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Home My WebLink About7401 204th St NE_PWD2054_2026 6814 GREENWOOD AVE. N. T 206.522.9510 SEATTLE, WA 98103 WWW.PACLAND.COM Letter of Transmittal Date: January 17, 2020 To: Arlington Community & Economic Development Department From: PACLAND Re: Starbucks, 74XX 204th St NE Construction Permit Remarks: Please find attached the following documents as part of the abovementioned project: â€¢ One (1) CD-R of Complete Construction Permit Application â€¢ One (1) copy of the Construction Permit Application â€¢ Two (2) Copies of Plan Set (22â€ x 34â€ full size) â€¢ Two (2) Copies of Plan Set (11â€ x 17â€ half size) â€¢ Two (2) Copies of Landscape Plans (22â€ x 34â€ full size) â€¢ Two (2) Copies of Landscape Plans (11â€ x 17â€ half size) â€¢ Two (2) Copies of Stormwater Drainage Memo â€¢ Two (2) Copies of Geotechnical Report â€¢ One (1) Copy of Construction Calculation Worksheet If you have any questions regarding this transmittal, please contact Travis Cheshire at (206) 522-9510 or by email at tcheshire@pacland.com. COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 Â· Â· Â· 6814 Greenwood Avenue N Seattle, WA 98103 Â· Â· Â· COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 â€™ â€ â€ â€“ â€ â€œ â€ â€™ â€œ â€ â€™ â€™ â€™ â€™ COM. ANDL AC .P WWW â€™ T (206) 522-9510 F (206) 522-8344 â€™ â€ â€ â€œ â€ â€™ 6814 Greenwood Avenue N Seattle, WA 98103 â€œ â€“ â€ â€œ â€ â€™ â€™ â€™ R Know what'sbelow. Callbefore you dig. DATUM: NAVD 88 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 204TH STREET N.E. R Know what'sbelow. Callbefore you dig. COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 204TH STREET N.E. COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 R Know what'sbelow. Callbefore you dig. Î” VAN COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 R Know what'sbelow. Callbefore you dig. Î” COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 204TH STREET N.E. & Î” COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 204TH STREET N.E. R Know what'sbelow. Callbefore you dig. COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 EXIST. LIGHT POST PLANT SCHEDULE QTY. BOTANICAL NAME COMMON NAME SIZE & SPACING, NOTES TREES 3 Fraxinus pennsylvanica 'Cimmzam' Cimmaron Ash 2" cal, fully branched & uniform, B&B 1 Acer rubrum 'Franksred' Red Sunset Maple 2" cal, fully branched & uniform, B&B PROPERTY LINE 5 Prunus serrulata 'Kwanzan' Kwanzan Cherry 2" cal, 18' OC, fully branched & uniform, B&B SHRUBS / GRASSES / PERENNIALS Permit Submittal 25 Azalea 'Hino Crimson' Hino Crimson Azalea 2 gal @ 3' OC 24 Azalea 'Purple Splendor' Purple Splendor Azalea 2 gal @ 3' OC 34 Nandina domestica â€˜Moon Bayâ€™ Moon Bay Heavenly Bamboo 3 gal @ 3' OC 26 Prunus laurocerasus 'Otto Luyken' Otto Luyken English Laurel 3 gal @ 4' OC 12 Spirea x bumalda 'Anthony Waterer' Anthony Waterer Spirea 5 gal @ 4' OC 45 Thuja occidentalis 'Emerald Green' Emerald Green Arborvitae 4' HT @ 3' OC CRUSHED ROCK MULCH, 25 Viburnum tinus 'Spring Bouquet' Spring Bouquet Viburnum 5 gal @ 5' OC SAME AS PLANT BEDS GROUNDCOVERS / LAWN 98 Arctostaphylos uva-ursi Vancouver Jade Kinnikinnick 1 gal @ 24" OC, triangular spacing LAWN 'Vancouver Jadeâ€™ 20 Clematis armandii Evergreen Clematis 2 gal, 6' OC 160 sf 119 Erica carnea 'Pink Spangles' Pink Spangles Heather 1 gal @ 2' OC 302 Liriope muscari Big Blue Lilyturf 1 gal @ 18" OC 2,200 sf Sod Lawn Special Sun Mixture Country Green Farms, or approved equal EXIST. LANDSCAPE TO REMAIN, TYP Arlington Coffee Prairie Creek Village 74xx 204th St NE Arlington, WA 98223 LANDSCAPE SPECIFICATIONS & NOTES 1. SCOPE OF WORK EXIST. LANDSCAPE a. The landscaping and irrigation work is part of a larger site project resulting in disturbance to the site, landscape and irrigation. As such, TO REMAIN, TYP Î” the landscape contractor shall coordinate all work with the general contractor, both before any construction begins, and during the course of construction. 2. MATERIALS a. Topsoil. Topsoil shall be a 3 way blend of the following products; sandy loam, topsoil and organic compost. PROPERTY LINE b. Mulch. Mulch shall be gravel mulch, applied to a 2â€ depth on all beds. Match gravel mulch from Bartell Drug project to the east. EXIST. BARTELL c. Fertilizer. Agraform 21-gram tablet time release fertilizer shall be used in all plantings. Place 1 for each ground cover, 2 for each shrub and DRUGS 4 for each tree. They shall be placed in the plant pits as detailed. Also, top dress all plants with a suitable 'starter' fertilizer. PROPERTY LINE d. Tree Stakes. Tree stakes shall be 2â€ diameter x 8' length Lodgepole pine. Fasteners shall be 1â€ PVC Chain-Lock, placed as detailed. 3. SOIL PREPARATION a. Prior to any landscape work, contractor shall remove, or have removed, all debris from the other building trades from the landscape surfaces. NO landscape work shall commence until the areas are cleared of other trades debris. b. Cultivate the existing ground surface to a minimum depth of 8â€ and remove all rocks over 1â€, existing roots and other debris. c. Fine grade the subgrade to adjoining surfaces in preparation of adding specified topsoil. d. Beds. Place a minimum of 6â€ of specified topsoil on all beds and till or cultivate the topsoil a minimum depth of 8â€. Remove all rock and debris which may surface. Finished grade of topsoil shall be 2.5â€ below adjoining paved surfaces, allowing 2â€ for mulch. Therefore, finished grade shall be 1/2" below paved surface. 4. PLANTING OF TREES, SHRUBS AND GROUNDCOVERS VAN a. Contractor responsible to verify quantities. b. Contractor is to confirm that all beds are prepared and ready for planting, without interference with other trades. Lyon Landscape Architects 1015 Pacific Ave, Ste 203 Tacoma, WA 98402 253-209-4053 Moghan@LyonLA.com 130 sf c. Layout all plants as per plan and approval by Landscape Architect or Owner's Rep, making sure the plants are orientated to give best appearance to the viewer. d. Pit plant all plants into prepared soil and plant per the details. While planting, water the plants into the plant pits thoroughly soaking the root balls and soil. Place fertilizer tablets as specified, filling plant pits with specified topsoil. Top dress fertilize when completed. e. Shrubs shall be a minimum of 24 inches high at the time of planting. Shrubs and groundcover shall be planted to attain coverage of 90% 60 sf of the planting area within 3 years. 5. WARRANTY a. All landscaping shall be warranted for one year from FINAL ACCEPTANCE. Plants requiring replacement shall be of the original variety and size as specified herein. 6. IRRIGATION a. Refer to Irrigation Plan, Schedule and Details b. Contractor to provide Coverage Test for approval by Landscape Architect or Owner. 75 sf 75 sf 75 sf c. Contractor to provide As-Built Drawing of irrigation system. PARKING & VEHICLE ACCOMMODATION SHADE AREAS (AZC 20.76.130) Total Parking Area: 4,055 sf Parking Area required to be shaded by deciduous trees: 811 sf (20%) Total Parking Area Coverage by new deciduous trees: 890 sf (22%) EXIST. LANDSCAPE 315 sf TO REMAIN, TYP EXIST. LANDSCAPE TO REMAIN, TYP CRUSHED ROCK MULCH, SAME AS PLANT BEDS PROPERTY LINE 5' LAWN Planting Plans REFER TO CIVIL FOR SCREEN WALL 204TH STREET N.E. 0 10' 20' 40' 80' Scale: 1" = 20'-0" 4 L1.0 Permit Submittal STRONG STOUT STEMS AND BUDS NOTES: 1. USE PLANT STARTER SOLUTION WIDE BRANCH DURING PLANTING OPERATION. ATTACHMENT FEED AS SPECIFIED. 2. SHRUBS SHALL BEAR SAME RELATION TO FINISHED GRADE AS IT BORE TO PREVIOUS EXISTING REMOVE BURLAP FROM (2) 1" CHAIN-LOCK TREE TIES TOP HALF OF ROOTBALL COVER SOIL LOOSENED AREA WITH 2" GRADE. TOP OF ROOTBALL SHALL BARK MULCH. KEEP MULCH 3" FROM BE 1" ABOVE FINISHED GRADE TREE TRUNK 2" MULCH ROTOTILL COMPACTED FG SUBGRADE AS SAUCER Arlington Coffee Prairie Creek Village 74xx 204th St NE Arlington, WA 98223 SPECIFIED DIG THE PLANTING PIT AT LEAST 2 2" Ã˜ LODGE POLE STAKE. PLACE TIMES THE SIZE OF THE ROOTBALL OUTSIDE ROOTBALL 18" MIN 3" MIN TO BOTTOM BRANCHES 6" 12" MIN SPREAD ROOTS OF BASE NOTE: ROOT PLANTS OUT OVER TOPSOIL BACKFILL 1. FERTILIZE AND WATER AS CONE OF HAND-FIRMED (SEE SPECS) SPECIFIED FOLLOWING PLANTING. SPECIFIED TOPSOIL TOPSOIL 2. SEE SPECIFICATIONS FOR 1' STAKE TO PENETRATE 12" MIN. REMOVE BURLAP FROM TOP ADDITIONAL INFORMATION. 1 CONE OF HAND-FIRMED PLACE ROOTBALL ON SOLID BELOW BOTTOM OF PLANTING 2 OF ROOT BALL 3. SEE STAKING DETAILS TOPSOIL FOR BALL & CONE OF SOIL PIT BURLAP PLANTS DECIDUOUS TREE PLANTING DETAIL DECIDUOUS TREE STAKING DETAIL SHRUB PLANTING DETAIL 1 2 3 SCALE: NTSSCALE: 3/4" = 1'=0" SCALE: 3/4" = 1'=0"SCALE: NTS SCALE: NTSSCALE: 1/2" = 1'-0" NOTES: 1. FERTILIZE & WATER AS Lyon Landscape Architects 1015 Pacific Ave, Ste 203 Tacoma, WA 98402 253-209-4053 Moghan@LyonLA.com SPECIFIED FOLLOWING PLANTING. PLACE TOP OF 2. SEE SPECS FOR ADDITIONAL ROOTBALL 1" ABOVE MIN 8" INFORMATION LEVEL GROWING IN 3. SEE STAKING DETAILS. NURSERY COVER SOIL LOOSENED AREA 1" CHAIN LOCK TREE TIE DIG THE PLANTING 2" MULCH WITH 2" MULCH. KEEP PIT AT LEAST MULCH 3" AWAY FROM TWICE THE SIZE TREE TRUNK OF THE ROOTBALL 2" Ã˜ LODGE POLE STAKE. PLACE OUTSIDE ROOTBALL 2/3 HEIGHT OF TREE 1 FERTILIZER TABLET TILL COMPACTED 45Â°-60Â° SUBGRADE AS SPECIFIED 6" SOIL BACKFILL (SEE SPECS) 3' MIN REMOVE BURLAP 6" SPECIFIED TOPSOIL FROM TOP 1 OF 2 ROOTBALL PLACE ROOTBALL ON SOLID SOIL CONIFER PLANTING DETAIL CONIFER TREE STAKING GROUNDCOVER PLANTING DETAIL Planting Details 4 5 6 SCALE: 1" = 1'-0"SCALE: NTS SCALE: NTSSCALE: 1" = 1'-0" SCALE: NTSSCALE: 1" = 1'-0" 4 L1.1 MAINLINE, LATERAL LINES, AND VALVES SHOWN SCHEMATICALLY. LOCATE WITHING LANDSCAPE AREAS, TYP. Permit Submittal IRRIGATION - GENERAL NOTES IRRIGATION LEGEND 1. CONFIRM WATER PRESSURE PRIOR TO STARTING OF WORK. SYMBOL MFG. CATALOG NO. DESCRIPTION 2. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE 1" GLOBE PLASTIC BODY ELECTRIC REMOTE CONTROL VALVE X RAINBIRD 100-PEB-PRS-D WTIH PRESSURE REGULATING MODULE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES. THE CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO KENNEDY 8561ASS 2" RESILIENT SEATED GATE VALVE CONSTRUCTION BY CALLING THE UNDERGROUND LOCATE LINE AT 1-800-424-5555 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION. 1" BRASS QUICK COUPLING VALVE (QCV) W/ LOCKING RUBBER COVER, RAINBIRD 44-LRC SUPPLY W/ COUPLER KEY & LOCKING COVER KEY 3. CONTRACTOR IS RESPONSIBLE FOR PROTECTING ALL EXISTING IMPROVEMENTS. DAMAGE TO EXISTING IMPROVEMENTS BY THE C RAINBIRD ESP-MC6 6 STATION CONTROLLER, OUTDOOR MODEL, WITH WEATHER STATION. CONTRACTOR SHALL BE REPAIRED OR REPLACED BY THE 5 WALL MOUNT AT LOCATION DETERMINED BY OWNER OR OWNER'S CONTRACTOR AND/OR QUALIFIED INSTALLERS/TRADES ACCEPTABLE 4 REPRESENTATIVE. TO THE SOLE SATISFACTION OF THE CONSTRUCTION OBSERVER AND Arlington Coffee Prairie Creek Village 74xx 204th St NE Arlington, WA 98223 3 AT NO COST TO THE OWNER. M 2" ELECTRIC REMOTE CONTROL MASTER VALVE RAINBIRD 200-EFB-CP-R 4. CONTRACTOR SHALL COORDINATE ALL WORK WITH THE GENERAL HUNTER PASV-101 1" ELECTRIC DRAIN VALVE WITH FLOW CONTROL Î” CONTRACTOR. ALL CONSTRUCTION CONFLICTS SHALL BE BROUGHT TO THE ATTENTION OF THE GENERAL CONTRACTOR AND STATION & COMMON WIRE SIZE-AWG 14 GAUGE MINIMUM. INSTALL ONE SPARE WIRE FOR NOT SHOWN CONSTRUCTION OBSERVER IMMEDIATELY UPON RECOGNITION. ALL IRRIGATION ZONE WIRE RUNS. REVIEW ADDITIONAL REQUIREMENTS FOR FLOW METER & EXTERIOR WALL MOUNT MASTER VALVE IF NECESSARY 5. CONTRACTOR IS RESPONSIBLE FOR A THOROUGH CLEAN-UP FOR IRRIGATION CONTROLLER. HIS/HER RESPECTIVE WORK, DAILY AND AT PROJECT CLOSE-OUT. C FINAL LOCATION TO BE SCHEDULE 40 PVC MAINLINE (2" SIZE UNLESS NOTED OTHERWISE) @ 18" DEPTH DETERMINED BY OWNER. 6. ALL PIPING UNDER HARD SURFACES SHALL BE SLEEVED. SCHEDULE 200 PVC LATERAL LINES, SIZE TO NOT EXCEED 7 FEET PER SECOND CONTRACTOR IS REQUIRED TO INSTALL DUCTILE IRON PIPE FOR IRRIGATION PIPE SLEEVES UNDER PAVEMENTS. D.I. SLEEVE SHALL BE CLASS 200 PVC SLEEVES @ 24" DEPTH, SIZE TO ACCOMMODATE ALL PIPE FOUR INCHES (4") LARGER THAN THE IRRIGATION MAINLINE PIPE SIZE. END OF SLEEVE SHALL EXTEND FOUR FEET (4') BEYOND EDGE OF PAVEMENT. MINIMUM DEPTH OF BURY FROM FIN. GRADE TO TOP OF SLEEVE SHALL BE ONE FOOT (12"). IRRIGATION HEAD SCHEDULE ZONE SCHEDULE 7. ALL CONTROL WIRING NOT IN MAINLINE TRENCH SHALL BE BURIED SYM. CATALOG NUMBER RADIUS GPM PSI VALVE # GPM VALVE SIZE TYPE WITHIN METAL CONDUIT. CONDUIT SHALL BE PLACED 18" BELOW FINISH GRADE. ALL CONDUIT AND FITTINGS SHALL BE INTERMEDIATE 1 23.66 1" LAWN SPRAY HEADS METALLIC OR BETTER. 2 23.66 1" SHRUB VAN RAINBIRD 1800-MPR-8Q 8 0.26 30 3 19.30 1" SHRUB 8. PIPE SIZE SHALL BE THE SAME ON BOTH SIDES OF VALVES. PIPE RAINBIRD 1800-MPR-8H 8 0.52 30 SHALL REMAIN CONSTANT BETWEEN PIPE SIZE CALLOUTS. 3/4" CLASS Lyon Landscape Architects 1015 Pacific Ave, Ste 203 Tacoma, WA 98402 253-209-4053 Moghan@LyonLA.com 4 23.66 1" SHRUB 200 PVC SHALL BE THE SMALLEST LATERAL LINE USED. RAINBIRD 1800-MPR-10Q 10 0.39 30 5 19.44 1" LAWN 9. FIELD VERIFY ALL SPRINKLER HEAD LOCATIONS (FLAGGING) BEFORE RAINBIRD 1800-MPR-10H 10 0.79 30 6 17.39 1" SHRUB TRENCHING. RAINBIRD 1800-VAR-10-270 10 1.30 30 10. WHERE TWO OR MORE PIPES SHARE THE SAME TRENCH, MAINTAIN A RAINBIRD 1800-MPR-12Q 12 0.65 30 4" SEPARATION BETWEEN PIPES. DO NOT CROSS PIPES OVER EACH RAINBIRD 1800-MPR-12H 12 1.30 30 OTHER UNLESS THEY ARE AT A 90 DEGREE ANGLE. RAINBIRD 1800-VAR-12-270 12 2.78 30 11. IRRIGATION SITE PLAN IS SCHEMATIC. IRRIGATION PLUMBING AND RAINBIRD 1800-MPR-15Q 15 0.95 30 EQUIPMENT SHALL BE INSTALLED IN TURF OR LANDSCAPE BED AREAS AND WITHIN PROPERTY BOUNDARIES. THE CONTRACTOR RAINBIRD 1800-MPR-15H 15 1.85 30 2 SHALL CONSIDER ALL SITE FEATURES IN THE INSTALLATION OF IRRIGATION IMPROVEMENTS. THE CONTRACTOR SHALL BE RAINBIRD 1800-MPR-15EST 4'X15' 0.61 30 RESPONSIBLE FOR SUPPLYING AND INSTALLING ALL IRRIGATION RAINBIRD 1800-MPR-15SST 4'X30' 1.21 30 EQUIPMENT NECESSARY FOR A COMPLETE AND FUNCTIONAL IRRIGATION SYSTEM. FIELD VERIFY ALL EXISTING EQUIPMENT ROTOR HEADS LOCATIONS AND REPORT ANY INCONSISTENCIES TO CONSTRUCTION 1 IRRIGATION POINT OBSERVER/OWNER'S REPRESENTATIVE. L2.1 OF CONNECTION RAINBIRD 3500-2.0 NOZZLE-27Q 27' 1.69 35 12. SPRINKLER HEAD SYMBOLS SCHEMATICALLY REPRESENT DESIRED RAINBIRD 3500-2.0 NOZZLE-27H 27' 1.69 35 SPRAY PATTERNS. FIELD ADJUSTMENTS AND VERIFICATION OF RAINBIRD 3500-2.0 NOZZLE-27F 27' 1.69 35 SPRAY PATTERNS WILL BE NECESSARY. ADJUST SPRAY PATTERNS TO WATER LANDSCAPE AREA ONLY AND MINIMIZE OVERSPRAY ONTO PAVEMENT. 6 1 Irrigation Plan 204TH STREET N.E. 0 10' 20' 40' 80' Scale: 1" = 20'-0" 4 L2.0 3 QUICK COUPLER VALVE L2.1 2" MAINLINE PLASTIC VALVE BOX. 18" OF UNOBSTRUCTED SET FLUSH W/ FINISH 2" SCHEDULE GRADE MANUAL CONTROL 2 40 PVC PIPE VALVE L2.1 Permit Submittal 36" 2 MANUAL CONTROL CENTER VALVE L2.1 VALVE IN BOX 2" PVC STUB PROVIDED BY OTHERS, SEE CIVIL DRAWINGS FOR ADDITIONAL INFORMATION 2" MAINLINE TO REGARDING 3/4" IRRIGATION DEDUCT METER CONTROL VALVES 24" AND DOUBLE CHECK VALVE ASSEMBLY FM 2" SCHED. 40 SPECIFIED RESILIENT PVC MAINLINE 4 SEATED GATE VALVE MASTER VALVE L2.1 MANUAL DRAIN VALVE 5 FLOW SENSOR L2.1 2-PVC UNION SCHED. 80 PVC CLOSE 2" MAINLINE NIPPLES NOTE: SIZE ALL VALVE BOXES TO ALLOW Arlington Coffee Prairie Creek Village 74xx 204th St NE Arlington, WA 98223 SUFFICIENT ROOM FOR VALVE REPLACEMENT AND MAINTENANCE. Point of Connection Layout Manual Control Valve 1 2 NOT TO SCALE NOT TO SCALE PLASTIC VALVE BOX - SET SWIVEL HOSE ELL FOR HOSE FITTING ON PLASTIC VALVE BOX. FLUSH W/ FINISH GRADE QUICK HOSE COUPLING VALVE KEY. PROVIDE SET FLUSH W/ FINISH GRADE 1 KEY FOR EACH QUICK COUPLING VALVE. PLASTIC VALVE BOX, SET FLUSH WIRES TO W/ FINISH GRADE SECURE W/ STAINLESS SET TOP OF Q.C. 2" MIN. CONTROLLER ALL SPLICES IN SPECIFIED STEEL HOSE CLAMPS BELOW FINISH GRADE. WATERPROOF CONNECTORS QUICK COUPLING VALVE ENCAPSULATING CONNECTION SEALERS WIRES TO CONTROLLER WIRES FROM FLOW METER 4x8" M.J. FLANGED 4x8" M.J. FLANGED ADAPTER ADAPTER 2" SCHED. 40 CONNECT VALVE BOX TO PIPE PVC MAINLINE WITH DUCT TAPE - 3 WRAPS. 2" SCHED. 40 2" SCHED. 40 FLOW FROM Lyon Landscape Architects 1015 Pacific Ave, Ste 203 Tacoma, WA 98402 253-209-4053 Moghan@LyonLA.com PVC MAINLINE PVC MAINLINE MASTER VALVE 24" LASCO SWING JOINT ASSEMBLY 4" CLASS 200 10" PIPE 2" SCHED. 40 PVC MAINLINE 3/4" RE-BAR, 36" MIN. INTO PROVIDE 36" MIN. OF GROUND STRAIGHT & UNOBSTRUCTED 2" SCHED. 40 P.V.C. PIPE TO PROVIDE 18" MIN. OF STRAIGHT 1 CU. FT. GRAVEL BACKFILL FOR THREADED ELL FLOW METER 1 CU. FT. GRAVEL & UNOBSTRUCTED 2" SCHED. 40 DRY WELLS 1 CU. FT. GRAVEL BACKFILL FOR DRY WELLS BACKFILL FOR P.V.C. PIPE DOWNSTREAM FROM 2" FLOW METER DRY WELLS FLOW METER Quick Coupler Valve (QCV) Master Valve Installation Typ. Flow Sensor 3 4 5 NOT TO SCALE NOT TO SCALE NOT TO SCALE 6" TO CONC. SURFACE OR SIDEWALK PLASTIC VALVE BOX, SET FLUSH 12" TO BUILDING SURFACE WATERPROOF WIRE SPLICE ALL WIRE W/ FINISH GRADE SPLICES SHALL BE WITHIN VALVE BOXES TOP OF HEAD SHALL BE FLUSH VALVE ID TAG W/ TOPSOIL & PERP. W/ NOTE: PIPE TRENCH SHALL SURFACE PER RAINBIRD BE NO WIDER THAN PVC UNION W/ SCHED. 80 PVC CLOSE NIPPLE SPECIFICATIONS NECESSARY TO INSTALL PIPE BOTH SIDES OF VAVLE 18" OR EQUIPMENT SPRINKLER HEAD AS BALL VAVLE - SAME SIZE AS ELECTRIC SPECIFIED CONTROL VALVE PVC LATERAL @ FUNNY PIPE 18" MIN. DEPTH PLASTIC FLEXIBLE SCHED. 80 NIPPLE(S) SWING PIPE LENGTH TO FIT SPECIFIED TOPSOIL AT DEPTHS AS INDICATED ON PLAN Irrigation Details SCHED. 80 TxT ELL BACKFILL W/ NATIVE SOIL FREE 18" LATERALS SCHED. 80 NIPPLE OF ROCK AND STONES - 24" MAINLINE LENGTH TO FIT NOTE: WRAP ALL THREADED COMPACT IN 6" LIFTS FITTINGS W/ TEFLON TAPE - THREE 1 CU. FT. GRAVEL BACKFILL FOR DRY WELLS WRAPS MINIMUM & HAND TIGHTEN PIPE SECURE CONTROL WIRES TO MAINLINE W/ PLASTIC LOCK TIES. DIRECT BURY W/ MAINLINE AND INSTALL PVC SxSxT TEE MAINLINE W/ 1" DEPTH MIN. SLACK LOOP EVERY 50 FEET. SxSxT TEE ROTARY & POP-UP MODELS SAND BEDDING 4 PVC LATERAL Electric Control Valve Sprinkler Head Installation - Typical Pipe Trench - Landscape 6 7 8 NOT TO SCALE NOT TO SCALE NOT TO SCALE L2.1 COMPLETE STREETS CHECKLIST Community & Economic Development City of Arlington â€¢ 18204 59th Avenue NE â€¢ Arlington, WA 98223 â€¢ Phone (360) 403-3551 Project Name: Email: Project Manager/Owner: Phone No.: Description of Scope: Roadway Classification: ï² Principal ï² Minor ï² Collector ï² Non-Arterial ï² Boulevard ï² Alley Cross Connection Type: ï² Downtown ï² Urban Center Connector ï² Neighborhood Yield ï² Downtown Neighborhood ï² Industrial Access ï² Mixed Use Overlay ï² Urban Village Main ï² Neighborhood Corridor ï² Smokey Point Corridor ï² Urban Village Neighborhood ï² Neighborhood Curbless Page 1 of 7 Revised 8/18 1. CHANNELIZATION Average Daily Trips: Should re-channelization Contact Public Works 360-403-3512 be considered in the project scope? Speed Limit: Current image or typical existing cross-section of street in project area (showing lane configuration): 2. PAVEMENT CONDITIONS Does the existing road maintain the minimum Overall Condition Index (OCI) as set ï² Yes ï² No forth in the Transportation Benefit District? Contact Public Works for current OCI and Standards 360-403-3512. Has the installation of traffic circles been considered? ï² Yes ï² No Is this project on the cityâ€™s Transportation Improvement Plan? ï² Yes ï² No Should pavement repair be considered through this project? ï² Yes ï² No If yes, please explain. 3. PEDESTRIAN INFRASTRUCTURE Is this area identified in the City of Arlington Pedestrian Improvement Plan? If so, ï² Yes ï² No have the recommendations been met? Explain how or why not. People walking or using a mobility device: Is the project fully served by sidewalks, ï² Yes ï² No accessible curb ramps, and safe crosswalks? If not, are new/repaired sidewalks, curb ramps, and crosswalks included in the project? Page 2 of 7 Revised 8/18 Explain how or why not. Are existing sidewalk in good condition? ï² Yes ï² No Has an initial assessment of trees and sidewalk conditions been conducted with ï² Yes ï² No and engineer and arborist/landscape architect? Are there missing sidewalk in the project area? ï² Yes ï² No If yes, explain how this will be corrected? Crossing Width (number of lanes) _______________ Controlled Stop Spacing ______________________________ Does the project propose mid-block crossings to reduce distance between ï² Yes ï² No crossings? Is there pedestrian refuge or flashing beacons in the project area? ï² Yes ï² No Explain pedestrian existing crossing convenience, visibility and safety; does the project target improvements to accessibility? Have the addition of curb bulb outs been considered to slow traffic and reduce ï² Yes ï² No crossing width? Describe how the building(s) have been oriented to address the adjacent roadway with visible connected sidewalks that encourage and enhance pedestrian circulation. Describe pedestrian facilities added such as benches, trash receptacles, visual interest, shade and plantings. Page 3 of 7 Revised 8/18 4. BICYCLE INFRASTRUCTURE Is this area identified in the City of Arlington Bicycle Improvement Plan? ï² Yes ï² No If so, have the recommendations been met? Explain how or why not. Is the project site fully served by bicycle facilities? If not, are new bicycle facilities ï² Yes ï² No included in the project? Explain how or why not. Does this project meet the needs of a variety of bicycle users? ï² Yes ï² No (Family vs. Commuter) How? Describe how the building(s) serve and invite bicycle traffic, e.g. covered bike racks, visual interest, smooth transitions, bicycle focused travel ways. 5. TRANSIT INFRASTRUCTURE Transit Classification: ï² Major Transit Route ï² Minor Transit Route Is the project identified on the City of Arlington Transit Expansion Plan? ï² Yes ï² No ï‚· Are there bus stops on the project area? ï² Yes ï² No ï‚· Are all bus stops in the project area within close proximity to a controlled ï² Yes ï² No crossing? ï‚· Average distance between bus stops in/adjacent to project area? ï‚· If bus stops are less than 0.2 miles (1056 ft.) apart, can stops be consolidated? Explain: Page 4 of 7 Revised 8/18 Does the stop provide cover and seating? ï² Yes ï² No How or why not. Does the project add visual interest, shading, lighting, plantings, or traffic buffers? ï² Yes ï² No Explain how the project improves transit usersâ€™ comfort and convenience. Is the transit stop ADA accessible? If not, how does the project propose to provide ï² Yes ï² No accessibility? How or why not. 6. FREIGHT INFRASTRUCTURE Is the project on an identified City of Arlington Freight Route? ï² Yes ï² No Does the project area meet the curb radius and clearance standards? ï² Yes ï² No Are there spot improvements needed for the project area? (pavement depth) ï² Yes ï² No 7. STREET TREES AND LANDSCAPING Describe any existing street trees and landscaping assets within the project limits that warrant project investment to sustain (e.g. preservation of street trees): Is there an opportunity to plant trees or expand landscape? ï² Yes ï² No Page 5 of 7 Revised 8/18 Will there be long-term street tree and landscaping maintenance required for this ï² Yes ï² No project? How will the maintenance of plants be addressed? Are street median planting proposed in the project area? ï² Yes ï² No Does the project include any environmental elements? E.g.: street trees, reduced ï² Yes ï² No pavement, bio-infiltration, vegetated bump outs, native/drought tolerant vegetation, or other environmental improvements to be implemented with the project? Explain how or why not. 8. URBAN DESIGN AND PLANNING If an adopted subarea or action plan applies to this project, has its ï² Yes ï² No recommendations relevant to improved streets/ROW been met? Explain how or why not. Has connectivity been improved for all modes of travel? ï² Yes ï² No Explain specifically for each mode of travel. Is there an opportunity to implement artistic elements (e.g. sidewalk inlays, ï² Yes ï² No creative street furniture, or bollards or planters, creative bicycle racks etc.) in the project area? Explain how. Page 6 of 7 Revised 8/18 Describe Public Art or Art Opportunities: ï² Yes ï² No Arlington Art Council may be a resource 360-435-3778 or arlingtonartscouncil.net CITY USE ONLY Approval Determination ï² This project meets or exceeds the City of Arlington Complete Streets Standards. ï² This project will meet the City of Arlington Complete Street Standards with the following changes. ï² This project does not meet the City of Arlington Complete Street Standards. Please revisit the following sections and resubmit. Variance Determination ï² This project does not meet the City of Arlington Complete Street Standards. Project proponent has applied for a variance through the variance process and variance has been approved. ï² The variance has been denied, please revisit the following sections and resubmit. Page 7 of 7 Revised 8/18 Project No. 2269.01 October 28, 2019 Cadence 4580 Klahanie Drive SE, #402 Issaquah, WA 98029 Attention: Mr. Jeff Parker Subject: Geotechnical Report Reliance Letter Arlington Coffee Stand - 74XX 204th Street NE Arlington, Washington Dear Mr. Parker: Zipper Geo Associates, LLC (ZGA) previously prepared a geotechnical report for a drugstore located at 7423 204th Street NE in Arlington, Washington. We understand a new coffee stand is proposed on a lot adjacent to the drugstore project. The purpose of this letter to grant reliance to use the report prepared for 7423 204th Street NE for the adjacent coffee stand project. The project site consists of a 0.69 acre undeveloped lot located adjacent to, and just west of 7423 204th Street NE in Arlington, Washington. The lot is generally level and covered with sparse grass and deciduous brush. The project consists of developing the lot with a 1,950 square foot coffee stand and related site improvements. We expect grading for the project to consist of cuts and fills not exceeding 5 feet in depth/thickness. We expect the new coffee stand will be supported on shallow concrete spread footings with a slab-on-grade. Our previous report (Geotechnical Engineering Report, Arlington Retail Development, 7423 204th Street NE, Arlington, Washington) dated March 9, 2017 included one geotechnical testing boring in the vicinity of the proposed coffee stand. The geotechnical report provided geotechnical recommendations for shallow foundations, slab-on-grade concrete floors, earthwork, and other general geotechnical recommendations. Based on our understanding of the proposed coffee stand project, it is our opinion the recommendations presented in our March 9, 2017 geotechnical report may be utilized for design and construction of the proposed coffee stand. The report is attached for your use. Sincerely, 10/28/19 Zipper Geo Associates, LLC Robert A. Ross, P.E. Principal Geotechnical Engineer 19019 - 36th Avenue West, Suite E Lynnwood, Washington 98036 (425) 582-9928 GEOTECHNICAL ENGINEERING REPORT ARLINGTON RETAIL DEVELOPMENT 7423 204TH STREET NE ARLINGTON, WASHINGTON Project No. 1767.01 March 9, 2017 Prepared for: PACLAND SITE Prepared by: 19023 36th Ave West, Suite D | Lynnwood, WA 98036 | Phone: 425.582.9928 | zippergeo.com Project No. 1767.01 March 9, 2017 PACLAND 1505 Westlake Avenue North, Suite 305 Seattle, Washington 98109 Attention: Mr. Chris Dowd Subject: Geotechnical Engineering Report Arlington Retail Development 7423 204th Street NE Arlington, Washington Dear Mr. Dowd, In accordance with your request and written authorization, Zipper Geo Associates, LLC (ZGA) has completed the subsurface evaluation and geotechnical engineering report for the above-referenced project. This report presents the findings of the subsurface evaluation and geotechnical recommendations for the project. Our work was completed in general accordance with our Revised Proposal for Geotechnical Services (Proposal No. P16333) dated January 16, 2017. Written authorization to proceed was provided by PACLAND on January 25, 2017. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us. Sincerely, Zipper Geo Associates, LLC 3/9/17 3/9/17 James P. Georgis, LG, LEG Robert A. Ross, PE Principal Principal Copies: Addressee (1) 19023 36th Ave West, Suite D | Lynnwood, WA 98036 | Phone: 425.582.9928 | zippergeo.com TABLE OF CONTENTS Page INTRODUCTION ........................................................................................................................................... 1 SITE DESCRIPTION ..................................................................................................................................... 1 PROJECT UNDERSTANDING..................................................................................................................... 1 SUBSURFACE CONDITIONS...................................................................................................................... 2 Regional Geology ............................................................................................................................................. 2 Soil Conditions ................................................................................................................................................. 2 Groundwater Conditions ................................................................................................................................. 3 Summary of Laboratory Testing ...................................................................................................................... 3 CONCLUSIONS AND RECOMMENDATIONS ............................................................................................ 4 General .......................................................................................................................................................... 4 Site Preparation ............................................................................................................................................... 5 Structural Fill Materials and Preparation ........................................................................................................ 7 Utility Trenches ............................................................................................................................................... 9 Temporary Shoring ........................................................................................................................................ 10 Temporary and Permanent Slopes ................................................................................................................ 10 Seismic Design Considerations ...................................................................................................................... 11 Shallow Foundations ..................................................................................................................................... 13 On-Grade Concrete Slabs .............................................................................................................................. 14 Backfilled Retaining Walls ............................................................................................................................. 15 Drainage Considerations ............................................................................................................................... 16 Infiltration Considerations ............................................................................................................................. 16 Asphalt Pavements ........................................................................................................................................ 18 CLOSURE ................................................................................................................................................... 19 FIGURES Figure 1 â€“ Site and Exploration Plan APPENDICES Appendix A â€“ Subsurface Exploration Procedures and Logs Appendix B â€“ Laboratory Testing Procedures and Results Cover Photo Credit: Google Earth 2017 GEOTECHNICAL ENGINEERING REPORT ARLINGTON RETAIL DEVELOPMENT 7423 204TH STREET NE ARLINGTON, WASHINGTON Project No. 1767.01 March 9, 2017 INTRODUCTION This report documents the surface and subsurface conditions encountered at the site and our geotechnical engineering recommendations for the proposed Arlington Retail Development. The project description, site conditions, and our geotechnical conclusions and design recommendations are presented in the text of this report. Supporting data including detailed exploration logs and field exploration procedures, results of laboratory testing, and other supporting information are presented as appendices. Our geotechnical engineering scope of services for the project included a literature review, site reconnaissance, subsurface exploration, laboratory testing, geotechnical engineering analysis, and preparation of this report. The subsurface evaluation consisted of completing three exploratory borings (B-1 through B-3) and two cone penetrometer tests (CPT-1 and CPT-2) across the site. The borings extended to depths of approximately 19 to 49 feet below the ground surface. The cone penetrometer tests extended to depths of approximately 18Â½ to 50 feet below the ground surface. SITE DESCRIPTION The project site is located at the northwest corner of the intersection of Highway 9 and 204th Street NE in Arlington, Washington. The project site consists of two parcels totaling approximately 2.3 acres. An existing single-story cabinet shop is centrally located in the eastern parcel. Loading docks are located on the north and south sides of the cabinet shop and extend about 2Â½ to 3 feet below grade. The area around the cabinet shop is primarily surfaced with crushed rock, with the exception of a slightly raised area (about 1 to 1Â½ feet higher than surrounding grade) located in the western parcel, which is sparkly vegetated with weeds. The building appears to be serviced by underground water, sewer, and gas utilities and includes a stormwater system with catch basins. Topographically, the site appears generally level to gently sloping. The site is bordered to the east by Highway 9, to the south by 204th Street NE, to the west by an undeveloped grassy field with two small wood-framed sheds, and to the north by a developed lumber yard lot with a warehouse. PROJECT UNDERSTANDING We understand the project includes razing the existing cabinet shop and associated structures and constructing a new 14,622 square foot retail building centrally located in the eastern lot. We understand Page 1 Arlington Retail Development Project No. 1767.01 March 9, 2017 that the new building will be single-story construction with a concrete slab-on-grade floor. Given the relatively level nature of the site and surrounding vicinity, we have assumed that cuts and fills will be limited to about 3 feet. We expect that the project will include related improvements such as underground utilities, stormwater management infrastructure, and asphalt paving. We understand that stormwater infiltration is desirable for the project and is being considered in the western to northwestern portion of the site. We further understand that stormwater design for this project will be completed in general accordance with the Washington State Department of Ecology 2012 Stormwater Management Manual for Western Washington. Preliminary development features are shown on the enclosed Site and Exploration Plan, Figure 1. SUBSURFACE CONDITIONS Regional Geology We assessed the geologic setting of the site and surrounding vicinity by reviewing the Geologic Map of the Arlington West 7.5 minute quadrangle 1:24,000-scale, Snohomish County, Washington, U.S. Geological Survey, Map MF-1740, by J.P. Minard 1985. The geologic map indicates the site is underlain by Quaternary age Recessional Outwash â€“ Marysville Sand Member (Qvrm). The Marysville Sand Member is described as well-drained, stratified to massive outwash sand with some fine gravel and some areas of silt and clay. The soil conditions encountered in the boring and CPT explorations were generally consistent with the mapped geologic unit. Soil Conditions The subsurface evaluation for this project included three borings (B-1 through B-3) and two cone penetrometer tests (CPT-1 and CPT-2) completed around the proposed building location and near the proposed infiltration area. The borings extended to depths of approximately 19 to 49 feet below the ground surface. The cone penetrometer tests extended to depths of approximately 18Â½ to 50 feet below the ground surface. The approximate exploration locations are shown on the enclosed Site and Exploration Plan, Figure 1. Soils observed in the borings were visually classified in general accordance with the Unified Soil Classification System. Descriptive logs of the subsurface explorations and the procedures utilized in the subsurface exploration program are presented in Appendix A. A generalized description of soil conditions encountered in the boring and CPT explorations is presented below. Please refer to the boring and CPT logs in Appendix A for a more detailed description of the conditions encountered at the exploration locations. The subsurface conditions encountered in the explorations were relatively consistent with respect to soil type and relative density. Borings B-1 and B-3 were completed in unpaved parking areas of the site and typically encountered about 2 inches of crushed rock surfacing. Below the crushed rock, the explorations generally encountered medium dense to very dense, sand with gravel to gravelly sand with trace to some silt to a depth Page 2 Arlington Retail Development Project No. 1767.01 March 9, 2017 of about 10 to 11 feet. These deposits are interpreted as high energy, gravelly, glacial outwash deposits. Below a depth of 10 to 11 feet, the explorations encountered medium dense to dense sand deposits with trace to some silt and gravel to the total depth explored of approximately 50 feet below grade. These soils are interpreted are interpreted as lower energy, sandy, glacial outwash deposits. It should be noted that the medium dense to very dense nature of the upper 10 to 11 feet of the site soils affected the completion of the CPT tests. CPT-1 was initiated at the ground surface and encountered refusal conditions at a depth of about 7 feet. CPT-1A was completed by pre-drilling the CPT-1 location to a depth of about 11 feet, backfilling the borehole with sand, then completing the CPT-1A test from the ground surface through the sand backfill. As such, the upper 11 feet of the CPT-1A log is not representative of the native site soil conditions. CPT-1A encountered refusal at a depth of about 18Â½ feet. CPT-2 was completed by first predrilling to a depth of about 12 feet, then initiating the test at the ground surface through the sand backfilled predrill hole. As such, the upper 12 feet of CTP-2 is not representative of the native site soil conditions. CPT-2 was completed to a depth of about 50 feet. Soil types and conditions can vary between explorations. The nature and extent of variations between the explorations may not become evident until construction. Stratification boundaries on the boring logs represent the approximate depth of changes in soil types, although the transition between materials may have been gradual. If variations become apparent during construction, it may be necessary to reevaluate the recommendations of this report Groundwater Conditions Groundwater was encountered in all three borings at the time of drilling. Groundwater monitoring wells were installed in all three borings to evaluate fluctuations in groundwater conditions over time. Groundwater was measured in monitoring wells B-1, B-2, and B-3 on March 1, 2017 at depths of approximately 13.95 feet, 15.82 feet, and 13.95 feet below the ground surface, respectively. Groundwater conditions should be expected to fluctuate due to variations in the amount of rainfall, runoff, and other factors not evident at the time the exploration was performed. Therefore, groundwater levels during construction or at other times in the life of the structure may vary from those indicated on the logs. Summary of Laboratory Testing Laboratory testing was completed on selected samples obtained from our explorations. Testing included moisture content, organic content, cation exchange capacity, grain size analyses, and a modified Proctor analysis. The results of moisture content testing are presented on the boring logs. The results of the remaining laboratory tests are presented in Appendix B. Moisture Content: Moisture content testing indicates in-situ moisture contents ranging from about 4 to 10 percent with an average of about 6 percent for samples obtained within the upper 12 feet of existing site grade. Page 3 Arlington Retail Development Project No. 1767.01 March 9, 2017 Organic Content: Organic content tests were completed on samples collected at depths of 5 feet, 7Â½ feet, and 12Â½ feet for use in infiltration design and indicated relatively low organic content of 0.7 to 1.5 percent by weight. Cation Exchange Capacity: Cation exchange capacity tests were also completed on samples collected at depths of 5 feet, 7Â½ feet, and 12Â½ feet for use in infiltration design. Test results ranged from 2.8 to 3.1 milliequivalents per 100 milligrams (meq/100mg). Grain Size Analyses: Grain size analysis tests completed on samples from the upper 10 to 11 feet of the site soils indicated fines contents (silt and clay size particles passing a US No. 200 sieve) ranging from 3.9 to 5.6 percent with an average of about 4.8 percent. Grain size analysis tests completed on samples collected below the upper 10 to 11 feet of the site soils indicated fines contents ranging from 4.5 to 14.8 percent with an average of about 8 percent. Modified Proctor: A modified Proctor analysis was completed on a bulk samples collected from the upper 2 feet of boring B-3. The test indicates a maximum dry density of about 139.7 pcf at an optimum moisture content of about 6.9 percent. CONCLUSIONS AND RECOMMENDATIONS General Based on our subsurface exploration program and analysis, we conclude that the proposed development is feasible from a geotechnical standpoint, contingent on proper design and construction practices. Our analyses indicate the potential for liquefaction induced settlement due to ground vibrations associated with the 2012/2015 IBC design seismic event with a return period of 2,475 years. The shallow foundation recommendations presented herein assume that the levels of potential seismic settlement presented in Seismic Design Considerations section of this report (3 inch total and 1Â½ inch differential over 50 feet) are considered acceptable, and that the conventional spread footing foundation system is designed to meet the Life Safety and Collapse Performance objectives of the 2012/2015 IBC. We understand that these levels of potential seismic settlement have been evaluated by the design team and owner and are considered acceptable. The proposed retail building location is roughly coincident with the existing cabinet shop building. We do not recommend supporting new foundations on existing undocumented fill soils. If fills are encountered within the proposed building area during the demolition of the existing building, such fills should be removed and the excavation thoroughly cleaned prior to backfill placement and/or construction. We recommend that any over-excavation of unsuitable fill soils extend outside the limits of the footings a distance equal to the depth of over-excavation. Page 4 Arlington Retail Development Project No. 1767.01 March 9, 2017 Geotechnical engineering recommendations for foundation systems and other earthwork related phases of the project are outlined below. The recommendations contained in this report are based upon the results of field and laboratory testing (which are presented in Appendices A and B), engineering analyses, and our current understanding of the proposed project. ASTM and Washington State Department of Transportation (WSDOT) specification codes cited herein respectively refer to the current manual published by the American Society for Testing & Materials and the current edition of the Standard Specifications for Road, Bridge, and Municipal Construction, (M41-10). Site Preparation Existing Structure Removal: The site is currently developed with a cabinet manufacturing building that is surrounded by areas of concrete flatwork and below grade loading docks. We recommend that any existing foundation elements that will be decommissioned, or other below grade structures (if encountered) be completely demolished and removed from the proposed development area. Existing Utility Removal: We recommend that abandoned underground utilities within the proposed building envelope be completely removed. Utility pipes outside the building envelope could be abandoned in place, provided they are fully grouted with controlled density fill (CDF) and the trench backfill is density tested to verify that it meets the compaction levels presented in the project specifications. Localized excavations made for removal of utilities or existing unsuitable trench backfill should be backfilled with structural fill as outlined in the following section of this report. Erosion Control Measures: Stripped surfaces and soil stockpiles are typically a source of runoff sediments. We recommend that silt fences, berms, and/or swales be installed around the downslope side of stripped areas and stockpiles in order to capture runoff water and sediment. If earthwork occurs during wet weather, we recommend that all stripped surfaces be covered with straw to reduce runoff erosion, whereas soil stockpiles should be protected with anchored plastic sheeting. Temporary Drainage: Stripping, excavation, grading, and subgrade preparation should be performed in a manner and sequence that will provide drainage at all times and provide proper control of erosion. The site should be graded to prevent water from ponding in construction areas and/or flowing into and/or over excavations. Exposed grades should be crowned, sloped, and smooth-drum rolled at the end of each day to facilitate drainage if inclement weather is forecasted. Accumulated water must be removed from subgrades and work areas immediately and prior to performing further work in the area. Equipment access may be limited and the amount of soil rendered unfit for use as structural fill may be greatly increased if drainage efforts are not accomplished in a timely manner. Clearing and Stripping: The site is primarily surfaced with crushed rock with a scattered weeds and grass in the western portion of the site. As such, extensive clearing, grubbing, and topsoil stripping activities are not anticipated. However, if topsoil or other organic rich soils are encountered they should be removed and utilized for non-structural landscape fill or be disposed of at a suitable off-site location. Any Page 5 Arlington Retail Development Project No. 1767.01 March 9, 2017 excavations that extend below finish grades should be backfilled with engineered fill as outlined subsequently in this report. Subgrade Preparation: Once site preparation is complete, all areas that are at design subgrade elevation or areas that will receive new structural fill should be compacted to a firm and non-yielding condition and to a compaction level of at least 95 percent of the maximum laboratory density (per ASTM D 1557) within the upper 12 inches. Some moisture conditioning of site soils may be required to achieve an appropriate moisture content for compaction within Â±2 percent of the soils laboratory optimum moisture content. Our laboratory testing indicates that, at the time our explorations were completed, in-situ moisture contents of the surficial soils ranging from 4 to 10 percent with an average of about 6 percent for samples obtained within the upper 12Â½ feet of existing site grades. These moisture contents are near the modified Proctor optimum moisture content of 6.9 percent determined in our laboratory. As a result, we expect that moisture conditioning of site soils during construction may be required to achieve suitable moisture contents (plus or minus two percent of optimum) for compaction in areas. Earthwork should be completed during drier periods of the year when soil moisture content can be controlled by aeration and drying if possible. If earthwork or construction activities take place during extended periods of wet weather, if will be difficult to achieve a firm, non-yielding surface and recommended compaction levels. In the event the exposed subgrade becomes unstable, yielding, or unable to be compacted due to high moisture conditions, we recommend that the materials be removed to a sufficient depth in order to develop stable subgrade soils that can be compacted to the minimum recommended levels. The severity of construction problems will be dependent, in part, on the precautions that are taken by the contractor to protect the subgrade soils. Once compacted, subgrades should be evaluated through density testing and, if possible, proof rolling with a loaded dump truck or heavy rubber-tired construction equipment weighing at least 20 tons to assess the subgrade adequacy and to detect soft and/or yielding soils. In the event that soft or yielding areas are detected during proof rolling, the upper 12 inches of subgrade should be scarified, moisture conditioned and re-compacted as necessary to obtain at least 95 percent of the maximum laboratory density (per ASTM D 557) and a firm, non-yielding condition. Those soils which are soft, yielding, or unable to be compacted to the specified criteria should be over-excavated and replaced with suitable on-site or imported material as recommended in the Structural Fill section of this report. Once subgrades are compacted, depending on the time of year, it may be desirable to protect prepared foundation and floor slab subgrades from wet weather. To protect stable subgrades, we recommend using crushed rock or crushed recycled concrete. The thickness of the protective layer should be determined at the time of construction and be based on the moisture condition of the soil and the amount of anticipated traffic. Freezing Conditions: If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw and then be compacted prior to placing subsequent lifts of structural fill. Alternatively, Page 6 Arlington Retail Development Project No. 1767.01 March 9, 2017 the frozen material could be stripped from the subgrade to expose unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen soil should not be reused as structural fill until allowed to thaw and adjusted to the proper moisture content, which may not be possible during winter months. Structural Fill Materials and Preparation Structural fill includes any material placed below foundations and pavement sections, within utility trenches, and behind retaining walls. Prior to the placement of structural fill, all surfaces to receive fill should be prepared as previously recommended in the Site Preparation section of this report. Laboratory Testing: Representative samples of on-site and imported soils to be used as structural fill should be submitted for laboratory testing at least 4 days in advance of its intended use in order to complete appropriate laboratory testing. Re-Use of Site Soils as Structural Fill: Field and laboratory test data indicates that the native soils encountered on the site are generally suitable for reuse as structural fill from a compositional standpoint provided the soil is placed and compacted in accordance with the compaction recommendations presented in this report. However, based on drilling action some oversized material may be encountered in the upper 10 to 11 feet of the glacial outwash soils. Material greater than 3-inches in diameter should be removed from soils to be reused as structural fill. Site soils at the time of our evaluation appeared to be near their laboratory determined optimum moisture content. Excavations completed during extended wet periods may encounter perched groundwater and as a result, drying of wet, over-optimum soils may be required for re-use of site soils as structural fill. Drying of over-optimum moisture soils may be achieved by scarifying or windrowing surficial materials during extended periods of dry weather. If encountered, soils which are dry of optimum may be moistened through the application of water and thorough blending to facilitate a uniform moisture distribution in the soil prior to compaction. We recommend that site soils used as structural fill have less than 4 percent organics by weight and have no woody debris greater than Â½ inch in diameter. We recommend that all pieces of organic material greater than Â½ inch in diameter be picked out of the fill before it is compacted. Any organic-rich soil derived from earthwork activities should be utilized in landscape areas or wasted from the site. Imported Structural Fill: Imported structural fill may be required for raising site grades or as replacement fill for unsuitable site soils. The appropriate type of imported structural fill will depend on the prevailing weather conditions. During extended periods of dry weather, we recommend imported fill, at a minimum, meet the requirements of Common Borrow as specified in Section 9-03.14(3) of the 2012 Washington State Department of Transportation, Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT Standard Specifications). During wet weather, higher-quality structural fill might be required, as Common Borrow may contain sufficient fines to be moisture sensitive. During wet weather we Page 7 Arlington Retail Development Project No. 1767.01 March 9, 2017 recommend that imported structural fill meet the requirements of Gravel Borrow as specified in Section 9-03.14(1) of the WSDOT Standard Specifications. Pavement Subgrades: Any structural fill used within the upper one foot below pavement sections should have a minimum California Bearing Ratio (CBR) of 15 when compacted to a minimum of 95 percent of the modified Proctor maximum dry density. A CBR value of 15 is representative of the on-site soils and Common Borrow import fill, and has been used to develop our pavement section recommendations. Samples of proposed imported fill should be submitted for laboratory testing and approval prior to use. Moisture Content: The suitability of soil for use as structural fill will depend on the time of year, the moisture content of the soil, and the fines content (that portion passing the U.S. No. 200 sieve) of the soil. As the amount of fines increases, the soil becomes increasingly sensitive to small changes in moisture content. Soils containing more than about 5 percent fines cannot be consistently compacted to the appropriate levels when the moisture content is more than approximately 2 percent above or below the optimum moisture content (per ASTM D 1557). Optimum moisture content is that moisture content which results in the greatest compacted dry density with a specified compactive effort. Moisture content of fill at the time of placement should be within plus or minus 2 percent of optimum moisture content for compaction as determined by the ASTM D 1557 test method. Fill Placement: Structural fill should be placed in horizontal lifts not exceeding 10 inches in loose thickness. Each lift of fill should be compacted using compaction equipment suitable for the soil type and lift thickness. Compaction Criteria: Each lift of fill should be compacted to the minimum levels recommended in the table below based on the maximum laboratory dry density as determined by the ASTM D 1557 Modified Proctor Compaction Test. Structural fill placed in municipal rights-of-way should be placed and compacted in accordance with the jurisdiction codes and standards. We recommend that a geotechnical engineer be present during grading so that an adequate number of density tests may be conducted as structural fill placement occurs. In this way, the adequacy of the earthwork may be evaluated as it proceeds. RECOMMENDED SOIL COMPACTION LEVELS Location Minimum Percent Compaction* Stripped native subgrade soils, prior to fill placement (upper 12 inches) 95 All fill below building floor slabs and foundations 95 Upper 2 feet of fill below pavements 95 Pavement fill below two feet 92 Upper two feet of utility trench backfill 95 Utility trenches below two feet 92 Landscape Areas 90 * ASTM D 1557 Modified Proctor Maximum Dry Density Page 8 Arlington Retail Development Project No. 1767.01 March 9, 2017 Utility Trenches We recommend that utility trenching conform to all applicable federal, state, and local regulations, such as OSHA and WISHA, for open excavations. Trench excavation safety guidelines are presented in WAC Chapter 296-155 and WISHA RCW Chapter 49.17. Trench Dewatering: Groundwater was encountered in boring B-1 through B-3 at depth of 14 to 15 feet below existing grade at the time of our evaluation. We recommend that any excavations within groundwater seepage zones be undertaken only when suitable dewatering equipment and temporary excavation shoring are available, or where space is available to flatten the sidewalls. Temporary dewatering systems for trench excavations often consist of sumps and pumps within the excavation. The appropriate type of dewatering system, if needed, should be determined by the contractor based on the conditions encountered, and should be designed and maintained by the contractor. Utility Subgrade Preparation: We recommend that all utility subgrades be firm and non-yielding and free of all soils that are loose, disturbed, or pumping. Such soils should be removed and replaced, if necessary. If utility foundation soils are soft, we recommend that they be over-excavated 12 inches and replaced with crushed rock. All structural fill used to replace over-excavated soils should be compacted as recommended in the Structural Fill section of this report. In order to provide uniform support and a leveling course, we recommend that structures such as manholes and catch basins be underlain by at least 4 inches of crushed rock fill compacted to at least 90 percent of the modified Proctor maximum dry density as determined by the ASTM D 1557 test method. Bedding: We recommend that a minimum of 4 inches of bedding material be placed above and below all utilities or in general accordance with the utility manufacturerâ€™s recommendations and local ordinances. We recommend that pipe bedding consist of Gravel Backfill for Pipe Zone Bedding as specified in Section 9-03.12(3) of the WSDOT Standard Specifications. All trenches should be wide enough to allow for compaction around the haunches of the pipe, or material such as pea gravel should be used below the spring line of the pipes to eliminate the need for mechanical compaction in this portion of the trenches. If water is encountered in the excavations, it should be removed prior to fill placement. Trench Backfill: Materials, placement and compaction of utility trench backfill should be in accordance with the recommendations presented in the Structural Fill section of this report. We recommend that the initial lift thickness not exceed one foot unless recommended by the manufacturer to protect utilities from damage by compacting equipment. Light, hand operated compaction equipment may be utilized directly above utilities if damage resulting from heavier compaction equipment is of concern. The on-site soils are suitable for re-use as trench backfill provided the soil moisture permits compaction to the minimum recommended levels. The use of higher quality materials such as Gravel Borrow will be dependent on the prevailing weather and soil moisture conditions at the time. Page 9 Arlington Retail Development Project No. 1767.01 March 9, 2017 Temporary Shoring We recommend that temporary shoring systems be used where excavations will be located adjacent to existing foundations, property lines, roadways or utilities, or where ground loss could damage existing facilities. A trench box is one type of support system which might be used. The zone between the trench box and the excavation face should be backfilled as necessary to limit ground movements. As an alternate, braced or unbraced shoring of various types could be considered. The lateral soil pressures acting on temporary excavation support systems will depend on the ground surface configuration adjacent to the trench, and the amount of lateral movement which can occur as the excavation is made. For support systems that are free to yield at the top at least one-thousandth of the height of the excavation, soil pressures will be less than if movements are limited by such factors as wall stiffness or bracing. We recommend that yielding shoring systems be designed using equivalent fluid densities of 35 and 85 pounds per cubic foot (pcf) for horizontal ground surfaces and ground surfaces inclined at 1.5H: 1V above the horizontal, respectively. For non-yielding systems, we recommend that the shoring be designed for a uniform lateral pressure of 25H in pounds per square foot (psf), where H is the depth of the planned excavation in feet below a level ground surface. Similarly, for a ground surface inclined at 1.5H: 1V, we recommend that non-yielding shoring be designed for a uniform lateral pressure of 55H. The above recommended lateral soil pressures are based on a fully drained condition and do not include the effects of hydrostatic water pressures. In addition, the above values do not include the effects of surcharges (e.g., equipment loads, storage loads, traffic loads, or other surface loading). Hydrostatic water pressures and surcharge effects should be considered as appropriate. Temporary and Permanent Slopes Temporary excavation slope stability is a function of many factors, including: ï‚· The presence and abundance of groundwater; ï‚· The type and density of the various soil strata; ï‚· The depth of cut; ï‚· Surcharge loadings adjacent to the excavation; and ï‚· The length of time the excavation remains open. As the cut is deepened, or as the length of time an excavation is open, the likelihood of bank failure increases; therefore, maintenance of safe slopes and worker safety should remain the responsibility of the contractor, who is present at the site, able to observe changes in the soil conditions, and monitor the performance of the excavation. It is exceedingly difficult under the variable circumstances to pre-establish a safe and â€œmaintenance-freeâ€ temporary cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe temporary slope configurations since the contractor is continuously at the job site, able to observe the Page 10 Arlington Retail Development Project No. 1767.01 March 9, 2017 nature and condition of the cut slopes, and able to monitor the subsurface materials and groundwater conditions encountered. Unsupported vertical slopes or cuts deeper than 4 feet are not recommended if worker access is necessary. The cuts should be adequately sloped, shored, or supported to prevent injury to personnel from local sloughing and spalling. The excavation should conform to applicable Federal, State, and Local regulations. According to Chapter 296-155 of the Washington Administrative Code (WAC), the contractor should make a determination of excavation side slopes based on classification of soils encountered at the time of excavation. Temporary cuts may need to be constructed at flatter angles based upon changes in soil moisture and groundwater conditions during construction. Adjustments to the slope angles should be determined by the contractor at that time. We recommend that all permanent cut or fill slopes constructed in native soils or with imported structural fill be designed at a 2H: 1V (Horizontal: Vertical) inclination or flatter. All permanent cut and fill slopes should be adequately protected from erosion both temporarily and permanently. If the slopes are exposed to prolonged rainfall before vegetation becomes established, the surficial soils will be prone to erosion and possible shallow sloughing. We recommend covering permanent slopes with a rolled erosion protection material, such as Jute matting or Curlex II, if vegetation has not been established by the regional wet season (typically November through May). Seismic Design Considerations The seismic performance of the development was evaluated relative to seismic hazards resulting from ground shaking associated with the Maximum Considered Earthquake Geometric Mean (MCEG) Peak Ground Acceleration and the Risk-Targeted Maximum Considered Earthquake (MCER) Ground Motion Response Acceleration in accordance with the 2012/2015 International Building Code (IBC). Conformance to the above criteria for seismic excitation does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur if a maximum considered earthquake occurs. The primary goal of the IBC seismic design procedure is to protect life and not to avoid all damage, since such design may be economically prohibitive. Following a major earthquake, a building may be damaged beyond repair, yet not collapse. Ground Surface Rupture: We evaluated the potential for seismic ground surface rupture at the site by reviewing the USGS Quaternary Fault Web Mapping Application. The mapping application indicates that there are no mapped Quaternary faults within 10 miles of the site. It is our opinion that the risk of ground surface rupture at the site is low. Landsliding: Based on the relatively level topography of the site and surrounding vicinity, the risk of earthquake-induced landsliding is low. Soil Liquefaction: Liquefaction is a phenomenon wherein saturated cohesionless soils build up excess pore water pressures during earthquake loading. Liquefaction typically occurs in loose soils, but may Page 11 Arlington Retail Development Project No. 1767.01 March 9, 2017 occur in denser soils if the ground shaking is sufficiently strong. ZGA completed a liquefaction analysis in general accordance with Section 1803.5.12 of the 2012/2015 IBC and Section 11.8.3 of ASCE 7-10. Specifically, our analysis used the following primary seismic ground motion parameters. ï‚· A Maximum Considered Earthquake Geometric Mean (MCEG) Peak Ground Acceleration of 0.4.2g, based on Figure 22-7 of ASCE 7-10. ï‚· A Modified Peak Ground Acceleration (PGAM) of 0.45g based on Site Class E, per Section 11.8.3 of ASCR7-10 (Site Class modification to MCEG without regard to liquefaction in accordance with Sections 11.4.7 and 20.3.1 of ASCE 7-10). ï‚· A Geometric Mean Magnitude of 6.74 based on 2008 USGS National Seismic Hazard Mapping Project deaggregation data for a seismic event with a 2% probability of exceedance in 50 years (2,475 year return period). Our liquefaction analysis was completed using the computer program LiquefyPro Version 5.8. Our analysis was based on CPT-2 completed to a depth of 50 feet on the south side of the proposed building and site specific laboratory tests. The approximate exploration location is shown on the enclosed Site and Exploration Plans, Figure 1. Our analysis indicates the potential for liquefaction from a depth of about 14 feet to 32 feet below the ground surface. Liquefaction Settlement: Based on our analyses, we estimate a total seismic settlement of approximately 3 inches. We estimate a differential seismic settlement of approximately 1Â½ inches over a horizontal distance of 50 feet. Soil liquefaction may be expressed at the ground surface as sand boils, ground cracks, vertical settlements, and lateral displacements. However, given the presence of dense, non-liquefiable soils located above the water table, it is our opinion that the potential for surficial expression of soil liquefaction such as sand boils and ground cracking is low. IBC Seismic Design Parameters: Per the 2012/2015 IBC seismic design procedures and ASCE 7-10, the presence of liquefiable soils requires a Site Class definition of F. However, through reference to Sections 11.4.7 and 20.3.1 of ASCE 7-10, the IBC allows site coefficients Fa and Fv to be determined assuming that liquefaction does not occur for structures with fundamental periods of vibration less than 0.5 seconds. Based on the results of the field evaluation, Site Class D may be used to determine the values of Fa and Fv in accordance with Sections 11.4.7 and 20.3.1 of ASCE 7-10. Code Used Site Classification 2012 International Building Code (IBC) 1 F 2, 3 Ss Spectral Acceleration for a Short Period 1.058g (Site Class B) S1 Spectral Acceleration for a 1-Second Period 0.411g (site Class B) Fa Site Coefficient for a Short Period 1.077(Site Class D) Fv Site Coefficient for a 1-Second Period 1.589 (Site Class D) Page 12 Arlington Retail Development Project No. 1767.01 March 9, 2017 Code Used Site Classification SMS Maximum considered spectral response acceleration 1.139g (Site Class D) for a Short Period SM1 Maximum considered spectral response acceleration 0.654g (Site Class D) for a 1-Second Period SDS Five-percent damped design spectral response 0.760g (Site Class D) acceleration for a Short Period SD1 Five-percent damped design spectral response 0.436g (Site Class D) acceleration for a 1-Second Period 1. In general accordance with the 2012/2015 International Building Code, Section 1613.3.2 and ASCE 7-10, Chapter 20. IBC Site Class is based on the average characteristics of the upper 100 feet of the subsurface profile. 2. The borings completed for this study extended to a maximum depth of 50 feet below grade. ZGA therefore determined the Site Class assuming that medium dense to dense alluvial soils extend to 100 feet as suggested by published geologic maps for the project area. 3. Per the 2012/2015 International Building Code, Section 1613.3.2 and ASCE 7-10, Chapter 20, any profile containing soils vulnerable to potential failure or collapse under seismic loading such as liquefiable soils. Shallow Foundations Based on our analyses, conventional spread footings will provide adequate support for the proposed building and retaining walls provided that the foundation subgrades are properly prepared. We anticipate that foundation subgrade soils will generally consist of medium dense to dense sandy gravel to gravelly sand with trace to some silt. Our analyses indicate the potential for liquefaction induced settlement due to ground vibrations associated with the IBC design seismic event with a return period of 2,475 years. The foundation recommendations presented below assume that the levels of potential seismic settlement presented in Seismic Design Considerations section of this report (3 inch total and 1Â½ inch differential over 50 feet) are considered acceptable, and that the conventional spread footing foundation system is designed to meet the Life Safety and Collapse Performance objectives of the 2012/2015 IBC. We understand that these levels of potential seismic settlement have been evaluated by the design team and owner and are considered acceptable. The proposed retail building location is roughly coincident with the existing cabinet shop building. We do not recommend supporting new foundations on existing undocumented fill soils. If fills are encountered within the proposed building area during the demolition of the existing building, such fills should be removed and the excavation thoroughly cleaned prior to backfill placement and/or construction. We recommend that any over-excavation of unsuitable fill soils extend outside the limits of the footings a distance equal to the depth of over-excavation. Design recommendations for foundations for the proposed addition and related structural elements are presented in the following sections. Page 13 Arlington Retail Development Project No. 1767.01 March 9, 2017 Allowable Bearing Pressure: Continuous and isolated column footings bearing on medium dense to dense glacial outwash or structural fill placed and compacted in accordance with this report may be designed for a maximum allowable, net, bearing capacity of 3,000 psf. A one-third increase of the bearing pressure may be used for short-term transient loads such as wind and seismic forces. The above-recommended allowable bearing pressure includes a 3.0 factor of safety. Shallow Foundation Depth and Width: For frost protection, the bottom of all exterior footings should bear at least 18 inches below the lowest adjacent outside grade, whereas the bottoms of interior footings should bear at least 12 inches below the surrounding slab surface level. We recommend that all continuous wall and isolated column footings be at least 12 and 24 inches wide, respectively. Lateral Resistance: Resistance to lateral loads can be calculated assuming an ultimate passive resistance of 450 pcf equivalent fluid pressure (triangular distribution) and an ultimate base friction coefficient of 0.60. An appropriate safety factor (or load/resistance factors) should be included for calculating resistance to lateral loads. For allowable stress design, we recommend a minimum 1.5 safety factor. We recommend that passive resistance be neglected in the upper 18 inches of embedment. Estimated Static Settlement: Assuming the foundation subgrade soils are prepared in accordance with recommendations presented herein, we estimate that total and differential settlements will be less than 1 inch and Â½ inch over a distance of about 50 feet, respectively. On-Grade Concrete Slabs Floor slabs for the proposed building may be supported on the medium dense to dense glacial outwash deposits or new structural fill placed in accordance with the recommendations provided in this report. Floor slabs should not be supported on existing fill soils. If unsatisfactory fills are encountered within the slab area, we recommend that the fill be removed and replaced. The following sections provide recommendations for on-grade floor slabs. Subgrade Preparation: Subgrades for on-grade slabs should be prepared in accordance with the Site Preparation and Structural Fill sections of this report. Capillary Break: To provide a capillary break, uniform slab bearing surface, and a minimum subgrade modulus of 150 pci, we recommend the on-grade slabs be underlain by a 5-inch thick layer of compacted, crushed rock meeting the requirements of WSDOT Standard Specification Section 9-03.9(3), Crushed Surfacing Top Course, with the modification of a maximum of 7 percent passing the U.S. No. 200 sieve. Vapor Retarder: From a geotechnical standpoint, a vapor barrier is not considered to be necessary for the proposed building. Where potential slab moisture is a concern or where moisture sensitive floor coverings are planned, we recommend using a puncture-resistant 10-mil thick product such as Stego Wrap, or an approved equivalent, that is classified as a Class A vapor retarder in accordance with ASTM E 1745. To Page 14 Arlington Retail Development Project No. 1767.01 March 9, 2017 avoid puncturing of the vapor barrier, construction equipment should not be allowed to drive over any vapor retarder material. Where pipes and other objects penetrate the barrier, we recommend taping these per the manufacturerâ€™s recommendations. We recommend the slab designer and slab contractor refer to ACI 302 and ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder/barrier. Backfilled Retaining Walls We anticipate that the project may include cast in place retaining walls for loading docks or landscape walls. Geotechnical design recommendations for retaining walls are provided below. Lateral Earth Pressures: The lateral soil pressures acting on backfilled retaining walls will depend on the nature and density of the soil behind the wall, and the ability of the wall to yield in response to the earth loads. Yielding walls (i.e. walls that are free to translate or rotate) that are able to displace laterally at least 0.001H, where H is the height of the wall, may be designed for active earth pressures. Non-yielding walls (i.e. walls that are not free to translate or rotate) should be designed for at-rest earth pressures. Non-yielding walls include walls that are braced to another wall or structure, and wall corners. Assuming that walls are backfilled and drained as described in the following paragraphs, we recommend that yielding walls supporting horizontal backfill be designed using an equivalent fluid density of 35 pcf (active earth pressure). Non-yielding walls should be designed using an equivalent fluid density of 50 pcf (at-rest earth pressure). Surcharge pressures due to sloping backfill, adjacent footings, vehicles, construction equipment, etc. must be added to these lateral earth pressure values. For traffic loads, we recommend using an equivalent two-foot soil surcharge of about 250 psf. For loading docks, point, continuous or evenly distributed loads above the dock will result in horizontal pressure on the wall. The appropriate loading conditions should be incorporated into the loading dock wall design, or we can provide surcharge criteria for loading conditions behind the loading dock wall, if requested. For yielding and non-yielding walls with level backfill conditions, we recommend that a uniformly distributed seismic pressure of 9H psf, where H is the height of the wall, be applied to the walls. The above equivalent fluid pressures are based on the assumption of no buildup of hydrostatic pressure behind the wall. If groundwater is allowed to saturate the backfill soils, hydrostatic pressures will act against a retaining wall; however, if the recommended drainage system is included with each retaining wall, we do not expect that hydrostatic pressures will develop. Lateral Earth Resistance: For recommended bearing capacities and lateral resistance parameters, refer to the Shallow Foundations section above. Page 15 Arlington Retail Development Project No. 1767.01 March 9, 2017 Drainage: Adequate drainage measures must be installed to collect and direct subsurface water away from subgrade walls. All backfilled walls should include a drainage aggregate zone extending two feet from the back of wall for the full height of the wall. The drainage aggregate should consist of material meeting the requirements of WSDOT 9-03.12(2) Gravel Backfill for Walls. A minimum 4-inch diameter, perforated PVC drain pipe should be provided at the base of backfilled walls to collect and direct subsurface water to an appropriate discharge point. We recommend placing a non-woven geotextile, such as Mirafi 140N, or equivalent, around the free draining backfill material. Wall drainage systems should be independent of other drainage systems such as roof drains. Drainage Considerations Surface Drainage: Final site grades should be sloped to carry surface water away from buildings and other drainage-sensitive areas. Additionally, site grades should be designed such that concentrated runoff on softscape surfaces is avoided. Any surface runoff directed towards softscaped slopes should be collected at the top of the slope and routed to the bottom of the slope and discharged in a manner that prevents erosion. Building Perimeter Footing Drains: We recommend that the building be provided with a footing drain system to reduce the risk of future moisture problems and the buildup of hydrostatic pressures. The footing drains should consist of a minimum 4-inch diameter, Schedule 40, rigid, perforated PVC pipe placed at the base of the heel of the footing with the perforations facing down. The pipe should be surrounded by a minimum of 6 inches of clean free-draining granular material conforming to WSDOT Standard Specification 9-03.12(4), Gravel Backfill for Drains. A non-woven filter fabric such as Mirafi 140N, or equivalent, should envelope the free-draining granular material. At appropriate intervals such that water backup does not occur, the drainpipe should be connected to a tightline system leading to a suitable discharge. Cleanouts should be provided for future maintenance. The tightline system must be separate from the roof drain system. Infiltration Considerations We understand that a below-grade stormwater infiltration system is being considered in the western to northwestern portion of the site. Preliminary information provided by PACLAND suggests that the infiltration system may have an invert on the order of 6 to 8 feet below grade. We further understand that stormwater design for this project will be completed in general accordance with the Washington State Department of Ecology 2012 Stormwater Management Manual for Western Washington (2012 Manual). Soil Considerations: The subsurface conditions encountered in the explorations were relatively consistent with respect to soil type and relative density and encountered two layers of glacial recessional outwash soils. In general, the upper 10 to 11 feet of the site soils consist of medium dense to very dense, sand with gravel to gravelly sand with trace to some silt. Below a depth of 10 to 11 feet, the explorations encountered medium dense to dense sand deposits with trace to some silt and gravel to the total depth explored of approximately Page 16 Arlington Retail Development Project No. 1767.01 March 9, 2017 50 feet below grade. Glacial recessional outwash soils are generally considered suitable for infiltration due to their low to moderate fines content and moderate to high permeability. Saturated Hydraulic Conductivity based on Soil Gradation: Volume 3, Section 3.3.6 of the 2012 Manual allows for the determination of the saturated hydraulic conductivity based on ASTM grain size analysis data provided the soils have not been glacially consolidated. The site recessional glacial outwash deposits have not been glacially consolidated. As such, we have determined saturated hydraulic conductivity rates for the upper and lower recessional outwash deposits based on ASTM grain size analysis. The saturated hydraulic conductivity rates presented below are considered long-term (design) rates and include the following correction factors: CFv=0.5; CFt=0.4; and CFm=0.8. ï‚· Upper Recessional Outwash Deposit (upper 10 to 11 feet of site soils): 12 inches/hour ï‚· Lower Recessional Outwash Deposit (10 to 11 feet to groundwater): 6 inches/hour For sites where the lowest conductivity layer is within five feet of the base of the infiltration system, the lowest saturated hydraulic conductivity rate (6 inches/hour) should be used for design purposes. We understand that the design infiltration rate for a system is determined by multiplying the long-term (design) saturated hydraulic conductivity by the hydraulic gradient, and that the hydraulic gradient is a function of several design factors including the separation between the bottom of the facility and the seasonal high groundwater level, the depth of water in the facility, and the geometry of the facility. Seasonal High Groundwater: Groundwater was encountered in all three borings at the time of drilling. Groundwater monitoring wells were installed in all three borings to evaluate fluctuations in groundwater conditions over time. Groundwater was measured in monitoring wells B-1, B-2, and B-3 on March 1, 2017 at depths of approximately 13.95 feet, 15.82 feet, and 13.95 feet below the ground surface, respectively. Based on a March groundwater measurement date and the unusually high wet season precipitation proceeding the measurements, we anticipate that the measured groundwater depth is likely close to the seasonal high. Site elevations were not available at the time this report was prepared, we therefore recommend using a preliminary seasonal high groundwater depth of 14 feet below the finished floor elevation for the existing building for design purposes. ZGA will monitor groundwater conditions in the site wells to evaluate fluctuations in groundwater. Water Quality Treatment Characteristic of Receptor Soils: Soil requirements for water quality treatment considerations are presented under Site Suitability Criteria (SSC) 4 and 6 in Volume 3, Section 3.3.7 of the 2012 Manual. Laboratory test results relative to water quality treatment characteristics are presented below. ï‚· Organic Content: SSC-6 requires a minimum organic content of 1 percent for treatment facilities. Organic content tests completed on samples collected from the upper glacial outwash deposit at depths of 5 and 7Â½ feet had organic contents of 1.3 and 0.7 percent by weight. An organic content Page 17 Arlington Retail Development Project No. 1767.01 March 9, 2017 test completed on a sample collected from the lower glacial outwash deposit at depths of 12Â½ feet had organic contents of 1.5 percent by weight. ï‚· Cation Exchange Capacity: SSC-6 requires a minimum Cation Exchange Capacity (CEC) of 5 milliequivalents/100grams dry soil. percent for treatment facilities. Tests completed on samples collected from the upper glacial outwash deposit at depths of 5 and 7Â½ feet had CEC results of 2.8 and 2.9 milliequivalents/100grams. A test completed on a sample collected from the lower glacial outwash deposit at depths of 12Â½ feet had a CEC result of 3.1 milliequivalents/100grams. Asphalt Pavements Pavement Life and Maintenance: It should be realized that asphaltic pavements are not maintenance- free. The following pavement sections represent our minimum recommendations for an average level of performance during a 20-year design life; therefore, an average level of maintenance will likely be required. A 20-year pavement life typically assumes that an overlay will be placed after about 12 years. Thicker asphalt, base, and subbase courses would offer better long-term performance, but would cost more initially. Conversely, thinner courses would be more susceptible to â€œalligatorâ€ cracking and other failure modes. As such, pavement design can be considered a compromise between a high initial cost and low maintenance costs versus a low initial cost and higher maintenance costs. The recommendations presented below are based on AASHTO Low-Volume Road Design methodologies as presented in the 1993 AASHTO Guide for Design of Pavement Structures. Traffic Design Values: No traffic loading was provided for this project. We have assumed relatively low traffic volumes. Soil Design Values: Pavement subgrade soils are anticipated to consist of on-site soils or, at a minimum, imported structural fill meeting the requirements of Common Borrow. Our analysis assumes the imported fill will have a minimum California Bearing Ration (CBR) value of 15. Recommended Pavement Sections: For standard-duty pavements (parking stalls), we recommend 2Â½ inches of asphalt concrete over 4 inches of crushed rock base course. For heavy-duty pavements (main access drives, truck delivery routes, etc.), we recommend 3 inches of asphalt concrete over 6 inches of crushed rock base course. Materials and Construction: We recommend the following regarding asphalt pavement materials and pavement construction. ï‚· Subgrade Preparation and Compaction: Upper 12 inches of native stripped subgrade should be prepared in accordance with the recommendations presented in the Subgrade Preparation section of this report, and all fill should be compacted in accordance with the recommendations presented in the Structural Fill section of this report. Page 18 Arlington Retail Development Project No. 1767.01 March 9, 2017 ï‚· Asphalt Concrete: We recommend that the asphalt concrete conform to Section 9-02.1(4) for PG 58-22 or PG 64-22 Performance Graded Asphalt Binder as presented in the 2012 WSDOT Standard Specifications. We also recommend that the gradation of the asphalt aggregate conform to the aggregate gradation control points for Â½-inch mixes as presented in Section 9-03.8(6), HMA Proportions of Materials. ï‚· Base Course: We recommend that the crushed aggregate base course conform to Section 9- 03.9(3) of the WSDOT Standard Specifications. ï‚· Compaction and Paving: All base material should be compacted to at least 95 percent of the maximum dry density determined in accordance with ASTM D 1557. We recommend that asphalt be compacted to a minimum of 92 percent of the Rice (theoretical maximum) density or 96 percent of Marshall (Maximum laboratory) density. Placement and compaction of asphalt should conform to requirements of Section 5-04 of the 2012 WSDOT Standard Specifications CLOSURE The analysis and recommendations presented in this report are based, in part, on the explorations completed for this study. The number, location, and depth of the explorations were completed within the constraints of budget and site access so as to yield the information to formulate our recommendations. Project plans were in the preliminary stage at the time this report was prepared. We therefore recommend Zipper Geo Associates, LLC be provided an opportunity to review the final plans and specifications when they become available in order to assess that the recommendations and design considerations presented in this report have been properly interpreted and implemented into the project design. The performance of earthwork, structural fill, foundations, floor slabs, and pavements depend greatly on proper site preparation and construction procedures. We recommend that Zipper Geo Associates, LLC be retained to provide geotechnical engineering services during the foundation construction phases of the project. If variations in subsurface conditions are observed at that time, a qualified geotechnical engineer could provide additional geotechnical recommendations to the contractor and design team in a timely manner as the project construction progresses. This report has been prepared for the exclusive use of PACLAND, and its agents, for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Zipper Geo Associates, LLC reviews the changes and either verifies or modifies the conclusions of this report in writing. Page 19 LEGEND B-1 BORING NUMBER AND APPROXIMATE LOCATION CPT-1 CPT-1 CONE PENETRATION TEST NUMBER AND B-1 APPROXIMATE LOCATION B-2 B-3 CPT-2 40 0 20 40 SCALE IN FEET ARLINGTON RETAIL 7423 204th Street NE Arlington, Washington SITE AND EXPLORATION PLAN DATE: March 2017 Job No. 1767.01 Zipper Geo Associates, LLC FIGURE 19023 36th Ave. W.,Suite D 1 Lynnwood, WA SHT. of1 1 APPENDIX A SUBSURFACE EXPLORATION PROCEDURES AND LOGS APPENDIX A SUBSURFACE EXPLORATION PROCEDURES AND LOGS Field Exploration Description Our field exploration for this project included three borings and two cone penetrometer tests completed in February 2017. The approximate exploration locations are shown on the enclosed Site and Exploration Plan, Figure 1. The exploration locations were determined by measuring distances from existing site features with a fiberglass tape relative to preliminary Site Exhibit prepared by PACLAND dated December 21, 2016. As such, the exploration locations should be considered accurate only to the degree implied by the means and methods used to define them. Soil Borings The borings were advanced using a truck-mounted drill rig operated by an independent drilling company (Environmental Drilling, Inc.) working under subcontract to ZGA. The borings were advanced using hollow stem auger drilling methods. A geologist from our firm continuously observed the borings, logged the subsurface conditions encountered, and obtained representative soil samples. All samples were stored in moisture-tight containers and transported to our laboratory for further evaluation and testing. Samples were obtained by means of the Standard Penetration Test at 2.5- to 5-foot intervals throughout the drilling operation. The Standard Penetration Test (ASTM D 1586) procedure consists of driving a standard 2-inch outside diameter steel split spoon sampler 18 inches into the soil with a 140-pound hammer free falling 30 inches. The number of blows required to drive the sampler through each 6-inch interval is recorded, and the total number of blows struck during the final 12 inches is recorded as the Standard Penetration Resistance, or â€œblow countâ€ (N value). If a total of 50 blows are struck within any 6- inch interval, the driving is stopped and the blow count is recorded as 50 blows for the actual penetration distance. The resulting Standard Penetration Resistance values indicate the relative density of granular soils and the relative consistency of cohesive soils. The enclosed boring logs describes the vertical sequence of soils and materials encountered in the borings, based primarily upon our field classifications. Where a soil contact was observed to be gradational, our logs indicate the average contact depth. Where a soil type changed between sample intervals, we inferred the contact depth. Our logs also graphically indicates the blow count, sample type, sample number, and approximate depth of each soil sample obtained from the borings. Groundwater monitoring wells were installed in all three borings completed for this project to monitor fluctuations in groundwater levels over time. Cone Penetrometer Tests (CPTs) The exploratory probes were advanced with an electric cone penetrometer, using a truck- mounted probe rig operated by an independent firm working under subcontract to ZGA. Due to the presence of gravelly fill soils mantling the site, each probe location was predrilled with a solid stem auger to a depth of about 11 feet. An engineering geologist from our firm continuously observed the probes while electronic monitoring equipment in the probe rig automatically logged the subsurface conditions. After each probe was completed, the probehole was backfilled with a bentonite and water grout. Throughout the probing operation, soil and groundwater properties were measured at 5- centimeter depth intervals by means of the Cone Penetration Test (CPT) as per ASTM: D-3441. This testing procedure involves pushing a standard 1.5-inch diameter steel cone penetrometer into the soil with hydraulic rams. A cone penetrometer consists of a conical tip, a cylindrical sleeve, and a pressure transducer. As the penetrometer is pushed downward, the tip resistance, sleeve friction, and porewater pressure are measured electronically and plotted as a function of depth. Through interpretation, the resulting graphs can reveal soil types and groundwater levels, as well as the relative density of granular soils and the relative consistency of cohesive soils. The enclosed CPT graphs present the vertical plots of several soil properties and groundwater pressures measured by the cone penetrometer at each probe location. These graphs also depict the Standard Penetration Resistance (N60) corresponding to each test interval, based on published conversion charts. The enclosed CPT Probe Logs describe the vertical sequence of soils encountered at each probe location, based primarily on interpretation of the CPT graphs and supported by correlation with logs of nearby borings. Boring Location: See Figure 1, Site and Exploration Plan Drilling Company: EDI, Inc. Bore Hole Dia.:6" Top Elevation: N/A Drilling Method: Hollow Stem Auger Hammer Type: Auto B-1 Date Drilled: 2/17/2017 Drill Rig: B-61 Truck Logged by: BGF SOIL DESCRIPTION PENETRATION RESISTANCE (blows/foot) Standard Penetration Test The stratification lines represent the approximate boundaries Hammer Weight and Drop: between soil types. The transition may be gradual. Refer to Recovery Testing Depth (ft) report text and appendices for additional information. Sample Number SAMPLES Ground Water Blow Counts 0 20 40 60 0 0 to 2 inches crushed rock (parking area) Medium dense, moist, brown, SAND with gravel Medium dense, moist to wet, brown, SAND with gravel to gravelly SAND, some silt (Recessional Outwash) S-1 18 26 5 Dense, wet, brown, SAND with gravel, trace silt (Recessional Outwash) S-2 12 33 GSA Medium dense, wet, brown-gray, sandy GRAVEL, trace to some silt (Recessional Outwash) S-3 12 30 GSA 10 (Drill action smoother at approximately 11 feet) Medium dense, saturated, brown, SAND, trace silt (Recessional Outwash) S-4 18 16 GSA 3/1/17 15 Dense, saturated, brown, SAND, some gravel (Recessional Outwash) S-5 18 49 20 Medium dense, saturated, brown, SAND with gravel, some silt (Recessional Outwash) S-6 18 17 GSA 25 SAMPLE LEGEND GROUNDWATER LEGEND % Fines (<0.075 mm) 2-inch O.D. split spoon sample Clean Sand % Water (Moisture) Content 3-inch I.D. Shelby tube sample Bentonite Plastic Limit Liquid Limit Grout/Concrete Natural Water Content Screened Casing Arlington Drugstore TESTING KEY Blank Casing 7423 204th Street NE GSA = Grain Size Analysis Groundwater level at Arlington, WA 11/2/12time of drilling (ATD) or 200W = 200 Wash Analysis on date of Date: FEB 2017 Project No.: 1767.01 measurement. Consol. = Consolidation Test Zipper Geo Associates BORING Att. = Atterberg Limits B-1 19023 36th Ave. W, Suite D LOG: Lynnwood, WA Page 1 of 2 Boring Location: See Figure 1, Site and Exploration Plan Drilling Company: EDI, Inc. Bore Hole Dia.:6" Top Elevation: N/A Drilling Method: Hollow Stem Auger Hammer Type: Auto B-1 Date Drilled: 2/17/2017 Drill Rig: B-61 Truck Logged by: BGF SOIL DESCRIPTION PENETRATION RESISTANCE (blows/foot) Standard Penetration Test The stratification lines represent the approximate boundaries Hammer Weight and Drop: between soil types. The transition may be gradual. Refer to Recovery Testing Depth (ft) report text and appendices for additional information. Sample Number SAMPLES Ground Water Blow Counts 0 20 40 60 25 Medium dense, saturated, brown, SAND, some silt (Recessional Outwash) S-7 18 16 30 Medium dense, saturated, brown, SAND, with silt (Recessional Outwash) S-8 18 14 GSA 35 Medium dense, saturated, brown, fine to medium SAND, trace silt (Recessional Outwash) S-9 18 17 40 Medium dense, saturated, brown, fine to medium SAND, trace silt (Recessional Outwash) S-10 18 13 GSA 45 Medium dense, saturated, brown, fine to medium SAND, trace silt (Recessional Outwash) S-11 18 18 Boring completed at 49 feet on 2/17/2017. Groundwater measured at 13.95 feet on 3-1-17. Well tag ID: BIZ 339 50 SAMPLE LEGEND GROUNDWATER LEGEND % Fines (<0.075 mm) 2-inch O.D. split spoon sample Clean Sand % Water (Moisture) Content 3-inch I.D. Shelby tube sample Bentonite Plastic Limit Liquid Limit Grout/Concrete Natural Water Content Screened Casing Arlington Drugstore TESTING KEY Blank Casing 7423 204th Street NE GSA = Grain Size Analysis Groundwater level at Arlington, WA 11/2/12time of drilling (ATD) or 200W = 200 Wash Analysis on date of Date: FEB 2017 Project No.: 1767.01 measurement. Consol. = Consolidation Test Zipper Geo Associates BORING Att. = Atterberg Limits B-1 19023 36th Ave. W, Suite D LOG: Lynnwood, WA Page 2 of 2 Boring Location: See Figure 1, Site and Exploration Plan Drilling Company: EDI, Inc. Bore Hole Dia.:6" Top Elevation: N/A Drilling Method: Hollow Stem Auger Hammer Type: Auto B-2 Date Drilled: 2/17/2017 Drill Rig: B-61 Truck Logged by: BGF SOIL DESCRIPTION PENETRATION RESISTANCE (blows/foot) Standard Penetration Test The stratification lines represent the approximate boundaries Hammer Weight and Drop: between soil types. The transition may be gradual. Refer to Recovery Testing Depth (ft) report text and appendices for additional information. Sample Number SAMPLES Ground Water Blow Counts 0 20 40 60 0 2 to 3 inches weeds and gravelly sand Medium dense, moist, brown, SAND with gravel Medium dense, moist, brown to dark brown, SAND with gravel, some silt (Recessional Outwash) S-1 18 27 5 Medium dense, moist to wet, brown, SAND with sub angular to rounded gravel, some silt (Recessional Outwash) S-2 18 19 GSA Medium dense, wet, brown with oxide mottling grading to gray-brown, gravelly SAND, trace silt (Recessional Outwash) S-3 18 25 GSA 10 (Drill action smoother at approximately 11 feet) Medium dense, wet to saturated, brown, SAND, trace silt (Recessional Outwash) S-4 18 16 GSA 15 3/1/17 Loose, saturated, brown, fine to medium SAND, trace silt (Recessional Outwash) S-5 18 10 Boring completed at 19 feet on 2/17/2017. Groundwater 20 measured at 15.82 on 3-1-17. Well tag ID: BIZ 340 25 SAMPLE LEGEND GROUNDWATER LEGEND % Fines (<0.075 mm) 2-inch O.D. split spoon sample Clean Sand % Water (Moisture) Content 3-inch I.D. Shelby tube sample Bentonite Plastic Limit Liquid Limit Grout/Concrete Natural Water Content Screened Casing Arlington Drugstore TESTING KEY Blank Casing 7423 204th Street NE GSA = Grain Size Analysis Groundwater level at Arlington, WA 11/2/12time of drilling (ATD) or 200W = 200 Wash Analysis on date of Date: FEB 2017 Project No.: 1767.01 measurement. Consol. = Consolidation Test Zipper Geo Associates BORING Att. = Atterberg Limits B-2 19023 36th Ave. W, Suite D LOG: Lynnwood, WA Page 1 of 1 Boring Location: See Figure 1, Site and Exploration Plan Drilling Company: EDI, Inc. Bore Hole Dia.:6 Top Elevation: N/A Drilling Method: Hollow Stem Auger Hammer Type: Auto B-3 Date Drilled: 2/17/2017 Drill Rig: B-61 Truck Logged by: BGF SOIL DESCRIPTION PENETRATION RESISTANCE (blows/foot) Standard Penetration Test The stratification lines represent the approximate boundaries Hammer Weight and Drop: between soil types. The transition may be gradual. Refer to Recovery Testing Depth (ft) report text and appendices for additional information. Sample Number SAMPLES Ground Water Blow Counts 0 20 40 60 0 0 to 2 inches crushed rock (parking area) Medium dense, moist, brown, SAND with gravel Medium dense, wet, brown, gravelly SAND, trace to some silt (Recessional Outwash) S-1 10 13 5 Very dense, wet, brown to gray-brown, gravelly SAND to sandy GRAVEL, trace to some silt (Recessional Outwash) S-2 12 57 Dense, wet, gray-brown to gray, sandy GRAVEL, trace to some silt (Recessional Outwash) S-3 18 36 10 (Drill action smoother at approximately 10 feet) Loose, wet to saturated, brown, SAND, trace silt (Recessional Outwash) S-4 18 9 3/1/17 15 Loose, saturated, brown, SAND trace silt (Recessional Outwash) S-5 18 10 Boring completed at 19 feet on 2/17/2017. Groundwater 20 measured at 13.95 feet on 3-1-17. Well tag ID: BIZ 341 25 SAMPLE LEGEND GROUNDWATER LEGEND % Fines (<0.075 mm) 2-inch O.D. split spoon sample Clean Sand % Water (Moisture) Content 3-inch I.D. Shelby tube sample Bentonite Plastic Limit Liquid Limit Grout/Concrete Natural Water Content Screened Casing Arlington Retail TESTING KEY Blank Casing 7423 204th Street NE GSA = Grain Size Analysis Groundwater level at Arlington, WA 11/2/12time of drilling (ATD) or 200W = 200 Wash Analysis on date of Date: FEB 2017 Project No.: 1767.01 measurement. Consol. = Consolidation Test Zipper Geo Associates BORING Att. = Atterberg Limits B-3 19023 36th Ave. W, Suite D LOG: Lynnwood, WA Page 1 of 1 Zipper Geo Operator: Romanelli CPT Date/Time: 3/1/2017 8:13:31 AM Sounding: CPT-01 Location: Arlington Cone Used: DDG1263 Job Number: 1767.01 GPS Data: NO GPS Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qt TSF Fs/Qt (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 5 -8 6 0 12 0 80 0 5 10 15 20 25 Depth (ft) 30 35 40 45 50 Maximum Depth = 7.22 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *Soil behavior type and SPT based on data from UBC-1983 Zipper Geo Operator: Romanelli CPT Date/Time: 3/1/2017 9:11:51 AM Sounding: CPT-01a Location: Arlington Cone Used: DDG1263 Job Number: 1767.01 GPS Data: NO GPS Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qt TSF Fs/Qt (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 5 -8 6 0 12 0 80 0 5 10 15 20 25 Depth (ft) 30 35 40 45 50 Maximum Depth = 18.54 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *Pre-drilled 11 ft *Pre-drilled 11 ft Arlington Retail *Soil behavior type and SPT based on data from UBC-1983 Zipper Geo Operator: Romanelli CPT Date/Time: 3/1/2017 10:20:10 AM Sounding: CPT-02 Location: Arlington Cone Used: DDG1263 Job Number: 1767.01 GPS Data: NO GPS Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N* Qt TSF Fs/Qt (%) Pw PSI Zone: UBC-1983 60% Hammer 0 500 0 5 -8 6 0 12 0 80 0 5 10 15 20 25 Depth (ft) 30 35 40 45 50 Maximum Depth = 50.20 feet Depth Increment = 0.164 feet 1 sensitive fine grained 4 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained (*) 3 clay 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand (*) *Pre-drilled 11 ft *Pre-drilled 11 ft Arlington Retail *Soil behavior type and SPT based on data from UBC-1983 APPENDIX B LABORATORY TESTING PROCEDURES AND RESULTS APPENDIX B LABORATORY TESTING PROCEDURES AND RESULTS A series of laboratory tests were performed by ZGA during the course of this study to evaluate the index and geotechnical engineering properties of the subsurface soils. Descriptions of the types of tests performed are given below. Visual Classification Samples recovered from the exploration locations were visually classified in the field during the exploration program. Representative portions of the samples were carefully packaged in moisture tight containers and transported to our laboratory where the field classifications were verified or modified as required. Visual classification was generally done in accordance with ASTM D 2488. Visual soil classification includes evaluation of color, relative moisture content, soil type based upon grain size, and accessory soil types included in the sample. Soil classifications are presented on the exploration logs in Appendix A. Moisture Content Determinations Moisture content determinations were performed on representative samples obtained from the explorations in order to aid in identification and correlation of soil types. The determinations were made in general accordance with the test procedures described in ASTM D 2216. Moisture contents are presented on the exploration logs in Appendix A. Grain Size Analysis A grain size analysis indicates the range in diameter of soil particles included in a particular sample. Grain size analyses were performed on representative samples in general accordance with ASTM D 422. The results of the grain size determinations for the samples were used in classification of the soils, and are presented in this appendix. Cation Exchange Capacity Cation exchange capacity tests were performed on representative samples in general accordance with the SW-846 9091 test method. The results of the cation exchange capacity tests were used to evaluate the water quality treatment characteristics of potential infiltration system receptor soils, and are presented in this appendix. Organic Content Organic content tests were performed on representative samples in general accordance with ASTM D 2974. The results of the organic content tests were used to evaluate the water quality treatment characteristics of potential infiltration system receptor soils, and are presented in this appendix. Laboratory Maximum Density Test The laboratory maximum density represents the highest degree of density which can be obtained from a particular soil type by imparting a predetermined compaction effort. The test determines the â€œoptimumâ€ moisture content of the soil at the laboratory maximum density. The laboratory maximum density test was performed on a bulk sample of material in general accordance with ASTM: D-1557. The test result is shown in this appendix and presented as a curve where the soil dry density is compared to the moisture content. GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 80 70 60 50 40 PERCENT FINER BY WEIGHT 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines (%) Description SAND with B-1 S-2 5.0 6.9 3.9 gravel, trace silt Project No.: 1767.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 2/23/2017 Arlington Retail GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 80 70 60 50 40 PERCENT FINER BY WEIGHT 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines (%) Description Sandy GRAVEL, B-1 S-3 7.5 4.9 4.9 trace silt Project No.: 1767.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 2/23/2017 Arlington Retail GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 80 70 60 50 40 PERCENT FINER BY WEIGHT 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines (%) Description SAND, some B-1 S-4 12.5 17.4 5.7 gravel, some silt Project No.: 1767.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 2/23/2017 Arlington Retail GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 80 70 60 50 40 PERCENT FINER BY WEIGHT 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines (%) Description SAND with B-1 S-6 22.5 19.4 9.4 gravel, some silt Project No.: 1767.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 2/23/2017 Arlington Retail GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 80 70 60 50 40 PERCENT FINER BY WEIGHT 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines (%) Description SAND, with silt B-1 S-8 32.5 29.2 14.8 Project No.: 1767.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 2/23/2017 Arlington Retail GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 80 70 60 50 40 PERCENT FINER BY WEIGHT 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines (%) Description SAND, trace silt, B-1 S-10 42.5 28.9 4.5 trace gravel Project No.: 1767.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 2/23/2017 Arlington Retail GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 80 70 60 50 40 PERCENT FINER BY WEIGHT 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines (%) Description SAND with B-2 S-2 5.0 6.4 5.6 gravel, some silt Project No.: 1767.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 2/23/2017 Arlington Retail GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 80 70 60 50 40 PERCENT FINER BY WEIGHT 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines (%) Description Gravelly SAND, B-2 S-3 7.5 5.4 4.8 trace fines Project No.: 1767.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 2/23/2017 Arlington Retail GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 SIZE OF OPENING IN INCHES U.S. STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 80 70 60 50 40 PERCENT FINER BY WEIGHT 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines (%) Description SAND, some silt, B-2 S-4 12.5 10.2 5.7 trace gravel Project No.: 1767.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 2/23/2017 Arlington Retail Job No. 1767.01 LABORATORY Sample No. Bulk Sample Job Name Arlington Retail COMPACTION Location B-3 CURVE Date Tested 03.01.2017 Depth / Elevation 0 to 2 ft. 150 Test Results Compaction Size Test Standard MoldASTM D 1557 C 6-in. 145 Test No. Field Moist. 2 3 4 Dry Density (lbs/cu.ft.) 135.1 129.2 129.4 Moisture Content (%) 8.8 12.5 3.9 140 Maximum Dry Density / Oversize Corrected (pcf) 135.5 139.7 Opt. Moisture Content / Oversize Corrected (%) 8.0 6.9 Oversize Fraction (%) / Sieve Used 16 3/4" 135 Sample Description: Comments: 130 125 120 Dry Unit Weight (pcf) 115 110 105 100 2.80 Zero Air Voids Curves For Various Specific Gravities 2.70 95 2.60 2.50 2.40 90 0 5 10 15 20 25 30 35 40 45 Moisture Content (%) Zipper Geo Associates, LLC 19023 36th Avenue West, Suite D Lynnwood, Washington 98036 (425) 582-9928 Am Test Inc. Professional 13600 NE 126TH PL Analytical Suite C Services Kirkland, WA 98034 (425) 885-1664 www.amtestlab.com ANALYSIS REPORT ZIPPERGEO ASSOCIATES Date Received: 02/23/17 19026 36TH AVE W Date Reported: 3/ 3/17 , WA Attention: BRYAN FOWLER Project Name: ARLINGTON RETAIL Project #: 1767.01 All results reported on an as received basis. _________________________________________________________________________________________________ AMTEST Identification Number 17-A002490 Client Identification B-2 ,S-2 Sampling Date 02/17/17, 10:00 Conventionals PARAMETER RESULT UNITS Q D.L. METHOD ANALYST DATE Cation Exchange Capacity 2.8 meq/100g 0.5 SW-846 9081 AY 03/01/17 Organic Matter 1.3 % 0.1 ASTM D 2974 SW 03/02/17 _________________________________________________________________________________________________ AMTEST Identification Number 17-A002491 Client Identification B-3 ,S-3 Sampling Date 02/17/17, 11:00 Conventionals PARAMETER RESULT UNITS Q D.L. METHOD ANALYST DATE Cation Exchange Capacity 2.9 meq/100g 0.5 SW-846 9081 AY 03/01/17 Organic Matter 0.7 % 0.1 ASTM D 2974 SW 03/02/17 ZIPPERGEO ASSOCIATES Project Name: ARLINGTON RETAIL AmTest ID: 17-A002492 _________________________________________________________________________________________________ AMTEST Identification Number 17-A002492 Client Identification B-3 ,S-4 Sampling Date 02/17/17, 11:10 Conventionals PARAMETER RESULT UNITS Q D.L. METHOD ANALYST DATE Cation Exchange Capacity 3.1 meq/100g 0.5 SW-846 9081 AY 03/01/17 Organic Matter 1.5 % 0.1 ASTM D 2974 SW 03/02/17 _________________________________ Kathy Fugiel President 6814 GREENWOOD AVE N. T 206.522.9510 SEATTLE, WA 98103 WWW.PACLAND.COM Memorandum Date: November 15, 2019 To: City of Arlington â€“ Public Works From: Sean Mallon, P.E. Subject: 204th St. NE Starbucks Stormwater Technical Memorandum As part of the Bartellâ€™s Drugstore development, future development of the adjacent parcel/pad was anticipated. Design and construction of the stormwater facilities contemplated this development and were sized accordingly with respect to water quality (treatment) and quantity (detention/infiltration). The proposed development will consist of a 1,950 SF coffee shop with drive thru, associated parking, drive aisles, landscaping, patios/walkways, utility and storm infrastructure. Calculations for sizing of the stormwater facilities were included in the storm drainage report â€œArlington Drugstore â€“ 7423 204th St NEâ€ dated July 2017, included as an attachment to this memorandum. The breakdown of the various surfaces for the Bartell Drugs and future development were as follows: Developed Conditions Condition Area Pavement (PGIS) 1.19 AC Concrete 0.12 AC Roof 0.44 AC Landscape 0.51 AC Landscape (Off- 0.23 AC Site) The areas and associated conditions will remain consistent with those indicated in the report as part of the proposed development. Therefore, we are not planning any additional stormwater treatment or detention. Note all stormwater drainage will be infiltrated on-site. Attachments: Arlington Drugstore â€“ 7423 204th St. NE Storm Drainage Report Dated July 2017 RPI Drugstore Storm Drainage Report Arlington, Washington Table of Contents Section Page EXECUTIVE SUMMARYâ€¦â€¦â€¦.â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.3 DESIGN CRITERIAâ€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..3 PROPOSED DRAINAGE SYSTEMâ€¦â€¦..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..4 SECTION 1- PROJECT OVERVIEWâ€¦â€¦.â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦5 PROJECT DESCRIPTIONâ€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.5 SITE LOCATIONâ€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..5 SOILSâ€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.6 SECTION 2- EXISTING CONDITIONSâ€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦7 EXISTING SUB-BASINSâ€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦7 EXISTING STORMWATER FACILITIESâ€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..7 SECTION 3- DEVELOPED CONDITIONSâ€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.8 DEVELOPED SUB-BASINSâ€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦8 DEVELOPED STORMWATER FACILITIESâ€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦8 SECTION 4- OFFSITE ANALYSISâ€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.9 UPSTREAM ANALYSISâ€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦9 DOWNSTREAM ANAYLSISâ€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..9 SECTION 5- CONDITIONS AND REQUIREMENTSâ€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..10 SECTION 6- HYDROLOGIC MODELINGâ€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.13 EXISTING HYDROLOGYâ€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..13 DEVELOPED SITE HYDROLOGYâ€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.....â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.13 FLOW CONTROL ANALYSISâ€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦...â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.14 WATER QUALITY SYSTEMâ€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦...â€¦â€¦â€¦â€¦â€¦â€¦â€¦14 SECTION 7- CSWPPP ANALYSIS AND DESIGNâ€¦â€¦â€¦â€¦â€¦â€¦â€¦.â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦15 SECTION 8- SPECIAL REPORTS AND STUDIES.â€¦â€¦..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.18 SECTION 9- OTHER PERMITSâ€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦..â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦19 SECTION 10- OPERATIONS AND MAINTENANCE MANUALâ€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦â€¦.20 APPENDICES: A - EXHIBITS B - PLANS C - OPERATIONS AND MAINTENANCE MANUAL D - GEOTECHNICAL REPORTS E - HYDROLOGIC MODELING CALCULATIONS PACLAND Project #10533005 Page 2 RPI Drugstore Storm Drainage Report Arlington, Washington Executive Summary The proposed development is located at 7423 204th St NE in Arlington, Washington. The site is bordered by SR 9 to the east, 240th St NE to the south, two abandoned steel framed buildings to the west and a vacant lot to the north. The site is currently occupied by a cabinet store with associated gravel drive aisles and parking lot. The entire lot is approximately 2.23 acres in size. The project involves construction of a new drugstore building and coffee shop along with associated parking, vehicle display, drive aisles, drive through, landscaping, utilities, and storm drain facilities. The project site lies within the Portage Creek Subwatershed, which is part of the Stillaguamish Watershed. The property is zoned GC (General Commercial). The comprehensive plan for the site is also GC. Design Criteria: The City of Arlington uses Stormwater Management Manual (SWMMWW), 2012 Edition with 2014 amendments. Per the requirements of SWMMWW, both flow control and water quality mitigation will be required as a result of the proposed development. Table 1 Jurisdictional Requirements Peak Runoff Control: Match the pre-developed discharge rates from 50% of the 2-year peak flow up through the full 50-year peak flow Water Quality: 91st percentile, 24-hour runoff rate Conveyance Design: 25-year storm event PACLAND Project #10533005 Page 3 RPI Drugstore Storm Drainage Report Arlington, Washington Proposed Drainage System: The developed site shall be considered one sub-basin. A system of catch basins and underground storm drainage piping will collect stormwater runoff on the site and convey it to an open-bottom detention chamber network on the north side of the site. Prior to entering the detention system, runoff will be routed through Modular Wetland facilities to provide water quality treatment prior to infiltrating runoff. The detention chamber network will infiltrate up to the 100-year storm event on-site. See Section 6 for more detail about the proposed drainage system. PACLAND Project #10533005 Page 4 RPI Drugstore Storm Drainage Report Arlington, Washington Section 1 - Project Overview Project Description The proposed development is located at 7423 204th St NE in Arlington, Washington. The site is bordered by SR 9 to the east, 240th St NE to the south, two abandoned steel framed buildings to the west and a vacant lot to the north. The site is currently occupied by a cabinet store with associated gravel drive aisles and parking lot. The entire lot is approximately 2.23 acres in size. The project involves construction of a new drugstore building and coffee shop along with associated parking, drive aisles, drive through, landscaping, utilities, and storm drain facilities. The proposed project will include the construction of an approximately 14,670 SF drugstore and possibly a 2,000 SF coffee stand for future development. Site Location Figure 2 - Site Location Location: 7423 204 St NE, Arlington, WA 98223 Section/Township/Range: SE Quarter of Section 29, Township 31, Range 05 Parcel/Tax Lot(s): Eastern - 31051100304100 Western - 31052900405400 Size: 2.23 acres City, County, State: Arlington, Snohomish County, Washington PACLAND Project #10533005 Page 5 RPI Drugstore Storm Drainage Report Arlington, Washington Governing Agency: City of Arlington Design Criteria: 2012 Stormwater Management Manual for Western Washington (2014 Amendments) Drainage Basin: The project site is located within the Portage Creek Subwatershed which is part of the Stillaguamish Watershed. Soils Websoil Survey Figure 3 - Site Soils (USDA Web Soil Survey Map) The site is underlain entirely of Norma loam according to the USDA Natural Resource Conservation Service, Web Soil Survey for Snohomish County Area, Washington. Geotechnical Report The following information was gathered from a report created by Zipper Geo Associates, LLC. on March 9, 2017. Per the report, the site is underlain by well-drained Marysville Sand Member, stratified to massive outwash sand with some fine gravel and some areas of silt and clay. According to the report, the design rate for infiltration on site should be 6 inches/hour. This design rate was used to model the stormwater detention on this site. PACLAND Project #10533005 Page 6 RPI Drugstore Storm Drainage Report Arlington, Washington Section 2 - Existing Conditions Existing Sub-basins The existing site consists of one sub-basin. The majority of stormwater on this site infiltrates into the ground. The existing grading of the site transports stormwater toward existing catch basins south of the existing building. Stormwater that lands in the northwest corner of the site sheet flows to the existing private street to the west of the property. The upstream and downstream analysis of this sub-basin will be described in more detail in Section 4. An exhibit showing the existing conditions is provided in Appendix A. Existing Stormwater Facilities There are four existing catch basins within the property that will be removed during construction. These catch basins do not tie into any storm system, and therefore infiltrate into the ground. The existing site does not provide any flow control or water quality facilities. The existing hydrology will be described in more detail in Section 6. PACLAND Project #10533005 Page 7 RPI Drugstore Storm Drainage Report Arlington, Washington Section 3 - Developed Conditions Developed Sub-basins The developed basin is also considered one sub-basin and preserves the same drainage patterns as the existing site. However, the developed site will infiltrate 100% of the stormwater within the detention chamber network. The upstream and downstream analysis of these two sub- basins will be described in more detail in Section 4. An exhibit showing the developed conditions is provided in Appendix A. Developed Stormwater Facilities The developed property will implement a series of catch basins and storm pipes to collect and convey stormwater to the proposed detention chamber network located on the northern portion of the center drive aisle. More detail about the developed hydrology and stormwater facilities will be described in Section 6. PACLAND Project #10533005 Page 8 RPI Drugstore Storm Drainage Report Arlington, Washington Section 4 - Off-Site Analysis Upstream Analysis Minimal stormwater from adjacent properties will drain onto the project site. Stormwater from the properties to the south will enter the municipal storm system before reaching the proposed project. There is minimal offsite tributary area contributing to the storm system. Downstream Analysis The proposed project will not contribute any stormwater downstream of the site. All the stormwater runoff on the site will be conveyed to the proposed detention chamber network for infiltration. Therefore, no downstream impacts will be created. PACLAND Project #10533005 Page 9 RPI Drugstore Storm Drainage Report Arlington, Washington Section 5 - Conditions and Requirements As required by the 2014 Stormwater Management Manual for Western Washington (SWMMWW), this project is subject to a full drainage review. Therefore, the storm drainage design for this project is required to comply with all ten (10) Minimum Requirements. The requirements have been met as follows: Minimum Requirement #1: Preparation of Stormwater Site Plans This project proposes to replace greater than 2,000 square feet of impervious surface; thus, Minimum requirement #1 applies and a Stormwater Site Plan must be prepared for review by the local jurisdiction. Response: This Storm Drainage Report has been prepared to address this requirement. Minimum Requirement #2: Construction Stormwater Pollution Prevention All erosion and sediment control measures shall be governed by the requirements of Department of Ecologyâ€™s 2014 Stormwater Management Manual for Western Washington and the General Permit for Construction Stormwater. The twelve elements as identified in the manual and provided below will be incorporated into the TESC plans: Element 1: Preserve Vegetation/Mark Clearing Limits Element 2: Establish Construction Access Element 3: Control Flow Rates Element 4: Install Sediment Controls Element 5: Stabilize Soils Element 6: Protect Slopes Element 7: Protect Drain Inlets Element 8: Stabilize Channels and Outlets Element 9: Control Pollutants Element 10: Control De-watering Element 11: Maintain BMPs Element 12: Manage the Project Element 13: Protect Low Impact Development BMPs Response: Temporary Erosion and Sediment control plans will be prepared to address the elements identified. Since the project will result in greater than 1 acre of soil disturbance, a Stormwater Pollution Prevention Plan (SWPPP) will be prepared and coverage under the NPDES Construction Stormwater General Permit will be obtained prior to construction. See Section 8 of this report for a complete description of the construction and erosion control strategies being implemented. PACLAND Project #10533005 Page 10 RPI Drugstore Storm Drainage Report Arlington, Washington Minimum Requirement #3: Source Control of Pollution All known, available, and reasonable source control BMPs must be applied to all projects. Source control BMPs must be selected, designed, and maintained according to the 2014 SWMMWW. Response: Source control BMPs will be implemented according to the standards outlined in the 2014 SWMMWW. Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls Natural drainage patterns shall be maintained, and discharges from the project site shall occur at the natural location, to the maximum extent practicable. The manner by which runoff is discharged from the project site must not cause a significant adverse impact to downstream receiving waters and downgradient properties. All outfalls require energy dissipation. Response: The proposed drainage design is consistent with the existing site. The proposed development will store and infiltrate stormwater within its boundaries. The stormwater will not contribute to downstream waters due to this. Refer to Section 6 more detail about the existing and proposed drainage hydrology. Minimum Requirement #5: On-site Stormwater Management Projects shall employ On-site Stormwater Management BMPs in accordance with the following projects thresholds, standards, and lists to infiltrate, disperse, and retain stormwater runoff on- site to the extent feasible without causing flooding or erosion impacts. Response: The proposed system will implement on-site stormwater management BMPs per the 2014 SWMMWW. Minimum Requirement #6: Runoff Treatment Projects in which the total of effective, pollution-generating impervious surface (PGIS) is 5,000 SF or more in a threshold discharge area of the project require construction of stormwater treatment facilities. Projects in which the total of pollution-generating pervious surfaces (PGPS) is three-quarters (3/4) of an acre or more in a threshold discharge area, and from which there is a surface discharge in a natural or man-made conveyance system from the site also require treatment facilities. 91% of the runoff volume of an approved continuous runoff model will be required to be treated for water quality. Response: Water quality treatment facilities will be implemented per Volume V of the 2014 SWMMWW. Minimum Requirement #7: Flow Control Projects must provide flow control to reduce the impacts of stormwater runoff from hard surfaces and land cover conversions. The requirement below applies to projects that discharge stormwater directly, or indirectly through a conveyance system, into a fresh waterbody. PACLAND Project #10533005 Page 11 RPI Drugstore Storm Drainage Report Arlington, Washington Stormwater discharges shall match 50% of the pre-developed 2-year peak flow up to the full 50 -year peak flow. The pre-developed condition should match a forested land cover. Proper Flow Control BMPs shall be selected and designed according to the current SWMMWW. Response: The proposed site will direct all runoff via catch basins and storm pipes to a detention chamber network for infiltration. This detention chamber network will be able to accommodate for the required flows. Minimum Requirement #8: Wetlands Protection The thresholds identified in Minimum Requirement #6 and Minimum Requirement #7 shall also be applied for any discharge to wetlands. Response: There are no wetlands within the development area of the site. Minimum Requirement #9: Basin/Watershed Planning Projects may be subject to equivalent or more stringent minimum requirements for erosion control, source control, treatment, and operation and maintenance, and alternative requirements for flow control and wetlands hydrologic control as identified in Basin/Watershed Plans. Response: No known alternative requirements for flow control have been identified for this site. Minimum Requirement #10: Operation and Maintenance An operation and maintenance manual that is consistent with the provisions in the SWMMWW shall be provided for proposed stormwater facilities and BMPs, and the parties responsible for maintenance and operation shall be identified. Response: The Operations and Maintenance of the storm water management system is detailed in the Operations and Maintenance section of this report. PACLAND Project #10533005 Page 12 RPI Drugstore Storm Drainage Report Arlington, Washington Section 6 - Hydrologic Modeling Existing Site Hydrology The existing site consists of one sub-basin. This sub-basin ranges from an elevation of about 129 in the southeast and slopes down to an elevation of 122 in the northwest corner. The majority of stormwater runoff infiltrates into the landscaping on site. The remaining runoff sheet flows toward the northwest corner of the site and on to the asphalt road to the west of the site. The pre-developed conditions for the project site area are shown in Table 3. An exhibit showing the existing conditions is provided in Appendix A. Table 3 Pre-Developed (Existing) Conditions Land Cover Area Concrete 0.14 AC Gravel 1.26 AC Roof 0.41 AC Landscape 0.45 AC Landscape (Off-Site) 0.23 AC Developed Site Hydrology The developed site will preserve the general configuration of the existing sub-basin, with runoff generally flowing from the southeast corner to the northwest corner. Stormwater on site will be collected by catch basins and conveyed to a detention chamber network for infiltration. Prior to infiltrating, stormwater will be treated using Modular Wetland water treatment structures. All stormwater on site will be treated and detained on site. Therefore, the existing drainage pattern is maintained. The post-developed conditions and peak runoff rates for the entire basin area are shown in Table 4. An exhibit showing the developed conditions is provided in Appendix A. The proposed grading and drainage plan is included in Appendix B. Table 4 Developed Conditions Condition Area Pavement (PGIS) 1.19 AC Concrete 0.12 AC Roof 0.44 AC Landscape 0.51 AC Landscape (Off-Site) 0.23 AC PACLAND Project #10533005 Page 13 RPI Drugstore Storm Drainage Report Arlington, Washington Flow Control Analysis The proposed design will implement a detention chamber network to store and infiltrate the stormwater to account for 50% of the pre-developed 2-year peak flow up to the full 50-year peak flow. The required storage calculated using WWHM is 8,712 CF. The proposed design for the detention chamber system shows a surface area of will provide a storage volume of 8,766 CF. There will be four rows of chambers being implemented in the design. The overall height of the chambers including the gravel below and above the chamber is 5.5 feet. For more information on the detention chamber details and plans, reference Appendix B. The developed flow requires information regarding sizing of stormwater detention, performed using WWHM, can be found in Appendix E. Table 5 Existing Flow Rates Storm Event Flow Rate (cfs) 2-year 0.08 5-year 0.13 10-year 0.16 25-year 0.21 50-year 0.25 100-year 0.30 Table 6 Developed Flow Rates Storm Event Flow Rate (cfs) 2-year 0 5-year 0 10-year 0 25-year 0 50-year 0 100-year 0 Water Quality System Runoff from pollutant-generating surfaces will be managed using Modular Wetland water treatment structures prior to entering the detention chamber network for infiltration. Per the SWMMWW, water quality treatment will be provided such that 91% of the runoff generated from pollutant-generating surfaces. Per the WWHM output provided in Appendix E, the design water quality flow rate is 0.1452 CFS. The off-line rate is utilized due to the internal bypass component of the MWS, which allows flows exceeding the water quality rate to bypass the treatment chamber. Runoff generated from non-pollutant generating surfaces has been routed directly to the infiltration system. For more information on the modular wetland details and plans, reference Appendix B. PACLAND Project #10533005 Page 14 RPI Drugstore Storm Drainage Report Arlington, Washington Section 7 - CSWPPP Analysis and Design All erosion and sediment control measures shall be governed by the requirements Department of Ecologyâ€™s 2014 Storm Water Management for Western Washington and the General Permit for Construction Storm Water. A National Pollutant Discharge Elimination System (NPDES) Permit will be obtained and a Stormwater Pollution Prevention Plan (SWPPP) will be prepared for this project. A temporary erosion and sedimentation control plan will be prepared to assist the contractor in complying with these requirements. The Erosion and Sediment Control (ESC) plan will be included with the construction plans. 1. Construction Sequence and Procedure The proposed development will include an erosion/sedimentation control plan designed to prevent sediment-laden run-off from leaving the site during construction. The erosion potential of the site is influenced by four major factors: soil characteristics, vegetative cover, topography, and climate. Erosion/sedimentation control is achieved by a combination of structural measures, cover measures, and construction practices that are tailored to fit the specific site. The contractor will be responsible for implementing the following erosion control and storm water management control measures. The contractor may designate these tasks to certain subcontractors as they see fit, but the ultimate responsibility for implementing these controls and ensuring their proper functioning remains with the contractor. The order of activities will be as follows. Phase 1 1. Prior to any construction work on the site, representatives from the City of Arlington must approve the storm water pollution prevention plan. 2. Mark clearing limits. 3. Install inlet protection to all existing catch basins. 4. Install temporary stabilized construction entrance. 5. Install perimeter silt fences, interceptor swales, etc. Protect existing and proposed infiltration areas. 6. Construct temporary sediment and infiltration pond. 7. Remove any existing structures that may be on site. 8. Protect and stabilize slopes. 9. Begin clearing and grubbing operations. Clearing and grubbing done from October 1st through April 30th is authorized as long as there are erosion and sediment control measures. 10. Commence site grading. PACLAND Project #10533005 Page 15 RPI Drugstore Storm Drainage Report Arlington, Washington Phase 2 1. Disturbed areas of the site where construction activity has ceased for more than 7 days between May 1 and September 30 or 2 days between October 1 and April 30 shall be temporarily seeded and watered. 2. Install haul road. 3. Construct building pad and install concrete wash out area. 4. Construct permanent storm water facilities. Remove temporary sedimentation ponds. 5. Install utilities, underdrains, storm sewers, curbs and gutters. 6. Install inlet/outlet protection at the locations of all grate inlets, curb inlets, and at the ends of all exposed storm sewer pipes. 7. Install rip rap around outlet structures. 8. Prepare site for paving. Finalize pavement subgrade preparation. 9. Remove inlet protection around inlets and manholes no more than 48 hours prior to placing stabilized base course. 10. Install base material as required for pavement. Pave site. Do not pave over catch basins. 11. Complete final grading in non-parking areas and install permanent seeding and planting. 12. Remove silt fencing only after all paving is complete and exposed surfaces are stabilized. 13. Remove temporary construction exits only prior to pavement construction in these areas (These areas are to be paved last). The degree of erosion risk on the proposed project site is minimal. Slope across the site is minimal. Runoff will not travel at high velocities across the site and, therefore, will not cause noticeable erosion impacts. 2. Temporary Soil Stabilization Temporary stabilization practices for this project include: â€¢ Temporary seeding and planting of all unpaved areas using the hydro-mulching grass seeding technique. â€¢ Mulching exposed areas. â€¢ Installation of rolled erosion control products. Structural practices for this project include the following. Refer to the Erosion Control plans for specific locations and details: â€¢ Inlet protection using fiber fabric. â€¢ Outlet protection (velocity dissipation) using rip rap. â€¢ Perimeter protection using silt fences. â€¢ Stabilized construction entrance/exit points and staging area. â€¢ Temporary sediment basin. â€¢ Silt fence. â€¢ Interceptor swales. â€¢ Temporary storm drain riser. Daily inspection of the erosion control measures will be required during construction. Any sediment buildup shall be removed and disposed offsite at an appropriate disposal facility. PACLAND Project #10533005 Page 16 RPI Drugstore Storm Drainage Report Arlington, Washington Vehicle tracking of mud off-site shall be avoided. A gravel construction entrance/exit will be installed at a location to enter the site. The construction entrance/exit is a minimum requirement and may be supplemented if tracking of mud onto public streets becomes excessive. In the event that mud is tracked off site, it shall be swept and disposed of offsite on a daily basis. Because vegetative cover is the most important form of erosion control, construction practices must adhere to stringent cover requirements. More specifically, the contractor will not be allowed to leave soils open for more than 7 days between May 1st and September 30th and 2 days between October 1st and April 30th. Soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on the weather forecast. Applicable practices include, but are not limited to, temporary and permanent seeding, sodding, mulching, plastic covering, and soil application of polyacrylamide. Soil stockpiles must be stabilized from erosion, protected with sediment trapping measures, and, where possible, be located away from storm drain inlets, waterways and drainage channels. 3. Temporary Sediment Control Pond Storm water shall be detained on-site during construction in a temporary sediment control pond and two temporary sediment ponds located in the southwest corner of the site. The contractor shall construct interceptor swales to keep storm water from leaving the site. The sediment ponds will need to adhere to all NPDES and SWPPP requirements. The DOE requires that temporary sediment ponds need to be designed to contain the 10-year developed event. The sediment ponds are sized to approximately 30% of the volume of the infiltration pond to provide for pre-settling. 4. Permanent Erosion Control and Site Restoration Upon completion of the project, areas of the site that are not stabilized with paving, rooftops, or landscaping as shown on the site plans will be protected with either grass, ground cover/plantings or existing vegetation as shown on the Landscape Plans. In general, storm runoff from the site will be collected by catch basins connected to a storm water quality structure and then flows into detention system. 5. Inspection Sequence The construction site operator will periodically inspect its sites. Because our project disturbs more than one acre, a certified erosion and sediment control lead will be identified within the SWPPP. This individual will be present on site or on call at all times. 6. Control of Pollutants Other than Sediments Pollutants shall be controlled on the work site through the utilization of a centralized area for equipment, a concrete truck washout, and an area designated for temporary storage of debris and stockpiled materials. PACLAND Project #10533005 Page 17 RPI Drugstore Storm Drainage Report Arlington, Washington Section 8 - Special Reports and Studies The following Special Reports and Studies were used or have been completed for this project: â€¢ Arlington Drugstore Traffic Impact Analysis - by Gibson Traffic Consultants, Inc. â€¢ FEMA FIRM Panel 392 dated November 8, 1999 â€¢ Geotechnical Engineering Report - by Zipper Geo Associates, LLC. PACLAND Project #10533005 Page 18 RPI Drugstore Storm Drainage Report Arlington, Washington Section 9 - Other Permits The following governmental approvals or permits will likely be required for this project: â€¢ City of Arlington SEPA Determination â€¢ City of Arlington Construction Permit â€¢ City of Arlington Plumbing Permit â€¢ City of Arlington Mechanical Permit â€¢ City of Arlington Fire Sprinkler and Fire Alarm Permit â€¢ Department of Ecology Construction Stormwater General Permit These permits will require approval by the City of Arlington or the Department of Ecology. PACLAND Project #10533005 Page 19 RPI Drugstore Storm Drainage Report Arlington, Washington Section 10 - Operations and Maintenance Manual The owner or operator of the project shall be responsible for maintaining the stormwater facilities in accordance with local requirements. A manual detailing the operations and maintenance for all privately-maintained drainage facilities has been prepared and can be found in Appendix C. PACLAND Project #10533005 Page 20 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix A â€“ Exhibits PACLAND Project #10533005 Page 21 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 22 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 23 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 24 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix B â€“ Plans PACLAND Project #10533005 Page 25 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 26 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 27 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 28 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix C â€“ Operations and Maintenance Manual PACLAND Project #10533005 Page 29 RPI Drugstore Storm Drainage Report Arlington, Washington Maintenance Checklist for Catch Basins and Inlets Frequency Drainage ïƒ– Problem Conditions To Check For Conditions That Should Exist System Feature M,S General Trash, debris, and Trash or debris in front of the No trash or debris located sediment in or on catch basin opening is blocking immediately in front of catch basin capacity by more than 10%. basin opening. Grate is kept clean and allows water to enter. M Sediment or debris (in the basin) No sediment or debris in the that exceeds 1/3 the depth from catch basin. Catch basin is the bottom of basin to invert of dug out and clean. the lowest pipe into or out of the basin. M,S Trash or debris in any inlet or Inlet and Outlet pipes free of pipe blocking more than 1/3 of trash or debris. its height. M Structural damage Corner of frame extends more Frame is even with curb. to frame and/or than Â¾ inch past curb face into top slab the street (if applicable). M Top slab has holes larger than 2 Top slab is free of holes and square inches or cracks wider cracks. than Â¼ inch (intent is to make sure all material is running into the basin). M Frame not sitting flush on top Frame is sitting flush on top slab, i.e., separation of more than slab. Â¾ inch of the frame from the top slab. A Cracks in basin Cracks wider than Â½ inch and Basin replaced or repaired walls/bottom longer than 3 feet, any evidence to design standards. of soil particles entering catch Contact a professional basin through cracks, or engineer for evaluation. maintenance person judges that structure is unsound. A Cracks wider than Â½ inch and No cracks more than Â¼ inch longer than 1 foot at the joint of wide at the joint of any inlet/outlet pipe or any inlet/outlet pipe. Contact a evidence of soil particles entering professional engineer for catch basin through cracks. evaluation. A Settlement/ Basin has settled more than 1 Basin replaced or repaired misalignment inch or has rotated more than 2 to design standards. inches out of alignment. Contact a professional engineer for evaluation. M,S Fire hazard of other Presence of chemicals such as No color, odor, or sludge. pollution natural gas, oil, and gasoline. Basin is dug out and clean. Obnoxious color, odor, or sludge noted. M,S Outlet pipe is Vegetation or roots growing in No vegetation or root clogged with inlet/outlet pipe joints that is growth present. vegetation more than 6 inches tall and less than 6 inches apart. PACLAND Project #10533005 Page 30 RPI Drugstore Storm Drainage Report Arlington, Washington Maintenance Checklist for Conveyance Systems (Pipes, Ditches and Swales) Frequency Drainage ïƒ– Problem Conditions To Check For Conditions That Should Exist System Feature M,S Pipes Sediment & Accumulated sediment that exceeds Pipe cleaned of all sediment and debris 20% of the diameter of the pipe. debris. M Vegetation Vegetation that reduces free All vegetation removed so water movement of water through pipes. flows freely through pipes. A Damaged Protective coating is damaged; rust is Pipe repaired or replaced. (rusted, bent, causing more than 50% deterioration or crushed) to any part of pipe. M Any dent that significantly impedes Pipe repaired or replaced. flow (i.e., decreases the cross section area of pipe by more than 20%). M Pipe has major cracks or tears allowing Pipe repaired or replaced. groundwater leakage. M,S Open Trash & debris Dumping of yard wastes such as grass Remove trash and debris and Ditches clippings and branches into basin. dispose as prescribed by the Unsightly accumulation of County. nondegradable materials such as glass, plastic, metal, foam, and coated paper. M Sediment Accumulated sediment that exceeds Ditch cleaned of all sediment and buildup 20% of the design depth. debris so that it matches design. A Vegetation Vegetation (e.g., weedy shrubs or Water flows freely through saplings) that reduces free movements ditches. Grassy vegetation of water through ditches. should be left alone. M Erosion Check around inlets and outlets for Find caused of erosion and damage to signs of erosion. Check berms for eliminated them. Then slopes slopes signs of sliding or settling. Action is should be stabilized by using needed where eroded damage over 2 appropriate erosion control inches deep and where there is measure(s); e.g., rock potential for continues erosion. reinforcement, planting grass, compaction. PACLAND Project #10533005 Page 31 RPI Drugstore Storm Drainage Report Arlington, Washington Maintenance Checklist for Conveyance Systems (Pipes, Ditches and Swales) - continued A Rock lining Maintenance person can see native Replace rocks to design standard. out of place or soil beneath the rock lining. missing (if applicable) Varies Catch See Catch Basins Checklist. See Catch Basins Checklist. basins M,S Swales Trash & debris See above for Ditches. See above for Ditches. M Sediment See above for Ditches. Vegetation may need to be buildup replanted after cleaning. M Vegetation Grass cover is sparse and seedy or Aerate soils and reseed and not growing areas are overgrown with woody mulch bare areas. Maintain grass or overgrown vegetation. height at a minimum of 6 inches for best stormwater treatment. Remove woody growth, recontour, and reseed as necessary. M,S Erosion See above for Ditches. See above for Ditches. damage to slopes M Conversion by Swale has been filled in or blocked by If possible, speak with homeowner to shed, woodpile, shrubbery, etc. homeowner and request that incompatible swale area be restored. Contact use the County to report problem if not rectified voluntarily. A Swale does Water stands in swale or flow velocity A survey may be needed to check not drain is very slow. Stagnation occurs. grades. Grades need to be in 1- 5% range if possible. If grade is less than 1% underdrains may need to be installed. M,S Trash or litter Dumping of yard wastes such as grass Remove trash and debris and clippings and branches onto grounds. dispose as prescribed by the Unsightly accumulation of County. nondegradable materials such as glass, plastic, metal, foam, and coated paper. M,S Erosion of Noticeable rills are seen in landscaped Causes of erosion are identified Ground areas. and steps taken to slow Surface down/spread out the water. Eroded areas are filled, contoured, and seeded. A Trees Damage Limbs or parts of trees or shrubs that Trim trees/shrubs to restore and are split or broken which affect more shape. Replace trees/shrubs with shrubs than 25% of the total foliage of the severe damage. tree or shrub. M Trees or shrubs that have been blown Replant tree, inspecting for injury down or knocked over. to stem or roots. Replace if severely damaged. A Trees or shrubs which are not Place stakes and rubber-coated adequately supported or are leaning ties around young trees/shrubs over, causing exposure of the roots. for support. Comments: A = Annual (March or April, preferred) M = Monthly (see schedule) S = After major storms (use 1-inch in 24 hours as a guideline) PACLAND Project #10533005 Page 32 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 33 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 34 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 35 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 36 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 37 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 38 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 39 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 40 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 41 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 42 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 43 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 44 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 45 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 46 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 47 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix D â€“ Geotechnical Reports PACLAND Project #10533005 Page 48 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 49 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 50 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 51 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 52 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 53 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 54 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 55 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 56 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 57 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix E â€“ Hydrologic Model Calculations PACLAND Project #10533005 Page 58 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 59 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 60 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 61 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 62 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 63 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 64 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 65 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 66 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 67 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 68 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 69 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 70 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 71 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 72 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 73 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 74 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 75 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 76 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 77 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 78 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 79 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 80 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 81 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 82 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 83 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 84 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 85 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 86 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 87 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 88 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 89 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 90 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 91 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 92 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 93 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 94 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 95 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 96 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 97 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 98 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 99 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 100 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 101 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 102 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 103 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 104 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 105 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 106 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 107 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 108 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 109 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 110 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 111 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 112 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 113 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 114 RPI Drugstore Storm Drainage Report Arlington, Washington PACLAND Project #10533005 Page 115 CONTRUCTION PLAN REVIEW & INSPECTION FEE WORKSHEET Community & Economic Development Department City of Arlington l 18204 59th Avenue NE l Arlington WA 98223 l (360) 403-3551 This form is to be completed and submitted with Type I , Type II Type III Construction Permit Application. 1) Based on permit type requested (Type I, Type II or Type III), complete the form as follows: l Type I permits complete all sections. l Type II permits complete as follows: - Grading Only - Complete Temporary Erosion and Sediment Control (TESC). - Stormwater Drainage Only - Complete the Temporary Erosion and Sediment Control and Stormwater Drainage Section for Public or Private l Type III permits complete the Temporary Erosion and Sediment Control (TESC). 2) The developer shall enter the quantities shown on the construction drawings into the Construction Calculation Worksheet. This document is used to determine the amount of plan reivew and inspection fees due to the city. 3) Excel will auto-calculate the relevant fields and subtotals throughout the document. Only the 'Quantity' columns should be completed. 4) The summary page calculates the fees due at intake for Civil and Stormwater Drainage construction permits only. This does not include fees for Grading or those required by other departments or agencies. Grading fees are based on Cubic Yard Quantity and shall be calculated at time of permit submittal. Grading fees shall be paid at permit submittal. 5) If an item that is part of your project does not exist in the spreadsheet complete the Write-In-Items section with the item, quantity and associated unit cost. There are a few unit prices that are blank, please complete them accordingly. 6) Inspection fees shall be calculated for Private Development during the review process and shall be paid upon permit issuance. PROJECT COSTS PUBLIC TOTAL PRIVATE TOTAL TOTAL PROJECT COST $ 66,369.63 $ 178,457.63 $ 244,827.25 Verify formula, totals do not match PLAN REVIEW & INSPECTION FEES PLAN REVIEW & INSPECTION FEE (6% of Project Value) $ 14,689.64 GRADING FEE (4) (Cubic Yard ) $ - Review fees due at time of submittal Total Review Fees Due $ 14,689.64 An Assurance Device such as a Performance Bond or Assignment of Funds needs to be on file with the City of Arlington prior to permit issuance. The Assurance Device shall be 150% of the Construction Calculation Worksheet which are as follows: l Road and Alley (Public) l Stormwater Drainage and Grading (Public) l Utilities (Public) l Temporary Erosion and Sediment Control (Public and Private) ASSURANCE DEVICE Base Calculation of Performance Device $ 66,369.63 PERFORMANCE DEVICE 150% Amount Due $ 99,554.44 Base Calculation of Maintenance Device $ 59,335.88 MAINTENANCE DEVICE 20% Amount Due $ 11,867.18 1 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET TEMPORARY EROSION & SEDIMENT CONTROL Include Public Improvements & Private Development Description Unit Price Unit Quantity Cost Reference # Backfill & compaction-embankment $ 6.50 CY $ - Check dams $ 78.00 EACH $ - BMP C207 Catch Basin Protection $ 35.50 EACH 4 $ 142.00 Crushed surfacing 1 1/4" minus $ 18.00 TON $ - WSDOT 9-03.9(3) Ditching $ 8.00 CY $ - Excavation-bulk $ 3.00 CY 75 $ 225.00 Fence, silt $ 2.00 LF 860 $ 1,720.00 BMP C233 Fence, Temporary (NGPA) $ 2.00 LF 200 $ 400.00 Geotextile Fabric $ 2.50 SY $ - Hay Bale Silt Trap $ 0.50 EACH $ - Hydroseeding $ 4,200.00 ACRE 0.1 $ 420.00 BMP C120 Interceptor Swale / Dike $ 1.00 LF $ - Jute Mesh $ 2.00 SY $ - BMP C122 Level Spreader $ 1.75 LF $ - Mulch, by hand, straw, 3" deep $ 3.00 SY $ - BMP C121 Mulch, by machine, straw, 2" deep $ 1.00 SY $ - BMP C121 Piping, temporary, CPP, 6" $ 12.50 LF $ - Piping, temporary, CPP, 8" $ 19.00 LF $ - Piping, temporary, CPP, 12" $ 24.00 LF $ - Plastic covering, 6mm thick, sandbagged $ 3.00 SY $ - BMP C123 Rip Rap, machine placed; slopes $ 50.00 CY $ - WSDOT 9-13.1(2) Rock Construction Entrance, 50'x15'x1' $ 1,800.00 EACH $ - BMP C105 Rock Construction Entrance, 100'x15'x1' $ 3,600.00 EACH $ - BMP C105 Sediment pond riser assembly $ 3,050.00 EACH $ - BMP C241 Sediment trap, 5' high berm $ 21.00 LF $ - BMP C240 Sed. trap, 5' high, riprapped spillway berm section $ 79.00 LF $ - BMP C240 Seeding, by hand $ 1.00 SY $ - BMP C120 Sodding, 1" deep, level ground $ 8.00 SY $ - BMP C120 Sodding, 1" deep, sloped ground $ 9.50 SY $ - BMP C120 TESC Supervisor $ 84.00 HR 20 $ 1,680.00 Water truck, dust control $ 130.00 HR 8 $ 1,040.00 BMP C140 WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - SUBTOTAL (TESC Only): $ 5,627.00 MOBILIZATION 10%: $ 562.70 CONTINGENCY 15%: $ 844.05 TOTAL: $ 7,033.75 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET Public Private STORMWATER DRAINAGE Public Improvements Private Development Description Unit Price Unit Quantity Cost Quantity Cost Access Road, Retention / Detention $ 26.00 SY $ - $ - * (CBs include frame and lid) Beehive $ 90.00 EACH $ - $ - CB Type I $ 1,650.00 EACH $ - 3 $ 4,950.00 CB Type IL $ 1,850.00 EACH $ - $ - CB Type II, 48" Dia $ 2,550.00 EACH $ - $ - for additional depth over 4' $ 650.00 FT $ - $ - CB Type II, 54" Dia $ 2,700.00 EACH $ - $ - for additional depth over 4' $ 600.00 FT $ - $ - CB Type II, 60" Dia $ 2,900.00 EACH $ - $ - for additional depth over 4' $ 750.00 FT $ - $ - CB Type II, 72" Dia $ 4,000.00 EACH $ - $ - for additional depth over 4' $ 900.00 FT $ - $ - Through-curb Inlet Framework (Add) $ 550.00 EACH $ - $ - Cleanout, PVC, 4" $ 200.00 EACH $ - $ - Cleanout, PVC, 6" $ 250.00 EACH $ - $ - Cleanout, PVC, 8" $ 300.00 EACH $ - 2 $ 600.00 Culvert, Box __ ft x __ ft $ - LS $ - $ - Culvert, PVC, 4" $ 12.00 LF $ - 235 $ 2,820.00 Culvert, PVC, 6" $ 17.00 LF $ - $ - Culvert, PVC, 8" $ 19.00 LF $ - 93 $ 1,767.00 Culvert, PVC, 12" $ 30.00 LF $ - 75 $ 2,250.00 Culvert, CMP, 8" $ 23.00 LF $ - $ - Culvert, CMP, 12" $ 35.00 LF $ - $ - Culvert, CMP, 15" $ 42.00 LF $ - $ - Culvert, CMP, 18" $ 47.00 LF $ - $ - Culvert, CMP, 24" $ 69.00 LF $ - $ - Culvert, CMP, 30" $ 100.00 LF $ - $ - Culvert, CMP, 36" $ 150.00 LF $ - $ - Culvert, CMP, 48" $ 194.00 LF $ - $ - Culvert, CMP, 60" $ 310.00 LF $ - $ - Culvert, CMP, 72" $ 400.00 LF $ - $ - Culvert, Concrete, 8" $ 36.00 LF $ - $ - Culvert, Concrete, 12" $ 43.00 LF $ - $ - Culvert, Concrete, 15" $ 52.00 LF $ - $ - Culvert, Concrete, 18" $ 55.00 LF $ - $ - Culvert, Concrete, 24" $ 85.00 LF $ - $ - Culvert, Concrete, 30" $ 136.00 LF $ - $ - Culvert, Concrete, 36" $ 165.00 LF $ - $ - Culvert, Concrete, 42" $ 196.00 LF $ - $ - Culvert, Concrete, 48" $ 210.00 LF $ - $ - Culvert, CPP, 6" $ 16.00 LF $ - $ - Culvert, CPP, 8" $ 22.00 LF $ - $ - Culvert, CPP, 12" $ 28.00 LF $ - $ - Culvert, CPP, 15" $ 34.00 LF $ - $ - Culvert, CPP, 18" $ 39.00 LF $ - $ - Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET Culvert, CPP, 24" $ 49.00 LF $ - $ - Culvert, CPP, 30" $ 62.00 LF $ - $ - Culvert, CPP, 36" $ 69.00 LF $ - $ - Ditching $ 12.00 CY $ - $ - Flow Dispersal Trench (1,436 base+) $ 40.00 LF $ - $ - French Drain (3' depth) $ 39.00 LF $ - $ - Geotextile, laid in trench, polypropylene $ 5.00 SY $ - $ - Infiltration pond testing $ 125.00 HR $ - $ - Mid-tank Access Riser, 48" dia, 6' deep $ 2,025.00 EACH $ - $ - Pipe, High Density Water Pipe (HDWP) $ 160.00 LF $ - $ - Pipe, C900 $ 90.00 LF $ - $ - Pond Overflow Spillway $ 18.00 SY $ - $ - Restrictor/Oil Separator, 12" $ 1,500.00 EACH $ - $ - Restrictor/Oil Separator, 15" $ 1,550.00 EACH $ - $ - Restrictor/Oil Separator, 18" $ 1,680.00 EACH $ - $ - Riprap, placed $ 52.00 CY $ - $ - Tank End Reducer (36" Dia) $ 1,280.00 EACH $ - $ - Thru-Inlet at CB $ 150.00 EACH $ - $ - Trash Rack, 12" $ 320.00 EACH $ - $ - Trash Rack, 15" $ 325.00 EACH $ - $ - Trash Rack, 18" $ 350.00 EACH $ - $ - Trash Rack, 21" $ 375.00 EACH $ - $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - $ - $ - $ - SUBTOTAL: $ - $ 12,387.00 MOBILIZATION 10%: $ - CONTINGENCY 15%: $ - TOTAL: $ - $ 12,387.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET GENERAL ITEMS Public Improvements Private Development Description Unit Price Unit Quantity Cost Quantity Cost Backfill & Compaction- embankment $ 8.00 CY $ - $ - Backfill & Compaction- trench $ 11.00 CY $ - $ - Clear/Remove Brush, by hand (acre) $ 2,363.00 ACRE $ - $ - Bollards - fixed $ 325.00 EACH $ - $ - Bollards - removable $ 600.00 EACH $ - $ - Clearing/Grubbing/Tree Removal $ 6,000.00 ACRE $ - 0.6 $ 3,600.00 Excavation - bulk $ 2.50 CY $ - 317 $ 792.50 Excavation - Trench $ 5.00 CY $ - 50 $ 250.00 Fencing, cedar, 6' high $ 25.00 LF $ - $ - Fencing, chain link, 4' $ 19.50 LF $ - $ - Fencing, chain link, vinyl coated, 6' high $ 18.00 LF $ - $ - Fencing, chain link, gate, vinyl coated, 20' $ 1,563.00 EACH $ - $ - Fencing, split rail, 3' high $ 14.00 LF $ - $ - Fill & compact - common barrow $ 27.00 CY $ - $ - Fill & compact - gravel base $ 30.00 CY $ - $ - Fill & compact - screened topsoil $ 45.00 CY $ - $ - Gabion, 12" deep, stone filled mesh $ 62.00 SY $ - $ - Gabion, 18" deep, stone filled mesh $ 86.00 SY $ - $ - Gabion, 36" deep, stone filled mesh $ 152.00 SY $ - $ - Grading, fine, by hand $ 2.00 SY $ - $ - Grading, fine, with grader $ 1.25 SY $ - $ - Guard Post $ 90.00 EACH $ - $ - Monuments $ 104.00 EACH $ - $ - Sensitive Areas Sign $ 20.00 EACH $ - $ - Sodding, 1" deep, sloped ground $ 10.00 SY 57 $ 570.00 185 $ 1,850.00 Topsoil Type A (imported) $ 30.00 CY $ - $ - Traffic control crew ( 2 flaggers ) $ 98.00 HR $ - $ - Trail, 4" chipped wood $ 9.00 SY $ - $ - Trail, 4" crushed cinder $ 10.00 SY $ - $ - Trail, 4" top course $ 9.50 SY $ - $ - Wall, retaining, concrete $ 66.00 SF $ - $ - Wall, rockery $ 13.00 SF $ - $ - WRITE-IN-ITEMS Split face CMU screen wall $ 30.00 SF $ - 300 $ 9,000.00 $ - $ - $ - $ - $ - $ - Subtotal $ 570.00 Subtotal $ 15,492.50 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET STREET IMPROVEMENT Public Improvements Private Development Description Unit Price Unit Quantity Cost Quantity Cost AC Grinding, 4' wide machine < 1000sy $ 35.00 SY $ - $ - AC Grinding, 4' wide machine 1000-2000sy$ 8.50 SY $ - $ - AC Grinding, 4' wide machine > 2000sy $ 2.50 SY $ - $ - AC Removal/Disposal/Repair $ 60.00 SY 20 $ 1,200.00 80 $ 4,800.00 Barricade, Type I $ 36.00 LF $ - $ - Barricade Type II $ 25.00 LF $ - $ - Barricade, Type III ( Permanent ) $ 55.00 LF $ - $ - Conduit, 2" $ 5.00 LF $ - $ - Curb & Gutter, rolled $ 20.00 LF $ - $ - Curb & Gutter, vertical $ 15.00 LF 8 $ 120.00 180 $ 2,700.00 Curb and Gutter, demolition and disposal $ 20.00 LF 8 $ 160.00 220 $ 4,400.00 Curb, extruded asphalt $ 5.00 LF $ - $ - Curb, extruded concrete $ 4.50 LF $ - $ - Guard Rail $ 30.00 LF $ - $ - Sawcut, asphalt, 3" depth $ 3.50 LF 95 $ 332.50 420 $ 1,470.00 Sawcut, concrete, per 1" depth $ 3.00 LF $ - $ - Sealant, asphalt $ 2.00 LF $ - $ - Shoulder, gravel, 4" thick $ 11.00 SY $ - $ - Sidewalk, 4" thick $ 40.00 SY 154 $ 6,160.00 295 $ 11,800.00 Sidewalk, 4" thick, demolition and disposal$ 36.00 SY 68 $ 2,448.00 $ - Sidewalk, 6" thick $ 45.00 SY $ - $ - Sidewalk, 6" thick, demolition and disposal$ 45.00 SY $ - $ - Signs $ - LS $ - $ - Sign, Handicap $ 100.00 EACH $ - 1 $ 100.00 Striping, per stall $ 7.50 EACH $ - 20 $ 150.00 Street Light System $ - LS $ - $ - Traffic Signal $ - LS $ - $ - Traffic Signal Modification $ - LS $ - $ - Striping, thermoplastic, ( for crosswalk ) $ 3.50 SF $ - $ - Striping, 4" reflectorized line $ 0.40 LF 8 $ 3.20 $ - AC Patching/Trenching Restoration $ 100.00 TON 3 $ 300.00 $ - Controlled Density Fill (CDF) $ 90.00 CY $ - $ - WRITE-IN-ITEMS Concrete vertical curb $ 10.00 LF $ - 840 $ 8,400.00 $ - $ - $ - $ - $ - $ - Subtotal $ 10,723.70 Subtotal $ 33,820.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET STREET SURFACING/PAVEMENT Public Improvements Private Development Description Unit Price Unit Quantity Cost Quantity Cost Asphalt Overlay, 1.5" AC $ 12.00 SY $ - $ - Asphalt Overlay, 2" AC $ 15.00 SY $ - $ - Asphalt Road 2", First 2500 SY $ 10.00 SY $ - $ - Asphalt Road 2", Qty. over 2500SY $ 9.00 SY $ - $ - Asphalt Road 3", First 2500 SY $ 15.00 SY $ - 1800 $ 27,000.00 Asphalt Road 3", Qty. over 2500 SY $ 13.00 SY $ - $ - Asphalt Road 5", First 2500 SY $ 22.00 SY $ - $ - Asphalt Road 5", Qty. Over 2500 SY $ 22.00 SY $ - $ - Asphalt Road 6", First 2500 SY $ 25.00 SY $ - $ - Asphalt Road 6", Qty. Over 2500 SY $ 24.00 SY $ - $ - Asphalt Treated Base, 4" thick $ 14.00 SY $ - $ - Gravel Base Course 2" $ 7.50 SY $ - $ - Gravel Base Course 4" $ 15.00 SY $ - $ - Gravel Base Course 6" $ 22.50 SY $ - 1800 $ 40,500.00 Gravel Road, 4" rock, First 2500 SY $ 15.00 SY $ - $ - Gravel Road, 4" rock, Qty. over 2500 SY $ 11.00 SY $ - $ - Concrete Road, 5", no base, over 2500 SY$ 22.00 SY $ - $ - Concrete Road, 6", no base, over 2500 SY$ 32.00 SY $ - $ - Thickened Edge $ 11.00 LF $ - $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - $ - $ - $ - Subtotal $ - Subtotal $ 67,500.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET WATER SYSTEM Public Improvements Private Development Description Unit Price Unit Quantity Cost Quantity Cost Blowoff $ 1,800.00 EACH 2 $ 3,600.00 $ - Connection to Existing Water Main $ 2,000.00 EACH 2 $ 4,000.00 1 $ 2,000.00 Ductile Iron Watermain, CL 52, 6 Inch Dia $ 65.00 LF $ - $ - Ductile Iron Watermain, CL 52, 8 Inch Dia $ 85.00 LF 70 $ 5,950.00 $ - Ductile Iron Watermain, CL 52, 10 Inch Dia $ 103.00 LF $ - $ - Ductile Iron Watermain, CL 52, 12 Inch Dia. $ 125.00 LF 101 $ 12,625.00 $ - Gate Valve, 6 inch Dia $ 250.00 EACH $ - $ - Gate Valve, 8 Inch Dia $ 380.00 EACH $ - $ - Gate Valve, 10 Inch Dia $ 425.00 EACH $ - $ - Gate Valve, 12 Inch Dia $ 500.00 EACH $ - $ - Fire Hydrant Assembly, with Guard Posts $ 3,000.00 EACH $ - $ - Fire Hydrant Assembly, without Guard Posts $ 2,500.00 EACH $ - $ - Air-Vac, 8 Inch Dia $ 6,000.00 EACH $ - $ - Air-Vac,10 Inch Dia $ 7,500.00 EACH $ - $ - Air-Vac, 12 Inch Dia $ 12,000.00 EACH $ - $ - Pressure Reducing Valve Assembly, 8 In. Dia $ 3,800.00 EACH $ - $ - Pressure Reducing Valve Assembly, 10 In. Dia$ 4,200.00 EACH $ - $ - Pressure Reducing Valve Assembly, 12 In. Dia$ 5,000.00 EACH $ - $ - Valve Marker Post $ 350.00 EACH $ - $ - WRITE-IN-ITEMS 1-1/2" Domestic water line $ 30.00 LF $ - 200 $ 6,000.00 $ - $ - $ - $ - $ - $ - Subtotal $ 26,175.00 Subtotal $ 8,000.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET SANITARY SEWER Public Improvements Private Development Description Unit Price Unit Quantity Cost Quantity Cost Connection to Existing Sewer Main $ - EACH $ - 1 $ - Clean Outs $ 500.00 EACH $ - $ - Grease Interceptor, 500 gallon $ 6,000.00 EACH $ - $ - Grease Interceptor, 1000 gallon $ 10,000.00 EACH $ - $ - Grease Interceptor, 1500 gallon $ 15,000.00 EACH $ - $ - Side Sewer Pipe, PVC. 4 Inch Dia $ 8.00 LF $ - $ - Side Sewer Pipe, PVC. 6 Inch Dia $ 12.00 LF $ - 98.5 $ 1,182.00 Sewer Pipe, PVC, 8 inch Dia $ 33.00 LF $ - $ - Sewer Pipe, PVC, 12 Inch Dia $ 41.00 LF $ - $ - Sewer Pipe, PVC, ____ Inch Dia $ - LF $ - $ - Lift Station (Entire System) $ - LS $ - $ - Manhole, 48 Inch Dia $ 3,000.00 EACH $ - 1 $ 3,000.00 for additional depth over 4 feet/per foot$ 532.00 FEET $ - 3.5 $ 1,862.00 Manhole, 54 Inch Dia $ 3,500.00 EACH $ - $ - for additional depth over 4 feet/per foot$ 532.00 FEET $ - $ - Manhole, 60 Inch Dia $ 3,700.00 EACH $ - $ - for additional depth over 4 feet/per foot$ 532.00 FEET $ - $ - Manhole, 72 Inch Dia $ 4,000.00 EACH $ - $ - for additional depth over 4 feet/per foot$ 625.00 FEET $ - $ - Manhole, 96 Inch Dia $ 5,000.00 EACH $ - $ - for additional depth over 4 feet/per foot$ 625.00 FEET $ - $ - Outside Drop $ - LS $ - $ - Inside Drop $ - LS $ - $ - Pipe, C-900 $ 90.00 LF $ - $ - Pipe, High Density Water Pipe (HDWP) $ 160.00 LF $ - $ - WRITE-IN-ITEMS Grease Interceptor, 75 gallon $ 2,000.00 EACH $ - 1 $ 2,000.00 $ - $ - $ - $ - $ - $ - Subtotal $ - Subtotal $ 8,044.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET LANDSCAPING & VEGETATION Include Public Improvements & Private Development Description Unit Price Unit Quantity Cost Street Trees $ 500.00 EACH $ - Root Barrier EACH $ - Median Landscaping $ - LS $ - Right-of-Way Landscaping $ - LS $ - Wetland Landscaping $ - LS $ - Private Landscaping $ 10,000.00 LS 1 $ 10,000.00 WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - Subtotal $ 10,000.00 (INCLUDES GENERAL, STREET, SURFACING, WATER, PUBLIC PRIVATE SEWER, LANDSCAPING) SUBTOTAL $ 47,468.70 $ 132,856.50 MOBILIZATION 10%: $ 4,746.87 $ 13,285.65 CONTINGENCY 15%: $ 7,120.31 $ 19,928.48 GRANDTOTAL: $ 59,335.88 $ 166,070.63 Rev 7/2017 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: Starbucks Coffee Permit No.: PWD#2054 Review Date: 3/13/2020 Contact: Sean Mallon Phone No.: 206-522-9510 Review Phase: 1 Report Date: March 16, 2020 Reviewing Dept.: CED Applicant: Jeff Parker DWG Issue Date: # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 1. NEH Street trees in planter strip needed with root barrier 2. FR Sheet C- Cut in WYE is not permitted use standard detail SS- 3.0 100 and SS-090 for New Service on Existing Main and Side Sewer Stub 3. FR Sheet C- Note S and Note R refer to Clean-Out installation and 3.0 location. Clean-Outs need to be at grade and accessible with frame and cover per standard detail SS-080 4. FR Sheet C- Sewer Easement is not needed as access to monitoring 3.0 manhole is a requirement of sewer service and the monitoring structure is part of the side sewer so ownership will not be transferred to the City. 5. FR Sheet C- SS-130 can be eliminated from the plans as that detail 3.0 is for a multiple monitoring structure. A single service monitoring manhole is the same as Standard Detail SS- 010 6. FR Sheet C- Utility Construction Note C - Gaskets shall be field lock 3.0 gaskets per COA Water Note 18. 7. Page 1 of 1 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: Starbucks Coffee Permit No.: PWD#2054 Review Date: 3/13/2020 Contact: Sean Mallon Phone No.: 206-522-9510 Review Phase: 1 Report Date: March 16, 2020 Reviewing Dept.: CED Applicant: Jeff Parker DWG Issue Date: # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 1. NEH Street trees in planter strip needed with root barrier Street trees have been added to Landscape Plans. Refer to sheets L-1.0 and L-1.1 for details. 2. FR Sheet C- Cut in WYE is not permitted use standard detail SS- Plans have been updated. Refer to plan sheets C- 3.0 100 and SS-090 for New Service on Existing Main and 3.0 construction keynote â€œMâ€, and sheet C-5.1. Side details 3 and 4 (SS-090 & SS-100). Sewer Stub 3. FR Sheet C- Note S and Note R refer to Clean-Out installation and Plans have been updated to include additional 3.0 location. Clean-Outs need to be at grade and accessible verbiage to adjust cleanouts to finished grade. with frame and cover per standard detail SS-080 Reference plan sheet C-3.0 construction keynotes â€œNâ€ and â€œOâ€. Also, these keynotes reference the corresponding detail SS-080 on sheet C-5.1 detail 2. 4. FR Sheet C- Sewer Easement is not needed as access to monitoring Plans have been updated to remove the sanitary 3.0 manhole is a requirement of sewer service and the sewer easement. monitoring structure is part of the side sewer so ownership will not be transferred to the City. 5. FR Sheet C- SS-130 can be eliminated from the plans as that detail Plans have been updated as requested. Detail 3.0 is for a multiple monitoring structure. A single service SS-130 has been removed. On plan sheet C-3.0 monitoring manhole is the same as Standard Detail SS- construction keynote â€œPâ€ now references detail 010 1 (SS-010) on sheet C-5.0. 6. FR Sheet C- Utility Construction Note C - Gaskets shall be field lock Utility Construction keynote â€œCâ€ has been 3.0 gaskets per COA Water Note 18. updated to include the verbiage from this comment as requested. 7. Page 1 of 1 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 Â· Â· Â· 6814 Greenwood Avenue N Seattle, WA 98103 Â· Â· Â· COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 â€™ â€ â€ â€“ â€ â€œ â€ â€™ â€œ â€ â€™ â€™ â€™ â€™ COM. ANDL AC .P WWW â€™ T (206) 522-9510 F (206) 522-8344 â€™ â€ â€ â€œ â€ â€™ 6814 Greenwood Avenue N Seattle, WA 98103 â€œ â€“ â€ â€œ â€ â€™ â€™ â€™ R Know what'sbelow. Callbefore you dig. COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 204TH STREET N.E. COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 R Know what'sbelow. Callbefore you dig. COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 204TH STREET N.E. R Know what'sbelow. Callbefore you dig. Î” VAN COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 R Know what'sbelow. Callbefore you dig. Î” COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 204TH STREET N.E. & Î” COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 204TH STREET N.E. R Know what'sbelow. Callbefore you dig. COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 EXIST. LIGHT POST PLANT SCHEDULE QTY. BOTANICAL NAME COMMON NAME SIZE & SPACING, NOTES TREES 3 Fraxinus pennsylvanica 'Cimmzam' Cimmaron Ash 2" cal, fully branched & uniform, B&B 4 Acer rubrum 'Franksred' Red Sunset Maple 2" cal, fully branched & uniform, spacing as shown, B&B PROPERTY LINE 5 Prunus serrulata 'Kwanzan' Kwanzan Cherry 2" cal, 18' OC, fully branched & uniform, B&B SHRUBS / GRASSES / PERENNIALS Permit Submittal 24 Azalea 'Hino Crimson' Hino Crimson Azalea 2 gal @ 3' OC 38 Azalea 'Purple Splendor' Purple Splendor Azalea 2 gal @ 3' OC 36 Nandina domestica â€˜Moon Bayâ€™ Moon Bay Heavenly Bamboo 3 gal @ 3' OC 32 Prunus laurocerasus 'Otto Luyken' Otto Luyken English Laurel 3 gal @ 4' OC 17 Spirea x bumalda 'Anthony Waterer' Anthony Waterer Spirea 5 gal @ 4' OC 45 Thuja occidentalis 'Emerald Green' Emerald Green Arborvitae 4' HT @ 3' OC CRUSHED ROCK MULCH, 20 Viburnum tinus 'Spring Bouquet' Spring Bouquet Viburnum 5 gal @ 5' OC SAME AS PLANT BEDS GROUNDCOVERS / LAWN 78 Arctostaphylos uva-ursi Vancouver Jade Kinnikinnick 1 gal @ 24" OC, triangular spacing LAWN 'Vancouver Jadeâ€™ 18 Clematis armandii Evergreen Clematis 2 gal, 6' OC 160 sf 146 Erica carnea 'Pink Spangles' Pink Spangles Heather 1 gal @ 2' OC 314 Liriope muscari Big Blue Lilyturf 1 gal @ 18" OC 2,200 sf Sod Lawn Special Sun Mixture Country Green Farms, or approved equal EXIST. LANDSCAPE TO REMAIN, TYP Arlington Coffee Prairie Creek Village 74xx 204th St NE Arlington, WA 98223 LANDSCAPE SPECIFICATIONS & NOTES 1. SCOPE OF WORK EXIST. LANDSCAPE a. The landscaping and irrigation work is part of a larger site project resulting in disturbance to the site, landscape and irrigation. As such, TO REMAIN, TYP the landscape contractor shall coordinate all work with the general contractor, both before any construction begins, and during the course of construction. Î” 2. MATERIALS a. Topsoil. Topsoil shall be a 3 way blend of the following products; sandy loam, topsoil and organic compost. PROPERTY LINE b. Mulch. Mulch shall be gravel mulch, applied to a 2â€ depth on all beds. Match gravel mulch from Bartell Drug project to the east. EXIST. BARTELL c. Fertilizer. Agraform 21-gram tablet time release fertilizer shall be used in all plantings. Place 1 for each ground cover, 2 for each shrub and DRUGS 4 for each tree. They shall be placed in the plant pits as detailed. Also, top dress all plants with a suitable 'starter' fertilizer. PROPERTY LINE d. Tree Stakes. Tree stakes shall be 2â€ diameter x 8' length Lodgepole pine. Fasteners shall be 1â€ PVC Chain-Lock, placed as detailed. 3. SOIL PREPARATION a. Prior to any landscape work, contractor shall remove, or have removed, all debris from the other building trades from the landscape surfaces. NO landscape work shall commence until the areas are cleared of other trades debris. b. Cultivate the existing ground surface to a minimum depth of 8â€ and remove all rocks over 1â€, existing roots and other debris. c. Fine grade the subgrade to adjoining surfaces in preparation of adding specified topsoil. d. Beds. Place a minimum of 6â€ of specified topsoil on all beds and till or cultivate the topsoil a minimum depth of 8â€. Remove all rock and debris which may surface. Finished grade of topsoil shall be 2.5â€ below adjoining paved surfaces, allowing 2â€ for mulch. Therefore, finished grade shall be 1/2" below paved surface. 4. PLANTING OF TREES, SHRUBS AND GROUNDCOVERS VAN a. Contractor responsible to verify quantities. b. Contractor is to confirm that all beds are prepared and ready for planting, without interference with other trades. Lyon Landscape Architects 1015 Pacific Ave, Ste 203 Tacoma, WA 98402 253-209-4053 Moghan@LyonLA.com 130 sf c. Layout all plants as per plan and approval by Landscape Architect or Owner's Rep, making sure the plants are orientated to give best appearance to the viewer. d. Pit plant all plants into prepared soil and plant per the details. While planting, water the plants into the plant pits thoroughly soaking the root balls and soil. Place fertilizer tablets as specified, filling plant pits with specified topsoil. Top dress fertilize when completed. e. Shrubs shall be a minimum of 24 inches high at the time of planting. Shrubs and groundcover shall be planted to attain coverage of 90% 60 sf of the planting area within 3 years. 5. WARRANTY a. All landscaping shall be warranted for one year from FINAL ACCEPTANCE. Plants requiring replacement shall be of the original variety and size as specified herein. 6. IRRIGATION a. Refer to Irrigation Plan, Schedule and Details b. Contractor to provide Coverage Test for approval by Landscape Architect or Owner. c. Contractor to provide As-Built Drawing of irrigation system. 100 sf 100 sf 100 sf PARKING & VEHICLE ACCOMMODATION SHADE AREAS (AZC 20.76.130) Total Parking Area: 4,055 sf Parking Area required to be shaded by deciduous trees: 811 sf (20%) Total Parking Area Coverage by new deciduous trees: 965 sf (24%) EXIST. LANDSCAPE 315 sf TO REMAIN, TYP EXIST. LANDSCAPE CRUSHED ROCK MULCH, TYP TO REMAIN, TYP REFER TO CIVIL FOR SCREEN WALL PROPERTY LINE 5' LAWN STREET TREE WITH Planting Plans ROOT BARRIER. REFER TO R-270/L1.1 204TH STREET N.E. FOR PLANTING STRIP STANDARD DETAIL 25'-6 30' 30' 0 10' 20' 40' 80' Scale: 1" = 20'-0" 4 L1.0 STRONG STOUT STEMS AND BUDS NOTES: 1. USE PLANT STARTER SOLUTION WIDE BRANCH DURING PLANTING OPERATION. ATTACHMENT FEED AS SPECIFIED. 2. SHRUBS SHALL BEAR SAME RELATION TO FINISHED GRADE AS REMOVE BURLAP FROM (2) 1" CHAIN-LOCK TREE TIES IT BORE TO PREVIOUS EXISTING TOP HALF OF ROOTBALL COVER SOIL LOOSENED AREA WITH 2" GRADE. TOP OF ROOTBALL SHALL Permit Submittal BARK MULCH. KEEP MULCH 3" FROM BE 1" ABOVE FINISHED GRADE TREE TRUNK ROTOTILL 2" MULCH COMPACTED FG SUBGRADE AS SAUCER SPECIFIED DIG THE PLANTING PIT AT LEAST 2 2" Ã˜ LODGE POLE STAKE. PLACE TIMES THE SIZE OF THE ROOTBALL OUTSIDE ROOTBALL 18" MIN 3" MIN TO BOTTOM BRANCHES 6" 12" MIN SPREAD ROOTS OF BASE NOTE: ROOT PLANTS OUT OVER Arlington Coffee Prairie Creek Village 74xx 204th St NE Arlington, WA 98223 TOPSOIL BACKFILL 1. FERTILIZE AND WATER AS CONE OF HAND-FIRMED (SEE SPECS) SPECIFIED FOLLOWING PLANTING. SPECIFIED TOPSOIL TOPSOIL 2. SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION. 1' STAKE TO PENETRATE 12" MIN. REMOVE BURLAP FROM TOP PLACE ROOTBALL ON SOLID BELOW BOTTOM OF PLANTING 12 OF ROOT BALL CONE OF HAND-FIRMED 3. SEE STAKING DETAILS TOPSOIL FOR BALL & CONE OF SOIL PIT BURLAP PLANTS DECIDUOUS TREE PLANTING DETAIL DECIDUOUS TREE STAKING DETAIL SHRUB PLANTING DETAIL 1 2 3 SCALE: NTSSCALE: 3/4" = 1'=0" SCALE: 3/4" = 1'=0"SCALE: NTS SCALE: NTSSCALE: 1/2" = 1'-0" NOTES: 1. FERTILIZE & WATER AS SPECIFIED FOLLOWING PLANTING. PLACE TOP OF 2. SEE SPECS FOR ADDITIONAL ROOTBALL 1" ABOVE MIN 8" INFORMATION LEVEL GROWING IN 3. SEE STAKING DETAILS. NURSERY COVER SOIL LOOSENED AREA 1" CHAIN LOCK TREE TIE Lyon Landscape Architects DIG THE PLANTING 1015 Pacific Ave, Ste 203 Tacoma, WA 98402 253-209-4053 Moghan@LyonLA.com WITH 2" MULCH. KEEP PIT AT LEAST MULCH 3" AWAY FROM TWICE THE SIZE TREE TRUNK OF THE ROOTBALL 2" Ã˜ LODGE POLE STAKE. PLACE OUTSIDE ROOTBALL 2/3 HEIGHT OF TREE TILL COMPACTED 45Â°-60Â° SUBGRADE AS SPECIFIED SOIL BACKFILL (SEE SPECS) 3' MIN REMOVE BURLAP FROM TOP 1 OF 2 ROOTBALL PLACE ROOTBALL ON SOLID SOIL CONIFER PLANTING DETAIL CONIFER TREE STAKING 4 5 SCALE: NTSSCALE: 1" = 1'-0" SCALE: NTSSCALE: 1" = 1'-0" 2" MULCH Planting Details 1 FERTILIZER TABLET 6" 4 6" SPECIFIED TOPSOIL GROUNDCOVER PLANTING DETAIL 6 SCALE: NTSSCALE: 1" = 1'-0" L1.1 MAINLINE, LATERAL LINES, AND VALVES SHOWN SCHEMATICALLY. LOCATE WITHING LANDSCAPE AREAS, TYP. Permit Submittal IRRIGATION - GENERAL NOTES IRRIGATION LEGEND 1. CONFIRM WATER PRESSURE PRIOR TO STARTING OF WORK. SYMBOL MFG. CATALOG NO. DESCRIPTION 2. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE 1" GLOBE PLASTIC BODY ELECTRIC REMOTE CONTROL VALVE X RAINBIRD 100-PEB-PRS-D WTIH PRESSURE REGULATING MODULE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES. THE CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO KENNEDY 8561ASS 2" RESILIENT SEATED GATE VALVE CONSTRUCTION BY CALLING THE UNDERGROUND LOCATE LINE AT 1-800-424-5555 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION. 1" BRASS QUICK COUPLING VALVE (QCV) W/ LOCKING RUBBER COVER, RAINBIRD 44-LRC SUPPLY W/ COUPLER KEY & LOCKING COVER KEY 3. CONTRACTOR IS RESPONSIBLE FOR PROTECTING ALL EXISTING IMPROVEMENTS. DAMAGE TO EXISTING IMPROVEMENTS BY THE C RAINBIRD ESP-MC6 6 STATION CONTROLLER, OUTDOOR MODEL, WITH WEATHER STATION. CONTRACTOR SHALL BE REPAIRED OR REPLACED BY THE 5 WALL MOUNT AT LOCATION DETERMINED BY OWNER OR OWNER'S CONTRACTOR AND/OR QUALIFIED INSTALLERS/TRADES ACCEPTABLE 4 REPRESENTATIVE. TO THE SOLE SATISFACTION OF THE CONSTRUCTION OBSERVER AND Arlington Coffee Prairie Creek Village 74xx 204th St NE Arlington, WA 98223 3 AT NO COST TO THE OWNER. M 2" ELECTRIC REMOTE CONTROL MASTER VALVE RAINBIRD 200-EFB-CP-R 4. CONTRACTOR SHALL COORDINATE ALL WORK WITH THE GENERAL HUNTER PASV-101 1" ELECTRIC DRAIN VALVE WITH FLOW CONTROL CONTRACTOR. ALL CONSTRUCTION CONFLICTS SHALL BE BROUGHT EXTERIOR WALL MOUNT TO THE ATTENTION OF THE GENERAL CONTRACTOR AND IRRIGATION CONTROLLER. STATION & COMMON WIRE SIZE-AWG 14 GAUGE MINIMUM. INSTALL ONE SPARE WIRE FOR NOT SHOWN CONSTRUCTION OBSERVER IMMEDIATELY UPON RECOGNITION. Î” FINAL LOCATION TO BE ALL IRRIGATION ZONE WIRE RUNS. REVIEW ADDITIONAL REQUIREMENTS FOR FLOW METER & MASTER VALVE IF NECESSARY DETERMINED BY OWNER. 5. CONTRACTOR IS RESPONSIBLE FOR A THOROUGH CLEAN-UP FOR HIS/HER RESPECTIVE WORK, DAILY AND AT PROJECT CLOSE-OUT. C SCHEDULE 40 PVC MAINLINE (2" SIZE UNLESS NOTED OTHERWISE) @ 18" DEPTH 6. ALL PIPING UNDER HARD SURFACES SHALL BE SLEEVED. SCHEDULE 200 PVC LATERAL LINES, SIZE TO NOT EXCEED 7 FEET PER SECOND CONTRACTOR IS REQUIRED TO INSTALL DUCTILE IRON PIPE FOR IRRIGATION PIPE SLEEVES UNDER PAVEMENTS. D.I. SLEEVE SHALL BE CLASS 200 PVC SLEEVES @ 24" DEPTH, SIZE TO ACCOMMODATE ALL PIPE FOUR INCHES (4") LARGER THAN THE IRRIGATION MAINLINE PIPE SIZE. END OF SLEEVE SHALL EXTEND FOUR FEET (4') BEYOND EDGE OF PAVEMENT. MINIMUM DEPTH OF BURY FROM FIN. GRADE TO TOP OF SLEEVE SHALL BE ONE FOOT (12"). IRRIGATION HEAD SCHEDULE ZONE SCHEDULE 7. ALL CONTROL WIRING NOT IN MAINLINE TRENCH SHALL BE BURIED SYM. CATALOG NUMBER RADIUS GPM PSI VALVE # GPM VALVE SIZE TYPE WITHIN METAL CONDUIT. CONDUIT SHALL BE PLACED 18" BELOW FINISH GRADE. ALL CONDUIT AND FITTINGS SHALL BE INTERMEDIATE 1 23.66 1" LAWN SPRAY HEADS METALLIC OR BETTER. 2 23.66 1" SHRUB VAN RAINBIRD 1800-MPR-8Q 8 0.26 30 3 19.30 1" SHRUB 8. PIPE SIZE SHALL BE THE SAME ON BOTH SIDES OF VALVES. PIPE RAINBIRD 1800-MPR-8H 8 0.52 30 SHALL REMAIN CONSTANT BETWEEN PIPE SIZE CALLOUTS. 3/4" CLASS Lyon Landscape Architects 1015 Pacific Ave, Ste 203 Tacoma, WA 98402 253-209-4053 Moghan@LyonLA.com 4 23.66 1" SHRUB 200 PVC SHALL BE THE SMALLEST LATERAL LINE USED. RAINBIRD 1800-MPR-10Q 10 0.39 30 5 19.44 1" LAWN 9. FIELD VERIFY ALL SPRINKLER HEAD LOCATIONS (FLAGGING) BEFORE RAINBIRD 1800-MPR-10H 10 0.79 30 6 17.39 1" SHRUB TRENCHING. RAINBIRD 1800-VAR-10-270 10 1.30 30 10. WHERE TWO OR MORE PIPES SHARE THE SAME TRENCH, MAINTAIN A RAINBIRD 1800-MPR-12Q 12 0.65 30 4" SEPARATION BETWEEN PIPES. DO NOT CROSS PIPES OVER EACH RAINBIRD 1800-MPR-12H 12 1.30 30 OTHER UNLESS THEY ARE AT A 90 DEGREE ANGLE. RAINBIRD 1800-VAR-12-270 12 2.78 30 11. IRRIGATION SITE PLAN IS SCHEMATIC. IRRIGATION PLUMBING AND RAINBIRD 1800-MPR-15Q 15 0.95 30 EQUIPMENT SHALL BE INSTALLED IN TURF OR LANDSCAPE BED AREAS AND WITHIN PROPERTY BOUNDARIES. THE CONTRACTOR RAINBIRD 1800-MPR-15H 15 1.85 30 2 SHALL CONSIDER ALL SITE FEATURES IN THE INSTALLATION OF IRRIGATION IMPROVEMENTS. THE CONTRACTOR SHALL BE RAINBIRD 1800-MPR-15EST 4'X15' 0.61 30 RESPONSIBLE FOR SUPPLYING AND INSTALLING ALL IRRIGATION RAINBIRD 1800-MPR-15SST 4'X30' 1.21 30 EQUIPMENT NECESSARY FOR A COMPLETE AND FUNCTIONAL IRRIGATION SYSTEM. FIELD VERIFY ALL EXISTING EQUIPMENT ROTOR HEADS LOCATIONS AND REPORT ANY INCONSISTENCIES TO CONSTRUCTION 1 IRRIGATION POINT OBSERVER/OWNER'S REPRESENTATIVE. L2.1 OF CONNECTION RAINBIRD 3500-2.0 NOZZLE-27Q 27' 1.69 35 12. SPRINKLER HEAD SYMBOLS SCHEMATICALLY REPRESENT DESIRED RAINBIRD 3500-2.0 NOZZLE-27H 27' 1.69 35 SPRAY PATTERNS. FIELD ADJUSTMENTS AND VERIFICATION OF RAINBIRD 3500-2.0 NOZZLE-27F 27' 1.69 35 SPRAY PATTERNS WILL BE NECESSARY. ADJUST SPRAY PATTERNS TO WATER LANDSCAPE AREA ONLY AND MINIMIZE OVERSPRAY ONTO PAVEMENT. 6 1 Irrigation Plan 204TH STREET N.E. 0 10' 20' 40' 80' Scale: 1" = 20'-0" 4 L2.0 3 QUICK COUPLER VALVE L2.1 2" MAINLINE PLASTIC VALVE BOX. 18" OF UNOBSTRUCTED SET FLUSH W/ FINISH 2" SCHEDULE GRADE MANUAL CONTROL 2 40 PVC PIPE VALVE L2.1 Permit Submittal 36" 2 MANUAL CONTROL CENTER VALVE L2.1 VALVE IN BOX 2" PVC STUB PROVIDED BY OTHERS, SEE CIVIL DRAWINGS FOR ADDITIONAL INFORMATION 2" MAINLINE TO REGARDING 3/4" IRRIGATION DEDUCT METER CONTROL VALVES 24" AND DOUBLE CHECK VALVE ASSEMBLY FM 2" SCHED. 40 SPECIFIED RESILIENT PVC MAINLINE 4 SEATED GATE VALVE MASTER VALVE L2.1 MANUAL DRAIN VALVE 5 FLOW SENSOR L2.1 2-PVC UNION SCHED. 80 PVC CLOSE 2" MAINLINE NIPPLES NOTE: SIZE ALL VALVE BOXES TO ALLOW Arlington Coffee Prairie Creek Village 74xx 204th St NE Arlington, WA 98223 SUFFICIENT ROOM FOR VALVE REPLACEMENT AND MAINTENANCE. Point of Connection Layout Manual Control Valve 1 2 NOT TO SCALE NOT TO SCALE PLASTIC VALVE BOX - SET SWIVEL HOSE ELL FOR HOSE FITTING ON PLASTIC VALVE BOX. FLUSH W/ FINISH GRADE QUICK HOSE COUPLING VALVE KEY. PROVIDE SET FLUSH W/ FINISH GRADE 1 KEY FOR EACH QUICK COUPLING VALVE. PLASTIC VALVE BOX, SET FLUSH WIRES TO W/ FINISH GRADE SECURE W/ STAINLESS SET TOP OF Q.C. 2" MIN. CONTROLLER ALL SPLICES IN SPECIFIED STEEL HOSE CLAMPS BELOW FINISH GRADE. WATERPROOF CONNECTORS QUICK COUPLING VALVE ENCAPSULATING CONNECTION SEALERS WIRES TO CONTROLLER WIRES FROM FLOW METER 4x8" M.J. FLANGED 4x8" M.J. FLANGED ADAPTER ADAPTER 2" SCHED. 40 CONNECT VALVE BOX TO PIPE PVC MAINLINE WITH DUCT TAPE - 3 WRAPS. 2" SCHED. 40 2" SCHED. 40 FLOW FROM Lyon Landscape Architects 1015 Pacific Ave, Ste 203 Tacoma, WA 98402 253-209-4053 Moghan@LyonLA.com PVC MAINLINE PVC MAINLINE MASTER VALVE 24" LASCO SWING JOINT ASSEMBLY 4" CLASS 200 10" PIPE 2" SCHED. 40 PVC MAINLINE 3/4" RE-BAR, 36" MIN. INTO PROVIDE 36" MIN. OF GROUND STRAIGHT & UNOBSTRUCTED 2" SCHED. 40 P.V.C. PIPE TO PROVIDE 18" MIN. OF STRAIGHT 1 CU. FT. GRAVEL BACKFILL FOR THREADED ELL FLOW METER 1 CU. FT. GRAVEL & UNOBSTRUCTED 2" SCHED. 40 DRY WELLS 1 CU. FT. GRAVEL BACKFILL FOR DRY WELLS BACKFILL FOR P.V.C. PIPE DOWNSTREAM FROM 2" FLOW METER DRY WELLS FLOW METER Quick Coupler Valve (QCV) Master Valve Installation Typ. Flow Sensor 3 4 5 NOT TO SCALE NOT TO SCALE NOT TO SCALE 6" TO CONC. SURFACE OR SIDEWALK PLASTIC VALVE BOX, SET FLUSH 12" TO BUILDING SURFACE WATERPROOF WIRE SPLICE ALL WIRE W/ FINISH GRADE SPLICES SHALL BE WITHIN VALVE BOXES TOP OF HEAD SHALL BE FLUSH VALVE ID TAG W/ TOPSOIL & PERP. W/ NOTE: PIPE TRENCH SHALL SURFACE PER RAINBIRD BE NO WIDER THAN PVC UNION W/ SCHED. 80 PVC CLOSE NIPPLE SPECIFICATIONS NECESSARY TO INSTALL PIPE BOTH SIDES OF VAVLE 18" OR EQUIPMENT SPRINKLER HEAD AS BALL VAVLE - SAME SIZE AS ELECTRIC SPECIFIED CONTROL VALVE PVC LATERAL @ FUNNY PIPE 18" MIN. DEPTH PLASTIC FLEXIBLE SCHED. 80 NIPPLE(S) SWING PIPE LENGTH TO FIT SPECIFIED TOPSOIL AT DEPTHS AS INDICATED ON PLAN Irrigation Details SCHED. 80 TxT ELL BACKFILL W/ NATIVE SOIL FREE 18" LATERALS SCHED. 80 NIPPLE OF ROCK AND STONES - 24" MAINLINE LENGTH TO FIT NOTE: WRAP ALL THREADED COMPACT IN 6" LIFTS FITTINGS W/ TEFLON TAPE - THREE 1 CU. FT. GRAVEL BACKFILL FOR DRY WELLS WRAPS MINIMUM & HAND TIGHTEN PIPE SECURE CONTROL WIRES TO MAINLINE W/ PLASTIC LOCK TIES. DIRECT BURY W/ MAINLINE AND INSTALL PVC SxSxT TEE MAINLINE W/ 1" DEPTH MIN. SLACK LOOP EVERY 50 FEET. SxSxT TEE ROTARY & POP-UP MODELS SAND BEDDING 4 PVC LATERAL Electric Control Valve Sprinkler Head Installation - Typical Pipe Trench - Landscape 6 7 8 NOT TO SCALE NOT TO SCALE NOT TO SCALE L2.1 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: Starbucks Coffee Permit No.: PWD#2054 Review Date: 5/12/2020 Contact: Sean Mallon Phone No.: 206-522-9510 Review Phase: 1 Report Date: 5/12/ 2020 Reviewing Dept.: CED Applicant: Jeff Parker DWG Issue Date: # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 1. NEH Street trees in planter strip needed with root barrier Street trees have been added to Landscape 5-11- Plans. Refer to sheets L-1.0 and L-1.1 for details. 2020 2. FR Sheet C- Cut in WYE is not permitted use standard detail SS- Plans have been updated. Refer to plan sheets C- 5-12- 3.0 100 and SS-090 for New Service on Existing Main and 3.0 construction keynote â€œMâ€, and sheet C-5.1. 2020 Side details 3 and 4 (SS-090 & SS-100). Sewer Stub 3. FR Sheet C- Note S and Note R refer to Clean-Out installation and Plans have been updated to include additional 5-12- 3.0 location. Clean-Outs need to be at grade and accessible verbiage to adjust cleanouts to finished grade. 2020 with frame and cover per standard detail SS-080 Reference plan sheet C-3.0 construction keynotes â€œNâ€ and â€œOâ€. Also, these keynotes reference the corresponding detail SS-080 on sheet C-5.1 detail 2. 4. FR Sheet C- Sewer Easement is not needed as access to monitoring Plans have been updated to remove the sanitary 5-12- 3.0 manhole is a requirement of sewer service and the sewer easement. 2020 monitoring structure is part of the side sewer so ownership will not be transferred to the City. 5. FR Sheet C- SS-130 can be eliminated from the plans as that detail Plans have been updated as requested. Detail 5-12- 3.0 is for a multiple monitoring structure. A single service SS-130 has been removed. On plan sheet C-3.0 2020 monitoring manhole is the same as Standard Detail SS- construction keynote â€œPâ€ now references detail 010 1 (SS-010) on sheet C-5.0. 6. FR Sheet C- Utility Construction Note C - Gaskets shall be field lock Utility Construction keynote â€œCâ€ has been 5-12- 3.0 gaskets per COA Water Note 18. updated to include the verbiage from this 2020 comment as requested. 7. Page 1 of 1 UNANTICIPATED DISCOVERY OF CULTERAL RESOURCES AND HUMAN SKELETAL REMAINS BTS STARLINGTON LLC PROJECT, CITY OF ARLINGTON, WASHINGTON 1. INTRODUCTION Cadence Development LLC plans to construct the BTS Starlington LLC project. The purpose of this project is to construct a coffee shop with a drive-thru. The following Unanticipated Discovery Plan (UDP) outlines procedures to follow, in accordance with state and federal laws, if archaeological materials or human remains are discovered. 2. RECOGNIZING CULTURAL RESOURCES A cultural resource discovery could be prehistoric or historic. Examples include: â€¢ An accumulation of shell, burned rocks, or other food related materials â€¢ Bones or small pieces of bone, â€¢ An area of charcoal or very dark stained soil with artifacts, â€¢ Stone tools or waste flakes (i.e. an arrowhead, or stone chips), â€¢ Clusters of tin cans or bottles, logging or agricultural equipment that appears to be older than 50 years, â€¢ Buried railroad tracks, decking, or other industrial materials. When in doubt, assume the material is a cultural resource. 3. ON-SITE RESPONSIBILITIES STEP 1: STOP WORK. If any employee, contractor or subcontractor believes that he or she has uncovered a cultural resource at any point in the project, all work adjacent to the discovery must stop. The discovery location should be secured at all times. STEP 2: NOTIFY MONITOR. If there is an archaeological monitor for the project, notify that person. If there is a monitoring plan in place, the monitor will follow its provisions. STEP 3: NOTIFY PROJECT MANAGEMENT AND CULTURAL RESOURCES PROGRAM. Contact the Project Manager and the Cultural Resources (CR) Program Manager: Project Manager: Name: Number: Email: If you canâ€™t reach the CR Program manager, contact your projectâ€™s assigned Cultural Resources Specialist or an alternate: Assigned CR Specialist: Alternate CR Specialist: Name: Kerry Lyste Name: Tara Duff Number: 360-657-3687 ext 14 Number: 360-652-7362 ext 226 Email: klyste@stillaguamish.com Email: tduff@stillaguamish.com The Project Manager or the Cultural Resources Program will make all other calls and notifications. If human remains are encountered, treat them with dignity and respect at all times. Cover the remains with a tarp or other materials (not soil or rocks) for temporary protection in place and to shield them from being photographed. Do not call 911 or speak with the media. 4. FURTHER CONTACTS AND CONSULTATION A. Project Managerâ€™s Responsibilities: â€¢ Protect Find: The Project Manager is responsible for taking appropriate steps to protect the discovery site. All work will stop in an area adequate to provide for the total security, protection, and integrity of the resource. Vehicles, equipment, and unauthorized personnel will not be permitted to traverse the discovery site. Work in the immediate area will not resume until treatment of the discovery has been completed following provisions for treating archaeological/cultural material as set forth in this document. â€¢ Direct Construction Elsewhere On-site: The Project Manager may direct construction away from cultural resources to work in other areas prior to contacting the concerned parties. â€¢ Contact CR Manager: If the CR Program Manager has not yet been contacted, the Project Manager will do so. B. Project Managerâ€™s Responsibilities: 2 â€¢ Identify Find: The Project Manager (or a CR Specialist if so delegated), will ensure that a qualified professional archaeologist examines the find to determine if it is archaeological. o If it is determined not archaeological, work may proceed with no further delay. o If it is determined to be archaeological, the CR Manager or CR Specialist will continue with notification. o If the find may be human remains or funerary objects, the CR Manager or CR Specialist will ensure that a qualified physical anthropologist examines the find. If it is determined to be human remains, the procedure described in Section 5 will be followed. â€¢ Notify DAHP: The Project Manager (or a CR Specialist if so delegated) will contact the involved federal agencies (if any) and the Department of Archaeology and Historic Preservation (DAHP). â€¢ Notify Tribes: If the discovery may relate to Native American interests, the Manager or Specialist will also contact the projectâ€™s Tribal Liaison, or, if the project is not assigned a Liaison, the Executive Tribal Liaison. Federal/State Agencies: Agency: Dept of Natural Resources Name: Boyd Norton (WaDNR) Title: Forest Practice Coordinator Number: 360-854-2816 Email: boyd.norton@wa.dnr.gov Department of Archaeology and Historic Preservation: Dr. Allyson Brooks State Historic Preservation Officer 360-586-3066 Tribal Liaisons: Project Tribal Liaison Name: Stephanie Kramer Number: 360-586-3083 Email:Stephenie.Kramer@dahp.wa.gov 3 The Tribal Liaison, or CR Program Manager or Specialist, will contact the interested and affected Tribes. Tribes consulted on this project are: Tribe: Stillaguamish Tribe of Indians Name: Shawn Yanity Title: Tribal Chair Number: 360-652-7362 Email: syanity@stillaguamish.com C. Further Activities â€¢ Archaeological discoveries will be documented as described in Section 6. â€¢ Construction in the discovery area may resume as described in Section 7. 5. SPECIAL PROCEDURES FOR THE DISCOVERY OF HUMAN SKELETAL MATERIAL Any human skeletal remains, regardless of antiquity or ethnic origin, will at all times be treated with dignity and respect. If the project occurs on federal lands (e.g., national forest or park, military reservation) the provisions of the Native American Graves Protection and Repatriation Act of 1990 apply, and the responsible federal agency will follow its provisions. Note that state highways that cross federal lands are on an easement and are not owned by the state. If the project occurs on non-federal lands, RPI ARLINGTON, LLC will comply with applicable state and federal laws, and the following procedure: A. Notify Law Enforcement Agency or Medical Examinerâ€™s Office: City of Arlington Police Department: (360) 403-3400 In addition to the actions described in Sections 3 and 4, the Project Manager will immediately notify the local law enforcement agency or medical examinerâ€™s office. The medical examiner (with assistance of law enforcement personnel) will determine if the remains are human, whether the discovery site constitutes a crime scene, and will notify DAHP. Agency: SNOHOMISH COUNTY MEDICAL EXAMINER Number: (425) 438-6200 4 B. Participate in Consultation: Per RCW 27.44.055, RCW 68.50, and RCW 68.60, DAHP will have jurisdiction over non-forensic human remains. City of Arlington personnel will participate in consultation. C. Further Activities: â€¢ Documentation of human skeletal remains and funerary objects will be agreed upon through the consultation process described in RCW 27.44.055, RCW 68.50, and RCW 68.60. â€¢ When consultation and documentation activities are complete, construction in the discovery area may resume as described in Section 7. 6. DOCUMENTATION OF ARCHAEOLOGICAL MATERIALS Archaeological deposits discovered during construction will be assumed eligible for inclusion in the National Register of Historic Places under Criterion D until a formal Determination of Eligibility is made. Cultural Resources Program staff will ensure the proper documentation and assessment of any discovered cultural resources in cooperation with the federal agencies (if any), DAHP, affected tribes, and a contracted consultant (if any). All prehistoric and historic cultural material discovered during project construction will be recorded by a professional archaeologist on State of Washington cultural resource site or isolate form using standard techniques. Site overviews, features, and artifacts will be photographed; stratigraphic profiles and soil/sediment descriptions will be prepared for subsurface exposures. Discovery locations will be documented on scaled site plans and site location maps. Cultural features, horizons and artifacts detected in buried sediments may require further evaluation using hand-dug test units. Units may be dug in controlled fashion to expose features, collect samples from undisturbed contexts, or interpret complex stratigraphy. A test excavation unit or small trench might also be used to determine if an intact occupation surface is present. Test units will be used only when necessary to gather information on the nature, extent, and integrity of subsurface cultural deposits to evaluate the siteâ€™s significance. Excavations will be conducted using state-of-the-art techniques for controlling provenience. Spatial information, depth of excavation levels, natural and cultural stratigraphy, presence or absence of cultural material, and depth to sterile soil, regolith, or bedrock will be recorded for each probe on a standard form. Test excavation units will be recorded on unit-level forms, which include plan maps for each excavated level, and material type, number, and vertical provenience (depth below surface and stratum association where applicable) for all artifacts recovered from the level. A stratigraphic profile will be drawn for at least one wall of each test excavation unit. 5 Sediments excavated for purposes of cultural resources investigation will be screened through 1/8-inch mesh, unless soil conditions warrant Â¼-inch mesh. All prehistoric and historic artifacts collected from the surface and from probes and excavation units will be analyzed, catalogued, and temporarily curated. Ultimate disposition of cultural materials will be determined in consultation with the federal agencies (if any), DAHP, and the affected tribes. Within 90 days of concluding fieldwork, a technical report describing any and all monitoring and resultant archaeological excavations will be provided to the Project Manager, who will forward the report to the City of Arlington for review and delivery to the federal agencies (if any), SHPO, and the affected tribe(s). If assessment activity exposes human remains (burials, isolated teeth, or bones), the process described in Section 5 above will be followed. 7. PROCEEDING WITH CONSTRUCTION Project construction outside the discovery location may continue while documentation and assessment of the cultural resources proceed. The City of Arlington or other City representative, must determine the boundaries of the discovery location. In consultation with DAHP and affected tribes, Project Manager and Cultural Resources Program staff will determine the appropriate level of documentation and treatment of the resource. If federal agencies are involved, the agencies will make the final determinations about treatment and documentation. Construction may continue at the discovery location only after the process outlined in this plan is followed and City of Arlington (and the federal agencies, if any) determine that compliance with state and federal laws is complete. 6 City of Arlington Community & Economic Development February 11, 2020 Cadence Development, LLC 4580 Klahanie Drive SE #402 Issaquah, WA 98029 RE: Pre-Construction Requirements Project Name: Starbucks Coffee Project Address: 74XX 204th St NE Project No.: PWD-2054 Mr. Parker, In order for work to commence at the Starbucks Coffee project site, the following items need to be submitted to the City of Arlington: 1. Contractorâ€™s License No. and 24 hour emergency contact information. 2. Contractor must obtain a Business License with the City of Arlington. 3. Contractor Proof of Insurance with the City of Arlington named as Additional Insured. 4. Copies of other agency permits or proof that the application is in progress, if required. 5. Material submittals for all proposed water, sewer and stormwater infrastructure shall be approved. Allow one (1) weeksâ€™ time for review of material submittals. 6. Certified Erosion Sediment Control Lead and License Number. 7. A performance bond will need to be on file with the City of Arlington. This bond is to insure completion of the following and shall be indicated on the security: All included infrastructure relating to TESC, water, sanitary sewer, and stormwater drainage systems, any right of way improvements along with any private and public landscaping. Performance Bond Estimated Cost of Construction is $66,369.63 x 150% = $99,554.44 Once the items above have been received and approved, a pre-construction meeting will be scheduled. 18204 59th Avenue NE, #B - Arlington, WA, 98223 - 360-403-3551 â€“ www.arlingtonwa.gov Project closeout information The performance bond shall be released when inspection and approval of all work has been completed, as-built plans, easements, dedications, and bills of sale have been approved and a two- year, 20% maintenance bond is on file with the City of Arlington. The maintenance bond consists of following and shall be indicated on the security: All included infrastructure relating to the public water, and sanitary sewer systems, right of way improvements along with any private and public landscaping. Maintenance Bond Estimated Cost of Construction $59,335.88 x 20% = $11,867.18 The City of Arlington Performance Bond form is included. Should you have any questions or require additional information, please contact me at 360.403.3436 or rjones@arlingtonwa.gov . Sincerely, Raelynn Jones Permit Technician I Community & Economic Development PRE-CONSTRUCTION MEETING AGENDA Community & Economic Development City of Arlington â€¢ 18204 59th Avenue NE â€¢ Arlington, WA 98223 â€¢ Phone (360) 403 3551 Project Name: Starbucks Coffee Project No.: PWD#2054 Date: 7/7/2020 Contractor: Wilcox Construction Superintendent: Sean Painter Ph. No.: 206-817-9964 This meeting will be hosted online via Zoom. The permit packet will be required to be picked up prior to the meeting. The purpose of this meeting is to provide the most common inspections and noteworthy information. This meeting is not intended to be all-encompassing. It is the responsibility of the Owner, Developer and Contractor to adhere to the approved plans, verify compliance with the City of Arlington Municipal Code, Public Works Design and Construction Standards, International Code Council (ICC), applicable local, state and federal requirements. or any order, proclamation, guidance or decision of the Governor. INSPECTIONS â€¢ INSPECTIONS (360-403-3417) MUST BE CALLED IN BEFORE 3:30 PM TO BE ON THE NEXT BUSINESS DAY INSPECTION SCHEDULE â€¢ Inspections are Monday-Friday with exception of Local, State or Federal Holidays. Building, Storm and Civil Inspections - 8 am to 4:30 pm; Water or Sewer inspections - 8:00 am to 3:30 pm â€¢ To cancel or modify an inspection - Building, Storm or Civil call 360-403-3433; Water or Sewer call 360-403-3526 â€¢ It is the responsibility of the Owner, Developer and Contractor to call and arrange for appropriate inspections. Onsite tailgate meetings are advised with each individual inspector prior to installation of their related facilities with those persons who are actually performing the work. Contact Kevin Olander at 360-403-3433. â€¢ Failure to call for inspection may result in work being left exposed and/or removed and reconstructed â€¢ Re-inspections may be charged at $127.00 per hour, Â½ hour minimum for failure to call for inspection Submittal Documents ï² ïƒ¾ Contractor contacts and 24 hr. emergency numbers: ïƒ¾ Copies of other agency permits or proof that the Sean Painter 206-817-9964 application is in progress â€“ ïƒ¾ Proof of insurance listing the City of Arlington as additional ïƒ¾ One week prior to the pre-construction meeting. insured: 6/12/2020 EXP. 9/30/2020 Submittals for all materials and subcontractor ïƒ¾ Performance Bond must be on file: #41417674 approvals: DISCUSS AT PRE-CON AS NECESSARY ïƒ¾ Contractorâ€™s License: Active: WILCOC*194Q0 Ex 12/10/21 ïƒ¾ ï² Drafts of easements and dedications must be in for review: CESCL Name: Rory Butler ~Need separate legal and exhibit map for City Council CESCL# 50786 Exp.: 9/27/2021 Approval â€“ REQUIRED WITH AS-BUILT SUBMITTAL ï² Contact State Historical Preservation Officer and Stillaguamish Tribe if required per Land Use Permit Sam Barr Dept. of Archaeology Historic Preservation Stillaguamish Tribe of Indians 360-586-3065 sbarr@stillaguamish.com **Unanticipated Discovery Plan Provided in Binder** Ph.: 360-622-7055 ï² City of Arlington Design and Construction Standards and Specifications. (Available online) ï² Construction Work Hours â€“ Monday â€“ Saturday 7 am to 7pm. No Sundays City recognized or Federal Holidays UPCOMING HOLIDAYS â€“SEE FULL LIST OF 2020 FEDERAL HOLIDAYS ï² Binders and approved plans shall be kept onsite ï² As-built plans will be required â€“ submit contractor redlined plans with as-built submittal Revised 11/2019 Inspections shall include, but are not be limited to: General Inspection Line 360-403-3417 Do not cover without inspection ï² ~Traffic Control and Drainage/Erosion (TESC) ï² â€¢ Installation Methods â€¢ Materials â€¢ Staking Requirements â€¢ Lamping and videotaping if required â€¢ Bedding â€¢ Bulk Hydrant Use â€“ 360-403-3526 â€¢ Suitability of native backfill & compaction requirements â€¢ Call for Locates ~Curb/Gutter/Sidewalk/Driveway ï² â€¢ Grade compaction, preparation and approval â€¢ Workmanship â€¢ Staking requirements â€¢ Testing (if required) â€¢ Curb ramp location approval â€¢ Protection from weather and vandalism â€¢ Source/Mix Design/Truck Tickets â€¢ Grade compaction, preparation and approval ~Irrigation ï² â€¢ Materials â€¢ Approval prior to backfill ~Roadway ï² â€¢ Subgrade preparation, approval & compaction results â€¢ Source/Mix Design/Truck Tickets â€¢ Top course requirements, approval & compaction results â€¢ ATB & CL. B installation requirements & approval â€¢ Blue tops (if required) â€¢ Workmanship & protection until cured â€¢ Right of Way â€¢ CDF required in right of way per R-140 ~Landscaping ï² â€¢ Planting schedule and methods â€¢ Verify root barrier installation â€¢ Approve changes, additions and/or deletions â€¢ Planting methods & before planting mulch installation â€¢ Onsite inspection prior to and during planting â€¢ Staking & top mulch installation â€¢ Inspect final grade for lawn installation â€¢ Inspect miscellaneous landscape items â€¢ (Hydro- seed/sod) â€¢ Final Inspection ~Striping, Signage and Permanent Barricades ï² â€¢ Paint/Thermoplastics/RPMâ€™s â€¢ Posts and installation requirements â€¢ Workmanship & protection until cured â€¢ Sign duplicates â€¢ MUTCD Required â€¢ Monumentation ~Lighting and Fencing ï² Sewer Inspection Line - 360-403-3508 Do not cover without inspection ï² â€¢ Installation methods â€¢ Suitability of native backfill & compaction requirement â€¢ Staking requirements â€¢ Materials â€¢ Bedding: â€¢ Testing 3/8inches clean washed pea gravel or imported clean â€¢ CDF required in right of way per R-140 sand Water Inspections - 360-403-3526 Do not cover without inspection ï² â€¢ Installation methods â€¢ Materials â€¢ FDC/Fire Department Connection (F) â€¢ Thrust blocks â€¢ Staking requirements â€¢ Testing & Purity â€¢ Bedding (if required) â€¢ Hydrant RPMâ€™s â€¢ CDF required in right of way per R-140 â€¢ Payment of fees prior to meter set Building Inspection Line 360-403-3417 ï² â€¢ Inspection request procedures and scheduling â€¢ Permit Expiration, conditions for extension, renewal â€¢ Special Inspections â€¢ Revisions, changed conditions, and added work â€¢ Wall/rockeries separate building permit Revised 11/2019 General Civil and Storm Drainage Requirements 1. Keep road clean. 2. Dust control required. 3. Maintain construction entrance â€“ use railroad ballast â€“ no spawls. 4. Silt fence as needed â€“ contact for tailgate discussion. 5. All grouting shall be inspected inside and out. 6. Sand collars required unless otherwise specified. 7. All risers to be wet set and mudded inside and out. 8. All infiltration areas to be inspected before cover. 9. Provide protection for all infiltrating materials / amended soils, railroad ballast, drain rock 10. ECO Pans required for concrete clean up or approved wash down area with water tight containment. 11. CDF is required in right of way per R-140, up to the bottom of asphalt; no compaction required. 12. A Traffic Control Plan shall be submitted and approved prior to any work within the public Right of Way. 13. Landscaping â€“ root barriers are required per Standard Detail R-270. General Utility Requirements: 14. Maintain survey staking. 15. All pipe in ground shall be inspected before cover. 16. Take pictures. 17. Call if you have any questions. 18. No pipe received on site without the ends covered; covers will remain in place until installation 19. Signed set of approved construction drawings will be on site. 20. General site maintenance - No garbage in the ditch; no fittings/pipe in the mud; fitting assembly in a clean area. 21. Maintain horizontal and vertical clearance with other utilities. 22. Maximum amount of open trench shall not exceed 100 feet. 23. Dropped and/or damaged pipe will be removed from the site and replaced. 24. Anticipate the possibility of high ground water in this area. De-watering pumps will need to be available and in good working condition if needed. 25. A Red Line copy of the construction drawings will be submitted to the COA at the project completion with the as-built plans. 26. Tracer Tape required for any non-detectable pipe. General Water Requirements 27. All service lines shall be 2 inches and reduced at meter. 28. No 2 inches setters will be installed without restraint rods/spacer (Spud) in place. No wood spacers. 29. Pipe handling - Anticipate low water flows for flushing, keep the pipe/fittings clean. Water tight plug shall be used. 30. Once fittings arrive on site they need to be verified that they conform to approved submittals/COA STD. 31. Reduced Pressure Backflow Assembly (RPBA) is required, preferably inside the building. The RPBA must be in line where the water enters the building. Placement of the RPBA is a minimum of 1 foot and a maximum of 5 feet from ground level. 32. Mega Lugs and Field Locks are required. 33. All valves to be in the closed position to prevent debris/water from entering pipe. 34. Heavy plastic (4 mil. min.) on all fittings prior the thrust blocking. 35. Pre-block and post-block inspections are required. An ecology block may be used with crushed rock backfill compacted to 95%, as needed. Revised 11/2019 â€¢ Ecology Â½ block - 2â€™x2â€™x3â€™ (1900 lbs.); or â€¢ Ecology full block â€“ 2â€™x2â€™x6â€™ (3850 lbs.); or â€¢ Per standard detail W-160 thru W-175. 36. All Services will be flushed prior to testing or connecting to the check valve to prevent the check valve from damage. 37. What type of chlorination will you use? Disposal of the Super Chlorinated water? 38. Tie-in connections shall be less than 18 feet and swabbed with a chlorinated water solution of appropriate strength. 39. Water meter will not be set until connection fees have been paid. Contact the Permit Center for or apply online. 360-403-3551 or arlingtonwa.gov/254/Construction-Utility-Applications General Sanitary Sewer Requirements 40. Side sewer pipe and stubs shall be 6 inches. 41. Bedding shall be 3/8 inch clean washed pea gravel or imported clean sand, 6 inches below pipe and 12 inches above pipe. 42. Cleanouts shall be placed 5 feet from the building where each sewer stub exits the building. Cleanouts are required every 100 feet, must be at grade with ring, cover and internal plug, not a cap. If a clean out is not located in a solid surface, it will require a concrete pad. 43. All grouting shall be inspected inside and out. 44. All risers to be wet set and mudded inside and out . 45. Sanitary Sewer Pipe shall be cleaned and tested after backfilling by either exfiltration or low pressure air method. 46. Tracer Tape is required over side sewer pipes and stubs at 24 to 48 inches below finished grade extending the full length. 47. Monitoring manhole (MMH) is required for each commercial use within the city. If multi-tenant, each unit needs to connect separately to a MMH. Maximum of three (3) units may connect to one (1) MMH. Detail SS-130 General Building Requirements 48. Permit numbers shall be added to all required reports and emailed to the following: o Nova Heaton â€“ nheaton@arlingtonwa.gov 360-403-3437 o Kevin Olander â€“ kolander@arlingtonwa.gov 360-403-3433 o Brian Grieve â€“bgrieve@arlingtonwa.gov 360-403-3438 o Launa Peterson â€“ lpeterson@arlingtonwa.gov 360-403-3527 o Raelynn Jones â€“ rjones@arlingtonwa.gov 360-403-3436 49. Plan Revisions shall be submitted via hard copy to CED Department for review. o Two (2) copies of revised plans shall be required along with an electronic copy Revised 11/2019 From: Raelynn Jones To: Sean Painter; Devon Debo; "Travis Cheshire"; smallon@pacland.com Subject: Starbucks Pre-Construction Notes Date: Thursday, July 9, 2020 10:31:00 AM Attachments: image001.gif Good Morning, Thank you for attending the pre-construction meeting for the Starbucks project located at 7401 204th St NE. See below for general meeting notes: Â· Keep roads clean and free of debris Â· ROW permit shall be required. Please submit the TCP to rjones@arlingtonwa.gov and ced@arlingtonwa.gov for processing. There is no additional fee for the ROW permit Â· Please be mindful of the jobsite as it is under the public eye due to the location and the business being constructed Â· Accessibility to Bartellâ€™s at both entrances shall be monitored and proper road signage utilized as such Â· Dust control shall be maintained Â· CED Inspector: Â§ Brian Grieve bgrieve@arlingtonwa.gov 360-913-1396 Â· Water Department Contact Information: Â§ Gus Tararan gtararan@gmail.com 360-403-3542 Â· Sewer Department Contact Information: Â§ Joe Wilson jwilson@arlingtonwa.gov 425-754-7442 Please feel free to reach out should you have any questions. Thank you! Sincerely, Raelynn Jones Permit Technician City of Arlington Community & Economic Development 18204 59th Ave NE Arlington, WA 98223 Office: 360-403-3436 www.arlingtonwa.gov Submittal Job: 20-1001 Spec Section No: 02-200 Arlington Sbux Shell Bldg Submittal No: 1 74XX 204TH ST NE Revision No: 0 ARLINGTON, WA 98223 Sent Date: 6/19/2020 Spec Section Title: Submittal Title: Sewer Project Name Contractor: Contractor's StampArlington Sbux Shell Bldg WILCOX CONSTRUCTION, INC. APPROVED REJECTED REVISE REVIEWED BY Wilcox DATE 6/19/2020 SUBMITTAL# 01 SPEC 02-200 This review is only for general conformance of the project and general compliance. Corrections or comments made on these drawings during this review do not relieve Contractor/Subcontractor from compliance with the requirements of the plans and specifications. Contractor is responsible for all dimensions and fabrication to be confirmed and correlated at the job site Owner (Primary): Architect's Stamp CADENCE DEVELOPMENT, LLC Brian Wood Engineer's Stamp MATERIAL APPROVAL SUBMITTAL Form Approved OMB No 9000-0062 (See Instructions on Reverse) Expires May 31, 2005 Public reporting burden for this collection of information is estimated to average 20 minutes per response, including the time for reviewing instructions, searching existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of information. Send comments regarding this burden estimate or any other aspect of this collection of information, including suggestions for reducing this burden to the Department of Defense, Washington Headquarters Services, Directorate for Information Operations and Reports, 1215 Jefferson Davis Highway, Suite 1204, Arlington VA 22202-4302, and to the Office of Management and Budget, Paperwork Reduction Project OMB No 9000-0062, Washington DC 20503. Please DO NOT RETURN your form to either of these addresses. Send your completed form to: SAF/AQCP, 1060 Air Force Pentagon, Washington DC 20330-1060. TO: (Contracting Officer) FROM: (Contractor) DATE (YYYYMMDD) Sean Painter Rory Butler 2020/06/19 CONTRACT NUMBER SUBMISSION NUMBER SUBMITTAL âœ” NEW RESUBMITTAL PREVIOUS SUBMISSION NUMBER PROJECT NUMBER Starbuck-Arlington TO BE COMPLETED BY CONTRACTOR FOR GOVERNMENT USE ONLY ITEM SPECIFICATION SECTION/ DESCRIPTION OF MATERIAL AP- DISAP- SEE NO. PARA NO./DRAWING NO. (Include Type, Model Number, Catalog Number, Mfg., etc.) PROVED PROVED REVERSE INITIAL S.1 C-3.0 Grease Interceptor S.2 C-3.0 Sewer Piping & Fittings BY COMPLETING THIS FORM, THE UNDERSIGNED CONTRACTOR CERTIFIES THAT THE MATERIAL COMPLIES WITH ALL SPECIFICATIONS OF SUBJECT CONTRACT. DATE (YYYYMMDD) TYPE OR PRINT NAME AND TITLE SIGNATURE FOR GOVERNMENT USE ONLY TO: (Base Civil Engineering Officer) For Evaluation and Action DATE(YYYYMMDD) TYPE OR PRINT NAME AND GRADE SIGNATURE TO: (AF Contracting Office) RECOMMEND APPROVAL DISAPPROVAL AS INDICATED ABOVE AND SUBJECT TO ANY APPLICABLE COMMENTS ON THE REVERSE DATE(YYYYMMDD) TYPE OR PRINT NAME AND GRADE SIGNATURE TO: (Contractor) DISAPROVED AS INDICATED ABOVE AND SUBJECT TO ANY APPLICABLE COMMENTS ON THE REVERSE SIDE. REQUEST APPROVED RESUBMITTAL ON DISAPPROVED ITEMS WITHIN DAYS OF DATE SHOWN BELOW. DATE(YYYYMMDD) TYPE OR PRINT NAME AND GRADE SIGNATURE AF IMT 3000, 20030901, V1 PREVIOUS EDITION IS OBSOLETE. COMMENTS (Number to correspond with applicable Item Number on reverse) INSTRUCTIONS TO CONTRACTORS 1. The term "material" is defined as articles, supplies, raw materials, equipment, parts, components, and end items that are to be incorporated into the work required by the contract. 2. This form is to be used by contractors for submitting Shop Drawings, Equipment Data, Manufacturer's Literature and Certificates and samples of Materials to the Government for approval in accordance with the provisions of this contract. Unless otherwise specified, it is to be prepared in 4 copies, signed, and provided to the contracting officer with appropriate attachments. 3. Item(s) to be approved will be clearly tabbed or identified. Data pertaining to item(s) to be approved will be clearly identified or tabbed, particularly where documents are voluminous, in order to properly evaluate the materials or articles to be incorporated in the work. Each attachment will be numbered to correspond with the item number shown on the face of this form. 4. Requests submitted shall be numbered consecutively, by contract, in the space entitled "Submission No.". This number, in addition to the Contract No., will be used to identify each Material Approval Submittal. Resubmissions will be indicated in the appropriate block and the insertion of previous submission number and data in addition to a new submission number. A single submission should be used for all work of a section of the specifications, but in NO instance should the submission include work for more than one (1) contract. Submittals requiring priority handling will be submitted by separate submittal using the form and so marked across the face of the form. 5. This Material Approval Submittal is not valid unless it is signed by the contracting officer. This approval is required as called for by the contracting officer under the terms of this contract. AF IMT 3000, 20030901, V1 (REVERSE) SPECIFICATION AND SUBMITTAL GB-75 75 GPM Grease Interceptor for Indoor/Outdoor Use 46"46" ((117 cm)117 cm) 112-1/2"2-1/2" (32 cm)((32 cm)32 cm) 38-1/2"38-1/2" ((98 cm)98 cm) 26"26" (66 cm)((66 cm)66 cm) 32"32" ((81 cm)81 cm) This unit is certified to ASME A112.14.3 (Type C) and CSA B481.1 and includes Satisfies Miami DERM 99% efficiency requirements an internal flow control. External flow control with vent not required. when at least 2 units are installed in series SUBMITTAL Standard Options Location: indoor/outdoor 6" Plain End Inlet/Outlet (straight-through) C24HP: H20 load rated pickable cast iron Installation: above/below grade with Dual Pumpout Port Connections cover - 16,000 lbs. Flow Rates / Grease Capacities: 6" (150 mm) plain end inlet/outlet CC2: membrane clamping collar kit 75 GPM (4.7 L/s) / 653 lbs. (triple-outlet) PP3: Pumpout Port Solids Capacity: 19.2 gal. 6" (150 mm) male thread inlet/outlet AK1: High Water Anchor Kit Liquid Capacity: 125 gal. (stainless steel/straight-through) Field Cut Risers Weight: 130 lbs. -FO: Fixed outlet (straight-through only) SR24 5" â€“ 23" Connections: 4" (100 mm) FPT (triple outlet) with 4" (100 mm) Plain End Adapters PLAIN-EA-24: 2" (50 mm) plain end fitting LR24 >23" â€“ 38" Cover: bolted gas/water tight composite PLAIN-EA-34: 3" (75 mm) plain end fitting SR24 (x2) >38" â€“ 43" with 16,000 lb. load rating FPT-EA-23: 3" x 2" (75 x 50 mm) FPT fitting SR24 + LR24 >43" â€“ 58" FPT-EA-34: 4" x 3" (100 x 75 mm) FPT fitting LR24 (x2)>58" â€“ 72" Approval Signature: Date: Company: Specifying Engineer: Engineering Firm: MODEL NUMBER: DESCRIPTION: 75 GPM Polyethylene Grease Interceptor GB-75 PART #: 4045-001-02 DWG BY: B. Karrer DATE: 4/29/2020 REV: ECO: 9500 Woodend Road | Edwardsville, KS 66111 | Tel: 913-951-3300 | www.schierproducts.com Â© Copyright 2020 Schier, All Rights Reserved Page 1 of 4 SPECIAL PRECAUTIONS For Schier Grease Interceptor Installations - Failure to follow this guidance voids your warranty DO NOT AIR TEST UNIT OR RISER SYSTEM! Do not install this unit in any manner Doing so may result in property damage, personal injury or death. except as described in the installation instructions. Installation Instructions High Temperature Kitchen Water Installation instructions and additional installation cold water supply line components are included with the instructions interceptor. Read all instructions prior high temperature to installation. This interceptor is eï¬„uent ( > 150Âº F) intended to be installed by a licensed approved backflow plumber in conformance with all prevention assembly local codes. DTV (drain water tempering valve) When Installing Interceptor Inside If your dishwashing sink(s) discharges into a ï¬‚oor drain/sink (drain), you must regulate the ï¬‚ow into InterceptorInterceptor the drain to avoid an IInterceptornterceptor overï¬‚ow of water onto the kitchen ï¬‚oor. This can be done by installing a valve Fernco or similar or ï¬‚ow restriction cap on rubber ï¬‚ow directly connected indirectly connected restriction end cap the sink piping that discharges into the drain. If water is entering the interceptor at excessive temperature (over See drawing for guidance. For detailed guidance on indirect 150Âº F), a drain water tempering valve (DTV) and approved backflow connections, go to: prevention assembly must be installed. Most state and local webtools.schierproducts.com/Technical_Data/Indirect_Connections.pdf plumbing codes prohibit water above 150Âº F being discharged into the sanitary sewer. Water above 150Âº F will weaken or deform PVC Schedule 40 pipe, poly drainage ï¬xtures like interceptors and erode Hydrostatic Slabs (or Pressure Slabs) the coating of cast iron (leading to eventual failure). When installed under a concrete slab subject to hydrostatic pressure hydrostatic slab (slab designed to withstand upward lift, usually caused by hydrostatic watertight concrete InterceptorIInterceptornterceptor pressure) interceptor vault must be enclosed in a watertight concrete vault. MODEL NUMBER: DESCRIPTION: 75 GPM Polyethylene Grease Interceptor GB-75 PART #: 4045-001-02 DWG BY: B. Karrer DATE: 4/29/2020 REV: ECO: 9500 Woodend Road | Edwardsville, KS 66111 | Tel: 913-951-3300 | www.schierproducts.com Â© Copyright 2020 Schier, All Rights Reserved Page 2 of 4 SPECIAL PRECAUTIONS For Schier Grease Interceptor Installations - Failure to follow this guidance voids your warranty High Water Table Installations Fully Support Base of Unit Interceptors and risers are not Install unit on solid, level surface in concrete floor max water table height designed to withstand water table for direct burial contact with the entire footprint of height in excess of the top of the unit base; for suspended unit when buried (see ï¬gure). If it is installations design trapeze to possible for this to occur, install the support the wet weight of the unit. interceptor and risers in a Do not partially support unit or InterceptorInterceptor water-tight concrete vault or InterceptorInterceptor suspend unit using metal backï¬ll with concrete or ï¬‚owable U-channel to create a trapeze. suspended installation ï¬ll (wet concrete and ï¬‚owable backï¬ll should be poured in model AK1 anchor kit stages to avoid crushing the interceptor). At risk areas include Support Inlet and Outlet Piping but are not limited to tidal surge areas, ï¬‚oodplains and areas that receive storm water. Great Basinâ„¢ For above grade installations ensure pipe supports models that are direct buried in high water table scenarios must be heavy inlet and outlet piping (such as installed with an anchor kit. Models GB-50, GB-75, and GB-250 use model cast iron or long runs) is properly AK1 anchor kit. Model GB-500 uses model AK2 anchor kit for use with supported or suspended during the deadmen anchors. entire installation process to prevent connection failure or damage to bulkhead fittings. Above Grade Installation Support (for Model GB-500 Only) The wet weight of the interceptor combined AGS2 DO NOT with high temperature kitchen water COMPACT creates the potential for tank deformation BACKFILL when installed above grade. Model GB-500 installed above grade must be installed with Above Grade Support Kit model AGS2 to maintain structural integrity MODEL NUMBER: DESCRIPTION: 75 GPM Polyethylene Grease Interceptor GB-75 PART #: 4045-001-02 DWG BY: B. Karrer DATE: 4/29/2020 REV: ECO: 9500 Woodend Road | Edwardsville, KS 66111 | Tel: 913-951-3300 | www.schierproducts.com Â© Copyright 2020 Schier, All Rights Reserved Page 3 of 4 SPECIFICATIONS NOTES 1. 4" plain end inlet/outlet TOP VIEW 12" Outlet A 2. Unit weight - w/composite covers: 130 lbs.; (optional) w/cast iron covers: 210 lbs. (For wet weight add 1,041 lbs.) AA 3. Maximum operating temperature: 150Âº F continuous 4. Capacities - Liquid: 125 gal.; Grease: 653 lbs. Solids: 19.2 gal. Inlet Outlet B 5. Built-in Flow control. For series installations, (standard) only install flow control on the first unit in the Highway traffic load rated gas/ series if necessary. water tight bolted 6. For gravity drainage applications only. composite cover 7. Do not use for pressure applications. (16,000 lbs.) 8. Cover placement allows full access to tank for proper maintenance. Outlet C 9. Vent not required unless per local code. (optional) 10. Engineered inlet and outlet diffusers with inspection ports are removable to inspect / clean piping. For series installations, the top of SECTION A-A the inlet diffuser on the first unit in the series 46" Integral must be sealed. CL of inlet & outlet Ã¸ 24-1/2" TYP Air Relief / 11. Integral air relief / Anti-siphon / Anti Siphon Sampling access. 5-3/4" 12. Fixed outlet models (-FO) have outlet permanently welded at the factory in the 12-1/2" straight-through (B) position. Static Water Line DIFFUSION FLOW TECHNOLOGY The inlet diffuser splits inï¬‚uent into three paths, 38-1/2" creating laminar ï¬‚ow and utilizing the entire liquid volume of the tank for efficient grease separation. 23-3/4" Invert The calibrated openings greatly reduce effluent 26" turbulence. The effluent enters the main chamber Inlet without disturbing the existing grease or sediment Diffuser layers. The integral air relief / anti-siphon in the top of the outlet diffuser allows pressure stabilization within Outlet the unit during operation. The bottom of the outlet Diffuser diffuser allows only effluent which is free of grease to exit the tank. It can easily be attached to any of the three outlets provided to ease job site piping layouts. Rated Grease Capacites OUTLET END VIEW ENGINEER SPECIFICATION GUIDE for Units Piped in Series Schier Great Basinâ„¢ grease interceptor model # Cover adapter with up to 3-1/2" of adjustability GB-75 shall be lifetime guaranteed and made in USA Removal Efficiency No. of of seamless, rotationally-molded polyethylene. Interceptor shall be furnished for above or below Tie down point Units 100 GPM grade installation. Interceptor shall be certiï¬ed to for anchor kit in Series 96.6% 99%* ASME A112.14.3 (type C) and CSA B481.1, with ï¬eld 2 1,522 lbs. 861 lbs. adjustable riser system, built-in ï¬‚ow control and three outlet options. Interceptor ï¬‚ow rate shall be 75 32" 3 2,175 lbs. 1,598 lbs. GPM. Interceptor grease capacity shall be 653 lbs. 4 3,044 lbs. 2,335 lbs. Cover shall provide water/gas-tight seal and have minimum 16,000 lbs. load capacity. 5 3,697 lbs. 3,072 lbs. CERTIFIED PERFORMANCE 6 4,566 lbs. 3,809 lbs. Great Basin hydromechanical grease interceptors 7 5,219 lbs. 4,546 lbs. are third party performance-tested and listed by IAPMO to ASME #A112.14.3 and CSA B481.1 grease 8 6,088 lbs. 5,283 lbs. interceptor standards and greatly exceed requirements for grease separation and storage. Units piped in series are certified to ASME A112.14.3 They are compliant to the Uniform Plumbing Code (Type C) and CSA B481.1 and include an internal flow control. External flow control with vent not and the International Plumbing Code. required. Testing was peformed on a series installation of 2 GB-75 units, capacities for more than 2 units piped in series were calculated using the results of the 2-series test. * Satisfies Miami DERM 99% efficiency requirements MODEL NUMBER: DESCRIPTION: 75 GPM Polyethylene Grease Interceptor GB-75 PART #: 4045-001-02 DWG BY: B. Karrer DATE: 4/29/2020 REV: ECO: 9500 Woodend Road | Edwardsville, KS 66111 | Tel: 913-951-3300 | www.schierproducts.com Â© Copyright 2020 Schier, All Rights Reserved Page 4 of 4 Product Data Sheet < ST ANDARDS > introductionintroduction Ring-TiteÂ® piping systems are SDR35 and SDR28 sewer pipes and fittings manufactured to demanding ASTM, BNQ and CSA standards. Ring-Tite joints CSA ASTM B182.2 F679 can withstand well in excess of both the ASTM and CSA requirements. PRODUCT AVAILABILITY NQ 3624- 130/135 SDR28 4", 5" and 6" (100 mm, 125 mm & 150 mm) SDR35 4" through 60" (100 mm â€“ 1500 mm) SDR41 10" through 60" (250 mm â€“ 1500 mm) www.ipexna.com Toll Free: 800 463-9572 1 of 4 Product Data Sheet Short-Form Specification General Lubricant Main line sewers will be PVC SDR35 sewer pipe and All Ring-Tite Gasketed Sewer Pipe must be assembled shall be in compliance with ASTM D 3034 or using PVC pipe lubricant. ASTM F679 and third party certified to CSA B182.2. Sewer laterals will be PVC SDR28 sewer pipe and shall be third party certified by CSA as above. Markings Ring-Tite Gasketed Sewer Pipes are marked as prescribed in the above applicable standards to indicate Material size of the pipe, material designation, compliance to PVC Poly(Vinyl Chloride) used in the manufacturing of standard, and manufacturerâ€™s name or trademark. Ring-Tite Gasketed Sewer Pipe complies with ASTM D1784, Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Colour Coding Poly(Vinyl Chloride) (CPVC) Compounds, having a cell Ring-Tite Gasketed Sewer Pipe is colour-coded green for classification of 12454 or 12364. SDR35 and white for SDR28 & SDR41. Gasket materials used in the manufacturing of Ring-Tite Gasketed Sewer Pipe complies with the following Joints requirements: Sealing gaskets must meet the requirements of ASTM F477 â€œStandard Specification for Elastomeric ASTM D3034 or ASTM F679, CSA B182.2. In addition, Seals (Gaskets) for Joining Plastic Pipeâ€ for low-head the pipe joints must be able to withstand a minimum applications, or hydrostatic pressure of 345 kPa (50 psi) without leakage. ASTM F913 â€œStandard Specification for Thermoplastic Elastomeric Seals (Gaskets) for Joining Plastic Pipeâ€ Pipe Stiffness Extruded Pipe The minimum ring stiffness shall be 320 kPa (46 psi) for SDR35 pipe and 625 kPa (90 psi) for SDR 28. This Extruded Ring-Tite Gasketed Sewer Pipe conforms to the stiffness will be determined using the test methods following standards: prescribed by ASTM D3034 and ASTM F679. ASTM D2412 â€œStandard Test Method for Determination of External Loading Characteristics of Plastic Pipe by Fittings Parallel-Plate Loadingâ€ Injection-molded gasketed PVC fittings shall meet the ASTM D3034 â€œStandard Specification for Type PSM requirements of ASTM 3034 and ASTM F1336 and Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittingsâ€ shall be certified to CSA B182.1 or CSA B182.2. Fabricated fittings must conform to ASTM F1336 and ASTM D3212 â€œStandard Specification for Joints for CSA B182.2 Drain and Sewer Plastic Pipes Using Flexible Elastomeric Sealsâ€ ASTM F679 â€œStandard Specification for Poly(Vinyl Chloride) (PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittingsâ€ www.ipexna.com Toll Free: 800 463-9572 2 of 4 Product Data Sheet Dimensions SDR35 SDR28 Min. Wall Min. Wall Size Average ID Average OD Average ID Average OD Thickness Thickness in mm in mm in mm in mm in mm in mm in mm 4 100 3.97 100.94 0.12 3.06 4.21 107.06 3.91 99.42 0.15 3.82 4.21 107.06 5 135 5.32 135.08 0.16 4.09 5.64 143.26 5.24 133.02 0.20 5.12 5.64 143.26 6 150 5.92 150.29 0.18 4.55 6.28 159.39 5.83 148.01 0.22 5.69 6.28 159.39 8 200 7.92 201.16 0.24 6.10 8.40 213.36 â€“ â€“ â€“ â€“ â€“ â€“ 10 250 9.90 251.46 0.30 7.62 10.50 266.70 â€“ â€“ â€“ â€“ â€“ â€“ 12 300 11.79 299.36 0.36 9.07 12.50 317.50 â€“ â€“ â€“ â€“ â€“ â€“ 15 375 14.43 366.42 0.44 11.10 15.30 388.62 â€“ â€“ â€“ â€“ â€“ â€“ 18 450 17.63 447.87 0.53 13.57 18.70 475.01 â€“ â€“ â€“ â€“ â€“ â€“ 21 525 20.79 527.99 0.63 16.00 22.05 559.99 â€“ â€“ â€“ â€“ â€“ â€“ 24 600 23.39 594.00 0.71 18.00 24.80 630.00 â€“ â€“ â€“ â€“ â€“ â€“ 27 675 26.36 669.42 0.80 20.29 27.95 710.00 â€“ â€“ â€“ â€“ â€“ â€“ 30 750 30.17 766.36 0.91 23.22 32.00 812.80 â€“ â€“ â€“ â€“ â€“ â€“ 36 900 36.11 917.22 1.09 27.79 38.30 972.80 â€“ â€“ â€“ â€“ â€“ â€“ 42 1,050 41.95 1,065.72 1.27 32.29 44.50 1,130.30 â€“ â€“ â€“ â€“ â€“ â€“ 48 1,200 47.89 1,216.56 1.45 36.87 50.79 1,290.30 â€“ â€“ â€“ â€“ â€“ â€“ 54 1,350 54.27 1,378.49 1.64 41.77 57.55 1,462.00 â€“ â€“ â€“ â€“ â€“ â€“ 60 1,500 58.08 1,475.48 1.76 44.71 61.61 1,564.90 â€“ â€“ â€“ â€“ â€“ â€“ Ring-Tite fittings are injection molded in most configurations up to 375mm (15") nominal diameter. Larger sizes are fabricated from sections of pipe. Installation Please consult with our PVC Sewer Pipe and Fittings Installation Guide for complete installation information including: â€¢ Receiving and Handling Pipe Shipments â€¢ Assembling IPEX Joints â€¢ Trench Preparation â€¢ Curvature of the Pipeline â€¢ Lowering Pipe and Fittings into Trench â€¢ Cutting and Chamfering the Pipe The guide is available at www.ipexna.com www.ipexna.com Toll Free: 800 463-9572 3 of 4 About IPEX About the IPEX Group of Companies As leading suppliers of thermoplastic piping systems, the IPEX Group of Companies provides our customers with some of the worldâ€™s largest and most comprehensive product lines. All IPEX products are backed by more than 50 years of experience. With state-of-the-art manufacturing facilities and distribution centers across North America, we have established a reputation for product innovation, quality, end-user focus and performance. Markets served by IPEX group products are: â€¢ Electrical systems â€¢ Telecommunications and utility piping systems â€¢ Industrial process piping systems â€¢ Municipal pressure and gravity piping systems â€¢ Plumbing and mechanical piping systems â€¢ Electrofusion systems for gas and water â€¢ Industrial, plumbing and electrical cements â€¢ Irrigation systems â€¢ PVC, CPVC, PP, PVDF, PE, ABS, and PEX pipe and fittings Products are manufactured by IPEX Inc. and distributed in the United States by IPEX USA LLC. Ring-TiteÂ® is a trademark of IPEX Branding Inc. This literature is published in good faith and is believed to be reliable. However, it does not represent and/or warrant in any manner the information and suggestions contained in this brochure. Data presented is the result of laboratory tests and field experience. A policy of ongoing product improvement is maintained. This may result in modifications of features and/or specifications without notice. USA Â® www.ipexna.com Â© 2016 DS Ring-TiteToll Free: 800 463-9572 4 of 4 GPK FITTING SUBMITTAL SHEET Intro: GPK manufactures PVC sewer fittings in accordance with either ASTM D 3034, F 1336 or F 679 to be used in gravity flow or low pressure applications. Injection molded fittings are produced in sizes 4" (100mm) through 12" (300mm) diameter. Fabricated fittings are produced in sizes 4" (100mm) through 36" (973mm) diameter. Material: Fabricated fittings are manufactured from PVC pipe and molded components meeting the requirements of either ASTM D 3034, F 1336 or F 679 for workmanship, extrusion quality, stiffness, impact resistance, dimensions and structural performance. Extruded pipe components are made from PVC material with a minimum cell classification of 12454, 13343 or12364 as defined in ASTM D 1784. Injection molded fittings are made from PVC material with a minimum cell classification of 12454 or 13343 as defined in ASTM D 1784. Extrusion Quality: Extruded components are tested in accordance with and meet the requirements of ASTM D 2152 for properly fused PVC. Impact Resistance: Extruded components are tested in accordance with ASTM D 2444 using a 20 lb (9.07kg). Tup A and a Flat Plate Holder B. The strength shall equal or exceed the values shown below: 4" - 5" 150 Ft-Lbs 6" - 8" 210 Ft-Lbs 10" - 36" 220 Ft-Lbs (100mm - 125mm 203 J) (150mm - 200mm 284 J) (250mm - 973mm 299 J) Impact Resistance: Injection molded fittings are tested in accordance with ASTM D 2444 using a 20 lb (9.07kg). Tup A and a Flat Plate Holder B. The strength shall equal or exceed the values shown below: 4" 50 Ft-Lbs 6" - 8" 75 Ft-Lbs 10"-12" 90 FT-Lbs (100mm 68 J) (150mm - 200mm 102 J) (250mm - 300mm 122 J) Pipe Stiffness: Extruded components are tested in accordance with ASTM D 2412. The stiffness equals or exceeds the requirements of ASTM D 3034 and F 679. Pipe Flattening: Extruded components are flattened as described in ASTM D 3034 and F 679 until the distance between the plates is 40% of the outside diameter of the pipe. There shall be no splitting, cracking or breaking. Pressure/Pressure Deflection: Gasketed joints are tested in accordance with ASTM D 3212. Pressure: 10 minutes @ 10.8 psi (74.5 kPa) + 10 minutes deflected @ 10.8 psi (74.5 kPa). Vacuum: 10 minutes @ 22 in. Hg (74 kPa) + 10 minutes deflected @ 22 in. Hg (74 kPa). Branch Bending: The chemically fused areas around the fabricated branches of tee, wye and tee-wye fittings are tested to ASTM F 1336 to verify their strength and integrity. Pipe Stop Support: Tee and tee-wye fittings are tested to requirements of ASTM F1336 for pipe stop load support. No cracking or splitting shall occur and pipe spigot shall not protrude into waterway of the fitting. Joining Methods: Chemically Fused Solvent Weld Joints Solvent cement is handled and tested in accordance with ASTM D 2564 and D 2855. The Lap Shear Strength shall equal or exceed 900 psi (6205 kPa) @ 72 hours. Heat Fusion Welded Joints (Butt Fusion Welds) Elastomeric Seals (Gaskets) Must meet all requirements of ASTM F 477 and D 3212. Saddles: Injection molded saddle tees and saddle wyes shall have skirts with a minimum of 80 square inches (516 square cm) surface area which can be bonded to pipe. Fabricated saddle tees and saddle wyes shall have skirts with a minimum of 160 square inches (1032 square cm) surface area which can be bonded to pipe. GPK does not recommend gasket skirts where air tests are required. Epoxy Reinforced Welds. 2 1008 Submittal Job: 20-1001 Spec Section No: 02-200 Arlington Sbux Shell Bldg Submittal No: 2 74XX 204TH ST NE Revision No: 0 ARLINGTON, WA 98223 Sent Date: 6/19/2020 Spec Section Title: Submittal Title: Storm Project Name Contractor: Contractor's StampArlington Sbux Shell Bldg WILCOX CONSTRUCTION, INC. APPROVED REJECTED REVISE REVIEWED BY Wilcox DATE 6/19/2020 SUBMITTAL# 02 SPEC 02-200 This review is only for general conformance of the project and general compliance. Corrections or comments made on these drawings during this review do not relieve Contractor/Subcontractor from compliance with the requirements of the plans and specifications. Contractor is responsible for all dimensions and fabrication to be confirmed and correlated at the job site Owner (Primary): Architect's Stamp CADENCE DEVELOPMENT, LLC Brian Wood Engineer's Stamp MATERIAL APPROVAL SUBMITTAL Form Approved OMB No 9000-0062 (See Instructions on Reverse) Expires May 31, 2005 Public reporting burden for this collection of information is estimated to average 20 minutes per response, including the time for reviewing instructions, searching existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of information. Send comments regarding this burden estimate or any other aspect of this collection of information, including suggestions for reducing this burden to the Department of Defense, Washington Headquarters Services, Directorate for Information Operations and Reports, 1215 Jefferson Davis Highway, Suite 1204, Arlington VA 22202-4302, and to the Office of Management and Budget, Paperwork Reduction Project OMB No 9000-0062, Washington DC 20503. Please DO NOT RETURN your form to either of these addresses. Send your completed form to: SAF/AQCP, 1060 Air Force Pentagon, Washington DC 20330-1060. TO: (Contracting Officer) FROM: (Contractor) DATE (YYYYMMDD) Sean Painter Rory Butler 2020/06/19 CONTRACT NUMBER SUBMISSION NUMBER SUBMITTAL âœ” NEW RESUBMITTAL PREVIOUS SUBMISSION NUMBER PROJECT NUMBER Starbuck-Arlington TO BE COMPLETED BY CONTRACTOR FOR GOVERNMENT USE ONLY ITEM SPECIFICATION SECTION/ DESCRIPTION OF MATERIAL AP- DISAP- SEE NO. PARA NO./DRAWING NO. (Include Type, Model Number, Catalog Number, Mfg., etc.) PROVED PROVED REVERSE INITIAL ST.1 C-3.0 Fabric ST.2 C-3.0 Storm pipe ST.3 C-3.0 Storm-C/O Casting ST.4 C-3.0 Perf pipe BY COMPLETING THIS FORM, THE UNDERSIGNED CONTRACTOR CERTIFIES THAT THE MATERIAL COMPLIES WITH ALL SPECIFICATIONS OF SUBJECT CONTRACT. DATE (YYYYMMDD) TYPE OR PRINT NAME AND TITLE SIGNATURE FOR GOVERNMENT USE ONLY TO: (Base Civil Engineering Officer) For Evaluation and Action DATE(YYYYMMDD) TYPE OR PRINT NAME AND GRADE SIGNATURE TO: (AF Contracting Office) RECOMMEND APPROVAL DISAPPROVAL AS INDICATED ABOVE AND SUBJECT TO ANY APPLICABLE COMMENTS ON THE REVERSE DATE(YYYYMMDD) TYPE OR PRINT NAME AND GRADE SIGNATURE TO: (Contractor) DISAPROVED AS INDICATED ABOVE AND SUBJECT TO ANY APPLICABLE COMMENTS ON THE REVERSE SIDE. REQUEST APPROVED RESUBMITTAL ON DISAPPROVED ITEMS WITHIN DAYS OF DATE SHOWN BELOW. DATE(YYYYMMDD) TYPE OR PRINT NAME AND GRADE SIGNATURE AF IMT 3000, 20030901, V1 PREVIOUS EDITION IS OBSOLETE. COMMENTS (Number to correspond with applicable Item Number on reverse) INSTRUCTIONS TO CONTRACTORS 1. The term "material" is defined as articles, supplies, raw materials, equipment, parts, components, and end items that are to be incorporated into the work required by the contract. 2. This form is to be used by contractors for submitting Shop Drawings, Equipment Data, Manufacturer's Literature and Certificates and samples of Materials to the Government for approval in accordance with the provisions of this contract. Unless otherwise specified, it is to be prepared in 4 copies, signed, and provided to the contracting officer with appropriate attachments. 3. Item(s) to be approved will be clearly tabbed or identified. Data pertaining to item(s) to be approved will be clearly identified or tabbed, particularly where documents are voluminous, in order to properly evaluate the materials or articles to be incorporated in the work. Each attachment will be numbered to correspond with the item number shown on the face of this form. 4. Requests submitted shall be numbered consecutively, by contract, in the space entitled "Submission No.". This number, in addition to the Contract No., will be used to identify each Material Approval Submittal. Resubmissions will be indicated in the appropriate block and the insertion of previous submission number and data in addition to a new submission number. A single submission should be used for all work of a section of the specifications, but in NO instance should the submission include work for more than one (1) contract. Submittals requiring priority handling will be submitted by separate submittal using the form and so marked across the face of the form. 5. This Material Approval Submittal is not valid unless it is signed by the contracting officer. This approval is required as called for by the contracting officer under the terms of this contract. AF IMT 3000, 20030901, V1 (REVERSE) 123456 123456 123456 123456 123456 123456 ACF West, Inc. is a D.B.A. name for N.W. Geosynthetics, Inc. 8951 S.E. 76th Drive, Portland, OR 97206 503-771-5115 800-878-5115 Fax: 503-771-1161 Woodinville Corporate Center II Bldg. A #400 15540 Woodinville-Redmond Road, Woodville, WA 98072 425-415-6115 800-423-4567 Fax: 425-415-6126 POLYSPUN 200 This letter is to advise that our Polyspun 200, a nonwoven, spunbound polyester fabric used in subsurface drainage applications, and weed control applications, meets the physical properties listed below: Physical Test Method Minimum Average Minimum Average Property Roll Value Roll Value (English) (Metric) Unit Weight ASTM-D-5261 2.0 oz./yd2 68 g/m2 Grab Tensile ASTM-D-4632 60 lbs. .267 kN Grab Elongation ASTM-D-4632 60% 60% Mullen Burst ASTM-D-3786 65 psi 448 kPa Puncture ASTM-D-4833 18 lbs. .8 kN Trapezoidal Tear ASTM-D-4533 25 lbs. .111 kN UV Resistance ASTM-D-4355 70% 70% AOS ASTM-D-4751 30 sieve 0.600 mm Permittivity ASTM-D-4491 1.0 sec-1 1.0 sec-1 Flow Rate ASTM-D-4491 110 gal/min/ft2 4470 L/min/m2 ACF West, Inc. supplies the nonwoven fabric indicated above. The values listed are a result of testing conducted by the manufacturer in on-site laboratories. 8/99 The information presented herein, while not guaranteed, is to the best of our knowledge true and accurate. Except when agreed to in writing for specific conditions of use, no warranty or guarantee expressed or implied is made regarding the performance of any product, since the manner of use and handling are beyond our control. ADS, Inc. Drainage Handbook Specifications â™¦ 1-4 Â® ADS N-12 WT IB PIPE (PER ASTM F2648) SPECIFICATION Scope This specification describes 4- through 60-inch (100 to 1500 mm) ADS N-12 WT IB pipe (per ASTM F2648) for use in gravity-flow land drainage applications. Pipe Requirements ADS N-12 WT IB pipe (per ASTM F2648) shall have a smooth interior and annular exterior corrugations. â€¢ 4- through 60-inch (100 to 1500 mm) pipe shall meet ASTM F2648. â€¢ Manningâ€™s â€œnâ€ value for use in design shall be 0.012. Joint Performance Pipe shall be joined using a bell & spigot joint meeting ASTM F2648. The joint shall be watertight according to the requirements of ASTM D3212. Gaskets shall meet the requirements of ASTM F477. Gaskets shall be installed by the pipe manufacturer and covered with a removable, protective wrap to ensure the gasket is free from debris. A joint lubricant available from the manufacturer shall be used on the gasket and bell during assembly. 12- through 60-inch (300 to 1500 mm) diameters shall have an exterior bell wrap installed by the manufacturer. Fittings Fittings shall conform to ASTM F2306. Bell and spigot connections shall utilize a spun-on or welded bell and valley or saddle gasket meeting the watertight joint performance requirements of ASTM F2306. Field Pipe and Joint Performance To assure watertightness, field performance verification may be accomplished by testing in accordance with ASTM F2487. Appropriate safety precautions must be used when field-testing any pipe material. Contact the manufacturer for recommended leakage rates. Material Properties Material for pipe production shall be an engineered compound of virgin and recycled high-density polyethylene conforming with the minimum requirements of cell classification 424420C (ESCR Test Condition B) for 4- through 10-inch (100 to 250 mm) diameters, and 435420C (ESCR Test Condition B) for 12- through 60-inch (300 to 1500 mm) diameters, as defined and described in the latest version of ASTM D3350, except that carbon black content should not exceed 4%. The design engineer shall verify compatibility with overall system including structural, hydraulic, material, and installation requirements for a given application. Installation Installation shall be in accordance with ASTM D2321 and ADS recommended installation guidelines, with the exception that minimum cover in trafficked areas for 4- through 48-inch (100 to 1200 mm) diameters shall be one foot (0.3 m) and for 60-inch (1500 mm) diameter the minimum cover shall be 2 ft. (0.6 m) in single run applications. Backfill for minimum cover situations shall consist of Class 1 (compacted) or Class 2 (minimum 90% SPD) material. Maximum fill heights depend on embedment material and compaction level; please refer to Technical Note 2.02. Contact your local ADS representative or visit our website at www.ads-pipe.com for a copy of the latest installation guidelines. Pipe Dimensions Nominal Diameter, in (mm) Pipe I.D. 4 6 8 10 12 15 18 24 30 36 42 48 60 in (mm) (100) (150) (200) (250) (300) (375) (450) (600) (750) (900) (1050) (1200) (1500) Pipe O.D.* 4.8 6.9 9.1 11.4 14.5 18 22 28 36 42 48 54 67 in (mm) (122) (175) (231) (290) (368) (457) (559) (711) (914) (1067) (1219) (1372) (1702) *Pipe O.D. values are provided for reference purposes only, values stated for 12 through 60-inch are Â±1 inch. Contact a sales representative for exact values ï›™ADS, Inc., February 2017 Product Data Sheet < ST ANDARDS > introductionintroduction Ring-TiteÂ® piping systems are SDR35 and SDR28 sewer pipes and fittings manufactured to demanding ASTM, BNQ and CSA standards. Ring-Tite joints CSA ASTM B182.2 F679 can withstand well in excess of both the ASTM and CSA requirements. PRODUCT AVAILABILITY NQ 3624- 130/135 SDR28 4", 5" and 6" (100 mm, 125 mm & 150 mm) SDR35 4" through 60" (100 mm â€“ 1500 mm) SDR41 10" through 60" (250 mm â€“ 1500 mm) www.ipexna.com Toll Free: 800 463-9572 1 of 4 Product Data Sheet Short-Form Specification General Lubricant Main line sewers will be PVC SDR35 sewer pipe and All Ring-Tite Gasketed Sewer Pipe must be assembled shall be in compliance with ASTM D 3034 or using PVC pipe lubricant. ASTM F679 and third party certified to CSA B182.2. Sewer laterals will be PVC SDR28 sewer pipe and shall be third party certified by CSA as above. Markings Ring-Tite Gasketed Sewer Pipes are marked as prescribed in the above applicable standards to indicate Material size of the pipe, material designation, compliance to PVC Poly(Vinyl Chloride) used in the manufacturing of standard, and manufacturerâ€™s name or trademark. Ring-Tite Gasketed Sewer Pipe complies with ASTM D1784, Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Colour Coding Poly(Vinyl Chloride) (CPVC) Compounds, having a cell Ring-Tite Gasketed Sewer Pipe is colour-coded green for classification of 12454 or 12364. SDR35 and white for SDR28 & SDR41. Gasket materials used in the manufacturing of Ring-Tite Gasketed Sewer Pipe complies with the following Joints requirements: Sealing gaskets must meet the requirements of ASTM F477 â€œStandard Specification for Elastomeric ASTM D3034 or ASTM F679, CSA B182.2. In addition, Seals (Gaskets) for Joining Plastic Pipeâ€ for low-head the pipe joints must be able to withstand a minimum applications, or hydrostatic pressure of 345 kPa (50 psi) without leakage. ASTM F913 â€œStandard Specification for Thermoplastic Elastomeric Seals (Gaskets) for Joining Plastic Pipeâ€ Pipe Stiffness Extruded Pipe The minimum ring stiffness shall be 320 kPa (46 psi) for SDR35 pipe and 625 kPa (90 psi) for SDR 28. This Extruded Ring-Tite Gasketed Sewer Pipe conforms to the stiffness will be determined using the test methods following standards: prescribed by ASTM D3034 and ASTM F679. ASTM D2412 â€œStandard Test Method for Determination of External Loading Characteristics of Plastic Pipe by Fittings Parallel-Plate Loadingâ€ Injection-molded gasketed PVC fittings shall meet the ASTM D3034 â€œStandard Specification for Type PSM requirements of ASTM 3034 and ASTM F1336 and Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittingsâ€ shall be certified to CSA B182.1 or CSA B182.2. Fabricated fittings must conform to ASTM F1336 and ASTM D3212 â€œStandard Specification for Joints for CSA B182.2 Drain and Sewer Plastic Pipes Using Flexible Elastomeric Sealsâ€ ASTM F679 â€œStandard Specification for Poly(Vinyl Chloride) (PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittingsâ€ www.ipexna.com Toll Free: 800 463-9572 2 of 4 Product Data Sheet Dimensions SDR35 SDR28 Min. Wall Min. Wall Size Average ID Average OD Average ID Average OD Thickness Thickness in mm in mm in mm in mm in mm in mm in mm 4 100 3.97 100.94 0.12 3.06 4.21 107.06 3.91 99.42 0.15 3.82 4.21 107.06 5 135 5.32 135.08 0.16 4.09 5.64 143.26 5.24 133.02 0.20 5.12 5.64 143.26 6 150 5.92 150.29 0.18 4.55 6.28 159.39 5.83 148.01 0.22 5.69 6.28 159.39 8 200 7.92 201.16 0.24 6.10 8.40 213.36 â€“ â€“ â€“ â€“ â€“ â€“ 10 250 9.90 251.46 0.30 7.62 10.50 266.70 â€“ â€“ â€“ â€“ â€“ â€“ 12 300 11.79 299.36 0.36 9.07 12.50 317.50 â€“ â€“ â€“ â€“ â€“ â€“ 15 375 14.43 366.42 0.44 11.10 15.30 388.62 â€“ â€“ â€“ â€“ â€“ â€“ 18 450 17.63 447.87 0.53 13.57 18.70 475.01 â€“ â€“ â€“ â€“ â€“ â€“ 21 525 20.79 527.99 0.63 16.00 22.05 559.99 â€“ â€“ â€“ â€“ â€“ â€“ 24 600 23.39 594.00 0.71 18.00 24.80 630.00 â€“ â€“ â€“ â€“ â€“ â€“ 27 675 26.36 669.42 0.80 20.29 27.95 710.00 â€“ â€“ â€“ â€“ â€“ â€“ 30 750 30.17 766.36 0.91 23.22 32.00 812.80 â€“ â€“ â€“ â€“ â€“ â€“ 36 900 36.11 917.22 1.09 27.79 38.30 972.80 â€“ â€“ â€“ â€“ â€“ â€“ 42 1,050 41.95 1,065.72 1.27 32.29 44.50 1,130.30 â€“ â€“ â€“ â€“ â€“ â€“ 48 1,200 47.89 1,216.56 1.45 36.87 50.79 1,290.30 â€“ â€“ â€“ â€“ â€“ â€“ 54 1,350 54.27 1,378.49 1.64 41.77 57.55 1,462.00 â€“ â€“ â€“ â€“ â€“ â€“ 60 1,500 58.08 1,475.48 1.76 44.71 61.61 1,564.90 â€“ â€“ â€“ â€“ â€“ â€“ Ring-Tite fittings are injection molded in most configurations up to 375mm (15") nominal diameter. Larger sizes are fabricated from sections of pipe. Installation Please consult with our PVC Sewer Pipe and Fittings Installation Guide for complete installation information including: â€¢ Receiving and Handling Pipe Shipments â€¢ Assembling IPEX Joints â€¢ Trench Preparation â€¢ Curvature of the Pipeline â€¢ Lowering Pipe and Fittings into Trench â€¢ Cutting and Chamfering the Pipe The guide is available at www.ipexna.com www.ipexna.com Toll Free: 800 463-9572 3 of 4 About IPEX About the IPEX Group of Companies As leading suppliers of thermoplastic piping systems, the IPEX Group of Companies provides our customers with some of the worldâ€™s largest and most comprehensive product lines. All IPEX products are backed by more than 50 years of experience. With state-of-the-art manufacturing facilities and distribution centers across North America, we have established a reputation for product innovation, quality, end-user focus and performance. Markets served by IPEX group products are: â€¢ Electrical systems â€¢ Telecommunications and utility piping systems â€¢ Industrial process piping systems â€¢ Municipal pressure and gravity piping systems â€¢ Plumbing and mechanical piping systems â€¢ Electrofusion systems for gas and water â€¢ Industrial, plumbing and electrical cements â€¢ Irrigation systems â€¢ PVC, CPVC, PP, PVDF, PE, ABS, and PEX pipe and fittings Products are manufactured by IPEX Inc. and distributed in the United States by IPEX USA LLC. Ring-TiteÂ® is a trademark of IPEX Branding Inc. This literature is published in good faith and is believed to be reliable. However, it does not represent and/or warrant in any manner the information and suggestions contained in this brochure. Data presented is the result of laboratory tests and field experience. A policy of ongoing product improvement is maintained. This may result in modifications of features and/or specifications without notice. USA Â® www.ipexna.com Â© 2016 DS Ring-TiteToll Free: 800 463-9572 4 of 4 GPK FITTING SUBMITTAL SHEET Intro: GPK manufactures PVC sewer fittings in accordance with either ASTM D 3034, F 1336 or F 679 to be used in gravity flow or low pressure applications. Injection molded fittings are produced in sizes 4" (100mm) through 12" (300mm) diameter. Fabricated fittings are produced in sizes 4" (100mm) through 36" (973mm) diameter. Material: Fabricated fittings are manufactured from PVC pipe and molded components meeting the requirements of either ASTM D 3034, F 1336 or F 679 for workmanship, extrusion quality, stiffness, impact resistance, dimensions and structural performance. Extruded pipe components are made from PVC material with a minimum cell classification of 12454, 13343 or12364 as defined in ASTM D 1784. Injection molded fittings are made from PVC material with a minimum cell classification of 12454 or 13343 as defined in ASTM D 1784. Extrusion Quality: Extruded components are tested in accordance with and meet the requirements of ASTM D 2152 for properly fused PVC. Impact Resistance: Extruded components are tested in accordance with ASTM D 2444 using a 20 lb (9.07kg). Tup A and a Flat Plate Holder B. The strength shall equal or exceed the values shown below: 4" - 5" 150 Ft-Lbs 6" - 8" 210 Ft-Lbs 10" - 36" 220 Ft-Lbs (100mm - 125mm 203 J) (150mm - 200mm 284 J) (250mm - 973mm 299 J) Impact Resistance: Injection molded fittings are tested in accordance with ASTM D 2444 using a 20 lb (9.07kg). Tup A and a Flat Plate Holder B. The strength shall equal or exceed the values shown below: 4" 50 Ft-Lbs 6" - 8" 75 Ft-Lbs 10"-12" 90 FT-Lbs (100mm 68 J) (150mm - 200mm 102 J) (250mm - 300mm 122 J) Pipe Stiffness: Extruded components are tested in accordance with ASTM D 2412. The stiffness equals or exceeds the requirements of ASTM D 3034 and F 679. Pipe Flattening: Extruded components are flattened as described in ASTM D 3034 and F 679 until the distance between the plates is 40% of the outside diameter of the pipe. There shall be no splitting, cracking or breaking. Pressure/Pressure Deflection: Gasketed joints are tested in accordance with ASTM D 3212. Pressure: 10 minutes @ 10.8 psi (74.5 kPa) + 10 minutes deflected @ 10.8 psi (74.5 kPa). Vacuum: 10 minutes @ 22 in. Hg (74 kPa) + 10 minutes deflected @ 22 in. Hg (74 kPa). Branch Bending: The chemically fused areas around the fabricated branches of tee, wye and tee-wye fittings are tested to ASTM F 1336 to verify their strength and integrity. Pipe Stop Support: Tee and tee-wye fittings are tested to requirements of ASTM F1336 for pipe stop load support. No cracking or splitting shall occur and pipe spigot shall not protrude into waterway of the fitting. Joining Methods: Chemically Fused Solvent Weld Joints Solvent cement is handled and tested in accordance with ASTM D 2564 and D 2855. The Lap Shear Strength shall equal or exceed 900 psi (6205 kPa) @ 72 hours. Heat Fusion Welded Joints (Butt Fusion Welds) Elastomeric Seals (Gaskets) Must meet all requirements of ASTM F 477 and D 3212. Saddles: Injection molded saddle tees and saddle wyes shall have skirts with a minimum of 80 square inches (516 square cm) surface area which can be bonded to pipe. Fabricated saddle tees and saddle wyes shall have skirts with a minimum of 160 square inches (1032 square cm) surface area which can be bonded to pipe. GPK does not recommend gasket skirts where air tests are required. Epoxy Reinforced Welds. 2 1008 Marked "DRAIN" Submittal Job: 20-1001 Spec Section No: 02-200 Arlington Sbux Shell Bldg Submittal No: 3 7401 204TH ST NE Revision No: 0 ARLINGTON, WA 98223 Sent Date: 6/19/2020 Spec Section Title: Submittal Title: Waterline Contractor: Contractor's StampProject Name Arlington Sbux Shell Bldg WILCOX CONSTRUCTION, INC. APPROVED REJECTED REVISE REVIEWED BY Wilcox DATE 6/19/2020 SUBMITTAL# 03 SPEC 02-200 This review is only for general conformance of the project and general compliance. Corrections or comments made on these drawings during this review do not relieve Contractor/Subcontractor from compliance with the requirements of the plans and specifications. Contractor is responsible for all dimensions and fabrication to be confirmed and correlated at the job site Owner (Primary): Architect's Stamp CADENCE DEVELOPMENT, LLC Brian Wood Engineer's Stamp MATERIAL APPROVAL SUBMITTAL Form Approved OMB No 9000-0062 (See Instructions on Reverse) Expires May 31, 2005 Public reporting burden for this collection of information is estimated to average 20 minutes per response, including the time for reviewing instructions, searching existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of information. Send comments regarding this burden estimate or any other aspect of this collection of information, including suggestions for reducing this burden to the Department of Defense, Washington Headquarters Services, Directorate for Information Operations and Reports, 1215 Jefferson Davis Highway, Suite 1204, Arlington VA 22202-4302, and to the Office of Management and Budget, Paperwork Reduction Project OMB No 9000-0062, Washington DC 20503. Please DO NOT RETURN your form to either of these addresses. Send your completed form to: SAF/AQCP, 1060 Air Force Pentagon, Washington DC 20330-1060. TO: (Contracting Officer) FROM: (Contractor) DATE (YYYYMMDD) Sean Painter Rory Butler 2020/06/19 CONTRACT NUMBER SUBMISSION NUMBER SUBMITTAL NEW RESUBMITTAL PREVIOUS SUBMISSION NUMBER PROJECT NUMBER Starbuck-Arlington TO BE COMPLETED BY CONTRACTOR FOR GOVERNMENT USE ONLY ITEM SPECIFICATION SECTION/ DESCRIPTION OF MATERIAL AP- DISAP- SEE NO. PARA NO./DRAWING NO. (Include Type, Model Number, Catalog Number, Mfg., etc.) PROVED PROVED REVERSE INITIAL W.1 C-3.0 Waterline services W.2 C-3.0 Waterline DI pipe W.3 C-3.0 Water MJ W.4 C-3.0 Blow off Assy. W.5 C-3.0 GV Assy. BY COMPLETING THIS FORM, THE UNDERSIGNED CONTRACTOR CERTIFIES THAT THE MATERIAL COMPLIES WITH ALL SPECIFICATIONS OF SUBJECT CONTRACT. DATE (YYYYMMDD) TYPE OR PRINT NAME AND TITLE SIGNATURE FOR GOVERNMENT USE ONLY TO: (Base Civil Engineering Officer) For Evaluation and Action DATE(YYYYMMDD) TYPE OR PRINT NAME AND GRADE SIGNATURE TO: (AF Contracting Office) RECOMMEND APPROVAL DISAPPROVAL AS INDICATED ABOVE AND SUBJECT TO ANY APPLICABLE COMMENTS ON THE REVERSE DATE(YYYYMMDD) TYPE OR PRINT NAME AND GRADE SIGNATURE TO: (Contractor) DISAPROVED AS INDICATED ABOVE AND SUBJECT TO ANY APPLICABLE COMMENTS ON THE REVERSE SIDE. REQUEST APPROVED RESUBMITTAL ON DISAPPROVED ITEMS WITHIN DAYS OF DATE SHOWN BELOW. DATE(YYYYMMDD) TYPE OR PRINT NAME AND GRADE SIGNATURE AF IMT 3000, 20030901, V1 PREVIOUS EDITION IS OBSOLETE. COMMENTS (Number to correspond with applicable Item Number on reverse) INSTRUCTIONS TO CONTRACTORS 1. The term "material" is defined as articles, supplies, raw materials, equipment, parts, components, and end items that are to be incorporated into the work required by the contract. 2. This form is to be used by contractors for submitting Shop Drawings, Equipment Data, Manufacturer's Literature and Certificates and samples of Materials to the Government for approval in accordance with the provisions of this contract. Unless otherwise specified, it is to be prepared in 4 copies, signed, and provided to the contracting officer with appropriate attachments. 3. Item(s) to be approved will be clearly tabbed or identified. Data pertaining to item(s) to be approved will be clearly identified or tabbed, particularly where documents are voluminous, in order to properly evaluate the materials or articles to be incorporated in the work. Each attachment will be numbered to correspond with the item number shown on the face of this form. 4. Requests submitted shall be numbered consecutively, by contract, in the space entitled "Submission No.". This number, in addition to the Contract No., will be used to identify each Material Approval Submittal. Resubmissions will be indicated in the appropriate block and the insertion of previous submission number and data in addition to a new submission number. A single submission should be used for all work of a section of the specifications, but in NO instance should the submission include work for more than one (1) contract. Submittals requiring priority handling will be submitted by separate submittal using the form and so marked across the face of the form. 5. This Material Approval Submittal is not valid unless it is signed by the contracting officer. This approval is required as called for by the contracting officer under the terms of this contract. AF IMT 3000, 20030901, V1 (REVERSE) Water Heavywall 1730BCF 12â€ BODY: Material: HDPE 3 4 in 1 2 in Model: 17â€ x 30â€ 17 20 in Weight: 25 lbs 303 4 Wall Type: Straight in 31 2 Mouseholes: 0-4 3 Performance: ANSI/SCTE-77 Tier 8, WUC 3.6, ASTM C857 A-8, Exceeds 20,000 lb minimum load failure 12â€ in 2 in 25 1 9 in 2 6 in 1 18â€ BODY: Material: HDPE Model: 17â€ x 30â€ Weight: 33 lbs DIMENSIONS AT BOTTOM OF BOX ARE THE SAME FOR 12" AND 18" DEPTHS Wall Type: Straight Mouseholes: 0-4 3 4 in 1 2 in Performance: ANSI/SCTE-77 Tier 8, WUC 3.6, 17 20 ASTM C857 A-8, Exceeds 20,000 lb in 303 4 minimum load failure in 331 2 18â€ in 2 in 25 1 9 in Medium Duty: 2 Non-deliberate Traffic 6 in 1 For use in non-vehicular traffic situations only. Actual load rating is determined by the D*Cover comes standard with permanent markings for manufacturer, load rating, model size and manufacturing location.IMENSIONS AT BOTTOM OF BOX ARE THE SAME FOR 12" AND 18" DEPTHS box and cover combination. Weights and dimensions may vary slightly Contact your Oldcastle Enclosure Solutions Distribution Center for speciï¬ c information and additional options. Rev 10/2016 Â©2016 Oldcastle, Inc. 877-250-5139 oldcastleprecast.com/enclosuresolutions Water Heavywall 1730BCF Options: Available Heavy Duty Plastic Covers: Flush Solid Cover Flush Cover with Plastic Reader Door Flush Cover with Cast Iron Reader Door Flush Cover with AMR Recess Flush Cover with AMR Bracket (undermount) Available Polymer Concrete Covers: Composite with AMR Recess HD HDPE Flush Solid Flush Solid Cover Flush Cover with Cast Iron Reader Door Available Composite Covers: Flush Solid Cover Available Ductile Iron Covers: Flush Solid Cover Polymer Cover HD HDPE AMR Recess Flush Cover with Ductile Iron Max View Reader Door Add On Options for All Covers: AMR Opening Add On Options for Plastic and Polymer Covers: AMR Bracket Ductile Iron Max View Cover Raw Material Material Property ASTM Test Method Typical Value1 Type, Class, Category D 1248 III, A, 3 Speciï¬ cations: Density, g/cm3 D 1505 0.950 min., not to exceed 0.965 Tensile Strength, at break, psi D 638 3,000 to 4,400 Elongation, at break, % D 638 400 Tensile Impact, ft-lb/in2 D 1822 27 Flexural Modulus, psi D 790 120,000 min., not to exceed 240,000 Low Temperature Brittleness, F50, at oC D 746 <-76 Hardness, Shore D D 2240 66 Deflection Temperature, at 66 psi, oF D 648 150o min., not to exceed 200o Electrical Dielectric Strength, V/mil D 149 400 min., not to exceed 600 Molded Product Chemical Resistance D 543 Very Resistant Water Absorption D 570 Less than 1% weight change 1The values listed for physical property measurements are nominal values only. Certain physical property measurements are subject to variations consistent with the test methods and are within a generally accepted range for such values. Product Load Medium Duty : Non-deliberate Traffic Rating: For use in non-vehicular traffic situations only. Note: Actual load rating is determined by the box and cover combination. Weights and dimensions may vary slightly All information contained on this sheet is current at the time of printing. Oldcastle Precast, Inc. reserves the right to discontinue or update product information without notice. Rev 10/2016 Â©2016 Oldcastle, Inc. 877-250-5139 oldcastleprecast.com/enclosuresolutions SUBMITTAL INFORMATION Iron Service Saddles - (FC202-xxx-TAP-I style) FC202 EPOXY COATED DOUBLE BAND IRON SERVICE SADDLES Threads - CC or IP per AWWA C800 Finish: Epoxy Coating Coated Stainless Nylatron Steel Nuts Washers (both sides) EPDM Gasket Stainless Steel Studs Closed Lug Stainless Steel Band Width Stainless Stainless Steel Band Steel Washers 3-1/4" (3/4" and 1" taps) (open lug side) 4" (1-1/4" through 2" taps) Nom. PiPe o.D. aPPRox. CataLog î€³ SubmitteD outLet taP CoDe Size RaNge Wt. LbS. NumbeR item(S) CC (aWWa) thReaD 2" 2.35 - 2.50 2.8 FC202-250-TAP-I thReaD CoDe NumbeR î€³ SubmitteD item(S) 2-1/2" 2.75 - 2.90 2.8 FC202-290-TAP-I 3/4" CC CC3 *3.46 - 3.80 4.8 FC202-380-TAP-I 3" 1" CC CC4 *3.80 - 4.25 5.5 FC202-425-TAP-I **4.26 - 4.80 5.4 FC202-480-TAP-I 1-1/4" CC âˆ† CC5 4" *4.74 - 5.26 5.4 FC202-526-TAP-I 1-1/2" CC CC6 *4.50 - 5.40 5.4 FC202-540-TAP-I 2" CC CC7 5.94 - 6.69 5.7 FC202-669-TAP-I iP thReaD 6" 6.63 - 6.90 5.7 FC202-690-TAP-I thReaD CoDe NumbeR î€³ SubmitteD item(S) 6.84 - 7.60 6.7 FC202-760-TAP-I 3/4" IP IP3 6.63 - 7.61 6.7 FC202-761-TAP-I 1" IP IP4 7.93 - 8.71 6.8 FC202-871-TAP-I 8.63 - 9.05 8.2 FC202-905-TAP-I 1-1/4" IP âˆ† IP5 8" 8.99 - 9.79 8.4 FC202-979-TAP-I 1-1/2" IP IP6 8.63 - 9.80 8.4 FC202-980-TAP-I 2" IP IP7 10.00 - 10.75 9.4 FC202-1075-TAP-I 2-1/2" IP IP8 10.75 - 11.10 9.0 FC202-1110-TAP-I 10" âˆ† Contact factory for availability 11.10 - 12.12 10.8 FC202-1212-TAP-I 10.64 - 12.13 10.8 FC202-1213-TAP-I 12.00 - 12.75 11.0 FC202-1275-TAP-I 12.75 - 13.20 9.0 FC202-1320-TAP-I 12" 13.20 - 14.38 12.8 FC202-1438-TAP-I 12.62 - 14.39 12.8 FC202-1439-TAP-I I = Imported casting * Saddles for this pipe range are not available with 2" CC (CC7) or 2-1/2" IP (IP8) threads. ** These saddles with 2" CC (CC7) or 2-1/2" IP (IP8) taps only fit 4.80" O.D. pipe. Example: FC202-480-CC7-I fits 4.80" pipe O.D. only. FEATURES â€¢ Body made of high strength ductile iron per ASTM A536 â€¢ Double wide band and 5/8" UNC threaded studs of 18-8 type 304 stainless steel. For saddles 3" or smaller, studs are 1/2" â€¢ Gasket is EPDM rubber, ASTM D2000 â€¢ Finish on saddle body is fusion-bonded epoxy coating â€¢ UL Classified to ANSI/NSF Standard 61 The Ford Meter Box Company considers the information in this submittal form to be correct at the time of publication. Item and option availability, including specifications, are subject to change without notice. Please verify that your product information is current. The Ford Meter Box Company, Inc. Submitted By: P.O. Box 443, Wabash, Indiana U.S.A. 46992-0443 Phone: 260-563-3171 / Fax: 800-826-3487 Overseas Fax: 260-563-0167 www.fordmeterbox.com 12/20/17 SUBMITTAL INFORMATION Ballcorp Corporation Stops - (FB400-x-NL style) AWWA/CC TAPER THREAD INLET BY MALE IRON PIPE OUTLET Solid one piece tee-head and stem Molded EPDM rubber seat with Dual EPDM O-rings in the reinforcing ring supports the ball stem MIP Outlet Threads AWWA/CC Threads Inlet Outlet Length Fluorocarbon-coated brass ball Image shown above is an FB400-4-NL. VALVE BODY OUTLET APPROX. PART âœ“ SUBMITTED VALVE SIZE INLET SIZE OUTLET SIZE LENGTH THREADS WT. LBS NUMBER ITEM(S) 3/4" 3/4" 3/4" 4-15/64" 3/4" MIP 1.2 FB400-3-NL 3/4" 3/4" 1" 4-19/64" 1" MIP 1.4 FB400-34-NL 1" 1" 1" 4-33/64" 1" MIP 1.7 FB400-4-NL 1" 1" 1-1/4" 4-25/64" 1-1/4" MIP 1.9 FB400-45-NL 1-1/2" 1-1/2" 1-1/2" 6-9/16" 1-1/2" MIP 4.5 FB400-6-NL 1-1/2" 1-1/2" 2" 6-25/64" 2" MIP 4.7 FB400-67-NL 2" 2" 2" 7-5/16" 2" MIP 7.2 FB400-7-NL 2" 2" 2-1/2" 7-7/32" 2-1/2" MIP 7.6 FB400-78-NL FEATURES â€¢ All brass that comes in contact with potable water conforms to AWWA Standard C800 (ASTM B584, UNS C89833) â€¢ The product has the letters â€œNLâ€ cast into the main body for lead-free identification â€¢ Certified to NSF/ANSI Standard 61 and NSF/ANSI Standard 372 where applicable â€¢ Brass components that do not come in contact with potable water conform to AWWA Standard C800 (ASTM B62 and ASTM B584, UNS C83600, 85-5-5-5) â€¢ Ends are integral or secured with adhesive to prevent unintentional disassembly â€¢ 300 PSI working pressure The Ford Meter Box Company considers the information in this submittal form to be correct at the time of publication. Item and option availability, including specifications, are subject to change without notice. Please verify that your product information is current. The Ford Meter Box Company, Inc. Submitted By: P.O. Box 443, Wabash, Indiana U.S.A. 46992-0443 Phone: 260-563-3171 / Fax: 800-826-3487 Overseas Fax: 260-563-0167 www.fordmeterbox.com 01/26/15 SUBMITTAL INFORMATION Pack Joint Coupling - (C14-xx-NL style) FEMALE IRON PIPE THREAD BY PACK JOINT FOR COPPER OR PLASTIC TUBING (CTS) Iron Pipe Threads Beveled EPDM rubber gasket Integral Clamp Contains provides hydraulic seal Machined Grooves for Axial Restraint FIP Size PJ Size Length Anti-friction washer Stainless Steel Screw Activates Clamp DESCRIPTION APPROX. PART âœ“ SUBMITTED LENGTH FEMALE IRON PIPE P.J. FOR CTS WT. LBS NUMBER ITEM(S) 1/2" 1/2" 1-9/16" 0.4 C14-11-NL 1/2" 3/4" 1-5/16" 0.5 C14-13-NL 3/4" 1/2" 1-3/4" 0.6 C14-31-NL 3/4" 3/4" 1-5/16" 0.6 C14-33-NL 3/4" 1" 1-3/4" 0.7 C14-34-NL 3/4" 1-1/4" 1-7/8" 1.3 C14-35-NL 1" 3/4" 1-13/16" 0.7 C14-43-NL 1" 1" 1-7/8" 0.9 C14-44-NL 1" 1-1/4" 1-13/16" 1.1 C14-45-NL 1-1/4" 1" 1-13/16" 0.9 PJA4-44-C14-54-NL 1-1/4" 1-1/4" 1-15/16" 1.4 PJA4-45-C14-55-NL 1-1/4" 1-1/2" 2-1/8" 1.7 PJA4-46-C14-56-NL 1-1/2" 1-1/2" 2-7/16" 2.3 C14-66-NL 1-1/2" 2" 2-1/2" 2.6 C14-67-NL 2" 1-1/2" 3-1/4" 2.5 C14-76-NL 2" 2" 2-1/4" 2.8 C14-77-NL Note: Ford recommends insert stiffeners when using plastic pipe or tubing. FEATURES â€¢ All brass that comes in contact with potable water conforms to AWWA Standard C800 (ASTM B584, UNS C89833) â€¢ The product has the letters â€œNLâ€ cast into the main body for lead-free identification â€¢ Certified to NSF/ANSI Standard 61 and NSF/ANSI Standard 372 where applicable â€¢ Brass components that do not come in contact with potable water conform to AWWA Standard C800 (ASTM B62 and ASTM B584, UNS C83600, 85-5-5-5) â€¢ Sleeve design provides hexagonal wrench flats for proper installation The Ford Meter Box Company considers the information in this submittal form to be correct at the time of publication. Item and option availability, including specifications, are subject to change without notice. Please verify that your product information is current. The Ford Meter Box Company, Inc. Submitted By: P.O. Box 443, Wabash, Indiana U.S.A. 46992-0443 Phone: 260-563-3171 / Fax: 800-826-3487 Overseas Fax: 260-563-0167 www.fordmeterbox.com 12/12/14 CU HDPE 30 MIL TRACER WIRE Copper Tracer Wire â€¢ 30 Volts â€¢ Oxygen Free Copper Conductor â€¢ Dead Soft Annealed High Molecular Weight Polyethylene (HMWPE) Insulation â€¢ Direct Burial Rated Moisture, Chemical, Oil, and Sunlight Resistant â€¢ Impact, Crush, and Abrasion Resistant RoHS Compliant â€¢ Made in the USA TRACER WIRE Applications and Information â€¢ Pro-Line Type CU HDPE 30 MIL conductors are used for tracer wire applications not exceeding 30 Volts. Tracer wire is used to conductively locate buried utility lines for the gas, water, sewer, telecommunication, and electrical markets. â€¢ When used as Type CU HDPE 30 MIL, conductor is suitable for use direct burial ap- plications not locations at temperatures not to exceed 75Â°C. â€¢ Tracer wire is RoHS Compliant and manufacturered in the USA. Standards and References Pro-Line Type CU HDPE 30 MIL conductors meets or exceeds all applicable ASTM specifica- tions, requirements of the National Electrical Code. â€¢ ASTM B-3: Standard Specification for Soft or Annealed Copper Wire â€¢ ASTM B170: Standard Specification for Oxygen-Free Electrolytic Copper â€¢ ASTM D1248: Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable â€¢ ASTM D1238: Standard Test Method for Melt Flow Rates of Thermoplastics by Extru- sion Plastometer Construction â€¢ Pro-Line Type CU HDPE 30 MIL copper conductors are annealed copper (soft drawn), insulated with a high-density, high molecular weight polyethylene (HDPE) insula- tion. HDPE provides an excellent balance of surface smoothness, processing ease and electrical consistency. HDPE provides superior strength against underground elements that help prevent accidental breaks caused buy rocks in shifting soil condi- tions. â€¢ Available in black, blue, green, orange, purple, red, white, and yellow. Some colors standard, some subject to economic order quantity. Specifications TYPE: CU HDPE 30 MIL TRACER WIRE Tracer wire shall be a (14, 12 or 10 AWG SOLID HDPE 30 MIL) copper conductor with a 30 mil thick, high-density, high molecular weight polyethylene (HDPE) insulation and rated for 30 volts. Insulation and jacket shall be RoHS compliant CU HDPE 30 MIL and utilize virgin grade material. Insulation color shall meet the APWA color code standard for identification of buried utilities. Tracer wire shall be Pro-Line Safety Products or approved equal and made in the USA. PRO-TRACE â„¢ is a registered trademark of Pro-Pak Industries, Inc. CU HDPE 30 MIL Tracer Wire (Weights, Measurements, and Packaging) WE IGHT S, ME ASURE ME NT S AND P A CKA GING APPROX. WEIGHT CONDUCTOR INSULATION NOMINAL PER 1,000 FT (lbs) PRODUCT STANDARD THICKNESS O.D. PART NO. (HDPE) (inches) COPPER PRODUCT PACKAGES SIZE (AWG) STRANDING WEIGHT/MFT WEIGHT/MFT CU HDPE 30 MIL (SOLID) TRACER WIRE 74003XXXX 14 AWG SOLID 0.030â€ (30 MIL) 0.127â€ 12.400 lbs 16.125 lbs 32, 47 74004XXXX 12 AWG SOLID 0.030â€ (30 MIL) 0.144â€ 19.500 lbs 23.800 lbs 32, 47 74005XXXX 10 AWG SOLID 0.030â€ (30 MIL) 0.165â€ 30.996 lbs 37.900 lbs 32, 47 74006XXXX 8 AWG SOLID 0.030â€ (30 MIL) 0.189â€ 49.975 lbs 59.000 lbs 32, 47 CU HDPE 30 MIL (STRANDED) TRACER WIRE 74008XXXX 14 AWG 7-STRAND 0.030â€ (30 MIL) 0.133â€ 12.600 lbs 16.700 lbs 32, 47 74010XXXX 12 AWG 7-STRAND 0.030â€ (30 MIL) 0.152â€ 19.600 lbs 24.760 lbs 32, 47 74012XXXX 10 AWG 7-STRAND 0.030â€ (30 MIL) 0.176â€ 31.136 lbs 37.500 lbs 32, 47 TRACER WIRE 74014XXXX 8 AWG 7-STRAND 0.030â€ (30 MIL) 0.206â€ 49.824 lbs 61.060 lbs 32, 47 PART # DESIGNATION (AWG & COLOR) PART # DESIGNATION (PACKAGE SIZE) 14 AWG 12 AWG 10 AWG 8 AWG COLOR SIZE PACKAGING TYPE PART NO. SOLID SOLID SOLID SOLID BLACK 7400301xx 7400401xx 7400501xx 7400601xx 14 AWG 4 x 500 FT REEL CARTON xxxxxxx32 BLUE 7400302xx 7400402xx 7400502xx 7400602xx SOLID 1 x 2500 FT REEL BULK REEL xxxxxxx47 GREEN 7400305xx 7400405xx 7400505xx 7400605xx 12 AWG 4 x 500 FT REEL CARTON xxxxxxx32 ORANGE 7400306xx 7400406xx 7400506xx 7400606xx SOLID 1 x 2500 FT REEL BULK REEL xxxxxxx47 PURPLE 7400308xx 7400408xx 7400508xx 7400608xx 10 AWG 2 x 500 FT REEL CARTON xxxxxxx32 RED 7400309xx 7400409xx 7400509xx 7400609xx SOLID 1 x 2500 FT REEL BULK REEL xxxxxxx47 WHITE 7400311xx 7400411xx 7400511xx 7400611xx 8 AWG 1 x 500 FT REEL BULK REEL xxxxxxx32 YELLOW 7400312xx 7400412xx 7400512xx 7400612xx SOLID 1 x 2500 FT REEL BULK REEL xxxxxxx47 14 AWG 12 AWG 10 AWG 8 AWG 14 AWG 4 x 500 FT REEL CARTON xxxxxxx32 COLOR STRND STRND STRND STRND STRANDED 1 x 2500 FT REEL BULK REEL xxxxxxx47 BLACK 7400801xx 7401001xx 7401201xx 7401401xx 12 AWG 4 x 500 FT REEL CARTON xxxxxxx32 BLUE 7400802xx 7401002xx 7401202xx 7401402xx STRANDED 1 x 2500 FT REEL BULK REEL xxxxxxx47 GREEN 7400805xx 7401005xx 7401205xx 7401405xx 10 AWG 2 x 500 FT REEL CARTON xxxxxxx32 ORANGE 7400806xx 7401006xx 7401206xx 7401406xx STRANDED 1 x 2500 FT REEL BULK REEL xxxxxxx47 PURPLE 7400808xx 7401008xx 7401208xx 7401408xx 8 AWG 1 x 500 FT REEL BULK REEL xxxxxxx32 RED 7400809xx 7401009xx 7401209xx 7401409xx STRANDED 1 x 2500 FT REEL BULK REEL xxxxxxx47 WHITE 7400811xx 7401011xx 7401211xx 7401411xx YELLOW 7400812xx 7401012xx 7401212xx 7401412xx CU HDPE 30 MIL PRO-LINE SAFETY PRODUCTS COMPANY 1099 ATLANTIC DRIVE, UNIT 1 â€¢ WEST CHICAGO, IL 60185 TOLL FREE: 800.554.3424 6/17/2020 11:49 AM ÃÃ‹ÃžÃ“Ã—ÃŒÃŒÃŸÃ” Ã—Ã’ÃšÃ‘ÃŽÃ“ÃŸÃŒÃ—Ã‘Ã’ Ã¨Ã° ÃÂ»Â®Â·Â»Â ÃÂ±Â°Â°Â»Â®ÂÂ»Â¬Â¬Â»Â® Ã³ Ã¸ÃŠÃžÃžÃ¨ÃªÃ³Â¨Â¨ÃžÃ³Ã¯Ã¯Ã³ÃªÃªÃ³Ã’Ã” ÂÂ¬Â§Â´Â»Ã· ÃšÃ”ÃŸÃ’Ã™Ã›Ãœ ÃŸÃ’Ã™Ã”Ã› ÃžÃŸÃ”Ã” ÃŠÃŸÃ”ÃŠÃ› ÃžÃ‡ ÃšÃ”ÃŸÃ’Ã™Ã›Ãœ ÃŸÃ’Ã™Ã”Ã› ÃžÃŸÃ”Ã” ÃŠÃŸÃ”ÃŠÃ› Ã‰Ã—ÃŒÃ˜ ÃžÃ‡Ã³ÃÃŸÃÃ Ã¸Ã¯Ã³Ã¯Ã±Ã®Ã¾ Ã“Ã›ÃŒÃ›ÃŽÃ· ÃšÃ›Ã“ÃŸÃ”Ã› Ã—ÃŽÃ‘Ã’ ÃÃ—ÃÃ› ÃŒÃ˜ÃŽÃ›ÃŸÃœ ÃŠÃ›ÃŽÃŒÃ—ÃÃŸÃ” Ã—Ã’Ã”Ã›ÃŒ ÃŸÃ’Ãœ 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ÂºÂ±Â´Â´Â±Â©Â·Â²Â¹ Â¬Â¸Â» Â¸Â»Â·Â¹Â¸Â¬Ã² Ã›Â¨Â¿Â³Â°Â´Â»Ã¦ ÃŠÃžÃžÃ¨ÃªÃ³Ã¯Ã®Ã˜ÃžÃ³Ã¯Ã¯Ã³ÃªÃªÃ³Ã’Ã” ÃŒÂ¸Â» ÃšÂ±Â®Â¼ Ã“Â»Â¬Â»Â® ÃžÂ±Â¨ ÃÂ±Â³Â°Â¿Â²Â§ Â½Â±Â²ÂÂ·Â¼Â»Â®Â Â¬Â¸Â» Â·Â²ÂºÂ±Â®Â³Â¿Â¬Â·Â±Â² Â·Â² Â¬Â¸Â·Â ÂÂ«Â¾Â³Â·Â¬Â¬Â¿Â´ ÂºÂ±Â®Â³ Â¬Â± Â¾Â» Â½Â±Â®Â®Â»Â½Â¬ Â¿Â¬ Â¬Â¸Â» Â¬Â·Â³Â» Â±Âº Â°Â«Â¾Â´Â·Â½Â¿Â¬Â·Â±Â²Ã² Ã—Â¬Â»Â³ Â¿Â²Â¼ Â±Â°Â¬Â·Â±Â² Â¿ÂªÂ¿Â·Â´Â¿Â¾Â·Â´Â·Â¬Â§Ã´ Â·Â²Â½Â´Â«Â¼Â·Â²Â¹ ÂÂ°Â»Â½Â·ÂºÂ·Â½Â¿Â¬Â·Â±Â²ÂÃ´ Â¿Â®Â» ÂÂ«Â¾Â¶Â»Â½Â¬ Â¬Â± Â½Â¸Â¿Â²Â¹Â» Â©Â·Â¬Â¸Â±Â«Â¬ Â²Â±Â¬Â·Â½Â»Ã² ÃÂ´Â»Â¿ÂÂ» ÂªÂ»Â®Â·ÂºÂ§ Â¬Â¸Â¿Â¬ Â§Â±Â«Â® Â°Â®Â±Â¼Â«Â½Â¬ Â·Â²ÂºÂ±Â®Â³Â¿Â¬Â·Â±Â² Â·Â Â½Â«Â®Â®Â»Â²Â¬Ã² ÃŒÂ¸Â» ÃšÂ±Â®Â¼ Ã“Â»Â¬Â»Â® ÃžÂ±Â¨ ÃÂ±Â³Â°Â¿Â²Â§Ã´ Ã—Â²Â½Ã² ÃÂ«Â¾Â³Â·Â¬Â¬Â»Â¼ ÃžÂ§Ã¦ ÃÃ²Ã‘Ã² ÃžÂ±Â¨ Ã¬Ã¬ÃÃ´ Ã‰Â¿Â¾Â¿ÂÂ¸Ã´ Ã—Â²Â¼Â·Â¿Â²Â¿ Ã‹Ã²ÃÃ²ÃŸÃ² Ã¬ÃªÃ§Ã§Ã®Ã³Ã°Ã¬Ã¬Ã ÃÂ¸Â±Â²Â»Ã¦ Ã®ÃªÃ°Ã³Ã«ÃªÃÃ³ÃÃ¯Ã©Ã¯ Ã± ÃšÂ¿Â¨Ã¦ Ã¨Ã°Ã°Ã³Ã¨Ã®ÃªÃ³ÃÃ¬Ã¨Ã© Ã‘ÂªÂ»Â®ÂÂ»Â¿Â ÃšÂ¿Â¨Ã¦ Ã®ÃªÃ°Ã³Ã«ÃªÃÃ³Ã°Ã¯ÃªÃ© Â©Â©Â©Ã²ÂºÂ±Â®Â¼Â³Â»Â¬Â»Â®Â¾Â±Â¨Ã²Â½Â±Â³ Ã¯Ã®Ã±Ã¯Ã§Ã±Ã¯Ã© Job Name: Job Location: LEAd FrEE* Engineer: Model rP4A & rPLF4A Contractor: Tag: Reduced Pressure Principle Backflow Preventer PO Number: â€“ A Series â€“ Representative: Wholesale Distributor: SPECIFICATIONS The ApolloÂ® Model RP4A and RPLF4A Lead Free* Reduced Pressure Backflow Preventer A Series provide maximum protection of the potable water supply due to back-siphonage or backpressure from substances that are hazardous to the potable water supply. The top accessed modular check valve cartridges provide captured springs, replaceable seats, and reversible silicone seat discs. This Made in America assembly features ball valve shutoffs with stainless steel handles and nuts as standard and carries the five-year ApolloÂ® factory warranty. FEATUrES PErFOrMANCE rATING STANdArd MATErIALS LIST â€¢ Low pressure loss documented by â€¢ Maximum Working Pressure: 175 psi Part Name Material independent approval agencies â€¢ Temperature Range: 33 Â° F â€“ 180 Â° F â€¢ Easily removable modular check valve Body, Caps Bronze C84400 or cartridge C89836 Lead Free* â€¢ Captured stainless steel springs APPrOVALS Bronze C84400 or BV Shutoffs, Test cocks â€¢ Ball valve shutoffs w/ SS handles & nuts â€¢ ASSE 1013 C87800 Lead Free* standard â€¢ CSA B64.4 Check Valve Cartridges Glass-Filled PPO â€¢ Top-mounted test cocks for easy testing â€¢ IAPMO Springs 300 Series Stainless Steel â€¢ Modular relief valve â€¢ Approved by the Foundation for Cross- â€¢ Chloramine-resistant elastomers Connection Control and Hydraulic Research Seat Discs Chloramine-resistant Silicone â€¢ No special tools required at the University of Southern California O-rings Chloramine-resistant EPDM â€¢ Made in the USA â€¢ Horizontal installation dIMENSIONS Model Size Dimensions (in.) Wt. Number (in.) A B C D E F (lbs.) 4A-203-A2F 1/2â€ 10-7/8 7-3/8 7-1/8 2-7/8 3-1/4 3-7/8 6.9 4A-204-A2F 3/4â€ 12-5/8 8-1/2 7-3/8 3-1/8 3-1/2 3-7/8 8.2 4A-205-A2F 1â€ 14-5/8 9-1/2 8 3-1/4 4 4 11.7 4A-206-A2F 1-1/4â€ 17-1/2 11-3/4 9-7/8 5-1/8 4-1/2 5-3/8 13.6 4A-207-A2F 1-1/2â€ 18 11-5/8 9-7/8 5-1/8 4-1/2 5-3/8 17.4 4A-208-A2F 2â€ 20-1/8 12-3/4 11 5-7/8 5 6 24.5 * LEAD FREE: The wetted surfaces of this product shall contain no more than 0.25% lead Apollo Valves, Manufactured by Conbraco Industries, Inc. by weighted average. Complies with Federal Public Law 111-380. ANSI 3rd party approved 701 Matthews Mint-Hill Road, Matthews, NC 28105 USA and listed. www.apollovalves.com | (704) 841-6000 This specification is provided for reference only. Conbraco Industries Inc. reserves the right to change any portion of this specification without notice and without incurring obligation to make such changes to Conbraco products previously or subsequently sold. Please visit our website @ www.apollovalves.com for the most current information. SS1381 Â© 06/14 Page 1 of 2 LEAd FrEE* Model rP4A & rPLF4A Reduced Pressure Principle Backflow Preventer â€“ A Series â€“ FACtory CoDE 4A [XX] 2 X X XX F X y-StrAiNEr SizE Shut-oFF vAlvES oPtioNS 4A = Non-Lead Free Â£ 0 = None (Standard) Â£ 3 = 1/2â€ Â£ A2 = w/ball valves Â£ Blank = NPT Â£ Blank = Standard SS Handle 4ALF = Lead Free* Â£ 1 = With Y-Strainer Â£ 4 = 3/4" (Standard) testcocks Â£ LL = Locking lever handles (1/2â€ - 2â€) (Shipped loose) Â£ 5 = 1" Â£ A4 = w/union end Â£ F = SAE Â£ 6 = 1-1/4" ball valves testcocks Â£ 7 = 1-1/2" Â£ 8 = 2" FLOw CUrVES Meter Rated Flow RP4A 7.5 fps 1/2" 7.5 fps 3/4" 20 ) SI18 (P 16 SS 3/4" LO14 URE12 ESS 10 PR 1/2" 8 05 10 15 20 25 30 35 40 RATE OF FLOW (GPM) RP4A 7.5 fps 1" 7.5 fps 1 1/4" 20 ) SI18 (P 16 SS 1" LO14 RE 1 1/4" 12 * LEAD FREE: The wetted surfaces of this product ESSU shall contain no more than 0.25% lead by weighted 10 PR average. Complies with Federal Public Law 111-380. 8 0102030405060708090100 ANSI 3rd party approved and listed. RATE OF FLOW (GPM) RP4A Curves developed from independent approval 7.5 fps 1 1/2" 7.5 fps 2" agencies actual tests â€“ Consult factory for details. 20 ) SI18 indicates rated flow as determined by approval (P SS 16 agencies, 7.5 ft/sec is the typical maximum Plumbing LO14 system flow rate. 1 1/2" RE 2" 12 10 PRESSU 8 020406080 100 120140 160 180 RATE OF FLOW (GPM) Apollo Valves, Manufactured by Conbraco Industries, Inc. 701 Matthews Mint-Hill Road, Matthews, NC 28105 USA www.apollovalves.com | (704) 841-6000 This specification is provided for reference only. Conbraco Industries Inc. reserves the right to change any portion of this specification without notice and without incurring obligation to make such changes to Conbraco products previously or subsequently sold. Please visit our website @ www.apollovalves.com for the most current information. SS1381 Â© 06/14 Page 2 of 2 DCLF4A & DC4A Double Check Valves - A Series S U BM I T TA L S HE ET Job Name: Job Location: Engineer: Contractor: Tag: PO#: Rep: Wholesale Dist.: DESCRIPTION The ApolloÂ® Model DC4A and DCLF4A Series Lead Free* & Non-Lead Free Double Check Valves prevent contamination of the potable water supply due to back-siphonage or backpressure from substances that are objectionable to the potable water supply, but non-health hazards. The top accessed modular check valve cartridges provide captured springs, replaceable seats and reversible silicone seat discs. This Made in America assembly features ball valve shutoffs with stainless steel handles and nuts as standard and carries the five-year ApolloÂ® factory warranty. FEATURES PERFORMANCE RATING STANDARD MATERIALS LIST â€¢ Low Pressure Loss â€¢ Maximum Working Pressure: 175 psi Bronze C84400 or â€¢ Captured Spring Cartridge Check Valves â€¢ Temperature Range: 33Â°F - 180Â°F BODY, CAPS C89836 Lead Free* â€¢ Compact, Yet Easy to Maintain â€¢ Ball Valve Shut-Offs w/ SS Handles & Nuts Standard BV SHUTOFFS, TEST COCKS Bronze C84400 or â€¢ Top Access for Fast Testing & Maintenance APPROVALS C87800 Lead Free* â€¢ Horizontal and Vertical Up Approvals â€¢ Threaded Testcock Protectors CHECK VALVE CARTRIDGES Glass-Filled PPO â€¢ AWWA C510 â€¢ Corrosion Resistant SPRINGS 300 Series Stainless Steel â€¢ Approved by the Foundation for Cross- â€¢ No Special Tools Required â€¢ 5 Year Warranty Connection Control and Hydraulic Research at SEAT DISCS Chloramine-resistant Silicone the University of Southern California â€¢ Lead Free Option â€¢ ASSE 1015-2011 â€¢ Chloramine-Resistant Elastomers â€¢ IAPMO â€¢ Designed, Cast, Machined, Assembled and â€¢ CSA B.64.5 Tested in the USA DIMENSIONS MODEL SIZE DIMENSIONS (IN.) WT. (LB.) NUMBER (IN.) A B C D 4A-103-A2F 1/2â€ 10-7/8 7-3/8 3-1/4 2-1/2 4.1 4A-104-A2F 3/4â€ 12-5/8 8-1/2 3-1/2 3 5.4 4A-105-A2F 1â€ 14-5/8 9-1/2 4 3-1/4 9.0 4A-106-A2F 1-1/4â€ 17-1/2 11-3/4 4-1/2 4-3/4 9.1 4A-107-A2F 1-1/2â€ 18 11-5/8 4-1/2 4-3/4 12.9 4A-108-A2F 2â€ 20-1/8 12-3/4 5 5-3/8 16.5 PART NUMBER MATRIX 4A [X] 1 X X X X X Y-STRAINER SIZE SHUT-OFF VALVES OPTIONS (CAN BE COMBINED) 4A - STANDARD 0 - STANDARD 3 - 1/2â€ A2 - W/BALL VALVES (STANDARD) F - SAE THREADED TEST COCKS (STANDARD 1/2â€ -2â€) 4ALF - LEAD FREE 1 - W/ Y-STRAINER 4 - 3/4" A4 - W/UNION BALL VALVES (3/4â€ - 2â€) LL - SS LOCKING LEVER HANDLES (SHIPPED LOOSE) 5 - 1" PR - PRESS CONNECTIONS (FACTORY INSTALLED) 6 - 1-1/4" P - PUSH (3/4â€ -1â€) CONNECTIONS (FACTORY INSTALLED) 7 - 1-1/2" EXAMPLE: 4A 104 A4LL = 3/4â€ double check valve assembly with union ball valves with locking lever handles 8 - 2" *LEAD FREE: The wetted surfaces of this product shall contain no more than 0.25% lead by weighted average. Complies with Federal Public Law 111-380. ANSI 3rd party approved and listed. (704) 841-6000 This specification is provided for reference only. Apollo reserves the right to change any portion of this specification without notice and without incurring obligation to make such changes to Apollo products previously or subsequently sold. apollovalves.com Most current information available at apollovalves.com. SS1380 Â© 10/18 Page 1 of 2 DC4A & DCLF4A Double Check Valves - A Series S U BM I T TA L S HE ET LEAD FREE FLOW CURVES DC4A DC4A 7.5 fps 1/2" 7.5 fps 3/4" 7.5 fps 1" 7.5 fps 1 1/4" 20 20 18 18 ) ) SI16 SI16 (P (P 14 14 SS SS LO12 LO12 10 10 3/4" 1" 1 1/4" 8 8 1/2" ESSURE 6 6 PR PRESSURE 4 4 2 2 010203040 0102030405060708090100 110 RATE OF FLOW (GPM) RATE OF FLOW (GPM) DC4A 7.5 fps 1 1/2" 7.5 fps 2" 20 18 ) SI16 (P 14 SS LO12 10 1 1/2" 2" 8 6 PRESSURE 4 2 020406080100 120140 160180 200 220240 RATE OF FLOW (GPM) (704) 841-6000 This specification is provided for reference only. Apollo reserves the right to change any portion of this specification without notice and without incurring obligation to make such changes to Apollo products previously or subsequently sold. apollovalves.com Most current information available at apollovalves.com. SS1380 Â© 10/18 Page 2 of 2 Water 1324 Heavywall 1324BCF in 14 in in 12â€ BODY: 1 2 1 2 6 23 1 in Material: HDPE 26 Model: 13â€ x 24â€ Weight: 17 lbs Wall Type: Straight Mouseholes: 0-4 Performance: ANSI/SCTE-77 Tier 8, WUC 3.6, ASTM C857 A-8, Exceeds 20,000 lb minimum load failure 12â€ in 81 4 in 173 4 in in 213 4 121 4 18â€ BODY: 1324 Material: HDPE Model: 13â€ x 24â€ Weight: 23 lbs DIMENSIONS AT BOTTOM OF BOX AREi nTHE SAME FOR 12" AN1D4 in18" DEPTHinS Wall Type: Straight 1 2 1 2 6 23 1 Mouseholes: 0-4 6 in Performance: ANSI/SCTE-77 Tier 8, WUC 3.6, 2 ASTM C857 A-8, Exceeds 20,000 lb minimum load failure 18â€ in 81 4 in 3 4 Medium Duty: 17 in Non-deliberate Traffic in 213 4 121 4 For use in non-vehicular traffic situations only. Actual load rating is determined by the *Cover comes standard with permanent markings for manufacturer, load rating, model size and manufacturing location. box and cover combination. Weights and dimensions may vary slightly DIMENSIONS AT BOTTOM OF BOX ARE THE SAME FOR 12" AND 18" DEPTHS Contact your Oldcastle Enclosure Solutions Distribution Center for speciï¬ c information and additional options. Rev 10/2016 Â©2016 Oldcastle, Inc. 877-250-5139 oldcastleprecast.com/enclosuresolutions Water Heavywall 1324BCF Options: Available Heavy Duty Plastic Covers: Flush Solid Cover Flush Cover with Plastic Reader Door Flush Cover with Cast Iron Reader Door Flush Cover with AMR Recess Flush Cover with AMR Bracket (undermount) Available Polymer Concrete Covers: Composite with AMR Recess HD HDPE Flush Solid Flush Solid Cover Flush Cover with Cast Iron Reader Door Available Composite Covers: Flush Solid Cover Available Ductile Iron Covers: Flush Solid Cover Polymer Cover HD HDPE AMR Recess Flush Cover with Ductile Iron Max View Reader Door Add On Options for All Covers: AMR Opening Add On Options for Plastic and Polymer Covers: AMR Bracket Ductile Iron Max View Cover Raw Material Material Property ASTM Test Method Typical Value1 Type, Class, Category D 1248 III, A, 3 Speciï¬ cations: Density, g/cm3 D 1505 0.950 min., not to exceed 0.965 Tensile Strength, at break, psi D 638 3,000 to 4,400 Elongation, at break, % D 638 400 Tensile Impact, ft-lb/in2 D 1822 27 Flexural Modulus, psi D 790 120,000 min., not to exceed 240,000 Low Temperature Brittleness, F50, at oC D 746 <-76 Hardness, Shore D D 2240 66 Deflection Temperature, at 66 psi, oF D 648 150o min., not to exceed 200o Electrical Dielectric Strength, V/mil D 149 400 min., not to exceed 600 Molded Product Chemical Resistance D 543 Very Resistant Water Absorption D 570 Less than 1% weight change 1The values listed for physical property measurements are nominal values only. Certain physical property measurements are subject to variations consistent with the test methods and are within a generally accepted range for such values. Product Load Medium Duty : Non-deliberate Traffic Rating: For use in non-vehicular traffic situations only. Note: Actual load rating is determined by the box and cover combination. Weights and dimensions may vary slightly All information contained on this sheet is current at the time of printing. Oldcastle Precast, Inc. reserves the right to discontinue or update product information without notice. Rev 10/2016 Â©2016 Oldcastle, Inc. 877-250-5139 oldcastleprecast.com/enclosuresolutions NON-DOMESTIC PRODUCT SUBMITTAL Current Revisions Apply for all Listed Standards SIZES:â€¦â€¦â€¦â€¦..â€¦....â€¦ 2â€ through 64â€ (2â€ not included in ANSI/AWWA C153 standard) STANDARDS:â€¦â€¦..â€¦... ANSI/AWWA C153/A21.53, NFPA 13/24, 3â€-12â€ UL and 3â€-10â€FM listed & approved (File - Tyler Union) Cast of ASTM A536 qualified ductile iron. Date code is cast on and required for traceability. PRESSURE RATING:... *Flanged fittings rated at 250 psi. Mechanical joints 2â€ â€“ 24â€ rated at 350 psi and 30â€ â€“ 48â€ at 250 psi. *Note: With the use of rubber annular ring flange gasket, 2â€ â€“ 24â€ fittings can be rated at 350 psi. Note: Wyes over 16â€ are not pressure rated. Contact Tyler Union for rating in your application. DEFLECTION:â€¦â€¦..â€¦.. Max joint deflection 2â€â€“ 12â€, 5Â° and 14â€â€“ 48â€, 3Â°. Reduces by 50% at nominal pipe & fitting diameters NSF-61 & NSF-372:...... Meets all requirements including Annex G, Tyler Unionâ€™s Underwriters Laboratory listing MH16439. ASPHALTIC COATING: Per ANSI/AWWA C104/A21.4 and ANSI/AWWA C153/A21.53. CEMENT LINING:â€¦â€¦â€¦. Per ANSI/AWWA C104/A21.4, with double cement lining available upon request. EPOXY COATING:â€¦â€¦... Fusion bonded epoxy per ANSI/AWWA C116/A21.16. Additional coatings available upon request. BARE:â€¦â€¦â€¦â€¦.â€¦..â€¦â€¦ Available upon request. FASTENERS:â€¦â€¦â€¦â€¦.. Per ANSI/AWWA C111/A21.11 and/or ASTM A242 high strength low alloy weathering steel INSTALLATION:â€¦â€¦.â€¦ Per AWWA C600 and C651 using pipe conforming to ANSI/AWWA C151/A21.51 or AWWA C900/905. *Tyler Union Waterworks Contact Information* Tyler: 11910 CR 492 â— Tyler, Texas 75706 â— (800) 527-8478 Anniston: 1501 W 17th St. â— Anniston, AL 36201 â— (800) 226-7601 Corona: 1001 El Camino Ave. â— Corona, CA 92879 â— (866) 527-8471 62 MCWANE DUCTILE IRON PIPE Boltless restrained joint systems â€¢ Multiple design options available from 3â€â€“36â€ â€¢ Fast and easy installation â€¢ 350 psi pressure rating â€¢ Independently tested mcwaneductile.com SURE STOPÂ® GASKET FOR TYTONÂ® JOINT JOINT DEFLECTION CHART Size In. Rating psi Deflection Degrees 3 350 5 4 350 5 6 350 5 8 350 5 10 350 5 PUSH-ON JOINT PIPE 12 350 5 Maximum Allowable Joint Deflection 14 350 4 Pipe Y-Maximum X Deflection Approximate Radius in ft. of 16 350 4 Size Joint Deflection in Inches Curve Produced by Succession 18 350 4 In. in Degrees 18 ft. Length of Joints 18 ft. Length 20 350 2.5 3 5Â° 19 205 24 350 2.5 4 5Â° 19 205 SURE STOP 350Â® GASKETS are SURE STOP 350Â® GASKETS 6 5Â° 19 205 available in sizes 3 in. â€“ 24 in., and are NSF 61 approved, UL listed, 8 5Â° 19 205 with a rating of 350 psi they will and FM approved. 10 5Â° 19 205 meet or exceed the capabilities of 12 5Â° 19 205 ductile iron pipe, valves, and fittings. FM Rating: 4 in. â€“ 6 in. = 250 psi 18 in. â€“24 in. = 200 psi 14 5Â° 19 205 16 5Â° 19 205 APPLICATION NOTES 18 5Â° 19 205 1. For ductile iron applications utilizing TYTONÂ® pipe, vales, and fittings made to 20 5Â° 19 205 AWWA specifications. 24 5Â° 19 205 2. In cold weather assembly maintain the temperature of the gasket above 40Â° F. 30 5Â° 19 205 3. The socket of the joint should be clean and free of debris or significant corrosion. 36 4Â° 15 260 4. Gasket should be properly seated in the bell socket. 5. Keep the pipe and joint in alignment during assembly. If installed out of alignment, MAXIMUM DEFLECTION FOR FULL LENGTH PIPE the gasket can be pushed out of position, creating the potential for leaks or failure. 6. If deflection is wanted in the joint, deflect before fully inserting the joint. 7. Some extension of the joint will occur when pressurized. To avoid this, the joint should be pulled out after assembly to â€œsetâ€ the stainless steel teeth in the inserted pipe. 8. Once assembled, the joint can be disassembled using steel shims. MECHANICAL JOINT PIPE Maximum Allowable Joint Deflection 9. When cut pipe is used, the following steps are required: Approximate Radius in a. Ensure that the spigot end is properly beveled Pipe Y-Maximum X Deflection ft. of Curve Produced by b. Mark the joint depth on the spigot so it is clear when the joint is fully inserted. Size Joint Deflection in Inches Succession of Joints In. in Degrees 18 ft. Length c. Ensure that the pipe meets the required dimensional tolerances. 18 ft. Length 10. Do not reuse SURE STOP 350Â® GASKETS, as they may have been damaged during 6 7Â°â€“7â€™ 27 145 any previous installation or during removal. 8 5Â°â€“21â€™ 20 195 11. Do not use SURE STOP 350Â® GASKETS to conduct electricity through the pipe 10 5Â°â€“21â€™ 20 195 joint, as they could be damaged and fail. 12 5Â°â€“21â€™ 20 195 Â® 14 3Â°â€“35â€™ 13.5 285 12. Do not use SURE STOP 350 GASKETS in above ground applications. 16 3Â°â€“35â€™ 13.5 285 13. Do not use SURE STOP 350Â® GASKETS with thick coating on the pipe exterior. 18 3Â°â€“0â€™ 11 340 14. If SURE STOP 350Â® GASKETS are used in straight casings, you must pull the pipe 20 3Â°â€“0â€™ 11 340 through the casing. Do not push the pipe. 24 2Â°â€“23â€™ 9 450 TABLE 1: SUITABLE PIPE DIAMETERS FOR FIELD CUTS AND RESTRAINED JOINT FIELD CUT PIPE FIELD FABRICATION When pipe is cut in the field, the cut end may be readily conditioned so that it can be used to Pipe Size Min. Pipe Max. Pipe Min. Pipe Max. Pipe In. Diameter In. Diameter In. Circumference In. Circumference In. make up the next joint. The outside of the cut end should be beveled about 1/4 â€“inch at an 3 3.9 4.02 12-1/4 12-5/8 angle of about 30 degrees (Figure 1). This can be 4 4.74 4.86 14-29/32 15-9/32 quite easily done with a coarse file or a portable 6 6.84 6.96 21-1/2 21-7/8 8 8.99 9.11 28-1/4 28-5/8 grinder. The operation removes any sharp, rough Figure 1 10 11.04 11.16 34-11/16 35-1/16 edges which otherwise might damage the gasket. 12 13.14 13.26 41-9/32 41-21/32 14 15.22 15.35 47-13/16 48-7/32 When ductile iron pipe 14 in. and larger is to be cut in the field, the material should 16 17.32 17.45 54-13/32 54-13/16 be ordered as â€œGAUGED FULL LENGTHâ€. Pipe that is â€œgauged full lengthâ€ is specially 18 19.42 19.55 61 61-13/32 marked to avoid confusion. The ANSI/AWWA standard for ductile iron pipe requires 20 21.52 21.65 67-19/32 68 factory gauging of the spigot end. Accordingly, pipe selected for field cutting should 24 25.72 25.85 80-13/16 81-7/32 also be field gauged in the location of the cut and found to be within the tolerances 30 31.94 32.08 100-11/32 100-25/32 shown in Table 1. In the field, a mechanical joint gland can be used as a gauging device. 36 38.24 38.38 120-1/8 120-9/16 Above Table Based on ANSI/AWWA C151/A21.51 Guidelines for Push-On Joints. THE BACKHOE METHOD OF ASSEMBLY A backhoe may be used to assemble pipe of intermediate and larger sizes. The plain end of the pipe should be carefully guided by hand into the bell of the mcwaneductile.com previously assembled pipe. The bucket of the backhoe may then be used to push the pipe until fully seated. A timber header should be used between the pipe and backhoe bucket to avoid damage to the pipe. TYTONÂ® JOINT PIPE MECHANICAL JOINT PIPE TytonÂ® Joint Pipe Outside Pipe Size *Dimensions In. Thickness In. Diameter In. From To In. A B Pipe Gland** Outside 3 .25 .40 3.96 5.80 3.00 Pipe Thickness *Dimensions In. Bolts Bell Bolts Diameter 4 .25 .41 4.80 7.10 3.15 Size In. Weight Gasket 6 .25 .43 6.90 8.63 3.38 In. Lb. Weight Size Length 8 .25 .45 9.05 10.94 3.69 From To In. B J K1 K2 No. Lb. In. In. 10 .26 .47 11.10 13.32 3.75 3 .25 .40 3.96 2.50 6.19 7.62 7.69 4 5/8 3 11 7 12 .28 .49 13.20 15.06 3.75 14 .28 .51 15.30 17.80 5.00 4 .26 .41 4.80 2.50 7.50 9.06 9.12 4 3/4 3-1/2 16 10 16 .30 .52 17.40 19.98 5.00 6 .25 .43 6.90 2.50 9.50 11.06 11.12 6 3/4 3-1/2 18 16 18 .31 .53 19.50 22.00 5.00 8 .27 .45 9.05 2.50 11.75 13.31 13.37 6 3/4 4 24 25 20 .33 .54 21.60 24.12 5.25 10 .29 .47 11.10 2.50 14.00 15.62 15.62 8 3/4 4 31 30 24 .33 .56 25.80 28.43 5.50 30 .34 .63 32.00 35.40 6.55 12 .31 .49 13.20 2.50 16.25 17.88 17.88 8 3/4 4 37 40 36 .38 .73 38.30 41.84 7.00 14 .33 .51 15.30 3.50 18.75 20.25 20.25 10 3/4 4-1/2 61 45 *Nominal laying length is 18 ft. 16 .34 .52 17.40 3.50 21.00 22.50 22.50 12 3/4 4-1/2 74 55 18 .35 .53 19.50 3.50 23.25 24.75 24.75 12 3/4 4-1/2 85 65 20 .36 .54 21.60 3.50 25.50 27.00 27.00 14 3/4 4-1/2 98 85 24 .38 .56 25.80 3.50 30.00 31.50 31.50 16 3/4 5 123 105 * Nominal laying length is 18 ft. ** Weight shown for regular grey cast iron follower gland, corton bolts and rubber gasket. STANDARD DIMENSIONS AND WEIGHTS OF BALL AND SOCKET JOINT PIPE 3â€ THROUGH 36â€ PUSH-ON JOINT DUCTILE IRON PIPE Pipe Pressure Nominal Wt. of TytonÂ® Joint Size Class Thickness OD* Barrel Wt. Per Avg. Wt. In. Per Ft. Wt. of Lgth.â€ Per Ft.â€¡ In. psi In. Bell Lb. â€ Lb. Lb. Lb. 15Â° Max. T 3 350 0.25 3.96 8.90 7.00 185 9.20 4 350 0.25 4.80 10.90 9.00 225 11.30 A 6 350 0.25 6.90 16.00 11.00 300 16.60 B 8 350 0.25 9.05 21.10 17.00 395 22.00 10 350 0.26 11.10 27.10 24.00 510 28.40 Thickness A B Full Length Weight - Lb.** Safe 12 350 0.28 13.20 34.80 29.00 655 36.40 Pipe End 250 0.28 15.30 40.40 45.00 770 42.90 Size Under Water Class Pipe Retainer As Pull 14 300 0.30 15.30 43.30 45.00 825 45.80 In. T (A21.51) O.D. O.D. Shipped Full of Full of Lb. 350 0.31 15.30 44.70 45.00 850 47.20 Air Water 250 0.30 17.40 49.30 54.00 940 52.30 6 55 .40 6.90 13.88 545 240 465 50,000 16 300 0.32 17.40 52.50 54.00 1000 55.50 8 55 .42 9.05 16.63 770 240 655 70,000 350 0.34 17.40 55.80 54.00 1060 58.80 10 55 .44 11.10 19.13 1005 220 860 95,000 250 0.31 19.50 57.20 59.00 1090 60.50 12 55 .46 13.20 22.00 1270 155 1080 120,000 18 300 0.34 19.50 62.60 59.00 1185 65.90 14 56 .51 15.30 24.50 1655 160 1410 145,000 350 0.36 19.50 66.20 59.00 1250 69.50 16 56 .52 17.40 27.00 1990 45 1685 165,000 250 0.33 21.60 67.50 74.00 1290 71.60 56 .53 2375 -70 2015 20 300 0.36 21.60 73.50 74.00 1395 77.60 18 19.50 30.00 195,000 58* .59 2560 110 2170 350 0.38 21.60 77.50 74.00 1470 81.60 56 .54 2810 -200 2375 200 0.33 25.80 80.80 95.00 1550 86.10 20 21.60 32.75 210,000 59* .63 3110 100 2635 250 0.37 25.80 90.50 95.00 1725 95.80 24 56 .56 3700 -620 3110 300 0.40 25.80 97.70 95.00 1855 103.00 24 25.80 38.25 260,000 62* .74 4415 95 3715 350 0.43 25.80 104.90 95.00 1985 110.20 58 .71 5855 -900 4920 150 0.34 32.00 103.50 139.00 2000 111.20 30 32.00 46.25 335,000 61* .83 6435 -180 5360 200 0.38 32.00 115.50 139.00 2220 123.20 57 .78 8145 -1300 6880 30** 250 0.42 32.00 127.50 139.00 2435 135.20 36 38.30 54.25 400,000 59* .88 8725 -725 7330 300 0.45 32.00 136.50 139.00 2595 144.20 350 0.49 32.00 148.40 139.00 2810 156.10 * Thickness required to overcome buoyancy. 150 0.38 38.30 138.50 184.00 2675 148.70 ** Weights listed are for 18â€™â€“ 0â€ laying lengths. Nominal full lengths vary by size. 200 0.42 38.30 152.90 184.00 2935 163.10 Pipe, Bell, Ball and Retainer are ductile iron. 36** 250 0.47 38.30 170.90 184.00 3260 181.10 Dimensions and weights are subject to manufacturing tolerances. 6 in. â€“ 24 in. pressure rating: 350 psi 300 0.51 38.30 185.30 184.00 3520 195.50 30 in. â€“ 36 in. pressure rating: 250 psi 350 0.56 38.30 203.20 184.00 3840 213.40 â€ Including bell; calculated weight of pipe rounded off to the nearest 5 lb. â€¡ Including bell; average weight per foot, based on calculated weight of pipe before rounding. * Tolerances of OD of spigot end: 3 â€“12 in. = +0.06 in. & -0.06 in. ; 14â€“24 in. = +0.05 in. & -0.08 in. ; 30 â€“ 36 in. = +0.08 in. & -0.06 in. ** FastiteÂ® Joint TR FLEXÂ® RESTRAINED JOINT PIPE THRUST-LOCKâ„¢ BOLTLESS RESTRAINED JOINT PIPE C B A C B A 4â€â€“24â€ Thrust-Lockâ„¢ Boltless Restrained Joint *Pressure Deflection A B C Pipe Size In. Rating Inches Spigot psi Degrees Pipe O.D. Bell O.D. in 18ft Socket C 6 350 4 15 6.90 10.187 5.01 BA 30â€â€“36â€ 8 350 4 15 9.05 13.187 5.57 10 350 4 15 11.10 15.187 5.88 C 12 350 4 15 13.20 17.250 6.13 BA A B C # of 14 350 4 15 15.30 20.625 7.63 *Pressure # of D.I. Max Pipe Rating Locking Rubber Deflection Pullout 16 350 4 15 17.40 22.375 7.88 Size In. PIPE Segments psi In. In. In. Segments Degrees 18 350 4 15 19.50 25.125 8.13 Retainers 20 350 4 15 21.60 27.250 8.38 4 350 4.80 7.25 4.84 2 1 5 0.03 24 350 4 15 25.80 31.562 8.63 6 350 6.90 9.52 5.27 2 1 5 0.04 30 250 2 7 32.00 39.06 10.53 8 350 9.05 11.93 5.82 2 1 5 0.04 *The THRUST-LOCKâ„¢ Restrained Joint has a working pressure rating equivalent to the working 10 350 11.10 14.37 6.03 2 1 5 0.05 pressure rating of the parent pipe with a maximum working pressure rating of 350 psi for 6 in. 12 350 13.20 16.68 6.30 4 2 5 0.06 through 24 in. and 250 psi for 30 in. 14 350 15.30 19.16 7.75 4 2 3-1/4 0.05 NOTE: These deflections are based on joints with nominal dimensions. 16 350 17.40 21.46 7.95 4 2 3-1/4 0.05 18 350 19.50 23.76 8.19 4 2 3 0.05 RATED WORKING PRESSURE AND MAXIMUM DEPTH OF COVER 20 350 21.60 26.04 8.40 4 2 2-1/2 0.05 Laying Conditions 24 350 25.80 30.61 8.86 8 4 2-1/4 0.05 Pipe *Pressure Nominal 30 250 32.00 36.88 10.28 8 4 1-3/4 0.05 Size Rating Thickness Type 1 Type 2 Type 3 Type 4 Type 5 36 250 38.30 43.85 10.87 8 4 1-1/2 0.05 In. psi In. Trench Trench Trench Trench Trench *The TR FLEXÂ® Restrained Joint has a working pressure rating equivalent to the working Maximum depth of cover â€¡â€“ft pressure rating of the parent pipe with a maximum working pressure rating of 350 psi for 4 in. 3 350 0.25 78 88 99 100Â§ 100Â§ through 24 in. and 250 psi for 30 in. through 36 in. 4 350 0.25 53 61 69 85 100Â§ NOTE: These deflections are based on joints with nominal dimensions. 6 350 0.25 26 31 37 47 65 8 350 0.25 16 20 25 34 50 SUPER-LOCKÂ® RESTRAINED JOINT PIPE 10 350 0.26 11** 15 19 28 45 12 350 0.28 10** 15 19 28 44 250 0.28 â€ â€ 11** 15 23 36 TYTONÂ® JOINT PIPE 14 300 0.30 â€ â€ 13 17 26 42 Sizes 6â€â€“24â€ 350 0.31 â€ â€ 14 19 27 44 FASTITEÂ® JOINT PIPE 250 0.30 â€ â€ 11** 15 24 34 30â€ Size 16 300 0.32 â€ â€ 13 17 26 39 350 0.34 â€ â€ 15 20 28 44 250 0.31 â€ â€ 10** 14 22 31 18 300 0.34 â€ â€ 13 17 26 36 350 0.36 â€ â€ 15 19 28 41 B 250 0.33 â€ â€ 10 14 22 30 A 6â€â€“30â€ 20 300 0.36 â€ â€ 13 17 26 35 350 0.38 â€ â€ 15 19 28 38 200 0.33 â€ â€ 8** 12 17 25 Deflection A B 250 0.37 â€ â€ 11 15 20 29 *Pressure 24 Pipe Rating 300 0.40 â€ â€ 13 17 24 32 Size In. Inches Pipe Retainer psi Degrees 350 0.43 â€ â€ 15 19 28 37 in 18ft O.D. O.D. 150 0.34 â€ â€ -- 9 14 22 6 350 4 15 6.90 11.75 200 0.38 â€ â€ 8** 12 16 24 8 350 4 15 9.05 14.38 30 250 0.42 â€ â€ 11 15 19 27 10 350 4 15 11.10 16.75 300 0.45 â€ â€ 12 16 21 29 12 350 4 15 13.20 19.13 350 0.49 â€ â€ 15 19 25 33 14 350 3 11 15.30 21.75 150 0.38 â€ â€ -- 9 14 21 16 350 3 11 17.40 24.00 200 0.42 â€ â€ 8** 12 15 23 18 350 3 11 19.50 26.38 36 250 0.47 â€ â€ 10 14 18 25 20 350 3 11 21.60 28.63 300 0.51 â€ â€ 12 16 20 28 24 350 3 11 25.80 33.75 350 0.56 â€ â€ 15 19 24 32 30 250 3 11 32.00 40.13 â€¡ An allowance for a single H-20 truck with 1.5 impact factor is included for all depths of cover. * In the 14 in. and larger sizes, pressure rating is limited to the rating of the pipe barrel Â§ Calculated maximum depth of cover exceeds 100 ft. (30.5 m). ** Minimum allowable depth of cover is 3 ft. (0.9 m). thickness selected. â€ â€ For pipe 14 in. (350 mm) and larger, consideration should be given to the use of laying Dimensions subject to manufacturing tolerances. conditions other than Type 1. TYTONÂ® AND FASTITEÂ® PUSH-ON JOINTS TR FLEXÂ® RESTRAINED JOINT ASSEMBLY INSTRUCTIONS ASSEMBLY INSTRUCTIONS Step 1. Thoroughly clean out the bell with special attention to the gasket Step 1. (4â€â€“ 10â€) Lay pipe such that one of the bell slots is accessible. recess. Remove any foreign material or excess paint. Clean the spigot (12â€â€“ 20â€) Lay pipe such that both of the bell slots are accessible, in the horizontal or beveled plain end and remove any sharp edges with a standard file. position if possible. (24â€â€“ 36â€) Lay pipe such that all four of the bell slots are accessible, in the diagonal Step 2. After making sure that the correct gasket is being used, insert it into position if possible. the recess in the bell with the small end of the gasket facing the bell face. Step 2. Clean the bell socket and insert gasket. Step 3. Apply lubricant to the inside surface of the gasket, making sure that Step 3. Clean the spigot end to the assembly stripes. the entire surface is coated. Apply a generous coating of lubricant to the beveled portion of the plain end. Step 4. Lubricate the exposed surface of the gasket and pipe spigot end back to the weld bead. Step 4. Guide the plain end into the bell and, while maintaining straight Step 5. Make a normal push-on joint assembly, completely homing the pipe until the first alignment, push the plain end into the bell socket. Once the joint assembly strip is in the bell socket. Keeping the joint in straight alignment during the is assembled, necessary deflection can be accomplished. When assembly process. assembly is complete, the bell face should be aligned between the Step 6. (4â€â€“ 10â€) Insert the right-hand locking segment into a bell slot and slide the segment two white depth rings, for TytonÂ® Joints. FastiteÂ® Joints have only 1 clockwise around the pipe. assembly stripe. (12â€â€“ 36â€) Insert lower locking segment into a bell slot and slide the segment around the MECHANICAL JOINT pipe. ASSEMBLY INSTRUCTIONS Step 7. (4â€â€“ 10â€) Insert left-hand locking segment into the bell slot and slide the segment counter- Step 1. Clean the bell socket and spigot or plain end. Lubricate both the clockwise around the pipe. gasket and plain end by brushing an approved pipe lubricant. (12â€â€“ 36â€) Insert upper locking segment into the same bell slot and rotate around the pipe. Step 2. Place the gland on the plain end with the lip extension toward the Step 8. (4â€â€“ 10â€) Hold the segments apart and wedge the rubber retainer into the slot between plain end. Place the gasket on the plain end with the narrow edge the two locking segments. facing the plain end. (12â€â€“ 36â€) Hold the upper segment in place and wedge the rubber retainer into the slot Step 3. Insert the plain end into the bell and press the gasket into the bell between the two locking segments. recess. Push the gland toward the socket and center it around the Step 9. (4â€â€“ 10â€) None. pipe with the gland lip against the gasket. (12â€â€“ 20â€) Repeat steps 6â€“8 for other slot. Make sure that all 4 locking segments and 2 Step 4. Insert and tighten the bolts. It is important to maintain the same rubber retainers are securely in place. distance between the gland and the bell face at all times. This is best (24â€â€“ 36â€) Repeat steps 6â€“8 for other slot. Make sure that all 8 locking segments and 4 done by alternating side to side and top to bottom, while tightening the rubber retainers are securely in place. bolts. Step 10. Extend the joint to remove the slack in the locking segment cavity. Joint extension is Note: Achieving the recommended bolt torque, particularly with large necessary to attain the marked laying length on the pipe and to minimize growth or diameter pipe, may require repeating the process up to 5 times or extension of the line as it is pressurized. more. Recommended bolt torque ranges are as follows: Step 11. Set the joint deflection as required. Pipe Bolt Nut Across Wrench Torque Range THRUST-LOCKâ„¢ RESTRAINED JOINT Size In. Diameter In. Flats In. Length In. Foot Lbs. ASSEMBLY INSTRUCTIONS 3 5/8 1-1/16 8 45 to 60 Step 1. Ring Installation. Put lock ring on the spigot end of the pipe. Pry the lock ring over the 4â€“24 3/4 1-1/14 10 75 to 90 weldment. Use the hammer to tap the cover. Lock ring installation is complete. Step 2. Clean the Bell and Spigot. Thoroughly clean out the bell with special attention to the NOMINAL THICKNESS FOR STANDARD gasket recess. Remove any foreign material or excess paint. Clean the spigot end and PRESSURE CLASSES OF DUCTILE IRON PIPE remove any sharp edges. Pressure Class* Step 3. Insert the gasket into the recess in the bell with the small end of the gasket facing the bell Outside face. Size Diameter 150 200 250 300 350 In. In. Normal Thickness â€” in. Step 4. Lubricate the Bell and Spigot. Apply lubricant to the inside surface of the gasket. Apply a generous coating of lubricant to the spigot end. 3 3.96 â€” â€” â€” â€” 0.25** 4 4.80 â€” â€” â€” â€” 0.25** Step 5. Insert Pipe. Guide the spigot end into the bell and, while maintaining straight alignment, 6 6.90 â€” â€” â€” â€” 0.25** push the pipe into the bell socket. 8 9.05 â€” â€” â€” â€” 0.25** Step 6. Insert Lock Ring. Push lock ring into the bell. 10 11.10 â€” â€” â€” â€” 0.26 12 13.20 â€” â€” â€” â€” 0.28 Step 7. Rotate the lock ring until the lugs align. Use a hammer to tap the ring if required. Install the 14 15.30 â€” â€” 0.28 0.30 0.31 anti-rotation wedges at 3 and 9 oâ€™clock if the pipe is being used inside of a casing. Deflect 16 17.40 â€” â€” 0.30 0.32 0.34 the joint if desired. 18 19.5 â€” â€” 0.31 0.34 0.36 20 21.60 â€” â€” 0.33 0.36 0.38 SUPER-LOCKÂ® 24 25.80 â€” 0.33 0.37 0.40 0.43 ASSEMBLY INSTRUCTIONS 30 32.00 0.34 0.38 0.42 0.45 0.49 Step 1. Remove hook bolts securing retainer to plain end. Clean plain end of pipe. Clean out any 36 38.30 0.38 0.42 0.47 0.51 0.56 dirt behind retainer lugs. Lubricant should be applied to the beveled nose. * Pressure Classes are defined as NOTE: Per ANSI/AWWA C150/A21.50 Step 2. Assemble the joint in accordance with Clow Assembly Instructions (See Table A on page the rated water pressure of the the thicknesses above include the 13). Make certain that the bell is clean prior to gasket insertion. Be sure that the correct pipe in psi. The thicknesses shown 0.08 in. service allowance and the gasket is used. are adequate for the rated water casting tolerance listed below by size working pressure plus a surge ranges: Step 3. Guide plain end into Super-LockÂ® bell and provide reasonably straight alignment. â€œMakeâ€ allowance of 100 psi. Calculations joint by pushing the plain end into the bell. A jack or come-a-long may also be used to pull are based on a minimum yield the plain end into the bell. Position retainer so that the recesses line up with the lugs on strength of 42,000 and a 2.0 CASTING the bell. Slide retainer over bell and rotate until the lugs on the bell and the retainer line safety factor times the sum of the SIZE TOLERANCES up. working pressure and 100 psi surge (Inches) (Inches) allowance. 3â€“8 -0.05 Step 4. At drilled hole on retainer O.D., insert retainer lock in recess formed by lugs on bell and **Calculated thicknesses for these 10â€“12 -0.06 retainer. Insert roll pin in drilled hole and drive flush with retainer O.D. sizes and pressure ratings are 14â€“36 -0.07 Step 5. Take any necessary deflection after joint is completely assembled. less than those shown above. Presently, these are the lowest Caution: do not over deflect the joint beyond the maximum deflection column specified nominal thicknesses available in on page 2 or subject the joint to bending stress to obtain additional deflection. these sizes. DIMENSIONS AND WEIGHTS FOR SPECIAL CLASSES OF PUSH-ON DUCTILE IRON PIPE LAYING CONDITIONS Pipe Nominal Wt. of TytonÂ® Joint Thickness OD* Size Class Thickness In. Barrel Wt. of Wt. Per Avg. Wt. In. In. Per Ft. â€ Lb. Bell Lb. Lgth.â€ Lb. Per Ft.â€¡ Lb. 3 52 0.28 3.96 9.9 7 185 10.3 3 54 0.34 3.96 11.8 7 220 12.2 3 56 0.40 3.96 13.7 7 255 14.1 4 51 0.26 4.80 11.3 9 210 11.8 4 52 0.29 4.80 12.6 9 235 13.1 4 53 0.32 4.80 13.8 9 255 14.3 4 54 0.35 4.80 15 9 280 15.5 Type 1* Type 2 Type 3 4 56 0.41 4.80 17.3 9 320 17.8 Flat-bottom trench.â€ Loose backfill. Flat-bottom trench.â€ Backfill lightly Pipe bedded in 4 in. (100 mm) consolidated to centerline of pipe. minimum of loose soil.++ Backfill 6 50 0.25 6.90 16 11 300 16.6 lightly consolidated to top of pipe. 6 51 0.28 6.90 17.8 11 330 18.4 6 52 0.31 6.90 19.6 11 365 20.2 6 53 0.34 6.90 21.4 11 395 22.0 * For 14 in. (355-mm) and 6 54 0.37 6.90 23.2 11 430 23.8 larger pipe, consideration 6 55 0.40 6.90 25 11 460 25.6 should be given to the use 6 56 0.43 6.90 26.7 11 490 27.3 of laying conditions other 8 50 0.27 9.05 22.8 17 425 23.7 than Type 1. 8 51 0.30 9.05 25.2 17 470 26.1 8 52 0.33 9.05 27.7 17 515 28.6 â€ â€Flat-bottomâ€ is defined as 8 53 0.36 9.05 30.1 17 560 31.0 undisturbed earth. 8 54 0.39 9.05 32.5 17 600 33.4 Type 4 Type 5 Pipe bedded in sand, gravel, or Pipe bedded in compacted ++ â€Loose soilâ€ or â€œselect 8 55 0.42 9.05 34.8 17 645 35.7 crushed stone to depth of 1/8 pipe granular material to centerline materialâ€ is defined as 8 56 0.45 9.05 37.2 17 685 38.1 diameter, 4 in. (100 mm) minimum. of pipe. Compacted granular native soil excavated from 10 50 0.29 11.10 30.1 24 565 31.4 Backfill compacted to top of or select material++ to top of the trench, free of rocks, 10 51 0.32 11.10 33.2 24 620 34.5 pipe. (Approximately 80 percent pipe. (Approximately 90 percent foreign materials, and 10 52 0.35 11.10 36.2 24 675 37.5 Standard Proctor, AASHTO T-99.) Standard Proctor, AASHTO T-99.) frozen earth. 10 53 0.38 11.10 39.2 24 730 40.5 10 54 0.41 11.10 42.1 24 780 43.4 Notes: 10 55 0.44 11.10 45.1 24 835 46.4 Consideration of the pipe-zone embedment 10 56 0.47 11.10 48 24 890 49.3 conditions included in this figure may be 12 50 0.31 13.20 38.4 29 720 40.0 American Association of State Highway and influenced by factors other than pipe strength. 12 51 0.34 13.20 42 29 785 43.6 For additional information on pipe bedding and Transportation Officials, 444 N. Capitol St. N.W., 12 52 0.37 13.20 45.6 29 850 47.2 backfill, see ANSI/AWWA C600. Suite 225, Washington, DC 20001. 12 53 0.40 13.20 49.2 29 915 50.8 12 54 0.43 13.20 52.8 29 980 54.4 12 55 0.46 13.20 56.3 29 1040 57.9 STANDARDS APPLICABLE TO DUCTILE IRON PIPE AND FITTINGS 12 56 0.49 13.20 59.9 29 1105 61.5 14 50 0.33 15.30 47.5 45 900 50.0 THICKNESS DESIGN OF DUCTILE IRON PIPE ANSI/AWWA C150/A21.50 14 51 0.36 15.30 51.7 45 975 54.2 DUCTILE IRON PIPE FOR WATER AND OTHER LIQUIDS ANSI/AWWA C151/A21.51 14 52 0.39 15.30 55.9 45 1050 58.4 FEDERAL WWP421D, Grade C 14 53 0.42 15.30 60.1 45 1125 62.6 DUCTILE IRON PIPE FOR GRAVITY FLOW SERVICE ANSI/ASTM A746 14 54 0.45 15.30 64.2 45 1200 66.7 DUCTILE IRON FITTINGS FOR WATER AND OTHER LIQUIDS 14 55 0.48 15.30 68.4 45 1275 70.9 3 in. through 36 in. ANSI/AWWA C110/A21.10 14 56 0.51 15.30 72.5 45 1350 75.0 16 50 0.34 17.40 55.8 54 1060 58.8 DUCTILE IRON COMPACT FITTINGS 16 51 0.37 17.40 60.6 54 1145 63.6 3 in. through 24 in. ANSI/AWWA C153/A21.53 16 52 0.40 17.40 65.4 54 1230 68.4 FLANGED FITTINGS ANSI/AWWA C110/A21.10 16 53 0.43 17.40 70.1 54 1315 73.1 ANSI B16.1 16 54 0.46 17.40 74.9 54 1400 77.9 DUCTILE IRON PIPE WITH THREADED FLANGES ANSI/AWWA C115/21.15 16 55 0.49 17.40 79.7 54 1490 82.7 16 56 0.52 17.40 84.4 54 1575 87.4 COATINGS AND LININGS 18 50 0.35 19.50 64.4 59 1220 67.7 Asphaltic ANSI/AWWA C151/A21.51 18 51 0.38 19.50 69.8 59 1315 73.1 ANSI/AWWA C110/A21.10 18 52 0.41 19.50 75.2 59 1415 78.5 ANSI/AWWA C153/A21.53 18 53 0.44 19.50 80.6 59 1510 83.9 Cement Lining ANSI/AWWA C104/A21.4 18 54 0.47 19.50 86 59 1605 89.3 18 55 0.50 19.50 91.3 59 1700 94.6 Various Epoxy Linings and Coatings MANUFACTURERâ€™S STANDARD 18 56 0.53 19.50 96.7 59 1800 100.0 Exterior Polyethylene Encasement ANSI/AWWA C105/A21.5 20 50 0.36 21.60 73.5 74 1395 77.6 JOINTS â€“ PIPE AND FITTINGS 20 51 0.39 21.60 79.5 74 1505 83.6 Push-On and Mechanical Rubber-Gasket Joints ANSI/AWWA C111/A21.11 20 52 0.42 21.60 85.5 74 1615 89.6 FEDERAL WWP421D 20 53 0.45 21.60 91.5 74 1720 95.6 Flanged ANSI/AWWA C115/A21.15 20 54 0.48 21.60 97.5 74 1830 101.6 ANSI B16.1 20 55 0.51 21.60 103.4 74 1935 107.5 20 56 0.54 21.60 109.3 74 2040 113.4 Grooved and Shouldered ANSI/AWWA C606 24 50 0.38 25.80 92.9 95 1765 98.2 PIPE THREADS ANSI B2.1 24 51 0.41 25.80 100.1 95 1895 105.4 INSTALLATION ANSI/AWWA C600 24 52 0.44 25.80 107.3 95 2025 112.6 24 53 0.47 25.80 114.4 95 2155 119.7 24 54 0.50 25.80 121.6 95 2385 126.9 24 55 0.53 25.80 128.8 95 2415 134.1 24 56 0.56 25.80 135.9 95 2540 141.2 30 50 0.39 32.00 118.5 139 2270 126.2 30 51 0.43 32.00 130.5 139 2490 138.2 30 52 0.47 32.00 142.5 139 2705 150.2 30 53 0.51 32.00 154.4 139 2920 162.1 30 54 0.55 32.00 166.3 139 3130 174.0 NEW JERSEY OHIO UTAH CANADA 30 55 0.59 32.00 178.2 139 3345 185.9 183 Sitgreaves St. 2266 S. 6th St. 1401 E 2000 S. 1757 Burlington St. E 30 56 0.63 32.00 190.0 139 3560 197.7 Phillipsburg, NJ 08865 Coshocton, OH 43812 Provo, UT 84603 Hamilton, ON L8N-3R5 36 50 0.43 38.30 156.5 184 3000 166.7 908-454-1161 740-622-6651 801-373-6910 905-547-3251 36 51 0.48 38.30 174.5 184 3325 184.7 mcwaneductile.com mcwaneductile.com mcwaneductile.com canadapipe.com 36 52 0.53 38.30 192.4 184 3645 202.6 36 53 0.58 38.30 210.3 184 3970 220.5 36 54 0.63 38.30 228.1 184 4290 238.3 36 55 0.68 38.30 245.9 184 4610 256.1 NSF 61 ISO 9001 DIPRA 36 56 0.73 38.30 263.7 184 4930 273.9 â€ Including bell; calculated weight of pipe rounded off to the nearest 5 lb. â€¡Including bell; average weight per foot, based on calculated weight of pipe before rounding. *Tolerances of OD of spigot end; 3â€“12 in. Â±0.06 in., 14â€“24 in. +0.05 in., -0.08 in., 30â€“36 in. +0.08 in., -0.06 in. NON-DOMESTIC PRODUCT SUBMITTAL Current Revisions Apply for all Listed Standards SIZES:â€¦â€¦â€¦â€¦..â€¦....â€¦ 2â€ through *64â€ (*Contact Tyler Union for 54â€-64â€ Flange fitting information) STANDARDS:â€¦â€¦..â€¦... ANSI/AWWA C110/A21.10, NFPA 13/24, 3â€ - 12â€ UL listed and approved (File - Tyler Union) Cast of ASTM A536 qualified ductile iron. Date code is cast on and required for traceability PRESSURE RATING:... *2â€ through 48â€ flanged fittings rated at 250 psi. *Note: With the use of rubber annular ring flange gasket, 2â€ â€“ 24â€ fittings can be rated at 350 psi DEFLECTION:â€¦â€¦..â€¦.. Deflection is â€œnotâ€ recommended for flange joint fittings due to the rigidity of the joint upon completion of installation. NSF-61 & NSF-372:..... Meets all requirements including Annex G, Tyler Unionâ€™s Underwriters Laboratory listing MH16439 COATING: â€¦..â€¦â€¦â€¦.â€¦ Asphaltic or Primer per ANSI/AWWA C104/A21.4, Standard primer is Tnemec Pota Pox 140N-1211 Contact Tyler Union for additional coating options CEMENT LINING:â€¦â€¦â€¦. Per ANSI/AWWA C104/A21.4, with double cement lining available upon request. EPOXY COATING:â€¦â€¦... Fusion bonded epoxy per ANSI/AWWA C116/A21.16. Additional coatings available upon request. BARE:â€¦â€¦â€¦â€¦.â€¦..â€¦â€¦ Available upon request FLANGES:â€¦.â€¦â€¦â€¦â€¦.. ANSI Class 125 per ASME B16.1 and ANSI/AWWA C111/A21.11 Note: *ANSI Class 250 ASME B16.1 flanged fittings available upon request Note: *Due to larger bolt sizing and bolt circle, Class 250 flanges are â€œnotâ€ compatible with Class 125 flanged fittings. AWWA C110 and AWWA C115 Class 125 flanges are compatible. FLANGE THICKNESS:. ANSI/AWWA C115/A21.15 standard class 125 template for drilling bolt holes Note: Drilling templates are in multiples of 4, so that fittings may be made face to in any quarter. Bolt holes shall straddle the center line. FASTENERS:â€¦â€¦â€¦â€¦.. Per ANSI/AWWA C111/A21.11 and/or ASTM A242 high strength low alloy weathering steel INSTALLATION:â€¦â€¦.â€¦ Per AWWA C600 and C651 using pipe conforming to ANSI/AWWA C151/A21.51 *Tyler Union Waterworks Contact Information* Tyler: 11910 CR 492 â— Tyler, Texas 75706 â— (800) 527-8478 Anniston: 1501 W 17th St. â— Anniston, AL 36201 â— (800) 226-7601 Corona: 1001 El Camino Ave. â— Corona, CA 92879 â— (866) 527-8471 68 SUBMITTAL INFORMATION Pack Joint Coupling - (C84-xx-NL style) MALE IRON PIPE BY PACK JOINT FOR COPPER OR PLASTIC TUBING (CTS) Male Iron Pipe Threads Beveled EPDM rubber gasket Pack Joint Nut Integral clamp contains machined provides hydraulic seal grooves for axial restraint MIP Size PJ Size Stainless steel screw activates clamp Length Anti-friction ring DESCRIPTION APPROX. PART 3 SUBMITTED LENGTH MALE IRON PIPE P.J. FOR CTS WT. LBS NUMBER ITEM(S) 1/2" 1/2" 2" .5 C84-11-NL 1/2" 5/8" 2-1/16" .8 C84-12-NL 1/2" 3/4" 2-1/16" .8 C84-13-NL 3/4" 1/2" 2" .8 C84-31-NL 3/4" 5/8" - .7 C84-32-NL 3/4" 3/4" 2-1/4" .6 C84-33-NL 3/4" 1" 2-3/8" .7 C84-34-NL 1" 5/8" - - C84-42-NL 1" 3/4" 2-3/8" .7 C84-43-NL 1" 1" 2-9/16" .8 C84-44-NL 1" 1-1/4" 2-1/2" 1.2 C84-45-NL 1" 1-1/2" 2-9/16" 1.8 C84-46-NL 1-1/4" 1" 2-9/16" 1.4 C84-54-NL 1-1/4" 1-1/4" 2-9/16" 1.4 C84-55-NL 1-1/4" 1-1/2" 3-1/4" 1.8 C84-56-NL 1-1/2" 1-1/2" 3-1/4" 2.0 C84-66-NL 1-1/2" 2" 2-15/16" 2.6 C84-67-NL 2" 2" 3-1/4" 3.1 C84-77-NL Note: Ford recommends using insert stiffeners with plastic pipe or tubing. FEATURES â€¢ All brass that comes in contact with potable water conforms to AWWA Standard C800 (UNS NO C89833) â€¢ Brass components that do not come in contact with potable water conform to AWWA Standard C800 (ASTM B-62 and ASTM B-584, UNS NO C83600 - 85-5-5-5) â€¢ Sleeve design provides hexagonal wrench flats for proper installation â€¢ The product has the letters â€œNLâ€ cast into the main body for proper identification â€¢ UL Classified to ANSI/NSF Standard 61 and Annex G The Ford Meter Box Company considers the information in this submittal form to be correct at the time of publication. Item and option availability, including specifications, are subject to change without notice. Please verify that your product information is current. The Ford Meter Box Company, Inc. Submitted By: P.O. Box 443, Wabash, Indiana U.S.A. 46992-0443 Phone: 260-563-3171 / Fax: 800-826-3487 Overseas Fax: 260-563-0167 http://www.fordmeterbox.com 12/06/11 ADS, Inc. Drainage Handbook Specifications ï‚¨ 1-1 ADS POTABLE WATER SERVICE TUBING (CTS) PIPE SPECIFICATIONS Scope This specification describes ADS Potable Water Service Tubing (CTS) pipe SDR 9 for use in potable water service applications. Pipe Requirements ADS potable water service tubing shall meet the requirements of ASTM D2737, AWWA C901 and NSF Standards 14 and 61. Pipe dimensions shall meet Copper Tubing Size (CTS) standards. Material Properties Tubing material shall be high-density polyethylene conforming to the minimum requirements of cell classification 445574E as defined and described in ASTM D3350. The resin shall have a material designation code of PE4710 by the Plastic Pipe Institute. Disinfection/Maintenance The active chlorine content of disinfecting solutions shall not exceed 12%. All disinfecting solution must be flushed from all lines within the system. Industry accepted procedures, like ANSI/AWWA C651 Disinfecting Water Mains, should be followed for both new and repaired potable water lines. Installation Installation is similar to other flexible tubing/pipe products. Methods including direct bury, plowing or pulling are applicable per local, state or federal guidelines for the application. Tubing Properties 3/4" 1" 1 1/4â€ 1 1/2" 2" Outside 0.875 Â±0.004 1.125 Â±0.005 1.375 Â±0.005 1.625 Â±0.006 2.125 Â±0.006 Diameter, in (mm) (22.2 Â±0.10) (28.6 Â±0.13) (34.9 Â±0.13) (41.3 Â±0.15) (54.0 Â±0.51) Wall 0.097 +0.010 0.125 +0.012 0.153 +0.015 0.181 +0.018 0.236 +0.024 Thickness, in (mm) (2.5 +0.25) (3.2 +0.30) (3.9 +0.38) (4.6 +0.46) (6.0 +0.61) DR 9S Pressure 250 250 250 250 250 Rating @ 730F, psi (kPa) (1724) (1724) (1724) (1724) (1724) Weight, 46 Â±2 78 Â±3 125 Â±4 162 Â±4 275 Â±5 gm/ft (gm/m) (151 Â±7) (256 Â±10) (410 Â±13) (531 Â±13) (902 Â±16) ïƒ“ ADS, Inc., June 2018 SUBMITTAL INFORMATION Stainless Steel Inserts - (Insert-xx style) STAINLESS STEEL INSERTS FOR POLYETHYLENE PIPE (PEP) OR TUBING (PET) Dimple Flange Dimple 70 Series For Polyethylene Pipe (PEP) CATALOG NOMINAL PEP âœ” SUBMITTED LENGTH NUMBER SIZE ID ITEM(S) INSERT-71 3/4" 0.824 1-11/16" ** INSERT-53-72 1" 1.049 2-5/16" â™¦** INSERT-53-72-Q 1" 1.049 1-31/32" INSERT-73 1-1/4" 1.380 2-5/16" INSERT-74 1-1/2" 1.610 2-59/64" INSERT-75 2" 2.067 2-15/16" 50 series For Polyethylene Tubing (PET) CATALOG NOMINAL PET âœ” SUBMITTED LENGTH NUMBER SIZE ID ITEM(S) INSERT-51 3/4" 0.681 1-35/64" INSERT-52 1" 0.875 1-43/64" ** INSERT-53-72 1-1/4" 1.069 2-5/16" â™¦** INSERT-53-72-Q 1-1/4" 1.069 1-31/32" INSERT-54 1-1/2" 1.263 2-15/16" INSERT-55 2" 1.653 2-15/16" â™¦ INSERT-54-Q 1-1/2" 1.263 2-7/16" â™¦ INSERT-55-Q 2" 1.653 2-7/16" * Weights for insert stiffeners are for standard package quantities. **Insert -53 and -72 fit both 1-1/4" plastic tubing (1.069 I.D.) and 1" plastic pipe (1.049 I.D.). â™¦ These inserts are specifically designed and required for Quick Joint fittings. They are not interchangeable with other Compression Fittings. FEATURES â€¢ Insert stiffeners conform to the AWWA Standard C901 for Polyethylene (PE) Pressure Pipe and Tubing â€¢ Insert stiffeners are solid 304 tubular stainless steel (ASTM 240-92B) â€¢ Dimpled and flanged to retain placement within the service line â€¢ Key lock construction with a minimum of two key locks to maintain solid structural integrity â€¢ Manufactured in the United States of America Note: Consult pipe or tubing manufacturer for specific installation requirements. Ford recommends using insert stiffeners when using plastic pipe or tubing The Ford Meter Box Company considers the information in this submittal form to be correct at the time of publication. Item and option availability, including specifications, are subject to change without notice. Please verify that your product information is current. The Ford Meter Box Company, Inc. Submitted By: P.O. Box 443, Wabash, Indiana U.S.A. 46992-0443 Phone: 260-563-3171 / Fax: 800-826-3487 Overseas Fax: 260-563-0167 http://www.fordmeterbox.com 10/30/12 Lead Free Brass Import Fittings Certification Letter Dear Valued Customer, We hereby certify that to the best of our knowledge and belief all standard brass import fittings by Merit Brass Company are manufactured, supplied and certified in accordance with the following specifications and standards: Fittings Unions Flanges Material ASTM B584, C89833 Threads ASME B1.20.1â€Â 2013 Dimensional ASME B16.15 Aâ€Aâ€59617 MSSâ€SPâ€106 This product conforms with lead content requirements for lead free plumbing as defined by the U. S. Safe Drinking Water Act and is certified <= .25 weighted average % lead. Please contact us directly or email us at engineering@meritbrass.com with any questions about this notice or Merit Brass products. Very truly yours, Merit Brass Company To Our Valued Customer: We hereby certify that to the best of our knowledge and belief all brass nipples manufactured by Merit Brass Company conform to specification ASTM B687-88. Nipples are threaded with American Standard taper pipe threads (NPT) in accordance with screw-threaded standard for Federal Services Handbook H-28. Brass nipples have a weighted average lead content of <=0.250/0 and are in compliance with California's Health & Safety Code Section 116875 (comlTIonly known as AB 1953) and Vermont Act 193. This product is Certified by NSF to NSF/ANSI 61 for use in drinking water supplies ofpH 6.5 and above. Sincerely, MERIT BRASS COMPANY Marc Schlessinger President P.O. Box 43127 â€¢ One Merit DriveÂ· Cleveland, OH 44143 Phone: 216261 9800 â€¢ Toll Free: 800 726 9800 â€¢ Fax: 800 726 9880 â€¢ www.meritbrass.com â€¢ www.mbwebXpress.com aMI-SAl Global Certificate No. 8375 The original, and the definitive standard. RESILIENT WEDGE 2â€ THROUGH 12â€ GATE VALVES MODEL 2639 / 2640 AWWA C509 250 PSI â€¢ UL/FM Approved 200 PSI â€¢ NSF 61 Certified â€¢ Full Water Way â€¢ Fusion Bond Epoxy Coated â€¢ 10 Year Limited Warranty Clow Valve is a division of McWane, Inc. www.clowvalve.com RESILIENT WEDGE VALVE In 1975, Clow recognized the increased requirements and Clow was the first to introduce, and still leads in the design escalating maintenance cost of water systems in the and technical development, of the bubble-tight resilient United States. seating valve. Clow responded by introducing the first R/W (Resilient The Clow Resilient Wedge Valve, with its unique features and Wedge) Valve in America. This introduction revolutionized benefits, were the first to be manufactured with both AWWA the valve market in the U.S. and UL/FM approval for all water system requirements. F-6100 F-6102 F-6103 F-6106 MECHANICAL JOINT FLANGED THREADED ENDS FLANGED X MJ 2â€â€“ 12â€ 2â€â€“ 12â€ 2â€â€“ 3â€ 3â€â€“ 12â€ F-6110 F-6111 F-6112 F-6113 PUSH ON FOR MECHANICAL TYTON ENDS FOR DUCTILE FLANGED X TYTON SDR PVC CUTTING IN JOINT IRON AND C900 PVC PIPE 4â€â€“ 12â€ 2â€â€“ 12â€ 4â€â€“ 12â€ 4â€â€“ 12â€ NOTE: It is recommended that valves be installed with stems vertical when used in raw sewage or sludge applications or in water with excessive sediment. Flanged end F-6114 F-6120 F-6136 connections not recommended MECHANICAL JOINT MECHANICAL JOINT FLANGED OS & Y for buried service. FOR TAPPING POST INDICATOR VALVE CONSTRUCTION 3â€â€“ 12â€ 2â€â€“ 12â€ 2â€â€“ 12â€ NO. OF TURNS VALVE SIZE A B C D E G H P Q R S U V TO FULL OPEN 2â€ 7 3-1/4 â€“ 5-3/8 10-7/8 â€“ â€“ 3 10 12 7-1/4 â€“ â€“ 6-1/2 2-1/2â€ 7-1/2 â€“ â€“ 7-1/8 11-3/8 â€“ â€“ 3-1/4 16-3/8 13-7/8 7-1/4 â€“ â€“ 8 3â€ 8 3-1/2 â€“ 7-1/8 12-3/8 â€“ 5-3/4 3-1/2 18-7/8 15-5/8 10 5-3/4 8-1/4 10 4â€ 9 4-1/2 6-3/4 â€“ 14-3/4 4-5/8 6-3/4 4-1/2 22-3/4 18-1/4 10 6-3/4 9-1/4 13-1/2 6â€ 10-1/2 5-1/2 7-7/8 â€“ 19 5-1/4 8 5 30-1/8 23-3/4 12 8 10-1/2 19-1/2 8â€ 11-1/2 8-1/8 8-1/2 â€“ 22-1/2 5-5/8 9-3/4 5-1/2 37-3/4 29-1/4 14 10-3/4 13-1/4 25-1/2 10â€ 13 10-1/2 10 â€“ 26-1/2 7 11-3/4 7 45-3/4 35-3/8 18 12-1/2 14-7/8 31-1/2 12â€ 14 10-3/4 11-1/4 â€“ 30 8-1/2 12 8-1/2 53-1/8 40-5/8 18 12-1/2 15 37-3/4 www.clowvalve.com ENGINEERING FEATURES THRUST BEARINGS Delrin thrust bearings above and below the thrust collar REPLACEABLE O-RINGS reduce friction and minimize Two O-ring seals are operating torques. replaceable with the valve fully open and subjected to full-rated working pressure. COPPER ALLOY STEM Long, trouble-free life with high strength, non-corrosive copper NO FLAT GASKETS alloy stem and stem nut. O-ring seals at stuffing box and bonnet to body flanges to ensure the best possible seal. No flat gaskets. STAINLESS STEEL HARDWARE 304 stainless steel nuts and bolts provide long-life corrosion protection. EPOXY COATING 100% COATED WEDGE Clow corrosion resistant 100% coated wedge ensures fusion-bonded epoxy coating, bubble-tight seal every time up to conforming to AWWA C550 and 250 PSI. With twin seal design. NSF 61 Certified, protects both inside and outside of valve. ELLIPTICAL BOLT HOLES Hole design on MJ connection eliminates the need for anti-rotation bolts. MINIMAL FLOW LOSS Smooth, unobstructed waterway is free of pockets, cavities and depressions, allowing for minimal flow loss and lower pumping costs. All valves accept full-size tapping cutter. EASY STORAGE Pads on the bottom of all valves keep valve in upright position for easier storage and protection from the elements. VALVE RATING: All valves are rated at 250 PSI for AWWA service and 200 PSI for UL/FM service. All valves are hydrostatically tested to 500 PSI. COMMITTED TO ENVIRONMENTAL RESPONSIBILITY CLOW VALVE COMPANY IS COMMITTED TO PROTECTING OUR NATURAL RESOURCES THROUGH ENVIRONMENTALLY RESPONSIBLE MANUFACTURING PRACTICES, INCLUDING THE USE OF 80+% RECYCLED CONTENT IN OUR HYDRANTS AND VALVES. To learn more about our commitment to the environment, call 800-829-2569. RECOMMENDED SPECIFICATIONS 1. Valves shall conform to the latest revision of 7. All stems shall have two O-rings located above AWWA Standard C509 covering resilient seated thrust collar and one O-ring below. Stem O-rings gate valves for water supply service. shall be replaceable with valve fully opened and subjected to full pressure. The stems on 2â€ â€“ 12â€ 2. The valves shall have an iron body, bonnet, shall also have a low torque thrust bearing located and O-ring plate. The wedge shall be totally above and below the stem collar to reduce friction encapsulated with rubber. during operation. 3. The sealing rubber shall be permanently bonded 8. Waterway shall be smooth, unobstructed and free to the wedge per ASTM D429. of all pockets, cavities and depressions in the seat area. Valves 2â€ and larger shall accept a full size 4. Valves shall be supplied with O-ring seals at all tapping cutter. pressure retaining joints. No flat gaskets shall be allowed. 9. The body, bonnet and O-ring plate shall be fusion-bonded epoxy coated, both interior and 5. The valves shall be either non-rising stem or rising exterior on body and bonnet. Epoxy shall be stem, opening by turning left or right, and provided applied in accordance with AWWA C550 and with 2â€ square operating nut or a handwheel with be NSF 61 Certified. the word â€œOpenâ€ and an arrow to indicate the direction to open. 10. Each valve shall have makerâ€™s name, pressure rating, and year in which it was manufactured 6. Stems shall be cast copper alloy with integral cast in the body. Prior to shipment from the collars in full compliance with AWWA. All factory, each valve shall be tested by hydrostatic stems shall operate with copper alloy stem nuts pressure equal to the requirements of AWWA independent of wedge and of stem (in NRS valves). C509 (and UL/FM where applicable). 11. Valves shall have all component parts cast and assembled in the USA and shall be manufactured by the Clow Valve Company. ISO 9001 www.clowvalve.com 902 South 2nd Street â€¢ Oskaloosa, Iowa 52577 PHONE 641-673-8611 FAX 641-673-8269 Clow Valve is a division of McWane, Inc. EthafoamÂ® 220 medium density To achieve optimum polyethylene foam is a durable, performance Sealed Air recommends a total lightweight, flexible, solid packaging solution. extruded product. Sealed Air has multiple packaging EthafoamÂ® 220 foam has outstanding dimensional stability and recovery design and development centers characteristics that provide optimal cushioning protection against repeated around the globe. We review and impacts. It is ideal for cushion packaging and is used in many applications, analyze designs, develop new ones, including computer, automotive, construction and recreation. test existing packs and recommend the best way to maximize the EthafoamÂ® 220 foam is also ideally suited as a component material in products requiring a shock absorbing, vibration dampening, insulation, barrier and/or protective qualities of EthafoamÂ® products. buoyancy component. Sealed Air provides package and As the properties listed on the reverse suggest, the key features of EthafoamÂ® 220 foam include: material testing in accordance with ISTA, ASTM, government or corporate â€¢ Excellent Strength standards. â€¢ Resistance to Creep Under Load â€¢ Vibration and Shock Absorbency â€¢ Water Resistance Characteristics EthafoamÂ® 220 foam is also available with fire-retardant and anti-static properties to safely protect sensitive electronic equipment during shipment and storage. Sizes Available in Sizes Available in Sizes Available in Natural (Planks) Black (Planks) Anit-Static Pink 1.5â€ x 48â€ x 108â€ 2â€ x 24â€ x 108â€ (Planks) 2â€ x 24â€ x 108â€ 2â€ x 48â€ x 108â€ 2â€ x 24â€ x 108â€ 2â€ x 48â€ x 108â€ 3â€ x 48â€ x 108â€ 2â€ x 48â€ x 108â€ 2.5â€ x 48â€ x 108â€ 4â€ x 24â€ x 108â€ Sizes Available in 3â€ x 24â€ x 108â€ 4â€ x 48â€ x 108â€ Fire Retardant 3â€ x 48â€ x 108â€ Blue/Grey (Planks) 4â€ x 24â€ x 108â€ 2â€ x 24â€ x 108â€ 5 Step Packaging Design: 4â€ x 48â€ x 108â€ 1. Define Shipping Environment 2. Define Product Fragility Environmental Summary Source Reduction Re-Use Recycle 3. Select Appropriate Cushioning Material Owing to the high Sealed Air polyethylene Sealed Air polyethylene performance cushioning foams are designed foams are non- 4. Design and Fabricate Prototype of EthafoamÂ® plank, to withstand multiple crosslinked produced Pack less material is required drops resulting in a pack from a low density per package. that can be used many polyethylene (LDPE). A 5. Verify Pack with Packaging times. material that can easily Testing be recycled. tYPical PhYSical PrOPertieS chart Of ethafOamÂ® 220 POlYethYlene fOam TYPICAL MEASUREMENTS (Not Product Specification Limits) Compressive Strength (psi) vertical @ 25% ASTM D3575-08 Suffix D 9 vertical @ 50% 18 Compressive Set (%) ASTM D3575-08 Sufix B < 20 Compressive Creep (%) ASTM D3575-08 Suffix BB <10 (@ 2.5 psi /1000 hours) Tensile Strength @ Â½â€ Thickness ASTM D3575-08 Suffix T 32 Tear Resistance (lb/in) ASTM D3575-08 Suffix G 10 across grain @ Â½â€ thickness Density (lb/ft3) ASTM D3575-08 2.2 Cell Size (mm) ASTM D3576-04 Modified 1.5 Water Absorption (lb/ft2) ASTM D3575-08 Suffix L < 0.3 Thermal Stability (%) ASTM D3575-08 Suffix S < 2 PROPERTIESStatic Decay (sec) (Not Product Specification Limits) EIA Std. 541 Append. F < 2 (Anti-Static Grade) Surface Resistivity (ohms/sq) (Anti-Static Grade) EIA Std. 541 Sect. 4.3 1.0 x 109 - 1.0 x 1013 TYPICAL Thermal Conductivity (k value) ASTM C518-91 .43 BTU-IN/HR-FT2-ÂºF Thermal Resistivity (R value) ASTM C518-91 2.3 HR-FT2-ÂºF/BTU The data presented for this product is for unfabricated EthafoamÂ® polyethylene foam products. While values shown are typical of the product, they should not be construed as specification limits. Distributed By: Sealed Air Specialty Materials 2401 Dillard Street Grand Prairie, TX 75051 USA T: 1.877.722.7631 www.sealedairspecialtymaterials.com Corporate Office Sealed Air Corporation 200 Riverfront Boulevard, Elmwood Park, NJ 07407 www.sealedair.com Reg. U.S. Pat. & TM Off. Â© Sealed Air Corporation (US) 2009. All rights reserved. Printed in the U.S.A. 9 Dot LogoÂ®, Sealed AirÂ®, EthafoamÂ® and Our Products Protect Your ProductsÂ® are registered Our Products Protect Your Products trademarks of Sealed Air Corporation (US). 10/09 Submittal Job: 20-1001 Spec Section No: 02-200 Arlington Sbux Shell Bldg Submittal No: 4 7401 204TH ST NE Revision No: 0 ARLINGTON, WA 98223 Sent Date: 6/19/2020 Spec Section Title: Submittal Title: Concrete Structures Project Name Contractor: Contractor's StampArlington Sbux Shell Bldg WILCOX CONSTRUCTION, INC. APPROVED REJECTED REVISE REVIEWED BY Wilcox DATE 6/19/2020 SUBMITTAL# 04 SPEC 02-200 This review is only for general conformance of the project and general compliance. Corrections or comments made on these drawings during this review do not relieve Contractor/Subcontractor from compliance with the requirements of the plans and specifications. Contractor is responsible for all dimensions and fabrication to be confirmed and correlated at the job site Owner (Primary): Architect's Stamp CADENCE DEVELOPMENT, LLC Brian Wood Engineer's Stamp MATERIAL APPROVAL SUBMITTAL Form Approved OMB No 9000-0062 (See Instructions on Reverse) Expires May 31, 2005 Public reporting burden for this collection of information is estimated to average 20 minutes per response, including the time for reviewing instructions, searching existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of information. Send comments regarding this burden estimate or any other aspect of this collection of information, including suggestions for reducing this burden to the Department of Defense, Washington Headquarters Services, Directorate for Information Operations and Reports, 1215 Jefferson Davis Highway, Suite 1204, Arlington VA 22202-4302, and to the Office of Management and Budget, Paperwork Reduction Project OMB No 9000-0062, Washington DC 20503. Please DO NOT RETURN your form to either of these addresses. Send your completed form to: SAF/AQCP, 1060 Air Force Pentagon, Washington DC 20330-1060. TO: (Contracting Officer) FROM: (Contractor) DATE (YYYYMMDD) Sean Painter Rory Butler 2020/06/19 CONTRACT NUMBER SUBMISSION NUMBER SUBMITTAL âœ” NEW RESUBMITTAL PREVIOUS SUBMISSION NUMBER PROJECT NUMBER Starbuck-Arlington TO BE COMPLETED BY CONTRACTOR FOR GOVERNMENT USE ONLY ITEM SPECIFICATION SECTION/ DESCRIPTION OF MATERIAL AP- DISAP- SEE NO. PARA NO./DRAWING NO. (Include Type, Model Number, Catalog Number, Mfg., etc.) PROVED PROVED REVERSE INITIAL CS.1 C-3.0 SSMH CS.2 C-3.0 Frame and grate CS.3 C-3.0 Frame and solid cover CS.4 C-3.0 Sewer ring and cover CS.5 C-3.0 Type 1 basin CS.6 C-3.0 Gasket CS.7 C-3.0 Ladders CS.8 C-3.0 Rubber Boot BY COMPLETING THIS FORM, THE UNDERSIGNED CONTRACTOR CERTIFIES THAT THE MATERIAL COMPLIES WITH ALL SPECIFICATIONS OF SUBJECT CONTRACT. DATE (YYYYMMDD) TYPE OR PRINT NAME AND TITLE SIGNATURE FOR GOVERNMENT USE ONLY TO: (Base Civil Engineering Officer) For Evaluation and Action DATE(YYYYMMDD) TYPE OR PRINT NAME AND GRADE SIGNATURE TO: (AF Contracting Office) RECOMMEND APPROVAL DISAPPROVAL AS INDICATED ABOVE AND SUBJECT TO ANY APPLICABLE COMMENTS ON THE REVERSE DATE(YYYYMMDD) TYPE OR PRINT NAME AND GRADE SIGNATURE TO: (Contractor) DISAPROVED AS INDICATED ABOVE AND SUBJECT TO ANY APPLICABLE COMMENTS ON THE REVERSE SIDE. REQUEST APPROVED RESUBMITTAL ON DISAPPROVED ITEMS WITHIN DAYS OF DATE SHOWN BELOW. DATE(YYYYMMDD) TYPE OR PRINT NAME AND GRADE SIGNATURE AF IMT 3000, 20030901, V1 PREVIOUS EDITION IS OBSOLETE. COMMENTS (Number to correspond with applicable Item Number on reverse) INSTRUCTIONS TO CONTRACTORS 1. The term "material" is defined as articles, supplies, raw materials, equipment, parts, components, and end items that are to be incorporated into the work required by the contract. 2. This form is to be used by contractors for submitting Shop Drawings, Equipment Data, Manufacturer's Literature and Certificates and samples of Materials to the Government for approval in accordance with the provisions of this contract. Unless otherwise specified, it is to be prepared in 4 copies, signed, and provided to the contracting officer with appropriate attachments. 3. Item(s) to be approved will be clearly tabbed or identified. Data pertaining to item(s) to be approved will be clearly identified or tabbed, particularly where documents are voluminous, in order to properly evaluate the materials or articles to be incorporated in the work. Each attachment will be numbered to correspond with the item number shown on the face of this form. 4. Requests submitted shall be numbered consecutively, by contract, in the space entitled "Submission No.". This number, in addition to the Contract No., will be used to identify each Material Approval Submittal. Resubmissions will be indicated in the appropriate block and the insertion of previous submission number and data in addition to a new submission number. A single submission should be used for all work of a section of the specifications, but in NO instance should the submission include work for more than one (1) contract. Submittals requiring priority handling will be submitted by separate submittal using the form and so marked across the face of the form. 5. This Material Approval Submittal is not valid unless it is signed by the contracting officer. This approval is required as called for by the contracting officer under the terms of this contract. AF IMT 3000, 20030901, V1 (REVERSE) 48" SANITARY SEWER 2", 4", 6" 2' 3' 11" 1', 2', 3' 4' 2', 3', 4' 5' 7770Z A Assembly Â® (2) 5/8-11 SS SOC HD BOLTS Product Number A 00777023B01 21 1/4" Design Features -Materials Frame Gray Iron (CL35B) Cover Ductile Iron (80-55-06) B B 25 1/4" 21 7/8" 20" 18 1/4" -Design Load Extra Heavy Duty -Open Area n/a -Coating Undipped - Designates Machined Surface A Certification SECTION A-A -ASTM A48 -ASTM A536 - -Country of Origin: USA Major Components 00777011 24" 1 5/8" 00777023 2 3/8" Drawing Revision 2/18/2011 Designer: SMM 25 1/4" 7/6/2016 Revised By: MAH 1 5/8" 24 1/4" 3/4" Disclaimer Weights (lbs/kg), dimensions (inches/mm) 4 1/2" and drawings provided for your guidance. We reserve the right to modify specifications without prior notice. CONFIDENTIAL: This drawing is the property 22 1/4" of EJ Group, Inc. and embodies confidential information, registered marks, patents, trade secret information, 25 7/8" and/or know-how that is the property of EJ Group, Inc. Copyright Â© 2012 EJ Group, Inc. 29 1/4" All rights reserved. Contact SECTION B-B 800 626 4653 ejco.com CB 18 TYPE - 1 W L Outside Dims. 30 34 Inside Dims. 22 26 " 0 " 3 4 3 4", 6", 12" " 0 " 3 4 3 44" Water Heavywall 1730BCF 12â€ BODY: Material: HDPE 3 4 in 1 2 in Model: 17â€ x 30â€ 17 20 in Weight: 25 lbs 303 4 Wall Type: Straight in 31 2 Mouseholes: 0-4 3 Performance: ANSI/SCTE-77 Tier 8, WUC 3.6, ASTM C857 A-8, Exceeds 20,000 lb minimum load failure 12â€ in 2 in 25 1 9 in 2 6 in 1 18â€ BODY: Material: HDPE Model: 17â€ x 30â€ Weight: 33 lbs DIMENSIONS AT BOTTOM OF BOX ARE THE SAME FOR 12" AND 18" DEPTHS Wall Type: Straight Mouseholes: 0-4 3 4 in 1 2 in Performance: ANSI/SCTE-77 Tier 8, WUC 3.6, 17 20 ASTM C857 A-8, Exceeds 20,000 lb in 303 4 minimum load failure in 331 2 18â€ in 2 in 25 1 9 in Medium Duty: 2 Non-deliberate Traffic 6 in 1 For use in non-vehicular traffic situations only. Actual load rating is determined by the D*Cover comes standard with permanent markings for manufacturer, load rating, model size and manufacturing location.IMENSIONS AT BOTTOM OF BOX ARE THE SAME FOR 12" AND 18" DEPTHS box and cover combination. Weights and dimensions may vary slightly Contact your Oldcastle Enclosure Solutions Distribution Center for speciï¬ c information and additional options. Rev 10/2016 Â©2016 Oldcastle, Inc. 877-250-5139 oldcastleprecast.com/enclosuresolutions Water Heavywall 1730BCF Options: Available Heavy Duty Plastic Covers: Flush Solid Cover Flush Cover with Plastic Reader Door Flush Cover with Cast Iron Reader Door Flush Cover with AMR Recess Flush Cover with AMR Bracket (undermount) Available Polymer Concrete Covers: Composite with AMR Recess HD HDPE Flush Solid Flush Solid Cover Flush Cover with Cast Iron Reader Door Available Composite Covers: Flush Solid Cover Available Ductile Iron Covers: Flush Solid Cover Polymer Cover HD HDPE AMR Recess Flush Cover with Ductile Iron Max View Reader Door Add On Options for All Covers: AMR Opening Add On Options for Plastic and Polymer Covers: AMR Bracket Ductile Iron Max View Cover Raw Material Material Property ASTM Test Method Typical Value1 Type, Class, Category D 1248 III, A, 3 Speciï¬ cations: Density, g/cm3 D 1505 0.950 min., not to exceed 0.965 Tensile Strength, at break, psi D 638 3,000 to 4,400 Elongation, at break, % D 638 400 Tensile Impact, ft-lb/in2 D 1822 27 Flexural Modulus, psi D 790 120,000 min., not to exceed 240,000 Low Temperature Brittleness, F50, at oC D 746 <-76 Hardness, Shore D D 2240 66 Deflection Temperature, at 66 psi, oF D 648 150o min., not to exceed 200o Electrical Dielectric Strength, V/mil D 149 400 min., not to exceed 600 Molded Product Chemical Resistance D 543 Very Resistant Water Absorption D 570 Less than 1% weight change 1The values listed for physical property measurements are nominal values only. Certain physical property measurements are subject to variations consistent with the test methods and are within a generally accepted range for such values. Product Load Medium Duty : Non-deliberate Traffic Rating: For use in non-vehicular traffic situations only. Note: Actual load rating is determined by the box and cover combination. Weights and dimensions may vary slightly All information contained on this sheet is current at the time of printing. Oldcastle Precast, Inc. reserves the right to discontinue or update product information without notice. Rev 10/2016 Â©2016 Oldcastle, Inc. 877-250-5139 oldcastleprecast.com/enclosuresolutions SUBMITTAL INFORMATION Quick Joint Coupling - (C84-xx-Q-NL style) MALE IRON PIPE THREAD BY QUICK JOINT FOR COPPER OR PLASTIC TUBING (CTS) Male Iron Pipe Threads External Nut Stop Molded Buna-N Spring Stainless Steel Gripper Quick Joint Nut Tip Gasket Provides Hydraulic Seal Iron Pipe Size Quick Joint Size Length DESCRIPTION APPROX. PART âœ“ SUBMITTED LENGTH MALE IRON PIPE Q.J. FOR CTS WT. LBS NUMBER ITEM(S) 1/2" 1/2" 2" .5 C84-11-Q-NL 3/4" 1/2" 2-7/32" .5 C84-31-Q-NL 3/4" 5/8" 2-1/4" .6 C84-32-Q-NL 3/4" 3/4" 2-1/4" .6 C84-33-Q-NL 3/4" 1" 2-3/8" .7 C84-34-Q-NL 1" 3/4" 2-19/32" .7 C84-43-Q-NL 1" 1" 2-9/16" .8 C84-44-Q-NL 1-1/4" 1-1/4" 2-5/8" 1.4 C84-55-Q-NL 1-1/2" 1-1/2" 3" 1.8 C84-66-Q-NL 2" 2" 3-1/4" 2.3 C84-77-Q-NL Note: Ford recommends insert stiffeners when using plastic pipe or tubing. FEATURES â€¢ All brass that comes in contact with potable water conforms to AWWA Standard C800 (UNS NO C89833) â€¢ Brass components that do not come in contact with potable water conform to AWWA Standard C800 (ASTM B-62 and ASTM B-584, UNS NO C83600 - 85-5-5-5) â€¢ The product has the letters "NL" cast into the main body for proper identification â€¢ UL Classified to ANSI/NSF Standard 61 and Annex G â€¢ Body design provides hexagonal wrench flats for proper installation The Ford Meter Box Company considers the information in this submittal form to be correct at the time of publication. Item and option availability, including specifications, are subject to change without notice. Please verify that your product information is current. The Ford Meter Box Company, Inc. Submitted By: P.O. Box 443, Wabash, Indiana U.S.A. 46992-0443 Phone: 260-563-3171 / Fax: 800-826-3487 Overseas Fax: 260-563-0167 http://www.fordmeterbox.com 10/24/13 From: Fred Rapelyea To: Sean Painter; CED Main Line; Travis Cheshire Cc: Devon Debo; Raelynn Jones Subject: RE: Material Re-Submittal SBUX Arlington Date: Thursday, July 2, 2020 4:01:51 PM Attachments: Starbucks Grease Interceptor.msg image001.jpg GB-75_Spec_SubJuly_02_20FR_Review.pdf Sean, I have reviewed the submittal again and I see that the riser section is not designed to retain water. I have highlighted that section on the specs. The attached email from Travis mentioned there is a riser option that includes a gasket to achieve water tight and I would approve in that upon submittal of that riser assembly. I do have other concerns as listed below. The other issues I see is that under the Special Precautions page of the specs #1 it does require a rebar reinforced 4â€ minimum slab in all Greenspaces or Pedestrian Traffic areas. The landscaping plans show planting and irrigation in the area where the slab would be required. #2 It boldly states that you are not to compact backfill by either machine or man operated equipment. How is compaction in this area achieved? You will have maintenance access by staff, testing by COA staff and this area will need to support that in addition to the 4â€ rebar reinforced slab. Thanks, Fred Rapelyea Public Works Utilities Manager Desk: 360-403-3540 e-mail: frapelyea@arlingtonwa.gov website: www.arlingtonwa.gov Small Logo2 From: Sean Painter <SPainter@wilcoxconstruction.com> Sent: Thursday, July 2, 2020 1:49 PM To: CED Main Line <ced@arlingtonwa.gov> Cc: Devon Debo <DDebo@wilcoxconstruction.com>; Fred Rapelyea <frapelyea@arlingtonwa.gov>; Raelynn Jones <rjones@arlingtonwa.gov> Subject: Material Re-Submittal SBUX Arlington [NOTICE: This message originated outside the City of Arlington mail system.-- DO NOT CLICK on links or open attachments unless you are sure the content is safe.] Good Afternoon, Per the below comments, we are resubmitting the following: 1. W-1 per detail W-050 â€¦note #6 â€œbox shall be midstates 1730-18 w/ solid di lid & TR hole. (otherwise known as AMR) We would like the solid lid to be considered acceptable for the 2â€ blow off. A solid lid is more common for preventing tampering by the public with the lid. a. I am resubmitting W-1(see attached) the same box with a revised solid lid to meet this spec for the 2â€ water service. b. As for the box with the double check, we submitted on a smaller box and solid lid as it is more practical and prevents tampering by the public with the lid. Again, we can provide whatever lid is required, we just want it to be considered to prevent tampering. 2. W-3 we are resubmitting on 2â€ CTS quick joint coupling (see attached) a. W-3 plan sheet C-3.0 construction note G calls for a 2â€ service line w/ 1-1/2 meter. We submitted on a 1-1/2â€ setter for this reason. 1. W-5: Drawing w-180 also states â€œor equalâ€. We submitted on Clow valve as, and have been, approved as an equal to Mueller and M&H brand valves. Please let us know if this is not acceptable. Submittal #3 - Water Comments Item Spec Description of Approved Disapproved Reason for Disapproval No. Section Material W-1 C-3.0 Waterline X Meter box covers shall be Services ductile iron with Max View Reader Door W-2 C-3.0 Waterline X Ductile Iron Pipe W-3 C-3.0 Water MJ X 1. Coupling shall be Ford quick joint coupling (C84-xx-Q- NL style). 2. Setter shall be 2 inch setter W-4 C-3.0 Blowoff X Assembly W-5 C-3.0 GV Assembly X Per Standard drawing W- 180, valves shall be Mueller or M&H Thanks, Sean Painter Wilcox Construction Inc.| Project Manager 234 5th Ave. S | Edmonds, WA. 98020 Office: 425-774-4185 | Fax: 425-774-4187 | Cell: 206-817-9964 From: Sean Painter To: Raelynn Jones Cc: Kristin Foster; Launa Peterson; Fred Rapelyea; Ryan Morrison Subject: RE: Material Submittal Review Date: Tuesday, July 7, 2020 11:50:27 AM Attachments: image001.gif [NOTICE: This message originated outside the City of Arlington mail system.-- DO NOT CLICK on links or open attachments unless you are sure the content is safe.] Hello Raelynn, Checking in to see how final review is progressing and when we can schedule a pre-construction meeting for Strabucks. We are ready to start excavation for utilities and working on our TESC plan. Please let me know If there is anything I can assist with. Thanks, Sean Painter Wilcox Construction Inc.| Project Manager 234 5th Ave. S | Edmonds, WA. 98020 Office: 425-774-4185 | Fax: 425-774-4187 | Cell: 206-817-9964 From: Sean Painter Sent: Thursday, July 2, 2020 12:26 PM To: 'Raelynn Jones' <rjones@arlingtonwa.gov>; 'Travis Cheshire' <tcheshire@pacland.com> Cc: Kristin Foster <kfoster@arlingtonwa.gov>; Launa Peterson <lpeterson@arlingtonwa.gov>; Fred Rapelyea <frapelyea@arlingtonwa.gov>; Ryan Morrison <RMorrison@arlingtonwa.gov> Subject: RE: Material Submittal Review Thank you Raelynn. I will work with my team on revisions ASAP and submit. Would it be acceptable to decommission the monitoring well prior to the pre-con? Our Geo Engineers are required to decommission the well before we clear the site. We are ready to mobilize earthwork but I donâ€™t want to proceed without your approval or pre-con meeting. Could you let us know what is acceptable prior to the pre-con meeting? Thanks, Sean Painter Wilcox Construction Inc.| Project Manager 234 5th Ave. S | Edmonds, WA. 98020 Office: 425-774-4185 | Fax: 425-774-4187 | Cell: 206-817-9964 From: Raelynn Jones [mailto:rjones@arlingtonwa.gov] Sent: Thursday, July 2, 2020 12:03 PM To: Sean Painter <SPainter@wilcoxconstruction.com>; 'Travis Cheshire' <tcheshire@pacland.com> Cc: Kristin Foster <kfoster@arlingtonwa.gov>; Launa Peterson <lpeterson@arlingtonwa.gov>; Fred Rapelyea <frapelyea@arlingtonwa.gov>; Ryan Morrison <RMorrison@arlingtonwa.gov> Subject: Material Submittal Review Good Afternoon Sean, See the responses below for Water/Sewer comment for the material submittals: Sewer: Item Spec Description Approved Disapproved Reason for 07-02- No. Section of Material Disapproval 2020 Continued Disapproval Comments S.1 C-3.0 Grease X Pg. 3 of 4 states that Engineers response Vault the interceptor and addresses the water risers are not table and infiltration designed to only. withstand water table height. Â· City of Â· City of Arlington Arlington Construction Construction Standards as Standards as well as the well as the current current NPDES NPDES Permit Permit require that require that infiltration infiltration and and exfiltration exfiltration to be to be eliminated eliminated where where existing and existing and prohibited prohibited from future from future installation. installation. Â· Submit Â· Submit water tight grease water tight vault that does not grease vault require secondary that does containment for not require high water table, secondary infiltration or containment exfiltration for high water table, Vault must be infiltration submitted or that exfiltration incorporates a water tight seal to grade S.2 C-3.0 Sewer Pipe X & Fittings Submittal #4 Item Spec Description Approved Disapproved Reason for No. Section of Material Disapproval CS.1 C-3.0 SSMH X CS.2 C-3.0 Frame and grate CS.3 C-3.0 Frame and solid cover CS.4 C-3.0 Sewer ring X and cover CS.5 C-3.0 Type 1 basin CS.6 C-3.0 Gasket X CS.7 C-3.0 Ladders X CS.8 C-3.0 Rubber X Boot Submittal #3 - Water Comments Item No. Spec Description of Approved Disapproved Reason for Disapproval Section Material W-1 C-3.0 Waterline X Meter box covers shall be Services ductile iron with Max View Reader Door W-2 C-3.0 Waterline X Ductile Iron Pipe W-3 C-3.0 Water MJ X 1. Coupling shall be Ford quick joint coupling (C84-xx-Q- NL style). 2. Setter shall be 2 inch setter W-4 C-3.0 Blowoff X Assembly W-5 C-3.0 GV Assembly X Per Standard drawing W- 180, valves shall be Mueller or M&H Please submit revisions to ced@arlingtonwa.gov for processing. Feel free to reach out should you have any questions. Thank you Sincerely, Raelynn Jones Permit Technician City of Arlington Community & Economic Development 18204 59th Ave NE Arlington, WA 98223 Office: 360-403-3436 www.arlingtonwa.gov From: Brian Grieve To: Sean Painter; Raelynn Jones Cc: Devon Debo; Nova Heaton; Kevin Olander Subject: RE: Starbucks Civil Punchlist Date: Wednesday, January 27, 2021 9:55:42 AM Attachments: Ditchline.pdf Inlet.pdf Sean, The ditch on the west side of the building still needs to get cleaned up. The ditch should have a consistent slope down to the inlet structure. As of now, the ditch line goes up and down, causing water to pool up in places. You can see in the attached photo where the sediment is accumulating. In addition to slope of the ditch line, the inlet pipe also needs to be cleaned up. The gravel needs to be pulled away from the inlet pipe so that it does not continue to fall in, and the gravel that is building up in the pipe needs to be removed. Iâ€™d be happy to meet with you on site to take a look. Thanks, Brian From: Sean Painter <SPainter@wilcoxconstruction.com> Sent: Tuesday, January 26, 2021 10:31 AM To: Brian Grieve <bgrieve@arlingtonwa.gov>; Raelynn Jones <rjones@arlingtonwa.gov> Cc: Devon Debo <DDebo@wilcoxconstruction.com>; Nova Heaton <NHeaton@arlingtonwa.gov>; Kevin Olander <kolander@arlingtonwa.gov> Subject: RE: Starbucks Civil Punchlist [NOTICE: This message originated outside the City of Arlington mail system.-- DO NOT CLICK on links or open attachments unless you are sure the content is safe.] Brian/Raelynn, Comcast was able to remove the pole last week and we completed the sidewalk concrete patching. The pedestrian luminaires also arrived late last week and were able to install/inspect on Friday 1/22. Your punch list below is now complete. Please let me know what else you need from Wilcox for final Certificate of Occupancy. Thanks, Sean Painter Wilcox Construction Inc.| Project Manager 234 5th Ave. S | Edmonds, WA. 98020 Office: 425-774-4185 | Fax: 425-774-4187 | Cell: 206-817-9964 From: Brian Grieve [mailto:bgrieve@arlingtonwa.gov] Sent: Thursday, December 10, 2020 4:41 PM To: Sean Painter <SPainter@wilcoxconstruction.com> Cc: Devon Debo <DDebo@wilcoxconstruction.com>; Rick Novy <RNovy@wilcoxconstruction.com>; Nova Heaton <NHeaton@arlingtonwa.gov>; Kevin Olander <kolander@arlingtonwa.gov>; Raelynn Jones <rjones@arlingtonwa.gov>; Brian Grieve <bgrieve@arlingtonwa.gov> Subject: Starbucks Civil Punchlist Sean, Below is an updated punch list for the civil permit. Â· Truncated Domes in the ADA Ramp â€“ Looks like I missed an issue with one of the ADA ramp truncated domes that was installed on the north end of the project. The domes need to span the entire width of the sidewalk. The domes on the north ADA ramp have 5â€ gaps on either side. The domes in that ramp need to be fixed. Â· Western Ditch Line â€“ There was an existing ditch along the driveway on the west side of the building. Due to grading activities from the project, that ditch is no longer working properly and water is pooling on the east side of the roadway. See the attached photo. That area will need to be regraded so that the water flows to the catch basin identified in the attached plan sheet. Â· Pole Removal â€“ The pole at the east entrance needs to be removed. Â· Sidewalk â€“ The sidewalk on the east side of the project needs to be completed once the pole is removed. Â· Landscaping â€“ Rock needs to be added to the area between where the sidewalk ends on the west property border and the western driveway. Â· th Street Trees â€“ Street trees need to be planted along 204 . Â· Pedestrian Luminaires â€“ Three total are missing Â· Signing â€“ There is directional signing missing at the northern entrance to the property. See the email sent on 12/9/2020. Â· Remove Inlet protection Let me know if there are any questions. Thanks, Brian From: Fred Rapelyea To: Raelynn Jones; Nels Rasmussen; Ken Clarke; Gus Tararan; Joe Wilson; Katy Shores; Ryan Morrison Cc: Nova Heaton; Launa Peterson; Kristin Foster Subject: RE: Starbucks PWD2054 Material Submittals Date: Wednesday, June 24, 2020 10:28:33 AM Attachments: image002.jpg image003.gif All, Here are my comments. I will utilize their format for comment identification. Job: 20-1001 Submittal #1 Item Spec Description of Approved Disapproved Reason for Disapproval No. Section Material S.1 C-3.0 Grease Vault X Pg. 3 of 4 states that the interceptor and risers are not designed to withstand water table height. Â· City of Arlington Construction Standards as well as the current NPDES Permit require that infiltration and exfiltration to be eliminated where existing and prohibited from future installation. Â· Submit water tight grease vault that does not require secondary containment for high water table, infiltration or exfiltration S.2 C-3.0 Sewer Pipe & X Fittings Submittal #4 Item Spec Description of Approved Disapproved Reason for Disapproval No. Section Material CS.1 C-3.0 SSMH X CS.2 C-3.0 Frame and grate CS.3 C-3.0 Frame and solid cover CS.4 C-3.0 Sewer ring and X cover CS.5 C-3.0 Type 1 basin CS.6 C-3.0 Gasket X CS.7 C-3.0 Ladders X CS.8 C-3.0 Rubber Boot X Thanks, Fred Rapelyea Public Works Utilities Manager Desk: 360-403-3540 e-mail: frapelyea@arlingtonwa.gov website: www.arlingtonwa.gov Small Logo2 From: Raelynn Jones <rjones@arlingtonwa.gov> Sent: Tuesday, June 23, 2020 1:56 PM To: Nels Rasmussen <nrasmussen@arlingtonwa.gov>; Ken Clarke <kclarke@arlingtonwa.gov>; Gus Tararan <gtararan@arlingtonwa.gov>; Fred Rapelyea <frapelyea@arlingtonwa.gov>; Joe Wilson <jwilson@arlingtonwa.gov>; Katy Shores <kshores@arlingtonwa.gov>; Ryan Morrison <RMorrison@arlingtonwa.gov> Cc: Nova Heaton <NHeaton@arlingtonwa.gov>; Launa Peterson <lpeterson@arlingtonwa.gov>; Kristin Foster <kfoster@arlingtonwa.gov> Subject: Starbucks PWD2054 Material Submittals Good Afternoon, We had sent a link through iWorqs for the material submittals for Starbucks last Friday, however we wanted to follow up with an email just to make sure you received them. They are hoping to have approval for the material submittals by Friday so they can move forward with a pre-con for some time next week. Please let me know if you have any questions. Thank you! Sincerely, Raelynn Jones Permit Technician City of Arlington Community & Economic Development 18204 59th Ave NE Arlington, WA 98223 Office: 360-403-3436 www.arlingtonwa.gov COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 Â· Â· Â· 6814 Greenwood Avenue N Seattle, WA 98103 Â· Â· Â· COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 â€™ â€ â€ â€“ â€ â€œ â€ â€™ â€œ â€ â€™ â€™ â€™ â€™ COM. ANDL AC .P WWW â€™ T (206) 522-9510 F (206) 522-8344 â€™ â€ â€ â€œ â€ â€™ 6814 Greenwood Avenue N Seattle, WA 98103 â€œ â€“ â€ â€œ â€ â€™ â€™ â€™ R Know what'sbelow. Callbefore you dig. COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 204TH STREET N.E. COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 R Know what'sbelow. Callbefore you dig. COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 204TH STREET N.E. R Know what'sbelow. Callbefore you dig. Î” VAN COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 R Know what'sbelow. Callbefore you dig. Î” COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 204TH STREET N.E. & Î” COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 204TH STREET N.E. R Know what'sbelow. Callbefore you dig. COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 COM. ANDL AC .P WWW T (206) 522-9510 F (206) 522-8344 6814 Greenwood Avenue N Seattle, WA 98103 EXIST. LIGHT POST PLANT SCHEDULE QTY. BOTANICAL NAME COMMON NAME SIZE & SPACING, NOTES TREES 3 Fraxinus pennsylvanica 'Cimmzam' Cimmaron Ash 2" cal, fully branched & uniform, B&B 4 Acer rubrum 'Franksred' Red Sunset Maple 2" cal, fully branched & uniform, spacing as shown, B&B PROPERTY LINE 5 Prunus serrulata 'Kwanzan' Kwanzan Cherry 2" cal, 18' OC, fully branched & uniform, B&B SHRUBS / GRASSES / PERENNIALS Permit Submittal 24 Azalea 'Hino Crimson' Hino Crimson Azalea 2 gal @ 3' OC 38 Azalea 'Purple Splendor' Purple Splendor Azalea 2 gal @ 3' OC 36 Nandina domestica â€˜Moon Bayâ€™ Moon Bay Heavenly Bamboo 3 gal @ 3' OC 32 Prunus laurocerasus 'Otto Luyken' Otto Luyken English Laurel 3 gal @ 4' OC 17 Spirea x bumalda 'Anthony Waterer' Anthony Waterer Spirea 5 gal @ 4' OC 45 Thuja occidentalis 'Emerald Green' Emerald Green Arborvitae 4' HT @ 3' OC CRUSHED ROCK MULCH, 20 Viburnum tinus 'Spring Bouquet' Spring Bouquet Viburnum 5 gal @ 5' OC SAME AS PLANT BEDS GROUNDCOVERS / LAWN 78 Arctostaphylos uva-ursi Vancouver Jade Kinnikinnick 1 gal @ 24" OC, triangular spacing LAWN 'Vancouver Jadeâ€™ 18 Clematis armandii Evergreen Clematis 2 gal, 6' OC 160 sf 146 Erica carnea 'Pink Spangles' Pink Spangles Heather 1 gal @ 2' OC 314 Liriope muscari Big Blue Lilyturf 1 gal @ 18" OC 2,200 sf Sod Lawn Special Sun Mixture Country Green Farms, or approved equal EXIST. LANDSCAPE TO REMAIN, TYP Arlington Coffee Prairie Creek Village 74xx 204th St NE Arlington, WA 98223 LANDSCAPE SPECIFICATIONS & NOTES 1. SCOPE OF WORK EXIST. LANDSCAPE a. The landscaping and irrigation work is part of a larger site project resulting in disturbance to the site, landscape and irrigation. As such, TO REMAIN, TYP the landscape contractor shall coordinate all work with the general contractor, both before any construction begins, and during the course of construction. Î” 2. MATERIALS a. Topsoil. Topsoil shall be a 3 way blend of the following products; sandy loam, topsoil and organic compost. PROPERTY LINE b. Mulch. Mulch shall be gravel mulch, applied to a 2â€ depth on all beds. Match gravel mulch from Bartell Drug project to the east. EXIST. BARTELL c. Fertilizer. Agraform 21-gram tablet time release fertilizer shall be used in all plantings. Place 1 for each ground cover, 2 for each shrub and DRUGS 4 for each tree. They shall be placed in the plant pits as detailed. Also, top dress all plants with a suitable 'starter' fertilizer. PROPERTY LINE d. Tree Stakes. Tree stakes shall be 2â€ diameter x 8' length Lodgepole pine. Fasteners shall be 1â€ PVC Chain-Lock, placed as detailed. 3. SOIL PREPARATION a. Prior to any landscape work, contractor shall remove, or have removed, all debris from the other building trades from the landscape surfaces. NO landscape work shall commence until the areas are cleared of other trades debris. b. Cultivate the existing ground surface to a minimum depth of 8â€ and remove all rocks over 1â€, existing roots and other debris. c. Fine grade the subgrade to adjoining surfaces in preparation of adding specified topsoil. d. Beds. Place a minimum of 6â€ of specified topsoil on all beds and till or cultivate the topsoil a minimum depth of 8â€. Remove all rock and debris which may surface. Finished grade of topsoil shall be 2.5â€ below adjoining paved surfaces, allowing 2â€ for mulch. Therefore, finished grade shall be 1/2" below paved surface. 4. PLANTING OF TREES, SHRUBS AND GROUNDCOVERS VAN a. Contractor responsible to verify quantities. b. Contractor is to confirm that all beds are prepared and ready for planting, without interference with other trades. Lyon Landscape Architects 1015 Pacific Ave, Ste 203 Tacoma, WA 98402 253-209-4053 Moghan@LyonLA.com 130 sf c. Layout all plants as per plan and approval by Landscape Architect or Owner's Rep, making sure the plants are orientated to give best appearance to the viewer. d. Pit plant all plants into prepared soil and plant per the details. While planting, water the plants into the plant pits thoroughly soaking the root balls and soil. Place fertilizer tablets as specified, filling plant pits with specified topsoil. Top dress fertilize when completed. e. Shrubs shall be a minimum of 24 inches high at the time of planting. Shrubs and groundcover shall be planted to attain coverage of 90% 60 sf of the planting area within 3 years. 5. WARRANTY a. All landscaping shall be warranted for one year from FINAL ACCEPTANCE. Plants requiring replacement shall be of the original variety and size as specified herein. 6. IRRIGATION a. Refer to Irrigation Plan, Schedule and Details b. Contractor to provide Coverage Test for approval by Landscape Architect or Owner. c. Contractor to provide As-Built Drawing of irrigation system. 100 sf 100 sf 100 sf PARKING & VEHICLE ACCOMMODATION SHADE AREAS (AZC 20.76.130) Total Parking Area: 4,055 sf Parking Area required to be shaded by deciduous trees: 811 sf (20%) Total Parking Area Coverage by new deciduous trees: 965 sf (24%) EXIST. LANDSCAPE 315 sf TO REMAIN, TYP EXIST. LANDSCAPE CRUSHED ROCK MULCH, TYP TO REMAIN, TYP REFER TO CIVIL FOR SCREEN WALL PROPERTY LINE 5' LAWN STREET TREE WITH Planting Plans ROOT BARRIER. REFER TO R-270/L1.1 204TH STREET N.E. FOR PLANTING STRIP STANDARD DETAIL 25'-6 30' 30' 0 10' 20' 40' 80' Scale: 1" = 20'-0" 4 L1.0 STRONG STOUT STEMS AND BUDS NOTES: 1. USE PLANT STARTER SOLUTION WIDE BRANCH DURING PLANTING OPERATION. ATTACHMENT FEED AS SPECIFIED. 2. SHRUBS SHALL BEAR SAME RELATION TO FINISHED GRADE AS REMOVE BURLAP FROM (2) 1" CHAIN-LOCK TREE TIES IT BORE TO PREVIOUS EXISTING TOP HALF OF ROOTBALL COVER SOIL LOOSENED AREA WITH 2" GRADE. TOP OF ROOTBALL SHALL Permit Submittal BARK MULCH. KEEP MULCH 3" FROM BE 1" ABOVE FINISHED GRADE TREE TRUNK ROTOTILL 2" MULCH COMPACTED FG SUBGRADE AS SAUCER SPECIFIED DIG THE PLANTING PIT AT LEAST 2 2" Ã˜ LODGE POLE STAKE. PLACE TIMES THE SIZE OF THE ROOTBALL OUTSIDE ROOTBALL 18" MIN 3" MIN TO BOTTOM BRANCHES 6" 12" MIN SPREAD ROOTS OF BASE NOTE: ROOT PLANTS OUT OVER Arlington Coffee Prairie Creek Village 74xx 204th St NE Arlington, WA 98223 TOPSOIL BACKFILL 1. FERTILIZE AND WATER AS CONE OF HAND-FIRMED (SEE SPECS) SPECIFIED FOLLOWING PLANTING. SPECIFIED TOPSOIL TOPSOIL 2. SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION. 1' STAKE TO PENETRATE 12" MIN. REMOVE BURLAP FROM TOP PLACE ROOTBALL ON SOLID BELOW BOTTOM OF PLANTING 12 OF ROOT BALL CONE OF HAND-FIRMED 3. SEE STAKING DETAILS TOPSOIL FOR BALL & CONE OF SOIL PIT BURLAP PLANTS DECIDUOUS TREE PLANTING DETAIL DECIDUOUS TREE STAKING DETAIL SHRUB PLANTING DETAIL 1 2 3 SCALE: NTSSCALE: 3/4" = 1'=0" SCALE: 3/4" = 1'=0"SCALE: NTS SCALE: NTSSCALE: 1/2" = 1'-0" NOTES: 1. FERTILIZE & WATER AS SPECIFIED FOLLOWING PLANTING. PLACE TOP OF 2. SEE SPECS FOR ADDITIONAL ROOTBALL 1" ABOVE MIN 8" INFORMATION LEVEL GROWING IN 3. SEE STAKING DETAILS. NURSERY COVER SOIL LOOSENED AREA 1" CHAIN LOCK TREE TIE Lyon Landscape Architects DIG THE PLANTING 1015 Pacific Ave, Ste 203 Tacoma, WA 98402 253-209-4053 Moghan@LyonLA.com WITH 2" MULCH. KEEP PIT AT LEAST MULCH 3" AWAY FROM TWICE THE SIZE TREE TRUNK OF THE ROOTBALL 2" Ã˜ LODGE POLE STAKE. PLACE OUTSIDE ROOTBALL 2/3 HEIGHT OF TREE TILL COMPACTED 45Â°-60Â° SUBGRADE AS SPECIFIED SOIL BACKFILL (SEE SPECS) 3' MIN REMOVE BURLAP FROM TOP 1 OF 2 ROOTBALL PLACE ROOTBALL ON SOLID SOIL CONIFER PLANTING DETAIL CONIFER TREE STAKING 4 5 SCALE: NTSSCALE: 1" = 1'-0" SCALE: NTSSCALE: 1" = 1'-0" 2" MULCH Planting Details 1 FERTILIZER TABLET 6" 4 6" SPECIFIED TOPSOIL GROUNDCOVER PLANTING DETAIL 6 SCALE: NTSSCALE: 1" = 1'-0" L1.1 MAINLINE, LATERAL LINES, AND VALVES SHOWN SCHEMATICALLY. LOCATE WITHING LANDSCAPE AREAS, TYP. Permit Submittal IRRIGATION - GENERAL NOTES IRRIGATION LEGEND 1. CONFIRM WATER PRESSURE PRIOR TO STARTING OF WORK. SYMBOL MFG. CATALOG NO. DESCRIPTION 2. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE 1" GLOBE PLASTIC BODY ELECTRIC REMOTE CONTROL VALVE X RAINBIRD 100-PEB-PRS-D WTIH PRESSURE REGULATING MODULE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES. THE CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO KENNEDY 8561ASS 2" RESILIENT SEATED GATE VALVE CONSTRUCTION BY CALLING THE UNDERGROUND LOCATE LINE AT 1-800-424-5555 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION. 1" BRASS QUICK COUPLING VALVE (QCV) W/ LOCKING RUBBER COVER, RAINBIRD 44-LRC SUPPLY W/ COUPLER KEY & LOCKING COVER KEY 3. CONTRACTOR IS RESPONSIBLE FOR PROTECTING ALL EXISTING IMPROVEMENTS. DAMAGE TO EXISTING IMPROVEMENTS BY THE C RAINBIRD ESP-MC6 6 STATION CONTROLLER, OUTDOOR MODEL, WITH WEATHER STATION. CONTRACTOR SHALL BE REPAIRED OR REPLACED BY THE 5 WALL MOUNT AT LOCATION DETERMINED BY OWNER OR OWNER'S CONTRACTOR AND/OR QUALIFIED INSTALLERS/TRADES ACCEPTABLE 4 REPRESENTATIVE. TO THE SOLE SATISFACTION OF THE CONSTRUCTION OBSERVER AND Arlington Coffee Prairie Creek Village 74xx 204th St NE Arlington, WA 98223 3 AT NO COST TO THE OWNER. M 2" ELECTRIC REMOTE CONTROL MASTER VALVE RAINBIRD 200-EFB-CP-R 4. CONTRACTOR SHALL COORDINATE ALL WORK WITH THE GENERAL HUNTER PASV-101 1" ELECTRIC DRAIN VALVE WITH FLOW CONTROL CONTRACTOR. ALL CONSTRUCTION CONFLICTS SHALL BE BROUGHT EXTERIOR WALL MOUNT TO THE ATTENTION OF THE GENERAL CONTRACTOR AND IRRIGATION CONTROLLER. STATION & COMMON WIRE SIZE-AWG 14 GAUGE MINIMUM. INSTALL ONE SPARE WIRE FOR NOT SHOWN CONSTRUCTION OBSERVER IMMEDIATELY UPON RECOGNITION. Î” FINAL LOCATION TO BE ALL IRRIGATION ZONE WIRE RUNS. REVIEW ADDITIONAL REQUIREMENTS FOR FLOW METER & MASTER VALVE IF NECESSARY DETERMINED BY OWNER. 5. CONTRACTOR IS RESPONSIBLE FOR A THOROUGH CLEAN-UP FOR HIS/HER RESPECTIVE WORK, DAILY AND AT PROJECT CLOSE-OUT. C SCHEDULE 40 PVC MAINLINE (2" SIZE UNLESS NOTED OTHERWISE) @ 18" DEPTH 6. ALL PIPING UNDER HARD SURFACES SHALL BE SLEEVED. SCHEDULE 200 PVC LATERAL LINES, SIZE TO NOT EXCEED 7 FEET PER SECOND CONTRACTOR IS REQUIRED TO INSTALL DUCTILE IRON PIPE FOR IRRIGATION PIPE SLEEVES UNDER PAVEMENTS. D.I. SLEEVE SHALL BE CLASS 200 PVC SLEEVES @ 24" DEPTH, SIZE TO ACCOMMODATE ALL PIPE FOUR INCHES (4") LARGER THAN THE IRRIGATION MAINLINE PIPE SIZE. END OF SLEEVE SHALL EXTEND FOUR FEET (4') BEYOND EDGE OF PAVEMENT. MINIMUM DEPTH OF BURY FROM FIN. GRADE TO TOP OF SLEEVE SHALL BE ONE FOOT (12"). IRRIGATION HEAD SCHEDULE ZONE SCHEDULE 7. ALL CONTROL WIRING NOT IN MAINLINE TRENCH SHALL BE BURIED SYM. CATALOG NUMBER RADIUS GPM PSI VALVE # GPM VALVE SIZE TYPE WITHIN METAL CONDUIT. CONDUIT SHALL BE PLACED 18" BELOW FINISH GRADE. ALL CONDUIT AND FITTINGS SHALL BE INTERMEDIATE 1 23.66 1" LAWN SPRAY HEADS METALLIC OR BETTER. 2 23.66 1" SHRUB VAN RAINBIRD 1800-MPR-8Q 8 0.26 30 3 19.30 1" SHRUB 8. PIPE SIZE SHALL BE THE SAME ON BOTH SIDES OF VALVES. PIPE RAINBIRD 1800-MPR-8H 8 0.52 30 SHALL REMAIN CONSTANT BETWEEN PIPE SIZE CALLOUTS. 3/4" CLASS Lyon Landscape Architects 1015 Pacific Ave, Ste 203 Tacoma, WA 98402 253-209-4053 Moghan@LyonLA.com 4 23.66 1" SHRUB 200 PVC SHALL BE THE SMALLEST LATERAL LINE USED. RAINBIRD 1800-MPR-10Q 10 0.39 30 5 19.44 1" LAWN 9. FIELD VERIFY ALL SPRINKLER HEAD LOCATIONS (FLAGGING) BEFORE RAINBIRD 1800-MPR-10H 10 0.79 30 6 17.39 1" SHRUB TRENCHING. RAINBIRD 1800-VAR-10-270 10 1.30 30 10. WHERE TWO OR MORE PIPES SHARE THE SAME TRENCH, MAINTAIN A RAINBIRD 1800-MPR-12Q 12 0.65 30 4" SEPARATION BETWEEN PIPES. DO NOT CROSS PIPES OVER EACH RAINBIRD 1800-MPR-12H 12 1.30 30 OTHER UNLESS THEY ARE AT A 90 DEGREE ANGLE. RAINBIRD 1800-VAR-12-270 12 2.78 30 11. IRRIGATION SITE PLAN IS SCHEMATIC. IRRIGATION PLUMBING AND RAINBIRD 1800-MPR-15Q 15 0.95 30 EQUIPMENT SHALL BE INSTALLED IN TURF OR LANDSCAPE BED AREAS AND WITHIN PROPERTY BOUNDARIES. THE CONTRACTOR RAINBIRD 1800-MPR-15H 15 1.85 30 2 SHALL CONSIDER ALL SITE FEATURES IN THE INSTALLATION OF IRRIGATION IMPROVEMENTS. THE CONTRACTOR SHALL BE RAINBIRD 1800-MPR-15EST 4'X15' 0.61 30 RESPONSIBLE FOR SUPPLYING AND INSTALLING ALL IRRIGATION RAINBIRD 1800-MPR-15SST 4'X30' 1.21 30 EQUIPMENT NECESSARY FOR A COMPLETE AND FUNCTIONAL IRRIGATION SYSTEM. FIELD VERIFY ALL EXISTING EQUIPMENT ROTOR HEADS LOCATIONS AND REPORT ANY INCONSISTENCIES TO CONSTRUCTION 1 IRRIGATION POINT OBSERVER/OWNER'S REPRESENTATIVE. L2.1 OF CONNECTION RAINBIRD 3500-2.0 NOZZLE-27Q 27' 1.69 35 12. SPRINKLER HEAD SYMBOLS SCHEMATICALLY REPRESENT DESIRED RAINBIRD 3500-2.0 NOZZLE-27H 27' 1.69 35 SPRAY PATTERNS. FIELD ADJUSTMENTS AND VERIFICATION OF RAINBIRD 3500-2.0 NOZZLE-27F 27' 1.69 35 SPRAY PATTERNS WILL BE NECESSARY. ADJUST SPRAY PATTERNS TO WATER LANDSCAPE AREA ONLY AND MINIMIZE OVERSPRAY ONTO PAVEMENT. 6 1 Irrigation Plan 204TH STREET N.E. 0 10' 20' 40' 80' Scale: 1" = 20'-0" 4 L2.0 3 QUICK COUPLER VALVE L2.1 2" MAINLINE PLASTIC VALVE BOX. 18" OF UNOBSTRUCTED SET FLUSH W/ FINISH 2" SCHEDULE GRADE MANUAL CONTROL 2 40 PVC PIPE VALVE L2.1 Permit Submittal 36" 2 MANUAL CONTROL CENTER VALVE L2.1 VALVE IN BOX 2" PVC STUB PROVIDED BY OTHERS, SEE CIVIL DRAWINGS FOR ADDITIONAL INFORMATION 2" MAINLINE TO REGARDING 3/4" IRRIGATION DEDUCT METER CONTROL VALVES 24" AND DOUBLE CHECK VALVE ASSEMBLY FM 2" SCHED. 40 SPECIFIED RESILIENT PVC MAINLINE 4 SEATED GATE VALVE MASTER VALVE L2.1 MANUAL DRAIN VALVE 5 FLOW SENSOR L2.1 2-PVC UNION SCHED. 80 PVC CLOSE 2" MAINLINE NIPPLES NOTE: SIZE ALL VALVE BOXES TO ALLOW Arlington Coffee Prairie Creek Village 74xx 204th St NE Arlington, WA 98223 SUFFICIENT ROOM FOR VALVE REPLACEMENT AND MAINTENANCE. Point of Connection Layout Manual Control Valve 1 2 NOT TO SCALE NOT TO SCALE PLASTIC VALVE BOX - SET SWIVEL HOSE ELL FOR HOSE FITTING ON PLASTIC VALVE BOX. FLUSH W/ FINISH GRADE QUICK HOSE COUPLING VALVE KEY. PROVIDE SET FLUSH W/ FINISH GRADE 1 KEY FOR EACH QUICK COUPLING VALVE. PLASTIC VALVE BOX, SET FLUSH WIRES TO W/ FINISH GRADE SECURE W/ STAINLESS SET TOP OF Q.C. 2" MIN. CONTROLLER ALL SPLICES IN SPECIFIED STEEL HOSE CLAMPS BELOW FINISH GRADE. WATERPROOF CONNECTORS QUICK COUPLING VALVE ENCAPSULATING CONNECTION SEALERS WIRES TO CONTROLLER WIRES FROM FLOW METER 4x8" M.J. FLANGED 4x8" M.J. FLANGED ADAPTER ADAPTER 2" SCHED. 40 CONNECT VALVE BOX TO PIPE PVC MAINLINE WITH DUCT TAPE - 3 WRAPS. 2" SCHED. 40 2" SCHED. 40 FLOW FROM Lyon Landscape Architects 1015 Pacific Ave, Ste 203 Tacoma, WA 98402 253-209-4053 Moghan@LyonLA.com PVC MAINLINE PVC MAINLINE MASTER VALVE 24" LASCO SWING JOINT ASSEMBLY 4" CLASS 200 10" PIPE 2" SCHED. 40 PVC MAINLINE 3/4" RE-BAR, 36" MIN. INTO PROVIDE 36" MIN. OF GROUND STRAIGHT & UNOBSTRUCTED 2" SCHED. 40 P.V.C. PIPE TO PROVIDE 18" MIN. OF STRAIGHT 1 CU. FT. GRAVEL BACKFILL FOR THREADED ELL FLOW METER 1 CU. FT. GRAVEL & UNOBSTRUCTED 2" SCHED. 40 DRY WELLS 1 CU. FT. GRAVEL BACKFILL FOR DRY WELLS BACKFILL FOR P.V.C. PIPE DOWNSTREAM FROM 2" FLOW METER DRY WELLS FLOW METER Quick Coupler Valve (QCV) Master Valve Installation Typ. Flow Sensor 3 4 5 NOT TO SCALE NOT TO SCALE NOT TO SCALE 6" TO CONC. SURFACE OR SIDEWALK PLASTIC VALVE BOX, SET FLUSH 12" TO BUILDING SURFACE WATERPROOF WIRE SPLICE ALL WIRE W/ FINISH GRADE SPLICES SHALL BE WITHIN VALVE BOXES TOP OF HEAD SHALL BE FLUSH VALVE ID TAG W/ TOPSOIL & PERP. W/ NOTE: PIPE TRENCH SHALL SURFACE PER RAINBIRD BE NO WIDER THAN PVC UNION W/ SCHED. 80 PVC CLOSE NIPPLE SPECIFICATIONS NECESSARY TO INSTALL PIPE BOTH SIDES OF VAVLE 18" OR EQUIPMENT SPRINKLER HEAD AS BALL VAVLE - SAME SIZE AS ELECTRIC SPECIFIED CONTROL VALVE PVC LATERAL @ FUNNY PIPE 18" MIN. DEPTH PLASTIC FLEXIBLE SCHED. 80 NIPPLE(S) SWING PIPE LENGTH TO FIT SPECIFIED TOPSOIL AT DEPTHS AS INDICATED ON PLAN Irrigation Details SCHED. 80 TxT ELL BACKFILL W/ NATIVE SOIL FREE 18" LATERALS SCHED. 80 NIPPLE OF ROCK AND STONES - 24" MAINLINE LENGTH TO FIT NOTE: WRAP ALL THREADED COMPACT IN 6" LIFTS FITTINGS W/ TEFLON TAPE - THREE 1 CU. FT. GRAVEL BACKFILL FOR DRY WELLS WRAPS MINIMUM & HAND TIGHTEN PIPE SECURE CONTROL WIRES TO MAINLINE W/ PLASTIC LOCK TIES. DIRECT BURY W/ MAINLINE AND INSTALL PVC SxSxT TEE MAINLINE W/ 1" DEPTH MIN. SLACK LOOP EVERY 50 FEET. SxSxT TEE ROTARY & POP-UP MODELS SAND BEDDING 4 PVC LATERAL Electric Control Valve Sprinkler Head Installation - Typical Pipe Trench - Landscape 6 7 8 NOT TO SCALE NOT TO SCALE NOT TO SCALE L2.1 Devon Debo 10-19-20 WILCCON-01 LMORELOS DATE (MM/DD/YYYY) CERTIFICATE OF LIABILITY INSURANCE 6/12/2020 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). CONTACT PRODUCER NAME: Hub International Northwest LLC PHONE (425) 489-4500 FAX (425) 485-8489 PO Box 3018 (A/C, No, Ext): (A/C, No): Bothell, WA 98041 E-MAIL now.info@hubinternational.com ADDRESS: INSURER(S) AFFORDING COVERAGE NAIC # INSURER A :The Phoenix Insurance Company 25623 INSURED INSURER B :The Travelers Indemnity Company of America 25666 Wilcox Construction Inc. INSURER C : 234 5th Ave South INSURER D : Edmonds, WA 98020 INSURER E : INSURER F : COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR ADDLSUBR POLICY EFF POLICY EXP LTR TYPE OF INSURANCE INSD WVD POLICY NUMBER (MM/DD/YYYY) (MM/DD/YYYY) LIMITS A X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 CLAIMS-MADE X OCCUR DAMAGE TO RENTED 300,000 X X DT-CO-2H112031-PHX-19 9/30/2019 9/30/2020 PREMISES (Ea occurrence) $ 10,000 MED EXP (Any one person) $ 1,000,000 PERSONAL & ADV INJURY $ 2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ POLICY X PRO-JECT LOC PRODUCTS - COMP/OP AGG 2,000,000 $ WA STOP GAP EL 1,000,000 OTHER: $ B COMBINED SINGLE LIMIT 1,000,000 AUTOMOBILE LIABILITY (Ea accident) $ X ANY AUTO X X 810-5N55261A-19-26-G 9/30/2019 9/30/2020 BODILY INJURY (Per person) $ OWNED SCHEDULED AUTOS ONLY AUTOS BODILY INJURY (Per accident) $ HIRED NON-OWNED PROPERTY DAMAGE AUTOS ONLY AUTOS ONLY (Per accident) $ $ UMBRELLA LIAB OCCUR EACH OCCURRENCE $ EXCESS LIAB CLAIMS-MADE AGGREGATE $ DED RETENTION$ $ A WORKERS COMPENSATION PER X OTH- AND EMPLOYERS' LIABILITY STATUTE ER Y / N DT-CO-2H112031-PHX-19 9/30/2019 9/30/2020 1,000,000 ANY PROPRIETOR/PARTNER/EXECUTIVE E.L. EACH ACCIDENT $ OFFICER/MEMBER EXCLUDED? N / A 1,000,000 (Mandatory in NH) E.L. DISEASE - EA EMPLOYEE $ If yes, describe under 1,000,000 DESCRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT $ DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) RE: Project No.PWD-2054 Starbucks Coffee 74XX 204th St NE City of Arlington is included as an Additional Insured per the attached forms/endorsements. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN City of Arlington ACCORDANCE WITH THE POLICY PROVISIONS. 4580 Klahanie Drive SE #402 Issaquah, WA 98029 AUTHORIZED REPRESENTATIVE ACORD 25 (2016/03) Â© 1988-2015 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD Policy #DT-CO-2H112031-PHX-19 COMM RE CI L G NERAL IAB L TYA E L I I T IH S ENDORSEMENT CHANGES T E POLICY. PL ASE READ IT CAREFULLY.H E BLANKET ADDITIONAL INSURED Thi e dorseme t m d fie i surance prov ded under he f l o ing:s n n o i s n i t o l w COMM RCI L G NERAL IAB LI Y COVERA E PARTE A E L I T G Any "bodily injury", "property dam ge" oa r The fol owing i added tol s "pe sonal injury arising out o the prov di g,r " f i n : or fa l rei u to prov de,i any pro e sionalf s arch te turali c , engineer ngi or surv yinge Any person or o gan zat on that yor i i u agree in a se v ce , ncl ding:r i s i u writ en con ract or agreem nt to in lude at t e c s an addi ional i sured ot n n this Cov rage Part ie s an The preparin , approv ng, or fa li g tog i i n i sured, ut onlyn b : prepa er or approv ,e ma s,p shop Wi h re pe t to l abi ity fot s c i l r "bodily injury" or drawi gs, opin on , reports, surv y ,n i s e s "prope ty dam ge that o curs, or fo "perso alr a " c r n fi le d orders or change orders, or the i ju y ca sed by an o fe se that is comm ttedn r " u f n i , prepa i g,r n approv ng,i or fa l ni i g to subsequent to the signing of that contract or prepa er or app ov ,r e drawings and ag ee ent and while tha pa t o the contra t or m t r f c r spe i i a io s; andc f c t n ag ee ent s in e fe t; andr m i f c Su ep rv so y, in pe t on, archi ect ral oi r s c i t u r If a d only to the ex ent that such injury o, n t , r engineerin a t v t e .g c i i i s dama e is ca sed by a ts o om ssio s o yo og u c r i n f u r y ur subco tra tor in the perfo m nce o "y uo n c r a f o r Any "bodi y inju yl r " or "prope ty dam ger a " work to which the wri ten cont a t or agreemen" t r c t caused by "y ur work ano " d in luded in thec appl e . Such person or organiza ion doei s t s not "produ ts-com letedc p o erat onp i s hazard" qual fy a an ad itional in ured with re pect toi s d s s un ess the wri ten cont a t ol t r c r ag ee entr m the independent a tc s or omssions oi f such spe i i a ly requi esc f c l r y u to prov de sucho i pe son or organizationr . cov rage fo that addi ional in ured durine r t s g The i surance prov ded to such ad it onal insured isn i d i the oli y pe iod.p c r subje t o he o lo ing p ov sions:c t t f l w r i The ad itional insured m st com ly with thed u p If the Lim t o In uran e o thi Cov rage Parti s f s c f s e fo lowi g dutiel n s: shown in the De laratio s ex eed the m nim mc n c i u Giv us wri ten no i e as soon a pra tica lee t t c s c b l m ti i s requi edr by the written co tra tn c or o an "o cur en e o an o fe se whi h m yf c r c " r f n c a ag ee ent,r m the i surancen prov ded toi the re ult i a clai . To t e ex en possible suchs n m h t t , addi ional insuredt will be lim ted toi such m nim m required lim ts. Fo the purpo ei u i r s s of no ice should in l de:t c u de erm nint i g whether this lim tatioi n applie , thes How, when an where the "o cur en ed c r c " m nim m im t requi ed by the wri ten co tra t oi u l i s r t n c r or o fe se too pla e;f n k c ag ee ent will be co sidered to include ther m n m nim m lim ts oi u i f any Umb el a or l r Ex essc The nam s and addre se o any inj rede s s f u l ab l ty cov rage requi ed foi i i e r r the addi ionalt pe sons an witne se ; andr d s s i sured by that writ en cont a t o agreem nt.n t r c r e The nature and lo ation o any inj ry oc f u r This prov sion will not increa e the lim ti s i s of dama e ari ing out o the "o cur en eg s f c r c " i suran e de cribed in Se tion c s c n Lim ti s Of or o fe se.f n In urance.s The insurance prov ded to suchi addi ionalt If a cla m is ma e or "sui " i brought agai sti d t s n i sured does not ap ly o:n p t the ad it onal nsuredd i i : Pa e 1 o 2g f COMMERCIAL GENERAL LIABILITY Immediately record the specifics of the Tender the defense and indemnity of any claim or"suit" and the datereceived; and claim or "suit" to any provider of other insurance which would cover such additional Notify us as soon as practicable and see insured for a loss we cover. However, this to it that we receive written notice of the condition does not affect whether the claim or"suit" as soon as practicable. insurance provided to such additional Immediately send us copies of all legal insured is primary to other insurance papers received in connection with the claim available to such additional insured which or "suit", cooperate with us in the covers that person or organization as a investigation or settlement of the claim or named insured as described in Paragraph , defense against the "suit", and otherwise Other Insurance, of Section Commercial comply with allpolicy conditions. GeneralLiability Conditions. Page 2 of 2 Policy #DT-CO-2H112031-PHX-19 COMMERCIAL GENERAL LIABILITY c. Method Of Sharing a. The statements in the Declarations are If all of the other insurance permits contribution accurate and complete; by equal shares, we will follow this method also. b. Those statements are based upon Under this approach each insurer contributes representations you made to us; and equal amounts until it has paid its applicable c. We have issued this policy in reliance upon limit of insurance or none of the loss remains, your representations. whichever comes first. The unintentional omission of, or unintentional error If any of the other insurance does not permit in, any information provided by you which we relied contribution by equal shares, we will contribute upon in issuing this policy will not prejudice your by limits. Under this method, each insurer's rights under this insurance. However, this provision share is based on the ratio of its applicable limit does not affect our right to collect additional of insurance to the total applicable limits of premium or to exercise our rights of cancellation or insurance of all insurers. nonrenewal in accordance with applicable insurance d. Primary And Non-Contributory Insurance If laws or regulations. Required By Written Contract 7. Separation Of Insureds If you specifically agree in a written contract or Except with respect to the Limits of Insurance, and agreement that the insurance afforded to an any rights or duties specifically assigned in this insured under this Coverage Part must apply on Coverage Part to the first Named Insured, this a primary basis, or a primary and non- insurance applies: contributory basis, this insurance is primary to a. As if each Named Insured were the only other insurance that is available to such insured Named Insured; and which covers such insured as a named insured, and we will not share with that other insurance, b. Separately to each insured against whom claim provided that: is made or "suit" is brought. (1) The "bodily injury" or "property damage" for 8. Transfer Of Rights Of Recovery Against Others which coverage is sought occurs; and To Us (2) The "personal and advertising injury" for If the insured has rights to recover all or part of any which coverage is sought is caused by an payment we have made under this Coverage Part, offense that is committed; those rights are transferred to us. The insured must do nothing after loss to impair them. At our request, subsequent to the signing of that contract or the insured will bring "suit" or transfer those rights agreement by you. to us and help us enforce them. 5. Premium Audit 9. When We Do Not Renew a. We will compute all premiums for this Coverage If we decide not to renew this Coverage Part, we will Part in accordance with our rules and rates. mail or deliver to the first Named Insured shown in b. Premium shown in this Coverage Part as the Declarations written notice of the nonrenewal advance premium is a deposit premium only. At not less than 30 days before the expiration date. the close of each audit period we will compute If notice is mailed, proof of mailing will be sufficient the earned premium for that period and send proof of notice. notice to the first Named Insured. The due date for audit and retrospective premiums is the date SECTION V â€“ DEFINITIONS shown as the due date on the bill. If the sum of 1. "Advertisement" means a notice that is broadcast or the advance and audit premiums paid for the published to the general public or specific market policy period is greater than the earned segments about your goods, products or services premium, we will return the excess to the first for the purpose of attracting customers or Named Insured. supporters. For the purposes of this definition: c. The first Named Insured must keep records of a. Notices that are published include material the information we need for premium placed on the Internet or on similar electronic computation, and send us copies at such times means of communication; and as we may request. b. Regarding websites, only that part of a website 6. Representations that is about your goods, products or services By accepting this policy, you agree: for the purposes of attracting customers or supporters is considered an advertisement. Page 16 of 21 Ãº 2017 The Travelers Indemnity Company. All rights reserved. CG T1 00 02 19 Includes copyrighted material of Insurance Services Office, Inc. with its permission. Policy #DT-CO-2H112031-PHX-19 COMM RE CI L G NERAL IAB LI YA E L I T T IH S ENDORSEMENT CHANGES T E POLICY. PL ASE READ IT CAREFULLY.H E XTEND ENDORSEMENT FOR CONTRACTORS Thi e dorseme t m d fie i surance prov ded under he f l o ing:s n n o i s n i t o l w COMM RCI L G NERAL IAB LI Y COVERAG PA TE A E L I T E R Thi endorsem nt broadens cov rage. Howev r cov rage fo anys e e e , e r i ju y, dama e o me i al ex ense descri ed in any o the provn r g r d c p s b f i ion o th s e dorseme t may bs s f i n n e ex luded orc l m ted by anothe endorsem n to this Cov rage Pa t, and the e ci i r e t e r s ov rage broadening prov sions do no ap ly toe i t p the ex en tha cov rage is ex l ded or lim ted by such an ent t t e c u i dorsem n . The fo lo ing li ti g ie t l w s n s a general cov rage de cript on only Read al the prov sions o thi endorse s i . l i f s em nt and the re t o y ur pol cy ca e ulle s f o i r f y to de erm ne r gh s, dut es, and wha i and s not cov red.t i i t i t s i e Wh I An Insuredo s Unnam d Subsid ariee i s In i enc d tal Med cal Mal racti ei p c Bla ken t Addit onali Insured Gov rnme tale n Bla ken t Wa v ri e Of Sub ogationr En it et i s Pe m t Or Au ho iza ir i s t r tons Re ati g Tol n Co tn ra tua Liab l tyc l i i Rai roadl s Ope atio sr n Da a e Tm g o Prem se Ren ed o Youi s t T An o gr anizat on o he than a pa tnership, jo nti t r r i v nture or l m ted liab l ty company; ore i i i i A rust;t The fol owing is ad ed tol d a is ndi a ed in i s namc t t e o the docum n s thar e t t : gov rn it stru ture.e s c Any o yo r sub idiar e , o her than a pa tnershi ,f u s i s t r p jo n v ni t e ture o lim ted liabil ty com any, that ir i i p s not shown as a Nam de Insured in the De la ation i ac r s s Nam d In ured f:e s i The fol owing is ad ed tol d You are the so e owner o , o ma ntail f r i n an : ownership intere t o mo e than 50% in, suchs f r subsidia y on the fi st day o the pol cy perio ;r r f i d Any gov r men al enti y tha ha issued a perm te n t t t s i and or authoriza iont with re pe ts c to ope ationsr pe fo med by yo or on your behal and that your r u f Su h suc bsidiary is not an in ured undes r are required by any o dinance, law, buil ing coder d si ila o her n urance.m r t i s or written cont act or agreeme t to incl de a anr n u s No such subsidiary i a insured fo "bodily inju ys n r r " addi ional i sured on thit n s Cov rage Pa t is ae r n or "property dama e" tha o curred, o "perso alg t c r n i sured, but only wi h re pn t s e t to liabi i y fo "bodilyc l t r and a v rt sing i ju y" caused by an o fe sed e i n r f n i ju y", "prope ty dam ge" or "perso al andn r r a n com i ted:m t adv rti ing inj ry" ari ing ou oe s u s t f such operatio s.n Be o e you ma ntai ef r i n d an ownership intere ts The in uran e prov ded to such gov r men als c i e n t o mo e than 50% i such ub idiary; orf r n s s en ity doe not apply o:t s t Af e the date, i any duri g the poli y periot r f , n c d Any "bodi y inju y , "property dama el r " g " or that you no longer ma ntain ai n ownership "pe sonal and adv rti ing injury" a i ing o t or e s r s u f i tere t on s f more han 50% n such subsi ia y.t i d r operatio s perfo m d fo the gov r men aln r e r e n t en ity ort ; Fo purpose o Pa agraphr s f r o Sf e tionc Who Any "bodily inj ryu " or "property dam gea " Is An Insured, ea h such subsidiary wil bec l i clu edn d in the "products-co ple edm t deem d to e de ignated in the Declarat on a :e b s i s s operatio s hazard".n Pa e 1 o 3g f COMMERCIAL GENERAL LIABILITY pharmaceuticals committed by, or with the The following replaces Paragraph of the knowledge or consent of,the insured. definition of "occurrence" in the The following is added to the Section: Section: An act or omission committed in providing "Incidental medical services" means: or failing to provide "incidental medical Medical, surgical, dental, laboratory, x-ray services", first aid or "Good Samaritan or nursing service or treatment, advice or services" to a person, unless you are in the business or occupation of providing instruction, or the related furnishing of professional health care services. foodor beverages; or The following replaces the last paragraph of The furnishing or dispensing of drugs or Paragraph of medical, dental, or surgical supplies or : appliances. Unless you are in the business or occupation The following is added to Paragraph , of providing professional health care services, , of Paragraphs , , and above do not apply to "bodily injury" arising out of : providing or failing toprovide: This insurance is excess over any valid and "Incidental medical services" by any of collectible other insurance, whether primary, your "employees" who is a nurse, nurse excess, contingent or on any other basis, that assistant, emergency medical technician is available to any of your "employees" for or paramedic; or "bodily injury" that arises out of providing or First aid or "Good Samaritan services" by failing to provide "incidental medical services" any of your "employees" or "volunteer to any person to the extent not subject to workers", other than an employed or Paragraph of Section Who Is An volunteer doctor. Any such "employees" Insured. or "volunteer workers" providing or failing to provide first aid or "Good Samaritan services" during their work hours for you The following is added to Paragraph , will be deemed to be acting within the , scope of their employment by you or of performing duties related to the conduct : of your business. If the insured has agreed in a contract or The following replaces the last sentence of agreement to waive that insured's right of Paragraph of recovery against any person or organization, we : waiveour right of recovery against such person or For the purposes of determining the organization, but only for payments we make applicable Each Occurrence Limit, all related because of: acts or omissions committed in providing or "Bodily injury" or "property damage" that failing to provide "incidental medical occurs; or services", first aid or "Good Samaritan services" to any oneperson will be deemed to "Personal and advertising injury" caused by beone"occurrence". anoffense that is committed; The following exclusion is added to subsequent to the execution of the contract or Paragraph , , of agreement. : The following replaces Paragraph of the definition of "insured contract" in the Section: "Bodily injury" or "property damage" arising out of the violation of a penal statute or Any easement or license agreement; ordinance relating to the sale of Page 2 of 3 COMMERCIAL GENERALLIABILITY Paragraph of the definition of "insured Any premises while rented to you or contract" in the Section is temporarily occupied by you with permission deleted. of the owner; or The contents of any premises while such premises is rented to you, if you rent such The following replaces the definition of "premises premises for a period of seven or fewer damage" in the Section: consecutivedays. "Premises damage" means "property damage" to: Page 3 of 3 Policy #DT-CO-2H112031-PHX-19 ) 3. T 1. 4. To T 2. C a. c. 1. 2. E. n n 2. T MITS 2. a. T T TS Policy #810-5N55261A-19-26-G COMMERCIAL AUTO THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. BUSINESS AUTO EXTENSION ENDORSEMENT This endorsement modifies insurance provided under the following: BUSINESS AUTO COVERAGE FORM GENERAL DESCRIPTION OF COVERAGE â€“ This endorsement broadens coverage. However, coverage for any injury, damage or medical expenses described in any of the provisions of this endorsement may be excluded or limited by another endorsement to the Coverage Part, and these coverage broadening provisions do not apply to the extent that coverage is excluded or limited by such an endorsement. The following listing is a general cover- age description only. Limitations and exclusions may apply to these coverages. Read all the provisions of this en- dorsement and the rest of your policy carefully to determine rights, duties, and what is and is not covered. A. BROAD FORM NAMED INSURED H. HIRED AUTO PHYSICAL DAMAGE â€“ LOSS OF USE â€“ INCREASED LIMIT B. BLANKET ADDITIONAL INSURED I. PHYSICAL DAMAGE â€“ TRANSPORTATION C. EMPLOYEE HIRED AUTO EXPENSES â€“ INCREASED LIMIT D. EMPLOYEES AS INSURED J. PERSONAL PROPERTY E. SUPPLEMENTARY PAYMENTS â€“ INCREASED K. AIRBAGS LIMITS L. NOTICE AND KNOWLEDGE OF ACCIDENT OR F. HIRED AUTO â€“ LIMITED WORLDWIDE COV- LOSS ERAGE â€“ INDEMNITY BASIS M. BLANKET WAIVER OF SUBROGATION G. WAIVER OF DEDUCTIBLE â€“ GLASS N. UNINTENTIONAL ERRORS OR OMISSIONS PROVISIONS A. BROAD FORM NAMED INSURED this insurance applies and only to the extent that person or organization qualifies as an "insured" The following is added to Paragraph A.1., Who Is under the Who Is An Insured provision contained An Insured, of SECTION II â€“ COVERED AUTOS in Section II. LIABILITY COVERAGE: C. EMPLOYEE HIRED AUTO Any organization you newly acquire or form dur- ing the policy period over which you maintain 1. The following is added to Paragraph A.1., 50% or more ownership interest and that is not Who Is An Insured, of SECTION II â€“ COV- separately insured for Business Auto Coverage. ERED AUTOS LIABILITY COVERAGE: Coverage under this provision is afforded only un- An "employee" of yours is an "insured" while til the 180th day after you acquire or form the or- operating an "auto" hired or rented under a ganization or the end of the policy period, which- contract or agreement in an "employee's" name, with your permission, while performing ever is earlier. duties related to the conduct of your busi- B. BLANKET ADDITIONAL INSURED ness. The following is added to Paragraph c. in A.1., 2. The following replaces Paragraph b. in B.5., Who Is An Insured, of SECTION II â€“ COVERED Other Insurance, of SECTION IV â€“ BUSI- AUTOS LIABILITY COVERAGE: NESS AUTO CONDITIONS: Any person or organization who is required under b. For Hired Auto Physical Damage Cover- a written contract or agreement between you and age, the following are deemed to be cov- ered "autos" you own: that person or organization, that is signed and executed by you before the "bodily injury" or (1) Any covered "auto" you lease, hire, "property damage" occurs and that is in effect rent or borrow; and during the policy period, to be named as an addi- (2) Any covered "auto" hired or rented by tional insured is an "insured" for Covered Autos your "employee" under a contract in Liability Coverage, but only for damages to which an "employee's" name, with your CA T3 53 02 15 Ãº 2015 The Travelers Indemnity Company. All rights reserved. Page 1 of 4 Includes copyrighted material of Insurance Services Office, Inc. with its permission. COMMERCIAL AUTO permission, while performing duties (a) With respect to any claim made or "suit" related to the conduct of your busi- brought outside the United States of ness. America, the territories and possessions of the United States of America, Puerto However, any "auto" that is leased, hired, Rico and Canada: rented or borrowed with a driver is not a covered "auto". (i) You must arrange to defend the "in- sured" against, and investigate or set- D. EMPLOYEES AS INSURED tle any such claim or "suit" and keep The following is added to Paragraph A.1., Who Is us advised of all proceedings and ac- An Insured, of SECTION II â€“ COVERED AUTOS tions. LIABILITY COVERAGE: (ii) Neither you nor any other involved Any "employee" of yours is an "insured" while us- "insured" will make any settlement ing a covered "auto" you don't own, hire or borrow without our consent. in your business or your personal affairs. (iii) We may, at our discretion, participate E. SUPPLEMENTARY PAYMENTS â€“ INCREASED in defending the "insured" against, or LIMITS in the settlement of, any claim or 1. The following replaces Paragraph A.2.a.(2), "suit". of SECTION II â€“ COVERED AUTOS LIABIL- (iv) We will reimburse the "insured" for ITY COVERAGE: sums that the "insured" legally must (2) Up to $3,000 for cost of bail bonds (in- pay as damages because of "bodily cluding bonds for related traffic law viola- injury" or "property damage" to which tions) required because of an "accident" this insurance applies, that the "in- we cover. We do not have to furnish sured" pays with our consent, but these bonds. only up to the limit described in Para- graph C., Limits Of Insurance, of 2. The following replaces Paragraph A.2.a.(4), SECTION II â€“ COVERED AUTOS of SECTION II â€“ COVERED AUTOS LIABIL- LIABILITY COVERAGE. ITY COVERAGE: (v) We will reimburse the "insured" for (4) All reasonable expenses incurred by the the reasonable expenses incurred "insured" at our request, including actual with our consent for your investiga- loss of earnings up to $500 a day be- tion of such claims and your defense cause of time off from work. of the "insured" against any such F. HIRED AUTO â€“ LIMITED WORLDWIDE COV- "suit", but only up to and included ERAGE â€“ INDEMNITY BASIS within the limit described in Para- The following replaces Subparagraph (5) in Para- graph C., Limits Of Insurance, of graph B.7., Policy Period, Coverage Territory, SECTION II â€“ COVERED AUTOS of SECTION IV â€“ BUSINESS AUTO CONDI- LIABILITY COVERAGE, and not in TIONS: addition to such limit. Our duty to make such payments ends when we (5) Anywhere in the world, except any country or have used up the applicable limit of jurisdiction while any trade sanction, em- insurance in payments for damages, bargo, or similar regulation imposed by the settlements or defense expenses. United States of America applies to and pro- hibits the transaction of business with or (b) This insurance is excess over any valid within such country or jurisdiction, for Cov- and collectible other insurance available ered Autos Liability Coverage for any covered to the "insured" whether primary, excess, "auto" that you lease, hire, rent or borrow contingent or on any other basis. without a driver for a period of 30 days or less (c) This insurance is not a substitute for re- and that is not an "auto" you lease, hire, rent quired or compulsory insurance in any or borrow from any of your "employees", country outside the United States, its ter- partners (if you are a partnership), members ritories and possessions, Puerto Rico and (if you are a limited liability company) or Canada. members of their households. Page 2 of 4 Ãº 2015 The Travelers Indemnity Company. All rights reserved. CA T3 53 02 15 Includes copyrighted material of Insurance Services Office, Inc. with its permission. COMMERCIAL AUTO You agree to maintain all required or (2) In or on your covered "auto". compulsory insurance in any such coun- This coverage applies only in the event of a total try up to the minimum limits required by theft of your covered "auto". local law. Your failure to comply with No deductibles apply to this Personal Property compulsory insurance requirements will coverage. not invalidate the coverage afforded by this policy, but we will only be liable to the K. AIRBAGS same extent we would have been liable The following is added to Paragraph B.3., Exclu- had you complied with the compulsory in- sions, of SECTION III â€“ PHYSICAL DAMAGE surance requirements. COVERAGE: (d) It is understood that we are not an admit- Exclusion 3.a. does not apply to "loss" to one or ted or authorized insurer outside the more airbags in a covered "auto" you own that in- United States of America, its territories flate due to a cause other than a cause of "loss" and possessions, Puerto Rico and Can- set forth in Paragraphs A.1.b. and A.1.c., but ada. We assume no responsibility for the only: furnishing of certificates of insurance, or a. If that "auto" is a covered "auto" for Compre- for compliance in any way with the laws hensive Coverage under this policy; of other countries relating to insurance. b. The airbags are not covered under any war- G. WAIVER OF DEDUCTIBLE â€“ GLASS ranty; and The following is added to Paragraph D., Deducti- c. The airbags were not intentionally inflated. ble, of SECTION III â€“ PHYSICAL DAMAGE We will pay up to a maximum of $1,000 for any COVERAGE: one "loss". No deductible for a covered "auto" will apply to L. NOTICE AND KNOWLEDGE OF ACCIDENT OR glass damage if the glass is repaired rather than LOSS replaced. The following is added to Paragraph A.2.a., of H. HIRED AUTO PHYSICAL DAMAGE â€“ LOSS OF SECTION IV â€“ BUSINESS AUTO CONDITIONS: USE â€“ INCREASED LIMIT Your duty to give us or our authorized representa- The following replaces the last sentence of Para- tive prompt notice of the "accident" or "loss" ap- graph A.4.b., Loss Of Use Expenses, of SEC- plies only when the "accident" or "loss" is known TION III â€“ PHYSICAL DAMAGE COVERAGE: to: However, the most we will pay for any expenses (a) You (if you are an individual); for loss of use is $65 per day, to a maximum of (b) A partner (if you are a partnership); $750 for any one "accident". (c) A member (if you are a limited liability com- I. PHYSICAL DAMAGE â€“ TRANSPORTATION pany); EXPENSES â€“ INCREASED LIMIT (d) An executive officer, director or insurance The following replaces the first sentence in Para- manager (if you are a corporation or other or- graph A.4.a., Transportation Expenses, of ganization); or SECTION III â€“ PHYSICAL DAMAGE COVER- (e) Any "employee" authorized by you to give no- AGE: tice of the "accident" or "loss". We will pay up to $50 per day to a maximum of M. BLANKET WAIVER OF SUBROGATION $1,500 for temporary transportation expense in- The following replaces Paragraph A.5., Transfer curred by you because of the total theft of a cov- Of Rights Of Recovery Against Others To Us, ered "auto" of the private passenger type. of SECTION IV â€“ BUSINESS AUTO CONDI- J. PERSONAL PROPERTY TIONS: The following is added to Paragraph A.4., Cover- 5. Transfer Of Rights Of Recovery Against age Extensions, of SECTION III â€“ PHYSICAL Others To Us DAMAGE COVERAGE: We waive any right of recovery we may have Personal Property against any person or organization to the ex- tent required of you by a written contract We will pay up to $400 for "loss" to wearing ap- signed and executed prior to any "accident" parel and other personal property which is: or "loss", provided that the "accident" or "loss" (1) Owned by an "insured"; and arises out of operations contemplated by CA T3 53 02 15 Ãº 2015 The Travelers Indemnity Company. All rights reserved. Page 3 of 4 Includes copyrighted material of Insurance Services Office, Inc. with its permission. COMMERCIAL AUTO such contract. The waiver applies only to the The unintentional omission of, or unintentional person or organization designated in such error in, any information given by you shall not contract. prejudice your rights under this insurance. How- N. UNINTENTIONAL ERRORS OR OMISSIONS ever this provision does not affect our right to col- The following is added to Paragraph B.2., Con- lect additional premium or exercise our right of cealment, Misrepresentation, Or Fraud, of cancellation or non-renewal. SECTION IV â€“ BUSINESS AUTO CONDITIONS: Page 4 of 4 Ãº 2015 The Travelers Indemnity Company. All rights reserved. CA T3 53 02 15 Includes copyrighted material of Insurance Services Office, Inc. with its permission. Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 7/24/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Drainage No Yes Crews are installing catch basins on the north side of the building. The sewer cleanout is in conflict with the starbucks drive through sign, so it was removed. There are now straight runs of drainage between catch basins. The changes will be as-built in the final plans. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS Comments Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 7/28/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Building work only N/A N/A Building work only. No civil to report. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS Comments Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 8/4/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Waterline Yes Yes Crews are placing concrete for water line thrust blocks. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 8/7/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Building work only N/A N/A Building work only. No civil to report. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 8/26/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Building work only N/A N/A Building work only. No civil to report. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 8/27/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Building work N/A N/A Building work resumes Drainage Yes Yes Crews are installing drainage connections for the building downspouts. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 8/27/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Building work N/A N/A Building work resumes TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 9/1/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Building work N/A N/A Building work resumes TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 9/3/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Building work N/A N/A Building work resumes TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 9/10/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Building work N/A N/A Building work resumes TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 9/15/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Building work N/A N/A Building work resumes TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 9/22/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Utility work Yes Yes Crews are excavating to install communications and gas lines, TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 9/24/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Utility work Yes Yes Crews are installing communications and electrical conduit for the building., TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 9/25/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Utility work Yes Yes Crews are installing gas line for the building. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 9/29/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Utility work Yes Yes Crews are backfilling gas, electric, and communication lines. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 10/20/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Illumination Yes Yes Crews are installing parking lot illumination. Utilities Yes Yes Crews continue installing electrical and communications conduit. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 10/27/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Concrete Curb Yes Yes Crews are installing slip form and cast in place concrete barrier around the perimeter of the building. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 11/2/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? CMU Wall Yes Yes Crews continue installing the screen wall along the southern portion of the development. Parking lot grading Yes Yes Crews are grading the parking lot areas in preparation of HMA paving. Building Work N/A N/A Building work continues. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 11/9/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Frontage Improvements Yes N/A Crews are clearing the area along 204th in preparation of frontage improvements. Parking Lot Paving Yes Yes Crews are paving the parking and driving areas on the east side of the building. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 11/10/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Frontage Improvements Yes Yes Crews continue prepping the area along 204th in preparation of frontage improvements. The construction of the CMU wall is complete. Concrete Curb Yes N/A Crews are forming for concrete curb on the south side of the building. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 11/16/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Frontage Improvements Yes Yes Crews continue prepping the area along 204th in preparation of frontage improvements. The construction of the CMU wall is complete. Parking Lot Yes Yes Crews are placing and compacting base materials for the building parking lot. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 11/17/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Landscaping Irrigation Yes Yes Crews are installing irrigation project-wide. Parking Lot Yes Yes Crews have completed paving the southern portion of the development parking lot. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 11/18/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Landscaping Yes Yes Crews are planting trees and shrubs on the east and west sides of the building. Signing Yes Yes Crews are installing the business sign. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 11/24/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Concrete sidewalk & ADA ramps No Yes Crews are installing building walkways and ADA ramps. Two of the ADA ramps have truncated domes that do not extend from curb to curb. See the photos below. I informed the foreman who said that the ramps would be fixed so that the domes extend from curb to curb per the WSDOT standard plan. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 11/25/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Concrete sidewalk & ADA ramps Yes Yes Crews continue installing building walkways and ADA ramps. Two of the ADA ramps have truncated TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 2 Department of Community & Economic Development CIVIL INSPECTION DAILY REPORT PROJECT INFORMATION REPORT DATE PROJECT NAME PREPARED BY 11/30/2020 Starbucks Brian Grieve WORK PERFORMED Was work performed today? â˜’ - Yes â˜ - No TYPE OF WORK PERFORMED APPROVED APPROVED NOTES PLANS? MATERIALS? Concrete sidewalk & ADA ramps Yes Yes Crews continue installing building walkways and ADA ramps. Landscaping Yes Yes Crews are installing landscaping irrigation, plants, and rocks/mulch in the planter beds. TEMPORARY TRAFFIC CONTROL Was Temporary Traffic Control required? â˜ - Yes â˜’ - No Is the contractor maintaining the traffic control devices? â˜ - Yes â˜ - No â˜’ - N/A CLOSURE TYPE APPROVED NOTES PLAN? N/A TEMPORARY EROSION & SEDIMENT CNTROL Are the contractorâ€™s erosion control measures in place? â˜’ - Yes â˜ - No Is the contractor maintaining erosion control BMPs? â˜’ - Yes â˜ - No â˜ - N/A Page 2 EROSION CONTROL ISSUE NOTES N/A INSPECTOR COMMENTS None Page 3 From: Brian Grieve To: Raelynn Jones Cc: Nova Heaton; Kevin Olander; Brian Grieve Subject: FW: Starbucks Punch List Date: Tuesday, October 27, 2020 3:35:56 PM Attachments: image001.gif RE Starbucks Punch List.msg RE Starbucks Punch List.msg Raelynn, No sewer work has been completed and only half the water. The list has been updated below. That should be everything for the civil portion of the project. Thanks, Bran From: Brian Grieve <bgrieve@arlingtonwa.gov> Sent: Tuesday, October 27, 2020 10:00 AM To: Raelynn Jones <rjones@arlingtonwa.gov> Cc: Nova Heaton <NHeaton@arlingtonwa.gov>; Kevin Olander <kolander@arlingtonwa.gov>; Brian Grieve <bgrieve@arlingtonwa.gov> Subject: RE: Starbucks Punch List Raelynn, Below is the list I have, without water or sewer, if you want that for now. I sent a request for water and sewer information to Gus and Joe. Iâ€™ll let you know what they come up with. Starbucks Punch List: Concrete Walkways & ADA Ramps Concrete Curb & Tire Stops Parking Lot & Drive Area HMA paving Parking Lot & Drive Area Pavement Markings Parking Lot Illumination Street Improvements Demo existing sidewalk New Sidewalk Planter Strip & Street Trees Irrigation Landscaping & Irrigation Fire Hydrants Complete Dumpster enclosure CMU Wall with Trellis Business Signing Stop Signs & Directional Signing LED Bollards Bike Rack Utilities Power to the building Relocate Power Pole Communications to the building Water connections on the north side of the project Sewer connections Thanks, Brian From: Raelynn Jones <rjones@arlingtonwa.gov> Sent: Friday, October 23, 2020 11:15 AM To: Brian Grieve <bgrieve@arlingtonwa.gov> Subject: Starbucks Punch List Morning! Have we started a punch list for civil for Starbucks with Utilities? They have reached out to us for Project Closeout information. Thank you! Sincerely, Raelynn Jones Permit Technician City of Arlington Community & Economic Development 18204 59th Ave NE Arlington, WA 98223 Office: 360-403-3436 www.arlingtonwa.gov From: Brian Grieve To: Sean Painter Cc: Devon Debo; Nova Heaton; Kevin Olander; "Brian Wood"; Raelynn Jones Subject: RE: Starbucks Civil Punchlist Date: Monday, February 1, 2021 3:44:40 PM You are correct. The civil work is complete. From: Sean Painter <SPainter@wilcoxconstruction.com> Sent: Monday, February 1, 2021 2:25 PM To: Brian Grieve <bgrieve@arlingtonwa.gov> Cc: Devon Debo <DDebo@wilcoxconstruction.com>; Nova Heaton <NHeaton@arlingtonwa.gov>; Kevin Olander <kolander@arlingtonwa.gov>; 'Brian Wood' <bwood@cadencecap.com>; Raelynn Jones <rjones@arlingtonwa.gov> Subject: RE: Starbucks Civil Punchlist [NOTICE: This message originated outside the City of Arlington mail system.-- DO NOT CLICK on links or open attachments unless you are sure the content is safe.] Hey Brian, I was told you approved the ditch work completed today at Starbucks. Please let me know if the civil punch is closed out now. Thanks, Sean Painter Wilcox Construction Inc.| Project Manager 234 5th Ave. S | Edmonds, WA. 98020 Office: 425-774-4185 | Fax: 425-774-4187 | Cell: 206-817-9964 From: Sean Painter Sent: Friday, January 29, 2021 10:45 AM To: 'Brian Grieve' <bgrieve@arlingtonwa.gov> Cc: Devon Debo <DDebo@wilcoxconstruction.com>; Nova Heaton <NHeaton@arlingtonwa.gov>; Kevin Olander <kolander@arlingtonwa.gov>; 'Brian Wood' <bwood@cadencecap.com> Subject: RE: Starbucks Civil Punchlist Hey Brian, Thanks for meeting me today on-site. As discussed, I will have a crew there Monday morning to work on the ditch and cut the asphalt you need. Please stop by Monday afternoon to inspect the work. I also picked up the misc items at the sidewalk on my way out today. Let me know if you need anything else after Mondayâ€™s work is complete. Thanks, Sean Painter Wilcox Construction Inc.| Project Manager 234 5th Ave. S | Edmonds, WA. 98020 Office: 425-774-4185 | Fax: 425-774-4187 | Cell: 206-817-9964 From: Brian Grieve [mailto:bgrieve@arlingtonwa.gov] Sent: Wednesday, January 27, 2021 2:54 PM To: Sean Painter <SPainter@wilcoxconstruction.com> Cc: Devon Debo <DDebo@wilcoxconstruction.com>; Nova Heaton <NHeaton@arlingtonwa.gov>; Kevin Olander <kolander@arlingtonwa.gov> Subject: RE: Starbucks Civil Punchlist Friday works for me. Any time before 11 or after 1. From: Sean Painter <SPainter@wilcoxconstruction.com> Sent: Wednesday, January 27, 2021 2:15 PM To: Brian Grieve <bgrieve@arlingtonwa.gov>; Raelynn Jones <rjones@arlingtonwa.gov> Cc: Devon Debo <DDebo@wilcoxconstruction.com>; Nova Heaton <NHeaton@arlingtonwa.gov>; Kevin Olander <kolander@arlingtonwa.gov> Subject: Re: Starbucks Civil Punchlist [NOTICE: This message originated outside the City of Arlington mail system.-- DO NOT CLICK on links or open attachments unless you are sure the content is safe.] Hey Brian, Are you able to meet on Friday this week? I would like to review with you so my crew can do this right. The existing ditch is not acceptable and will fix. Sean Painter Wilcox Construction (206) 817-9964 From: Brian Grieve <bgrieve@arlingtonwa.gov> Sent: Wednesday, January 27, 2021 9:55:06 AM To: Sean Painter <SPainter@wilcoxconstruction.com>; Raelynn Jones <rjones@arlingtonwa.gov> Cc: Devon Debo <DDebo@wilcoxconstruction.com>; Nova Heaton <NHeaton@arlingtonwa.gov>; Kevin Olander <kolander@arlingtonwa.gov> Subject: RE: Starbucks Civil Punchlist Sean, The ditch on the west side of the building still needs to get cleaned up. The ditch should have a consistent slope down to the inlet structure. As of now, the ditch line goes up and down, causing water to pool up in places. You can see in the attached photo where the sediment is accumulating. In addition to slope of the ditch line, the inlet pipe also needs to be cleaned up. The gravel needs to be pulled away from the inlet pipe so that it does not continue to fall in, and the gravel that is building up in the pipe needs to be removed. Iâ€™d be happy to meet with you on site to take a look. Thanks, Brian From: Sean Painter <SPainter@wilcoxconstruction.com> Sent: Tuesday, January 26, 2021 10:31 AM To: Brian Grieve <bgrieve@arlingtonwa.gov>; Raelynn Jones <rjones@arlingtonwa.gov> Cc: Devon Debo <DDebo@wilcoxconstruction.com>; Nova Heaton <NHeaton@arlingtonwa.gov>; Kevin Olander <kolander@arlingtonwa.gov> Subject: RE: Starbucks Civil Punchlist [NOTICE: This message originated outside the City of Arlington mail system.-- DO NOT CLICK on links or open attachments unless you are sure the content is safe.] Brian/Raelynn, Comcast was able to remove the pole last week and we completed the sidewalk concrete patching. The pedestrian luminaires also arrived late last week and were able to install/inspect on Friday 1/22. Your punch list below is now complete. Please let me know what else you need from Wilcox for final Certificate of Occupancy. Thanks, Sean Painter Wilcox Construction Inc.| Project Manager 234 5th Ave. S | Edmonds, WA. 98020 Office: 425-774-4185 | Fax: 425-774-4187 | Cell: 206-817-9964 From: Brian Grieve [mailto:bgrieve@arlingtonwa.gov] Sent: Thursday, December 10, 2020 4:41 PM To: Sean Painter <SPainter@wilcoxconstruction.com> Cc: Devon Debo <DDebo@wilcoxconstruction.com>; Rick Novy <RNovy@wilcoxconstruction.com>; Nova Heaton <NHeaton@arlingtonwa.gov>; Kevin Olander <kolander@arlingtonwa.gov>; Raelynn Jones <rjones@arlingtonwa.gov>; Brian Grieve <bgrieve@arlingtonwa.gov> Subject: Starbucks Civil Punchlist Sean, Below is an updated punch list for the civil permit. Â· Truncated Domes in the ADA Ramp â€“ Looks like I missed an issue with one of the ADA ramp truncated domes that was installed on the north end of the project. The domes need to span the entire width of the sidewalk. The domes on the north ADA ramp have 5â€ gaps on either side. The domes in that ramp need to be fixed. Â· Western Ditch Line â€“ There was an existing ditch along the driveway on the west side of the building. Due to grading activities from the project, that ditch is no longer working properly and water is pooling on the east side of the roadway. See the attached photo. That area will need to be regraded so that the water flows to the catch basin identified in the attached plan sheet. Â· Pole Removal â€“ The pole at the east entrance needs to be removed. Â· Sidewalk â€“ The sidewalk on the east side of the project needs to be completed once the pole is removed. Â· Landscaping â€“ Rock needs to be added to the area between where the sidewalk ends on the west property border and the western driveway. Â· th Street Trees â€“ Street trees need to be planted along 204 . Â· Pedestrian Luminaires â€“ Three total are missing Â· Signing â€“ There is directional signing missing at the northern entrance to the property. See the email sent on 12/9/2020. Â· Remove Inlet protection Let me know if there are any questions. Thanks, Brian From: Brian Grieve To: Raelynn Jones Cc: Nova Heaton; Kevin Olander; Brian Grieve Subject: RE: Starbucks Punch List Date: Tuesday, October 27, 2020 9:59:57 AM Attachments: image001.gif Raelynn, Below is the list I have, without water or sewer, if you want that for now. I sent a request for water and sewer information to Gus and Joe. Iâ€™ll let you know what they come up with. Starbucks Punch List: Concrete Walkways & ADA Ramps Concrete Curb & Tire Stops Parking Lot & Drive Area HMA paving Parking Lot & Drive Area Pavement Markings Parking Lot Illumination Street Improvements Sidewalk Planter Strip & Street Trees Irrigation Landscaping & Irrigation Fire Hydrants Complete Dumpster enclosure Block Wall with Trellis Business Signing Stop Signs & Directional Signing LED Bollards Bike Rack Utilities Power to the building Relocate Power Pole Communications to the building Water Sewer Thanks, Brian From: Raelynn Jones <rjones@arlingtonwa.gov> Sent: Friday, October 23, 2020 11:15 AM To: Brian Grieve <bgrieve@arlingtonwa.gov> Subject: Starbucks Punch List Morning! Have we started a punch list for civil for Starbucks with Utilities? They have reached out to us for Project Closeout information. Thank you! Sincerely, Raelynn Jones Permit Technician City of Arlington Community & Economic Development 18204 59th Ave NE Arlington, WA 98223 Office: 360-403-3436 www.arlingtonwa.gov From: Gus Tararan To: Ryan Morrison; Nova Heaton Cc: Kevin Olander; Launa Peterson; Raelynn Jones; Brian Grieve Subject: Starbuck 204 Date: Tuesday, December 1, 2020 8:02:40 AM I completed the punch list for this project and I donâ€™t have any outstanding issues Thank you Augusto Tararan Water Distribution Specialist III/Cross Connection Specialist 360-403-3542 From: Brian Grieve To: SPainter@wilcoxconstruction.com Cc: DDebo@wilcoxconstruction.com; RNovy@wilcoxconstruction.com; Nova Heaton; Kevin Olander; Raelynn Jones; Brian Grieve Subject: Starbucks Civil Punchlist Date: Thursday, December 10, 2020 4:41:17 PM Attachments: Truncated Domes.JPG Ditchline.JPG Ditch Location.pdf Sean, Below is an updated punch list for the civil permit. Â· Truncated Domes in the ADA Ramp â€“ Looks like I missed an issue with one of the ADA ramp truncated domes that was installed on the north end of the project. The domes need to span the entire width of the sidewalk. The domes on the north ADA ramp have 5â€ gaps on either side. The domes in that ramp need to be fixed. Â· Western Ditch Line â€“ There was an existing ditch along the driveway on the west side of the building. Due to grading activities from the project, that ditch is no longer working properly and water is pooling on the east side of the roadway. See the attached photo. That area will need to be regraded so that the water flows to the catch basin identified in the attached plan sheet. Â· Pole Removal â€“ The pole at the east entrance needs to be removed. Â· Sidewalk â€“ The sidewalk on the east side of the project needs to be completed once the pole is removed. Â· Landscaping â€“ Rock needs to be added to the area between where the sidewalk ends on the west property border and the western driveway. Â· th Street Trees â€“ Street trees need to be planted along 204 . Â· Pedestrian Luminaires â€“ Three total are missing Â· Signing â€“ There is directional signing missing at the northern entrance to the property. See the email sent on 12/9/2020. Â· Remove Inlet protection Let me know if there are any questions. Thanks, Brian Starbuc k s 8.5' ROW Dedic ation 204TH ST NE City of Arlington Legend Exhibit C Starbuc k s 8.5' ROW Dedic ation Â± Starbuc k s Right-of-Way Dedic ation Parc els Scale: File: Aerial SnoCo 2018 1 inc h = 60 feet Starbuc k s _ROW_8.5x11_21 Maps and GIS data are distributed â€œAS-ISâ€ without warranties of any kind, either express or implied, including but not limited to warranties of suitability for a particular purpose or use. 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