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HomeMy WebLinkAboutCOM2007-00055 PUD Water Reservoir - COM Plot / Site Plans - 6/10/2007CONNECT EXISTING ABANDON EX. GLEN AYR "B" WELL (ADDITIVE ALTERNATE) / ABANDON EX. GLEN AYR "A" WELL (ADDITIVE ALTERNATE) / ABANDON EX. CANA BEACH WELL (ADDITIVE ALTERNATE) \ \ / CUT AND CAP EXISTING 2" WATERLINE, CLOSE EX. 2" GATE VALVE CONFIRM LOCATION TO SHEL ?QN \ \ \ -r It t i r \ i \ \ aT\ w \ - \ \ \ w \ XISTING CULVERT ONNECT TO rXISTING WATER MAN Gr DRY \SEPTIC TANK SHOP DRY SEPTIC TANK w w PROPERTY LINE (TYPICAL) EXISTING GRAVEL ROADWAY —STANDBY GENERA TOR AND PROPANE TANK ODDITIVE ALTERNATE) SEE SHEET 5 WELL IMPRC (SEE SHEET 31 w \ PROPOSED WATER MAN I I I I I I r / I I r 1 / I ' I / I I I r I I r 1/ I I I III I' II, 'I 1' 1 Ir (SEE SHEET 2) \ 1 w REINFORCED RESERVOIR CONCiTETE w 60' EASEMENT L25' 7 26400 SETBACK 1 \ kSERVOIR (SEE DETAIL \ 1 wi GLEN - CANAL" Muequeti Point TO SHEL' (15MIAP' Vicinity Map SCALE 1 "=5000' SCALE: 1 "=40 FEET 0 20 40 LEGEND CONSTRUCT WATER LINE EXISTING WATER LINE 80 W EXISTING SEWER LINE —S— S EXISTING PRIVATE WATER LINE — SEPTIC TANK LOCATIONS ❑ SHEET INDEX 1 .COVER SHEET/SITE PLAN 2.WATERMAIN EXTENSION PLAN/PROFILE 3.WELLHEAD DETAILS 4.DETAILS 5.RESERVOIR AND STANDBY GENERATOR DETAILS EXPIRES: 9/3/07 PWS ID NO. 06689 NO DATE BY APPR REVISIONS Civil • Municipal • Geotechnical Engineering and Planning Jerome W. Morrissette & Associates Inc., P.S. Approved By D.E. DESIGNED BY R.E.W. C_A.D.D. BY 04/18/07 04/18/07 P.U.D. 1 MASON COUNTY CANAL BEACH TRACTS 2007 WELL AND RESERVOIR IMPROVEMENTS COVER SHEET/SITE PLAN CHECKED BY 04139-4 ) I 0_ 140.00 120.00 100.00 80.00 60.00 40.00 20.00 0.00 7 • — — / ,i , ,� , ,� /� - i 1- /�i z \z - / �— �— zj v / // / /"„ Z\>\ ss‘ \ \ � \\ \ �\\\\\\ —�� `ADD. ALT. (T ON CL 5pcti MJ) \\ N PE) \\ NX WA EX. F) N \\\ \ \ \\\ \\\\\\ ST 8" 2" CP . 2+0 .43 ADDLE TAPPED "2" CC \ \ \ LL CORD (NPTx S PA \� \ \ \ \ \\ \\ \\� / ( R CL I 01 JOIN \\\\\\\\ 411 \o 1/' \\\1• \\\\\\\\ \\\\\\,\,. \\ \ \\\\\\\\\\\ \\\ \ 3+ 4. 1 /27BEND (IaVxP 11/' END J \(VE \\\ 3'\v1 RES DINING \\\\\. \\ \\ \\\ VEI3T/CAL) \V\ *,\.\,/\\\(\\((„// // /// \\ \\\\ \\\ \ \\\ \\- \ \ XN\ \\ \.\\ \\\. \\.\ \\\\\ 5/ BEND ((MJ) INSTAYL 15 LF 8"" `REST DUB LE IRON CL 50\ i i STA. 3+87 8" 11 1/4' BEND (MJ) \ \\\ STA. 4+01.89 \\ 8" 22 1/2' BEND (MJ) \ \ 2-8" MJ RESTRAINING GLANgS 6 INSTALL 16 LF 8" R1E2STRAINED R 8" 22 1/2' BEND r) INSTALL DUCTILE 48 LF 8" RESTRA NE IRON CL 50 STA. 4 62.3 AIR VA UUM, \\ STA 8"" / SCALE: 1"=20 FEET 0 10 20 40 FOR FLOAT SIVTCILCONEJOCTORS RLSERVOIR (SEE DETALL ^X 4--°' clA 60. 127 7 N STA. 2-8 4+17.87 MJ INSTALL 48 DUCTILE IRON LF 8" RESTRAINED CL 50 4+62.38 VACUUM/RELE. -RESERVOIR (STE VALVE DETAIL SHFET 5) / STA. AIR RESTRAINING GLANDS INSTAL_ STA. 3+54.61 8- 11 19 LF 8" RESTRAINED INSTALL 16 LT DUCTILE IRON 0 15 LT 8 IRON CL ;" RESTRAINED 50 RESTRAINED 50 r_ MM.. / ' i! ill I 1/4' BEND (Mo) INSTALL DUCTILE STA. 8" 3+87 11 1/4' BEND (MJ) INSTALL DUCTILE INSTALL 19 LF 8" IRON CL 19 LF 8" RESTRAINED OMNI= GLANDS STA. 4+73.52 8'' 90' BEND (MJ) 2-8" RESTRAINING GLANDS 5' COVER STA. 4+65.89 2-8" MJ RESTRAINING RESTRAINED 50 -----.. , COVER COVER 3.5' COVER STA. 4+01.89 N. COVER STA. 3+34.61 INSTALL 33 F 8" 2-8" MJ RESTRAINING G ANDS INSTALL 5 LF 8" RESTRAINED 7 9 • 3-8" MJ RESTI?AINING GLANDS ,,,-; STA. 1-1-UU INSTAL_ (CONNECT WATERMAIN; TO EXISTING REMOVE EX. 8" BLOW —OFF) DUCTILE IRON CL 50 7 7 1' COVER / STA. 2+91 STA. 4+ 7, EXISTING 8" (SE 8" SADDLE 2'' BALL CORP THRUST BLOCK TAPPED 2" CC (NPTxIPS PACK DETAIL A) JOINT) INSTALL WATERMAIN SLOPE UP (NO AIR TRAPS TO RESERVOIR ALLOWED) 0+80 1+00 HORIZONTAL SCALE: 1"=20 FEET VERTICAL SCALE: 1"=20.00 FEET NO DATE BY APPR REVISIONS 2+00 3+00 Civil -Municipal- Geotechnical Engineering and Planning Jerome W. Morrissette & Associates Inc., P S. Approved By 4+00 DESIGNED BY S.S., R.W. 04/18/07 04/18/07 5+00 P.U.D. 1 MASON COUNTY SOIL BORING__ STAKE — 140.00 120.00 100.00 80.00 60.00 40.00 20.00 0.00 — 117 — 71> EXPIRES: 9/3/07 WS ID NO. 06689 CANAL BEACH TRACTS 2007 WELL AND RESERVOIR IMPROVEMENTS WATERMAIN EXTENSION PLAN/PROFILE CHECKED BY 04139-4 GENERAL NOTES: 1. ALL MATERIAL AND CONSTRUCTION TO COMPLY WITH WSDOT/APWA "STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION" 2006 EDITION_ RESERVOIR STUB -OUTS TO WITHIN 5 FEET OF THE RESERVOIR SHALL BE CLASS 52 DUCTILE IRON. 2. ALL WATERMAINS SHALL HAVE A MINIMUM 36" COVER TO FINISHED GROUND EXCEPT WHERE DIFFERENT ON PLANS. ALL WATER VALVES SHALL BE COMPLETE WITH VALVE BOXES AND COVERS RAISED TO FINISH GRADE. 3. PIPE BEDDING, BACKFILLING AND COMPACTION SHALL BE AS SPECIFIED IN THE STANDARD SPECIFICATIONS 4. ALL FITTINGS SHALL BE INSTALLED WITH THE PROPER THRUST BLOCKING AS SPECIFIED IN THE PLANS AND "WATERWORKS MANUAL - BASIC". 5. ALL WATERMAINS SHALL BE PRESSURE TESTED BY THE CONTRACTOR IN CONFORMANCE WITH THE STANDARD SPECIFICATIONS 6. THE CONTRACTOR SHALL FLUSH, CHLORINATE AND OBTAIN SATISFACTORY BACTERIOLOGICAL SAMPLES FROM THE LOCATIONS DESIGNATED BY THE ENGINEER AND ACCORDING TO 7-09.3(24) OF THE STANDARD SPECIFICATIONS. ALL CHLORINE BEARING WATER SHALL BE FLUSHED FROM THE SYSTEM PRIOR TO OBTAINING THE BACTERIOLOGICAL SAMPLES. 7. THE CONTRACTOR SHALL FIELD CONFIRM ALL MEASUREMENTS. 8. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH "ASBUILT" LOCATIONS IF CONSTRUCTION VARIES FROM THE LOCATIONS AND DETAILS SHOWN. 9. GRADE THE RESERVOIR SITE TO DIRECT SURFACE RUNOFF AWAY FROM THE RESERVOIR. 10. ALL ELECTRICAL INSTALLATION SHALL COMPLY WITH THE "NATIONAL ELECTRICAL CODE" AND THE WASHINGTON SAFETY CODE, AND THE MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS. 11. THE RESERVOIR SHALL BE CONSTRUCTED IN CONFORMANCE WITH THE ELEVATIONS AND DIMENSIONS SHOWN HEREON. RESERVOIR DESIGN AND CONSTRUCTION SHALL BE IN CONFORMANCE WITH CURRENT UNIFORM BUILDING CODE REQUIREMENTS OR LOCAL BUILDING CODE REQUIREMENTS, WHICHEVER IS GREATER, AND THE "SOILS INVESTIGATION REPORT" PREPARED BY E3RA. A. WIND LOAD - 85 MPH EXPOSURE C B. SNOW/ROOF LOAD - 25 PSF C. SEISMIC DESIGN - ZONE D THE CONTRACTOR SHALL PROVIDE THE ENGINEER, FOR APPROVAL, THREE SETS OF RESERVOIR SPECIFICATIONS AND DETAILED SHOP DRAWINGS SHOWING ALL PERTINENT DATA AND CONTAINING CERTIFICATION FROM A LICENSED STRUCTURAL ENGINEER THAT THE RESERVOIR IS SUITABLE FOR CONSTRUCTION AT THIS SITE AND THAT IT MEETS ALL DESIGN PARAMETERS. 12. THE RESERVOIR SITE SHALL BE CLEARED AND GRUBBED OF ALL DELETERIOUS MATERIALS, SPECIFICALLY ROOTS, STUMPS, AND OTHER SIZABLE ORGANIC MATERIAL, AND BE PREPARED AS SPECIFIED IN THE "GEOTECHNICAL ENGINEERING REPORT". SUBGRADE PREPARATION SHALL NOT BE PERFORMED DURING FREEZING WEATHER OR UNDER CONDITIONS OF STANDING WATER. 13. SEED TO GRASS & FERTILIZE ALL AREAS DISTURBED EXCEPT GRAVEL DRIVES. 14. 15. RESTORE ALL EXISTING GRAVEL DRIVE AREAS. REMOVE ALL EXCESS MATERIALS & DEBRIS FROM ALL CONSTRUCTION AREAS AND DISPOSE OF OFF SITE AT A CONTRACTOR PROVIDED WASTE SITE. 16. FURNISH AND INSTALL ROMAC 501 COUPLING OR MECHANICAL JOINT ON ALL LINES AT DISTANCE OF 5 FEET FROM THE RESERVOIR FOOTING. 17. ALL WORK AND MATERIALS IN MASON COUNTY RIGHT OF WAY SHALL CONFORM TO MASON COUNTY REQUIREMENTS 18. RESTORE ALL GRAVEL DRIVES. 19. REMOVE ALL EXCESS MATERIALS AND DEBRIS FROM ALL CONSTRUCTION AREAS, DISPOSE OF OFF SITE AT A CONTRACTOR PROVIDED WASTE SITE. GUIDE WIRE BRACKET (TOP & BOTTOM) NO O STEEL TARGET 1/8" GUIDE / WIRES N ELEVATION TARGET DETAIL DATE N.T.S. BY APPR PULLEY GALV. STEEL ACCESS HATCH GASKETED, PADLOCKABLE TOP OVERFLOW 6" PVC . RESERVOIR OVERFLOW STRAP SECURELY TO INTERIOR WALL GRADE SURFACE TO DRAIN AWAY FROM RESERVOIR (TYP.) ALL SIDES MIN. 2% FOR 5 FEET CRUSHED SURFACING TOP COURSE-\ /\/\\/ F-I „/ 6" MIN. \\//�\//i 4" 90' BEND (MJ) 2-4" MJ RESTRAINING GLANDS-` GAGE BOARD EYE BOLT SEE TARGET DETAIL GAGE BOARD LENGTH 1/2 TANK HEIGHT 1/8" GUIDE WIRES GUIDE WIRE BRACKET (TOP AND BOTTOM) TO DRAIN SUMP 4" D.I. 5' 20' MIN. -TRANSITION COUPLING 4" DRAIN SCREENED VENT FLOAT SWITCHES AS REQUIRED SEE SPECIFICATIONS 5/16 STAINLESS STEEL CABLE FOR FALL PROTECTION EQUIPMENT GAGE BOARD AND TARGET INSIDE LADDER CRUSHED SURFACING BASE COURSE PER WSDOT 9-03.9(3), COMPACT TO 95% MIN., MAX. DENSITY PER ASTMD 1557 /---4"x6" INCREASER (SMALL END PExLARGE END MJ) 8" REMOVABLE MUD RING CONCRETE FOOTING /ck W/ . / .:4-„1,,-4" 90 BEND (MJ) - / s. / �% STTRAAININGGLANDS 4 RESERVOIR \%/•%/• •,/•,/ ,� - OVERFLOW \�i\\i\/,, ,/,7•., 2' 4" D.I. 4" GATE VALVE (MJ) 2-4" MJ RESTRAINING GLANDS Ol NEMA 4 J i30X ON 2" SCH 40 GALVANIZED STEEL NIPPLE SET THROUGH TOP OF RESERVOIR O 1 1/4" SCH 40 GALVANIZED STEEL CONDUIT AND CONDUCTOR ANCHOR SECURELY TO RESERVOIR O3 1 1/4" SCH 40 PVC CONDUIT AND CONDUCTORS GALV. STEEL ENCLOSED PULLEYS SHAND & JURS, MORRISON OR APPROVED EQUAL 1=/ 1 14" GALV. STEEL NIPPLE 1/8" GALV. 7STEEL CABLE 7 FRONT MIN. 18" 1/4" GALV. STEEL EYE BOLT II` 1/4" GALV. II / STEEL BOLT FLOAT DETAIL REVISIONS N.T.S. / _ i 8" 90' BEND (MJ) 2-8" RESTRAINING GLANDS 4" 90' BEND (MJ) 2-4" RESTRAINING GLANDS COMPACT SUBGRADE RESERVOIR SECTION N.T.S. PLAN NOTE: HOT DIP GALVANIZE AFTER FABRICATION BEFORE INSTALLING SCREEN 1/8"x2"x14" GALV. STEEL BAR 6" PVC W/ GLUED CAP FILL WITH POLYURETHANE FOAM 1"x2"x14" GALV. STEEL BAR SLOPE TO DRAIN, TYPICAL ALL SIDES (0 1 NOTE: LADDER AND CAG NOT SHOWN ON RESERVOIR SETION FOR CLARITY. TOP OF WALL OVERFLOW HIGH LEVEL ALARM ON LEAD WELL PUMP OFF LAG WELL PUMP OFF HIGH LEVEL ALARM OFF LEAD WELL PUMP ON LAG WELL PUMP ON LOW LEVEL ALARM OFF LOW LEVEL ALARM ON ELEV. 137.00 136.50 136.40 136.30 136.20 135.90 135.80 135.70 133.08 131.50 130.90 128.88 GALLONS MIN. 35,249 34,074 33,838 33,604 33,360 32,664 32,429 32,194 26,044 122.50 16,175 1,175 BOTTOM 8" D.I. OF RESERVOIR 122.00 1-6" MIN. "-EX. GRADE CRUSHED SURFACING TOP COURSE \-8" INLET/OUTLET TO WELL GATE VALVE (MJ) 2-8" RESTRAINING GLANDS 0 NOTES: 1. RESERVOIR DIAMETER AND HEIGHT MAY VARY WITHIN DIMENSIONS SHOWN SO LONG AS BASE ELEVATION REMAINS AT 122.00 AND MINIMUM GALLON VOLUMES ARE PROVIDED 2. PIPE LOCATIONS ARE SCHEMATIC ONLY, REFER TO PLAN VIEW FOR LOCATIONS. 3. WHERE THE GEOTECHNICAL ENGINEERING REPORT CONFLICTS WITH THE DETAILS SHOWN, THE DETAILS SHOWN ON THIS SHEET SHALL SUPERSEDE THE GEOTECHNICAL ENGINEERING REPORT. 4' TYP. 6" TYP. ALL SIDES • • • •w� =•� •: ���• •_ •�•� • '. -I I 11 I I=1 ••tivo•.•li i=o-arp -•- +i III i•1•u•�•1•i•••••�•,0S•i •••i _-�•-`EI I I -III -I .._. _:� -l�.. �. L.-_: �.-::__:_-.-1 "'.: -III-I � I -I-' :� --:. I -III -I P_ :. -=111''=�11I 1=11 11-111-11 11 I-1 111 1 =1I1= :q 1=11 .=111= 0 0 ' .::: -1111 I_I1f-1 i i11i-I 11= III -I 11- 1 1=1 1-1 =1 I I-III-1 I I-" ADDITIVE ALTERNATE PROPANE TANK MOUNTING DETAIL SEE SPECIFICATIONS FOR ITEMS NOT FOUND ON DETAIL N.T.S. COMMERCIAL CONCRETE 12" MIN. COMPACTED DEPTH BALLAST 3" MIN. COMPACTED DEPTH CRUSHED SURFACING TOP COURSE 3/8"x2 3/4" KWIK BOLTS 3/16" STEEL PLATE G SECT10N A -A VENT DETAIL N.T.S. CUT 6-4" DIA. HOLES, SPACE EVENLY AROUND CIRCUMFERENCE OF 8" STEEL PIPE 3/16" STEEL PLATE BUTTWELD, CONTINUOUS (TYP) FILLET WELD, CONTINUOUS (TYP) BAND ON 24 MESH NON-CORRIDIBLE SCREEN, USE 2 STAINLESS STEEL SCREW BANDS 12" SCH 10 STEEL PIPE 8" SCH 10 STEEL PIPE FILLET WELD, CONTINUOUS (TYP) 3/8"x2 3/4" KWIK BOLTS STEEL PLATE EQUALIZING STORAGE =6,150 GAL. STANDBY STORAGE = 9, 869 GAL. FIRE SUPRESSION STORAGE =15,000 GAL. STORAGE =1,175 GAL. SLOPE TO DRAIN, TYPICAL ALL SIDES IIIIlIII-III 1I I-111- I I--1 =-1 1=1 I -1 1 I ITi 11: BOLLARD, SEE DETAIL 11= �-'•- it l ll, rl l lr, l i ,l' COMPACT SUBGRADE TOP VIEW 4" BOTTOM FLANGE ON MANHOLE SITS ON TOP OF CURB SECURED WITH 3/8 QUICK BOLTS SEALED WITH A GASKET AND CAULK. A. Civil -Municipal- Geotechnical Engineering and Planning Jerome W. Morrissette & Associates Inc. P.S. 1700 Cooper Pt. Road S.W. #B-2, Olympia, Wa. 98502-1110 Ph 360.352.9456 Fx 360.352.9990 RESERVOIR CONCRETE ROOF SIDE VIEW CONCRETE ROOF 1" #4 (TYP) .- CONCRETE, 4" �?✓ RADIUS 4" CLASS 50 DUCTILE IRON PIPE POST FILL WITH CONCRETE FINISH GRADE CONCRETE FOOTING 8" MIN. DIAMETER ADDITIVE ALTERNATE BOLLARD DETAIL N. T.S. SPACE BOLLARDS AT 4' CENTERS AROUND GENERATOR AND PROPANE TANK 4' TIP. #4 AT 18" BOTH WAYS lil-1 I I1 STANDBY GENERATOR 12" TYP. ALL SIDES IIIIN -'tl Cl= I C-�I I -I IhI I III I II 11-II11 ��11 ; 11„I 8" - TYP. 6' TYPICAL ALL SIDES COMPACT SUBGRADE ADDITIVE ALTERNATE GENERATOR MOUNTING DETAIL SEE SPECIFICATIONS FOR ITEMS NOT FOUND ON DETAIL N.T.S. O O O COMMERCIAL CONCRETE (3000 PSI) 12" MIN. COMPACTED DEPTH BALLAST 3" MIN. COMPACTED DEPTH CRUSHED SURFACING TOP COURSE 1-111-III-1 HATCH FRAME HATCH COVER 3'-0" 3'-2" 00 N 3/4"x3/4" RUBBER WEATHER STRIPPING BETWEEN LID AND FRAME HATCH COVER 4"x6" CURB POUR WITH AND AS PART OF THE ROOF (0 NOTE: COVER AND FRAME MATERIAL-14 GAGE GALVANIZED METAL Approved By D.E. DESIGNED BY T.D.W. C.A.D.D. BY 05/01/07 DATE 05/01 /07 DATE CHECKED BY 05/01 /07 DATE 1/2" STAINLESS STEEL KWIK BOLTS - 3" EMBEDMENT 3/8"x2" VERTICAL "L" BOLTED TO ROOF WITH 3/8" STAINLESS STEEL KWIK BOLTS 7" 3/4" ROUND RUNGS TOP VIEW 3/8"x2" RAILS (3 EACH SIDE) VERTICAL STRAPS 1/4"x1" FLAT BAR 27" TOP HOOP ALL OTHER HOOPS TOP HOOP 1/4"x3" 3/8"x2" RAILS (3 EACH SIDE) RESERVOIR 3/4" ROUND RUNGS 12" CENTERS SUPPORT LEGS 8" O.C.- 3/8"x2" FLAT BAR WELDED TO LADDER SIDE RAILS LADDER RAIL 3/8"x2" FLAT BAR HINGES co N 3'-2 1/4" LATCH FOR CLOSING AND LOCKING f i- 0 VERTICAL STRAPS 1/4"x1 " FLAT BAR MIDDLE HOOPS 1/4"x2" -BOTTOM HOOP 1/4"x3" /LOCKABLE GATE 7' MIN. 8' MAX. ASSIST LIFT POSITIONS, (BOTH SIDES) • N ENTRY HATCH DETAIL N. T.S. P.U.D. 1 MASON COUNTY SIDE VIEW CAGE DETAIL NATIVE BACKFILL 12" MIN. N.T.S. 1" PROPANE LINE SURFACE RESTORATION 4" MIN. TOPSOIL 12" MIN. 4" MIN. BEDDING SAND ABOVE & BELOW PROPANE LINE ADDITIVE ALTERNATE PROPANE LINE TRENCH DETAIL N.T.S. EXPIRES: 9/3/07 PWS ID NO. 06689 CANAL BEACH TRACTS 2007 WELL AND RESERVOIR IMPROVEMENTS RESERVOIR AND STANDBY GENERATOR DETAILS DATE PLOTTED 04139-5 DETAILS SHT 5 OF- 5 2"CIr SLOPE 1/4" / 12" 2"CIr #5 AT 10" OCEW 2'-s" #5 "L" BARS 5'-4" AT 18" OC FIELD BEND #5 BARS X 64'-3" (6" WALL), OR 64'-9" (8" WALL), PLUS LAP SPLICES. MINIMUM LAP SPLICE 18". ACTUAL LAP > 36". STAGGER SPLICES. #5X7'-4"- AT 16" OC (49 BARS) #5 X 7'-4" AT 12" OC (64 BARS) #6 BARS X 64 -3" (6" WALL) OR 64'-9" (8" WALL), PLUS LAP SPLICES. MINIMUM LAP SPLICE 18". ACTUAL LAP > 36" STAGGER SPLICES. #5 X 7'-4" - AT 9.0" OC (85 BARS) 3" CLR. -- 6" WALL 4" CLR. -- 8" WALL CLEAR DISTANCE IS FROM INSIDE OF TANK TO INSIDE EDGE OF VERTICAL #5X7'-4" AT 7.5 OC (102 BARS) WALL THICKNESS PER TABLE #5 X 7'" 4 AT 6.25" OC (122 BARS) #6 X 7'-9" AT 7.5" OC (102 BARS) #8 BARS X 64'-2" (6" WALL) OR 64'-8" (8" WALL), PLUS LAP SPLICES. MINIMUM LAP SPLICE 24". ACTUAL LAP > 36". STAGGER SPLICES. #6 X 7'-9" AT 6.75"OC (113 BARS) 6 X 7'-9" AT 6.0" OC PLACE ALL VERTICALS IN (127 BARS) IN CENTER OF WALL. SEE CLEAR DISTANCES ABOVE #6 X 7'9" AT 5.25"OC (145 BARS) NO. 5 & 6 DOWEL BARS PER TABLE -- PLACE IN CENTER OF WALL. CIr. MBAR "B" 6" 11" r2s ADD 1 #6 @ 6". 6 #6 5' AT 11.25" OC f_ 1» 12 1" 12 i 10 4 Li» 2 9 #6 1-13" 15' AT 7.0" OC i 4-112" 20' 1 4 I 12" 8 #6 AT 8.25" 0 11 #6 AT 5.5" OC 12" 1" 12 i 25' 141» 12 30' 12 161" i 35' 1 12" rq"i 40' 14 #6 AT 4.5" OC 16 #6 AT 3.75" OC 19 #6 AT 3.25" OC 12 #8 AT 5.0" OC 12" U BAR "A" 1 -1 3 CIr. Varies -� 10 -0" - Varies Varies, 1/2 Diameter HALF SECTION ELEVATION 1/4" = 1'-0" 14#6 AT 4.5" OC 15 #8 AT 4.0" OC 5'-0" 5'- 0" SHELL HEIGHT BASE DIAMETER BASE THICKNESS BAR "A" BOTTOM RADIAL* STEEL MIN. WALL THICK. STATIC SOIL BEARING PSF DYNAMIC SOIL BEARING PSF NOMINAL VOLUME GAL BAR "B" TOP DOWELL BARS 10 23'-0" 12" #5 @ 12"12" 2'-6" � N A / #5 @ 22 6 � © 16" #' 48" 01 5 BARS 6" 660 1100 23 500 , 15 23'-0" 12" 5 @ 12" 22'-6"N/A � #5 @ 12 " 222'6,� ' '@12 48" QQ 6 BARS 6" 952 1778 32,900 20 23,-0„ 12„ #5 @ 12" 22'-6" 4, N/A #5 @ 11" 22'-6" 4, e @ 9.0'O 48" 1 8 BARS 6" 1248 2608 44,700 25 23'-0" 15" #5 @ 12" 22'-6" 4' N/A #5 © 11 " 22'-6" cl, #( @ 6.25" 60" CD 1'6 BARS 6" 1544 3755 56,400 30 26-0"15"25, #5 @ 12" -6 N/A #5@ 10" 25, -6 4, #E © 4.5" 60" 2® 1'6 BARS 8" 1585 3999 68,200 35 29'-0" 18" #6 @ 9.5"#5 28'-6" 4, N/A @ 12" 28'-6' #E @ 4.0" 30" -) 198 BARS 8" 1545 4017 79,900 40 32'-0" 21" #8 @ 11" 31'-6" N/A #5 @ 12" 31'-6" 4, #6 © 3.25" 60" ® 2/1 BARS 8" 1515 3997 91,700 45 34 -0 24"33'-6" #8 © 8.5" 1 N/A #5 @ 12" 33'-6" 4, #6 © 3.0„ 60" ® 264 BARS 8" 1556 4219 103,400 50 37'-0" 27" #8 @ 6" 36'-6" it, mew .• N/A #5 @ 12" 36'-6"4' #6 © 2.625" 60" © 302 BARS 8" 1531 4098 115,200 REBAR SPLICE CRITERIA cov ROOF & BASE SLAB, CLASS B LAP SPLICES NO 5 36" NO 6 43" NO 8 72" WALL VERTICALS, GAP -SPACED, 1" GAP, MIN. NO 5 28" NO 6----33" NO 8 55" HORIZONTAL RING STEEL, CLASS B LAP SPLICES DESIGN STRESS AT 1/3 ALLOWABLE CAPACITY NO 5 18" NO 6 18" NO 8 24" BASE THICKNESS PER TABLE i RADIAL STEEL - PLACE ABOVE BOTTOM MAT WHEN REQUIRED, SEE TABLE. 2 #5 X 12'-0" #5 X 8'- 0" & 10'-0" EW 2 #5 X 8'- 0" • \ / r i NON -CONTACT LAP SPLICES ARE ACCEPTABLE. THE MAXIMUM SPACE BETWEEN NON -CONTACT VERTICAL BARS SHALL BE 6". THE MINIMUM SPACE SHALL BE 1". TYPICAL ROOF REINFORCING SHOWN ABOVE HATCH REINFORCEMENT LAYOUT 1/4" = ACCESS HATCH 2'--6" X 3' © 2© © 10" INTO BASE SLAB 13" INTO BASE SLAB 16" INTO BASE SLAB 19" INTO BASE SLAB 22" INTO BASE SLAB 25" INTO BASE SLAB SLAB DEPTH CONTROLS DOWEL BAR BOND LENGTH WHICH ALTERS THE NUMBER OF DOWELS REQUIRED #5 X 3'-0'' X 3'-6" X 3'-0" REQUIRED SOILS CAPACITY STRUCTURAL NOTES: Structural design is in accordance with the current edition of the International Building Code, IBC, ASCE 7, ACI 318 and ACI 350.3. Foundation: Soils shall have an allowable bearing capacity in accordance with IBC Table 1804.2. The minimum acceptable bearing capacity shall comply with Class 4 soils as listed in that table. Loads: Roof live load 40 PSF Ground snow load 45 PSF, Roof Snow Load 38 PSF Fluid weight determined at 62.4 PCF Concrete weight determined at 147 PCF Wind load determined at 90 mph, EXP "D" Seismic, Wind and Structure Design Category per ASCE 7, Category IV Facility Concrete: Concrete materials, reinforcing materials, bending, placement of reinforcing and concrete placement shall be in accordance with IBC, Chapter 19 and ACI-related documents. Concrete shall have the following values - Compressive strength of 3000 PSI, Slump of 3.5 - 4.5", Air entrainment of 4 - 6%, W/C ratio of 0.42±. Other admixtures per manufacturers' specifications. 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 that the interface between the wall and base slab shall be roughened to an amplitude of approximately 1/4". Reinforcing bars shall be Grade 60, (60 KSI) conforming to ASTM Specification A615. Splices should be staggered horizontally (center of lap to center of lap) by not less than one lap length or 3 ft and should not coincide in vertical arrays more frequently than every third bar ring. Dowel bars shall be placed during or immediately following the base slab pour. Special Inspection: When required by the local jurisdiction, special inspection shall be in accordance with IBC 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. Special inspection forms have been included in the calculation package. STATIC: SEE STATIC COLUMN ABOVE Tank accessories shall be installed in accordance with the DYNAMIC: SEE DYNAMIC COLUMN ABOVE manufacturers' specifications and associated industry standards. PLUS OVERBURDEN WEIGHT /t DIBBLE ENGINEERS, INC. PROFESSIONAL STRUCTURAL ENGINEERING SERVICES 600 Dupont Street Bellingham, WA 98225 (3 60) 734-1288 Fax (360) 738-7798 Jason C. Bourne, P.E. Gregory A. Van Wagner, P.E. PROJECT NAME: MT BAKER SILO, INC WATER RESERVOIRS 8793 NORTHWC)OD ROAD LYNDEN, WA 98264 PH 3 60-3 54-4940 PROJECT #: 07-501 G DRAWN BY: DAN JOHNSON REVIEWED BY: GREG VAN WAGNER, PE DATE: 6/10/2007 REVISIONS: # DATE COMMENTS SHEET TITLE: 20 FT DIA RESERVOIR PERMIT SET r 1 SHEET NUMBER: si