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HomeMy WebLinkAboutREVISION 1-3-18In m 1 I W.J. (TYP 0 GRID LINE B-F) 4 m I � � I I f F_2 B S5 I� I N A P-2 I 4 � I ry no F-3A F-3A LJ� G LJ S5 (+34/-38) ---- TF4T --- (+38/-42) -------— TS24 F-4 — $17 HAIRPIN5 W/ 8 FT L TYP U.N.O. �' W x 1-1/2" DEEP 5AW CUT5 AT 20 FT MAX O.G. 5AW GUT5 ARE NOT TO AT WITH COLUMNS- 3/4" EXP 1 38/-42) ------4 `4 II METAL BUILDING MANUF (MBM) TO COORDINATE LOCATION OF I I WALL BRAGIN6 TO AVOID ALL DOOR OPENIN65 LLJ+ LIJ+ LIJ LIJ II II II II � � I T/5LAB b" THICK GONG 5LA13 I I II II II II II L !-J LIJ+ II I II II J II I II II II II METAL BUILDING PANEL WALL, TYP 0 NORTH ELEV � T T J LI J P' EXPAN51ON JOINT P 0 3 LOGATION5) a- DETAIL ON 5-1 DOWEL x24" 0 24" O.G. -EVED 5PEFD DOWELS DETAIL MU WALL IN RUNNING BOND WITH 9 GA I I F-2 IZ LADDER TYPE JOINT REINF 0 Ib" OG 1NINTER56GTION15 " MIN LAP 5PLIGE W/ #5 VERT BAR 1 I I0 GELL5 0 48" O.G. MAX. 4 0 ALL I I AND EA. 51DE OF I I o WALL JOINT5. PROVIDE 5-1 0 T/WALL ( LF%4 F 4 � �\ F-4 . 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Reproduction and/or use of this drawing or any content therein, without express Z J consent or permission of this company Is prohibfled, may constitute an Infringe- I ment, and may be subject to legal action by MIL Englnes6ring, Inc. 850'-0" ¢ 25'-0" 25'-0" 25'-0" 25'-0" %'s EXP EQ JOINT EQ O I L- +38/ 42) (+34/-38) L U _ - - - - j?- T5-24 - (TYP U.N.0) F 4 e, C�Cie F-4 LLI 3 F7 �I �� F- �I LIJ LIJ LIJ LIJ* LIJ FOUNDATION PLAN SCALE: 1/I6" = 1'-0" NORTH NOTE5: I. TOP OF FLOOR 0 REFERENCE ELEVATION +0'-0" (5EE 51TE PLAN FOR ACTUAL ELEVATION) 2. ALL CONCRETE 5L.A55 ON GRADE SHALL BE b" THICK 4p00 F51 GONGRETE AS PER 5PEG5 W/ 4x4-W4.OxW4.0 WWF ON b MIL VAPOR BARRIER ON TREATED COMPACTED 501L U.N.O. 3. REFER TO FOUNDATION 5GHCDULE FOR ALL FOOTING 51ZE5 AND REINFORON6. 4. COORDINATE COLUMN AND ANCHOR BOLT PLACEMENT WITH APPROVED METAL BUILDING SHOP DRAWIN65. 5. DO NOT 56ALE PLANS. 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DENOTES CON5TRUGTION JOINT, 5EE DETAIL EXP. JT. EXPAN51ON JOINT IN SLAB, FOOTIN5 AND 6MU WALL5 5.6. 5AW GUT I/8" WIDE XY4 (t) SAWN JOINT 5EE DETAIL (2) 55 115 HELICAL BATTERED TEN51ON PILES CENTERED IN FT6. CAPACITY OF EA PILE: P NLT) = 100 KIP5 ; P (A5D) = 50 KIPS REQUIRED LOAD EA PILE:P NLT) = 45 KIPS ; P (A5D) = 22.5 KIP5 4C�yL 1 F ® ST. L OUNJTI' BUILDING DIVISION REVIEWED FOR COMPLI REVIEWED BY DATE r PLANS AND PER MUST BE KEPT ON J B OR NO INSPECTION WIL EMADE M/A sloo JAN 01 22?3 ST. Lucie County, pArMItting REVISIONS: DATE: ®GEN REVISIONS 12-28-17 DATE: 11-2-17 DRAWN BY: TR CHECKED BY: ML JOB No. 17-122 SEAL: 1� MICHAEL A. LUE, P.E. FLORIDA REG. #47520 SHEET NO: slillillit I OF 8 SHEET , t I'Ii (D 850'-0° _ �pZo I. ,n p, V c � N .CV FUTURE EXPANSION (PHASE III ih j ' o ' L E I. uLu -i LL - +- O PHASE I I +`- ^ v c.4 ; I,.. j,.. / 1� cc':)) O lJ 0 J z c> o ' 4 a MATCH LINE Lu C O `° N > KEY PLAN N.T.S. NORTH V This drawing and design as shown Is the property of ML Engineering, Inc. 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LJJ Ce z I I SEE DETAIL �" N x 11/2" DEEP 5AW GUTS AT 20 FT MAX 0. ry _P I I N N SAW GUTS ARE NOT TO ALIGN WITH COLUMNS F-2 I L\u ® (I HR I RA MU WAL IN RUN N(9 I I W GMU WALL IN RUNNING BOND WITH 9 6A F r / _l 1 6 R P JO I I HORIZ LADDER TYPE JOINT REINF 0 Ib OG J L.L. REINF ® 16" OG VERT W/ b" MIN LAP SPLICE I I VERT W/ 6" MIN LAP SPLICE W/ #5 VERT BAR SC W J K W/ #5 VERT BAR IN GROUTED CELLS ®48" I I STUD 0 IN efoUTED CELLS ®48" O.G. MAX. d ®ALL N I U) S5 I AND EA. SIDE ALL JAMBS,ALL INTERSECTIONS S.�U �HAN6E" 1611 ANBWALL HT I I JAMBS, INTERSECTIONS AND EA. 51DE OF r I " �4. Lu PROVIDE B-I ®T/WALL L It TYP rY TYP z2 WALL JOINTS. PROVIDE B-I ®TMtALL F 4 I I F o r F-4 ��. F 4;� F S5 4F-4 �� F-4 Ica- F F-4 \t F- F-4 ,� \ F 4 \F-4 ,;' F-4 l� F 4 11, . F-4 /� F-4 ` ', F-4 I F-4 -- --- n —ii r.—'i —� r — �, r T ----- i �— T5-36 — r — i }--Lo — _ -- --- — — — — 1 r---. —--___-- —}—-----d-------I —J——=J------t—d- L—J——J----- ..... 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J PROVIDE GONG RAMP ®DOOR, F #1 HAIRPINS W/ 4 FT LE65 v I MAX SLOPE 1 1/2" REVISIONS DATE: S5 S5 ®LEAN-TO COLUMNS ®GEN REVISIONS 12-28-17 8" GMU WALL IN RUNNING BOND WITH 9 6A HORIZ LADDER TYPE JOINT REINF 0 16" OG VERT W/ 8" MIN LAP SPLICE W/ #5 VERT BAR IN GROUTED CELLS 0 48" O.G. MAX, d 0 ALL JAMBS, INTER-' AND EA. SIDE OF WALL JOINTS. PROVIDE 5-1 0 T/WALL DATE: 1 1-2-1 7 DRAWN BY: TR FOUNDATION PLAN 55 SCALE: I/Ib" = I'-G" n31 ✓d , , ?:;;, b CHECKED BY: ML NORTH NOTES: w o a JOB No. 1 7-1 22 I. TOP OF FLOOR ®REFERENCE ELEVATION +Ob" (SEE SITE PLAN FOR ACTUAL ELEVATION) � ' 2. ALL CONCRETE 5LAB5 ON GRADE SHALL 13E (2" THICK 4,000 P51 CONCRETE A5 PER 5PEG5 SEAL: 4x4-W4.OXH4.0 W& ON 6 MIL VAPOR BARRIER ON TREATED COMPACTED SOIL U.N.O. 3. REFER To FOUNDATION SCHEDULE FOR ALL FOOTING SIZES AND REINFORCING. 4. COORDINATE COLUMN AND ANCHOR BOLT PLACEMENT WITH APPROVED METAL BUILDING ^ SHOPDRAWIN65. At I.-qf /$AA% - V1- 5. DO NOT SCALE PLANS. c G JJ- j �' r rc) 4 � CPO,, p Vd 1 , . V f' �/N Q qq � %rye i �rj "i6CCj r MICHAEL A. LUE, P.E. FLORIDA REG. #47520 SHEET NO: S=2 OF 8 SHEET 550'-0" Q i FUTURE EXPANSION (PHASE II) Q I PHASE I ry J Q ¢ MATCH LINE KEY PLAN N.T.S. NORTH mv..vnrua. w.-.vv . v E METAL BUILDING FRAMES ¢ MONORAIL H015T5 P (VERT) P (HORIZ) P (LONG) ]-TON I -TON 3,100# 400# 400# 2-TON (2) I -TON 6,500# &00# 800# 6-TON (2) 3-TON I1,000# 2,400# 2,400# NOTE: THE ABOVE LOAD5 REFLECT THE FOLLOWING: I. 2 b b TON MONORAILS - MAX OF THO H015T5 ON EACH RAIL 2. BOTH H0151`5 MAY BE WXT TO EACH OTHER IN ANY ONE BAY 3. MONORAILS ARE TO BE SUPPORTED BY BRACKETS ATTACHED TO THE METAL BUILDING MAIN FRAMES OVERHEAD TOP RUNNING BRIDGE CRANE LOADS TO METAL BUILDING FRAMES INDEPENDENT 10 TON BRIDGE PV (2) 5 TON H015T5 BRIDGE WT b,200# H015T HT 900# x 2 EA = I'bOO# TOTAL GRANE HT = 10000# IMPACT LOAD 2000# LATERAL d LONG. 4,000# NOTES: I. OVERHEAD TOP RUNNING BRIDGE GRANE 5Y5TEM 15 SELF 5UPPORTIN6 EXCEPT THAT THE LONGITUDINAL LOADS AND LATERAL LOADS ARE TO BE RE515TED BY THE METAL BUILDING MAIN FRAME5 2. CRANE MANUFACTURER SHALL BE RESPONSIBLE f OR CONNECTION TO THE METAL BUILDING MAIN FRAMES 3. CRANE MANUFAGTURER SHALL PROVIDE 516NED AND SEALED SHOP DRAWINGS ROOF FRAMING PLAN SCALE: 1/16" = 1'-0" NORTH NOTES: I. ALL ELEVATIONS REFER TO TOP SLAB ® +0'-0" REFER TO SURVEY FOR AGTUAL ELEV. 2. CONTRACTOR SHALT_ COORDINATE STRUCTURAL HORK WITH ARCHITECTURAL, MECHANICAL, PLUMBING d ELECTRICAL DRAHIN65 FOR VERIFICATION OF LOCATIONS 8 DIMENSIONS OF ALL PRO.ECT REGUIREMENT5. ANY DISCREPANCIES SHALL BE GALLED TO THE ATTENTION OF THE ARCHITECT OR ENGINEER OF RECORD BEFORE PROGEEDIN6 HITH HORK. 3. ALL DIMEN51ON5 ARE TO ROUGH OPENIN6 OR GENTERLINE OF STRUCTURE (TYPI(AL, UNLE55 NOTED OTHERWISE). 4. SEE ARCHITECTURAL DRAHIN65 FOR ANY DIMEN51ON5 NOT 5HOHN. 5. 5CHEMATIG FRAMING PLAN INDICATES GENERAL ROOF AND WALL BRAGIN6 LOCATION, FINAL LOCATION AND DE516N SHALL BE BY THE M.B.M, AS INDIGATED IN THE APPROVED SHOP DRAHIN65. b. M.B.M. SHALL DESIGN ROOF STRUCTURE TO SUPPORT ALL LOAD5 IN PLAN MAIN FIRE SPRINKLER LINES MARK 51ZE HEIGHT MAX 5PAGIN6 OF SPRINKLERS — —3— — 311(P b PLF 10'-0" — • —4— • — 4" 1P 12 PLF 10.-0" — —b— • — b" A 23 PLF 10'-0" NOTES: I. SPRINKLER LINES ARE TO BE HUN6 FROM THE ROOF PURLIN5 ® THE MAX SPACE INDICATED. 2. METAL BUILDING DE516NER SHALL PROVIDE FURLIN5 TO SUPPORT THE HEIGHT OF THE PIPES. THES-PLANSANDALLPric:;^OS�t �S't� rt �SUf3� T TO APJY CofA Ec-i Ickit, •MAYB1E rJccL� co� vP�;pLI iwfrTii (0Ttr, T ALL Ai X�L) Al i � El' o EW. ROOF MOUNTED EQUIPMENT SCHEDULE MARK DESCRIPTION HEIGHT (L55) RAJ-1 FRESH SUPPLY AIR 4,300 EF-HGI EXHAUST FAN 950 EF-H62 EXHAUST FAN 950 RAU-3 FRESH SUPPLY AIR 4,300 EF-LI EXHAUST FAN 950 EF-LI3 EXHAUST FAN 1,250 EF-L2 EXHAUST FAN 950 RAU-5 FRESH SUPPLY AIR 4,300 EF-L5 EXHAUST FAN 950 EF-LI5 EXHAUST FAN 1,250 EF-Lb EXHAUST FAN 950 RAU-1 FRESH SUPPLY AIR 4,300 EF-L9 EXHAUST FAN 950 EF-LI1 EXHAUST FAN 1250 EF-LIO EXHAUST FAN 950 BAF 12' B16 A55 FAN 245 BAF 24' 1316 A55 FAN 350 U � z10 C9 C 01 LU M LU W Q<;;0 U L El_Z � •- ''�nn v CO C V N O a Z Q m N O IU) > O 01"U This drawing and design as shown Is the property of ML Engineering, Inc. Reproduction and/or use of this drawing or any content therein, without express consent or permission of this company Is prohibited, may constitute an infringe- ment, and may be subject to legal action by ML Engineering, Inc. Q 0 _1 L.L W rylo w 0 LL Z_ J m O ( zz vp z Qmo 2 U. � m I z QQ/ aV �w= — W LL- 0 �aJ Q�� a �_LOL Q Q�q'i CL w m� Z w ISSUE: DATE: 1. PERMIT 11-13-17 REVISIONS: DATE: ®GEN REVISIONS 12-28-17 DATE: 11-2-17 DRAWN BY: TR CHECI<ED BY: ML JOB No. 17.122 SEAL: MICHAELA. LUE, P.E. FLORIDA REG. #47520 SHEET NO: CMG? OF H SHEET i - -4- -j- •-•-•-•-•- •-•-•-4-•-•- ��--•-•-4-•-•--•-•-+- -, -.-. -•-• -4--•-•-•-•-• - -4 L� i BAF 12' U (TYP x8) L I I I 1 I L I 4'-11 I/2" -. - -3- I - -----•---.-. .-.-.-3- -!' - - -3— - - - - -•- I = — ——3—•r—• — •— — —•—•— — — —3— — — �I li I QI F Q ...... -•-+ --- - —•— —•—•——•—•—•—•— — —• — — — —4— — — — — — — 6-TONMONO RAIL __ _____ v(5-TON MONO ®RAIL ] _ _ _ 6-TON MONORAIL ®_ ITONRAIL _�_v___ 6ALVALUME PANELS -•-------3-•-•- --------3-•-•- -- -- - / EAVE HT +26-0" q II � Tn - - - - - - -3- - - •-•-•-•-•--•-•-3---.-. .-.-. -.- SAVE HT +25'-b" I m ROOF FRAMING PLAN 5GALE: 1/16' = 1'-0' NORTH NOTE5r I. ALL ELEVATION5 REFER TO TOP SLAB ® +0'-0" REFER TO SURVEY FOR ACTUAL ELEV. 2. CONTRACTOR 5HALL COORDINATE 5TRUGTURAL HORK WITH ARCHITECTURAL, MECHANICAL, PLUMBING b ELECTRICAL DRAHIN65 FOR VERIFICATION OF LOCATION5 d DIMEN51ON5 OF ALL PRO.IEGT REGUIREMENT5. ANY 0I5GREPANGIE5 SHALL BE CALLED TO THE ATTENTION OF THE ARCHITECT OR ENGINEER OF RECORD BEFORE PROCEEDIN6 HITH HORK. 3. ALL DIMEN51ON5 ARE TO ROU6H OPENING OR CENTERLINE OF STRUCTURE (TYPICAL, UNLESS NOTED OTHERHISE). 4. 5EE ARCHITECTURAL DRAWIN65 FOR ANY DIMEN51ON5 NOT SHORN, 5. 56HEMATIC FRAMING PLAN INDIGATE5 GENERAL ROOF AND WALL BRACING LOCATION, FINAL LOCATION AND DE5I6N SHALL BE BY THE MB.M. A5 INDICATED IN THE APPROVED 5HOP DRAWINGS. 6. MB.M. 5HALL DE51611 ROOF 5TRUGTURE TO SUPPORT ALL LOAM IN PLAN 1, AF— _—__— _---_ --- Q FUTURE EXPAN51ON (PHA5E IU — Q Q PHA5E I I J 4 Q MATCH LINE �i — —4—.—. .—,_,—. - � 10-TON OVERHE I—><—~ TOP RUNNING BRI BANE— W/ (2) 5 TON H015 5EE 5PEG5 (---------- EXTENT OF H015 T"4L KEY PLAN N.T.S. NORTH A G•. '��, S� q JYJ THCE 'c RTr,I;vS ARc 410ALL `aU° CT Pr. O,S LC'JIr�LpjSy TOAPJ'lCOrC^nr �,C'j'r'v P�,;�,y �E FIcLD lt"SAtCT � f,S C P'r''i 6'�1]yA i�h LICWol? CSC U (D p z(D (D c (ON' CV z LLI [� h 2L LU Q O LJ.J U J= � s U) M U z � N LJ.I C 0 � D N O v rn > r. C � 5 U This drawing and design as shown is the property of ML Engineering, Inc. Reproduction and/or use of this drawing or any content therein, without express consent or permission of this company Is prohibited, may constitute an Infringe- ment• and may be subject to legal action by ML Enginne,aring,. Inc. ® L �x O J LL W U W FL O LL z ® CL m (D M z z (D F /CL � V ()0. z Q z� m Q (, LL ®— LULL LU V� LLJ >� w m2 w 0z ISSUE: DATE: 1. PERMIT 11-13-17 REVISIONS: DATE: GEN REVISIONS 12-28-17 DATE: 1 1-2-17 DRAWN BY: TR CHECKED BY: ML JOB No. 17-122 SEAL MICHAEL A. LUE, f-E. FLORIDA REG. #47520 SHEET NO: Siiiiiiif4 OF 8 SHEET P (HORIZ) = 1 115 PLF + 8'-8" GIRT BY MB.M. TO SUPPORT TOP T/G HALL OF MASONRY WALL TO RE515T LATERAL WIND LOADS SHOWN BM AS PLAN 8" GMU WALL AS PLAN #5 VOWEL W/ A.G.I. 90" HOOK ® EA. VERT. BAR W/ 30" LAP P GLEANOUT EA DOWEL SLAB A5 PER PLAN GRADE ry L ,�\ E \ Jw /\ • TS A5 PER PLAN m P (HORIZ) = 1 115 PLF AS PLAN TIG�P M =L GLEANOUT EA DOWEL I TION F. 2001 METAL WALL PANEL. BY MBM 61RT BY M.B.M. TO SUPPORT TOP OF MA50NRY WALL TO RE515T LATERAL WIND LOADS SHOWN R161D FRAME COLUMN BASE ANGLE BY M.B.M P (HORIZ) = 1 115 PLF R1611? FRAME GOLUMN — METAL WALL PANEL. BY MBM #T HAIRPIN AS PER PLAN SLAB AS PER PLAN +0'-0>� T5 AS PER PLAN 4 #5 STIRRUPS AT 24' Or, AGRO55 COL PAD (2 EA 51M OF ANG 13OLT5) 18 • 48 12 L12 FT6. AS PER PLAN SCALE: 3/4" = METAL BLDG. GOLUMN BY MBM ANCHOR BOLT 4 BASE PLATE DESIGNED 4 FURN15HED BY MBM rL CA 6/ � 5LAB AS PER PLAN T/5LAB ® O'-0" _aLl r X x x x x x x x MET. WALL PANEL. BY MBM P (HORIZ) = 1240 PLF GIRT BY MB.M. TO SUPPORT TOP {� + W-8" OF MASONRY WALL TO RE515T TT/G7 MU WALL LATERAL WIND LOADS SHOWN RI610 FRAME GOLUMN 41� SEE SECTION A/55 FOR INFO NOT SHOWN CA SEE SECTION A/55 FOR INFO NOT 5HOWN #1 HAIRPIN A5 PER PLAN 5LAB AS PER PLAN +0� —x- 5 AS PER PLAN #5 STIRRUPS AT 24" OG ACRO55 OL PAD (2 EA 51M OF ANG 13OLT5) 18 J48 12 L12 FT6. A5 PER PLAN 5/4" = 1'-0" CONSTRUCTION JOINT ((.J) x x = is T5 A5 PER PLAN • • I T6 #1 HAIRPIN A5 PER PLAN I SLAB A5 PER GONSTRI)GTION JOINT (G J) PLAN CO LGONG %MP x x—x—x— ®DOOR T5 AS PER PLAN X 4 #5 STIRRUPS AT 24" OG ACRO55 • • GOL PAD (2 EA 51DE OF ANG 13OLT5) TS AS PER PLAN — 18 1/2" 0 SMOOTH DOWEL • • • • 48 xlb" ® 24" O.G. 12 L12 FT6. A5 PER PLAN COL. FT6. BEYOND �\ 3/4" = I'-0" FT6. AS PER PLAN (2) 55115 HELICAL PILES EQ SPACED AND CENTERED IN FT6 W/ J" x 10"x10" WELDED GAP PLATES W/ 4#b x24" E.W. ® 6" O.G. A5 PER SPECS 5GALE: 3/4" = 1'-0" METAL BLDG GOL BEYOND GIRT BY MB.M. TO SUPPORT TOP OF MASONRY WALL TO RE515T LATERAL WIND LOADS SHOWN BM AS PLAN PROVIDE 8" PRE -CAST GONG LINTEL W/ 1#5 HORIZ, GROUTED 50LID ® DOOR OPN615 8" GMU WALL A5 PLAN 771 T/CMU WALL F_i7 Q1:ff1Wilki 8" GMU WALL IN RUNNING BOND WITH 9 6A HORIZ LADDER TYPE JOINT REINF 0 16" Or, VERT W/ 8" MIN LAP SPLICE. PROVIDE #5 VERT BAR IN GROUTED CELLS AT 48" Or, AND AT ALL CORNERS 4 INTER5EGTION5, TYP #5 DOWEL W/ A.G.I.90° HOOK ® EA. VERT. BAR GLEANOUT EA DOWEL I FT6 AS PER PLAN —x xx—tix x—•x—x—x �J P • • • • FTC A5 PER PLAN "Hip J TYP. INTERIOR NON-BRG WALL SECTION i 5GALE: 3/4" = 11-0" © elm (OPPOSITE HAND) 18 8" "G" JAMB STUD ® METAL BLDG. COLUMN BY MBM CHANGE IN WALL HT I l 3 8' 'Z' 61RT A5 PLAN it i ii "G" GIRT 0 TOP OF WALL 8" "Z° GIRT AS PLAN I SEE SECTION A/55 FOR INFO NOT SHOWN SLAB A5 PER PLAN "G" 61P,T' ® TOP - -- +0 OF WAl1 x X —X——xx '-0 WALL JOINT MX AS PER PLAN • 15 A5 PER PLAN THL� L"�PlJ"AND ALL PrIDr rr K SECTI viORK nc[ IREL) j3YFff" L; rlirc tt, rZ rrAY BE rJe, LD )rrs�ECT nS THA (2) HR FIRE RATED C✓;;,p1Y 1Y1T,,4 ALL A L)� Qi1R en T/J- PARTITION TO UNDERSIDE OF C✓p;�4. METAL DECK (SEE ARCH) P (HORIZ) = 1240 PLF + 11+ -8" T/GMU WALL DN SCALE: 3/4" = I. -OR P (HORIZ) = 1240 PLF 2)HR FIRE RATED RIGID FRAME COLUMN + II'-8 GIRT BY MB.M. TO SUPPORT TOP (GMU �- ANCHOR BOLT 4 BASE PLATE TIGHT MU WALL LOF A MASONRY WALL TO RESIST 8" DE516NED 4 FURNISHED BY MBM LATERAL WIND LOADS SHOWN 3 3/4" CL GO BM AS PLAN CONSTRUCTION JOINT (G.J) NON-514RINK is7 HAIRPIN AS PER PLAN GROUT SLAB A5 PER PROVIDE 8" PRE -CAST GONG LINTEL W/ 1#5 HORIZ, GROUTED SOLID 0 DOOR OPN6'S �± PLAN SL METAL WALL PANEL. BY MBM GRADE X X X — x — x 8" GMU WALL AS PLAN x X - BASE ANGLE BY MB.M I T5 A5 PER PLAN P I NSEE OT SECTION A/55 FOR INFO T5 A5 PER PLAN 0 5LAB A5 PER PLAN 4 #5 STIRRUPS AT 24" OG ACROSS +0'-0" • GOL PAD (2 EA 51DE OF ANG BOLT5) CL D�OU ® /2"0 SMOOTH DOWEL -J • x X — x — x — X — — 18 WEL 5LAB A5 PER PLAN Ab" ® 24" O.G. +01-0110 • • • a 1 7X12 6R/iTJ,\. x — x x --- x — x • • T5 AS PER PLAN SCALE: 3/4" = �--•- -� • • -r • I �- FT6. A5 PER PLAN lW:! SCALE: 3/4" = I T5 A5 PER PLAN 3/4" = 11-0' TION d ` - N�" Ru ' ro W.2`"saf. �3YA1 �14 I: r � SCALE: 3/4" = 1'-0" RI610 FRAME GOLUMN C71RT BY MB.M. TO SUPPORT TOP OF MA50NRY WALL TO RE515T LATERAL WIND LOADS SHOWN BM AS PLAN PROVIDE 8" PRE-GA5T GONG LINTEL W/ 1#5 HORIZ, GROUTED SOLID 0 DOOR OPN65 1pp 1 i r.illll(i. iiR � � Nmm d�4 O P i0 d -xR F. 0) U- i 1 ius Z LL' M nng3 a a)o kin i > a d LV Q LLI }Id Z llifi w N M�1 v O7 �,Illl „ Z C)) C,) LLI 1 i ! :r- N O n!il4 '�lli 7 N r� is°�•! IC. Ii ij Q. IE� )I i� This drawing and design as shown Is the property of ML Engineering, Inc. Reproduction and/or use of this drawing or any content therein, without express consent or permission of this company Is prohibited, may constitute an Infringe- ment, and may be subject to legal action by MIL Englnaaring. Inc. Q 0 LL W U UJ 0 Z 0 J m 0/�/ L.� Z (D �a Q 0 < oo 6 Z� m Q S LLJ 1 W j— > —� cn cn 2 0 a �W L U Q H d' C5 w m J O F ISSUE: DATE: 1. PERMIT 11-13-17 REVISIONS: DATE: ® I GEN REVISIONS 12-28-17 SEE SECTION A/55 FOR INFO NOT SHOWN DATE: 11-2-17 5LA13 AS PER PLAN DRAWN BY: TR +0pp0 x x X x— x CHECKED BY: ML JOB No. 17-122 T5 AS PER PLAN SEAL: • SEE SECTION E 1 FOR INFO MICHAELA. LUE, P.E. �- • • FTC. A5 PER PLAN FLORIDA REG. #47520 SHEET NO: Sm5 5GALE: 314" = P-0" OF 8 SHEET 3" +0'-0,1 T5 A5 PLAN AROUND POOL, TYP 6 WALL H/ #5 ® 5" O.G. #5 ® 12" O.G. HORIZ 'K GONG SLAB W/ #b .G. EN (TOP 4 BOT) DRAIN DUNK POOL CROSS SECTION 5GALE: 3/4" = 1'-0" PRE-MANUF RE51H TANK ON WF BEAM 5UPPORT5. ANGHORA6E BY TANK MAN R 4'-0" HIGH 5" GMU IN RUNNING BOND W/#5 VERT BAR IN GROUTED GELL5 ® 32" O.G. MAX. 4 A5 SHOWN. PROVIDE (1) GOUR5E 8," BOND BLOGK W/ 1#5 ® T/WALL RESIN TANK CONTAINMENT WALL & SLAB PLAN 5GALE: 1/5" = 1'-0" NOTES: I. PRE -MANUFACTURED RE51N TANK 51ZE V-b"H x IT-11 x &'-3"H 2. RE51N TANK HEIGHT = 15, 000 L55 (6.5 TONS) RE51N HEIGHT = 53 O70 L55 TOTAL = bb, ODO L65 . . . 5" BOND BLOCK W/ 1#5 GONT GROUTED 50LID b" GMU WALL A5 PER PLAN #5 DOWEL W/ A.G.I. 90" HOOK b" PVC WATER 5TOP 12" THICK GONG. 5LAB W/ #b ® 12" O.G. EA TOP 4 BOT N.I 24"Dx24"Wx GONT FT6. W/ 3#6 BOT. A RESIN TANK WALL SECTION 7 5GALE: 3/4" = 1'-0" PRE-ENGRV RE51N T, BEAM5 BY TANK MAP EXP JT PROVIDE BACKER ROD 4 NP-1 5EALANT ® EXP, GONT. GALV STEEL L 2x2x3/I6 l U I/2"(1) JOINT5 (T45) ® A MIN. HEADED 5TUD5 x 4" ® 24" O.G. EA 51DE OF DEPTH OF I". 5EALANT JOINT SHALL BE TOOLED FT6 A5 PER PLAN 12" EXTEND BARS 12" THROUGH EXP JOINT ONE 51DE INTO � , IN 12" PVG > i \ �L L/ — TERMINATE REINF ONE 51DE OF JOINT DOTING PROVIDE BACKER ROD 3/a" EXP JT 4 NP-1 5EALANT ® EXP. JOINTS NB) 0 A MIN. GONT. 6ALV 5TEEL A 2x2x3/Ib W/ 1/2"(P DEPTH OF I". 5EALANT HEADED 5TUD5 x 4" 0 24" O.G. 5HALL BE TOOLED EA 51DE OF JOINT SLAB A5 PER PLAN #5 DOWEL x 24" ® 24" O.G. SLEEVED SPEED DOWELS T5 A5 PER PLAN 5LAB EXP JT EXPANSION JOINT DETAIL IN SLAB & FTG NO 5GALE REVA. tj 9@y�C�lf' Ida. ,i aW: ;a! jrcrTOANY��a�� a w" , VA Lc SY Fl4LD ltv'jpECTLI " w 5 AI 00 4f}LYIEFeC �E��ARYlhi(''Fgi'�an7,� Ir)l AaP«cheie CC;DE3. JAMB FLA5HIN6 "G" JAMB 5TUD A5 PER METAL BLDG DE51ONER TYP EA JAMB 1/b T@12" DOOR HARDWARE ATTAGHMENT BY DOOR MANUFACTURER 36"d SELF DRILLING, SELF TAPPING 5GREW5 ® 12" O.G. O.H.D. JAMB ATTACHMENT DETAIL 5GALE: 3/4" = 1'-0" z_U Q N .IA #& 5ELF DRILLING SELF TAPPING SCREWS ® 12" O.G. MAX TO WALL 61RT5 (MIN 3 FA5TENER5 PER 51DO WINDOW & DOOR ATTACHMENT DETAIL 5GALE: 3/4" FILLED (ELL A5 PL/ EACH 51DE OF JOINT GMU WALL A5 PLAN WALL JOINT (W.J.) DETAIL 5TUGGO JOINT ALIGNED W/ WALL JOINT TOOLED POLYURETHANE CAULK 4 PREMOLDED BAGKIN6 ROD TERMINATE HORIZ. WALL REINF. EA 51DE OF JOINT NO 5GALE NOTE5: I. 1/2" GMU WALL JOINT A5 PLAN 4 NOTED A5 THUS: W.J. 2. D15GONTINUE HORIZONTAL JOINT EACH 51DE OF WALL JOINT. 3. ALI6N MA50NRY HEAD JOINTS IN BOND BEAM WITH WALL JOINT. 4. TREAT BOTH FAGE5 OF JOINT WITH TOOLED POLYURETHANE 5EALANT AND BAGKER ROD A5 5HOWN. 5. AL16N EXTERIOR 5TUGG0 JOINT W/ WALL JOINT. GON5T JT. 5LAB A5 PER PLAN T 1/2"0 SMOOTH DOWEL x1b" 0 24" O.G. T512 EA 510E OF JOINT C.J. CONSTRUCTION JOINT DETAIL NO 5GALE 1/5" WIDE x j (T) DEEP 5AWN JOINT. 5AW GUT5 SHALL BE MADE A5 50ON A5 GONGRETE HAG HARDENED 5UFFIGIENTLY TO PREVENT AGGREGATE FROM BEING I— D15LODGED BY 5AW BLADE x v r, . d _ F X -X % n`—%O,n i--�I 14 —. —'— i t 1—E t t i=111 . S.C. SAWN JOINT DETAIL NO 5GALE �- TIE5 A5 PLAN 2" GI I R I 0 I I 30" LAP I �N v ry 5LEEVE EX15T LINES A5 REQUII n BY GODE DEEPEN FT6 12" BELOW 4 WIDER THAN ALL PIPE IT PROVIDE "Z" BAR5 TO PENETRATION5, TYP MATGH AND LAP FT6 REINF IN DEEPENED FT6 FOOTING DETAIL 0 PLUMBING LINES NO 5GALE Na 0) a}jL LLJ Lr- a t%�6Sj W D Q 1, LU U w Ir a y_ It"�I II L t1 iili'i V p achlt {I Ir' Z M m P lr: LU y= ACV O' cw ii;'7�: — a a) > 6 III Jill!(.. II _ O �' This drawing and design as shown Is the property of MIL Engineering, Inc. Reproduction and/or use of this drawing or any content therein, without express consent or permission of this company Is prohibited, may constitute an infringe- ment, and may be subject to legal action by MIL Engineering, Inc. 0 a. O J LL W U LU OLL �.. r n ILL V Z 0 CL J m O V Z (D H < oo 6 Z of al Q = W_ i LU LU J w Ln W QH LO O 7 iSli J ll 7 Z r ISSUE: DATE: 1. PERMIT 11-13-17 REVISIONS: DATE: ®GEN REVISIONS 12-28-17 DATE: 11-2-1 7 DRAWN BY: TR CHECKED BY: ML JOB No. 17-122 SEAL MICHAEL A. LUE, P.E. FLORIDA REG, #47520 SHEET NO: Sm7 OF 8 SHEET kNCHOR BOLT SCHEDULE BOLT DIAMETER (SEE NOTE 1) MAX. UPLIFT LOAD ON BOLT MIN. EMBED DEPTH (D) (SEE NOTE 2) PROJECTION (P) MIN. HOOK (H ) 1/2" 2040 LB5. 8" 3, 2 1/2" 5/8" 4,520 L55. 10, 3" 3" 3/4" b,bg0 LB5. 12" 31, 4" 1/8" q230 L55. 14" 3" 4 1/2" 1" 12,110 LBS. Ib" 3" 5" 1 1/4" Iq,380 LEIS. 20" 3 1/2" 6 1/2" 1 1/2" 28,110 LBS. 24" 3 1/2" 8" NOTES: 1. ANCHOR BOLT DIAMETER AS DESIGNED BY METAL BUILDING DESIGNER 2. EMBED DEPTH SHALL BE THE DEPTH OF EMBED INTO FOOTING AND 15 NOT INCLUDING THE 5LA13 THIGKNE55 FOUNDATION SCHEDULE 01 MARK 51ZE (0xWxL) REINFORGIN6 REMARKS TO OF FT(S ELEVATION TS12 12" 12" GONT 2#5 LW BOT THIGKENED SLAB EDGE A5 PLAN TS16 lb" 36. GONT 4#5 LW TOP 4 BOT, #5 0 24" O.G. 5W TOP 4 BOT MONOLITHIC FT6 III INT, NON -LOAD BR6 WALL AS PLAN TS24 24" 24" GONT 3#5 TOP 4 BOT W/ #4 TIES 24" O.G. MONOLITHIG FT6 AS PLAN TS36 24" 36" GONT 4#5 LW BOT IN #5 ® 24" O.G. 5W MONOLITHIC FT6 AS PLAN F1 24" 41-0" 4'-0" 5#15 EW (TOP 4 BOT) ISOLATED FOOTING PAD - 2'-0" F1A 24" 4'-0" 4'-0" 5#6 EH (TOP 4 BOT) ISOLATED FOOTING PAD - 2-3 3/4" F2 24" 5'-0" 5.-0. b#b EN (TOP 4 BOT) ISOLATED FOOTING PAD - T-0" F3A* 24" 6_0" b'-0" l#b LW (TOP 4 BOT) 150LATED FOOTING PAD ® INTERIOR - O.-b. F4 * 30" 1'-0" 1'-0" 84b EH (TOP 4 BOT) ISOLATED FOOTING PAD - T-O" F4A* 30" 11-0" 11-01, 6#6 EH (TOP 4 BOT) ISOLATED FOOTING PAD ® INTERIOR - 01-b" FSA CIE 30" 8'-0" 8'-O" q#6 EH (TOP 4 BOT) ISOLATED FOOTING PAD ® INTERIOR - 01-b" MF60 24" 5'-0" 5'-0" b#b EH (TOP 4 BOT) MONOLITHIC CRANE COLUMN FTG + 0'-O" NOTE �E REFER TO PLAN FOR LOCATION OF FOOTINGS THAT REQUIRE HELICAL TEN51ON ANGHOR5 CONCRETE BEAM SCHEDULE MARK 51ZE REINFORCING REMAF <5 WIDTH DEPTH TOP INT. BOTTOM 5TIRRUP5 B1 8" Ib" #b - #b - (2) COURSE 8" BOND BLOCK -SEE NOTE I NOTES: I. PROVIDE 8" PRECAST CONCRETE LINTEL BY CAST CRETE OR EQUAL ABOVE ALL MA50NRY OPENINGS W/ 1#5 BAR GROUTED SOLID POURED 50LID WITH THE MA50NRY BOND BEAM ABOVE WITH A MIN. OF 8" BRG EACH END. TYPIGAL U.N.O. DESIGN LOADS DESIGN LOADS PER THE FLORIDA BUILDING CODE, 5TH EDITION ROOF LOADS i ................................................. COLLATERAL LOAD .............. P5F (A5 PER MBM) P5F � P5F (REDUCIBLE) FUTURE MEZZANINE FLOOR LOADS DEAD.........................................................................................15 P5F 4" GONG SLAB ON METAL FORMDECK STEEL BAR J015T5 LIVE(OFFIGE).........................................................................50 P5F PARTITION LOAD...................................................................15 P5F CRANE LOADS IMPACT 10% 10% LIFTED LOAD HORIZONTAL 20% 20% LIFTED LOAD + TROLLEY 4 H015T WT LONGITUDINAL LOAD 20% 20% MAX WHEEL LOAD I TON MONORAIL I- I TON H015T CAPACITY 2,000 LBS HOIST 4 TROLLEY WT 200 L135 2 TON MONORAIL 2 -1 TON HOISTS CAPACITY 2,,000 L55 EACH H015T 4 TROLLEY WT 200 L55 EACH 6 TON MONORAIL 2-3 TON HOISTS CAPACITY 6,000 LB5 EACH H015T 4 TROLLEY WT 500 LB5 EACH 10 TON TOP RUNNING BRIDGE CRANE 2- 5 TON H015T5 BRIDGE HEIGHT 8,200 L55 H015T WT qO LB5 x 2 = 1,800 LB5 CRANE WT I0p00 LB5 WIND LOADS PER A5GE 1-10 ULTIMATE WIND SPEED REGION, Wu)......................160 MPH NOMINAL WIND SPEED REGION, V(a,d)....................124 MPH WIND BORNE DEBRIS REGION ENCLOSED STRUCTURE BUILDING HEIGHT 55 FT ROOF PITCH 1/12 R15K GATE60RY II INTERNAL PRESSURE GOEFF. 10.18 EXPOSURE G HEIGHT 4 EXP05URE GOEFF. 1.45 NOMINAL COMPONENT 8 CLADDING PRESSURES PSF IASD) ZONE EFFEGTIVE AREA (50. FT) GOO I I < 20 21 < 50 51 000 1 +16 -40 +15 -3q +14 -38 +13 -31 0 2 +16 -61 +15 490 +14 -51 +13 -44 3 +I6 -101 +15 -84 +14 -bl +13 -44 4 +40 -44 +38 -42 +36 -3q +34 -38 5 +40 -54 +36 -50 +36 -45 +34 -42 = 2 -44 -42 -3q -38 o 3 -54 -50 -45 -42 END ZONE 5 15 WITHIN A [DISTANCE OF (a) = 12 FT FROM BUILDING CORNERS. I I I I I I m(D I I I I I I v N o_ U v C o 'o L STRUCTURAL NOTES C q P N I. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES z Lu Z3 M PRIOR TO CONSTRUCTION. U a 2. ALL CONSTRUCTION SHALL BE BRACED AND SHORED BY THE CONTRACTOR A5 REQUIRED TO SAFELY PERFORM THE WORK. 3. ALL DOORS AND HARDWARE MUST BE DESIGNED AND GERTIFIED TO WITH5TAND THE DE516N WIND PRESSURES NOTED IN THI5 LU Q p DOCUMENT AND SHALL BE IMPACT RE515TANT OR PROTECTED WITH IMPAGT RE515TANT COVERING MATERIAL AS REQUIRED BY LLI U 0 THE FLORIDA BUILDING CODE. z n s N STRUCTURAL SUBMITTALS V O a I. THE FOLLOWING MINIMUM STRUCTURAL SUBMITTALS SHALL BE SUBMITTED FOR REVIEW: � Mom ,4 A. CONCRETE MIX DESIGNS L1J 04 O c\1 B. REINFORGIN6 N C. MASONRY AND MA50NRY AGGE55ORIE5 D. PRE-EN6INEEREERED METAL BUILDING SHOP PRAWIN65 - 516NED AND SEALED o E. MISCELLANEOUS STRUCTURAL STEEL 0 4 () 0 F. GRANE EQUIPMENT AND SUPPORTS - 516NED AND SEALED FOUNDATION This drawing and design as shown Is I. FOUNDATIONS ARE DESIGNED BASED ON PRESUMPTIVE SAFE ALLOWABLE BEARING PRESSURE OF 2,500 P5F. the property of MIL Engineering, Inc. e of this drawing 2. CONTRACTOR SHALL VERIFY THAT THE MINIMUM GOMPAGTION OF q5% OF ITS MODIFIED PROGTOR ACCORDANCE WITH ore any coots teat and/or without express A5TM 0155115 OBTAINED PRIOR TO FOOTING PLACEMENT. consent or permission Of this company Is 3. FOOTINGS SHALL BE PLACED ON GOMPACTED 50IL FREE OF ORGANIC DEBRIS. r prohibited, my ca �ciseci to an al a�9un 4. REFER TO SOILS INVESTIGATIVE REPORT BY K5M ENGINEERING, REPORT NO. 112081-b DATED JULY b, 2018 FOR ALL SITE c>y ML Enolnearing, Inc. PREPARATION REQUIREMENTS. CONCRETE Q L CONCRETE WORK SHALL BE IN AGGORDANGE WITH A.G.I. 301 "SPEGIFIGATION5 FOR STRUCTURAL CONCRETE FOR BUILDINGS" LATEST EDITION AND A.G.I. 318 BUILDING GODE REQUIREMENTS FOR STRUCTURAL ( ONGRETE. 2. CONCRETE STRENGTH SHALL HAVE A MINIMUM 26 DAY GOMPRE551VE STRENGTH AS FOLLOW5: FOUNDATION5 3000 P51 " A66R. SLUMP 5" 1 1" ING 05 5LAB5 ON GRADE 4p00 P51 " A66R. SLUMP 5" t I" WC 0.4 IN 5RA EGLIP5E 1 1/2 6AL/GU. YD. J MA50NRY GROUT 3,000 P51 " A66R SLUMP IO" t Is L _ 3. REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ASTM A615 GRADE 60. 4. WELDED WIRE FABRIC SHALL BE IN AGGORDANGE WITH ASTM A05 AND SHALL BE ADEQUATELY SUPPORTED AT 3'-0 O.G. EACH WAY. 5. THE MINIMUM CONCRETE COVERAGES SHALL BE AS FOLLOWS: Ljj CAST AGAINST EARTH 3 INS U EXP05ED TO WEATHER 1 1/2 INS 6. PROVIDE qO DEGREE LAP 5PLIGE5 AT ALL INTERSECTIONS. 1. REINFORCING SHALL BE LAPPED SPLICED AND TIED WITH THE FOLLOWING MINIMUM: LIJ #4 24 INS #5 30 INS #6 36 INS 6. CONCRETE SHALL BE TESTED IN ACCORDANCE WITH A5TM 63q. A MINIMUM OF (5) TEST CYLINDERS SHALL BE TAKEN FOR LL LL. EACH 100 GU Y05 OF POUR, WITH ADDITIONAL 5ET5 FOR EVERY 50 CU Y05 OF POUR. CYLINDERS SHALL BE TESTED AS FOLLOW5r I ® 3 DAYS I al 1 DAYS z 2 ® 28 DAYS I ® 56 DAYS IF THE MINIMUM 5TRENGTH 15 NOT MET IN 28 DAY5) q. CONTRACTOR SHALL PROVIDE 5AW CUT5 IN 5LA55 AT A MAXIMUM SPACING A5 INDICATED IN PLAN AND AT ALL RE-ENTRANT J CORNERS. SAW GUTS SHALL BE 1/4 THE SLAB DEPTH AND SHALL BE PERFORMED AS 50ON A5 THE GONGRETE HA-5 HARDENED SUFFICIENTLY TO PREVENT THE AGGREGATE FROM BEING DISLODGED BY THE 5AW BLADE. TH15 15 AN EFFORT TO CONTROL THE SHRINKAGE 5TRE55E5 AN INHERENT PROPERTY OF CONCRETE WHICH 50METIME5 RESULTS IN CRACKS, WHICH 15 NOT UNCOMMON. CID MASONRY V I. CONCRETE MASONRY WORK SHALL BE IN ACCORDANCE WITH AGI 530.1/A56E b1ft 602, SPECIFICATION FOR CONCRETE z I1 MASONRY STRUCTURES AND AGI 530/A5GE 5/1M5 402, BUILDIN6 CODE REQUIREMENTS FOR MASONRY STRUCTURES. _ ®d 2. CONCRETE MASONRY UNITS SHALL BE IN CONFORMANCE WITH A5TM GqO, GRADE N, TYPE 11, MA50NRY UNITS SHALL BE TESTED Q/ z IN ACCORDANCE WITH A5TM 6140 AND SHALL HAVE A MINIMUM F'rn = Ig00 P5I. 3. GROUT SHALL BE IN GONFORMANGE WITH A5TM G416, COARSE TYPE SLUMP q" TO II". H 4. MORTAR SHALL BE IN ACCORDANCE WITH A51M G210, TYPE 5. 5. ALL MA50WY JOINTS SHALL BE WATERTIGHT AND GONCAVE TOOLED WITH A NON STAINING TOOL. 6. EXTERIOR SURFACES SHALL SEALED AND PAINTED. 1. PROVIDE CLEANOUTS AT INTERIOR SURFACES FOR ALL GROUTED CONSTRUCTION AND LIMIT MORTAR PROTRUSIONS TO 1/2" MAXIMUM I�L IN GROUTED CELLS. > U 8, ALL MASONRY WALLS SHALL BE CONSTRUCTED IN RUNNING BOND WITH q 6A. LADDER TYPE JOINT REINFORCING 5PAGED Ib" O.G. VERTICALLY. LAP AT ALL CORNERS AND 6" MINIMUM. ED � �LL1 q. PROVIDE 8" PRECAST CONCRETE LINTELS WITH 1 #5 HORIZONTAL BAR GROUTED 50LID AT ALL MA50NRY OPENINGS WITH A MINIMUM OF Q V _t.J 8" BEARING EACH END, TYPIGAL UNLE55 NOTED OTHERW15E. 5 PRE-ENGINEERED METAL BUILDING f%.00 U LU I. PRE-ENGINEERED METAL BUILDING STRUCTURE SHALL BE DESIGNED AND MANUFACTURED FOR ALL LOADS PRESCRIBED HEREIN BY 1 W KIRBY 13UILDINO SYSTEMS PROJECT #61180115A. 1� J 2. SUBMIT METAL BUILDIN6 SHOP DRAWIN65 AND REACTIONS SIGNED AND SEALED BY A FLORIDA PEC715TERED ENGINEER FOR REVIEW BY THE ENGINEER OF RECORD PRIOR TO FABRICATION. 66 3. ALL METAL BUILDING COMPONENTS SHALL BE GOLD FORMED WITH A MINIMUM GRADE OF FY = 5OK51 AND SHALL BE IN L j AGGORDANGE WITH AI51 AND A15G LATEST EDITION. Cn J 4. ROOF PANELS SHALL BE A MINIMUM OF 26 6A 6ALVALUME AND SHALL BE INSTALLED TO RE515T ALL WIND LOADS IN ACCORDANCE r WITH THE PRESCRIBED LOADS. G� 5. ALL MEMBERS SHALL BE POWER TOOL GLEANED AND PAINTED WITH A RUST INHIBITIVE SHOP PRIMER WITH A MINIMUM W Lo I= THICKNESS OF 1.5 MIL5. CL b. DIAC70NAL WALL AND ROOF BRACING SHALL BE PLACED IN BAYS WITHOUT OPENINGS. 1. CONTRACTOR SHALL PROVIDE ALL THE NEGE55ARY TRIM AND COVER PLATES A5 NEEDED TO PROVIDE A WEATHER PROOF STRUCTURE AND TO COMPLETE THE STRUCTURE. w 8. PRE-ENGINEERED METAL BUILDING MANUF. SHALL DESIGN 5UPPORT5 FOR CRANE LOADS A5 INDICATED IN PLAN. o, 2 w a Z STRUCTURAL STEEL I. 5TRUGTURAL STEEL SHALL BE IN AGGORDANGE WITH A.1.5.6. "5PEGIFIGATION5 FOR THE DE516N, FABRICATION AND ERECTION OF ISSUE: DATE: 5TRUGTURAL STEEL FOR BUILDINGS", LATEST EDITION. 1. PERMIT 11-13-17 2. STRUGTURAL STEEL 6RADE5 SHALL BE AS FOLLOW5: WF 5EGTION5 A5TM Agg2 FY = 50 K51 PIPE A5TM A3b FY = 3b K51 TUBES A5TM A500 FY = 46 K51 PLATES 4 ANGLES A5TM A36 FY = 36 K51 3. STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE A.I.5.6. "CODE OF STANDARD PRACTICE", LATEST EDITION. 4. WELDING OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH A.W.5. 01.1 WITH E70XX ELECTRODES. FILLET HELPS SHALL BE MIN. " UNLESS NOTED OTHERWISE. 5. HIGH STRENGTH BOLTS SHALL BE IN ACCORDANCE WITH A5TM A325 AND SHALL BE DESIGNED A5 BEARING TYPE GONNEGTION5 WITH REVISIONS: DATE: THREADS EXCLUDED FROM THE SHEAR PLANE. b. ANCHOR BOLTS SHALL BE IN ACCORDANCE WITH A5TM A301. m GEN REVISIONS 12-28-17 1. ALL MEMBERS SHALL BE POWER TOOL GLEANED AND PAINTED WITH A RUST INHIBITIVE SHOP PRIMER WITH A MINIMUM THICKNE55 of 1.5 MIL5. 8, GALVANIZED METALS WHERE 5PEGIFIED SHALL BE HOT DIPPED GALVANIZED IN AGGORDANGE WITH A5TM A 123 4 A 153. HELICAL PILES I. ALL MATERIAL USED FOR THE HELICAL PILES SHALL BE HOT DIP GALVANIZED PER A51M AI53 (LATEST REVISION). 2. HELICAL PILES SHALL BE INSTALLED BY A QUALIFIED INSTALLER APPROVED BY THE PRODUCT MANUFACTURER. 4. MATERIAL 5PEGIFIGATION5: BRACKET BODY: PER A5TM A36 AND A5TM A510 GRADE 50 DATE: j j _2_j ] T-PIPE TUBE: HOT ROLLED MEGHANIGAL TUBING PER A5TM A500. LIFTING BOLTS: HEX HEAD BOLT PER 5AE J4201 GRADE 5. DRAWN BY: TR T• 5 5. T HE IG PI ES PE IFI ALL BE OR HE OLLOWI 6 INI M LO 5 : CHECKED BY: ML 55 175 REQUIRED LOAD P(ULTIMATE) = 45 KIPS P(WORKIN6) = 225 KIPS TORQUE RATING = 4,500 FT-LB5 ® b. THE INI M E56N ING LOAD P CITY FO TH INT ED HELG 55 15 I I IG TED ON AT ON LA . JOB No. 17-122 TO ACHIEVE THE RATED GAPAGITIE5 INDIGATED IN PLAN. SEA! 8. HELICAL PILES SHALL BE INSTALLED AT THE MINIMUM DEPTH OF 42 FEET UNLE55 THE TORQUE HAS BEEN ACHIEVED AT A 5HALLOWER DEPTH. , �J q. THE CAPACITY OF THE HELICAL SYSTEM 15 A FUNCTION OF MANY ELEMENTS, INCLUDING THE GAP BRACKET, PIER SHAFT, HELICAL - PLATE, BEARING STRATA AS WELL AS THE QUALITY OF PIER INSTALLATION. 10. THE GAP PLATE SHALL BE WELDED TO THE HELIGAL PILE SHAFT TO DEVELOP THE RATED DESIGN TENSION LOADS. r MICHAELA. LUE, P.E. rhu Lllwu`F(;'j'+'� /"LL , 1 „ "r qQ,±S�z �^'�pi$4" m � 4 � FLORIDA REG. #47520 iJ6YFrcL1JIP:.A I' PJ,� �4e ,. rgEE E,4;, lt%( 'Flo I".fil €. �. �y. SHEET NO: h W4 fY } N C� slyd+✓)T(lALL Apia 'A �. Sm8 OF SHEET