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Home My WebLink About200 Starport Way 02-1929 New construction Starport Hangar��Mlr 1 .I--= . - -~-- _�_-�__ dean ax. room p c(m� n Si"OW9r 4Er 6' (9'-4 ,-46ash 273_433 8,-4» 17 —831 8'-413 1 13-1183-4 A/C Comp.h _ i 42'-7 3/4" 20'-3 1 /2" 20'-3 1 /2" 30'-3 1 /2" N 20' T 00 t co L �1 1 3" T Y . FOUNDATION PLAN SCALE 1/8' = 1'-0' TY nelson 0t 3 4' icr),2 v_{ V Rif g Bo C or "))[543'/Womp 10'-3 1 /4" 10'-3 1 /4" 10'-3 1 /2" fyc3/A,P'. 2 17'-6 1 /4" �c`' F re r Sprinkle I Isar 00 UA/C Comp. f3 i T O I o ^ ', V i YK ,i r---#5 HAIRPINS (SEE PLAN) —1 " ANCHOR BOLTS #4 TIES @ 24" O.C. 6 6 X 10'-0", VERT w #3 TIES @ 12" O.C. 24" DIA. SLURRY PILE (TYP.) ST'C`I'ON "i\" ICD CD �1 zz 0 cD I T �S I 0� T � � c0 v 0 I co SITE " 7 c 0 M . 0 V w J Q u M W > ~ _Z j � a_ n i cj� a_ o Q Q u 0 Z Q W (x on • 5 M 3 2 ® ID 110 Q (\ 0c) cl— a J � M CD L-Li in co x ry Q W o� W u d o U V) CO u C:) W Cit w CL d LL-- U w w co M Ln Q CO J ¢Y I- 3 U a n cY r z z EL Q = o z LL- a O cC n z o ��=l v� z 1 1 SHEET S1_ OF S3 N a I N N 1 00 W f•- a I— O J n 3 v Z J a. z 0 U- CY w 0 z Q z I— cr 0 n IY a V) M 46 N I In I 0 O T P LO O A/C CK a I a N F s QD b CU 0 I N I CO C] 1— W J U 0 Q rY W W Z 0 D 0� n E P CL O Q z Q H W ly V �C �V d 1 W /j ^ Q '` H M H W <Y II O ID J W M s I L . I CDl_� Ln co Z W E LLJ o 0 o U s LLJ cij� W ?: n H C5 q d W z ❑ CD U c W W OG � I Q o :E Ln Q M J Y U l_y_. n ci� z LDry Q J z � � Q � z f-- o Q Qi z o Q ry SHEET S2 of S3 LL- V 8" "U" BLOCK—_=- — w/ 1 #5 CONT, - — A 8" CMU, REINF. w/1 #5, VERT. EA. CELL, SEE ARCH. DWGS. FOR LOCATIONS, -- 1 #5,VERT. EA. CELL AT CORNERS & JAMBS. Q) L J Q 0 w z Q r Cy- 0 d- ry a In M N In M I N c7 W J ETOM SEE ARCH, PLANS 1#7 & 1#5 HAIRPINS, SEE PLAN FOR LOCATIONS r d ' ° 4 _,T I _ 4� 4 4 See Manuf. Drs. for ANCHOR BOLTS d 4 #4 TIES @ 24 O.C. ' --o 2" 6 #5 CONT. AS SHOWN A SECTION S 3 ----rSCALE 3/4" = 1'-0# 24" DIA. CASSION WHERE OCCURS, HK. VERTS AS SHOWN 8" CMU BEYOND ETOM SEE ARCH. PLANS 8" CMU, REII VERT. EA. C1 DWGS, FOR L 1 #5,VERT, EA CORNERS & EL. TOP OF A` v t \,Vil I , Mi JI IvrrII B SECTION S 3 SCALE 3/4" = 1' -0" COL. BEYOND I ► I I I I I I RETRACTABLE DOORS DOOR RAILS PER L MANUF, -1L --1� V4 4 °• a�—• Qu:• u • • U• 4 v• 6,_0„ ` �#4 TIES @ 24" O.C. 12 #5 CONT. AS SHOWN C NA, SE CTJ0N S 3 SCALE 3/4' = 1'-0*' 8" "U" BLOCK w/ 1#5 CONT. 8" CMU, REINF, w/1 #5, VERT, EA. CELL, SEE ARCH. DWGS< FOR LOCATIONS, — 1 #5,VERT. EA. CELL AT CORNERS & JAMBS. ETOM SEE ARCH. PLANS EL, TOP OF SLAB 46,70' MSL 1 #7 & 1 #5 HAIRPINS, SEE PLAN FOR LOCATIONS 4� J 4'dad 4. I ° T TT4d d 1 d d '� 4 ° CD ° 4 ° y 4 ° .d See Manuf. Drs. for ANCHOR BOLTS ° 2,^0„ � \ --#4 TIES @ 24" O.C. #5 CONT. AS SHOWN PC710'1\T 3UHLL J/ f = 1 —u- Option by contractor: Installation of vertical dowels to be installed at time of monolithic slab inspection or drill and epoxy rebar at time of CMU installation, prior to inspection of vertical rebar. SAW CUT C.J. 1/4 J) X 1 1/4 )$ DEEP. �11 I ,u / c1 IR�I nnR III I �Q I Ir.In�Q TILE SEE PLAN FOR LOCATIONS TYPICAL C.J. DETAIL W J Q u Q � W Z w � 3 0 D Q IZ 0 Q u 0 W 1 Q � ® �., ry CO I C 0 J ,D CO (') L& 00 C X LLJ o �- �, W u in U d ;E CO z U 0w �n �( z � Q M H s q J J z � �, ,D C) U � I w w V) 0D 00 C'r) Q _ Q I Q Lr-) J � � 3 u no__• w I--•-i L 4 _ CK/ z 0 H LZL a U CL rwn V J Q a 0 SHEET S3 OF- S 3 >� w PROJECT LOCATION PLAN PREPARED FOR: S,�NFORD RT /auTHORiTY WILLI�•I"I R. I" IILL.ER — GH.a•IR1"l,e�s\N LON I<. HOWELL -- VIGE GHAI1�1"1,a.N O. OEOFFREY LON0377AFF -- �EGRET,�•RY/T REURER GLYDE H. "ROBE)IE" ROBE,RTSON, JP,- - I" IEI"1BL=R COLONEL_ GHARLE H. 0I135ON - I"IEI"IBER BRINDLEY B. PIETER� - r- lEl"1BER KENNETH W. WRIOHT- I" IEI"IBER JOHN WILIAI"IS - I`1EI"IBER. SANDRA 5. OLENN - I7'IEr-IBER LARDY A. DALE - PRF-31DENT $- CEO VICTOR D. WHITE - EXEGUTIVE VIGE PRESIDENT D IAN E G REW3 - V c"i E PRE._..-- I D E NT OF AD I" I I N 13TRATI O N STEPHEN H. GOOVER - E5aLJIRE 000011729 0 LUST 00"F ww"kRAWINGS SHEET No. 5-1 TAXIWAY PLAN 3-2 RAMP PLAN 1:3-3 BASIN PLAN r 3_4 .EXISTING TOPOGRAPHIC PLAN S-S DETAILS S-C LANDSCAPE PLAN DET001 CITY OF SANFORD UTILITY STANDARD DETAILS DET002 CITY OF SANFORD UTILITY STANDARD DETAILS DF-TO03 i CITY OF SANFORD UTILITY STANDARD DETAILS A-1 HANGAR/ OFFICE PLAN A-2 FOUNDATION PLAN A-3 OFFICE FRAMING PLAN A-4 HANGAR PLAN A-S OFFICE ELECTRICAL PLAN A-C �! HANGAR ELECTRICAL PLAN A-7 ELECTRICAL RISER PLAN A-8 PLUMBING / A.D-A. PLAN A-0 HVAC PLAN A-10 ELEVATIONS A-11 DETAILS REVIE Sanford Date: m vention Div. RECED ) J U L Z 21002 PERMis n`bL' 9 r<1C SE nU1Ny UE7llILDlnti_ It EnrE--.p F AF2E' r?cVI - �' ON.STF?Uc(��rr 'ENP4)-r A p`'U A��fy .,,'v•. i 6 V"C) gF A Er?ly , r rJ� ti4 tt rErt�Or 1ssU,li�J.','p 1-HC7-CC:," -C t "LrA.�;C)� flp%'T ace r'•: c F'F_R�-Up� �ki4�r•1 fie. �F? O'l Ft ytU� �:: �j.ri GUN 1NCIC tit1'Lo A rICJiV O'F 7 fit G� p N fr��UElflbi 1 N Cj 17 '7 17 17 7/ z x 250-8 1/2" 7 '7 Pe TOP--A•3.O0 I � �8 P9� � CATCH BASIN #7 9� �?e CATCH SIN #6 � � � V TOR-42.5O P TOP42.25 CANAL � F • rh 1 �Ob � 11'l�'� 5 lalwl_I_I I_i_I_Iwlwl_1_I_IBlal_1_1_I_1_1_I_Iwlal�l>41 I_I_I_iwl_I_lai_I_lal_I_I_I_1_I_1_lal_I_1_1_I_1_1_1_I_1_1_1 ® CATCH BASIN #5 � ��? •Uq.c ��'rO•.o }fry 20 TOP 42.00 Miter Gnd Invert: 38.0 24'\ , 9 30' f V '7 \/ V V -- 20' 17 7 v V--v 1 20'°? �h% V91, 111111E I LL 5' .y.:n, w.P:r. ,.}. 1., a',' .t^�SC. Iti.'.t'r`•'.�• :i. )•1.. L.. .h1:.t• LLLLLLLL L V \7 V T/ LLLLLLLLLL I SANFFAFtY MANHOLE . LLLLL TOP=44.48 LLLLLLLLLL �7OLLLILLLLLLI LLLLLA7; E: : , ;:4, o? _ LL W. I 7.52LLLLLLL_LLL-L_LL-L-_L-L-L-L_L_L-__L-LLLLLLLLLL V LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLI (� LLLLLLLLLLLLLLLLL LLLLLLLLLLLLLLLLL POtSC 1 -L LLLLLLLLLLLLLLLLL "d. 11L11LLLLLLLLLLLILILLILLLLLLLL LLLLL '� T/ LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLL �LLLLL LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLL LLLLL I LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLL Yr.. ( ATOP=44.48 mLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLL_,.4 LLLLLLLLL_LLLLLLLLLLLLLLLLLLLLLLLLLL LLLLLLLLLI LLLLLLLLLz. � ! I I I I I I I I I I I I I I I I � ' ( moo. V LLLLLLLLLIHAIV/v A,� 1i�GZ11Al LLILLLLLL�'� I LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLI 1 LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLL'>`4-0 LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLI I LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLL.L : GA7i BASIN A4 GATGFT N #3 LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLI�{ I �S f 3�: TO 5 I TOP�Id. \ LLLLLLLLLLLLLLIIIIIII_LLLLLLLLLLLLLL�' ' LLLLLLLLLLLLLLHANGAl2_LLLLLLLLLLLLLLJ = ' LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLL ! LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLL �..,23! LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLL 2:1 i LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLL4 ,� LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLL i � t` _LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLL LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLL ,v* ! i LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLL +v ! LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLL ,.,. 11111111 11 (;y- V 17 V V V U V 0 / V ' UlJ i 0 r�REA # DATE rY 17 V V 0 L s: - v - '� LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLI/°" i i LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLL LLLLLLLLLL LLLLLLLLLL Ir LLLLLLLLLL.��.�.��LLLLLLLLLL 1. 7-7 00000V V 17 '7 V '7 7 '7 v 160 Ft. Doors v v f �S 200' - f \1 V V 7 30; 24.0 5.2 V V 7 ✓ '7 '7 V � 1 ' v v v v 7 v 7 v 1 X ! X / _i ISo �. �G 7�� X0 0 CATCH BASIN #1 �, � i GATGH BASIN #2 /�— CATCH BASIN I TOP1(5.60 n\< i / TOP45.60 / TnP—Al, r9 ............. 7 V V '7 V V '7 V V '7 '7 T/ 17 7- V 17 V 17 V V 17 prorosed Si280'te .......... o 17 v V 7 17 17 7 V V 7 17 V T/ ,i V T/ V T/ V 7 -I -4:::,_�, a �j V -� m L ; t� u V Q ry ad r. ° a �r o co Z T c°i L z =a- Ut11�- "U1 uT) �d 9 Bosl n #3: 24-14-04- S.F. Basin #4: 1014-28 S.F. Basin #5: 13, G.051 S.F. Basin #Q�e5: 25,371 S.F. Total Basin Study: 13G,5.133 S.F. REV. # DATE BY: 1 04/30/02 KJS DRAWN BY Kevin J_ Spaleki SGALE "" 00.0' SHE OF 3 noon" 3 1 X (A lIl O OcS'6, S`9�' �S � muss x x x 190 uuS D us La E 4� 5 72: x x x SHOP x 0 7DO '0/ 19 x x ICE 151 ?6' '0/ ��ci�i�- lv�Al HA x A- x ) -51 5�� \0 FF,55L,45- 4�5- 70 x - - - - - - - - - - - - - - - --- - - - x Daors - X- Z6' ,68) 1919 X CJ 91 OFFIC x X CANAL co uss use O 19 Me C-0 00 00 a, m a rl RE\j # DATE BY: 02[7370702- -I�J-!E El 1 000 0000 7-7 .' 7-7- .............. **''*'**'***'*****'** .... ....................................................................................... x . . . . . . . . . . . s 89' 53,56" w 340.0(1-'O N 89' 53'56" E 340.00' . . . . . . . . /kJ, . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . mmz 0 E 0 MAW "%tin -taxnvAgm& vmw xib 9 DRAWN BYKevin J. spolsk! JOB NO. mwm� I-CAL-E - T= 30-0' x WARRE OF >I Catch Basin Plan Catch Basin Detail: #1, #27 #3 m 9 (4) - #5 Debars @ 12" O.G., in G" Concrete Top Concrete with 3" /ASphuit Surface 1- '11 1 1 _ Catch Basin Section Catch Basin Detail: #1, #21 #3 HOT MIX ASPHALT SURFACE. AIRCRAFT RAMP PAVEMENT- -W 1 w DOT TYPE 5-1 OVER 1 'r2" FDOT TYPE S-3 WITH TACK GOAT BETWEEN. a VEHICULAR PAVEMENT- 1 %a" FDOT TYPE -S-1 T PRIME GOAT, PER FDOT SPEC. 300 LIMEROCK BASE COURSE, PER FDOT SPEC. 200. 8' AND 10" BASE SHALL BE COMPACTED TO 100% MAX. DENSITY (ASTM D-1557). ACF ENVIRONMENTAL GEOTEXn1-E5 WOVEN STABILIZATION FABRIC: 51 315ST (FDOT R-1) ( AIRCRAFT RAMP ONLY ] WORK PLATFORM TO BE CONSTRUCTED BY INTERMIXING 3' (LOOSE MEASURE) CLAY INTO THE TOP rG' OF IN -PLACE SUBGRADE MATERIAL, AND COMPACTED TO 100916'MAX DENSITY (ASTM D-1557). TOP Go' OF SUBGRADE UNDER WORK PLATFORM COMPACTED TO 98% MAX. DENSITY (ASTM D-1557) TYPICAL. PAVE MENT SECTION NTS * i MITERED END SECTION DIMENSIONS D X A a C E F C M I N ORA TE 9NGLE PIPE DOUOLE PIPE I TTBPLE PIPE QUAD PIPE sm wr. PIPE 15' 2'-T 2.27' 4.09' 6.36' 4.03' 8' 1 1.22' 4.63' 7.21- 9J9' 12.37' 1.19' 18' 2 -10' 2.36' 5.12' 7.48 5.03' 9' 1 1.41' 4.92' 7.75' 10.58' 13.42' 1.21' 24' 3'-5 2.53' 7.18 9.71' 7.03' I1' I. -IS 5.50 8.92' 12.33' 15.75 1.25' T 36" 5-1" 2.87' 11.31' 14.18' 11.03' 15 2.24' 6.67' II. -I 16.83' 21.92- I.SS 2 I 2' 48' 6'-9" 3.22' 15.45' 18.65' 15.03' 1 19' 2.65' 7.83' 14.58' 21.33' 28.08' 1.42' 2 1/2- 54' 7'-8' 3.59' 17.i9 20.88' 17.03' 21' 2.8S 8.42 16.08' 23.75' 31.42' 1.46' 3' 60' 8'-6- 3.56' 1 19.55 23.11' 19.03' 2S' 3.00' 9.00' 17.50' 26.00 34.50' 5 7 BE- OR RGLMA CORE q SFIPLL.OW DVER:,4ON (I`XYTE 6) c wi1 F5 NOr READ. FOR 7st' Pt�ID E(-IAL.! E2 M.ES. T ....t in PIPE PAID GPA'fE SEE ANCHORING DETAIL BELOW LENGTH - 5 �TI 4' THICK GONGPFTE SL?,B (P-610) WITH 6 X 6' X No ICAO W.W1 L - E4 00111 FINE+i PLAN (SINGLE PIPE) �..OD TO TOP OF SLOPE OR CONCRETE AS GTREC:TED BY ENGN4EER PROrFCT101 Y C �Y e / �- GRATES SPACED (T W G.G. it I- �.. sue `9 No. 5 BAR 6• E Z F INCU,VE J IN COST OF M.ES.) SECTION �-14 PIPE PIA r 6' No. 5 E>°R 6 x 6 x No.10/10 W.W.M. 5' MIN. LENGTH L K BOLT DIA SCTL 40 (57PJNDPf%D WEI -H T) G'ALVANVED STEEL PIPE GRATES. DA ASS SHOWN IN TABLE W1RF BRUSH ALL OUT OR SCRAPED SURFACES AND APPLY ZINC 424GH COLD GALV. COMPOUND. ZRC OR i APPRIIVED EQU 2 -f- -f- 4 X BOLT DW. 4 X BOI-'r DlA �45' ct I F VARIES IZTO EDGE OF SLAB . - r ma BEI I LGFM 2 V7 y 1/2 RPE O.D. MIN. ALL BARS. BOLTS. NV TS AND WA -IERS ARE TO BE GALVANV ED STEEL BARS SHALL BE HOT DIP , _ ^ '•. - •,•) ... • : 3/4' X 4' LONG STAINLESS 7/8' CA HOLE SIM SLEEVE BOLT. DPoLLEV GPLVPNr1ED AFTEFZ F'�BRICATION. BOLT DIPI-IE-TERS IFTfU C�1GRETE ALL.CTN 5i-1P11 BE 3/8' FUR 15 70 96' RFE P7�4D 5/B" CCNGRETE TO 5E f 5 DAYS FOR 47 TO TZ RAF- TWO GCNNEUTORS REQUPED BEFOPE N15rALLING BOLTS. PER "fr. LOCATED ea mGFTTAND LEFT OF BOTTOM GENT ER OF RPE. BOLT HOLES IN PIPE ARE TO BE 2 +/Z X V47 STEEL BAR DRLLED. (SEE DErAIL AT LEFT) CONCRETE PIPE CONNECTOR DETAILS M.E.S. GRATE ANCHORING DETAIL (Nor APPLICABLE FOR 24" AND SMALLER M.E.S.) MITERED END SECTION NOTES: L CONCRETE RPE FOR MITERED END 5ECrKM Si -TALL BE FPGfOW BEVELED TO TF e 5. RF'OVIDE GALVPNU�ED STEEL PPE GRATES FOR ALL MREREP END SECTIONS L`� COTRECr OME4NS401'1SPtND SHAPE AS ` 5LA8 OPENING 5i-WLL BE FGRI'IED BY THAN 2,4'. SEE GRAIE ANC:7-IORING DETAIL BELGH BY MEANS OFAFORM (V8'MACfEEORE"ARMATV.14 L)CURVED-To RiTHE NUDE OF THE PIPE DO NQTAnEf'IPT TO FINISH 771E GON .TOTE SL18 DREG'ILY 6. C ONI K-CTCR *TO FINE GRPUE SFA LOW DWE-1200N 5WPLE AROUND EACH MIT EKED END TO THE FACTORY-MTTTF;-e PlPE SURFACE SUCH WORK WU-L NOT BE ACCEPTED. SF�TKJN AS SFKTWN ABOVE FVRF'OSE OF SWALE 15'f0 FREVENT:�TUW'IWA7ER FPDI'I KENNING ALONG EDGE OF SLAB. WHICH CAUSES ERC ION AND UNDERMINING. 2 GGt`JG2E TE 5f-TALL BE FOOT CLASS 1. PND 5i{aLL BE SUFFIQFNTLY LOW SLUMP TO ALLOW PLACEMaIr C" 4:15LOW- SLAB SHALL BE FA -ACED ON EMElM:KMENi 7. CONTRPGfOR SHALL. COMPLETE THE Mf IFRED END SECTION INSrALLAIION A5 EAP-LYAS MAIERWL GOMPAG'TED TO -15% MAXIMUM DENSITY. POSSIBLE. EO THE GPI WILL BE WELL E5TA8LialED AND ALL EKCIBON PPOBLIFI-15 WILL BE PER -1ANEN FLY COKRECI ED BY THE END OF T}fE KPOJEOT. 3. PLI..X.'INTS. NIO..LIDNX-' PPILi-C,4RLl� XNTrS. 54 IP1.L BE GA�ETED. C(,NNEGipKS EWLL BE PPaV VIDED FGR ALL JOINTS WTI -iIN THE U1-9TS OF THE MITERED END SECTION. 6. CONTRACTOR MAY USE SrANDARD FLORIDA DEPARTMENT OF -I9N14 RTATION (FDOQ GGNGRETE RUBBLE 5WPLE BOTTOM PROTECTION at 4LL M FRDVVED AS SHOWN, AT EMBEDDED CONNECTORA55EMBUES QNDEX 27D - PAGE 5) IN LIEU OF EXPANSION DISCHARGE FIND ONLY. BOLTS SHOWN. Bur BOL'r LEND n-i MU5T BE IN'GRaAsED FROM 3' To 4'. 4. GGNIPFOTCht SI-WLL FNLF GRPTiE AROUND SL?BPND PEF OW 1 GRASSUJG N'H'IEDW7ELY -9 PROVIDE GONCKcTE ERO-40N PKITECTION AT ALL DI_ci-A G ENDS OF MfTEKED END SECTIONS. To PREVENT EF-05kxL NOT REQUIPED FOR INFLOW END,. EXCEPT WHEPE OTHERWISE 5HOWN ON THE R.AN5. DETAIL5 - MITERED END SECTION NI4 4 X BOLT PA I 2 VI X V4' STEM &� (SEE DIAL AT LEFT 3L 02 B-O.l.. LENGTH 4XBoL•rcv, s3V2'MNL BOLT GW. 2 V7XVA' STEEL BAR .-. r N W SZ Building Interior REV. # DATE BY: 1 04/30/02 KJS G11 Downspout Sch 40 P/C Screen Cover Overflow Protection Grade -12" Latere - to Catch Basin -- Bldg. Downspout Connection /�`'/l�EPVOL�S SQU�(PE FOOTAGE �IPE�LS damp Area: G2,104- S.F. Po rki ng Area: 21,74.E S.F. Building Area: 44JG2 3.F. Sidewalk Area: 11837 S.F. G.B. #1, Precast Concrete TYPE 'G' INLET, STEEL GRATE TOP--45.GO INV--40.50 (24" Pipe) G.B. #2, Precast Concrete TYPE 'G' INLET, STEEL GRATE TOP=45.00 W. INV-3.9.50 (24' Pipe) N. INV--39.40 (24' Pipe) G.B. #3, Precast Concrete TYPE 'D' INLET, STEEL GRATE TOP= 44.8 N. INV= 39.0 (3(D" Pipe) W. INV= 39.5 (12' Pipe) S. INV= 30.2 (24' Pipe) G.B. #4, (Nyloplast)15' Drain Basin SOLID GRATE TOP= 400.5 N. INV= 41.0 (12" Pipe) 5. INV= 41.0 (12" Pipe) E. INV= 40.5 (12" Pipe) G.B. #5, Precast Concrete Type 'D' INLET, Gast Iron Grate TOP=42.00 NW. INV. 38.5 (24' Pipe) NE. INV.= 38.3 (30 Pipe) S. INV.= 38.5 (30' Pipe) G.B.#G, (Ny1opla5t), 24' Drain Basin Standard H2O (Round) 24' Grate TOPS 2.25 W. INV. 38.75 (18' Pipe) SE. INV.= 38.75 (24' Pipe) G.B.#7, (Nyloplast), 18' Drain Basin Standard H2O (Round) 18* Grate TOP--42.50 W. INV.= 39.00 (18' Pipe) E. INV. 39.00 (18' Pipe) C.B.#8, (Nyloplast), 18' Drain Basin Standard H2O (Round) 18* Grate TOP._43.00 S. INV.= 39.50 (12' Pipe) E. INV.= 39.50 (18' Pipe) G.B.#1 - G.B.#2, 136 L.F. of 24:'PCP @ .74% U V DRAWN BY G.B.#5 - MES, 24L.F. of 3r0" RCP Pipe @ 1.25% Kevin J. Spolski CHECKED - G.B.#G, 56L.F. of 24"ADS Pipe @ .80% Kevin J. Spolski N12 Solid Ultra Pipe DArE 24 April 2002 JOB NO. G.B.#7, 112L.F. of 18" A05 Pipe @ .22% /007N-T7-5 N12 Solid Ultra Pipe SHE OF 1 G.B.#7 - G.B.#8, 104L.F. of 18" ADS Pipe @ .48% N12 Solid Ultra 1 x 380 L.F. of 12" SD , 35 Pipe (14) - 12° x ro" 'wyes' w/ 135 Elbows, I� and 6" PVC, "stub -ups", 5' above fittings. 1 �,.,�/�� O NOTE: SHRU55 SHALL BE RANI ED A MINIMUM 1' AND NO MORE 2 ABOVE FINISH GRADE, DEFENDING UPON SITE CONDITIONS �► I FINISH GRADE 0 2*TO 3' SHREDDED CYPRESS MULGH ^ D RECEIVING HOLE 5HALL BE APPROXIKTELY 1/3 LARGER THAN THE ROOTBALL C) BAGKFI-L WTH PLANTING MIX OR LOOSENED NATIVE SOIL GOMPAOr SOIL TO PREVENT SETTLING OR LOOSENED NP rIVE 501L SHRUB/GROUND COVER PLANTING DETAIL V tYTS R.JBBER H05E OVER WIRE TO PROrEGT TREE, ATTACHED AT DIFFERENT HEIGHTS ALONG No. 12 GAUGE DOUBLE STRAND GALVANIZED WIRE. TW157E© \ TAKES a• WOODEN 5 x x2,� 2 RcO UIRED BACKFILL WTTH PL<W11NG MIX T'( ) OR LOOSENED NATIVE 501L1J\� , rR HOLD WA E R TO O a S0 IL SAucE 3• MULGH -FINISHED GRADE TAVIz— REMOVE GOVERING5 FROM THE TOP AND 1/3 OF THE WAY DOWN THE SIDE OF THE ROOTBALL V 1�d /�r^gc�tior� 5y 9 PPP ,op° °J � J aao°,Op ., �.. o o` o o W aoo w ti '♦11r°v -♦ •••. ♦ � rf�rt ti ate' °o no ��qp...a a; n +w ,( n ♦ •'\ il","�, f. �+.,t �� u 9 n o Ii�..i ? �.Fi y [O'f,t'ftii ".•. 1.1 'o �Y �� {�a. (w, w i•,♦, r{"•+sJ'{"♦♦ 't 1 J;I �.,. I � ^' +". 2�✓. }"f. �; � auo t •l �'p y'08 4'vs n> (�:i'7f tC,`h 'Ci'♦s r id�•i/f�.a i ° J V,� ¢ a P �F��`y I�• ,{,r� � � � x •. f:i +u° •r.,. .�,r.r.�• � avr,: o 00 ,• w '' ono .,, .., - ,r� ,C.r ' h,+�:_i5I 1�• ! �i' •i' 1 .r ♦ s ♦ aao c, , • �� s ��•C'` /C �°° �� a o �'I Y � i r p o P a .C, i. f(`•'♦, f�'. .� oa° o of .'h JC•`r .`, ' `', 'f.. F ( ./t� i,. ., ,: �/�C{�,;,�� }� y '�J 4'/,�t'i. � S l :/ � � � � � J 0 a r � f7�: ,1� /1�= " °+DpR „'{''.Y o`i4,' r, '. „S a.. °.�9 ,� %. ;'' �uo p y, rf Y"..lt }r ..,y,.•, .. 8g � •.,. •,.(, ., .LUJ p , -"1 r , r r. �,:r•1,., �r �n :fr7.?. 1.� P va,o9.r•: 3 t +l�.t v , {h- .r.^, r t.r.. 9 9 n 9B 8 n °n �o ° ° °+'� 8a¢q� .. 1, +r. f s i Jr'.•,•t'v // ,%• „•Y a 000 J �, r... ,! r Ci�'tGt{`i'.l�t( C iS0'° ("• !!! JJJ o�°.a° .1oq o°oP ° Pogo ° aay of °a 9,0 p �-- 30" L.igustr-ums LO O.C. (-typical) 2" Oak, 12' Toll, (typicol) vqo FENp9g9 d $ qv to ° 0 9°V 06 0 °,va ana 9q p p 0 a,9 O° p ,� "�iw•`. 04 8 '•1� �� J p$ (', :. d� + � oq o�°'i.�'j a¢o° 9 ° pP ¢oqp u'p• v as°°vv ,r,: `�• °oo gRaa'9a� v w -Sa1 t ao } °otl , ? n .r Gq •3q �q a as � ,6 90 ', ' �� „•�'h� p , S a, a,aa 0ppo wi v - - S l .j• . r. •• v� 1 ='J r •r• �i f+ • t. r r• r i ram/ p 4 w tf �r k• /) . 1. f t. • • r. : li. j: , '., ' l: •ry �--!! �•..f �^ — .'r` ri L �'l�{'Y� 7j. ry�,{ r'Y' c T r:\ ._J _.) t..Y ,��--yr�� .^^ 61) 1i .1`� , r 4 ,� c•,✓ L • r.,j if,(k� IT 'i �477 REGEMNG HOLE 5HtW� _ coMpA r SOIL TO PREVENT '• J� Ae-PROAIt LATELY V3 LARGER SEFFLING TrtAN THE ROOTBALL flb SMALL TREE PLANTING/STAKING DETAIL 0 0o q�+aa° LAND5CAPE GENER,-YAL NOTE5 1. THE LANDSCAPE CONTRACTOR SHALL INSURE THAT WORK DOES NOT INTERUPT ESTABLISHED OR PROJECTED DRAINAGE PATTERN. 2. THE LANDSCAPE CONTRACTOR SHALL INSURE ADEQUATE VERTICAL DRAINAGE IN ALL PLANT BEDS AND PLANTERS. VERTICAL DRILLING THROUGH ANY COMPACTED FILL TO NATIVE SOIL SHALL BE ACCOMPLISHED TO INSURE DRAINAGE. 3. THE LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MATERIALS AND ALL WORK AS CALLED FOR ON THE LANDSCAPE PLANS. THE LIST OF PLANT QUANTITIES ACCOMPAYING THE PLANS SHALL BE USED AS GUIDE ONLY. CONTRACTOR SHALL VERIFY ALL QUANTITIES AND REPORT ANY DISCREPANCIES AT TIME OF BIDDING. 4. ALL PLANT MATERIALS SHALL BE GRADED FLORIDA No.1 OR BETTER, OUTLINED UNDER GRADES AND STANDARDS FOR NURSERY PLANTS, DIVISION OF PLANT INDUSTRY, STATE OF FLORIDA, UNLESS OTHERWISE NOTED. 5. ALL PLANT BEDS SHALL BE TOP DRESSED WITH 2"MIN. SHREDDED CYPRESS MULCH. G. LANDSCAPE CONTRACTOR SHALL BE WHOLLY RESPONSIBLE FOR STABILITY AND PLUMB CONDITION OF ALL TREES AND SHRUBS AND SHALL BE LEGALLY LIABLE FOR ANY DAMAGE CAUSED BY INSTABILITY OF ANY PLANT MATERIALS. STAKING OF TREES OR SHRUBS, IF DESIRED OR REQUI5TED BY THE LANDSCAPE DESIGNER SHALL BE DONE UTILIZING A METHOD AGREED UPON BY LANDSCAPE DESIGNER. 7. LANDSCAPE CONTRACTOR SHALL DISPOSE OF STUMPS AND MAJOR ROOTS OF ALL PLANTS TO BE REMOVED, ANY DEPRESSIONS CAUSED BY REMOVAL OPERATIONS SHALL BE FILLED WITH FERTILE, FRIABLE SOIL, PLACED AND COMPACTED 50 AS TO RE-ESTABLISH PROPER GRADE FOR NEW PLANTINGS AND/OR LAWN AREAS. FINISH GRADE BEFORE PLANTING SHALL BE +3'+ BELOW FIN15H SURFACE OF ADJACENT PAVING OR TOP OF ADJACENT CURBS. 8. THE LANSCAPE CONTRACTOR IS RESPONSIBLE FOR TESTING PROJECT SOIL. THE LANDSCAPE CONTRACTOR SHALL VERIFY THAT THE SOILS ON -SITE ARE ACCEPTABLE FOR PROPER GROWTH OF THE PROPOSED PLANT MATERIAL. SHOULD THE CONTRACTOR FIND POOR SOIL CONDITIONS, THE OWNER AND LANDSCAPE DESIGNER MUST BE CONSULTED PRIOR TO PLANTING. 9. ALL GRADES, DIMENSIONS AND EXISTING CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR ON SITE BEFORE CONSTRUCTION BEGINS. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE LANDSCAPE DESIGNER. 10. ALL PROP05ED TREES TO BE INSTALLED EITHER ENTIRELY IN OR ENTIRELY OF PLANTING BEDS. PLANTING REDLINES ARE NOT TO BE OBSTRUCTED, SMOOTH AND FLOWING. 11. LANDSCAPE CONTRACTOR SHALL REVIEW ARCHITECTUAL/ENGINEERING PLANS TO BECOME THROUGHLY FAMILIAR WITH SURFACE AND 5UB-5URFACE UTILITIES. 12. ALL CANOPY TREES TO BE A MINIMUM OF 2" DIAMETER MEASURED 4.5' FT. ABOVE GROUND, WITH A MINIMUM HEIGHT OF 12'. 13. EVERY POSSIBLE SAFEGUARD SHALL BE TAKEN TO PROTECT BUILDING SURFACES, EQUIPMENT AND FURNISHINGS. LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE OR INJURY TO PERSON OR PROPERTY WHICH MAY OCCUR AS A RESULT OF HIS NEGLIGENCE IN THE EXECUTION OF THE WORK. 14. HEDGES DEPICTED IN THESE PLANS SHALL BE CONTINUOUS, AND A MINIMUM OF 24 INGHE5 IN HEIGHT AT THE TIME OF PLANTING. 15. ALL PLANTING SHALL BE INSTALLED IN ACCORDANCE WITH PROFESSIONALLY AND GENERALLY ACCEPTED COMMERCIAL PLANTING PROCEDURE. 16. LANDSCAPING SHALL BE IRRIGATED. 17.OWNER IS RESPONSIBLE FOR THE PROPER MAINTENANCE OF ALL LANDSCAPING, PURSUANT TO CITY OF SANFORD LAND DEVELOPMENT CODE AND ZONING REGULATIONS. 18. THE DEPICTED CANOPY TREE SPECIES MAY BE ALTERED WITH THE SUBSTITUTION OF LOW WATER ZONE USE CANOPY TREES, SELECTED FROM THE APPROVED PLANT SPECIES LIST WITHIN THE ZONING REGULATIONS OF CITY OF SANFORD. THIS APPLIES LIKEWISE TO ANY SUBSTITUTION TO THE DEPICTED HEDGE MATERIAL.... SUCH SU135TITUTIO SHALL ONLY BE MADE WITH; ALL 5PECIFICATION5 AND SPACING, HOWEVER, SHALL NOT BE DEVIATED. ALL DISTURBED OPEN AREAS TO BE LANDSCAPED AS DEPICTED, OR SOD ED. {43 G � A."• iR ✓' � I r - _ _. _ _ — — — __ — — _ _ '+ �•Jf I•': {. �Yf f•1� '� Z.A � °pp p8,� o a w F ,}-' �.� ai 7 2E Z1v ILI � -L � ,c.�• +�. G $°06° g' °' a as :� F. 30" TALL LI 15: 4-20 TOTAL 7y{r/�/ ' /(�\w TOTAL2 LAELU1 �OA<5 L 1 2 �I `L lw �O GYP RU55 [**'IULGH: GO G.Y. RF�V. # DATE \ n BY: �p o 7 1 04/301 r7 � 0 Q Good 7 Cl OQ 00� �Q 0 Q 00 0 l� D 9 0 9 a p 9 p a v J J o ¢V 'u qqq p ¢000 oo 84 °OD gvppoavv�a 99 pOvv° t{2.T t, y ?? A a ?99,? p p p oo' o a qp O o x 4 p4 V 4 \ G �• p UO t OG O O O U p 4 Q p0 �'0 rj -, 0 Q " � Q ri O 'sUrfj Q0 U�O�o 0� O4ry4gn s� �D0-7 �;� t� 1, r,�+++•4t {,n, C 099 Y� '•[� �� moo' ¢ o? o t /0-'i" DRAWN BY Kevin J.S-- poloki x SOUAPF, COT EDGE TPF4ol WIDTH vAPlrs SEE NOTE 10 OF FYISTIOr P AvVDIT (TYP.) W/ SIZE OF PIPE — FINISHED GRADE -\ , '• �t`� 1- 2' WIN. ASPHALTIvco,4r •`r J HEN FLEXIDLE P 1s' G �J SEENOT[ 2� ANGLE WAY VARYSFE NOTE 4PIPE O.D• c V IF h\l� COMMON o w R ! f FILL. C, A,. 9CDDING POCK n. v PIPE FIF.Dn'•lD (SEE NOTE P A 3) ��Y�+Y1�K\1��— 1JN015TURRCD NOTES: EARTH 1. PIPE BEDDIIJr.: SFIECT COMMON FILL COMPACTED TO 95X OF THE WAXIUUu DENSITY AS PER AASHTO T-tltn, A' I u NCI A PER A oT f0 F 1 WAY V OF - 1Y S E wr uu u X O THE I J r nr I CO H I COMPACTED TO 95 TRENCH B lL. U FILL 0 2 T-1.N 1-100. ELC'•'APIF FILL, tO0-125 P.S.L, `HALL BE USED `NIIFRE EXISTING PAYED AREAS ARC AFFECTED. SFE SECTION 32.8.4 OF UTIUTY MANUAL FOR DESIGN MIX. 3. USE OF TYPE. A BEDDING TO BE DETERMINED IN THE FIELD AS DIRECTED BY THE CITY. 4, 15^ WAX. FnR PIPF. DIAMETER LESS THAN 24% Alto 24_ MAX. FOR PIPE DIAMETER 24" AND LARGER. THE MINIMUM DISTANCE SHALL EQUAL THE OUTSIDE DIAMETER OF THC PIPE. 5. WATER SHALL NOT RC PERMITTED IN THE TRENCH DURING CONSTRUCTION. 6. ALL PIPE 10 DE INSTALLED WITH BELL FACING UPSTREAM TO THE DIRECTION OF THE FLOW. 7, REFER TO SrrnNr .52.5 OF THE MANUAL FOR SHEETING AND BRACING IN EXCAVATIONS. SHALL COMPLY WITH STATE OF FLORIDA TRENCH SAFETY ACT. 8. GRAVITY SE',101 UTILIZE TYPE A BEDDING IF REQUIRED BY THE CITY, REDOING DEPTH SHALL OE 4" MUOInIu FOR FIRE DIAMETER LESS THAN 15" AND 6" MRIIu Vu FOR PIPE DIAMETER 16' AND LARGLR, r n Nr n W r V Rr DEPTH 0 Flf 01 ROCK BELOW 9. DEPTH FOR IunvnL Of UNSUHAOLE MATERIAL SHALL OO E i DEF THE PIPE, Inc CITY SIIALL DETERMINE IN THE FIELD IF REUOVAL OF UHSUHARIE WAT(RIAL IS REQUIRED to PTACH A SUITABLE FOUNDATION. 10. ALI. UHPAV(n DISTURBED AREAS SHALL BE SODDED iO MATCH ADJACENT DOMINATE GRASS SPECIES, 11. FINAL RESTF A kTION IN IMPROVED AREAS SHALL RE IN C,OuPLIANCE WITH AIL APPtlrARtr. REC,ULAIIONS OF GOVERNING AGENCIES. SURFACE RESTORATION WITHIN CITY NIrHT-OF-'NAY. SHALL COMPLY WITH REQUIREMENTS OF RIGHT-OF-WAY UTILIZATION REGULATIONS. TYPE A BEDDING AND OPEN —CUT DETAIL CITY OF SANFORD 1999 FIG. 100 MINIMUM LENGTH (FT) TO BE RESTRAINED ON EACH SIDE OF FITTING(S). PVC:C-900/905 PIPE SIZE 4„ 6„ SN 1011 12" 1411 16" 18,E 20n 24„ 90' BEND 45' BEND 22-1/2• BEND 11-1/4' BEND PLUG OR BRANCH OF TEE NOTES: 1. FITTINGS SHALL BE RESTRAINED JOINT TYPE. 2. (NSTAH FULL LENGTHS OF PIPE WITH TOTAL LENGTH CONTAINING ONLY RESIRAINED JOINTS EQUAL TO OR GREATER THAN LENGTH SHOWN IN TABI E. 3• WHEPr TWO OR MORE FITTINGS ARE TOGETHER, USE FITTING WHICH YIELDS GREATEST LENGTH OF RESTRAINED PIPE. 4• IN IJNF VALVES AND THROUGH RUN OF TEES OUTSIDE LIMITS OF RESTRAINED JOINTS FROM OTHER FITTINGS NEED NOT BE RESTRAINED UNLESS OTHERWISE INDICATED. J ACCORDANCE t T Ir 5. LENGTHS SHOWN IN THE TABLE HAVE BEEN CALCULATED WITH THE PROCEDURE OUT LINED ED IN "THRUST ST RESTRAINT DES IGN GN FOR DUCTII E IRON PIPE" AS PUBLISHED BY DIPRA, WITH THE FOLLOWING ASSLILNnTIONS: + TYPF OF PIP PVC HOPE — wOH IIc • S011 FIESIGNA'NON:__—_.__-------- . LAYIF)r: CONDITIONS:_____._— TO PI' COMPLETED BY THE ENGINEER RESTRAINED PIPE TABLE ( PVC—HDPE ) CITY OF SANFORD 1999 FIG. 104A PVC PIPE COLOR WATER MAIN: RLUC TYPICAL PIPE 2" TO 8" PIPE _ s• TAPE IS CENTERED ALONG TOP HALF OF PIPE. 77 POTABLE WATER MAIN POTABLE WATER WAIN/ 10" 10 18• PIPE •• 6' TAPE IS PLACED ALONG BOTH SIDES OF TOP HALF OF PIPF.. r.F, ,1u.A T'!Yi(VI w.r nl+• )nla r-.n n1•• E. 'a �. R,iAM.r ♦Ar[t V n.lAnr r,I(• V. w' w( .. rr, V.'•1 '.�, 20' AND LARGrP P'PE - TAPE IS PLACED 011 BOTH SIDES OF THE TOP HALF OF THE PIPE WITH A THIRD STP'r CENTERED ALONG TOP HALF OF PIPE. .I L41 Mt.�rl.rtt. V•r n•r,w•rtlr.rt. V.M Ix rt ,ht r•rr, ,+I T PAPER BACKED ADHESIVE TAPE (TYPICAL) I..._ 12 ..r'i'71, c• v+AI MAX. ror,JrA nrtr 11A+1 1" tvu+A .Irt+ ..a —TF'' 8 INCHES BLUE TAPE Wrrll nI ACK PERvAHENTLY IMPREGNATED LETTEPING SHALL BE USI'll. THE TAPE SHALL RUN FROM JOINT TO JOINT ALONG THE Pl"T', PorApl,E- W1,IE�9dAIf! .WITH_IUb.Z1N N1H T LQAP_E S PIPE IDENTIFICATION (POTABLE WATER) CITY OF SANFORD 1999 FIG. 110 SOLIAPE CUT EDGE or EXISTNG .., •.nl vAPI[S SEE NOTE 9 W/ ^'fE OF PIPE PAVuENT (TYP,) nN15111n TRADE vul, 2- ASPHALTIC GONC. � w "� y��', '�'II'y FLEXIFllF PAVENEr17 -J =T 117 ^l,i ), u,r,LF vnY VARY-- /�, < m ILASEE NOTE 2 z , "IE NOTE 4- /T>�/A 0 t \ i- / •L //` //�'• SELECT CONuOH o w `o FILL Nllf`I;EIJPHED /. w (SEE NOTE. 3) �!!�/i //._' ...:;://'!/•-: �•-`/IrJ/!` 6 WITES: t ES: 1, F'IPr n-DOING: SELECT COVIJON FILL Cf''JI'ACTED 10 95X OF THE MAXIMUM DENSITY AS PFP AASHIO T-180. 2. TPFIIrH BACKFILL: CCV14ON FILL Cnv'A,'rrD t0 9.0OF 711E MA'fluUu DD+5114 AS Pill AA':n TO T-1110. FLOW.11111 Fill., 100-1)i P.S,L, S`IALI. BE USED WHERE EXISTING PAVED APFAS ARE AFFECTED. .rrEE SECTION 32.11.4 OF UTILITICS MANUAL FOR DESIGN MIX. 3, PIPI' PrrDI,G Unll'<ulr• SELECT Cnvv0J! Fit.)- OR BCDOING ROCK IN ACCORDANCE WITH T-rFE A FlEnnmG AHD TP4NCHWJO DETAIL MAY Pr REQUIRED AS DIRECTED BY THE CITY. A. 15- MAY, rOR, PIPF DIA"FrFP3 L.CSS T11 '1 ?4', AND 24" FOR PIPF. DIAMETER 24' AND LAPOER. THE MIRMUu DISTANCE SHALL COUAL THE OUTSIDE DIAMETER OF THE PIPE. WATFP SHALL NOT RE PERvirrED IN na TRFNCH DURING CONSTRUCTION, r.. ALL PIPE TO BE INSTALLED WITH BELL FACING UPSTREAM TO THE DIRECTION OF THE FLO'A'. 1. RrFrP TO SECH^N 37.5 OF THE 144011!1.1 Ina SHEFTING AND BRACING IN EXCAVATIONS. SP)II. COUPLY 'A'I!H STATE OF FLORIDA IP!,)JCH SAFETY ACT. C, FUJ,L nvSTORAT' N PJ IUPr(P/rn AEr Ac ".I'01 BE IN Cn'JPLIAIICF 'MITI{ ,ALL APPLICARI.E PrI:'NAHDNS OF f0VEP•IHtr, AnVW1W1;. •'1:•r Arf. Rf STOR0.TIO.1 WI•IBN CITY PICHT-OF-'."Al SF,AIL rOuPLY WITH RCO1.11"I VEHIS Or P:rN1r-•Or-'NAY UIILIZA1104 REGULATIONS. 1, All. tPJPAVED DI.rlliParD APFAS SHALT, PF, S(WIDED TO MATCH ADJACENT DOVINAIE GRASS .SFECIr S. TYPE B BEDDING AND OPEN —CUT DETAIL CITY OF SANFORD 1999 FIG. 101 I 4" x 1" )e 1/7" HOT D'i'PEO GAI.VIOIZED OR $P'IILESS Stf.El aF Arwc PUTS 04 BARS —� ALL AROUND CLEARANCE PIPE.) TIE RODS INCLUDING NUTS AND 'HASHERS (SFE SCHrOULE BELOW) r- MECHtHICAL JOINTS FnPlu R/%1��.7Y%;•II r�)J/.::lilA�%fi�,�lYi./TI � STE TRENCH O!-:•' F^R PIPE BED'',- ENCA'r TIE RODS IN --. ,t COVER RFQUIREMFNTS 1-1/7' PVC SLEEA'E 1 NOTES: 1. AD01ric)NAL, Rf PIrOP.CEu PITS $Ii)tL BE AS SPErIFIED PY THE ENGWEER, 2, uIJH:'IM cnur•nre;pJr SiPFHGTH FOR CO"'-fir.fE SHALL HE 3nnn P.S.I. 3, Brpr'•IG, PA(,IOIIA. AND r,nuPACtln'l SHAM, ESE A: $rrr'B'H'.D ELSE'AHrrtE III THE STA':nARD DRAWINGS. 4 AII. C„RW rar1^, c1AlI . Rr Pr I)•JrD PvI P TO n.AC.7III . 5. Nr1 A1t0'NM•'lr SIULL Rr uArr FOP F'+ICIInN IIFl "r•FN I'IE PIPE WAII. AND THE THRUST CGI I lR. 6. DE,1•:I, FPE~`.:TIRE:_ P.5.1.• SCHEDULE OF r ®III ®a o r MMmm Ell_ ___— WATER MAIN THRUST COLLAR DETAIL CI•fY OF SANFORD 1999 FIG. i r)`) GROUND LEVEL VINYL CONTINUOUS WA Y. WARNING TAPE 1"Ir. TYPICAL UTILITY PIPF A. All TITt1J1Y r'PE'S SHAII. BC P,1nrAtIF0 wil'i 6 '•Irtl ..OL VINYL CONTIIIJOOS NON- vF.IA:IJr FOR IOrNTIFICAHON AND WARIJI- 1 P11PPO'ES, RIJPIED . f VE NNE DIRE Af A un'Aluny Pr-•u DEPrN OF 19 IIICHES OR AS APPROVED BY THE CITY, IT SHALL BE COLOR CODED AND 'HORDED AS F;ILLOWS: 1, POTAME WATER 3, GRAVITY SEWER A. C^IrIP; BLUE'.A;IT.4 BUCK LET110411. A. COInR: GPEEN WITH BLACK Lrr - B. li 1'rpenJ G: "C,AIITION: wArrR 1111E B. LFTTFRII)r: 'CAUHON: SEWFR IP:I PUr1:F.D BELO'A' OR SIMILAR WOPr1„n, BURIED BELOW' OR SIMILAR 2• VICLAIHFD 'HATER 4. SUNER FORCE WAIN Acr'l)P:JIHRPLF WITH RI Arx IFftrt Plr A. COLOR: 4POW11 WITH BLACK IF'T 9,, If11rCWNr; 'rAUTInN: PSrimvivi 'vAi1 B. LEIITRINr,: 'CAUTION: SFWEr 1` , F I I,II SB!RTEO Pr LO'N' OR SIUILAR MAN! IUPIED BELOW- OR Stv't A•^ 'A'nRMNG. WORDING. B. A C^T QR-N:^:TFD 14 GAH'.E C0-;f I1JO11S INStJLAN!) 1.4CAIING WIRE SHALL RC INSTALLED ALONG AIL Pr1 .:DPIZfn MAINS. THE WIRES SHILL BE LOnrrD A•10 TICD TO ALL VALVE BOXES. (SFr FIG. Ar1D) UTILITY PIPE WARNING TAPE (SEWER, POTABLE WATER, AND RECLAIMED WATER) CITY OF SANFORD __._= 1999 1 FIG. 1 ' 1 U4nISTUP°r9 CAe1H --r 4 wg ^rE NnTE 1 ^,IFr•r!1 TPr•".' '•: ,Irt TFD I" -NCH IY v"+ 'D' A- SFE NOTE 1 ._ •'• T x t.. ' �% a TAN 4 ,�i/� •MO P.S.I / � • �JNCRETE r — 51nry r�/ BE FORDED SHEETING J.1 / J + 3nnn rS.i. Jl CDNco[:[ „-DOING ;� pax > ' t C IJ D?- + /� /�tI•Z' - uND,STURRLO EARTH f CONCRETE ARCH FULL ENCASEMENT y,rr ;FD tuhJCN U"n1rE•r, •.r Nru 'rF NOTE I u••. (Tr P.) <HEE714r ?? _-.4CAN !/ BE FONuEO .O./2 '//A' PSI '//� r'.'. .i•'• CONCRETE 1 •r I 4 6' WIN. . •:+.. ,. -�- tPJOISTUPRFO EARTH �l/: �,: �iN�Tzr![.�//iATI,�oC.� ✓AA,,. CONCRETE CRADLE NOTES: 1. (•): 15' MAX. FOR PIPC r1ilIFIF11 LESS THAN 74% ANO 24' vAX. FOR PIPE VIAuri?a 24' AND OVER. FOR CONCRETE APrH, TWr MIN, .J-:.IN SHALL BE EQUAL TO OUTSIDE DIAMETER Or rIPE. 2. "D' REFERS TO THE DIAMETER Or THE PIPE. 3. ^T' REFERS TO THE THICKNESS Or THE PIPE. 4 THE Fro FOR CONCRETE ARCi E F CAS M ENT OR FL'I L E+NCASFUFIIT TO RE Of J RUINED IN THE FIELD AS DIRECTED BY THE CIFY. 5. REFER TO SFC7lOIN 32.5 or THE 1-ILITIES MANUAL FOP SHEETING AND BRACING EXCAVAT."IS, 6. ENDS OF ENCASEMENT SIJAIL OF -''RVED, Alto LOCATIONS SHALL BE INDICATED OH RECORD DRAWINGS. CONCRETE ARCH AND ENCASEMENT DETAILS I CITY OF SANFORD 1999 FIG. 102 CONCRETE BLOCK / 35" MIN. COVER OR BRICK AND C 'F NOTE 2) MORTAR WALL FILLING AT BOTH —' ENDS `'•` _�,r�-`JEt!T HOLF P1ST RD JOINT DUCTILE IRON PIPE — 4" MIN.— �. STEEL CASING PIPE -- DUCTILE IRON PIPE -- CASCADE TYPE CASING SPACER NOTES: 1. WHEN CONSTRUCTRrl1 'S WITHIN FOOT .IURISOJCfIOH, ADDITIONAL REQUIREMENTS OF Tr UTILITY ACCOVODANON GUIDE SHALL BE MET. 2. WHERE PRACTICAL, Cf ONG SHALT- EXrFIID 10 FEET BEYOND EDGE OF PAVEMENT Aon ";ALL NOT BE LF'-•S THAN 6 rFET BEYOND `A `r i H ' Ir Ji J J N' 1 UA 111R LONGER r.F v A f A 7 li't t EO E LO E EDGE OF PA 1 CASE. C C CASING FOR DEEPLJ: PORES. 3. AS A COHDITIO'IAL A'. ERFJATE SPACF0 METIJOD, P-IIR-4 FOOT LONG, 4 INCH BY 4 INCH +'?ESSURE TREATED ',V000 S1:P13, WHICH ARE NOTCHED FOR THE OF ONE w.i; `Nlnf STAR:LESS STEEL BANDS, HAVE A HFVEI FO I F : ,ING EDGE, AHD ARE PI ACT IT 90 OFCREES TO EACH OTHER AROIHID THE PIPES, MAY BE USED OH A CASE BY CASE BASIS AS SPECIFICAI I � APPROVED IN WRITIOG BY THE DIPFCTOR. SLIPPAr:E OF iWE .ri"'!S WILL RESULT IN THE REQUIRED USE OF CASCADE TYPE CA!;I•r, SPACERS. BORING AND JACKING DETAIL CITY OF SANFORD 1999 FIG. 106 2" D.I. VENT PIPE W/SCF.EErJ MESH 4' x 4' PRFr I i OPENING AND 4"x4" sPPPQRT POST (TYP. FINISHED CONCRETE VAULT LOCATION) GRADE Ar'. "0 CAST IRON FRAVE AHO COVER WITH 4" MAX. 17-1/4" ACCESS LID. GROUT • PREMOLDED PLASTIC 2" VALVE (TYP.) JOINT FILLER '' 2" P01A. .'•'• 5" WALLS (MIN,)—� 2" PORT WITH THREADED PLUG PIPE PLUG (TYP.)CIIT OUT AND SFAL JOINT 2" NIPPLE WITH MORTAR FOR FORCE r•: MAIN OR WATER MAIN L SEE NOTE 2 VALVETE 2" NIPPLE—_*..•• i ,. SERVICE SADDLE ''�.ZiY ` •�;�`;: PER SPECIFICATION FITTINGS AND -- .� •' 1 _ .••' SECTION 50.5.4 PIPE FOR •' ';� \ .r' ASHALL.i .R.V BE BRASS t `?; Jl .•1: �-•,•) ) ),. ,�J T;: ;'.'�. • :1 + '; c :SAX ti,i? :J'/ �i:.l;{I:i:' 1 t-.,'C lT:..i iKt.f.`�r,�.N':C N:ti.�itL :r, �l F" BEDDING ROCK R" x 19" REINFORCED CCHCRETE FOOTItIC. (IIJITEGRAL WITH PRECAST STRUCTURE) NOTES: 1. ABOVE DETAIL IS nirr:l ON 2 INrti CnVn-NATION AiR/VArlllly RELEASE VAI'AC. DIET AND FIiT'•N'S AC<'OROINr.!+ FOR OTHER VALVE SIJrt A,1O TYrrS• VALVE SITES r0 Rr Dr:r2- vPIFD BY THE E„f.N i-ER AND APPROVED BY THE CIFY P:"117 TO INSTALLATION. 2• THr ulNlullu PIMI -r r tN FROM TOP OF PIPE TO FINISHED GRADE SHALL BE 4,0 FEET.' 3. ALL STRUCTUPF.S TO TRAFFIC BEARING RATED. AIR OR COMBINATION AIR VACUUM RELEASE VALVE DETAIL CITY OF SANFORD1999 FIG. 112_ AREA FOR UNDI 10"PED PLUG SOIL (TYP,) t t t EDGE OF 1}—„ TRF.i;CH �7 (TYP.) CROSS WZ—PLUG CROSS W/ TWO PLUGS AREA FOF TEE WOOD _{) BLOCKING (TYP.) ARFA FOR PLUG TES TEE W,/PLUG AREA FOR AREA FOR 45' BEND TEE .,,1Gw:tx r,A:u AREA FOR PLUG TEE W/ WYE END PLUG THRUST BLOCK DETAILS CITY OF SANFORD 1999 FIG. 103A 30" x 30" x6" rK. CONC. PAD (FLUSH WITH FINISHED f:REEIE) 3" DIA. BRONZE 2" 3" DIA. BRONZE DISC TK. DISC ANCHORED IN ANCHORED IN CONC. PAD y4 RFFIAR' CONC. PAD -STAMP AS STAMP AS REQ'D. ALL AROUND REQ'D• SIZE OF VALVE a TYPE OF VALVE wuix +' 2 SERVICE A. �• �` DIRECTION N NO. . ' TURNS TO OPEN wAIFJt - �'• APPLICABLE VAI VE BOX AND COVER a� ' A"2�A �' ' . •• " , (SEE FIC. 115) :NCHORS 3000 P.I. 2" MIN (. TO BE APPROVED CONC. UIFI. BY CITY) VALVES 16 INCHES AND LARGER 6" TK. CONC. PAD 24" _ �I (FLUSH WITH FINISHED GRADE) N4 RFHARSALL 4 AROUND ' WATER 24" APF'LICA9t E VALVE A,_,•,•�• �. '�1 ' ••~ BOX AND COVER + (SEE FIG. 115) VALVES SMALLER THAN 16 INCHES VALVE BOX PAD DETAIL CITY OF SANFORD I 1999 FIG. 107 2' D.I. VENT PIPE W/ SCREEN MESH 1 T,{ Os' rNING AND 4'X4^ `UnI'ORT POST(1YP. LOCAiIUN) CAST IRON FRnNE AND OVER WITH EXI`TIIl:/ ACCESS UD. PROroSCn GRGUT PAVEMENT �TPNS'IED GRADE OPEPAIOR HANDLE 2' VALVE (TYP.) �'�CAST IRON VALVE BOX 5" WALL (UPI.) TOP SECTION 2' PORT WITH EXTENSION ROD AS 7uREnCED PLUG REQUIRED SEE NOTE 3 r•^n7 2" 90' BEND 2" UNION �-2" NIPPLE 2" BRASS PIPE z' cATE v.ALve FO?CF. MAIN OR WAFER WAIN SERVICE SADDLE PER el'ECIFICATION SECTION 50.5.4 E rn",PFTE �'AUIi 17-1`+" Pr CA D ELASTIC UG (TYP.) N'T'pLE s ~ r REND ''��' •L;i;pl.�;:cR••E:•:. " )`N':%,'.'":�J.:F:.i-:.kit: ,.:']:�,L`�:b,J. a.•:i^ DUIJC ROCK J a" x 16' RrRIFORCEO CD:,CRCIE FOOIIrIG. N^TES: 1. AP,IVF PCTAR IS DA°En Prl 2 INra COVIVII010H AIR/VACUUM 4' MAX. PREu0L0E JOINT FILLER Prl EASE V•11 VE. C'JAIJnC PWC AND FIITINT•S ACCORDINGLY FOR OTuCR VAI_1'C SIZES AND TYPES. VALVE SIDES TO RE DETERMINED BY THE ENGINEER AND APPROVED BY THE CITY PRIOR TO INSTAL- LATION. 2. THE WINIvUU nlurrlaON FROM EL BOW INVERT TO FINISHED GRADE SHALL BF. 4.0 FEET. 3. THE AIR RELEASE VALVE SHALL BE ADEQUATELY SUPPORTED. OFFSET AIR OR COMBINATION AIR/VACUUM RELEASE VALVE DETAIL CITY OF SANFORD 1999 FIG. 113 OFFSET (AS REWD) ' EDGE OF CROSQCUI urJDlSruREt•D SOIL (TYP.) TRENCH WIDTH THRUST 1 FITTING BLINDS WOOD FORM ROAROS 1101HID BELL SHALL NOT INTFRFFRE \ WITH JOINT (TYP.) 0 CONCRETE THRUST T BLOCK (TYP.) H/2 , fl _ 7 � EDGE OF R N T E CH THRUST BLOCK 1 R AREA (SQ. FT.) (TYP.) MITJ, cONC.RETE THRUST BLOCK NOTES: 1, THPW I III Br A4P,G AREAS SHALL PF POURED AGAUIST UIJr'•''0 WAIFPIAL. WHIRL TRIHCN 'NAIL HAS BEEN DISr'rPFP, EXCAVATE ALL LOOSE MATERIAL AND EXTEND i0 (I:PISTURBED u.ITERIAL 2. EYIFl:P YPik"ST R:0CK FULL LENr,TN nr FIi1WGS. JOINTS, NOT' A'!O PnLTS SHALL NOT RC rOVrvr') Rf THPUST BLV'%`' . FIFIINr•S SHILL BE PROIfr,:r0 Of POLYETHYLENE FILM (B MIL.) PRIOR TO PLACING CONCREIE THRUST BLOCK. 3• POUr.H a1n�t1NC FORMS SHALL BE USED ALONG SIDES OF DIP'Ici R:r'`.KS AS REQUIRED. 1 , n-• nu u v i • A tt C. ,A I I FI , i R. K •N B USED I ION AS REQUIRED 4 i S SHALL E SE t • v r i I N ARRAN, JT Slll n'F. SPECIFIC FITTING F E f0 . 5. ALL •A'^^^ vIOCI(ING SHALL BE PRES':I'PF TPF,TFO WITH rRf SFRVATIVE IF FORMS ARE TO REMAIN IN PLACE. 6. ALL. T`IRtKT 9LOCKS 5HALL BE ALLO'A'rD TO SET FIVE (5) DAYS RE r^PF P:r SSURE TESTING, UNLESS HIr.H EARLY STRENGTH CP• r. iE IS USED AND CITY HAS APPROVED A SHORTER PEPIOD. sacLiAE Elm tim5r Ex= KcEAs 11t aQ43J •° m In •° w m II-t/2 CR ro Il-1/A C R 10 ENE t cnto [t.•>sal `vo to 12 .+a •.i alci .w• A R LPIY� i •CJ � �r Ul rti A fL A ,O�•4 �F n.a • Io DE awu= nr D"ux THRUST BLOCK DETAILS CITY OF SANFORD 1999 FIG. 103B PVC PIPE COLORS GRAVITY SE'NER: SOLID TIGHT rRFFN FORCE MAIN: SOUO LIGHT G=EE1 TYPICAL PIPE 4" TO 8' PIPE - 6" TAPE IS CF':"-Fn ALONG TOP HALF OF PIPE. •rWER LINE SEWER LINE ,y 10" TO 1B' PIPE - 6'IAPr I; VI ACED ALOHr BOTH SIDES nr 1nP HALF OF PIPC. AKI .... nr .r.r, _, ..• A.r j 20' AND I.ARr.;'R PIPF _ r1:E 1; NACED OH ROTH SIDES Or THr TOP HALF OF THE PIPE 'KITH A THIRD STPIP CEI:!FRID Atr..•Ir, TOP HALF OF PIPE. .. yr ..• .- ;'li-r %. r••E f PAPER BACKED A�D�,H-_E-_[%•,//�.., v!'rrL TA E (TYPICAL) I L�1" •i '��1J _ r r 1 r a•1 t t I '' 'A'f � :•ITS I F 1 7 iH A ,K i FOR F f BL l H � L FOR $F'r: 1'R F(Y^CL VLIN •. 'A"r ':IIALL RC RP;NH WITH IIArK I.I.i'r P'NC, TAPE SHALL RUN FROM JOPJ1 TO JOINT ALONG THE LENGTH OF THE. PIPE. ALL FQRCE MAINS AND DUCTILE RQN GRAVITY LINES WITH IDENTIFICATION TAPE HTS PIPE IDENTIFICATION (SEWER - FORCE MAIN AND GRAVITY) CITY OF SANFORD 1999 FIG. 108 AIL LETTERS 2' IN HEIGHT W;]" 3,4- SPACING BEFHEEN ROWS IRRIGATING WITH 2" 3,4 RECLAIMED 12" WATER DO NOi°DRINK 36" (MAX) 0 0 1/2' ROPOER ° ° • o 0 NOTES: 1. Nrl':HT „r a^4 •A"•I OrPENO nN LOCAIi)N Alin n,1C*-v4 ILtr I A':G'X1, r P n 1701S. IN ALL CASES, THE SlrN SNIIL RE wln F (.. •.Ir f --JC. 2. aArsc:-...D '--NHL eE PA4IORr PURPLE 522C. LEt1ERS SHALL A•Iv' DE [. 3. ENC,Nrr. P•4r r,:,rE VEFLECINt WAIERIALS SHALL RE USED. 4. POCf '",.. nr ❑ rHig4r1 2 LR. Nn1=r'JET) u`r.N icv-••E PHI CIA mILET SIEEL HOT DIP GALYAI41/FD PER ASIW A-1.'.l. 5. WOUNT11,11 ",.'APE 514ALL BE STAINLESS STEEL 6. 51'•'IS gM,1l. nr r ArEn PY 1wr CCNivirtnP IN Arrr:eH ^F -x-IN THE C•1'f ,r"P;'vr0 EIJr1NFER:ING PLANS AND/OR AS APf ROVED BY THE UTItlllrc pwl(TOR. RECLAIMED WATER IRRIGATION SIGN CITY OF r-ANFORD 1999 FIG. 114 MINIMUM LENGTH (FT) TO BE RESTRAINED ON EACH SIDE OF FITTING(S). DIP: CL350 PIPE SIZE 411 6" 8" 10" 12" 1 4" 16" i F3" 20" 24" 90' BEND 45' BFND 22-1/2' BEND 11-1/4' BEND PLUG OR BRANCH OF TFIE NOTES: 1. FITTINGS SHALL BE RESTRAINED JOINT TYPE. 2, INSTALL FULL LENGTHS OF PIPE WITH TOTAL LENGTH coNrnINING ONLY RESTRAINED JOINTS EQUAL TO OR GREATER THAN LENGTH SHOWN IN TABLE. J C AP E Ir INHERE J R M R C W 3 TWO 0 MORE FITTIh .S A E TO ,ETHER USE FITTING RICH YIELDS GREATEST LENGTH OF RESTRAINED PIPE. 4. IN LINE VALVES AND THROUGFI RUN OF TEES OlUr51OF.. LIMITS OF RESTRAINED JOINTS FROM OTHER FITTINGS NEED NOr BE HESrRAINED UNLESS OTHERWISE INDICATED. 5. LEFICTH`; SHO`JJII IN THE TAHI E HAVE BEEN CALCULATED IH ACCORDANCE WITH THE PROCEDURE OUTLI'IFD IN "THRUST RCSTRAIFIr DFcInN FOR DUCTILE. IRON PIPE" AS PUBLISHED BY DIPRA, WITH THE FOLLOWING ASSUMPTIONS: • TYPE OF PIPE:_ DIP : WORKING • SOIL DESIGNATION:________ . LAYING CONDITIONS: ' TO BE COMPLETED BY THE FLICIHEER 6. FOR Hf)c'F, PIPE OR PIPE ENI-ASED IN POLYETHYLENE, USF, VALUES GIVEN IN PARENTHESES OR INCREASE THE GIVEN VALUE BY A FACTOR OF 1.5. RESTRAINED PIPE TABLE ( DIP CITY OF SANFORD 1999 FIG. 1040 P`(C PIPE COLOR PANWHE PIIPPL.E 5Z2C TYPICAL PIPE 2' i0 8" PIPE - 6' TAPE IS CENTERED ALONE TOP HALF OF PIPE PFr1AIWED WATER WAIN ' ,Rrr.L.AIVED WATER WALK 1!I' TO 18' PIPE - 6' TAPE IS PLACED ALONG BOTH SIDES OF NNE TOP HALF Or PII'F, 70" AND I APnER PIPE - TAPE IS PLACED ON POTH SIII15 OF TOP HALF OF PIPE WITH A THIRD STRIP CENTERED ALONG TOP HALF OF PIPE. PAPER BACKED ADHESIVE VINYL TAPE (TYPICAL) +7. NA , .. ,.P• ,.., «.. .,.....a ...nI 1' It, IICI [ S Wv• GHATED tFFrruNlr SNAIL 13C W4Fn, TIIF fAPF 5-HALL RU FROM JOINT TO JOINT ALONG THE LENGTH OF THE PIPE. RECLAIMED WATER MAINS WITH IDENTIFICATION TQeE KTS PIPE IDENTIFICATION (RECLAIMED WATER) _T CITY OF 'DANFORD 1999 = FIG. 109 CAUTION MODIFICATION OF THESE DETAILS BY 'ION -CITY OF SANFORD PERSONNEL, OTHER THAN THE FILLING IN OF BLANK INFORMATION LOCATIONS, SHALL RESULT IN THE WITHDRAWAL OF THE UTILITIES DEPARTMENT'S APPROVAL OF TIIE SUBJECT ENGINEERING PLANS. CITY OF SANFORD UTILITY STANDARD DETAILS I DATE 1 999 1 APPROVED M. CRUMPTON PE i DET001 r crvcruT r vzruuv vv Iaa0aaQQa000❑ l a Q a a 011000 QQU 000000000000 CIE) UUUUUUUUUU ALIQUOT] LIU UOUQU U U EfECLA-14EQ U U U ❑ Q WATER O a a O❑ vvwtrLr QUO ❑Qa000gUUQU11 00a0U11U1311aaQ ❑aq0 U a UUUa Qa ❑QaUE]0a as U a RU'L AIMED WATER 4-0 QaQULT U000LI UQU ❑q❑❑qa Oqa❑ ❑UaaQa0UUUQ Q Q UOq QO asa QU SEWER UUU ❑Q OU Opa OU❑ Qap ❑EIQQQQ a O as UU aOaaaaUa a❑ ❑aaaUaQa U a a a b 0 / SEWER ❑UQQ ❑ Q 0 rJUaa EIU000OQaO UQEI.. .Ell]0 ❑aU(a�00aaG000 Cl a 0 WATER ❑UQ urr ❑Q❑ QaQQQaggaGp❑ ❑UaQGQQOO❑ El El Qa❑ PO TABLE WATER NOTE: APPLY TWO COATS OF EXTERIOR ENAMEL PAINT: PURPLE - RECLAIMED WATER GREEN - SEWER BLUE - POTABLE WATER TYPICAL VALVE BOX COVER DETAILS CITY OF SANFORD 1999 FIG. 115 SET TOP OF VALVE BOX AT FINI",HF.D GRADE FINISI(FD GRADE --� SEE NOTE 2 M.J. PLUG VALVE CONTINUOUS COI nR CODED 14 Gnu r INSULATED WIRE' (FIAT( -METALLIC PIPES ONLY) WASTF.WArCR FORCE MAIN COVER (SEE FIGURE 115) /-CONCRETE PAD IN UNPAVFO AREAS (SEE FIGURE 107) ADJUSTABLE CAST IRON VALVE BOX -BOX SHALL REST ON BEDDING ROCK, NOT ON VALVE OR PIPE AND SHALL BE CENTERFD ON nT ERnTINr, NUT 6" BCODING ROCK NO ES: 1 PVCMAY USED ' N VALVE BOX INSTALLATION. EXTENSIONS Y RE l _EO 0 L E ?. THE ACTUATING )TUT FOR OFFPER VALVES SHALL HE EXTENDED r0 WITHIN 4 FOOT DEPTH BELOW FINISHED GRADE. PLUG VALVE AND BOX DETAIL CITY OF SANFORD 1999 FIG. 203 X9 ALUM. CLIPS 2'-0" MAY.. 10'-0" TO CFNtFR VAY SPACING R& - TOP RAIL POST CAP STRETCHER POST S y9 HE WIRES CORNER - 12" O.C. 3/8" ROUND TFTUSS BARS LINE POST (SEE NOTE 1) TURNBUCKLE TENSION WIRE GRADE 1 K, 3000 PSI CONCRETE -t s IT 6-1- - 12r, F E Llf U O ETAlL 3/8" ADJ. GATE POST (GATE CORI4ER TRUSS RODS (-GATE FRAME f GArE POST �- II - --3000 P.S.I. _CENTER STOP L h6. CONCRETE 12" x 12" x 162» 20' MAX. DOUBLE SWING GATE DETAIL NO F_S: 1. T"D!1::S BARS ARE REQUIRED FOR EACH GATE SECTION AND THE FIRST SPAN ON EACH SIDE OF A CORNER POST ONLY. 2. All. MATERIALS SHALL HAVE A FACTORY APPLIED BLACK VINYL COATING. CHAIN LINK FENCE DETAIL CITY OF SANFORD 1999 FIG. 304 0 I M 0 I M 6" FLACK STEEL MI11. �- CONC. FILLED, PRIMED AND PAINTED OSHA YELLOW (2 COATS) FINISHED GRADE III -I 11= I •-III=1 I I, ; 1 ' r� 24" DIA. M!H. ' 3000 PSI CONC. HO rE: ':IfE tOCATInN ASH) THE 0F.V:,'T7 TO RE PROTECTED MAY RFOUIRE A LARGER DIAULTrR PIPE AN" COIJC!-'I rE ANCHOR. DOLLARD CITY OF SANFORD 1999 FIG. 1 IF) r '1I711 I r 5• IIo 1Jr•H_ I I'IE J $r'A r.R 4+IN I��SILE V+,RIES 3' MAX. 5' Ay 'K(E _4prNR 5' 04ArJClI (SEE NOTE 2) F, uruo"11-1.EE I PERVkyr-T pt- rtr,"Our PU10 (IrF) "r Ir (cn HATE 1) IPv r J n. r � �LOCAT^v t•r . , n+„n PLAN (SEE NOTE 2) '1? n11011WO r.nr 111E TO DT rp) AT IN F' r:. r..- aq*A Pr6 Jc .., r .. Sr" (.• t.,•.) ,S gCr)'.nDFO r^R (SrE NOTE 1) (''"' S CHEp ww .'4VICE (3' 4IN.) (rfp.) ,: rro mlr cry J•:r $r RYICE I!`IF5: 1. INVT+r Or LATERAL SI+AIt. NOT F.,:'rP St " 4 wP: RELOW SPRUJC LPIE 7. GrPt•!'-r CLFAH-•OUTS SNAIL RE WlrALIFr• AT T+WE OF BUILDING C01+S1R!1CTInN nP nY r••r . rnNtPArr . A. CITY trPPOVED CIICTR-Jlr I'ATPIG f):•'IF.I- ;HAII HE IHSTALLr.D AT IIIr. END OF FACtI 'FNSTUR-•C!!:, I RT1:t'R "TtAI. SFRVIr•r ; !:JJAI I. nr 4 wf?II - S I10N- gESIOFNIIAL SERVICES SHALL 9E A FICHES IN DliurTCR AS A 4'Hlut'v. ... Urrr"'n1IC LOCAMR ()E`/ICCS SI,A!L BC "!ArrD A''JACENT TO TILE STUOOUT FOP EACH SFRVICE. (SF.r SECTIO,1 43.4 nr THE UTILITIES MANUAL). SANITARY SEWER LATERAL DETAIL CITY OF SANFORD 1999 FI(,. 2() 1, TR.^•'a'r I._ r•1:'.11rn CONCRETE PINCHING CONCRETE BASE SEE MAN,+CIE � COvuFCTIO,f �F. DETAILS �L� o 5 i MA,IHnIF F24uF. t COVER (SEE FJf:�IRE 202) SET COVERS FLUSH IN PAVrO ARCAS A AT FRAVES RFODLD IN MORTAR ELIVATIONS SWO'NN IN 4ti-- �``•J ': UNPA'rC0 AREAS. ' Y"=:-�1 'E a .. 2 C011q•Lr S Or PRICK (MIN,) 4 COURSrS (MAX.) I'_r' U41 Jr 3'_0' MAX. u+SIDE 'NA DUTSlOE WALL () pgE..roi VED pl^'u!•to ; r''n'+Y 10AT111G1, JOINT SURFACES PER SPECIFICATIONS A'-0" . 1-1. < 1t RIWED (SEE NOTE 5) P�4F eIJ^44T JQiHTP 50F CES S14U7 'A11H panTt f Tl`rE 'NVAr^Fa "NCHING PER SPECIFICATIONS L -'T ('wRA"^ra f0 IT �•. '.. > Cr'VuIFIrD BE REMOVED) REIIJFOP.CEUENT AND JOINT Jr.eli 'A^TH M "• S41:LECE-OUT DETAIL TO PE OFSIGNED BY I 5OUEEZE-OUT THE ENGINEER AND � APPROVED BY THE Y,•YYr ,YY��---.,`-tr 1-_r ➢OE TAJ BEDDING ROCK 2" DIN• CArr- IN r• ,.F rL-rrASr M.^•r•., Irulr CONCRLIE RASE BASE TYPICAL MANHOLE DETAIL CITY OF SANFORD 1999 FIG. 200A PRODUCTS AND MATERIALS: A. PIPE PIPE SHALL BF Srljmt,, F 40 PVC SOLVENT WELD PIPE CO,+r0RuU1G TO ASTV D1784 AND 01785. B. FIttPJGS FI T'PIr, S SNAIL 'IF, Or VIC DRAW 'A'ASIE 0111 VOLT TYPE "'TH FnL- VENT WELD Cn11,JECIID9S, FITIINGS SHALL CONFORM TO ASTM F348, D2466 AND D3036. C. PVC CLEANER. PRIUFR_AIJO GLUE A SEPARATE CIFA»FP, 1•vlut'4 A+JD GLUE c l(L RE USrD F"R THE SOLVENT 'HELD AND CONFORM TO ASIM DESI,NATION D2554. INSTALLATION DETAILS: ILU!STRATED RFLOW ARE 0110115 FOR T'IF PISTAILATInl rr THE NF'N SANITARY SEWER LAILRAL FOR CONNECTION TO THE. VACUUM SFW13 SYSTEM. Sr> (S1+I CTAIL IMS S1Ir CT) L- - S,L" - (SR Cf?"L THIS 31 1 FT) s"+• cur v,r..•.•J 'nlYr � (vlJrAn rtic) S r'•Arr nT YAf III i,. 'J„J •vr'Ir 1.( �c R,JI([ 4' DIA 6' lt,; SPOnL P'rrE 'A'I-., 1/8" S IAINI ESS Sif.FL MESH (RASH GUJ=O 90' WHO 90' BEND -. 7/- 4' PVC RISER 4' PVC C.O. THREADED CAP A. 1 h�''j 45' REND STRUCTURE -- '; .I:o. h �� TEE O.W.Y. k'fE I' SCH 40 PVC C.U. T'l.PICA1_ SERVICE ',ENT_AND CLEAN -OUT DETAIL VACUUM SEWER SERVICE LATERAL SPECIFICATIONS CITY OF SAHFGPD 1999 FIG. 205 r"Drr W.nl u111:1'4r Illlrrl MATERIAL MANUFACTURER OIAUI-rER /I11r l+r rj) HEISHT (EI.ET) S...F 7••12 :'.') :'1••�"� 3'i li"53 Sa • SO fit-r,5 5'1-72 NOrES: 1. MAMunLE SHOWN IS FOR SEWER SI,:F 1$" TUaU 24". SEE SECTION 20.4.3 OF THE WANUAL FOR MANHOLE OIAuFfLR FOR SEWCRS LARGER THAN 24". 2. Ow)P CONNECTIONS ARE REQUIPED WHENCVr Fr INVERT OF INFLUENT SEWER IS 24" OR MORE ABOVE THE INVERT OF THE MANHOLE. SEE MANHOLE CwINECIION DETAILS. 3. APPROVED CONCENTRIC CONE. DESIGN MAY BF. USIA AS AN ALTERNATIVE. 4, EACH BENCH 'HALL SIIALL BE A MDBMUM OF 18 INCHES LONG FROM THE WALL. OF THE MANHOLE TOWARD THE CENTER. 5. MANt+OLES RCCEIVING FORCE MAIN DISCHARnF ,HALL HAVE AN INTERIOR LINER AS SPECIFIED IN SECTION 42.2.2 OF THE UTIUIILS MANUAL TYPICAL MANHOLE DETAIL CITY OF SANFORD 1999 FIG. 200D HINCO DWV 90- STREET FLL COMBINED VALVE PIT AND TANK ARRANGEMENT CITY OF' SANFORD 1999 FIG. 206 PRF.CAl,r MA 110+71 F• WALL INLET COWIECT!ON AS REQUIRED STANDARD DROP DETAIL TEE �-INrLUFNT SEWER (SEE NOTE S) CONCRETE r"rA-,ruEN1 OF VERTICAL PIrl --DROP PIPE (SEE NOTE 1) 9D' BEND PRECAST MAIIHOLE WALL COLLAR EIICACrr+ IN )ln•J_SHRPJK naMt! FLUSH 'MIN uAlIN01-E PVC OR DIP WALL (SEE NOTE 2) SPECIAL DETAIL FOR 24' DLAMLTER PIPE AND LARGER pRr CA'T w.IeIOLE� •.�• WALL T: ST&WI-F. SS STEEL-�_[ r PVC 0� BAND L HIP ST4INLESS STEEL :.. PIPE CLAMP RESIT IFNT CONNECTOR STANDARD PRECAST MANHOLE PIPE CONNECTION NOTES: 1 PR- PI-E ANT` SHALL PC OF EQUAL SIIE AND WArFRIAL AS THE WrL!IENT SEWER. 2. THE CITY MAY APlnN r AI.TERtfATE WATERTIGHT CO'blECTICtl DETAILS FOR CO!J•IECNON OF 24" DIAMETER PIPES AND LARCER. 3. A•J OI)T'{lor P-P 1"1-CTION 9+)I.L BE RF.O!PPfn FOR ALL PIFLUENT WHICH HAVE AN IN'ICRT 24- nP WORE ABOVE THE OUTFLOW PIPE INVERT. MANHOLE CONNECTION DETAILS CITY OF SANFORD 1999 FIG. 201 o 'A' r, JJ ') .� O L i 7 Ir_ + ' V lK V N Q O O O n n. h u u 2 w) -r 4 7 7 r+ N O , A 0, a, n. a, i" U N V n Z M Yl P Y Y j � Q=♦ N 17r=� u=6 r� 0=4 0=4 ova 0=1 as O� a -0 (� 00 00 0 1- W J > O W n 7 O � V 3 O N � rc Ua r �t 1S-• U � 2 7 � rc � u '4 O Y O L W h IJ j V VC, rL -( I., I O cI, WG I vu(Z O ✓ 3 0 o t % 1TDARQ AiBYAC-PAC-K_AU CITY OF SANFORD 1999 FIG. 207 RAISFD 1-1/2" LErTEL'S FLU,I1 WITH TOP OF COVER ",r.tnlnRY" OR "WArFR AIR REIFASE" "SEWER AIR RE'rAcr "nD "CrY,DSA 'AJATCD" AS APPLICABLE PLAN ALL COVERS USF "AS" OR EQUAL. n "CITY' CIF SANFORD" FOR CITY MAINIAINED FACILHILS ONLY 2 ?ION-- PFNETRATING PICK HOLES UACIIINED EAnTPJr, SURFACES 1-1/2" MIN. u101F FRAME: USF "2"LI" I INLET FRAME: USF "1295" OR EQUAL. ELEVATION STANDARD MANHOLE FRAME AND COVER CITY OF SANFORD 1999 FIG. 202 4" (HICK SOOT) PSILIMITS OF TRACT TO FIF. CONCRETE SLAF3 DEDICATED TO CIT( OF SANFORD TO WITHIN 3" OF FENCE 1' CHAIN LINK FEFCE RTU ANfEtJNA PER SECTION 22.3.10 AND 46.8 OF TIDE M A 1111AI_ (SEE FIGURE 301) 5' # IRRIGATION SYSTEM (TYP) uvwie . t f,21JfR0l_ PANEL eto I^' MIN (SEE FIGl1RE 301) 3/4" IRpIUATIOtT 1" 'N4iFIJ SERVICE METER Iln� E [)Illl) z 'M'Pr W/UFP DEVICE >« .� GONC,HETE � z - i R/,'/ .5' Slnt A,Al 2 - 6' S'A I I G GATE BACK OF CURB STREET LIGHT S/a" POrANIE C/L - PUBLIC R/'N A'^TER t+Efl:k RFCL.AIVFD WATER MAIN * THIS DIIJFrJ'UGH SHALL nE EOUAI. TO THE DEPTH OF THE W WET WELL. NOTES: PF FAII 1. DRIVEWAY AND APRON SHALL BE SIX (6) INCH THICK. 3000 P.S.I. CONCvFtr. 2. PO4'rw TO THE PUMP STATION SHALL, nE THROUGH UNDERGROUND COROUIT FROM SUPPLY SOURCE IN RIGHT OF WAY. 3. Lp4DSCAPPIG SHALL RE REQUIRED AR0141D PFPIMCTF.R OF FENCE. 4. DEvCI00FD ¢NAIL ItISrAIL AN AtI'nMA•If'ALLY CONNIOLLEO AC J"' FvrD 5I'QI`JKLER SYJTEM FOR LANDSCAPING. RECLAIMED WATER SHALL BE USED WHERE AVAILAM E 5. ENr41FrR -ALL PPOVInF A SCALED (I" = 20' MIN,) SITE SPECIr'C DF TAIL DRAWING ON FIGI'PE 302. 6. THE DR'F!nIlrP SHALL HE RESPON;IHIF FOR ALL UTILITY ACCOUNTS DUwpJC CONSTRUCTION UNTIL PROJECT IS ACCEPTED BY THE CITY, PUMP STATION TYPICAL SITE PLAN CITY OF SANFORD 1999 FIG. 300 CAUTION MODIFICATION OF THESE DETAILS BY NON ---CITY OF SANFORD PERSONNEL, OTHER T HAH THE FILLING IN OF BLANK INFORMATION LOCATIONS, SHALL RESULT IN THE WITHDRAWAL OF THE UTILITIES DEPARTMENT'S APPROVAL OF THE SUBJECT ENGINEERING PLANS. � Xref F:\USERS\SWEETD\ACAD\FiU305.dw CITY OF SANFORD UTILITY STANDARD DETAILS DATE 1999 APPROVED M. CRUMPTON PEI DET002 SET T110 OF VALVE BOX TO F1111 AHED GRADE FIH1511i'D GRADE -,,- SEE NOTE 2 RES11 lf'tIT SEAT - M, J. ,,ATE VALVE WATET( MAIN c0NT1NUrH51 COLOR CODED 14 GAUC.r. I'! SULATED COPPER LOCATING WIRE COVER (SEE FIGURE 115) COfNCRFTF PAD IN UNPAVED AREAS (SEE FIGURE 107) ADJUSTABLE. CAST IRON VALVE [lox BOX SFIALL. REST Oil BEDDING ROCK HOT ON VALVE OR PIPE AND SHALL BE CENTERED ON OPERATING NUT " BEDDING ROCK NOTES: I. PVC EXTENSIONS MAY BE USED ON VALVE BOX INSTALLATION, 2. THE ACTUATING NUT FOR DEEPER VALVES SHALL BE EXTENDED TO WITHIN 4 FOOT DEPTH BELOW FINISHED GRADE. 3. CONTRACTOR SHALL PROVIDE THE CITY WITH VALVE KEYS IN ACCORDANCE WITH SECTION 52.4 OF THE UTILITIES MANUAL, GATE VALVE AND BOX DETAIL CITY OF SANFORD 1999 FIG. 400 BALL VALVE Fro 2 NICHES AND OFI r'A' (DOMESTIC A CATION ONLY. 2 TEST C(N•✓ (I THRF.A000 -- NIPPLE (TYp.) e1 on r r r` fgOU WAIN t 7 i r^ TRm. ro mr Mli-tF. CHECK OR °;"DUCFD P°ESSURE ZONE ❑FTrCTrR ACSFVPLY AS APPROVED RY THE CITY DIELECTRIC UNION (2 R(QUIRED) err RFHU (2 REOUIREU) .it OFF T r, SERVICE 2 INCH L ANQ_BELOW ASSEMBLY NOTL 1. All PIPE FITTINGS, WATERIAI , LABOR, AND APPURTENANCES SHALL RE r•UI I`I.II.O BY THE CONTRACTOR. 2. All P!a'E AND FITTINCS TWO (7) INCHES AND SMALLER SHALL BE rHPEADED '('OFOULE 40 GALVANIZED STEEL OR BRASS. (FIGURE 500A). 3, AIL PIPE AND FITTINGS THREE (3) INCiICS AND LARGER SHAI•L BE aF';;TPAINED •InINT n11r.11LF. IRON PIPE. ABOVE GRADE JOINTS SHALL BE FACTORY-FLA'10E0, (FIGURE 50011). 4, VAI. r7 SHALL HE CHAINED CLOSLE.(rIGURE 5000) S. All. 9"PE LINES SHALL BE AS APPROVED BY THE FIRE DEPT. (FIGTJRF 500B). 6, Sur rNUPE ASSEuHLY SHALL BE PAVlfED SAFETY REO FOR FIRE PROTECTION USES r"' PLACK FOR ALL OTHER USES. 7. n cAty VALVE SHALL BE INSTALLED AT THE ASSEMBLY'S CONNECTION POINT If, IME MAIN. (FIGURE 5000) DOUBLE HECK OR REDUCED PRESSURE ZONE DETECTOR ASSEMBLY CITY OF' SANFORD 1999 FIG. 500A TEMPORARY JUMPER CONNECTION NOTES: 1. A f-m;w y )amp+, connncllon I, rn9ul.d at all eonroctione bnl,reon a 11fing nctl,o ten+. rn"ln% and proposed new water main Improvement., 2. the dal, -II r • ,• la to be Uswd for Illllnq any new woler main of any elre from •,Is flop ,•'+r maim and for flushing of n,w main, up to AINCHES IN DI1UETI Pn (2 5 FF'3minlmum velocity) and for putllng barl.riologrcal IOmpl., from Ony now -a,.. ..... 11) of any Alt.. The Jump-, connncllon shall be molofolned until nllnr fllllng, fh,shing• f••'h,a a^d dhinf.cllon of the new morn hae boon viec. fvily conspl•l,d and cl.wnan. r"r .11 from the Florida D•parimont of Enylronmenfal Protection (FDEP) and oih.r P.•O^•^r a7.nrl•s hove been r•c•hod, The lump•r connection skull oleo b, us+d to mnlnforn n .•dnimum presaurs of 20 PIT In the nsw mains offer disloferflnn and until the FOF.P rl ^-• 1•I1•r Is obtained ad«quote. Thrv•1 blorking and/or r..Ira1nM shrill be prp.Td•d I••-•norn'Ily, ae renulrod. Pipe and fllllnas uisd for conn•rting the no. pia• to the ..I.Nng FIT- sN•,il be disinfected prior to InelollnNon In accordance wllh A'W'WA CESi, 1"2 eW0, Iho lapping sleeve and the oat,rtor of the main to be topped shall be dwnrec'.,} by eprvylng or .wobbing per s•ellon 11 of AA^WA C651-92. 3. Flu•hln0 of 1n inch•% in diameter and larg.r water maim may be done throvph the do -In valve undo, very controlled conditions. The following procedures shall be folio-ed: A. The IT•- I.. +ol a shall be operated and prenurrs 1oNod In the pro.enre of the ulllty anmrr+.•'y it engineer engineer to Yerlly wofe Itghtno.s prior to fIo-In. Yet— hl,.h n e not -I., Na'•I shall be replaced with a now valve Installed Immodlalely ad)aesnt to ,the I.akh•a vvlr., H, The I«••r;: n•,,ry )vmpor conna0lan shoal be co+ irucfod a, d+fallorl. The Jumper cane 11L . bell be us,d to fill the new wnleov r main and for prldlnq wol-r for baa- Ierloloal„^I snmplinq of the now main at requlrsd by the FDEP permit. • Flu•hinq 0, 11 not be oH•mpted during p.qk domund hours of the TYIvfinq -at-, mntn.. • All do-"•!••om Yolves In the syslnm must he open prior In op•ning thn Ito. -In Yalen. • Proddo I^. nod manitor film praseurs In the Ito -In point. The pressure In the esTlting main .....1 not drop below 35 psi, • The I• -'-+ vnl,o aholl be opened a few turns only, ensuring a pressure drop across Iho valve Is gr snl.r than 10 psi. C. The II. -In Maly. shall be locked elneod by the utility cnmpnny until flushing healn,. 0. Th, Ile -In vow. ,hall be opened only for fluehinq of the new main. The prvcndurs skin b. dirncl.d by the utility company and obli r sd by the englno.r, E. Afl•r f!v•'+rna. the Tie-in valet shut( be closod and locked In the eto,ed pwillon by Iho utpl'.• company. 4. Th. reel,,,"L.r .boll provid, documantofinn dnrn°nolrnNnq that the doubt, 0h ul, hnr4flnw provnnlinn H•'n has boon tailed and Is In good wo•king order of The Thee of In•Iallallon. 5. Ex PI as ,- ;,dr.d to flush lines of 9•.o1er than 9 Inches In dlomoi,r, the tie -In ,hall r-,_n, ❑io•,d and shall be locked In the clo,•d poi0lon by the utility compoaf. The It. -In An" .hall remain locked ciot.d until The new .ydom has been cl•ored far It— by FDEP and nil olh•r peHlnent agenclas. 6. Upon rererrl rf cl•oranee for use from FDEP and all other p.rtlnerl oOnncles. the .of rn rinr ,1'nII r,rnov. The temporary fur v.• eonnecllon. The corporation strip, an to be cln"d and v1urJO•d r11h 2 Inch bras, plug,. 7. All Inslntinhn^ and molnlonance of the fompo,ory )urnp,r connection and 0„°clof•d backfio- I— •.n'lon dnvlee, filling.• volys, otc. shell be the responind ily of the cn^I•ortor. TEMPORARY JUMPER CONNECTION CITY OF SANFORD 1999 FIG. 504E FIGURE 115 "OVE'P (:'EE ) VAPA PAD IN UNPAVED AREAS (SEE FIGURE 107) FINISHED GRADE Y. +T' BACKFILL 14 GAUGE COLOR CODED SPLICE PACK :_�%IA INSULATED LOCATE WIRE INTO MAIN,,J1 LOCATE WIRE PUfTERFLY vAl_1/E ADJUSTABLE CAST •,!//_'< IRON VALVE BOX 7lrr/.. isDo Vr,(- Nj-(( t /l ~rya/ ,/ ,;�i'i/ rl �'�/% ` j;rl /I:� �i�'� ' '-'{.�/�•r.� j I't :l:>.11 1. /Irll:v UND13fU61:-0 BEDDING ROCK EARTH NOT; 1. F•=IC EXTEt)SIONS VAY BE USr D ON VALVE BOX INSTALLATION. 2. All. WATER SHUT-OFF VAI_vl': IHIRTY (30) INCHES AND I ARGER SOAI_I_ HF RIITTFRrl.'f VALVES. SFE SECTION 52.3 r'F THE UTILITIES IrANIJAL., 3. 171()NHRACTOR SHALL. PRr,VIDE rl!F CITY WITH VALVE KEYS III ACCORDANCE WITH SECHr''II 52.4 OF THE UTILITIES MANUAL. BUTTERFLY VALVE AND BOX DETAIL CITY OF SANFORD 1999 FIG. 401 D0041E CMrrh nR RFrs!Ir FD pOF :^,•nF ZnNF DE rFCTOR Ac ;rual Y AS APPROVED BY THE CIF( O.i. a. Y. RESH'r•Nr SEAT GATE VALVE. (2 REQUIRED) TEST COCK (T-TP,) -�� RODS OFF D.1,^, PISrn (T'rP) FI.ANrrO n0 FIT vD� pl ID. A" r.,,:'-a[-r -11, 1R ('L RF.O.) WIT- Ion. A r 5 .� c< 'Mtn v 'A 1D ]I .l WIPF Mt "M T^ :. c1 Orc I _ J a _� 'O Sl Orr y> >`•' }r: M A Tr r . , .. I A, •`" U1.1 ?' '��AJ rpaf till( / COVE.P. \.. � .� tort :r �K'•0 REND (2 NEC.) Tlvirr THRUST o... -r;+ TO Ttli'rC l' f`'!I-An RODDr.D TO OTF FN«Np r"" "•^'tIPFO Rr:• Nr) ')a RESTRAINED BY THE r1• RA; I' In "'LVE AS PEOUIRTD PY THE CITY 3 INQU AND ABOYE ASSEMBLY DOUBLE CHECK VALVE DETECTOR lj.IER _ ASSFUOLY (MiNIMUU) n q L " . s' umr S:Otlr:.:.TE SLAB A©OVE GROUND DEVICE WITH L' " -PFIECT_QCZBYPASS DOUBLE CHECK OR REDUCED PRESSURE "ZONE DETECTOR ASSEMBLY CITY OF' SANFORD 1999 cl(;. 300B !A r IA J A U '- t T C Is 2 .N jr a f i.iO <I•� t 0 u � j IZ tto WmL)l :su , u I J'i L R; 4 a' vvSS Vr z z 0 l o �Tuz mt 0. 0 K al 0. W 1.1 m In YJJ O J its rY = ti n U • It J:.t I.i . ?r Ins •i:i. 'ICAL RE�IDE.NTIAL R CI,,ALMQp WAl'f3_IR IGATION SYSTEM LAYOUT CITY OF SANFORD 17 1999 F"if-A. 50 PYrO ANT 00"JITIIG NOT HOSE NOZZLE L$ Rrn') r 21' SQUARE AND PUMorR I107ZLE 6" THICK RFI1- FACING STREET f0or, F.D CONCRETE c1,EIR PAD. (SEE NOTE 2) - - VAts•r PAD r (SEE FIGURE 107) 2 - /4 AT 9" O.C. ALL AROUND ^' Y J 6' COU"&r,TED U J NYmn ANT BACKfILL ANr14OPING TFE SEE )TOTE 3 y%'"/ •I 12' MIN. Fir 751.77 sk, ��- .rY'IdCI:'f.3r„A'e�{.. J•�rt;:6JAJ/�c:. :ie,.� « .•./A'/Cf„fiti/'-� 6- BEDDING ROCK 6' PIPE �+ VECHAN'-\L J0"IT Rt:9.IFNT SEAT GATE WI:H RESIRAINFRS V+IvE Alin pn'X (rep.) (SEE FIGURE 400) NOTES: 1. FIRE HYDRANT SHALL BE SNPPLIED WITHOUT A WEEP HOLE, OR WITH A PERMANENTLY PLUGGED WEEP HOLE. 2. THE DEVELOPER SHALL IFN5TILL THE SHEAR PAD PECESSFO 6 INCHES BELOW THE FINISHED GRADE AND 500 THE RECFSSED SECTION. 3. CLEARANCE BETWEEN BO1 T!"•/ OF BOLTS AND TOP OF SIirAR PAD SHALL BE A 12 INCH MINIMUM. 4, FIRE HYDPANTS SHAII, BE L/tJEIAER A-423, AUERICAN DARLING B-84, KENNEDY K81A OR CLOW MEDALLIOtf F-2545. 5. FIRE HYDRANTS SHALL RE NnrNTIFIED IN ACCORDAFCE WITH SECTION 52.7.5 OF THE UTILITIES MANUAL. 6. CONTRACTOR SHALL PRO`JI('E THE THE CITY '•WITH HYDRANT / WRENCHES AND VALVE KEY'; IN ACCORDANCE WITH SEC110115 52.4 AND 52.7.3 OF THE UTILITIES MANUAL. FIRE HYDRANT ASSEMBLY DETAI CITY OF SANFORD 1999 FIG. 402 TRArFIC COVER -\\ 'A'NF.RE REQ'D. DOIIBLE METER BOX (ta" x 24" MIN.) FINISHED GRADE o fill/!:•%: �>�Jiz//,<.•; .;; � •t" /Z 2" CAP 2" GATE VALVE % 2" 90• BEND/sf ' 2" 9C BEND RESTRAINED JOINT DUCTILE IRON 6" BEDDING ROCK 'HATER MAIFI TAPPED CAP NOTES: 1. ALL 2 INCH rlPT' AND FITNFir.S SHAI-L BE SCHEDULF 40 GALVANIZED STEEL OR BRATS W11H THREADED (NPT) JOINTS. USE TEFLON TAPE ON JOINTS. 2, COLOR SHALL HF APPROPRIATE FOR USE. 3. WATER PLUS Cr'DPORATION MOOEL VB 7000 OR EOUA,1. MAY BE SUHSTITUTED AS APPROVED BY THE UTILITIES DIRECTOR. BLOWOFF VALVE DETAIIF CITY OF SANFORD 1999 FIG. 403 vI IRy OF wAY UNE tivirs 0r Trill" F,., Wr 4T CO4CvEir 511A wIPASS n ANnro rrr (2 PrpJ1s1 D) - I• "a' YIN. :r,T uN V+L'rE vF•ry . S,VIrN' ^• 4'4. 2'p• Y�4. 12' SPI.X "CE f/.rrv'r cNrry r+P Rr rnrCD PYrs•E Zn nr •r rrnv m A+I-Io -1. 10 P•A•A.AS .S.roy;y AS Rfo ^.ro ITT NNE CITY 1/Y PerI0e rD xv41 v Arr 11. wry, I" •••[ O.S. a Y, er Sri lr4i SEAT VILITI AND Carr,.EIE SLAB 1 (s oIcolnro) ar, 11A-ED 6r 1 -5 C•I O.I.P. n (- r ,• n' n "-frE PIA 14 IY Fw 6, "to a 10 •n �r(tl -•",•• - " el nor VILY[ ✓: /(� r ''r A y. �''/t f. .l l nr40 (2 inw-EO)VY, ,..clCi,:.•. .<;1r,�; :+.v�r�'t..,r++�4:� ltr'. „1. [PE----- P„+PY7 CnaIAR r4 --'to TO R'r n-Na pe v .00 "r •••E Ia Vll Vr 45 RTOUIRED •••Svl SIIApS W^rXE, TO BY UHE Cry riVTEs: eV +r•'" re It"All' Rrs*•Iwr As REO'P•ro 1. All r A.n r•• S, 4IIC•I/,S, lII1^v, AND AP.1'vIENANI:ES eY IHC CITY cuHl� .f a1rPLlco of THE Ca4,a ACina. 2, AIL r"'' +'n r'•:'N S T a1F (1) 1`.•nrC ANO III`•V ••'IIIL HE er :•r •...Ir p!ir1,IF :.04 P-PE. AW)VE G-Ir4, I1110S S. 411 P:. TACTORY-r1-,LNr.ED. S, r.lvrr '1) .-4 WrrrPS AND APn'eE SHALL IK APOVE CQnUwO I4S11111:1-4s ''nH BYPASS. 4. VIIVF• cI All. IE CHAINIn CLO11D. a. I..r Ary 1 re.ID4D BIPASS UNC SNAIL BC SILTO f1i fo`C AU),- aro,,,r.: ur••T. S. ItI r•r In rS SHIIL °r A IAIN"oly Or FIG"T (6) NI•"rs rn Ac 1r:•: oVrp aY T7+C r'°F r . 7. Pn .. Accrun'f SHIIL Pr P ern c,'Ely Pro r v r•vr •AIL •••1 •.: •'! U,FS A•!D PLACIC fOR On,rR LISTS. 6, ) r••• -,it .1 -uI LL Pr 14Sr.tlfO Al IHE ASSFu11'Y'1 Cr •lw ^4 ric".1 TO tuE WADI, s, trot -.a -I -C Flod WASTER urlr°S SHALL or Is r-., , IND rrrE . 10. r^•u r lATr- %TFR a.r ur..vc l Pr ni1,rlt r-.•^nruo �.Nq pr . , ..1, Farr AS or --.,I 1PnW n'r "'^^'•In I<Irr 14 AI:C05,01NCE'w1IN Arl,(WVf .D• OF IPE UTILITIES WI4l'IL DUAL DOMESTIC -FIRE FLOW DOMESTIC WATER MASTER METER ASSEMBLY CITY OF SANFO;zD 1999 FIG. 501 - r z o _ z NIT- i 7 u u 1_0 U 1 , U �rZ +• � f N nW a dim 0 4r W m .:, a � • O '• i W W r) j O�'- 1 - •1 Ei 0 t w � u'c K L. Z al Y m •J O 'Z :3 N lJ z >r - a o o - Ax a W iA r J ^ ! JJ N! W O G, , U vIm TYPICAL COMMERCIAL CLAIMED WATER IRRIGATION _ Y=M LAYQUI CITY OF SANFORD 1999 FIG. p'II I'll E .SII:r! E LOTS (TYP.) St °,/ICE (TYP.) SFPVICE (rep.) rpnnERTY LIRE (TYP,) 'A•l rR MAIN (6• MINIMUM) -t SU-I R VAIN ,'A -- F- �� 1Q REDUCER 4" 'HATER MAIN (MIN.) 6Tlpr I HrORANr FITTINGS AS ASSEWPIy REQUIRED (fYP.) (SEE NOTE t) RICHT OF WAY LINE -- SEPARATE 1,I rER CURB BOXES WATER MAIN 2' (FYP.) SIDEWALK (TYP.) atr.iir OF WAY LINE NOTES: 1. ANCHORING TYPE I)()' DCND FOAI L ONLY BE USFD WfIFRE PirHr- OF-WAY C0117TRUr,TION WIIL NOT ALLOW INSTALLATION OF A STRAIGHT ASSEM91-Y. 2. LAYOUT OF PECLAIVE0 W4• 1`0 UAINS AND SERVICES SHALL CONFORM TO THE INTENT OF THIS FIGURE. TYPICAL SERVICE LOCATION DETAIL CITY OF SANFORD 1999 FIG. 404 SUIT 01-1 E 40 GALVANIZED - PrT•F AND FITTINGS OR PRESSURE VACUUM BREAKER OR rr''L^v0 PVC PIPE IF "'FITA REDUCED PRESSURE DEVICE A!R7 (NOT REQUIRED WHERE RECt.AIUCD WATER IS UTILIZED) METER DOX A'In LID UNION UNION TO HE FLUSH WITH FINISHED GRADE. - SHUT OFF VALVE. I 12" TO 30" AFFUVE CURH 4" TO 6" GRADE FINISHED GRADE METER CURII STOP �- SERVICE LI+E APIy IFS 0111.1 IF IRRIGATION MFtri? HAs SFrnrrAlE TAP TO MAIN. IN MOST CASES + CORP. SLOP HIE 1441CATION METER WILL. PE PAHALi.EL TO tHE HOUSE METER Alit) OFF OF THE -r DOWILE STRAP SADDLE SAME SERVICE COHNECDUII. WNTER MAIN l ^ FS: 1. A POSNIVr 1lrtFC0i1r CQ•,NECTION SHALL RI WADE BETWEEN All. GAI.VkIIIZED AND BRASS CCWP^IJEINTS. 2.. AFTER SHATL nE IN':'nILFD PirA'ErN SirCA'J'K AND CURB 'WHERE APPLICABLE, OR AT Pp F' TY LINT AHO IN NO CASE SI11LL IT BE INSTALLED IN SIDEWALK OR OTHER PAVED ARf AS. 3. I1SF PRIWrP :IBTED TO DAZE MATERIALS, P11151-1 'WITH TWO COATS OF PURPLE EXTERIOR ENAMEL 4. DEVICE SHALL BE 1Y INCHES (MINIMUM) APOYE HIGHEST OUTLET. IRRIGATION METER PRESSURE VACUUM BREAKER OR REDUCED PRESSURE ZONE ASSEMBLY CITY OF SAi•JFORD 1999 FIG. 507 DISINFECTION P+Turn h.lm0 Pin,-• i In snrvB:n, all noo wafer mnlns Shall k rh'nrinotad In uccordonca with the ir^cHIc(!I;on3 h-low mid 11„ t,. ,.n.du•.< ou(lt„• in A" NA C-+1,51 •Slnndn^' Pror rlurn for Ohlnf,clinq Waior uoins', All pre T,innc of 'ion Florida Dinortmn•d of Envlroivnnntol Prnlecl'on pnrrnit shall bn compiled with. WATER SYSTEM TESTING: Hyd'o,I+:Iic t-•Ilea shall be 1. 4 nand at 150 pnunds per ••worn Inch pressure, unless p N,e..::-e uuprov"•1 by the City, for (I Pnrlod of riot less fhnn fwo (2) houn, re IInq shall be In n^r, r.+•!+vsp. w!Ih I,:. oil f licobin pn)vlslnns as s 1 forth In S-Stine l..lj, AWWA Standard C600 far duclihI Iron pion and AWNA Montial Number M-23 for PVC pipe. Thn For.Nnq pre.'.,!nrn ,.hall Inrludn the conflnu.d opplicoll^r of Ihn aptcIfled pr.,,vre to the In,• ,Y.,,,,^, for Ihn Ion hour F•rfod, by wny of a pwn. p 1,14In0 upj71y f,,,,, a contai^nr No stlnnhl•, for m•.••vr'r cJ l.r lm,, the amount of In„ .hnil h. d.f.rmin.d by r•` •1,uring the v nlwnn dl.rhn:^,{ f,.... .aid cnnl,llner. Should Ib. I..t fall• nnc^ iq r-vol,i . hull bn 0 ra nT v110 • d by Ih, conlrar•1nr nest If,,,Insf rr•p^nf.d until +1110I fhn k,fubIl,h,,d Iimlh. Thn cent rwt,;r Omit' fu,nkh the r•,••,anry mbar, wet"r pump+, nnurl^n and all other Ilerr,s required to conduct th- repotted wOlnr dl,irlbutlon syile,I and perform nocociury repairs. WATER SYSTEM TESTING AND DISINFECTION CITY OF SANFORD 1999 FIG. 507 SCHEDULF AO GALV!NQFn PIPE AHD FITTINGS 0D COUPLE CHECK OR SCHFDtII F Hn PVC P!"F. R. QCDUCFD PRESSURE DE`/ICE AND rIITIN(:; MErFP gnv All') LID UNION UNION TO HF FLn�:! WIFH FINISHED 07AFIE. - sHUr OFF' VALVE 12" TO 30, Ann`JE II CURD 4" Tn 6" GRADE FI;'SUEn � GRADE �E -• ': L UETER CURB STOP �- SER`JICT7 UN:E ter--- CORP. STOP �e--- DOUHI F F.:pAP SADDLE WATER MAIN NOTF S: 1, 1, 17011wrCTION SIIALL Pr uAnv Hr PAI EN ALL GALVANIZED A•JO nr1c� GQuPr.,a 4••., 2. UTTFQ SMALL Pr n'•-?!I.ED PEPAfEN SIDE'A'ALK Ail-, ril°P 'WuEvE APPLICABLE, nP AT PROrrc/Y ! 'r 1t10 IN NO CASE SMALL IT BE INSTALLED IN SIDEWALK OR OTHER PAVTD AP�AS. 3, ki,;r P.wrp ! ': 'Fri TO 04SE UATF7111.5. FINISH -A'ITF) FA'O COATS OF BLACK EATEPIOR ENAMEL. DOMESTIC METER AND DOUBLE CHECK VALVE OR REDUCED PRESSURE ZONE ASSEMBLY _T CITY OF SANFUND 1999 FIG. 503 (•rnvrvliK•4 nAPI 'wtTH'wrv;.g FrVn11lr14 Y-PRA4CH •-o sin. (1 14'rpr4n- TTan (1' WW1. rlNc N.) ru, r.rR.Dp A ) nF (t' . S/4• ••'14 LOT NOW- At 3/4•) Pr 45 Sins" STOP nlvn cent 2 A. 7 _r (5[E NOTE )) e V• L• 1. ' IT u'IE mmNr, J n'P•Na uru 1' ( WIN. ) LINE Nrr- Pnt AND '.4n"IE-111. Vrin o,l. A wA*rR VI'FF no TO 2" 'w,TFR Wr'Fv5 lrn TO 2- of city OF SAIaroRD) (BY city or SA.,m) 51NQLE_5CRY1rE -DQ.VULr 5EKAGE rr'NTINUnIIS COI nR COWL) 14 GAUr'r CORr'ORATION STOP pJ;OLAfEO COPPER OntIP1.E CHECK d FIFfIIIr LOCATING 'MIRE VALVE (tlpau4lLY OPEN) LOCAI'IlG WIaF AI.O11r, vAIN ( SPLICE SEP`:'CE •41°E 10 MAIN •WIQE 'yITH 'WATEcP cnOF CONNECTOR) A(r - 45• ` YOKE BAR METER A'.A-WA 7YPC CURB STOP CC THREADS TYPE "K" FLEXIBLE 'HATER VAIN COPPER OR CTS POLYETHYLENE SADDLE TUBING (i" MIN) NOTES: 1. ALL FITTINGS SHALL BE BRASS WITH COWPRESSIUN/PACK JOINT TYPE CONNECTIONS. 2. NO SERVICE LINE SHALL TERMINATE UNDER A DRIVEWAY. 3. EACH SERVICE SF+ALL TERMINATE AT A CURB SrOP(S) WHICH SHALL BE BURIED APPROyluATELY 3- PELOW FINAL raADE AIJO SHALL FIE. CI FARI.Y MARKED WITH A 2" x 2- x 15" STAKE WITH THE TOP PAINTED BLUE AND MARKED WITH THE NUunFR OF THE LOT(S) TO BE SERVED. 4. RFCI s1UFD 'MAT{'R SERVICES SNAIL PE PAINTED PURPLE (COPPER) OR USE PURPLE COLORED CTS POLYETHYLENE TUBING. 5. POTARIE WATFR SrQVICES SHALL PE PUNTED BLUE (COPPER) OR USE BLUE COLORED CTS POLYETHYLENE TUBING,. WATER SERVICE CONNECTION DETAIL CITY OF SANFORD 1999 FIG. 405 r•.ry IF. C!lrrK Blr11FLOW 2"WETER PQE'/EIITER ASSEMBLY PIPE Alto F!: I:IIGS PRESSURE GAUGE PR�7,IPr TLunp R)R, r SUPPOPTS AS RCOU'QCD. • `1 12' TO 30" �. 3/4" un .oq,e An^VE W/VACUIiu BRFAKER CP \DE 2- SCHD. RO PVC, 2" SCHO, 60 vvG par 711;It E GAUGE IIII♦-I.. IL..I I.. DOUBLE STRAP SAODLE 2' COPP. STOP 2" cf.IRP. Stop EY ISTI1Jr, o o NFW WAYFQ LINE `Wl+ra Illy f'E-IN VALVE MUST BE Clr' ,ro Akio cr U.\IN I.00KFD. CITY TO P'1^Vlnr I MFCHAIJISw, VAI Vr Will, RF QVERArED BY CITY PERSON,JF.L ONLY, NUTS: TNF. CONTRACTOR SHALL nF RESP09SIRtr FOR ALL MATERIALS, ASSEMBLY, AND THE INSTALLATION OF THE DEVICE. TEMPORARY JUMPER CONNECTION CITY OF SANFORD 1999 FIG. 504A CAUTION MODIFICATION OF THESE DETAILS BY ,ION -CITY OF SANFORD PERSONNEL, OTHER THAN Ti-iE FILLING IN OF BLANK INFORMATION LOCATIONS, SHALL RESULT IN THE WITHDRAWAL OF 'iHE UTILITIES DEPARTMENT'S APPROVAL OF THE SUBJECT ENGItlEERING PLANS. CITY OF SANFORD UTILITY STANDARD DETAILS 1 DAB 1 999 1 APPROVED Me CRUMPTON PE I D ET003 O O z4z--z- 1z--7714Z5L7/ V/ VE7z- L7OL714Z�5 7-L7�zE7,,,4 o1`—:34�5/" // V V , /�7� r �iLL S STEEL TO BE /---I4NUF�1 GTU,�El� B Y 'WH/,�L W/ND BLII�G_ P�OL7LJGTS ENG/n/EE2EO SHOP O,� W/NGS TO BE SUBS'//T7rEO P,2/f 7/4Z TTEEL REV. # DATE BY; APPROVED BY- Q cli `�V iL t( ) _ r DRAWN BY Kevin J. Spoleki HANCAFR `OFFIG PLAN REV. # DATE BY APPROVED BY- i N LL 6 Q F 785" min. 7.. 1„ 8 2 Actual Foundation [Details For Structural Foundation to be designed by William Baldwin, p.e. (to be submitted as an addendum with plans) 24' 1 DESIGN NO. U914 Bearing Wall Dating - 3 HR. Nonbearing Wall Rating - 3 H.R. 1. Concrete Blocks* --Various designs. Classification D-2 (2 hr). See Concrete Blocks category for list of eligible manufacturers 2. Mortar -- Blocks laid in full bed of mortar, nom. 3/8 an. thick, of not less than 2-1/4 and not more than 3-1/2 parts of clean sharp sand to 1 part Portland cement (proportioned by volume) and not more than 50 percent hydrated lime (by cement volume). Vertical joints staggered. 3. Furring Channels -- Min. 0.019 in. thick (25 gauge) galv steel, 1-3/8 in. wide on top and 2-3/4 in. wide at bottom by 7/8 in. deep. Spaced 24 in. O.C. perpendicular to floor with a channel parallel to and approximately 3 in. above floor and 3 in. below ceiling. Clearance between vertical and horizontal channels 1/2 in. 4. Channel Fasteners -- 1-1/4 in. long masonry screws with 3/16 in. body and 5/16 in. diameter head. Fasteners spaced 24 in. O.C. with the fasteners staggered on each long leg of the furring channel. 5. Wallboard, Gypsum* -- 1/2 in. thick, 4 ft. wide, secured to furring channels with wallboard fasteners (Item 6). Gypsum plaster not more than 1/16 in. thick may be applied to wallboard in addition to joint treatment. Canadian Gypsum Co., Ltd. -- Types C, SCX, SHX, WRX. Georgia-Pacific Corp., Gypsum Div. -- Type GPFS-C. Pabco Gypsum Co. -- Type PG-C. U.S. Gypsum Co. -- Types C, FCV, 1PX2, SCX, SHC, SHX, WRC or WRX. 6. Wallboard Fasteners -- 1 in. long, self -drilling, self -tapping steel screws with bugle heads. Fasteners attached to each furring channel and spaced 8 in. O.C. at butt joints and 12 in. O.C. in the field of the board parallel with furring channels. Clearance between fasteners and edges of wallboard 3/4 in. 7. Joint System -- (Not Shown) -- Paper tape embedded in cementitious compound over joints. Paper tape and exposed screw heads covered with two layers of compound. Edges of compound feathered out. *Bearing the UL Classification Marking O c`1 n EUp' 0:Q 8 va - 0 ......... ..... v u quo 0 11'-4' 3•-4-• 74'-8' 159'- -" 8'-4' .. 33'-4' 6-4' 20' 0 70'-8' 4' 6' .. 4:.- 6' 12'-4' 6' 12-4" 6' 4' 6' 4' � e � d m................a.......................:; O r 61 I I � a Finished Floor Elevation: 4G.70' msl m @...............m............................................................................................................ ': 6' 8'-4" 6'-8' 3•-a• 10' 3•-a• 0 27'-4" 8'-4' 17'-8"...................8.��.....,.,....�l;�Y............a�.,.,.,...v........15,.......,...,......�,.,...........................................................................................................................................,..............................,.............,........................................ 8' a 20' a 22 4 z 40 to M.H. . — — 0 8.-8. 6. 4. \ / ) \ / . FI. Dr.: 40.50' msl ><0 v(I T.O. FI. Dr.: 4G.50' >MS � i w/ a / p LL 4 T.O. FI. FL..: 4�0.70' msl T.O. FI. FL..: 4ro.70' msl T= �s m ............. ...................................,........,.,.,........., 4" FVG , .875% SIJ.OPE .,........r.,...,.,.,.._,......,............,.;.,.,...........,...,.,.......,....... .....,...,....................................,............t....,...,...,.,.,...,................,.... FI. Dr.: 4�0.50 msl _... $............... ............. T.O. FI. IDr.: _...... ..... 40.50' >MS \ \ Ln T.O. FI. FL..: 40.70' rnsl ` T.O. FI. FL..: 40.70' msl FI. Dr.: 40.50' msl `, I T.O. FI. Dr.: 40.50' \" LLI - - - - - - - - - - - - - - - T.O. FI. FL..: 46.70' msi T.O. FI. FL..: 40.70' msl Q CV 6) 0 1L t�l trl �a U � e Ii ((l W 1 V I ® sc1414-E -® 1/1 moo , - 1'-O" rp SHEEr pF x FOUNEDAMON PLAN REV. # DATE BY- APPROVED BY: I 1531r411 20-2" 701,8" 12-10" bookkeeping 0. - - — 10-43/4" 5-3. 10'-11" 17-3" (2) 4080 P.D. (2) 4080 P.D. reception v 1 0 I server of b rea k battery n.d.t. work L, office shop «i 71 men 1 ! n conference �i battery — - pilots I. `ry 60' I break women r®®m -}- storage ° . storage s h PeT in 1 erior s a r fi� 11'-91/16" �8'-41/2" 15-9 V4' 12'-111/2' 5'room mea storage room �1 10 v 20 Gal. t bath bath cleans Phil m o o , _ room men electrical 5-11 V8' 0-2 5/8" Ev— t 3 1/2' nelson 12' 10'-3 1/ 5-3 1/2" 0-3 1/4" 10-3 V2- O 6'-312-5 17-6 1/4" CJ sho r ��/�� ri in J o e I l9 \� 0 micro -film shift o P✓G Gomp #4 j eye men lead w It I n .00KO • R.efg Box Cover OQ01 0 IQ O� Q A/G Camp. #1 (2) 4080 P.D. �� /y�� (2) 4080 P.D. (2) 4080 P.D. (2) 4080 P.D. /y�� i 42'-7 7/l 0 20'-3 V2" 20'-4' AV /v i 10'-6 3/4" i 5'-31/2" 20'-6 3/4' i P✓C Comp. #2 _ 20'-3" 6'-3" 14 T-2' 10'-2" Fire Sprinkler Riser � Ale Comp. #3 All Doors Located Along This Wall to be 3 Hour Fire Rated with Proper Glosures per NFPA Bldg. Regulations I All Doors Located Along This Wall to be 3 Hour Fire Rated with Proper Glosures per NFPA Bldg. Regulations 30' in finn'/ W rjv 3 O FF I C E FRA.1`-11 N O PLAN REV. # DATE BY: APPROVED BY: 159'-41 70-8° 0 CV 3 TN �- o Lo �0 bl -� - _� l DRAWN BY Kevin J. Spoleki JOB NO. X MEMMOM REV. # DATE BY APPROVED BY: ,wc 0oav ,romp. 50A/ V .44r C Tq( 11'--4 3-4- 400W/M.H_ 400W/I"I.H. Fol pole Its. ❑e pole Its. WMA 33' 4" 20' 70'-8" 4' moo' 4' ro' 12-4 6' 12'-4" 6' 4' 0 4' m ,1 I, IN ►, d- Q CA Lo -� IL (1) ' 1 v L Z Cl- O FF I O E E LEO-T-RI CAL. P L vz %N A/C Alr Gomp. by G 6-42 0-Al 3'fzV1 Air Cf .P.B. 91 L JE3. 200A./P.5.5 277/GBOV. 10 ® transformer s 12' !ssor, �I 200AJP.B.ro u 120/20aV..10 lM aulck Vlsc' Alr u I 1 e-1 1 F) trans -for- er ��{+ -4" U2'" 2' 200 A . P.B.2 277/46OV.10 transformer 12 A F.F. z 120/206V. 10 H V Twin IOQ� Ibs Up/Dn. to Gontactor #1 `+ \ / \ / \ aulck 'Dlsc Alr ► \ / O.H. \ / O.H. / J to Contactor #2 I \ O.H. VERIFY EXACT DOOR OPENING DUE TO SIZE OF DOOR LEAFS 200' to Gontactor #3 E:4 �� 0 Twin IOOw/ �Up/Dn. Lts. Twin IOOw/ Up/Dn. Lts. 0 Twin 10<0 Up/Dn. Lts. TwinpIOOwY/ /D Un. Lts. &A-19, Tw(n IOOw/ Up/Dn. Lts_ c� Twin 100w/ Up/Dn. Lts. W. 0 0 I, ,. =c�= • • • m • APPROVED BY: FL M cl- DRAWN BY Kevin J. Spolski JOB NO. X 09, HAN CHAR ELECTRICAL CAI.._ PLAT D 0 Electrical Legend: _ 20 Amp, 110v Switch = 20 Amp, 110v Switch 3 Way Q _ Telephone Outlet (Conduit Only) 110v [Duplex Receptacle water Proof P t - 110v Duplex Receptacle a - ® 110v Quad Receptacle i o = f I.H. Recessed Light Fixture r - ® 1000w r- letol Halide Li ht Fixture with 300 watt auortz estri ke Lamp =1000w 1`'letal Halide light Fixture cL = 4-80v Receptacle (4-5' Standard Plug) = Exterior, Pin $. Sleeve W.P. _ Emergency Light with Battery Pack _ Exit and EmergencyLi ht with Batter Pack � y _ Flourescent Light 3 Tube with Parabolic Lense ® Flourescent Light with Parabolic Dense _ Exit Sign Exit Lt. -0 _ Fan Vent with Light _ Fan Vent Wall Sconse 8 -Auto Electrical Reel 171 = H.V.A.G. Register H.V.A.G. Rag Phone Bd. = phone Board F.P.L. Transformer Ground Pad Undergi-aund Ser-�ice �10OLinea/Feet to MZ7P) REV. # DATE BY: APPROVED B7") Y: -U 0 �o in -2 G' fAfIuit LL v—A� T Meter L v Panel - MDP v Panel - #2 time clocks panel - #3 Panel - #4 Can Panel - #1/`V,9 0 45 KVA �9 ry / t 500 MGB � 120/208 V A B 277/480 V 120/208 V. ;� Surface Mtd. Trans. 200 A.,3 200 A.,3 M 200 A,3 3 Pde, 60 277/480 V photo photo 100 A, 3 (28)1 Pole 20 �) to (3� 1 Pole 20 cell cell (3) 3 Pole 20 (1) 3 Pole 100 2 Pole 30 ��' 24 Crcuits L5 2 Pole 2 2 3 Pole 150 120/208V �) ��. M 3 Pole 30 )� 2 Pole () (3) (1) 3 Pde 60 \�v ��a 02)1 Pole 20 (6)1 Pole 20 (3) 3 Pole 20 oQo p� (5) 3 Pole Spaces A. Mourtt '� -19 42 Grcuits �I 7-7 11q7�e,�re� ��sfHar�gar Panel - #5 0 \ H 45 KVA 271/480 V (2�Trans.e277/480 V3 Pole 30 120/208V3 Pole 50 (3) 3 Pole 60 L 1 Pole 20 l�e.51-1-1 /�1 a - cold �, �2) 3""Conduit with weer (4,#�i Gu., (�#10 in 7" Conduit �4)2.5, 7mcm(cu) _. . Ground Metal �, do 6 0,4 Rod Bldg. q (,oQ � /VOT ,�// wre fo , e Copper Type FloorFinished Elevation: I _ - • - DRAWN BY Kevin J. Spolski JOB NO. X SCALE X SHEET OF r X ELEGTR.IGAL RISER PLAN nuuuuuuuuuuuuuuunumuuuuuuun♦l nuunmumunuuuu uuuuuuuuuuu 1 REV. # D i9 uuuuuuuunuuuuuuuuuuuuuuuuuuuuuuuuuuunuuuuuu Qn. 40' to M.H APPROVED BY: L M 6 OL o =° O IL o 0 0 0 cu S PRAWN BY Kevin J. Spolski JOB NO_ X 5CAL-E X SHEE' OF r� r PL-L.J [*"-'I I N 0 PL�.N REV. # DATE BY: APPROVED BY: rl 0 Ll L L 9C 9C Compressor: Rheem I - lodel # 00-FDA 0 RLA 73 L 12 Amps/r- lin. Gir. Fuse or HAGR Oir. Br. 15 min. Amps 20 max Amps. Air Handler/Ind000r Coil: RCBA-G080 + RXDMD-G02 (Verify) STRUCTURAL STEEL MANUFACTURER HAS DESIGNED THE PURUNS TO ACGOMODATE THE DEAD LOAD OF EACH AR HANDLER RETURN AR DUCT (SEE PLAN) REM 3/8' THREADED RODS ATTACHED TO CHANNEL SUPPORTS AT AIR HANDLER. V7 HOLE DRILLED THRU BOTTOM OF PURL.IN WITH I'FLAT WASHER LOCK WASHER � NUT ATTACHED TO EACH HANGER ROD SUPPORT. (IYP.) FIRE5TATAS REQUIRED BY LOCAL JURISDICTION TOR CONDENSING UNIT ON GRAD FILTER REMOVAL SPACE SEE REFLECT. CUO PLAN SHUTOFF_ 1 /I VALVES SUPPLY AR DUGT� (SEE PDAN) CHANNEL SUPPORTS UNDER ENTIRE UNIT TRAPPED GONDENSATEE AUALAZY DRAIN PAN WITH DRAIN. DRIP ON GRADE _ FLOAT SWfTGH, PAN TO OR INTO DRYWELL. 3/W BE 2 DEEP AND 2' LARGER MINIMUM OR AS NOTED THAN UNIT ON ALL UNIT SIDES REFRIGERANT LINES. HANG FROM STRUCTURE 1480VE 4' THICK CONCRETE PAD ,V LARGER THAN UNIT ONALL SIDES -�__SERVIGE VALVES W/ CHARGING FITTINGS PASSAGE THRU EXTERIOR WALL. SEAL WEATHER AND IN5EGT TIGHT. H.V.A.C. INSTALLATION DETAIL AUTOMATIG VACUUM t MAL. BREAKER NSION VALVE TROL PRESSURE 4F TEMPERATURE CE -PER RELIEF 6F VALVE . - ro13.2.1 1994 EDITION MIN G* HIGH HEAT TRAP -� G.W. SUPPL HOT WATER GAPPED 57FUB-OUTS L� I TO FIXTURES FOR FUTURE SOLAR COLLECTOR / ENERGY Lj HOT WATE E RECOVERY SYSTEM SUPPLY (TYPICAL. ~1� R EXIT FROM TOP OF 40 DRAIN— �' E.H.W. GAL. OVERFLOW WATER HTR. SEPARATE BOTTOM f 1 2' MIN p� OF E.W.G. FROM C-1 DRAIN PAN 2' MIN. PST RELIEF AND OVERFLOW PAN PROVIDE STRUCTURAL 1/2" MAX DRAIN TO OUTSIDE SUPPORT FOR INSTALLATION —� 6' MIN G' ABOVE GRADE ROVE DROP CEILING !-'` 3/4" MIN. E.W.H. PAN DRAT ELECTRIC WATER HEATER [ 20 $-40 GAL. UNITS ] DRAWN 6Y Kevin J. Spolski JOB NO. x 1'-O" 1HEE� wonam L�o F x PLAN -1- o� Q� `V �J v L Q High point of s 905 ; r CIO CS7 slope"lean-to �- Noun IN11111-01 11111111! RUN IN ■ Windows (Typ.) Edge of Office Projection l Stucco over GMU Gutters and Downspouts Cont. NORTH ELEV/ATION III�I II il��l illl�l�i il� III_I_II��II��III_'_IIII�� il_I��III��J��I��IIIIIIII��IIIII��III�IIIIIIII V ......... Illlllllllllllilllllllllllllllll I �I�Irl�l■I�I■I�I�I■I�I�I�I I ��;■I�Irl�l�l�,�l�i�l�t�t�l�'� ,rl-�-r�ri-�i�i ��s��s� 111111111 P ti Wall Panels above GMU Downspout Kickers Columns at 20O.G. Stucco over GMU Covered Roof Canopy for Auto Parking��T ELEV/ATION I F I V /"00'\ I I Include Heavy Duty Bottom Track Rollers, w/ Rubber Trim Kits �- Lock Bars. 1-3/4 Losco Fiberglas Panels by General Contractor Office Downspouts PRAWN BY Kevin J. Spolski JOB No. X E!_...'EVATI O NS REV. # DATE BY. APPROVED BY: U V U) Edge of Office Projection 81.0, m51 .. �070 St. Doo J (3 Hr. . Fire Rated) /(2) 4070 St. Doors (3 Hr. . Fire Rated) CMU NOR -SOUTH 4" Vinyl Back Insulation Roof and Walls 0 Gutters and Downspouts Cont. 8ro.0' msl T.O.B. Preengineered Whirlwind' Bldg. Type IV Non -Combustible Steel 0 Personnel Door 24 Go. Galv. Multi -Rib Roof 1/2 : 12 Roof Slope 0 • r' 3• Painted Struck Block .3'x4' O.H.D 3070 St. Door 3070 St. Door (3 Hr. . Fire Rated) (3 Hr. . Fire Rated) (3 Hr. . Fire Rated) Fuse Link Bath Sides (2) 4070 St. Doors (2) 4070 St. Doors (3 Hr. . Fire Rated) (3 Hr. . Fire Rated) E/4�s\ "T---WE BUILIDING 5 G ION High point of single slope"lean-to" � (y C� �Cy -UV� n OJ,4 LOL -C O M V 3 _U T O O 1 O 0- Q Q + 4p DRAWN BY Kevin J. Spolski CHECKED Kevin J. Spolski DP: t - 28 May 2002 JOB NO. X mmumacm ® sc�E 111 I G„ _ T-0„ 91 �EEr OF x LL H V C F-- C IL 3 v z p cr W z Q E-- O CL lz Q F� V) rM 46 (N I V) 0 N O W II 12 a 0 N 0 N w 0 1 cu N 1 CO O F- W J Q U V) Q W (Y W > F- 0 D 3 Q a- � q a ¢ N V o �10 Q I\ Q ID o r M n X E � u :ft: S W 0i �J z � � cS Q F-1 H z 0) aCD U m W I W �,D V m C� Q i = o Ln ---� Q cc) U CY O Q_ rY cj� z z n Q T aaLL- Z z �- o � Q (Y i z Q o D i a SHEET S2 OF S3 C, c I n n D. Li v C F- C n Z LL. a LL) (.D z a z f- a O n Q V) �S N I V) M I O N O C GENERAL NOTES i ESPONSIBILITIES 1. Design and/or fabrication shall be in accordance with Whirlwind's standard practices and interpretation of the following codes: The AISC Specification for Structural Steel Bldgs- Allowable Stress Design & Plastic Design, June 1, 1989 The AISI Specification for the Design of Cold -Formed Steel Structural Members - Allowable Stress Design, 1996 Edition, with Supplement No. l The AWS D1.1-2002 Structural Welding Code - Steel The AWS D1.3-98 Structural Welding Code - Sheet Steel, and generally accepted engineering practices. 2. Materials ASTM Designation Minimum Yield, and Tensile Hot Rolled Mill Shapes A992 or A572 Fy=50 ksi, Fu=65 ksi Steel Plate/Flat Bar A572 or A529 Fy=50 ksi, Fu=60 ksi Structural Steel Strip A1011 or A529 Fy=50 ksi, Fu=60 ksi Structural Steel Sheet A1011, A529 or A572 Fy=50 ksi, Fu=60 ksi Cold -Formed Gauge Shapes A1011 Fy=50 ksi, Fu=65 ksi Cable Bracing A475 Extra High Strength Round Bar Bracing A36 Fy=36 ksi, Fu=58 ksi Roof and Wall Cladding A792 Fy=50, 80 ksi, Fu=65, 82 ksi Machine Bolts A307 High Strength Bolts A325 Anchor Rods (not furnished by Whirlwind) A36 Fy=36 ksi, Fu=58 ksi 3. Finish: a. All cold -formed structural framing members shall be shot blasted, given one coat (0.5 mils) of prerniurn polyester --based red primer, then oven baked prior to any fabrication. The primer contains a "wax" type lubricant to facilitate roll forming and deter marring during these operations. Hair line crazing which may occur during forming operations is considered normal. b. All other structural framing members shall be cleaned in accordance with the AISC Code of Standard Practice and given one shop coat (1.0 mils) of Whirlwind's standard red -oxide primer designed for short term field protection during the erection process. Whirlwind's standard red -oxide primer meets the performance specifications of Federal Specification TT-P-636D and TT-P-664. 4. All bolts are 12"0 x 0'-114' A307 except as noted. Refer to the erection drawings for specific framing connections and the cross -sections) for main frame connections. 5. A325 Bolt Tighteninr_J Requirements All high strength bolts are A325 unless specifically noted otherwise. All structural A325 bolts with heavy hex nuts for the Rigid Frame are to be installed using the turn -of -the -nut method specified in the "Specification for Structural Joints Using ASTM A325 or A490 Bolts" in the AISC Manual. Unless noted otherwise, all bolted connections are designed cis bearing type connections with bolt threads not excluded from the shear plane. 6. Closure Strips Furnished for Roof ARplications INSIDE - under roof panels at eave OUTSIDE - between endwall panels and rake trim and at the high side eave trirn ERECTION NOTES 1. All bracing shown and provided by Whirlwind for this building is required and shall be installed by the erector as a permanent part of the structure ("Code of Standard Practice for Steel Buildings and Bridges" in the AISC Manual; Section 7.9). 2. Temporary supports, such as guys, braces, falsework, cribbing or other elements required for the erection operation shall be determined and furnished by the erector ("Code of Standard Practice for Steel Buildings and Bridges" in the AISC Manual; Section 7.9). 3. Normal erection operations include the correction of minor misfits by moderate amounts of yearning, chipping, or cutting and the drawing of elements into line through use of drift pins. Errors which require major changes in the member configuration are to be reported immediately to Whirlwind by the customer to enable whoever is responsible either to correct the error or to approve the most efficient and economic method of correction to be used by others ("Code of Standard Practice for Steel Buildings and Bridges" in the AISC Manual; Section 7.12). 4. Erection tolerances are set forth in AISC Code of Standard Practice 7.11 except that individual members are considered plumb, level and aligned if the deviation does not exceed '1,300. Variations in finished overall dimensions of structural steel framing are deemed within the limits of good practice when they do not exceed the cumulative effect of rolling, fabricating, and erection tolerances. When crane support systems are part of the metal building system erection tolerances Section 9, Common Industry Practices, 1996 MBMA Low Rise Building Systems Manual shall apply. To achieve the required tolerances grouting of the columns and shimming of the runway beams may be required. The customer shall provide grout if required. The contractor erecting the runway beams is responsible for shimming, plumbing, and leveling of the runway system. When aligning the runway beams the alignment shall be with respect to the beam webs so that the center of the aligned rail is over the runway web. 5. As a general rule field welding is not used to assemble a metal building system. In cases where the drawings indicate field welding and in cases where approved corrections are to be made by field welding the following requirements shall be met: a. Welders must be qualified by an independent testing agency, with suitable documentation to AWS D1.1 Structural Welding Code - Steel or AWS D1.3 Structural Welding Code - Sheet Steel as applicable, for the processes, positions, and materials involved. b. All welds must be made in conformance to a documented and approved Welding Procedure Specification (WPS). All joints which are not prequalified must be supported by a certified Procedure Qualification Record (PQR) by an independent testing agency. All documentation and records shall be the responsibility of the customer. 6. Any claims or shortages by buyer- must be made to Whirlwind within seven (7) working days after delivery, or such clairns will be considered to have been waived by the customer and disallowed. All claims should be directed to Whirlwind Steel Buildings Customer Service Department. 7. Claims for correction of alleged misfits will be disallowed unless Whirlwind shall have received prior notice thereof and allowed reasonable inspection of such misfits. Ordinary inaccuracies of shop work shall not be construed as misfits. No part of the building may be returned or charges assessed for alleged misfits without prior approval from Whirlwind. 8. Neither Whirlwind nor the customer will cut, drill or otherwise alter their work, or the work of other trades to accommodate other trades unless such work is clearly specified in the contract documents. Whenever such work is specified the customer is responsible for furnishing complete information cis to materials, size, location, and number of alterations prior to preparation of shop drawings ("Code of Standard Practice for Steel Buildings and Bridges" in the AISC Manual; Section 7.13). ;SkT1E_0 L = ILDIN 'A CUSTOMER: JOB NUMBER, REFERENCE, JOBSITE: DIR"AWING PACKAGE FOR SPOLSKI CONSTRUCTION T020463-A STARPORT SANFORD, FL DRAWING _SCHEDULE DRAWING NUMBER ISSUE DATE DESCRIPTION C-ONE oc.03,OZ COVER E-OI\IE Q ROOF FRAMING PLAN E-2 SIDEWALL ELEVATION E-3 ENDWALL ELEVATION D-ONE GIRT LAP DETAILS P-ONE a ® FRAME CROSS SECTION F-ONE ANCHOR BOLT LAYOUT F-2 - CIO ANCHOR BOLT LAYOUT S&T-ONE SIDEWALL SHEETING & TRIM S&.T-2 ENDWALL SHEETING & TRIM 1. The Whirlwind Customer, hereafter referred to as the "customer", obtains and pays for all building permits, licenses, public assessments, paving or utility pro rata, utility connections, occupancy fees and other fees required by any governmental authority or utility in connection with the work provided for in the Contract Documents. The customer provides at his expense all plans and specifications required to obtain a building permit. It is the customer's responsibility to ensure that all plans and specifications comply with the applicable requirements of any governing building authorities. 2. The customer is responsible for identifying all applicable building codes, zoning codes, or other regulations applicable to the Construction Project, including the metal building system. It is the responsibility of the customer to interpret all aspects of the End User's specifications and incorporate the appropriate specifications, design criteria, and design loads into the Order Documents submitted to Whirlwind. It is the responsibility of Whirlwind, through Whirlwind's Engineer, to design the metal building system to meet the specifications including the design criteria and design loads incorporated by the Contractor into the Order Documents. Whirlwind is not responsible for making an independent determination of any local codes or any other requirements not part of the Order Documents. Whirlwind is responsible only for the structural design of the metal building system it provides. Whirlwind or Whirlwind's Engineer is not the Design Professional or Engineer of Record for the Construction Project. Whirlwind is not responsible for the design of any components or materials not provided by it or their interface and connection with the metal building system. 3. Whirlwind Steel Buildings' standard specifications apply unless stipulated otherwise in the Contract Documents. Whirlwind design, fabrication, quality criteria, standards, practice, methods and tolerances shall govern the work any other interpretations to the contrary notwithstanding. It is understood by both parties that the customer is responsible for clarifications of inclusions or exclusions from the Architectural plans and/or specifications. 4. In case of discrepancies between Whirlwind's structural steel plans and plans for other trades, Whirlwind's shall govern ("Code of Standard Practice for Steel Buildings and Bridges" in the AISC Manual; Section 3.3) 5. The customer is responsible for overall project coordination. All interface, compatibility and design considerations concerning any materials not furnished by Whirlwind and Whirlwind's steel system are to be considered and coordinated by the customer. Specific design criteria concerning this interface between materials must be furnished before release for fabrication or Whirlwind's assumptions will govern. 6. Anchor bolts and foundation bolts are designed, furnished, and set by the customer in accordance with an approved drawing. Dimensional accuracy shall satisfy the requirements of Section 7.5.1 of "Code of Standard Practice for Steel Buildings and Bridges" in the AISC Manual. All other embedded items or connection materials between the structural steel and the work of other trades are located and set by the customer in accordance with approved location on erection drawings. Accuracy of these items must satisfy the erection tolerance requirements. 7. Once the Contractor has signed Whirlwind's Approval Package and the project is released for fabrication, changes shall be billed to the Contractor including material, engineering, and other costs. An additional fee may be charged if the project must be moved from fabrication and shipping schedule. 8. Whirlwind does not investigate the influence of the metal building system on existing buildings or structures. The End Customer assures that such buildings and structures are adequate to resist snow drifts, wind loads, or other conditions as a result of he presence of the metal building system. APPROVAL NOTES 1. It is imperative that any changes to these drawings: A) Be made in contrasting ink B) Be legible and unambiguous C) Have all instances of change clearly indicated. 2. H dated signature, in the designated areas, is required on all pages. The signature must be from the person authorized on the contract or a person authorized, in writing, by the Whirlwind custorer. 3. Whirlwind reserves the right to resubmit drawings with extensive or complex changes required to avoid misfabrication. This may impact the delivery schedule. 4. Any changes noted on the drawings not in conformance with the terms and requirements of the contract between Whirlwind and its customer are not binding on Whirlwind unless subsequently specifically acknowledged and agreed to in writing by change order or separate documentation. 5. Approval of Whirlwind drawings and/or calculations indicate that Whirlwind has correctly interpreted the contract requirements. This approval constitutes the customer acceptance of the Whirlwind design, concepts, assumptions, and loadings. Once the Whirlwind customer has signed and returned the Whirlwind drawings and/or calculations and the project is released for fabrication, changes shall be billed to the Whirlwind customer including material, engineering, and other cost. An additional fee may be charged if the project must be moved from the fabrication and/or the shipping schedule. 6. The customer approves of all notes and conditions on the drawings and/or calculations by signing an Approval Drawing Waiver Form. 7 E:s��.na ��. �•r IVY CUSTOMER: SPOLSKI CONSTRUCTION JOB NO.: T020463A IDWG. NO.: C-ONE 11 10'-0 CO- 0- (D- 0�_ Q) T I C V V F G(1 01, 200'-0 OUT/OUT OF STEEL 20'-0 20'-0 20'-0 »'-0 9n�_n qn,_n qn•_n on, p ,n' ,a E E-3 BLDG. " B" BLDG. " C" zzz_z_z_z_zzz_z_ U z a ter^ ..... ......- o V) EL 14) tea_ A& X cy 41_ N X JAii '>< C1_- C)__ Qz: Q� Cj__ (�3 0. N LL �1� 0 v-, I ' V ZCL I AL E-2 S b cc) �- - �.n�37 o ► Q i a N V) zCL - _ _ _ _._ -._ _.- _._ .-._ -. .._ r - Cl- LL . (.0 t'f �//� I A v N k o_ c� w cl cj �. �L O \ / O /clk� / O LLJ 4 I�O s� � PN 21 / co Q� co '� \ ^1cf9fry I � p \ c / / / 0. N \o � 1/ \ 'may' `� / \ \ I 4 \ C �� :: aR c) E-2 (0 sS) �d- - t J 1 b ') ci- 0- N CL a C!J Z rl� - . _ ^ 0. 0.i O v 4 _ O O _ O 0. D - -/ -Q' - Q / 1, LL �, (� •-• Q- \ _ - . - r G ❑ r>: ^� r �^ � I co rA / ce- r^ O O ca irUj A >< r� ;14- V c. / \ U U ' w / \ / \ �� \ x, rk Mz I q o z J (Y� B E-1 20'-6 18'-8 20'-0 20'-0 22'-834 18'-1138 20'-0 20'-0 18'-8 20'-6 U> bA 8.9 ROOF FRAMING PLAN Peak Spacer - Mk; w/ (2) Roof Member (4) Spaces Maximum --T Screws at each end - ar F r �� P Roof Member Screw at each purlin and/or eave strut (typ.) TYPICAL STRAP DETAIL (Super Span Roof) (number of purlin rows vary) C.9 D.9 E.9 F.9 G.9 H.9 J.9 K.9 b Y 8Z16 Diaphrag © 5'-0 t 0. (Mk, Bldg. purlin -� Strut purlin ,_ (2) Roof member screws per side SECTION 'A" (fyp. @ all strut purlins) DESIGN INFORMATION SHEETING AND TRIM BUILDING CODE: 2001 FLORIDA WIND LOAD: 110.0 MPH SEISMIC HAZARD EXPOSURE: I 260A ROOF - SUPER SP41 X - Colvalume Plus DEAD LOAD: METAL BLDG ONLY WIND IMPORTANCE: 1.00 PEAK VEL-REL ACCEL (Av):<0.05 260A WALL - SUPER SPAN - 20 COLLATERAL LOAD: 3.0 PSF WIND EXPOSURE: C PEAK ACCELERATION (Aa): <0.05 26GA TRIM - 20 Yr.- SPRINKLER LOAD: 3.0 PSF WIND COND.: FULLY ENCLOSED SEISMIC PERFORMANCE CAT: A CUTTER & DOWNSPOUTS ROOF LIVE LOAD: 20.0 PSF SOIL PROFILE: 2.0 UL 580, CLASS 90 ROOF; CONSTRUCTION 1\1o. 167 FRAME LIVE LOAD: 12.0 PSF DIRECTION: LATERAL LONGITUDINAL MK QTY SKYLIGHTS - WHITE ROOF SNOW LOAD: 0.0 PSF STRUCTURAL SYSTEM: ORDINARY( MOMENT BRACED FRAME 1`10 SKYLIGHT SNOW IMPORTANCE: N/A RESPONSE MODIFICATION (R): 4.5 5.0 MK QTY VENTILATORS SNOW EXPOSURE: N/A DEFLECTION AMPLIFICATION (Cd): 4.0 4.5 NO VENTILATORS SNOW THERMAL: N/A ANALYSIS: EQUIVALENT LATERAL FORCE PROCEDURE Rake trim Rake Wall panel Gil 0 I W! Super D Rake friar SECTION "8" 10'-0 C8 x 18.75 Cn N D M O [-,I z� z C\J � N U .z N C>' N �L Wall panel REV. ROLL LOW RIB PNL.( COLOR) 0 r UU VN Super Span door panel - W10 x 22 REFERENCE: STARPORT SECTION "X" Imn 1i X 15.3 guide Stub column V18 x 1 J C10 X 15.3 Pipe strut Main frame rafter Muin frame rafter Pipe strut MK. QTY. INALKDOORS FINISH AND WINDOWS DESCRIPTION MK. QTY. FRAMED WIDTH OPENINGS HEIGHT OPENING FOR: Rev A Date 08.08.02 Description FOR APPROVAL 13y WAMS Chk'd SD �-�� WHIRLWIND STEEL BUILDINGS WHIRLWIND 8234 FIANSEN HOUSTON, TEXAS 77075-1089 (7-13) 946-7140 www.whirlwindsteel.corn Description: ROOF FRAMING PLAN = Refer to drawing C-One for general notes, responsibilities, and current drawing list and issue dates. p 2002 Whirlwind Steel Buildings Inc. All rights reserved Size: 200' X 150' X 34' E.H. WELDED RIGID FRAME Customer: SPOLSKI CONSTRUCTION 0.5:12 ROOF SLOPE Cust. Location: SANFORD, FL Jobsite: SANFORD, FL Drawn by WAMS Checked by Date 08.08.02 Engineering Z�L Cad No. 1020463A Job No. T020463A Dwy. No. E-ONE Issue a d �o AK400 A 0 A-100 AK510 AK511 0 0 � o � e e e AK106 e e O J v d AK200 O A 201 e. e e AK203 e a- AK202 �E �O A 204 o P m A 205 O 0 AK209 0 0 0 e A_212 A_401 a I to I I � o I I I Q AK219 0 AK509 RAKE ANGLE 5 RA2003 1 L ZB2402 LAP 38 19'-8 ZB2604 LAP 36 20'-8 ZB2605 LAP 313 G F E 200'-0 OUT/OUT OF STEEL (OPEPI TO ROOF OF BLOGS. "B" &. "C) 20'-0 20'-0 20'-0 20'-0 Z132606 ZB2606 ZB2606 Z82606 END FRAMING ELEVATION COLUMN LINE 9 GIRTS CONTINUOUS ZB24- ZB26 ZB26 ZB26 ZB26 ZB26 ZB26 ZB26 ZB26 ZB24 20'-6 RAKE ANGLE 5 RA2003 ZB2202 I- AD100 AB201 N AB201 CIO I cl e1 A0201 �y A0201 I AB201 /I \ 1 .9 C.9 D.9 E.9 18'-8 20'-0 Z132203 ZB2204 a12 12 I— STRAP (TYP.) t-- CRIPPLE (TYP.) 2"O RODS\ ,I 20'-10 4 LAP 313 LAP 3B 20'-0 ZB2204 END FRAMING ELEVATION COLUMN LINE 'I GIRTS BY-PASS SIMPLE SPAN ZB22 ZB26 ZB26 ZB26 ZB26 ZB26 ZB26 ZB26 ZB26 ZB22 REFERENCE NOTES 1. Cables, rods, and angles are marked by their length in feet and inches. 2. Field out or lap angles as required to fit. 3. Flange braces are marked by their length in feet, inches, and eighths, 4. Girt clips are AK200 unless noted. 5. Outside flange of girt turns down unless noted. 6. See drawing D-One for purlin and girt lap reference 7. Endwall girls and eave struts do not lap. 8. Field cut and self -tap girts at walk doors. 9. Field slot girls for brace rods or cables. '10. Field locate windows and walk doors. 11. Field weld all splices at 14 gauge valley gutters. 12. See sheet CD-1 for endwall details. 13. Field bolt AK400 base clip to endwall columns: 5/8" x 1-1/2" A325 bolts if AK400 req'd 25/8" x '1-3/4" A325 �2� 2 bolts if �1� AK400 req'd 14. Field bolt AK400 base clip to framed opening jamb with (2) 1 /2" x 1-1 /4" A325 bolts. 15. Use 1/2" diameter button head bolts at face of all framed openings. 16. Locate top of roof framed openings flush with the pan of the roof panel. 17. Some field drilling at framed openings may be required. Field drill 9/ 16" diameter holes. LAP 38 LAP 313 LAP 313 20'-0 ZB2506 LAP 3B _ 2.61( 4.7K LAP 38 20'-0 ZB2605 LAP 313 20'-0 RAKE ANGLE ZB2403 1 5 RA2003 0100 I �r ,B201 q I ir) 8201 I irk c� 8201 B201 ry I 6201 r I> 200'-0 our/our OF STEEL 22'-834 18-1138 20'-0 20'-0 18'-8 20'-6 ZB2205 ZB2206 ZB2204 ZB2204 ZB2203 ZB2202 RAKE ANGLE 5 RA2003 f j J 1 t 1 L i 12 012 LAP 3B LAP 3B LAP 3B LAP 3B r „ I I AB100 Kull panel ��— 2 � RoDS � '-A y I X0201 i AB2,01 cy I AB1U 1 I� � � tifusc F AB201 BLDG. "D" not by Kf /.�. z"tJ RODS P--\ 158'-4 HANGAR DOOR OPEPIIPIG ,1 20'-10 2.5K c S.,IK REFERENCE: STARPORT l 12 I Trin Musorr, (not by Whir Bldg. "A» 200'-0 Out/out of steel 9 SECTION "Ell I I I I I Girt — I i I I I I I I I 1 I I I I I I I I I I I I I I L a I I I —i rim I I I I I I I I I I I I I I I I I I I I I I I I I I I I my— I I I � I I I I I I I I I I irlwind I I I I I I I I I I SECTION T" oor leaf (Typ.) Rev Date Description By Chk'd WHIRLWIND STEEL BUILDINGS W H I R LW I N D 8234 HANSEN HOUSfON, TEXAS 77075-1089 (713) 946-7140 www.whirlwindsteel.com A 08.08.02 FOR APPROVAL 'NAMS S.D I Description: ENDWALL ELEVATION Size: 200' X 150' X 34' E.H. WELDED RIGID FRAME Customer: SPOLSKI CONSTRUCTION 0.5:12 ROOF SLOPE Cust. Location: SANFORD, FL Jobsite: SANFORD, FL Refer to drawing C-One for general notes, responsibilities, and current drawing list and issue dates. 2002 Whirlwind Steel Buildings Inc. All rights reserved Drawn by WAMS checked by Date 08.08.02 Engineering -(VIL Cad No. T020463A Job No. 'F020463A Dwy. No. E-3 Issue Washers (2) PutEye Nuts (3) All -thread rod socket Purl, All -thread rod — Use (3) # 12 STS or SDS uctural angle ACCEPTABLE CONNECTION METHODS NOTE: Structural angle Optional: run pipe Whirlwind only provides the (not by Whirlwind) on top of angle roof purlin. All other material - - _ and hardware is by others. All -thread rod -- ---Hanger ring Hanger ring All -thread rod 1/3 �2/3 maximum off center TRAPEZE HANGER --- 4" MAX. PiPE HANGER ---- 2-1/2" MAX. PIPE -od Flange C-Clamp is not Caddy clip attached to lip is Connection through the an acceptable connection not an acceptable connection flange is not acceptable SPRINKLER / COLLATERAL INSTALLATION DETAILS Fold insulation back 3" to 6" Eave Strut (shape varies) Note: This detail is typical for blanket insulation furnished by 'Whirlwind or by the customer. STANDARD DETAIL (cD BLANKET INSULATION Description: �-14 x 8 Hex Washer Head (J14 x a Lap-Tek 5.0.5.) Description: 12-14 x 1 �j Hex Washer Head (1112 x 1 � S.D.S.) Lap Jl Point Self -Drilling Undercut 12 Long Pilot Point Carbon Steel Self -Drilling Carbon Steel Seating Torque: 30 to 60 in-lbs Seating TorcTue. 30 to 60 in-lbs Recommended Driving Tool: 1800 RPM electric screw Recommended Driving Tool. 1800 RPM electric screw gun with depth sensing nosepiece to prevent gun with depth sensing nosepiece to prevent overdriving and stripout overdriving and stripout Suggested Pre-Qdj None Suggested Pre -Drill: None I '-1 3'- I i 2 Notes: 63r 6 Purlin/Cirt 1'-1134 I'-113a Purlin/Girt 1. Rotate each zee as required to alternate between long and short flanges. 2. The 14% hole V-434 from each end is r - located nearest the long flange. '77 0 4 10 o . 0 3. Lap connection bolts are omitted for clarity i • o J Io �o o • Indicates additional bolts required © strut purlin/girt Flange brace (2) 2"O A-307 machine bolts required at standard laps. (4) 2"o A-307 machine bolts required at strut members. (A strut member is a purlin or girt at the bracing points. The struts continue across the length of the building.) DETAIL @ 1'-1 'i12 LAP (Q) • Indicates additional bolts required @ strut Purlin/girt Flange brace (6) 2"O A-307 machine bolts required at standard laps. (8) 2"O A-307 machine bolts required at strut members. (A strut member is a purlin or girt at the bracing points. The struts continue across the length of the building.) DETAIL cr 3'-11 112 LAP (38) 2'-72 1 '-334 I '-334 1 f- Purlin/Girt 10 I ol• i to • o 0 • Indicates additional bolts required © strut purlin/girt Flange brace (6) 2" O A-307 machine bolts required at standard lops. (8) 2"O A-307 machine bolts required at strut members. (A strut member is a purlin or girt at the bracing points. The struts continue across the length of the building.) DETAIL a 2-7 1/2 LAP (2) REFERENCE: STARPORT Top flange (typ.) 517 SF _/ IF IF Zee (typ•) LAP LAYOUT Lo sec aired X —�"O Indicator Hole IF = Long Flange SF = Short Flange I1 12"-14" zee 8" zee LLFJ�10" zee 114" INDICATOR HOLE LOCATION LF - SF SF '4IF SECTION "X" ZEE LAP DETAIL a THE LONG AND SHORT FLANGES Hi -TENSILE PIECE MARK LEGEND Z B 3 4 01 ZOl - 99 Job Unique Piece Mark Material Specification (1 thru 9) ASTM A1011 ASTM A653 Grade 55 Grode D Pre -Painted Pre -Galvanized 2= 094 12ga 7= .096 3= .085 '13ga 4= .067 '14ga 9= .069 5= 062 15ga 6= .056 1 6ga 1 = .058 Nominal Flange Dimensions Zee Cee Eave Strut 2=218x238 2=2'12x2l2 2=2"2x5'2 3=318x338 3=312x312 4=358x378 4=4 x 4 Section Depth A= 6" C= 10" E= 1 4" B = 8" D = 12" F= 4" Section Shape Z= Zee E= Eave Strut C= Cee G= Eave Strut D= Double Cee Rev Date Description By Chk'd WHIRLWIND STEEL BUILDINGS A 08,08.02 FOR APPROVAL WAMS SD WHIRLWIND 8234 FIANSErl I-10USTO, TEXAS 77075-1089 J L (713) 946-7140 www.wliirlwindsteel.com Description: GIRT LAP DETAILS Siz�-��2 ' X 150' X 34' E. I -I. WELDED RIGID FRAME 041a" Actual Size C( 4 =� Actual Size Customer: SPOLSKI CONSTRUCTION Refer to drawing C-One for general notes, Cust. Location: SANFORD, FL responsibilities, and current drayting list and issue dates. Drawn by Checked by Date Engineering © 2002 Whirlwind Steel Quildinds Inc. All rights reserved `HAMS 08.08.02 -(k' 0.5:12 ROOF SLOPE Jobsite: SANFORD, FL Cad No. Job No. Dwg. No. Issue T020463A T020463A D-ONE 0 SPLICE BOLT TABLE PLICE TURN —OF —NUT TIGHTENING CONNECTIONS FOR RIGID FRAMES MUST BE PROPERLY PRE —TENSIONED. THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS DATED NOVEMBER 13, 1985 (FUTURE REFERENCE TO THIS SECTION IS TO BE CALLED THE CODE) RECOGNIZES FOUR METHODS TO PROPERLY TIGHTEN THE BOLTS —1) "TURN —OF —NUT', 2) CALIBRATED WRENCH, 3) ALTERNATE DESIGN BOLTS AND 4) DIRECT TENSION INDICATOR. ALL OF THESE METHODS REQUIRE SPECIAL BOLTS AND/OR EQUIPMENT TO INSTALL, EXCEPT THE TURN —OF —NUT METHOD. THIS IS WHY WHIRLWIND SPECIFIES THIS METHOD FOR BOLT INSTALLATION. ACCORDING TO PARAGRAPH 7(c) OF THE CODE, WASHERS ARE NOT REQUIRED TO BE INSTALLED. EXCERPTS FROM THE CODE FOR INSTALLATION COME FROM PARAGRAPH 8(d): "BOLTS SHALL BE INSTALLED IN ALL HOLES OF THE CONNECTION AND BROUGHT TO A SNUG —TIGHT CONDITION. SNUG —TIGHT IS DEFINED AS THE TIGHTNESS THAT EXIST WHEN THE PLIES OF THE JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH. SNUG TIGHTENING SHALL PROGRESS SYSTEMATICALLY FROM THE MOST RIGID PART OF THE CONNECTION TO THE FREE EDGES, AND THEN THE BOLTS OF THE CONNECTION SHALL BE RETIGHTENED IN A SIMILAR SYSTEMATIC MANNER AS NECESSARY UNTIL ALL BOLTS ARE SIMULTANEOUSLY SNUG 'FIGHT AND THE CONNECTION IS FULLY COMPACTED. FOLLOWING THIS INITIAL OPERATION, ALL BOLTS IN THE CONNECTION SHALL BE TIGHTENED FURTHER BY THE APPLICABLE AMOUNT OF ROTATION SPECIFIED IN TABLE 5..." TABLE 5. NUT ROTATION FROM SNUG —TIGHT CONDITION. BOLT LENGTH (FROM UNDER SIDE OF HEAD TO END OF BOLT) UP TO AND INCLUDING 4 DIAMETERS ...................................... 1/3 TURN OVER 4 DIAMETERS, BUT NOT EXCEEDING 8 DIAMETERS ....... 1/2 TURN OVER 8 DIAMETERS, BUT NOT EXCEEDING 12 DIAMETERS ..... 2/3 TURN 34 IT 1'-�2-°-.s --s P2° 3'-9Ju I.II I r3"-9 19 AT 5'-O 1v = 95'--1375 o � o 1 UX38 1 OX'g lox 12 yj 5R3 � i i 1 Ox1z _ 10x1 IUxI B I U %IQ w 0 L' pO X 0 X 1'-7J4 1Ox5g _ 1Ox5g lox 2 1 Oxsg o „ o 316 1q 10x12 w lOX1 lox 1 2 2 10x3s FIN. FLOOR 1'-7 5'-8 4 100'-0 OUT OF STEEL TO BLDG RIDGE FRAME CROSS SECTION COLUMN LINES 2 — 8 188'-7 2 200'-0 OUT/OUT OF STEEL THE REACTIONS ARE STATED IN KIPS & FOOT KIPS (1 KIP= 1000 LBS). THE REACTIONS SHOWN MUST ACT ON THE FRAME IN THE DIRECTION SHOWN TO MAINTAIN STABILITY. THE REACTION ON THE ANCHOR BOLT OR FOUNDATION WILL BE IN THE OPPOSITE DIRECTION TO THAT INDICATED BY THE TABLE. See Sheets E-2 & E-3 for reactions at wall X—bracing ------ J w POSITIVE REACTIONS ARE IN THE SAME DIRECTION AS THE DIAGRAM ARROWS. NEGATIVE DIRECTIONS ARE IN THE OPPOSITE DIRECTION TO THE ARROWS. "COLC' IN THE ABOVE TABLE IS THE COLLATERAL LOAD, INCLUDING ANY SPRINKLER LOADS. "WIND LEFT" IS WIND FLOWING FROM LEFT TO RIGHT ACROSS THE FRAME AS SHOWN. "WIND RIGHT" IS WIND FLOWING FROM RIGHT TO LEFT ACROSS THE FRAME AS SHOWN. IF THE VALUES FOR WIND RIGHT ARE ALL "0,0", THE FRAME IS SYMMETRICAL, AND ONLY WIND FROM THE LEFT WAS USED FOR ANALYSIS. "WIND LONG" IS WIND FLOWING IN THE LONGITUDINAL DIRECTION, WHICH WOULD BE IN AND OUT OF THE PLANE OF THIS SHEET, PERPENDICULAR TO THE FRAME AS SHOWN. MANY BUILDING CODES HAVE MORE THAN ONE SET OF DESIGN WIND COEFFICIENTS FOR WIND IN THE LEFT AND RIGHT DIRECTIONS. THE "I" AND "2" FOLLOWING THE WIND DESCRIPTIONS ARE DIFFERENT WIND CASES FOR THAT WIND DIRECTION. IF THE REACTIONS FOR THE SECOND WIND CASE ARE ALL "0.0", THEN THAT BUILDING CODE ONLY USES ONE WIND CASE. "SEIS" IS SEISMIC LOAD. 3!4 f 95'- i J,� IOx12 Uxsg 12 10xsg 0 1. lox] � ii I 14 �� 1Ox5g �� 1OX12 5U h 1 OXJg i i 5 I «) G 1 OxI 2 10x1 F tOx1 REFERENCE: STARPORT -1 w 0 LO I N E 10 X O z x 1'-7J4 1'-78 5'-814 Cu IN L GENERAL NOTES RESPONSIBILITIES 1. Design and/or fabrication shall be in accordance with Whirlwind's standard practices and interpretation of the following codes: The AISC Specification for Structural Steel Bldgs- Allowable Stress Design & Plastic Design, June 1, 1989 The AISI Specification for the Design of Cold -Formed Steel Structural Members - Allowable Stress Design, 1996 Edition, with Supplement No. 1 The AWS D I A -2002 Structural Welding Code - Steel The AWS D1.3-98 Structural Welding Code - Sheet Steel, and generally accepted engineering practices. 2. Materials ASTM Designation Minimum Yield. and Tensile Hot Rolled Mill Shapes A992 or A572 Fy=50 ksi, Fu=65 ksi Steel Plate/Flat Bar A572 or A529 Fy=50 ksi, Fu=60 ksi Structural Steel Strip A1011 or A5%9 Fy=50 ksi, Fu=60 ksi Structural Steel Sheet A1011, A529 or A572 Fy=50 ksi, Fu=60 ksi Cold -Formed - Cauge Shapes A101 1 Fy=50 ksi, Fu=65 ksi Cable Bracing A475 Extra High Strength Round Bar Bracing A36 Fy=36 ksi, Fu=58 ksi Roof and Wall Cladding A792 Fy=50, 80 ksi, Fu=65, 82 ksi Machine Bolts A307 High Strength Bolts A325 Anchor. Rods (not furnished by Whirlwind) A36 Fy=36 ksi, Fu=58 ksi 3. Finish: a. All cold -farmed structural framing members shall be shot blasted, given one coat (0.5 mils) of prernium polyester -based red primer, then oven bayed prior to any fabrication. The primer contains a "wax" type lubricant to facilitate roll forming and deter marring during these operations. Hair line crazing which may occur during forming operations is considered normal. ' b. All other structural framing mernbers shall be cle6ned in accordance with the AISC Code of Standard Practice and given one shop coat (1.0 mils) of Whirlwind's standard red -oxide primer designed for short term field protection during the erection process. Whirlwind's standard red -oxide primer meets the performance specifications of Federal Specification TT-P-636D and TT-P-664. 4. All bolts are 12"0 x 0'-1 1 " A307 except as noted. Refer to the erection drawings for specific framing connections and the cross -sections) for main frame connections. 5. A325 Bolt Tightening Requirements All high strength bolts are A325 unless specifically noted otherwise. All structural A325 bolts with heavy hex nuts for the Rigid Frame are to be installed using the turn -of -the -nut method specified in the "Specification for Structural Joints Using ASTM A325 or A490 Bolts" in the AISC Manual. Unless noted otherwise, all bolted connections are designed as bearing type connections with bolt threads not excluded from the shear plane. 6. Closure Strips Furnished for Roof Applications INSIDE - under roof panels at eave OUTSIDE - between endwall panels and rakq trim and at the high side eave trim ERECTION NOTES 1. All bracing shown and provided by Whirlwind for this building is required and shall be installed by the erector as a permanent part of the structure ("Code of Standard Practice for Steel Buildings and Bridges" in the AISC Manual; Section 7.9). 2. Temporary supports, such as guys, braces, falsework, cribbing or other elements required for the erection operation shall be determined and furnished by the erector ("Code of Standard Practice for Steel Buildings and Bridges" in the AISC Manual; Section 7.9). 3. Normal erection operations include the correction of minor misfits by moderate amounts of reaming, chipping, or cutting and the drawing of elements into line through use of drift pins. Errors which require major changes in the member configuration are to be reported immediately to Whirlwind by the customer to enable whoever .is responsible either to correct the error or to approve the most efficient and economic rnethod of correction to be used by others ("Code of Standard Practice for Steel Buildings and Bridges" in the AISC Manual; Section 7.12). 4. Erection tolerances are set forth in AISC Code of Standard Practice 7.11 except that individual members are considered plumb, level and aligned if the deviation does not exceed 1:300, Variations in finished overall dimensions of structural steel framing are deemed within the limits of good practice when they do not exceed the cumulative effect of rolling, fabricating, and erection tolerances. When crane support systems are part of the metal building system erection tolerances Section 9, Common Industry Practices, 1996 MBMA Low Rise Building Systems Manual shall apply. To achieve the required tolerances grouting of the columns and shimming of the runway beams may be required. The customer shall provide grout if required, The contractor erecting the runway beams is responsible for shimming, plumbing, and leveling of the runway system. When aligning the runway beams the alignment shall be with respect to the beam webs so that the center of the aligned rail is over the runway web. 5. As a general rule field welding is not used to assemble a metal building system. In cases where the drawings indicate field welding and in cases where approved corrections are to be made by field welding the following requirements shall be rnet: a. Welders must be qualified by an independent testing agency, with suitable documentation to AWS D1.1 Structural Welding Code - Steel or AWS D1.3 Structural Welding Code - Sheet Steel as applicable, for the processes, positions, and materials involved. b. All welds must be made in conformance to a documented and approved Welding Procedure Specification (WPS). All joints which are not prequalified must be supported by a certified Procedure Qualification Record (PQR) by an independent testing agency. All documentation and records shall be the responsibility of the customer. 6. Any clairns or shortages ,by buyer must be made to Whirlwind within seven (7) working days after delivery, or- such claims will be considered to have been waived by the customer and disallowed. All claims should be directed to Whirlwind Steel Buildings Customer Service Department. 7. Claims for correction of alleged misfits will be disallowed unless Whirlwind shall have received prior notice thereof and allowed reasonable inspection of such misfits. Ordinary inaccuracies of shop work shall not be construed as misfits. No part of the building may be returned or charges assessed for alleged misfits without prior approval from Whirlwind. 8. Neither Whirlwind nor the customer will cut, drill or otherwise alter their work, or the work of other trades to accommodate other trades unless such work is clearly specified in the contract documents. Whenever such work is specified the customer is responsible for furnishing complete information as to materials, size, location, and number of alterations prior to preparation of shop drawings ("Code of Standard Practice for Steel Buildings and Bridges" in the AISC Manual; Section 7.13). W CUSIOiuIEK: JOB NUMBER,, - REFERENCE, JOBSITE10 U "'RAWING PACKAGE FOIT-\% SPOLSKI CONSTRUCTION T020463B STARPORT SANFORD, FL DRAWING SCHEDULE DRAWING NUMBER ISSUE DATE DESCRIPTION C-ONE O $ 9 3,p Z COVER E-ONE p ROOF FRAMING PLAN E-2 SIDEWALL ELEVATION E-3 ENDWALL ELEVATION D-ONE GIRT LAP DETAILS P-ONE FRAME CROSS SECTION F-ONE ao ANCHOR BOLT LAYOUT S&T-ONE SIDEWALL SHEETING & TRIM S&T-2 ENDWALL SHEETING & TRIM a o �3.2.FRAT1 C1'�� 1, The Whirlwind Customer, hereafter referred to as the "customer", obtains and pays for all building permits, licenses, public assessments, paving or utility pro rata, utility connections, occupancy fees and other fees required by any governmental authority or utility in connection with the work provided for in the Contract Documents. The customer provides at his expense all plans and specifications required to obtain a building permit. It is the customer's responsibility to ensure that all plans and specifications comply with the applicable requirements of any governing building authorities. 2. The customer is responsible for identifying all applicable building codes, zoning codes, or other regulations applicable to the Construction Project, including the metal building system. It is the responsibility of the customer to interpret all aspects of the End User's specifications and incorporate the appropriate specifications, design criteria, and design loads into the Order Documents submitted to Whirlwind. It is the responsibility of Whirlwind, through Whirlwind's Engineer, to design the metal building system to meet the specifications including the design criteria and design loads incorporated by the Contractor into the Order Documents. Whirlwind is not responsible for making an independent determination of any local codes or any other requirements riot part of the Order Documents. Whirlwind is responsible only for the structural design of metal building system it provides. Whirlwind or Whirlwind's Engineer is not the Design Prof Ts Ergineer of Record for the Construction Project. Whirlwind is not responsible for the � signj off. any components or materials not provided by it or their interface and connection with the meta( buirding system; 3. Whirlwind Steel Buildings' standard specifications apply unless stipulated otherwise in the Contract Documents. Whirlwind design, fabrication, quality criteria, standards, practice, methods and tolerances shall govern the work any other interpretations to the contrary notwithstanding. It is understood by both parties that the customer is responsible for clarifications of inclusions or exclusions from the Architectural plans and/or specifications. 4. In case of discrepancies between Whirlwind's structural steel plans and plans for other trades, Whirlwind's shall govern ("Code of Standard Practice for Steel Buildings and Bridges" in the AISC Manual; Section 3.3) 5. The customer is responsible for overall project coordination. All interface, compatibility and design considerations concerning any materials not furnished by Whirlwind and Whirlwind's steel system are to be considered and coordinated by the customer. Specific design criteria concerning this interface between materials must be furnished before release for fabrication or Whirlwind's assumptions will govern. 6. Anchor bolts and foundation bolts are design(,-d, furnished, and set by the customer in accordance with an approved drawing. Dimensional accuracy shall satisfy the requirements of Section 7.5.1 of "Code of Standard Practice for Steel Buildings and Bridges" in the AISC Manual. All other embedded items or connection materials between the structural steel and the work of other trades are located and set by the customer in accordance with approved location on erection drawings. Accuracy of these items must satisfy the erection tolerance requirements. 7. Once the Contractor has signed Whirlwind's Approval Package and the project is released for fabrication, changes shall be billed to the Contractor including material, engineering, and other costs. An additional fee may be charged if the project must be moved from fabrication and shipping schedule. 8. Whirlwind does not investigate the influence of the metal building system on existing buildings or structures. The End Customer assures that such buildings and structures are adequate to resist snow drifts, wind loads, or other conditions as a result of he presence of the metal building system. APPROVAL NOTES 'I. It is imperative that any changes to these drawings: A) Be made in contrasting ink B) Be legible and unambiguous C) Have all instances of chonge clearly indicated. 2. A dated signature, in the designated areas, is required on all pages. The signature must be from the person authorized on the contract or ra person authorized, in writing, by the Whirlwind customer. 3. Whirlwind reserves the right to resubmit drawings with extensive or complex changes required to avoid misfabrication. This may impact the delivery schedule. 4. Any changes noted on the drawings not in conformance with the terms and requirements of the contract between Whirlwind and its customer are not binding on Whirlwind unless subsequently specifically acknowledged and agreed to in writing by change order or separate documentation. 5. Approval of Whirlwind drawings and/or calculations indicate that Whirlwind has correctly interpreted the contract requirements. This approval constitutes the customer acceptance of the Whirlwind design, concepts, assumptions, and loadings. Once the Whirlwind customer has signed and returned the Whirlwind drawings and/or calculations and the project is released for fabrication, changes shall be billed to the Whirlwind customer including material, engineering, and other cost. An additional fee may be charged if the project must be moved from the fabrication and/or the shipping schedule. 6. The customer approves of all notes and conditions on the drawings and/or calculations by signing an Approval Drawing Waiver Form. G 62, CUSTOMER: SPOLSKI CONSTRUCTION JOB NO.: T020463B I DWG. NO.: C-ONE DOWNSPOUTS (TYP.) 15 rf ROOF FRAMING PLAN PURLINS CONTINUOUS ZB26 ZB26 ZB26 ZB26 ZB26 ZB26 ZB26 ZB26 Super Span wall panel * Downspout 12 2.33 ram== --- Weather lok roof panel Bldg. »D» Super Span X roof panel Masonry — (not by Whirlwind) out of steel irznl a nitr/nt— -- _,- Main frame Bldg. »A» DESIGN INFORMATION SHEETING AND TRIM BUILDING CODE: 2001 FLORIDA WIND LOAD: 110.0 MPH SEISMIC HAZARD EXPOSURE: I 24GA ROOF WEATHER LOK — 001MILI le Plus DEAD LOAD: METAL BLDG ONLY WIND IMPORTANCE: 1.00 PEAK VEL-REL ACCEL (Av):<0.05 260A WALL - SUPER SPAN < COLLATERAL LOAD: 3.0 PSF WIND EXPOSURE: C PEAK ACCELERATION (Aa): <0.05 240A TRIM - 20 Yr" k11)I•� SPRINKLER LOAD' 3.0 PSF WIND COND.: FULLY ENCLOSED SEISMIC PERFORMANCE CAT: A GUTTER & DOWNSPOUTS ROOF LIVE LOAD: 20.0 PSF SOIL PROFILE: 2.0 UL 580, CLASS 90 ROOF; CONSTRUCTION No. 506 FRAME LIVE LOAD: 12.0 PSF DIRECTION: LATERAL LONGITUDINAL MK QTY SKYLIGHTS - WHITE ROOF SNOW LOAD: 0.0 PSF STRUCTURAL SYSTEM: ORDINARY MOMENT BRACED FRAME NO SKYLIGHT SNOW, IMPORTANCE: N/A RESPONSE MODIFICATION (R): 4.5 5.0 MK QTY VENTILATORS SNOW EXPOSURE: N/A DEFLECTION AMPLIFICATION (Cd): 4.0 4.5 NO VENTILATORS SNOW THERMAL: N/A ANALYSIS: EQUIVALENT LATERAL FORCE PROCEDURE 12 One E" Weather lok roof panel Bldg. /,B» Masonry — (not by Whirlwind) it r r T/- • • .. -.. WALKDOORS AND WINDOWS MK. QTY. FINISH DESCRIPTION PURLINS CON-1-V000S ZB32 ZB32 ZB36 ? �< BLDG. "A" Bldg. "A» out of steel L /o'—fit OUr/oUT Or srEEL FRAMED OPENINGS MK. QTY. WIDTH HEIGHT I OPENING FOR: WNSPOUrS (TYP.) -0 REFERENCE: FARPORT Q0 rr) E0 N a7 rr) Cfl N r� CO f�l (.0 CID r� N Q0 V) rr) D co O i-�l D G i Cal Q G rr) � (z O CN V) N Z rr) O co O �N Iz n 16go Cee diophragrn © 5'-0 i O.Cbf—screws Strut purlin (Mk: per side(3) Roof member Eave strut �� SECTION "X" (Typ. © all strut purlins at eave) 8716 Diaphragm (Mk: Bldg. purlin Strut purlin •(3) Roof member screws per side SECTION Y' (Typ. (Y all strut purlins) Rev Date Description By Chk'd W H I R LW I N D WHIRLWIND STEEL BUILDINGS �` �_ /�/ 8234 HANSEN HOUSTON, TEXAS 77075-1089 I13)- 9,16-714Q WWW Description: ROOF FRAMING PLAN A 08.08.02 FOR APPROVAL WAN1S S.D C� G � _ 02 CONI _CT- P Size: VARIES LEAN-TO Customer: SPOLSKI CONSTRUCTION 1:12 ROOF SLOPE Refer to drawing C-One for general notes, responsibilities, and current drawing list and issue dates. 0 2002 Whirlwind Steel Buildings Inc. All rights reserved Cust. Location: SANFORD, FL Jobsite: SANFORD, FL Drawn by VIAMB Checked by Dvte 07.22.02 Engineering � � Cad No. T020463B Job No. T020463B,C,D Dwg. No. E-ONE el. Issue SPLICE BOLT 'FABLE SPLICE NO. SIZE A 6 8"0 x 0-1 '2" A325 Sheeted wall B 10 V0 x 0-212' A325 C 5 V0 x 0-1'2" A325 DETAIL @ PANEL END 3'a 12 ONE 512 to 612 2 Use 332„ X 12„ rope seal © this lQrution DETAIL @ PANEL SPLICE V-7!i 3 49`3 a 10AT4'-11v = 48'-,IJ4 CLEAR 50'-0 OUTOUT OF STEEL 1016 REACTION DEAD CULL LIVE SNO'N WIND WIND WIND WIND I WIIJD SEIS MEMBERS LOAD LOAD LOAD LOAD LEFF1 LEFT2 RIGHTI RIGHT2 LONG. LOAD EXT. COL. HOR 0.0 0.0 0.0 0.0 —0.6 —1.6 1.3 0.3 1.8 0.0 EXT. COL. VER 1.9 3.1 6.1 0.0 —10.0 —5.7 —6.5 —2.2 —10.2 0.0 THE REACTIONS ARE STATED IN KIPS &. FOOT KIPS (1 KIP= 1000 LBS). THE REACTIONS SHOWN MUST ACT ON THE FRAME IN THE DIRECTION SHOWN TO MAINTAIN STABILITY. THE REACTION ON THE ANCHOR BOLT OR FOUNDATION WILL BE IN THE OPPOSITE DIRECTION TO THAT INDICATED BY THE TABLE. POSITIVE REACTIONS ARE IN THE SAME DIRECTION AS THE DIAGRAM ARROWS. NEGATIVE DIRECTIONS ARE IN THE OPPOSITE DIRECTION TO THE ARROWS. "COLC IN THE ABOVE -FABLE IS THE COLLATERAL LOAD, INCLUDING ANY SPRINKLER LOADS. "WIND LEFT" IS WIND FLOWING FROM LEFT TO RIGHT ACROSS THE FRAME AS SHOWN. "WIND RIGHT' IS WIND FLOWING FROM RIGHT TO LEFT ACROSS THE FRAME AS SHOWN. IF THE VALUES FOR WIND RIGHT ARE ALL "0.0", THE FRAME IS SYMMETRICAL, AND ONLY WIND FROM THE LEFT WAS USED FOR ANALYSIS. "WIND LONG" IS WIND FLOWING IN `THE LONGITUDINAL DIRECTION, WHICH WOULD BE IN AND OUT OF THE PLANE OF THIS SHEET, PERPENDICULAR TO 'THE FRAME AS SHOWN. MANY BUILDING CODES HAVE MORE THAN ONE SET OF DESIGN WIND COEFFICIENTS FOR WIND IN THE LEFT AND RIGHT DIRECTIONS. THE "I" AND 1,2" FOLLOWING THE WIND DESCRIPTIONS ARE DIFFERENT WIND CASES FOR THAT WIND DIRECTION. IF THE REACTIONS FOR THE SECOND WIND CASE ARE ALL "0.0", THEN THAT BUILDING CODE ONLY USES ONE WIND CASE. "SEIS" IS SEISMIC LOAD. TURN —OF —NUT TIGHTENING CONNECTIONS FOR RIGID FRAMES MUST BE PROPERLY PRE —TENSIONED. THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS DATED NOVEMBER '13, '1985 (FUTURE REFERENCE TO THIS SECTION IS TO BE CALLED THE CODE) RECOGNIZES FOUR METHODS TO PROPERLY TIGHTEN THE BOLTS —1) "TURN —OF —NUT', 2) CALIBRATED WRENCH, 3) ALTERNATE DESIGN BOLTS AND 4) DIRECT TENSION INDICATOR. ALL OF THESE METHODS REQUIRE SPECIAL BOLTS AND/OR EQUIPMENT TO INSTALL, EXCEPT THE TURN —OF —NUT METHOD. THIS IS WHY WHIRLWIND SPECIFIES THIS METHOD FOR BOLT INSTALLATION. ACCORDING TO PARAGRAPH 7(c) OF THE CODE, WASHERS ARE NOT REQUIRED TO BE INSTALLED. EXCERPTS FROM THE CODE FOR If�ISTALLATION COME FROM PARAGRAPH 8(cl): "BOLTS SHALL BE INSTALLED IN ALL HOLES OF THE CONNECTION AND BROUGHT TO A SNUG —TIGHT CONDITION. SNUG —TIGHT IS DEFINED AS THE TIGHTNESS THAT EXIST WHEN THE PLIES OF THE JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH. SNUG TIGHTENING SHALL PROGRESS SYSTEMATICALLY FROM THE MOST RIGID PART OF THE CONNECTION TO THE FREE EDGES, AND THEN THE BOLTS OF THE CONNECTION SHALL BE RETIGHTENED IN A SIMILAR SYSTEMATIC MANNER AS NECESSARY UNTIL ALL BOLTS ARE SIMULTANEOUSLY SNUG TIGHT AND THE CONNECTION IS FULLY COMPACTED. FOLLOWING THIS INITIAL OPERATION, ALL BOLTS IN THE CONNECTION SHALL BE TIGHTENED FURTHER BY THE APPLICABLE AMOUNT OF ROTATION SPECIFIED IN TABLE 5..." TABLE 5. NUT ROTATION FROM SNUG —TIGHT CONDITION, BOLT LENGTH (FROM UNDER SIDE OF HEAD TO END OF BOLT) UP TO AND INCLUDING 4 DIAMETERS ...................................... 1 /3 TURN OVER 4 DIAMETERS, BUT NOT EXCEEDING 8 DIAMETERS ....... 1/2 TURN OVER 8 DIAMETERS, BUT NOT EXCEEDING 12 DIAMETERS ..... 2/3 TURN FRAME CROSS SECTION' as�d COLUMN LINES B — H REFERENCE: S-CARPORT Rev Date Description By Chk'd A 08,08.02 FOR APPROVAL WAMS SD W H I R LW I N D WHIRLWIND STEEL BUILDINGS 8234 HANSEF! hiOUSTOTI, TEXAS 77075-1089 71. 946-7140 w Description: FRAME CROSS SECTION winds Refer to drawing C—One for general notes, responsibilities, and current drawing list and issue dates. (q) 2002 Whirlwind Steel Buildings Inc. All rights reserved Size: VARIES LEAN—TO Customer: SPOLSKI CONSTRUCTION 1:12 ROOF SLOPE Cust. Location: SANFORD, FL Jobsite: SANFORD, FL Drawn by Checked byF07.22 Date E ngineCadCad No. Job No. Dwy. No. WAMS .02 v T020463B[TO20463B,C,D P—ONE Issue J SPLICE BOLT TABLE REACTION DEAD COLL LIVE SHOW WND WIND WIND WIND WIND SETS SPLICE NO, SIZE 512 to 612 MEMBERS LOAD LOAD LOAD LOAD LEFT1 LEFT2 RIGHT1 RIGHT2 LONG. LOAD A 6 8'0 x 0-1'2' A325 3 p gleet�Gt1 2 EXT. COL. HOR 0.0 0.0 0.0 0.0 —0.5 — I.3 1.1 0.3 1.5 0.0 B 12"� x 0-2 2" A325 EXT. COL. VER 3.3 4,1 8.2 0.0 —13.3 —7.7 —8.6 —2.9 —13,5 0.0 C 6 '�'o x 0-112' A325 THE REACTIONS ARE STATED IN KIPS & FOOT KIPS (1 KIP= 1000 LBS). THE REACTIONS SHOWN MUST ACT ON THE FRAME IN THE DIRECTION SHOWN TO MAINTAIN STABILITY. THE REACTION ON THE ANCHOR BOLT OR FOUNDATION 1/use s32„ X � Z„ WILL BE IN THE OPPOSITE DIRECTION TO THAT INDICATED BY THE TABLE. rope seal 0 this location DETAIL @ PANEL END DETAIL 1'c� PANEL SPLICE + f POSITIVE REACTIONS ARE IN THE SAME DIRECTION AS THE DIAGRAM ARROWS. NEGATIVE DIRECTIONS ARE IN THE OPPOSITE DIRECTION TO THE ARROWS. "COLC' IN THE ABOVE TABLE IS THE COLLATERAL LOAD, INCLUDING ANY SPRINKLER LOADS. "WIND LEFT' IS WIND FLOWING FROM LEFT TO RIGHT ACROSS THE FRAME AS SHOWN. "WIND RIGHT" IS WIND FLOWING FROM RIGHT TO LEFT ACROSS THE FRAME AS SHOWN. IF THE VALUES FOR WIND RIGHT ARE ALL "0.0", THE FRAME IS SYMMETRICAL, AND ONLY WIND FROM THE LEFT WAS USED FOR ANALYSIS. "WIND LONG" IS WIND FLOWING IN THE LONGITUDINAL DIRECTION, WHICH WOULD BE IN AND OUT OF THE PLANE OF THIS SHEET, PERPENDICULAR TO THE FRAME AS SHOWN. MANS( BUILDING CODES FIAVE MORE THAN ONE SET OF DESIGN WIND COEFFICIENTS FOR WIND IN THE LEFT AND RIGHT DIRECTIONS. THE "I" AND "2" FOLLOWING THE WIND DESCRIPTIONS ARE DIFFERENT WIND CASES FOR THAT WIND DIRECTION. IF THE REACTIONS FOR THE SECOND WIND CASE ARE ALL "0.0", THEN THAT BUILDING CODE ONLY USES ONE WIND CASE. "SETS" IS SEISMIC LOAD. TURN —OF —NUT TIGHTENING CONNECTIONS FOR RIGID FRAMES MUST BE PROPERLY PRE —TENSIONED. THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS DATED NOVEMBER '13, 1985 (FUTURE REFERENCE TO THIS SECTION IS TO BE CALLED THE CODE) RECOGNIZES FOUR METHODS TO PROPERLY TIGHTEN THE BOLTS —1) "TURN —OF —NUT", 2) CALIBRATED WRENCH, 3) ALTERNATE DESIGN BOLTS AND 4) DIRECT TENSION INDICATOR. ALL OF THESE METHODS REQUIRE SPECIAL BOLTS AND/OR EQUIPMENT TO INSTALL, EXCEPT THE TURN —OF —NUT METHOD. THIS IS WHY WHIRLWIND SPECIFIES THIS METHOD FOR BOLT INSTALLATION. ACCORDING TO PARAGRAPH 7(c) OF THE CODE, WASHERS ARE NOT REQUIRED TO BE INSTALLED. 3 r-- 12 ONE rn I i 1 b V7 U SPLICE BOLT 'FABLE SPLICE N0. SIZE A 6 5i'O x 0—'1'2" A325 f3 14 s�"� x 0-2 i2" A325 C 6 a"0 x 0-1 IZ' A325 .r REACTION DEAD COLL LIVE SNOW WIND WIND WIND WIND WIND SEIS MEMBERS LOAD LOAD LOAD LOAD LEFT1 LEFT2. RICH T1 RIGHT2 LONG. LOAD EXT. COL. HOR 0.0 0.0 0.0 0.0 0.0 —0.1 0.1 0.0 0.1 0.0 EXT. COL. VER 4.3 3.5 8.0 0.0 —11.9 —11.5 —11.6 —11.3 —I1.9 0.0 THE REACTIONS ARE STATED IN KIPS & FOOT KIPS (1 KIP= 1000 LBS). 12 ara "''P a. �w Q Li �- 2'-2 6x �z 6xaa J 6x58 6x12 0 3r:) 6x3a 3 316 ' 6x 2 6x3a 6x�2 L Q Cr (J v O O 1 F8xUzx 113d FRAME CROSS SECTION COLUMN LINE X FIN. FLOOR 77'-25a OUTOUT OF .STEEL I THE REACTIONS SHOWN MUST ACT ON THE FRAME IN THE DIRECTION SHOWN TO MAINTAIN STABILITY. THE REACTION ON THE ANCHOR BOLT OR FOUNDATION WILL BE IN THE OPPOSITE DIRECTION TO THAT INDICATED BY THE TABLE. POSITIVE REACTIONS ARE IN THE SAME DIRECTION AS THE DIAGRAM ARROWS. NEGATIVE DIRECTIONS ARE IN THE OPPOSITE DIRECTION TO THE ARROWS. "COLL' IN THE ABOVE TABLE IS THE COLLATERAL LOAD, INCLUDING ANY SPRINKLER LOADS. "WIND LEFT" IS WIND FLOWING FROM LEFT TO RIGHT ACROSS THE FRAME AS SHOWN, WIND RIGHT(„ IS WIND FLOWING FROM RIGHT TO LEFT ACROSS THE FRAME AS SHOWN. IF THE VALUES FOR WIND RIGHT ARE ALL "0.0", THE FRAME IS SYMMETRICAL, AND ONLY WIND FROM THE LEFT WAS USED FOR ANALYSIS. "WIND LONG" IS WIND FLOWING IN THE LONGITUDINAL DIRECTION, WHICH WOULD BE IN AND OUT OF -THE PLANE OF THIS SHEET, PERPENDICULAR TO THE FRAME AS SHOWN. MAN( BUILDING CODES HAVE MORE THAN ONE SET OF DESIGN WIND COEFFICIENTS FOR WIND IN THE LEFT AND RIGHT DIRECTIONS. THE "I" AND "2" FOLLOWING "THE WIND DESCRIPTIONS ARE DIFFERENT WIND CASES FOR THAT WIND DIRECTION. IF THE REACTIONS FOR THE SECOND WIND CASE ARE ALL "O.0", THEN THAT BUILDING CODE ONLY USES ONE WIND CASE. "SEIS" IS SEISMIC LOAD. TURN —OF —NUT TIGHTENING CONNECTIONS FOR RIGID FRAMES MUST BE PROPERLY PRE —TENSIONED. THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS DATED NOVEMBER 13, 1985 (FUTURE REFERENCE TO THIS SECTION IS TO BE CALLED THE CODE) RECOGNIZES FOUR METHODS TO PROPERLY TIGHTEN THE BOLTS —1) "TURN —OF —NUT", 2) CALIBRATED WRENCH, 3) ALTERNATE DESIGN BOLTS AND 4) DIRECT TENSION INDICATOR. ALL OF THESE METHODS REQUIRE SPECIAL BOLTS AND/OR EQUIPMENT TO INSTALL, EXCEPT THE TURN —OF —NUT METHOD. THIS IS WHY WHIRLWIND SPECIFIES THIS METHOD FOR BOLT INSTALLATION. ACCORDING TO PARAGRAPH 7(c) OF THE CODE, WASHERS ARE NOT REQUIRED TO BE INSTALLED. EXCERPTS FROM THE CODE FOR INSTALLATION COME FROM PARAGRAPH 8(d): "BOLTS SHALL BE INSTALLED IN ALL HOLES OF THE CONNECTION AND BROUGHT TO A SNUG —TIGHT CONDITION. SNUG —TIGHT IS DEFINED AS THE TIGHTNESS THAT EXIST WHEN THE PLIES OF THE JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH. SNUG TIGHTENING SHALL PROGRESS SYSTEMATICALLY FROM THE MOST RIGID PART OF THE CONNECTION TO THE FREE EDGES, AND THEN THE BOLTS OF THE CONNECTION SHALL_ BE RETIGHTENED IN A SIMILAR SYSTEMATIC MANNER AS NECESSARY UNTIL ALL BOLTS ARE SIMULTANEOUSLY SNUG TIGHT AND THE CONNECTION IS FULLY COMPACTED, FOLLOWING THIS INITIAL OPERATION, ALL BOLTS IN THE CONNECTION SHALL BE TIGHTENED FURTHER BY THE APPLICABLE AMOUNT OF ROTATION SPECIFIED IN TABLE 5..." TABLE 5. NUT ROTATION FROM SNUG —TIGHT CONDITION, BOLT LENGTH (FROM UNDER SIDE OF HEAD "TO END OF BOLT) UP TO AND INCLUDING 4 DIAMETERS ...................................... 1 /3 "TURN OVER 4 DIAMETERS, BUT NOT EXCEEDING 8 DIAMETERS ....... -1/2 TURN OVER 8 DIAMETERS, BUT NOT EXCEEDING 12 DIAMETERS ..... 2/3 TURN REFERENCE: STARPORT Rev Date Description By Chk'd -- �\ WHIRLWIND WHIRLWIND STEEL BUILDINGS \ 8234 HANSEN FIOUSTON, TEXAS 77075-1089 (713) 946-7140 www.wliirlwindsteel.com Description: FRAME CROSS SECTION A 08.08.02 FOR APPROVAL WAMS SD .62 , �� d _ Size: 70' X 71' X 12' E.H. LEAN—TO Customer: SPOLSKI CONSTRUCTION 1:12 ROOF SLOPE Refer to druwing C—One for general notes, responsibilities, and current drawing list and issue dates. Q 2002 Whirlwind Steel Buildings Inc. All rights reserved Cust. Location: SANFORD, FL Jobsite: SANFORD, FL Drawn by WAMS Checked by Date 08.08.02 Engineering ��,�� Cud No. T020453CE Job No. T02046313,C,D Dwg. No. Issue - ` O - SPLICE BO�:T TABLE SPLICE 1 N0. SIZE A 6 a d x 0-1 2' A325 B 6 a'O x 0-1 '2' A325 REACTION MEMBERS DEAD LOAD COLL LOAD LIVE LOAD SNOW LOAD WIND LEFT1 WINO LEFr2 WIND RIGHT1 WIND RIGHT2 WIND ti ONG. SEIS LOAD EXT. COL. HOR 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 EXT. COL. VER 1.5 2.5�+Q 0.0 —8.4 —4.9 5.7 —2.2 —8.4 0.0 THE REACTIONS ARE STATED IN KIPS & FOOT KIPS (1 KIPS 1000 LBS). 2513 FRAME CROSS SECTION COLUMN LINES 1, 3, 4, 5, 6, 7, 8 7 �s THE REACTIONS SHOWN MUST ACT ON THE FRAME IN THE DIRECTION SHOWN TO MAINTAIN STABILITY. THE REACTION ON THE ANCHOR BOLT OR FOUNDATION WILL BE IN THE OPPOSITE DIRECTION TO THAT INDICATED BY THE TABLE. + - r--- .I POSITIVE REACTIONS ARE IN THE SAME DIRECTION AS THE DIAGRAM ARROWS. NEGATIVE DIRECTIONS ARE IN THE OPPOSITE DIRECTION TO THE ARROWS. "COLC IN THE ABOVE TABLE IS THE COLLATERAL LOAD, INCLUDING ANY SPRINKLER LOADS. "WIND LEFT" IS WIND FLOWING FROM LEFT TO RIGHT ACROSS THE FRAME AS SHOWN. "WIND RIGHT' IS WIND FLOWING FROM RIGHT TO LEFT ACROSS THE FRAME AS SHOWN. IF THE VALUES FOR WIND RIGHT ARE ALL "0.0", THE FRAME IS SYMMETRICAL, AND ONLY WIND FROM THE LEFT WAS USED FOR ANALYSIS. "WIND LONG" IS WIND FLOWING IN THE LONGITUDINAL DIRECTION, WHICH WOULD BE IN AND OUT OF THE PLANE OF THIS SHEET, PERPENDICULAR TO THE FRAME AS SHOWN. MANY BUILDING CODES HAVE MORE THAN ONE SET OF DESIGN WIND COEFFICIENTS FOR WIND IN THE LEFT AND RIGHT DIRECTIONS. THE "I" AND "2" FOLLOWING THE WIND DESCRIPTIONS ARE DIFFERENT WIND CASES FOR THAT WIND DIRECTION, IF THE REACTIONS FOR THE SECOND WIND CASE ARE ALL "0.0", THEN THAT BUILDING CODE ONLY USES ONE WIND CASE. "SEIS" IS SEISMIC LOAD. TURN —OF —NUT TIGHTENING CONNECTIONS FOR RIGID FRAMES MUST BE PROPERLY PRE —TENSIONED. THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS DATED NOVEMBER 13, 1985 (FUTURE REFERENCE TO THIS SECTION IS TO BE CALLED THE CODE) RECOGNIZES FOUR METHODS TO PROPERLY TIGHTEN THE BOLTS —1) "TURN —OF —NUT", 2) CALIBRATED WRENCH, 3) ALTERNATE DESIGN BOLTS AND 4) DIRECT TENSION INDICATOR. ALL OF THESE METHODS REQUIRE SPECIAL BOLTS AND/OR EQUIPMENT TO INSTALL, EXCEPT THE TURN —OF —NUT METHOD. THIS IS WHY WHIRLWIND SPECIFIES THIS METHOD FOR BOLT INSTALLATION. ACCORDING TO PARAGRAPH 7(c) OF THE CODE, WASHERS ARE NOT REQUIRED TO BE INSTALLED. EXCERPTS FROM THE CODE FOR INSTALLATION COME FROM PARAGRAPH 8(d): "BOLTS SHALL BE INSTALLED IN ALL HOLES OF THE CONNECTION AND BROUGHT TO A SNUG —TIGHT CONDITION. SNUG —TIGHT IS DEFINED AS THE TIGHTNESS THAT EXIST WHEN THE PLIES OF THE JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH. SNUG TIGHTENING SHALL PROGRESS SYSTEMATICALLY FROM THE MOST RIGID PART OF THE CONNECTION TO THE FREE EDGES, AND THEN THE BOLTS OF THE CONNECTION SHALL BE RETIGHTENED IN A SIMILAR SYSTEMATIC MANNER AS NECESSARY UNTIL ALL BOLTS ARE SIMULTANEOUSLY SNUG TIGHT AND THE CONNECTION IS FULLY COMPACTED. FOLLOWING THIS INITIAL OPERATION, ALL BOLTS IN THE CONNECTION SHALL BE TIGHTENED FURTHER BY THE APPLICABLE AMOUNT OF ROTATION SPECIFIED IN TABLE 5..." TABLE 5. NUT ROTATION FROM SNUG —TIGHT CONDITION. BOLT LENGTH (FROM UNDER SIDE OF HEAD TO END OF BOLT) UP TO AND INCLUDING 4 DIAMETERS ...................................... -1/3 TURN OVER 4 DIAMETERS, BUT NOT EXCEEDING 8 DIAMETERS ....... 1 /2 TURN OVER 8 DIAMETERS, BUT NOT EXCEEDING '12 DIAMETERS ..... 2/3 TURN FOR CONS RUCSIOPd REFERENCE: STARPORT t� Rev Date Description By enk'd WHIRLWIND STEEL BUILDINGS A 08. .02 FOR APPROVAL WAMS SD WHIRLWIND 8234 HANSEN Housrw, TEXAS 77075-1089 (713) 916-71 40 www.whirlwindsteel.com Description: FRAME CROSS SECTION Size: 30' X 150' X 12' E.H. LEAN—TO Customer: SPOLSKI CONSTRUCTION 2516: 'I 2 ROOF SLOPE Refer to drawing C—One for general notes, Cust. Location: SANFORD, FL responsibilities, and current drawing list and issue dates. -[ Drawn by Checked by Dote En<ineariny (0 2002 Whirlwind Steel Buildings Inc. All rights reseried WAMS 07.22.02 �f/VU Jobsite: SANFORD, FL Cad No. I Job No. Dwg. No. Issue T020463D P— 4- 0 Y �� .•-,..r—'". , �. _-_. ..Yap- '' ."%�.' ' iBLE SPLICE BOLT TA nrnrnn�i nrnn „.� q �' D E F G H J �< M ANCHOR BOLT SCHEDULE CB) THREADED ANCHOP BOLT 159'-4 OUT/OUT OF STEEL @ SIDEWALL 70'-8 OUT/OUT OF STEEL & CONCRETE CP SIDEWALL SYMBOL QUANTITY SIZE PROJECTION 20'-0 20'-0 20'-0 20'-0 20'-0 20'-0 20'-0 19'-4 2V-0 18'-f3 31'-0 BASE --- ----�- - 0 ore 2 PLATE PROJECTION --� - 100 034 3 7 NOTE: PROJECTION BASED " © © it © `+ h I l - 0 1 2 FROM BOTTOM OF BASE CO PLATE. ADJUSTMENTS Cq 0 4 SHOULD BE MADE FOR OUT AND/OR LEVELING PLATES. I-> I REFERENCE. ALL ANCHOR}EBOLTS (BY OTHERS) TO HAVE NUTS AND FLAT WASHERS. Q. �D 2. ALL ANCHOR BOLTS ARE DESIGNED TO FULL S.A.E. DIAMETERS WITH CUT THREAD l _ ' 55 NO SUBSTITUTIONS ARE ALLOWED. h�-1 � 0 +« ©'_*+ 0 ;* ©" ©" ©++ ©+* a 3. WHIRLWIND IS rIOT RESPONSIBLE FOR THE DESIGN, MATERIALS AND WORKMANSHIP I OF THE FOUNDATION. ANCHOR BOLT PLANS PREPARED BY WHIRLWIND ARE INTENDED Q) TO SHOW ONLY LOCATION, DIAMETER, AND PROJECTION OF ANCHOR BOLTS REQUIRED TO ATTACH THE METAL BUILDING SYSTEM TO THE FOUNDATION. WHIRLWIND IS RESPONSIBLE FOR PROVIDING TO THE BUILDER THE LOADS IMPOSED BY THE METAL i BUILDING SYSTEM ON THE FOUNDATION. IT IS THE RESPONSIBILITY OF THE END CUSTOMER TO ENSURE THAT ADEQUATE PROVISIONS ARE MADE FOR SPECIFYING BOLT EMBEDMENT BEARING ANGLES TIE RODS, AND/OR OTHER ASSOCIATED ITEMS EMBEDDED IN THE CONCRETE FOUNDATION, AS WELL AS FOUNDATION DESIGN FOR THE LOADS IMPOSED BY THE METAL BUILDING SYSTEM, OTHER IMPOSED LOADS, AND L,-j THE BEARING CAPACITY OF rHE SOIL AND OTHER CONDITIONS OF THE BUILDING F 1 „ „ SITE. (1996 LOW RISE BUILDIJG SYSTEMS MANUAL, SECTION IV; 3.2.2) 11 BLDG. C o w BLOC. "B" I a o "+D 1 103 I 12 a J SEE PLAN FOR COLUMN DIRECTI O BOTTOM OF BASE PLATE 1'-6 BASE PLATE 8" 3 ANCHOR i + . BOLT I SIDEWALL-/ STEEL LINE FOR GG�`aST�'UCf ION AO U v v v 1'-0'4 REFERENCE: STARPOR-F 1'-0'4 1 pr I Rev Date Description By chk'd WHIRLWIND STEEL BUILDINGS 4 ANCHOR 1 0 4 I A 08.08.02 FOR APPROVAL WAMS SD WHIRLWIND ANCHOR _/ 8'L34 HArlSEN HOUSTOrI, TEXAS 77075-1089 BOLT SIDEWALL ENDN/ALL SIDEWALL BOLT �, " " SIDEWALL - STEEL LINE o STEEL LINE STEEL LINE �� ''�� f 71: 46-714 www. STEEL LINE _ `r �I 1'-0'4 ANCHOR�, Description: ANCHOR BOLT LAYOUT ��' - -� BOLT _ �! Size: VARIES LEAN-TO r, ANCHOR 0-1 IZ' Customer. SPOLSKI CONSTRUCTION 1 :12 ROOF SLOPE ' }" 4„ BOLT 3,� „� ANCHOR 4" "� 4„ � ANCHOR /SIDEWALL �� Cust. Location: Jobsit�. —ENDWALL BOLT STEEL LI STEEL LINE 9- SANFORD, FL SANFO F'L SIDEWALL Refer to drawinc C-One for general notes, > STEEL LINE STEEL LINE ENDWALL STEEL LINE responsibilities, and current drawing list and issue dates. Drawn by Checked by Date Engineering Cad No. Job no. owg. no. STEEL LINE 0 2002 Whirlwind Steel Buildings Inc. All rights reseried WAMS 07.22.02 ��jYj T02046313 T020463B4O,D F O 700? n