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HomeMy WebLinkAboutConstruction PlanGENERAE NOTES DATE:3/4/21 FABRICATION SHALL BE IN ACCORDANCE WITH FSBS STANDARD PRACTICES AND IN COMPLIANCE WITH THE APPLICABLE SECTIONS, RELATING TO DESIGN REQUIREMENTS AND ALLOWABLC STRESSES OF THE LATEST EDITION OF THE "AWS STRUCTURAL WELDING CODE D 1.1 AND D1,3" : HOT ROLLED STEEL SHAPES A572 FY = 50 KSI STEEL PIPES - A500 FY = 42 KS1 STRUCTURAL TUBING A50D - - FY - 46 KSI - - - STRUCTURAL STEEL WEB PLATE A572/AI011 FY = SD KSI - STRUCTURAL STEEL FLANGE PLATES/BARS ;A529/AS72 FY - 55 KSI COLD FORM LIGHT GAUGE A653/A1011 -_ FY = 50, 55 KSI ROOF AND WALL SHEETS. A792/A653 - FY = 5D, 80 KSI - - CABLE BRACE - - A475- TYPE) EXTRA HIGH STRENGTH - ROD BRACE A36 - FY = 36 KSI - - MILL SECTIONS A36 ', FY - 36 KSI '. BUYER/CUSTOMER RESPONSIBILITIES APPROVAL OF FSBS DRAWINGS AND CALCULATIONS INDICATES THAT FSDS HAS CORRECTLY INTERPRETEACCEPTANCE D OFND APPLIED THE CONTRACT THE ELITE STRUCTURES DESIGNUCONCEPTS,IS APPROVAL CONSTITUTES ASSUMPTIONS,, AND LEADING. CONTRACTOR/OWNER (SECTION 4 AISC CODE 9TH EDITION AND MBHA 3.3.3) ONCE THE BUYER/END USE CUSTOMER HAS SIGNED FSBS APPROVAL PACKAGE AND THE PROJECT IS RELEASED FOR FABRICATION, CHANGES SHALL BE BILGED TO THE BUYER/END USE CUSTOMER INCLUDING MATERIAL, ENGINEERING AND OTHER COSTS. AN ADDITIONAL FEE MAY BC CHARGED IF THE PROJECT MUST BE MOVED FROM THE FABRICATION AND SHIPPING SCHEDULE. THE BUYER/END USE CUSTOMER IS RESPONSIBLE FOR OVERALL PROJECT COORDINATION, ALL INTERFACE COMPATIBILITY AND DESIGN CONSIDERATIONS CONCERNING ANY MATERIAL NOT FURNISHED BY FSBS ARE TO BE CONSW60 AND COORDINATED BY THE BUYER/END CUSTOMER, SPECIFIC DESIGN CRITERIA CONCERNING THIS INTERFACE BETWEEN THE BUYER/ END CUSTOMER IS RESPOSIDLE FUR SCTTING OF ANCHOR BOLTS AND ERECTION OF THE STEEL IN MIN, TENSILE STRENGTH ACCORDANCE WITH FSBS 'ffiM& TEMPORARY SUPPORTS SUCH AS GUYS. MACHINE BOLTS L NUTS :. A307 FU = 6D KSI BRACES, FALSEWORK, CRIMINI G H M pFUgR ERECTION pOMPEpRATION��SHALL BE DETERMINED -- HIGH STRENGTH BOLTS (1' DIA, L LESS) A325 - TYPE 1 - FU - 120 KSI FURNISHED URNINCLIS EG AND INSTALLS USE ERECTOR. O . NO ICN fn SHOULD BE nR HAStJf.0 FROR THERUSE:INARY SET OF DRAWINGS, HIGH STRENGTH BOLTS C >I' To 1-1/2') A325 - TYPE I ` FU - 105 KSI - FLORIDA' IDING (SECTION 7 AISC CODE OF STANDARD 9TH EDITI ' ANCHOR BOLTS (IF SUPPLIED) F1554 - GR36 - - ! ■! - - ® ® F5D5 IS RESPONSIBLE FOR THE DESIGN OF THE ANCHOR BOLTS TO PERMIT THE TRANSFER OF FORCES BETWEEN CLOSURE STRIPS ARE FURNISHED ONLY IF NOT D ON SHIPPIN . DU tM M h THE BASE PLATE AND ANCHOR BOLT IN SHEAR, BEARING AND TENSION, BUT IS NUT RESPONSIBLE FDR THE TRANSFER or ANCHDR T -BOLT FORCES TO THE CONCRETE OR THE AOEOOACY OF THE ANCHOR BOLT IN RELATION TO THE CONCRETE. INSIDE - UNDER ROOF PANELS AT EAVE - - - OUTSIDE - BETWEEN END WALL PANELS AND RAKE TRIM - pMLESS THERWISE PROVIDED IN THE URDER DOCUMENT, FSSS ODES NOT DESIGN AND IS NOT RESPONSIBLE FOR - THE DESIGN , MATERIAL AND CONSTRUCTION OF THE FOUNDATION OR FOUNDATION EMBEDMENT, THE ENO USE CUSTOMER SHOU D UNDER CONTINUOUS RIDGE VENT. SKIRTS - - - ASSURE HIMSELF THAT ADEGUATE PROVISIONS ARE MA IN THE FOUNDATION DESIGN FOR LOADS IMPOSED NY COLUMN REACTIONS - - DF THE BUILD NO, OTHER IMPOSED LOADS, AND BEAR OPACITY OF THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. FRECTIUN NOTE, - - WELDINGEORCCUTTIN6 AND THEONS M DRAWINGT OF ELEMENTS CORREMINOR CTIONS THROUGHSTHE USECUFTDRIFTC PINS. ERRO SM WHICH CANNOT BE - CORRECTED BY FOREGOING MEANS OR WHICH REQUIRE MAJOR CHANGES IN MEMBERS CONFIGURATION ARE TO REPORT IMMEDIATELY %� OR TOBAPPROVE THE MOST EFFICIENT AND ECONOMIC METHOD OF CORRECTION TO BE USEDEBYTOTHERS, THE ERROR ALL BRACING, STRAPPING, L BRIDGING SHOWN AND PROVIDED BY FSBS FOR THIS BUILDING IS PROJECT. LOCATION: CATo REQUIRED AND SHALL HE INSTALLED BY TIME ERECTOR AS A PERMANENT PART OF THE STRUCTURE, IFADDITIONALTO PROJECT MANAGER O TION: (SECTION 7 AISC CODE OF STANDARD 9TH EDITION) BRACING ETERMI IS REQUIRED FOR STABILITY DURING ERECTION, TT SHALL BE THE ERECTOR'S RESPONSIBILITY TO DETERMINE THE AMOUNT OF SUCH BRACING AND TO PROCURE AND INSTALL AS NEEDED. - ERECTION AND UNLOADING UM BY FSBS " - FSBS SHGRTAGFS - - REF:SOUTF-I EAST GENERAL PETER CZIACON.. FORT PIERCE,FL _ ANY CLAIMS OR SHORTAGES BY BUYERS MUST BE MADE TO FSOS AT - - - - TIME ER AND ➢ISALLOWEDHIF MATERIAL IS SHOWN DELIVERED WAIVED BY THE - - - - GGRRECTBINS OF ERRORS AND REPAIRS (MBMA 610) .. CLAIMS FOR CORRECTIONS OF ALLEGED MISFITS WILL BE DISALLOWED UNLESS FSBS SHALL HAVE RECEIVED PRIOR NOTICE THEREOF AND ALLOWED REASONABLE INSPECTION OF SUCH _ - MISFITS. THE CORRECTION OF MINOR MISFITS BY THE USE OF DRIFT PINS TO DRAW THE COMPONENTS - INTO LINE, MODERATE AMOUNTS OR REAMING, CHIPPING AND CUTTING, AND THE REPLACEMENT OF MINOR - - SHORTAGES OF MATERIAL ARE A NORMAL PART OF ERCCTION AND ARE NOT SUBJECT TO CLAIM. y ["� j�7( �t '7�j Aqq-3.5ppLLBOLT pTI ,M7 MINp. zRg pO IRpgM NgT e.. SpEp� BUILDI1N V DESCRIPTIO ,. '. SNHG�TIGMTENEONJDIN�S MIN PCCPRDR<7CE WITHLTHEASPEC[PICFTION fOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30,2OD4. PRETENSIONING METHODS, �. ' ' - INCLUDING TURN-OF-NUT,CALIBRATED WRENCH,TWIST OFF TYPE TENSION CONTROL. BOLTS OR DIRECT TENSION INDICATOR ARE NOT REQUIRED, INSTALLATION INSPECTION - - REQUIREMENTS FOR SNUG TIGHT CSPELIFICATION FOR STRUCTURAL JOINTS 9.0 n - IS SUGGESTED. - REFERENCE, STEEL CONSTRUCTION MANUAL AMERICAN INSTITUTE OF STEEL CONSTRUCTION INC. - - - 'THIRTEENTH EDITION CAISC> - FLORIDA PRODUCT APPROVAL NUMBER - ELITESTRUCTURES 26 GAUGE PBR PANEL - WALL PANEL FL27502 - ROOF PANEL FL2750 FLORIDARID PRODUCT APPROVAL NUMBER - MHCI LOCAL BUILDING CODE: FBC 20 - - -. 917.5 WALL 26 GA PANEL 11868.1 ROOF PITCH:. ENCLOSURE TYPE: - ENCLOSED ROOF 26 GA PANEL 11868.1 ,t �t �T - - T 7 7�'( �r (''� /'� 7� j� �{ �j 3070 WIND RATER WALK DOOR 22211.1. .ROOF SHEETS - `+•O:1G - BUILDING RISK II -NORMAL - LOAD REDUCTION USED: Yes LIVE LOAD TO FRAMES: 12 LIVE LOAD TO PURLINS: 20.00 MAIN FRAME RAFTER DEAD LOAD: 2.500 COLLATERAL LOAD: 0 SAVE STRUT SNOW LOAD (GROUND): 0 ROOF PURLIN SNOW VV LOAD (ROOF): O Gregory S. Barfield,P.F (u 2149 Nell Purvis Row, WIND SPEED: 161 Adel, GA31620 WIND EXryPOSURE: C ` P.E. # 54419 ttl SEISMIC ZONE: A ENGINEERING SEAL THIS CERTIFICA SEISMIC IMPORTANCE: 1.00 DELIVERED BY FSBS ONLY COVERS PARTS MANUFACTURED AND ENDWALL RAFTER WALL SHEETS SPECTRAL RESPONSE Ss 0.05 v1/®IB111110gA°/ SPECTRAL RESPONSE S 1 " 0.03 ,.�...... RAIN INTENSITY: 5 yr. 11.0 ; �e .o Ffo ENDWALL COLUMN `?r SIDEWALL GIRT 25 yr. 1200 �a BASE ANGLE s - 0'�• X-BRACING ENDWALL GIRT FT A ILIT °OOOs1ONAB E�,, MAIN FRAME COLUMN T �1 LCl JATl 7I)ESIGN .?� Z� CORNER COLUMN FOR d B �� R ILLUSTRATION ❑ MIL SEALING T THESE DRAWINGS THE NOT N OF OR CONSTITUTE THAT FSBS ENGINEER IS THE ENGINEER OF RECORD OR THE DESIGN PROFESSIONAL NLY1'(� 'F r a FOR THE THIS PROJECT, ONLY THE DESIGN OF THE METAL BUILDING TRI SYSTEM AS JOB AD. !Jti L{A!D FURNISHED IC FSBS IS INCLUDED, FOUNDATIONS ANALYSIS, ELECTRICAL, AND MARES E SYSTEMS AND/OR OTHER PARTS SUPPLED gY ANYONE OTHER THAN FSBS ARE SPECIFICALLY t�XCLUDEO, NO INSPECTION OR SUPERVISION - IS IMPLIED, H REVIEWED FOk FILE COPY CODE COMPLIANCE ST. LUCIE COUNTY SOC 2/09- C9j�_3 PJ�rL L 1 1 299'-6"OUT-TO-OUT OF STEEL 2 3 4 6 6 7 8 37'-9" 37'-4" V-4 37'-4" 7'-4" 37'-4" 37'-4" 37'-9.. 29'-10 1 4" 29'-10 1 4" 1 29'-10 1 4" 29`-10 1 4" 1 29'-10 i 4" 29'-10 1 4" 29'-10 1 4" 29'-10 1 4" e N a] 0) � m Do a) co a) co 0) 01 a) Co N co I I _ to Wind -Bent <r ■--7�--■ oD . m�m mL ID DC m ® D o ®m oD o ®o ODD ®® opJD o - ![me°D o oD o.. ■ J C v N L B C C_ C C C C C B®I w F, N v) 0 0, m c o o$ ■■ A _rn A ■ O N N - M N - S 0 A ■=■B ®m E .-1DDC o ■C■LID 51 61E� DD mm EEo 61D�(3■■ o 51EE D E DDC■=� EE D °E ° �D _ �DpL � D�IaDLI � 00 0 0 0 ■■ D o 0 0■ m D D a o o■■ D D o 0 o m m D D o o■■ o D D o■■ D D o 0 0 o m ■ o o o. a FIELD FIELD FIELD FIELD FIELD FIELD FIELD d FIELD LOCATE LOCATE LOCATE LOCATE LOCATE LOCATE LOCATE LOCATE a c . 0, 1 00 N — M of a) — M of 0) O M co 0) — M C0- M M 1 a1 a) — M t co CD — n 00 N - iq <r E o. 17'-8 i 2° I I M I o. 17'-8 1 2" I to I M I =� 17'-B 1 2" I � I M I of'VI) 17'-8 i 2" I 1'', 1 M 1 1- 17'-8 1 2" I 1'a I M I 17'-8 1 2" I I -I 1T-8 7 2" M t 37'-9" 37'-4" 37'-4" 37'-4" 3 '-4" 7'-4" 37'-4" 37'-9" FRAME LINE DIMENSIONS 1 2 3 4 5 6 7 8 9 ANCHOR BOLT PLAN NOTE: All Base Plates ® 100'-0" (U.N.) Dia= 3/4" Dia= 3/4" 6,) Dia= 3/4" Dia= 1 /2" Dia= 1 /2" 6" '0\\ fi t I v w - �� 6" �-I 1it it 1 Do 0 ,) 4 N - ° ° 4) 200 4s) 4)) 4)) 12it o > 41) a 2)) ° 2), W )9 2„I--�--I2,) 8 W EW/ EW/ 2)) 2)) 2))�- 2)) SW 1 3/4)) SW 1 3/4,) �....._,T.� W See Plan 4 See Plan See Plan See Plan DETAIL A DETAIL B DETAIL C DETAIL D DETAIL E FS FLORIDA N.T,S, 3/4/21 L SMAN) P. CHACON IILDING SIZES 40'-3" X 299'-6" X 12' ..REVISION TITLE/LOCATION PLAN; JOB it DESCRIPTION F S B S 11954-AB REFIS[1UTH EAST GENERAL ANCHOR BOLT PLAN FORT PIERCE,FL SHEET 1 OF 11 =1 2149 Nell rUrVIS F" QUO Adel, GA 31620 r„P.E. #F 64419, o�v ,,,... �\GEIVNS�;�/�,�pds No 54419 STAT - 0 c<OR10P:���: s,oNA� �Nfae. % 11,30-Z1 FILE COPY FRAME LINES: 2 3 4 5 6 7 $ ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) (1 (1 Wind Wind Wind Wind Wind Wind Wind Wind Seis Seis Y COLUMN LINE Frm Cal Dead Live Leftl Rightl Left2 Right2 Press Suct Long1 Long2 Left Right I Line Line Vert Vert Vert Vert Vert Vert Harz Harz Vert '-Vert Vert Vert 1 C 0.7 3.2 -10.8 -6.5 -7.3 -3.1 0.0 0.0 -8.7 -5.4 0.0 0.1 1 B 1.7 7.6 -18.3 -18.3 -11.9 -11.9 -7.5 8.2 -15.7 -15;7 -0.1 -0.1 1 A 0.7 3.2 -6.5 -10.8 -3.1 -7.3 0.0 0.0 -5.4 -8.7 0.1 0.0 Frm Col E1 PAT_LL_1- E1 PAT_LL-2- Line Line Harz Vert Harz Vert 1 C 0.0 2.8 0.0 -0.4 1 B 0.0 3.9 0.0 3.9 - 1 A 0.0 -0.4 0.0 2.$ Wind Wind Wind Wind Wind Wind Wind Wind Seis Seis Frm Col Dead Live Leftl Rightl Left2 Right2 Press Suct Longl Long2 ` Left Right Line Line Vert Vert Vert Vert Vert Vert Harz Harz Vert Vert Vert Vert 9 A 0.7 3.2 -10.8 -6.5 -7.3 -3.1 0.0 0.0 -8.7 -5.4 0.0 0.1 9 B 1.7 7.6 -18.3 -18.3 -11.9 -11.9 -7.5 8.2 -15.7 -15.7 -0.1 -0.1 9 C 0.7 3.2 -6.5 -10.8 -3.1 -7.3 0.0 0.0 -5.4 -8.7 0.1 0.0 H® V Frm Col E2PAT_LL-1- E2PAT-LL-2- V Line Line Harz Vert Horz Vert 9 A _ 0.0 2.8 0.0 -0.4 _ , 9 B 0.0 3.9 0.0 3.9 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES 9 C 0.0 -0.4 0.0 2.8 Column-Reactions(k) -- ENDWALL COLUMN: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Frm Col Load Hmax V Load Hmin V Bolt(in) Base_Plate(in) Grout Line Line Id H Vmax Id H Vmin Qty Dia Width Length Thick (in) Column-Reactions(k ) 2* C 1 5.6 13.4 2 -10.8 -20,1 4 0.750 6.000 10,50 0,625 0.0 Frm Col Load Hmax V Load Hmin V Bolt(in) Base-Plate(in) Width Thick Grout (in) Line Line Id H Vmax Id H Vmin Qty Dia Length 2* A 3 10.8 -20.1 1 -5.6 -5.6 3 10.8 13.4 4 0,750 6.000 10.50 0.625 0.0 -20.1 1 C 2 0.0 -6.0 2 0.0 -6.0 4 0.750 6.000 7.875 0,375 0.0 1 13.4 1 0.0 4.0 2* Frame lines: 2 3 4 5 6 7 8 1 B 4 4.9 -9.9 5 -4.5 -8.4 4 0.750 6.000 7.875 0.500 0.0 1 0.0 9.3 4 4.9 -9.9 RIGID FRAME: BASIC COLUMN REACTIONS (k) 1 A 3 0.0 -6.0 3 0,0 -6.0 4 '0.750 6.000 7.875 0.375 0.0 1 0.0 4.0 Frame Column ----- Dead -------- Live ------Wind-Leftl - -Wind-Rightl ---Wind-Left2- -Wind-Right2- 9 A 2 0.0 -6.0 2 0.0 -6.0 4 0.750 6.000 7.875 0,375 0.0 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1 0.0 4.0 - 2* C 1.2 2.8 4.5 10.6 . -19,1 -36.4 -2.6 -25.2 -17.4 -23.3 -0.9 -12.1 2* A -1.2 2.8 - -4.5 10.6 2.6 -25.2 19A -36.4 0.9 -12.1 17.4 -23.3 9 B 4 4.9 -9.9 5 -4.5 -8.4 4 0.750 6.000 7,875 0.500 0.0 1 0.0 9.3 4 4.9 -9.9 Frame Column --Wind-Longl- --Wind-Long2- -Seismic-Left Seismic -Right -Seismic-Long 9 C 3 0.0 --6.0 3 0.0 -6.0 4 0.750 6.000 7.875 0.375 0.0 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1 0.0 4.0 2* C -5.5 -32.2 -3.4 -26.1 -0.1 0.0 0.1 0.0 -0.3 -0.5 2* A 3.4 --22.8 5.5 -28.9 -0.1 0.0 0.1 0.0 -0.3 0.2 `2* ANCHOR BOLT SUMMARY Frame lines: 2 3 4 5 6 7$ Dia Proj NOTES FOR REACTIONS BUILDING BRACING REACTIONS Qty Locate (in) Type (in) Building reactions are based on t Reactions(k ) Panel the following building data: - -Shear -Wall Col -Wind - -Seismic- (lb/ft) O 128 0 24 Jamb Endwall 1 /2" GR36 1.50 3/4" GR36 2.50 = Width (fit) 40.3 Loc Line Line Horz Vert Horz Vert Wind Seis Note 0 56 Frame 3 4" GR36 2,50 / Length (ft) = 299.5 Eave Height (ft) = 12.0/ 12.0 Roof Slope rise/12 ) = 4.0/ 4.0 L_EW 1 96 6 Dead Load ((psf ) = 2 5 F_SW A Torsional Bracing Used Collateral Load ( sf ) _ 0.0 R-EW 9 96 6 Roof Live Load sf ) = 20.0 B_SW C 4,5 6.1 3.3 0.6 0.3 (b) Frame Live Load psf ) = 12.0 Wind Speed (mph) = 161.0 (b)Wind bent in bay, base above finish floor Wind Code = FBC 20 (IBC 16 Exposure = C Closed/Open = C Importance Wind = 1.00 Importance Seismic = 1.00 Seismic Zone = A, . Seismic Coeff (Fa*Ss) = 0.08 Gregory 5. tsarnola, r.s ID Description E2149 Nall Purvis Roar - Adel, GA 31620 1 Dead+Collateral+Live , P.B. f# 54419 2 0.6Dead+0.6Wind-Left1 3 0.6Dead+0.6Wind-Right1 4 0.6Dead+0.6Wind-Right1+0.6Wind-Suction 5 0.6Dead+0.6Wind-Pressure+0.6Wind-Long2L .naeauaeia,_ FLORIDA STEEL 9 SCALE, DATEt TITLE/LOCATIONN.T.S. 3/4/21 REVISION V I S I ON SALESMAN, SBS DATE, DESCRIPTION F I BUILDING SIZES P. CHACON REF:SCIUTH EAST GENERAL ILDIP6G SYS1lEMS, LLC. 40'-3" X 299'-6" X 12' FORT PIERCE,FL PLAN, " JOB it 11954-CR COLUMN REACTIONS SHEET 2 OF 11 S. @A'eeee NO.54419 �9 TAT� F 4` A,ee�i`S IQ N AL 11%�° 7-30-zi REVIEWED w FILE COPY CODE COMPLIANCE 299'-6"OUT-TO-OUT OF STEEL 2 3 4 5 6 7 8 17 4" 37'-4" 37'-4" 37'-4" 37'-4" 37'-9" E-1 E-2 E-2 E-2 E-2 E-3 -0 DH-1 C' 7 -0 G G-6 14"'E-O"" 11' 14 1 Love xtension a A rfn 11 fi n F� 9 4 UH-1 OH- 1 c'j Q-4 PH-7 G-4 I PH - 1 T cl Q -4 0 OH-1 0 0 G-4 C5 G-=4 G-� I0-4 G- 011 2 MAI G-4 M8I-' �l =G- 4 3' 4 G_ 4, G 4 --0 Vp G-9 13 c 3 - 1 3 c i I I , E 3 c 13 E 3 c 13 c 3 E c 1 3 C i c I c 13 c 2 c 3 c 3 E C 13 3 c I EC-3 RFI 4 RF1-4 RF1 -4 RF1 -4 RF1-4 FI-4 RF1-4 EC-3 C' D LOCATE CATE LOCATE FIE FIELO E LOCATE FIELD LOCATE FIELD FIELD LOCATE E FIELD C)l FIEJDL 2 - 0 1 FIELPLO - I - - 01 T 1, �: �c iv 01 011 -04 'n 18, 0 to lo'_O.' 10'-0" 181-0" n ro cq 18 -011 -0� 10'_O.' lO'_O" ''Is' il) 101-011 81-01, SIDEWALL FRAMING. FRAME LINE A 9 299'-6"OUT-TO-OUT OF STEEL 76 5 4 3 2 _3r-4" 37'-4 37'-4" 37'm-4" 37'-4" 37r-4" 37'-9" E F-1 E-5 E-5 E-6 F E-5 E-7 E2-0 U-lu 12-11 - - U-1 U-11 I -0 G-1 I G-11 -t -E 13 G-11 Q-1 I G-11 2 0 G-10 G-11 frEiiii E G-1 2-0 G-11 G-11 G-1 G-11 c G-13 _13 G-1 1. G-11 G-11 G-11 2-0 G 2 2 10 G-11 2 23 G-11 -0 -E 2-0 J. i L 1 3 c 1 3 E 1 3 1 1H 3 c Hi 3 C I I E 1 3 E I EC-1 RF1-1 RFl-I RF1-1 RFI-11 35-4 1/16" RF1-1 RF1-1 RFI-1 EC-1 t CLEAR T 71) 71) 'n ['-41'- 1 30'-0" 30'-0" 30--0" 4' 30'-0" 30'-0' I30'-0" :50,- -A, MEMBER TABLE FRAME LINE A & Q MARK PART LENGTH WF- 1 W12X14 9'-ll 3/8" WF-2 W12X14 9'-11 3/8" WF-3 W10X49 35:-,3 1/16" DJ-1 8X35C14 11 -2" DJ-2 8X25C14 8'-0" DJ-3 8X25C14 1 l'-2" DJ-4 8X25C12 11 '-2" DJ-5 8X25C14 1 V-2" DJ-6 8X25C12 9'-7 1 /8" DJ-7 8X25C14 9'-7 1/8" DH-1 8X35C14 9'-11 1/2 DH-2 8X25C14 2 -11 1/2 DH-3 8X25Z14 3'-4 1/2" DS-1 8X25C14 2'-11 1/2" E-1 12E214L4 37'-0 1/2" E-2 12E214L4 36 -11 1/2 E-3 12E214L4 37'-0 1/2" E-4 12E214L4 37'-0 1/2" E-5 12E214L4 36'- 11 1/2" E-6 12E2,14L4 3 6'.- 1 . 1 E-7 12E214L4 X2" 37'-0 1 2 G-3 8X35Z12 1 f-8" G-4 8X35Z12 17'-5 8X35Z12 X1/2"G-5 3'-4 1 21, G-6 8X35Z12 3'-10" G-7 8X35Z12 1'-5" G-8 8X35Z12 3'- 5 G-9 8X35Z12 4'-1" G-10 8X35Z12 29'-9" G-11 8X35Z12 29'-611 G-12 8X35Z12 28 1-911 G-13 8X35Z12 2'-8" IL i SIDEWALL FRAMING: FRAME LINE C p MEMBER >1 HEIGHT VARIES W/ BUILDING HEIGHT C-regory S. BarnetQ, r.L Noll Purvis Road Adel, GA .31620 644191, ........... . ........ . PORTAL FRAME VERTICAL MEMBER 01119160S. 11"ej & No 5441-0 PORTAL FRAME CONNECTION DETAIL ?, ft�SFF: 1 1. TAT SCALE, ATE, TITLE/LOCATION PLAN, JOB 4 0 ... Al N.T 3/4/21 REVISION A\ SALESMAN, S77 FSBS 11954-SF 4 0 R I V P. CHACON DATE- DESCRIPTION ,.; 6) tq * ......... '�01'0115NAC� BUILDING SIZE i REF:SOUTH EAST GENERAL SIDEWALL FRAMING SHEET 3 OF 11 11,41911111100 FSB FLORIDA STEEL BUILDING SYSTEMS LLC. 40'-Y X 299'-6" X 12' FORT PIERCE FL 7-.30 _z( REVIEWED FOR FILE COPY CODE COMPLIANCE sf. tUCIE-COUNfY BOGG� BOLT TABLE LINE A & C —LOCATION QUAN TYPE DIA LENGTH WF-1 - WF-3 8 A325 3/4" WF-2 - WF-3 8 A325 3/.4 3" WF-1 - RF1-1 10 A325 3/4" 3" WF-2 - RF1-1 10 A325 3/4" 3" 40'-3" OUT -TO -OUT OF STEEL 2'-0" C B A 8" 19'-5 1 2" 19'-5 1 2" 8' Q4.. 4 12 12 1P Fg�1q ,F Owl,� <2k4 0RZ T 2 4 G-2 G-2 r a ID o a Ln G-1 G-1 o 1 0 i BOLT TABLE d FRAME LINE 1 & 9 LQCATIQN QUAN TYPE DIA LENGTH G-1' G-1 Cor_Column Raf 4 A325 3 4 3 ER-1/ER-2 6 A325 3/4" 3" EC-2/ER-2 4 A325 1/2 1 1/2 o ER-1/EB-4 4 A325 3/4'' 3' d ER-2 EB-2 4 - A325 3 4" 3" L2x4 MEMBER TABLE H I H FRAME MARK LINE 1& 9 PART LENGTH EC-1 EC-2 EC-3 EB--2 W12X14 W12X14 2 -8 13 16 2'-8 13/16" ENDWALL FRAMING: FRAME LINE 1 - EB-4 EC-1 EC-2 EC-3 W8x10 W8X10 WBX10 11'-4 5/8 16'-9 7/16 11'-4 5/8" ER-1 ER-2 W10X12 W10X12 20'--1 1/8" 20'-1 :1/8.. G-1 8X25Z 12 18'-7 1 /8 2'-0" 40'-3" OUT —TO —OUT OF STEEL 2'-0" G--2 8X25Z12 1l'-2 1 8 FLANGE BRACE TABLE FRAME LINE 1 & 9 A B C DID _MARK LENGTH 8>. 19'-5 1 2" 19'-5 1 2" 8" 1 FB31Al2'— 7 CONNECTION PLATES Q4 4,� FRAME LINE 1 & 9 12 12 ❑ID MARK PART �Zx4 C2x� 1 b1 V_R�1 2 z r G-2 G-2 EBB Ee- s oIDr 2 Ln G-1 G-1 0 0 cimpry S. Barfield, P.E N i 2149 Nell Purvis Road Adel, GA 31620 G-1 G_1�.�.#54419 0 L2x4 ,��, GAy S. EC-3 EC-2 EC-1 ? No 5441 J ENDWALL FRAMING: FRAME LINE 9 S STATF `U SCALEi - DATES TITLE/LOCATION PLAN] JOB If ����'�•�'�� O R N.T.S. 3/4/21 DATE, REVISION FSBS 12954-EF �,'�e...... SAL SMANt cHAcoN REF:SOUTH EAST GENERAL ENDWALL FRAMING FORT PIERCE FL ?� a -zl BUILDING SIZES SHEET 4 OF �1 fLORIDA STEEL BUILDING SYSTEMS, LLC._ 40'-3" X 299'-6" X 12' ' 3 REVIEWED FOR FILE Copy' CODE COMPLIANCE T. LUCIE COUNTY BOCC j;2 c .574,zz z10q-e)ro3 ROOF FRAMING PLAN MEMBER TABLE EXTENSION CANOPY BOLTS ROOF PLAN ROOF PLAN MARK PART LENGTH MARK QUAN TYPE DIA LENGTH EB-1 8X2CH16 5 —4 5 8 EB-2 4 A325 3 4 3 EB-2 W12X14 . 2'-8 13/16" EB— 3 8 A325 3/4" 3" EB-3 EB-4 EB-5 P-1 P-2 P-3 W12X16 W12X14 8X2CH16 12X35Z12 12X35Z12 12X35Z12 '2'-8 13/16" 2'-8 13/16° 5'-4 5/8" 40 —10 /22 43'—1 2" 40'—10 1/2 " EB-4 4 _ A325 3 4 3 ANGLE TABLE ROOF PLAN OID MARK LENGTH . DETAIL L2x4 20 —0 ANGLE 36 CONNECTION PLATES ROOF PLAN DID MARK/PART 1 d 1 2 d2 P-4 P-5 E-1 E-2 E-3 E-4 12X35Z12 12X35Z12 12E214L4 12E214L4 12E214L4 12E214L4 36'-10 1 2" 36'-9 1/ 37'-0 1/2" 36 —1 1 1 f 2 37'-0 1 2" 37'-0 1/2" E-5 12E2141-4 36' —1 1 1/2" E-6 12E,2141-4 36'-1.1 1 2" E-7 12E214L4 37'-0 1" E-8 12E2121-4 37'-6 1/2" E-9 12E2121-4 36'-11 1/2" CB-1 3/8—CBL 43'-0" CB-2 1 4—CBL 42'-1 1 c I as®a®OPeVeoeS e ��� ®es SCALEi DATES TITLE/LOCATION PLANt JOB n N,T,S, 3/a/zl REVISION SALESMAN, DATE, DESCRIPTION PSBS - 11954—RF BUILDING SIZE, P. CHACON REF !SOUTH EAST GENERAL ROOF FRAMING SHEET 5 OF 1l 40'-Y X 299'-6" X 12' FORT PIERCE,PL REVIEWED FOR CODE COMPLIANCE ST LUCIE COUNTY BO C� m.`�Q4iG•� \G E 3 No Sdnag !d ku* SFGTC F .•w� Q 'psi fcS•/'<\.; O R 10 P ���a� iio�,�S,OoNAa E�ee�� ? -3 o -zi FILE Zt��-c9c�3 TRIM TABLE FRA AE LINE 1 & 9QD PART DETAIL 1 E-108 TRIM-43 2 FL-830 TRIM-47 3 E-101 TRIM-16 4 E-145 TRIM_? 5 E-146 TRIM-23 6 E-105 TRIM 7 0 �i ' I 3 N O 1 2 --► �,2'-6,, SIDEWAL.L SHEETING Bc TRIM: FRAME LINE A MOTE: ALL 3'X3' FRAMED OPENINGS Panel Start PANELS: 26 Go. PBR — NEED COLOR ARE TO BE FIELD LOCATED. 4 _(Gutter with 10 downspouts) ENDWALL SHEETING & TRIM: FRAME LINE 9 PANELS: 26 Go. PBR - NEED COLOR ' I I Gutter with 10 downsppouts) { �1 11 , 1P-11> 1 _11,> 1,�11, 1 11 1'-11" 1'-11" 4'-7" 1'-11"Eave Extension (- 1- 4 L�r- r J _ 0 i< N' - - ----- YC:l7 ►� - ---- -_- va► A ►� �It��: n � .u7also YEA 1� �► YYJ ► ,�� � ►� 11 RUN�pa� M1 1�'i �' �, ©► ;m.p, Nil 1�I�I11 �i . �3e� . ,0 o A .. e��I° a► all al 10 1 Owl a Panel Start SIDEWALL SHEETING & TRIM: FRAME LINE C TRIM TABLE PANELS: 26 Go. PBR — NEED COLOR FRAME LINE A & C o®eueeeo►eees OID PART DETAi �e<a'GpPY u;'gRc 1 E-108 TRIMS-43 < �CEN 2 E-108 TRIM--`3 2�1as�®iBaafits9a�F�� `Z .;;Q: No sa�y9 ;< 3 FL-830 TRIM_-47 Adoell Purvis R 4 FL-26 TRIM_ 49 P.E. # 544ta TAT �n SCALE, DATE, TITLE/LOCATION PLAN, J11H tk P' N.T.S. 3/4/21 REVISION r n sS�'•.,Ofl1... \ SALESMANi DATES DESCRIPTION r SDS 1195J4-WS ,®���as��NA� PF�jBs. °HA°°" REFISGUpTH EAST GENERAL WALL SHEETING BUILDING SIZES - FORT PIERCE,FL SHEET 6 OF 11 FLORIDA STEEL BUILDING SYSTEMS, I.I.C. 40'-3" X 299'-6" X 12' d REVIEWED FOR FILE COPY CODE COMPLIANCE ST I I ICIE COUNTY BOCC TRIM TABLE ROOF PLAN OID PART DETAIL 1 FL-51 2 E-144 TRIM-2 3 E-115 TRIM_33 4 E-114 TRIM-30 5 E-143 TRIM-2 6 E-101 TRIM_16 7 E-101 TRIM-16 8 E-141 TRIM-27 9 1 E-141 TRIM 27 ROOF SHEETING PLAN PANELS: 26 Go. PBR — NEED COLOR Q DOWNSPOUT LOCATIONS Gregory 5. mdnieta, 1A.L 2149 !dell Purvis Road Adel, GA 31620 - LP.E. # 54419 S. 0,q A-, ��� fir No V1110 �� t $7ATL �F : 441 SCALE, DATES TITLE/LOCATION PLAN, JOB k ��0 •.� N.T.S. 3/4/2I REVISION p SALESMAN, FSBS 11954-RS '•,FS•�.OR1Q. ��% P. CHACT]N DATE DESCRIPTION Biggs/ONA, t�g�,, REF:SNUTH EAST GENERAL ROOF SHEETING BUILDING SIZE C FART PIERCE,FL SHEET 7 OF 11 21 FLORIDA Si@EL BUILDING SYS'i£MS LLC. 40'-Y X 299'-6° X 12' REVIEWED FOR CODE COMPLIANCE FILE 3 57- z z 2,40Y-®2C93 REVIEWED ECG FILE Y CODE COMPLIANCE r. LI CIE CCUIV CCC 2,,<©9 - �, �� FL-51 3'\6 5'i C040R 2 �� 2'\6„ p „ °� PgR NEE 8 g 16 i 3'\8 $, Go 12 S \ \ 12 / 2 r 2 �1 Q i i �F�2 Rfir\3 \O 5/8^ o N _ ee,3 a o N 0. - - _ ro to+_ N Wx O 00 I N N'.. •,,, J O O N 3T-5 3/4" 1'-4 5/8" CLEAR + - 1'-4 2'-0" 40'-3" OUT -TO -OUT OF STEEL C RIGID FRAME ELEVATION: FRAME LINE 2 3 4 5 6 7 8 BOLT TIGHTENING - ALL BOLTED JOINTS WITH A325-09 TYPE 1 BOLTS ARE SF>ECIFIED AS SNUG -TIGHTENED JOINTS IN ACCORDANCE WITH THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30,2004. PRETENSIONING METHODS, INCLUDING TURN-OF-NUT,CALIBRATED WRENCH,TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR ARE NOT REQUIRED, INSTALLATION INSPECTION REQUIREMENTS FOR SNUG TIGHT (SPECIFICATION FOR STRUCTURAL JOINTS 9,1) IS SUGGESTED. REFERENCE: STEEL CONSTRUCTION MANUAL AMERICAN INSTITUTE OF STEEL CONSTRUCTION INC. MEMBER TABLE Mark Weight Web De th Web Plate Outside Flange Inside Flange Start End Thick Len th W x Thk x Len th W x Thk x Len th RF1-1 266 10.0 16.1 0.188 115.1 677 1 4 x 130.5 6 x 1 4 x 115.2 16.1 / 9.9 0.250 18.7 6 x 1 /4" x 10.6 RF1-2 433 16.0/13.0 0.188 118.0 6 x 1 /4" x 230.4 6 x 1 /4" x 239.0 13.0/10.2 0.188 112.4 6 x 1/4" x 12.0 10.2/10.0 0.188 12.0 RF1-3 433 10.0/10.2 0.188 12,0 6 x 1 /4" x 12.0 6 x 1 /4" x 239.0 10.2/13.0 0,188 112.4 6 x 1 /4" x 230.4 13.0/ 16.0 0,188 118,0 RF1-4 256 9.9/16.1 0.250 18.7 6 x 1 /4" x 10.6 6 x 1 /4" x 115.2 16.1/10.0 0.188 115.1 6 x 1/4" x 130.5 EB-3 57 W1'2X16 FLANGE BRACE TABLE j FRAME LINE 2 3 4 5 6 7 8 17ID SIDES MARK LENGTH OFFSET DETAIL CLIP CLIP2 1 1 FB34A 2'-10" 2'-4" 2 1 FB32A 2'-8" 2'-4" 3 1 FB31A 2'-7" 2'-4" SPLICE BOLT TABLE Mark Qty Top Bat Int Type Dia Length SP-1 4 4 0 A325 0.750 3.00 HIR EENTH EpiTION AISC SCALE, DATE, TITLE/LOCATION PLAN, N.T.S. a/arer REVISION FSBS SALESMAN, DATE, DESCRIPTION F S B S BUILDING SIZE, P, cHActiN REFISDUTH EAST GENERAL CROSS SECTION FLORIDA FLORIDASTEEL BUILDING SYSTEMS. lit. 40'-3" X 299'-G" X 12' FORT PIERCE,FL ■M G"Ory S. 6aifleld, P.L 2149 Neel PuRrIS Rosy Adel, GA 31620 P.E. # 54419 °®e®eege�uueiei Qq����� No 54419 O OF W. �"ft'TATE • �111a` JOB It �'o�;61•1-40R10P,✓N 11954-XS I�<iso'�pNAW SHEET 9 OF 11 "7 REVIEWED FILE COPY CODE COMPS AN(Cq' c�. s � zz Z, t a,9 ' 0 103 1 9 291 '-5 "1 4" ti 00 M 0 I O I C _ - a O M M tN 5'-11 1/8" O Qt (D 5'-11 1/8" 5'-11 1/8" Ut r I Oj 0 5'-11 1/8" 00 00 00 i I 291'-5 1 4" `r 1 9 PANEL ZONE LAYOUT FASTENER TABLE _ OID IS REW PART JSPACE in 1 112x2.50 1 12.0 (Minimum Fastener Spacing) Gregory S. Barfield, FEE 2149 Moll Purvis Road Adel, GA 31620 RE. # 54419 ®a®eceaeeaeeo® WAV -. - - _ `wee¢•• NO ;etA t�• 'C� < �-7e00M.T' TESCALES DATES TITLE/LOCATION 'p - PLANT JaD 11954-ZL - i,T�•�� O R \�.P•'�j\�oe` N.T.S. 3/4/21 REVISION FSBS FSB SALESMAN P CNACON DATE DESCRIPTION. ,4,`S/ONA, E����� REF SOUTH EAST GENERAL GENERAL ZONE LAYOUT BUILDING SIZE, FORT PIERCE,FL SHEET 10 OF 11-�F? M12I FLORIDA STEEL BUILDING SYSTEMS, LLC. 40'-3" X 299'-6" X 12' REVIEWEDFOR FILE COPY CODE COMPLIANCE ST d� .57/b � 21109 016-13 BASE ANGLE RAKE TRIM BASE TRIM fNOVNl Mo. BELT, p3• SY t0h tfYP] Wgwjt[ CABLE CA A LOLUWI OR RAPIER 4EB HILLSIDE UttE Wv lKR xa I,•io '} ///%°' tvr [ ,/ 1 V2' 3 5/16' SCREW DOW PANEL SIMT i/➢' ° wwAJ. dais SLOT IN WEB TO INTOIT NJi AND EYEBOLT INLL]IDCWASHERON EXTERIOR OF BUILDING G� NDWALL COLUMN TO .WALL GIRT DIAGONAL CABLE, EYEBOLT END Q. yr ." (j2 O E-101 E-108 :BOX GUTTER R,U,7.2 PANEL 'RAKE SOFFIT TRIM PEAK BOX GUTTER END RAKE ENDS - - T B ' 4. VARIES D• °°L°R W SCREW -DOWN PANEL FASTENER SPACING @ INTERMEDIATE SUPPORTS E-114 E-141 E-14(, E-115 E-105, E-145 .. 3,-0a DOWNSPOUT .DOWN TO RETURN 4• 31/2�.i1-"—"r HEAD TRIM PANEL - CORNER TRIM R,A PANEL / / BDLIS, R PER L4P 11"1 Bmrs. ve'arel �:p�lx .DOWNSPOUT RETURN.. '�"' Ie•. SDP - 1''Q' .. 11-01 1/-00 1/2" �L 2 1/2' 1 I/a' 13/✓ ua 5/16 sz s N DP ' ] 12-14 x 1 1/4 LONG -LIFE SELF - DRILLER MASHER [FASTENER #3 ¢ COLOR �� 3/4' .. •--• 8' `4 G2 ROOF PIBKW TO INtcolm PRNK RAFTER A FL-31 FL-26 FL-830 FL-788 wD a BunDmc GAM RAYS AM E RAKE ANGLE "Un s. T' SCREW —LRm' PURix _ Dona JAMB O EUYVUL � �. MT, P!' v IS WALL GIRT F" 4 9 1/2j )/—oY 1'-01 2 1/2 .. 1 • RP. DY SY Ats'lBP] GNA�L WELDED MTE USE le, VC mu V MTS 16I, LLGWC VML AIUt ' _. a v¢oED vurzALLGRIT O2VALLt1 ®EN➢WALL RAFTER TO COLUMN D➢R, JAR, A7 ECTION THRU ENDWALL RAFTER ED VICTIM Mvelw ,. K3 WALL GIRT TO DOOR JAMB L8 DOOR JAMB TO WALL GIRT CORNER BOX { Y D D E11.1. GAITER CNDVALL" LW.uRI q ^"^ : L . E:: ;T SCREW -DOWN PANEL FASTENER SPACING @ PANEL ENDS 3'-0" 4 D D SEE ERECIICN CRAVINGS FM BOLT SITE - caUwL F20 RAFTER SPLICE AT SURFACE CHANGE 2 CORNER COLUMN TO ., ENDWALL RAFTER WALL GIRT ..'.dit] '�LPC Pu]E WALL GIRT TO FRAN: ZMTMC O WIND BENT OR WINO COLUMN H9 TO BUILDING COLUMN E-102, E-103, E-143, E-144 I , .. ,- , , y 1 -O 1 0 " SIDELAPS OF SCREW -DOWN PANEL 12-14 x 1 1/4 LONG -LIFE SELF- d 0 0 wA.lYJFuC•.., Dow JAMB PLAiE LDE e of.WER. ` "'"" BIDEWALL G 1/V-M%7/B' LDG-LDE LAPT VIVAS101 VASIENER 141 a W DRILLER MASHER [FASTENER #3 DmR Jw1 PLniE -vEl0C0 DIAL ALL AMAX 1/8S3/U' TOEOE SEAL PIGTAIL TO D" (CMTIt01WSE ENILAP) ,. E791 DOOR JAMB TO WIND BENT xCCimN [uvAnM •LLYS. p30.9Y ID' tfiP) Q DOOR HEADER TO DOOR JAMB SFCTIDN 4LEvnnM L3 DOOR JAMB TO EAVE STRUT DV CORNER COLUMN TO WALL GIRT 2 1/2' " GUTTER STRAP 2 1/2'. 7' 5' 7' 5' 7' wPVALL C0.01w p D p p wOVALL C0.NA' ➢ O SAW ARGUE CAVC STwtSREE 1, \. BASf PLATE PLAN ELEVATION BAYE RAR PLAN ELEVATION H FRNK B0.t5. Cp,lwl 0.3' v 1ST' E3 BASE PLATE .FOR ENDWALL COLUMN ES VASE COLUMNPLATE OR DOORNJAMBL I15 "CAVE STC�UMN CORNER JI EAVE STRUT TO RIGID FRAME FL-893 - " pp cL4". gy�pp -��l4" ''pp �4" DOWNSPOUT STRAP u ss ,-BASE AN DOWNSPOUT W4/ ELBOW ee_z ge_J �'< � .•N.a. Irw,od, 4' � ,� ee0`pPV S. e'9t'��"�� Rc ` V \ G E N g •' /.n �o CASE TRIM Gmgoey S. I No Ila O,'I CJ V X 1 (���x1�j V `/ X3 W3 SECTION OF ENDWALL GIRT TO RAFTER FL-797 BASE ANGLE W/ TRIM FL-33A PF•larfieiar 2149 Nell Y']urVi1u• pouf 6 HHvv�91V Y BZ LAdei GA 31620 P.E. # 54419� w c SCALEI N.T.S. DATE, 3/4/21 REVISION :TITLE/LOCATION f- SDS PLAN, JOB # 11954—DP '<oo�T�.;��Og1�P,��ev� O�SS'� ••••• ��1eee hgsONA41e1�ep SALESMAN, P, CHACON DATEI DESCRIPTION REF,SOUTH EAST GENERAL DETAIL PAGE BUILDING SIZE- 40'-3" x 295'-6" x 12' FLORIDA STEEL BUILDING SYSTEMS, LLC. FORT PIERCE,FL SHEET 11 OF 11 2�o-z1 REVIEWED FOR FILE 4: CODE COMPLIANCE COUNTYBOCC sf�lzz 2-l�,�-ata3 FOUNDATION PLAN - = V-D"SCALE O LEFT SIDE V , FOUNDATION PLAN 1' =; V-0" SCALE FOUNDATION PLAN 9"=1'-0"SCALE J 9 6" THICK, 3000 PSI CONCRETESLAB SEE METAL BLDG MNFc FIBERMESH OVER spp DwDs 6 MILVISQUEEN--TERMITETREATED •x• 1 48"x48"X28" DEEP PAD FOOTING W/ #5 BARS @ 6" O.C. EACH DI RECTI ON (TYP) TOP & BOTTOM 12x20 DEEP MONOLITHIC FOOTING W/ (2) #5 REBAR CONTINUOUS F-1 FOUNDATION �Sa SLAB ON GRADE NOTTOa",c SM METAL BLM MNM SHGPDWGB �a. 6" THICK, 3000 PSI CONCRETE SLAB W/ FISEFMESH OVER 6 MIL VISQUEEN - TERMITE TREATED _-- - If REBAR --HAIRPIN ANCHOR WHErf INq GTED txJ FOVNDATION RAN a 72"x72"x28" DEEP PAD FOOTING W/ # 5 BARS @ 6" O.C. EACH DIRECTION(TYP) TOP AND BOTTOM 12x20 DEEP MONOLITHIC FOOTING W/ (2) #5 REBAR CONTINUOUS F-2 OUNDATI ON @ SLAB ON GRADE hD oar",c G COMPONENTS AND CLADjDE EFFECTIVE BASIC WIED MPH ZONE WIND (Fr)ARD (Fr) 130 140 160 4 10 30.4 -33.0 35.3 -38.2 40.5 -38.2 46.1 -50.0 4 20 29.0 -31.6 33.7 -36.7 38.7 -36.7 44.0 -47.9 4 50 27.2 -29.8 31.6 -34.6 36.2 -34.6 41.2 -45.1 4 100 25.9 -28.4 30.0 -33.0 34.4 -33.0 39.2 -43.1 5 10 30.4 -40.7 35.3 -47.2 40.5 -47.2 46.1 -61.7 5 20 29.0 -38.0 33.7 -44.0 38.7 -44.0 44.0 -57.5 5 50 27.2 -34.3 31.6 -39.8 36.2 -39.8 41.2 -52.0 5 100 25.9 -31.6 30.0 -36.7 34.4 -36.7 39.2 -47.9 EMAIL GABLE ROOF (70 < O s 450) ENGI NEER'S NOTES: 1. FLORIDA BUILDING CODE 2020, 7th EDITION ASCE 7-10 2. ASSUMED SOIL BEARING CAPACITY - 2000 PSF 3. CONCRETE = 3000 PSI @ 28 DAYS 4. BASIC WIND SPEED - 161 MPH Vult EXPOSURE"C' 5. RISK CATEGORY = 1.0 6. REFER TO METAL BUILDING MNFG's SHOP DRAWINGS FOR EXACT PLACEMENT OF ANCHOR BOLTS 7. ROOF LIVE LOAD = 20 PSF, DEAD LOAD 2.0 PSF CONCRETE NOTES 1. STRUCTURAL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ACI 318 AND SHALL ATTAI N A MINIMUM COMPRESSIVE STRENGTH IN 28 DAYS OF 3.000 PSI, UNLESS NOTED OTHERWISE. 2. ALL SLABS ON GRADE SHALL BE 6" THICK OVER CLEAN COMPACTED TERMITE TREATED FILL AND 6 MI L V.B. 3. ALL REBAR TO BE GRADE 60 NOTES HIP ROOF (70 s O s. 45°) NINetian a = IVA of least honmutal dimanmon .10.42h, wM-hever Ie'f-illar, but not lee. than efth.r 4% of least hodmMel dimension or 3 it (0.9 m). EseePtloh: For buikings with B. 0" to A end a least horzontal tlimension isomer than 300 ft (90 Or dimenalon aster be limited to a maxlmum of 0.8 h. h - Meal roof height, In R (m), except that save height armh be used for roof angles <10, B = Angle of plane m mof from horizontal, in degree.. Noies 1. Prea re. shown are applied Normal to the surface, for Dlpnanra B, at h = 30 ft (9.1 m). Adjl dt to other Cond tloh,; ruff, Eg. (30.4.1). 2. Rua and minus agns 9gnxy Resvms axing[oerd all a wry fmm the surfaers, respectively. 3. For hip rolls with D 5 25f, Zone 3 .hell be treated as Zone 2e end 2r. A For eff"b"o ware areas between those given, values may be in terpolated; otherwlae use the value asaodated with the or affair wind area. 5. If overhangs exist, the lesser h0ri20htd1 d1men4o11 of the building shell not Include air-verhaig dlmenalon, but the edge dleta,00, a, shall be measured from the --take edge M the warning. Riddle Consulting Engineers, Inc. structural civil mechanical Paul D. Riddle, P.E. Senior Engineer GOA: 00004759 Paul A. Riddle, Jr. Structural Engineer ADDRESS 1720 SE CTY HWY 484 BELLEVI EW, FL 34420 PHONE (352) 245-7041 FAX (352) 245-5458 WESSITE WWWRIDDLEENCINEERINT`COM A CUSTOM DESIGN FOR ENGI NEERS SEAL NP, 36&89 STATE OF Tk ahaa6a boom 11 mysed-sew added hYiWD. Markey oA Ise Afte"t to We Meet WfINd ropes a has da`uridse, all''. not cw StlHM'04" and a "and s.'fa Imp>udxs max Fo W,Ifir d eh Mr%Y.Read, 0Or ror" AUL D. RIDDLE lay 14 2021 9:58 AM SOUTH EAST GENERAL 11954 FLORIDA STEEL BUILDING SYSTEMS REVI SI ONS. NOTES REVIEWED FOR FILE CODE COMPLIANCE S`1, LUCIE COUNTY 4OCC i C- -7 FZ7 . PAUL D. RIDDLE, PE- P.E. 36989 DRAWN: JASON R. RIDDLE DATE 12-May-21 COPYRIGHT ©2021 THESE PLANS ARE PROTECTED BY COPYRIGHT LAWS. ANY UNAUTHORIZED USES MAY RESULT I N LEGAL ACTI ON. SCALE VARIES 1 OF 1 JOB NUMBER 2210390