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HomeMy WebLinkAboutPLANS 1REVISIONS 9/8/15 THIS IS A LETTER OF CERTIFICATION FOR STEEL BUILDING SYSTEMS, INC.'S PROJECT #15-05-122 FOR BEfLAR, INC. , TO BE LOCATED IN FORT PIERCE, FL. THIS LETTER CERTIFIES THAT STEEL BUILDING SYSTEMS, INC.'S BUILDING(S) MEETS THE INFORMATION IN THE DESIGN CRITERIA. THIS LETTER OF CERTIFICATION IS WRITTEN SPECIFICALLY FOR THE BUILDING(S) PROVIDED BY STEEL BUILDING SYSTEMS, INC. THIS LETTER DOES NOT IMPLY NOR CONSTITUTE AN AGREEMENT THAT THE MANUFACTURER OR THE MANUFACTURER'S ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN PROFESSIONAL FOR THE CONSTRUCTION PROJECT. WIDTH (ft) LENGTH (ft) EAVE HEIGHT (ft) ROOF SLOPE Rise/12) BUILDING CODE DEAD LOAD (psf) COLLATERAL LLOAD (psf) ROOF LIVE LOAD psf LIVE LOAD REDUCTION DESIGN CRITERIA = 35.8333/19.8333 = 52.0/26.0 = 19.0/21.2396 = 0.75 = FBC 14 = 2.8 = 0.5 = 20.0 = YES GROUND SNOW LOAD (sf) = 0.0 ROOF SNOW LOAD ( sf = 0.0 THERMAL COEFFICIENT Ct) = 1.0 IMPORTANCE - SNOW = 1.0 SNOW EXPOSURE (Ce) = 1.0 WIND SPEED (mph) = 160.0 RISK CATEGORY = II - NORMAL WIND EXPOSURE = C CLOSED/OPEN/PARTIAL = P INTERNAL GCpi = +0.55/-0.55 A572 SEISMIC USE GROUP (SUG) SEISMIC SITE CLASS = D SEISMIC COEFFICIENT = 0.09 MAPPED RESPONSE Ss = 0.0580 MAPPED RESPONSE S1 = 0.0300 DESIGN CATEGORY (SDC = A IMPORTANCE - SEISMIC = 1.00 SITE COEFFICIENT (Fa) = 1.6000 SITE COEFFICIENT (FV) = 2.4000 DESIGN RESPONSE ) = 00928 DESIGN RESPONSE Sm1 = 0.0720 Sds DESIGN RESPONSE -js = 0.0619 DESIGN RESPONSE Sd1 = 0.0480 RES MOD FACTOR (Mom R = 3.0 APP PERIOD (MOMENT) To = 0.3227 RES MOD FACTOR (Brc) R = 3.0 APP PERIOD (Braced) To = 0.1979 TRANVERSE SYSTEM = MOMENT FRAMES LONGITUDINAL SYSTEM = BRACED FRAMES NOTE: THE SEISMIC ANALYSIS PROCEDURE USED ON THIS STRUCTURE IS THE EQUIVALENT LATERAL FORCE PRO- CEDURE. COMPONENTS AND CLADDING COMP/CLAD I PRES I SUCT I ROOF SUCT ASTM =Bar # - -A-529: = 20;-h=52 PLATE YIELD (Fy). = 55.0 ksi - =w�niiuN -67.1 COLUMN 63.0 LIGHT GUAGE STEEL GIRT/HEADER 63.0 -67.1 ASTM# (Cold -Form) = A1008; A1011 JAMB 63.0 -67.1 COLD -FORM YIELD (Fy) = 55.0 ksi WALL PANEL 73.5 -91.6 ASTM# (Panel) = A792 PANEL YIELD (Fy) = 80.0 ksi PURLIN 38.0 -83.6 ROOF PANEL 43.1 -83.6 NOTE: ALL CONNECTION BOLTS ARE DESIGNATED LONG. BRACING 20.3 -14.7 IN THESE DRAWINGS AS EITHER A M' FOR A307 BOLTS OR A "H" FOR A325 LONG. BRACING 30.9 -21.8 ,j BOLTS. (EDGE ZONE) -35.0 NOTES TO ERECTOR/OWNER: [1] "SBS" IS NOT RESPONSIBLE FOR THE ERECTION OF THE BUILDING, THE SUPPLY OF ANY TOOLS OR EQUIPMENT, OR ANY OTHER FIELD WORK UNLESS "SBS" HAS BEEN CONTRACTED FOR THESE. "SBS" DOES NOT PROVIDE ANY FIELD SUPERVISION FOR THE ERECTION OF THE BUILDING, NOR DOES "SBS" PERFORM ANY INSPECTIONS DURING OR AFTER ERECTION. [2] USE ONLY THE ERECTION DRAWINGS PROVIDED BY "SBS" AND INSt. LUCIe CLUDED IN THE ERECTOR'S PACKAGE DELIVERED BY THE TRUCK DRIVER WITH THE BUILDING. "SBS" IS NOT LIABLE FOR ANY CLAIM RESULTING FROM THE USE OF OTHER DRAWINGS. [3] CHECK SLAB AND ANCHOR BOLT PLACEMENTS BEFORE STANDING ANY FRAMING. IF THE SLAB IS NOT SIZED CORRECTLY OR IS OUT OF SQUARE, OR IF THE ANCHOR BOLTS ARE NOT CORRECTLY LOCATED, CALL "SBS". "SBS" IS NOT LIABLE FOR LABOR CHARGES RESULTING FROM STANDING FRAMING ON AN INCORRECT SLAB. [4] BEGIN ERECTION WITH A BRACED BAY. INSTALL THE EAVE STRUTS FIRST AND THEN THE PURLINS WHICH FALL AT THE CABLE ATTACHMENT POINTS. NEXT, INSTALL ROOF AND WALL CABLES TO A SNUG CONDITION, SO THAT THE FRAMING IS BRACED. FINISH INSTALLING PURLINS AND GIRTS IN THE BRACED BAY. USING THE THE CABLE BRACING, SQUARE AND PLUMB THE FRAMING. QQ�i E-. WITH REMAINING BAYS, INSTALLING BRACING AS ADDITIONAL D� BAYS ARE ERECTED.' [5] THE CORRECTION OF MINOR MISFITS BY THE USE OF DRIFT PINS TO DRAW THE COMPONENTS INTO LINE, MODERATE AMOUNTS OF REAMING, CHIPPING AND CUTTING, AND THE REPLACEMENT OF MINOR SHORT- AGES OF MATERIAL ARE A NORMAL PART OF ERECTION AND ARE NOT SUBJECT TO CLAIM. CONTACT "SBS" BEFORE MAKING ANY FIELD MOD- IFICATION TO THE BUILDING. "SBS" DOES NOT PAY CLAIMS FOR ER- ROR CORRECTION UNLESS APPROVED IN WRITING B'0 "SBS" jBEF(DPjEHAP STATUS OF THESE DRAWINGS,\, ElFOR APPROVAL - NOT FOR CONSTW�.C&IN FOR PERMITTING - NOT FOR CONSTRUCf4g11PNt ll 1�� I❑ FINAL DRAWINGS - FOR CONSTRUCTION. ERECTION DRAWINGS - FOR CONSTRUCTION. ANCHOR BOLT PLANS - FOR CONSTRUCTION. ec i h 00- UCH - (�t7 P.E. # 54419 STRUCTURAL STAMP .Aoo90xY e S �ARBOB,a. Q 3� LL o LLI U U Q N W Z p M a C) F- W LL g?= LL o m Q Q Z LU O m x U o > O N - -m /i N C. cN') (0 WM °' W N 0 N o ,n LL Y' a 08 NO : 15-05-122 DATE: 06 23 2015 MSS uw(� NONE mECOVER PAGE NUNBCOVER LAYOUT PLAN IE PROJECT LAYOUT PLAN IS IONSHIP AND ORIENTATION OF IGS WHICH MAKE UP THE [ PLAN IS NOT TO BE USED �, OR POUR, THE FOUNDATIONS q v �My-A EXISTING-BUILDIN-G -- _ _ _ _ _ Road - - - - ^clef,GA 31620 P E # 54419 STRUCTURAL STAMP SB,S STEEL BUILDING SLJSTE/X1S INC. " REVISIONS cusmum: e BETLAR, INC. [1] JOB NO. DATE 15-05-122 6 23 15 .<I E F .*/(�U� FORT PIERCE, FL1�F ' a`o®® 131 DMMNO NAME SCAIE ✓��lj t ° `tt% 4 PROJECT LAYOUT NONE ,F ,©iL►RL 0 [4] BNAwwcPNO.AGE 1 uw� MSS cNEI,or— °rase^;r,'!-1 —/ O DIA=3/4' 0 DIA=7/8' ® DIA= 1' 10 EAVE ANCHOR BOLT PLAN NOTE: ALL BASE PLATES 01 100'-0' (UNLESS NOTED) ME L 1'-0' 26'-0' - 24'-0' _52•=0'=OLJr=TO=0U7=0E-=CONCRETE --- -- -- --- - -- — — -- Gre o 5. Ba�fefd—P.E a 2149 Nell Purvis Road_ -- - - - . Adel, GA 31620 P.E. # 54419 SToa CTURALvtSbog® P f STEEL BUILDING SYSTEMS INC. = c7< No +9 REVISIONS cusouEB BETLAR, INC. [1] JOB NO: DATE e',�" tal_ 15-05-122 6 23 15 Locmox: a` =-: °•.GOB 1 . f JG^ ��w [s) FORT PIERCE. FL 137 BBA1nNcANCHOR BOLT LAYOUT NONE ar�r BOfdF®ee�'°�� 141 DRAWMC No- DRAWN BY: CHECK. PAGE 1.1 MSS NET=' I 0 0 I L----J r-----, 0 0 L J 3 DETAIL A DETAIL E --'- -I" - -- * FRAME LINE -MARKER. - -- - sw 2 1/2" — -1— - I .3 --- — 1 V-4 1/6" DETAIL I DETAIL B DETAIL F W 1 I I 010 OjO 1 3" 1 3" 3° I DO O 1 0 °D O I O 30 — —I— — 3" — —I— — 3" 3" — —I— — I\I\ 10" I\I I 10" 10" I2" 2" sw SEE PLAN \ \I , 1 3" 010 1 3" O1O I 6" DETAIL C sw DETAIL G 2" 2" rl sw DETAIL D I I 3" --- — I 10 1 /2" — —I— — sw 4" 1 V-6 1 6" * FRAME LINE MARKER. k DETAIL H SBS STEEL BUILDING S'-JSTE/X\S INC. REVISIONS cusmmm BETLAR INC. JOB N0: 15-05-122 DATE6/23/15 FORT PIERCE, FL fiSf�AfS� t. _m. C ryIu. , Z14`1 Nen vurvis K0aa Adel, -GA 31620 P.E. # 54419 STRUCTURAL STAMP 00boo®� e�Seaaa��� o®® o b y m •i ° A /� m m '° So4iG Si:,.T'• ilF Vlm -.;OR1.... ? ANCHOR BOLT DETAILS NONE M. DRON BY. CHECKED W. PAGE 1.2 1 MSS FkEr T T_ COLUMN LINE r RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES -COFRM LLMV R�LOADNHMSN) COL HMAX V ANC -BOLT BASE -PLATE (IN) ELEV. LINE LINE H VMAX H VMIN QTY DIA WIDTH LENGTH THICK (in) 1 B 5.7 -6.6 -4.7 -10.7 4 0.750 6.000 8.375 0.375 0.0 0.1 7.8 -0.9 -15.5 1 A 5.2 -1.1 -4.8 -0.4 4 0.750 6.000 8.313 0.375 0.0 -0.8 5.3 1.4 -6.3 FRAME LINES: 2 3 (C� T T- COLUMN LINE r H H �tv �fV NOTES FOR REACTIONS 1. ALL LOADING CONDITIONS ARE EXAMINED AND ONLY MAXIMUM/MINIMUM H OR V AND THE CORRESPONDING H OR V ARE REPORTED. 2. POSITIVE REACTIONS ARE AS SHOWN IN THE SKETCH. FOUNDATION LOADS ARE IN OPPOSITE DIRECTIONS. 3. BRACING REACTIONS ARE IN THE PLANE OF THE BRACE WITH THE H POINTING AWAY FROM THE BRACED BAY. THE VERTICAL REACTION IS DOWNWARD. 4. BUILDING REACTIONS ARE BASED ON THE FOLLOWING BUILDING DATA: WIDTH (ft = 35.8 LENGTH EAVE HEI ft) ft)) = 19 0/ 21.2 ROOF SLOPHET �R(SE/12) = 0.8 DEAD LOAD psf) = 2.8 COLLATERAL OAb (psf) = 0.5 ROOF LIVE LOAD (ps = 20.0 FRAME LIVE LOAD psf = 12.0 WIND SPEED (mph) = 160.0 WIND CODE = FBC 14 CLOSED/ROPEN/PARTIAL = P IMPORTANCE WIND = 1.00 IMPORTANCE SEISMIC = 1.00 SEISMIC ZONE = A SEISMIC COEFF (Fa+Ss) = 0.09 5. LOADING CONDITIONS ARE 1 Dead+Collateral+Live 2 Dead+0.6Wind_Leftl 3 Dead+0.6Wind_Rightl 4 Dead+0.6Wind_Longg2 5 Dead+Collaterol+0.75L 6 0.6Dead+0.6WLnd_Left 7 0.6Dead+O.6Wind_Left 8 0.6Dead+0.6Wind_Righ 9 D.6Dead+0.6Wind_Lonl 10 0.6Dead+0.6Wind_Loni 11 1.01 Dead+1.01 Collatei 12 D.6Deod+0.6Wind_Rign 13 D.6Dead+0.6WLnd_Pree ENDWALL COLUMN: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES -COLUMN REACTION FRM COL HMAX V HA V ANC -BOLT BASE -PLATE (IN) ELEV. LINE LINE H VMAX H VMIN QTY DIA WIDTH LENGTH THICK (Ln) 3 B 3.6 0.1 -3.3 0.1 4 0.750 8.000 8.000 0.250 0.0 0.0 0.2 ANCHOR BOLT SUMMARY Pon) CITY LOCATE (in) TYPE 04 ENDWALL 3/4" A307 1.50 0 16 FRAME 3/4" A307 2.50 ID FRAME 1" A307 3.00 N B WINDCOL 7/8' A307 2.50 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES ki'mi � () dd FRM COL HMAX V HMSkN V ANC -BOLT BASE -PLATE (IN ELEV. 6 LINE LINE H VMAX H VMIN QTY DIA WIDTH LENGTH THICK (in) COLUMN REACTIONS [9� lye'-✓' -- -----2----C-- --- - 9.6---20.2-----10.5- 15.5-- 4--0.750-6.000-8.375--0.500.-_0.0---- --- -_-------__-_-- -----__--- 2.0 15.8 -5.4 -34.4 2 A 9.8 1.1 -4.9 -6.0 4 0.750 8.000 8.250 0.375 0.0 'RIGID- FRAME: -MAXIMUM 'REACTIONS, ANCHOR BOLTS, &- BASE 'PLATES- - - - -- M LINE COL LINE COLUMN REACTIONS (k ) N HMAX V HA HH VMAX VMIN QTY DIA )) WIDTTH LENGIH(ITHICK E(in) 3 C 4.3 -9.2 -4.7 -7.1 4 1.000 8.000 8.250 0.750 0.0 0.9 8.0 -2.5 -15.9 3 A 5.0 0.7 -2.8 -7.1 4 1.000 8.000 8.250 0.625 0.0 -0.9 5.0 -1.5 -9.6 WIND COLUMN REACTIONS t REACTIONS -WALL- COL HORZ VERT MOMENT ANC -BOLT BASE-PLATE(IN) LOC LINE LINE R/L LOADJD (k ) (k ) (f-k) QTY DIA WIDTH LENGTH THICK M F-SW A 3 L WIND Ll 7.8 86.5 158.6 4 0.875 6.000 8.000 0.750 SEISMIC 0.1 1.6 2.9 B_SW C 3 R WIND 7.4 80.6 134.3 4 0.875 0 6.000 8.000 0.750 SEISMIC V 0.2 1.8 3.0 -AcleluA31620 P.E. # 54419 STEEL BUILDING SL:lSTEMS INC. REVISIONS -- --- BETLAR, INC. Ell " " DAZE 9/8/15 15-05-122 6/23/15 tX1FN51UN/L;ANU1-T UULIJ ROOF PLAN PURUN -- --- LAPS: .-O. 2 28'—D' OUT-70—OU( OF STEEL r 1 IT a 1j MARK UAN TYPE DIA LENGTH EB-1 4 A325 5 8 2 1 2 EB-2 4 A325 3/4" 2 1/2" Low EAVE EB-2 B12X13.8 6--0 9, EB-3 138X11.9 8'-0 7, P-1 10x25Z12 30'-11 P-2 10x25Z12 '27'-11 P-3 10x35Z12 27'-11 P-4 10x35Z12 26'-5 5, P-5 10x35Z12 19'-4 5, P-6 10x35Z12 14'-2 11 P-7 10x35Z12 9'-1 3, I E-1 10ES12®.75 27'-11 E-2 1OES12®.75 24'-11 E-3 t0ES12®.75 25-11 E-4 10ES12®.75 27'-11 CB-1 1/4 CBL 28'-0 7 ROOF FRAMING PLAN , - - STEEL BUILDING S'-JSTE/X1S INC. RDos DUQc REVISIONS BETLAR, INC. JOB NO: RAC 15-05-122 6 23 15 uxanoN: FORT PIERCE, FL DRAWING NAME: r. ROOF FRAMING LAYOUT NONE DRAWING NO: DRAWN BY: CHECKED BT: PAGE 2 1 MSS Ael, GA31620 P.E. # 54419 iTRU.CTURAL STAMP cN S. GEN No 54,' Q3/4• 12 "I r S-6. SKYLI I o 0 0 0 0 1/2" VARIES}- VARIES �1/2" MARK WEB —DEPTH —WEB- PLATE OUTSIDE FLANGE W x THK x LENGTH INSIDE FLANGE W x TNK x H.ENGTH START END THICK LENGTH RF1-1 7.7 10.2 0.135 5-11 3 16 6 x 1 4 z 18-5 9 16 6 x 3 8 z 17-10 5 16 10.2/15.0 0.135 11'-11" 5 x 1/4' x 1'-3 1 4" RF1-2 15.0/15.0 12.0/12.0 0.188 0.135 1'-4 118" 11'-11 5 x 1/4" x 16'-5 3/4" 5 x 1/4" x 16'-5 3/4" RF1-3 12.0/12.0 15.0/15.0 0.135 0.188 4'-7 1/2" 1'-5 1�8" 5 x 1/4" x 1'-11 3/e" 6 x 5/16" x 18'-10 11/1 15.0/10.3 0.135 11'-11 6 x 3/8" x 1'-0" 10.3 7.6 0.135 6'-11 5 8" 8 x 3 e" x 19'-3 11 16" ��0 STEEL BUILDING S'-JSTEfX\S INc. REVISIONS BETLAR, INC. 15-05-122 1: FORT PIERCE, FL NAME RIGID FRAME CR( N0. PAGE 2.1 MSS '— _ Adel, GA 31620- P.E. # 54419 STRUCTURAL STAMP ®S oo.'gR°O® e� C,E/V�` SF• .oil (2 e No 54419` ;061 SPLICE BOLT TABLE 'MEMBER TABLE MARK WEB DEPTH WEB PLATE 00151DE FLANGE W x THK x LENGTH INSIDE FLANGE W x THK x LENGTH 01Y MARK TOP BOT IM T1PE DIA LENGTH SP-1 4 4 0 A325 7/B" 3" SP-2 4 4 0 A325 3 4" 2 1 2" BASE PLATE TABLE COL PLATE SIZE 33 MARK WIDTH THICK LENGTH --1r 3'-6" BP-1 6" 1/2" 8 3/8" SKYLIGM - - _ = 0 BP-2 8- 38 8 _-___-=-- START ENO THICK LENGTH RF2-1 RF2-2 RF2-3 7.7 13.8 13.8/30.0 30.0/30.0 18.0/18.0 18.0/18.0 18.0/18.0 21.0/21.0 21.0/12.4 12.4 7.7 0.188 0.188 0.250 0.188 0.168 0.188 0.250 0.188 0.1B8 4 -5 1 4 11'-11 1'-10 3/4" 11'-11" 11--11- W-11 9/16" 1'-11 9/16' 11'-11" 6'-5 1 16- 6 x 1 4 x 17 -1 7 16 5 x 3/8" x 2'-6 5 16" 5 x 3/8" x 6'-1 5/8" 5 x 1/4 x 19'-4" 5 x 5/16x 5 -2 13 16" _ 5 x 5/i6 x 2-5 5/16" 8 x 1/4" x 1 -0" 8 x 1 4 x 19'-3 9 16" 6 x 3 8 x 16 -5 7 16 5 x 1/2" x 6'-2 13/16" 5 x 1/4 x 19'-4" 5 x 5/16 x 5� 1 5/8-" 8 x 1/4" x 18-4 7/16 1r 7'-11�J- pp o o= SKYLIGHT 1/2" _ 0- 2 RIGID FRAME ELEVATION: FRAME LINE 2 L—----------, Vat -- STEEL BUILDING SySTE=fnS INC. REVISIONS 5 Adel, GA 31620 P.E. # 54419 STRUCTURAL STAMP Q®ago® e S. "cam: * No 54�9 1� PAGE 2.2 _ R s;Le MARK Q3/4" 12 _ SKYLIGHT SKYLIGHT- 1/2" , •_ 21'-6" ....i i 1/2" 2332• 31�� : 2 I 'W -- -- 0 1 ®-1 RF3-2 1 N Y � MU LL OI K � UU P-1 '-7 3 4" 31'-4 3 4' CLEARANCE 35'- " 0Lfr-T0-0LTr OF STEEL 1 1 RF3-2 1 RF3-3 1/2" 5 x 1/4" x 11-3"15/16" 15 x 1/4" x 11-3 15/16" '-9 314" 5 x 1'-11 . _ I 8 x STEEL BUILDING SLJSTEMS INr-. REVISIONS I BE LAR. INC. 9/8/15 15-05-122 FORT PIERCE, FL NAME RIGID FRAME CRC NO: PAGE 2.3 8 x 1/4" x 18'-6 3/8" OEM AdeF, GA31620 P.E. # 54419 y�GE,V S No 544i 6 23 15 7 % SCALE NONE MSS CHECKED LN: �� / BOLT TABLE FRAME LINE 1 nnATInkl ,.t'ff3/4. 12 1 I 1 I ENDWALL FRAMING: FRAME LINE 1 ENDWALL FRAMING: FRAME LINE 3 3/4"'L:-,, 12 1'-11 5/16" 2'-3 11/16" 2'-9. ��11 STEEL BUILDING S'-JSTE/XAS lNr-. REVISIONS CN51oN RFTI AR lmr, 15-05-122 6/23/15 L. FORT PIERCE, FL W2 SCALE ENDWALL FRAMING LAYOUT NONE NO. CRAWN BY: CHECKED BY: PAGE 4 1 MSS 19'-5 1 414V Nell Purvis Road `Adel, GA 31620 P.E. # 54419 STRUCTU.RAL¢ , ® MP uaa4u.. SbTABB .!........ 6 m C9; No 54410 1 /� ENDWALL FRAMING: FRAME LINE 1 ENDWALL FRAMING: FRAME LINE 3 3/4"'L:-,, 12 1'-11 5/16" 2'-3 11/16" 2'-9. ��11 STEEL BUILDING S'-JSTE/XAS lNr-. REVISIONS CN51oN RFTI AR lmr, 15-05-122 6/23/15 L. FORT PIERCE, FL W2 SCALE ENDWALL FRAMING LAYOUT NONE NO. CRAWN BY: CHECKED BY: PAGE 4 1 MSS 19'-5 1 414V Nell Purvis Road `Adel, GA 31620 P.E. # 54419 STRUCTU.RAL¢ , ® MP uaa4u.. SbTABB .!........ 6 m C9; No 54410 1 /� DETAIL 8 DETAIL B30 DETAIL C14 DETAIL D27 1'-0" 1'-0" EW GIRT COLUMN EW GIRT -� [DOUBLE CEE] OI �o O� RAKE ANGLE (2) H.63x2.5 1 1 1 W/(2)#12x1 1/4" [FIELD LOCATE] COLUMN r ( 2) M.5x1.5 I I SCREWS BRACKET 01 --� (TYP) I o Oi (2) M.5x1.5 E -__ "CB" I oQ o (2) H.63x2.5 RAFTER COLUMN [MAINFRAME] PURLIN (2) M.5x1.5 (2)#SCREWS/4 RAFTER COLUMN *UNLESS NOTED ON PAGE 2. CORNER ANGLE * UNLESS NOTED ON PAGE 4. (IF REQ'D) PURLIN TO ENDWALL RAFTER MAINFRAME RAFTER / COLUMN CONNECTION ENDWALL GIRT STOPPING AT COLUMN GIRT CONNECTIONS AT EXPANDABLE ENDWALL DETAIL IS DETAIL G2 - DETAIL IS DETAIL 0 LAP l PURLIN (6)M.5x1.5 * 1 * (2) M.5x1.5 I I EAVE STRUT BASE PLATE I (2)H.63x2.5 I (Np) _ _ r , ® I 01 6 i WIND COLUMN I I I (4) 3/4" DIA. O ®O 1 I I I ® 10 01 6 1 I I COLUMN 1 [DOUBLE CEE] ®O ®O I I 1 RAFTER I I-- COLUMN I 1 [MAINFRAME] *UNLESS NOTED ON PAGE 2. [MAINFRAME] (2)M.5x1.5 35 GIRT DEPTH I A/BOLTS I I CO EDGE OF SLAB (IF BYPASS)I ® FLANGE 4 [MAINFRAME BRACE l ---- -- -- ---- - - - - - - -- ---- - - IF REQ'D)- ------ - - -- - i *UNLESS NOTED ON PAGE 2. PURLIN TO-MAINRRAME RAFTER -- = EAvE�S RUT C_ONNECJION_ AT MAINF�t9ME�_ FN .vf LL=COLUMN-BASE�=AIL WIND=WWMN-DETAIL-- - - SL3S brcu-mmS. ! u wwQ!`�e 4�GEA STEEL BUILDING SLASTEMS I CL ( N0 54 REVISIONS Gregory S. Barfield, P.E. 01 2149 Nell Purvis Road . Adel, GA 31620 P.E. # 54419 5 fl�0 MSS CABLE DETAIL @ CABLE INSTALLATION DETAIL NOTE: DETAIL a STEEL LINE FIELD CUT BOTTOM / FLANGE TO FIT TO STEEL LINE DLUMN OR / 4FTER HILLSIDE / TOP FLANGE J ' BOTTOM FLANGE PURLIN END DETAIL AT SKEW THE PROPER TIGHTENING AND INSPECTION OF ALL FASTENERS IS THE RESPONSIBILTY OF THE ERECTOR. ALL HEAVY STRUCTURAL (A325,A490) BOLTS AND NUTS MUST BE TIGHTENED BY THE "TURN -OF -NUT" METHOD SHOWN BELOW. A325 AND A490 BOLTS ARE DESIGNATED BY "SBS" WITH A "H". (ex: H.63x2.0 OR H.75x2.75) TURN -OF -NUT TIGHTENING: BOLTS SHALL BE INSTALLED IN ALL HOLES OF THE CONNECTION AND BROUGHT TO A SNUG -TIGHT CONDITION. SNUG TIGHT IS DEFINED AS THE TIGHTNESS THAT EXISTS WHEN THE PLIES OF THE JOINT ARE IN FIRM CONTACT. THIS MAY BE AT- TAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH. SNUG TIGHTENING SHALL PROGRESS SYSTEMATICALLY FROM THE MOST RIGID PART OF THE CONNECTION TO THE FREE EDGES UNTIL ALL BOLTS ARE SIMULTANEOUSLY SNUG TIGHT AND THE CONNECTION DETAIL 8 RAKE CHANNEL W/(8) FAST#6 SCREWS * * NOTE: (4) FASTENERS IN TOP FLANGE AND BOTTOM FLANGE. RAKE CHANNEL DETAIL AT SKEW NUT ROTATION FROM SNUG -TIGHT CONDITION BOLT LENGTH REQUIRED ROTATION UP TO AND 1/3 TURN INCLUDING 4 DIAMETERS OVER 4 DIA- 1/2 TURN METERS BUT NOT EXCEEDING 8 DIAMETERS OVER 8 DIA- 2/3 TURN METERS BUT NOT EXCEEDING 12 DIAMETERS IS FULLY COMPACTED. FOLLOWING THIS INITIAL OPERATION ALL BOLTS IN THE CON- NECTION SHALL BE TIGHTENED FURTHER BY THE APPLICABLE AMOUNT OF ROTATION NOTES:[1] NUT ROTATION IS RELATIVE TO BOLT SPECIFIED IN THE TABLE BELOW. DURING THE OPERATION THERE SHALL BE NO RO- REGARDLESS OF THE ELEMENT (NUT -TATION OF THE PART -NOT TURNED BY -THE WRENCH. TIGHTENING -SHALL PROGRESS --OR_BOLT)_BEING TURNED. SYSTEMATICALLY FROM THE MOST RIGID PART OF THE JOINT TO THE FREE EDGES. [2] APPLICABLE ONLY TO CONNECTIONS —IN=WHICH=ALL=MATERIAL-WITHIN-THE_ Sr3� STEEL BUILDING S'-JSTE/X\S wa. REVISIONS NONE _LE �re9ori� S:-BaH;eJd,-P-. E _ .."^�NeN�ervi�Road� Adel, GA 31620 P.E. # 54419 STRUCTURAL' B fsTAM P No 54410 ^ ,���,e 'Da7rasc H�t19 MSS TRIM TABLE ROOF PLAN 2 2.6'-0"OUT—TO—OUT OF STEEL 3 101DI PART I LENGTH 1 CEE TRIM 120 —3 2 1 CEE TRIM 6'-3" 3 SKEW TRM 1 20'-3" ROOF SHEETING PLAN PANELS: 26 GA. R — GALVALUME FL#11868.1 ffi ------------ --- - - --- - - - - -- -- - - ---- - - --- ---- ---- -- - - -- - --- ---------- - - - - - ------ - --- -- - ---- - --- 1'-052'-0" OUT —TO —OUT OF STEEL - - - - -MIFFUrVIS oa a Adet,-GA 31620 P.E. # 54419 STRUCTURAL STAMP c0�d Su'aBaaBeo® STEEL SUILDINS StJSTEMS INC. o �. ° ° ��"- C9e NO 5a419 � ® cusr mm REVISIONS BETLAR, INC. h [t] JOB NO: W10 '„ •r ° 9 15-05-122 6 23 15 FORT PIERCE, FL `"o'', "•<< 0 3 1 Ba;. >�m0 [3] DPAWMG WE : 1'1 ...... ROOF PANELS & TRIM NONE C p_vap [a] DRAWMG M. I DmwN M. cHECKO) BY: 6 1 MSS (SEE DETAILS F6 PANEL END W INSIDE CLOSUR NOTES: -- - -- I Cl AQUlKi _` M / nl ITCInC nl nQl lore x A9�F Ty�c� /1/Fss YL 2" 2" 2" 2" Y 2" 2" LAP SCREW CONTINUOUS TAPE SEAL #12 SCREW SIDE LAP DETAIL AT PANEL END 12" 12" LAP SCREW CONTINUOUS TAPE SEAL #12 SCREW DETAIL AT INTERIOR OF PANEL AP_S_MUST_BE-A-MINIMUM-OF-=6_ ------ — --- - - - VINGS MOS7 BE SWEPT FROM THE ROOF EACH DAY — DURING ERECTION TO PREVENT SURFACE RUSTING. [3] TAPE SEAL MUST BE APPLIED WITH NO GAPS OR BREAKS. [4] #12 SCREWS ARE USED TO ATTACH THE PANEL TO THE PURLINS. #14 LAP SCREWS ARE USED AT THE PANEL -TO - PANEL ATTACHMENTS. ALL FASTENERS ARE SELF -DRILLING. STEEL BUILDING S`JSTr=fnS iNc. REVISIONS ""RFrl AR INr 15-05-122 I 6/24/15 a FORT PIERCE, FL WL. SCAM ROOF PANEL DETAILS NO HD: DRAWN 9Y: CHECKED B PAGE 6.1 MSS SIDE LAP Gregory S. Barfield, RE. P.E. # 54419 STRUCTURAL STAMP c®®eaoouosee®s n'kl4t �y• S. B,q®®�4 u✓C->r\%CENS�R� )t No 54449 i Q 20' 2 r------------------------------------------------ I I I I I I I I I I I I I I I I OPEN AND COMMON I I I I I I I I I I I I I I I I I I L- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J SIDEWALL SHEETING & TRIM: FRAME LINE A r------------------------ i--------------- I I I I I I I I I I I I I I OPEN I I I I _ I - I I I I I L- - - - - - - - - - - - - - - - - - - - - - - SIDEWALL SHEETING & TRIM: FRAME LINE C STEEL BUILDING SYSTEMS INC. REVISIONS INC. -122 I IERCE, FL _L PANELS & TRIM DRr1WN BY: 7 MSS Adel, GA 31620 P.E. # 54419 STAMP y�GEJVSE -5C�'• No 54At9 ..66 ' . . . i Qr� I � \ 4 3/4' I \\ I II \ I II I II 1 I II \ I OPEN II I II \ I II I II \ I I II I II \ I II L — — — — — — — — — — iL — — — — —� ENDWALL SHEETING & TRIM: FRAME LINE 1 * 1 RAKE TRM 20 -3 * 2 RAKE TRM 4'-0" * 3 RAKEBOX 4 R JAMB 9'-4" 5 R JAMB 8'-6" 6 R HEAD 20'-4" * 7 RAKE TRM 10'-l" 8 R END RH * FOR 10" PURLINS. I O / I ----------T------� I Oi m n) m 0 CO m m i O I I I Gregory S. Bafield, P.E• 2 9 e unns - --/ - - - 1I-- II OPEN -- I I - - - `pAdelGA3419 — — — — — — — — — IL--------------------------J STRUCTURAL STAMP ENDWALL SPHEETINGGG&RTRIM: LINE 3 SAS ypep�00ABBOB® p �® �i� 'S• � Beep® C" — POLAR FRAME STEEL BUILDING StJSTEMS m'�Vg ��E�S�9°i�ma IN= °L F ••. FL#11917.4 REVISIONS cusmum: m Q� , o =; (9: No 54,- 10 BETLAR, INC. [1] JOB NO: GATE S` 15-05-122 6 23 15 m [2] L=nON: E JF U FORT PIERCE, FL r [3] GPAWINGNANE Steer. ENDWALL PANELS & TRIM �e `moo .'�•i•••e,t •• o NONE ' B3rle 0a0 / [41 ORAW[NG NO: ORAWN BY: ONECNBD B'. L Pr''e 6Ee 6 PAGE 8 MSS I/��/` GIRT RAKE SUPPORT LAP SCREW (20'• O.C.) 12 SCREW (SEE ETAILS FOR LAYOUT) T LV T U Y #12 SCREW DETAIL AT PANEL END DETAIL AT HEADER/SILL DETAIL AT PARTIAL WALL ,�—LAP SCREW SIDE LAP 12" 12" LAP SCREW #12 SCREW SIDE LAP BASE SUPPORT DETAIL AT INTERIOR OF PANEL P PANEL END WITH COY INSIDE CLOSURES RIE Gregory S. Barfield, P.E. - — Adel, GA 31620 NOTES: [1] METAL SHAVINGS MUST BE SWEPT FROM THE WALL EACH DAY DURING ERECTION TO PREVENT SURFACE RUSTING. [2] #12 SCREWS ARE USED TO ATTACH THE PANEL TO THE GIRTS. #14 LAP SCREWS ARE USED AT THE PANEL —TO — PANEL ATTACHMENTS. ALL FASTENERS ARE SELF —DRILLING. P.E. # 54419 STRUCTURAL STAMP S �� B�0007Y S. STEEL BUILDINS S'-JSTEfnS INC. e%e ����sF A% cusmmm- REVISIONS ^U; No 5!� 0 BETLAR, INC. ; t [7] JOB NO: DATE: 15-05-122 6 24 15 [2] FORT PIERCE, FL [a] DRAWING IUNB scuE: �ti%� • 0 R 10,:� k• DWALL PANEL DETAILS D�eBz.a,�L'tVAI-fy:a [47 DRAWMO No:DRAWN BY: CHECMDW. 0�°® PAGE 8.1 MSS Be /� TRIM NOTES: ROLL CAULK [11 SEAL TRIM SPLICES WITH TUBE CAULK. ROOF PANED [2] PLUGS SECUREWITH RIVETS. cuTTER SPLICES AND END [3] SECURE ALL OTHER ROOF TRIM SPLICES TRIM SCREWS UNLESS NOTED OTHERWISE. [41 TRIM SCREWS ARE LOCATED 12" ON CENTER UNLESS NOTED OTHERWISE ROOF PANEL I/S CEE TRIM #12 SD SCREW - (24- ON CENTER) CEE TRIM DETAIL WALL I/S CLOSURE — HEAD TRII HEAD TRIM DETAIL #14 SCREW ROLL CAULK - (12. O.C.) #14 SD SCREW ROLL CAULK ROOF PANEL (12"ON CENTER) ROOF PANEL RAKE TRIM L14# RAKE TRIM ( SO C r � ..I (12"ON12 DSCREW CENTER) WALL PANEL 1 1I+ -I RAKE TRIM DETAIL RAKE TRIM CEE TRIM, RAKE END RAKE END DETAIL 4 SCREW 2" O.C.) RAKE TRIM DETAIL RAKE TRIM DETAIL OWNER'S CONSTRUCTION * L FLASHING W/ OS CLOSURE #14 SCREW (12'ON CENTER) ROOF PANEL * NOTE COUNTER -FLASHING BY OTHERS. L FLASHING DETAIL SKEW TRIM SKEW TRIM DETAIL RAKEBOX DETAIL GIRT #12 SCREW JAMB TRIM WALL PANEL JAMB TRIM DETAIL gQll LE cop %47 STEEL BUIL®INS St-JSTE IRS INc. cGSTOMER REVISIONS BETLAR, INC. JOB NO. DATE .� 15-05-122 6 24 15 Lo voN: FORT PIERCE, FL DRAWING NAME sc r. TRIM DETAILS NONE DRAWNG N0:PAORAWN 9Y: CNECKW BC GE 9 MSS lory S. Barfield, P.E. 9Well-Purvis Road- 'Meig 620 P.E. # 54419 FRUCTURAL STAMP aaaL®uo Suouao®a®® p�; �jNo f:1 -14 -(