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150 SUNSET AVE S.PDFiiiiiiii lill 11 13376 150 SUNSET AVE S Inc. 1.S9v City of Edmonds RIGHT-OF-WAY CONSTRUCTION PERMIT Permit Number. J Issue Date• / A. Address or Vicinity of Constructiony5-, j,, B. Type of Work (be specific):- U r r f . ,1_, C. Contractor:<,,;- .. i p- e e i e -, r—, , 4 , C _i Mailing Addressip , g A 4 _ State License #•r, 02 qC ' " z D. Building Permit # (if applicable): Contact: ,iD e- Phone: ti z �_ Liability Insurance: Bond: Side Sewer Permit # (if applicable): E. ❑ Commercial ❑ Subdivision ❑ City Project ❑ Utility (PUD, GTE, WNG, CABLE, WATER) ❑ Multi -Family ❑ Single Family )V1 Other INSPECTOR: INSPECTOR: t.N; 4 C_., 0 F. Pavement or Concrete Cut : El Yes []No G. Size of Cut: �_ x t H. Charge APPLICANT TO READ AND SIGN INDEMNITY: Applicant understands and by his signature to this application to hold the City of Edmonds harmless from injuries, damages, or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds, or any of its departments or employees, including or not limited to the defense of any legal proceedings including defense costs and attorney fees by reason of granting this permit. THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPEC- TION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT. Two sets of construction drawings of proposed work required with permit application. A 24 hour notice is required for inspection. Please call the Engineering Division, 771-0220. Work and material is to be inspected during progress and at completion. Restoration is to be in accordance with City Codes. Street shall be kept clean at all times. Traffic Control and Public Safety shall be in accordance with City regulations as required by the City Engineer. All street cut trench work shall be patched with asphalt or City approved material prior to the end of the working day; NO EXCEPTIONS. I have read the above statements and understand the permit requirements and the pink copy of the permit will be available on site at all times for inspection purposes. Signature: Z2.,.L, _ _ e _ / %' ' /7 / ., . . C-t _ ,st Date: t L — / e -- or CALL DIAL -A -DIG PRIOR TO BEGINNING WORK NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE Eng. Div 1997 EZ FIELD INSPECTION NOTES Comments Diagram (Fund 111 - Route copy to Street Dept.) CONTRACTOR CALLED FOR INSPECTION ❑ YES ❑ NO Partial Work Inspection by P.W.: Work Disapproved By: Date: FINAL APPROVAL BY: Date: L-URT OF E D M 0 N D S 336 Admiral Way Edmonds, Washington 98020-7214 (425) 774-0549 (425) 774-7837 FAX DATE: 12/15/97 TO: ROY WHITCUTT, CITY OF EDMONDS FROM: DON OLMSTED, PLANNING AND PERMIT COORDINATOR SUBJECT: PUBLIC INFORMATION KIOSK The Port is assisting the Edmonds Alliance for Economic Development in the construction of an information Kiosk at the corner of Sunset Street and James Street on property owned by Albert Dykes. The information Kiosk Project is sponsored by a grant from the Snohomish County Department of Planning and Development Services and is intended to benefit the business community in the City of Edmonds. The Kiosk will be operated as a community service by the Edmonds Alliance for Economic Development. The City council has given approval for a 110 volt circuit, which exists in the City owned parking lot on the adjacent property, to be extended under James Street to supply power for the Kiosk. The Right Of Way permit the Port is requesting will allow that connection. The Port is acting as the general contractor for this project and will incur the cost of installing the underground conduit and wiring. The actual installation will be done by Superior Cable Construction. The conduit will pass under James Street and will require a minimum of one and a maximum of two 2 foot by 4 foot opening in the pavement. The number of openings will depend on the existing utilities in that area. Superior Cable Construction, PO Box 791 Lake Stevens, 98258 Phone 425 334-9315 Contact Pete Anderson State License # SUPERCC092RC Bond $6000 FORT OF E 0 M 0 N 0 S T" — � a b b a � � n T� I KIOSK SITE i i SIDEWALK RAILROAD Ave. ET_ b � n , b r Existing 110V Circuit Pavement Opening SUNSET Ave. S. EUMONUS AIJ.IANCE FOR ECONOMIC UIwn.QPMENT XM1FQ1RJ1XATIQ12W KZ061C PFtOJEC W Willi FUNDING FROM SNGI IOMISII COUNTY DEPAR I MENT OF PLANNING AND UEVEI.UPMEN F SERVICES PORT OF EOMONDS — — — — — Pavement Opening O LL Not to Scale is C-ORDON MA>dUELL SALMON z ° n 'cn c O n I Cf .y + PREFINISHED METAL ROOFING II N m G CO 7\ r 'y O PREFINISNED METAL PANELS P 4 C I J INFORMATION - JnL1I- t t E f PAMPLET5 F� r`kJ f R r H Ado SGALE: 1/2 '' 1V ®� ®® CITY-O,F'tWONOS` ONE PERMIT p NUMBER J CONSTRUCTION' '.P. ERMIT APPLICATION JOB` SUITE/APT OWNER NAME/NAME OF BUSINESS ADDRESS ''�""-) O u r Cj}� Poft --r GT F• G.0^%O/v� ,I LEGAL.DESCRIPTIOJr CHECK SUBDIVISION NO..: LID N9, Z-MAILING'AODRESS - - •� lets _ j /1 o p OIYt ! n s► IJ k, . r if PUBLIC RIGHT OF WAY PER OFFICIAL STREET M TESCP Approved N1,6 CITY ZIP TELEPHONE NUMBER ;r. RW Permit Required Y i q EXISTINGk. REQUIRED DEDICATION Street Use Permit Raq d� E.f/1r10N tl S (S 0 ZO % � OJ- ). : Inspection Required ` � NAME PROPOSED _ � I`' Sidewalk Required Ala) ✓_ A ^'I F LA JCO N r; .' : +' METER SIZE; LINE SIZE NO. OF FIXTURES PRV REQUIRED w ADDRESS ..✓� r '�YES ❑ NO.B'- 3 U / Z 3 C� ? p F �'l/ REMARKS D� Z CITY ZIP TELEPHONE NUMBER �/NS�'Er 770A) A EW �r o �vo� �6o Lc7 % fit►-• o � NAME ¢ ADDRESS FO ENGINEERlr.jG MEMO DATED REVIEW BY ¢ CITY ZIP tELEPHONE NUMBER Zt D/ t'�c. �v p J 4 �o — o ' Ar`i FIRE MEMO DATED REVIEWED BY W :STATE LICENSE NUMBER EXPIRATION DATE, - u VARIANCE OR CU AOB# SHORjt INE Legal Description of Property - include all easements t- SEPA REVIEW SIGN AREA HEIGHT p �{)� Lo. Z , .ate L Z, ., 'C,� jV �,3 (�/ COMPLETE I EXEMPT ALLOWED'L I PROPOSED ALLOWED I PROPOSED a f DCP /- A-,0 P4) ) F P �rorN s7Aroo o A L A : • . w LOT COVERAGE REQUIREDED SETBABA CKS (FT) PROPOSED SETBACKS (FT) o ALLOW PROPOSED FRONT SIDE REAR FRONT UR SIDE REAR c7 J ` Z (4 AN IyTc --fr- -J o � . �.�Pr� Jf Nl.dr�is.'� 213[ 0o-g00 Lu z Property Tax Account LOT AREA P NI IEW BY E a Pa No. � 3 7 P 3 I' -- U 4 J_" '- 00 REMARKS a19 NEW RESIDENTIAL PLUMBINGNMECH Rfj �%6 1 G COMPLIANCE OR ADDITION f�F CMMMITRML CHANGE OF USE REMODEL APT. BLDG. SIGN GRADING FENCE CHECKED BYf TYPE OF C ST UCTION 1 CODE /'y OCCUPANT R REPAIR CYDS. L—x_FT) (v,`f P_ DEMOLISH WOOpSTOVE SWIM POOL SPECIAL INSPECTOR AREA OCCUP T INSERT HOT TUB/SPA REQUIRED LOAD GARAGE RETAINING WALL/ 0 YES CARPORT' a ROCKERY RENEWAL REMARKS (TYPE OF.USE, BUSINESS OR ACTIVITY) EXPLAIN: PROGRESS INSPECTIONS PER UBC 108 Z 0 CRITICAL tu '.NUMBER NUMBER OF O OF } DWELLING v. AREAS m0 STORIES I UNITS NUMBER. -' DESCRIBE WORK TO BE DONE (ATTACH PLOT PLAN) CO�i17/ v 7 r. R A, h F s ��+ No.ve. FINAL INSPECTION REQUIRED VALUATION FEE 1�Q0T/t ry N�-prM'�/-0'►ro.v h.ro � PLAN CHECK FEE BUILDING HEAT SOURCE: GLAZING rNv N is t) N (:L % PLUMBING Plan Check No. MECHANICAL This Permit covers work to be done on private property ONLY. GRADING/FILL Any construction on the public domain (curbs, sidewaiks; _. driveways, marquees, etc.) will require separate permission. STATE SURCHARGE Permit-Applicatibm-180 Days' I Permit Limit: 1 Year - Provided Work is Started Within 180 Days sropM DRdwAG@ FEE" ' "Applicant, on behalf of his or her spouse, heirs, assigns and ENG. INSPECTION FEE ,n successors in interest, agrees to indemnify, defend and hold w harmless the City of Edmonds, Washington; ifs officials; X. employees, and agents from any and all claims for damages of awhatever nature, arising directly or indirectly from the issuance of this..permit. Issuance Of this permit shall not: be deemed to PLAN CHECK DEPOSIT modify, waives or,reduce any requirement of any city ordinance Ox nor limit in any way,the City.'s ability to enforce An;,ordinance TOTAL AMOUNT DUE provision." I ,hereby acknowledge that 1 have read this application; thafthe information given is correct; and that I am the owner, or the duly .ATTENTION APPLICATION APPROVAL authorized agent of the owner. I agree to comply with city and THIS PERMIT state laws regulating construction; and in doing the work authoriz- AUTHORIZES This application is not a permit until ed thereby, no person will be employed in violation of the Labor ONLY THE signed by the Building Official or his/her Code of the State of Washington relating to Workmen's Compensa-. WORK NOTED Deputy; and fees are paid, and receipt is lion Insurance and RCW 18.27. INSPECTION acknowledged in space provided. -SIGNATURE (OWNER OR AGENT) GATE SIGNED DEPARTMENT CITY OF OF CI Sit DATE EDMONDS ATTENTION CALL FOR D tiY: INSPECTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE ��.� 02ZO UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR r ORIGINAL — File YELLOW — Inspector A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PINK — Owner GOLD — Assessor / cy cy IF RPDA USE SENSOR SR2 METER W/ TRPL REMOTE READ. TRPL SHALL BE INSTALLED 12" MIN. - ON SIDE OF HOT BOX WITH EASY ACCESS FOR METER READING. 3/8" X 4" ANCHOR BOLTS PER MANUFACTURER CONCRETE SLAB (2000 PSI MIN.) FINISHED GRAD a 6" MINIMUM FREE DRAINING GRAVEL Z a CONNECT TO M WATER METER IMMEDIATELY ADJACENT TO RPBA-�1 120 VOLT ELECTRICAL OUTLET FOR HEAT TAPE. INSTALL HEAT TAPE FOR FREEZE PROTECTION .REDUCED PRESSURE BACKFLOW ASSEMBLY (RPBA) CENTER BACKFLOW PREVENTER IN ENCLOSURE 3" MIN. ENCLOSURE "HOT BOX" OR EQUAL IF RPDA USE SENSOR SR2 METER W/ TRPL REMOTE READ. - — UNION lm%:7lq6'111—SUPPORTS 7 2- T DRAIN SEE NOTE 6 SLEEVE (TYP.) 6x6-W2.9xW2.9 WWF (WELDED WIRE FABRIC) 3" MIN. T�z a FINISHED N GRADE i FLOW — J \ 0 TYPE K COPPER OR TO OWNERS ELECTRICAL PANEL. FRONT VIEW APPROVED EQUAL DIRECT BURIAL OR IN RIGID (SIZE AS REQ..) CONDUIT PER ELECTRICAL METER SIDE PERMIT REQUIREMENTS. NOTES: SIDE VIEW 1. PROVIDE CITY APPROVED SUPPORT FOR DEVICES LARGER THAN 1" DIAMETER. 2. OWNER SHALL FURNISH, INSTALL AND MAINTAIN THE RPBA OR RPDA AND ALL PIPING AND APPURTENANCES SHOWN ON THIS PLAN. 3. CITY WILL PROVIDE INSPECTION. INITIAL TEST OF THE RPBA OR RPDA PRIOR TO ESTABLISHMENT OF WATER SERVICE WILL BE DONE BY A STATE CERTIFIED BAT TESTER 4. REDUCED PRESSURE BACKFLOW ASSEMBLIES SHALL BE STATE APPROVED DEVICES. 5. ANNUAL TESTING OF RPBA AND RPDA REQUIRED BY OWNER. 6. DRAIN SHALL BE SIZED IN ACCORDANCE WITH AWWA CROSS CONNECTION CONTROL FIGURE 6-8 (SEE STD DETAIL SHEET E 7.1 1.1) 7. ENCLOSURES SHALL BE LOCATED ON PRIVATE PROPERTY. Est 18911 C I- •T Y :• O: F-- ......'E • D: -M C. N.' O S . . REVISIONS STANDARD DETAIL APPROVED BY DATE D. GEBERT 10/6/03 HOT BOX ASSEMBLY FOR REDUCED PRESSURE BACKFLOW ASSEMBLY (RPBA) AND RPDA D. GEBERT 4/2/07 DATE 6/16/03 SCALE NTS DWG N0. E 7.11 M 112 �1` .4 a Transportation Planners and Traffic Engineers MEMORANDUM To: Jeff Oaklief, Johnson Arc ite ture & Planning, LLC From: Matthew Palmer, PE V Project: Salish Crossing Retail Pavilion, GTC #15-026 City of Edmonds Trip Generation and Mitigation Update Date: October 28, 2015 OCT 3 0 2015 ,13UDING ARtIrCITY OF EDMONDS MENT This memorandum summarizes the updated trip generation and mitigation analysis for the addition of 1,764 SF of Donut Shop with Drive Thru Lane and Indoor Seating and credit for 8,200 SF (per City records) of previously permitted Shopping Center that has been demolished. The site is located at 190 Sunset Avenue S in the City of Edmonds. The development will not change any of the four access points to the existing parking shared lot. Trip Generation Credit for the previously permitted Shopping Center is based on data contained in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 9t' Edition (2012), LUC 820, shopping center. ITE LUC 937, Coffee/Donut Shop with Drive-Thru and Indoor Seating, was used to calculate the donut shop trips. Also, pass -by rates (% New Trips) for the uses are from Table 4 of the City of Edmonds Traffic Impact Analysis Guidelines. In Table 4 from the City of Edmonds, the same % New Trips is used for the coffee/donut shop with/without indoor seating and with/without drive -up; therefore, a % New Trip rate of 20% was utilized for the coffee/donut shop with drive- thru and indoor seating. The % New Trip rate for the shopping center is 65%. The PM peak -hour trip generation is summarized in Table 1. Table 1: PM Peak Trip Generation Summary Land Use Variable PM Peak -Hour Inbound Outbound Total Coffee/Donut Shop with Drive Thru & Indoor Seating 1,764 SF 37.75 37.75 75.50 Shopping Center (Removed) -8,200 SF -14.60 -15.82 -30.42 Pass -by Trips --- -25.09 -24.66 -49.75 TOTAL --- -1.94 -2.73 -4.67 The trip generation calculations are included in the attachments. 2802 Wetmore Avenue • Suite 220 • Everett WA, 98201 Tel: 425-339-8266 • Fax: 425-258-2922 • E-mail: info@gibsontraffic.com Salish Crossing Retail Pavilion Trip Generation & Mitigation Memo Mitigation Fees The applicable traffic mitigation fees are from Table 4 of the City of Edmonds Traffic Impact Analysis Guidelines. The 2009 Impact Fee Rate Table is included in the attachments to determine the new fees and credit for the removed 8,200 SF of shopping center is based on the 2004 Impact Fee Rate Table as the previous use was permitted before 9/12/2004. There is no land use for the coffee/donut shop with drive thru and indoor seating; however, there is both coffee/donut shop, no drive -up and coffee/donut shop, drive -up no indoor seating. Both have the same % New Trips (20%) and same Trip Length Factor (0.67); these were applied to the trip generation rate of 42.8 PM peak -hour trips/1,000 SF to calculated an impact fee per unit of $6.02 per square foot for the coffee/donut shop with drive thru and indoor seating. The development generates more traffic mitigation fee credit; therefore, no traffic mitigation fees will be owed by the development. The traffic mitigation fee calculation for the Salish Crossing Retail Pavilion is summarized in Table 2. Table 2: Traffic Mitigation Fee Calculation Land Use Number of Units impact Fee per Unit Total Coffee/Donut 1 764 SF ' $6.02 per square foot $10,619.28 Shop w/ DT Shopping Center _g200 SF $0.93 per square foot -$7,626.00 Total --- --- $2,993.28 Access Analysis There will be no changes to the existing four access points with the proposed development. Summary/Conclusions The redevelopment of the site would generate -4.67 new PM peak hour trips. The site has four access points and would not be anticipated to impact any intersection with 10 new PM peak- hour trips; therefore, off -site mitigation should not be required. With the credit for the previously permitted use the traffic mitigation fee would be $2,993.28. Attachments (A-1 to A-8) Gibson Traffic Consultants, Inc. October 2015 info@gibsontraffic.com 2 GTC # 15-026 Salish Crossing Retail Pavilion GTC #15-026 Trip Generation for: Development Peak Weekday (a.k.a.): Average Weekday Daily Trips (AWDT) NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS TOTAL PASS -BY DIVERTED LINK NEW PASS -BY DIVERTED NEW Gross Trips Internal Crossover LINK ITE Trip o /o o /o In+Out % of Trips In+Out % of In+Out % of In+Out In+Out LAND USES VARIABLE LU Gross In+put Ext. Ext. In Out In Out In Out Rate IN OUT Total ( ) Total ( ) (Total) (Total) (Total) code Trips (Total) Trips Trips Coffee/Donut Shop with Drive-Thru 1.764 KSF 937 818.58 50% 50% 1,444 0% 0 1,444 80% 1,155 0% 0 289 1 578 577 0 0 145 144 Shopping Center -8.200 KSF 820 42.70 50% 50% -350 0% 0 -350 35% -123 0% 0 227 -62 -61 0 0 -114 113 Total 1,094 0 1,094 1,032 0 62 516 516 0 0 31 31 Note: Pass -by Trip Percentage is from the City of Edmonds 2009 - Impact Fee Rate Table, Table 4, % New Trips. Salish Crossing Retail Pavilion GTC #15-026 Trip Generation for: Development Peak Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 7 and 9 AM (a.k.a.): Weekday AM Peak Hour NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS TOTAL PASS -BY DIVERTED LIN 11 NEW PASS -BY DIVERTED NEW Gross Trips Internal Crossover LINK ITE Trip ° /° , k In+Out % of Trips In+Out % of In+Out % of In+Out In+Out LAND USES VARIABLE LU Gross In+Out Ext. Ext. In Out In Out In Out code Rate IN OUT (Total) Trips (Total) (Total) Trips (Total) Trips (Total) (Total) Coffee/Donut Shop with Drive-Thru 1.764 KSF 937 100.58 51 % 49% 177 0% 0 177 80% 142 0% 1 0 35 72 70 0 0 18 17 Shopping Center -8.200 KSF 820 0.96 62% 38% -8 0% 0 -8 35% -3 0°h 0 -5 -2 -1 0 0 -3 -2 Total 169 0 169 139 0 30 70 69 0 0 15 15 Note: Pass -by Trip Percentage is from the City of Edmonds 2009 - Impact Fee Rate Table, Table 4, % New Trips. a N Salish Crossing Retail Pavilion GTC #15-026 Trip Generation for: Development Peak Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 4 and 6 PM (a.k.a.): Weekday PM Peak Hour NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS TOTAL PASS -BY DIVERTED LINK NEW PASS -BY DIVERTED LINK NEW Gross Trips Internal Crossover LAND USES VARIABLE ITE LU code Trip Rate % IN % OUT In+Out (Total) % of Gross Trips Trips In+Out (Total) In+Out (Total) % of Ext. Trips In+Out (Total) % of Ext. Trips In+Out (Total) In+Out (Total) In Out In Out In Out Coffee/Donut Shop with Drive-Thru 1.764 KSF 937 42.80 50% 50% 75.50 0% 0 76 80% 60.40 0% 0 15 30.20 30.20 0 0 7.55 7.55 Shopping Center -8,200 KSF 820 3.71 48% 52% -30.42 1 0% 0 -30 35% -10.65 1 0% 0 20 -5.11 -5.54 0 0 -9.49 -10.28 Total 45.08 0 45 49.75 0 -5 25.09 24.66 0 0 -1.94 -2.73 Note: Pass -by Trip Percentage is from the City of Edmonds 2009 - Impact Fee Rate Table, Table 4, % New Trips. a W Salish Crossing Retail Pavilion GTC #15-026 AM Peak -Hour % New ADT New AM Peak Hour Trips In I Out 11 Total 100% 621 151 151 30 1 % 0.62 0.15 0.15 0.30 2% 1.24 0.30 0.30 0.60 3% 1.86 0.45 0.45 0.90 4% 2.48 0.60 0.60 1.20 5% 3.10 0.75 0.75 1.50 6%1 3.72 0.901 0.90 1.80 7% 4.34 1.05 1.05 2.10 8% 4.96 1.20 1.20 2.40 9% 5.58 1.35 1.35 2.70 10% 6.20 1.50 1.50 3.00 11 % 6.82 1.65 1.65 3.30 12% 7.44 1.80 1.80 3.60 13% 8.06 1.95 1.95 3.90 14% 8.68 2.10 2.10 4.20 15% 9.30 2.25 2.25 4.50 16% 9.92 2.40 2.40 4.80 17% 10.54 2.55 2.55 5.10 18% 11.16 2.70 2.70 5.40 19% 11.78 2.85 2.85 5.70 20% 12.40 3.00 3.00 6.00 21 % 13.02 3.15 3.15 6.30 22% 13.64 3.30 3.30 6.60 23% 14.26 3.45 3.45 6.90 24% 14.88 3.60 3.60 7.20 25% 15.50 3.75 3.75 7.50 26% 16.12 3.90 3.90 7.80 27% 16.74 4.05 4.05 8.10 28% 17.36 4.20 4.20 8.40 29% 17.98 4.35 4.35 8.70 30% 18.60 4.50 4.50 9.00 31 % 19.22 4.65 4.65 9.30 32% 19.84 4.80 4.80 9.60 33% 20.46 4.95 4.95 9.90 34% 21.08 5.101 5.10 10.20 35% 21.70 5.25 5.25 10.50 36% 22.32 5.40 5.40 10.80 37% 22.94 5.55 5.55 11.10 38% 23.56 5.70 5.70 11.40 39% 24.18 5.85 5.85 11.70 40% 24.80 6.001 6.00 12.00 41 % 25.42 6.15 6.15 12.30 42% 26.04 6.30 6.30 12.60 43% 26.66 6.45 6.45 12.90 44% 27.28 6.60 6.60 13.20 45% 27.90 6.75 6.75 13.50 46%A29.76 6.90 6.90 13.80 47% 7.05 7.05 14.10 48% 7.20 7.20 14.40 7.35 7.35 14.70 7.50 7.50I 15.00 % New ADT New AM Peak Hour Trips In I Out 11 Total 100% 62 151 151 30 51 % 31.62 7.65 7.65 15.30 52% 32.24 7.80 7.80 15.60 53% 32.86 7.95 7.95 15.90 54% 33.48 8.10 8.10 16.20 55% 34.10 8.25 8.25 16.50 56%1 34.72 8.40 8.40 16.80 57% 35.34 8.551 8.55 17.10 58% 35.96 8.70 8.70 17.40 59% 36.58 8.85 8.85 17.70 60% 37.20 9.00 9.00 18.00 61 % 37.82 9.15 9.15 18.30 62% 38.44 9.30 9.30 18.60 63% 39.06 9.451 9.45 18.90 64% 39.68 9.60 9.60 19.20 65% 40.30 9.75 9.75 19.50 66% 40.92 9.90 9.90 19.80 67% 41.54 10.05 10.05 20.10 68% 42.16 10.20 10.20 20.40 69% 42.78 10.35 10.35 20.70 70% 43.40 10.50 10.50 21.00 71 % 44.02 10.65 10.65 21.30 72% 44.64 10.80 10.80 21.60 73% 45.26 10.95 10.95 21.90 74% 45.88 11.10 11.10 22.20 75% 46.50 11.25 11.25 22.50 76% 47.12 11.40 11.40 22.80 77% 47.74 11.55 11.55 23.10 78% 48.36 11.70 11.70 23.40 79% 48.98 11.85 11.85 23.70 80% 49.60 12.00 12.00 24.00 81 % 50.22 12.15 12.15 24.30 82% 50.84 12.30 12.30 24.60 83% 51.46 12.45 12.45 24.90 84% 52.08 12.60 12.60 25.20 86% 52.70 12.75 12.75 25.50 86% 53.32 12.90 12.90 25.80 87% 53.94 13.05 13.05 26.10 88% 54.56 13.20 13.20 26.40 89% 55.18 13.35 13.35 26.70 90% 55.80 13.50 13.50 27.00 91 % 56.42 13.65 13.65 27.30 92% 57.04 13.80 13.80 27.60 93% 57.66 13.95 13.95 27.90 94% 58.28 14.10 14.10 28.20 95% 58.90 14.25 14.25 28.50 96% 59.52 14.40 14.40 28.80 97% 60.14 14.55 14.55 29.10 98% 60.76 14.70 14.70 29.40 99% 61.38 14.85 14.85 29.70 100% 82.00 15.00 15.00 30.00 A-4 Salish Crossing Retail Pavilion GTC #15-026 PM Peak -Hour % New ADT New PM Peak Hour Trips In I Out 11 Total 100% 62 -2 -3 -5 1 % 0.62 -0.02 -0.03 0.05 2% 1.24 -0.04 -0.05 -0.09 3% 1.86 -0.06 -0.08 -0.14 4% 2.48 -0.08 -0.11 -0.19 5% 3.10 -0.10 -0.1 -0.23 6%1 3.72 -0.12 -0.16 -0.28 7% 4.34 -0.14 -0.19 -0.33 8% 4.96 -0.16 -0.22 -0.37 9% 5.58 -0.17 -0.2 -0.42 10% 6.20 -0.19 -0.2 0.47 11 % 6.82 -0.21 -0.30 -0.51 12% 7.44 -0.23 -0.33 -0.56 13% 8.06 -0.25 -0.35 -0.61 14% 8.68 -0.27 -0.38 -0.65 15% 9.30 -0.29 -0.41 -0.70 16% 9.92 -0.31 -0.44 70.75 17% 10.54 -0.33 -0.46 -0.79 18% 11.16 -0.35 -0.49 -0.84 19% 11.78 -0.37 -0.52 -0.89 20% 12.40 -0.39 -0.5 -0.93 21 % 13.02 -0.41 -0.5 -0.98 22% 13.64 -0.43 -0.60 -1.03 23% 14.26 -0.45 -0.6 -1.07 24% 14.88 -0.47 -0.66 -1.12 25% 15.50 -0.49 -0.68 -1.17 26% 16.12 -0.50 -0.71 1.21 27% 16.74 -0.52 -0.7 -1.26 28% 17.36 -0.54 -0.76 -1.31 29% 17.98 -0.56 -0.79 -1.35 30% 18.60 -0.58 -0.8 -1.40 31 % 19.22 -0.60 -0.85 -1.45 32% 1784 -0.62 -0.8 71.49 33% 20.46 -0.64 -0.90 -1.54 34% 21.08 -0.66 -0.93 -1.59 35% 21.70 -0.68 -0.96 1.63 36% 22.32 -0.70 -0.98 -1.68 37% 22.94 -0.72 -1.01 1.73 38% 23.56 -0.74 -1.04 -1.77 39% 24.18 -0.76 -1.06 -1.82 400/6 24.80 -0.78 -1.09 -1.87 41 % 25.42 -0.80 -1.12 -1.91 42% 26.04 -0.81 -1.15 1.96 43% 26.66 -0.83 -1.17 -2.01 44% 27.28 -0.85 -1.20 -2.05 45% 27.90 -0.87 -1.23 -2.10 46% 28.52 -0.89 -1.26 -2.15 47% 29.14 -0.91 -1.281 2.19 48% 29.76 -0.93 -1.31LA 30.38 -0.95 -1.3431.00 0.97 1.3 % New ADT New PM Peak Hour Trips In Out Total 100% 62 -2 -3 5 51 % 31.62 -0.99 -1.39 -2.38 52% 32.24 -1.01 -1.42 -2.43 53% 32.86 -1.03 -1.45 -2.48 54% 33.48 -1.05 -1.47 -2.52 55% 34.10 -1.07 -1.50 -2.57 56% 34.72 -1.09 -1.53 -2.62 57% 35.34 -1.11 -1.56 -2.66 58% 35.96 -1.13 -1.58 -2.71 59% 36.58 -1.14 -1.61 -2.76 60% 37.20 -1.16 -1.6 -2.80 61 % 37.82 -1.18 -1.67 -2.85 62% 38.44 -1.20 -1.69 -2.90 63%1 39.06 -1.22 -1.72 -2.94 64% 39.68 -1.24 -1.75 -2.99 65% 40.30 -1.26 -1.7 -3.04 66% 40.92 -1.28 -1.80 -3.08 67% 41.54 -1.30 -1.83 -3.13 68% 42.16 -1.32 -1.86 -3.18 69% 42.78 -1.34 -1.88 -3.22 70% 43.40 -1.36 -1.91 -3.27 71 % 44.02 -1.38 -1.94 -3.32 72% 44.64 -1.40 -1.97 -3.36 73% 45.26 -1.42 -1.99 -3.41 74% 45.88 -1.44 -2.02 -3.46 75%1 46.50 -1.46 -2.0 -3.50 76% 47.12 -1.47 -2.07 -3.55 77% 47.74 -1.49 -2.10 -3.60 78% 48.36 -1.51 -2.13 -3.64 79% 48.98 -1.53 -2.16 -3.69 80% 49.60 -1.55 -2.18 -3.74 81 % 50.22 -1.57 -2.21 -3.78 82% 50.84 -1.59 -2.24 -3.83 83% 51.46 -1.61 -2.27 -3.88 84% 52.08 -1.63 -2.29 -3.92 85% 52.70 -1.65 -2.32 -3.97 86% 53.32 -1.67 -2.35 -4.02 87% 53.94 -1.69 -2.38 -4.06 88% 54.56 -1.71 -2.40 -4.11 89% 55.18 -1.73 -2.43 -4.16 90% 55.80 -1.75 -2.46 -4.20 91 % 56.42 -1.77 -2.48 -4.25 92% 57.04 -1.78 -2.51 -4.30 93% 57.66 -1.80 -2.5 -4.34 94% 58.28 -1.82 -2.5 -4.39 95% 58.90 -1.84 -2.59 -4.44 96% 59.52 -1.86 -2.62 -4.48 97% 60.14 -1.88 -2.65 -4.53 98% 60.76 -1.90 -2.68 -4.58 99% 61.38 -1.92 -2.70 -4.62 100% 62.00 -1.94 -2.73 -4.67 A - 5 2009 - Impact Fee Rate Table Edmonds Streets and Roads Impact fee Rate Study TABLE 4 IMPACT FEE RATES (1) (2) (3) (4) (5) (6) Trip ITE ITE Land Use Trip 96 New Length Net New Trips per Impact Fee Per Unit @ ode Category Ratez Trips' Factor' Unit of Measure $1 049.41 perTrIp 110 Light Industrial 0.97 100% 1.47 1.43 1,000 sq ft 1.50 per square foot 140 Manufacturing 0.73 100% 1.47 1.07 1,000 sq ft 1.12 per square foot 151 Mini -warehouse 0.26 100% 1.47 0.38 1,000 sq ft 0.40 per square foot 210 Single family House 1.01 100% 1.13 1.14 dwelling 1,196.33 per dwelling unit 220 Apartment 0.62 100% 1.20 0.74 dwelling 776.56 per dwelling unit 230 Condominium 0.52 100% 1.15 0.60 dwelling 629.65 per dwelling unit 240 Mobile Home 0.59 100% 1.09 0.64 dwelling 671.62 per dwelling unit 251 Senior Housing 0.16 100% 0.93 0.15 dwelling 157.41 per dwelling unit 320 Motel 0.47 100% 1.27 0.60 room 629.65 per room 420 Marina 0.19 100% 0.97 0.18 berth 188.89 per boat berth 444 Movie Theater 3.80 85% 0.73 2.36 1,000 sq ft 2.48 per square foot 492 Health/Fitnes Club 3.53 75% 1.00 2.65 1 000 sq ft 2.78 per square foot 530 High School 0.97 8096 1.00 0.78 1,000 sq ft 0.82 per square foot 560 Church 0.55 100% 1.20 0.66 1,000 sq ft 0.69 per square foot 565 Day Care Center 12.46 75% 0.67 6.26 1,000 sq ft 6.57 per square foot 620 Nursing Home 0.22 100% O.B7 0.19 bed 199.39 per bed 710 General Office 1.49 90% 1.47 1.97 1,000 sq ft 2.07 per square foot 720 Medical Office 3.46 75% 1.40 3.63 1.000 ft 3.81 per are foot 814 Specialty Retail 2.71 55% 0.60 0.69 1,000 sq ft 0.93 per square foot 820 Shopping Center 3.73 65% 0.53 1.28 1,000 sq ft 1.34 per square foot 850 Supermarket 10.50 65% 0.67 4.57 1 000sQ ft 4.80 per square foot 852 Convenience mkt 34.57 40% 0.40 5.53 1,000 sq ft 5.80 per square foot 15-16 hours 912 Drive-in bank 25.82 5S% 0.47 6.67 1,000 sq ft 7.00 per square foot 932 Restaurant: sbt- 11.15 55% 0,73 4.48 1.000 sq ft 4.70 per square foot down 933 Fast food, no 26.15 SO% 0.67 8.76 1,000 sq ft 9.19 per square foot drive -up 1936 934 Fast food, w/ 33.84 51% 0.62 10.70 1,000 sq ft 11.23 per square foot drive -up Coffee/Donut 40.75 20% 0.67 5.46 1,000 sq ft 5.73 per square foot Shop, no drive 938 Coffee/Donut 75.00 20% 0.67 10.05 1,000 sq ft 10.55 per square foot Shop, drive -up, no Indoor seating 945 Gas station 13.38 45% 0.53 3.19 vfp 3,347,62 per vfp3 w/convenience 2 ITE Trip Generation (8th Edition); 4-6 PM Peak Hour Trip Ends 3 Excludes pass -by trips; see 'Trip Generation Handbook; An ITE Proposed Recommended Practice" (1968) Ratio to average trip length, s vfp: vehicle fuelilng position Henderson, City of Edmonds, Washington Young & October 29, 2009 Company EFFECTIVE 5/1/2010 Page 21 Revised on 6124110 E82 - Traffic Impact Analysis Page 3 of 4 A-6 2004 - Impact Fee Rate Table Edmonds Road impact Foo Rate study TABLE 4 IMPACT FEE RATES (1) (2) (3) (4) (S) (6) Trip ITE ITE Land Use Trip % New Length Net New Trips por impact Fee Per Unit @ $ Code Category Rate' Trips' Factor' Unit of Measure 763.66 per Trip 110 Light Industrial 0.98 100% 1.59 1.56 1,000 sq ft 1.19 per square foot 140 Manufacturing 0.74 100% 1.59 1.18 1,000 sq ft 0.90 per square foot 151 Minirwarehouse 0.26 100% 1.59 0.41 1,000 sq ft 0.32 per square foot 210 Single family 1.01 100% 1.09 1.10 dwelling 840.72 per dwelling unit House 220 Apartment 0.62 10096 1.15 0.71 dwelling 544.49 per dwelling unit 230 Condominium 0.54 100% 1.15 0.62 dwelling 474.24 per dwelling unit 240 Mobile Home 0.56 100% 1.09 0.61 dwelling 466.14 per dwelling unit 310 Hotel 0.61 100% 1.25 0.76 room 582.29 per room 3Z0 Motel 0.47 100% 1.25 0.S9 room 448.65 per room 420 Marina 0.19 100% 0.97 0,18 berth 140.74 Fer boat berth 430 Golf course 0.30 100% 1.00 0.30 acre 229.10 per acre 444 Movie Theater 3.80 100% 0.72 2.74 1,000 sq ft 1.36 er s uare foot 492 Racquat club 1.83 100% 0.97 1.78 1,000 sq ft 3.58 per square foot 530 High School 1.02 100% 0.62 0.63 1,000 sq ft 0.48 per square foot 560 Church 0.66 100% 1.15 0.76 1,000 sq ft O.S8 ESr square foot 610 Hospital 0.92 100% 1.56 1.44 1,000 sq ft 1.10 per square foot 620 Nursing home 0.20 100% 0.87 0.17 bed 132.88 per bed 710 General Office 1.49 100% 1.59 2.37 1 000 sq ft 1.81 per square foot 720 Necieal office 3.66 100% 1.50 5.49 1,000 sq it 4.19 per square foot 820 Shooping Center 3.74 81 % 0.40 1.21 1,000 sq ft 0.93 per square foot 832 Restaurant: sit- 10.86 56% 1.06 6.45 1,000 sq it 4.9Z per square foot dorin 833 Fast food, no 26.15 52% 0.62 8.43 1,000 sq ft 6.44 per square foot drive -up 834 Fast food, w/ 33.48 51 % 0.62 10.59 1,000 sq ft 8.08 per square foot drive -up 844 Gas station 14.56 60% 0.53 4.63 pump 3 535.82 per of 845 Gas station 13.38 47% 0.53 3.33 pump 2,54S.26 per vfp' w/convenience 850 Supermarket 11.51 55% 0.65 4.11 1,000 sq ft 3.14 per square foot 851 Convenience 53.73 39% 0.40 8.38 1,000 sq ft 6.40 per square foot market-24 hr 912 Drive-in Bank 1 54.77 51 % 0,47 13.13 1,000 sq ft 10.03 per square foot 2ITE Trip Generation (6th Edition): 4-6 PM Peak Hour Trip Ends ' Excludes pass -by Tips: see "Trip Generation Handbook: An of Proposed Recommended Ptactice" (1988) " Ratio to, average trip length. ° vfp: vel•Icle fueling position Henderson, City of EdmDnds. Washington Young & EFFECTIVE 9/12/2004 April Page 03 Company 18 Revised on 6124110 E82 - Traffic Impact Analysis Page 4 of 4 A-7 0 v •— uev Txnsu EUClOcux =—� � E,E m cEtnlE.w,eet \ — a \ — vxEvaus vExwT � .rn uxE v.xw,l 1 GENERAL SITE PLAN 9GA F l l2= ��► _ a �- » �� TEx — -=IM1IIII SALISH RETAIL PAVILLION IIII _ E uuTEl alocslnaT,uuasroE ou �// g'r srevs 1905UNSET AVES EDMONDS WASHINGTON 9S03D axe SITE PLAN PERMIT SET • � � w 4 _, .� I ' A-1.0 Elsv,mut xov queloce rnsv tosto� .wxovu 6T.u. 2 P�NH N RE 9CAEE ,9•=,• 3 ELEVATIN ENCLOSURE —lEt •=P 4 WALL DENCLOS RE SCALE,T=V 5 SITE PLAN —LE ll..1 7 a 00 STREET FILE PLANNING DATA New Commercial / Multi -Family Projects Name: a� S4\\, Cross` _�� "• Site Address: v Date: Plan Check #: BLD - �� , {� Ll Project Description: �J e N_✓ % 6 L( Use(s) Proposed: ('o� %r.-+ Allowed Use: (YES / NO J t� CUP File NumberLi�'� c��`) v o `-) To Allow What Uses: Legal Nonconforming Land Use Determination Issued: (YES / Reduced Site Plan Provided: (YES / NO) Zoning: L Map Page: Comp Plan Designation.'u Corner Lot: ( / NO) Flag Lot: (YES ADB File Number (date waived): iYW 01`'J OvS Lot Area: $ 2- S �— Plans Match ADB Approved: YE / NO) Shoreline Required: (YES / 1� Critical Areas Determination #: NIV,90q K Study Required LZ El Waiver SEPA Determination: 15k'Exempt ❑ Needed (for sites with 500 cubic yards of.grading or within 200 feet of Puget Sound or Lake Ballinger. Requires: 1 Fee, 2 Environmental Checklist, and 3 APO List with notarized form). Required Setbacks Str t: Sid : n\ v 1 Rear: _7__PSide: Actual Setbacks Street: Side: Side: Rear: Lot Coverage/FAR Required: �j y$ `' Lo Coverage/FAR Provided: ro Lot Coverage/FAR Calculations: L-) 1.1 ' D (� �( (-7 Building Height Datum Point: CC c ��Sv�- to/� Datum Elevation: (� 0 Maximum Height: a ,, Actual Height: Subdivision: Lot Aggregation Required: La dscaping Landscaping Matches ADB Approved: Landscaping Bid Provided: (YES / NO) Bond Amount (100% Bid). - Plan Review By: tL__ PLANNING DATA STREET FILE New Commercial / Multi -Family Projects Commercial Parking Analysis Business Name Type/Use Parking Ratio Tenant Area Required Parking Total Parking Required. - Total Parking Provided.- Multi -Family Parking Ana/ sis # Bedrooms per Dwelling Unit Parking Ratio # Units Required Parkin Studio 1.2/D.U. 1 Bedroom 1.5/D.U. 2 Bedrooms 1.8/D.U. 3 + Bedrooms 2.0/D.U. Total Parking Required. - Total Parking Provided. Other Plan Review By: RITTENHOUSE-ZEMAN & ASSOCIATES, INC. GEOLOGY & SOILS ENGINEERING 13837 N.E. 81h Street, Bellevue, Washington 98005 ;2061 746.8020 6050 S.W. Cirrua Drive, Beaverton, Oregon 9T005 (533) 644-9141 July 24, 1980 W-3355 Group IV 19707 - 44th Avenue West Lynnwood, Washington 98036 Attention: Vern Bower Subject: Soils Exploration and Engineering Report Rehabilitation of Edmonds Shopping Center Parking Lot Edmonds, Washington Gentlemen: In accordance with your request, we have completed our soils exploration and engineering studies concerning the rehabilitation of the Edmonds Shopping Center parking lot. We have completed this report with the understanding that a rehabilitation program is to be undertaken.for this poorly drained and differentially settled parking lot. The site is located on the northwest corner of the intersection of Sunset venue and Dayton Street in Edmonds, Washington. This shopping center was reportedly built during the summer of 1966 with the buildings being timber pile supported. Pile lenghts vary between 10 and 23 feet in embedment length. The original development work in the parking areas was apparently limited to a leveling course of fill and 2 inches of asphalt: During the past fourteen years substantial settlement has occurred in the parkinglot area. Differential settlements on the order of 3 feet can be observed adjacent to Dayton Street and in the area bet,. -teen the hardware store and Sunset Avenue. Some rehabilitation has been done in the past, in the form of patching and repairing portions of the parking lot. Group IV July 24, 1980 SUBSURFACE EXPLORATION Page Two Our subsurface exploration consisted of drilli'ng-3 borings An the shopping center parking lot. These borings were located adjacent to the areas of greatest differential settlement. Extending to depths of 3111 to 24 feet, these borings have provided us with general soils and ground water information for the parking lot. The borings were advanced using a truck -mounted, hollow - stem, power auger. The Standard Penetration Test and pushed Shelby tubes were used as the primary methods of sampling. Boring logs and a site plan showing their approximate location has been included in the appendix of this report. J. Based upon the 3 borings completed for this exploration, the surficial soils consist of a medium dense to loose, saturated, gray, slightly silty sand fill. This fill was found at the borings to vary in thickness from 4� ! feet to 9 feet. A zone of interbedded, very soft, brown peat and loose, gray, silty sand underlies the fill and extends to depths ranging from 17'i to 22 i feet in our borings. Dense to very dense, gray -brown, silty sand and gravel was encountered beneath the peat and extended through the depth of the completed boring. Ground water was encountered in all 3 borings within 5 feet of the present ground surface. The water level, in this area is expected to experience some fluctuation throughout the year. DESIGN CONSIDERATIONS 1. Our borings encountered substantial thicknesses of soft peat and inter- bedded, loose sands ranging from 9 to 13 feet at the borings. These materials are low density, saturated, and highly compressible even under very light loadings. The pavement cracking and settlement in the shopping center parking lot can be directly attributed to the consolidation (compression) that has taken place in the last 14 years of this substantial thickness of peat and loose sands. The settlement is in response to the U Group IV July 24, 1980 loads applied to the peat by the fill and pavement section. Page Three 2. The total amount of settlement that is apparent i.n. the parking areas varies from approximately 6 inches to 1 foot in the north end to as great as 4-feet at the south end. Differential settlements are on the order of one-half to 2 feet in general. The condition of the pavement surface appears serviceable in most areas except along Dayton Street at the south end. In that area, ."alligator" type cracking is a problem. 3. Based on our observations, it appears that compression of the peat is on the order of 10 to 25 bercent of the original peat thickness. Although a majority of the settlement has taken place under the existing weight of the fill and pavement section, a portion of the settlement will continue for the next 20 to 40 years. This is graphically illustrated on Plate 1 which presents peat settlements as a function of time and peat thickness. In this illustration, a 200 psf loading is approximately equal to 2 feet of fill. As can be seen, about one-half of the settlement takes place in the first 6 months, with the remainder occurring over a long period of time. 4. The imposition of new loads on the peat causes additional settlement to-. take place. Although the magnitude of settlement will not be as great since the peat has been partially consolidated, the settlements will nonetheless be substantial. The only way to reduce settlement is thus to limit the thickness of additional fill or to utilize some form of light- weight fill such as styrofoam or expanded shale. These lightweight fill materials are typically quite costly and even then do not offer a fool- proof solution with regard to differential settlement. 5 As can be seen from the above discussion, there are only a limited number of alternatives with regard to correcting the problem. The major alternatives are: 1) Leave grades in their present configuration and patch the asphalt as necessary. 2) Fill the lowest areas with compacted sand and gravel, then add new asphalt. With this apprcach, it must be understood that additional long term settlements will require similar I OF Page Four Group IV July 24, 1980 treatments in the future. .3) Use lightweight fill material to minimize future -settlement of the peat. This method is costly and still does not eliminate all risk of pavement damage due to* differential, settlement. In addition,.where the repair will be thin, there may be a tendency for the styrofoam mat to float. If a heavier fill such as expanded shale is utilized, only a reduction in settlement may be obtained. 6. Although the decision is primarily one of economics which can only be made by the owner, our recommendation would be to merely fill the low areas with compacted sand and gravel and repave. Every attempt should be made to keep the fills thin and thus cut down on future settlements. Only limited amounts of fill should be placed close to any structure since compression of the peat adds substantial " downdrag" loads on the piles. This may well be the cause of the building settlements noted to date. 7. Some areas of the parking lot are experiencing alligator type cracking but will not require filling or relevelling. In these areas, the asphalt pavement should be removed, and the subgrade over -excavated to a depth of at least 6 inches below the base of the pavement. A clear gravel or crushed rock should then be compacted into place and then paved over. Even -then, future distress may return after severe freezing weather such as we experienced the last two years We appreciate this opportunity to be of service to you. Please call if you should have any questions. Respectfully submitted, AN\1% R. t RITTE"+HOUSE-ZEMAN 3 ASSOC. Q`Ni6 pF WAsy� �'9f Crai ,C.-LaVielle,.Geological Engineer /S s T ;. Alvin R. Zeman, P(1- 3 ~ 4 w w U- z F- z w 2 w J H 1- w U) .. ... .r ... .. ._ .: M.. .. .,: ..-.Kr. ..mow+Tv'.+. ..:. .. :. ... :..: :-:... ... .-. ... _. .. ..Aw 4 6 d - 2 TIME IN YEARS RITTENHOUSE ZEMAN & ASSOC. PLATE 1 STANDARD f+ < PENETRATION RrSISTANCE SOIL DESCRIPTION l"i 3p ♦ IIlowe per toot a p, ? (140 lb. hammer, JO" Crop) 14 10 20 30 40 '50 o Surface Elevation' p alt It ttAs .... 1 ..... Medium dense to loose, saturated, gray, ;: __• slightly silty, medium to coarse sand (Fill?) 10 Interbedded, very soft, brown peat and o loose, saturated, gray, silty, fine 1 :._:; a medium sand 15 20 ► .: Dense to very dense, saturated, gray -brown, I I I:;; ..:::•' i;- silty sand and gravel - 25 �44 T � Boring complete at 31.5 feet ' 35 -- -- 40 June 25, 1930 9 R'Slr.r Cca:rrt LIE GE"TD T 2.0" O.D. ep14t ,rt;n samG:ei Sample not recovered C.ir ;•�onis Shopping Center Il 3.0" o.D, undis:_rbt:=a:rpler ` Fiezcneter lip L`FG �� OB-1 LOG OF BOR Haler level p Sampler {:•asked SZ 41-3355 Atterberg Units: !— --i —�— Llgnld 11m1t ,�_ RITTENTHOUSE-7FNIAN' L ASSOC y\` Nab:ral ::ales content plzeUc Limit OILS F.KGL' EEIll::G AND Gi:OLCl�Y w STMMARD H < PENETIiA11W RESISTANCE ram. SOIL DF.SCRIPT'ION J p ♦ Blows per toot p, j (140 lb. hammer, 30" drop) u 10 20 30 40 50 a Surface Elevation: 2" Asphalt Loose brown sand (Fill) ... saturated, grey, slightly Medium dense, 5 silty medium to coarse sand (Fill?) T Interbedded, very soft brown peat and loos �.•;: 10 saturated, grey silty fine to medium sand P :; ..........:::'. 15 p• -- - -- ' Dense, saturated, grey -brown, silty sand ..... .. 20 and gravel. i U. 25 Boring complete at 24.'0 feet -- : i �I -- 30 F ; �. 35 '! 40 c.�.. �)lYle 25, 1 �• C I2.o" O.D. s;lil 5;. :r =1 rl r . Sa^Qle nv:;t reccvcred o C t 0 9..0 D e;• : rtca s:r.•;Ier ' Piczometer tip EL ends Sho,'2FI`�GI�gO-ePt2r a-plcr p-a::ed n 7 wale: Ir'+el r tt5: -•- Li t::id lira! ''l-�355 TASSOCIt . Atir:t.c:3lir.. {—v--i RITTEP,IJOUSE-7F".iA?� £.: A,� J J tr 1: t_:al �:!cr content . rc� � GF.C'..CJY Ylzsic Limit w w• w a Surface J SOIL DESCRIPTION 5" Asphalt Loose, re ,medium to coarse sand (Fill) oose, saturated, grey, silty sand (Fill? d very soft, brown peat, loose 5 Interbedded, Y to medium dense, saturated grey, fine to medium sand 40 Dense, saturated, grey -brown, silty sand and gravel Boring complete at 24.0 feet 1.=;C,LEND .n •r, .a r..p:cr szrnp'> nat :ecerereo O.D. e}:.i ty 3.0" O.D. �r �`t-rFcG sar'pkr t Pfezorr.eter t1p � �:d Fitt•: level L1 is limit �— Plastla Limit June 25, 1930 0 ': Watrr crrttart Ed:aonds shopping center (y OF $:li?I: G NO. B-3 ll-3355 9 Sr r. •TD GEC GY RECEIVED LANDAU JUL 3 0 1991 ASSOCIATES, O COMMUNITY SER INC. IRECTORVICES ctmf.rfeiranmental July 30,1991 City of rMu'..' 250 AveAvenueNorth Edmonds, WA 98020 Attention:' Mr. Peter Hahn RBt PRELIMINARY GEOTECHNICAL INVESTIGATION EDMONDS SHOPPING CENTER EDMONDS.. WASHINGTON This letter presents the results of our 'preliminary geotechnical Investigation for the Edmonds Shopping Center property, located at the northwest comer of the intersection of Dayton Street and State Route 104 (Sunset Avenue) in Edmonds, Washington. The purpose of our services was to provide information regarding the property's geologic condition and geotechnical considerations related to potential future site development. Our work has been accomplished in general accordance with the scope of services described in Supplemental No. 1 to Pilt. agreement with the- City of. Edmonds (City) dated June 11, 1991. The: site is approximately 4.4 acres in size, relatively, flat (gentle upward slope to the north and east),, and is located northwest of the intersection of Dayton Street and State Route 104.. The site is presently asphalt paved and was occupied by A Safeway food store and'several small businesses In attached strip malls at the time of our field work: Structuresat the site do not appear to show exterior distress. A conversation with a Safeway employee indicated that interior floor warping Is present within the food store. The existing pavement is moderately patched and shows some signs of settlement, particularly towards the edges of the parking lot. Document Review Several sources of geotechnical information for the site and nearby properties were reviewed. The information from these sources, combined with information from our exploratory borings, is the basis for., our preliminary assessment of geologic conditions. and devejopment considerations for the site. The following information sources, from our files and the City of Edmonds' records, were reviewed: 07,'30/91 EDMONDSVIAINO, .I.Er P.O. ISOP., v:'WO tA_`.' - 7?.- 'oiiN • Boring logs for the site. from an investigation performed by Pittsburgh Testing: Laboratory, March 12,1966 • Boring Logs. from the Comprehensive Sewerage Plan, Reid Middleton and Associates; March 31, 1969; foy property at southeast intersection of State Route 104 and Dayton Street . • Washington State Department of Highways Soils Report_for State Route 104, Ferry St. to 5th Ave., November 1,1967 • goring Logs by Washington State Department of Highways for Dayton St. Sewer. Line, March 1970 • Various geotechnical reports and letters for. the Harbor. Square Development at. the southwest corner of Dayton Street and State Route 104, by Hemphill Consulting Engineers, including. Edmonds. Athletic Club, Building No. 6 (October 8;1984L- Edmonds Athletic Club, Building No. 6 (December 10,1984);' Harbor Inn Hotel, Building No. 8 (February 25,1984); Harbor Square, Building No. 2 (February 25, 1984) • Geotechnical report for Alaska' NW Publishing Co. by Charles C. May Consulting Engineers$ Tune 22, 1974 • Geotechnical report for Alaska Magazine Warehouse by Neil Twelker and Associates, December 21, 1976 • Geotechnical report for Alaska NW Publishing Co. Addition by Neil Twelker and Associates, February 7, 1978 • Geotechnical report for South County Senior Center Addition by Cascade Testing Laboratory, Inc., August 15,1976. Subsurface Conditions In addition to a review of available information, three soil borings were completed at the site to further characterize existing site conditions. These borings were advanced to depths of 19 to 23 'ft; boring.. locations are shown on the Site Map, Figure 1. Soils encountered during boring advancement were classified in accordance with the soil classification system presented in Attachment 1. Logs of these explorations are also attached (Attachment 2). The site is underlain by fill overlying soft organic silt. The organic silt is underlain by a variable thickness of medium dense to very dense sand and gravel deposits, which are underlain by glacial till. The fill consisted of 4.5, to 7.5 ft of medium dense silty sand and gravel. The organic silt ranged from about 2.5 to 10 ft thick in the Landau Associates' borings, has a very soft to soft. consistency, and includes silt, variable amounts of organics, and occasional peat. Native soils beneath the silt/organic layer include medium dense to very dense, clean 07/30/91 EDMONMHAHN0729M 2 ;:;`;iJC i;':I i.'G,'." . sand and gravel and silty sand. Groundwater was encountered at the time of drilling•at 9.0 to 14.0 ft below the existing ground surface, although static water levels may be shallower. The subsurface conditions encountered in the Landau Associates' borings are consistent with those - anticipated based on our document review." General Site Development Subsurface conditions -are generally conducive to future site development. However, the 'soft organic soils at the site are susceptible to significant settlements, even under relatively light loading conditions. Consequently, all buildings.or settlement sensitive structures should be founded on piles extended at lust to the sand and gravel units underlying native soft/organic soils; Depending on the design loads, it may be necessary tb extend piles into the glacial till, anticipated to be -present at depths of 20 ft or more below existing site grades. With proper site preparation, typical floor loads can be supported on structural slabs placed at the existing site grades. If the grade in the floor slab area is raised, or if high floor loads are anticipated, it may be necessary to preload the floor slab area to minimize post constriction settlements, or support floor slab loads on piles. If the existing site grade is raised over large areas, areal settlement is anticipated. To m minimize areal settlements subsequent to construction, it ay*l a necessary to place preload fill prior to construction or grading. Our observations of existing parking lot pavement performance also indicate possible differential settlement at the site. Minimizing site grade changes and preloading can reduce the magnitude of differential settlements. Because of the high likelihood of` site settlement, flexible utility connections to main utility lines and structures may be advisable. The length of time and amount of preload required would be dependent on specific subsurface conditions, design site grades and loadings, and construction schedules. Use of this Letter Landau Associates has provided these preliminary geotechnical recommendations for the City of Edmonds to aid in the evaluation of the Edmonds Shopping Center property. The recommendations made in this letter are based on assumptions that site soil conditions were reasonably defined by our field explorations and document review. Our recommendations are preliminary and are not appropriate for use as the basis of site development or design. Should the City purchase the property, additional geotechnical investigation, laboratory testing, and engineering analyses are recommended once site development plans are available. 13 Landau Associates has performed this Pre accordance with gen.erally accepted engineering Practices In effect in the Snohomish Countyarea at the time the serviceswere provided. This warranty stands in lied of all other warranties,- ort cari'be used as a guide, it must be understo6d that it Is express or implied. While this rep neither a rejection nor an endorsement of the site. We appreciate the opportunity of working with the City of Edmonds on this project and Please contact us if you have any questions look forward to assisting you in the future. regarding the Information contained in this report. LANDAU ASSOCIATES, INC. By: 6gwre6nce Beard, P.E. Project M n. Project M nager and V Deborah Ladd Senior Staff Engineer LDB/DL/njb No. 74-31-10 Attachments (17130191 GDM0NDSkHAM0729JM- 4 James Sweet A— ��- KEY N B-1 B-3 t9 ' Approximate Boring Location and Identification Parking Restaurant I Shops Parking • � m i I B-2 I SAFEWAY Parking. . I Shops / e / B-3 t9 6ro �Q. I /I e0� HARBOR SQUARE � o a Parking Oaf e p / V 0 100 200 b ' Adapted frorh-Alan Gerard : Approximate Scale In Feet Deslpn Incorporated (1980. Site Map — Figure 1 5 FI 0 0-- SOIL CLASSIFICATION SYSTEM" MAJQR' (iRAPHiG t EITER (t) SYM804 SYMBOL TYPICAL (2j(3) DESCRIPTIONS DMglONS 1NelFgraded gravel; graveVaand m6nure(a); " CLEAN :' �! ` GW gttle or no Nrws GRAVEL AND GRAVELLY SOIL GRAVEL (Ud° of :. .. • �• }e *? GP Poory-graded gravel; gtaveusand mixWre(s); " ' . no fines) •• .ell little br no fines .9— (More than 50%� GRAVEL GM Sfty gravel; gravet'sand/slit mixtures) d of coarse traction WITH FINES o i retained on t4 slave) (AppreciableGC Clayey gravel; graveusant!/sgt mixture(s) w amount of (Ines) z �E CLEAN SW Well -graded sand. gravelly sand; Attie or no fines 5j SAND AND SANDY SOIL SAND (tittle or ....... ` ::;: SP Poorly -graded sand; gravelly sand; little of no fines no tines) (More than 50%: SAND SM Silty sand; sandlsift mixture(O of coarse fraction WITH FINES passed though r14 sieve) (APpf SC Clayey sand; sand/day mlxture(s) amount of tines) Inorganic silt and very one sand; rock tloiu; silty- or ML clayeyfirw sand or dayey slit with slight plasticity y - • SILT AND CLAY medium Inorganic day of low to 006"1 WAY dy CL clay; sandy day; silty day; lean day .j p N (Uquid Umlt less Than 50) aria slit; organic, silty clayof low plasticity organic g zN O Inorganic sift; micaceous or diatomaceous fine sand MH or 'silty sog z r' Is SILT AND CLAY CH Inorganic day of high plasticity; tat day um1 (Liquid Umlt greater than 50) g organic sill Organic day al medium to high plasticity,; g OH PT Peat; humus; swamp soil with high organic content HIGHLY ORGANIC SOIL 002 Notes: i . Dust letter symbols 0.9... SMSp) for a sand or gravel Indicate a WI with an eatlmated St 5% linos. Multlpk letter symbol (i.e., MI /W lnda1. bordeAlne or mylople Sol classllicallons. Only the first letter symbors regmtive pattern is shown an logs. 2. Sol descriptions shown on logs use the temdndogy and general approach for the Visual-MM131 Pmcadu e, Deaalptlon and Iden00earion of Sogs as outlined In ASTM D,2486. rm 3. Sol descriptons (wtdoh are based on estimated values) are as follows: primaryS l�Telpels)1>15% I eL. -gam elhr . Isand r eiaywr. etc. Modifler(s) (a5%and S15%) - I.e., Mlh Waver, with iaa and'. traw clay eta Minor Components) (ss%) - i.e., "trace gray Soil Classification System Attachment 1 6 Boring t Approximate Elevation 15 Feet Soil Sample Blows classification Interval per Depth System (feet) Symbol Description (teat) Foot<�1 • 2• asphalt SM/G4b. Medium brown and gray, fine to coarse SAN[) wish _ 2.54.0 23 0.1-7.5 gravel and sift, and line to coarse. GRAVEL with sand and silt (medium dense, moist) (fill) ML/OL Dark brown to medium gray -brown SILT with 7.5-9.0 1 for 18' 7.5-1o.0 organics and reeds, and organic SILT (very soft, moist) 10.0-17.5 SP Gray, medium to coarse SAND with gravel 12.5-14.0 38 (medium dense to dense; wet) 17.5-19.6 GP Gray, fine to coarse GRAVEL with sand (dense to 17.5-19.0 52 very dense, wet) Baring completed to 19.0 It on 7h5/91. Groundwater encountered at time of drilling at 9.0 ft. Boring 2 Approximate Elevation 15 Feet Sol.. Classification Sample Interval Blows per Depth System (feet) Symbol Description (feet) Foda) 2" asphalt 0.1-4.5 5M/GM Medium brown to gray, silty fine to coarse SAND 2.5-4.0 12 with gravel and silly fine to coarse GRAVEL with sand (medium dense, moist to wet) (fill) 7.5-9.0 3 4.5-8.5 OUPT Dark brown to brown -black, organic SILT and PEAT (very soft, moist) g8.5-14.0 ML/OL Dark brown SILT with organics interlayered with 12.5-14.0 1 for 18" c5 thin layers of gray, fine to coarse sand; sandier towards base, gradational contact (very soft, moist) 14.0-18.5 SP Gray, medium to coarse SAND with gravel and 17.5-19.0 21 trace silt (medium dense, wet) 18.5-22.5 W Gray, silty, fine SAND with gravel (medium dense. 21.0-22.5 40 to dense, moist) 0111) Boring completed to 22.5 ft on 7115191. Groundwater encountered at timed drilling at 14.0 ft. W Blows required to drive 2.0-Inch OD split -barrel sample 1 foot with a hammer weight of 140 pounds and .a (a) a stroke of 30 Inches. U 0 3 LANDAU ASSOCIATES, INC. Log of Borings 7 Attachment 2 0 Boling 3 Approximate Elevation 15 Feet Soil' , Sample Blows Classification Interval per Depth System , Symbol Description (feet) ti°l (feet) 3' asphalt Medium brown to gray, siity, fine to coarse SAND 2.5~-4 0 8 0 2-4.5 SM/GM with gravel and silly tine to coarse GRAVEL with sand (loose; moist to wet) (fill) Medium brown and dark brown SILT with organics, 7.5-9.0 3 4.5-9.5 MIJOL twigs and reeds, and organic SILT (very soft to soft, moist) 9.5 22.o SW/GW Dark gray, fine to c0arso SAND with gravel and GRAVEL with trace sih (dense 125-14.0 17.5-19.0 87 50 for 5.5' sandy fine to coarse to very dense, wet) 22.0-210 SP/SM Gray, medium to coarse SAND with gravel grading fine to medium SAND with silt and gravel 22.5.23.5 SO for 5' to gray, (very dense; moist) (tiff) Test pit completed to 23.0 ft on 7115/91. Groundwater encountered at time of drilling at 9.5 ft, v (a) Blows required to drive 2.0-inch OD split -barrel sample 1 foot with a hammer weight of 140 pounds and a stroke of 30 inches. LANDAU ASSOCIATES, INC. 8 Log of Borings Attachment 2 � ■ FbnGE �■Geotechnicalco•and Earth uake Engineedng Consultants 3213 Eastlake Ave E, Ste B Project No. Page No. Seattle, WA 98102 13-063 1 of 4 Tel: (206) 262-0370 Fax: (206) 262-0374 Report No. Date / Day of Week 4 May 13 and 14, 2013 Project Name Location or Address Salish Landing Sunset Avenue and Dayton street W corner), Edmonds, WA Owner Weather Nicholas Echelbarger Permit No: BLDG-2013-0149 Cloudy Client Contractor PanGEO Field Rep. Nicholas Echelbar er McDowell Pile King William Chao PanGEO visited the site on May 13`h and 14`h, 2013 to observe pin pile installation and pile load test at the location of the proposed deck structure. The following summarizes our site visit: Pin Pile Installation: We observed McDowell r Pile King (McDowell) drive pin piles (#25 I through #38) using a 1,100 lb trackhoe- mounted hydraulic hammer. (TB425ME) on May 13`h, 2013. The installed pile locations are , shown in the attached Figure 1. The installed . ,piles consist of 3-inch diameter, ASTM A53 grade A steel, schedule 40 pipe piles. The piles were driven from the ground surface that was excavated about 1 foot below the existing pavement grade (see photo at the right). The surface soil consists of silty, gravelly sand (fill). We observed McDowell drive piles #25 through #38 to refusal with pile penetration rates of about 6 to 7 seconds per inch, to achieve a design capacity of about 6 tons per pile based on the refusal criteria for the selected hammer (see attached Figure 3). The depth of each installed pile is summarized in the following table. Pile # Installed Denth (feet) Pile # Installed Denth (feet) Pile # Installed Denth (feet) All installed pin piles are closed -end steel piles. McDowell welded a steel plate at the base of each pile to increase the pile tip resistance and to reduce the pile penetration depth at refusal. In our opinion, the installed piles #25 through #38 were in general accordance with the project plans, and have an allowable axial capacity of at least 6 tons per pile. 13-063 FAR-4 2013-5-13 14.doc Page 1 of 1 FIELD REPORT Pin Pile Load Testing: To verify that the installed piles would provide allowable axial capacity of 6 tons per pile after installation, the production pile #33 was load tested to about 200% of its design load of 24 kips (12 tons) on May 141h ,2013. McDowell utilized a 60-ton hydraulic jack and an excavator as reaction weight to perform the load test. To measure pile deflections, a magnetic dial gauge reading to the 1/1000th of an inch was mounted on a steel beam isolated from the test pile. Load was applied to the test pile in increments of about 7.6 kips up to 25.3 kips. Each load increment was held for 2 minutes or until reading was stable before the next load increment was applied. At the load of about 25.3 kips, the load was held for 10 minutes to measure creep. The pile was then unloaded in the same loading increments to measure rebound. Based on the test results, piles #33 performed adequately during load test with a total deflection of less than 0.2 inches under the 25.3 kip test load and with a creep deflection of less than 0.04 inch between 1- and 10-minute holding periods. In our opinion, the 3-inch steel pin piles driven to the refusal criteria (pile penetration at 6 seconds per inch), are adequate for providing the design allowable capacity of 6 tons. Details of the load test are summarized in the table below. He #33 Applied Load (Kips) Accumulated Deflection (Inches) Hold Time Deflection After Hold (Inches) Unload (Inches) Additional Notes: Based on our observation and conversation with Shayne (McDowell Pile King), McDowell also installed pin piles #52, #55, #58, #59 on May 13, 2013. When on site, we observed that piles #54, #56, #57, and #102 indicated on the design drawing sheet S2.1 (stamped on the date of May 3, 2013) were not located and marked on site by the surveyor. Signed: C�Gait�- Attachments: Foundation Plans Typical Refusal Criteria — Pipe Pile and Hydraulic Hammers Reviewed: Project No. 13-063 Page 2 of 4 PanGEO, Inc. 13-063 FAR-4 2013-5-13 14.doc FIELD REPORT BUILDING A Load test performed ' on pile #33 tea O Pr- RI., LAjw t.J" • ra P,b, Lowid l ey �t'iTP"i �• vnu� ♦ wrtil nu7,y 3 ... V � Figure 1- Building "A" Sidewalk & Planter Foundation Plan, Modified from Design Drawing Sheet S2.1 Project No. 13-063 Page 3 of 4 PanGEO, Inc. 13-063 FAR-4 2013-5-13 14.doc FIELD REPORT • P/LE K\Nv a� TYPICAL x REFUSAL CRITERIA PIPE PILE HYDRAULIC HAMMERS Refusal is defined as less than 1" of penetration in " X-' seconds. 'For penetration into 50 blow count soils. HAMMER WEIGHT WEIGHT Blows per Minute @ S E C O N D 5 P E R I N C H Pneumalk: (Actual) (Class) 80 % Throttle 2" PIPE 3" PIPE 4" PIPE 6" PIPE 8" PIPE Jackhammer 90 Lbs. 90 Lbs. 1000 60 Rhino 140 Lbs. 140 Lbs. 900 60 Hydraulic: TS-100 135 Lbs. 125 Lbs.q120030 TB-12S 4DO lbs. 350 Lbs.8 TB-225 650 lbs. 550Lbs.4 12 TS-325 850 lbs. 950 Lbs. 10 16 TS-425 1100 Lbs. 1100 Lbs. 900 6 10 20 TB-725x 2700 Lbs. 2000 Lbs. 6DO 4 10 TB-830x 3000 lbs. 3000 Lbs. 1 500 6 10 PIPE SIZE O.D. WALL HAMMER SIZE TYPICAL CAPACITY (assumes 2x safety factor) 2" 2.375" .218" sch 80 90 / 140 / 400 lbs. 4 — 6 KPS } 3" 3.50" .216" sch. 40 6S0 / 850 Lbs. 12 KPS 1, TW5, 4" 4.50" 1 .237" sch. 40 850/1100 Lbs. 20 KPS (0 6" 6.625" .280" sch. 40 2000 / 3000 Lbs. 30 KPS 8" 8.625" .322" sch. 40 3000 Lbs. 45 KPS Proprietary- Call McDowell Pile King before sharing revised 11/23/09 PIN (PIPE) PILE FOUNDATIONS' RETAINING WALLS' MANIA RAY ANCHORS' HELICAL$ 18905 84TH Avenue S.' Kent, WA 98032 . (425) 251-853S ' Fa. (425) 251-5943 Portland (503) 283-8920 Web. r 040Ing.tom Figure 3- Typical Refusal Criteria — Pipe Pile and Hydraulic Hammers Project No. 13-063 Page 4 of 4 PanGEO, Inc. 13-063 FAR-4 2013-5-13 14.doc PanGEEO 1• t O A r a A T■ O Geotechnical and Earthquake Engineering Consultants 213 Eastlake Ave E, Ste B Project No. Page No. cattle, WA 98102 13-063 1 of 4 Tel: (206) 262-0370 Fax: (206) 262-0374 Report No. Date / Day of Week 3 May 10, 2013 Project Name Location or Address Salish Landing Sunset Avenue and Dayton street (NW corner), Edmonds, WA Owner Weather Nicholas Echelbarger Permit No: BLDG-2013-0149 Cloudy Client Contractor PanGEO Field Rep. Nicholas Echelbar er McDowell Pile King William Chao PanGEO visited the site on May 10`h, 2013 to observe the pin pile installation on a part-time basis. The following summarizes our site visit: Pin Pile Installation: When on site, we observed McDowell Pile King (McDowell) drive one steel pin pile (#63) to a depth of about 33.5 feet below ground surface using a 1,100 lb trackhoe-mounted hydraulic hammer (TB425ME). The location of pile #63 is shown in the attached Figure 1. At the end of driving, pile #63 was driven to refusal with a pile penetration rate of about 6 seconds per inch, which achieved a design capacity of about 6 tons based on the refusal criteria for the selected hammer (see attached Figure 3). Pile #63 consists of a 3-inch diameter, ASTM A53 grade A steel, schedule 40 pipe pile. The pile was driven from the ground surface that was excavated about 1 to 2 feet below the existing pavement grade. The surface soil consists of silty, gravelly sand (fill). Pile #63 is a closed -end steel pile. McDowell welded a steel plate at the base of the pile to increase the pile tip resistance and to reduce the pile penetration depth at refusal. In our opinion, pile #63 observed today was in general accordance with the project plans, and has an allowable axial capacity of at least 6 tons. Based on our conversation with Shayne (McDowell Pile King), it is our understanding McDowell has finished installing pin piles #60 through #118 except for pile #102 (see attached Figures 1 and 2). Pile #102 shown on the design drawing sheet S2.1 (stamped on the date of May 3, 2013) was not located and marked on site by the surveyor. Piles #72 and #73 Locations: Based on pile locations marked by project surveyor, the installed piles #72 and #73 were about 3 feet south and 3 feet north from the pile locations indicated on the design drawing sheet S2.1 (stamped on the date of May 3, 2013), respectively. McDowell has driven an additional pile #73 at the location consistent to the design drawing. Signed: (/� Attachments, Foundation Foundation Plans (2 sheets) Typical Refusal Criteria — Pipe Pile and Hydraulic Hammers 13-063 FAR-3 2013-5-10 Page 1 of 4 Reviewed: (�.'; FIELD REPORT BUILDING A ....... 0 pr. Nee 1n*1W T.Ay 1)4 qv, 45 . ... .... . ... .. lot r 7F6_- 1 . 1-4- -x 51 _44 fur rob Figure 1- Building "A" Sidewalk & Planter Foundation Plan, Modified from Design Drawing Sheet S2.1 Project No. 13-063 Page 2 of 4 PanGEO, Inc. 13-063 FAR-3 2013-5-10 ki FIELD REPORT BUILDING B 0 rr. wet L O%IW ?may p:� Ple hsr.�ld Px�d.�t s oar v j+�//'"• � �%% ru.l •va 14' •o ov. v .a M1rD w17 v-r m� �l ra Figure 2- Building `B" Sidewalk & Planter Foundation Plan, Modified from Design Drawing Sheet S2.2 0 Project No. 13-063 Page 3 of 4 13-063 FAR-3 2013-5-10 PanGEO, Inc. 1 FIELD REPORT McDOWELL TYPICAL * REFUSAL CRITERIA PIPE PILE HYDRAULIC HAMMERS Refusal is defined as less than 1- of penetration in "S" seconds. 'For penetration into 50 blo5e count soils. HAMMER WEIGHT WEIGHT Blows per Minute f•D S E C O N D S P E R I N C H Pneumatic: (Actual) (Class) 90 % Throttle 2" PIPE 3" PIPE 4" PIPE 6' PIPE 8" PIPE Jackhammer 90 Lbs. 90 Lbs. 1000 60 Rhino 140 Lbs. 140 Lbs. 900 60 Hydraulic: TS-100 135 Lbs. 125 Lbs. 1200 30 TB-12S 400'lbs. 350 Lbs. 10DO 8 TS-225 650 Lbs. 550 Lbs. 1000 4 12 TO-32S 850 Lbs. 850 lbs. 9DO 10 16 T8.425 1100 Lbs. 1100 Lbs. 900 6 1 10 20 TS-725X__a 2700 Lbs. 2000 Lbs. 600 4 10 M83OX I 30DO lbs. 3000 Lbs. Soo 6 10 PIPE SIZE O.D. WALL HAMMER SIZE TYPICAL CAPACITY (assumes 2x safety factor) 2" 2.375' .218" sch 80 90 / 140 / 400 lbs. 4 - 6 KPS y 3" 3.50" .216" sch. 40 650 / 850 Lbs. 12 KPS VS. 4" 4.50' .237" sch. 40 850/1100 Lbs. 20 KPS (D 7VJ 6" 6.625" .280" sch. 40 2000 / 3D00 Lbs. 30 KPS 8" 8.625" 1 .322" sch. 40 3000 Lbs. 4S KPS Proprietary- Call McDowell Pile King before sharing revised 11/23/09 PIN (PIPET PILE FOUNDATIONS' RETAINING WALLS' MANIA RAY ANCHORS' HEUCALS 19905 84TH avenue S.. Kem, WA 98032 ' 1425) 251-9535 ' Fa. (4251251.5940 Portland 1S0)1 283-8920 Web w *-pdekinitx m Figure 3- Typical Refusal Criteria — Pipe Pile and Hydraulic Hammers Project No. 13-063 Page 4 of 4 PanGEO, Inc. 13-063 FAR-3 2013-5-10 P&"! • • ■ A &:�Iechnic1 aand Earth uke Engineedng Consultants 3213 Eastlake Ave E, Ste B Project No. Page No. Seattle, WA 98102 13-063 1 of 5 Tel: (206) 262-0370 Fax: (206) 262-0374 Report No. Date / Day of Week 2 May 9, 2013 Project Name Location or Address Salish Landing Sunset Avenue and Dayton street W corner), Edmonds, WA Owner Weather Nicholas Echelbarger Permit No. BLD-2013-0149 Cloudy to Sunny Client Contractor PanGEO Field Rep. Nicholas Echelbar er McDowell Pile King William Chao PanGEO visited the site on May Wh, 2013 to observe the installation of pin piles and pile load test. The following summarizes our site visit: Pin Pile Installation: McDowell Pile j King (McDowell) installed 21 steel pin piles using a 1,100 lb trackhoe-mounted 1 hydraulic hammer (TB425ME) today. The locations of installed piles are shown in the attached Figures 1 and 2. The installed piles consist of 3-inch diameter, ASTM A53 grade A steel, schedule 40 pipe pile. The piles were driven from the ground surface that was excavated about 1 to 2 feet below the existing pavement grade, as shown in the photo at the right. The surface soil consists of silty, gravelly sand (fill). We observed McDowell drive each pile to refusal, which is defined as a pile penetration rate no less than 6 seconds per inch, to achieve a design axial capacity of 6 tons (see attached Figure 3). We observed each installed pile was driven to refusal with pile penetration rates of about 6 to 8 seconds per inch. The depth of each installed pile is summarized in the following table. Pile # Installed Depth (feet) Pile # Installed Deoth (feet) Pile # Installed Denth (feet) All installed piles are closed -end steel piles. McDowell welded a steel plate at the base of each pile to 13-063 FAR-2 2013-5-9.doc Page 1 of 5 FIELD REPORT increase the pile tip resistance and to reduce the pile penetration depth at refusal. In our opinion, the pin piles installed today were in general accordance with the project plans, and have an allowable axial capacity of at least 6 tons per pile. Pin Pile Load Testing: To verify that the installed piles would provide allowable axial capacity of 6 tons per pile after installation, the production pile #113 was load tested to about 200% of its design load of 24 kips (12 tons). McDowell utilized a 60-ton hydraulic jack and an excavator as reaction weight to perform the load test. To measure pile deflections, a magnetic dial gauge reading to the 1/1000th of an inch was mounted on a steel beam isolated from the test pile. Load was applied to the test pile in increments of about 7.6 kips up to 25.3 kips. Each load increment was held for 2 minutes or until reading was stable before the next load increment was applied. At the load of about 25.3 kips, the load was held for 10 minutes to measure creep. The pile was then unloaded in the same loading increments to measure rebound. Based on the test results, piles # 113 performed adequately during load test with a total deflection of less than 0.2 inches under the 25.3 kip test load and with a creep deflection of less than 0.04 inch between 1- and 10-minute holding periods. In our opinion, the 3-inch steel pin piles driven to the refusal criteria (pile penetration at 6 seconds per inch), are adequate for providing the design allowable capacity of 6 tons. Details of our load tests are summarized in the table below. Pile #113 Applied Load (Kips) Accumulated Deflection (Inches) Hold, Time Deflection After Hold (Inches) Unload (Inches) Outstanding Issues: Pile locations were marked in the field by the project surveyor. Piles #72 and #73 appeared to be located incorrectly based on the design drawing sheet S2.1 stamped on the date of May 3, 2013. Scott (general contractor) informed me that project surveyor will be on site on May 10, 2013 to verify the locations of Piles #72 and #73. Project No. Page 2 of 5 PanGEO, Inc. 13-063 FAR- Gem- FIELD REPORT Signed: Reviewed: ca Attachments: Foundation Plans (2 sheets) Typical Refusal Criteria — Pipe Pile and Hydraulic Hammers I So 51 BUILDING A Legend' Q Pro Pal cs Lnst lw T.4' P,. Prlo$ I tufla (ievrmly mc� Figure i- Building "A" Sidewalk & Planter Foundation Plan, Modified from Design Drawing Sheet S2.1 Project No. 13-063 13-063 FAR-2 2013-5-9.doc Page 3 of 5 PanGEO, Inc. lot FIELD REPORT BUILDING B l/• �A 1 e�eha p Ff. M" ixftiva Y* F.% He 1"%w Figure 2- Building `B" Sidewalk & Planter Foundation Plan, Modified from Design Drawing Sheet S2.2 Project No. 13-063 Page 4 of 5 PanGEO, Inc. 13-063 FAR-2 2013-5-9.doc FIELD REPORT McDOWELL N.W. m TYPICAL " REFUSAL CRITERIA PIPE PILE HYDRAULIC HAMMERS Refusal is defined as less than I" of penetration in --X" seconds. 'For penetration into 50 blow count soils. HAMMER WEIGHT WEIGHT Blows per Minute @ S E C O N D S P E R I N C H Pneumatic: (Actual) (Class) 80 % Throttle 2" PIPE 3" PIPE 4" PIPE 6" PIPE B. PIPE Jackhammer 90 Lbs. 90 Lbs. 1000 60 Rhino 140 Lbs. 140 Lbs. 900 60 Hydroulk: TS-100 135 Lbs. 125 Lbs. 1200 30 TB-12S 400 lbs. 350 Lbs. 1000 8 TB-225 650 Lbs. 550 Lbs. 1000 4 12 M32S 850 lbs. 850 Lbs. 900 10 16 TB-425 1100 lbs. 1100 Lbs 900 6 10 20 TS-72SX 2700 Lbs. 2000 Lbs. 600 4 10 TB-830X 3000 Lbs. 3000 lbs. 500 6 10 PIPE SIZE O.D. WALL HAMMER SIZE TYPICAL CAPACITY (assumes 2x safety factor) 2" 2.375" .218" sch 80 90 / 140 / 400 lbs. 4 — 6 KPS 3 3" ISO" .216" sch. 40 6S0 / 850 lbs. 12 KPS 4" 4.S0" .237" sch. 40 850/1100 Lbs. 20 KPS 10 -Md 6" 6.625" .280" sch. 40 2000 / 3000 Lbs. 30 KPS 8" 8.625" .322" sch. 40 1 3000 Lbs. 1 45 KPS Proprietary- Call McDowell Pile King before sharing revised 11/23/09 PIN IPIPE) PILE FOUNDATIONS' RETAINING WALLS' MANTA RAY ANCHORS' NIUCALS I 94TH Avenue S. ' Kent. WA 98032' (4251251-853S ' Fa. 1a251251-5940 Portland (S03) 283-892D Web: ~..pdekul8.tom Figure 3- Typical Refusal Criteria — Pipe Pile and Hydraulic Hammers Project No. 13-063 Page 5 of 5 PanGEO, Inc. 13-063 FAR-2 2013-5-9.doc r-bnGEE0 Geotechnical and Earth uake En ineerin Consultants 3213 Eastlake Ave E, Ste B Project No. Page No. Seattle, WA 98102 13-063 1 of 6 Tel: (206) 262-0370 Fax: (206) 262-0374 Report No. Date / Day of Week 1 May 8, 2013 Project Name Location or Address Salish Landing Sunset Avenue and Dayton street (NW corner), Edmonds, WA Owner Weather Nicholas Echelbarger Permit No. BLDG-2013-0149 Cloudy to Sunny Client Contractor PanGEO Field Rep. Nicholas Echelbar er McDowell Pile King William Chao PanGEO visited the site on May 8`h, 2013 to observe the installation of pin piles and pile load test. The following summarizes our site visit: Pin Pile -Installation: McDowell Pile King (McDowell) installed 6 steel pin piles`_ using a 1,100 lb trackhoe-mounted `s hydraulic hammer (TB425ME) today. They locations of installed piles are shown in the attached Figures 1 and 2. The installed piles consist of 3-inch diameter, ASTM A53 grade A steel, schedule 40 pipe pile. The piles were driven from the ground surface that was excavated about 1 to 2 feet below the existing pavement grade, as shown in the photo at the right. The surface soil consists of silty, gravelly sand (fill). We observed McDowell drive each pile to refusal, which is defined as a pile penetration rate no less than 6 seconds per inch, to achieve a design axial capacity of 6 tons (see attached Figure 3). We observed each installed pile was driven to refusal with pile penetration rates of about 6 to 8 seconds per inch. The depth of each installed pile is summarized in the following table. Pile # Installed Depth (feet) Pile # Installed Denth (feet) Pile Installed Denth (feet) All installed piles are open-end steel piles except for pile #73. McDowell welded a steel plate at the base of the pile #73 to increase the pile tip resistance and to reduce the pile penetration depth at refusal. Based on our observation of pile driving, pile #73 was driven to refusal at a depth of 27.5 feet, which was shallower than the depths of installed piles #72 and #76 located in the proximity. The load test results of pile #73 (see next section) confirmed that pile #73 has an allowable axial capacity of at least 6 tons. 13-063 FAR -I 2013-5-8.doc Page 1 of 6 a FIELD REPORT In our opinion, the pin piles installed today were in general accordance with the project plans, and have an allowable axial capacity of at least 6 tons per pile. Pile locations were marked in the field by the project surveyor. Piles #72 and #73 appeared to be located incorrectly based on the design drawing sheet S2.1 stamped on the date of May 3, 2013. Scott (general contractor) informed me that he would discuss the locations of Piles #72 and #73 with project surveyor and structural engineer. Pin Pile Load Testing: To verify that Plate 1: Static pile load test performed on pile #73. the installed piles would provide allowable axial capacity of 6 tons per pile after installation, two production piles (#73 and #76) were load tested to about 200% of their design load of 24 kips (12 tons). McDowell utilized a 60-ton hydraulic jack and an excavator as reaction weight to perform the load test (see Plate I above). To measure pile deflections, a magnetic dial gauge reading to the 1/1000th of an inch was mounted on a steel beam isolated from the test pile. Load was applied to the test pile in increments of about 7.6 kips up to 25.3 kips. Each load increment was held for 2 minutes or until reading was stable before the next load increment was applied. At the load of about 25.3 kips, the load was held for 10 minutes to measure creep. The pile was then unloaded in the same loading increments to measure rebound. Based on the test results, piles #73 and #76 performed adequately during load test with a total deflection of less than 0.2 inches under the 25.3 kip test load and with a creep deflection of less than 0.04 inch between 1- and 10-minute holding periods. In our opinion, the 3-inch steel pin piles driven to the refusal criteria are adequate for providing the design allowable capacity of 6 tons per pile. Details of the pile load tests are summarized in the following tables. He #73 Applied Load (Kips) Accumulated Deflection (Inches) Hold Time Deflection After Hold (Inches) Unload (Inches) Project No. 13-063 Page 2 of 6 PanGEO, Inc. 13-063 FAR-1 2013-5-8.doc FIELD REPORT He #76 Applied Load Accumulated Deflection Hold Deflection After Hold Unload (Kips) (Inches) Time (Inches) (Inches) 4 Signed: .,e I oe iJ Attachments: Foundation Plans (2 sheets) Typical Refusal Criteria — Pipe Pile and Hydraulic Hammers Reviewed:_ c,�M� Project No. 13-063 Page 3 of 6 PanGEO, Inc. 13-063 FAR-1 2013-5-8.doc L FIELD REPORT BUILDING A W L9Mb: Q Pn, Ales 1RSU16A T.dn, • r;. Prlts 1,04 1 10 51 Figure 1- Building "A" Sidewalk & Planter Foundation Plan, Modified from Design Drawing Sheet S2.1 Project No. 13-063 Page 4 of 6 PanGEO, Inc. 13-063 FAR-1 2013-5-8.doc FIELD REPORT BUILDING B I X, j: OFri, Prla I,rIAW T* Fah ale I„et�I� P'�'' ly 11 rr�i /r ii•! r,r��r.ii r. rrr f/.j / ram =02 Gov v 01 PLAW Was r u �m% au [� Yl Ili i 1[wn>t w Figure 2- Building "B" Sidewalk & Planter Foundation Plan, Modified from Design Drawing Sheet S2.2 Project No. 13-063 Page 5 of 6 PanGEO, Inc. 13-063 FAR-1 2013-5-8.doc FIELD REPORT McDOWELL N.W. h. TYPICAL x REFUSAL CRITERIA PIPE PILE HYDRAULIC HAMMERS Refusal is defined as less than 1- of penetration in - X" seconds. 'For penetration into 50 blow count soils. HAMMER WEIGHT WEIGHT Blows per Minute @ S E C O N D S P E R I N C H Pneumatic: (Actual) (Class) 90% Throttle 2" PIPE 3" PIPE 4" PIPE 6' PIPE 8" PIPE Jackhammer 90 Lbs. 90 lbs. 1000 60 Rhino 140 Lbs- 140 Lbs. 900 60 Hydraulic: TB-300 135 Lbs. 125 Lbs. 1200 30 TB-125 400 Lbs. 350 Lbs. 1000 8 TB-225 650 Lbs. 550 Lbs- 1D00 4 12 TS-32S 850 Lbs. 850 Lbs. 900 10 16 TB-42S 1100 Lbs. 1100 Lbs. 9W 6 10 20 TB-725X 2700 Lbs. 20DO Lbs. 600 4 10 TS-830X 3000 Lbs. 30DOLbs. 500 6 10 PIPE SIZE O.D. WALL HAMMER SIZE TYPICAL CAPACITY (assumes 2K safety factor) 2" 2.375" 218" sch 80 90 / 140 / 400 lbs. 4 - 6 KPS ) 3" 3.50" .216" sch. 40 650 / 850 Lbs. 12 KPS v m"'9, 4" 4.SU" .237" sch. 40 850/1100 Lbs. 20 KP5 to 6" 6.625" .280" sch. 40 2000 / 3DD0 Lbs. 30 KPS 8"1 8.625" 1 .322" sch. 40 30DO Lbs. 45 KPS Proprietary- Call McDowell Pile King before sharing revised 11/23/09 PIN tPIPEI PILE FOUNDATIONS' RETAINING WALLS -MANIA RAY ANCHORS' HE LOCALS 19WS 847H Avenue 5 - Kem, WA 98032 • (42S) 2$1.8535 - Fa, 1425) 251-5940 PMIantl (5031283-8920 Web. taw PBeting.com Figure 3- Typical Refusal Criteria — Pipe Pile and Hydraulic Hammers Project No. 13-063 Page 6 of 6 PanGEO, Inc. 13-063 FAR-1 2013-5-8.doc S4TRFFT FIl 1: , MEMORANDUM To: Jeff Oaklief, Johnson Arcti fte ture & Planning, LLC I, From: Matthew Palmer, PE Project: Salish Crossing Retail Pavilion, GTC #15-026 City of Edmonds Trip Generation and Mitigation Date: February 12, 2015 This memorandum summarizes the trip generation and mitigation analysis for the addition of 1,764 SF of Donut Shop with Drive Thru Lane and Indoor Seating and credit for 9,300 SF of previously permitted Shopping Center that has been demolished. The site is located at 190 Sunset Avenue S in the City of Edmonds. The development will not change any of the four access points to the existing parking shared lot. Trip Generation Credit for the previously permitted Shopping Center is based on data contained in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 9th Edition (2012), LUC 820, shopping center. ITE LUC 937, Coffee/Donut Shop with Drive-Thru and Indoor Seating, was used to calculate the donut shop trips. Also, pass -by rates (% New Trips) for the uses are from Table 4 of the City of Edmonds Traffic Impact Analysis Guidelines. In Table 4 from the City of Edmonds, the same % New Trips is used for the coffee/donut shop with/without indoor seating and with/without drive -up; therefore, a % New Trip rate of 20% was utilized for the coffee/donut shop with drive- thru and indoor seating. The % New Trip rate for the shopping center is 65%. The PM peak -hour trip generation is summarized in Table 1. Table 1: PM Peak Trip Generation Summary Land Use Variable PM Peak -Hour Inbound Outbound Total Coffee/Donut Shop with Drive Thru & Indoor Seatin 1,764 SF 37.76 37.74 75.50 Shopping Center (Removed) -9,300 SF -16.56 -17.94 -34.50 Pass -by Trips --- -24.40 -23.92 -48.32 TOTAL — -3.21 -4.11 -7.32 The trip generation calculations are included in the attachments. 2802 Wetmore Avenue - Suite 220 - Everett WA, 98201 Tel: 425-339-8266 - Fax: 425-258-2922 - E-mail: info@gibsontraffic.com Salish Crossing Retail Pavilion Trip Generation & Mitigation Memo Mitigation Fees The applicable traffic mitigation fees are from Table 4 of the City of Edmonds Traffic Impact Analysis Guidelines. The 2009 Impact Fee Rate Table is included in the attachments to determine the new fees and credit for the removed 9,300 SF of shopping center. There is no land use for the coffee/donut shop with drive thru and indoor seating; however, there is both coffee/donut shop, no drive -up and coffee/donut shop, drive -up no indoor seating. Both have the same % New Trips (20%) and same Trip Length Factor (0.67); these were applied to the trip generation rate of 42.8 PM peak -hour trips/1,000 SF to calculated an impact fee per unit of $6.02 per square foot for the coffee/donut shop with drive thru and indoor seating. The development generates more traffic mitigation fee credit; therefore, no traffic mitigation fees will be owed by the development. The traffic mitigation fee calculation for the Salish Crossing Retail Pavilion is summarized in Table 2. Table 2: Traffic Mitigation Fee Calculation Land Use Number of Impact Fee per Unit Total Units Coffee/Donut 1 764 SF ' $6.02 per square foot $10,619.28 Shop w/ DT Shopping - c quarP fn -$11,904.00 Total - - — -- Access Analysis i'L (SOS. 1Pg7VAvD 6l% There will be no changes to the existing four access points with the proposed development. Summary/Conclusions >k -MO40 VAR5 LOW. ( iT 00 l o1'46jQL fPPurej The redevelopment of the site would generate -7.32 new PM peak hour trips. The site has four access points and would not anticipated to impact any intersection with 10 new PM peak- hour trips; therefore, off -site mitigation should not be required. With the negative trip generation no traffic mitigation fees would be owed by the development when credit for the previously permitted shopping center is included. Attachments (A-1 to A-7) Gibson Traffic Consultants, Inc. February 2015 info@gibsontraffic.com 2 GTC # 15-026 Salish Crossing Retail Pavilion GTC #15-026 Trip Generation for: Development Peak Weekday (a.k.a.): Average Weekday Daily Trips (AWDT) NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS TOTAL PASS -BY DIVERTED LINK NEW PASS -BY DIVERTED NEW Gross Trips Internal Crossover LINK ITE Trip a /o c /o I n+Out % of Trips In+Out % of to+Out % of In+Out In+Out LAND USES VARIABLE LU Gross In+Out Ext. Ext. In Out In Out In Out code Rate IN OUT (Total) Tri s Total (Total) Trips (Total) Tri s (Total) (Total) Coffee/Donut Shop with Drive-Thru 1.764 KSF 937 818.58 50% 50% 1,444 0% 0 1,444 80% 1.155 0% 0 289 578 577 0 0 145 144 Shopping Center -9.300 KSF 820 42.70 50% 50% -397 0% 0 1 -397 35% -139 0% 0 -258 -70 69 0 0 7129 -129 Total 1,047 0 1,047 1,016 0 31 508 508 0 0 16 15 Note: Pass -by Trip Percentage is from the City of Edmonds 2009 - Impact Fee Rate Table, Table 4, % New Trips. Salish Crossing Retail Pavilion GTC #15-026 Trip Generation for: Development Peak Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 7 and 9 AM (a.k.a.): Weekday AM Peak Hour NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS TOTAL PASS -BY DIVERTED LINK NEW PASS -BY DIVERTED NEW Gross Trips Internal Crossover LINK ITE %of Trips %of %of TripE62% % In+Out In+Out In+Out In+Out In+Out LAND USES VARIABLE LU RateOUT (Total) Gross In+Out (Total) Ext (Total) (Total) (Total) In Out In Out In Out code Tri s (Total Tri Tri CoffeefDonut Shop with Drive-Thru 1.764 KSF 937 100.58 49% 177 0% 0 177 80% 142 0% 0 35 72 70 0 0 18 17 Shopping Center -9.300 KSF 820 0.96 38% -9 0% 0 -9 35% -3 0% 0 1, -6 -2 -1 0 0 -4 -2 Total 168 0 168 1 139 0 29 1 70 69 0 0 14 15 Note: Pass -by Trip Percentage is from the City of Edmonds 2009 - Impact Fee Rate Table, Table 4, % New Trips. Salish Crossing Retail Pavilion GTC #15-026 Trip Generation for: Development Peak Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 4 and 6 PM (a.k.a.): Weekday PM Peak Hour NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS PASS-BY DIVERTED LINKNEW PASS -BY DIVERTED NEW Gross Trips Internal Crossover LINK ITE % of Trips %Of %ofIn+Out USES VARIABLE LU Trip % % In+Out Gross In+Out J1n+0ut Ext-(Total) In+Out Ezt- In+OutLAND Out In Out In Out code Rate IN OUT (Total) Tri s TotalTri s Tri sCoffee/Donut (Total) (Total)In Shop with Drive-Thru 1.764 KSF 937 42.80 50% 50% 75.50 0% 0 80% 60.40 0% 0 15 30.20 30.20 0 0 7.55 7155 Sho in Center -9.300 KSF 820 3.71 48% 52% -34.50 0% 0 35% -12.08 0% 0 -22 -5.80 -6.28 0 0 -10.76 -11.66 Total 41.00 0 41 48.32 0 7 24.40 23.92 0 0 -3.21 4.11 Note: Pass -by Trip Percentage is from the City of Edmonds 2009 - Impact Fee Rate Table, Table 4, % New Trips. a w Salish Crossing Retail Pavilion GTC #15-026 AM Peak -Hour % New ADT I New AM Peak Hour Trips I In I Out 11 Total 100%1 311 141 1511 29 1% 0.31 0.14 0.15 0.29 2% 0.62 0.28 0.30 0.58 3% 0.93 0.42 0.45 0.87 4% 1.24 0.56 0.60 1.16 5% 1.55 0.70 0.75 1.45 6% 1.86 0.84 0.90 1.74 7% 2.17 0.98 1.05 2.03 8% 2.48 1.12 1.20 2.32 9% 2.79 1.26 1.35 2.61 10% 3.10 1.40 1.50 2.90 11% 3.41 1.54 1.65 3.19 12% 3.72 1.68 1.80 3.48 13% 4.03 1.82 1.95 3.77 14% 4.34 1.96 2.10 4.06 16% 4.65 2.10 2.25 4.35 16% 4.96 2.24 2.40 4.64 17% 5.27 2.38 2.55 4.93 18% 5.58 2.52 2.70 5.22 19% 5.89 2.66 2.85 5.51 20% 6.20 2.80 3.00 5.80 21% 6.51 2.94 3.15 6.09 22% 6.82 3.08 3.30 6.38 23% 7.13 3.22 3.45 6.67 24% 7.44 3.36 3.60 6.96 25% 7.75 3.50 3.75 7.25 26% 8.06 3.64 3.90 7.54 27% 8.37 3.78 4.05 7.83 28% 8.68 3.92 4.20 8.12 29% 8.99 4.06 4.35 8.41 30% 9.30 4.20 4.50 8.70 31 % 9.61 4.34 4.65 8.99 32% 9.92 4.48 4.80 9.28 33% 10.23 4.62 4.95 9.57 34% 10.54 4.76 5.10 9.86 36% 10.85 4.90 5.25 10.15 36% 11.16 5.04 5.40 10.44 37% 11.47 5.18 5.55 10.73 38% 11.78 5.32 5.70 11.02 39% 12.09 5.46 5.85 11.31 40% 12.40 5.60 6.00 11.60 41% 12.71 5.74 6.15 11.89 42% 13.02 5.88 6.30 12.18 43% 13.33 6.02 6.45 12.47 44% 13.64 6.16 6.60 12.76 46% 13.95 6.30 6.76 13.05 46% 14.26 6.44 6.90 13.34 47% 14.57 6.58 7.05 13.63 48% 14.88 6.72 7.20 13.92 49% 15.19 6.86 7.35 14.21 50% 16.60 7.00 7.50 14.50 % New ADT New AM Peak Hour Trips In I Out 11 Total 100%1 31 141 1511 29 51% 15.81 7.14 7.65 14.79 52% 16.12 7.28 7.80 15.08 53% 16.43 7.42 7.95 15.37 54% 16.74 7.56 8.10 15.66 65% 17.05 7.70 8.25 15.95 56% 17.36 7.84 8.40 16.24 57% 17.67 7.98 8.55 16.53 58% 17.98 8.12 8.70 16.82 59% 18.29 8.26 8.85 17.11 60% 18.60 8.40 9.00 17.40 61 % 18.91 8.54 9.15 17.69 62% 19.22 8.68 9.30 17.98 63%1 19.53 8.82 9.45 18.27 64% 19.84 8.96 9.60 18.56 65% 20.15 9.10 9.75 18.85 66% 20.46 9.24 9.90 19.14 67% 20.77 9.38 10.05 19.43 68% 21.08 9.52 10.20 19.72 69% 21.39 9.66 10.35 20.01 70% 21.70 9.80 10.50 20.30 71 % 22.01 9.94 10.65 20.59 72% 22.32 10.08 10.80 20.88 73% 22.63 10.22 10.95 21.17 74% 22.94 10.36 11.10 21.46 76% 23.25 10.50 11.25 21.75 76% 23.56 10.64 11.40 22.04 77% 23.87 10.78 11.55 22.33 78% 24.18 10.92 11.70 22.62 79% 24.49 11.06 11.85 22.91 80% 24.80 11.20 12.00 23.20 81 % 25.11 11.34 12.15 23.49 82%1 25.42 11.48 12.30 23.78 83% 25.73 11.62 12.45 24.07 84% 26.04 11.76 12.60 24.36 85% 26.35 11.90 12.75 24.65 86% 26.66 12.04 12.90 24.94 87% 26.97 12.18 13.05 25.23 88%1 27.28 12.32 13.20 25.52 89%1 27.59 12.46 13.35 25.81 90%1 27.90 12.60 13.50 26.10 91 % 28.21 12.74 13.65 26.39 92% 28.52 12.88 13.80 26.68 93% 28.83 13.02 13.95 26.97 94% 29.14 13.161 14.10 27.26 95% 29.45 13.301 14.25 27.55 96% 29.76 13.44 14.40 27.84 97% 30.07 13.58 14.55 28.13 98% 30.38 13.72 14.70 28.42 99% 30.69 13.86 14.85 28.71 100% 31.00 14.00 15.00 29.00 A-4 Salish Crossing Retail Pavilion GTC #15-026 PM Peak -Hour New ADT New PM Peak Hour Trips In Out 11 Total 100%1 31 -3 -4 -7 1 % 0.31 -0.03 -0.04 -0.07 2% 0.62 -0.06 -0.08 -0.15 3% 0.93 -0.10 -0.12 -0.22 4% 1.24 -0.13 -0.16 -0.29 5% 1.55 -0.16 -0.21 -0.37 6% 1.86 -0.19 -0.25 -0.44 7% 2.17 -0.22 -0.29 -0.51 8% 2.48 -0.26 -0.33 -0.59 9% 2.79 -0.29 -0.37 -0.66 10% 3.10 -0.32 -0.41 -0.73 11 % 3.41 -0.35 -0.45 0.81 12% 3.72 -0.39 -0.49 -0.88 13% 4.03 -0.42 -0.53 -0.95 14% 4.34 -0.45 -0.58 -1.02 15% 4.65 -0.48 -0.62 -1.10 16% 4.96 -0.51 -0.66 -1.17 17% 5.27 -0.55 -0.70 -1.24 18% 5.58 -0.58 -0.74 -1.32 19% 5.89 -0.61 -0.78 -1.39 20% 6.20 -0.64 -0.82 -1.46 21 % 6.51 -0.67 -0.86 71.54 22% 6.82 -0.71 -0.90 -1.61 23% 7.13 -0.74 -0.95 -1.68 24% 7.44 -0.77 -0.99 -1.76 25% 7.75 -0.80 -1.03 -1.83 26% 8.06 -0.83 -1.07 -1.90 27% 8.37 -0.87 1.11 -1.98 28% 8.68 -0.90 -1.15 -2.05 29% 8.99 -0.93 -1.19 -2.12 30% 9.30 -0.96 -1.23 72.20 31 % 9.61 -1.00 -1.27 -2.27 32% 9.92 -1.03 -1.32 2.34 33% 10.23 -1.06 -1.36 -2.42 34% 10.54 -1.09 -1.40 -2.49 35% 10.86 -1.12 -1." -2.56 36% 11.16 -1.16 -1.48 -2.64 37% 11.47 -1.19 71.52 -2.71 38% 11.78 -1.22 -1.56 -2.78 39% 12.09 -1.25 -1.60 -2.85 40% 12.40 -1.28 -1.64 -2.93 41 % 12.71 -1.32 -1.69 3.00 42% 13.02 -1.35 1.73 -3.07 43% 13.33 -1.38 -1.77 -3.15 44% 13.64 -1.41 -1.81 -3.22 45% 13.95 -1.44 -1.85 73.29 46% 14.26 -1.48 -1.89 -3.37 47% 14.57 -1.51 -1.93 -3.44 48% 14.88 -1.54 -1.97 49% 15.19 -1.57 -2.01LA 50% 15.50 -1.61 -2.06 % New ADT New PM Peak Hour Trips In I Out Total 100% 31 -3 -411 1 51% 15.81 -1.64 -2.10 -3.73 52% 16.12 -1.67 -2.14 -3.81 53% 16.43 -1.70 -2.18 -3.88 54% 16.74 -1.73 -2.22 -3.95 55% 17.05 -1.77 -2.26 -4.03 56% 17.36 -1.80 -2.30 4.10 57% 17.67 -1.83 -2.34 -4.17 58% 17.98 -1.86 -2.38 4.25 59% 18.29 -1.89 -2.42 4.32 60% 18.60 -1.93 -2.47 -4.39 61 % 18.91 -1.96 -2.51 -4.47 62% 19.22 -1.99 -2.55 4.54 63% 19.53 -2.02 -2.59 -4.61 64% 19.84 -2.05 -2.63 -4.68 65% 20.15 -2.09 -2.67 -4.76 66% 20.46 -2.12 -2.71 4.83 67% 20.77 -2.15 -2.75 -4.90 68% 21.08 -2.18 -2.79 4.98 69% 21.39 -2.21 -2.84 -5.05 70% 21.70 -2.25 -2.88 -5.12 71 % 22.01 -2.28 -2.92 -5.20 72% 22.32 -2.31 -2.96 -5.27 73% 22.63 -2.34 -3.00 -5.34 74% 22.94 -2.38 -3.04 -5.42 76% 23.25 -2.41 3.08 -5.49 76% 23.56 -2.44 -3.12 -5.56 77% 23.87 -2.47 -3.16 -5.64 78% 24.18 -2.50 -3.21 -5.71 79% 24.49 -2.54 -3.25 -5.78 80% 24.80 -2.57 3.29 -5.86 81 % 25.11 -2.60 -3.33 -5.93 82% 25.42 -2.63 -3.37 -6.00 83% 25.73 -2.66 -3.41 -6.08 84% 26.04 -2.70 -3.45 -6.15 85% 26.35 -2.73 3.49 -6.22 86% 26.66 -2.76 -3.53 -6.30 87% 26.97 -2.79 -3.58 -6.37 88% 27.28 -2.82 -3.62 -6.44 89% 27.59 -2.86 -3.66 -6.51 90% 27.90 -2.89 3.70 -6.59 91 % 28.21 -2.92 -3.74 -6.66 92% 28.52 -2.95 -3.78 -6.73 93% 28.83 -2.99 -3.82 -6.81 94% 29.14 -3.02 -3.86 -6.88 95% 29.45 3.06 3.90 -6.95 96% 29.76 -3.08 -3.95 -7.03 97% 30.07 -3.11 -3.99 -7.10 98% 30.38 -3.15 -4.03 -7.17 99%1 30.69 -3.181 4.07 -7.25 100%1 31.001 4.21 -4.11 -7.32 A-5 2009 - Impact Fee Rate Table Edmonds Streets and Roads Impact Fee Rate Stud y TABLE 4 IMPACT FEE RATES (1) (2) (3) (4) (5) (6) Trip ITE ITE land Use Trip % New Length Net New Trips per impact Fee Per Unit @ Code Category RatO Tri s3 Factor' Unit of Measure $1 049.41 per Trip 110 light Industrial 0.97 100% 1.47 1.43 1,000 sq ft 1.50 per square foot 140 Manufacturing 0.73 100% 1.47 1.07 1,000 sq ft 1.12 per square foot 151 Mini -warehouse 0.26 100%1 1.47 0.38 1,000 sci ft 0.40 Der square foot 210 Single family House 1.01 100% 1.13 1.14 dwelling 1.196.33 per dwelling unit 220 Apartment 0.62 100% 1.20 1 0.74 dwelling 776.56 per dwelling unit 230 Condominium 0.52 100% 1.15 0.60 dwelling 629.65 per dwelling unit 240 Mobile Home O.S9 100% 1.09 0.64 dwelling 671.62 per dwelling unit 251 Senior Housing 0.16 100% 0.93 0.15 dwelling 157.41 per dwelling unit 320 Motel 0.47 100% 1.27 0.60 room 629.65 per room 420 Marina 0.19 100% 0.97 0.18 berth 188.89 per boat berth 444 Movie Theater 3.80 SS% 0.73 2.36 1,000 sq ft 2.48 per square foot 492 Health/Fitnes Club 3.53 75% 1.00 2.65 1,000 sq ft 2.78 per square foot 530 High School 0.97 80% 1.00 0.78 1,000 sq ft 0.82 per square foot S60 Church 0.55 100% 1.20 0.66 1.000 sq ft 0.69 per square foot 565 Day Care Center 12.46 75% 0.67 6.26 1,000 sq ft 6.57 persquare foot 620 Nursing Home 0.22 100% 0.87 0.19 bed 199.39 per bed 710 General Office 1.49 90% 1.47 1.97 1,000 sq ft 2.07 per square foot 720 Medical Office 3.46 75% 1.40 3.63 1,000 sq ft 3.81 per square foot 814 Specialty Retail 2.71 55% 0.60 0.89 1,000 sq ft 0.93 per square foot 820 Shopping Center 3.73 65% 0.53 1.28 1,000 sq ft 1.34 per square foot 850 Supermarket 10.50 65% 0.67 1 4.57 1,000 sq ft 4.80 per square foot 852 Convenience mkt 34.57 40% 0.40 5.53 1,000 sq ft 5.80 per square foot 15-16 hours 912 Drive-in bank 2S.82 SS% 0.47 6.67 1,000 sq ft 7.00 per square foot 932 Restaurant: sit- dawn 11.15 55% 0.73 4.48 1.000 sq ft 4.70 per square foot 933 Fast food, no 26.15 50% 0.67 8.76 1,000 sq ft 9.19 per square foot drive -up 934 Fast food, w/ 33.84 51 % 0.62 10.70 1,000 sq ft 11.23 per square foot drive -up 936 Coffee/Donut 40.75 20% 0.67 SA6 1,000 sq ft 5.73 per square foot Shop, no drive 938 Coffee/Donut 75.00 20% 0.67 10.05 1,000 sq ft 10.55 per square foot Shop, drive -up, no Indoor seating 945 Gas station 13.38 45% 0.53 3.19 vfp 3,347.62 per vfp3 w/convenience a ITE Trip Generation (8th Edition): 4-6 PM Peak Hour Trip Ends ' Excludes pass -by trips: see 'Trip Generation Handbook: An ITE Proposed Recommended Practice" (1988) Ratio to average trip length. 8 vfp: vehicle fueling position HenWison. Young & Company EFFECTIVE 5/1/2010 City of Edmonds, Washington October 29, 2009 Page 21 Revised on 6124/10 E82 - Traffic Impact Analysis Page 3 of 4 A-6 oonew re.Hrae.ce—\ ms,.urx.ca, I '\ate n,Eue � ., . m ME/ .. ................ \ ,;.. u 1 GENERAL SITE PLAN sD. E+�•, >> / "`��Yerou '1 ..... SALISH RETAIL PAVILLION ��ld��lu0lttlllE ,�—.xe.�, a ux,u e,mxexsru uxxoew I p IY9I�91 CO �� •-,r� � m� tYD SUNSET AVEB EDMONDS YWSNINGTDN G80�0 `r:. � --_ ; � • / / �� .,.• _mil.---�":• SITE PLAN _ e , = a �� ,�;;, „�, .r.•,r«... �e - • � '- �: m' PERMIT SET •.•.-q,'�," p e,� '�- • • - - �— ...�..' j � ...ems,,,.,.,. ,a....e-/�=� ems. 2PLA scuEur.,• 3 se f,erLEVATION.,• q I �. • 5 SITE PLAN a a s \ 60Al S 69, 00'� So ASPHALT PAVEMENT � x LANTER CC�C. CURB pa /4r a 9b -X CB f0 =13.08 &=10.75NSW =9.70—NW NV=6.15NSE NO PARK SI GN INFORMATION,�jOSK W I S E ENO% ! ! ! ! 40, THE LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON IS APPROXIMATE ONLY. RECORDS REQUESTS FROM THE CITY OF EDMONDS PROVIDED LITTLE INFORMATION AS TO THE LOCATION OF UTILITIES ON THE PROPERTY. THE LOCATION OF UTILITIES LOCATED IN THE ADJACENT STREETS WAS TAKEN FROM AVAILABLE PLANS. THIS SURVEY DOES NOT PURPORT TO SHOW THE LOCATION OF ALL UTILITIES. THE OWNER SHOULD CONTACT THE PURVEYORS OF ALL UTILITIES IN THE AREA TO DETERMINE THE LOCATION AND DEPTH OF ALL UTILITIES ON AND ADJACENT TO THE PROPERTY. A42mimmuo 1•y.Q., �" `t. • . 1 �� '''- 'fv WASHINGTON STATE DEPARTMENT OF TRANSPORTATION WSDOT ,b$ ,.��: :.-::.' •ro -,�`� BENCHMARK "JEEP RESET", BEING A BRASS CAP SET LEVEL WITH �,�, �- / A CONCRETE WALK ON THE WESTERLY SIDE OF BRACKETTS ,�s� NF�� 1 � �Cl LANDING" PARK. Rv SOUN � TRANSIT = ELEVATION: 12.953 PARKING c 1 �- NLY SIGN DATUM: NAVD 88 ul coo C. cro AR cy PARTIAL TOPOGRAPHY SURVEY FOR SALISH CRO�iz)INU ::y o IN SE1 4 SEC. 23, T. 27N ., R. 3E. W.M. CITY OF EDMONDS SN OH OM I SH COUNTY, WASH I N GTON STREET FILE. RESUB OCT 3 0 2015 SU01W OF EPM 0%DS T TREES IN BIO—RETENTION AREA TO ..... BE PLANTED ON BANK,.TYP. ........ ................. GROUNDCOVER IN"ALL PLANTING BEDS, SEE PLANT LIST .: t ..\ ...::.:::... .........:... S�^ i F0 EXISTING TREE TO I. REMAIN, PROTECT IN .......................... PLACE NTIOIV'AREA'� S;EE"CIVIL ING PLAN FpR DETAILS EXISTING PLF l v [!NG TO REMAIN, PRC7IN PLACE i w .....::.,..,....... .:.:::.:... P w: SkpA .:.� SEA : .............................................. CIP 0.� 3 gr aj 1 � rn ......................................... i ................... ................. F .. . . . . . . . . ...... ............ . PLANTING SCHEDULE SYMBOL BOTANICAL NAME/COMMON NAME SIZE CONDITION SPACING TREES EXISTING ACER RUBRUM 'BOWHALL' / BOWHALL MAPLE, PROTECT !N N/A EXISTING TO PER PLAN PLACE REMAIN 'ti►�, EXISITNG PARROTIA PERSICA'VANESSA' / VANESSA IRONWOOD, PROTECT IN PLACE N/A EXISTING TO PER PLAN _ REMAIN ACER GRISEUM / PAPERBARK MAPLE 1-1 /2" CAL. B&B PER PLAN ELANCHIER GRAN DIFLORA 'AUTUMN BRILLIANCE'/ SERVICEBERRY SHRUBS/PERENNIALS/GRASSES ® CORNUS SERICEA 'KELSEYI' / KELSEY DOGWOOD ® LONICERA PILEATA / BOX —LEAF HONEYSUCKLE O MISCANTHUS SINENSIS 'ADAGIO' / ADAGIO MAIDEN GRASS VIBURNUM DAVIDII/ DAVID'S VIBURNUM II CAREX BUCHANANII / FOX RED CURLY SEDGE ® CAREX OBNUPTA / SLOUGH SEDGE IRIS SIBERICA / SIBERIAN IRIS GROUNDCOVER MIX: LIRIOPE SPICATA / CREEPING LILYTURF (50%) POLYSTICHUM MUNITUM SWORDFERN 50 0 BIO—RETENTION GROUNDCOVER MIX: GENERAL PLANTING NOTES: 6' HT. MULTI B&B LOCATE ON BANK 1 GAL. CONT. 24" O.C. 1 GAL. CONT. 36" O.C. 1 GAL. CONT. 36" O.C. 5 GAL. CONT. 36" O.C. 1 GAL. CONT. 24" O.C. 1 GAL. CONT. 24" O.C. 1 GAL. CONT. 24" O.C. 1 GAL. CONT. 18" O.C. 1 GAL. CONT. 18" O.C. 4" CONT. 1. ALL PLANTS SHALL BE COMPATIBLE WITH THE CHARACTER AND CLIMATE OF THE PACIFIC NORTHWEST. SHRUBS AND/OR GROUNDCOVER ARE REQUIRED TO PROVIDE 75% GROUND COVERAGE WITHIN 3 YEARS. 2. ALL PLANTING AREAS SHALL BE WATERED WITH AN IN —GROUND AUTOMATIC IRRIGATION SYSTEM. 3. LANDSCAPING AREAS SHALL CONTAIN AT LEAST 4" OF TOPSOIL AT FINISH GRADE. 4. ALL LANDSCAPE AREAS TO RECEIVE MINIMUM 2" MULCH. 5. ALL PLANTING AREAS MUST HAVE COMPOST AMENDED SOILS PER CITY OF EDMONDS STANDARDS. 6. ALL TREES AND LARGE SHRUBS ARE TO BE PLANTED AT LEAST 5' FROM ANY WATER/SEWER LINES. 7. ALL TREES PLANTED IN BIO—RETENTION AREAS TO BE PLANTED AT UPPER END OF BANK. SEE CIVIL ENGINEERING DRAWINGS FOR GRADES. 12" O.C. Karen Kiest 1, Landscape Architects 111 west john street suite 305 seattle washington 98119 tel 206 323 6032 STATE OF WASHINGTON LICENSED LAN �HITEIC7:77, KA EN S. KI ST LICENSE NO.850 EXPIRES ON 12/10/2015 1 PERMIT REVISION 8/17/2015 NO. DESCRIPTION DATE REVISIONS PROJECT NO: 2012-05 DATE: 2015-02-04 DRAWN BY: IB/CP APPROVAL: KK i � J,. [1 1. -4 LANDSCAPE PLAN p RpVED BRESUB LANNjNG OCT 3 0 2015 SURMINe DEPARF.MENT PERMIT SET 1 1 LANDSCAPE PLAN 1/16" = 1'-0 11 SHEET NO: L-1 .0 2 NEW TRASH ENCLOSURE EXISTING TRANSFORMER UTDOOR DECK UNDER A-1.0 PREVIOUS PERMIT 5 EXISTING TRASH rCVFS�ALL r FIRE LANE yyy— AREA OF WORK ADA STALLS MODIFIED W ENCLOSURE A I �' �� -1.0 SHELL AND CORE PERMIT ° C ss � ss ssD 1 'Oa ' POST INDICATOR _t 1 VALVE TING ADA ° __ , ��ti 2sOo- ---�co 3 -�'---- — - - ---- ------- Z ODIFY PARKING LAYOUT V! r; L_L 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 -- I —S °° TO ALIGN STALLS I PERPENDICULAR TO DRIVE n ASILE �\ _ _;•' •� �► Y c\1 BUILDING B s \ - .... I TWO WAY IAhES M EXISTING ADA STALLS \ \ I BUILDING A 4 �' o \ 1 2 3 4 5 6 7 8 � w 1 I M co NEW ADA VAN STALL EXISTING PARKIN r , - N (NO CHANGE) JOHNSON ARCHITECTURE & P L A N N I NC LLc 2124 THIRD AVENUE, SUITE 200 SEATTLE, WA 98121 206-448-7580 14" ...... .N r FALLSTAIRS PLANTERS TERRACE WALLS ANDLANDscAPEDAREAs ER BUILT STRUCTURES TO BE LOCATED 2e ° ° °PROVATE PROPERTY°°° ° °6' r- °_ WATER METERSITE WORK TO FOLLOW CITY OF EXISTING SANITARY SEWER \ „ 1 I 1 2 3 4 5 6 7 EDMONDS "BEST MANAGMENT PRACTICE" S v 1 , 1 2 3 4 5 6 7 8 9 10 11 12 �� \ � , , � / PER CITY BULLETIN # El \\ s I I , .�� OCATED WATER METER CITY OF EDMONDS SEQUENCE NOTES 9,41 1-1 - .. d CONSTRUCTION SEQUENCE NOTES •',\ O � N 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT \\ r2 N � 1 L- ---------- -- --�� 425-771-0220 EXT. 1326. TWO DAY 48 HR EXISTING PARKING ACCES , ( ) r _� �— rn 17 NOTICE IS REQUIRED. i 6 7 8 9 10 11 \\ ® ION AND '' 15 a o? ___•--• 6 2. REVIEW TEMPORARY ERGS 3 14 ® r.�•-' - SEDIMENT CONTROLNOTES. \\ ' 14 1 -�' �--� 3. CALL FOR UTILITY LOCATES. s 1 2 3 4 5 6 7 8 9 10% ; 11 1 2 3 4 5 6 7 1M2345 6 13 �. _�-��/••• \ r - 12 �P �- 4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING $ �'�I1. ... ��.,..••• DISTURBANCE OF ANY AREAS OF VEGETATIONOUTSIDE THE CONSTRUCTION 6 \ \ r� ro I 3 y �'' / / �'•••• A, 5. HAVE EROSION CONTROL MEASURES •' INSPECTED BY CITY OF EDMONDS Q 2 /•/� CITY ENGINEERING INSPECTOR. ALL 4 5 6 7 B 9 10 11 12 13 1 2 3 4 5 6 7 a s 10 1 / �.�'� / /�''• TEMPORARY SEDIMENTATION AND EROSION /•/ CONTROL MEASURES MUST BE IN PLACE AND OjL \\ •� w ! / �� i •%•' INSPECTED PRIOR TO ANY CONSTRUCTION 1 I 2 I 3 I 4 I 5 6 I 7 1 8 1 9 1 10 1 11 JH d 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 ` \ G 1 3 4 5 6 1 2 10 _0.. \\ 9 / 0, \\ 1 2 3 4 519 I04 \ r 0O iv 2'-2 1/2" b, \' •\ o rr h 6 car- \ r / �.• �. �• V <gp w N \ 1 2 3 x, an.w Ino0 aIxa > \ v-i�a \ /• `rJ \ %/ !A LANDSCAPED AREAS F.D.0 i CROSSWALKING AND ONE WAY ARROW STRIPPING `-WATER LINE /\ MONUMENT GATE/ \ PEDESTRIAN ACCESS NOTE: vr� v1 I L. vLC/1RIIVV. cr%woIVIV /'11VU SEDIMENTATION CONTROL PRACTICES '• EXIST( a STORM SEWERJ POWER FOR PROPOSED RETAIL PAVILLION TO ORIGINATE FROM EXISTING SHOPPING CENTER AND/OR DEVICES SHALL BE MAINTAINED /.�• •• PROVIDE HOT BOX FOR REDUCED PRESSURE BACKFLOW ASSEMBLY PER DETAIL 6/A6.0 UNTIL PERMANENT VEGETATION IS ESTABLISHED. 6. DEMOLISH EXISTING STRUCTURES 7. ROUGH GRADE SITE AS REQUIRED TO , '• INSTALL DRAINAGE FEATURES. 8. CLEAR, GRUB & ROUGH GRADE SITE. 4 REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE 24' -0" 16'-6" IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE 00 00 STABILIZED PER EROSION CONTROL NOTES (9 a z r- 9. NS ALL UTILITIES AND OTHER SITE ti P- ao U) o IMPROVEMENTS, INCLUDING FRONTAGE � NEW IMPROVEMENTS. TER MAIN LL z CONCRETE 2 13. STABILIZE AND COMPOST AMEND ALL URB EXPOSED SOILS PRIOR TO REVEGETATION OF co co co ENTIRE SITE. U. ch RE PARKING 14. ESTABLISH LANDSCAPING AND 1 W O AND NEW LANDSCAPE PERMANENT VEGETATION. ALL TEMPORARY tf) Ln Ltd AREA EROSION CONTROL MEASURES SHALL BE REMOVED UPON FINAL SITE STABILIZATION LLz �• AND APPROVAL BY CITY INSPECTOR. Ad' d' Nt .O NEW CONCRETE 3 CITY CHECKLIST 12-14-2015 LL a Z CURB �� PRO IDE" AFF NLY" 2 CITY CHECKLIST 10-26-2015 M u" coSIGNAGE M co U. IN 9" TALL WHITE LETTERS -STALLS 1 CITY CHECKLIST 8-7-2015 p �o CO 1-6 REVISIONS 24'-8" 10'-11" 21'-1" 10 1/4" 32'-10 1/2"- ORIENT LETTERS TO BE / O CV 25'-0" DRIVEWAY D F MD VE A PROJECT NO: 2014-10 w CENTER OF RADIUS- 14.37' MENU SIGN 14.07' z W .29' 1& DATE: 12/15/2014 U r .99, EW STAIR TO DRAWN BY: JO/ MV o nWa. O`?� so UPPER TERRACE APPROVAL: Si 1 GENERAL SITE PLAN SCALE 1/32= 1 ka, N / ?s; CAR2 EW MARKE O�,p� z r. PEDESTRIAN NEW '�9Q zw "ALISONO ff"ETAIL CROSSING LANDSCAPE �G g REFLECTORIZED �� CL. WINDO p J 18'-8" RESERVED S GI ESIBILITY S' = CAR 1 = m 6 ur'"ILL10"N > - 150 SUNSET AVE S 1 II 2 X1/4 -- CONC ETE PARKING HANDE�L GOTHIC B.T. p BUILDING C STEP EDMONDS WASHINGTON . LINTEL BLOCK (INSTALL �a FONT '`=�-1UPSIDE DN)0 ; ---- I I �� PROPOSED 1,764 SF 'n '� gJ� o� „SQUARE , A P VED B P NNING SLIDING SIGHT OBSCURING W2 0) ACCESIBLE �� INTERNATIONAL NE b F 7 , o ATE # 4 HORIZ TOP 0 MID -HT ACCESIBISYMBOL OLITY �,'��- •----�' --- EXTRUDED EN I R i ° 4 CM WALL FOR VEHICLES CURB OVER ' _ # 4 VERT 48" o% MAX. END SHOWING DISABLED EXISTING r-% �� 13.34 r `' I T EPLAN~ 1 1/8 X 1/8 LETTERS2" 0 GALV. STEEL PLATE ONLY S '-8"� �� ' .26' - o--�OF@WALLS AND WALL Z INSIGNIA ORLICEN , 0„ �9 / G� One�� ASPHALT------' CORNER FD PIPE 9- rnerlag - 1 0 fli NEW MARKE NDSCAPE 13.15 iZ P o ,_ „ -Required ct_ual_, • ° ° ° I � � j j � � M PEDESTRIAN v� A ,071 S tb cks � °. °. .o. .o . e 4 °. .__ I I ;� C° N DRILL7/16" NOTES: CROSSING 0 = - O Front f a TERRACE _ Sides IJ D HOLES IN LOWER ( DATUM POINT WZ -� r---�---mod GARBAGE 1. SIGN SHALL BE CONSTRUCTED OF A MINIMUM ECYCLE i i RECYCLE i i RECYCLE i I W2 BPIPE OLT 1/2" 1 ��", 1� I 1 EX. B TOP — ° ; °� 0.062 THICK 1 Rear W � -7 r O v _r I 2. LETTERING, SYMBOL AND BORDER SHALL BE ��J I I I I I I I I - Other 5— D7100 _ o- I I REFLECTIVE BLUE ON WHITE BACKGROUND. _ _ L------- — ° # 4's @ 18" o/c EW CENTERE !I 2 1/2" 0 SLEEVE 3. PLACE IN FRONT OF EACH ACCESSIBLE PKG GJ .. -' 10 314" ''-�'� • He a� ° ° 1 PIPE -HOT DIP STALL WITHIN CLEAR VIEW, BUT NOT TO 1 _ A2 - . /'�• Pff MIT SE� ' a ' 'e - !' - � GALV OBSTRUCT WALKWAY PASSAGE FROM PKG STALL OR ANY �• _ ,,,...•-• L -�O C' SHEET NO: .- �• gLD EXIST. d ,��•' P RNER ASHPAHLT . , �" b� ° /�DIOt� .(1N1-•09Z FC-• -"" CO WALK STRIPES . . . . . . . . . , - CONC. FOOTING 3I 7 1/2" I. $104A,(IEi N11j ZE-M zo rT rrrn HEIGHT CALCULATIONS: A-1.0 r 7 r r r 11 ' NEW MARK TO BLDG pri ; ;; o PEDESTRIAN P��(Q�FtNER 13.15 +13.34+14.37+14.07= 54.93 / 4 = APPROVAL STAMP: v NEW ADA VA CROSSING Kwt ROVED AS NOTED 13.73' (2) # 4 T&B STALL AND NE 8Y N NEERI 1 r L L n SIGN. SEE EW ADA SIGN SI EWALK �,� AVERAGE GRADE 13.73' ADA PAVEMENT SYMBOL Al 1 3a/A1.0 MAX. HEIGHT 13.73' + 25' = 38.73' 0 2 Date:— • ��,,�� _ THEFILE n PROPOSED HEIGHT 37.73 DEC 15 2015 2 TRASH ENCLOSURE 3 TRASH ENCLOSURE ACCESSIBILITY PKG. SIGN -sue-Fea-ToUV1L�NS sUILDINGDEPAR<UMENI• PLAN SCALE 1 /8" = 11 WALL DETAIL SCALE 1 /2t1= 3 a AND 4 SITE PLAN 1*1z 04"O I " SCALE 1/1 6= 1kA01 CITY OF EI NDS SYMBOL N.T.S NE 1 /4 & NW1 /4 8c SW1 /4 OF SE1 /4 OF SECTION 23, T.27N., R.4E., W.M. SAL�§SG§ META pal V§§= §ON OV .�$ fAPPLIS'tANLI SALISH CROSSING, LLC 22833 BOTHELL-EVERETT HIGHWAY ##207 BOTHELL, WASHINGTON 98021 PHONE : 425-775-0205 PROJECT MANAGER : NICHOLAS ECHELBARGER E WEER,,_ SURVEYOR LOVELL-SAUERLAND & ASSOCIATES, INC. 19217 36th AVE. W., SUITE 106 LYNNWOOD, WASHINGTON 98036 CONTACT: JEFFREY TREIBER PHONE: (425) 775-1591 \ / ARCHITECT GENERAL SITE PLAN JOHNSON ARCHITECTURE & PLANNING 2124 THIRD AVENUE, SUITE 200 \ t SEATTLE, WA 98121 PHONE: (206) 448-7580 \ ,' / PROPERTY ADDRESS \ \\ 190 SUNSET AVENUE / EDMONDS, WA 98020 / ' o ; / PARCEL NUMBER 27032300104500 PROPERTY AREA 178.522 SO. FT. OR 4.098 ACRES / ZONING / �\\ RETAIL BUILDING 9 COMMUNITY BUSINESS (BC) / / / / 0 GOVERMENT LOT 2 \ GOVERMENT LOT 3 \ RETAIL BUILDING / ti L ,\. / PLAN NOTES 1. NO WETLANDS, STEEP SLOPES OR OTHER ECAs ARE LOCATED WITHIN OR ADJACENT TO THE PROJECT SITE. 2. MAINTENANCE OF STORMWATER DETENTION SYSTEMS WILL BE BORNE BY THE OWNER OF THE PROPERTY. 3. THE LOCATION OF EXISTING STRUCTURES ON ADJACENT PROPERTIES ARE APPROXIMATE. 4. SETBACKS SHOWN ARE FOR REFERENCE ONLY AND VEST NO RIGHT. 5. APPROVAL OF THESE PLANS DOES NOT CONSTITUTE APPROVAL OF THE SINGLE-FAMILY RESIDENCE AND ASSOCIATED SETBACKS. A SEPARATE BUILDING PERMIT IS REQUIRED FOR REVIEW AND APPROVAL OF THE SINGLE FAMILY RESIDENCE. 6. A SEPARATE RIGHT-OF-WAY CONSTRUCTION PERMIT IS REQUIRED FOR ALL WORK WITHIN THE CITY RIGHT-OF-WAY. A ROW PERMIT APPLICATION WITH CONTRACTOR'S SIGNATURE SHALL BE PROVIDED TO THE CITY. 7. SEPARATE DEMOLITION PERMITS ARE REQUIRED FOR THE DEMOLITION OF STRUCTURES. 8. THE CONTRACTOR SHALL BE RESPONSIBLE TO RE -STRIPE THE FOG LINE AND CENTERLINE, AS REQUIRED, PRIOR TO PROJECT COMPLETION. LINE TYPE AREA (SQUARE FEET) 1. NON -REGULATED 0 EXEMPT REGULATED 2. REPLACED 0 407 2. NEW (POST 1977) 2,914 3. TOTAL REGULATED IMPERVIOUS AREA = 3,321 4. TOTAL AREA MITIGATED BY EXISTING STORMWATER MANAGEMENT SYSTEM(S) - 407 5. REGULATED AREA NOT YET MITIGATED = 2,914 6. AREA PROPOSED TO BE M111GATED BY LOW IMPACT DEVELOPMENT TECHNIQUES = 2,914 7. AREA PROPOSED TO BE MITIGATED THROUGH CONVENTIONAL SWM TECHNIQUES = 0 DAYTON STREET PROJECT CLASSIFICATIONS SOIL DATA: URBAN LAND PROJECT TYPE: CATEGORY 1 SMALL SITE PROJECT O n WATERSHED BASIN: PUGET SOUND PIPED LEGAL DESCRIPTION (FROM CHICAGO TITLE REPORT UNDER ORDER NUMBER 005305744, DATED AUGUST 7, 2012) ALL THAT PORTION OF GOVERNMENT LOTS 2 AND 3 IN SECTION 23, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT THE INTERSECTION OF THE EAST LINE OF SAID GOVERNMENT LOT 3 WITH THE NORTH MARGIN OF DAYTON STREET; THENCE SOUTH 89'55'00" WEST, ALONG THE NORTH MARGIN OF DAYTON STREET, A DISTANCE OF 105.00 FEET TO THE WEST MARGIN OF FRONT STREET AS CONVEYED TO THE CITY OF EDMONDS, BY DEED RECORDED UNDER AUDITOR'S FILE NO. 1868728, TO THE TRUE POINT OF BEGINNING OF THE TRACT OF LAND HEREIN DESCRIBED; THENCE CONTINUING SOUTH 89'55'00" WEST ALONG THE NORTH MARGIN OF DAYTON STREET, A DISTANCE OF 498.26 FEET TO AN INTERSECTION WTIH THE EASTERLY MARGIN OF THE GREAT NORTHERN RAILROAD COMPANY RIGHT-OF-WAY; THENCE NORTH 41'12'54" EAST, ALONG THE EASTERLY MARGIN OF THE GREAT NORTHERN RAILROAD COMPANY RIGHT-OF-WAY, A DISTANCE OF 435.88 FEET; THENCE NORTH 4847'06" WEST, ALONG SAID EASTERLY MARGIN, A DISTANCE OF 50.00 FEET; THENCE NORTH 41'12'54" EAST, ALONG SAID EASTERLY MARGIN, A DISTANCE OF 325.09 FEET TO AN INTERSECTION WITH THE SOUTHERLY MARGIN OF JAMES STREET; THENCE SOUTH 60'59'00" EAST ALONG THE SOUTHERLY MARGIN OF JAMES STREET, A DISTANCE OF 182.55 FEET TO AN INTERSECTION WITH THE WESTERLY MARGIN OF FRONT STREET AS WAS DEEDED TO THE CITY OF EDMONDS BY DEED FILED FOR RECORD UNDER AUDITOR'S FILE NO. 725561, RECORDS OF SNOHOMISH COUNTY, WASHINGTON; THENCE SOUTH 29'01'00" WEST, ALONG THE WESTERLY MARGIN OF FRONT STREET, A DISTANCE OF 95.49 FEET TO THE POINT OF A CURVE TO THE LEFT HAVING A RADIUS OF 630.00 FEET; THENCE SOUTHERLY, ALONG THE ARC OF SAID CURVE TO THE LEFT AND CONSUMING A CENTRAL ANGLE OF 29*08*00", AN ARC DISTANCE OF 320.34 FEET; THENCE SOUTH 0'07'00" EAST, A DISTANCE OF 125.70 FEET TO THE TRUE POINT OF BEGINNING. EXCEPT THAT PORTION IN THE SOUTHEAST CORNER CONVEYED TO THE STATE OF WASHINGTON FOR HIGHWAY SR-104, BY WARRANTY DEED RECORDED MARCH 24. 1971. UNDER AUDITOR'S FILE NUMBER 2189320. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. / 1 __PROJECT SITE c� e Ztj � VICINITY MAP N NOT TO SCALE Whir. P \ a• r� 1 � � S \ MODIFIED s0S9, a, y yq�T\ a, PLANTER N S 00A Q'� 9a. roes q �FMF� ��rS 98�FS�CI °5r F, �C, AFT • °°� ASPHALT PAVEMENT V EX�Ce PGj\ PLA R ' �825 �\ TOP=1.55 S INV=1095-NE •o B+ 41 / NEW BUILDING 1835 SF d LU. • 6 e, • e � *9 R4 Wr 000000 :. a . • � ; ��0� �� 0D0�0 �11ALx- . a4V41 O N \\ / o / W BASIS OF BEARINGS THE CALCULATED BEARING FOM THE MONUMENT AT THE INTERSECTION OF MAIN STREET AND SUNSET AVENUE S. AND THE MONUMENT AT THE INTERSECTION OF SR-104 AND SDAYTON STREET PER PLAT OF SURVEY RECORDED UNDER AUDITOR'S FILE NUMBER BENCHMARK WASHINGTON STATE DEPARTMENT OF TRANSPORTATION (WSDOT) BENCHMARK "JEFF RESET", BEING A BRASS CAP SET LEVEL WITH A CONCRETE WALK ON THE WESTERLY SIDE OF "BRACKETTS LANDING" PARK. ELEVATION: 12.953 DATUM: NAVD88 UTILITY NOTES 1. REQUIRED SEPARATION OF UTILITIES SHALL BE MET PER CITY OF EDMONDS AND INDUSTRY STANDARDS. 2. THE LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON IS APPROXIMATE ONLY. THE OWNER SHOULD CONTACT THE PURVEYORS OF ALL UTILITIES ON AND ADJACENT TO THE PROPERTY. CONTRACTOR TO VERIFY UTILITY LOCATIONS PRIOR TO CONSTRUCTION. IF ANY CONFLICTS ARE IDENTIFIED CONTACT ENGINEER IMMEDIATELY. CONSTRUCTION NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO CITY OF EDMONDS STANDARDS. CONSTRUCTION SHALL CONFORM TO THE LATEST CITY STANDARDS AND SPECIFICATIONS. 2. CITY OF EDMONDS DOES NOT ISSUE PERMITS FOR ROCKERIES. ROCKERIES CAN BE CONSTRUCTED, BUT MUST BE DOIJE SO IN COMPLIANCE WITH THE PROHIBITIONS STATED IN THE CODE. CONSTRUCTION SEQUENCE 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220 EXT.1326. TWO DAYS (48 HR.) NOTICE IS REQUIRED. 2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES. 3. CALL FOR UTILITY LOCATIONS. 4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATION OUTSIDE THE CONSTRUCTION ZONE. 5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED. 6. DEMOLISH EXISTING STRUCTURES. 7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. 8. CLEAR, GRUB & ROUGH GRADE REMAINDER OF SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES BELOW). 9. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING FRONTAGE IMPROVEMENTS. 10. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETA11ON OF ENTIRE SITE. 11. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BE CITY INSPECTOR. WATER & SEWER Applicant shailrepair/replace all darl2fge to INSPECTIONS REQ'D. �;�1,�,1„ 4�5-771-9220 EXT. 'i32G utilities or frontage improvements in City right-of-way per city standards that Is caused or occurs during the permitted project OWNER/CONTRACTOR RESPONSIBLE FOR LOCATING ALL ON -SITE UTILITIES. RELOCATION/REVISION TO ANY UTILITIES MAY REQUIRE SEPARATE PERMIT. N W�_E s SCALE : 1 "=20' 0' 5' 10' 20' 30' 40' SITE PLAN / 0 `' -- / 196TH ST SW PUGET DR S.R. 524 GASPERS ST Lv z Z o > Q _ .�Fl p;}_ !t T Q O w = 0�p clr'�� iE rn a 000 00 MAIN ST DAYTON ST 0Cn 212TH en Ui 214TH a PINE ST Q d- ao 220TH ST SW W > j Q l� 00 / 4 0 CB 13.08 0.75-SW 1.70-N W 05-SE r Lovell-Sauerland & Associates, Inc. Engineers/Surveyors/Planners Development Consultants 19217 36th Avenue W. Suite 106 Lynnwood, WA 98036 phone: (425)775-1591 e-mail: info@lsaengineering.com web: lsaengineering.com to to to W 1n 3 w O w U W tY O i z N O Z p V O W O 2 f z It z O a 01n Z p w w W V a N (V t-i CIVIL SHEET INDEX: C1 COVER SHEET AND SITE PLAN C2 STORMWATER POLLUTION PREVENTION PLAN (SWPPP) C3 DRAINAGE AND SITE DEVELOPMENT PLAN C4 WATER, SEWER AND UTILITY PLAN C5 TRAFFIC CONTROL PLAN AND HAUL ROUTE MAP C6 ADDITIONAL CONSTRUCTION DETAILS A.i.o S v% 4L.AW►.1 (StW Ptn1,6 d S 1(mi kels) V t.$ t,�tNDscr°rP.ty Pt.1�nl V77,'EET FILE CITY APPLICATION FILE #: BLD20150294 P Call 2 Working Days Before You Dig 1-800-424-5555 Utilities Underground Location Center (ID,MT,ND,OR,WA) APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: �(1-7 NO If - BY. CITY ENGINEERING DIVISION iz./14/15 z O �C • nJ V z_ Q � � O z �- N bi z O U N � _ O :2 }= C) TO 1 W O v� z 0 R SUB 1 CE 15 2015 BUILDI DEPARTMENT CITY F EDMONDS SCALE AS SHOWN DRAWN CHECKED SHEET KEM JWY C DATE F.B. 7-23-15 1 PFN , OF U LSA FILE N0. 5372 THE CONSTRUCTION SWEEP 12 ELEMENTS THE 12 ELEMENTS THAT ARE PART OF A CONSTRUCTION SWPPP ARE AS FOLLOWS: 1. MARK CLEARING LIMITS: PRIOR TO CLEARING OR DISTURBING THE LIMITS MUST BE MARKED. THIS ELEMENT IS PART OF MOST NORMAL CONSTRUCTION PLANS AS ONE OF THE FIRST STEPS. 2. ESTABLISH CONSTRUCTION ACCESS: ALL EROSION CONTROL PLANS SHALL INSTALL A STABILIZED CONSTRUCTION ENTRANCE (OR OTHER METHOD OF PREVENTING SEDIMENT TRANSPORT ONTO THE ROADS). IF A STANDARD GRAVEL CONSTRUCTION ENTRANCE IS PROPOSED, USE GEO-TEXTILE FABRIC UNDER THE ROCK. NOTE: A WHEEL WASH IS REQUIRED FOR PLANS THAT PROPOSE WINTER GRADING. 3. DETAIN FLOWS: BASED ON A DOWNSTREAM ANALYSIS IT MAY BE NECESSARY TO DETAIN RUNOFF FROM A SITE UNDER CONSTRUCTION. IT MAY BE NECESSARY TO CONSTRUCT AND USE A DETENTION POND TO CONTROL FLOWS DURING CONSTRUCTION. 4. INSTALL SEDIMENT CONTROLS: IF THERE IS RUNOFF FROM THE CONSTRUCTION SITE, SEDIMENT SHALL BE REMOVED FROM THE WATER. NOTE THAT THE WATER QUALITY STANDARDS MUST BE MET. 5. STABILIZE SOILS: ALL EXPOSED AND NON -WORKED SOIL SHALL BE STABILIZED BY USE OF BMP'S. NOTE THERE ARE TIME PERIODS OF ALLOWED EXPOSURE THAT DEPEND ON THE SEASON: GROUNDCOVER BOTH TEMPORARY AND PERMANENT NEED TO BE PART OF THE CONSTRUCTION PLANS. 6. PROTECT SLOPES: CUT AND FILL SLOPES NEED TO BE PROTECTED FROM EROSIVE FLOWS AND CONCENTRATED FLOWS UN11L PERMANENT COVER AND DRAINAGE CONVEYANCE SYSTEMS ARE IN PLACE. 7. PROTECT DRAIN INLETS: ALL STORM DRAIN INLETS REQUIRE PROTECTION FROM SEDIMENT AND SILT LADEN WATER. 8. STABILIZE CHANNELS AND OUTLETS: TEMPORARY AND PERMANENT CONVEYANCE SYSTEMS SHALL BE STABILIZED TO PREVENT EROSION DURING AND AFTER CONSTRUCTION. CULVERT OUTLETS REQUIRE PROTECTION. 9. CONTROL POLLUTANTS: THE PLAN SHALL SHOW HOW ALL POLLUTANTS, INCLUDING WASTE MATERIALS AND DEMOLITION DEBRIS, WILL BE HANDLED. THIS INCLUDES MAINTENANCE OF CONSTRUCTION EQUIPMENT, FERTILIZERS, APPLICATION OF CHEMICALS, AND WATER TREATMENT SYSTEMS. 10. CONTROL DE -WATERING: THE WATER FROM DE -WATERING SYSTEMS FOR TRENCHES, VAULTS AND FOUNDATIONS SHALL BE DISCHARGED INTO A CONTROLLED SYSTEM. 11. MAINTAIN BMPS: THE PLAN SHALL PROVIDE FOR INSPECTION AND MAINTENANCE OF THE PLANNED AND INSTALLED CONSTRUCTION BMPS AS WELL AS THEIR REMOVAL AT THE END OF THE PROJECT. 12. MANAGE THE PROJECT. THE PLAN SHALL OUTLINE HOW THE SITE SHALL BE MANAGED FOR EROSION CONTROL AND IDENTIFY THE MANAGEMENT TEAM, INCLUDING A CERTIFIED EROSION CONTROL SPECIALIST. IT NEEDS TO COVER PHASING, TRAINING, PRE -CONSTRUCTION CONFERENCE, COORDINATION WITH UTILITIES AND CONTRACTORS, MONITORING AND REPORTING. IT SHALL PROVIDE FOR NOTICE OF PROBLEMS, REVISIONS DURING CONSTRUCTION AND CONTINGENCY PLANNING. ONE OF THE MOST IMPORTANT ELEMENTS IN THE MANAGEMENT OF THE PROJECT IS PLANNING FOR CONTINGENCIES BASED ON THE RISK OF EXPOSURE DURING PHASES OF THE DEVELOPMENT. IT IS ESSENTIAL THAT PLANNING IS ONGOING THROUGHOUT THE LIFE OF THE PROJECT. THE PROJECT CERTIFIED EROSION AND SEDIMENT CONTROL LEAD (CESCL) NAME AND TELEPHONE NUMBER ARE ROBERT EDWARDS, (206) 226-5777. 9 1. GRADING AND CONSTRUCTION SHALL BE TIMED AND CONDUCTED IN STAGES TO MINIMIZE SOIL EXPOSURE. 2. THE CONTRACTOR SHALL MINIMIZE OR PREVENT THE TRANSPORT OF SEDIMENT ONTO PAVED SURFACE DURING CONSTRUCTION. IF SEDIMENT IS TRANSPORTED ONTO A PAVED SURFACE IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CLEAN IT AT THE END OF EACH DAY. 3. SUFFICIENT TESC BMP MATERIALS AND SUPPLIES TO PROTECT THE ENTIRE SITE SHALL BE STOCKPILED ON -SITE PRIOR TO ANY SITE ACTIVITY. 4. THE CONTRACTOR SHALL MAINTAIN AND REPAIR AS NECESSARY ALL TEMPORARY AND PERMANENT EROSION AND SEDIMENT CONTROL BMP'S TO ASSURE THEIR CONTINUED PERFORMANCE. 5. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A PROBLEM OR WHEN THE TESC MEASURES BECOME DAMAGED. 6. SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL TEMPORARY DRAINAGE FACILITIES AND STRUCTURES UPON REACHING A DEPTH OF 6 INCHES. 7. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. WHEN ACTIVELY WORKING WITH THE SOIL STOCKPILE, STABILIZATION SHALL OCCUR AT THE END OF EACH WORK DAY. 8. SILTATION BARRIERS AND ALL OTHER TESC MEASURES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL EVENT GREATER THAN 0.1" RAINFALL, AND AT LEAST DAILY DURING PROLONGED RAINFALL EVENTS. 9. INLETS OF THE PERMANENT DRAINAGE SYSTEM SHALL BE PROTECTED FROM SEDIMENT INFLUX BY USE OF FILTER FABRIC, MICROPORE BAGS, OR SIMILAR FILTERING MATERIALS AND METHODS. 10. DURING A STORM EVENT, NO CONSTRUCTION ACTIVITY SHALL OCCUR ON SITE EXCEPT FOR WORK ON EROSION CONTROL FACILITIES. PLAN NOTES: 1. SEE ARCHITECTURAL FOR DEMOLITION AND PAVEMENT REMOVAL LIMITS. 2. EXISTING ASPHALT ENTRANCE TO BE USED FOR ACCESS DURING CONSTRUCTION. 3. SEPARATE DEMOLITION PERMITS ARE REQUIRED FOR THE DEMOLITION OF STRUCTURES. 4. ALL AREAS SEPARATED FROM CONSTRUCTION ACTIVITY SHALL REMAIN UNDISTURBED BY THE PROPOSED CONSTRUCTION. 5. GRADING BEYOND PROPERTY LINES ONTO ADJACENT PROPERTIES IS PROHIBITED EXCEPT WHERE PERMITTED BY EASEMENT. EXISTING GROUND SURFACE AT PROPERTY LINES WILL BE MAINTAINED. 6. INLETS OF THE PERMANENT DRAINAGE SYSTEM SHALL BE PROTECTED FROM SEDIMENT INFLUX BY USE OF FILTER FABRIC; MICROPORE BAGS, OR SIMILAR FILTERING MATERIALS AND METHODS. SEE SHEET C3 FOR PERMANENT DRAINAGE FACILITY LOCATIONS. 7. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL NE 1/4 & NW1/4 & SW1/4 OF SE1/4 OF SECTION 23, T.27N., R.4E., W.M. SAA1 , / EX. CB \\ / TOP=11.34 IN V(SW)-9.16-8"CONC. / IN V(SE)-9.06-8"D.I. i/ FX MH G / / FH\ G \\\ BLOCK 3 EX. CB \ GEPHARTS 1st ADDITION TO EDMONDS GPI G TOP=11.o0 \ \ / INV(E)=8.238"CONC. \\ (VOL. 5, PG. 43) G EX. CBMH \\ TOP=11.36 INV(SW)=7.60_8"D.I. J / INV(NE)=7.44M.P. \ INV(SE)= (FIELD VERIFY PRIOR TO WSTRUCTION) \ INLET PROTECTION (TYP.) \ / PER DETAIL THIS SHEET \\ / CONSTRt1C�TI0N GATE a•� \\ / TOP=12.03 / INV(NE)=8.01-8'0 I CTR INV=5.72 (SW -NE) x / CURB TO BE REMOVED \\ EXISTING ASPHALT G \x SSA\AND PLANTER MODIFIED \\ ENTRANCE TO BE / PLANTER USED FOR ACCESS DURING CONSTRUCTION G ��' oG x` `FMF FS 6 FT. CHAIN LINK FENCE t0.6' WEST ZQ'� So ASPHALT PAVEMENT x G MQ�," EX�CBIP TOP=12.55 P� PLA R TEMPORARY SEEDI G INV=10.95�NE G G LU REQ'D FOR AREAS OF / �`x X C N\B / �` GJ PROPOSED LANDSCAPING �x 3 HR. \ TO =13.08 (SEE C3) PARK SIGN so 6- 1=10.75-SW i 9 V=9.70-NW 00, s\ NV=6.15-SE 9 T 9 O c cLR@ x G STOCKPILE WITH�F4'T STOP SIGN \ CLEAR PLASTIC COVER REMOVE EXISTING / PAVEMENT & PLANTER SANCE PLANTER AND CONC. K '"I CURB TO BE REMOVEDSEE SHEETC3 U ASPHALT PAVEMENT BMP LEGEND SYMBOL ITEM -X-X- FILTER FENCE LAND DISTURBING ACTIVITY LIMITS STORM DRAIN INLET PROTECTION EARTHWORK QUAD DISTURBED AREA: 0.38 ACRES EXCAVATION: 100t C.Y. FILL: 100f C.Y. THE QUANTITIES OF EXCAVATION AND FILL ARE APPROXIMATE ONLY AND SHALL NOT BE USED FOR CONTRACTUAL PURPOSES. CB FILTER SOCK WITH OVER FLOW HOLES 4 . ° 4 CATCH BASIN . r n• ..a THIS APPLICATION SHALL BE MAINTAINED AT ALL TIMES DURING CONSTRUCTION PERIOD. SEDIMENT SHALL BE REMOVED ON A REGULAR BASIS TO MAINTAIN FILTRATION EFFECTIVENESS. PLANTING AREA AN 2X CHERRY TREES TO/ ® PLANTER �f ° REMOVED o 1 ScyF I CITY INSPECTION REQUIRED ON ALL EROSION CONTROL c RRr @ CONTRACTOR SHALL MEASURES BEFORE WORK CAN BEGIN. w ° TAKE SPECIAL NO PARK / PRECAUTIONS TO n SIGN W • a ° d MAINTAIN PROPERTY .. C: L T. :.O• ; .`E•. D I V_.I O I `J.• LJ .S'•.. • . •. � a CORNER STAKES .. i .. REVISIONS STANDARD DETAIL INFORMATION KIOSK, d '�/ ° APPROVED BY DATE / J D. GEBERT 10/06/03 CURB AND SIGNS46 ��' D. GEBERT 05/19/05 TEMPORARY SEDIMENT TRAP FOR CATCH BASIN$ TO BE REMOVED / " ° / D. GEBERT 05/05/06 DATE SCALE ' } .v�� / 7890-19go DWG N0. R. ENGLISH 11/01/13 7/24/01 NTS E1.3 SOUND ° Q� L J� TRANSIT / Q� 4('\ a PARKING I FILTER FENCE (TYP.) ONLY SIGN PER DETAIL THIS \ oe + @ J U SHEET FILTER FABRIC rJ° d / SECURED TO 2' X 2' / 14 GA. WIRE FABRIC EQUAL CONSTRUCTION FENCE (TYP.) / 2' X 2' WOOD OR \ • n EQUIVALENT iv 8"- 12. " " r I- NON -DISTURBANCE AREA SPEED LIMIT -- SIGN Q7 PROPERTY LINE �\ Qv FH_ STOCKPILE WITH CLEAR CPC PLASTIC COVER INDICATES TREE TO BE REMOVED r a 4 e a v d ° e ° a EXISTING CONCRETE PAVING I I 41E 8r, PLACE 3/4'-1,5' WASHED GRAVEL IN THE TRENCH ANDON BOTH SIDES OF FILTER FABRIC FENCE ON THE SURFACE. I N CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE STRAW BALES TO INSURE PROPER EROSION CONTROL. FILTER FABRIC MATERIAL IN CONTINUOUS ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE. WIRE MESH SUPPORT FEN TO SUPPORT FILTER FABF BURY BOTTOM OF FILTER MATERIAL 8" TO 12" 2" X 2" WOOD POSTS OR EQUIVALENT CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. -- CITY OF EDMONDS REVISIONS STANDARD DETAIL APPROVED BY DAIS FILTER FABRIC FENCE FILTRATION SYSTEMS 1890-1990 DATE 7/24/01 SCALE NTS DWG NO. E1.1 Cali 2 Working Days Before You Dig 1-800-424-5555 Utilities Underground Location Center (ID,MT,ND,OR,WA) CITY APPLICATION FILE #: BLD20150294 APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: i�'IIi �201� BY: NGINEERING DIVISION e-mail: info®lsaengineering.com I web: Isaengineering. com i?04A5 In In W) N .- I- w V) w o w w Fx O In N 0 Z o V ZO W Z W CL X z a. Fn a N Z w p w W t5 U X N M .- CV M a 4 e a v d ° e ° a EXISTING CONCRETE PAVING I I 41E 8r, PLACE 3/4'-1,5' WASHED GRAVEL IN THE TRENCH ANDON BOTH SIDES OF FILTER FABRIC FENCE ON THE SURFACE. I N CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE STRAW BALES TO INSURE PROPER EROSION CONTROL. FILTER FABRIC MATERIAL IN CONTINUOUS ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE. WIRE MESH SUPPORT FEN TO SUPPORT FILTER FABF BURY BOTTOM OF FILTER MATERIAL 8" TO 12" 2" X 2" WOOD POSTS OR EQUIVALENT CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. -- CITY OF EDMONDS REVISIONS STANDARD DETAIL APPROVED BY DAIS FILTER FABRIC FENCE FILTRATION SYSTEMS 1890-1990 DATE 7/24/01 SCALE NTS DWG NO. E1.1 Cali 2 Working Days Before You Dig 1-800-424-5555 Utilities Underground Location Center (ID,MT,ND,OR,WA) CITY APPLICATION FILE #: BLD20150294 APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: i�'IIi �201� BY: NGINEERING DIVISION e-mail: info®lsaengineering.com I web: Isaengineering. com i?04A5 In In W) N .- I- w V) w o w w Fx O In N 0 Z o V ZO W Z W CL X z a. Fn a N Z w p w W t5 U X N M .- CV M z C� z J � o J n J � z z o �w wince � w � � � 0 w � O Q N Lij Z � o z J a Q W O W V) Z a 0 ES19B Cn 11 DEC 15 2015 SCALE 1 to = 20' DRAWN CHECKED SHEET KEM MY DATE F.B. C2 7-23-15 PFN OF LSA FILE N0. 5372 IMPERVIOUS AREAS ON -SITE BUILDING 1,835 SF TERRACE/WALKWAY 1,079 SF TOTAL 2,914 SF OFF -SITE SIDEWALK 0 SF TOTAL 0 SF PROJECT TOTAL 2,914 SF DRAINAGE CONSTRUCTION NOTES: 1. STORM DRAIN PIPE SHALL BE 4" PVC UNLESS OTHERWISE NOTED. 2. FOOTING DRAINS (NOT SHOWN) SHALL CONNECT TO THE OUTFALL PIPE OF THE DRAINAGE SYSTEM ON PRIVATE PROPERTY. 3. ROOF AREA DRAINS SHALL BE TIGHTUNED AND REMAIN SEPARATE FROM ANY FOOTING OR SUBSURFACE DRAINS UNLESS OTHERWISE INDICATED. 4. FOOTING DRAIN AND UNDERSLAB DRAIN PIPE SHALL BE PERFORATED PVC SCHEDULE 40 WITH SOLVENT WELDED JOINTS. 5. TEES, CATCH BASIN CONNECTIONS, SIDE SEWERS, SERVICE DRAINS AND INLET CONNECTIONS SHALL BE PLACED AT A MINIMUM SLOPE OF 1.0% AND A MAXIMUM SLOPE OF 50% UNLESS OTHERWISE NOTED. 6. MINIMUM 6" CLEARANCE BETWEEN ALL PROPOSED PIPES AND EXISTING OR PROPOSED UTILITIES 7. THE CONTRACTOR IS RESPONSIBLE FOR ALL DEWATERING AND WILL ENSURE THAT ALL DEWATERING WATER IS CLEANED AND FREE OF SEDIMENT PRIOR TO DISCHARGE. 8. COORDINATE WITH ARCHITECT FOR EXACT DOWNSPOUT LOCATIONS. DO NOT CONNECT TO FOOTING DRAINS. DRAINAGE FACILITY SIZING TYPE IMP. AREA' REQ. BOT. AREA ACT. BOT. AREA BC #1 1,835 SF 125 SF 157 SF BC #2 1,079 SF 74 SF 84 SF 1. LISTED IMP. AREA IS THE AMOUNT OF NEW AND REPLACED IMPERVIOUS SURFACES DIRECTLY ROUTED TO THE DRAINAGE FACILITY. 2. NATIVE SOIL DESIGN INFILTRATION RATE IS 0.5 IN/HR AS DETERMINED BY GEOTECHNICAL ENGINEER. 3. SIZING FACTOR IS 6.8% FOR CATEGORY 1 SMALL SITE WITH 0.5 IN/HR INFILTRATION RATE AND 6 INCH PONDING DEPTH. CAST IRON BELL GRATE PVC OUTLET -� DIAMETER z PER PLAN 70 PVC INLET DIAMETER PER PLAN 4" CONCRETE BASE POURED IN PLACE YARD DRAIN (ROUND TYPE) NOT TO SCALE BOLT -LOCKING CAST IRON RING & COVER. OPENING DIAMETER 4" LARGER THAN NOMINAL PIPE SIZE, H-20 RATED IN PAVED AREAS. 12 N x CONCRETE CLASS 3,000 IN LANDSCAPED AREAS. MATCH ROAD SECTION IN PAVED AREAS DUCTILE IRON PIPE 45' BEND-� STORM DRAIN PIPE DIAMETER PER PLAN 0 2" GAP MIN 1. YARD DRAINS TO BE CONSTRUCTED FROM HIGH DENSITY POLYETHYLENE (HDPE) N-12 PIPE IN ACCORDANCE WITH ASTM C 14. 2. CUTOUT HOLE SIZE IS EQUAL TO OUTLET PIPE OUTSIDE DIAMETER PLUS YARD DRAIN WALL THICKNESS. 3. CONNECTION TO OUTLET PIPE TO BE MORTARED AND MADE FLUSH WITH INSIDE OF THE YARD DRAIN WALL. 4. INCLUDE CAST IRON BELL GRATE FOR PAVEMENT AREAS AND BEEHIVE GRATE FOR BIORETENTON CELLS. THE GRATE SHALL HAVE SLOTS (HOLES) THAT CONSITUTE 50 PERCENT OPEN AREA FOR DRAINAGE. INLET GRATE SURFACE SHALL BE FINISHED TO ASSURE NON -ROCKING FIT WITH ANY COVER POSITION. 5. PLACE BASE IN 6 INCH MINIMUM OF WASHED DRAIN ROCK. 6. CLEAN OUTS ARE REQUIRED FOR DEPTHS OVER 42 INCHES. 6" MIN 8" MAX I 2" SCREW PLUG WITH RAISED HEX NUT (PVC) FILL WITH SAND OR CRUSHED SURFACING TOP COURSE MATERIAL RISER (AS NEEDED) COMPACTED BACKFILL IF LINE DEAD ENDS, INSTALL WATERTIGHT PLUG 1. CAST IRON COVER SHALL READ EITHER "STORM" OR "DRAIN." 2. LOCKING BOLTS FOR COVER SHALL BE %" -11 NC STAINLESS STEEL TYPE 304 SOCKET (ALLEN) HEAD BOLTS, 2 INCHES LONG. CLEANOUT (ROUND_ NOT TO SCALE UTILITY CONFLICT NOTE THE LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON IS APPROXIMATE ONLY. THE OWNER SHOULD CONTACT THE PURVEYORS OF ALL UTILITIES IN THE AREA TO DETERMINE THE LOCATION AND DEPTH OF ALL UTILITIES ON AND ADJACENT TO THE PROPERTY. CONTRACTOR TO VERIFY UTILITY LOCATIONS PRIOR TO CONSTRUCTION. IF ANY CONFLICTS ARE IDENTIFIED CONTACT ENGINEER IMMEDIATELY. NE 1 /4 & N W1 /4 & SW1 /4 OF SE1 /4 OF SECTION 23, T.27N., R.4E., W.M. SAL��I HE F�]��, pal [��§ON EX. CB \ TOP=11.34 INV(SW)=9.16- 8"CONC. INV(SE)=9.06-8"D.I. EX MH TOP=12.03 INV(NE)=8.01�8"D.I. \ GENERAL NOTES P� G oP-„ oB \\ G E P H A R TS 1st ADDITION TO EDMONDS' 1. ALL MATERIALS AND WORK SHOWN ON INV(=8.23�8"GONG. THESE PLANS SHALL CONFORM TO THE 17. ALL REQUIRED STORMWATER FACILITIES E)\\ (VOL. 5, PG. 43) CITY OF EDMONDS STANDARD PLANS AND MUST BE CONSTRUCTED AND IN OPERATION \ DETAILS, THE FOLLOWING SPECIFICATIONS PRIOR TO INSTALLATION OF ANY PAVEMENT EX. CBMH AND CODES, AND ALL OTHER APPLICABLE UNLESS OTHERWISE APPROVED BY THE TOP=11.36 \\ -I LOCAL MUNICIPAL, STATE, AND FEDERAL ENGINEER. INV(sw)=7.60-8"o.l• \ 1 CODES, RULES AND REGULATIONS: - CURRENT INTERNATIONAL BUILDING CODE 18. ALL ROOF DRAINS, PERIMETER FOUNDATION INV(NE)= (FIELD"C.M.P• \ (IBC) DRAINS, CATCH BASINS AND OTHER � INV(SE)= (FIELD VERIFY PRIOR TO �ISTRUCTION) \ IBC CB \ - 2014 WSDOT/APWA STANDARD EXTERNAL DRAINS SHALL BE CONNECTED TYPE 1 \ SPECIFICATIONS FOR ROAD, BRIDGE AND TO THE STORM DRAINAGE SYSTEM, UNLESS TOP 11.67t \ MUNICIPAL CONSTRUCTION NOTED OTHERWISE. �\NV. 7.78 \ - WASHINGTON STATE DEPARTMENT OF `� \\ ECOLOGY STORMWATER MANAGEMENT 19. ALL FOOTING DRAINS SERVING BUILDINGS, MANUAL FOR THE PUGET SOUND BASIN WALLS, ROCKERIES, ETC. SHALL CONNECT (CURRENT EDITION) TO THE DRAINAGE SYSTEM DOWNSTREAM CTR INV=5.72 (SW NE) OF THE SITE STORMWATER DETENTION / 195t S/ TOP 14.37f � \\ 2. STANDARD PLAN AND TYPE NUMBERS SYSTEM & INV. 11.23 ,q \ \ INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, 20. CONTRACTOR SHALL OBTAIN AND PAY FOR SAyq�T\ \\ UNLESS NOTED OTHERWISE. ALL OF ALL PERMITS IMPROVEMENTS INDICATED ON G � .�\ pq�F'y\ ��FS� \\ / 3• BE ON THE OBSSITEPWHENEVERLANS MUST A COPY OF THESE DRAWINGS. TOP 11.45t / / tiT \ ST� \\ / CONSTRUCTION IS IN PROGRESS. 21. AS A MINIMUM REQUIREMENT, ALL I•. ±0.6 LINK INV. 8.95NO.F. �\ �s� 11.95 SHALL BE RETURNED TO THE EQUIVALENT DE t0.6' WEST c, ��. �, '� 1ts5 >3ti � / F � �' DISTURBED AREAS ON AND OFF SITE F 4. DEVIATIONS FROM THESE PLANS MUST BE Q ENT \ f°t TOP 14.99t APPROVED BY THE ENGINEER OF RECORD OF THEIR PRECONSTRUCTION CONDITION IN 14.osf rr �' t1 5\\ �� 4''°�° INV. 11.96 \ ASPHALT PAVEMENT AND THE LOCAL GOVERNING AUTHORITY. ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. 5. CONTRACTOR SHALL RECORD ALL BIO-CELL G' % . EX. CB ry APPROVED DEVIATIONS FROM THESE PLANS 22• ALL DISTURBED SOIL AREAS SHALL BE � PLA R \ , TOP=12.55 COMPOST AMENDED AND SEEDED OR G G 157 SF. BOT. AREA \Fs RELOCATED A1V� INV=10.95-NE ON A SET OF "AS -BUILT" DRAWINGS AND STABILIZED BY OTHER ACCEPTABLE L�J n TOP/SL. 11195 ; \ PARKING TRANSITION R� SHALL SUMMARIZE ALL AS -BUILT • / `j " �0 BOT SL. 10.95 �� PER SHEET C6 X CB / CONDITIONS ON ONE SET OF METHODS FOR THE PREVENTION OF •�� GJ � sV STALLS AND ,' ON -SITE EROSION AFTER THE COMPLETION INV. IN 10.95 TO =13.08 REPRODUCIBLE DRAWINGS FOR SUBMITTAL G' OT. 9.70 qsq �� t CURB �o sh I=10.75-sw TO THE OWNER PRIOR TO PROJECT OF CONSTRUCTION. SEE EROSION CONTROL ��, V=9.7o-NW COMPLETION AND ACCEPTANCE. A SET OF PLANS FOR SPECIFIC GRADING AND c s NV=6.15�SE EROSION CONTROL REQUIREMENTS. �55 ROOF DRAIN °N . • \ AS -BUILT DRAWINGS SHALL BE SUBMITTED � C R° GF� \ 4"PVC s ° ' . ° TO THE CITY OF EDMONDS PRIOR TO FINAL 23. THE CONTRACTOR SHALL KEEP OFF -SITE G Ftir ; �4 ' : � :• • : � APPROVAL OF THE BUILDING STREETS CLEAN AT ALL TIMES BY OCCUPANCY/FINAL PROJECT APPROVAL . •tea• °. LANDSCAPING SWEEPING. WASHING OF THESE STREETS OQ Pc' PER ARCH. PROPOSED BUILDING AMENDED SOILS FF. EL. 15 REQ'D (TYP.) NEW LANDSCAPING / PER ARCH. NEW EXTRUDED CURB OVER EXISTING ASPAHLT ° d a e da \° e -SOLID COVER /_4" MINIMUM WALL THICKNESS �2 T OUTLET TO PUBLIC _t STORM DRAIN 4" PVC INLET A - on A :': REINFORCING PER WSDOT :.. _ z STD. PLAN B-5.20-01 24" i f 34" CB# 1 & #2 TYPE 1 TYPE 1 PLAN SECTION A -A NOT TO SCALE NOT TO SCALE 3" COURSE WOODCHIP MULCH .IN SIDE SLOPES 3" COMPOST MULCH IN PONDING AREA BIORETENTION SOIL SEE CITY SPECIFICATIONS RAIN GARDEN BOTTOM 6" FREEBOARD 6" PONDING DEPTH BIORETENTION CELL NOT TO SCALE PIPED OVERFLOW YARD DRAIN OR CB WITH BEEHIVE GRATE °i 6. ELEVATIONS SHOWN ARE IN FEET. SEE WILL NOT BE ALLOWED WITHOUT PRIOR s° SURVEY FOR BENCHMARK INFORMATION. APPROVAL. 24. SLOPE OF FINISHED GRADE SHALL BE 7. T LOCATIONS OF EXISTING UTILITIES AND SIT CONSTANT BETWEEN FINISHED CONTOURS TOP 14.86tEATURES SHOWN HEREON HAVE INV. 13.36 a • BEEN FURNISHED BY OTHERS BY FIELD OR SPOT ELEVATIONS SHOWN. J�1p SURVEY OR OBTAINED FROM AVAILABLE 25. FINISHED GRADE SHALL SLOPE AWAY FROM YD » L.U. .•�C(tti,�/ CURB RAMP TO BE RECORDS AND SHOULD THEREFORE BE ` 1 t6 28a REPLACED TO C.O.E CONSIDERED APPROXIMATE ONLY AND NOT BUILDING WALLS AT MINIMUM 5% SLOPE TOP 14.75t a / !�" AND ADA STANDARDS. NECESSARILY COMPLETE. IT IS THE SOLE FOR A MINIMUM DISTANCE OF 10 FEET. INV. 12.75 ; : ' ti. • ° t3.29 SEE DETAILS ON C6. RESPONSIBILITY OF THE CONTRACTOR TO ° d a INDEPENDENTLY VERIFY THE ACCURACY OF 26. CONTRACTOR SHALL BE RESPONSIBLE FOR 12.60 1 °• Q J AND SHALL INSTALL AND MAINTAIN YD » 12.60 ° v 3 a ��? ALL UTILITY LOCATIONS SHOWN AND TO SHORING AND BRACING AS NECESSARY TO �' NEW SECTIONS OF PROTECT WORKERS, EXISTING BUILDINGS, •� SIDEWALK SHALL BE FURTHER DISCOVER AND PROTECT ANY TOP 12.10t �g Q OTHER UTILITIES NOT SHOWN HEREON INV. 10.10NO.F. ° �`!' a d �. INSTALLED TO MATCH THE WHICH MAY BE AFFECTED BY THE STREETS, WALKWAYS, UTILITIES AND OTHER GRADE OF THE EXISTING EXISTING AND PROPOSED IMPROVEMENTS ' y IMPLEMENTATION OF THIS PLAN. PUBLIC SIDEWALK AND EXCAVATIONS AGAINST LOSS OF 0SPONSIBLE e CONTRACTOR SHALL VERIFY LOCATION DO 14.00 f f fi� DEPTH, SIZE, TYPE AND CONDITION OF GROUND OR CAVING EMBANKMENTS. 000000 tz o 163i Jt FOR REMOVAL CONTRACTOR SOF SHORING ANDHALL ALSO BE BRACING, EXISTING UTILITY LINES AT CONNECTION OR O000,, CROSSING POINTS BEFORE TRENCHING FOR AS REQUIRED. NEW UTILITIES. ENGINEER ASSUMES NO IrEL1. #2 v° » A , y 4". RESPONSIBILITY FOR THE COMPLETENESS 27. CONTRACTOR SHALL OBTAIN APPROVAL .F BOT AREA tOR ACCURACY OF THE EXISTING UTILITIES TOP SL. 12.60t BOT SL. 11.60 INV. IN 11.60 , BOT. 10.35 STRIPING OVER \ EXISTING ASPHALT PER ARCH. FH LIMI1 SIGN 4 1. BIORETENTION SOIL DEPTH SHALL BE A MINIMUM OF 12" FOR FLOW CONTROL AND A MINIMUM OF 18" FOR WATER QUALITY TREATMENT. 2. SCARIFY SUBGRADE 3" MIN BEFORE BIORETENTION SOIL INSTALLATION. 3. BIORETENTION SOIL MUST MAINTAIN 1' MINIMUM BOTTOM WIDTH 12" 1" MIN. (TYP.) TOP 13.20 AND SITE FEATURES PRESENTED ON THESE FROM THE CITY AND FOLLOW CITY INV. 11.7 DRAWINGS. ENGINEER SHALL BE NOTIFIED PROCEDURES FOR ALL WATER SERVICE PROPOSED CONCRETE PAVING IMMEDIATELY OF CONFLICTS THAT ARISE. INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS 8. CONTRACTOR SHALL LOCATE AND PROTECT RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS CB 2 TYPE 1 ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND WITHOUT LOUT FIRST OBTAINING WRITTEN TOP 12.70t UTILITIES LOCATION SERVICE APPROVAL FROM THE FIRE MARSHAL. INV. 9.17 AT AST 48 HOURS 28• COORDINATE AND ARRANGE FOR ALL PROPOSED ASPHALT PAVING PRIOR TO 0 CONSTRUCTION. UTILITY CONNECTIONS, UTILITY 9. CONTRACTOR SHALL VERIFY ALL RELOCATIONS AND/OR SERVICE AA 1(V �NSf�'LL • ` CONDITIONS AND DIMENSIONS AT THE INTERRUPTIONS WITH THE AFFECTED AND APPROPRIATE UTILITY vr"M -ro ° ° ° PROJECT SITE BEFORE STARLING WORK AND SHALL NOTIFY OWNER'S COMPANIOWNERS UTILITIESESHALS. L NBECMADE ONLY11ONS TO NTH �� M V� a ° � REPRESENTATIVE OF ANY DISCREPANCIES. ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 10. PIPE LENGTHS WHERE SHOWN ARE Iwo EXISTING CONCRETE PAVEMENT APPROXIMATE AND MAY CHANGE DUE TO 29• EXISTING UTILITY LINES IN SERVICE WHICH FIELD CONDITIONS. ARE DAMAGED DUE TO CONSTRUCTION ,NSPS`f 11. CONTRACTOR SHALL OBTAIN A COPY OF WORK SHALL BE REPAIRED AT CONTRACTORS THE GEOTECHNICAL REPORT (WHERE EXPENSE AND INSPECTED APPLICABLE) AND SHALL THOROUGHLY AND ACCEPTED BY CITY OF EDMONDS AND -1,ONIS !N �/11t1NLIN�Z FAMILIARIZE HIMSELF WITH THE CONTENTS OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. RESTORED PAVEMENT�(,�1t+A[11�CIC/ THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH 30. NEW UTILITY LOCATIONS ARE GENERALLY THE RECOMMENDATIONS OF THIS REPORT. SHOWN BY DIMENSION, WHERE NO 12. STRUCTURAL FILL MATERIAL AND DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD 10'-0, PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT ADJUSTMENTS SHALL BE APPROVED BY BETWEEN JOINTS (Typ) GEOTECHNICAL REPORT. OWNER'S REPRESENTATIVE AND CITY. 12" 13. SUBGRADE SOILS IN ALL AREAS WHERE 31. WHERE NEW PIPE CLEARS AN EXISTING OR 12" RAIN GARDENS, INFlLTRA110N OR PERVIOUS NEW UTILITY BY 6" OR LESS, PLACE PAVEMENT IS TO BE PLACED SHALL BE POLYETHYLENE PLASTIC FOAM AS A DELINEATED AND PROTECTED AT ALL TIMES CUSHION BETWEEN THE UTILITIES. FROM COMPACIICE ACTIVITIES (I.E. HEAVY EQUIPMENT, STOCKPILING). 32. SEE MECHANICAL DRAWINGS WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILI11E CEMENT CONCRETE EXTRUDED CURB 14. MANHOLES, CATCH BASINS, UTILITIES AND S WITHIN THE BUILDING. PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR 33. SEE ELECTRICAL DRAWINGS (WHERE # 3 BARS (TYP.) COMPACTED STRUCTURAL FILL. IF SOIL IS APPLICABLE) FOR EXTERIOR DISTURBED, SOFT, LOOSE, WET OR IF ELECTRICAL WORK. JOINTS MAY BE FORMED DURING ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND 34. SEE LANDSCAPE DRAWINGS WHERE INSTALLATION USING A RIGID ( DIVIDER OR SAWCUT AFTER REPLACE WITH COMPACTED STRUCTURAL APPLICABLE) FOR SITE CONCRETE CURES TO MINIMUM SPACING OF ANCHOR BARS FILL PER GEOTECHNICAL REPORT. IRRIGATION SYSTEM. STRENGTH. io N NOT TO SCALE 15. SEE SURVEY AND ARCHITECTURAL 35. TRENCH BACKFILL OF UTILITIES LOCATED DRAWINGS FOR DIMENSIONS AND WITHIN THE CITY ROW SHALL BE LOCATIONS OF BUILDINGS, LANDSCAPED COMPACTED TO 957.. COMPAC11ON TEST AREAS AND OTHER PROPOSED OR EXISTING REPORTS SHALL BE PROVIDED TO THE CITY SITE FEATURES. PRIOR TO PAVING. 16. SEE ARCHITECTURAL DRAWINGS FOR 36. PIPE MATERIAL AND SIGNAGE SUBMITTALS PERIMETER FOUNDATION DRAINS. SHALL BE PROVIDED TO CITY ENGINEERING FOUNDATION DRAINS SHALL BE 10" DIVISION FOR APPROVAL PRIOR TO INDEPENDENT OF OTHER SITE DRAIN LINES INSTALLATION. 21/2" 5" 1 21/2' AND SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM. 37. FIELD STAKE ALL UTILITY STUBS AT THE PROPERTY LINE. - j'. QJ� 38. ALL UTILITIES SHALL BE PLACED UNDERGROUND. EXTRUDED CURB TYPE 6 (CEMENT CONCRETE) NOT TO SCALE io CaN 2 Working Days Before You Dig 1-800-424-5555 Utilities Underground Location Center (ID,MT,ND,OR,WA) CITY APPLICATION FILE #: BLD20150294 APPROVED FOR CONSTRUCTION CITY OJF,� EDMONDS DATE:e"Ou/tk BY: NGINEERING DIVISION 19217 36th Avenue W. Suite 106 Lynnwood, WA 98036 phone: (425)775-1591 e-mail: info®lsaengineering.com web: Is aengineering. com to 0 Un N I I i a o Y -14Y w w O W U W w o M o U 0 o U ZO W 0 Z w a W a o 5: Z Q Lll w rn x N z a J F- J z J w In ory� �oQ� V) C � 12/1�/15 z . 0 z O N z f- Lj. O O N F- _ O 0 O RESLIB DEC 15215 BUILDING DEPAf TMEt SCALE 1 » = 20' DRAWN CHECKED SHEET KEM JWY DATE F.B. C3 7-23-15 PFN OF6_ LSA FILE NO' 5372 �i Z -' 120 VOLT ELECTRICAL OUTLET FOR �7_ HEAT TAPE. INSTALL HEAT TAPE 3 w FOR FREEZE PROTECTION CENTER BACKFLOW o' o PREVENTER IN it a_ REDUCED PRESSURE ENCLOSURE BACKFLOW ASSEMBLY (RPBA) {-.— 3" MIN. IF RPDA USE SENSOR SR2 METER W/ TRPL I REMOTE READ. TRPL SHALL BE INSTALLED 3" MIN. 3" MIN. ENCLOSURE "HOT ON SIDE OF HOT BOX" OR EQUAL BOX WITH EASY ACCESS FOR METER IF RPDA USE SENSOR SR2 METER TRPL READING. D. REMOTE READ. 3/8" X 4" ANCHOR BOLTS PER MANUFACTURER cO — 3" MIN. CONCRETE SLAB (2000 PSI MIN.) UNION FINISHED N a GRADE FINISHED GRADE SUPPORTS 2 �• IF DRAIN yl? SEE NOTE 6 6" MINIMUM SLEEVE FREE DRAINING (TYP-) 6x6-W2.9xW2.9 GRAVEL z WWF (WELDED WIRE FABRIC) CONNECT -TO to WATER METER IMMEDIATELY , ADJACENT TO RPBA-- FLOW —► E�� FRONT p VIEW TYPE K COPPER OR TO OWNERS ELECTRICAL PANEL. I I \ O NT V I EW APPROVED EQUAL DIRECT BURIAL OR IN RIGID (SIZE AS REQ..) CONDUIT PER ELECTRICAL METER SIDE PERMIT REQUIREMENTS. NOTES: SIDE VIEW 1. PROVIDE CITY APPROVED SUPPORT FOR DEVICES LARGER THAN 1" DIAMETER. 2. OWNER SHALL FURNISH, INSTALL AND MAINTAIN THE RPBA OR RPDA AND ALL PIPING AND APPURTENANCES SHOWN ON THIS PLAN. 3. CITY WILL. PROVIDE INSPECTION. INITIAL TEST OF THE RPBA OR RPDA PRIOR TO ESTABLISHMENT OF WATER SERVICE WILL BE DONE BY A STATE CERTIFIED BAT TESTER 4. REDUCED PRESSURE BACKFLOW ASSEMBLIES SHALL BE STATE APPROVED DEVICES. 5. ANNUAL TESTING OF RPBA AND RPDA REQUIRED BY OWNER. 6. DRAIN SHALL BE SIZED IN ACCORDANCE WITH AWWA CROSS CONNECTION CONTROL FIGURE 6-8 (SEE STD DETAIL SHEET E 7.11.1) . 7. ENCLOSURES SHALL BE LOCATED ON PRIVATE PROPERTY. 0.: • :... I V I :O I .`J. S •. APPROVED REVISIONS DATE STANDARD DETAIL D. GEBERT 10/6/03 H0TWXAWMLYFffiRW=PRMMBAW=ASMMYPR AND RNA D, GEBERT 4/2/07 DATE SCALE DWG No. R. ENGLISH 10/04/11 6/16/03 NTS E 7.11 ry RESIDENCE Li O z CLEAN❑UT WITH 45° BEND AND CAP C.O. Ld w V) 14x14"x6" NOI TO EXCEED 100' BETWEEN CLEAN OUTS CONCRETE COLLAR CLEAN❑UT (WYE WITH CAP AND L❑CKING LAMPHOLE C VER) LEVELING COLLAR & CONCRETE LEVELING COLLAR 12"+/- Lw IINNG LAMPHOLE COVER 0 z 1O,C a --I WATER RISER 7 CONCRETE PAD 12" PVC!1 SLEEVE 6" RISERXI 4" OR 6' SIDE SEWER GENERAL CLEANOUT DETAIL 12" +/- ASPHALT SURFACE 6° WYE AND 45°I AND 1/8 BEND 6" CITY STUB 4" OR 6" SIDE SEWER CLEAN OUT DETAIL AT PROPERTY LINE 12" LOCKING LAMPHOLE COVER (EAST JORDAN IRON WORKS CO.) (MODEL #: 00366108) 60 RISER 12" PVC SLEEVE PVC CAP oonoa SIDE ooa TYPICAL CL ANOUT UNDER ASPHALT NOTE: OR CONCRETE GASKETEpER JOINTS SHALL BE 'cr90-199U REVISIONS STANDARD D ETAI L APPROVED BY DATE D. GEBERT 6/16/03 SEWER CLEANIOUT DETAILS D. GEBERT 01/06/05 DATE SCALE DWG No. D. GEBERT 4/2/07 7/24/01 NTS E6.2 Ll 10' J ry w n O (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. CASTIRON LOCKING LID LAMPHOLE COVER (EAST JORDAN IRON WORKS CO.) (MODEL #: 00366108) TI11i11111TIII�IIiIiIIIIIiIII�IIIIilllllill L_ Lil z Z -I o Ld 6" WYE AND 45" BEND I 'o M 6" LATERAL RUN TO HAVE SLOPE OF 2% MIN. TO a 50% MAX. 6" TEE POSSIBLE r- SEWER MAIN LOCATION NE 1 /4 8c NW1 /4 8c SW1 /4 OF SE1 /4 OF SECTION 23, T.27N., R.4E., W.M. S�]LDSG_R_ E T__A_ P 'A V§§=�O�I / EX. CB \� TOP=11.34 I N V(SW)=9.16-8"CON C. INV(SE)=9.06-8"D.1. r FH \ \ \\\ BLOCK 3 EX. CB \ GEPHARTS 1st ADDITION TO EDMONDS TOP=11.00 \ INV(E)=8.23�8"CONC. �\ (VOL. 5 , P G . 4 3 ) EX. CBMH JTOP=11.36 INV(SW)=7.60-8"D.I. \\ \ 'N"INV(NE)= "C.M.P. INV(SE)= (FIELD VE�RIGRTOSTRUCTION)o RIFY 9 \ \ ky \ so \ c� �APPRO) gSAy T\ t/ INVERT 51.82 \� (FIELD VERIFY Sow AglF�\ `' / ' c� Aso FNT CHAIN WEST LINK NEW 4" SID EWER PER CITY OF ONDS \so .r~ `� �• \` � ASPHALT PAVEMEN �. UNDERGROUN A`o -0,� „ Pam/ PLA R PO R AND N ", WATER �E LU TELEPHONE, UTILI \�\ ccrn \ METER ND 1" G 4? GG� TOP=12.03 INV(NE)=8.01-8"D.I. CTR INV=5.72 (SW -NE) IN 7.42 A VT PARATION 0S AND STANDARDS. ti'CW' e.1f02V SPEED LIMIT SIGN gym. - CONNECTION AT PLAN NOTES: / MAIN SHALL BE RUBBER JOINT BISCUIT PLUG OR AT 45° ANGLE 1. COORDINATE LOCATIONS OF POWER AND TELEPHONE UTILITY WITH ARCHITECT. OTHER APPROVED WATERTIGHT PLUG OR GREATER 2. REQUIRED SEPARATION OF UTILITIES SHALL BE MET PER CITY OF EDMONDS AND INDUSTRY STANDARDS. POSSIBLE SEWER MAIN 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SEWER TAP AND INSTALLATION OF N 0 T E: 22.5" OR LOCATION SEWER LATERAL WITHIN THE ROW. 45' BEND 1. WHEN TAPPING INTO EXISTING MAIN 4. NEW PIPE THAT IS GREATER THAN 10 FT IN LENGTH MUST BE PRESSURE TESTED. AN INSERTA-TEE SHALL BE USED. PLACEMENT OF TEE SHALL DEPEND 5. 90 DEGREE BENDS AND/OR TEES IN THE SEWER LINE ARE NOT ALLOWED EXCEPT WHEN ON DEPTH OF SEWER MAIN. AS A CONNECTING TO THE APPROVED DISCHARGE. ALL CHANGES IN GRADE OR LINE SHALL BE MINIMUM, THE TEE SHALL BE PLACED MADE WITH 45 DEGREE OR 22.5 DEGREE BENDS OR WYES. AT A 45 DEGREE ANGLE. 2. IF CONNECTING SIDE SE WEER EXIST SEWER TO EXIST 6. THE MAXIMUM DEFLECTION OF TWO ADJACENT FITTINGS SHALL NOT EXCEED 45 DEGREES CONCRETE LATERAL, A TES ADAPTER UNLESS THE ADJACENT FITTINGS ARE SPANNED BY STRAIGHT PIPE OR 2 FT OR MORE. SHALL BE USED AND SECURED PER MFGR'S INSTRUCTIONS. 7. PIPES MUST BE BEDDED TO THE SPRINGLINE IN 5/8" CRUSHED ROCK (TYPE 22) 'd90-199U APPROVED BYVI510NSDATE STANDARD DETAIL D. GEBERT 01/28/04 TYPICAL SEWER LATERAL D. GEBERT 05/06/05 D. GEBERT 4/2/07 DATE 7/24/01 SCALE NTS DWG NO. E6.4 FH e��cy pu��t, wows 0�? two -vie"toul IN A EX. CB w TOP=12.55 INV=10.95-NE WATER SER CE PER CITY OF �,SCO c MONDS �O s s TOP 13.9f INV. 8.08 e e q N " GAS 4. °e a E PER PUGET a.e SOUND ENERGY \ • n � " E4 LU' a e e, . aeAl ~ Q- z :13.08 SW 9.70- / .70N W 6.15-SE I NOTE: BACK SIDE OF METER BOX SHALL BE SET AT THE PROPERTY LINE. METER BOXES SHALL NOT BE PLACED IN DRIVEWAY AREAS. C190-199V 0. W. LINE 00 ©METER INSTALLED BY CITY FINISHED In GRADE G BALL VALVE DIRECTION \O O \F C O// O/ \ 0 MATERIAL LIST OA ALL 1" SERVICES TO BE TYPE "K" SOFT COPPER TUBING. © 1" BALL CORP. STOP WITH CC THREAD INLET AND COPPER (CTS) GRIP OUTLET. (FORD OR MUELLER). © DUAL PURPOSE UNION. OD MIPT X CTS GRIP BALL VALVE CURB STOP EQUAL TO FORD B84-444Q FOR 1" O NEW 1" SERVICE: ANGLE BALL METER VALVE BY SINGLE CHECK. 15" HIGH WITH DUAL PURPOSE UNIONS ON INLET AND OUTLET. HORIZONTAL IN HORIZONTAL OUTLET. EQUAL TO FORD VBH94-15W-11-44. EXISTING 1" SERVICE: USE SAME AS ABOVE WITH NO SINGLE CHECK. EQUAL TO FORD VB94-15W-11-44. O 1" CC TAP SERVICE SADDLE EQUAL TO ROMAC 101S © MID -STATES PLASTIC METER BOX 1324-12 FOR 1" SERVICE MS 13x24 DUCTILE LID WITH 7Y2'x02' READER FOR 1" SERVICE OH FOR VACANT LOT (FUTURE USE) LOCATION MARKED WITH PAINTED 2" X 4" STAKE WITH "WATER" STENCILED ON IT. O 14GA. VINYL COATED WIRE TRACER (TAPED TO PLASTIC PIPE EVERY 10') TO BE GROUNDED AT METER AND HOUSE. OJ SCHEDULE 40 3/4" OR 1' PLUG. REMOVE WHEN CONNECTION IS MADE TO CUSTOMER LINE. KO WATER SERVICE TO HOUSE, INSTALLED BY OWNER/CONTRACTOR. © PROPERTY OWNER RESPONSIBLE FOR PURCHASING 3/4" OR 1" METER THROUGH THE CITY. CITY WILL INSTALL METER AFTER PURCHASE. IF USING 3/4" METER, CITY WILL PROVIDE REDUCERS. C-I REVISIONS STANDARD DETAIL APPROVED BY DATE D. GEBERT 6/19/03 1" WATER SERVICE - FOR 3/4" OR 1" METER INSTALLATION D. GEBERT 4/2/07 DATE SCALE DWG No. R. ENGLISH 10/04/11 7/24/Ol NTS JME7.6 d a PROPOSED CONCRETE PAVING EXISTING CONCRETE PAVEMENT PROPOSED ASPHALT PAVING RESTORED ASPHALT PAVEMENT/40IJC¢ 1QC Call 2 Working Days Before You Dig 1-800-424-5555 Utilities Underground Location Center (ID,MT,ND,OR,WA) CITY APPLICATION FILE #. BLD20150294 APPROVED FOR CONSTRUCTION CITY OF I EDMONDS DATE: V7 (201 S BY. CITY ENGINEERING DIVISION 19217 36th Avenue W. Suite 106 Lynnwood, WA 98036 phone: (425)775-1591 e-mail: info®lsaengineering.com web: lsaengineering. com totoin 04 �- 0 o r Y Lj Y `1 W V) w O W W U M o (n 0 Z p v zo w Z w a z a. o N Z p w w V) S LU z V M N .- CV "i i?-h4h5 z 11- U z LLJ 0� Q ry z�� 0 z �- N z 0 U N z� 0 I- 0 U = 0 � 71 scALE 1 „ _ 20, DRAWN CHECKED SHEET KEM JWY /� C 4 DATE F.B. 7-23-15 PFN , OF LSA FILE N0. 5372 MINIMUM LANE CLOSURE TAPER LENGTH = L (feet) LANE Posted Speed (mph) WIDTH (feet) 25 30 1 35 40 45 1 50 55 1 60 65 70 10 105 ISO 205 270 450 550 - - - 11 115 165 225 295 605 660 - - 12 125 180 245 320 1540J�76DD 660 720 780 840 MINIMUM SHOULDER TAPER LENGTH = L/3 (feet) SHOULDER Posted Speed (mph) (DTH f_t) 25 30 35 40 45 50 55 60 65 70 8' 40 40 60 90 120 1 130 1 150 1 160 170 190 IV 40 60 90 90 150 170 190 200 220 240 USE A MINIMUM 3 DEVICES TAPER FOR SHOULDER LESS THEN W. LEGEND �( TEMPORARY SIGN LOCATION ® TRAFFIC SAFELY DRUM ot>D SEQUENTIAL ARROW SIGN TRANSPORTABLE ATTENUATOR PCMS PORTABLE CHANGEABLE MESSAGE SIGN / / \ \ / EX. CB \ TOP=11.34 IN V(SW)=9.16-8"CONC. INV(SE)=9.06-8"D.I. TOP=12.03 INV(NE)-8.01-8"D.I. CTR INV 5.72 (SW -NE) G G / T. CHAIN LINK CE f0.6' WEST G • G PC_ PLA R LU G G G / W20-5R SIGN SPACING = X (1) FREEWAYS & EXPRESSWAYS 55 / 70 MPH 15W ❑ RURAL HIGHWAYS 60 / 65 MPH 80T ❑ RURAL ROADS 45/55 MPH 5W ❑ RURAL ROADS & URBAN ARTERIALS 35 / 40 MPH 35V ❑ RURAL ROADS & URBAN ARTERIALS 25 / 30 MPH RESIDENTIAL & BUSINESS DISTRICTS 2W 0 (2) URBAASTREE25MPH ORLESS 1W0(2) A�TNTERCHANGE R$AGNgq� (2)$ ggpg�ROFIT CHANNELIZATI N D VICE SPACING feet MPH TAPER TANGENT 50/70 40 80 35/45 30 60 25/30 20 40 SUNSET AVENUE S. SINGLE -LANE CLOSURE FOR MULTI -LANE ROADWAYS NOT TO SCALE NE 1 /4 & N W1 /4 & SW1 /4 OF SE1 /4 OF SECTION 23, T.27N., R.4E., W.M. SA L lSH wz,4 Fr1/1/LLJMjFffWffl..q I/lL lON BUFFER DATA LONGITUDINAL BUFFER SPACE = B 25 30 35 40 45 50 55 60 F65T70 LENGTH (feet) 155 200 250 305 360 1 425 1 495 570 1 645 1 730 BUFFER VEHICLE ROLL AHEAD DISTANCE = R TRANSPORTABLE ATTENUATOR 30 FEET MIN. MINIMUM HOST VEHICLE WEIGHT 15,000 LBS. THE MAXIMUM TO WEIGHT SHALL BE IN ACCORDANCE WITH THE MANUFACTURERS 100 FEET MAX. RECOMMENDATION. PCMS 1 2 RIGHT 1 MILE LANE AHEAD CLOSURE 2.0 SEC 2.0 SEC FIELD LOCATE 1 MILE ON ADVANCE OF LANE CLOSURE SIGNING. NOTES: 1. SEE SPECIAL PROVISIONS FOR WORK HOUR RESTRICTIONS. 2. EXTEND DEVICE TAPER AT L13 ACROSS SHOULDER. 3. DEVICES SHALL NOT ENCROACH INTO THE ADJACENT LANE. 4. USE TRANSVERSE DEVICES IN CLOSED LANE EVERY 1000' (FT) (RECOMMENDED). 5. DEVICE SPACING FOR THE DOWNSTREAM TAPER SHALL BE 20' (FT). 6. ALL SIGNS ARE BLACK ON ORANGE. G FH \ G 7\\\ BLOCK 3 EX. CB \ GEPHARTS 1st ADDITION TO EDMONDS / �Q� �' TOP=11.00 \ / ti INV(E)=8.238-GONG. \� (VOL. 5, PG. 43) / EX. CBMH \ _ TOP=11.36 \ / INV(SW)=7.60-8"D.I. \ INV(NE)=7.44-8"C.M.P. \ / ❑ INV(SE)= (FIELD VERIFY PRIOR TO �1STRUCTION) \ / cer S � \SU r 9sAy9�T \� \ 55-- D000D0 OOOODO 00 d 4 / /L e d ° FT ASPHALT PAVEMENT EX. CB w \ TOP=12.55 INV=10.95-NE \ So 6+ oN \ O ° \ .. 4,• a .� � . CB i M8 / �SW 70-NW 15-SE BUFFER DATA LONGITUDINAL BUFFER SPACE = B SPEED(MPH) 25 1 30 35 1 40 1 45 1 50 55 60 65 70 LENGTH (FEET) 155 1 200 250 1 305 1 360 1 425 1 495 1 570 645 BUFFER VEHICLE ROLL AHEAD DISTANCE = R TFANSPORTABLE ATTENUATOR 30 FEET MIN. M141MUM HOST VEHICLE WEIGHT 15,000 LBS. THE MAXIMUM TO WEIGHT SHALL BE IN ACCORDANCE WITH THE 100 FEET MAX. MANUFACTURERS RECOMMENDATION. PROTECTIVE VEHICLE NO SPECIFIED M\Y BE A WORK VEHICLE STRATEGICALLY LOCATED TO SHIELD DISTANCE REQUIRED THE WORK AREA. ;rNE LAI ROAD 48" W20-4 <48 ROAD E WORK ARED AHEAD TOP 48" W20-1 W20-7B W20-7B (OPTIONAL IF 40 MPH OR LESS) LEGEND FLAGGING STATION IG TEMPORARY SIGN LOCATION a CHANNELIaNG DEVICES ® PROTECTIVE VEHICLE W20-7A COORDINATE CONSTRUCTION TO KEEP STREET OPEN e 4' PROPOSED CONCRETE PAVING SIGN SPACING = X (1) RURALHIGHWAYS 60/65MPH 8W0 RURAL ROADS 45 / 55 MPH 500' ❑ RURAL ROADS & URBAN ARTERIALS 35 / 40 MPH 350' ❑ RURAL ROADS, URBAN ARTERIALS, 25 / 30 MPH RESIDENTIAL & BUSINESS DISTRICTS 200' D (2) STREETS 25 MPH OR LESS 100' ❑ (2) URBAN TO ACCOMMODATE ( INNTERSECTIONS AND DRIVEWAYS. QATHI SPACING AY CI NDIMTI N3 REDUCED IN URBAN AREAS TO FIT W20.70 (OPTIONAL IF 40 MPH OR LESS) 8" 48" BE ROAD PREPARED WORK TO STOP HEA " 48" 48" 48" VV20_7B NE LAN W20-1 ROAD AHEAD 48"1 8" 50• TO tar W20-7A W20-4 0 DEVICE MIN. I X I X X I X W20-7A BE NAL IF PREPARED 40 MPH0-7B OR LESS) 40 MPH OR LE83) TO STOP 4$" ►NE LAN W20-78 ROAD W20-4 JAMES STREET ONE -LANE, TWO WAY TRAFFIC CONTROL WITH FLAGGERS NOT TO SCALE WORK AREA PROPOSED ASPHALT PAVING ° e EXISTING CONCRETE PAVEMENT TRAFFIC CONTROL PLAN NOTES 1. SIDEWALK ALONG WEST SIDE OF SUNSET AVENUE S. (SR-104) SHALL REMAIN OPEN WHEN AREA IS NOT UNDER IMMEDIATE CONSTRUCTION. THE CONTRACTOR SHALL MAINTAIN AN ACCESSIBLE CORRIDOR THAT PROVIDES AT LEAST ONE SAFE PATH OF TRAVEL FOR ALL PEDESTRIANS AT ALL TIMES FOR THE DURATION OF THE PROJECT. 2. ALL TRAFFIC CONTROL SHALL COMPLY WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) STANDARDS. 3. FLAGGER(S), BARRICADES AND SIGNS SHALL CONFORM TO THE STANDARDS ESTABLISHED IN THE LATEST EDITION OF THE "MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES" (MUTCD). 4. ALL FLAGGERS ARE TO BE EQUIPPED WITH ORANGE SAFETY VESTS AND HEAD GEAR APPROPRIATE FOR FLAGGING TRAFFIC WITHIN THE PUBLIC RIGHT-OF-WAY AND SHALL HAVE VALID FLAGGING CARDS FROM THE DEPARTMENT OF LABOR AND INDUSTRIES. 5. AFTER WORK WITHIN THE TRAVELED ROADWAY IS COMPLETED AT THE END OF EACH DAY, THE ROAD SHALL BE COMPLETELY OPEN TO TRAFFIC AND ALL EQUIPMENT SHALL BE OUT OF THE TRAVELED ROADWAY. ALL NONAPPUCABLE SIGNS SHALL BE REMOVED, TURNED OR COVERED DAILY WHEN CONDITION NO LONGER EXISTS. 6. ACCESS BY EMERGENCY VEHICLES SHALL BE MAINTAINED AT ALL TIMES. 7. CONSTRUCTION SIGNS AND DELINEATORS SHALL BE PROVIDED AND MAINTAINED BY THE CONTRACTOR. 8. APPROVED TRAFFIC CONTROL SIGNS AND MARKINGS ON PRIVATE PROPERTY SHALL BE PROVIDED, INSTALLED AND MAINTAINED BY THE PROPERTY OWNER. 9. TRAFFIC CONTROL PLAN IS SUBJECT TO CHANGE PRIOR TO CONSTRUCTION. 10. ADDITIONAL SIGNING AND FLAGGING MAY BE REQUIRED AS CONDITIONS WARRANT. 11. SHOULD A PROPOSED SIGN LOCATION FALL WITHIN A PRIVATE DRIVEWAY, CONTRACTOR TO ADJUST LOCATION OF SIGN TO FALL 5'+ BEYOND EDGE OF DRIVEWAY IN DIRECTION OF ROAD TRAFFIC. (10 TI' MAX. FROM PLAN LOCATION). DRIVEWAY ACCESS SHALL BE MAINTAINED AT ALL MES. 12. ALL EQUIPMENT AND MATERIALS REQUIRED FOR TRAFFIC CONTROL SHALL BE FURNISHED, INSTALLED AND MAINTAINED BY THE CONTRACTOR TO THE SATISFACTION OF THE CITY INSPECTOR OR ENGINEER. ROAD WORK IQ C PERS ST = z Q Q' MAIN ST DAYTON ST T C ANN LI A�1�N DEVICE SPACING (FEET) MPH TAPER TANGENT 50/65 10 TO 20 80 35145 10 TO 20 60 25/30 10 TO 20 40 aH EA NOTES: 48" 1. ALL SIGNS ARE BLACK ON ORANGE. W20-1 2. EXTENDING THE CHANNELIZING DEVICE TAPER ACROSS SHOULDER IS RECOMMENDED. 3. NIGHT WORK REQUIRES ADDITIONAL ROADWAY LIGHTING AT FLAGGING STATIONS. SEE THE STANDARD SPECIFICATIONS FOR ADDITIONAL DETAILS. 4. SEE SPECIAL PROVISIONS FOR WORK HOUR RESTRICTIONS. 4 IQ 1� t• � 11 Y�f Q. PINE ST 19217 36th Avenue W. Suite 106 Lynnwood, WA 98036 phone: (425)775-1591 e-mail: info®lsaengineering.com web: lsaengineering. com U) to U) M N �! I I I 0 0 w w w Y Y Y I- w V) w O F W W M O: (n Z O U)0 p W O Z W d W W W 0: Z W O z O D. N p w w z 5 (j w z 0: N 196 H ST SW S. .. 524 N Ii > 00 DO 21 eQ 214TH wD�lb Li > F- 00 220TH ST SW W > Q Q O,LOS ao O HAUL ROUTE MAP NOT TO SCALE Call 2 Working Days Before You Dig 1-800-424-5555 Utilities Underground Location Center (ID,MT,ND,OR,WA) CITY APPLICATION FILE #: BLD20150294 APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: ��tllzol� BY. CITY ENGINEERING DIVISION 12/I�/15 Z 0 I� z ^ W co V) .< N z O 0 U N � _ z V) 0 0 w 0 (n Z scALE 1 » _ 20' DRAWN CHECKED SHEET KEM JWY DATE F.H. C 5 7-23-15 PFN OF LSA FILE NO. 5372 1 0 7 it li LANDING m GRADE BREAK SEE CONTRACT PLANS - 4' - (orMIN. CEMENT CONCRETE SIDEWALK - SEE NOTE 6 FLARE MP.) 31W EXPANSION JOINT (TYP.) - SEE -STANDARD PLAN F-30.10 GRADE BREAK 10. CURB, OR CURB AND GUTTER ^ SEE NOTE 4 FACE OF CURB MEASURED PARALLEL TO CURB (TYP.) SLOPE TREATMENT SEE STANDARD PLAN F.30.10 NE 1 /4 8c NW1 /4 & SW1 /4 OF SE1 /4 OF SECTION 23, T.27N., R.4E., W.M. ZA L�§Z§§ G�L�FA§§= PA (> o%MAX. CURB RAMP WDTH 4 SEE CIONTRACT PLANN. LANDING TO S CURB RAMP WIDTH I GRADE BREAK LANDING SEE CONTRACT PLANS ^ CURB RAMP 4' - 0" MIN. CEMENT CONCRETE SIDEWALK ^ SEE NOTE 5 PROVIDE SMOOTH TRANSITION TO SIDEWALK SEE CONTRACT PLANS - WIDTH (TYP.) 4' - D"M IN. 2.0 MAX. 3!8" EXPANSION - JOINT (TYP.) ^ SEE I CURB RAMP STANDARD PLAN F-00.10 v v,, GRADE BREAK TRANSITION TO SIDEWALK BUFFER, IF PRESENT, OR TO BACKOONTCURBRAC �S jililltt.•:s to.o%f+ - e NOTES A curse RAMP WIDTH a' - o• MIN. 1. Provide a separate Curb Ramp for each marked or unmarked crosswalk. LANDING TO MATCH CURB RAMP Curb Ramp location shall be placed within the width of the associated WIDTH - SEE CONTRACT PLANS crosswalk or as shown in the Contract Plans. Z. is led the entire length of grade GRADE BREAK rak between e two adjacenBREAK' t surface planes shall be flush. I Do not place Gratings, Junction Boxes, Access Covers, or other appurte- .3. nances in front of the Curb Ramp or on any part of the Curb Ramp or 2'.(" SEE CONTRACT PLANS ^ Landing. I MIN. q•- 0" MIN. 4. See the Contract Plans for the curb design specified. See Standard Plan L01 MAX F-10.12 for Curb, Curb and Gutter, Depressed Curb and Gutter, and \ BUFFER WIDTH - MATCH TO v„ CURB RAMP DEPTH (TYP.) Pedestrian Curb details. 5. See Standard Plan F-30.10 for Cement Concrete Sidewalk details. See Contract Plans for width and placement of sidewalk. 6. The Bid Item "Cement Concrete Curb Ramp Type = does not Include the adjacent Curb, Curb and Gutter, Depressed Curb and Gutter, : � Pedestrian Curb, or Sidewalk. CEMENT CONCRETE I I shall not require the ramp length CURB, OR CURB PEDESTRIAN CURB - 7. The Curb Ramp maximum runn ng s Op --�--� AND GUTTER - SEE NOTE 4 to exceed 15-feet to avoid chasing the slope indefinitely when connecting DETECTABLE WARNING SURFACE ^ SEE NOTE 4 D I DETECTABLE WARNING SURFACE ^ t0 steep grades. When applying the 15-foot maximum length, the Running SEE STANDARD PLAN F45.10 - SEE STANDARD PLAN F•45.10 slope of the Curb Ramp shall as flat as feasible. - FACE OF CURB l 8. Curb Ramp, Landing, and Flares shall receive broom finish. See DEPRESSED CURB AND GUTTER ^ DEPRESSED CURB AND GUTTER Standard Speeineatlons 8-14. CROSSWALK SEE NOTE CROSSWALK L LEGEND SLOPE IN EITHER DIRECTION PIAN VIEW PLAN VIEW TYPE PERPENDICULAR A TYPE PERPENDICULAR B DETECTABLE WARNING SURFACE - (SHOWN WITH BUFFER) PEDESTRIAN CURCEMENTCONCREB SEE STANDARD PLAN F-45.10 SEE NOTE 4 4' - 0" MIN. 16 - W MAX. GRADE BREAK )ETECTABLE WARNING SURFACE - iEE STANDARD PLAN F•45.10 SEE CONTRACT PLANS SEE NOTE 7 COUNTER SLOPE - TYP. DEPRESSED CURB AND GUTTER GRADE BREAK 5.0% MAX. 3" R. SEE NOTE 4 2.0% MAX. 8.38.3% MAX. TOP OF ROADWAY ^�Ic, rnucoc�CURB Qp LANDING CURB RAMP 'v DEPRESSED CURB AND GUTTER SEE STANDARD PLAN F-10.12 CEMENT CONCRETE CURB RAMP -TYPE MIT - SECTION OA ISOMETRIC VIEW TYPE PERPENDICULAR A PAY LIMIT NOTE 4 CURB RADIUS DETAIL OD ISOMETRIC VIEW TYPE PERPENDICULAR B PAY LIMIT PERPENDICULAR CURB RAMP STANDARD PLAN F-40.15-02 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION Pasco Bakotich Ill 6120(13 6TATEDEBIOM HIGb,:FA arm A06 Wmhing%n S"M D"*"nmlor T,a PwWWn Go- -L. r,L-L_ uviiumClr-Z)UKrAL;LS-"SHALL-HAVE A LIGHT BROOM FINISH. 3. CONCRETE SHALL BE SPRAYED WITH A CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. 4. DETECTABLE WARNING PATTERNS (TRUNCATED DOMES) SHALL BE REQUIRED ON ALL PUBLIC STREETS WITH A CURB RETURN AND STREETS SERVING FIVE OR MORE LOTS. TRACTION GRID (DIAMONDS) TO BE USED AS INDICATED. 5. FOR NON -INTERSECTION C PS ON PRIVATE PROPERTY, THE STANDARD DIAMOND PATTERN MAY E USED AS INDICATED IN DETAIL A. REvlsjor STAN DA D ETAI L APPROVED BY ,tt DATE D.GEBETy 10/6/03. CURB RAMP TY D. GEBERT 06/27/05 0 DATE 7 24 O1 SCALE NTS DWG NO. E2.17 r890-199 _ D. GEBERT 04/2/07 / / RAMP DETAIL SCALE: 1 "=10' A B C D MIN. MAX. 1 5/8' 2 3/8' 5/8• 1 1/2• 7/16• 3/4' 7/8• 1 7/16' DETECTABLE WARNING PATTERNS (TRUNCATED DOMES) RAMP SHALL BE FLUSH 12'-18' 6' WITH GUTTER LINE VARIES _ e• I CONCRETE CURB AND GUTTER J " ' ��/X/l,� 85X COMPACTED SUBGRADE ADD CRUSHED SEE DETAIL E-2.8 ROCK BASE AS REQUIRED (NEW CONSTRUCTION ONLY) 2 1/2• FULL DEPTH EXPANSION JOINT MATERIAL SECTION B-1 DETECTABLE WARNING PATTERNS (TRUNCATED DOMES) A .�� MAIN RAMP V WIDE TACTILE STRIP (TYP) $IDE RAMP 1:12 SLOPE 1:12 MAXI ALL LOCATIONS I (TYPICAL) f VIEW B-2 DETECTABLE WARNING PATTERN AREA SHALL BE YELLOW. A RAMP 1 /2" _I tf+►1 I L 1-1/4 1/4" 0 0 0 0 NOMINAL DIMENSIONS 00 TRACTION GRID PATTERN TACTILE WARNING TEXTURING DETAIL A B 'ITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 1CCESSIBLE RAMP SMALL BE POURED SEPARATELY NOTE: I .ROM CURB AND GUTTER. 1. DETECTABLE WARNING PATTERNS SHALL BE YELLOW IN COLOR, SET AND SECURED IN CONCRETE, AND SHALL MEET THE DIMENSIONS AND SPACING SHOWN. 2. TACTILE WARNING TEXTURING SHALL BE DONE WITH AN EXPANDING METAL GRATE PLACED AND REMOVED FROM WET CONCRETE TO LEAVE A DIAMOND PATTERN AS SHOWN. THE LONG AXIS OF THE DIAMOND PATTERN SHALL BE PERPENDICULAR TO THE CURB. GROOVES SHALL BE 1/8" DEEP AND 1/4" WIDE 3. ALL CONCRETE SURFACES SHALL HAVE A LIGHT BROOM FINISH. 4. DETECTABLE WARNING PATTERNS (TRUNCATED DOMES) SHALL BE REQUIRED ON ALL PUBLIC STREETS WITH A CURB RETURN AND PRIVATE STREETS SERVING FIVE OR MORE LOTS. TRACTION GRID (DIAMONDS) TO BE USED AS INDICATED. 5. FOR NON -INTERSECTION CURB RAMPS ON PRIVATE PROPERTY, THE STANDARD DIAMOND PATTERN MAY BE USED AS INDICATED IN DETAIL A. ' t%90_ 199Q PLAN � I f ELEVATION DETAIL B APPROVED gEV l S I O N SDATE STANDARD D ETA I L D. GEBERT 03,24,05 RAMP DETAIL FOR TYPE 3 AND TYPE 4 RAMPS D. GEBERT 06/27/05 DATE SCALE DWG NO. D. GEBERT 04/2/07 7/24/01 NTS E2.23 CONC.• 12 SECTION A --A MATCH EXISTING SURFACE 2" ASPHALT CONCRETE Call 2 Working Days Before You Dig 1-800-424-5555 Utilities Underground Location Center (ID,MT,ND,OR,WA) CITY APPLICATION FILE #: BLD20150294 APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: Imly- BY: GINEERING DIVISION 19217 36th Avenue W. Suite 106 Lynnwood, WA 98036 phone: (425)775-1591 e-mail: info®lsaengineering.com web: lsaengineering. com x w X (n 0 0 0 w Cr w (- z 0 U) 5 w X z o Z 04 12 4/* I� 0 F- . U z U) V) . o Q ryo� IZZ,�� c� z o � U N _ z0U) O :2 F_ p C.) _ Ld O cn z V) RESU DEC 15 20 BUILDING DEPART CITY OF E2L401 SCALE AS SHOWN DRAWN CHECKED SHEET KEM JWY C6 DATE F.B. 7-23-15 PFN OF S LSA FILE N0. 5372