth= 1.0 ft Point Load : L= 0.30 k @ 3.250 ft DESIGN SUMMARY ! Ipr __ .' ' Maximum Bending Stress Ratio = 0.186 1 Maximum Shear Stress Ratio = 0.187 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 199.7 2 psi fv: Actual - 33.65 psi FB : Allowable = 1,075.E 5psi Fv : Allowable = 180.00 psi Load Combination +D+L2-H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 3.500ft Span# where maximum occurs = Span# 1 Span# where maximum occurs - Span# 1 Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio= 8528>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.010 in Ratio= 7617>=180 Max Upward Total Deflection -0.001 in Ratio= 50891 >=180 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.206 2.002 0.716 Overall MINimum 0.031 0.337 0.132 +D+H 0.020 0.218 0.085 +D+L+H 0.206 2.002 0.716 +D+Lr+H 0.020 0.218 0.085 +D+S+H 0.051 0.556 0.217 Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave,, Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 1:26PM �� Beam Software =C:1Usersladmin\OOCUME-1\ENERCA-2119-055-Riddle.ec6 . Software copyright ENERCALC, INC. 1983-2018,Build:10.18.12.30 , I [ !."(fi @ol'5�19� 1r[l i1- I l4L-.(c. Description : Deck/Stairway Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750Lr+0,750L+HI 0.159 1.556 0.558 +D+0.750L+0.750S+H 0.182 1.809 0.657 +0+0.60W+H 0.020 0.218 0.085 +D+0.70E+H 0.020 0.218 0.085 +D+0.750Lr+0.750L+0.450W+H 0.159 1.556 0.558 +D+0.750L+0.750S+0.450W+H 0.182 1.809 0.657 +D+0.750L+0.7505+0.5250E+H 0.182 1.809 0.657 +0.60D+0.60W+0,60H 0.012 0.131 0.051 +0.60D+0.70E+0.60H 0.012 0.131 0.051 D Only 0.020 0.218 0.085 Lr Only L Only 0.186 1.784 0.631 S Only 0.031 0.337 0.132 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 1:32PM Pole Footing Embedded in Soil File=C:\UserskadminlDOCUME-11ENERCA--2119-055-Riddle.ec6 , Software copyright ENERCALC, INC. 1983 2018,Build:10.18.12.30 . !Ilk,:II! I Vk9- o 11gP 0, LtcCAjg c(cI;I O'iiicIl_It'( 0:l )1-0 1k!Ce.(-1:7do(Ulp-( fLit_G Description : Stair Footing Code References Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 Gen eral Information Pole Footing Shape Circular Pole Footing Diameter 24.0 in Calculate Min. Depth for Allowable. Pressures No Lateral Restraint at Ground Surface Allow Passive 250.0 pcf Max Passive 1,500.0 pat Controlling Values -Governing Load Combination : +D+0.60W r------ - Lateral Load 0.2322 k - Moment 1.045 k-ft b NO Ground Surface Restraint • Pressures at 1/3 Depth Distributed Load r Soil Surface No lateral r straint Actual 244.522 psf o Allowable 246.263 psf ' r A Minimum Required Depth 3.0 ft Footing Base Area 3.142ft"2 Maximum Soil Pressure 0.4775 ksf 'l:)._!J t _.c;:i,'1:1 Lateral Concentrated Load (k) Lateral Distributed Loads (kit) Vertical Load (k) D : Dead Load k k/ft 0.220 Ic Lr: Roof Live Ic k/ft k L: Live Ic k/ft 1.280 k S : Snow k k/ft 0.340 k W:Wind k 0.0420 k/ft k E : Earthquake k k/ft k H : Lateral Earth Ic k/ft k Load distance above TOP of Load above ground surface ground surface ft 9.0 ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required Pressure at 1/3 Depth Soil Increase Load Combination Loads-(k) Moments-(ft-k) Depth-(ft) Actual-(psf) Allow-(psf) Factor D Only 0.000 0.000 0.13 0.0 0.0 1.000 +D+L 0.000 0.000 0.13 0.0 0.0 1.000 +D+S 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.750L 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.750L+0.750S 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.60W 0.232 1.045 3.00 244.5 246.3 1.000 +D+0.750L+0.450W 0.174 0.784 2.75 219.2 220.8 1.000 +D+0.750L+0.750S+0.450W 0.174 0.784 2.75 219.2 220.8 1.000 +0,60D+0.60W 0.232 1.045 3.00 244.5 246.3 1.000 Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 1:32PM Pole i� i 1 i� Embedded i! i File=C:1UsersladminlDOCUME^1IENERCA-2119-055-Riddle.ec6 . - Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 f_694 :Og 0 I�ir aa'�`C5t c`( ki 610114 (�@4;11lL11I t Description : Stair Footing +0.60D 0.000 0.000 0.13 0.0 0.0 1.000 /64FZ1/ES • it ! t A Aix :: �sit) co #4 . 1014r r-14240(t4 2 4 ° A: l{ys 1 25a6/7) = 5Pbfri � ' 2 x8 iNF fe2 z Ot a( 6 /ct Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. WA 98221 Project ID: 19-055 360.293.9006, Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 1:56PM File=C:1Usersladmin\DOCUME-1\ENERCA-2119-055-Riddle.ec6 . Wood Beam Software copyright ENERCALC,INC.1983-2018, Build:10.18.12.30 . Lic.# KW-06009216 Licensee: SCHEMMER`CONSULTING-GROUP PLLC Description : Upper Rafter 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 + 850.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1 ,600.0 ksi Fc- Prll 1,400.0 psi Eminbend -xx 580.0 ksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.590 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.03) Lr(0.04) S(0.05) $ b b b 2x8 A Span = 11.0 ft 14 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.030, Lr= 0.040, S =0.050 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.843: 1 Maximum Shear Stress Ratio = 0.260 : 1 Section used for this span 2x8 Section used for this span 2x8 fb : Actual = 1,136.88 psi fv : Actual = 55.61 psi FB : Allowable = 1,348.95psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.500ft Location of maximum on span = 10.398ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.217 in Ratio= 607>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.358 in Ratio= 368>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.453 0.453 Overall MINimum 0.275 0.275 +D+H 0.178 0.178 +D+L+H 0.178 0.178 +D+Lr+H 0.398 0.398 +D+S+H 0.453 0.453 +D+0.750Lr+0.750L+H 0.343 0.343 +D+0.750L+0.750S+H 0.384 0.384 +D+0.60W+H 0.178 0.178 +D+0.70E+H 0.178 0.178 +D+0.750Lr+0.750L+0.450W+H 0.343 0.343 Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 1:56PM Wood Beam File=C:lUsersladminlDOCUME-1\ENERCA-2\19-055-Riddle.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . KW-06009216 Description : Upper Rafter Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+0.450W+H 0.384 0.384 +D+0.750L+0.750S+0.5250E+H 0.384 0.384 +0.600+0.60W+0,60H 0.107 0.107 +0,60D+0.70E+0.60H 0.107 0.107 D Only 0.178 0.178 Lr Only 0.220 0.220 L Only S Only 0.275 0.275 W Only E Only H Only Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 1:57PM Wood Beam File=C:1Usersladmin\DOCUME-1\ENERCA-2119-055-Riddle.ec6 . Software copyright ENERCALC,_ INC.1983-2018, Build:10.18.12,30 . ; Licensee S >:, i t ' C O�.!SL.I. .4GIG -OU Lr 'i Lie.:#-: KW-06009216 - ���y r� Description : Lower Rafter 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 + 850.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - 850.0 psi Ebend-xx 1,600.0 ksi Fc- Prll 1,400.0 psi Eminbend -xx 580.0 ksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.590 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.03) Lr(0.04) S(0.05) b b b 2x124 Span = 11.0 ft E • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.030, Lr= 0.040, S = 0.050 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.427: 1 Maximum Shear Stress Ratio = 0.164 : 1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual = 479.47 psi fv : Actual = 34.00 psi FB : Allowable = 1,124.13 psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.500ft Location of maximum on span = 10.077ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.058 in Ratio= 2268>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.097 in Ratio= 1357>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.460 0.460 Overall MINimum 0.275 0.275 +D+H 0.185 0.185 +D+L+H 0.185 0.185 +D+Lr+H 0.405 0.405 +D+S+H 0.460 0.460 +D+0.750Lr+0.750L+H 0.350 0.350 +D+0.750L+0.7505+H 0.391 0.391 +D+0.60W+H 0.185 0.185 +D+0.70E+H 0.185 0.185 +D+0.750Lr+0.750L+0.450W+H 0.350 0.350 Schemmer Consulting Group PLLC Project Title: 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 19-055 360.293.9006 Project Descr:Riddle ADU jt.schemmer@scgeng.com Title Block Line 6 Printed: 15 NOV 2019, 1:57PM Wood Beam File=C,1Users\admin1DOCUMEEIIENERCA-2119-055-Riddle.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . Lic.#•KW-06009216 Licensee : SCHEMER CONSULTING GROUP PLL Description : Lower Rafter Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+0.450W+H 0.391 0.391 +D+0.750L+0.7505+0.5250E+H 0.391 0.391 +0.60D+0.60W+0.60H 0.111 0.111 +0.60D+0.70E+0.60H 0.111 0.111 D Only 0.185 0.185 Lr Only 0.220 0.220 L Only S Only 0.275 0.275 W Only E Only H Only VC y Storm Water Minimum Requirements #2 U ` I ENGINEERING DEPARTMENT � ���� 904 CI' Street Anacortcs,WA 98221 AG', t Nov 1 1 rY OF.ANACORTES FILE COPY Official Use Only: (Information to Inspectors) Required Storm Water Facility and other related requirements: Project •Address: I 1� I rh a'�' Submittal Date: Parcel Number: r 134 z.4-'4 ti I :3F I li Revision Number: Permit Number: Acceptance at COA) fi ' '.. a Reviewer: L. Submittal Checklist: o TAB 1 - Drainage Analysis—Minimum Requirement#2 o APPENDIX 1 - Survey performed by a Professional Land Surveyor o APPENDIX 2- Model Soil Management Plan for BMP T5.13 — O.ciegri, / o APPENDIX 3- Determining Construction Site Sediment Damage Potential (Appendix 7) fit' o APPENDIX 4- Site Plan with all applicable information (Minimum Size 11x17—30 scale) o APPENDIX 5- Documented Site Photos (North, South, East and West) Project Description: (What is it you are looking to do? Provide details regarding, but not limited to, Lot SF, Home SF, New and Replaced Hard Surface) e G+t) ;i'vz_44„ i 2,z„ )c .z-z. ' j Q" 1. ' 6 4-‘'Ar G.a 6 v ' A a i kj' f-lam laiis-A;; 6`j !h ppi--lc;f's (7 ' • P17.49JL c-r '-'-a (..L 1 E'_Pi,Ac...1 Existing Site Conditions Summary: (Additionally, provide information on previous permits, if any, like Grade and Fill, Clear and Grade, topography, vegetation, drainage, Critical Areas adjacent to the site and how it may affect this project if soils are disturbed, Soils Type (Included in Soils Analysis Report), Erosion Problem Areas, Construction Phasing1Sequence) 1"1"�'.. I J {^�1�F Lid11 A...'I-.? i�t.G��"'� � f'.. C,..7 +VLej fa} el W 4k'=I l k 1�� . 53l.r'1 1 eiL+LI/L..+ te_is b c'.6f" (-7 .ro 2`viz.,0›,e,tom - Version Date: December 19, 2018 • tal a Isle 1 .11...aa. Yea s a wP , ""� E. ,* . 4fL tf r ,t IN t : Amt. �,e. t L. k . i s t . �. c4 i C r .y,..w....iE ci f t • 3�Cu.. .. . wn i : ..�. a "' t.: ` _� j t " i • 1 '1' �j, 7 �"" 40) kkiii "*"-sitil:::: ttli re t 4 r... i C 4 , . 4",,g ct, LI i 1444001,640rZ t , , . 4. .. 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PP krt (j'} x CD } TAB 2 (MINIMUM REQUIREMENT#2) • 1-2.5.2 Minimum Requirement#2-Construction Stormwater Pollution Prevention Plan (SWPP) - All projects are required to complete Minimum Requirement 2. - Refer to the 13 Elements of the SWPP (See document below, complete and attach) - See attached Table 4.1.1, Table 4.2.1 and Table - Provide Engineering Calculations as an attachment for Sediment Ponds\Traps, Diversions, Waterways and Runoff/Stormwater Detention Calculations. f 2✓ Glt,c "- THE', ; r c S fit p a-kk, `-, � 5.,'L-F')> VC!y ji Version Date: December 19, 2018 13 Elements of SWPPP (Construction Stormwater Pollution Prevention Plan) Please check off boxes to show that each element has been read and understood. Provide details where applicable and if certain aspects are unnecessary or exempt, clearly justify. Details of the 13 Elements and the correlating BMPs are listed Above from the 2014 Stormwater Management Manual for Western Washington (SWMMWW). A link is provided on the City of Anacortes website, under Planning, Community, & Economic Development Department, as well as under Stormwater on the Engineering Division of Public Work's page. Owner Name: �A-T 0 1 'Rail le.. Site Address: 17 IS '� � `t Prepared By: a N-.>;rt E• ' The Stormwater checklist or building permit determined that: ifrrthe 13 elements must be addressed Li These elements must be addressed for construction activity adding under for construction activity adding 2,000 2,000 sq. ft. of hard surface area. sq. ft. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element, explain the best management practices (BMPs) used or justify reasoning for those that will not be used. If needed, please attach a narrative to further explain plans or justification. ELEMENT 1: Preserve Vegetation/Mark Clearing Limits '" Before beginning land disturbing activities, including clearing and grading, clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area. Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum degree practical. ALL 1� Aksti1AG� V��? r a o J ./1 ea►;�(T%ec�1--0 .�; i.. ,1 N S��t;�-c /U<:� :y✓c�,..� ...::,'�; r�.�' f,:,,._x t 72 ft G G (. `l r7 I �TGj i�'i{_ LL i� L. PAT_ 12,v 2 n i 1ps± k%.A ( p p c'1t' 1 ) . GLca Art wel I--1 vri N.'r 'ro ea. P r .t 1 Nv¢.i•"1/4-1 /? A'' 1 A t›Tfl-t.I.ft-'r"./L> Version Date: December 19, 2018 ELEMENT 2: Establish Construction Access Limit construction vehicle access and exit to one route, if possible. tl Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BMPs, to minimize tracking onto roads. I Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. t '' If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more frequently as necessary (ex: wet weather). Remove sediment from roads by shoveling, sweeping, or pick up and transport the sediment to a controlled sediment disposal area. Conduct street washing only after sediment is removed in accordance with the above bullet. I.I Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. ca t'LA--u 144, r c 16;) • EyC.-v Co+L l-(1-0 -{.•1"Z? Cz-- " C!: 'z+.t- i it;L 1-, '!�_ <7=4..E i,'a c1 Ac-Q,en... 12 ��Lt Art l_�{ ! / i 4-c"t k i Pz t r ?J DL' c� [n C`-2�,t ?72?-e+t-c-I" Oki Ae', it) city t , ELEMENT 3: Control Flow Rates i I Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site. I Where necessary to comply with the bullet above, construct stormwater retention or detention facilities as one of the first steps in grading. Assure that detention facilities function properly before constructing site improvement (e.g. impervious surfaces). I] If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. Ci '7i t� t�v4'1 gin:ei r -►�' T ';1 v e•.� Cad;Ttr/'F'i D R✓ Version Date: December 19, 2018 ELEMENT 4: Install Sediment Controls I:I Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. I I Construct sediment control BMPs (sediment ponds, traps, filters, etc.) as one of the first steps in grading. These BMPs shall be functional before other land disturbing activities take place. I I Minimize sediment discharges from the site. The design, installation and maintenance of erosion and sediment controls must address factors such as the amount, frequency, intensity and duration of precipitation, the nature of resulting stormwater runoff, and soil characteristics, including the range of soil particle sizes expected to be present on the site. i_1 Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard in Element#3, bullet#1. L.1 Locate BMPs intended to trap sediment on-site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. Li Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. 11 Where feasible, design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column. Lj P-k'C>t (.4 Ff �1Zi:ft �' le; CC, 1. .ekit,J .. _ / C-12- ti ktir P p i t t�t ;6;ii� it G- .' 2.3 3) 1 ELEMENT 5: Stabilize Soils i I Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to: temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics and matting, soil application of polyacrylamide (PAM), the early application of gravel base early on areas to be paved, and dust control. [I Control stormwater volume and velocity within the site to minimize soil erosion. I Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. I I Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion. o During the dry season (May 1 —Sept 30): 7 days o During the wet season (Oct 1 —Apr 30): 2 days I Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. I:I Stabilize soil stockpiles from erosion, protect with sediment trapping measures, and where possible, be Version Date: December 19, 2018 located away from storm drain inlets, waterways, and drainage channels. I_l Minimize the amount of soil exposed during construction activity. [:I Minimize the disturbance of steep slopes. I I Minimize soil compaction and, unless infeasible, preserve topsoil. $1-16- i Z Tice ''"-LL INA[ /a fi <V— rt)t) N 1l 4>Ad iti `;TA-It. a--'P tr rt a ,A,6. t vi K k, ( 0 in P 'i 2.j 54 ✓-4--S TV i`3 1-►2,�«,,`"` 'c�fj`1 ti'=.1) e." 4; t 1 lip . y: wL 4, iZ ri-g- S re,( _Pit.-L'-`a / S T A-4 i t_.i 3 i,u i.fl# P 1-267 13wt V C. - 11- 3) ELEMENT 6: Protect Slopes I Design and construct cut-and-fill slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces (Ex: track walking). I I Divert off-site stormwater (run-on) or ground water away from slopes and disturbed areas with interceptor dikes, pipes, and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. I At the top of slopes, collect drainage in pipe slop drains or protected channels to prevent erosion. o *Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10- minute time step from a Type 1A, 10-year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted/indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWHM) to predict flows, bare soil areas should be modeled as "landscaped" area. o Where 15-minute time steps are available in an approved continuous runoff model, they may be used directly without a correction factor. CI Place excavated material on the uphill side of trenches, consistent with safety and space considerations. r7 Place check dams at regular intervals within constructed channels that are cut down a slope. I Consider soil types and its potential for erosion. I Stabilize soils on slopes, as specified in Element 5. I] BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. N/A 1-t--t 1.5 s c'i r i L- v 1... ��: ,t LI 0 1T.��la m Version Date: December 19, 2018 ELEMENT 7: Protect Drain Inlets I I Protect all storm drain inlets made operable during construction so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. I Clean or remove and replace inlet protection devices when sediment has filled one-third of the available storage (unless a different standard is specified by the product manufacturer). ❑ Where possible, protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. II Keep all approach roads clean. Do not allow sediment and street wash water to enter storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. I:I Inlets should be inspected weekly at a minimum and daily during storm events. tk%f 4 rii`t2 12. sk 2 L 0 ba_ t/s p N U (e_-i I _- 1 1-141: ex) r-zisA2____.4 ; 1 rr ELEMENT 8: Stabilize Channels and Outlets I i Design, construct, and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: o *Channels must handle same peak volumetric flow rate as temporary pipe slope drains listed in Element 6, above. Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches at the outlets of all conveyance systems. I-I The best method for stabilizing channels is to completely line the channel with a blanket product first, then add check dams as necessary to function as an anchor and to slow the flow of water. 1'J/ r t '1,L- n. 61.7- i3r 12-rr.e� P . Version Date: December 19, 2018 ELEMENT 9: Control Pollutants r] Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants. II Handle and dispose of all pollutants, including waste materials and demolition debris that occur on-site in a manner that does not cause contamination of stormwater. CI Provide cover, containment, and protection from vandalism for all chemicals, liquid products, petroleum products, and other materials that have the potential to pose a threat to human health or the environment. On-site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110% of the volume contained in the largest tank within the containment structure. Double-walled tanks do not require additional secondary containment. I i Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents discharge to surface water, such as closed-loop recirculation or upland land application, or to the sanitary sewer, with local sewer district approval. Wheel wash or tire bath wastewater should not include wastewater from concrete washout areas. ( I Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers' label requirements for application rates and procedures. I Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources. The sources for this contamination include, but are not limited to: bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, dewatering concrete vaults, concrete pumping, and mixer washout waters. Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. CI Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas only. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets, or streams. Do not dump excess concrete on site, except in designated concrete washout areas. Concrete spillage or concrete discharge to surface waters of the State is prohibited. Do not use upland land applications for discharging wastewater from concrete washout areas. ( I Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. I I Woody debris may be chopped and spread on site. I I Conduct oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff using spill prevention measures, such as drip pans. I I Clean contaminated surfaces immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. C �LP%fkC3Lc iZJ p ti2e: c."-0 L,� f- f 4:2c "1 h1;.-�'_- .N / i 1 1.4.;tLL i3 t 174' L' r tr ct> Gam �a t Version Date: December 19, 2018 ELEMENT 10: Control De-Watering I_J Discharge foundation, vault, and trench dewatering water, which have characteristics similar to stormwater runoff at the site, into a controlled conveyance system before discharge to a sediment trap or sediment pond. i:l Discharge clean, non-turbid de-watering water, such as well-point ground water, to systems tributary to, or directly into surface waters of the State, as specified in Element 8, provided the de-watering flow does not cause erosion or flooding of receiving waters or interfere with the operation of the system. Do not route clean dewatering water through stormwater sediment ponds. Note that"surface waters of the State" may exist on a construction site as well as off site; for example, a creek running through a site. I i Handle highly turbid or contaminated dewatering water separately from stormwater. Other treatment or disposal options may include: 1. Infiltration 2. Transport off-site in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters. 3. Ecology-approved on-site chemical treatment or other suitable treatment technologies. 4. Sanitary or combined sewer discharge with local sewer district approval, if there is no other option. 5. Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. I i Construction equipment operation, clamshell digging, concrete tremie pour, or work inside a cofferdam can create highly turbid or contaminated dewatering water. Discharging sediment-laden (muddy) water into waters of the State likely constitutes a violation of water quality standards for turbidity. The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. tt/IX. ELEMENT 11: Maintain BMPs I I Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. I I Remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed. Some temporary erosion and sediment Version Date: December 19, 2018 control BMPs are bio-degradable and designed to remain in place following construction such as compost socks. I I Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction. All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the BMPs during construction, it shall be removed and the facility shall be returned to the conditions specified in the construction documents. :i Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. A-L. 1 4?i vLt (7 ' r? %13 i= vvt 1 e- -cr.,- r N c .1,> v,? a-) Y cJt C 04-p'—i PA-) -$G,0) (e-( - 14(27- ELEMENT 12: Manage the Project— Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead (CESCL) for site inspections. Projects subject to Minimum Requirements 1-5 do not require the inspector to be certified. By the initiation of construction, the SWPPP must identify the CESCL or inspector, who shall be present on-site or on-call at ail times. I I Phase development projects to the maximum degree practicable and take into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the site during construction. LI Inspection and monitoring— Inspect, maintain, and repair all BMPs as needed to assure continued performance of their intended function. CI Maintain, update, and implement the SWPPP. i Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan (e.g., subdivision approval). I I From Oct 1 through Apr 30, clearing, grading, and other soil disturbing activities is permitted only if shown that the site operator will prevent silt-laden runoff from leaving the site through a combination of the following: 1. Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters. 2. Limit activities and the extent of disturbed areas. 3. Proposed erosion and sediment control measures. Weather conditions can influence the seasonal limitation on site disturbance. The City of Anacortes has the authority to take enforcement action per AMC 19.76 Stormwater. I I The following activities are exempt from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sediment control BMPs; 2. Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil 3. Activities where there is 100% infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. Version Date: December 19, 2018 4-L4., Piyri p Oki_ f `r Pk G, 7f_l.> M 4-) A.:'T+9`, "hG VC;4-tJ4-fZt,.t 7")2_. T21tt?. i 'Tf)-A-e y" P r i� ELEMENT 13: Protect Low Impact Development BMPS [ I If implementing any bioretention facilities or rain gardens, refer to the applicable BMP sections of the Manual for requirements. 1 )r „At, ' °- I ► 1 S - )9 Applicant Signature Date Version Date: December 19, 2018 Construction Some Sediment `frarnsptrt Potential! Worf° kshent A . Existing slope of site ( average , weighted by aerial extent) : Points 2 % or less . . . 0 > 2 - 5 O/0 • . . v . . v n n n n n o n o n o v n v n e v v a v v v v v . s . • e a • . n o v v v n • v o v s e . • . . • . • • • v • . s v o • • . v e . v . • . e v v v v a . • v . n a n n 5 > 5 — 10 % e n n n n e n . n n n n n n . . n n n n n n n n n n n n n n n n . n n • n n n n n n n n . n n n n n n n n n n n n n n n . n n n n n n n n n n n n n n n n n n n n n . . n o . . • . 15 > 1 0 1 5 "C • . . fi r m . . n n . . . . . . n n . . 6 . n v n n u n n . n n v . n n . . n n n n . . • . n . n n n . . n n n . . v . n n n n n n n o n n o n o . n n n n . . . n . n . n . • 3 0 > 1 5 O/O o v o v o o e v v v v n v o n v n v v o v v v o v n v n v n . o v n e . n o n . n o n n n n n . Y o n g . u . n . n o n u v n n n a n n n n . n . n . n n . n n n n n . n n n n . n . e • 5 0 B . Site Area to be cleared and /or . railed : > 5 , 000 sq . ft n n n n n n n n e . • n . . . n n . . n . n n n n n n . n . n n n n n n n n n n n n n n n n n n n n n n n n n n n n n n n n n . n n n n n n n n . n n n n n n . . . . 0 5 , 000 sq . ft . — 1 acre . non . . nnnnnnnnnnoonnnnnnnnnnnnnnnnnnnnononnnnnnnnnnnnn . nnnnn . nnonno • . 30 > 1 acres e . . . n • nonnevvv . vn . non . . novnnnnvnnovnnonnnnvnnnnDonnnnnnvonnvnonvnnnnvnnnnnnnnnnnnnnnnn . 50 C . Quantity of cut and/or fill on site : < 500 cubic yards . n . . . . . . . . . ee . . e . nnnnnnnnnn . . . . nn . nnnnnnnnnneennnnnnnnn . nnnnnnnnnnnnnnn . . .;- : i I 500 — 5 , 000 cubic yards . . nnnnnn . . . . . . . . . . . . . . . . . nnnnnnnnnononnnnnnnnnnnnnnnnnnnnnnnnvv . . . . 5 > 5 , 000 — 10 , 00o cubic yards . . • vnnnnn n . . on nnvonnvv . ov . v none v no v nun uv ov eon lion nn . nnnnv . 10 > 10 , 000 — 20 , 000 cubic yards 25 > 20 , 000 cubic yards 40 D . Runoff potential of predominant soils ( Natural Resources Conservation Service ) : Hydrologic soil group A . nn . . n . . . . . . . . . . . nonbunn . . . . . . . n . . . . . n . . n . nnnn . . . n . . . . . . no . nn . nnn . . 0 Hydrologicsoil group B . . n . . n . . . . . . . . . . . onorm . nnnnnnononnn . . . . . . . . . . en . nonnnnnnnnn 10 Hydrologicsoil group Cen . . . . . . . nn . . . nn • . nnnnnnnnnnnnnnoon • n . n . nnennnnnnnnnnoonnnnn . nn 20 Hydrologic soil group D 40 E . Erosion Potential of predominant soils ( Unified Classification System ) : GW , GP , SW , SP soils Dual classifications ( GW-GM , GP -GM , GW - GC , .� GP -GC , SW - SM , SW -SC , SP - SM , SP - SC ) 10 GM , GC , SM , SC soils 20 ML , CL , MH , CH soils 40 F . Surface or Groundwater entering site identified and intercepted 1 : Yes 0 , No 25) itt G . Depth of cut or height of fill > 10 feet : Yes 25 No 0 /0 H . Clearing and grading will occur in the wet season ( October 1 — May 1 ) : Ye 50 No 0 TO AL ? CATS 1 If no surface or groundwater enters site , give 0 points . #1 TAB 5 (MINIMUM REQUIREMENT#5) P(! e� • Minimum Requirement#5—On-site Stormwater Management All sites are required to utilize BMP T5.13 — Post Construction Soil Quality and Depth. For each surface, consider the BMP's in the order listed for that type of surface. Use the first BMP that is considered feasible. No other on-site Stormwater Management BMP is necessary for that surface. Feasiblity shall be determined by evaluation against: 1. Design criteria, limitations and infeasiblity criteria identified for each BMP in this manual, and; 2. Competing needs criteria listed in Chapter V-5—On-site Stormwater Management. Lawn and Landscaped Area: • BMP T5.13: Post-Construction Soil Quality and Depth. (Attach Detail in Report) Refer to this site for requirements and specifications. All projects are required to utilize this BMP. http://www.soilsforsalmon.orq/pdf/Soil BMP Manual.pdf See below for the "Model Soil Management Plan for BMP T5.13" to be submitted with Drainage Report and Application Material. Version Date: December 19, 2018 PROJECT INFORMATION "Model Soil Management Plan for BMP T5.13" age # of pages Complete all information on page 1; only site address and permit number on additional pages. Site Address / Lot No.: Permit Type: Permit Number: Permit Holder: Phone: Mailing Address: Contact Person: Phone: Plan Prepared By: ATTACHMENTS REQUIRED (Check off required items that are attached to this plan) Site Plan showing, to scale: Areas of undisturbed native vegetation (no amendment required) New planting beds and turf areas (amendment required) Type of soil improvement proposed for each area Soil test results (required if proposing custom amendment rates) Product test results for proposed amendments AREA # (should match Area # on Site Plan) PLANTING TYPE Turf Undisturbed native vegetation Planting Beds Other: SQUARE FOOTAGE OF THIS AREA: square feet SCARIFICATION inches (depth) of scarification needed to achieve finished total 12" loosened depth. Subsoil will be scarified PRE-APPROVED inches of compost or imported topsoil applied AMENDMENT METHOD: X 3.1 (conversion factor, inches to cubic yards) PRODUCT: Topsoil import = cu. yards per 1,000 sq. ft. Amend with compost X ,000s sq.ft. in this area Stockpile and amend = cubic yards of amendment -* -* — — QUANTITY: CU. YDS. ( cu. yds. stockpiled) (needed to cover this area to designated depth) CUSTOM AMENDMENT Attach test results and calculations. Topsoil import inches organic matter or topsoil import PRODUCT: Topsoil & compost lift X 3.1 Amend = cu. yards / 1,000 sq. ft. Stockpile and amend X ,000s sq.ft. in this area ( cu. yds. stockpiled) = cubic yards of amendment - > - > - > —+ QUANTITY: CU. YDS. MULCH ,000 sq.ft. PRODUCT: X 6.2 (conversion, to give 2 inch mulch depth) = cubic yards of mulch -+ - --> -> -> -> QUANTITY: CU. YDS. TOTAL AMENDMENT/TOPSOIL/MULCH FOR ALL AREAS (complete on page 1 only, totaling all areas/pages in this Plan) I ❑ Product #1: ❑ Quantity: cu. yds. Version Date: December 19, 2018 ❑ Test Results: % organic matter C:N ratio <25:1 (except mulch, or <35:1 for native plants) "stable" (yes/no) ❑ Product #2: ❑ Quantity: cu. yds. ❑ Test Results: % organic matter C:N ratio <25:1 (except mulch, or <35:1 for native plants) "stable" (yes/no) ❑ Product #3: ❑ Quantity: cu. yds. D Test Results: % organic matter C:N ratio <25:1 (except mulch, or <35:1 for native plants) "stable" (yes/no) Date: Inspector: Approved: Revisions Required: Date: Inspector: Approved: Revisions Required: APPENDIXI — Survey performed by a Professional Land Surveyor Version Date: December 19, 2018