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Home My WebLink AboutR-380908LLJ Z LAJ U 7) a M M Ln 0 N 0 r- N w Q 0 0 J a- 3 v 0 J rn Y M Q_ N N N Q X w a� t c� _z Q a: 0 0 0 J rn Y Q_ C 0 C n� o: a X w a>' t 5i 0 U Qr W W J L� �/ 1 �U) U) I 0. 0. J Z Y Q Z O z w o� w a X w w z CURB RAMP WIDTH 4'- 0" MIN_ LANDING TO MATCH o CURB RAMP WIDTH - SEE CONTRACT PLANS a I GRADE BREAK LANDING .. m GRADE BREAK SEE CONTRACT PLANS CURB RAMP I r'- 4- - 0" MIN. CEMENT CONCRETE SIDEWALK - SEE CONTRACT PLANS - I Z-CURS PROMI DE SM OQTH SEE M07E 5 4 - D" MIN. � CEWNT CONCRETE TRANSITION TO SIDEWALK - SEE NOTE 5 VSID WALKP � SEE CONTRACT PLANS - � d' - a" MIN _ wuuc FLARE3A" EXPANSION JONT (TYP.) M SEE srANAARO PLAN F X10 GRADE BREAK N13" EXPANS ION JOINT (TYR.) SEE RAMP STANDARD PLAN F�Q.10 yr I # MOTES C IJRB RAMP WIDTH 4' - a "MIN N. 1. provide a separate Curb Ramp for each awked or unmarked crosswa Ik. LANDING TO MATCH CURB RAMP A'/ Curb Ramp location shall be placed within the width of the associaked WIDTH SEE CONTRACT PLANS 0 -10 cnosswsllk or as shown in the Contract Plans. 0 -5 SLOPE VARIES � -- GRADE BREAK 2. 1IUflere "G RADE B REAI'C' is ca I led out the enti re length of the g rude METHOD � .....�.::.,.,, ,.;..;.....,, LOW PERMEABILITY NO. 30 MAX. break belvween the two s4 ace nt swftce planes shall be flush. BACKFILL TO D 4491 3. Do not place Gratings, J u action Boxes, Access Comers, o r other a pp ur *- - D 4632 a,� _ 160 LB MIN. n a noes in front of the Curb Ramp or on any part of the Curb Ramp or \ I MIN. ' SEE CONTRACT PLANS - Landing. 2. onl MAx- i " ' - 4. See the Contract plans for the curb design specified. See Standard Plan 2:50% CONSTRUCTION GEOTEXTILE BUFFER WIDTH -- MATCH TO FOR SEPARATION, NON -WOVEN F -10.12 fa r Cu rb, Cu rb and G utter, Depressed C urb and Gutter, and SECURE TO CONC CURB; WHERE NO FROM HEAVY EQUIPMENT WHEREVER �CURB RAMP DEPTH (TYR) POSSIBLE (SEE NOTE 3 BELOW) pedestrian Curb details. I •ti 140 LB MIN. 270 LB MIN. 180 LB MIN. PUNCTURE RESISTANCE 5. See Stsndar+d Plan F -3x.10 for Cement Concrete Sidewalk details. GRADE ? �^ ---_ ,, rr BREAK `'a: TRANSITION TO SIDEWALK BUFFER, IF % � See Gontract Plans f6r width and placement of sidewalk. PRESENT. OR TO BACK OF CURB (TYP.) 3 6. The Bid Item "Cement Concrete Curb Ramp Type does not include . » »» SEE TRACT LAN •' CON PLANS t'o 09G . ».. »:. IIAAX• _ __ ___ - -- Gutter, Depressed b , �1. ��•�.NNY �• ID• C V G 1 Pedeatr'ia n Curb, or Sidewa I k. CURB, OR CURB --- - -� _ -� -- � CEMENT CONCRETE AND GUTTER , CURB. OR CURB {r 'ti �� SEE NpTE 4 _ -- -- - AND GUTTER � -� PEDESTRIAN CURB �• 7. The Curb Ramp maximum running sbpe shah not t�aquire the ramp length - DETECTABLE WARNING SURFACE -� SEE NOTE 4 SEE NOTE d to exceed 15- f+ee�t to avoid chasing the slope irxlefinilely *ten connecting SEE STANDARD PLAN F46.10 �. DETECTABLE WAR N I NG SU RFACE - to �p grades. When applying the 154aot maximum Iength, the run ring FACE OF CURB / - f L SEE STANDARD PLAN F -4b.io slope at the Curti Ramp MA as tat as %asib e. FACE O F C UR8 .; 8. Curb Ramp, Landi and Flares shall rewive broom finish. See �11SURED PARALLEL � � 1�` DEPRESSED CURB AND GUTTER 4 � �'� DEPRESSED CUR6/lND GUTTER p � TO CURB (TYP.) J CROSS1tW11LK SEE NOTE 4 CROSSWALK Standard Spec lflCatlOflS 8-14. LEGEND SLOPE IN EITHER DIRECTION PLAN VIEW PLAN VIEW TYPE PERPENDK±ULAR A TYPE PERPENDICULAR. B DETECTABLE WARNING SURFACE - SEE STANDARD FLAN F -4s.io 4 - Cr PAIN. 15'- 0" MAX. SEE CONTRACT PLANS SEE NOTE 7 � SLOPE TREATMENT -• t, SEE STANDARD PLAN F41ILI0 r- GRADE BREAK 1 2.0% MAX. rrr $.39� MAX � L AMNO CURB RAMP �• i r SECTION A CALL 2 DAYS BEFORE YOU DIG 1- 800 - 424 -5555 (UNDERGROUND UTILITY LOCATIONS ARE APPROX.) (SHOWN WITH BUFFER) CEMENT CONCRETE PEDESTRIAN CURB - -- _ SEE NOTE 4 - GRADE BREAK , r' COUNTER SLOPE -• &0% MAX- 3" R. TYP. TOP OF ROADWAY ' DETECTABLE WARNING SURFACE - •; SEE STANDARD PLAN F-0.10 ►,� DEPRESSED CURB AND GUTTER - SEE NOTE 4 .� __MM ENT CONCRETE CURB ' `C AND GUTTER - SEE NOTE 4 DEPRESSED CURB AND GUTTER - SEE STANDARD PLAN F40.12 CEMENT CONCRETE CURB RAMP 'TYPE MIT - ISOMETRIC VIEW TYPE PERPENDICULAR A PAY LIMIT cuRS w►aus DETAIL O PERPENDICULAR CURB RAMP � PER WSDOT STD PLAN F- 40.15 -02 �O3 NTS BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. DCG CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL DAVIDO CONSULTINGGROUP, INC. FIELD VERIFY GRADES. UTILITIES, AND ALL OTHER EXISTING FEATURES AND Civil Structural Land Use CONDITIONS. IF CONDITIONS ARE NOT AS SHOWN AND /OR PLANS CANNOT BE 1 5029 Bothell Way NE, Suite 600 CONSTRUCTED AS SHOWN, CONTACT Lake Forest Park, WA 98155 DCG PRIOR TO CONSTRUCTION. _106.523.00-14 P.O. Box 1132 Freeland. WA 98249 360.331.4131 of wD A Sy, O Aim O 33723 X111 F% G /STER��j� S�ONAL ISOMETRIC VIEW TYPE PERPENDICULAR B PAY LIMIT NO. REVISION 4" PERMEABLE HMA TOP COURSE (SEE NOTE 5 BELOW) 2" CHOKER COURSE (SEE NOTE 1 BELOW) 6" DEEP CONC F TRAFFIC CURB PER DETAIL C07 6" PERMEABLE BALLAST % PASSING 1'/2" (SEE NOTE 2 BELOW) 1" 95 -100 A'/ 25 -60 4 0 -10 8 0 -5 SLOPE VARIES 75 MIN. NONWOVEN GEOTEXTILE PROPERTY METHOD � .....�.::.,.,, ,.;..;.....,, LOW PERMEABILITY NO. 30 MAX. NO. 40 MAX. BACKFILL TO D 4491 0.02 SEC -1 MIN. 0.10 SEC -1 MIN. NATIVE SOIL D 4632 \ \ \ 160 LB MIN. \ \ MACHINE AND X- MACHINE DIRECTION GRAB FAILURE STRAIN, IN MACHINE D 4632 < 50% 2:50% CONSTRUCTION GEOTEXTILE SUBGRADE TO BE PROTECTED FROM FOR SEPARATION, NON -WOVEN COMPACTION DURING CONSTRUCTION SECURE TO CONC CURB; WHERE NO FROM HEAVY EQUIPMENT WHEREVER CURB, FOLD OVER WASHED DRAIN ROCK POSSIBLE (SEE NOTE 3 BELOW) (SEE NOTE 4 BELOW) PERMEABLE PAVEMENT CROSS - SECTION FOR LIGHT LOADS NTS CO3 k,.& 1305 PERMEABLE PAVEMENT NOTES. 1. CHOKER COURSE FOR PERVIOUS HMA CHOKER COURSE FOR PERVIOUS HMA SHALL BE 3/8- TO 3/4 -INCH UNIFORMLY GRADED STONE WITH A WASH LOSS OF NO MORE THAN 0.5% ( AASHTO SIZE NUMBER 57) AND SHALL MEET THE FOLLOWING REQUIREMENTS FOR GRADING AND QUALITY: SIEVE SIZE % PASSING 1'/2" 100 1" 95 -100 ' /z" 25 -60 4 0 -10 8 0 -5 AGGREGATE STORAGE LAYER - 6" DEPTH MIN. (GRADATION FROM WSDOT SPECS) 2. PERMEABLE BALLAST PERMEABLE BALLAST SHALL MEET THE REQUIREMENTS OF SECTION 9- 03.9(1) FOR BALLAST EXCEPT FOR THE FOLLOWING SPECIAL REQUIREMENTS. THE GRADING AND QUALITY REQUIREMENTS ARE: SIEVE SIZE % PASSING 2'/2" 100 2" 65 -100 3/4" 40 -80 NO. 4 5 MAX. NO. 100 0 -5 % FRACTURE 75 MIN. ALL PERCENTAGES ARE BY WEIGHT. 3.SUBGRADE FOR PAVEMENT THE CONTRACTOR SHALL NOT STOCKPILE MATERIALS WITHIN THE PERVIOUS PAVEMENT AREAS EXCEPT THAT IF THE CONTRACTOR CHOOSES TO STOCKPILE MATERIALS WITHIN THE PERVIOUS PAVEMENT AREA THE AREA SHALL NOT BE GRADED BELOW THE FINISH GRADE LEAVING A MINIMUM OF 15" OF NATIVE MATERIAL IN PLACE UNTIL IMMEDIATELY PRIOR TO CONSTRUCTION OF THE PERVIOUS PAVEMENT SYSTEM. TEMPORARY CONSTRUCTION ENTRANCE MATERIALS, IF LOCATED IN THE PERVIOUS PAVEMENT AREA, SHALL BE FULLY REMOVED PRIOR TO SUBGRADE PREPARATION. CONSTRUCTION EQUIPMENT SHALL BE PROHIBITED FROM PERVIOUS PAVEMENT AREAS UNLESS THE SUBGRADE IS PROTECTED AS SPECIFIED FOR STOCKPILING IN THE PERVIOUS AREA OR THE GEOTEXTILE AND FULL DEPTH OF BASE ROCK ARE IN PLACE PER THE PLANS. IF THE ENGINEER DETERMINES THAT THE PERVIOUS PAVEMENT BASE ROCK HAS BEEN CONTAMINATED OR DAMAGED BY CONSTRUCTION EQUIPMENT THE CONTRACTOR SHALL REMOVE AND REPLACE A DEPTH OF BASE ROCK AS DIRECTED BY THE ENGINEER AND NO ADDITIONAL PAYMENT WILL BE MADE FOR THE REMOVED AND REPLACED BASE ROCK. THE ENGINEER WILL INSPECT THE SUBGRADE AND UNLESS OTHERWISE DIRECTED BY THE ENGINEER THE CONTRACTOR SHALL REMOVE ANY ACCUMULATION OF FINE MATERIAL, SCARIFY THE THE SOIL TO A MINIMUM DEPTH OF 6 INCHES, AND COMPACT THE SUBGRADE TO THE APPROPRIATE COMPACTION. SURVEYED: DESIGNED: TIM GABELEIN DRAWN: NATHAN DAVIS CHECKED: ERIK DAVIDO BY DATE APPR APPROVM. ERIK DAVIDO R- 380908 SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL• MD 1983/1991 DATUM 6" PERMEABLE HMA TOP COURSE (SEE NOTE 5 BELOW) 2" CHOKER COURSE (SEE NOTE 1 BELOW) 12" PERMEABLE BALLAST (SEE NOTE 2 BELOW) x �X, X \\ 6" DEEP CONC F TRAFFIC CURB PER DETAIL �O7 R SLOPE VARIES LOW PERMEABILITY \":: "1:; • BACKFILL TO _ NATIVE SOIL CONSTRUCTION GEOTEXTILE SUBGRADE TO BE PROTECTED FROM FOR SEPARATION, NON -WOVEN COMPACTION DURING CONSTRUCTION) SECURE TO CONC CURB: WHERE NO FROM HEAVY EQUIPMENT WHEREVER CURB. FOLD OVER WASHED DRAIN ROCK POSSIBLE (SEE NOTE 3 BELOW) (SEE NOTE 4 BELOW) PERMEABLE PAVEMENT CROSS - SECTION FOR HEAVY LOADS L2 NTS CO3 & C05 4. GEOTEXTILE FOR SEPARATION OR SOIL STABILIZATION 5. PERVIOUS HOT MIX ASPHALT MIX DESIGN - PRIOR TO THE PRODUCTION OF PHMA, THE CONTRACTOR SHALL DETERMINE A DESIGN a. GENERAL AGGREGATE STRUCTURE AND ASPHALT BINDER CONTENT IN ACCORDANCE WITH WSDOT STANDARD OPERATING PROCEDURE 732. ONCE THE DESIGN AGGREGATE STRUCTURE AND ASPHALT BINDER CONTENT HAVE BEEN DETERMINED, THE CONTRACTOR SHALL SUBMIT THE PHMA MIX DESIGN ON DOT FORM 350 -042 DEMONSTRATING THE DESIGN MEETS THE REQUIREMENTS OF SECTIONS 9- 03.8(2) AND 9- 03.8(6) OF THE WSDOT STANDARD SPECIFICATIONS. VERIFICATION OF THE MIX DESIGN BY THE CONTRACTING AGENCY IS NOT NEEDED. b. THE MIX DESIGN WILL BE THE INITIAL JOB MIX FORMULA (JMF) FOR THE CLASS OF MIX. ANY ADDITIONAL ADJUSTMENTS TO THE JMF WILL REQUIRE THE APPROVAL OF THE PROJECT ENGINEER AND MAY BE MADE PER SECTION 9- 03.8(7) OF THE WSDOT STANDARD SPECIFICATIONS. c. NON STATISTICAL EVALUATION - NON STATISTICAL ACCEPTANCE WILL APPLY TO ALL PHMA NOT DESIGNATED AS COMMERCIAL PHMA IN THE CONTRACT DOCUMENTS. NON STATISTICAL ACCEPTANCE TESTING WILL BE CONDUCTED AS OUTLINED IN 5- 04.3(8) A OF THE WSDOT STANDARD SPECIFICATIONS. d. COMMERCIAL EVALUATION. WHERE COMMERCIAL PHMA IS ALLOWED IT CAN BE ACCEPTED BY A MANUFACTURER'S CERTIFICATE OF COMPLIANCE STATING THE MATERIAL MEETS THE REQUIREMENTS IN THE CONTRACT. WHERE PHMA COMMERCIAL IS USED FOR THE TRAVELED WAY. A MINIMUM OF ONE ACCEPTANCE TEST TO VERIFY GRADATION, FRACTURE, SAND EQUIVALENT, AND OIL CONTENT IS REQUIRED IN ADDITION TO THE MANUFACTURER'S CERTIFICATE OF COMPLIANCE. e. HOT MIX ASPHALT (HMA) PAVING CLASS '/2" PG 70 -22, POLYMER MODIFIED, WITH 5 POUNDS OF FIBER PER TON OF ASPHALT MIX, THICKNESS AS INDICATED ON PLANS, CONFORMING TO AASHTO MP -1. PRIOR TO THE PRODUCTION OF PHMA THE CONTRACTOR SHALL DETERMINE A DESIGN AGGREGATE STRUCTURE AND ASPHALT BINDER CONTENT IN ACCORDANCE WITH NAPA INFORMATION SERIES 131 APPENDIX A. THE PERCENT ASPHALT BINDER IN THE PHMA SHALL BE 6.0 TO 6.5 PERCENT BY DRY WEIGHT OF MIX. ACCEPTANCE SAMPLING AND TESTING - PHMA MIXTURE a. GENERAL - ACCEPTANCE OF PHMA SHALL BE AS PROVIDED UNDER NON - STATISTICAL OR COMMERCIAL EVALUATION. SAMPLING OF PHMA FOR NON - STATISTICAL EVALUATION WILL BE AS DISCUSSED IN THE WSDOT STANDARD SPECIFICATIONS, SECTION 5- 04.3(8) A. SECTIONS 3 THROUGH 6. COMMERCIAL EVALUATION WILL BE USED FOR COMMERCIAL HMA AND OTHER CLASSES OF HMA FOR AMOUNTS LESS THAN 2500 TONS IN ANY APPLICATION. TESTING BEYOND THAT SPECIFIED IN 5- 04.3(7) A, ITEM 3 FOR COMMERCIAL HMA WILL BE AT THE DISCRETION OF THE ENGINEER. b. AGGREGATES - THE ACCEPTANCE CRITERIA FOR AGGREGATE PROPERTIES OF SAND EQUIVALENT, VOIDS IN MINERAL AGGREGATE (VMA), FRACTURE AND GRADATION WILL BE THEIR CONFORMANCE TO THE REQUIREMENTS OF SECTION 9- 03.8(2) THE WSDOT STANDARD SPECIFICATION. PHMA DEVIATION NO. 4 SIEVE AND LARGER GEOTEXTILE PROPERTY REQUIREMENTS NO. 6 SIEVE TO NO. 8 SIEVE ASTM SEPARATION SOIL STABILIZATION ASPHALT BINDER % TEST _- ^- 'T= 77 :r WOVEN I NONWOVEN WOVEN NONWOVEN GEOTEXTILE PROPERTY METHOD AOS D 4751 NO. 30 MAX. NO. 40 MAX. WATER PERMITTIVITY D 4491 0.02 SEC -1 MIN. 0.10 SEC -1 MIN. GRAB TENSILE STRENGTH, IN D 4632 250 LB MIN. 160 LB MIN. 315 LB MIN. 200 LB MIN. MACHINE AND X- MACHINE DIRECTION GRAB FAILURE STRAIN, IN MACHINE D 4632 < 50% 2:50% < 50% >_ 50% AND X- MACHINE DIRECTION SEAM BREAKING STRENGTH D 4632 220 LB MIN. 140 LB MIN. 270 LB MIN. 180 LB MIN. PUNCTURE RESISTANCE D 6241 495 LB MIN. 310 LB MIN. 620 LB MIN. 430 LB MIN. TEAR STRENGTH, IN MACHINE AND D 4533 80 LB MIN. 50 LB MIN. 112 LB MIN. 79 LB MIN. X- MACHINE DIRECTION ULTRAVIOLET (UV) RADIATION 50% STRENGTH RETAINED MIN., AFTER 500 HOURS IN STABILITY D 4355 XENON ARC DEVICE 5. PERVIOUS HOT MIX ASPHALT MIX DESIGN - PRIOR TO THE PRODUCTION OF PHMA, THE CONTRACTOR SHALL DETERMINE A DESIGN a. GENERAL AGGREGATE STRUCTURE AND ASPHALT BINDER CONTENT IN ACCORDANCE WITH WSDOT STANDARD OPERATING PROCEDURE 732. ONCE THE DESIGN AGGREGATE STRUCTURE AND ASPHALT BINDER CONTENT HAVE BEEN DETERMINED, THE CONTRACTOR SHALL SUBMIT THE PHMA MIX DESIGN ON DOT FORM 350 -042 DEMONSTRATING THE DESIGN MEETS THE REQUIREMENTS OF SECTIONS 9- 03.8(2) AND 9- 03.8(6) OF THE WSDOT STANDARD SPECIFICATIONS. VERIFICATION OF THE MIX DESIGN BY THE CONTRACTING AGENCY IS NOT NEEDED. b. THE MIX DESIGN WILL BE THE INITIAL JOB MIX FORMULA (JMF) FOR THE CLASS OF MIX. ANY ADDITIONAL ADJUSTMENTS TO THE JMF WILL REQUIRE THE APPROVAL OF THE PROJECT ENGINEER AND MAY BE MADE PER SECTION 9- 03.8(7) OF THE WSDOT STANDARD SPECIFICATIONS. c. NON STATISTICAL EVALUATION - NON STATISTICAL ACCEPTANCE WILL APPLY TO ALL PHMA NOT DESIGNATED AS COMMERCIAL PHMA IN THE CONTRACT DOCUMENTS. NON STATISTICAL ACCEPTANCE TESTING WILL BE CONDUCTED AS OUTLINED IN 5- 04.3(8) A OF THE WSDOT STANDARD SPECIFICATIONS. d. COMMERCIAL EVALUATION. WHERE COMMERCIAL PHMA IS ALLOWED IT CAN BE ACCEPTED BY A MANUFACTURER'S CERTIFICATE OF COMPLIANCE STATING THE MATERIAL MEETS THE REQUIREMENTS IN THE CONTRACT. WHERE PHMA COMMERCIAL IS USED FOR THE TRAVELED WAY. A MINIMUM OF ONE ACCEPTANCE TEST TO VERIFY GRADATION, FRACTURE, SAND EQUIVALENT, AND OIL CONTENT IS REQUIRED IN ADDITION TO THE MANUFACTURER'S CERTIFICATE OF COMPLIANCE. e. HOT MIX ASPHALT (HMA) PAVING CLASS '/2" PG 70 -22, POLYMER MODIFIED, WITH 5 POUNDS OF FIBER PER TON OF ASPHALT MIX, THICKNESS AS INDICATED ON PLANS, CONFORMING TO AASHTO MP -1. PRIOR TO THE PRODUCTION OF PHMA THE CONTRACTOR SHALL DETERMINE A DESIGN AGGREGATE STRUCTURE AND ASPHALT BINDER CONTENT IN ACCORDANCE WITH NAPA INFORMATION SERIES 131 APPENDIX A. THE PERCENT ASPHALT BINDER IN THE PHMA SHALL BE 6.0 TO 6.5 PERCENT BY DRY WEIGHT OF MIX. ACCEPTANCE SAMPLING AND TESTING - PHMA MIXTURE a. GENERAL - ACCEPTANCE OF PHMA SHALL BE AS PROVIDED UNDER NON - STATISTICAL OR COMMERCIAL EVALUATION. SAMPLING OF PHMA FOR NON - STATISTICAL EVALUATION WILL BE AS DISCUSSED IN THE WSDOT STANDARD SPECIFICATIONS, SECTION 5- 04.3(8) A. SECTIONS 3 THROUGH 6. COMMERCIAL EVALUATION WILL BE USED FOR COMMERCIAL HMA AND OTHER CLASSES OF HMA FOR AMOUNTS LESS THAN 2500 TONS IN ANY APPLICATION. TESTING BEYOND THAT SPECIFIED IN 5- 04.3(7) A, ITEM 3 FOR COMMERCIAL HMA WILL BE AT THE DISCRETION OF THE ENGINEER. b. AGGREGATES - THE ACCEPTANCE CRITERIA FOR AGGREGATE PROPERTIES OF SAND EQUIVALENT, VOIDS IN MINERAL AGGREGATE (VMA), FRACTURE AND GRADATION WILL BE THEIR CONFORMANCE TO THE REQUIREMENTS OF SECTION 9- 03.8(2) THE WSDOT STANDARD SPECIFICATION. PHMA DEVIATION NO. 4 SIEVE AND LARGER PERCENT PASSING ±4.0 NO. 6 SIEVE TO NO. 8 SIEVE PERCENT PASSING ±2.0 NO. 100 SIEVE TO NO. 200 SIEVE PERCENT PASSING ±0.4 ASPHALT BINDER % PERCENT BINDER CONTENT ±0.5 IN COMPLIANCE WITH CITY OF RENTON TANDAR S BY: Date: BY: Date: BY. Date: BY. Date: CITY OF SHUTTLE EXPRESS - RENTON PARKING LOT 2/10/2015 800 SW 16TH ST RENTON P °°" RENTON, WA NO- Planning/Building/Public Works Dept. C09 DETAILS 9 °F= 9 T L �5 y x C 2. 1 _- ^- 'T= 77 :r f i x- -Z m z .. O D T x �^ T -3 J J �Z zJ z rn D 0 M a z c� z C 3 m M M x 77 -- _- ^- 'T= 77 :r x- z .. O