Loading...
HomeMy WebLinkAboutEngineering; New Storage BuildingNEW STORAGE BUILDING D & D Welding & Fabr*1cct*1on,LLC. 5300 Steel Blvd. Fort Pierce, Florida 34946 F::: DEC 1 0 2019 ST. Lucie County, Permitting APPROVAL OF METALMAX BLDNGS., INC. DRAWINGS INDICATE THAT METALMAX BLDNGS., INC. CORRECTLY INTERPRETED AND APPLIED THE REQUIREMENTS OF THE CONTRACT DRAWINGS AND SPECIFICATI❑NS. WHERE DISCREPANCIES EXIST BETWEEN THE METALMAX BLDNGS, INC. PLANS AND THE PLANS FOR OTHER TRADES, THE STRUCTURAL STEEL PLANS SHALL GOVERN. (SECT. 4.2.1 AISC CODE OF STANDARD PRACTICE 9TH ED,) DESIGN CONSIDERATI❑NS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT FURNISHED BY METALMAX BLDNGS., INC. ARE THE RESPONSIBILITY OF THE CONTRACTORS AND ENGINEERS OTHER THAN METALMAX BLDNGS., INC. UNLESS SPECIFICALLY INDICATED. BUILDING LOADS / DESCRIPTI❑N; WIDTH+ 38.0' LENGTH: 60,0' HEIGHT: 18.0' TRIM COLORS; (BUILDING DIMENSI❑NS ARE N❑MINAL, REFER T❑ PLANS). CABLEt Royal Blue THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED C❑RNERt Royal Blue AND APPLIED AS REQUIRED BY : FBC 17 6TH ED. THE CONTRACTOR IS TO C❑NFIRM THAT THESE LOADS COMPLY EAVE: Royal Blue WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. FRAMED ❑PENINGS: Royat Blue ROOF DEAD LOAD: 2 PSF (ROOF PANELS & PURLINS) DRAWING INDEX; COLLATERAL LOAD: 0.5 PSF S 1 STRUCTURAL COVER SHEET AND BUILDING LOADS ROOF LIVE LOADS 20 PSF ROOF SNOW LOAD: BASIC WIND SPEED: SEISMIC Z❑NEi RISK CATEGORY SNOW LOAD SEISMIC LOAD 0 PSF 159 MPHutt/125asd. 3 sec. gust A II 0 0.07 S 2 STRUCTURAL ANCHOR BOLT REACTIONS S 3 STRUCTURAL ANCHOR BOLT PLAN W/ DETAILS S 4 STRUCTURAL DETAILS S 5 STRUCTURAL ENDWALL FRAMING S 6 STRUCTURAL ENDWALL FRAMING S 7 STRUCTURAL SIDEWALL FRAMING S 8 STRUCTURAL SIDEWALL FRAMING S 9 STRUCTURAL RIGID FRAME ELEVATION ROOF PANELS; S 10 26 GAGE SUPER SPAN 'X' PANELS WHIRLWIND FL# 17700.5 R2 FASTEN PER MFGRS SPECIFICATI❑NS S F11 C❑LORi MILL FINISH GALVALUME WALL PANELS; S F 12 26 GAGE SUPERSPAN 'X' PANELS WHIRLWIND FL# 17702.3 R2 S6.1 FASTEN PER MFGRS SPECIFICATIONS S6.2 C❑L❑Ri Saddle Tan STRUCTURAL ROOF FRAMING L�T�O' as6o®eooebo STRUCTURAL FOUNDATION PLAN q o m o pp r STRUCTURAL FOUNDATION PLAN - VIMV*CtR SECT�� a 0 PRODUCT APPROVAL PAGE •.�-Q� E o� PRODUCT APPROVAUSCREW DOWN PKIIE �(yo. 4 0 R IV1 ®ra�a�c I /\/A METALMAX BuUd/L*/Qvs, Inc P.O. BOX 465 FL. 33570 Office: 813-260-3583 Cellular: 813-409-0148 Fax: 813-641-7839 http://www.Bryan@metalmaxbuildings.com ENGINEER'S NOTES; 1) BASIC WINDSPEED=160 MPH utt/125MPHasd. 3 sec. gust. 2) RISK CATEGEXPOSURE II �� L COPY 3) THE EXP❑SURE CATAG❑RY= B 4) ENCLOSURE CLASSIFICATI❑N: ❑ en 5) ALL STRUCTURAL STEEL; ASTM PA36 filL-016y 6) THE DESIGN WIND PRESSURE FOR C&C REVIEWED FOR AS PER ASCE 7-10 PER ASCE FIG 30.5-1 CODE DOMPLIAN WIND PRESSURE; ROOF +16/ —27 PSF ZONE 1ST. LUCIE COVNI ROOF +18/ —48 PSF ZONE 2A BOCC 4P,­' ROOF +18/-72 PSF ZONE 3A WALL +29/-32 PSF ZONE 4B WALL +29/-38 PSF ZONE 5B 7) C❑NSTRUCTI❑N TYPE; TYPE IIB 8) OCCUPANCY CLASSIFICATI❑N; GROUP: S Description; 2" x I' Bolt 8 ° Bolt ° x 1 ° Bolt ° x 1° Bolt 8° x 1° Bolt 3" x 2' Bolt 2 x 2' Bolt x 1 1/4' Bolt �4° x 18° J BOLT IT TO 3 "°' %� �/ • N� DAVID W. SMITH PE,#53608 Type; Tightening Torque; A325 100 foot pounds A325 100 foot pounds A325 140 foot , pounds A307 45 foot pounds FN NECK 105 foot pounds A325 140 foot pounds A325 250 foot pounds A307 45 foot pounds aSTMA 307 105 foot pounds D.W.SMITH, M.S.,P.E FLORIDA PROFESSIONAL ENGINEER LICENSE NUMBER 53608 Projects Consulting Engineer 9909 WALLAST❑N DRIVE-DADE CITY, FLORIDA 33525 PHONUTEXTt 813 469 E89 E-MAID dwsf1pe2earthllnk net SHT# 1 OF 17 I BUILDER / CONTRACTOR RESPONSIBILITIES NOTES FOR REACTIONS FLU IlH4 123 IT IS THE RESPONSIBILITY OF THE BUILDER/CONTRACTOR TO INSURE THAT ALL PROJECT PLANS AND SPECIFICATIONS A E mlulil LK COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITIES, THE SUPPLYING OF SEALED ENGINEERINGG SYSTEM DOES NOTAN EEMENT IMETAL BUILDING SYSTEM MANUFACTURER THATTHEDAU 1. All loading conditions are examined and only maximum/minimum H or V and the corresponding H or V are reported. r ORIITSNDES DESIGN ENGINEER IS ACTING ASCTTHETE ENGINEER OFITUTE RECORD OR DESIGN PROFESSIONAL FOR A CONSTRUCTION PROJECT. QUIRED APPROVALS AND PERMITSE AGENCY AS RED, THEAPPROVAL TOF OR MUST SECURE ALL ESY TCALCULATHE TIONSTIN 2. Positive reactions are as shown in the sketch. Foundation loads are in HE METAL BUILDING TEM MANUFACTURER'S AWINGSRANDOM INDICATE THAT THE opposite directions. METAL BUILDING SYSTEM MANUFACTURER CORRECTLY INTERPRETED AND APPLIED THE REQUIREMENTS OF THE CONTRACT DRAWINGS AND SPECIFICATIONS. (SECT. 4.2.1 AISC CODE OF STANDARD PRACTICES, 9TH ED.) 3. Bracing reactions are in the plane of the brace with the H pointing away WHERE DISCREPANCIES EXIST BETWEEN THE METAL BUILDING SYSTEM MANUFACTURER'S STRUCTURAL STEEL PLANS AND THE PLANS FOR OTHER TRADES, THE STRUCTURAL STEEL PLANS SHALL GOVERM (SECT, 3.3 AISC CODE OF STANDARD from the braced bay.The vertical reaction is downward. DESIGN CONSIDERATIONS OF ANY MATERIALS IN THEACTICE STRUCTURE WHICH ARE NOT FURNISHED BY THE METAL BUILDING 4. Building reactions are based on the following building data: SYSTEM MANUFACTURER ARE THE RESPONSIBILITY OF THE CONTRACTORS AND ENGINEERS OTHER THAN THE METAL Width (ft) = 38.0 BUILDING SYSTEM MANUFACTURER'S ENGINEER UNLESS SPECIFICALLY INDICATED. THE CONTRACTOR IS RESPONSIBILE FOR ALL ERECTION OF STEEL AND ASSOCIATED WORK IN COMPLIANCE WITH THE Length (ft = 60.0 METAL BUILDING SYSTEM MANUFACTURER 'FOR CONSTRUCTION' DRAWINGS. ALL BRACING AS SHOWN AND PROVIDED BY THE METAL BUILDING SYSTEM MANUFACTURER FOR THIS BUILDING IS REQUIRED AND SHALL BE INSTALLED BY THE ERECTOR EQV@ H@Ig t (ft) = 1$.O/ 18.0 Roof Slope rlSe/12) = 1.0 1.0 A N AS A PERMANENT PART OF THE STRUCTURE. TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR ) = Dead Load pL,0 fy IV THE ERECTION OPERATION WILL BE DETERMINED AND FURNISHED AND INSTALLED BY THE ERECTOR. THESE TEMPORARY SUPPORTS Collateral Load Sf = 0.5 WILL SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLIED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO ERECTION OPERATIONS,HOSE F13R BUT NOT THECH THE STRUCTURE WAS LOADS RESULTING FROM DESIGNED, HEGPERF13RMAN EING FR13M OF WORKWBYD13R ETHEIACTSR13FSAND OTHERS, Roof Live Load psf = 20.0 Frame Live Load RIGID FRAME: M M UAC11016. M M NA ✓E BASE HATES NOR SUCH UNPREDICTABLE LOADS AS THOSE DUE TO TORNADO, EXPLOSION, OR COLLISION. (SECT. 7.9.1 AISC CODE OF STANDARD PRACTICE, 9TH ED.) Min( sf ) = 12.0 C°k°m y°c8°m(k SIN NO CASE SHOULD GALVALUME STEEL PANELS BE USED IN CONJUNCTION WITH LEAD OR COPPER. BOTH LEAD AND COPPER HAVE HARMFUL CORROSION EFFECTS ON THE ALUMINUM ZINC ALLOY COATING WHEN THEY ARE USED IN Maz psf ) = 16.0 Frtn Col Load Wo llrie floe w N Y H) 0� Yrrm b Hymin 0h ae wl�i lerp�r ttHdc (n) CONTACT WITH GALVALUME STEEL PANELS. EVEN RUN-OFF FROM COPPER FLASHING, WIRING, OR TUBING ONTO GALVALUME Wind. Speed (mph) 159.0 4 0.750 &000 1380 0M 0.0 SHOULD BE AVOIDED. Wind Code = FBC 17 (IBC 15) ' A 1 1.0 I 4A 4 -2.6 _4.9 Exposure = B 1 E 7 29 -32 2 -11 1.6 4 0.750 &DOD 13M 0M 08 APPROVAL NnTES Closed/Open = C 1 -1.0 4.4 5 26 -4.9 THE FOLLOWING CONDITIONS APPLY IN THE EVENT THAT THESE DRAWINGS ARE USED AS APPROVAL DRAWINGSi IT IS IMPERATIVE THAT ANY CHANGES TO THESE DAWINGS BE MADE IN CONTRASTING INK (PREFERABLY RED INK), Importance Wind = 1.00 Importance Seismic = 1.00 RIGID FRAME: 11001 REACIIOlIS, MNM BOOS, & BASE HATES HAVE ALL INSTANCES OF CHANGE CLEARLY INDICATED, AND BE LEGIBLE AND UNAMBIGUOUS, A SIGNATURE AND DATE IS REQUIRED ON ALL PAGES, Seismic Zone = A Frm Col load 11r= �k ) V load Hmin V Bo8(ii) Bw_RaN(h) GW wl�i length Thilc MANUFACTURER RESERVES THE RIGHT TO RE -SUBMIT DRAWINGS WITH EXTENSIVE OR COMPLEX CHANGES REQUIRED TO Seismic Coeff (Fa*Ss) = 0.09 Ono floe a H - VmoR Id H Ynan DIF ae (in)AVOID - - MISFABRICATION. THIS MAY IMPACT THE DELIVERY SCHEDULE. APPROVAL OF THESE DRAWINGS INDICATES CONCLUSIVELY THAT THE METAL BUILDING SYSTEM MANUFAACTURER HAS 2e A 3 2.4 18 6 -4.3 -4.4 4 0.750 &000 ism 0.500 0.0 CORRECTLY INTERPRETED THE CONTRACT REQUIREMENTS, AND FURTHER CONSTITUTES AGREEMENT THAT THE BUILDING AS DRAWN WITH INDICATED CHANGES REPRESENTS THE TOTAL OF THE MATERIALS TO BE SUPPLIED BY MANUFACTURER. 5. Loading conditions are: 1 18 2, E 7 43 6.0 8 1.1 46 -4A 2 -2.4 18 4 0.750 &000 13A 0M 0.0 ANY CHANGES NOTED ON THHE DRAWINGS NOT IN COMFORMANCE WITH THE TERMS AND REQUIREMENTS OF HE CONTRACT BETWEEN MANUFACTURER AND ITS CUSTOMER ARE NOT BINDING ON MANUFACTURER UNLESS SUBSEQUENTLY SPECIFICALLY 1 Dead+Collateral+Live 1 -15 68 9 -1.1 46 ACKNOWLEDGED AND AGREED TO IN WRITING BY CHANGE ORDER OR SEPARATE DOCUMENTATION. MANUFACTURER RECONGNIZES THAT RUBBER STAMPS ARE ROUTINELY USED FOR INDICATING APPROVAL, DISAPPROVAL, REJECTION, OR 2 Dead+Collateral+0.75L'Ive+0.45W1nd_Leftt 2+ Frane Ines 2 3 MERE REVIEW OF THE DRAWINGS SUBMITTED. HOWEVER, MANUFACTURER DOES NOT ACCEPT CHANGES OR ADDITIONS TO CONTRACTURAL TERMS AND CONDITIONS THAT MAY APPEAR WITH USE OF A STAMP OR SIMILIAR INDICATIOIN OF 3 Dead+Collateral+0.75Uve+0.45Wind_Right1 4 0.6D@ad+0.6WInd_Lefft RIGID FRAME: RISK MMl RFACIg115 Ck ) APPROVAL, DISAPPROVAL, ETC. SUCH LANGUAGE APPLIED TO MANUFACTURER'S DRAWINGS BY THE CUSTOMER, ARCHITECT, ENGINEER, OR ANY OHER PARTY WILL BE CONSIDERED AS UNACCEPTABLE ALTERNATIONS TO THESE DRAWING NOTES, AND 5 0.6Dead+0.6Wmd_Right1 Frmne Caicrm Dead the tone Bah Ved -�alataaF - Uie-Mhd_Lefl1--NMd�JgM1--N7nd1�fl2- Bah yet Hors Yert -Wi Yert Holt Ved Bah Vert o0. WILL NOT ALTER THE CONTRACTUAL RIGHTS AND EIBLIGATI13NS EXISTING BETWEEN MANUFACTURER AND ITS CUSTOMER. 6 0.6D@ad+0,6Wind_Leff2 1 A 0.2 1.1 1 E 01 1.1 OA al 32 -t.6 -9.2 19 -4.3 -5.0 Vert DD 0.1 -ore 32 -19 -92 4S -4.3 -1.3 4A IMP❑RTANT N❑TEr FINAL DETAILING. FABRICATI❑N, AND DELIVERY DATE OF THIS PROJECT 7 0.6Dead+0.6Wtnd_Right2 8 0.6Dead+0.6Wind_Long1L 9 O.6Dead+0,6Wind_Long2L r E -a 1.33 - mn wmdJ8ght2 Fume Cokune tone Holt verl 0°�0.0 0°2.2 is � -0 -�9 &5 _,U .Ae -i -s -wn41a�y1--wmdJany2- SeimdclaH sJN1aeran>CJa�y Bah Vero Hak vat Bak verl Bah %i Hah yea CANNOT BE COMPLETED UNTIL THE SIGNED APPROVALS ARE RETURNED TO THE METAL BUILDING MANUFACTURER. 10 0.6Dead+0.6Wind_Right2+0.6Wind Suction 11 0.6Dead+0.6Wind_Pressure+0.6Wind_Lon 2L 9 I A 13 -Is I E 5.0 44 2e A 18 -13 DS Al 0.6 -49 0.o 0.0 D8 0.0 0.0 0.0 -0.6 -49 -08 -0.1 0.o 0.0 ao 0.0 0.0 0.0 1.6 -15.7 12 -13.6 to 08 0.o ao 08 -0A GENERAL NOTES, 1) MATERIALS i MINIMUM YIELD, 12 Dead+0.6Wind_Rtght2+0.6Wind_Suction 2* E 7.4 46 -11 -116 -1.6 -15.7 0.0 0.0 0.0 0.0 0.0 -CA HOT ROLLED BAR Fy = 50.0000 ksi MIN. 13 0.6Dead+0.6Wind_Rightl+0.6Wind_Suction r Frmne h= 2 3 STRUCTURAL STEEL SHEET Fy = 50.0000 ksi MIN. ENDWALL COLUMN: ME COl1M1 RFAcm IN ) STRUCTURAL STEEL PLATE F 50,0000 ksi MIN, y BUILDING BRACING REACTIONS i. wad wind wod Yid weed. wind wind Irma Seoe sud v ve� COLD FORMED SHAPES Fy = 57,0000 ksi MIN, Y`d°" vat Y'�ed' Y v' Vat SHEETING Fy = 60,0000 ksi MIN. f Reactions(k) Panel 1 s of ao I D 0.2 0.0 ao ao 00 00 a0 -42 4.7 00 0.0 0.0WALL 10 0.0 0.0 08 00 -4.2 4.7 0.0 0.0 0.0 ao 0.0 ROOF SHEETING F 60.0000 ksi MIN, y -Shear -Wall - Col -Wind - -Seismic - (►b/ff) 4 E a4 0.o 4 c 09 0.1 Is -3A -1.6 -22 -05 0.o -3A -1.7 C7 -8.0 _U -5.0 -9 7A 73 -7.8 -7.8 ao BOLTS A307 & A325 Loc Line Line Horz Vert Horz Vert Wind Seis Note 4 A 0.4 0.0 1s -1.6 -3A _A5 -22 0.0 ao -ta -3A 0.0 THE METAL BUILDING MANUFACTURER RESERVES THE RIGHT TO SUBSTITUTE THE ABOVE MATERIALS WITH EQUAL OR BETTER MATERIAL, 1 (h) Col MiN F_SW E 2,3 5.2 4.3 0.1 0.1 lFrm 1 9 oa R_EW 4 77 5 4 E 08 DEFLECTI❑N LIMTSI B SW A 3,2 5.2 4.3 °,' °.' o0 4 A (h)Rigid frame at endwall ENDWALL COLUMN: Mimi m cm ANCHOR Bops, t BASE HATES EW COL: 180 Ew RAF LIVE1 180 ANCHOR BOLT SUMMARY FM ca t� H Una N H �k� Ban V ten) Baee� Gmd Id H Vein Din Yft E W RAF WIND: 180 lone V= oq too Thkk (n) WALL GIRT 1 90 D'la Pr Oj 1 B 10 2.8 iu e ai 11 2.5 0.1 2 00 4.000 &So0 015o a0 a PURL LIVE: 180 Qty Locate (in) Type (in) I D 12 zs 1 11 -2s 0.1 2 0.68 t000 L5W 0.250 0.0 0.2 4 E 8 0.0 -18 8 08 -18 4 0.750 &000 &750 0.500 QO PURL WIND 1 120 4 Jamb 5/8' A307 A�, '�. `� @ 13 " 41 11 _u _t1 4 0.615 B.00o M 0mo a0 0.0 -1`88 WALL P A N E L l 9 0 3.00 8 Endwall 3/4� A307 3.00 yp _� 93 4 0.750 &ODD LM cm 0.0 ROOF PANEL LIVE1180 8 Endwall 3/4�� A307 3.00 ����-�r ���a.,%\r eNs"°a �,�, , , ROOF PANEL WIND1120 24 Frame 3/4 A307 3.00 e-e °° �,.� D.W.SMITH, M.S.,P.E R F HORIZONTAL; 6 0 ° No. 53603 FLORIDA PROFESSIONAL ENGINEER LICENSE NUMBER 53608 Projects Consulting Engineer RF VERTICAL: 180 iptf 4 9909 WALLASTON DRIVE-DADE CITY, FLORIDA 33525 WIND BENT: 60 11V / ' C ATE [- ® PHONE/TEXT, 813 469 2289 E-MAID dwsf l e2earth l I nk. net RF CRANEI 100 o <v 1 hereby certify that I have performed and reviewed this pl6rfiar�;°yfzaa�i�j1Q�a �✓p�'' METALMAX BUILDINGS, INC D & D Welding & Fabrication RF SEIS1 50 it to be in compliance with ASCE 7 -10 and the FLORIDA BUILDING CODE, 201 . t tGi$4asEeE�° C:^, PROJECT BUILDING DESING & REACTIONS ID MMB1218004 DESIGN: BS2 DRAFT:BS2 ,:'i dws WIND BENT S E I S 1 50 �: �-'`� V* David W. Smith,M.S.,P.E. ENG f�004 Ff1���0 PROJECT PROJECT 5300 Steel Blvd. Fort Pierce, Florida 34946 DATE: 11/11/2018 SHT# 2 OF 17 ADDRESS Dia 0 a N I iJ M DETAIL A Dia= 3/4" L-a.l DETAIL B Dia= . 5/8' c v a VS' DETAIL C I- 8 3/ N F! -------------' N I I a 1 N L L L 8 3 4" E ---- 0-1 " I I N DIG= 3/4" 8' ----T---- I I I _ 4" 1 --- 4 3/8' 2" 2" 7 7/8' 1-2 DETAIL D DIG= 3/4" See Plan ur 1111E C ,�Iy Ba�II I I ----T---- I I 1 4 3/8' 2" 2' 7 7/8' SW SW C E C 1 4 60'-0" DDT -TO -OUT OF STEEL 2 3 20'-0" 20'-0' 20'-0' 1'-2" 0 " I p B 0 I 0 E E B u A o 1 i ' C"O I' I 7 7 p A Is jai o 1 0 1 0 B o 1'-10' M 13'-712" 1'-2" 201-0" 20'-0' 20'-0" 1 2 r b 4 ANCHOR BOLT PLAN NOTE: All Base Plates ®100,-0* (U.N.) � � a000eoaa"® �1 aka � e ° • No. 53608Zzy °° STATE OF gfwFiave performed and reviewed this plan and found ASCE 7 -10 and the FURDA BUIIDNG CODE, 2017 6th edition David W. SmTth,M.S.,P.E. ENG'R LICENCE #53608 D D D D.W.SMITH, M.S.',P.E FL13RIDA PROFESSIDNAL ENGINEER LICENSE NUMBER 5=8 ProgecWts ConsultnEn3i 09ALLASTl3N DRIVE-DSY,F'leer DESIGN: SS21 DRAMBS2 I CHECK:dws 34946 1 DATE: 11/11/2018 SHT# 3 DF 17 5 S1 ------------ 5 I I I I I I I I I I 5 i 4 15 I � I I I I I I I I I 3i 2 13 -+---------------------------+-- 21 I I I 1 i 2 I I I I � I I I ---1-----------------------------1--- I I I I 3 2----------+ 3 -�----------------- 31 2 13 --+---------------------------+-- I I I I I I I I I 21 1 I I I i 2 I 1 --------------------------------- 3; 2 ;3 I I I I I I I I I I 5 i 4 15 I I I I I I I I I I Components & Cladding ASCE 7-10 FIG 30.5-1 DESIGN WIND PRESSURES EFFECTIVE C&C Zone AREA DESIGN PRESSURES I 0 ------------ 5 IV�9 ©e Na. 53608 0 I hereby certify that I have performed and reviewed this plan arM f nd ® -0 � A E— O it to be in compliance with ASCE 7 —10 and the FLORIDA BUILDI E, 201 [o cv David W. Smith,M.S.,P.E. ENG'R LICENCE #53608 1B 20 SF +14/-23 PSF 2A 10 SF +15/-42 PSF 3A 10 SF +15/-61 PSF 4B 20 SF +25/-27 PSF 5B 20 SF +25/-33 PSF D.W.SMITH, M.S.,P.E FLORIDA PROFESSIONAL ENGINEER LICENSE NUMBER 53608 Projects ConsultinEngineer 9909 WALLASTON DRIVE—DADE CITY,FL❑RID 33525 PHONE/TEXT, 813 469 2289 E-MAIL, dwsfl e2enrthllnk net METALMAX BUILDINGS, INC PROJECT D & D Weldinq & Fabrication WIND ZONE DESIGN PRESSURES ID MMB1218004 DESIGN: BS21 DRAFT: BS2 CHECK: dwc PROJECT 5300 Steel Blvd, ADDRESS Fort Pierce, Florida 34946 DATE: 11/11/2018 SHT# 4 OF 171 SPLICE. PLATE & BOLT TABLE Qty Mark Top Bot Int Type SP-1 4 4 0 A325 SP-2 4 4 0 A325 7FLANGE BRACES: Both Sides(U.N.) FBxxA(1): xx=length(in) A — L2x2x14G Mc Dia Length Width Thick Length MARK MEMBER RF1-1 W12X19 0.750 2.00 6 1/2 1 —6 7/8 RF1-2 W12X19 0.750 1.75 6" 3/8" 1'-6 3/8" SSE v16 8 1/4"l I I1'-0 3/160 n u m'IMIi11®t .�� (© RIGID FRAME ELEVATION: FRAME LINE 1 �'� o e"AGOU `V ' ` rr ENS Q V\ mee �v E NS e m No. 53608 : s I hereby certify that I have performed and reviewed t is pi n n � ourWrA E OF C!' it to be in compliance with ASCE 7 —10 and the OR BUILDING DE, 017 , ftDmd�tefid��lOPea oeeceae° IVA 1- David W. Smith,M.S.,P.E. ENG'R LICENCE #53608 12 /4" LENGTH 6" WEIGHT 384 D.W.SMITH, M . S . , P . E FLORIDA PROFESSIONAL ENGINEER LICENSE NUMBER 53608 Projects Consulting Engineer 909 YALLASTON DRIVE—DADE CITY, FLORIDA 33525 PH9NE/TEXT1 813 469 2289 E-MAIL, dwsfl eflewthllnk net METALMAX BUILDINGS, INC PROJECT D & D Welding& Fabrication RIGID FRAME LINE # 1 ELEVATION ID MMB1218004 DESIGN: BS21 DRAFT: 13S2 I CHECK: dw: PROJECT 5300 Steel Blvd. ADDRESS Fort Pierce, Florida 34946 DATE: 11 /11 /2018 SHT# 5 OF 17 SPLICE PLATE & BOLT TABLE Qty Mark Top Bot Int Type Dia Length Width Thick Length SP-1 4 4 0 A325 0.750 2.00 611 1/2 1 —6 3/4 SP-2 4 4 0 A325 0.750 1.75 6" 3/8" V-6 1 /4" FLANGE BRACES: Both Sides(U.N.) FBxxA(1): xx=Iength(in) 26 ca. sx, GaNalume Plus A — L2x2x14G 12 Ml 8 SSRC :6'_ ­4 U-% 1/2' RIGID FRAME ELEVATION: FRAME LINE 2 3 , � s °�`� l `S� o eG� o No. 53608 I hereby certify that I have performed and reviewed this plan t} 5uncl3TATEOF on � 40 it to be in compliance with ASCE 7 —10 and the FLO UILDING CODE, �AtagrF40R%V o° v David W. Smith,M.S.,P.E. ENG'R LICENCE #53608 MARK MEMBER LENGTH WEIGHT RF2-1 RF2-2 W12X16 W12X14 11-4 7 16 17'-41 4" 333 286 f� 12 D.W. SMITH, M . S . , P . E FLORIDA PROFESSIONAL ENGINEER LICENSE NUMBER 53608 Projects ConsultinEngineer 9909 WALLAST❑N DRIVE—DADE CITY,FL❑RID 33525 PHONE/TEXT, 813 469 2289 E-MAID dwsfl e8enrthllnk net METALMAX BUILDINGS, INC PROJECT D & D Welding & Fabrication RIGID FRAME LINE # 2 ELEVATION ID MMB1218004 DESIGN: BS21 DRAFT: BS2 I CHECK: dws PROJECT 5300 Steel Blvd, DATE: 11 /11 /2018 SHT# 6 ❑F 17 ADDRESS Fort Pierce, Florida 34946 1'-0' 18'-0° 38'-0" OUT -TO -OUT OF STEEL 12 Rake L u EIt _----- - I N z❑---- G-3 --�- o I° I I I❑ G-3 O I 1 spy,1M G-3 T i -0. Rake L 12 1. EI -LJ--------------------------------------------------I----- I I EC-3 EC-4 GIRT 1'-1 3 LAPS V-1 31r ENDWALL FRAMING: FRAME LINE 4 G-90 GALVANIZIED FINISH GIRT FRAMING I EC-3 Cor_Column/Raf I 2 A325 5%8" 11 EC-VER-2 2 A325 1 /2" 1 1 EC-3 EC-4 ER-1 ER-2 G-3 W8X10 W8X13 W8X10 W8X10 8X25Z16 16'-8 9/16." 17'-111/16" 19-013/16" 19'-01316" 19'-51 2" TRIM TABLE Y 1 BT-101 TRIM- 2 CT-102 TRIM 32 323 Os 1a�12 3 4 FL-16 FL16A TRIM_229 12 3 0 0 3 0 Q 5 FL616B ❑ 0 CONNECTION PLATES __ -- -- -- _ - -- -- -- FRAME LINE 4 ❑ ID MARK PART 1 r1 2 AK519 of 'd' c 1 1 'rn oe j r co c' FBI �co -co -co O co co i co ENDWALL SHEETING & TRIM: FRAME LINE 4 PANELS: 26 Go. SX - Sahara Tan (SMP) "� � ° V ° e✓� os:° c' No. 536JS a ® ® ® av ° -o �° STATE OFF 1 hereby certify that I have performed and reviewed thi plan—an°d°��GR10Paa3`�L.4' it to be in compliance with ASCE 7 —10 and the DA BUILDING CO E, 2017 6th°ed�1 i a'� o° °°° ��' °�' ' a� David W. Smith,M.S.,P. /.ENG'R LICENCE #53608 D.W.SMITH, M.S.,P.E FLORIDA PROFESSIONAL ENGINEER LICENSE NUMBER 53608 Projects ConsultinEngineer 9909 WALLASTON DRIVE-DADE CITY,FLORID 33525 PHOW-fUT, B13 469 2289 E-MAILU dwsfl"eeearthlink net METALMAX BUILDINGS, INC PROJECT D & D Welding & Fabrication FRAME LINE # 4 FRAMING/SHEETING ID MMB1218004 DESIGN: BS21 DRAFT: BS2 I CHECK: dw: PROJECT 5300 Steel Blvd. DATE: 11/11/2018 SHT# 8 OF 17 ADDRESS Fort Pierce, Florida 34946 0 DOWNSPOUT LOCATIONS 1'-2" 60'-0" OUT -TO -OUT OF STEEL 20'-0' 1 20'-0' I 3 C I I of H RF1-1 RF2-1 RF2-1 EC-3 Ire 1 .1. 13'-7 1 /2" s l 3'-0" 3'-4 1/2" V-1 3fA , V-1 31r 14 1'-1 3/4' SIDEWALL FRAMING: FRAME LINE E G-90 GALVAN121ED FINISH GIRT FRAMING MAN DOOR CHANNELS STD. PRIMER PAINT FINISH GIRT LAPS T I T4 0 � 0 4 5 O3 4 5 ❑ ❑ If1/,y SIDEWALL SHEETING & TRIM: FRAME LINE E PANELS: 26 Ga. SX - Sahara Tan (SLIP) a ' a p� H ° e:Wti e � V So... 536 o y rn I hereby certify that I have performed wed this pl an CF.0 a 4 it to be in compliance with ASCE 7 —10 and the FL RIDA B ING QO , 2 1, t dit '' , ° TE OF TA 0'R If David W. Smith M. ENG'R LIC�G`'%1,08NG q�' MEMBER TABLE FRAME LINE E MARK PART LENGTH DJ-1 C8X11.5 12 —0 DH-2 C8X11.5 3'-4" E-1 E085341L 19'-11 1/2' E=2 E085341L 19'-11 1/2" E-3 E085341L 19'-11 1/2" G-4 8X25Z16 2'-71/2" G-5 8X25Z12 21'-11/2" G-6 8X25Z16 21'-1 1/2" G-7 8X25Z16 14'-5" G-8 8X25Z16 22'-31/2" G-9 8X25Z16 21'-1 1/2" CB-1 0.31CBL 24'-01/4" TRIM TABLE FRAME LINE E OID DARK DETAIL t BT-101 TRIM_74 2 CT-102 TRIM 323 3 FL18D 4 FL18A 5 FL16C 6 FL-8 TRIM_239 7 FL-26 TRIM 232 CONNECTION PLATES FRAME LINE E 1 1 b1 D.W. SMITH, M.S.,P.E FLORIDA PROFESSIONAL ENGINEER LICENSE NUMBER 53608 Projects Consulting Engineer 9909 NALLASTON DRIVE-DADE CITY, FLORID 33525 METALMAX BUILDINGS, INC] I rKUJtL;i I u cc u weiaing CE raoncaTIon I SIDE WALL E. FRAMING SHEETING ID MMB1218004 I DESIGN: BS21 DRAFT: BS2 I CHECK: dws PROJECT I Fort Steel Blvd. I DATE: 11 /11 /2018 I SHT# 10 OF 17 ADDRESS Fort Pierce, Florida 34946 60'-0" OUT -TO -OUT OF STEEL N r PUR� 4° 1'-1 3 1'-1 3 4° 1'-1 3/4° 1'-1 3/47 ROOF FRAMING PLAN°' G-90 GALVANIZIED SECONDARY ROOF FRAMING 'sc °'%�V��� C STATE OF o® I hereby certify that I have performed and reviewed thiLl� a fo�n ° A, � � it to be in compliance with ASCE 7 —10 and a ORIDA BUILDING CO th ediijgrC oo E G 1C)� ae 2 "*' David W. Smith,M.S.,P.E. ENG'P L.lCEI'6£f 3 Q$' DOWNSPOUT LOCATIONS 60'-0° OUT -TO -OUT OF STEEL ------ ----- ------ ------ ------ ------ ----- ----- ------ ------ ------ ------ ----- ------ ------ ------ ------ ------ ----- ----- m 1 -- ----- ------ ------ ------ ------ ----- ----- ------ ------ ------ ------ ----- ------ ------ ------ ------ ------ ----- ----- 1 ROOF SHEETING PLAN %�� aNFs7N`f�'�� PANELS: 26 Ga. SX — Galvalume Plus Z- ° \,�C E N5 Q`" dam, +...r <) No. 53608 Q®� I hereby certify that I have performed evievved this pla p dunITATE it to be in compliance with ASCE 7 —10 and the LORID BUILDIN D , 2A1 r R14Pm®° David W. Smith M.S.,P.E. ENL.R Lf(BE�JPf £t#_ 1,1—t2•/rf5 TR ROOF PLAN OID MARK 1 SSRC f DETAIL 0 D.W.SMITH, M.S.,P.E FLORIDA PROFESSIONAL ENGINEER LICENSE NUMBER 53608 Projects ConsuZtZnq Engineer 909 WALLASTON DRIVE—DADE CITY,FLORID 33525 PHXJTEXTI 813 469 2289 E-MAIL, dvsfl eBewthlink net METALMAX BUILDINGS, INC PROJECT 0 do D Welding do Fabrication ROOF SHEETING PLAN ID MMB1218004 DESIGN: BS21 DRAFT: BS2 I CHECK: dws PROJECT 5300 Steel Blvd. I ADDRESS Fort Pierce, Florida 34946 DATE: 11 /11 /201 S SHT# 12 OF 17 END OF BUILDING GABLE RAKE ANGLE #12 S. D. SCREW ENDWALL RAFTER — BOLT, 0.5" BY 1 "(lYP) ROOF PURUN PLATE /A7 SECTION THRU ENDWALL RAFTER C21 GIRT TO COLUMN ENDWALL COLUMN O O BASE PLATE PLAN ELEVATION BOLTS, 0.5" x 1.0" (TYP) END OF BUILDING RIF GLIDE RAFTER - ROOF PURUN FLANGE BRACE 1 ROOF PURUN TO EXPANDABLE ENDWALL RIGID FRAME WELDED PLATE COLUMN GIRT/HEADER BEAM 0 GIRT/HEADER BEAM TO U COLUMN ENDWALL COLUMN O O BASE PLATE PLAN ELEVATION ENDWALL RAFTER RIGID FRAM RAFIER BOLTS, 0.50' CONNECTION BY 1.50" COLUMN PLATE ENDWALL COLUMN B 6) ENDWALL RAFTER TO COLUMN SIDEWALL GIRT --� CORNER COLUMN BOLTS, 0.50" BY 1.50" ENDWALL GIRT WLWFU PLATE 12 CORNER COLUMN TO WALL GIRT ENDWALL RAFTER O o 0 0 0 0 0 0 ENDWALL COLUMN BOLT, 0.5' I� ENDWALL COLUMN BY 1 0" f COLUMN C0LUMN o � O 0 0 0 ENDWALL GIRT NOTE: FLANGE BRACES MAY BE PRESENT B32 C/U COLUMN TO RIGID FRAME RAFTER C 22 ENDWALL COLUMN TO WALL GIRT SIDEWALL GIRT RIGID FRAME COLUMN 0 0 ENDWALL COLUMN 0 0 i i 0 0 -1- BASE PLATE WELDED ENDWALL PLAN ELEVATION PLATE GIRT 8 CORNER COLUMN TO WALL GIRT E3 BASE PLATE FOR ENDWALL COLUMN urn TS ns• onnc E5 BASE PLATE TO ENDWALL O E13 BASE PLATE FOR ENDWALL F20 O RAFTER SPLICE AT SURFACE CHANGE RODE PURLIN TO INTERIOR FRAME RAFTER COLUMN OR DOOR JAMB COLUMN OR DOOR JAMB G 2 �\C, F 1V$'°s��7A o a No.53608 � I hereby certify that I have performed and reviewed thi p lan m it to be in compliance with ASCE 7 —10 and t e FL IDA BUILD CO2017 thW'Vdi STATE OF mZ. ° �URID David W. Smith,M.S.,P.E. ENG R LICENCE NA },� �V, FRAME COLUMN COLUMN FLANGE BRACE WALL GIRT WELDED BOLTS, 0.5' PLATE x 1,0' (TYP) H CJ WALL GIRT TO FRAME COLUMN D.W.SMITH, M.S.,P.E FLORIDA PROFESSIONAL ENGINEER LICENSE NUMBER 53608 Projects Consulting Engineer 9909 WALLASTON DRIVE—DADE CITY, FLORIDA 33525 PHONE/TEXT, 813 469 2289 E-MAIL, dwsf l eftwth if nk net METALMAX BUILDINGS, INC PROJECT D & D Welding & Fabrication TYPICAL FRAMING DETAILS Sheet 1 ID MMB1218004 DESIGN: BS2 DRAFT: BS2 1 CHECK: dws PROJECT 5300 Steel Blvd. ADDRESS Fort Pierce, Florida 34946 DATE: 11/11/2018 SHT# 13 OF 17 • EAVE STRUT Y EAVE STRUT GABLE--------------- BOLT, TYP. RAKE 0.5' x 1.0' EAVE STRUT ANGLE BOLT, 0.5 x 1.5 #12 S. D, SC REW WALL GIRT r: END 13F� BOLTS, BUILDING .5'x1.0' I -� BOLTS, I DOOR JAMB ° 0,75'x1.25' DOOR EXTENSION OF ti FRAME I � L JAMB TOP FLANGE COLUMN SECTION ELEVATION ° SECTION ELEVATION • SECTION ELEVATION WELDED PLATE WALL GIRT ENDWALL RAFTER I g EAVE STRUT TO ENDWALL RAFTER J 2 EAVE STRUT TO RIGID FRAME ,J24 EAVE STRUT TO RIGID FRAME K3 WALL GIRT TO DOOR JAMB DOOR JAMB TO WALL GIRT 0 0 D'.' Ir D >r >r SHOP CLAMP ON CABLE r r r r r SIDEWALL COLUMN COLUMN OR �'^J JAMB RAFTER RAFTER WEB � Peat NM PPAM DO uaa aL � WrM WELDED LA DOOR JAMB HILLSIDE CABLE WASHER r-- ° FLAT ETAPE WASHER YEBOLT STITCH SCREW AT Z OL SCREWS RDID' PN LL SEAL CONTDlImUs 0I1R ff D1CY) ----- — HEADER I I ��— SLOT IN WEB TO INSERT NUT ABOLTS 0 0 TAPE SEAL 3/8 X 3/32 THICK (STIU A �DMLEG eMi PURLIN HILLSIDE WASHER ANCHOR DETAIl AND EYEBOLT _ SECTION ELEVATION DOOR HEADER BASE PLATE NENfs FOR RDA SfaoWH SATISFY UL 90 REtAIIItE SECTR]N THRU PANEL END LAPS SECTION ELEVATION PLAN ELEVATI❑N "Super Span-X" or "PBR" PANEL AT ROOF HEADER T❑ C JAMB aNj% D❑❑R HEADER T❑ D❑❑R JAMB Q2 DIAG❑NAL CABLE, EYEB❑LT END R2 ANCH❑R B❑LTS AT SIDEWALL C❑LUMN s,° FASTENER LOCATION SCREW_4 I- IL" 0 FASTENER FASTENER BASE, EAVE, RAKE 12' 12' 12' - E, I"MIEDIATE GIRT 2 TRIM FASTENER ROOF PANEL FASTENER SHEETING STITCH SCF2EW\ ANGLE AT 20' RC. SEALANT MEMBER SCREW SPACING Jr\ (AS NOTED) I I BASE ANGLE WALL PANEL 12' 12' 0 CLOSURE I PANEL END LAPS DNLY 2' 8' 2' 8' 2' 8' a 2' FASTENER BASE TRIM CONCRETE -------- ----------- FOUNDATION STUCAT 201 SC BY OTHERS, MUST BE ADEQUATE SEALANT MEMBER SCREW SPACING TO SAFELY RESIST THE LOADS (AS NOTED) IN THE REACTION REPORT, ` I �; L rl},9as PURLIN WALL PANE "L Super Span—X» " " R ANll " PBR" PANEL AT BALL FASTENER LOCATION -r 1 SECTI❑N THRU WALL PANEL GABLE Ci ° o ? {,o D W .SMITH, 1VI S P E °� . „� . . . , . AND CONCRETE FOUNDATION ° �' FLORIDA PROFESSIONAL ENGINEER LICENSE NUMBER 53608 SCREW-5 TRIM 2 2 9 No. 5�6�� , _ �Y y Projects ConsultinEngineer e + o a ffi 909 WALLASTON DRIVE-DADE CITY,FLORIDA 33525 PHONE/TEXT, 813469P289 E-MAID dwsfleflecrthllnknet I hereby certify that I have performed and reviewed this plan and four,ie°°r ?Epp a' it to be in compliance with ASCE 7 —10 and the FLORIDA BUILDING CODE, 201 6th edit'°.sv 4��4`� METALMAX BUILDINGS, INC �<L PROJECT D & D Weldina & Fabrication TYPICAL FRAMING DETAILS Sheet 2 °�,ns f r� • G,',:? ID MM81218004 DESIGN: BS21 DRAFT:BS2 I CHECK:dws `" L� `- ;,`�' David W. Smith,M.S.,P.E. ENG R LICENCE #5��f}$�n PROJECT 5300 Steel Blvd. OM.°�d� ADDRESS Fort Pierce, Florida 34946 DATE: 11/11/2018 SHT# 14 OF 17 • WALL PANEL i i i i JAMB RIBBED ROOF PANEL STRAP 7 i i i SEALANT i HEADER FASTENER WALL GIRT /— \\\ FASTENER CLOSURE i -------------------------- FASTENER EAVE TRIM GUTTER ---------------------- -- EAVE STRUT TRIM WALL PANEL-7FASTENER WALL PANEL TRIM GUTTER FLASHING HEADER JAMB TRIM_317 TRIM 232 TRIM_239 EAVE STRUT FASTENERS FASTENERS GABLE ANGLE (2 PER FLAT) (3 PER FOOT) RIDGE PANEL FASTENERS O O �::]—T❑P BOLTS, SEE 3/16"X3/4" MASTIC GIRT ONE PER FLAT) 1 O O DRAWING FOR SIZE AND QUANTITY. BOLTED— O O END PLATE �—TOP BOLTS, SEE TOP FLANGE O O DRAWING FOR SIZE. O O INTERMEDIATE BOLTS, AND QUANTITY, WHEN REQUIRED, CORNER TRIM CLOSURE FURNISHED O O INTERMEDIATE BOLTS, 15PURLIN BASE ANGLE ONLY WITH SEALED WA L OPTION. WEB WHEN REQUIRED, O O �---B❑TT❑M B❑LTS, SEE O O DRAWING FOR SIZE OLO AND QUANTITY. B❑TTOM—B❑TT❑M BOLTS, SEE FASTENERS FLANGE O O DRAWING FOR SIZE, (2 PER FLAT) EXTENSI❑N BEYOND FLANGE IS AND QUANTITY, RIDGE PANEL ❑PTI❑NAL, AT TOP & BOTTOM, TRIM 3 ITRIM_323 CORNER FLASHING BOLTED END PLATE CONNECTI❑N BOLTS FOR RAFTER TO U AT BUILDING PEAK U3 COLUMN C❑NNECTI❑N . e.116Q5111,E a �V% T O A/ ®�e�p 9BRpi�D ge O®0, 9�) P'10 IN tS� ..r/J�dfl �\V e� D.W.SMITH, M.S.,P.E NO. _ 53606 ®� � FLORIDA PROFESSIONAL ENGINEER LICENSE NUMBER 53608 s Projects Consulting Engineer 1 hereby certify that I have performed and reviewed this plan anXiodrd 4� 909 WALLAST13N DRIVE—DADE CITY, FL❑RID 33525 e STATE OF ®`(� PHONE/TEXT, 813 469 2289 E-MAILU dwsf l e@enrth1Ink, net it to be in compliance with ASCE 7 —10 and the FLORIDA BUILDING �117 6t� e ��p�a ���® METALMAX BUILDINGS INC �Y (�, PROJECT D & D Welding & Fabrication TYPICAL FRAMING DETAILS Sheet 3 `..*a "Sf t ID MMB1218004 ��; ��,• DESIGN: BS21 DRAFT. BS2 I CHECK:dws David W. Smlth,M.S.,P.E. ENG R LICENSteel Blvd.Flodda ADORES Fort 34946 DATE: 11/11/2018 SHT# 15 OF 17 I ANSI 1 1/4' SERIES W WASHER & HEX NUT 3/4' DIA THREADED ROD GALV, STEEL ANSI 1 1/4' SERIES W WASHER & TACK WELDED HEX NUT ALTERNATIVE ANCHOR BOLT AT COLUMNS TO PIER FOOTERS INSTALL 15 REBAR APPROX 12' SPACING 6' EMBEDMENT INTO EXISTING FOUNDATION 12" PROJECTION INTO NEW PIER FOOTER DOWELS SHALL BE EPDXIED INTO EXISTING SLAB WITH 'HILT OR oD \N E L. 7- -, 11 ° No. 53653 a I hereby certify that I have performed and reviewed this plan n4'found a it to be in compliance with ASCE 7 —10 and the F ORIDA BUILDING CODE, 2017t�'6 tditiFrTATE 0ro � o a a OR I ID- dry- R1i 6iN °Otsmne°oy��,. �� David W. Smith,M.S.,P.E. E W08 H O ENG11NEER'S NOTES: DESIGNED IN C❑MPLIANCE WITH ASCE 7-10 AND THE FLORIDA BUILDING CODE 2017 6TH EDITI❑N DESIGN WIND SPEED = 145MPHuI.t/115MPHo sd, 3 SEC GUST WIND RISK CATEG❑RY=II WIND EXPOSURE D ENCLOSED STRUCTURE INTERNAL PRESS. C❑EF. _ +/- 0.18 S❑IL C❑MPACTI❑N TO 95% OF M❑DIFIED PR❑CTER S❑IL BEARING CAPACITY VALUE OF 1,000 LBS /SQ FT MINIMUM CONCRETE NOTES: 1, ALL CONCRETE SHALL BE NORMAL WEIGHT (145 PCF). USING TYPE 1 P❑RTLAND CEMENT, HAVING A MINIMUM OF 28 DAY C❑MPRESSIVE STRENGHT OF 3,000 PSI. 2. APPLICABLE CODES AND STANDARDS FOR CONCRETE SHALL BE ACI PUBLICATI❑NS: 301-72, 318-77, 347-68, AND SP-5 CONCRETE MIX SHALL BE ACCORDANCE WITH ACI 318-77 AND ACI 301-72. 3. REINF❑RCING STEEL SHALL MEET ASTMIA615. GRADE 40. 4, CONCRETE COVER FOR REINF❑RCING STEEL SHALL BE AS FOLLOWS, BEAMS ABOVE GRADE; 1 1/2' SLAB ON GROUND 1 CENTERED F❑❑TINGS, 3' @ SIDES & 3' @ BOTTOM GRADE BEAMS 1 1/2' TOP, 2' @ SIDES & 3' @ BOTTOMS COLUMNS 1 1 1/2' STRUCTURAL SLAB 3/4' 5. 6'-6'/#10-#10 WELDED WIRE MESH SHALL BE IN ACCORDANCE WITH ASTM A165, 6. ALL REINF❑RCEMENT SHALL BE LAPPED A MINIMUM OF 36 BAR DIAMETERS UNLESS ❑THERWISE NOTED ON THE STRUCTRAL DRAWINGS. 1 .7. THE CONTRACTOR SHALL BE RESP❑NSIBLE FOR ALL BRACING AND SH❑RING AND THE DESIGN OF THE SAME DURING C❑NSTRUCTI❑N. 8, C❑NSTRUCTI❑N J❑INTS SHALL BE LOCATED AS PER THE DRAWINGS. 1 . 9. ALL REINF❑RCEMENT SHALL BE HELD SECURELY IN P❑SITI❑N WITH STANDARD ACCESS❑RIES DURING PLACING OF CONCRETE, 3/4' DIA X 24' LONG ASTMA-307 STEEL ANCHOR DOLTS EMBEDDED INT❑ PIER 15' (MIN 3" PR❑JECTI❑N) - 3' HOOK (TYP)-�._$• INSTALL 1 5 REBAR APPROX If SPACING V EMBEDMENT KID EXISTING FOUNDATION It PROJECTION INTO NEW PIER FOOTER DOWELS SHALL BE EPDXIED INTO EXISTING SLAB WITH 'HILTI' OR SIMPSON SET EPDXY INSTALLED PER SIMPSON SPECS 3 DOWELS /SIDE .. .. ° .44 .A •.A •p d EXISTING 12' THICK SLAB CUT OPENING IN EXISTING SLAB FOR CF-1 TYPICAL FOOTER DETAIL ON x2'-8' X 2'-8' 3000 PSI C❑oNCRETE PIER WITH (4) #5 REBARS BOTH WAYS T&B BOTTOM EQ SPACED W/ 3" MIN CVR & #3 VERT @ CORNERS & MIDDLES 3/4' DIA X 24' LONG ASTMA-307 STEEL ANCHOR BOLTS EMBEDDED INT❑ PIER 15' (MIN 3' PR❑JECTI❑N) - a 1. THE MINIMUM SOIL BEARING CAPACITY REQUIRED TO SUPPORTTHIS STRUCTURE IS 1,000 PSF. 2. A PERMANENT SIGN WITH IDENTIFIES THE TERMITE TREATMENT PROVIDER AND NEED FOR RE -INS AND TREATMENT CONTRACT RENEWAL SHALL BE PROVIDED. THE SIGN SHALL BE POSTED NEAR THE WATER HEATER OR ELECTRIC PANEL FBC 104.26 3. TO PROVIDE FOR INSPECTION FOR TERMITE INFESTATION, BETWEEN WALL COVERING AND FINAL EARTH GRADE SHALL NOT BE LESS THAN 6INCHES EXCEPTION PAINT OR DECORATIVE CEMENTATION FINISH LESS THAN a" THICK ADHERED DIRECTLY TO THE FOUNDATION WALL. 4. INITIAL TREATMEANT SHALL BE DONE AFTER ALL EXCAVATION AND BACK FILL IS COMPLETED. 5. SOIL DISTURBED AFTER THE INITIAL TREATMENT SHALL BE RETREATED INCLUDING SPACES BOXED OF FORMED. 6. BOXED AREAS IN CONCRETE FLOORS AND FOR SUBSEQUENT INSTALLATION OF TRAPS, ETC. SHALL BE MADE IN PERMANENT METAL OR PLASTIC FORMS. PERMANENT FORMS MUST BE OF A SIZE & DEPTH THAT WILL ELIMINATE THE DISTRUBANCE OF SOIL AFTER THE TREATMENT. 7. MINIMUM 6 MIL POLYHLM MUST BE INSTALLED TO PROTECT AGAINST RAINFALL DILUTION IF RAINFALL OCCURS BEFORE POLYFILM PLACEMENT. RETREATMENT IS REQUIRED. 8. CONCRETE OVERPOUR AND MORTOR ALONG THE FOUNDATION PERIMETER MUST BE REMOVED BEFORE EXTERIOR SOIL TREATMENT. INSTALL 15 REBAR APPROX If SPACING 9. AN EXTERIOR VERTICAL CHEMICAL BARRIER MUST BE INSTALLED AFTER 6' EMBEDMENT INTO EXISTING FOUNDATION CONSTRUCTION IS COMPLETE INCLUDING LANDSCAPING AND IRRIGATION ANY 12' PROJECTION INTO NEW PIER FOOTER SOIL DISTRUBED AFTER THE VERTICAL BARRIER IS APPLIED SHALL BE DOWELS SHALL BE EPDXIED INTO EXISTING SLAB WITH 'HILTIOR RETREATED. SIMPSON SET EPDXY INSTALLED PER SIMPSON SPECS 3 DOWELS /SIDE 10. ALL BUILDINGS ARE REQUIRED TO HAVE PRE -CONSTRUCTION TREATMENT. 11. A CERTIFICATE OF COMPLIANCE MUST BE ISSUED TO THE BUILDING DEPARTMENT BY LICENSED PEST CONTROL COMPANY BEFORE A CERTIFICATE OF OCCUPANCY WILL BE ISSUED. THE CERTIFICATE OF COMPLIANCE SHALL ° e ° e ' STATE THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE "4 .•a a.°' . A a °. ' a PREVENTION OF SUBTERRANEAN TERMITES AND THAT THE TREATMENT IS IN T. ACCORDANCE WITH THE RULES AND LAW OF THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICE. EXISTING 12' THICK SLAB CUT ❑PENING IN EXISTING SLAB FOR 3'-8' X 3'-8' X3'-8' 3000 PSI CONCRETE PIER -E3• SQ WITH 151 #5 REBARS BOTH WAYS TOP & BOTTOM EQ SPACED W/ 3' MIN CVR & #3 VERT @ CORNERS & MIDDLES 10. SEE BUILDING, MECHANICAL, ELECTRICAL AND PLUMBING \--3' HOOK (TYP) DRAWINGS FOR THE EXACT L❑CATI❑N AND ARRANCEMENT OF ANY CF-2 TYPICAL FOOTER DETAIL PADS, SUPPORT FRAMES ETC, REQUIRED FOR MECHANICAL AND ELECTRICAL EQUIPMENT AND NOT SHOWN ON THE STRUCTURAL DRAWINGS. GENERAL CONTRACTOR SHALL C❑❑RDINATE WITH OTHER TRADES C❑NCERNING PLATES, ANCHORS, NOTCHES, ETC. TO BE PLACED IN CONCRETE, 1 „a may} L T 0, �e.�•> 11. ANY C❑NFLICTS BETWEEN STRUCTURAL I DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTI❑N OF THE `" \`� .°e • EP a S�f� 12. AFTER ALL WORK IS COMPLETED LOOSE WOOD AND FILL MUST ME REMOVED FROM BELOW AND WITHIN ONE FOOT OF THE BUILDING. THIS INCLUDES ALL GRADE STAKES, TUB TRAP BOXES, FORMS, OR OTHER CELLULOSE CONTAINING MATERIAL. 13. NO WOOD, VEGETATION STUMP, CARDBOARD, TRASH, ETC. SHALL BE BURIED WITHIN 15 FEET OF ANY BUILDING OR PROPOSED BUILDING. FOOTING NOTES: MARK FOOTING SIZE REINFORCEMENT REMARKS CF-1 2'-8' X 2'-8' X 2'-8' (4) #-5 EQ SPACED TOP & BOTTOM AS SHOWN 2-LAYERS OF # 5 T&B W/ #3 VERTICALS CF-2 3'-8' X 3'-8' X S-8' (5) #-5 EQ SPACED TOP & BOTTOM AS SHOWN 2-LAYERS OF # 5 T&B W/#3 VERTICALS ENGINEER PRI❑R TO PR❑CEEDING WITH'THE WORK AFFECTED. "d'94-.4 \'V, V`S 12. REINFORCEMENT: 6"-6"/#10-#10 WOVEN WIRE MESH. No. 53603 . e �- I here)& certify tOa 1p#lave performed and reviewed this plan and found S{� NOTES:e° itbe� bg"pliae�iti�tSCE 7 —10 and the FLORIDA BUILDING CODE, 2017 6th edition ALL ANCHOR BOLTS TO BE LOCATED AS SPECIFIED ON SHEET#3 ANCHOR BOLT PLAN 'o °A- 40RIV 1 ALL ANCHOR BOLTS SIZES TO BE AS SPECIFIED ON SHEEfS#2&3 ANCHOR BOLT PLAN &�� °°�°.®°�v, BASE ANGLE TO BE FASTENED @ 24 O.C. W/ DRIVE PINS d��p°���,;=�' David W. Smith,M.S.,P.E. ENG'R LICENCE #53608 D.W. SMITH, M.S.,P.E FLORIDA PROFESSIONAL ENGINEER LICENSE NUMBER 53608 Pro jects Consulting Engineer 09 NALLASTON DRIVE—DADE CITY, FLORID33525 PliXi 352-521-M FAXi352-521-M7 E-MAID dwsf1pebarthlirknet METALMAX BUILDINGS, INC PROJECT D & D Welding & Fabrlca6an PIER FOOTER DETAILS ID WMB1218004 DESIGN: BS21 DRAFT. BS2 I CHK:dwsfl PROJECT00 gteel Bkd ADDRESS Forf fierce, 6da 34946 DATE: 11/11/201a SHT# 17 OF 17