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BLD2017-0418E MO�� CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 ��c. 1890 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 04/09/2018 Permit #: BLD20170418 Expiration Date: -0,440,72 0 19 Project Address: 23325 92ND AVE W, EDMONDS Parcel No: 005553001005-08 q h*4c RAYMOND R & CHERIE L WEBER RAYMOND R & CHERIE L WEBER PROPERTY OWNER EXEMPTION 24323 CEDAR WAY 24323 CEDAR WAY MOUNTLAKE TERRACE, WA 98043-5834 MOUNTLAKE TERRACE, WA 98043-5834 (206)769-3860 (206)769-3860 LICENSE #: EXP: NEW SINGLE FAMILY RESIDENCE PLUMBING/MECHANICALINCLUDED VALUATION: $424,294 PERMIT TYPE: Residential PERMIT GROUP: 64 - Single Family Residence New GRADING: Y CYDS: 410 TYPE OF CONSTRUCTION:, RETAINING WALL ROCKERY: OCCUPANT GROUP: OCCUPANT LOAD: FENCE: ( 0 X 0 FT.) CODE: 2015 OTHER: ------- OT14ER DESC: ZONE: RS-8 NUMBER OF STORIES: 0 VESTED DATE: NUMBER OF DWELLING UNITS: 1 LOT 9: E-\ISTING AREA BASEMENT: 0 IST FLOOR: 0 2ND FLOOR: 0 PROPOSH) IBASEMENT: 0 1ST FLOOR: 1636 2ND FLOOR: 1827 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 13RD FLOOR: 0 GARAGE: 766 DECK: 0 OTHER: 0 BEDROOMS:0 BATHROOMS:O BEDROOMS:4 BATHROOMS:3 REQUIRED: N 7.5 PROPOSED: 7.5 REQUIRED: W 7.5 PROPOSED: 19 REQUIRED: E 7.5 PROPOSED: 7.5 HEIGHT ALLOWED:O PROPOSED:O I REQUIRED: S 7.5 PROPOSED: 53 SETBACK NOTES: PLN20170007 - lot line adjustment 9' to east wall, 7.5' to bump outs < 30„ I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. Signature Date Date ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF = FIRE = APPLICANT = ASSESSOR azCrJry STATUS: ISSUED BLD20170418 CONDITIONS • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. • Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits ofECC Chapter 5.30 only during the hours of 7:00amto 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this pen -nit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. INSPECTIONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) TO SCHEDULE INSPECTIONS BUILDING ENGINEERING (425) 771-0220 EXT. 1326 1. Go to: www.edmondswa.gov Building Department Inspections 2. Then: Services are now scheduled online. If you FIRE (425) 775-7720 3. Then: Permits/Development have difficulties, please call the 4. Then: Online Permit Info Building Department front desk for PUBLIC WORKS (425) 771-0235 5: If you don't have one already, create a assistance during office hours. login (upper right hand comer) (425) 771-0220 RECYCLING (425) 275-4801 6: Schedule your inspection When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon. • E-Eros ion ControUMobilization • E StormTightline • E-Stone Connect to Stub • E Footing Drain Connection • E-Water Service Line • E-Engineering Final • B-Preconstruction meeting • B-Setbacks • B-Footings • B-Foundation Wall • B-Foundation Drainage • B-Isolated Footings/Piers • B-Slab Insulation 0 • B-Plumb Ground Work • B-Plumb Rough In • B-Gas Test/Pipe • B-Mechanical Rough In • B-Roof Sheathing • B-Window Flashing • B-Shear Nailing • B-Height Verification • B-Framing • B-WallInsulation/Caulk • B-Insulation/Energy • B-SheetrockNail • B-Building Final i fp DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION Fst 1 90 121 5 h Avenue N, Edmonds, WA 98020 City of Edmonds Phone 425.771.0220 4 Fax 425.771.0221 PLEASE REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS PR S3C Dc%) �(Sa ES v� wte #: Ci te, ip) � 19k2v Parcel 1� O—er _1�73 a 01 oo a F Subdivision/Lot #:� / 11 � tjv�r er��lGt� /mod Project Valuation: $ `.-� C00. A p dv e APPLICANT: n 6� e / �� PhoneO:1 7� a 3 9 6 D Fax: Address (Stye t, Ci te, Zi ): /b�.� '� �(e 9E-Mail 9420 Address: PROPERTY OWNER: �tl�h C Phone: Fax: Address (Street, City, State, Zip):5 r 7�l VA G E-Mail Address: LENDING AGENCY: Phone: Fax: Address (Street, City, State, Zip): E-Mail Address: CONTRACTOR:* • , Phone: Fax: Address (Street, City, State, Zip): E-Mail Address: *Contractor must have a valid City of Edmonds business license prior to doing work in the City. Contact the City Clerk's Office at 425.775.2525 WA State License #/Exp. Date: City Business License #/Exp. Date: DETAIL THE SCOPE OF WORK: JqGll d QhG — 51,A 5' le_ 1 GtAh r V �-i�tt se PROPOSED NEWSQUARE FOOTAGE FOR THIS PROJECT: Basement: -!J— s . ft. Select Basement Type: Finished LJ Unfinished LJ V Floor: s . ft. Garage/Carport: s . ft. 2 nd Floor: s . ft. Deck/Cvrd Porch/Patio:- -sq. ft. Bedrooms # Full-3/4 Bath # Half -Bath # i — Other: s . ft. Fire Sprinklers: Yes LJ K064 I Retaining Wall: Yes R1 No LJ Grading: Cut _3.�_O_cu. yds. Fill cu.yds. I Cut/Fill in Critical Area: Yes LJ No I declare under penalty of pedury laws that the information I have provided on this form/application is true, correct and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Edmonds. Print Name: L Ot _ pA Owner Agent/Other ❑ (specify): Signature: Date:: tLe FORM A LABuilding New Folder 2010\DONE & x-ferred to L Building -New drive\Fonn A2014.docx Updated: 1/17/2014 OF E D,1T O DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION FORM A Ast 1 qo 121 5 h Avenue N, Edmonds, WA 98020 City of Edmonds Phone 425.771.0220 2 Fax 425.771.0221 Equipment Type Appliance/Equipment Information (new and relocated) Total # Furnace Gas # Elec # Other: #_ BTUs: <100k >100k_ Location(s) 40Li^eA G Air Handler / VAV (circle selected) Gas #_Elec #_Other: #_CFM: <10k_ >10k Locations) AC / Compressor / Boiler / Heat Pump / Gas #_Elec # Other: # BTUs: <100k, 100k-500k, 500k-1Mi1 Roof Top Unit HP: <3, 3-15, 15-30 Location(s) (circle selected) -�-- Hydronic Heating Gas #_Elec #---In-Floor _Wall Radiant_ Boiler BTUs: Location T{-- Exhaust Fans (single Bath # -3 Kitchen #Laundry # — Other: # duct) Fireplace Gas #_Elec # Other: # Location(s) Dryer Duct Appliance Type Appliance/Equipment Information (new and relocated) Total # AC Unit BTUs: Location(s): Furnace BTUs: _ 0 Location(s): Water Heater BTUs: Y.2 Location(s): 1 t Boiler BTUs: Location(s): Other: BTUs: Location(s): Fireplace/Insert BTUs: Location(s): Stove/Range/Oven Dryer Outdoor BBQ TOTAL OUTLETS Fixture Type (new and relocated)777 ixture Type (new and relocated) Total # Water Closet (Toilet) duction Valve/Pressure Regulator 1 Sink (kitchen, laundry, lavatory, bar, eye wash, etc.) Water Service Line / Tub/Shower 3 Drinking Fountain Dishwasher Clothes Washer Hose Bib Backflow Prevention Device (e.g. RBPA, ncnA, AVB) Water Heater Tankless? Yes No / Hydronic Heat in: Floor Wall Floor Drain/Floor Sink Other: Refrigerator water supply (for water/ice dispenser) Other: FORM A LABuilding New Folder 2010\DONE & x-(erred to L Building -New driveTorm A2014.docx Updated: 1/17/2014 EXEMPTION FROM CONTRACTOR REGISTRATION VERIFICATION FORM D The undersigned property owner or authorized person as described below, has applied for a building permit from the City of Edmonds and claims that he/she/it is exempt from providing contractor registration in accordance with the provisions of RCW 18.27. The property owner or authorized person, by their signature below, hereby verifies to the City of Edmonds that: ❑ Value of work under $500.00. The aggregate contract price of labor and materials and all other items required for the project is less than $500.00 and is not part of a larger operation to be undertaken on the property. This exemption does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that lie/she is a contractor, or that he/she is qualified to engage in the business of contractor. RCW 18.27.090(9). Owner who contracts for a project. A property owner contracting with registered contractors for the project, and who him/herself is not performing any activity of a contractor for the purpose of leasing or selling improved property that he/she has owned for less than twelve months. RCW 18.27.090(11). ❑ Work performed personally on own. property. Anyone personally working on property he/she owns, or at which he/she resides, as long as the property owner, or resident, does not perform any activity of a contractor on his/her property for the purpose of selling, demolishing, or leasing the property. RCW 18.27.090(12). ❑ Use of own employees. Property owner using him/herself or his/her own employees to perform maintenance, repair, and. alteration work in or upon his/her own property. RCW 18.27.090(13). ❑ Licensed Architect, engineer, electrician or plumber. All work performed under this permit will be performed by an architect, civil or professional engineer, certified electrician or certified plumber operating within the scope of his/her certification. RCW 18.72.090(14). ❑. Other. Specify which provision of RCW 18.27.090 applies: THE UNDERSIGNED PROPERTY OWNER OR AUTHORIZED PERSON HEREBY VERIFIES THAT ALL INFORMATION PROVIDED ON THIS FORM IS TRUE AND ACCURATE TO THE BEST OF HIS OR HER KNOWLEDGE AND ACKNOWLEDGES THAT IF ANY OF THE INFORMATION PROVIDED ON THIS FORM IS FALSE HE OR SHE UNDERSTANDS THAT THE BUILDING PERMIT WILL BE DANIEDIATELY REVOKED AND ALL FEES PAID FORFEITED. DATED this l day of n , 20ts PROPERTY OWNER/AUTHORIZED PER N, i ture 0 N C� �PMName LATEMP\BUILDING\HANDOUTS REVISED IN 2009\PREVIOUS HANDOUTS\FORMS\CONTRACTOR EXEMPTION FORM D.DOCREVISED 7/07 g A4 LLca 4 '�14/ 11 CITY OF EDMONDS 121 5th AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • fax (425) 771-0221 www.edmondswa.gov DEVELOPMENT SERVICES DEPARTMENT Inc. 18g0 April 4, 2017 MEMO TO: Edmonds School District Verizon Northwest SNOCOM Police and Fire Dispatch SNOPAC Snohomish County E911 U.S. Post Office Snohomish County Assessor's Office Snohomish County Information Services Snohomish County P.U.D. Puget Sound Energy Fire District 1 Edmonds Police Department Edmonds Utility Billing Edmonds Public Works Edmonds Building/Street File Edmonds Address Files Lynnwood Disposal Comcast Cable Waste Management Northwest Allied Waste A new address has been added to the Edmonds Address System: Parcel Number: 00555300100508 New Address: 23325 92od Ave W Please see attached map. DAVE EARLING MAYOR If you have any questions regarding this letter, please contact a City of Edmonds Permit Coordinator at 425-771-0220. Please contact our office if you wish to be removed from future address change notifications Thank you, �6, Linda Thornquist Senior Permit Coordinator City of Edmonds 425-771-0220 • Incorporated August 11, 1890 • Sister City - Hekinan, Japan CityofEdmonds., Map Title 0055 5:3DC) 100 23227 ;23224 0000 �•2 3221 `I ,o N N rn 23226 N ~1 00 w 23222 -- -- ---- - - --- -- o :` - 23229 23328 2,3,3�^ 1 23232 I 23306`�(G)` - - I 23309 ,890 O .O' 0 [ w N, 1 ` C�IQE� r , a 9.209. --- 23 26rq `� --"---- -- M ^; �1�1 ' 9208 `Oo p o IN N f! ♦��+ o 233 rnr,4 2340 N r 2340. . 23406 � 2-3_.408 , 23411 (C) 234 23414 : ' ' 23417 23415 2341 23422: ja 23423 m o t 23.41 23425 D N o M �--"- 23430 23429 ' N ' 23-431 1-.2,257 O 0 94.04 188.1 Feet This map is a user generated static output from an Internet mapping site and is I reference only. Data layers that appear on this map may or may not be accura WGS_7984_Web Mercator Auxiliary_Sphere current, or otherwise reliab © City of Edmonds THIS MAP IS NOT TO 8E USED FOR DESIGN OR CONSTRUCTIC MNdaMl,t Amoiid, A� -?�•f�' SF�1b o•... tiiin" 'in'G0P-rwi Legend ge,,n/d I `j w ( �/V r W ✓�D 23-�)Z'5 9 2� AVI- Notes puce o 7 S 6vE l�c1cQAR SS 13Do K Page 1 of 2 SnohomishOnline GaVOTnment Information & Services County4* Washington Property Account Summary 4ew 61-�e MC�' ;42-3-37,2 15 9 21"> AVE 1�1i Parcel Number 100555300100508 1 Property Address JEDMONDS, SNOHOMISH COUNTY, WA 98020 Parties - For chan es use 'Other PropertyData' menu Role Percent Name Mailing Address Taxpayer 100 WEBER RAYMOND R & CHERIE L 24323 CEDAR WAY, MOUNTLAKE TERRACE, WA 98043-5834 United States Owner 100 WEBER RAYMOND R & CHERIE L 24323 CEDAR WAY, MOUNTLAKE TERRACE, WA 98043-5834 United States General Information Property Description Section 31 Township 27 Range 04 Quarter NW RIDGE ACRES BLK 001 D-08 - LOT 3 CITY OF EDMONDS SHORT PLAT S-2006-152 AFN 200807035223 BEING A PTN TRACTS 5 & 6 SD PLAT Property Category Land and Improvements Status Active, Locally Assessed Tax Code Area 100229 Property Characteristics Use Code 910 Undeveloped (Vacant) Land Unit of Measure Acre(s) Size (gross) 0.19 Related Properties No Values Found Active Exemptions No Exemptions Found No Taxes Owed at this Time. No Charges are currently due. No Charge Amounts can be reported because no taxes are due for the year this application is processing. No Charge Amounts are due for this property. If you believe this is incorrect, please contact a Property Support Specialist. Statement of Payable/Paid For Tax Year: 12017 Distribution of Current Taxes District Rate Amount CENTRAL PUGET SOUND REGIONAL TRANSIT AUT 0.25 34.90 CITY OF EDMONDS 1.74 242.22 EDMONDS SCHOOL DISTRICT NO 15 4.78 667.64 PUB HOSP #2 0.08 11.73 SNO-ISLE INTERCOUNTY RURAL LIBRARY 0.42 57.99 SNOHOMISH COUNTY-CNT 0.88 122.73 STATE 2.03 283.05 SNOHOMISH CONSERVATION DISTRICT 1 5.01 https://www.snoco.org/proptaxl(gxgercbuvdbackrxtphOh4zy)/search.aspx?parcel number=O... 4/4/2017 Page 2 of 2 Developed by Manatron, Inc. @2005-2010 All rights reserved. Version 1.0.5211.18540 https://www. snoco.org/proptaxl(gxgercbuvdbackrxtphOh4zy)/search.aspx?pareel_number=O... 4/4/2017 .A z REED & ASSOCIATES, PS Civil & Structural Engineering 19626 76th Ave. W. #A, Lynnwood, WA 98036 Office (425)778-2793 wer(§ reed -assoc.com L-D2bIi©+cs� STRUCTURAL CALCULATIONS FOR: Ray Weber c7y ONY Edmonds, Wa Res. (3463) Lateral & Ret-Walls Design of a (2)-story SFR NOT VALID WITHOUT A WET SIGNATURE �' �1 WENDELL E. REED-, PE, CBO RECEEVED MAR 2"" 217 DEVELOPMENT SERVICES COUNTER 2015 IBC JOB # 17-112 Date Eng # Desc. Lateral Analysis IBC 2015 R&A Job #: 17-112 Description: Edmonds, Wa Res. (3463) Engineer: WER Governing Code: 2015 International Building Code all references in right margin are 2015 IBC unless specifically noted otherwise. [Page numbers] 1603.1 General Design Criteria [3531 Roof Walls Floors Snow Partitions Live Load (psf) 25 1 40 25 Dead Load (psf) 15 10 1 10 0 10 1603.1.4 Wind Design Criteria [3541 1. Nominal/Ultimate Wind Speed Vasdivult 85/110 mph F 1609.3(3) [3721 2. Risk Category 11 1.00 ASCE 7-10 T 6-1 [77] 3. Wind Exposure Category "B" 1609.4 [373] 4. Internal Pressure Coefficient +/- 55 ASCE 7-10 F 26.11-1 [258] 5. Components and Cladding design pressure +/- 16 psf 4SCE 7-10 30.2.2 [316] 1603.1.5 Seismic Design Data [3541 1. Seismic Importance Factor 2. Short Period Acceleration 2. 1-Second Accelleration 3. Site Class 4. Spectral ,response coefficient 4. Spectral response coefficient 5. Seismic Design Category 6. Seis. Force Resisting System 7. Design Base Shear 8. Seismic Response Coefficient 9. Response Modification Factor 10. Analysis Procedure 11. Risk Category Table of Contents le 1.00 ASCE 7-10 T 1.5-2 [5] Ss 1.25 USGS Seismic Design Map Online S, 0.4 USGS Seismic Design Map Online D ASCE 7-10 T 20.3-1 [204] SDS 0.83 EQ 16-39 (387] SDI 0.43 EQ 16-40 (387] D T1613.3.5(1) and (2) [398] A.15. ASCE 7-10 T 12.2-1 (731 9130 Ibs CS 0.13 R 6.5 Equivalent Lateral Force I 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 5.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix ASCE 7-10 EQ 12.8-2 [89] ASCE 7-10 T 12.2-1 [73] ASCE 7-10 T 12.6-1 [88] ASCE 7-10 T 11.6-2 [69] Version 7.0 Pg 011 Wind Design (MWFRS - Envelope Procedure) ASCE 7-10 Wind Load Method ASCE 7-10 28.1.1 (2) [297 Nominal/Ultimate Wind Speed 85/ 110 Wind Exposure Category B Height & Exposure Adjustment X = 1.00 Topographic Factor Kzt = 1.00 Wind Pressures ASCE 7-10 28.6.3 f3027 pS=XKnPS30 mph 1609.3 [3731, F1609 (3721 1609.4 [3731 ASCE 7-10 F�28.6-1 [3041 ASCE 7-10 F 26.8-1 (2521 ASCE 7-10 EQ 28.6-1 [306] Minimum pressures shall not be less than assuming the pressures for ASCE 7-10 28.6.4 [306] zones A and C equal +16 psf, B & D equal +8 psf, while zones E, F, G, & H all equal zero. Roof Pitch 3 :12 or 14.036 degrees Ridge Elevation 20 ft Eave Height 16.5 ft Mean Roof Height, h 18.25 ft ASCE 7-10 26.2 [243] Zone Pressures, (A)(ps30) ASCE 7-10 F 28.6-1 (3047 110 Horizontal Pressures Vertical Pressures Over han s 0 'A B C D E F G H EOH GOH 1 26.12 -7.19 17.37 -4.03 -23.10 -15.83 -16.00 -12.07 -32.30 -25.30 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Horizontal Zones Areas & Forces, Fx ASCE 7-10 F 28.6-1(303] End zone distance, 2a, where "a" equals the smaller of 10 percent of least horizontal dimension (l.h.d.) or 0.4h, but not less than either 4 percent of Ihd or 3 feet. D F x Y' (p sx'X) x = A Diaphragm (x = 2) I.h.d. (ft) = 34 a (ft) = 3.4 Areas 2a (ft) = 6.8 Forces Diaphragm (x = 1) I.h.d. (ft) = 42 a (ft) = 4.2 2a (ft) = 8.4 Areas Forces Front to Rear A B C D 42 226 F. = 5023 Fxmin = 4288 Front to Rear A B C D 56 316 Fx = 6952 Fxmin = 5952 Side to Side A B C D 24 20 254 220 F. = 4008 Fxmin = 6368 Side to Side A B C D 66 466 F. = 9715 Fxmin-= 8416 Version 7.0 Pg 1.1 Seismic Design IBC 2015 Site Clasification, Criteria Selection, & Minimum Desiqn Lateral Force Risk Category II ASCE 7-10 T 6-1 (473] Seismic Importance Factor IE 1.00 ASCE 7-10 T 1.5-2 [5], Seismic Design Category D T1613.3.5(1) and (2) [398] Site Class D ASCE 7-10 T 20.3 3-1[204] Short Period Acceleration SS 1.25 F1613.3.1(1) (16-74] 1-Second Acceleration S, 0.4 F1613.3.1(2) (16-76] Seis. Force Resisting System A.15. ASCE 7-10 T 12.2-1 (73] Response Modification Factor R 6.5 ASCE 7-10 T 12.2-1 (73] Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa 1.0 T1613.3.3(1) [387] Site Coeffiecient, Fv 1.6 T1613.3.3(2) [387] Substitute equations 16-37 & 16-38 into 16-39 & 16-40 respectively, 2 S DS = 3 • F a • S S SDS = 0.83 EQ 16-39 (387] 2 S D l= 3• F v• S 1 Sp, = 0.43 EQ 16-40 (387) Simplified analvsis. Seismic base shear ASCE 7-10 12.14.81108I V = (F SpS/R) W Where: F=1.1 for (2)-story ASCE 7-10 EQ 12.14-11 [108] Vertical Distribution, Forces at each level ASCE 7-10 12.14.8 [1081 Fx = (wx/W) V Fx = 0.141 x wx ASCE 7-10 EQ 12.14-12 [109] Fffarfive cPicmir wpinht R Fnrr.Pc /lhcl at I_PvPI Y Diaphragm (x = 2) Fx = 5147 roof area (ft2) floor area (ft2) story height (ft) wall length (ft) w x 1900 8 200 weight (Ibs) 28500 0 8000 36500 Diaphragm (x = 1) Fx = 4685 roof area (ftZ) floor area (ft2) story height (ft) wall length (ft) w X 108 1827 6.5 164 weight (Ibs) 1620 18270 5330 33220 Version 7.0 Pg 2.1 Allowable Stress Design Loads For Wood IBC 2015 Design shall be in accordance with Sections 2304-2306. 2301.2 (1) [473] Structures using wood shear walls and diaphragms to resist 2305.1 [4881 wind, seismic. and other lateral loads shall be designed and constructed in accordance with AF&PA. SDPWS and provisions of Sections 2305 - 2306. Design per Alternative Basic Load Combinations 1605.3.2 [3591 For worse case effect with wind load, L & S shall be zero. 1605.1 [3571 Equations 16-18, 16-19and 16-20 become, D +(0W a.6 Where w equals 1.3, W equals Fxof the respective diaphragm, and 1605.3.2 [359] D shall be multiplied by two-thirds. For worse case effect with seismic load, L & S shall be zero. 1605.1 [357] Equation 16-22 controls, 0.9 D + E/1.4 substitute ASCE 7-10 EQ 12.14-5 for E 0.9 D ASCE 7-10 12.14.3.1.3 (7), EQ 12.14-5 [104] + (pQE-0.2SpSD) 1.4 simplify & arrange variables EQ 16-22 (0.9 - 0.14 S IDS) D+ P QE 1.4 Where QE equals Fx of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist, Wind Desian Loads. 1.3 Fx For Kzt = 1.00 Front to Rear Side to Side Diaphragm Force Ibs Force Ibs x = 2 3918 - 4967 x = 1 5423 6564 Seismic Design Loads, (p/1.4) FX p =,1.3 Diaphragm Force Ibs x = 2 4780 x = 1 4350 ASCE 7-10 12.3.4 [831 Version 7.0 Pg 3.1 Allowable Stress Design Loads For Wood - cont. Sum the moments about the base of a shearwall, overturning shall resist, (v•w)•h - D•W + P•w for wind 3 2 (v •w) • h - (0.9 - 0.14 S IDS)D - 2 + P •w for seismic Where, v = shear per linear foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Free Body Diagram of a ShearWall n C'=w4 10 Version 7.0 Pg 3.2 Tributary loads• Wind Seis1 ' 1' 1' VD(x)[1bS1 1959.01: • :: • • i : • :: i 28.00 2015 . • • 1 �m�■■�_ • • �_ 1 1®�■■ 1• • • 1 �_ __■■■■____� __■■■■__�__ __■■■■_____ ®_■■■■_____ _M■■■■_____ m_■■■■____� �■■■■■■��s�� Wind � 1 2015 SDPWS MAX SEISMIC �omo■■ .,, �� __■■■■_____ 'Wind SOS 2015 SDPWS MAX SEISMIC Wind Seis ®®■■■■■■■■��s■■� 2015 SDPWS MAX SEISMIC Version 7.0 Pg 4.1 Tributary loads• Wind Seis VD(x+1)[1bsj 1959.012389.88,mmmmmmmmmm� ' . 4670.4 4565 11 23.00 1 •' 2015 SDPWS MAX SEISMIC 627 ' 1 1 m.mmmm_m__ __E..-_____ __.■■.____® __■■.._____ __■■■.___m_ m_.m■._m___ __■■■■____ONE mmm Wind1 • • 1 : • :: % 1'. 1'. • 4670.4 4565__....___m_ 1 28.50 164 160 + b '®...- ' • _®' ®_ • 11 =....m_®__ M mmmm •1 _ .:• __ 11 '®E...M_®MS __.E.._____ __...._____ __■■■■____Wind Seis s . MAX Wind Seis s . 2015 SDPWS MAX SEISMIC Version 7.0 Pg 4.2 • loads ��= Wind Seis • . • . • . • . .. 20.00 20.00 62 • / SDPWS MAX SEISMIC __■■■._____ __m■..____� __.■■■__�__ __E.■■____� ®_..■■__m__ __■■■■____� Wind Seis ' 1 2015 SDPWS MAX SEISMIC _�■■■■_�___ Wind I ' • •. •' 1 26.50 2015 SDPWS MAX SEISMIC m�nmmm®_m_- __..--_____ __...._____ __...-_____ __..--_____ Wind Seis 2015 SDPWS MAX SEISMIC Version 7.0 Page5.1 mommmem-m-Emmmmm -•Tributary loads• ' 11 m■■©a®_ i ' __ ' ` ' • ` • ` ' �__.■■■_____ 1641.121087.56 2882.88 2282.5 34.00 34.00 • 2015 SDPWS MAX SEISMIC __.-■■_____ __...■_____ __.■■■_____ _M■..■_____ __■■.._____ __■■■._____ __■■■■____Wind Seis •s] 2483.52 2389.88�mmmmmmmmmm_ ' 1'1' • 5765.76 4565 28.00 28.00 1 • 163 2015 SDPWS MAX SEISMIC __..■._____ __...._____ __...._____ __....M____ __...._____ __...-_____ Wind Seis •s] 1641.121087.56 4.00 4.00 2015 . • [ImbsIx 4834 . • __....m____ __....____Wind Sels 2015 SDPWS MAX SEISMIC Version 7.0 Page5.2 Shear wall Summary 1 - 2nd 2 - 2nd 3 - 2nd 4 - 2nd A-2nd B�- 2nd C - 2nd D - 2nd 1 - 1st 2-1st 3-1st 4-1st A - 1 st B-1st C-1st D-1st Sheathing Shear Flow SheetinQ Regm'ts Wind Seis Max 50 85 44 76 44 60 49 66 33 45 145 198 117 160 61 67 147 163 515 999 SW-1 SW-2 1 1 1 � 1 1 1 1 2 1 2 1 � 1 1 2 7 8 SW-3 Shear Transfer Wind Seismic 70 85 62 76 62 60 69 66 47 45 203 198 164 160 85 67 206 163 721 571 SW-4 SW-5 SW-6 Overturning Values Wind I Seismic Shear Transfer Connectors - CD = 1.6, Hem -Fir Connector Z (Ibs) 16d Nails 195.2 Ibs 2015NDS T11N(1'05] 11.4 0.0 0.0 0.0 0.0 T 0.0 16d Slant Nails (v<150plf) 162 Ibs 2015 NDS T11 N [1051 9.4 0.0 0.0 0.0 0.0 1 0.0 Simpson A35 Clip 600 Ibs Current Simpson Guide Simpson H1 Truss Connector 415 Ibs Current Simpson Guide 24.2 0.0 0.0 0.0 0.0 1 0.0 Simpson DTC Clip 210 Ibs CurredntSimpson Guide 12.2 0.0 0.0 0.0 0.0 1 0.0 1/2" Diameter Anchor Bolts (2x) 912 Ibs 2015NDS T11E[93] 5/8" Diameter Anchor Bolts (2x) 1328 Ibs . 2015NDS T11E (93] 77.4 1 0.0 0.0 0.0 0.0 1 0.0 5/8" Diameter Anchor Bolts (3x) 1664 Ibs 2015NDS T11E [931 Page6.1 FieREED 8 ASSOCIATES, PSa'd I 1N aS&Ucuw76thA— �.ma 19528 7� Ava. W. 0, LYnmwod. WA 98C3f'i 0fr—(425)T("M WGr.W-- SHEARWALL & HOLDOWN NOTES (U.N.O.) : (1) Simpson or =. Locate at end of( SW) u.n.o. Install per manufacturer recommendation's for foundation minimum end distance and embedment, deepen foundation as required. (2) Construct cripple wall same as shearwall (SW) above, and gable -end same as shearwall (SW) below. (3) Requires 3x or (2) 2x foundation sill plate (4) Threaded rod and coupler as required. (5) Common nails, UNO: 8&0.131"x2'/z", 10d=0.148"x3", 12d=0.148"x3'/", 16d=0.162"x3'/2", 16d sin ker=0.148"x3'/". (6) Install H1's on all trusses/rafters, A35's at 24"o/c on gables & rim joist (or solid blkg) to top plate (sill plate at fdn) u.n.o.; When specified spacing is less than 24"o/c, install A35's at roof solid blk'ing to SW top plate, and install H1 or H2.5 on all trusses/rafters. LTP4, LTP5 or LS50 can be substituted for A35. Conn. per Simpson Strong -Tie or equal. (7) Minimum 3x or dbl-2x stud lam'd w/ (2)-16d @ 6" o/c at abutting panel edges. (8) Anchor bolts shall be embedded at least 7" into concrete; there shall be a minimum of two bolts per piece with one bolt located not more than 12" or less than seven bolt diameters from each end of the piece. 2x min PT, u.n.o. HOLDOWN SCHEDULE Date: Job #: 17-112 MARK HOLDOWN / STRAP * 1 FASTENERS TO (2)-STUDS MIN U.N.O. FOUNDATION ANCHOR-(1)(4) COMMENTS T-1 STHD14/14RJ (30) - 16d sinkers N/A SHEARWALL SCHEDULE Date: 1/0/1900 Job #: 17-112 MARK ,(2) SHEATHING - APPLY TO 2x HF STUDS @ 16"o/c U.N.O. BELOW ''(9) SHEATHING EDGE NAILS (5) ALL EDGES BLOCKED (do not penetrate past flush) BASE PLATE NAILS *(5) ROOF TO TOP PLATE, FLOOR TO TOP PLATE & SILL PLATE `(6) SILL PLATE ANCHORS w/ 3" x 3" x 1/4" WASHERS (8) SW-1 7/16" OSB 8d @ 6" o/c (12" o/c field) 16d @ 6 " o/c A35 @ 16 " o/c 5/8" Ox10" AB's @ 48 " o/c Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed :21 FEB 2017,11:03AM Cantilevered Retainin Wall File=C:\Users\OwneADesktop\Projects12017117-112-1lweber.ec6 g ENERCALC, INC.1983-2017, Build:6,17.1!16, Ver.6.17.1.16 Description : 6' Criteria Retained Height = 6.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 450.0 Ibs Axial Live Load = 750.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary 71 Wall Stability Ratios Overturning = 1.57 OK Sliding = 0.63 OK Slab Resists All Sliding! Total Bearing Load = 2,581 Ibs ...resultant ecc. = 3.37 in Soil Pressure @ Toe = 1,296 psf OK Soil Pressure @ Heel = 379 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,706 psf ACI Factored @ Heel = 499 psf Footing Shear @ Toe = 23.8 psi OK Footing Shear @ Heel = 2.0 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 1,065.1 Ibs Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 plf ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction _ Design Height Above Ftg ft = Wall Material Above "Ht" _ Thickness in = Rebar Size = Rebar Spacing in = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-I = Moment..... Allowable ft-I = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf = Rebar Depth 'd' in = Lap splice if above in = Lap splice if below in = Hook embed into footing in = Concrete Data fc psi = Fy psi = Calculations per ACI 318.11, ACI 530.11, IBC 2012, CBC 2013, ASCE 7.10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft. Footing Type Line Load Base Above/Below Soil = ' 0.0 ft at Back of Wall Poisson's Ratio = 0,300 ip Stem Stem OK 5.33 Concrete 8.00 # 5 32.00 Edge 2nd Stem OK 3.33 Concrete 8.00 # 5 16.00 Edge 3rd Stem OK 0.00 Concrete 8.00 # 4 16.00 Edge 0.005 0.056 0.715 43.8 321.6 ' 1,352.0 17.1 339.8 2,929.3 3,147.1 6,114.9 4,099.3 0.6 4.3 18.0 67.1 67.1 75.0 100.0 100.0 100.0 6.19 6.19 6.25 26.16 26.16 18.72 26.16 26.16 6.00 26.16 26.16 6.00 2,000.0 2,000.0 2,500.0 60,000.0 60,000.0 ' 60,000.0 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & Title Block' selection. Project Title: Engineer: Proiect ID: Protect Descr: Title Block Line 6 Printed: 21 FEB 2017,11:03AM Cantilevered RetainingWall FlIe=C:lUserslOwneADesktoplProjects12017117-112-1lweber.ec6 ENERCALC, INC.1983-2017, Build-6.17,1.16, Ver:6.17.1.16 Description : 6' Footing Dimensions & Strengths Toe Width 2.00 ft Heel Width = 1.08 Total Footing Width = 3.08 Footing Thickness 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,706 499 psf Mu' : Upward = 2,890 47 ft-lb Mu': Downward = 300 86 ft-lb Mu: Design = 2,590 39 ft-lb Actual 1-Way Shear = 23.75 1.96 psi Allow 1-Way Shear = 75.00 , 75.00 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 6 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 17.25 in, #5@ 26.50 in, #6@ 37.75 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 1,075.6 2.44 2,629.1 Soil Over Heel = 295.5 2.87 849.2 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -10.4 0.28 -2.9 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 450.0 2.33 1,050.0 Added Lateral Load = * Axial Live Load on Stem = 750.0 2.33 1,750.0 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 700.0 2.33 1,633.3 Earth @ Stem Transitions = Total = 1,065.1 O.T.M. = 2,626.2 Footing Weight = 385.0 1.54 592.9 Resisting/Overturning Ratio = 1.57 Key Weight = Vertical Loads used for Soil Pressure = 2,580.5 Ibs Vert. Component = Total = 1,830.5 Ibs R.M. = 4,125A * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Title Block Line 1 Project Title: You can change this area Engineet: Project ID: using the "Settings" menu item Project Descr: and then using -the "Printing & Title Block" selection. Cantilevered Retaining Wall Description : Criteria Retained Height = 5.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 450.0 Ibs Axial Live Load = 750,0 Ibs- Axial Load Eccentricity = 0.0 in Design Summa Wall Stability Ratios Overturning = 1.74 OK Sliding = 0.74 OK Slab Resists All Sliding! Total Bearing Load = 2,373 Ibs ...resultant ecc. = 2.23 in Soil Pressure @ Toe = 1,318 psf OK Soil Pressure @ Heel = 521 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,748 psf ACI Factored @ Heel = 692 psf Footing Shear @ Toe = 17.2 psi OK Footing Shear @ Heel = 4.0 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 791.8 Ibs Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 plf ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft 'Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment.... Actual Moment..... Allowable Shear..... Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Printed: 21 FEB 2017,11:03AM File = C:IUserslOwneADesktoplProjects12017117-112-1lweber.ec6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver:6.17.1.16 Calculations per ACI 318-11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Ton Stem 2nd Stem OK Stem OK ft = 3.33 0.00 = Concrete Concrete in = 8.00 8.00 _ # 5 # 4 in = 16.00 16.00 = Edge Edge = 0.018 0.433 Ibs = 150.7 968.0 ft-1= 109.0 1,774.7 ft-I = 6,114.9 4,099.3 psi = 2.0 12.9 psi = 67.1 75.0 psf = 100.0 100.0 in = 6.19 6.25 in = 26,16 18.72 in = 26.16 3.60 in = 26.16 3.60 psi = 2,000.0 2,500.0 psi = 60,000.0 60,000.0 Title Block Line 1 You can change this area ' using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Protect Descr: 21 FEB 2017.11:03AM Cantilevered RetainingWall File ENERCALC,INC 1983-2017, uild:671.1.16,Ver:eber,ec6 ENERCALC, INC.1963-2017, Build:6.17,1.16, Ver:6.17.1.16 Description : 5' Footing Dimensions & Strengths Toe Width = 1.50 ft Heel Width = 1.08 Total Footing Width = 2.58 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc, = 2,500 psi Fy = 60,000 psi Footing Concrete ensity = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,748 692 psf Mu' : Upward = 1,736 0 ft-lb Mu': Downward = 169 75 ft-lb Mu: Design = 1,567 75ft-lb Actual 1-Way Shear = 17.22 4.02 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 6 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 17.25 in, #5@ 26.50 in, #6@ 37.75 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S' Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 802.2 2.11 1,693.6 Soil Over Heel = 250.1 2.37 593.5 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = -10.4 0.28 -2.9 Total = 791.8 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = O.T.M. = 1,690.7 1.74 2,372.6 Ibs Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 450.0 1.83 825.0 Axial Live Load on Stem = 750.0 1.83 1,375.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 600.0 1.83 1,100.0 Earth @ Stem Transitions = Footing Weight = 322.5 1.29 416.0 Key Weight = Vert. Component = Total = 1,622.6 Ibs R.M. = 2,934.5 "Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Title Block Line 1 Project Title: You can change this area Engineer: Project ID: "using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Cantilevered Retaining Wall Description : Criteria Retained Height = 4.50 ft Wall height above soil = 1.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf ' Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 200.0 Ibs Axial Live Load = 450.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Soil Data Allow Soil Bearing = 2,000,0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 pit ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Wall Stability Ratios Overturning = 1.38 Ratio < 15 Sliding = 0.70 OK Slab Resists All Sliding! Total Bearing Load = 1,610 Ibs ...resultant ecc. = 4.59 in Soil Pressure @ Toe = 2,015 psf NG Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 2,644 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 10.0 psi OK Footing Shear @ Heel = 3.5 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 542.8 Ibs Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Stem Construction Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fbIFB +falFa Total Force @ Section Moment.... Actual Moment ..... Allowable Shear..... Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Printed: 21 FEB 2017,11:02AM File = C:IUserskOwneADesktop\Projects12017117-112-1lweber.ec6 ENERCALC, INC.1983-2017, Build:6.17.1.16, Ver.6.17.1.16 Calculations per ACI 318.11, ACI 530.11, IBC 2012, CBC 2013, ASCE 7.10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem 2nd Stem OK Stem OK ft = 3.33 0.00 = Concrete Concrete in = 8.00 8.00 _ # 5 # 4 in = 16.00 12.25 = Edge Edge = 0.003 0.183 Ibs = 43.8 648.0 ft-1= 17.1 972.0 ft-1= 6,114.9 5,306.4 psi = 0.6 8.6 psi = 67.1 75.0 psf = 100.0 100.0 in = 6.19 6.25 in = 26.16 18.72 in = 26.16 3.60 in = 26.16 3.60 psi = 2,000.0 2,500.0 psi = 60,000.0 60,000.0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project Descr: Project ID: Printed: 21 FEB 201 Cantilevered Retaining Wall Fife=C:IUsers\OwnerlDesktoplProjects12017117-112-1lweher.ec6 g ENERCALC, INC.1983.2017, Build:6.17.1.16, Ver.6.17.1.16 'Description : 4' Footing Dimensions & Strengths Toe Width = 0.75 ft Heel Width = 1108 Total Footing Width = 1.83 Footing Thickness = 9.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in - Footing Design Results Toe Heel Factored Pressure = 2,644 0 psf Mu': Upward = 627 2 ft-lb Mu': Downward = 38 62 ft-lb Mu: Design = 589 61 ft-lb Actual 1-Way Shear = 10.02 3.51 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 6 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overturning & Resistin 'Forces & Moments OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs It ft-lb Ibs ft ft-lb Heel Active Pressure = 551.3 1.75 964.7 Soil Over Heel = 204.6 1.62 332.1 Surcharge over Heel Toe Active Pressure = -8.4 0.25 -2.1 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 542.8 O.T.M. = 962.6 Resisting/Overturning Ratio = 1.38 Vertical Loads used for Soil Pressure = 1,610.5 Ibs Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 200.0 1.08 216.7 * Axial Live Load on Stem = 450.0 1.08 487.5 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 550.0 1.08 595.8 Earth @ Stem Transitions = Footing Weight = 205.9 0.92 188.4 Key Weight = Vert. Component = Total = 1,160.5 Ibs R.M. = 1,333.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but'is included for soil pressure calculation. kr — %G i v r ,- (,o o,, r $MS R16R�t MAX. Flw, Flu. su�E c��4D� MAMMAL— 0 Ova - MIN. !'t,� �,o �►, LL LA MIPDt.F' a°o PRAIttPkf,��t a /COUR5E { MA'fEX L. ,t ,: - � � 2 —3 M+�t�l � � PRE►� ��`� rF f. PIA - � > -4 Merlrzclk-1 s WO SCALS r ;jh MAR 2 9 2017 DEVELOPMENT SERVICES COUNTER N 9740 Evergreen Way * Everett, Washington 98204 WESTERN ENGINEERS & (425) 356-2700 FAX (425) 356-2708 OK SURVEYORS SURVEYORS, ENGINEERS- LWO USE COMULTANTS March 20, 2017 City of Edmonds Development Services Attn: Jeanie McConnell 121 5°t Ave N. Edmonds, WA 98020 RE: Weber Short Plat (PLN20060152) Drainage Addendum Dear Ms. McConnell: It has come to my attention that a recent building permit application has been submitted to the city for development on lot 3 of the project noted above. With this application, the developer is proposing a max of 3,400 sf. of impervious area allotted for future development on lot 3 through the approved short plat along with an additional max of 850 sf. of impervious previously allotted for proposed driveway on lot 1. Per review of the building permit previously approved for lot 1, it appears that a separate detention was installed on lot 1 of the short plat to handle developed driveway runoff which bypasses the designed main detention system we designed for the development. Assuming this is the case, a max of 850 sf. of impervious area could be added to proposed development on lot 3 and not exceed the capacity the original short plat detention system was designed for. Please let me know if you have any questions regarding the update to the original short plat detention sizing or proposed development of lot 3, thanks. Sincerely, Jesse Jarrell, P.E. Project Manager a MAY 0 8 2017 LAND USE CONSULTANTS * CIVIL ENGINEERS * LAND SURVEYORS * ENGINEERING CORPORATION RAIDSERVER2006.06773A WEBBMENGINEERINGfl OT 3 Drainage Addendum y I J Jesse Jarrell From: Jesse Jarrell <jessej@wesi.co> Sent: Monday, March 20, 201712:17 PM To: 'McConnell, Jeanie' Subject: RE: Weber Short Plat Building Permit Drainage K. Maybe I just add a little additional verbiage to the letter stating such? Thanks Jesse Jarrell, P.E. WESTERN y-.��CI�1tE.ERS f� SURVEYORS SURVEYORS • ENGINEERS • LAND USE CCNVMAMS 9740 Evergreen Way ***NEW LOCATION**'' Everett, WA 98204 425-356-2700 xt.106 www.wesi.co From: McConnell, Jeanie[mailto:Jeanie.McConnell@edmondswa.gov] Sent: Monday, March 20, 2017 12:07 PM To: 'Jesse Jarrell' Subject: RE: Weber Short Plat Building Permit Drainage i The data provided in thie addendum could be based off City permit records and records provided to you by the applicant. If your analysis is based on the approved records, then Western Engineers does not have to take claim to the accuracy. -Jeanie From: Jesse Jarrell [mailto:jessej wesi.co� , Sent: Monday, March 20, 2017 9:54 AM To: McConnell, Jeanie Subject: RE: Weber Short Plat Building Permit Drainage i guess my question would be, how do I fully verify this? Our as -constructed condition of the site was pre -building and driveway installation on lot 1 so I don't have anything to compare constructed impervious to. Did the city not verify this during construction? How can I truly verify the size of the separate detention facility that was installed on lot 1 since it's already been installed? Really, the only somewhat way to truly verify this would be to resurvey the property for what has been constructed. Even at that, there is guess work for what was installed underground. Can I not assume what you guys have already inspected and approved is correct? I can try and do a site visit to get a little better idea of how the building permit on lot 1 was constructed in related to the approved short plat but just seems like kind of a waste when you guys should have already done this for your previous approvals. 1 fxT P/4 7- �� i L-�: ...`J-�✓j^:. rev ��._!� �.. � � �i t�..l :_ Area of ti?e Site = 0 • z As Pei the soil Survey of the Snohomish County Area, the --u�c site is A]derwood Gravelly Lardy Loan, vahirslrespouds to a yp. C soil. For calculation.p17�-poses, a Type °=C:' soli was used. �uZII2LN 8 TEa +Tnvervious Area: Existing rouse = 2.33A sf. Concrete Patio = '36 sf". Total = 3,170 s (0.073 A c.) Pervious Area: Area = 0.694 (total) - 0.073(imp.) = 0.621 Ae. CN = S 1 Tr- =16.99 minutes L = 85 feet .` -• ' = 7.29% �Y. ell of it9e'1:l C-- Trnrnnenious area• nsite Area: Shared D:ivevvay 'M -..Lot. l house = 2.031 sf. ip. Lot 1 drvez, wy 550 sf.. ,ova -• ,. _ _ �,� l Lot 2 Dri ,reway - 900 si %i oT GtSlei c� Lot 3 .house = 2,400 sf. v �_ Lot 3 Driveway - j 000 �f - '------ -'-�. I% Total = 9,581 sf. (0.220 Ac.) -7 Per-.aous area: 0.694 (total) - 0.220'(imp.) = 0.474 Ac. ' ainfall 2- Year =1.50 in.: 10- fear = 2.00 in.: 100- Year = 3.00 in. Q� Taken from the City of Ed-noOds required rainfall totals 5 2(-l0 c> r�0j i f oI ( iaT3 �,7 3 NESTERN SIG-INSIERS. ]NIC. PROJECT. 06-7744t IA I C L5 N itc 341 'b AApptmflt fh-a" or*0f improvements improvementsnents in CityTh -ofwgw Cthat cau sed IDC OAj Ipre OfOccfs d theh 00-57" U I A Ap K Ob I tP* Ile ,, C, Wam T 20 PO e- I G ATef pt VO mv opt to J-1 4V& Mor Oet`t' Pe je 93O -5,1-, rjATO roe. (..) Li _.RESUB MAY 2 0 2008 _."MING CQ W, 4 Ot e i 4 kA X CONSTRUCTION SEQUENCE NOTES 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT425-771- 0220 EXT. 1326. TWO DAY NOTICE. 2. REVIEW TESC. 3. CALL FOR UTILITY LOCATION. 4. INSTALL TESC CONTROL MEASURE. 5. HAVE TESC INSPECTED AND MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED. 6. DIG FOUNDATION AND COVER STOCK PILE WITH IN 24 HOURS. 7. INSTALL FOUNDATION FOOTING AND WALLS WITH PROPER INSPECTIONS. 8. INSTALL ALL UTILITIES DEEPESTTO SHALLOWEST WITH PROPER INSPECTION. 9. BACKFILL FOUNDATION AND HAUL OUTANY UNNEEDED DIRT. 10. BARK AND ROCK APPROPRIATE AREAS AND TEMPORALLY SEED GRASS AREA FOR SUB CONTRACTORS TO WORK AROUND HOUSE SAFELY. 11. BUILD HOUSE WITH PROPER INSPECTIONS. 12. MAINTAIN TESC WHILE HOUSE IS BEING BUILT. 13. WHEN HOUSE IS CLOSE TO BEING FINISHED GRADE AND BUILD DRIVEWAY, RE -BARK APPROPRIATE AREAS AND TOPSOIL GRASS AREA AND SOD OR SEED AT OWNERS OPTION. 14. HAVE FINAL INSPECTION AND REMOVE ALL TECS. CM� 0077 !� t;�(s�U a MAY 0 8 2017 _ r v GENERAL NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS: CURRENT INTERNATIONAL BUILDING CODE (IBC) 2014 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS - BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONPS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL. 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES Revised 09.30.2014 LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 13. SUBGRADE SOILS IN ALL AREAS WHERE RAIN GARDENS, INFILTRATION OR PERVIOUS PAVEMENT IS TO BE PLACED SHALL BE DELINEATED AND PROTECTED AT ALL TIMES FROM COMPACTIVE ACTIVITIES (i.e. HEAVY EQUIPMENT, STOCKPILING). 14. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 15. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. 16. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. 17. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 18. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 19. ALL FOOTING DRAINS SERVING BUILDINGS, WALLS, ROCKERIES, ETC. SHALL CONNECT TO THE DRAINAGE SYSTEM DOWNSTREAM OF THE SITE STORMWATER DETENTION SYSTEM. Revised 09.30.2014 20. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. 21. A SEPARATE IRRIGATION PERMIT MUST BE OBTAINED FROM THE CITY PUBLIC WORKS DEPARTMENT. PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, PROVIDE TO THE CITY WATER QUALITY TECHNICIAN, A COPY OF THE BACKFLOW TEST REPORT. TEST REPORTS CAN BE FAXED TO 425-744-6057 OR EMAILED TO LINDA.MCMURPHY u.,EDMONDSWA.GOV. BACKFLOW TESTING SHALL BE COMPLETED BY THE OWNER ANNUALLY THEREAFTER. 22. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. 23. ALL DISTURBED SOIL AREAS SHALL BE COMPOST AMENDED AND SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON - SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. 24. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. 25. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. 26. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 27. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. 28. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 29. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR -ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL. 30. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO Revised 09.30.2014 EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 31. ALL UTILITIES SHALL BE PLACED UNDERGROUND. 32. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. 33. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. 34. FIELD STAKE ALL UTILITY STUBS AT THE PROPERTY LINE. 35. TRENCH BACKFILL OF UTILITIES LOCATED WITHIN THE CITY RIGHT-OF-WAY SHALL BE COMPACTED TO 95%. COMPACTION TEST REPORTS SHALL BE PROVIDED TO THE CITY PRIOR TO PAVING. 36. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. 37. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 38. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 39. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. 40. PIPE MATERIAL AND SIGNAGE SUBMITTALS SHALL BE PROVIDED TO CITY ENGINEERING DIVISION FOR APPROVAL PRIOR TO INSTALLATION. Revised 09.30.2014 ■ w ,v �,J M.. 490 W Gkg OUNTER .40 av 7 102- - 1 a i -- ----- ----- -- s 2 XZ(9.75 - - AL 144 _ �= & , A = E (ASa 4x 9 Ptz 2-s- M!- x 4o�j-zImo - -_—_- - 14 M :. 7,79t� x 4.33 ! k iz A .a WI - - _ ALki AM lz ti ts 1� I a 844 _ _ 3 xy (ASCOn . if X ZI.9y� r I.d,. — Fe, s64- + I ! - 386 (41 2 SK hi rm k . L . V t 2-4-f-- V4 7-51 ------ ---------------- - ►�.5 1.7e x--7 . _ a d 7 s, 44+ `a & . I44 -� ��` �w�. .4 10114 - -- - - — {ORO E.w. I ��: lc�l� 23 3q RA w - - = - -- -.� - - 3 U-1- — ZVI X. -—rZ2 — V .� ..ow _ Me 0-0 i 4. z F-4 e tz 1. 666, 066 Ads F735ps, _ E�tYac Prescriptive Energy Code Compliance for All Climate Zones in Washingtol, 11 1 Project Information Contact Information Ray WEBER 3463 rev 2-10-17 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. GVEI tl E� Authorized Representative Date '� IYI All Climate Zones R-Valuea U-Factora Fenestration U-Factora n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCa.e n/a n/a Ceilingk 49 0.026 Wood Frame Wail,,m,n 21 int 0.056 Mass Wall R-Value' 21/21h 0.056 Floor 309 0.029 Below Grade Wall°°' 10/15/21 int + TB 0.042 Slab R-Value & Depth 10, 2 ft n/a --r- - DAM 4 4 -4 -r^kl- DAfk) 4 2 - Done 7 DEVELOPMENT SERVICES COUNTER 4902 STh, t GF V1Aw1,,,aJuiJ ti1 2-11-!2 Each dwelling unit in a residential building shall comply with sufficient options from T the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 02. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. [14. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) 1 a Efficient Building Envelope 1 a 0.5 1 b Efficient Building Envelope 1 b 1.0 1c Efficient Building Envelope 1c 2.0 1d Efficient Building Envelope 1d 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions El El 121 0.5 P-] 1.0 El El F-1 0.5 1.5 *1200 kwh 0.0 3.50 For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Reserved. B Reserved. h Reserved. The second R-value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. M Int. (intermediate framing) denotes standard framing 16 inches on center With headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. 7 Window, Skylight and Door Schedule Project Information Ra WEBER 3463 rev 2-10-17 Ref. U-factor Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Descriotion Ref. U-factor front door 0.24 garage to kitchen door 0.24 living windows 0.24 porch windows 0.24 side window at front door 10.24 kitchen window 0.24 kitchen window 0.24 dining windows 0.24 stair window 0.24 bed & office windows 10.24 master bed window 10.24 master bath windows 0.24 master bath window 0.24 clerestory windows 0.24 Overhead Glazing (Skylights) Component Contact Information Width Height Qt. Feet Inch Feet Inch Width Height Qt. Feet Inch Feet Inch MM =MEMO ©MEMO ©MEMO =ME IN©EMO MEMO ©MEMO ME©�� MMMME MMEME ©MEMO =MEMO MMEMN INNEENNO' =MEMO IEEN®MO =MEMO Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area stet. u-tactor Width Height Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) Area UA � 1 / 11 11 111 Area UA 20.0 4.80 17.8 _ 4.27 84.0 20.16 62.5 15.00 10.0 2A0 13.5 3.24 18.0 4.32 52.5 12.60 33.01 7.92 144.0 34.56 12.0 2.88 10.0 2.40 16.0 3.84 28-01 6.72 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 521.31 125.11 0.24 Area UA 11 111 11 111 11 111 11 1 11 111 1 / 1 11 0.01 0.00 0.00 521.31 125.11 4. Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information Contact Information Ray WEBER 3463 rev 2-10-17 Heating System Tvne: Ovl other Systems Oieat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Design Temperature Difference (AT) Edmonds t _ AT =Indoor (70 degrees) - Outdoor Design Temp Area of Building Conditioned Floor Area 1 , " - Conditioned Floor Area (sq ft) 3,462 Average Ceiling Height Conditioned Volume Average Ceiling Height (ft) 10.0 34,620 - Glazing and Doors U-Factor X Area = UA t Select U Factor - `k; No selection 521 Skylights U-Factor X Area = UA 0.50 Insulation Attic U-Factor X Area = UA • Select R Value —� � � -� No selection 0 Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA R 38 Vented 0.027 3,463 93.50 Above Grade Walls (see FI11ure 1) U-Factor X Area UA �� "' t �" R 21 Intermediate �. 0.056 F 2,647 148.23 Floors U-Factor X Area UA '.. .. ( R-30 — 0.029 766 22.21 Below Grade Walls (see Figure 1) U-Factor X Area UA R41 Interror 0.042 198 8.32 Slab Below Grade (see Figure 1) F-Factor X Length UA r -, Select cond honing � Nlti o selection 0 --- Slab on Grade (see Fiore 1) F-Factor X Length - UA ' Select R-Value y Y - No selection 176 Location of Ducts ' Duct Leakage Coefficient Conditioned Space 1.00 Sum of UA 272.26 Figure 1. �T�M Mb 1 Ab.. is _ove Grade d 46 Envelope Heat Load 12,524 Btu/Hour Sum of UA X AT Air Leakage Heat Load 17,199 Btu/Hour VolumeX 0.6XATX.018 Building Design Heat Load 29,723 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 29,723 Btu / Hour Ducts in unconditioned space: Sum or Building Heat Loss X 1.10 Duds in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 41,613 Btu/ Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Dud Heat Loss X 1.25 for Heat Pump (07/01/13) City of Edmonds &tDd-o 17 - ()yA-CEIVt Site Classification Worksheet MAR 29 20t7 Page 1 of 2 DEVELOPMENT SFRi The project's Site Classification will dictate the specific stormwater management requirements applicable to your site.. Completing this worksheet will help determine the amount of regulated impervious surface and whether your project falls into the classification of a Small Site (Category 1 or Category 2), or a Minor Site. Please reference the GlossM (pp. 10-11), Figures D and E, (pp. 8-9). and Examples (pp. 11-12), to assist with completion of this worksheet. 1) Is Permeable Pavement' Proposed For Use on this Site? Yes ;a No Refer to Stormwater S=leme t_pter 5.1 If YES, the subject area is to be considered impervious for initial site classification purposes. Include total permeable pavement area in the calculation of Non -Regulated, Replaced and/or New impervious surface areas in the table below. 2) Determine the Amount and Type of Existing & Proposed Impervious Surface for the Site Refer to Stormwater Supplement Chapter 2 and Fig. C Line 1: Identify the Non -Regulated Impervious Surface Area. Line 2: Identify the Replaced Impervious Surface Area, dividing the total between Exempt and Regulated; either or both may be zero. Note: For project classification purposes, Replaced Impervious may only be considered exempt under certain conditions. Refer to the Glossary and Figure D. Line 3: Identify the New Impervious Surface Area for your project. All impervious areas created post -July 7, 1977 or after the date of annexation into the City are regulated & should be included in this total unless they can be categorized separately as a Replaced -Regulated area. Line 4: Enter the sum of the total Replaced -Regulated plus the total New impervious areas. Line 5: Identify the total area currently mitigated by an existing city -approved stormwater management system. Line 6: Enter the sum of the value in Line 4 less the value in Line 5 to identify the total Regulated area in which stormwater controls have not yet been applied. Line 7: Identify the total area proposed to be mitigated through the use of Low Impact Development Techniques. Line 8: Identify the total area proposed to be mitigated through conventional Stormwater Management Techniques. ** Provide a copy of the following table on the drainage plan sheet for the proposed project Line Type Area (square feet) 1. Non -Regulated �._. Exempt Regulated 2. Replaced N ew (Post 1977) 44444444 + Total Regulated Impervious Area = Mitigation required if in excess of 2000s OZ �[ "► ( o� 3. 4. 5. 6. Total Area Mitigated by Existing Stormwater Management System(s) Regulated Area Not Yet Mitigated = m-- 7. Area Proposed to be Mitigated by Low Impact Development Techniques = 8. Area Proposed to be Mitigated through Conventional SWM Techniques = (e.g. porous asphalt, porous concrete, paver blocks, concrete open celled paving grids, or plastic lattices filled with turf or stone) W Revised on 310512012 E72-SWM_Erosion_Co)ttrol-03.05.12.doc Page 5 of 12 City of Edmonds Site Classification Worksheet Page 2of2 3) Determine the Total Area of Land Disturbing Activity I-2.3--Lsf Refer to Stormwater Supplement Chapter 8 4) Determine the Quantity of Grading, Fill and/or Excavation 3Sy _cy 5) Will the project convert3/a Acre or More of Native Vegetation to Lawn or El yes No Landscaped Area? 6) Identify the Watershed the Existing Site Runoff Discharges to Refer to Stormwater Supplement Chapter 2.3 Based on Site Location and Watershed Map - Figure-C. Check all that apply. A. P Direct Discharge Edmonds Way Basin o Puget Sound Basin o Puget Sound Piped Basin B. ❑ Creek or Lake Basin DETERMINE PROJECT CLASSIFICATION USING THE INFORMATION ABOVE AND THE PROJECT CLASSIFICATION CHART (Figure B, pg 4) Small Site - Category 1 ❑ Small Site - Category 2 O Minor Site tormwater Supplement Stormwater Supplement Stormwater Supplement Chapter 5 Chapter 5 Chapter 6 Revised on 310512012 E72-SWM_Erosion_Control-03.05.12.doc Page 6 of 12 ii Fe CiV. ty of Edmond o C� RECEIVEa, F""'° CJ tP Site Classification Worksheet MAR 292017 y3f' DEVELOPMENT SERVICES,,, 1 g90 Pagel of 2 COUNTER The project's Site Classification will dictate the specific stormwater management requirements applicable to your site.. Completing this worksheet will help determine the amount of regulated impervious surface and whether your project falls into the classification of a Small Site (Category l or Category 2), or a Minor Site. Please reference the GlossM (pp. 10-11), Figures D and E, (pp. 8-9), and Examples (pp. 11-12), to assist with completion of this worksheet. 1) Is Permeable Pavement' Proposed For Use on this Site? El Yes Refer to Stormwater Sunnlement Chanter 5.1 If YES, the subject area is to be considered impervious for initial site classification purposes. Include total permeable pavement area in the calculation of Non -Regulated, Replaced and/or New impervious surface areas in the table below. 2) Determine the Amount and Type of Existing & Proposed Impervious Surface for the Site Refer to Stormwater Supplement Chapter 2 and Fig. C Line 1: Identify the Non -Regulated Impervious Surface Area. Line 2: Identify the Replaced Impervious Surface Area, dividing the total between Exempt and Regulated; either or both may be zero. Note: For project classification purposes, Replaced Impervious may only be considered exempt under certain conditions. Refer to the Glossary and Figure D. Line 3: Identify the New Impervious Surface Area for your project. All impervious areas created post -July 7, 1977 or after the date of annexation into the City are regulated & should be included in this total unless they can be categorized separately as a Replaced -Regulated area. Line 4: Enter the sum of the total Replaced -Regulated plus the total New impervious areas. Line 5: Identify the total area currently mitigated by an existing city -approved stormwater management system. Line 6: Enter the sum of the value in Line 4 less the value in Line 5 to identify the total Regulated area in which stormwater controls have not yet been applied. Line 7: Identify the total area proposed to be mitigated through the use of Low Impact Development Techniques. Line 8: Identify the total area proposed to be mitigated through conventional Stormwater Management Techniques. ** Provide a copy of the following table on the drainage plan sheet for the proposed project ** Line Type Area (square feet) 1. Non -Regulated Z-9— Exempt Regulated 2. Replaced _ New (Post 1977) 4 4 4 4 4 4 4 4 4 + Total Regulated Impervious Area = Mitigation required if in excess of 2000sf0� _19--'-- 7 ^► 3. 4. 5. 6. Total Area Mitigated by Existing Stormwater Management System(s) - Regulated Area Not Yet Mitigated (' 7. Area Proposed to be Mitigated by Low Impact Development Techniques = 8. Area Proposed to be Mitigated through Conventional SWM Techniques = (e.g. porous asphalt, porous concrete, paver blocks, concrete open celled paving grids, or plastic lattices filled with turf or stone) Revised on 310512012 E72-SWM_Erosio4_Cotitrol-03.05.12.doc Page 5 of 12 t, City of Edmonds Site Classification Worksheet Page 2 of 2 3) Determine the Total Area of Land Disturbing Activity qmlsf Refer to Stormwater Supplement Chapter 8 ■ --- 4) Determine the Quantity of Grading, Fill and/or Excavation 3Sy cy S) Will the project convert 3/ Acre or More of Native Vegetation to Lawn or El yes No Landscaped Area? 6) Identify the Watershed the Existing Site Runoff Discharges to Refer to Stormwater Supplement Chapter 2.3 Based on Site Location and Watershed Map — Figure-C. Check all that apply. A. Direct Discharge KEdmonds Way Basin ❑ Puget Sound Basin ❑ Puget Sound Piped Basin B. ❑ Creek or Lake Basin DETERMINE PROJECT CLASSIFICATION USING THE INFORMATION ABOVE AND THE PROJECT CLASSIFICATION CHART (Figure B, pg 4) 6 Small Site - Category 1 ❑ Small Site - Category 2 ❑ Minor Site tormwater Supplement Stormwater Supplement Stormwater Supplement Chapter S Chapter 5 Chapter 6 Revised on 310512012 E72-SWM Erosion_Control-03.05.12.doc Page 6 of 12 Title, Block Line 1 Project Title: Engineer: Project ID: You can change this area En g using the "Settings" menu item Protect Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed:21 FEB zo» » oznM " ' File = C;IUsersl0wperlDesktoplProlects12017�17112 1lweber,ec6 Ca'ntileVered RetaltlingW111 ENERCALO,INC.-19832017,BuIId617,1,:16,Ver,G,17,1,16:, 1 • 'Description 4' Footing Dimensions & Strengths Footing Design Results Toe Width = 0.75 ft Toe Heel Heel Width = 1.08 Factored Pressure = 2,644 0 psf Total Footing Width = 1.83 Mu': Upward = 627 2 ft-lb Footing Thickness = = 0.00 in Mu': Downward = 38 62 ft-lb Mu: Design = 589 61 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 10.02 3.51 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi. Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 @ 18.00 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overturning & Resistin 'Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 551.3 1.75 964.7 Soil Over Heel = 204.6 1.62 332.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -8A 0.25 -2.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 200.0 1.08 216.7 Added Lateral Load = * Axial Live Load on Stem = 450.0 1.08 487.5 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 550.0 1.08 595.8 Earth @ Stem Transitions = Total = 542.8 O.T.M. = 962.6 Footing Weight = 205.9 0.92 188.4 Resisting/Overturning Ratio = 1.38 Key Weight = Vertical Loads used for Soil Pressure = 1,610.5 Ibs Vert. Component = Total = 1,160.5 Ibs R.M. = 1,333.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but' is included for soil pressure calculation. ' (); i Dt7Q Western Geotechnical Consultants, Inc. 4183 Saltsprings Dr., Femdale, WA 98248 Phone/FAX (360)380-2507 E-mail: western geo cr,hotmail.com CM February 9, 2017 Ray Weber 23329 92nd Ave. West Edmonds, WA 98020 Re: Report — Soil Investigation 23325 92nd Ave. West Edmonds, Washington RECEIVED MAR 2 9 2017 ©EVELOPMENT SERVICES COUNTER This report presents the results of our geotechnical site investigation conducted at the above referenced property. On February 5, 2017, a geotechnical engineer from our firm traveled to the site to oversee the excavation of 2 test pits using a track mounted excavator that'are within the area where the owner proposes building a house and garage. Figure 1 is a site plan showing the approximate test pit location. The purpose of our investigation was to inspect the site and to obtain subsurface soil and ground water information for designing the foundation for the proposed house. Specifically the scope of our services included: • Review published geotechnical and geologic information for the site including data from our previous retaining wall design for the Weber property. • Oversee the excavation of 2 test pits on the site to obtain subsurface soil information for use in our foundation design for the proposed house. • Develop continuous logs of subsurface soil and groundwater conditions encountered. Soils encountered were classified in general accordance with the Unified Soils Classification System (USCS). • Prepare an engineering report including a summary of work performed and our conclusions and recommendations for: • Rough stripping criteria • Depth to suitable bearing soil for relatively light foundations. • Provide structural fill criteria, including the suitability of on -site material for use as structural fill. • Provide geotechnical recommendations for constructing the building, including foundations, earth supported floor slabs and drainage. • General site development recommendations with respect to geotechnical issues identified during our site investigation. Soils Investigation —Weber Property Western Geotechnical Consultants, Inc. 23325 92"d Ave. West file: 16 901 Edmonds, WA February 9, 2017 (Page 2 of 10) • Preparing this engineering report, which includes a summary of work performed, a description of the subsurface conditions encountered, and our conclusions and recommendations regarding the geotechnical aspects of the project. SITE CONDITIONS Surface Conditions The property is a nearly rectangular parcel that is 0.21 acres in size. The lot is mostly grass covered except for a gravel covered area on the south side at the end of the driveway. The property slopes mildly down to the south southwest. Subsurface Conditions Subsurface conditions at the site were evaluated by excavating a total of 2 test pits -on February 5, 2017 using a track mounted backhoe. The approximate locations of the test pits are shown on the attached Site Plan, Figure 1. The soils encountered in the test pits were classified using the Unified Soils Classification System (USCS) and a log was maintained for each test pit. Edited, tabulated test pit logs are included in this report along with a USCS Chart explaining soil descriptions. The USDA Soil Conservation Service (SCS) "Soil Survey of Snohomish County Area Washington", has classified the site soils as Alderwood-Urban land complex. The Alderwood: soil unit is found on till plains and formed in glacial till and is typically gravelly sandy loam. The Alderwood soil is moderately deep over hardpan and the soil is moderately well drained above the hardpan and very slow through it. Runoff is slow and the hazard of water erosion is slight. Urban land consists of areas that are covered by streets, buildings, parking lots, and other structures that obscure or alter soil so identification is not possible. In the 2 test pits we encountered 0.5 to 0.8 feet of topsoil that was a dark brown sandy organic SILT to silty SAND with numerous roots and organic matter (SM/OL by USCS). Below this topsoil layer in test pit 1, at a depth of 0.8 feet, we encountered brown silty fine to coarse SAND, some gravel that was very compact glacial till (SM by USCS). In test pit 2, from 0.5 feet to 4.5 feet below the topsoil layer, we encountered fill material that was brown silty sand with some gravel (SM by USCS), below which we encountered the original topsoil layer that was dark brown sandy organic SILT to silty SAND (SM/OL by USCS). From 4.5 feet to 6.1 feet in test pit 2 we encountered the hard, brown fine to coarse SAND and gravel till layer (SM by USCS), which was weathered in the upper 2 feet. Ground Water Conditions At the time of our subsurface explorations, no ground water was encountered at either of the test pit locations. A perched water table should be anticipated above the hard till during the wet season where the till layer is close to the ground surface. Soils Investigation — Weber Property 23325 92"d Ave. West Edmonds, WA February 9, 2017 (Page 3 of 10) Geologic Hazards The site is not a geologically hazardous area in terms of • Erosion hazard • Flood hazard • Landslide hazard • Seismic hazard • Mine hazard Western Geotechnical Consultants, Inc. file: 16 90 1 Landslide & Seismic Hazard: There are no steep slopes on the property so no static and dynamic analyses were performed. Regarding seismic hazard, the Alderwood-Urban till soil on the property will provide a firm base for building foundations. Erosion Hazard Regarding erosion hazard, the SCS has classified the site soils as Alderwood-Urban land complex. According to the SCS, the erosion hazard is slight. The land slopes mildly to the south southeast and there are no steep slopes on the property. A stormwater detention system is planned to collect roof and footing drain stormwater runoff from the proposed house and transmit the water to the existing stormwater system on the Weber property. Thp- hazard of soil erosion on the site is slight if areas of disturbed soil during construction are re -vegetated. Mine and Flood Hazard There are no mines mapped in the vicinity of the subject property. Therefore mines are not a geologic hazard at the site. Regarding flood hazard, there are no water ways on the property. In our opinion there is no flood hazard on the property. Conclusions and Recommendations General Based on our geotechnical engineering investigation, we conclude that the site will be suitable for development of the type proposed provided good construction and maintenance practices are used and provided our recommendations are followed. The hard glacial till foundation soils will provide excellent foundation support for conventional structures on on shallow spread and continuous footings. The following sections provide our recommended building and general site development recommendations. Soils Investigation — Weber Property Western Geotechnical Consultants, Inc. 23325 92"d Ave. West file: 16 901 Edmonds, WA February 9, 2017 (Page 4 of 10) General Site Development We make the following recommendations for general site development. Note that these recommendations are based on the limited scope of subsurface exploration performed as a part of our geotechnical services for this project. Site Preparation: The proposed building will be founded on hard glacial till, or structural fill placed over the till layer. All topsoil, uncontrolled fill and other organic or soft material must be striped away from areas to be occupied by foundations, paved areas, or other structures. Based on our test pit explorations, we estimate that the stripping depth will be around 1 to 4-1/2 feet. Note that there could be isolated areas with deeper pockets of organic material (root balls, etc.). All structures should be founded on firm, non - organic, native glacial till soil or on structural fill placed on a properly prepared subgrade. Fill and Compaction: Structural fill used to obtain final grade elevation for the foundations must be properly placed and compacted. If structural fill is needed to raise the grade from the till layer to foundation level the structural fill should consist of road ballast meeting the specifications of "Aggregate for Shoulder Ballast", WSDOT, Sec. 9- 03.9(2), with the following gradation: Sieve Size Percent Passing 2-1/2 inch square 100 2-inch square 65 -100 3/4-inch square 40 - 80 U.S. No. 4 5 max U.S. No. 100 0 - 2 max Alternate backfill gradations may be used, subject to approval by the geotechnical engineer. Structural fill shall be placed in maximum 8- to 10- inch loose, horizontal lifts and compacted to 95% of maximum dry density as determined by the ASTM D-1557 test procedure. Foundations: The house and garage will be supported on hard, native glacial till or structural fill placed on the till. Based on the results of our geotechnical investigation, the site is suitable for foundation support of structures using conventional shallow spread footings founded on compact, undisturbed native glacial till soils or structural fill placed on native till soil. The footings may be proportioned using a maximum bearing capacity of 2000 pounds per square foot (psf). All footings should be founded a minimum of 18 inches below the lowest adjacent final grade for frost protection. Soils Investigation — Weber Property 23325 92"d Ave. West Edmonds, WA February 9, 2017 (Page 5 of 10) Western Geotechnical Consultants, Inc. file: 16 901 Floor Slab Support: If an earth supported floor slab is used in the construction, preparation of the building areas in a manner described in the previous sections of this report should provide an adequate base for the floor slab support. We recommend that all earth -supported floor slabs be underlain by a minimum of four inches of sand or clean crushed gravel, which will Oct as a capillary break to prevent moisture wicking to the slab. A vapor barrier, consisting of polyethylene sheeting, may be placed below the floor slab. If a vapor barrier is used, it should be covered with a thin layer of clean sand or crushed gravel to protect it during concrete placement and to aid in concrete curing. After the sand or crushed gravel layer is placed, it should be maintained in a relatively dry condition. Drainage: There is a detention system in place on the Weber property to collect all stormwater runoff from the roof, footing drain, and other impervious surfaces. The detention system overflow runs into the stormwater ditch on 92 Ave. West. Vegetation Mana emm : All areas disturbed during construction should be planted with grass or other vegetation to prevent siltation after construction is finished. Erosion Control Erosion control during construction of the proposed facilities can be accomplished through placement of proper sedimentation control facilities. We recommend that siltation control facilities, consisting of either hay bales or silt fences, be fabricated around the construction areas. We have attached typical details for siltation control using either hay bales or silt fences to this report. Siltation devices should be placed down gradient of all construction areas and cleared areas to provide siltation control during construction. All siltation control devices should be maintained in operable condition during construction, and left in operable condition until the site has been revegetated and siltation is no longer a threat. At that time the siltation facilities should be removed. Closure This report has been prepared based on subsurface conditions encountered in 2 test pits excavated across the site. Our analyses assume that the information obtained from our subsurface investigation is representative of subsurface conditions throughout the site. Soils Investigation — Weber Property 23325 92nd Ave. West Edmonds, WA February 9, 2017 (Page 6 of 10) Western Geotechnical Consultants, Inc. file: 16 90 1 If, during construction, different subsurface conditions from those presented in this report are observed or appear to be present in the excavations, we should be advised promptly so we can review these conditions and modify our conclusions and recommendations where necessary. We appreciate the opportunity to be of assistance to you on this project. If you have any questions regarding the contents of this report, or if we can be of further assistance, please contact our office. Sincerely, Western Geotechnical Consultants, Inc. V. Theodore A. Hammer, P.E. Geotechnical Engineer Inclusions: Figure 1, Site Plan USCS Chart & Key to Test Pit Descriptions Log of Test Pits Attachment: Typical Erosion Control Facilities File:16 90 1 Soils Investigation - Weber Property 23325 92nd Ave. West Edmonds, WA February 9, 2017 Western Geotechnical Consultants, Inc. file: 16 90 1 (Page 7 of 10) Figure 1 Site Plan & Test Pit Locations Weber Property - 23325 92nd Ave. West Edmonds, WA CORNER - - N88'03'40-E P) -' 6' C!F ON LINE NW04'081° } �3 56' (WV) 6' CLP ON. UW 6 75.76' --- - ---- I ; 15, DRAINAGE ---- 116.04' --------3977' ----' I EASEMENT I .- . �--10, STORM I & UIIUIY I 4$ ( :: '&T I 12,268 SF (0.282 O ACRE) I LOT I 2 NET 9,885 SF (0227 ACRES) o I 10,295 sF ; ( (0.236 ACRES) 3 O LOT i NET z 8,064 SF 8,043 SF I (0.185 ACRES) M (� (0.185 ACRES) I - .- ,\ 15' DRAINAGE cS > I MISS I EASEMENT i ' \� EsW7 I ' s 42.70 15, UTILITY NORTH 5.5' 231.56'85.78, o OF TRACT 5- - - - - B' CV ON LINE ` - 70.03' I`FND 1 ' IP CR upm 23, ACC AND N88'03'40T 08T) i 231.56' (WO) 6' CV ON LINE DOWN 1.7. 0.2'N, 0.1 'E (11106) UTILITY ESAIT 23' ACCESS AND ten' ESUT ; Sc�6Jecf Lo�', I 5` UNIFIED SOIL, CLASSIFICATION CHART (USCS) GRADA`n0N CHART t9 ---- - ----;-DMW� SJT�IIWK PARTICLE SIZE GRAVEL CLEAN GRAVELSs r�pto tnilc ui wt.Or uATERva S12E L Lp1IT PPER 1 ANp CRAVELLY urtuw w - .--_ sIMu1LllfICIERS •srEVE Se. SOILSenc..p�Y ctIIG0V11tfMn on Noo SANO FINE0.12 o.a2 /.a . /4o-VEOIVM RA E GRiUHE0 MW ls"" IWX or ca�Ats�aE�xcmn ww GRAVELSSaLS COARSE 2.00 /10. .' 2.00 4.74 /10 - /4 °M1Y(TH FINES¢RAVEL (WA(dwKt aWMIorrw<IIi) FINE 4.7tC S`�• pf�tKl-tveO-Cw• CQ�(i5E 191 .0/i' ..' 7. CLEAN SANDS '•; 8W wrti-CAS.. Lyws. iMKtIY = AND SANDY (urxt a rro ru;) SOUS - • SP roo1nY u.oco on w ttwt s 1�yf}11[T�t . orc fwir se�sga ♦1W ! O, 76d s mom ptw io11 M s¢rc Sul co,Asc rMc" zQW4.0.$M 4 . SANDS YfITH FINES sKTM s+rws s„rb=iLr unpN,C; (AP"CCL-KC AM9UW ) or w22 �COf S910x s'p•- saruacs ML a.oaa,i.c skis." rear Fw c swos aocIl rtot• sLR ow _ . S"A .Ll• LIS 1a1 Wqi AQ uutr YlAsR SILTS . ANO CLAYS L-mo t"t lus n/w so CL ~• vL cL%n ovrc loin to uclxw subr was, uY ttais T aas tR qwn, _tGwi FINE CRAWEO SOILS 1 I ( 1 1 1 1 I t 1 .I OL •p0M0C x1T .rw O-,,ac skr r ClAY3 a tow "Way MH ' vA o`er r u1l trlw yes or SILTS SLR 101t �t G ,If= is sac sac ANDWL CLAYS 11Ma0 l■;1 LGW[E' u1„I w . cl-I 1M0R CS jjj h .. = ,� %; (3H 01 ` � « Yt01tl1, w 1oc11 .�; . parr, ollo,wc sacs HIGHLY ORCANIC• SOILS feCN HIM• OA611eC L1fli 2 r . 7{.2 r. ] e :Ir• ]ae • U.S. STAer0Ulgp . CLEAR 39WAC OPC#MCS 5-12X F114" (SILT do CLAY) OVAL GU15S PLASTICCfY CHART LIOVIO LIMIT' 'IB�Saltsprinys Odve • Ferndale, WA S8Zd8 Phbna. (360J 380 2507 • hex (360) 360=250T 'Key- to Teat. Plt Logo U'sfe'g t" Uaitied.3oll 'Cl'naslflcntlon '3yatterri w pit Ina `u`M wA K .y: Soils Investigation — Weber Property 23325 92°d Ave. West Edmonds, WA February 9, 2017 (Page 9 of 10) Western Geotechnical Consultants, Inc. file: 16 90.1 Log of Test Pits Filel6 90 1 Test Depth USCS Soil Description Sample Water Pocket Pit Interval Class. No./ Content Pen. No. (feet) Depth (%) (Kg/sq. (feet) cm) TP-1 Dark brown sandy organic 0-0.8 SM/OL SILT to silty SAND, some 1-1/0.5' 16.3% rounded gravel, numerous roots and organic matter (moist, relatively non - compact) (topsoil) Brown silty fine to coarse 0.8-1.9 SM SAND, some rounded gravel 1-2/1.5' 10.0% 4.5+@1.9' (moist, relatively compact grading very compact) (glacial till Notes: • Test Pit terminated on 2/05/17 at 1.9 feet • No groundwater encountered • No instrumentation installed Soils Investigation — Weber Property 23325 92"d Ave. West Edmonds, WA February 9, 2017 (Page 10 of 10) Western Geotechnical Consultants, Inc. file: 16 90 1 Log of Test Pits Filel6 901 Test Depth USCS Soil Description Sample Water Pocket Pit Interval Class. No./ Content Pen. No. (feet) Depth N (Kg/sq- (feet) cm) Dark brown sandy organic TP-2 0-0.5 SM/OL SILT to silty SAND, some rounded gravel, numerous roots and organic matter (moist, relatively non - compact) (topsoil) 0.5-3.9 SM Fill consisting of brown silty (fill) fine to coarse SAND, some 2-1/2.0 19.4% gravel (very moist, relatively non -compact) 3.9-4.5 SM/OL Original topsoil layer consisting of dark brown sandy organic SILT to silty SAND, some gravel (very moist, relatively non - compact) (topsoil) Brown silty fine to coarse 4.5-6.1 SM SAND, some rounded 2-2/5.5' 13.5% gravel, occasional cobbles (contains some sandier zones) (moist, very compact) (glacial till) Notes: • Test Pit terminated on 2/05/ 17 at 6.1 feet • No groundwater encountered • No instrumentation installed SIHSTITEPEMT s E. sort :cr3re,n ++, +, xn• f , .-- �� - r r ' - � � a�n.Hl ate. r'�� .tifn70 e � ...,•... #E ��c ..� .w .s ..� .iuraa ra f �Xi S l•� oc,&ejd fs �n�pt/'v�ou s sU�r-ac�Celc.' .�0 3g9� koposej (314: 04- To 3`}9 Qa�a�^3 9 i Rd� vuTr, �,� : .� 7 9 `l► P JdTor �re�os�J1 D�rvzv��Y nGw /�D�l�wPl/s c� vo ��' l�rq �r¢pa.<rJ 7-op �°1 /30�°�'".3 O 7 zto 4 J T u�uw� , 02 y�72 y?a6, 417 �GW Q c�Ct�+alfS To �✓ai A To S�rucTc,r� Foot(i'1yD/'Q�Ni � !'r'Aca i7.SC 40_3.� Ya� ,� (A '4 I" rLow ? r F. W114y "� 36 3 9 Off APPROVED FOR CONSTRUCTION CITY OF EDMONDS arr a+wma+ aasia+ 3 II I --.*_ , Z .0� A w c✓ + ca►3Ic sia.lJ- �--- G a s 5146 waTcv' STD G w may. ,51lc � 5 T' .. �-- rW rr ' P O CITY COPY 1 •rRDI�•Waf�t ,�o fi�aJ� Or1vo M M 397, D4 1 U f-K e,13 0- 3 ,.399- 27 p 3 3 I r l;,T G'de5 P4: r7dr�n9� C oT s iop `w IRESuB _- S MAY 0 9 2017 s j U T;'t iTy OL J}CC ASS ► For IT-1), OY ENGINEERING Da �x.�f Zone Comer 'Ffp-- Q 5,e' UWNEIVONT-RAC-fOR RESPONSIBLE v.4 /V FOR LOqaT-jN&-ALL ON -SITE UTILITIES. RELOCATIOWRE)ASION TO AW UTILITIES lirr — 55 MAY REdUACE WPARATE PERW. c 7— 4r,f, walf/ 7 jo HeiWit ZS 2 t7a c I FT MIN WIDTH BETWEEN ROCKS AND EXCAVATION. PROVIDE SWALE. GRADE AND' DRAIN TO APPROVED SYSTEM. 12` OF COMPACTED SOIL OVER GEOTEXTILE UNDISTURBED NATIVE SOIL ?H' 1 T SLOPE TO DRAIN EXISTING/ORIGINAL GRADE IF ROCKERY ABUTS A PRIVATE DRIVE OR DRIVEWAY, A 2' SHY DISTANCE SHALL BE MAINTAINED BETVEEN THE WALL FACE AND EDGE OF ROAD SURFACE . a 9 a-.,. 1 3::l ROCK FILTER LAYER, —� 12' MINIMUM WIDTH 1 11'-0" MIN LEVEL � I D O PROPERTY LINE QUARRY SPALLS 6 _ 3/4' TO 4' IN SIZE y w w Y GEOTEXTILE U FILTER FABRIC ROAD SURFACE MIN 6' DIA PERF RIGID —j 1 2 DIAMETER OF LARGEST ROCK 2% SLOPE IN BOTTOM COURSE OR 12", DRAIN PIPE CENTERED HORIZ. IN BEDDING. SLOPE EQ EQ WHICHEVER IS GREATER TO DRAIN AND CONNECT TO T CE STORM DRAIN SYSTEM E LESS HAN THE HEIGHT PROVIDE OF THE ROCKERY AND NOT O" LESS THAN 10 FT FROM EDGE OF ROAD WHEN SIDEWALKS ARE NOT PRESENT. ------LlrfUI51UK8ED NATIVE SOIL OR COMPACTED CRUSHED ROCK, AS REQUIRED ROCKMES MALL NOT BE CONSTRUCTED IN CRY R.O.W. OR OVER pUgM EASEMENTS GENERAL NOTES: 1. SPECIAL INSPECTOR SHALL VERIFY ROCKERY HEIGHT, FOUNDATION MATERIAL, AND ROCK SIZE. 2. QUARRY SPALLS AND CRUSHED ROCK SHALL BE PLACED DIRECTLY FROM TRUCK OR OTHER SUITABLE CONTAINER IN ORDER TO MAINYTAIN CLEAN BACKFILL. 3. OPENINGS SHALL BE 'CHINKED' WITH QUARRY SPALLS. 4. ROCKERIES SHALL BE DESIGNED AND STANPED BY A LICENSED PROFESSIONAL ENGINEER IF GREATER THAN 8 FEET IN HEIGHT OR IF VARYING FROM THESE STANDARDS, OR IF THE CITY DETERMINES THAT SPECIAL CONDITIONS (SUCH AS CRITICAL AREA OR MEADOWDALE EARTH SUBSIDENCE LANDSLIDE HAZARD AREA) EXIST. 1890 1990 CITY OF EDNiONDS "' IN STAN DAR D D ETAI L D. GEBERT 09/09/2005 RCKMRY DETAIL DATE 4/1/03 SCALE NTS NO. E d.� Q17r^i/� Vic-vJ la/G7Gr/ i fil. es 4--10 r^ I / ' `--- , 1)' r) oojntH , g&y wcl9CAt 00 T i r ap Ot C) l N, � Q - a h= M h t3 G�� t T6 . j C �v� �'""' X� V �fi S7�G n v, 39�•yz �' i F-I'JA 0 39�,�'� n r,, Oi M 1 9214 Ave, w• 0,o. W. 1. .0 3 L I Y N ! , t 398,b N < -Dw 3e, o I f4l, PA 39/•3z v� 0,T"A. PT- T . 393 7� F3UILDING DEPARTMENT CITY OF EDMONDS (�a-Teo' McTees 2 Iwo �-3'�2S i r'o� `VT I-";fC` Tol APPROVED FOR CONSTRUCTION 6� CITY OF EDMONDS • o ,F-- y� BY. an eiaenc orvmou sm P-3 loej<, Row-,- foJtG 0WNEFICONTR'A GT0a rcESPOtiS1i L FOR LOCAPING ALL ON -SITE UTWTIES. RELOCATE: f a � SION TO Aw UTILITIES MAY RFE(I ,E'Pf� ATE P E R W T Applicant shall repair/replace all damage to . _. utilities or frontage improvements in City right-of-way per City standards that is caused or occur, during the permitted project. "Notfing in th,i�si'permit apa;, 7, �zj ---1 $hall be $ aB �d owing or T9ermr iv, ,e fflegaL nor— strtwWre or . :::r ._ '. <:rE: <:+i .r, =;� �.�# L�� r_off the ° .^+s!�`4r, htding shuctm or condition mad tAr s.a,.i +;t of a separate nforcement action." G h,T;c-a 1 A _._._..__..____.. you S �u,��5 o>c�7c✓ ,, M ;&itFoce5 /a �G�rt�N J1 i( Tops"' /3/ackWa�it 7' Fe,4cG FAY e A7Y OW;4C ' 12x y ')3321.5- 92- sic. 4,j, �u �-��1 3�� a! o 1�Zol s L' )�h0/v s <.,o A-evdwca-'. Fihr5 r-A s ^ o,f�r cry Lei � i Y► o� � �'i�GY'S 1A� ✓�� For mo(Ay Yeas, e'T o4 0A OA d s w o► h nT' 0 ce �c,rm ary we.- -y APPROVED FOR CONSTRUCTION CITY �O�F EDMONDS DAIS s/ /Lz/ h Orf ENOM O, DIVI" c, sow a 01MEWOMACTOR RESPON516..! FOR LOCATING ALL ON -SITE LMLITIL RELO'C'ATIOWREVISION TO AW UTILI-c MAY PiEGUiRE SEPARATE PERt#T of Zx A-,T,vA Bock � G,jally RESUB MAY 0 8 2011 OWNERICONTRACTOR IS RESPONS1ff1&ft28n5Uff4T FOR EROSION CONTROL AND DRAINAGE d oe �e e - e a " d ' 0 THIS APPLICATION SHALL BE MAINTAINED AT ALL TIMES DURING CONSTRUCTION PERIOD, SEDIMENT SHALL BE REMOVED ON A REGULAR BASIS TO MAINTAIN FILTRATION EFFECTIVENESS. e FILTER SOCK WITH OVER FLOW HOLES CATCH BASIN TE 1 + 1 iiv�rt- I lUN KEQUIRED ON ALL EROSION CONTROL 'EASURES BEFORE WORK CAN BEGIN. Ia90-199u O.fT OF E.D. M ON(OS_ PVRoR REVISIONS STANDARD DETAIL D. GEBERT 10/06/03 D. GEBERT 05/19/05 TEMPORARY SEDIMENT TRAP FOR CATCH BASINS D. GEBERT 05/05/06 DATE R, ENGLISH li/O1/13 7/24/O1 �A� DWG NO. Nrs E1.3 ' MIN. RADIUS _ QUARRY SPALLS 2-4' MIN DIA 8'-12' MIN, DEPTH PROVIDE FULL WIDTH OF INGRESS/ EGRESS AREA CONTRACTOR SHALL MAINTAIN TEMPORARY CONSTRUCTION ENTRANCE DURING THE CONSTRUCTION PERIOD. CITY INSPECTION REQUIRED ON ALL EROSION C❑NTROI MEASURES BEFORE WORK CAN BEGIN. 'd90-199" CITY OF EDMONDS REVISIONS STANDARD DETAIL D. GEBERT 10/6/03R�i' DATE 7/24/01 NTS uwc No_ El FILTER FABRIC SECURED TO 2' X 2' 14 GA. WIRE FABRIC EQUAL 2' X 2' WOOD OR EQUIVALENT 8'- 12' t ti PLACE 3/4'-1.5' WASHED GRAVEL IN THE TRENCH AND ON BOTH SIDES OF FILTER FABRIC FENCE ❑N . THE SURFACE. FILTER FABRIC MATERIAL IN CONTINOUS ROLLS, USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE. of (( WIRE MESH SUPPORT FENCE �u I ( TO SUPPORT FILTER FAP( IC. II II I f :4 \°fi----------r I--- a (( - BURY BOTTOM OF FILTER (( MATERIAL 8' TO 12' II IL 6' MAX. �( W� U 2' X 2' WOOD POSTS OR EQUIVALENT CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE STRAW BALES TO INSURE PROPER EROSION CONTROL. 'a90-199U CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN, CITY OF EDMONDS -"' �"I"""t STANDARD DETAIL APPROVED BY DATE FURFMIUM FUMMM DATE 7/24/01 1 SCALE NTS DwG N0. E1.1 31 rinj� V. L j &lr7c,( Tangy �o;�S3oo{o� �:� 5k'IPT OIL! pi"y) aoav a Lj E• 1 r 1 'a � c � w �as�: \� - 4iaL� � 3 � r �Tc"d Sriv, 3��•y �i. ,AT f 6U5 1` W41c f 1.;h� urw".a A c 10/a A . APPROVED FOR CONSTRUCTION CITY OF EDMONDS BY_ i ,�,pA- 1 11w�T« TO L Y2 11 Fro n- 03eAC k 042 A eTG 1^ u vl tP FFt �332-5 ohlY 7 2- p6wejA 1' c cT F,§ rj To STo. MAY 17 2017 t%6v.�e- ~ O { • ;� 3 " f BUILDING DEPARTMENT ! a)i � I K ITYOFEDMONDS O C1 r•emu/ fjJa er" tt rib.. S c7l t v' To CITYCO nb Q w e i (jl�Tr. Y 11 tI�% %dill C l� Applicant shall rep -ir/replace all damage to utilities or ftnL: ge improvements in City right-ofway per City standards that Is caused or occurs during the permitted project. MWEFVCO►JTr-1.A.CTOR RESPUNSW E FW LGGX ' ate ALL ON -SITE UTILITIES. IEL OCATIOVIE"ENISION TO AW UTILITIES MAY REQu;pz ipww PERMCT •� P6 w c,/d, G,h1 >c --- i P(.:-dVC0 pa,,*t.. fi �j C'I�.J rd' �----• 2 � Cave r,fn pewG,�.�� w ?qq APPROVED FOR CONSTRUCTION CITY OF EDMONDS oA� _S -ZA ra 8Y: CITY ENGN11040 DIVISION 3%��`�4"�'"•'' MAY 08 2017 PO/(,T 14,fs z a A W M" v":- �5 71.4 y"cicr,aai -To. f4 _ P cw�r.2 I `1. Akv PAf 6 9.4 wA�� r t h w, tCIAf aspt a 1.8L -g- q *°Z G� scw�f s7wQ Dy 9z. t� 1 n51G1� G"C n ou i 1.1;tt G�Z COW -le Li2F _39J� CG��c/` pout cv` oy �,:'C�v<�CV( C)CGy1 0J7 ? 5) c( ' r"TC,6"( 'to i!`G4l,j 3 1d 11 �cn� 39�• a-Sc,,"<Y j7r5Pcc7*,,d' Gel Sewer Tg P''Ye X �, =hs�►cG j?cwScL >3ccT ;00a I�Gk Cite.jli e#6 i pP 's ()42 Copy 1A V, I � � �9 5 TUrm -G✓tiTc a7c, Co r a s ACCEPTABLE TIGHTLINE MATERIAL GDR 35 SCH 40 N-12 F810 HPuNWR WFWEHfGt IR IS f FSP0NSi6L2 FOR EROSI�;. iROL ANARAINAGE , foR RESPONSE FOR LOCATINC " L OPE- M UTILITIES. RSL( CATIOWf, -61ON TO Aft' UTILITIES My RECAUikK .rZRA rTPM' T (FOR FUTURE DEVELOPMENT) SEWER STUB SHALL BE LOCATED 10' INSIDE PROPERTY LINE & STAKED. PLACE 2x4 AT END OF SIDE SEWER STUB AND CUT TO LENGTH TO ENSURE 3 FEET EXTENDS ABOVE GRADE. PAINT TOP 18 INCHES WHITE. IN 3 INCH HIGH LETTERS, STENCIL THE NUMBER OF EVEN FEET FROM GROUND ELEVATION TO THE SEWER STUB INVERT. 8 GAUGE WIRE TO BE DOUBLE WRAPPED AROUND PIPE AND 2x4 STAKE AT OR ABOVE FINISHED GRADE. z_ CASTIRON LOCKING LID 10' J LAMPHOLE COVER (EAST JORDAN IRON WORKS CO.) aw (MODEL #: 00366108) 0 c a w z_ Z_ J o w 6" -WYE AND 45' BEND 'n a 6" LATERAL RUN TO HAVE 6" TEE SLOPE OF 2% MIN. TO a 50% MAX. POSSIBLE SEWER LOCATION MAIN RUBBER JOINT BISCUIT PLUG OR OTHER APPROVED WATERTIGHT PLUG NOTE. 22.5' OR 1. -WHEN TAPPING INTO EXISTING MAIN 45" BEND AN INSERTA-TEE SHALL BE USED. PLACEMENT OF TEE SHALL DEPEND ON DEPTH OF SEWER MAIN. AS A MINIMUM, THE TEE SHALL BE PLACED AT A 45 DEGREE ANGLE. 2. IF CONNECTING SIDE SEWER TO EXIST CONCRETE LATERAL;=A CONCRETE/PVC ADAPTER SHALL BE USED AND SECURED PER MFGR'S INSTRUCTIONS. -- CITY OF RE�AS APPROVED BY DAM D. GEBERT 01/28/04 D. GEBERT 05/06/05 CONNECTION AT MAIN SHALL BE AT 45' ANGLE DR GREATER POSSIBLE SEWER MAIN LOCATION EDMON DS STANDARD DETAIL TYPICAL SEWER LATERAL 1890-199() 1 D. GEBERT 4/2/07 DAM 7/24/01 1 SCALE NTS r NO. WA RESIDENCE L ( I w a_ C.O. z DCLEANOUT WITH 45° a 12D BEND AND CAP w w24x24"x6" U) CONCRETE COLLAR OR 2' DIA NOT TO EXCEED 100' BETWEEN CONCRETE COLLAR CLEAN OUTS LEVELING COLLAR CLEANOUT (WYE WITH CAP AND LUCKING COVER) 12" LOCKING COVER & CONCRETE LEVELING COLLAR SEE NOTE 3. END OF PIPE u, GRIPPER PLUG. o w (CHERNE 27061 � z OR APPROVED CAP J EQUAL) WATER 'TIGHT _ _. RISER CONCRETE 12" PVC LEVELING SLEEVE COLLAR f-- 6" RISER 4' OR 6' SIDE SEWER-' GENERAL CLEANOUT DETAIL 12" LOCKING COVER CONCRETE SEE NOTE 3. 12' COLLA R CASPHALT COLLAR SURFACE 6' WYE AND 45° BEND 6" CITY STUB 4' OR 6' SIDE SEWER J CLEAN OUT DETAIL AT PROPERTY LINE NOTES: 1. SIDE SEWER JOINTS SHALL BE GASKETED. 6' RISER 2. PIPE SLOPE TO BE 2% MIN 1 FOOT LONG 12" PVC SLEEVE AND UP TO 50% MAX. END OF PIPE GRIPPER PLUG 3. SEWER CLEANOUT COVER TO (CHERNE 270261 OR APPROVED EQUAL) BE EAST JORDAN IRON WORKS PRODUCT #00366107 OR TYPICAL CL ANOUT UNDER ASPHALT APPROVED EQUAL. OR CONCRETE d9p_ 199v :D D:,M-.D N.'D.-D APPROVER HEVISIONSDATE STANDARD DETAIL D. GEBERT 01/06/05 SEWER CLEANOUT DETAILS D. GEBERT 4/2/07 DATE SCALE DWG NO. R. ENGLISH 2/2/15 7/24/01 NTS E6.2 scwc/'- 3V-4i2 ng.3o FF 3` 9, P 39v.� APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE�UI )a BY: CITY MNMMC WSION C!cctA �i hum w f Foil;59 ,r , < r <-,- d2r , 3y cis *79?,A l / �' e 3,v?•3y �alc/- Scwfr 115 39y.�3 ai r a1 AV r `N Owee, A Tea fccl'li 39y � o Fao/ink ' 3 gs.71 39�.02 Po Ip r 33 2_S' 30or c-)C)j J13 Ste►^ � f IG i %'L n �.a � � a a � �. ��o:� y,�. �f /eoh F, 3 ��• S � r /6-7n Sewn` ",n11r- 1 39y,?�- (-Al(ATCr ,Li/+c -TmV.. �S 4fokd�/ .2.c/ r9&v)qc)ol Cot^ ovc- 'L, 0e u ?a •ct A;)k a:F !$ r' of e,ovco a so cy, r. ow (eozoAf 41" 3`37STarwx pow-ev, F,, iv 5r-wcr Oc�vAG' Reto ,(owed` dl RG,'se d;✓al'cr Lff"c - �,�y ottc•^ sior.^^ Q1'" � c pe `Ulf �l"` GaE►7^ qqr -2? r F, 1 � 0vi.4 Go. •.12 _ Fort; ny SGWG ✓` 0,4 F. r- RESUB MAY 17 2017 BUILDING DEPARTMENT CITY OF EDMONDS 1 :1 city of edmonds development information WATER SERVICE LINE SPECIFICATIONS I. DEFINITION: The Water service line is defined as that pipe installed from the water meter to the building. H. MATERIALS Per Section 604.0, Chapter 6 of the IA.PMO/ANSI UPC 1-2003 Uniform Plumbing Code and WAC amendment #, the following types of water service line materials are recognized and shall meet the ASTM requirements as outlined in Table 14-lof the above Code: 1. Copper piping no less than type "L". 2. Polyethylene piping with iron pipe O.D. size and ASTM-D2239-SIDR#7-PE3406 markings. 3. Plastic, PVC, CPVC, PEX 4. Galvanized malleable iron., galvanized wrought iron, galvanized steel 5. Asbestos cement, PE, PVC, PEX-AL-PEX or PEX-AL-PE water pipe manufactured to recognized standards for water supply outside the building supply distribution can also be used. 6. All materials used in the water supply system, except valves and similar devices, shall be of like material, except where otherwise approved by the City. 7. Per City policy, minimum pipe size from meter to house is I". III. MARKINGS Piping shall be marked on the material at intervals of not more than 5' for: poly, pve, and pex, cpvc, plastic pipe, etc. with manufacturer's name, size and pressure rating. The pressure rating shall be a minimum of 160 P.S.I. 1 .f = IV INSTALLATION 1. The water service pipe line shall be bedded on a firm, undisturbed base that is smoothly graded and free of large materials. If materials for backfill are larger than V," diameter rock, a proper sandy soil shall be on site to backfill to 2 inches above the water pipe at time of inspection. If soil is disturbed, it shall be compacted to provide a stable base. 2. The pipe depth shall be a minimum of 18 inches from finished grade to top of service pipe and an 18 inch depth at the meter box. 3. When polyethylene pipe or other non traceable pipe is used, it must be buried with 12-gauge solid core tracer wire with vinyl coating. The run must be continuous, grounded at the meter and house and taped every 10 feet to the water pipe. 4. Polyethylene Pipe connections at the meter must be made with brass compression fittings. In addition, brass fittings shall be used to connect sections of pipe together. All connections shall be double -clamped with stainless steel clamps and shall be secured in opposite directions 5. Proper pipe connection fittings to the water meter, for all other material shall be approved by the City prior to connection 5. Piping shall be flushed out and under pressure with no leaks at the time of inspection. 6. The water service line shall not be buried with the sanitary sewer or drainage pipe. a) Minimum horizontal separation between sewer and water shall be 10 feet. b) Minimum vertical separation between sewer and water shall be 18 inches. When the minimum 10 foot separation is not possible, due to lack of space, the waterline shall be placed on a solid shelf excavated at one side of the common trench line 18" above the top of the sewerline and at least 18" from edge of waterline to edge of sewer line (see figure 1 below). If the waterline must cross the sewer, it must be at least 18" above the top of the sewer pipe at all points. V. INSPECTIONS Water service line and all connections shall be inspected prior the backfill and the preceding criteria must be met, or inspection will not be performed. Call the Engineering Inspection line at 425-771-0220, Ext. 1326, 24 hours in advance to schedule the required inspection. You may state your preference for morning or afternoon. Approved permit and/or job card must be on site at time of inspection. EA WATER SERVICE WITH LESS THAN 10 FOOT SEPARATION Horizontal Separation Notes (For Parallel Construction) The parallel separation detail on figure l refers to side sewers only. Side sewers (gravity or pressure) shall be installed lower than the water service with a minimum vertical clearance of 18" from the bottom of the water service line to the top of the side sewer line. Vertical Separation Notes (For Perpendicular Construction) Side sewer lines that must cross water service lines shall be laid below the water lines to provide a separation of at least 18" between the invert of the water pipe and the crown of the sewer, whenever possible. When local conditions prevent this vertical separation, the following construction shall be used: A. Side sewers, passing over or under water lines, shall be: ' I. Constructed of water main standard pipe material as shown in the Table. One segment of the maximum standard length of pipe, (but no less than 18' long) shall be used with the pipes centered to maximize joint separation. OR 2. Standard gravity sewer material encased in 1 sack mix control density fill (CDF) or in a ''/z" thick continuous steel casing with all voids pressure -grouted with sand -cement grout. The length of sewer pipe shall be centered at the point of crossing so the joints will be equidistant and as far as possible from the water line. The sewer pipe shall be the longest standard length available from the manufacturer. 18N r FIGURE 1 WATER SERVICE PARALLEL TO GRAVITY SEWER WITH LESS THAN 10 FOOT SEPARATION WATER MAIN STANDARD PIPE MATERIAL FOR SEWER LINES TYPE OF PIPE AWWA AS STANDARD PIPE I JOINT I FITTINGS Ductile Iron C 151 & C 104 C 111 C 110 Polyvinyl -Chloride C 900 (D13139 & C 110 P 477) Concrete Cylinder I C 303 B. Water lines passing under gravity sewer, in addition, shall be protected by providing: 1. A vertical separation of at least 18 inches between the invert of the sewer and the crown of the water line. 2. Adequate structural support for the sewers to prevent excessive deflection of joints and settling on and breaking of the water line. C. Pressure sewers shall only be constructed under water lines with ductile iron pipe or standard sewer pipe in a steel casing for a distance of at least ten feet on each side of the crossing. 3 r 0etal-/ 0 w/! L/iIk o �r et"2132' 92-1)4 a -0-- Aoft %�-X *U O 5 S 3o 4 I a a. d 8 ,t Fe o X 1, xtr t'-= s , rtOXa o Fo % 4iio �� t• g y4 is z - z-7 f r��4, pso n raft r / ^•� rdva47.'a 1 a� yo3.2 S Uo G.X(�,/ION it o19Cj-C wRl! t = zD tc, K;,,;Jdr4t Leo Y. 10 Vy, c 797�0 9 a7 E ocr."Kj CITY COPY 93 �aJ sl�pc� away?' l � L.�at f J d (I O At F,, vz"AC/ ►�� as�� pl4' �x,'sTr�Ro�kvut► Q n/sd--r"' 3ryp � 0000�coo�c�r��:�� oiffy 7o,* f, 0 = r;� ;UB MAY 0 9 2017 270 yet ac-j �,cisir� K6�k wilt 1- fJrivc Lvay` "NoWu Win tla parmit approval w be i�ntw of �.��[a! _. p r,:,�*t"gy porr, e� ttG g e LiQWtIGaa6aaaLV �S^ Ltaf bW 1 Val. 'if6%R!'b1Li; illepL nonconformieig or a nvermitteri bE kIing, structure or site me& -tics. whit.1b. is wit-ade the scope of the p pt-4,;':atJdo4 rwmy-Olen; of whether such ' bb Stru "Ure Or work :don is shown on the site plan or c ra�ri.�ig. Such buikhng, structure or co�npdition may be the subject of a separate on orcement action." Applicant shall repair/replace all damage to utilities or frontage improvements in City r ^�,t_of-way per City standards that is caused r during the permitted project. 10 Western Engineers i4o Inc. SURVEYORS - PLANNERS - ENGINEERS PREPARED BY: JESSE JARRELL, E.I.T. REVIEWED BY: BARRY CONSTANT, RE 13000 Highway 99 South - Everett, Washington 98204 (425) 356-2700 FAX (425) 356-2708 AUG' t '. 2007 PERMIT COUNTER FULL STORM DRAINAGE STUDY For WEBER SHORT PLAT 23327 — 92' AVE W. EDMONDS, WASHINGTON S-2006-152 ISSUE DATE: DUNE 28, 2007 REVISION DATE: August 21, 2007 CLIENT: RAY WEBER 24323 CEDAR WAY MOUNTLAKE TERRACE, WA 98043 (206) 769-3860 wr1�'l N Oahe. WESTERN ENGINEERS, INC. Job No. 06-774-A LAND USE CONSULTANTS - CIVIL ENGINEERS - LAND SURVEYORS - ENGINEERING CORPORATION TABLE OF CONTENTS Page Drainage Information Summary.............................................................1 ExecutiveSummary........................................................................................... 2-4 ExistingConditions............................................................................................6 OffsiteAnalysis.................................................................................................. 6 Aerial and Downstream Photographs............................................................... 7-11 DrainageProposal.............................................................................................. 12 Drainage Calculations........................................................................................13-19 Erosion/Siltation Risk Assessment................................................................... 20 SoilsData.............................................................................................................21-27 Operations and Maintenance..............................................................................28-36 WEBER SHORT PLAT 1. ATTACHMENT "A" DRAINAGE INFORMATION SUMMARY FORM Project Name: WEBER SHORT PLAT Project Engineer: WESTERN ENGINEERS, INC. Project Applicant: RAY WEBER EMOUNTLAKE TERRACE, WA Project Total Area: 0.70 Acres Project Development Area: 0.70 Acre Summary Table Number of Existing Lots: 1 Number of Proposed Lots: 3 Drainage Basin Information Individual Basin Designation TOTAL A B C On -site Development Area 0.70 ac Type of Storage Proposed PIPE Approximate Storage Volume 547 sf. Soil types ALDERWOOD Type C Pre -developed Runoff Rate Q (cfs) 10 year 0.076 100 year 0.181 Post -developed Runoff Rate Before / after controlling Q (cfs 10 year 0.161/0.076 100 year 0.297/0.181 WESTERN ENGINEERS, INC. PROJECT: 06-774-A / WEBER SHORT PLAT 2. EXECUTIVE SUMMARY The proposed project is located at 23327 92nd Ave West in the City of Edmonds, Washington. More generally, the site is located in Section 31, Township 27 North, and Range 4 East of the Willamette Meridian in Snohomish County, Washington. Please refer to the Vicinity Map attached in the next section. The approximate 0.70-acre site is partially developed with a house, detached garage, an asphalt driveway and a gravel driveway. The site generally slopes towards the west towards 92nd Ave, at slopes ranging from 2% to 50%. The majority of the site is covered by poorly maintained residential landscaping and lawn area. Small areas of the site located along the southern, northern and eastern boundaries exist as second/third growth forest. The site contains Alderwood type soils. Please refer to the soil map and descriptions attached later in this report. The planned development for the site includes the retaining the existing residence and the addition 2 new single-family lots along the eastern and western boundaries. The proposed development would include a 23-foot wide shared driveway easement which will be used by lots 2 and 3 of the short plat. Lot 1, located along the western boundary line of the site, will utilize the existing access point into the site. Both driveway entrances will gain the site access to 92nd Ave West. Storm water detention for the site will be performed through an underground detention pipe located in the center of the 15-foot drainage easement, located on the western boundary line of lot 2. The 64-foot long, 36" diameter detention pipe will detain the majority of the runoff from the site and convey it to the storm system on the eastern side of 92nd Ave. The design of the underground detention pipe is proposed to meet the detention requirements conforming to the City of Edmonds and the 1992 D.O.E. Storm Water Manual. Sewer service will be provided from an existing sanitary sewer main located in the right- of-way for 92nd Ave. The development will retain the existing sewer stub for the existing house on site and lengthen the side sewer to serve lots 2 and 3. From the western boundary line of the site, the existing sewer stub will be connected with a new 6" pvc WESTERN ENGINEERS, INC. PROJECT: 06-774-A WEBER SHORT PLAT side sewer which will travel southeast into the shared driveway easement and then east towards lot 3. A sewer cleanouts are to be installed after each new stub out and bend in the side sewer. Water service will also be provided from Serene Way through 2 new water meters located at the northwest side of the intersection of 92°a Ave and the shared driveway. The 2 new water meters will service the existing house and lot 3 of the short plat. The existing water meter for the site is to be retained and redirected to lot 1. All other utilities (power, cable, gas...) will also be located along the north side of the of the 23-foot wide shared driveway easement through a 10-foor utility easement. An additional 10-foot utility easement is to be located along the frontage of the site to give lot 1 utility service. WESTERN ENGINEERS, INC. PROJECT: 06-774-A 3 VICINITY MAP PHOTO TAKEN FROM THE 1998 THOMAS BROTHERS° GUIDE CD-ROM Western Engineers Inc. SURVEYORS • PLANNERS • ENGINEERS 13000 Hwy 99 South, Everett, WA 98204 (425) 356-2700+(425) 356-2708 (FAX) E-mail: wei.ine@gte.net WEBER SHORT PLAT EDMONDS, WA 98020 SCALE: DATE: 6/28/07 CHECKED: BRC V = 1,222' JOB NUMBER: FILE NAME: BY: JAJ 06-774-A I 06774NIC1NITYMAPb FIA WEBER SHORT PLAT 3. EXISTING CONDITIONS The approximate 0.70-acre site is partially developed with an existing house, garage, gravel driveway and an asphalt driveway. Slopes on site are mild to steep. The steep slopes exist along the northern and southern boundaries of the site. These slopes range 25% to 50% and slope down towards the central area of the site. The eastern, central and western areas of the site are moderately flat and range from 2% to 25%. Drainage flows from the south, north and eastern area of the site (sheet flow) travel towards the central area of the site. From the central area of the site the flows turn west and heads towards the existing drainage system on the south side of 92"d Ave. The site contains Alderwood type soils. Please refer to the soil map and descriptions attached later in this report. WESTERN ENGINEERS, INC. PROJECT: 06-774-A 5 WEBER SHORT PLAT 4. OFFSITE ANALYSIS A site reconnaissance was done by Jesse Jarrell, E.I.T. of Western Engineers Inc. on June 28, 2007 to verify the downstream flow paths. The weather was partly rainy with a temperature around 65 degrees. The site is mostly developed with an existing single-family residence, an asphalt driveway, gravel driveway, a detached garage and a gravel driveway. residential landscaping surrounds the eastern side of the site with areas of second/third growth forest around its perimeter. The majority of the site slopes towards the west into 92nd Avenue at slopes ranging from 2% to 50%. A: Upstream Analysis Upstream flows into the site primarily consist of minor sheet flow from the neighboring properties to the north and south. The flows travel towards the central area of the site where they eventually turn west and heads towards 92°d Ave. The upstream flows into the site, from the neighboring properties to the north and south, are minor and can be ignored. B: Downstream Analysis Please refer to the Downstream Analysis Map attached in the next page for a detailed description of the downstream drainage course. From the surrounding topography, and topographic aerial maps, it appears that all of the runoff from the site travels to the central area of the site and then west towards 92nd Ave (refer to photo 1 for reference). The flow then enters into the existing storm conveyance on the east side of 92nd Ave where it turns north and continues along the east side of the road (refer to photo 2 for reference). The flow continues along the east side of the road, through numerous open and closed ditch line, where it eventually reaches the southeast side of the intersection of 92" d Ave and 232nd Street (refer to photo 3 and 4 for reference). As the flow from 92nd Ave reaches 232nd Street, the flow turns east and heads down the south side of 232nd Street. The flow continues east, for approximately 60-feet, where it turns north and heads towards the northwest side of the intersection of 232nd Street and Edmonds Way (refer to photo 6 for reference). The flow then enters into the existing storm conveyance system, on the southwest side of Edmonds Way, and continues northwest along the road. The flow continues along this path for approximately another 200-feet where it reaches approximately 1/4 of a mile away from the site. No visible drainage problems were observed at the time of field inspection. Refer to the following pages for Downstream Analysis Map, Aerial Basin Map and USGS Map. WESTERN ENGINEERS, INC. PROJECT: 06-774-A WEBER SHORT PLAT 5. AERIAL AND DOWNSTREAM PHOTOS WESTERN ENGINEERS, INC. PROJECT: 06-774-A 17 AERIAL AND DOWNSTREAM MAP TAKEN FROM THE USGS TERRA SERVER WEB SITE iK Western Engineers Inc. SURVEYORS • PLANNERS • ENGINEERS 13000 Hwy 99 South, Everett, WA 98204 (425) 356-2700 + (425) 356-2708 (FAX) E-mail: wei.inc@gte.net WEBER SHORT PLAT EDMONDS, WA 98020 SCALE: None I DATE: 6/28/07 1 CHECKED: BRC JOB NUMBER: I FILE NAME: BY: JAJ 06-774-A Aerial Map i DOWNSTREAM PHOTOGRAPHS PHOTO 2: Figure to the Right: Looking north at the flow down the east side of 92nd Ave entering into a culvert located approximately 100- feet north of the site. Western Engineers Inc. SURVEYORS • PLANNERS - ENGINEERS 13000 Hwy 99 South, Everett, WA 98204 (425) 356-2700+ (425) 356-2708 (FAX) E-mail: wei.inc@gte.net PHOTO 1: Figure to the Left: Looking north along the east side of 92°d Ave from the existing driveway entrance into the site. Weber Short Plat Edmonds, WA 98020 SCALE: None DATE: 6/28/07 SHEET: I OF/3 JOB NUMBER: FILE NAME: BY: JAJ 06-774-A D.S.PHOTOS.DOC 0 DOWNSTREAM PHOTOGRAPHS PHOTO 4: Figure to the Right: Looking east from photo 3. Western Engineers IF 'w�WInc. SURVEYORS • PLANNERS • ENGINEERS 13000 Hwy 99 South, Everett, WA 98204 (425) 356-2700+ (425) 356-2708 (FAX) E-mail: wei.inc@gte.net PHOTO 3: Figure to the Left: Looking north at the southeast side of the intersection of 92" d Ave and 232" d Street. Weber Short Plat Edmonds, WA 98020 SCALE: None DATE: 6/28/07 SHEET: 2 OF,4_-2 JOB NUMBER: FILE NAME: BY: JAJ 06-774-A D.S.PHOTOS.DOC Ili DOWNSTREAM PHOTOGRAPHS PHOTO 6: Figure to the Right: Looking northwest at a catch basin located at the northwest side of the intersection of 232❑d Street and Edmonds Way. Western Engineers Inc. SURVEYORS • PLANNERS • ENGINEERS 13000 Hwy 99 South, Everett, WA 98204 (425) 356-2700+ (425) 356-2708 (FAX) E-mail: wei.inc@gte.net PHOTO 5: Figure to the Left: Looking east at the catch basin located in the background of photo 4 Weber Short Plat Edmonds, WA 98020 SCALE: None DATE: 6/28/07 SHEET: 3 OF/,3 JOB NUMBER: FII.E NAME: BY: JAJ 06-774-A D.S.PHOTOS.DOC WEBER SHORT PLAT 6. DRAINAGE PROPOSAL The proposed development for the site includes retaining the existing house on site and adding 2 new lots in the eastern and western areas of the site. Access for lots 2 and 3 will be from a 23-foot shared driveway easement located along the southern boundary line of the site. Access for lot 1 will be from the existing driveway entrance to the site from 92nd Ave. The undeveloped and developed runoff for this project was calculated for the 10 and 100 year design storms using the Santa Barbara Unit Hydrograph method. The computer program used to compute the undeveloped and developed runoffs is titled Waterworks by Engenious Systems, Inc. The Stream bank Erosion Control detention release standard as defined by the Washington State Department of Ecology in the "1992 Stormwater Design Manual for the Puget Sound Basin" was utilized to size the detention facilities. The undeveloped flows for the10 and 100 year storms correspond to values of 0.076 and 0.181 cfs. respectfully. The developed flows from the site, prior to storm detention, correspond to values of 0.161 and 0.297 cfs respectfully. Detention for the site will be provided through 64 linear feet of 36" diameter underground detention pipe. The underground detention pipe has been sized to include a total required storage value of 506 cubic feet. The 64-foot long detention pipe has been designed for an approximate maximum volume of 547 cubic feet. This is larger than the required volume of 506 cubic feet. The detention pipe will receive the majority of driveway and roof drain runoff from the site where it will be detained and released at the undeveloped rates. The detention pipe will be located along the western boundary line of lot 2 in the center of a 15-foot drainage easement. The runoff will be detained and released at appropriate undeveloped runoff rates (I0-yearand the 100-year undeveloped basin values). The pipe will release the runoff to the west and into the storm conveyance system along the eastern side of 92" d Ave. From there the flow will travel north along the eastern side of 92°d Ave along its natural drainage path. WESTERN ENGINEERS, INC. PROJECT: 06-774-A /Z WEBER SHORT PLAT 7. DRAINAGE CALCULATIONS Total Area of the Site = 0.694 Acres As per the Soil Survey of the Snohomish County Area, the entire site is Alderwood Gravelly Sandy Loam, which corresponds to a Type C soil. For calculation purposes, a Type "C" soil was used. I 0:4 k1 l I_10!' I V-" Impervious Area: Existing House = 2,334 sf. Concrete Patio = 836 sf. Total = 3,170 sf. (0.073 Ac.) Pervious Area: Area = 0.694 (total) — 0.073(imp.) = 0.621 Ac. CN = 81 Tc = 16.99 minutes L = 85 feet S = 7.29% Developed Site: Impervious area: Onsite Area: Shared Driveway = 2,031 sf. Lot 1 house = 2,400 sf. Lot 1 driveway = 850 sf. " Lot 2 Driveway = 900 sf. Lot 3 house = 2,400 sf. Lot 3 Driveway = 1,000 sf. . Total = 9,581 sf. (0.220 Ac.) Pervious area: 0.694 (total) — 0.220 (imp.) 0.474 Ac. *Rainfall 2- Year = 1.50 in.: 10- Year = 2.00 in.: 100- Year = 3.00 in. Taken from the City of Edmonds required rainfall totals . WESTERN ENGINEERS, INC. PROJECT: 06-774-A /� 8/21/07 2:55:10 pm Western Surveyors Inc page 1 WEBER SHORT PLAT UNDEVELOPED BASIN BASIN SUMMARY BASIN ID: BO10 NAME: 10 YEAR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA.......: 0.69 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERV IMP PRECIPITATION....: 2.00 inches AREA..: 0.62 Acres 0.07 Acres TIME INTERVAL....: 10.00 min CN.... : 81.00 98.00 TC.... : 16.99 min 10.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 85.00 ns:0.4000 p2yr: 1.40 s:0.0729 PEAK RATE: 0.08 cfs VOL: 0.04 Ac-ft TIME: 480 min BASIN ID: B100 NAME: 100 YEAR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA.......: 0.69 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPElA PERV PRECIPITATION....: 3.00 inches AREA..: 0.62 Acres TIME INTERVAL....: 10.00 min CN.... : 81.00 TC.... . 16.99 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 85.00 ns:0.4000 p2yr: 1.40 s:0.0729 PEAK RATE: 0.18 cfs VOL: 0.08 Ac-ft TIME: 480 min IMP 0.07 Acres 98.00 10.00 min 14 8/21/07 3:7:51 pm Western Surveyors Inc page 1 WEBER SHORT PLAT DEVELOPED BASIN BASIN SUMMARY BASIN ID: BDO10 NAME: 10 YEAR DEVELOPED SBUH METHODOLOGY TOTAL AREA.......: 0.69 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPEIA PERV IMP PRECIPITATION....: 2.00 inches AREA..: 0.47 Acres 0.22 Acres TIME INTERVAL....: 10.00 min CN.... : 86.00 98.00 TC.... : 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 85.00 ns:0.4000 p2yr: 1.40 s:0.0729 PEAK RATE: 0.16 cfs VOL: 0.07 Ac-ft TIME: 480 min BASIN ID: BD100 NAME: 100 YEAR DEVELOPED SBUH METHODOLOGY TOTAL AREA.......: 0.69 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: TYPEIA PERV IMP PRECIPITATION....: 3.00 inches AREA..: 0.47 Acres 0.22 Acres TIME INTERVAL....: 10.00 min CN....: 86.00 98.00 TC....: 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 85.00 ns:0.4000 p2yr: 1.40 s:0.0729 PEAK RATE: 0.30 cfs VOL: 0.12 Ac-ft TIME: 480 min / �5 8/21/07 3:8:19 pm Western Surveyors Inc page 2 WEBER SHORT PLAT DRAINAGE CALCULATIONS STAGE STORAGE TABLE UNDERGROUND PIPE ID No. PIPE Description: UNDERGROUND PIPE Diameter: 3.00 ft. Length: 75.00 ft. Slope...: 0.0050 ft/ft upstr: dnstr: STAGE <---- STORAGE ---- > STAGE <---- STORAGE ---- > STAGE <---- STORAGE ---- > STAGE <---- STORAGE ---- > (ft)--- cf--- --Ac-Ft- (ft)---cf -----Ac-Ft- (ft)--- cf--- --Ac-Ft- (ft)--- cf--- --Ac-Ft- 391.00 0.0000 0.0000 391.90 98.038 0.0023 392.80 290.16 0.0067 393.70 471.71 0.0108 391.10 0.7230 0.0000 392.00 117.35 0.0027 392.90 312.35 0.0072 393.80 487.04 0.0112 391.20 4.0476 0.0001 392.10 137.48 0.0032 '393.00 334.31 0.0077 393.90 500.47 0.0115 391.30 11.036 0.0003 392.20 158.26 0.0036 393.10 355.94 0.0082 394.00 511.03 0.0117 391.40 21.352 010005 392.30 179.57 0.0041 393.20 377.14 0.0087 394.10 521.25 0.0120 391.50 32.818 0.0008 392.40 201.30 0.0046 393.30 397.77 0.0091 394.20 527.25 0.0121 391.60 46.773 0.0011 392.50 223.33 0.0051 393.40 417.70 0.0096 394.30 529.80 0.0122 391.70 62.520 0.0014 392.60 245.55 0.0056 393.50 436.79 0.0100 394.40 530.15 0.0122 391.80 79.694 0.0018 392.70 267.86 0.0061 393.60 454.86 0.0104 394.50 530.15 0.0122 8/21/07 3:8:19 pm Western Surveyors Inc WEBER SHORT PLAT DRAINAGE CALCULATIONS STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. OR Description: CONTROL STRUCTURE Outlet Elev: 391.00 Elev: 389.00 ft Orifice Diameter: 1.4795 in. Elev: 392.70 ft Orifice 2 Diameter: 1.6113 in. page 3 STAGE <--DISCHARGE --- > STAGE <--DISCHARGE --- > STAGE <--DISCHARGE --- > STAGE <--DISCHARGE --- > (ft) --- cfs--------- (ft) --- CfS--------- (ft) ---cfs--------- (ft) --- cfs--------- 391.00 0.0000 391.80 0.0531 392.60 0.0751 393.40 0.1510 391.10 0.0188 391.90 0.0564 392.70 0.0775 393.50 0.1569 391.20 0.0266 392.00 0.0594 392.80 0.1020 393.60 0.1626 391.30 0.0325 392.10 0.0623 392.90 0.1134 393.70 0.1681 391.40 0.0376 392.20 0.0651 393.00 0.1226 393.80 0.1733 391.50 0.0420 392.30 0.0677 393.10 0.1306 393.90 0.1783 391.60 0.0460 392.40 0.0703 393.20 0.1379 394.00 0.1832 391.70 0.0497 392.50 0.0727 393.30 0.1447 I� L 8/21/07 3:8:20 pm Western Surveyors Inc page 4 WEBER SHORT PLAT DRAINAGE CALCULATIONS --------------------------------------------------------------------- --------------------------------------------------------------------- LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <-------- DESCRIPTION --------- > (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) 10 YEAR STORM ................ 0.08 0.16 PIPE OR 392.65 5 256.36 cf 100 YEAR STORM ............... 0.18 0.30 PIPE OR 393.95 6 506.11 cf * Q_a4t L Z,er sic vv1:-r j L = S 0 b C F Li �� iec� Uv�u.CYvL �� F 3b PIPE = y5 c-�- m 8/21/07 3:8:19 pm Western Surveyors Inc page 1 WEBER SHORT PLAT DRAINAGE CALCULATIONS --------------------------------------------------------------------- --------------------------------------------------------------------- HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres V�dx d 1 0.076 480 1833 cf 0.69 Icy" 2 0.181 480 3694 cf 0.69 ioo-Nif. 3 0.161 480 2878 cf 0.69 4 0.297 480 5071 cf 0.69 5 0.076 540 2878 cf 0. 69 t-yr. 6 0.181 510 5073 cf 0 . 69 (wyr. /�7 WEBER SHORT PLAT 8. EROSION/SILTATION RISK ASSESSMENT The following assessment has been prepared in compliance with POL-3490(2) and in response to subsequent discussions with county staff. Slope: THE SITE SLOPES 2% TO 50% FROM THE SOUTH, NORTH AND EAST TOWARDS CENTRAL AREA OF THE SITE. SLOPES FROM 2% TO 6% WEST, FROM CENTRAL AREA, TO 92ND AVE. Critical Areas: NONE. Soils: ALDERWOOD TYPE SOILS, TYPE C. Ground Movement Potential: SITE APPEARS GEOLOGICALLY STABLE. Sources Of Water For Erosion: RAINFALL. Measures Proposed To Prevent/Minimize Erosion: During construction: PLANS REQUIRE STRAW BALE BARRIERS IN DITCHES, TEMPORARY CONSTRUCTION ENTRANCE, SEEDING/MULCHING AND FILTER FABRIC FENCE. Nearest Downstream Water Body Other Than Road Ditches: LAKE BALLANGER. SEE DRAINAGE REPORT Nearest Fish -Bearing Waters: LAKE BALLANGER Conclusion: POTENTIAL FOR SIGNIFICANT EROSION/SILTATION IMPACT ON OR OFF -SITE IS MODERATE FOR THE FOLLOWING REASONS: • THE MAJORITY OF THE AREA TO BE RE -GRADED AND CONSTRUCTED IS ON MILDLY SLOPING LAND. • FILTER FABRIC FENCE IS TO BE PLACED AROUND CONSTRUCTION AREAS. • PROPOSED EROSION CONTROL BMPS IN COMPLIANCE WITH SNOHOMISH COUNTY GUIDELINES HAVE BEEN ENGINEERED FOR ANTICIPATED CONDITIONS. WESTERN ENGINEERS, INC. PROJECT: 06-774-A WEBER SHORT PLAT 9. SOILS AND RAINFALL DATA WESTERN ENGINEERS, INC. PROJECT: 06-774-A 1 This soil survey map was compiled by the U.S. Department of Agriculture, Soil Conservation Service. and cooperating agencies. Base maps are orthophotographs prepared by the State of Washington, Department of Natural Resources from 1973 and 1974 aerial photography. Coordinate grid ticks and land division corners, if shown, are approximately positioned. (Joins sheet 56) T. 27 N.cr, - --- ° AV w N '3 •� 1 fir i�J 6 rn Co CO Co �l cn rn i G � 41 w N ------------- In Ft i 'i•"t I�. cn �.,✓ -� ° � W"'. . �-!ili�-°�Ir,o„ # y i 1 � � �t . e3 � -' s `_e+ s r 5n,';,-,, ,:� �,Ojnty Area, Washington is slight. A seasonal perched water table is at a depth of 18 to 36 inches from January to March. Urban land is areas that are covered by streets bu ings, parking lots, and other structures th 'If or al the soils so that identification is not ossible. The derwood soil in this unit is use ainly for parks, bui ing sites, lawns, gardens d woodland. The main Rations of the Ald ood soil for homesites an eptic'tank ab ption fields are the depth to the har nand seasonal perched water table. Onsite waste s al systems often fail or do not function properly dur' eriods of high rainfall. Drainage is needed if build' s wit asements and crawl spaces are constructe . Topsoil ne to be stockpiled during site prepar on and subseque used to cover the expose aterial. Additions of fe ' 'zer and peat are desir a prior to seeding grass for ns. is map unit is in capability subclas IVe. * 6—Alderwood-Urban land complex, 8 to 15 percent slopes. This map unit is on till plains. Areas are irregular in shape and are 25 to 100 acres in size. The native vegetation is mainly conifers and hardwoods. Elevation is 50 to 550 feet. The average annual precipitation is about 40 inches, the average annual air temperature is about 50 degrees F, and the average frost -free season is 170 to 190 days. This unit is about 60 percent Alderwood gravelly sandy loam and about 25 percent Urban land. The components of this unit are so intricately intermingled that it was not practical to map them separately at the scale used. Included in this unit are small areas of Everett and Indianola soils on terraces and outwash plains, Kitsap soils on terraces and terrace escarpments, and Ragnar soils on outwash plains. Included areas make up about 15 percent of the total acreage. The Alderwood soil is moderately deep and moderately well drained. It formed in glacial till. Typically, the surface layer is very dark grayish brown gravelly sandy loam about 7 inches thick. The upper part of the subsoil is dark yellowish brown and dark brown very gravelly sandy loam about 23 inches thick. The lower part is olive brown very gravelly sandy loam about 5 inches thick. A weakly cemented hardpan is at a depth of about 35 inches. Depth to the hardpan ranges from 20 to 40 inches. Permeability of the Alderwood soil is moderately rapid above the hardpan and very slow through it. Available water capacity is low. Effective rooting depth is 20 to 40 inches. Runoff is slow, and the hazard of water erosion is slight. A seasonal perched water table is at a depth of 18 to 36 inches from January to March. Urban land consists of areas that are covered by streets, buildings, parking lots, and other structures that obscure or alter the soils so that identification is not possible. The Alderwood soil in this unit is used mainly for parks, building sites, lawns, and woodland. The main limitations of the Alderwood soil for homesites and septic tank absorption fields are the depth to the hardpan and wetness because of the seasonal perched water table. Drainage is needed if buildings with basements and crawl spaces are constructed. Onsite sewage disposal systems often fail or do not function properly during periods of high rainfall. Topsoil needs to be stockpiled during site preparation and subsequently used to cover the exposed underlying material. Additions of fertilizer and peat are desirable prior to seeding grass for lawns. This map unit is in capability subclass IVe. 7—Bellingham silty clay loam. This very deep, poorly ined soil is in depressional areas. It formed in all vium and lacustrine sediment. Areas are regular in sha and are about 2 to 25 acres in size. The native veget ion is mainly grass and sedges. Elevation is 50 o 800 fee Slope is 0 to 3 percent. The average annu precipita ' n is about 45 inches, the average annua air temperatu is about 50 degrees F, and the avera e frost -free s son is 160 to 180 days. Typically, t e surface layer is very dark gray ty clay loam about 9 1 ches thick. The subsoil to a d th of 60 inches or more mottled, gray and olive sil clay. Included in thi unit are small areas of T ric Medisaprists, very oorly drained organic oils, Norma soils along upland rainageways, Kitsap nd Pastik soils on terraces, and Be 'ngham soils that ve been drained. Included are s make up abo 10 percent of the total acreage. Permeability of this B Hingham s it is slow. Available water capacity is high. E ective r oting depth is limited by a seasonal high water ble at is at a depth of 0 to about 12 inches from Nov b to June. Runoff is very slow, and the hazard of wat erosion is slight. Ponding occurs from November to J e. This unit is used for pas re, woodland, urban development, and wild' if abit t. This unit is suited to sture i he excess water on the surface is removed. Ti drains or pen ditches can be used if suitable outle are availabl . Grazing when the soil in this unit is w results in con action of the surface layer, poo tilth, and reduced infiltration. Use of proper stocking tes, pasture rotation, and restricted grazing during et periods helps to kee the pasture in good conditio . Proper grazing practices, weed control, and fertilizer re needed for maximum qu ity of forage. This unit 's suited to red alder. On the b is of a 50- year site rve, the mean site index is 83. a mean annual i crement at culmination (CMAI) for r alder at age 40 s 89 cubic feet per acre. Among the t es of limite extent on this unit are Douglas -fir, bigle maple, wes rn redcedar, and western hemlock. Amon the co mon forest understory plants are trailing blac erry, stern swordfern, thimbleberry, salmonberry, an uckleberry. The main limitation for the harvesting of timber is oil wetness, which limits the use of equipment to dry 23 I �'0Lw0G�A � "'LC YETA? PHOTO TAKEN FROM THE USGS TERRA SERVER WEB SITE Western ,Engineers InC. SURVEYORS • PLANNERS • ENGINEERS 13000 Hwy 99 South, Everett, WA 98204 (425) 356-2700+ (425) 356-2708 (FAX) E-mail: wei.inc@gte.net WEBER SHORT PLAT EDMONDS, WA 98020 SCALE: DATE: 6/28/07 CHECKED: BRC NONE JOB NUMBER: FILE NAME: BY: JAJ 06-774-A I 06774A/TOPOMAPb 1?1 2 YEAR 24 HOUR ISOPLUVIAL MAP Taken From NOAA ATLAS 2, Volume IX, Figure 25 Western WEBER SHORT PLAT Engineers y Inc. EDMONDS, WA SURVEYORS •PLANNERS •ENGINEERS SCALE: DATE: 6/27/07 CHECKED: BRC 13000 Hwy 99 South, Everett, WA 98204 NONE (425) 356-2700+ (425) 356-2708 (FAX) JAJ JOB NUMBER: FILE NAME: E-mail: wei.inc@gte.net BY: 06-774-A 06774/2YR ISOPLUVIAL I 25 I %".. 11s, 10 YEAR 24 HOUR ISOPLUVIAL MAP 7 Taken From NOAA ATLAS 2, Volume IX, Figure 27 Western }.Engineers Inc. SURVEYORS • PLANNERS • ENGINEERS 13000 Hwy 99 South, Everett, WA 98204 (425) 356-2700 + (425) 356-2708 (FAX) E-mail: wei.inc@gte.net WEBER SHORT PLAT EDMONDS, WA SCALE: DATE: 6/27/07 CHECKED: BRC NONE JOB NUMBER: FILE NAME: BY: JAJ 06-774-A 06774/10YR ISOPLUVIAL z4 100 YEAR 24 HOUR ISOPLUVIAL MAP Taken From NOAA ATLAS 2, Volume IX, Figure 30 Western Engineers A Inc. SURVEYORS • PLANNERS - ENGINEERS 13000 Hwy 99 South, Everett, WA 98204 (425) 356-2700+ (425) 356-2708 (FAX) E-mail: wekinc@gte.net WEBER SHORT PLAT EDMONDS, WA SCALE: DATE: 6/27/07 CHECKED: BRC NONE JOB NUMBER: FILE NAME: BY: JAJ 06-774-A 06774/100YR ISOPLUVIAL sG� WEBER SHORT PLAT 10. OPERATIONS AND MAINTENANCE WESTERN ENGINEERS, INC. PROJECT: 06-774-A 29 No. E — Closed Detention Systems (Tanks/Vaults) Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Storage Area Plugged Air Vents One-half of the cross section of a vent is Vents open and blocked at any point or the vent is damaged. functioning. Debris and Sediment Accumulated sediment depth exceeds 10% All sediment and of the diameter of the storage area for 1/2 debris removed from length of storage vault or any point depth storage area. exceeds 15% of diameter. (Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than 1/2 length of tank.) Joints Between Any openings or voids allowing material to All joint between Tank/Pipe Section be transported into facility. tank/pipe sections (Will require engineering analysis to are sealed. determine structural stability). Tank Pipe Bent Out of Shape Any part of tank/pipe is bent out of shape Tank/pipe repaired or more than 10% of its design shape. (Review replaced to design. required by engineer to determine structural stability). Vault Structure Includes Cracks in Cracks wider than 1/2-inch and any evidence of soil particles entering the Vault replaced or repaired to design Wall, Bottom, Damage to Frame structure through the cracks, or maintenance/inspection personnel specifications and is and/or Top Slab determines that the vault is not structurally structurally sound. sound. Cracks wider than 1/2-inch at the joint of any No cracks more than inlet/outlet pipe or any evidence of soil 1/4-inch wide at the particles entering the vault through the walls. joint of the inlet/outlet pipe. Manhole Cover Not in Place Cover is missing or only partially in place. Manhole is closed. Any open manhole requires maintenance. Locking Mechanism Not Working Mechanism cannot be opened by one Mechanism opens maintenance person with proper tools. Bolts with proper tools. into frame have less than 1/2 inch of thread (may not apply to self-locking lids). Cover Difficult to Remove One maintenance person cannot remove lid Cover can be after applying normal lifting pressure. Intent removed and is to keep cover from sealing off access to reinstalled by one maintenance. maintenance person. Ladder Rungs Unsafe Ladder is unsafe due to missing rungs, Ladder meets design misalignment, not securely attached to standards. Allows structure wall, rust, or cracks. maintenance person safe access. Catch Basins See "Catch Basins" (No. 5) See "Catch Basins" (No. 5). See "Catch Basins" (No. 5). volume v — Kunoff Treatment BMPs August 2001 No, 4 - Control Structure/Flow Restrictor ,Maintenance Component Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed General Trash and Debris (Includes Sediment) Material exceeds 25% of sump depth or 1 foot below orifice plate. Control structure orifice is not blocked. All trash and debris removed. Structural Damage Structure is not securely attached to manhole wall. Structure securely attached to wall and outlet pipe. Structure is not in upright position (allow up to 10% from plumb). Structure in correct position. Connections to outlet pipe are not watertight and show signs of rust. Connections to outlet pipe are watertight; structure repaired or replaced and works as designed. Any holes --other than designed holes --in the structure. Structure has no holes other than designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one maintenance person. Gate moves up and down easily and is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50% of its surface area. Gate is repaired or replaced to meet design standards. Orifice Plate Damaged or Missing Control device is not working properly due to missing, out of place, or bent orifice plate. Plate is in place and works as designed. Obstructions Any trash, debris, sediment, or vegetation blocking the plate. Plate is free of all obstructions and works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the potential of blocking) the overflow pipe. Pipe is free of all obstructions and works as designed. Manhole See "Closed Detention Systems" (No. 3). See "Closed Detention Systems" (No. 3). See "Closed Detention Systems" (No. 3). Catch Basin See "Catch Basins" (No. 5). See "Catch Basins" (No. 5). 1 See "Catch Basins" (No. 5). AUgUst 2007 Volume V —Runoff Treatment BMPs 4-35 n Won 5 — Catch Basins Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is performed General Trash & Debris Trash or debris which is located immediately in front of the catch basin opening or is blocking inletting capacity of the basin by more than 10%. No Trash or debris located immediately in front of catch basin or on grate opening. Trash or debris (in the basin) that exceeds 60 percent of the sump depth as measured from the bottom of basin to invert of the lowest No trash or debris in the catch basin. pipe into or out of the basin, but in no case less than a minimum of six inches clearance from the.debris surface to the invert of the lowest pipe. Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height. Inlet and outlet pipes free of trash or debris. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within the catch basin. Sediment Sediment (in the basin) that exceeds 60 percent of the sump depth as measured from the bottom of basin to invert of the lowest No sediment in the catch basin pipe into or out of the basin, but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. Structure Damage to Frame and/or Top Slab Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch (Intent is to make sure no material is running into basin). Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than 3/4 inch of the frame from the -top slab. Frame not securely attached Frame is sitting flush on the riser rings or top slab and firmly attached. Fractures or Cracks in Basin Walls/ Maintenance person judges that structure is unsound. Basin replaced or repaired to design standards. Bottom Grout fillet has separated or cracked wider than 1/2 inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Pipe is regrouted and secure at basin wall. Settlement/ Misalignment If failure of basin has created a safety, function, or design problem. Basin replaced or repaired to design standards. Vegetation Vegetation growing across and blocking more than 10% of the basin opening. No vegetation blocking opening to basin. Vegetation growing in inlet/outlet pipe joints that is more than six inches tall and less than six inches apart. No vegetation or root growth present. 4-36 Volume V — Runoff Treatment BMPs August 2001 cJ "do.. 5 — Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed Contamination See "Detention Ponds" (No. 1). No pollution present. and Pollution Catch Basin Cover Not in Cover is missing or only partially in place. Catch basin cover is Cover Place Any open catch basin requires maintenance. closed Locking Mechanism cannot be opened by one Mechanism opens with Mechanism maintenance person with proper tools. Bolts proper tools. Not Working into frame have less than 1/2 inch of thread. Cover Difficult One maintenance person cannot remove lid Cover can be removed by to Remove after applying normal lifting pressure. one maintenance person. (Intent is keep cover from sealing off access to maintenance.) Ladder Ladder Rungs Ladder is unsafe due to missing rungs, not Ladder meets design Unsafe securely attached to basin wall, standards and allows misalignment, rust, cracks, or sharp edges. maintenance person safe access. Metal Grates Grate opening Grate with opening wider than 7/8 inch. Grate opening meets (If Applicable) Unsafe design standards. Trash and Trash and debris that is blocking more than Grate free of trash and Debris 20% of grate surface inletting capacity. debris. Faaged or Grate missing or broken members) of the Grate is in place and ing. grate. I meets design standards. No. 6 — Debris Barriers (e.g., Trash Racks) Maintenance Components Defect Condition When Maintenance is Needed Results Expected When Maintenance"is Performed General Trash and Debris Trash or debris that is plugging more than 20% of the openings in the barrier. Barrier cleared to design flow capacity. Metal Damaged/ Missing Bars. Bars are bent out of shape more than 3 inches. Bars in place with no bends more than 3/4 inch. Bars are missing or entire barrier missing. Bars in place according to design. Bars are loose and rust is causing 50% deterioration to any part of barrier. Barrier replaced or repaired to design standards. Inlet/Outlet Pipe Debris barrier missing or not attached to pipe Barrier firmly attached to pipe August 2001 Volume V — Runoff Treatment BMPs 4-37 of 18 — Catchbasin Inserts Maintenance Defect Conditions When Maintenance is Results Expected When Component Needed Maintenance is Performed General Sediment When sediment forms a cap over the No sediment cap on the insert Accumulation insert media of the insert and/or unit. media and its unit. Trash and Trash and debris accumulates on insert Trash and debris removed Debris unit creating a blockage/restriction. from insert unit. Runoff freely Accumulation flows into catch basin. Media Insert Not Effluent water from media insert has a Effluent water from media Removing Oil visible sheen. insert is free of oils and has no visible sheen. Media Insert Catch basin insert is saturated with water Remove and replace media Water Saturated and no longer has the capacity to insert absorb. Media Insert -Oil Media oil saturated due to petroleum spill Remove and replace media Saturated that drains into catch basin. insert. Media Insert Use Media has been used beyond the typical Remove and replace media at Beyond Normal average life of media insert product. regular intervals, depending on Product Life insert product. 4-00 Volume V — Runoff Treatment BMPs August 2001 _:;U IA 15 -e StormfilterTM (leaf compost filter) Maintenance Defect Condition When Maintenance is Results Expected When Component Needed Maintenance is Performed Below Ground Sediment Sediment depth exceeds 0.25-inches. No sediment deposits which Vault Accumulation on would impede permeability of Media. the compost media. Sediment Sediment depth exceeds 6-inches in first No sediment deposits in vault Accumulation in chamber. bottom of first chamber. Vault Trash/Debris Trash and debris accumulated on Trash and debris removed from Accumulation compost filter bed. the compost filter bed: Sediment in When drain pipes, clean -outs, become Sediment and debris removed. Drain full with sediment and/or debris. Pipes/Clean- Outs Damaged Pipes Any part of the pipes that are crushed or Pipe repaired and/or replaced. damaged due to corrosion and/or settlement. Access Cover Cover cannot be opened; one person Cover repaired to proper Damaged/Not cannot open the cover using normal working specifications or Working lifting pressure, corrosion/deformation of replaced. cover. Vault Structure Cracks wider than 1/2-inch or evidence Vault replaced or repairs made Includes Cracks of soil particles entering the structure so that vault meets design in Wall, Bottom, through the cracks, or specifications and is structurally Damage to maintenance/inspection personnel sound. Frame and/or determine that the vault is not structurally Top Slab sound. Cracks wider than 1/2-inch at the joint of Vault repaired so that no cracks any inlet/outlet pipe or evidence of soil exist wider than 1/4-inch at the particles entering through the cracks. joint of the inlet/outlet pipe. Baffles Baffles corroding, cracking warping, Baffles repaired or replaced to and/or showing signs of failure as specifications. determined by maintenance/inspection person. Access Ladder Ladder is corroded or deteriorated, not Ladder replaced or repaired and Damaged functioning properly, not securely meets specifications, and is attached to structure wall, missing rungs, safe to use as determined by cracks, and misaligned. inspection personnel. Below Ground Compost Media Drawdown of water through the media Media cartridges replaced. Cartridge Type takes longer than 1 hour, and/or overflow occurs frequently. Short Circuiting Flows do not properly enter filter Filter cartridges replaced. cartridges. August 2001 Volume V — Runoff Treatment BMPs 4-47 MA T ION ON ALL WORK SUBJECT TO FIELD INSPECTION FOR LCODE COMPLIANCE Obtain Electrical Permit from State Labor& Industries CITY OF EDMONDS BUILDING DEPARTMENT WORK ADDRESS OWNER APPROVED DATE: BLDG. OFFICIAL: PERMIT NUMBER - 6 t_13 201-7-f)141k I -91-G 14 T _UAL- CALCU"MOA6 RESU13 to 31 a 7 MAY 0 9 200345qI L-trig > KW. A"O"P -1kLIMAT15W P2LjING Swilb--t ewkv4mwao*swpw tVED Y PrANkN . .... .. E .L I Y 411 Q-' F FRED Do as E. Engelson Nry (CITY COPY q Ioe .r ALL WORK SUBJECT TO FIELD INSPECTION FOR cnnF MRADI lenInc +IL � - • to 4 I � _ ra L RECEIVED MAR 29 2017 . - DEVELOPMENT SERVICES a9- COUNTER DISIERE_D '_ !iC}I7iZGI EngeI . H _ S' +nsiGii Dill, (� WRESSION DESIGN y,...........„In�I ,N!A<-4EET.-ERETi. WA 9820' -;42i' 252-9200 aseyvad aal...A anb a , tl I6 p olasnwasua>�sey,ase aub sa �eP�wgns,o�pa bw I "6�sa0 J9 tlwe,s,am tlul Patl 'aep ': P/.q pangeuo, w,o tl yand, I OaN o156uolaq ibuvn P 41atl4 Ow wxa,e6µWOJ � n S f p� p� �y A eU0. um P payuanagawes6aPm,P 6dly,wnpsuy 0 _' f ..L "9 Zl 3 M n 133HS ip ipaslw,�slp oryrwsuwloi oelw,atl 6V PPnq/oaeasq a tlJ asyll v�:�oa:as,,.ufi ma Lt-01-Z /�321 (i 11 a tlall a0• p'� 1Q• fl 1. Ilpl ll �.+ _ .� I ' I 1 j � p; oy 14° Lou ; J I � LL i +° I I us uiLL g cc i fp%rill i 11 J cn O 1= -7T 1 J. I 1 i I1\14,11 J, I It I � I ®xI D- I I ------ E� gg sa' I o7-1 :fJ ain r. Ertl.. J I o u N 7 IxOi£ li8i°� INSL 4-r1k, -- — — ` 13 1 I It / 244 I 'I II I I I I I I I I I I I I I I I �e•n•n a.�:r.-ria •�t� Jl�-�I, i I I I I I I I i � 0 J .. n ate• _. Ilv—f's'- s pss azi .:_1 11P. t100F FfLAMING '-- AT "TNEARdL 461Lh. MP41J>E 2x IA^" PAWMRs(3 24'u� ✓. j ., At Fut Fr lrGL;GoR CVAULTEa) Gfiltt. pROVttE 2x4 _ TRUiS6S LZ 44". Rc. iw Iae. 'TYP 'ReoF GONfTR s - PT 2x(pPLATE � $ 3-TA8 FIBERGLAS 511IN4LE RANG 016Q l2 / - A." QM. TO 15 1.6.' F6L•T AeHfc SIM. TOJ /yZ : I:-BEA1ziNG �/OLL V2° LDX PLq/D. OVICR pKAMING gEE _ I \_l I- {it?.EtIZ.��LtR 9PAGE. d , P"VIOE TLYeWM AT $At•IP-y,JRlNT6 1rLEV, :5LA6- II la"13'o.G. SETW6EN.- F2A.hi1NG 511t'f19RTS. ..PLAN 2 y � fo VENTILAMSIC, 3PAC*F �40 I 9 - 1�Y�'C42rE4Ti tt 2 >r VENTRD 'si x v wr BAFFLE �1 a op 006, ° #¢. GaNt - 3 Id' W04. Nb.IL 3 Sal@!a"BG INTO BLKG s Qc I'n o' FiG: 5LAli EE o '1 i — I-11 �! �!t!� - 0_ •-"III`-' g o �a �11 ,..b P ,y Ew .. .za4c_ FtG• �. CZ);:4 Fe6Asx - M'fl-. bU1tER hIhT: 7o �q t "Ir OF BLOWN INS �L.-.SEE NO{E i7wf 122��fII °? _fE4g1?1E76.R " Ix p4s¢IA \ <27- 2x(o-TOP W-4 -LAP 4S" -TYFC L T1d1CKENEQ SLAB NT Ir' OU,N t?.: W Ll x Eo u u D E- E4GH-i=AFTE4 - I ' DR. .vINtf7a-.4'r J DER1. �- F._ 3/4 - = l L o ..3I4•i6� ((�dtt . fAZ T?r liS 3Oo N-F STUD VRAIk 4 " UN1:ELi NOTED OfNt.R�VLLE -TYf'. s C'Zt@ aAKE� JMSULATB 46.VITY -TYP.. - 4� 3 I6A1T INwL.- -sst4 NQTE Cw. wi-lk - 0 '(`(P WALL. LBNSTR V4t°OR gl►W:lBR ON HARM. SLoE -T Lf "� LfALNI�- t ap. IZIA, a/Et•?e 2alO 3Tu1X 2. ' m c. - t1LB 156m PAPER THEY: =LVSE g�{( 2xfa8oTf. ilZ -rYf a _..12.1 O.k FIELD Cu.N G PLnvG -7YP.:. I— . -SEE SHEAR\V/+LL D - .. _. _ Lu FiU1 wl � M .@ ASt1O•�.'C1*40) M -.seE �taLz �vAL1 ..sGNEa f t 3"b 3" x_ lip' W6 tLeRs ALL WORK SUBJECT I ` EM131<t� A:B_ T��N'ry coNc_ pc� 1=A2RlG FIL7ER o7E12 -:j'�' d` S. NOT CFbS T4(L+4112b_Tb.: Et:1D5.- .. TO MELD W651iER GRAVEL. fNEK a LILT OVifiR _VQPOp.13ARFGl6tL. - Ed INSPECTION FOR eEi PVG PEfcF. DRAIN -uELS 4`L-.z,�reV, G,:. .. CODE COMPLIANCE ri.f SLOPE GRdDE. _ a1�ryE=P 7D=lER1NETER INSJL. i RECi6VED idAR 23 2017 m AEZ" ft VEk7 E IC COUNTER \VA?ERf%Pop cOATtN4 =1 tfStit . UNRrSiuRBFa 5m[L .. VW OEV LOPMENT SERV ES o LONG. ='l :*;- PE[N.::BEpRINK&. 1DDa plson it . 1 .. T`Cf. W LL cT.. li. Vt' t 151.eu1 ._ .. •.' . ' --- - THE COMPLETE LME/ 165048 , ; ' I colu��acsoasse�.Lveu.LstsFTptB1 C7CTIB13OIOH$ PRIOR TO T!W WORK. PRESCRIPTIVE PATH -SEE TABLE aELOW COWL.YWITN'rNEFOLL61&IINGCOM: ... 1• Al 120 VOC•T'.155%O ARS'F•RECEPTACLF�INSYA3Aep IN BiATWR 2ff7$;IAii TMAL CODE sI5NTEMT B C 2df5.,,._..,...... STAI4TCO �' ","' ,ggLrf 0001RT@R'rOP>0.'GRRALjES A19D OUTDOWtSaBALLHAVE PROTEDTtON. 2' T�eTO17t�IPLYINTP116WATER .....-.•.,.. •. . . RESISrnRTOWBT070"A1. ... a• Wit: 4• M6(D FLOW NM119^D T02.8 GPM. R ' OTNiRiANPL1CABLE CO6ES BY 5. 1SSR FELTti@OER VALW7R.EYF • PRONbR ATOTAL OF'�_.g,F, NET CRAWL SPACEVENT PROVrDEATOI°ALOF ` S:F.RS cftwL VINEM SHOW LOAD: 25 - LSSISA .PROYIt>1 AT8T4d, OP 'SF. NET CRAWL SPACE VENT . . WHIM SPEED -Y PROVIREATOi'ALOF _,�S.F. NET AT'S16 SPACE VENTILAT" PROVIDEATOTALCIF_�g ,IRg't AT'67C y_ SPACEVERTEAT�1 on GABLE,'RDbFJA OR RIDGE VENTS a 472 91RD W:OCRS F_ARTI[QUAKE:. SSa- ..-•-�-.•_. � sQFFtT Vttw7.s1,. � . 99YgSkq!!♦�T4�Ai $� !uEjjk e.. GEM?MS aE & 60tYCI�'FE 1, ad1ALl BEFC=28114ift 0-28 DAYS. 2, soid SACKIfix. 1'ALLSTRUCTLiRAL SOFTWOOD, FLyWaDip, , - LA WAS AND ONBOARD ARE 3. RERWCRZM SARS SMALL BE ASTM A-61e., 4. ORACE40REMFOXCM. 2<STANIPED NM "EXPO 1" ON "PR9 ", TANK L40 AM NATTL AFPWNM BOW AIWA ACT ANARRE ST'!f SOMOW DWQ6ATTO TO R-46 OR R•14 IF . 1. LUUMMALLSEPERWIPASTA YR. : 3. am I �(>ICPtq�CO6D?oO S. TO R.91N 2.. LKINT AM STUDS HP -MUD GRA W. 3. J016T & mpreiiB HIS OR BETTER 4. 4RAM 6AFM 0MORBETfER 4. SlI�BR R'15GUId4TCR TO LDMT HOT WATER OtSDpARe?E`60 2,Sam, I. OLL-STA A ANN) Ai: -STA18ffi1RC GRADE (Le.3118"1 21 X4 1.8E. OlDIOE a'1d'I 24F 74,IND 1.8E 5, t' T•OYES AND FiREFLACES HAVE TIGHT FITTING f, OODOBTSWE IR AOUCTED TO FIREBOx .-INDiiST9tfAL tLe. 6. LVL 1.8E MTN ACCEDE DARER• MR. a = tn. MM VENT' AREA, Ttta1T FITTIRB FLIP• rD 7. WC 24F IFF 2.1E ' a 1.8E WC 6, TION HAVE Dom"YER'r ALL GAS AND OD:C FORCEp VENTNF;L LIGRT ARE B.C. RATED, UMME WILL CAN LNEEMS OR WN SEALED WPMB Wx4m, PROY� 2X 30I.iD FIRS B6CC1LSKi 10 F'r O,C. ' '• 9. aML W-4K PINY VMWM IF Imo, SPACE. A • lam, &VElFr, Wfa,63, STAWS, FI.R;A9LS 6(e0 CHANGE Hi CEIL • : I rt' RAt70N1-TrOR A ATIQU AWD . Ram _. INFORI-Mm SAEET9 Sw"L am P m"M BY THE.BMi.�R AT. ROOF TR6�8 SHALL BE DEMINS-D.BY LICENSED WASHINGTON ` STATE - - • AW LWUALSRACII�Ri SHALL BE IN FIILAL {R6pEG'rIDR . .A .. ... c p.-r1FicAn d 4Rk£F» riT'9"J:rrNd?tl`.'- • '!°S 1. FACEDBATTSA"U1MVE0AM FACE STAPLED. AT g 1:. ALt. PLL1�, t L ACID 14YAO PENET RATa FLgpR, WAtbS AMCMMMMM,Q%WJMAMS VETpeowrEffimm1Q® A Ems, SUSS . L 0wher AND Warr W68TCN EDEES ON 4RE I'r>;t Ei�71 FnOE 4. P1A4E 6 ven�e.mras ma.. m..�......-...�._ L .. O1� 1' SOiRCE SPECiFiC_Al D WHOLE HOUSEYENTILATIONSYSTEMB A� SOURCE Sr_10101FIO E%UAWt VENTILATION M - �+�� swAgwo ester ROaarwrlea TBi,YAPi3R � 0ODR8Ri ODOR l BI IAA VENT1LAa�i RATr� Sd1ALi.t T, ON mil Ri6EgB SHALL BE> NED OR OTIS MMOB I Q ITOM Ate PRAM AWAY FROM i�llRwd.AWOR I$Lb1TRJ;V, . 3. HLtiR�Oti'I'Am RtLETs twee NAVE �a• WNOLE 140U5e.- PAN `r>7 .HE LOGA70D Gild ••••.• BATH 5EE 9'Ai3Le M150J.3-,5a Low. S1i.6steA►r I�>jr TI1 A,� VC4Pr . ' O CONFIRM FRA181R6. WIRIRB. FPRD P4U . DP � ?. V>I�LE f' V�Rltra4 FAR IS CAP�i.E OF EXHAVST 1. 7HESEARE'» itT ONLY.° P IbiWS. 3• �%• RECENM FIXTURES N EXTERIOR WALLS HAVE Risao SAND MMA71Wi BERMD TAM, 2 RATE r�T4�E•:=.'> Fl1 3.3 (i) mow' Pffii Vie. tWffibATROLUW 2. mil. 9mman"Is By 4.UNWWWOR IB W6ATM IS SUPPORTED BY LATH, T1WRE, 3. LAB ®I� BY REM, Bf�LiRI�ALi'P�41� 4. Fiaiil BTt 5, q aCCM IS BAFFLED, WEAT TR4RPED AMD Cam. .... HVAC GEBM Of DINERS. .. ..._.. .... w.. 2 T 1SORi$ 6• ACTRWAL f:MFSS, CABWR, AM HARDWARE DESMAS .. t.. IB „� , R ma's �}�p�g' T:. s>'�aiFets�irwea�AeE�sAFREBtessRas�cetFORr aR� OR L Mlhtd'S > i1Qr TRAIT 4 �}. iRCRES of IWT FREE Ate, t' T i8�.� . .... i E. � WTr� SDIBM NAUB FOR FiOPI TTN W -1 �TgtCAYATt TDmRFloaVrmiarrAt . ., �"� Etaslti OFFOAT�IG. - LPEC SUBJECTELD ON FOR PLIANCE EFFICIENT WATER HEATING 5a: showerhead an •tchen a faucets installed in the house shall be rated at 1.75 GPM or less. All other lavatory faucets shall be rated at 1.0 GPM or less.` To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum flow rates for all showerheads, kitchen sink faucets, and other lavatory faucets. _ EFFICIENT BUILDING ENVELOPE Id: Prescri 've co fiance is based on Table R4021.1 with the following modifications: U = z4 HIGH EFFICIENCY HVAC EQUIPMENT 3a: s -pane or oil -fired furnace with imam AF of %-/- Gas, propane or of i With nummum o 0 To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. EFFICIENT WATER HEATING 5c: Water h shall Inc ude one ofthe flolflowi ropane or oil water heater with a minimum EF of .9l or Solar water heating supplementing a minimum standard water heater. Soler water heating will provide a rated minimum savings of 85 therms or 2000 kWh based on the Solar Rating and Certification Corporation (SRCQ Annual Performance of OG-300 Certified Solar Water Heating Systems or Electric heat pump water heater with a minimum EF of 2.0 and meeting the standards of NEEA's Northern Climate Specifications for Heat Pump Water Heaters To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the water heater equipment type and the minimum equipment efficiency and, for solar water heating systems, the calculation of the minimum energy sa ' i TABLE R402.1.1 ...___,._... ... INSULATION AND FENEBTBlA7.A0RUj EYENTS BY 60EEPONENT° 1. . station piLisa thermal break between the slab a d th Insulation on the interior of the wall, or R-21 cavity-in��, "- ;<.• : CEl R VAb1 U-FBOt¢ra basement wall at the interior of the basement wall. "10/15/21.+T8" shall be permitted to be met with R-13a REotBlneraENTs W Fieheat'raEanU-Facto%' �7/a. 0.24. cavtt insulation on the interior ofth b CONTINUOUS WHOLE-FIWSEMECHANICAAB(vEN77MT10N�YSTEMAIRFIAwItATE $kyllgd actor 0.50 Y easement we,, plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior r;ltigd Fenestration SFLGCbB Fen n/a n!a or, exterior of the home or R-13 cavity insulation at the interior of the basement wail. "TB" means thermal break between floor slab basement Celifng. �' 3 0.026 and wall. 1Nood Frame Waaa"" ' 21 int. 21/21 ° 0.056 0.056 ° R-10 continuous insulation is required under heated slab on grade floors, $ee R402.2.9.1. . tiAaeaaii.R-Value' `There are no SHGC requirements in the Marine Zone. Floor ;:: 30 0.033 ._ .. i S]L ' .logy- 0Tade:VJall,t9 .. 1In+FB 0.048 .I ._...._...._...._... .-._ _. ___._ ... ..... ......... ... ._... t^;:.;_r . �SISbd: Velue & Depth. 10, 2 ft WE } i Reserved. Reserved. $ Reserved, a9oz w Table R492.1.1 Footnotes --- -- -- - -- - r-0150- . I, " . _ _ int : intermediate framin . T - .... ......... - For SI.1 foot .: 304.8 mm, cI . continuous Insulation,g he second R value applies when more than half the Insulation is on the interior ofthe mass wall. I%ECElVE® r R-values are minimums. U-factors and SHGC are maximums. When insulation is Installed in a cavity which is 1 Reserved, MAR 29 2017 D Bl ulca' less than the Append z Table el or design thickness be less thehe n In a Insulation, the compressed value specified in the table a of the Insulation from i For single rafter- or lolst-vaulted ceilings, the insulation maybe reduced to R-38. � DEVELOPMENT SERVICES notReserved. COUNTER fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. ' Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a ° .10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous minimum of R-10 insulation. Tfi k / .. NYIRE13k F[N INWIES 2-3 4-6 a-30 a1)3-1 7A 60 75 90 kUMT.. 0045 7j0 "' T5 90 105 00 w 7s 1os 1wOD75 90 I0� 1W 135s0090 105 1200 105 120. 135 150 165 REED ASSOCIATES, PS GIvB 8 SWckeal Engineering 198M 76th Ave. W. AA, Lynnwood, WA 98036 Of (425) 77&2793 wer®reed-assoccom GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, OR OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION. DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS, INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE 1'-8' MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL -GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8" LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM 0-1557 TEST PROCEDURES. CONCRETE fc = 2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL AS BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND AND A4 BARS SHALL BE GRADE 40, IN ACCORDANCE W RH ASTM A-815. LAP SPLICES 32 BAR DIAMETERS. WELDEDD WIRE FABRRICC SHALL CONFORMTO ASTM A-185 AND SHALL BE 6X6—WIAX WIA. LAPONEFULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS (4,_AND GREATER): DF-02 JOISTS I STUDS (2x—p HFA2/STUD GLUE LAMINATED BEAMS(GLB) 24F-V4(24F-V8 AT CANTILEVERS) PSL BEAMS 2.0E 2x TIMBER SHALL BE KILN DRIED, GRADES SHALL CONFORM TO -WWPA GRADING RULES FOR WESTERN LUMBER', LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND THE ISC. ALL CONNECTIONS PER IBC TABLE 2304.10.1. PLATE WASHERS TO BE 3• X 3" BY A' AND SHALL EXTEND TO WITHIN 1121NCH OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE(S)WITH SHEATHING. ANSIIAF&PASOPWS2015-4.3.6.4.3- ROOF DIAPHRAGM INSTALL MINIMUM 1/2' COX PLYWOOD (32116) OR 7/16' OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT G' O.C, AND INTERIOR SUPPORTS WITH Bd AT 12" O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23132"T&G STURD4.FLOOR(24oc) SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6' O.C.: AND INTERIOR SUPPORTS WITH 10d AT 12" O.C.. BLOCKING NOT REQUIRED. MISCELLANEOUSTHE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE -FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER RISK CATEGORY: 11 ULTIMATEINOMINAL DESIGN WIND SPEED: 110 MPHI 85 MPH NOMINAL WIND EXPOSURE: B _ INTERNAL PRESSURE COEF +1-.55 COMPONENTS & CLADDING: 16 PSF (min) METHOD: ASCE 7-10. MWFRS ENVELOPE PROCEDURE OCCUPANCY CATEGORY: II KA: 0 SEISIMIC DESIGN CRITERIA: PROCEDURE USED:SIMPLIFIED (ASCE 7-10,12.14.8) IMPORTANCE FACTOR,1 RISK CATEGORY, It R=6.5 OCCUPANCY CATEGORY: If S. 125(CURRENT USGS) SITE CLASS, D Sr =' 0.40 (CURRENT USGS) SEISMIC DESIGN CAT., D S.=023 SEISMIC FORCE RES. SYS, A.15. Sm = 0.43 DESIGN BASE SHEAR, 9,130lbs Ca=0.13 ROOF SNOW LOAD CRITERIA• FLAT -ROOF SNOW LOAD= 25PSF SNOW EXPOSURE FACTOR= 1.0 SNOW LOAD IMPORTANCE FACTOR= .80 THERMAL FACTOR= 1.0 1:� EepOaAs=C TTEs,rs '- ""'°_° HOEDOWN SCHEDULE Date Job n: 17-112 SHEARWALL& HOLDOWN NOTES(11 0.): (1) Simpson or =. Locate at end of(SW)u,n.o. Install per MARK HOLDOWN/ STRAP•1 FA�iTENERS TO (2WJUDSMINU.N.O. FOUNDATION ANCHOR•(1)(4) COMMENTS T-1 STHU14114RJ (30)-16d sinkere NIA manufacturer recommendations for foundation minimum end distance and embedment, deepen foundation as required. (2) Copetrucl cripple wall same as sheanvall (SW) above, and gable -end same as shearwall (SW) below. (3). Requires 3x or 2x foundation sill plate (4) Threaded rod and coupler as required (5) Common nails, UNO: Sd=0.131'x2'1A . 10d=0.148"x3", 12d=0.146'x311A". 16d=0.162x3Y.', 16dsinker=0.148"12IN". (6) Install H7's on all trusses/rafters, A£5's at 24"o/con gables & rim joist (or solid blkg) to tap plate (Sill jute at fdn) u.n.o.; When specified spacing is less Nan 24"o/c. install A35's at roof Solid bik'Ing to SW top plate, and install HI a H2.5 on all Wsaes/rafters. LTP4. LTPS or LS50 cm be subst8uted for A35. Conn, per Simpson Stmng-Tie or equal. (7) Minimum 3x or dbl-2x stud lamd w/(2}16d @ 6' o/c at abutting panel edges. (8) Anchor bolts shall be embedded at least 7'into concrete; there shall be a minimum of two bolts pm piece with one bolt located not more than 12" or less than :even bolt diameters from each end of the piece. 2x min PTura, u.n.. 9 All shealhin must be Simctl stleathin .N. . SHEARWALL SCHEDULE Data: 1/0/1900 Job A: 17-112 MARK .(2) SHEATHING -APPLY TO 2x HF STUDS @ 16'o/c U.N.O. BELOW •(9} SHEATHING EDGE NAILS'(5) ALL EDGES BLOCKED (do not peneVale past flush BASE PLATE NAILS •(5) ROOD TO TOP PLATE, FLOOR TO TOP PLATE 8 SILL PLATE' B SILL PLATE ANCHORS wI 3' x 3' x t/4' WASHERS'(e) SWA 7/16"OSB Bd@6" 0/c(12' We field) led@ 6"c/o A35@ 16"0/c 5/8"OXIO"AVS@ 48"0/c ROOF SHEATING PER PLAN MFG'D TRUSS Bd PER SW EDGE NAILING SHEATING PER SW SCHEDULE 16d PER SW SCH.BASE PLATE NAILING SW PER SCHEDULE 2x NAILER w/ 16d ® 6" O.C. (BOTH TRUSSES' Floor' n ROOF TRUSS RAE PALLTO INTERIOR SHEARWALL, TYP. Scale: 3/4" = 1'-0" P� �1�1aee,a.easl=waIkNlMaeeLmde, WA 6ApMo 1IM 1&M] Fu(411I) Vra OAIE , SHEEP. eKKb: [ALL WORK SUBJECT TO FIELD SPECTION FOR DE COMPLIANCE RECEIVED MAR 29 2017 DEVELOPMENT SERVICES COUNTER REED a ASSOCIATES, P.S 8311312111 STbLI:'f S.W. EDMONDS, t4'A 98026 (42S)77k-2793 _{ ( STRUCTURALRLVIEW I THIS DRAMI INO WAS BI EN ROAEMT.D FOR I.-.. {)�,�,.L'CTURAL REQVIREMENTS ONLY PERtiiG ATrKhIRDLIR ANDDg CALCULAT10aS. BY '� IOU li' )� DAt1 VOIDI NOT \YET SIGNED « 6710 N PIAN SHEARWALL PER PLAN TIGHT FIT SOLID BLK'G BOUNDARY NAILS PER PLAN .ROOF SHEATHING PER PLAN (� PROOF FRAMING PER PLAN 2X LEDGER (OR ROOF TRUSS) W/ -IILL1�1�pu- (2)- 16d EA STUD TRUSSES OR RAFTERS PARALLEL TO WALL SHEARWALL PER PLAN SHEARWALL PER PLAN TIGHT FIT SOLID BLK'G TIGHT FIT SOLID BLK'G BOUNDARY NAILS PER PLAN BOUNDARY NAILS PER PLAN ROOF SHEATHING PER PLAN ROOF SHEATHING PER PLAN TRUSS (MONO) PER PLAN 2X CONTINUOUS ROOF FRAMING PER PLAN SOUD BLK'G W/ 2X LEDGER W/ (2)- I6d EA STUD (2)- 16d EA STUD RAFTERS PERPENDICULAR TO WALL TRUSSES PERPENDICULAR TO WALL LOW ROOF SHEAR TRANSFER, TYPICAL Scale: 3/4" i9E ey TED 4� ' S K 1: c 41Do •-'}*TEA �' 4 -_ a 1 -� LIVIUG ♦ . I I e J P �� HE• 0 AyL �KT�t R Wa1/5 -IN I I YIA 4'LOOR PL"A N - u. " 6 IDD ® ® O WORK SUBJECTTO [ALL FIELDNSPECTION FORDE COMPLIANCE Y.EEUM ASSO1-1 8111-2121'H S''21J:T'$,tY, EaA40NDS. Y.'A 98024 (425)7TS-2793 ' STRUCTURAL REVIEW If TIM DRA14I\G I:AS UEEN R[VIE\YF.D FOR Sl'RUCCI RAL REQUIREMENTS ONLY PER THE. -i:ACHED LETTER AHU/OR CA,CULATIONB. 10611 �yy�_ 0DATc ID I FF HOT R'I:T S'('ry -E RECEIVE.', - MAR 29 2017 DEVELOPMENT SERVICES COUNTER • � -------------------------------- �j'�.�-fin-` !II ^� S fly - n \ L..I° .y4 i I •— T s �@dcro LLA -m.waE0 ` . „I - FRAMING PER PLAN LOCATION BY OTHERS -BD 3 a I i i - e L--__--___ 1 ° - - -- - i---------_' SW�-17 t1 AD _ U RR„ = O'O R .. P L L N ' ¢ 4' SLAB W/ 6X6 W1.4 X WIA WWF OR #3 @ 12'o/c E.W. INA/ LONGITUDINAL 'W/ 3 I 3- CLR #4 CONT. @ 10'o/c TOE LALLRK SUBJECTO FIELDCTION FOROMPLIANCE GENCRAI NOTES: IBC 2Q6 E➢ITION 35 PCF EOUIVILENY FLUID PRESSURE 2000 PSF SOIL BEARING PRESSURE 0 PSF SURCHARGE - 5 1/2 SACK CEMENT PER CUBIC YARD. - 2500 PSI MINIMUM COMPRESSIVE STRENGTH, MAXIMUM 6 GALLONS VATER PER SACK GRADE 60 STEEL FOR 15 & LARGER GRADE 40 STEEL FOR #4 & SMALLER BACKFILL WITH POUROUS MATERIAL; PROVIDE TE14PDRARY BRACINGS AS REO'D UNTIL SLAB IS CONSTRUCTED AND CURED. WALL PER PLAN OR SW PER SCH. C2)- #4 CONT. @ TOP 6"MIN- HORIZ. BARS: PER SCHEDULE VERT. BARS+ PER SCHEDULE FTG DOWELS W/ STD HOOK INTO FTG: MAX HEIGHT 2^� SAME AS VERT BAR OF BACKFILL: SPACING PER SCHEDULE LAP: 24'MIN HEEL BARS= PER SCHEDULE 2"CLR TOE BARS: PER SCHEDULE FTG THCK a 4.0 FTG DRAIN IN GRAVEL POCKET BEARING WALL HEEL SOIL REINFORCEMENT &FOOTING SCHEDULE MAX HEIGHT F BACKFILL VERTICAL REINFORCEMENT HORIZONTAL REINFORCEMENT TOE WIDTH WALL V10TN HEEL VIOTH FTG THCK HEEL BARS TOE BARS LW 14 e16#P/c #4 @ 10'O/C pN/A N/A 5'-6' #4 VOIC #4 a 10'u/C 2bEl �OV N/A f( � LM #4 ejL%/c #4 e'10'o/C (O/ N/A' #4 @ f/16/c 8 TYPICAL CANTED FND .WALL . Scale: NTS = 1'-O' Section View 002 G RECEIVE MAR 29 2017 DEVELOPMENT SERVICES COUNTER