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GRD99-0012 & 99-0919 Water Reservoir - GRD Plot / Site Plans - 7/13/1999
-1 NO DATE BY APPR REVISIONS 2" COMBINATION AIR RELEASE/ AIR VACUUM VALVE 50' RESERVOIR SITE PLAN T OT 0 AND TE1.E N ONSITE WASTE AREA FQR -EXCESS CUT MATERIAL 456 45'B i CA Till BASIN POLE ANCHOR POSER POLE POSER TRANSFORMER TELEPHONE MANHOLE TELEPHONE PEDESTAL STREET UGHT a 'EMS 1 CONIFER TREE - DECIDUOUS TREE POST al WATER METER D . • REDUCER p MAIL BOX N WATER VALVE [ CAP/PLUG. \ 06: NN, )`(' \' SHLD — SHOULDER EP EDGE OF PAVEMENT W — — WATER LINE — DITCH — DITCH UNE --R/W RIGHT-OF-WAY x P FENCE' UNDERGROUND POSER =L GUARD RAIL LUMINARE Civil • Municipal • Geotechnical Engineering and Planning Jerome W. Morrissette 8c Associates Inc., P.S. 1700 Cooper Point Road SW, #B-2, Olympia, WA 98502-1110 • (360) 352-9456 • FAX (360) 352-9990 >0< QUARTER SECTION CORNER [=2.0 MEANDER CORNER -® • CASED STREET MONUMENT CONCRETE MONUMENT CONTROL POINT PROPOSED ARG CS D.E. DESIGNED BY T.W., S.S. C.A.D.D. BY ► REDUCER M WATER VALVE 4 ' FIRE HYDRANT CAP/PLUG COMBINATION AIR RELEASE/ AM? VACUUM VALVE WATERMAIN. PROJECT BAS£1IbJES •- BLOW OFF Q PRESSURE REDUCING VALVE (PR%' 0 WATER METER \ tT PRONDE 0.2' INN.' • EXISTING FIBER EXPIRES: 9/3/99 PUD #1 HOODS_ PORT 1999 MPROVEMENTS SCHEDULE 1 '-/ (. f .I j ,1 p SLOPE 1/4" / 12" 2" Cl. "6 AT 13" OCEW 1 1/2" CI. 2'-8" L„ BARS 5'-4" AT 18" OC "5 BARS X 83'-1" (6" WALL), OR 53'-8" (5" WALL), PLUS LAP SPLICES. MINIMUM LAP SPLICE 18". TOTAL W/ SPLICES 90'-8"(6" WALL), 9I'-2"(8" WALL). STAGGER SPLICES. VERTICAL WALL STEEL "5X7'-4" 618"OC (58 BARS) "5 X 1'-4" AT 14" OC (13 BARS) 06 BARS X 83'-1" (6" WALL) OR 83'-1" (8" WALL), PLUS LAP SPLICES. MINIMUM LAP SPLICE 18". TOTAL W/ SPLICES 90'-8"(6" WALL), 91'-2"(5" WALL). STAC1;ER SPLICES. 5 X 1'-4" AT 14" OC (13 BARS) 5X1'-4" AT131/2"OC (16 BARS) "5 X 1'-4" AT n 1/2" (89 BARS) CLEAR DISTANCE IS FROM INSIDE OF TANK TO INSIDE OF VERTICAL 3" CLR. - - 6" WALL 4" CLR. - - 8" WALL 08 BARS X 83'-0" (6" WALL) OR 83'-6" (5" WALL), PLUS LAP SPLICES. MINIMUM LAP SPLICE 24". TOTAL W/ SPLICES 93'47(6" WALL), 93'-6"(8" WALL). STAGGER SPLICES. "5 X 1'-4" AT91/2"OC (101 BARS) WALL SECTION SYM. 6" WALL 10'-35' 8" WALL 35'-15' 5 X 1'-4" AT 8 1/2" OC (120 BARS) "6 x 1'-9" AT 10 1/2" OC (91 BARS) 4$ 4T 12" OC 4 1.-.0" u_ / 11 / 11 4 l i 10 *5 47 ,o " CC rJ 11 1 311 3" 10' T AT 5 1/2" OC ' 3 15' l 1 15 *6 4.T 4 1/4" OC 51-011 1 � 2 1 1/2" 1/2" 20' A " 311 r 2 1/2" 25 10 *8 AT OC ' _ 0 t I "6 X 1'-9" AT 9 1/2" OC (101 BARS) "6 x 1'-5" AT 8 1/2" OC (120 BARS) "8 OUTSIDE BARS X 54'-5" (8" WALL) PLUS LAP SPLICES. MINIMUM LAP SPLICE 24". TOTAL W/ SPLICES 94'-1". STAGGER SPLICES. PLACE VERTICALS IN CENTER OF WALL. SEE CLEAR DISTANCES ABOVE "6 X 1'-9" AT 8" OC (128 BARS) "6 X 1'-9" AT 1 1/2" OC (I36 BARS) '6 X 1'-9" AT1"CC (145 BARS) "6 X 1'-9" AT61/2"OC (156 BARS) NO. 5 4 6 DOWEL BARS PER TABLE - - PLACE IN CENTER OF WALL. 211 C lr. 5AR "5 II 2 1/2" 2 1/4" 30' 12 *5 41- 5" OC 2� 35' 11 1 3/4" 40' 4 1 1/2" 45, I ;4" �- 1 1/4" . 15 *5 AT 4" OC 1� *5 4.T 3 3/4" OC 19 *0 AT 3 1/4 OC 21 *5 AT 2 1/5" OC 51 _ 0" 4 D� I 1 1 1/411 4-11/4" 111 &.01 2 3 #S 5'-0" AT 2 5/0" OC 25 *5 AT 2 3/5" 51_0" CC l 1" 7 0' 25 *5 AT 2 1 /S" CC 30*5 T 2" OC _0" v BAR "4" 31' Varies Varies 13'-0"" Varies -- 1/2 Diameter AL1= SECTION ELEVATION 32 *5 S' - 0" p,T 1 1/5" OC f r SMELL CIE (CANT BASE DIAMETER SASE TI-IIGKNES A ""A' * 5 R RADIAL CENTER STEEL BAR "B" DOI,UEL TOP BAR5 MIN. WALL TI-I ICK. STATIC SOIL1 BEARING PSF DThAMIC EEARINCz NOMINAL VOLUME GAL PSF "5 61S" 29'-8"ct, j N/A *6 6 15"1 "5 6 10' 29' 6" 4, 48" 0 102 BARS ro" 5.65 1352 39,000 10 301_0" 12" 1 15 30'-0" 12" j "5.15" 29 -�"" 4,► N/A ' , "67,15" *5610" 29'-6"" 4, 45" 0 '102 BARS 6" 1023 1129 55,&00 20 30'-0" 12" «56la" .,'k&69.5" 29'-�" 4, N/A I I 29' - �o " 4' *5's13/4' 48" 0 131 EARS 0" t 130, 2482 -15,500 25 301_0" 12" "5a18'" 29'-6. " 4 N/A «S610" ir0'& 1/4" 29'-6" 4 &0" 0 1&2 BARS 8" 1555 3386 95,300 30 30' -0" 12" r" I 2'-" 4 N/A e 1 I, 29' -(0' 4, aS 1 1/2" 60" 0 13& BARS (0 " 1811 3593 115,200 35 311-0" 15" " 3 ' -2 "4, i N/A ''8 6 11 1/2" 30' - 47 -1 1/4" '0" 140 BARS 2080 400e, 135,000 40 311-0" 15" *6 s 18" 30' -6"4 N/A *S 'S 11 1/2" 30' -(0" 4, a& 6 5 1/2" &0 1S&BARS' 5" 2459 5163 154,900 45 32'-0" 1S" *? 6 14 1/2' 31'-8" 4, N/A *6 6 9 1/2' 311-6" 4, 416 e 1/4" 60r 0 i 8" 195 BARS 2644 5660 114,500 50 34' -0" 18" *a 12 1/2" 33' _6" 4. N/A *6 610 1/2" *6 s 4 1/4" 33' -'4 80" 0 240 EARS I S" I 26.54 5102 ' 1 194,600 55 . 3"' -0" 21" *5 6 g,l 35' -6" 4, N/A a� tp 15" a8 '6 4 1/4" 35'-'4, (a0" ® 240 EARS 1 8" 2105 5155 214,500 60 35-0" 24" "861„ 31' - 6 " 4' N/A "5 6 16" !"66.4 1/4" 31' - 6 " 65 © 240 BARS 5" 2151 5890 234,300 I 65 1 40'-0" 24" — 8_ e4 3/4- ""---- 39'-6" cl, ; *g a ;2" - 10'-0 j EARS �; "5 'S 18" 39,_& «e, 9 3 1/2" �5" © , 291 EARS 8'' 2 169 5191 254,20C I 10 li 42'-0" 24" � *8 s 3 1/4" 41'-(0" *S 6 12" 10'-0" 13aBAR5 '"5' 18" "6, ^ 3" 41'-�0" c' �05"" 339 EARS 8" 2181 5898 I 214,000 ' 15 r 44'-0" j I 21" .8623/4' 43'_&" 4, II "8�12 10'-0" 13 1 ,BARS sj 6IS" is& ' 3,1 41'-&" 45 ; 88" © 339 EARS ' 5" 2531 5865 1 293,900 REEAR SPLICE CRITERIA ROOF 4 EASE SL A5, CLASS 5 LAP SPLICES NO 5 36NO 43" NO 12" WALL VERTICALS, GAP -SPACED, 1" GAP, MIN. NO 5 25" NO 33" NO 55" -IORIZONTAL RING STEEL, CLASS E LAP SPLICES DESIGN STRESS AT 1/3 ALLOWABLE CAPACITY NO 5 15" NO e. 15" NO 24" EASE T4-IICKNESS PER TABLE RADIAL STEEL - ABOVE BOTTOM MAT 2*&X12'-0" *7 >< 0'-0" 4 10'-0" 2 #& >< 5'-0" i * AS MEASURED AT TI-IE EDGE OF SLAB BY DEFINITION, Wi-IEN T+-4E TANK 1-4E IG4-4T EXCEEDS Ti-IE DIAMETER, TI-IE SEISMIC FACTOR C+--IANGES FROM R = 2.2 TO R = 3.;? Wl-I IC4-I MODIFIES T1-IE REQUIRED STRENGTI-I. SEE UBC TABLE 16 -ice. *7 EARS AT 13" OC ED c4) 10" INTO EASE SLAB 13" INTO EASE SLAB &" INTO EASE SLAE 19" INTO EASE SLAB 22" INTO EASE SLAE 25" INTO EASE SLAE SLAB DEPTI•-I CONTROLS DOWEL EAR BOND LENGT4-4 ALTERS TIE NUMBER OF DOWELS REQUIRED ACCESS-IATC1-I 2'- x 4-0" *6 x 3'-6" x 4'-/ It x 3'-6" ,d,TC REINFORCEMENT 1ENT LAYOUT 1/4" - 1' - 0" STRUC. 1)RAL NOTES: Structural design is in accordance with the 1997 edition of the Uniform Building Code, UBC. FoundaOion: Soils shall have an allowable bearing capacity in accordance with UBC Table 1f-1-A. The minimum acceptable bearing capacity shall comply with Chats 4. soils as listed in that table. Loads: Roof livt: 1:'ad Roof snov. load Fluid weight determined at Concret'weight determined at Wind load determined at Seismic Zone Essentitl Facility Concrete: 20 PSF 45 PSF 62.4 PCF 150 PCF 100 mph, EXP "D" 3 1.25 Concrete materials, reinforcing materials, bending, placement of reinforcing and concrete placement shall be in accordance with UBC, Chapter 19. Concrete shall have a minimum compressive strength of 3000 PSI. The maximum aggregate size for the base slab shall be 1 1/2". The maximum aggregate size for the walls and roof shall be 3/4". Note thet the interface between the wall and base slab shall he roughened to an amplitude of approximately 1/4". Reinforcing bars shall be Grade 60, (60 KSI) conforming to ASTM Specification A615. Dowel bsrs shall be placed during or immediately following the base slab pour. Special Inspection: If required by the local jurisdiction, special inspection shall he in accorda ice with UBC Chapter 17. It shall include the size and placement of the reinforcing steel, placement and testing of the concrete. Special inspections shall be provided by the Owner's representative or testing agency. Tank ac :essories shall be installed in accordance with the manufacturers' specifications and associated industry standards. REVISIONS BY 0 L- Q L Q 11 STRUCTURAL 0 CL LLJ () LLJ LLJ 0 0 N o w _Z L L L CD z zo L Q L m O CO O oCO CO coo N N CO � L CO N '04"- S N CD I` to CC) ri.x row, DATE: 12/3/98 SCALE: 1" = 4' DRAWN: GAVW JOB: 98 001 SHEET: 1/4" = 1'-0" GREG DIBBLE, PE OF 1 SHEETS r 14