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Fleet Landing Boulevard 1f BUILDING CRITERIA Width (ft = 20.0 Length (t) = 55.0 Eave Height (ft) = 10.0/10.0 Roof Slope Rise/12) ~ = 1.0~ 1.0 Dead Load psf) = 2 0 Collatercl Load (psf) = 0.0 Roof Live sf) Load = 20.0 Frame Live ~ Load sf) = 16.0 Wind Speed (mph ~ = 120.0 Wind Code = FBC 04 Exposure = C Closed/Open/Partial = P Importance - Wind = 1.00 Importance -Seismic = 1.00 Seismic Coeff (Fa*Ss) = 0.22 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 IN- 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 SAVE 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. CONTINUE WITH REMAINING BAYS, INSTALLING BRACING AS ADDITIONAL BRACED 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 BY "SBS" BEFOREHAND. y ,,~- 4RE(30RY S. BARFIELD, P. E 2149 NELLPURVIS ROAL' ADF,L, GA 31620 PE#54419 STRUCTURAL STNNdP REVISIONS v z ~ ~~~ ~~~ ~~~ ~ ~ 9 ~~ ~~_~ z~ ~~ r pXA W (~ `D ~ v ~'g~ ~ ~~~~ ~~~ ~~ ~o os-o2-oaa 03 01 2006 ~~ MSS ~ NONE 3 _S' _ cJ (P ~ OVER PAGE PQCc~C~ 0 o OM s/a• I~ DIM 3/4• 5'-0' OUT- -0UT CONCR 2 3 ~ • t ~ . N t - \ N • ~' t t ~ ~_ " - p N N C I I ~ :- A .. ^~p ~^ ~~ ~ U V ~ I t. ~~, "~_ t t t t ~ ~ I ~ U r~ m ~ ~~ B B ~~ m ~~ I D ~--- I ~~^ t e t ~ ~ ~ I ~ E DOWN ARE1~ IN RO WATER TO DRAIN FROM BASE OF DOOR. • 2• 2• • 2 2 2 2 ~ 2 Y~ t M C q ~ ~ ~ 3 'rt g e e q 0 A^ e p D M ~ e e~ A o * o o :~ o t o t t t t O N d ~ N - ~ • ~ • ~- • O r ~ O - ~ ANCHOR BOLT ~ ~- • DIMENSIONS - N 3 FRAME U E ~ 2 DIMENSIONS y ~ gARF~~I~ ~.~ REGOR G ANCHOR BOLT PLAN ~_ • P VIS ROAD HELL UR All Base Plotea 0 100 0 Unless Noted 2149 NOTE. ~ EL GA 31620 AD , STRUCTURAL STAMP P E #54419 IldC. ~TP,NIS Il~1G ~ ~tJIi.~ S'TBF~ l ~ ~~- ~ CIJSfONET~ PRESTIGE BUILDERS & REMODELERS ,ae rya a~ REVISIONS _ _ 1 06 06 02 044 3 ~oa-no~ JACKSONVILLE, FLORIDA ~ a~aweio wv~; scxF: ANCHOR BOLT LAYOUT NONE a ow~+o No: or~n+ er: a+oa® er, PAGE 1 MSS HEF DM 3/4' 9~ r-~ ~ I ~ 3' ~ I ~ L - J 2 ~~Z~ oIM r'-7 Ew 1 t/2 1 1/2" DETAIL A DETAIL D DIAL 3/4 DWG 3/4" DIM 3/4 - -~- - " (~ ~ ~ ~ ~ " _ - -- 3 3 ~ ~ " t'-0 1 /2" 2 i/2 _ _I_ EW M " DETAIL E --,-- ~I~ ~ ~ ~ 3. .I. i i/2°~'~'i ~/2• io• SEE PLAN oETa~ c GREGORY S. BARFIELD, P.E. 2149 NELLPURVIS Rpm ADEL,GA 31~A P E # 544~~ ti17 C LUMN LINE ~. . H.. v v FRAME LINE RIGID FRAME: MAXIMUM REAC1TONS, ANCHOR BOLTS, d< BASE PLATES -----------------Column ReadtOns (k )----- -------- ---------------------- Frm Col Load Hmax V load Hmin V Anc. Base Plots (in G k (i YI L Line Line ------- Id H Vmax Id H Vmin No in n en Y d 2 C 5 3.2 -6.8 6 -5.2 -1.8 4 0.750 .000 10.50 0.500 0.0 8 3 1.5 7.1 8 2.7 -12.8 2 A 7 5.2 -1.8 4 -3.2 -8.8 4 0.750 8.000 10.50 0.500 0.0 2 -1.5 7.1 9 -2.7 -12.3 NOTES FOR REACTIONS 1. All loading conditions aro axamined and only maximum/minimum H or V and the cameepondng H or V aro reported. 2. PaaitWe roactione are as shown in the sketch. Foundation loads aro in opposib diroctiom. j 3.8rod nactiona aro In the plane of the brace with the H pointing away from braced bay. The vertical reaction is downward. 4. Building rextiorn on boxed on tM foflowing building data: Width ( = 20.0 Length = 55.0 Eaw H t ft) ~ 10.0 10.0 Roof Slope iee/12) = 1.0 1.0 Dead Loud ~ = 0 Collat~allaad = 0.0 Roof lhre Load = 20.0 Frome Live d 18.0 Wind Speed mph = 120.0 wind Code = FBC 04 Exposuro = C Ck~eed/Open/Partial = P Importance -Wind = 1.00 Importance - qmi = 1.00 Sasm~c Coeff Fa'Ss = 0.22 5. loading conditions aro: 1 OL+CL+LL 2 DL+CL+0.75LL+0.75WL2 3 OL+CL+0.75LL+0.75WRZ 4 O,BODL+wLt 5 0.800E+WR1 6 0.60DL+WL2 7 0.600E+WR2 8 0.6oa.+Lnwndl 9 O.BOOL+InWndR 10 O.BODL+wP+LnWndL 11 0.80DL+WRi+WS WIND COLUMN REACTIONS t Reactions ---Wall-- Col Horn Ve Moment Lac Une Line R/L LoodJd (k) (k (f-k ) - ----------- L Wind --- F-SMi A 2 - - 0.55 8.59 4,40 M Seismic 0.03 0.37 0.25 ~ F_SYV A 2 R wind 0.55 8.59 4.,0 Seismic 0.03 0.37 0.25 V H+V Anc_Bolt 8ase_Plab(in No Dia Width Length ick -- ----- ----- ----- ---- 4 0.750 6.00 8.00 0.50 4 0.750 8.00 8.00 0.50 RIGID FRAME: BASK COLUMN REACTIONS (k ) Frome Column ---- Dead-----Cdlateral- ----Live---- --Wind_L1--- --windJil--- --Wind._12--- Line Une Hor1z Vert Horiz Vert Horiz Vert Horiz Vert Horriz Vert Horiz Vert 2 C 0.14 0.94 0,00 0.00 0.97 5.50 -2.92 -12.39 3.15 -7.38 -5.26 -2.31 2 A -0.14 0.94 0.00 0.00 -0.97 5.50 -3.15 -7,38 2.92 -12.39 -0.81 2.89 Frome Column --Wind~t2--- -Setamic~-- -Seiamic._R-- --Lnwind_L-- --LnYRndJi-- Line Line Horiz Vert Horiz Vert Horiz Vert Honz Vert Horiz Vert 2 C 0.81 2.89 -0.05 -0.05 0.05 0.05 2.65 -13,20 2.41 -11.81 2 A 5.28 -2.31 -0.05 0.05 0.05 -0.05 -2,41 -11.48 -2.B5 -12.87 ENDWALL COLUMN: REACnoNS, ANCHOR eolts, ~ BASE PLATES ------- -------------Column_Reactions (k )------------- ------ Frrn Col Decd Coll Live Wind-Left Wind-Right Out-Of-Plane Wd P Wd S ----------------------- Anc, Bose Plot {in Grout Line Line Vert Vert Vert Horiz Vert Horiz Vert ----------------- Horiz Horiz -- N in) Wid Len k (in) -------- 1 A ----------__- 0.2 0.0 1.2 0.0 -1.5 0.0 -2.3 0,0 0.0 4 0.750 7.000 8.000 0.250 0.0 1 B 0.4 0.0 3.2 0.0 -5,0 0.0 -5.0 -1.4 1.5 4 0.750 7.000 8.000 0.250 0.0 1 C D.2 0,0 1.2 0.0 -2,3 0.0 -1.5 0.0 0.0 4 0.750 7.000 8.000 0.250 0.0 3 A 0.2 0.0 1,2 0.0 -2.3 0.0 -1.5 0.0 0.0 4 0.750 7,000 8.000 0,250 0.0 3 6 0.4 0.0 3.2 0.0 -5.0 0.0 -5,0 -1.4 1.5 4 0.750 7.000 8.000 0.250 0.0 3 C 0.2 0.0 1.2 0.0 -1.S 0.0 -2.3 0.0 0.0 4 0.750 7.000 8.000 0.250 0.0 ENDWALL COLUMN: MAXIMUM REACTIONS, ANCHOR BOLTS, do BASE PLATES (k )----- -----------------Column Reactions -------- --------------------- - , Frm Col Load Hmax V Load Hmm V Mc. Bolt D i Base Plate (in Gro k (in Wki L Line l ine id H Vmax Id H Vmin ----------- ( n) No en ---- 1 ----- -- -- C 1 0.0 1.4 10 0.0 -2.3 4 0.750 0.250 0.0 7.000 8.000 1 B 11 1.5 -4.8 10 -1.4 -8,1 4 0.750 7.000 8.000 0.250 0.0 1 0.0 3.8 1 A 1 0.0 1.4 10 0.0 -2.3 4 0.750 7.000 8.000 0.250 0.0 3 A 1 0,0 1,4 10 0.0 -2.3 4 0.750 7.000 8.000 0.250 0.0 3 B 11 1.5 -4.8 10 -1.4 -8.1 4 0.750 7.000 8.000 0.250 0.0 1 0.0 3.8 3 C 1 0.0 1.4 10 0.0 -2.3 4 0.750 7.000 8.000 0.250 0.0 BRACING REACTIONS, PANEL SHEAR f Reactions (k) Panel ---Wall-- Col --Wind----5e~amic- r Lac Line Line Horz Vert Harz Vert Ib ft) LAW 1 57 F_SW A Wind Cdumn In Wall R_EW 3 57 B_SW C 3 ,2 1.1 0.3 0.1 0.0 ANCHOR BOLT SUMMARY Qty Loc is Pro ' n i in) n ( 0 8 DJ 5/8~ 1.50 ~ 24 EW 3 4 1.50 818 RF ' 4 2.50 818 WF ~ /4 2.50 GREGORY S. BARFIELD, P.E. 2149 NELLPURVIS ROAD ADEL, GA 31620 P E #54419 x -5 1 E-1 8ES1401 27'-5 1/2" E-2 SE51401 27'-5 1/2; E-3 8ES1401 27'-5 1/2 C8-3 ~ 1/4 CBL 28'-2 3/4 ~ 1 '-7 ~ 3 55'-0' OUT-TO-OUT OF STEEL 2 27'-6' ~~-8~ x O N ~ N~ ~ ( K ~ lV i J O C ~ ~ ~ ~ - YP -1 YP M ~ ~ W ~ O j G y ' - - RY S. BARFIELD, P. E Pu RUN r_„ '~•• ~ • 2149 NELL PURVIS ROAI ~ Y-11 3/4 ADEL, GA 31620 ROOF FRAMING PLAN PE#54419 STRUCTURAL STAMP PRESTIGE BUILDERS & REMODELERS REVISIONS ~ X06-02-044 ~3 1 O6 ~~ iocmarc JACKSONVILLE, FLORIDA ROOF FRAMING LAYOUT NONE 3"S - ~P sr. c~ m PAGE 2 MSS EF PIECE 5 x 1 4' x /. RF1-2 14.0/14.0 0.135 8~ 3 1 2 ~ 5 x 1/4" x RF1-3 10.0/10.0 0.135 9 -4 1 /18 5 x 1/4~ x 1: BOLTS 1: Q TOP BOT INT TYF 1 4 4 0 A 2 4 4 0 A; PUTES PUTS SIZE YVID TkICK LENG 8 1 2 10 1 ! 8' 1/2" 10 1 4" ~i. 12 4' aN 1 "~, 12 N I I C7 r M ~o ~ ~ o. 20•-0• our-to-art ov sim RIGID FRAME ELEVATION r-oR uNe z $'i~~ BUB~1Na' $Y$18MS~ INC. ~• PRESTIGE BUILDERS & REMODELERS REVISIONS ~ X06-02-044 3 1 06 JACKSONVILLE, FLORIDA onwwa K«c ~ RIGID FRAME CROSS SECTION NONE ~: x: PAGE 2.1 MSS E STRUCTURAL STAMP 5 % 1/4- x 7"-10 3/4- 5 x 1/4~ x 8~-2 5 18~ 5 x 1/4 x 7 -10 /4 GREGORY S. BARFIELD, P.~. 2149 NELLPURVIS ROAD ADEI., GA 31620 P E #54419 D F CAP ___-.~-~ 10'-0' ._.---~"~.-; ~'_'~.--~ (~.--~I 10'-0' 8 11/1 1'-0" 1'-0• 8 11/18" S -s -ate nr- i DJ-1 oor i i.n tOX35Ct4 o -v 9'-4 13/16" DJ-2 tOX35Ct4 9'-4 13/16" DJ-3 SX35C14 7'-4" DH-1 10X35C14 8'-0" E-1 8ES14m1 27'-5 1/2~ E-2 8E514m1 27'-5 1/2 E-3 8E51407 ~ 27'-5 1/2 G-3 tOx25Z14 ~ 10'-7 1/2 G-4 10x25Z14 10'-1 1/2" G-5 10x25Zt4 9'-10' G-6 10x25Z14 10'-11" G-7 10x25Z12 29'-5 1/2~ G-8 tOx25Z14 29'-5 1/2 CB-1 1/4 CBL ~ 28'-7 1/8 ca_~ ~ /d rai ~~t~n ~ a EC-1 RF1-3 t~-~ 11'-0" '-0" 8'-6" 8'-2 1 2" 8'-0" 1 '-3 1 2" GIRT t'-11 a/4~- " ~qPS 1-11 3/4 SIDEWALL FRAMING: FRAME LINE A GREGORY S. BARFIELD, P.E. 2149 NELLPiJRVIS ROAD ADEL, GA 31620 P E #54419 EC-3 RF1-t e~-~ SIDEWALL FRAMING: FRAME LINE C *flE1.D LOCATE ~~) 3070 PFRSON0. DOOR WITH JAMBS PER OWNER'S LOCATION. ~rDViLrVia\V ~1~71C~1~L7t ii~~... PRESTIGE BUILDERS & REMODELERS REVISIONS ~ X06-02-044 3 7 O6 ~nuiw~e JACKSOM/ILLE. FLORIDA o~wwo xWC: ~ SIDEWALL FRAMING LAYOUT NONE ww~ er. en PAGE 3 MSS HEF STRUCTURAL STAMP ~-s-~~ ~,R- I ~ GR-L ~t nai~ ~/ o" c" ER-3/ER-4 4 A325 5/8 2 w- i EC-2 on~o~ i 4 8X35C14 0 -o 9'-2 i s 1 16" EC-3 SX35C14 8'-6 / 1 8" ER-1 SX35C14 10'-0 13/16" ER-2 8X35C14 70'-0 13/16" ER-3 8X35C14 10'-0 13/16; ER-4 8X35C14 10'-0 13(16 G-1 8x25Z16 8'-5 1/2 ~._~. ~~» ~2 t O I x M x M 20'-0" OUT-TO-OUT OF STEEL ~. .~1 7'-2" 1'-2" 7"~ Q1" r t M i i i i i ~~ -~ i M~ M~ _~ EC-1 t I N - - r~ 1 ~ °~ o ~ ~- i " _~ °0 ~ I E~-2 GREGOR~~S. ~ARFIELD, P.E. ENDWALL FRAMING: FRAME LINE 3 2149NELLPURViSROAD ADEL, GA 31620 P E #54419 STRUCTURAL STAMP c~ sly, sva onus sYSr~as, nv~. PRESTIGE BUILDERS & REMODELERS REVISIONS r" SOS-02-044 ~3 1 O6 ~naa JACKSONVILLE FLORIDA o~aw,o xu: ENDWAIL FRAMING LAYOUT NONE Mx aa~ m: PAGE 4 MSS 20'-0" OUT-TO-OUT OF STEEL 8'-10" 8'-10" `~ t'-2" ER~ 3 2x4x14AN_ .~ 2x4x14AN E C 4 1 --^-- -T'- ~ -''1----,-,--- ,z a a „1 c EC-i EC-2 EC-1 ENDWALL FRAMING: FRAME LINE 1 DETAIL A5 DETAIL B4 DETAIL C4 DETAIL D4 4" GIRT DEPTH ~A~~NPE~ QF BYPASS) EW GIRT PURLIN (2) #12x1-1 /4" EW GIRT ~ o o i _ i ° ° SCREWS i , ' ' ~ i (2) M.5x1.0 ~ o~ (2) M.5x1A ~ o~ o -- o, RAKE ANGLE . ~ ~ ~ ___ COLUMN o o ~ ~ [SINGLE CEE] ~o ~ _ (2)_M.Sx1.0*; -J , (2)H.63x1.5~c ~ [SINGLE CEE] ~ i ~ (2) M.5x1.0 i o , COLUMN (2) M.Sx1.0 o _ _ _ * UNLESS NOTED ON RAFTER DRAWING 2 [SINGLE OR ' DOUBLE CEE] ' EW GIRT CORNER ANGLE . [SINGLE CEE] ~k UNLESS NOTED ON DRAWING 4. SW GIRT PURUN TO ENDWALL RAFTER CEE COLUMN /RAFTER CONNECTION ENDWALI GIRTS TO INTERIOR COLUMN G~RTS TO CORNER COLUMN DETAIL E5 DETAIL E8 DETAIL F10 D ETAIL G2 ~P ~ ~ RAFTER [SINGLE CEE] PURLIN (6)M.Sx1.0 Z BASE PLATE W a ~ ~ o , --o, o ~ . ~ ~ I * ' ' JAMB O COLUMN O O ~ 2'_p° [SINGLE CEE] (2) 5/8" DIA. ~ GIRT DEPTN~ RAFTER [MAINFRAME FLANGE EDGE OF EDGE OF SLAB (IF BYPASS) ~k SEE DRAWING 4 FOR SIZE BRACE SLAB I AND QUANTITY OF BOLTS. o M.5x1.0 * UNLESS NOTED ON DRAWING 2: FRAMED OPENING JAMB BASE DETAIL ENDWALL COLUMN BASE DETAIL RAFTER DETAIL AT RIDGE PURLIN TO MAINFRAME RAFTER l7KClil1KY J.13A1~'IELD, P.E. 21491JELLPURVIS RpgD ADEL, GA 31620 PE#54419 DETAIL H2 DETAIL H9 DETAIL I6 DETAtL J2 i i (2) M.5x1.0* o - M.5x1.0 FLANGE BRACE I I (2)H.63x2.0 (TYP) (2) M.5x1.0~k SAVE STRUT COLUMN [MAINFRAME] ' ° WIND COLUMN i [FIELD LOCATE] SAVE STRUT 2 -0 i o i o i o~ i COLUMN ~ ; . ~ RAFTER [MAINFRAME] ' I -COLUMN [SINGLE CEE] o ; o; o ---- ' ~ i [MAINFRAME] GIRT (6)M.5x1.0 A/BOLTS ~ lAP _I i *UNLESS NOTED ON DRAWING 2. ~k UNLESS NOTED ON DRAWING 2. GIRT TO MAINFRAME COLUMN WIND COLUMN DETAIL EAVE STRUT CONNECTION AT ENDWALL EAVE STRUT CONNECTION AT MAINFRAME DETAIL K3 DETAIL L2 DETAIL L8 DETAIL M2 GIRT ' (2) H.5x1.25 (2) H.5x1.25 [IF REQ D] ~ o -- a ~ Ep,VE STRUT i i [ZEE/CEE] JAMB (2) M.5x1.0 ~ o~ JAMB o 0 (2) H.5x1.25 o HEADER/SILL o~ (2) M.Sx1A ~ JAMB ---- JAMB GIRT GIRTS TO JAMB FRAMED OPENING JAMB TO SAVE STRUT FRAMED OPENING JAMB TO GIRT FRAMED OPENING HEADER/SILL TO JAMB GREGORY S. BA1~F'[ ~:~: 2149N~Id.PT,1RV~ ADEL, C3A 31620 P E #54419 DETAIL Q2 CABLE JLUMN OR 4FTER HILLSIDE CABLE INSTALLATION DETAIL NDTE: THE PROPER TN7ITTENNIG AND INSPOCIION OF ALL FASTEIIFR5 L4 THE RE9POMSIBN.Tf of TFIE ERECIIDR. ALL HE ~sTR~ ,A4eo BOLTS Aid NUTS MUST 9E TNNi1FJrEA BY SHOWN BELOW. A325 AND A110 BOLTS ARE DESNRIATED ~ "5B4" WTnI A 11'. (.~ H.01oQ.o oR IL~s~2.~e) Twin-ate Nur noflr~ 80LTS $NN.I. BE INSTNIED IN ALL HOLES OF THE CO~IECIION MID BROUGHT TO A SNUG-TIGER CONDflION. SNUC TNiHT LS DEFINED AS THE 'IICHTiR;SS 1HAT EXISTS WHEN THE FLIES Of THE JOINT ARE NV FNiM CONTACT. TENS MAY BE AT- TAN+NED BY A FEW NIPIICi'S OF AN N~+ACT WRENCH OR THE FULL EFTTIRT OF A MAN USING AN ORDNVARY SPUD WRENCH. SNUG TN>ETTElNNG SWILL PROGRESS SYSIEWTICAIJ.Y FROM THE MOST' RIGID PART OF THE CO11f1ECTloq TO THE FREE EDGES uNTr. ALL 80L15 Ate sn1ULTANEOUSLY SNUG TXiHT AND THE Co1~fCTION N3 FUUX COMPACTED. FDLLAWNIO THN3 NBnAI. oFERATxIN ALL BOLTS dT TFNe CON- NECTION SFWl eE TNaIFITEIIED FURn#R sr THE APPL~F AMOUNT ov RoTATxIN SF'EfXFED ar THE TABLE BELOW. ouRNiG THE oPERAiION THERE SHALL BED TATION ar TEN: PART NOT TURNED Br THE WRENCH. TN;iHtEIIINO sHru.L SVSTFJIATICAII.Y FROM THE MOST RNND PART of THE JoNVT i0 THE FREE FMS. NUT ROTAT~N FRf1M SNUG 1N;EIT CONDTIION Boll LENGTH REOUNiED ROTATN7N UP TO AND 1/3 TURN NVCLIIOINO 4 ow~rERs OVER 4 OIM 1/2 TURN METERS BUT Nar EXCEET1MXi 8 DNMEIERS 011ER B OUl- 2/3 TURN METERS BUT NoT EXCEEDDMMIO tz DIAMET,ERS NOTES$1~, NUT ROTATNkI N3 RELAINE TO BOLT REC+woLESS of TFE ELEMENT (NUT oR BOLL) BENNG TLNwEa (z~ APFLICABLF ONLY To ~ Nr wHrcH ALL MATERW. WRFINi Tiff ORN' Of TIC 80LT L4 STEEL. OSHA REQUIREMENT NOTE: ~EPEDR CONDmON MUSE BE SECURE TO THE CLIP WITH 1 M.Sx1.25 COLUMN FlN NECK ~T W~( NUT [MAINFRAME] SEFOpNEp IGIR ~nND sTMnN- D~D CONNECTION BOLTS. I I Io of I 1 ~ I I I I al let GIRT) ~-(1)M.5x1.25 FlN NECK * Directive Number. CPL 2-1.34 * Title: Inspection policy and procedures for OSHA's steel erection standards for construction * Standard Number: 1926 * Information Date: 03/22/2002 LAPPED GIRTS TO MAINFRAME COLUMN PERSONEL DOORS ALL "SBS" PERSONEL DOORS COME FACTORY PREPPED AS RIGHTHAND REVERSED SWING. (i.e. STANDING ON THE OUTSIDE OF THE BUILDING FACING THE DOOR, THE LOCK WILL BE ON THE LEFfHAND SIDE OF THE DOOR AND THE DOOR WILL SWING OUTWARD FROM THE BUILDING. ) ANY FIELD MODIFlCATIONS ARE THE RE- SPONSIBILIN OF THE ERECTOR AND "SBS" IS NOT LIABLE FOR LABOR CHARGES NOR DAMAGES DUE TO ERROR. DETAIL T1 NAIL ANr"^° (24" ON C BASE ANGLE BASE ANGLE DETAIL GREGORY S. BARFIELD, P.E. 2149 NELI.PURVIS ROAL' ADEL, GA 31620 P E #54419 55'-0" t7UT-TO-OUT OF STEEL. N M W O~ O~ a --- --- ---- ---- --- --- --- --- ---- ---- --- I I I q I o I I i i i i i i o i o i i i i i ROOF SHEETING PLAN PANELS; 26 GA. R -HAWAIIAN BLUE 1 19) GREGORY S. BARFIELD, P.E, 2149 NELLP[IRVLS ROgD ADEL, GA 31620 P E #54419 4" R" 4" LAP SCREW (30" O.C.) PANEL END WITH INSIDE CLOSURES e Off' L ~• O ~o 'g9 CF NOTES: ENO Ana wine CONTINOUS TAPE SEAL SIDE tAP WITH CONTINUOUS TAPE S \°~~i~. ~ PURUN i ~- EAVE STRUT 12 SCREW SEE DETAIL FOR LAYOUT) DIE-FORMED RIDGE CAP ~~ ~~ QJ PANEL lAP WRH CONTINUOUS TgPE SEAL 8" 4" z' z z' r l ~~i2 scREw DETAIL AT PANEL END 12" 12" CONTINUOUS TAPE SEAL -~12 SCREW ~qp ~REyy DETAIL AT INTERIOR OF PANEL [7] ALL END LAPS MUST BE A MINIMUM OF 6". [2] METAL SHAVINGS MUST BE SWEPT FROM THE ROOF EACH DAY DURING ERECTION TO PREVENT SURFACE RUSTING. [3] TAPE SEAL MUST 8E APPLIED WITH NO GAPS OR BREAKS. [4] X12 SCREWS ARE USED TO ATTACH THE PANEL TO THE STRUCTURALS. LAP SCREWS ARE USED AT THE PANEL TO PANEL ATTACHMENTS. THESE FASTENERS ARE SELF-DRIIUNG. rSIDE LAP CON77NOUS ~ TAPE SEAL ~ fi $ T ~~~ CONTINUOUS TAPE SEAL TAPE SEAL AT END LAP AND PANEL IAP GREGORY S. BARFIELD, P.E. 21491~LLPURVIS ROAD ADEL, GA 31620 P E #54419 LAP SCREW ~ CONTINUOUS TAPE SEAL I-~---- SIDE LAP SIDE LAP g ~O ~ SIDEWALL SHEETING & TRIM: FRAME LINE A PMlELS: 26 CAR -ASH CRAY _~ 0 r • ~ p o ~ 0 0 0 0 ~ 0 0 0 o ~ 0 I 0 I 0 ~ 0 I 0 ~ 0 I 0 I I o r I I c r I c r o ~- b r o r b r b w b r o r b w b r c r o r 0 r 0 r 0 r 0 ~- i L -- - - - - SIDEWALL SHEETING & TRIM: FRAME LINE C PANELS: 26 GA. R - /~i f.WAY 1 2 O/1JC IRM BASE TRM 11 ~V 16'-9" 3 BASE TRM 11'-4" 4 0/S CORN 10'-0" 5 REND LH 6 REND RH 7 EAVE TRM 20'-3" 8 EAVE TRM 15'-0" 9 R JAMB 8'-3' t R HEAD 8'-3" 11 BASE TRM 20'-3" 1 BASE TRM 15'-0" 1 R JAMB 7'-5" ~ a ucnn ~'_~" STB~. BUIId2Il~i(~ SYSTBMS, II~TC. PRESTIGE BUILDERS & REMODELERS REVISIONS X06-02-044 3 1 06 JACKSONVILLE, FLORIDA SIDEWALL PANELS & TRIM NONE onr~xra Ma m a~a~ PAGE 7 MSS HEF f~REGORY S. B~~ ~~. 2149AI£iI,Lp ~~, GA 3Y(y~0 PE#54419 STRUCTURAL STAMP 3 $-a~ ~ ~~f ..AP SCREW LAP SCREW (30" O.C #12 SCF (SEE DETAIL FOF iRUT SLAB DETAIL AT PANEL END ASIDE LAP BASE SUPPORT PANEL EN INSIDE CLf ~~ ~ i~ 0 NOTES: [1] METAL SHAVINGS MUST BE SWEPT FROM THE PANELS DURING ERECTION TO PREVENT SURFACE RUSTING. [2] #12 SCREWS ARE USED TO ATTACH THE PANEL TO THE STRUCTURALS. LAP SCREWS ARE USED AT THE PANEL TO PANEL ATTACHMENTS. THESE FASTENERS ARE SELF-DRILLING. 12" 12" r SIDE LAP #12 SCREW ~qp SCREW DETAIL AT INTERIOR OF PANEL GREGORY S. BARFIBLD, ~. E. 2149 NELL p~~ ROAD ~~, GA 31620 PB#54419 4„ 8" 4" g~, ~" O ~~ ~` ~ I I I I I I :~ ~ O r I Q r I ~ ~ • I ~ ~ ~ I I I I ~ o o c ~ ,I I ~ I I I ENDWALL SHEETING & TRIM: FRAME LINE PMIELS: 26 CA. R - A4X GRAY 4 0 4 ~~ I I ' I D r O r ~ I f I I f ( ' II b I I ° r a G ~ C ~ b '' I I I ~ I I I I ENDWALL SHEETING & TRIM: FRAME LINE 3 PANELS: 28 GA. R -ASH CRAY GxEGORY s. sartFtBt,~, P,~, 2149 NELL PURVLS RQ.4P ADEL, GA 31620 PE#54419 RAKE ANGLE ~4P SCREW SLAB F~ ~/ I NOTES: \P SCREW (30" O.C.) SCREW JL FOR LAYOUT) BASE SUPPORT END WITH CLOSURES DETAIL AT PANEL END `SIDE LAP 12" 12° r SIDE LAP #12 SCREW ~Ap SCREW J GRE 9~~~Pi7RVISIEROAD DETAIL AT INTERIOR OF PANEL ,~DEL,GA 31620 P E #54419 [1J METAL SHAVINGS MUST BE SWEPT FROM THE PANELS DURING ERECTION TO PREVENT SURFACE RUSTING. [2J #12 SCREWS ARE USED TO ATTACH THE PANEL TO THE STRUCTURALS. LAP SCREWS ARE USED AT THE PANEL TO PANEL ATTACHMENTS. THESE FASTENERS ARE SELF-DRILLING. 4" 8" 4" 8" 4'• TRIM NOTES: 7/8„LAP SCREW ROLL CAULK " (24 ON CENTER) EAVE TRIM [1] SEAL TRIM 5PlJCES WITH TUBE CAULK, ROOF PANEL RAKE TRIM RAKE TRIM [2] SECURE GUTTER 5PLICES AND END PLUGS WffH RNETS. RAKE TRIM ~ [3] SECURE ALL OTHER ROOF TRIM 7 8"LAP SCREW / " R (24 ON CENTE ) ~ ~ ~ ~ RAKE END , ~ 4] SPLICES WITH TRIM SCREWS UNLESS NOTED OTHERWISE, " TRIM SCREWS ARE LOCATED 24 ON CENTER UNLESS NOTED OTHERWISE ~ . WALL PANEL ~' PEAK BOX R I Ai AKE TR M DET L PEAK BOX DETAIL RAKE END DETAIL ROOF PANEL I/S CLOSURE WALL PANEL EAVE TRIM AN WALL P EL 0/5 CORNER TRIM 7/8"LAP SCREW „ (24 ON CENTER) I S CLOSURE / 1'1/2" WALL PANEL BASE TRIM '' ~' WALL PANEL EAVE TRIM DETAIL ASE B TRIM DETAIL 0 S CORNER DETAIL HEAD TRIM WALL PANEL „ SQ SCREW 12 ON CENTER) "SQ SCREW 12 ON CENTER WALL PANEL JAMB TRIM 1"SD SCREW WALL PANEL HEAD TRIM (24" ON CENTER) HEAD TRIM DETAIL AT HEADER TRIM HEAD DETAIL AT SILL JAMB TRIM DETAIL AT JAMB GREGORY S. BARFIELD, P.E. 2149 NELL PURVIS ROAD ADEL, GA 31620 P E #54419 REVISIONS BUILDING CRITERIA Width (ft~ = 20.0 Length (t) = 55.0 Eave Height (ft) = 10.0 10.0 Roof Slope Rise/12) = 1.0 1.0 Dead Load psf) _ .0 Collateral Load (psf) = 0.0 Roof Live Lood (psf) 20.0 Frame Live Load (sf) _ 16.0 Wind Speed (mph ~ = 120.0 Wind Code = FBC 04 Exposure = C Closed/Open/Partial = P Importance -Wind = 1.00 Importance -Seismic = 1.00 Seismic Coeff (Fa*Ss) = 0.22 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 CONTR,4CTED 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. [2J USE ONLY THE ERECTION DR,4WINGS PROVIDED BY "SBS" AND IN- 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 SAVE 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. CONTINUE WITH REMAINING BAYS, INSTALLING BRACING AS ADDITIONAL BRACED 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 BY "SBS" BEFOREHAND. o~~o p P P R . EACH ,~i~C ~ y ~~ H,4R ~ t,IT pFfIC II.DIN~ BU V gy. GREGORY S. BARFIELA, ~.E. 2149 NELLPURVLS ROAb ADF,I,GA 31620 P E #54419 STRUCTURAL STAMP 3 -J -~b Z Q <~ G~ ~~ ~f = 9 ~~ ~~_~ W Z~ P w~ ~~g~ ~ ~~~~ ~~ ZW^ ~ ~~ N ~.~~ 06-02-044 wren 03 01 2006 M : SfJYL ~ MSS NONE mu. COVER PAGE PQCG 0 4 ou• a/8• 18i OIM 3/4" N ~ i d ~. O ANCHOR BOLT DIMENSIONS FRAME UNE DIMENSIONS ANCHOR BOLT PLAN NOTE: Ap 8ase Plotes ~ 100'-0" (Unless Noted) E~-EG"C(Zl~ p~~l~ ~ - a Tub Fw2~5~~NY GRE ~LL.PIJRVISI ROAD APE#54419 N O .~ ~ o I 9 N ~ r r-~ ~ ~ " I N 3 ~ ~ " a 1/2 l._J EW 1 1/2 1 1/a" DETAIL A DETAIL D DIAL 3/4" DIAL 3/4" ,p~ - -) - rq N N N r-~ ~ ~ ~ " I N ~ ~ - --- 3 N I N 3 ~ ~ ~ ~ 2 1 /2 - -~- - L_J ~ Ew N r 1 1/2 1 1/a" SEE PLAN DETAIL B OETAII E DIAL 3/4" N - -~- - ~ ~ 3 ~ ~ i N 3 _~_ N ~a" > >/a ~ ~/z sw C3RE(3ORY S. BARF[ELD, P. , 2149 NELi,p[~~ R0,4B ADEL, GA 31620 P E #54419 SEE PLAN DETAIL C C LUMN UNE .H. . V V FRAME UNE RIGID FRAME: MAXIMUM REAC110NS, ANCHOR BOLTS, dt BASE PLATES -----------------Column Reactions (k )----- -------- ----_-___-------____-- Frm Col Load Hmax V Load Hm'm V Mc. Base Plate (in Gro i Une Une Id H Vmax Id H Vmin No in n Wid Len k ( 2 C 5 3.2 -8,8 8 -S.2 -1.8 4 0.750 8.000 10.50 0.500 0.0 3 1.5 7.1 8 2.7 -12.8 2 A 7 5.2 -1.8 4 -3.2 -8.8 4 0.750 6.000 10.50 0.500 0.0 2 -1.5 7,1 9 -2.7 -12.3 NOTES FOR REACTIONS 1. All loading conditions aro examined and only maximum/minimum H or V and the corresponding H or V are reported. 2. Po~tive roactions are a: shown in the sketch. Foundation loads are in opposite directions. 3. Broci rooctions Oro in the plane of the brace with the H panting oway from a braced bay. The vertical reaction is downward. ~ 4. Building rtioctions on based on the following building data: width ( = 20.0 Length = 55.0 Eave He tit) = 10,0 10,0 Roof Slope gee/12) = 1.0 1.0 Dead Load ~ 0 Collateral Load - 0.0 Roof live load 20.0 Frame Uve d 18.0 Wind Speed mph = 120.0 wind Code = FBC 04 Exposure = C Ckxsed/Open/Partial = P Importance -Wind = 1.00 Im nce - gym' = 1.00 amic Coeff Fa'Se 0.22 5. Loading cond'diona aro: 1 DL+CL+II 2 DI+CL+0.75U.+0.75WL2 3 OL+CL+0.75LL+Q.75WRZ 4 O.BODL+WL1 5 0.800L+WR1 6 O.BOOL+WL2 7 0.60DL+WR2 8 O,BODL+LnWndL 9 0.80DL+LnwndR 10 o.BODL+wP+LnwndL t 1 o.eooL+wRl+ws WIND COLUMN REACTIONS ~ Reactions ---Wail-- Col Horz Vert ment Lac Une Une R/L LoadJd (k) (k) f-k } F_5W A 2 L Wlnd 0.55 6.59 4,40 M Se~mic 0.03 0.37 0.25 ~ F_SW A 2 R Wind 0.55 6.59 4,40 Seismic 0.03 0.37 0.25 V H+V f Anc-Bolt Base_Plate(in No Dia Width Length ick 4 - 0,750 8.00 - 8.00 0.50 4 0.750 6.00 B.00 0,50 RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column ---- Dead-----Calaterol- ----Lhre---- --Wind_L1--- --Wind_R1--- --Wind_L2-~ Une Une Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2 C 0,14 0.94 0,00 0,00 0.97 5.50 -2.92 -12.39 3.15 -7,38 -5.26 -2,31 2 A -0.14 0.94 0.00 0.00 -0,97 5.50 -3,15 -7.38 2.92 -12.39 -0,81 2,69 Frame Column --end-R2°- -Seiamicl-- ~Seismic,..R-- --LnWind_L-- -Ln~nd,Ji-- Une Une Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horn Vert 2 C 0.81 2.89 -0.05 -0.05 0.05 0.05 2.65 -13.20 2.41 -11.81 2 A 5.26 -2.31 -0.05 0.05 0.05 -0.05 -2.41 -11.48 -2.85 -12.87 ENDWALL COLUMN: REACTIONS, ANCHOR BOLTS, ~ BASE PLATES ------- --------------Column-Reactions (k )---- --------------- Out-Of-Plone ---------------- -- - Fnn Col - Dead Coll Uve wind Left Wind-Right Wd P Wd S Anc. R Base Plate In Grout Une Une Vert Vert Vert Horiz Vert HoHz Vert Horiz Horiz N in) Wid Len k (in) 1 A 0.2 0,0 1.2 6.0 -1.5 0.0 -2.3 0.0 0,0 4 0.750 7,000 8.000 0.250 0.0 1 B 0,4 0,0 3.2 0,0 -5.0 0.0 -5.0 -1.4 1,5 4 0.750 7,000 8.000 0.250 0.0 1 C 0.2 0.0 1.2 0.0 -2,3 0.0 -1.5 0,0 0.0 4 0.750 7,000 8.000 0.250 0.0 3 A 0.2 0.0 1,2 0.0 -2.3 D.0 -1,5 0.0 0.0 4 0.750 7,000 8,000 0.250 0.0 3 B 0.4 0.0 3.2 0.0 -5,0 0.0 -5.0 -t.4 1.5 4 0.750 7.000 8.000 0.250 0.0 3 C 0.2 0.0 1,2 0.0 -1.5 0.0 -2.3 0,0 0.0 4 0.750 7.000 8.000 0.250 0.0 ENDWALL COLUMN: MAXIMUM REACTiONS, ANCHOR 80LTS, do BASE PLATES (k )----- -----------------Column Reactions --------- ---------------------- Frm . Cal Load Hmax V Land Hm~n V Mc. Bo Base Plate (in Gro i k Une Une Id H Vmax Id H Vmin --- - No D(in n ( Wkl Len ---- 1 -- C 1 D.0 t.4 10 0.0 -2.3 7 4 0.50 7.000 8.000 O.Z50 0.0 1 B 11 1.5 -4.8 10 -1.4 -8.1 4 0.750 7.000 8.000 0.250 0.0 1 0.0 3.8 1 A 1 0.0 1,4 10 0.0 -2.3 4 0.750 7.000 8.000 0.250 0.0 3 A 1 0.0 1,4 10 0.0 -2.3 4 0.750 7.000 8.000 0.250 0.0 3 B 11 1.5 -4,8 10 -1.4 -8.1 4 0.750 7.000 8.000 0.250 0.0 1 0.0 3.8 3 C 1 0.0 1.4 10 0.0 -2,3 4 0.750 7.000 8.000 0.250 0.0 BRACING REACTIONS, PANEL SHEAR t Reactions (k) Panel ---Wail-- Col --Wind----Se~emic- ear Loc Une Une Horz Vert Horn Vert Ib/ft) LAW 1 57 F_SYV A Wind Column In Wall R_E1M 3 57 B~SW C 3 ,2 1.1 0.3 0.1 0.0 ANCHOR BOLT SUMMARY i,ty Loc io Pro'ection i n) n ( 0 8 DJ 5/BN 1.50 8124 EW 3/4 1.50 s9 8 RF ~ 3 4 2.50 Bl8 wF ~ /4 2.50 GREGORY S. BARFIELD, P.E. 2149 NELLPURVLS ROAD ADEL, GA 31620 P E #54419 M x E-1 SES1401 27'-5 1/2' E-2 8ES1401 27'-5 1/2q ~ 8 B % CB-3 /4 C L 28'-2 3 4~ ~ 3 55'-0" OUT-TO-OUT OF STEEL 27'-6" 2 27•_8• D N px X O ~ N~ ~V G ~ r ~ ~ -~ YP ~ M W ~ ~ ~ I i ° ~ ~I GREGO r Pu~RPUN s~-» s~a•,z'-t~ s/v NELLPURVISROA ROOF FRAMING PLAN ADBI,GA 31620 P E #54419 STRUCTURAL STAMP ST'B~. BUII.DII~iCi SY3TBMS, Il~TG PRESTIGE BUILDERS & REMODELERS REVISIONS X06-02-044 ~3 1 O6 JACKSONVILLE, FLORIDA ac+~c ROOF FRAMING LAYOUT NONE -S'9~ onaMwo Hm orou~ ai: er. PAGE 2 MSS E~ SPACE BOLTS SPLICE Q ---BOLT---- MAIB( TOP BOT TYPE 011- lEN Sp- 1 4 4 0 A325 5 8 2 1 2" 2 " " 4 4 0 A325 5 8 2 IES PLATE SIZE WID THICK LENG 6" 1 2" 10 1 6 1/2 10 1 ,L(1• 12 4" 6" 1'~, 12 I lV • I s I b 10 01 " 1s'-r 20'-0' OUT-TO-OUT OF STEEL C RIGID FRAME ELEVATION FOR FRAME uNE 2 ~ + GREGORY S. BARFIELD, P.E. 2149 NELLPURVIS ROAD °' ADEI, GA 31620 P E #54419 STRUCTURAL STAMP (mss s~ ~t~.nnva s~rs~, n~tc. PIECE x 1 4" x 1'-8 5 18" x x- RF1-2 14.0/14,0 0.135 8~ 3 1 2" 5 x 1/4" x 8~ 2 5/16" 5 x 1/4" x 8~ 2 5 16" RFt-3 10.0/10.0 0.135 9-4 1 /18 5 x 1/4" x 1~ 8 5/16" 5 x 1/4 x 7-10 /4 PRESTIGE BUILDERS & REMODELERS REVISIONS ~ X06-02-044 ~3 1 O6 JACKSONVILLE, FLORIDA onarwo wwe s~'~ RIGID FRAME CROSS SECTION NONE xa erv sw PAGE 2.1 MSS E 3-5-~~ D ~ " 10'_0• " ~.,.,..~ 10'_0• ~4 8 11/1 1'-0 1'-p• 8 11/18" ~r-i DJ-1 oon~~.a 10X35014 c-~ 9'-4 13/76" W-2 10X35014 9'-4 13/16" DJ-3 8X35014 7'-4" ' ° DH-1 10X35014 8 -0 E-1 8ES1401 27'-5 1/2~ E-2 8E51401 27'-5 1/2 E-3 SES14m1 ~ 27'-5 1/2 G-3 tOx25Z14 p 10'-7 t/2 G-4 tOx25Z14 10'-1 1/2" G-5 10x25Z14 9'-10" G-6 10x25Z74 10'-11" G-7 tOx25Zi2 29'-5 1/2~ G-8 70x25Z14 29'-5 1/2 CB-1 1/4 CBL 28'-1 1/8" ca_~ ~/d cai ~~'_~n ~ a" EC-1 Rr1-o ~~ '- " 8'-D" 8'-6" 8'-2 1 2" 8'-0" 11'-3 1 2" 11 0 GIRT t'-11 3/_, 4~_, ~qp$ 1-11 3/4 SIDEWALL FRAMING: FRAME LINE A EC-3 RF1-1 EC-1 UPS t'-~t s/a• 3._4. ~ r-t t sµ' SIDEWALL FRAMING: FRAME LINE C *Fl~ ~~ ~~) 3070 PERSONEL DOOR WITH JAM85 PER OWNER'S LOCATWN. S't~+ BUIIaINa SYS18MSt IATCi. PRESTIGE BUILDERS & REMODEI.ERS wee REVISIONS 06-02-044 3 1 06 JACKSONVILLE FLORIDA SIDEWALL FRAMING LAYOUT ~ NONE aww en ~r: PAGE 3 MSS HEF GREGORY S. BARFIELD, P.E. 2149 NELLPURVIS ROAD ADEL, GA 31620 P E #54419 STRUCTURAL STAMP 3~~ -~~ .r CV~1 EC-2 OAJ~IiIY SX35C14 O~0 9'-2 ISO 116° EC-3 8X35C14 8'-6 1 S" ER-1 8X35C14 10'-0 13/76" ER-2 8X35C14 10'-0 13/16" ER-3 8X35C14 10'-0 13/16 ER-4 8X35C14 70'-0 ' 13(16 G-7 Sx25Z16 8 -5 1/2 ~._~. Q~. ~2 .~ C~ .~ x M x M 20'-0" OUT-TO-OUT OF STEEL r. ~, 1'~ Q7" .I I =I c x M x M 20'-0" OUT-TO-OUT OF STEEL EC-1 •_2• t ~, 12 0 a I w ~ ~ EC-2 GREGOR~S. BARFIELD, P.g ENDWALL FRAMING: FRAME LINE 3 2149NELI.pURVISROgD ADEL, GA 31620 P E #54419 STRUCTURAL STAMP sus sip, suII.~n~a sYSrB~s, mac. PRESTIGE BUILDERS & REMODELERS REVISIONS ~ ~ ~ 06-02-044 3 1 O6 ~nanore JACKSONVILLE, FLORIDA au~rwo wre ~ ENDWALL FRAMING LAYOUT NONE ~; ww~ svr ~+: PAGE 4 MSS EC-1 EC-2 EC-t ENDWALL FRAMING: FRAME LINE 1 GREGORY S. BARFIELD, P.E_ 2149NELLpURVISgO,,~ srRUCruwu sraaP ADEL, GA 31620 P E #54419 STS. BUII.DII~TCi SYS1ffivIS~ lNG PRESTIGE BUILDERS & REMODELERS xa REVISIONS 06-02-044 3 1 O6 JACKSONVILLE, FLORIDA ~ ~S-D ~p aura Mre+ FRAMING DETAILS NONE ~ ~ . PAGE 5 MSS A5 DETAIL A5 DETAIL DETAIL 64 DETAIL B4 DETAIL C4 DETAIL C4 DETAIL D4 ETAIL D4 „ 4" GIRT DEPTH 4 GIRT DEPTH (IF BYPASS) IF BYPASS RAFTER RAFTER [ANY TYPE] ANY TYPE EW GIRT W GIRT " 2 12x1-1 4 PURLIN (2) #12x1-1/4" PURLIN EW GIRT ~o o~ GIRT ~ o o ~ ~ ~ ~ ------ 'o o' i i ~ SCREWS SCREWS ~ ~ ~ ~ . ~ ~ ~ - - - - - - - - - - w 1 ------------~ ' ' (2) M.Sx1.0 ~ o~ 2 M.5x1.0 0' , ' (2) M.5x1.0 , a 2 M.5x1.0 0' ' ' -----, RAKE ANGLE ~ ~o of RAKE ANGLEi , ° O i ~ ~ ~ o o COLUMN o o COLUMN ~ , , ~ COLUMN o o COLUMN o 0 [SINGLE CEE] SINGLE CEE ' ' ' ~o ~ M.5x1.0~k; ~ 0 2 M.5x 1.0 ~k' (2) ~ ~ J ---~ ~"' ,r..! , (2)H.63x1.5~1c , 2 H.63x1.5 ~k [SINGLE CEE] SINGLE CEE , , , , o ~ io ~ (2) M.5x1.0 , 0 2 M.Sx 1.0 _ _ ------------ ------- ~ ~ COLUMN i COLUMN ~ ~ f 2 M.5x1.0 0 (2) M.5x1A ------ ------ ------ ~kUNLESS NOTED ON kUNLESS NOTED ON RAFTER FTER ~ R W NG [SINGLE OR SINGLE OR ' ' ; ~ --- DOUBLE CEE] ---- DOUBLE CEE - EW GIRT W GIRT CORNER ANGLE ORNER ANGLE A I WING DRA 2 2. [SINGLE CEE] D SINGLE CEE ~k UNLESS NOTED ON DRAWING 4. * UNLESS NOTED ON DRAWING 4. SW GIRT SW GIRT PURLIN TO ENDWALL RAFTER PURLIN TO ENDWALL RAFTER N RAFTER CONNECTION CEE COLUMN / RAFTER CONNECTION CEE COLUM OLUMN ENDWALL GIRTS TO INTERIOR COLUMN ENDWALL GIRTS TO INTERIOR GIRTS TO CORNER COLUMN GIRTS TO CORNER COLUMN DETAIL E5 DETAIL E5 DETAIL E8 ETAIL E8 DETAIL F10 IL F10 DETA DETAIL G2 ETAIL G2 LAP LAP I ~ I RAFTER R RAFTE [SINGLE CEE] SINGLE CEE M.5x1.0 ~k PURLIN (6)M.5x1.0~k PURLIN Z ~ ~ I Z BASE PLATE BASE PLATE _ -- w z W i I ___ o i ~ °~ o I o~ o o ~ , i a o I , ~ ~ " 4 3 4 DIA. O I , p i o ~ 0, I ~k ' ' ~ JAMB ~ JAMB ~ I O O ~ COLUMN 0 0 r- ~~ 2'-0" 2 0 [SINGLE CEE] SINGLE CEE I " (2) 5/8" DIA. 2 5 8 OIA. I I GIRT DEPTH ~ GIRT DEPTH RAFTER FLANGE [MN FrRAME FL4NGE MAINFRAME BRACE BRACE EDGE OF EDGE OF EDGE OF SLAB EDGE OF SLAB (IF BYPASS)I IF BYPASS I * SEE DRAWING 4 FOR SIZE ~k SEE DRAWING 4 FOR SIZE SIAB SLAB I ~ AND QUANTIN OF BOLTS. AND QUANTITY OF BOLTS. o M.Sx1.0 o M.5x1.0 * UNLESS NOTED ON DRAWING 2: * UNLESS NOTED ON DRAWING 2: FRAMED OPENING JAMB BASE DETAIL FRAMED OPENING JAMB BASE DETAIL UMN BASE DETAIL ENDWALL COLUMN BASE DETAIL ENDWALL COL E RAFTER DETAIL AT RIDGE RAFTER DETAIL AT RIDG PURLIN TO MAINFRAME RAFTER PURLIN TO MAINFRAME RAFTER S. B~ IE RY GREGO ~ N ROAD pDEL,GA 31620 ~~~~ sT^^~P P E #54419 Sf~. BUIID1NCi SYSI~MS- ING ~p PRESTIGE BUILDERS & REMOOEI.ERS REVISIONS X06-02-044 3 1 O6 ~ ~~ JACKSONVILLE, FLORIDA ~_ j ~ 6 FRAMING DETAILS NONE PAGE 5.1 MSS EF DETAIL H2 DETAIL H2 DETAIL H9 DETAIL H9 DETAIL I6 ETAIL I6 2 DETAIL J2 DETAIL J ~ ~ i I (2) M.5x1.0 2 M,5x1.0 ~ o M.5x1.0 o M.5x1.0 FLANGE LANGE I I j (2)H.63x2.0 2 H.63x2.0 (2) M.5x1.0* 2 M.5x1.0 ~k SAVE STRUT EAVE STRUT BRACE COLUMN BRACE COLUMN [MAINFRAME] MAINFRAME ~ " ' i I WIND COLUMN ~ WIND COLUMN I I (TYP) TYP [FIELD LOCATE FIELD LOCATE SAVE STRUT SAVE STRUT 2 -0 -0 2 I I i I i ' o i o i o, o ~ o ~ o' ' i I COLUMN COLUMN ~ ~ ~ ~ i I ~ RAFTER RAFTER [ MAINFRAME MAI N FRAM E , ~ ~ ~ ~ ~ i of O o f o 0 i o i i I COLUMN COLUMN [SINGLE CEE] SINGLE CEE ~ i - __ - -- I I ~ I [MAINFR,4ME] MAINFRAME GIRT (6)M.Sx1.0 GIRT 6 M.5x1.0 I A/BOLTS ~ A BOLTS LAP _I LAP I ~ 1 ~ ~kUNLESS NOTED ON DRAWING 2. ~kUNLESS NOTED ON DRAWING 2. , ~kUNLESS NOTED ON DRAWING 2. ~k UNLESS NOTED ON DRAWING 2. GIRT TO MAINFRAME COLUMN GIRT TO MAINFRAME COLUMN WIND COLUMN DETAIL WIND COLUMN DETAIL SAVE STRUT CONNECTION V STRUT CONNECTION ~ E AT ENDWALL AT ENDWALL SAVE STRUT CONNECTION AT MAINFRAME EAVE STRUT CONNECTION AT MAINFRAME DETAIL K3 K DETAIL 3 DETAIL L2 DETAIL L2 DETAIL L8 DETAIL L8 DETAIL M2 ETAI L M 2 D GIRT GIRT ~ (2) H.5x1.25 2 H.5x1.25 2 2 H.5x 1.25 H.5x1.25 ______ [IF REQ IF READ io o~ D] ~ o o ~ EgyE STRUT EAVE STRUT GIRT GIRT ~ ~ i i ~ ~ (2) M.5x1.0 ~ o~ 2 M.5x 1.0 0 ~ ~ ~ [ZEE/CEE] ZEE CEE JAMB AM B JAMB o 0 JAMB o 0 (2) H.5x1.25 o HEADER/SILL 2 H.5x1.25 o HEADER SILL ~ o' (2) M.5x1.0 ~---- o~ 2 M.5x 1.0 ~ ------ JAMB JAMB JAMB JAMB GIRT GIRT GIRTS TO JAMB GIRTS TO JAMB FRAMED OPENING JAMB TO FRAMED OPENING JAMB TO SAVE STRUT EAVE STRUT FRAMED OPENING JAMB FRAMED OPENING JAMB TO GIRT TO GIRT FRAMED OPENING HEADER/SILL TO JAMB FRAMED OPENING HEADER SILL TO JAMB DETAIL Q2 CABLE ~LUMN OR 4FfER HILLSIDE CABLE INSTALLATION DETAIL ~: THE PaoPER TIGHrENINO AND r~PExTaN ov ALL FIISIENEILS ~ THE RESPON56L1Y oP TIE ERECTOR. ALL I~aIY srRUCnIRAL 2S,MM sous MID NIR'S WST eE TICFITENED Br THE 'i1Nb1-oF- '~S' WnH SHOwH BELOW. A325 AND A4oO BOLT$ ARE D610lMTED Br ~ x. (~ H,e3~.o oR Has~am) TURN-0R-NtR 11gi1QNN0: BaTS sHALL BE INSrAUm nI ALL HOLfs av THE COPN~CIpN MID BROUGHr TO A SNUG-flDNr ~HORION, SNUG TIDHt IS DEFNIFD AS THE i1Gii11~S TFYIT E7ILSIS WHE1i THE PLES OF THE JOMT ARE N f'BM1~CO~ACi. THIS WY ~A~ -- TMEp B1' A ~ M~AC15 OF AN MPACT WRENCH FULL E>'PORT ALAN USMI6 AN OR0INRY SPUO WRENCH, SNUG TNiNIENgiG SHALL PROGRESS 5151EMATICALLY FRd1 THE YOST RIGID PART OF THE CONNECTION TO THE FREE EOOES UNTIL ALL 801.TS ARE Sq~NlLTANEOUSLY SNUG TNBiT AND THE COI~IiECIION IS FULLY COMPACTED. Fou,OWWC THIS NNfIAL OPERATION ALL 80LTS NV 1fIE CON- NECTION sHAU. eE TaHiENED FURTI+ER BY THE APPUCieLE AMOUNT oTr ROTATION TSPEI~FED N THE TASTE BELOW. Dle !Ni SHALL ~P AVON OF THE PART NOT TURNED THE SYSTEMAAIICAILY FROM THE MOST R16b PART OF THE JONTT TO THE FREE EDGES. Nur aan~noN ~ swlc nalr camnaN BOLT IENGiFI RETIED ROTATION UP TO AND o 1/3 TURN rrauaN 4 DIAMETERS o~T:R ~ Dur ,/s TURN METERS BUT NOT E)ICFJ~ING 6 DWIETERS TrrER B aA- ~ TURN METERS Bur NOT E>fC~ TZ ouMErERs NOTES$1J NUr ROTATION rs REU1TfYE Ta BOLT RE~AROLESS aF THE EID~ENf (NUT OR BOLT) Ba,G nIRNEO. (a~ M~PLICABLE ol~r To ooNl~cnoNs IN WIMCH ALL MAtERW. WfnilN THE DRS Of THE 80LT IS STEEL. OSHA REQUIREMENT NOTE: THE FlRST GIRT AT A LAPPED CONDRION MUST 8E SECURE TO THE CUP WITFI 1 M.Sx1.25 COLUMN FlN NECK T W NUT [MNNFRAM~J BEFORE INSTALUN THE SECOND GIRT AND STAN- DARD CONNECTION BOLTS. ~ ~ Ia ~I ~ ~ ~ ~ ~ ~ I oI 1st GIRT-~ ~-(i)M.Sx1.25 FlN NECK * Directive Number. CPL 2-1.34 * Title: Inspection policy and procedures for OSHA's steel erection standards for construction * Standard Number: 1926 * Information Date: 03/22/2002 LAPPED GIRTS TO MAINFRAME COLUMN PERSONEL DOORS ALL "SBS" PERSONEL DOORS COME FACTORY PREPPED AS RIGHTHAND REVERSED SWING. (i.e. STANDING ON THE OUTSIDE OF THE BUILDING FACING THE DOOR, THE LOCK WILL BE ON THE LEFTHAND SIDE OF THE DOOR AND THE DOOR WILL SWING OUTWARD FROM THE BUILDING. ) ANY FIELD MODIFICATIONS ARE THE RE- SPONSIBILITY OF THE ERECTOR AND "SBS" IS NOT LIABLE FOR LABOR CHARGES NOR DAMAGES OUE TO ERROR. DETAIL T1 r~ai~ ANr'^., (24" ON C BASE ANGLE BASE ANGLE DETAIL GitEGORY S. BARFIELD, P.E. 2149 NELLPURVIS ROAD ADEL, GA 31620 P E #54419 55'-0" OUT-TO-OUT OF STEEL N W W a N W 8 I q I o ~ I I I i I I I 1 I I I I •~ ~ c oN ~ v. o A ROOF SHEETING PLAN PANELS: 26 GA. R -HAWAIIAN BLUE 1 (19 GREGORY S. BARFIELD, P.E. 2149 NELL PURVIS ROAT ,DEL, GA 31620 P E #54419 LAP SCREW (30" O.C.) PANEL END WITH INSIDE CLOSURES ^~ 1 Off' ~• 0 ~o 'Q9 C~ END LAP WITH CONTINOUS TAPE SEAL SIDE LAP WITH CONTINUOUS TAPE S \°s PURLIN ~- EAVE STRUT 12 SCREW SEE DETAIL FOR LAYOUT) NOTES: DIE-FORMED RIDGE CAP v ~~~~ QJ PANEL LAP WITH CONTINUOUS TAPE SEAL 12" CONTINUOUS TAPE SEAL -~12 SCREW ~qp SCREW DETAIL AT INTERIOR OF PANEL [i] ALL END LAPS MUST BE A MINIMUM OF 6". [2] METAL SHAVINGS MUST BE SWEPT PROM THE ROOF EACH DAY DURING ERECTION TO PREVENT SURFACE RUSTING. [3] TAPE SE4L MUST BE APPLIED WITH NO GAPS OR BREAKS. [4] X12 SCREWS ARE USED TO ATTACH THE PANEL TO THE STRUCTURALS. LAP SCREWS ARE USED AT THE PANEL TO PANEL ATTACHMENTS. THESE FASTENERS ARE SELF-DRILLING. z' r ~~2 scRew DETAIL AT PANEL END 1 211 SIDE LAP CONTINOUS TAPE SEAL 1 ~ 1 f CONTINUOUS TAPE SEAL TAPE SEAL AT ENO LAP AND PANEL LAP GREGORY S. BARFIELD, P.E. 2149 NELLPURVIS ROAD ADEL, GA 3162A P E # 54419 LAP SCREW ~ CONi1N000S TAPE SEAL r-- `SIDE LAP SIDE LAP AP SCREW LAP SCREW (30" O.C #12 SCf (SEE DETAIL FOF iRUT DETAIL AT PANEL END ~ SIDE LAP BASE SUPPORT PANEL EN INSIDE CLf ~o NOTES: [1] METAL SHAVINGS MUST BE SWEPT FROM THE PANELS DURING ERECTION TO PREVENT SURFACE RUSTING. [2] #12 SCREWS ARE USED TO ATTACH THE PANEL TO THE STRUCTURALS. lAP SCREWS ARE USED AT THE PANEL TO PANEL ATTACHMENTS. THESE FASTENERS ARE SELF-DRILLING. 12" 12" SIDE LAP #12 SCREW Lqp SCREW DETAIL AT INTERIOR OF PANEL GREGORY S. BARFIELD, P.E. 2149 NELL PURVIS ROAI` g~p,g ADEL,GA 31620 P E #54419 4" 8" 4" 8" 4" 8 o O ~~, ~„~.1 - .... I I I I e C r C w ~ ~ I I ( C r I I I I O r ~ c r b r c r f •Q r .I O ( r I I I I ENDWALL SHEETING & TRIM: FRAME LINE PA~4S`. 28 CAR -ASH CRAY o °o 0 I I ~ + ~ ~ O r I O '' 1 ~ n I • ~ I ~ ~ r '' I I O r I I I I I ~ r a b r o r p r C r I C Ir I I I ENDWALL SHEETING & TRIM: FRAME LINE 3 r~w¢s: 2e c~. R - w~ cw~r GREGORY S. BARFIELD, P.E, 2149 NELLPURVLS ROAD ADEL, GA 31620 P E # 54419 RAKE ANGLE AP SCREW SLAB _~ v' ~~ i r m NOTES: [1] METAL SHAVINGS MUST BE SWEPT FROM THE PANELS DURING ERECTION TO PREVENT SURFACE RUSTING. [2] #12 SCREWS ARE USED TO ATTACH THE PANEL TO THE STRUCTURALS. LAP SCREWS ARE USED AT THE PANEL TO PANEL ATTACHMENTS. THESE FASTENERS ARE SELF-DRILIiNG. ~P SCREW (30" O.C.) SCREW JL FOR LAYOUT) BASE SUPPORT END WITH CLOSURES DETAIL AT PANEL END ~- SIDE LAP 12" 12" r SIDE LAP #12 SCREW LAP SCREW J GREGORY S. BARFIELD, P.E DETAIL AT INTERIOR OF PANEL 2149NEL1-PURVISROAD ADEL, (3A 31620, P B #54419 4" 8" 4" 8" 4" TRIM NOTES: 7/8"LAP SCREW ROLL CAULK (24 ON CENTER) ROOF PANEL RAKE TRIM ~ ~ PFAK BOX PEAK BOX DETAIL EAVE TRIM RAKE END [1] SEAL TRIM SPLICES WITH TUBE CAULK. [2) SECURE GUTTER SPLICES AND END PLUGS WITH RIVETS. [3] SECURE ALL OTHER ROOF TRIM SPLICES WITH TRIM SCREWS UNLESS NOTED OTHERWISE, (4] TRiM SCREWS ARE LOCATED 24" ON CENTER UNLESS NOTED OTHERWISE. RAKE TRIM 7/8"LAP SCREW (24"ON CENTER) WALL PANEL RAKE TRIM DETAIL KUIi i/S CLO EAVE TRiM WALL PANE SAVE TRIM DETAIL WALL PANEL "SQ SCREW 12 ON CENTER) HEAD TRIM HEAD TRIM DETAIL AT HEADER WALL PANEI I/S CLOSURE BASE TRIM BASE TRIM DETAIL HEAD TRIM "SQ SCREW 12 ON CENTER) WALL PANEL HEAD TRIM DETAIL AT SILL RAKE END DETAIL 0/S CORNER TRIM 7/8"LAP SCREW (24"ON CENTER) WALL PANEL 0/S CORNER DETAIL JAMB TRIM 1 "SD SCREW WALL PANEL (24" ON CENTER) JAMB TRIM DETAIL AT JAMB GREGORY S. BARFIELD, A.E. 2149 NEL1-PURVIS ROAR ,ADEL, (}A 31620 P ~ #54419 REVISIONS BUILDING CRITERIA Width (ft) = 20.0 Length (ft) = 55.0 Eave Height (ft) = 10.0 10.0 Roof Slope Rise/12) ~ = 1.0 1.0 Dead Load psf) _ .0 Collateral Load (psf) = 0.0 Roof Live sf) Load = 20.0 Frame Live ~ Load sf) = 16.0 Wind Speed (mph ~ = 120.0 Wind Code = FBC 04 Exposure = C Closed/Open/Partial = P Importance -Wind 1.00 Importance -Seismic = 1.00 Seismic Coeff (Fa*Ss) = 0.22 NOTES TO ERECTOR/OWNER: [1] "S8S" 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 CONTR,4CTED 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 IN- CLUDED IN THE ERECTOR'S PACKAGE DELIVERED BY THE TRUCK DRNER 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 FR,4MING ON AN INCORRECT SLAB. [4] BEGIN ERECTION WITH A BRACED BAY. INSTALL THE SAVE STRUTS FIRST AND THEN THE PURLINS WHICH FALL AT THE CABLE 'ATTACHMENT POINTS. NEXT, INSTALS 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. CONTINUE WITH REMAINING BAYS, INSTALLING BRACING AS ADDITIONAL BRACED BAYS ARE ERECTED. [5] THE CORRECTION OF MINOR MISFITS BY THE USE OF DRIFT PINS TO DRAW THE COMPONENTS INTO LINE, MODER4TE 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 BY "SBS" BEFOREHAND. GREGORY S. BARFIELD, P.E. 2149 NELLPURVIS ROAL ADEL, GA 31620 P E #54419 STRUCTURAL STAMP Z Q ~J<~ ~j~7 ~S 9 ~ Z~ W~~ Z K ~ ~n .~ ~d OT ~a"'~ ~'g~ ~ ~W LL ~~~~ J N ra ~a : 06-02-044 aa: 03 01 2006 m: adu: MSS NONE 3 ' ~ -~` ~~COVER PAGE P(QC~C~ o 0 DIM 5/8' ~I DIM 3/4" 5'- 'OUT- UT QF CONCR 3 1 1 M 1 r " N N ~ ~ ~ e r. r • 1- • N N O O I ~ 1 ~ A rr ^r A r rr rr ~ V V ~ I ~------- ~ ' ~ ~ I I I I U 2 ~ ~ La I m .. g B .r rr 1 ..-~--.- I ~ I I I I iF NOTE: E DOWN AREA NT OF To ALLOW WATER TO DRIVN FROM BASE OF DOOR. 2" 2" 2" 2" E C E 2 2 ~ 2 2 ~ Nrrn ~ ~~ rrr rq D D M D ~ A .. rrA e ~ e ° ~ o ~ ~ o e e ~ N ~ ~ I I r • r • ~~ • ~- • ~- • 1- ' O r' ~ O - I ANCHOR BOLT 1 " DIMENSIONS - FRAME UNE 2 3 OIMEN510NS 1 BARFIELD P.E. REGORY S. G ANCHOR BOLT PLAN ROAD PURVIS 1 2149NELI., NOTE: All 8aae Plotee 0 100 -0 (Unleae Noted) L GA 31620 ADE , P E # 54419 STRUCTURAL STAMP C L I Y TUNIS ETC. ~~JII~ING S S STBBL „~, I - „~ s L~ --- - f (~ PRESTIGE BUILDERS & REMODELERS roe ~ a~ REVISIONS 06-02-044 3 1 Ofi I.oc~tlort JACKSONVILLE, FLORIDA ora~a~o rum ~: N `~ ~ ANCHOR BOLT LAYOUT ONE art~a ~ aewn+ er: a+oa® er. PAGE 1 MSS HEF GREGORY S. BARFIELD, P.E. 2149 NELLPURVIS ROAL' ADEI, GA 31620 P E #54419 C LUMN UNE --H•• V V FRAME UNE RIGID FRAME: MAXIMUM REAC110NS, ANCHOR BOLTS, d< BASE PLATES --- ------------Column Reactions (k )----- -------- ----- ---------------- Frm Coi Load Hmax V Load Hmin V Mc. D i N Bose Plots (1n G k (in Wid L Une Une -- kl H Vmax Id H Vmin o n en --- 2 C 5 3.2 -6.8 8 -5.2 -1.8 4 0.750 .000 10.50 0.500 0.0 8 3 1.5 7.1 8 2.7 -12.8 2 A 7 5.2 -1.8 4 -3.2 -6.8 4 0.750 8.000 10.50 0.500 0.0 2 -1.5 7.1 9 -2.7 -12.3 NOTES FOR REACTIONS 1. All loading conditions are examined and only maximum/minimum H or V and the caresponding H or V ore reported. 2. Positive reactions are oe Shawn in the sketch. Foundation loads aro in opposite erections. 3. Broci reactions on in the plane of the brace with the H pointing away from • braced bay. the vertical reaction is downward. 4. Building reactions an based on the following building data: Wkiti~ ( = 20.0 Length = 55 0 Eave He t ft) = 10.0 10.0 Roof Sbpe iae/12) = 1.0 1.0 Dead Load psf) _ .0 CoNateral Load ~ 0.0 Roof Uve Load = 20.0 Frame Uw d 18.0 Wind Speed mph = 120.0 Wind Code = FBC 04 Exposure = C Ckxied/Open/Partial • P Importance -Wind = 1.00 Importance - mi = 1.00 Snemic Coeff Fo•Ss = 0.22 5. Loading conditions aro: 1 OL+CL+LL 2 DL+CL+0.75LL+0.75W12 3 DI+CL+0.75L1+0.75WR2 4 0.60DL+WL1 5 0.600E+WRi 8 0.80DL+WL2 7 0.80DL+WR2 8 0.80DL+LnWndl 9 0.80DL+LnWndR 10 0.800E+WP+LnWndl i1 o.6ooL+wRl+ws WIND COLUMN REACTIONS t Reactions ---Wall-- Col Horz Vert Mo t Loc Une Une R/L LoadJd (k) (k) - (f-k ------ ----------- --- ------- F_SNI A 2 L Wind ----- 0.55 --- 8.59 4.40 M Seismic 0.03 0.37 0.25 ~ F_SW A 2 R Wind 0.55 8.59 4.40 5eiemk 0.03 0.37 0.25 Mc-Bolt BosaPk~te(in No Dlo Width Length ick 4 0.750 8.00 8.00 0.50 4 0.750 8.00 8.00 0.50 RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column ---- Deod---- -Cdlaterol- ----Live---- --Windt--- --WindJZ1--- --Wind_L2--- '~ Une Line Wor1z Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2 C 0.14 0.94 0.00 0.00 0.97 5.50 -2.92 -12.39 3.15 -7.38 -5.26 -2.31 2 A -0.14 0.94 0.00 0.00 -0.97 5.50 -3.15 -7.38 2.92 -12.39 -0.81 2.69 Frame Column --Nfind-R2--- -Seiamtc~-- -Seamic.,R-- --LnWindJ.-- --LnWind~-- Une Une Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2 C 0.81 2.69 -0.05 -0.05 0.05 0.05 2.85 -13.20 2.41 -11.8t 2 A 5.28 -2.31 -0.05 0.05 0.05 -0.05 -2.41 -11.48 -2.85 -12.87 ENDWALL COLUMN: REACTIONS, ANCHOR BoIT'S, d: BASE PuTEs _------ -------------ColumnJteactions (k )------------------- Out-Of-Pbne --------------- -------- Frm Col Dead CoU Live Wind-Left Wind-Right Wd P Wd S Mc. K Bose Plate (in Wid Len k (in N i Une Une Vert Vert Vert Horiz Yert Horiz Vert ---------------- Hori: Horiz n) -------- 1 A -------- 0.2 0.0 1.2 0.0 -1.5 0.0 -2.3 0.0 0.0 4 0.750 7.000 8.000 0.250 0.0 1 B 0.4 0.0 3.2 0.0 -5.0 0.0 -5.0 -1.4 1.5 4 0.750 7.000 8.000 0.250 0.0 1 C 0.2 0.0 1.2 0.0 -2.3 0.0 -1.5 0.0 0.0 4 0.750 7.000 8.000 0.250 0.0 3 A 0.2 0.0 1.2 0.0 -2.3 0.0 -1.5 4.0 0.0 4 0.730 7.000 8.000 0.250 0.0 3 B 0.4 0.0 3.2 0.0 -5.0 0.0 -5.0 -1.4 1.5 4 0.750 7.000 8.000 0.250 0.0 3 C 0.2 0.0 1.2 0.0 -1.5 0.0 -2.3 0.0 0.0 4 0.750 7.000 8.000 0.230 0.0 ENDWALL COLUMN: MAXIMUM REACnoNS, ANCHOR BOLTS, 6t BASE PLATES (k )----- -----------------Column Reactions ------- --------------------- - , Frm Col Loud Hmax V Lood Hm~n V Mc. Base Plate (in Grout Une U ne Id H Vmax kt H Vmin - -- ------ No D(in Wid Len k (in) ---- 1 ---- C 1 0.0 1.4 10 0.0 -2.3 4 0.750 7.000 8.000 0.250 0.0 1 B 11 1.5 -4.8 10 -1.4 -8.1 4 0.750 7.000 8.000 0.250 0.0 1 0.0 3.6 1 A 1 0.0 1.4 10 0.0 -2.3 4 0.750 7.000 8.000 0.250 0.0 3 A 1 0.0 1.4 10 0.0 -2.3 4 0.750 7.000 8.000 0.250 0.0 3 B 11 1.5 -4.8 10 -1.4 -8.1 4 0.750 7.000 8.000 0.250 0.0 1 0.0 3.8 3 C 1 0.0 1.4 10 0.0 -2.3 4 0.750 7.000 8.000 0.250 0.0 BRACING REACTIONS, PANEL SHEAR f Reactions (k) Panel ---Wall-- Col --Wind----Seismic- r Loc Une Une Hors Vert Hors Vert Ib/ft) L_E1N 1 57 F_SW A Wind Column In Wall R_EMf 3 57 8~1N C 3 ,2 1.1 0.3 0.1 0.0 ANCHOR BOLT SUMMARY Qty Loc io i Pro'ection i ----- ---- n) ----- n ( ---- 0 8 DJ 5/8~ 1.50 81 24 EW 3 4~ , 1.50 50 2 18 8 8l8 RF WF 4N /4 . 25D GREGORY S. ~A~'i~, ~:~. 2149 NELLPURVLS RBA ADEI,, GA 31620 PE#54419 Y+H~V LINE ~a Sp- 1 4 4 0 2 4 4 0 EASE PUTES COL PUTS SIZE ID MIID THICK LEI E~-1 8~ 1 2" 10 E1P-2 8 1 /2 10 ,l11 • 12 4" 8" 1 "~. 12 i~ I tV Nf 1 ,o -, 20'-0' our-TO-out of sTEa. RIGID FRAME ELEVATION FOR FRAME IJNE 2 PIECE 5X14" X /. RFi-2 14.0/14.0 0.135 8~ 3 1 2" 5 x 1/4" x RF1-3 10.0/10.0 0.135 9 -4 1 /18 5 x 1/4, x 5 x 1/4~ x 8~-2 5 18~ 5 x 1/4 x 7 -10 /4 GREGORY S. BARFIELD, P.E 2149 NELLPURVLS ROA 20 ~ ,o v~ ,o• ~E#54419 1 STRUCTURAL STAMP 51~+ BUII..DINC~ -SYSIBM.Sr lAi~.. , PRESTIGE BUILDERS & REMODELERS ~~~ "~S REVISIONS "'~ 06-02-044 3 1 06 C~~ ~ ~ .J JACKSONVILLE. FLORIDA ~ ~ _ ~~~ RIGID FRAME CROSS SECTION NONE gU/Nq iq PAGE 2.1 M MSS E p F CAP ,,..,i4 D 11/1 1'-0' 1'-0" E! 11/18" 55'-0" OUT-TO-OUT OF STEEL EC-1 RF1-3 t~- ~ 11'-0" 8'-0" 8'-fi" 8'- 1 8'-0" 11'-31 " GIRT ~'-ia s/4• ~,, . LgpS 1-1 t 3/4 SIDEWALL FRAMING; FRAME LINE A 55'-0" OUT-TO-OUT OF STEEL err-~ DJ-1 oon~ i.a o-v 10X35C14 9'-4 13/16" DJ-2 10X35Ci4 9'-4 13/16" DJ-3 8X35C14 7'-4" ' " DH-1 tOX35C14 8 -0 E-1 8ES1401 27'-5 1/2" E-2 8ES1401 27'-5 1/2e E-3 8ES14mt 27'-5 1/2 c G-3 tOx25Z14 10'-7 1/2" G-4 10x25Z14 10'-1 1/2" G-5 10x25Zt4 9'-10" G-6 10x25Zi4 10'-11" G-7 tOx25Z12 29'-5 1/2~ G-8 tOx25Z14 29'-5 1/2 'i CB-7 1/4 CBL 28'-7 7/8" b ! ~ 4 7'-1 b i m GREGORY S. BARFIELD P.E , 2149 NELLPURVLS ROAr ADEL, GA 31620 P E # 54419 EC-S ~ RF1-t ~ EC-1 qRf ~ =1L3Li~ 3~-4~ SIDEWALL FRAMING: FRAME LINE C *Fl~ ~`~ (~) ~o~o Aso"a DOOR WRH JAMBS PER OWNER'S LOCA710N. ST~L BUIIDIN~ SYSTffiKS, IPTG a: PRESTIGE BUILDERS & REMODELERS REVISIONS ~ 06-02-044 ~3 1 O6 JACKSONVILLE FLORIDA SIDEWALL FRAMING LAYOUT NONE xa er: accKeo sr: PAGE 3 MSS HEF STRUCTURAL STAMP ~J~~~ 3-s-ov ER-3%ER-4 4 A325 5%8~ 2" n A F -1 EC-2 SX35C14 9'-2 1 16" EC-3 SX35C14 / 8'-6 1 S' ER-1 8X35C14 10'-0 13/16" ER-2 8X35C14 10'-0 13/16" ER-3 SX35C14 70'-0 13/16; ER-4 SX35C14 10'-0 1316 ' G-1 Sx25Zt8 8 -5 1/2 ~,_~. ~~» ~z s O .I ~x M x 20'-0" OUT-TO-OUT OF STEEL 20'-0" OUT-TO-OUT Of STEEL s ~x M x M x a I w I M a I w EC-t EC-2 ~ ECC 3 ENDWALL FRAMING: FRAME LINE 3 G~~RYS.BARFIELD,P.E. 2149 NELL PURVIS ROAD f ADEL, GA 31620 ~ P E #54419 STRUCTURAL STAMP $T~+BUII.DINC~ $YSTBM3r Il~ir.. PRESTIGE BUILDERS & REMODELERS REVISIONS ~ X06-02-044 ~3 1 O6 JACKSONVILLE FLORIDA 3 "S-`JF arKE: ENDWALL FRAMING LAYOUT NONE oa~wa xa v: ~r. PAGE 4 MSS EC-1 EC-2 ~ EC 1 ENDWALL FRAMING: FRAME LINE 1 DETAIL A5 DETAIL 64 DETAIL C4 DETAIL D4 4° GIRT DEPTH RAFTER [ANY NPE] QF BYPASS) EW GIRT PURIIN (2) #12x1-1/4" EW GIRT i o o ~ . ° ° SCREWS , . ' ' (2) M.5x1.0 ~ o~ (2) M.5x1A ~ o~ o -- o, RAKE ANGLE i ~ ~ ~ _ COLUMN o o ~ ~ [S NGLEMCEE] ~o ~ (2) M.Sx1.0~k~ , (2)H.63x1.5~Ic (SINGLE CEE] ~ io o' (2) M 5x1 0 _ _ -------~ ~ i COLUMN i (2) M.5x1A -- of ---- . . ------ RAFfER ~k UNLESS NOTED ON DRAWING 2 [SINGLE OR ~ DOUBLE CEE] ---- EW GIRT CORNER ANGLE . [SINGLE CEE] ~k UNLESS NOTED ON DRAWING 4. SW GIRT PURLIN TO ENDWALL RAFTER CEE COLUMN /RAFTER CONNECTION ENDWALL GIRTS TO INTERIOR COLUMN GIRTS TO CORNER COLUMN DETAIL E5 DETAIL E8 DETAIL F10 D ETAIL G2 P ~ ~ RAFTER [SINGLE CEE] ~ PURLIN I (6)M.5x1.0* Z BASE PLATE Z w a ~ ~ p ____ ~ of o , , o ~ ~ ~ , I JAMB p COLUMN O O ~ 2•_p" [SINGLE CEE] (2) 5/8" DIA. ~ GIRT DEPTH ~ RAFTER [MAINFRAME -FLANGE EDGE OF EDGE OF SLAB (IF BYPASS) ~ * SEE DRAWING 4 FOR SIZE BRACE S~ ~ AND QUANTITY OF BOLTS. o M.5x1.0 ~kUNLESS NOTED ON DRAWING 2: FRAMED OPENING JAMB BASE DETAIL ENDWALL COLUMN BASE DETAIL RAFTER DETAIL AT RIDGE PURUN TO MAINFRAME RAFTER GREGORY S. BARFIELD, P.E. 2149 NELL PURVLS ROAD ADEL, GA 31620 P E #54419 DETAIL H2 DETAIL H9 DETAIL I6 DETAIL J2 ~ 1 (2) M.5x1.0~k o M.Sx1.0 FLANGE B~~E I ~ (2)H.63x2.0 ~~~ (2) M.5x1.0* I'VE STRUT COLUMN [MAINFRAME] " ' WIND COLUMN ; [FIELD LOCATE] SAVE STRUT -0 2 i o io i o ; i COLUMN ~ ~ RAFTER [MAINFRAME] o ~ o~ o f i COLUMN [SINGLE CEE] ---- ' ~ I [MAINFRAME] GIRT (6)M.5x1.0 A/BOLTS ~ LAP _I I i *UNLESS NOTED ON DRAWING 2. ~ ~k UNLESS NOTED ON DRAWING 2. GIRT TO MAINFRAME COLUMN WIND COLUMN DETAIL SAVE STRUT CONNECTION AT ENDWALL SAVE STRUT CONNECTION AT MAINFRAME DETAIL K3 DETAIL L2 DETAIL L8 DETAIL M2 GIRT ~ (2) H.5xt.25 (2) H.5x1.25 [IF REQ D] i o -- o ~ EAVE STRUT GIRT (2) M.Sx 1.0 ~ o ~ [ZEE/CEE] JAMB JAMB o 0 (2) H.5xt.25 o HEADER/SILL (2) M.Sx1.0 ~____ of ~~B JAMB GIRT GIRTS TO JAMB FRAMED OPENING JAMB TO SAVE STRUT FRAMED OPENING JAMB TO GIRT FRAMED OPENING HEADER/SILL TO JAMB GREGORY S. ~A~I~LH, g.~, 2149 NELI-PURVLS ItQAA ,4DEL, GA 31620 P E #54419 DETAIL Q2 CABLE DLUMN OR AFTER HILLSIDE CABLE INSTALLATION DETAIL NaIE: ~ r TIONIENMq AND arslroctaN av ALL FASn>e% ~ THE err av THE ERECTOR. ALL NEA1K SIRUCnJRAL 25,A+f1 Bats JWD MIL! 1415T aE ncsra~ Br TILE 'TiIRM-OF sl~orlN IE3AM1. A326 AND A4i0 BOLTS ARE DfSIONAfED ~ "SBS" W11H A w. {~ N.a~a,o oR N.r.~a.>a} BOLT lF?ICiN REaUIRED ROTATION UP TO AND w ualNo 1/3 TilRN a 4 DMMETERS aYER 4 DIA- 1/z TURN -IEIERS Bur NOr EXCFEOMIO e DIANEfQlS auER B our a./~ TIRlN NOT E><C®Mr0 ti ow~TERs NOTES$1~ Mlr ROTATION IS REUINE To BOLT REGARDLESS aF THE ELEMIEM (MIT oR Ban eEn+c TURNED. [~ APPLICABLE oNLr To coM+ECTaNs IN wNICN All MMTERW. wmrN THE ORE' OF THE 80LT M STEEL OSHA REQUIREMENT NOTE: THE FlRST GIRT AT A LAPPED CONDITION MUST BE SECURE TO THE CUP WtiH 1 M.Sx1.25 COLUMN FlN NECK T W/ NUT [MAINFRAM~J BEFORE INSTALLING THE SECOND GIRT ANO 5TAN- DARD CONNEC710N BOLTS. 1st GIRT- ~- (1)M.5x1.25 FIN NECK '~ Directive Number. CPL 2-1.34 * Title: Inspection policy and procedures for OSHA's steel eroction standards for construction * Standard Number: 1926 * Information Date: 03/22/2002 LAPPED GIRTS TO MAINFRAME COLUMN PERSONEL DOORS ALL "SBS" PERSONEL DOORS COME FACTORY PREPPED AS RIGHTHAND REVERSED SWING. (i.e. STANDING ON THE OUTSIDE OF THE BUILDING FACING THE DOOR, THE LOCK WILL BE ON THE LEfTHAND SIDE OF THE DOOR AND THE DOOR WILL SWING OUTWARD FROM THE BUILDING. ) ANY FIELD MODIFICATIONS ARE THE RE- SPONSIBILITY Of THE ERECTOR AND "SBS" IS NOT LIABLE FOR LABOR CHARGES NOR DAMAGES DUE TO ERROR. DETAIL T1 NAIL ANA"^^ (24" ON BASE ANGLE BASE ANGLE DEfAII GREGORY S. BARFIELD, P.] 21491~LPU~YI9~Ab ADFI.,~~1 X1620 P ~ #X4419 Nur ROTATION PROM SMIG-Ti6FR CONDRION 55'-0"our-to-our of stEEL N 8 M W N k --- --- ---- ---- --- --- --- --- ---- ---- --- --- --- --- ---- ---- --- --- 1 I I I I 4 ~ I I I I I I I I o ~ o ~ I I I ROOF SHEETING PLAN PANELS; 26 GA. R -HAWAIIAN BLUE (19) GREGORY S. BARFIELD, ~.~ 2149 NELLPURVIS ROAD ADEI,, GA 31620 P E #54419 4" R" 4" LAP SCREW (30' O.C.) G\ PANEL END WRH INSIDE CLOSURES ~• 0 ~o ~F NOTES: ENO uw wing CONTINOUS TAPE SEAL SIDE U1P WITH CONTINUOUS T E SEAL \~~i~. ~-- PURUN EAVE STRUT 12 SCREYV SEE DETNL FOR L4YOUT) DIE-FORMED RIDGE CAP S" 4" z' r z' z' ~-~~s scREw DETAIL AT PANEL END v ~ J~J~~ Q PANEL. lAP WITH CONTINUOUS TAPE SEAL ~ z• 12" [1] ALL ENO LAPS MUST BE A MINIMUM OF 6'. [2] METAL SHAVINGS MU5T BE SWEPT FROM THE ROOF EACH DAY DURING ERECTION TO PREVENT SURFACE RUSTING. [3J TAPE SEAL MUST 8E APPLIED WITH NO GAPS OR BREAKS. [4] X12 SCREWS ARE USED TO ATTACH THE PANEL TO THE STRUCTURALS. LAP SCREWS ARE USED AT THE PANEL TO PANEL ATTACHMENTS. THESE FASTENERS ARE SELF-DRILLING. SIDE LAP CONTINOUS TAPE SEAL 1 ~ ~, 1 CONTINUOUS TAPE SEAL TAPE SEAL AT END LAP AND PANEL lAP GREGORY S. BARFIELD, P.E. 2149IVELLPURVIS RQAD ADEL, GA 31620 P E #54419 LAP SCREW ~ CONTINUOUS TAPE SEAL R~-•- SIDE LAP SIDE LAP * . ~ w~.~.. LAF' ~C:KGW DETAIL AT INTERIOR OF PANEL se ~ SIDEWALL SHEETING & TRIM: FRAME LINE A PMYELS: 28 CA R - ASN GRAY I O I I o r I o r I a r o r ~ 0 r 0 0 r 0 0 r 0 r o 0 r a 0 r o o r q 0 r o 0 ~ 0 0 r 0 0 ~ ~ 0 r 0 r 0 r 0 r L - - - --- -- -- -- --- -- -- SIDEWALL SHEETING & TRIM: FRAME LINE C PANELS 26 Gil R - ASlI GRAY 1 2 OFlJG IRM BASE TRM 11 ~V 16'-9" 3 BASE TRM 11'-4" 4 0/S CORN 10'-0" 5 REND LH 6 REND RH 7 SAVE TRM 20'-3° 8 SAVE TRM 15'-4" 9 R JAMB 8'-3" 1 R HEAD 8'-3" 11 BASE TRM 20'-3" 1 BASE TRM 15'-0' t R JAMB 7'-5' ~ a ucen :'_~^ GREGORY S. BARFIELp, pg, 2149NELLPURVISRQAD ADEL, GA 31620 P E #54419 STRUCTURAL STAMP ~~ STB~. BUII.~1N~ SYSI~VIS. II~TC. PRESTIGE BUILDERS & REMODELERS REVISIONS X06-02-044 3 1 06 JACKSONVILLE, FLORIDA SIDEWALL PANELS & TRIM NONE ~z m: PAGE 7 MSS HEF 3 -5 ~~ a ~~ ~. '.AP SCREW LAP SCREW (30" O.C #12 SCF (SEE DETAIL FOF iRUT DETAIL AT PANEL END ~ SIDE LAP BASE SUPPORT PANEL EN INSIDE CL( ^o NOTES: [1] METAL SHAVINGS MUST BE SWEPT FROM THE PANELS DURING ERECTION TO PREVENT SURFACE RUSTING. L2] #72 SCREWS ARE USED TO ATTACH THE PANEL TO THE STRUCTURALS. LAP SCREWS ARE USED AT THE PANEL TO PANEL ATTACHMENTS. THESE FASTENERS ARE SELF-DRILLING. 12" 12" r SIDE lAP #12 SCREW L,AP SCREW DETAIL AT INTERIOR OF PANEL GREGORY S. BAItFIFL~ P.E 2149NEI,I,p[~~ROAD ADEL, Gq 31620 SLAB P E #54419 4" 8" 4" 8" 4" 0 O O 1~ ~ ~ I I I I I I I I ~ 1 o I I ~ O ,. ~ I p O I o ~ O I c ~ n I p ~ ~ ~ ~ ~ I I ( o I ENDWALL SHEETING & TRIM: FRAME LINE PANGS: 26 G~. R - ASN fr'PAY 4 0 4 ~~ I I I I I I : a , ~ Q I Q ! , i w I . of I 1 ~ ~ I C c ' o ~, C I ~ ~ ~ I ~ (~ I ENDWALL SHEETING & TRIM: FRAME LINE 3 PANELS: 26 Cl~. R -ASH fiRAY GREGORY S. BARFIELD, P.E. 2149 NELLPURVLS ROAD ADEL, GA 31620 P E #54419 RAKE ANGLE 4" 8" 4" 8" 4" LAP SCREW SLAB s~ 1 NOTES: [1] METAL SHAVINGS MUST BE SWEPT FROM THE PANELS DURING ERECTION TO PREVENT SURFACE RUSTING. L2] #12 SCREWS ARE USED TO ATTACH THE PANEL TO THE STRUCTURALS. LAP SCREWS ARE USED AT THE PANEL TO PANEL ATTACHMENTS. THESE FASTENERS ARE SELF-DRILLING. ~P SCREW (30" O.C.) -~r~ SCREW IL FOR IAYOUT) BASE SUPPORT END WITH CLOSURES ~''-`r~ SIDE LAP 12" 12" rSIDE LAP .--. .--. rl~. ~-#12 SCREW tre,P SCREW -~ DETAIL AT INTERIOR OF PANEL GREGORY S.BARFIELD,P.E. 2149NELLPURVLSROAD ADEL, GA 31620 P E #54419 ~- #~2 scREw DETAIL AT PANEL END TRIM NOTES: 7/8"LAP SCREW ROLL CAULK (24 ON CENTER) ROOF PANEL EAVE TRIM RAKE TRIM [1] SEAL TRIM SPLICES WITH TUBE CAULK. RAKE TRIM [2] SECURE GUTTER SPLICES AND END PLUGS WITH RNETS. RAKE TRIM \ [3] SECURE ALL OTHER ROOF TRIM " 7/8 LAP SCREW \ ~ \ RAKE END SPLICES WITH TRIM SCREWS UNLESS NOTED OTHERWISE. (24"ON CENTER) \ , [4] TRIM SCREWS ARE LOCATED 24 ON \ ~ CENTER UNLESS NOTED OTHERWISE. WALL PANEL PEAK BOX RAKE TRIM DETAIL PEAK BOX DETAIL RAKE END DETAIL ROOF PANEL i/S CLOSURE WALL PANEL 0/S CORNER TRIM EAVE TRIM WALL PANEL 7/8"LAP SCREW (24"ON CENTER) I S CLOSURE / 1-1/2" WALL PANEL TRIM BASE ~' WALL PANEL EAVE TRIM DETAIL BASE TRIM DETAIL 0 S CORNER DETAIL HEAD TRIM WALL PANEL " SQ SCREW 12 ON CENTER) "SQ SCREW 12 ON CENTER) WALL PANEL JAMB TRIM 1,S0 SCREW WALL PANEL HEAD TRIM (24 ON CENTER) HEAD TRIM DETAIL AT HEADER HEAD TRIM DETAIL AT SILL JAMB TRIM DETAIL AT JAMB GREGOrR~Y~ PiJRVIS ROAD ,~DEI, GA 31620 P E #54419 ~~ ~• 55'-0" ~- 27 -6 27 -6 w w Q I w 0 N w w O I M O w w 0 I w 0 _ r I ~L D r- I i ~I C~ ~_ i A r ~L D NOTE: ANCHOR BOLTS SHALL BE PLACED AS PER BUILDING MANUFACTURERS PLANS. *NOTE: SLOPE DOWN AREA IN FRONT OF ROLLUP DOOR 1 TO ALLOW WATER TO DRAIN. B~ ~ A-~ r-------~ ~V ¢-4-~6 n ~ D I~ I J A _~ I C I~ I .J D I~ I J ~~~~~~~~ ~,~ a~`D ~~ FOUNDATION PLANS GREGORY S BARFIELD PE REVISIONS . , ~~~ 2149 NELL PURVIS ROAD ~. 4 2 2006 ADEL,GEORGIA 31620 '0' "'"'04 205-06 P.E. #54419 °'"""'" C.F.R. FOR: NONE PRESTIGE BULDERS LOCATION: JACKSONVILLE, FLORIDA ~ OF 3 ~ `~A L------~ ~ APR 1~ 2uun L_ g v By: f 4" SLA~_ 6 MIL POLY ~ `~ 2 -~4 CONT. ~ I ;a ~ W/ ~3 TIES 'F AT 48" O.C. 2' p SECTION A - A (SLAB TURN DOWN) ~ ~ 9 CENTER A/BOLTS W/ FOOTINGS (BOTH DIRECTIONS) ANCHOR ...ice BOLTS 4" SLAB', '3-~5 (EQUALLY SPACED) ~ 3- (~5 STIRRUPS (EQUALLY SPACED) N 3- ~5 -i (EQUALLY SPACED) a ~-3" r~ 3' 6 SQUARE SECTION D - D (FOOTING) 3 C NTER A/BOLTS W/ FOOTINGS (BOTH DIRECTIONS) ANCHOR BOLTS 4" SLAB 7- #5 (EQUALLY SPACED) ~ 7- ~!5 STIRRUPS (EQUALLY SPACED) ~ N 7- ~5 (EQUALLY SPACED) -- ih ~„ 6' 6 SQUARE SECTION B - B (FOOTING) SEE BUILDING PLANS CONCRETE LINE FOR PROJECTION 24" WINO COLUMNS 9' DOOR JAMBS 18" ALL OTHERS 'k HEX NUT * TACK WELD NUT TO ANCHOR 80LT ANCHOR BOLTS SHALL 8E ASTM A307 GR36 ANCHOR BOLTS 4" SLAB 5- 5 (EQUALLY SPACED) 5- 5 STIRRUPS (EQU Y 5 ACAS) (EQUALLY SPACED) 2~ 3 CENTER A/BOLTS W/ FOOTINGS (BOTH DIRECTIONS) ANCHOR BOLTS N ~3 M p 4' 6 SQUARE SECTION C - C (FOOTING) SAW CUT CONTROL JOINT 1 /8" WIDE x 1 /3 SLAB DEPTH MIN. 4" SLAB FILL W/ ELASTOMETRIC CAULK. ~(15' MAX SPACING) x-x-x-x-x-x x 4" LAYER 6 MIL POLY OF SAND OR WELDED WIRE FABRIC X57 STONE (6 x 6 x W1.4/W1.4) SLAB DETAIL FOUNDATION PLANS GREGORY S BARFIELD PE ~~sioNs . , ~~~ 2149 NELL PURVIS ROAD a 2 Zoos ADEL,GEORGIA 31620 '10""M°°° p05-06 P.E. #54419 °M" "° C.F.R. FOR: NONE PRESTIGE BUILDERS LOCATION: JACKSONVIIL~, FLORIDA 2 OF 3 r ~ } GENERAL NOTES 1. All foundation work and r~aterials shall be in accordance with the latest edition of the FBC (Florida Building Code> and ACI 318. 2, Prior to construction all ve etatlon, stur~ps, roots, foreign material, and surficlal 9 topsoil shall be rer~oved front the area under the foundation and to a MiniMUr~ distance of 5 feet beyond the liMits of the proposed building, After this striping and clearin has been cor~pleted the exposed natural soils shall be compacted to 9 95% of Modified Proctor in accordance with ASTM D 1557, At a distance of 50 feet or More front an existing structure this cor~paction shall be achieved by use of a vibratory drur~ roller In which the drur~ weighs a Minlr~uM of 5 tons with a r~inir~uM druM diar~eter of 3 f eel, At a distance of within 50 feet f ror~ an existing structure this cor~pactlon shall be achieved by use of a light weight vibratory drur~ or sled cor~pactor having a MaxiMUr~ weight of 1000 pounds, 3, Groundwater levels shall be controlled to a Minir~ur~ of 2 feet below the construction level, Groundwater elevations may fluctuate during construction therefore ter~porary dewatering ray be necessary to control the groundwater levels, 4, Atl fill Material shall be placed in lifts not to exceed 8 Inches and shalt be cor~pacted to 95 % of Modified Proctor in accordance with ASTM D 1557, 5, If 'puMping" of the near surface soils or fill r~aterial occurs during construction which results in strength toss of the subsequent salt, work shall be terr~lnated In these areas and the disturbed soils rer~oved, After reMOVaI of these soils, fill Material which has a water content of not more than 10% shall be replaced and compacted, In lieu of rer~oving the disturbed soils the excess Moisture May be allowed to dfsslpate and the salt re-compacted, 6, When the fill r~aterial has been placed and properly compacted a "sMOOthed" bucket backhoe rya be used to excavate to the planned foundation levels, After Y thfs excavation all soils at the bearing level shalt be compacted to 95% of Modified Proctor in accordance with ASTM D 1557 to a depth of at least 1 foot, If backf filling is required in the footing excavations the fill shall be placed in lifts not to exceed 6 inches, 7, All fill material shall consist of colt with no More than 10% of the particles passing a #200 sieve and shall be free of vegetation, organic r~aterial, construction debris, large rocks, and all foreign r~aterial, 8, All footings have been designed for the following assured soil propertfes~ Bearing Capacity = 2,500 psf Angle of Internal Friction (phi angle) = 28 degrees Coefficient of Friction = 0,45 Soil Weight = 110 lbs per cubic ft, If it is deterr~ined after the soils survey that the actual soil pro erties are different than these assured values, the contractor shall follow he recor~r-endations of the geotechnical engineer, 9, The outlying periMeter areas of the proposed building shall be graded In such a way as to provide positive drainage away f ror~ the proposed building, 10, A vapor retarder shall be Installed underneath the slab consisting of 6 rail minir~ur~ polyethylene with ,joints lapped not less than 6 Inches and sealed, 11. Alt concrete shall have a r~inlMUr~ coMpressive strength of 3,000 psi at 28 days, 12, All concrete shall contain 2,5 % to 6% entrained air to enhance frost resistance, 13, The r~axir~uM water-cer~ent ration of the concrete shall be 0,45, 14, The slump liMits of alt concrete shalt be 2 - 4 inches, 15, All concrete shall be nixed until there is a unif orr~ distribution of Materials in accordance with ACI 318, 16, Alt reinforcin bars that do not re uire weldin shall conforr~ to ASTM-615, Grade 60, 9 q 9 All reinforcin bars that are to be welded shalt conforr~ to ASTM A706, Grade 60, 9 Welded wire fabric shall conforr~ to ASTM A-185, 17, The #4 rebar in the slab turn down shall be continuous for the entire perlr~eter of the faundation and shall be lap spliced a r~iniMUr~ of 2 feet at terr~inal points in order to r~aintain continuity, 18, The slab reinforcing including the welded wire fabric and hairpins shall not be cut Burin or anytiMe after construction since this reinf orcer~ent provides structural 9 stability for the building, 19, Since the passive resistence of the soil is an Integral part of the ability of the foundation to resist the horizontal forces that wilt be present when the design toads are applied to the building systeM, it is expressly forbidden for any future excavation to take place within 50 feet of the building without the consent of the Engineer of Record, 20, Control ,Joints shall be installed in the foundation at intervals not to exceed 15 feet, 21, Maintain 3 inches r~inir~ur~ clearance for all rebar and anchor bolts, unless otherwise noted, 22, The finished grade elevation of the floor slab shall be deterr~ined by the owner, 5 4-4 ~e FOUNDATION PLANS GREGORY S BARFIELD PE REVISIONS . , ~~~ 2149 NELL PURVIS ROAD ~ . a 2 Zoos ADEL,GEORGIA 31620 '10' N1M1O° y05-08 P.E. #54419 '~ C.F.R. Fes' NONE PRESTIGE BUILDERS LOCATION: JACKSONVILLE, FLORIDA 3 OF 3 55'-0" ,~ 27-fi 7- 2 fi N w 0 w O N B --~ ' A-~ r------~ n 0 O w O I w O r _ r ~L D r- I I ~I C~ L _ t A r ~L D -- - -- n ~---------------- ~ J~ A~ - i == i ----------------- L u ~ D I 1 r j ~-------~ A I I g--~ I i ~_~ ~_L I C ~~ i ~ ~ i :e I ~ ~'_~ C ~-r I I _ ~ ~ r., g ~ ~, I I D ~ s: ~ ~r2_ *~ o° 2^ I' _ _ r A -I sse~: l- - - - - ~~2- *~ o" 2~r - - - - L ~ n -- ~ ~ -- D NOTE: ANCHOR BOLTS SHALL BE PLACED AS PER BUILDING MANUFACTURERS PLANS. *NOTE: SLOPE DOWN AREA IN FRONT OF ROLLUP DOOR 1 TO ALLOW WATER TO DRAIN. '~- A ' ~------J ~-- B ~~ Q-4-oc, ~ D I~ I J A _, I C I~ - J D I~ I J FOUNDATION PLANS GREGORY S BARFIELD PE REVISIONS . , cu 2149 NELL PURVIS ROAD ~, 4 2 2006 ADEL,GEORGIA 31620 '0' "'""" 2o5-os P.E. #54419 C.F.R. Fes' NONE PRESTIGE BULDERS LOCATION: JACKSONVILLE, FLORIDA 'I OF S 4" SLAB ~_ 6 Mll POLY ~ 2 -~4 CONT. i W/ #3 TIES AT 48" O.C. 2' p SECTION A - A (SLAB TURN DOWN) ~ ~ 9 CENTER A/BOLTS W/ FOOTINGS (BOTH DIRECTIONS) ANCHOR „ .~~ BOLTS 4" SLAB', ' 3- ~/5 (EQUALLY SPACED) ~ 3- 5 STIRRUPS (EQU LY SPACED) iv 3- ~5 (EQUALLY SPACED) a . " M ie 3 3' 6 SQUARE SECTION D - D (FOOTING) 3~ 3 CENTER A/BOLTS W/ FOOTINGS (80TH DIRECTIONS) ~i''~ BOLTS R 4" SLAB 7- #5 (EQUALLY SPACED) ~ 7- 5 STIRRUPS (EQU LY SPACED) N 7- ~5 (EQUALLY SPACED) ~~ a 6~ 6 -•I M SQUARE SECTION B - B (FOOTING) SEE BUILDING PLANS CONCRETE LINE FOR PROJECTION 24" WIND COLUMNS 9' DOOR JAMBS 18" ALL OTHERS *HEX NUT * TACK WELD NUT TO ANCHOR BOLT ANCHOR BOLTS SHALL BE ASTM A307 GR36 ANCHOR BOLTS 1~-~s U~ Q -µ. ob 4" SLAB 5- 5 (EQUALLY SPACED) 5- 5 STIRRUPS (EQU Y S5 ACAS) (EQUALLY SPACED) 2~ 3 CENTER A/BOLTS W/ FOOTINGS (BOTH DIRECTIONS) ANCHOR BOLTS ~o N ~3" M 4' 6 SQUARE SECTION C - C (FOOTING) SAW CUT CONTROL JOINT 1/8" WIDE x 1/3 SLAB DEPTH MIN. 4° SLAB FILL W/ ELASTdMETR~C CAULK. r(15~ MAX SPACING) ~~ x-x-x-x-x-x x 4" LAYER 6 MIL POLY OF SAND OR WELDED WIRE FABRIC X57 STONE (6 x 6 x W1.4/W1.4) SLAB DETAIL FOUNDATION PLANS GREGORY S BARFIELD PE ~sioNs . , ~~~ 2149 NELL PURVIS ROAD ~ a 2 Zoos ADEL,GEORGIA 31620 J0' ""'0° 2o5-os P.E. #54419 °"""' "' C.F.R. FoR: NONE PRESTIGE BUILDERS LOCATION: JACKSONVILLE, FLORIDA 2 OF 3 GENERAL NOTES 1. Atl foundation work and materials shall be in accordance with the latest edition of the FBC (Florida Building Code) and ACI 318. 2, Prior to construction all vegetation, stumps, roots, foreign r~aterial, and surficial to soil shalt be reMOVed fror~ the area under the foundation and to a MlniMUM P distance of S f eet be and the lir~its of the roposed building, After this striping Y P and clearin has been cor~pleted the exposed natural soils shall be coMpacted to 9 95% of Modified Proctor in accordance with ASTM D 1557, At a distance of 50 feet or r~ore fror~ an existing structure this coMpaction shall be achieved by use of a vibrator drur~ roller in which the druM weighs a Minir~uM of 5 tons Y with a r~inir~ur~ drum diar~eter of 3 f eel, At a distance of within 50 feet from an existin structure this cor~paction shalt be achieved by use of a light weight 9 vibrator druM or sled cor~pactor having a Maxir~ur~ weight of 1000 pounds, Y 3, Groundwater levels shall be controlled to a r~iniMUM of 2 f eet below the construction level, Groundwater elevations may fluctuate during construction therefore ter~porary dewatering ray be necessary to control the groundwater levels, 4. Atl flit Material shall be placed In lifts not to exceed 8 inches and shall be coMpacted to 95 % of Modified Proctor in accordance with ASTM D 1557. 5, If ' uM in " of the near surface soils or fill Material occurs during construction P P 9 which results in strength loss of the subsequent soil, work shall be terr~fnated in these areas and the disturbed soils rer~oved, After rer~oval of these soils, f Ill r~aterial which has a water content of not r~ore than 10% shall be replaced and cord acted, In lieu of rer-ovin the disturbed soils the excess e~oisture May be P 9 allowed to dissipate and the soil re-cor~pacted, 6, When the fill Material has been placed and property coMpacted a "sr~oothed" bucket backhoe Ma be used to excavate to the planned foundation levels, After Y this excavation all soils at the bearin level shall be compacted to 95% of 9 Modified Proctor in accordance with ASTM D 1557 to a depth of at least 1 foot, If backf illin is re wired in the footing excavations the fill shall be placed In lifts 9 q not to exceed 6 inches, 7, All fill material shall consist of soil with no r~ore than 10% of the particles assin a #200 sieve and shall be free of vegetation, organic r~aterlal, P 9 construction debris, large rocks, and alt foreign Material, $. All f ootin s have been designed for the following assuMed soil properties 9 Bearing Capacity = 2,500 psi An le of Internal Friction (phi angle) = 28 degrees 9 Coefficient of Friction = 0,45 Soil Weight = 110 lbs per cubic ft, If it is deterr~ined after the soils survey that the actual soil pro erties are different than these assuMed values, the contractor shall follow he recor~Mendations of the geotechnical engineer, 9, The outlying perir~eter areas of the proposed building shall be graded in such a way as to provide positive drainage away fror~ the proposed building, 10, A vapor retarder shall be installed underneath the slab consisting of 6 rail MInIr~uM polyethylene with ,joints tapped not less than 6 Inches and sealed, 11, All concrete shall have a r~iniMUM cor~pressive strength of 3,000 psi at 28 days, 12, All concrete shall contain 2,5 % to 6% entrained air to enhance frost resistance, - r ti n the con to shall be 0,4 , 13, The Maxlr~ur~ water cer~ent a o of cre 5 14, The slurp liMits of all concrete shall be 2 - 4 Inches, P 15, All concrete shall be nixed until there Is a uniforr~ distribution of materials in accordance with ACI 318, 16, All relnforcin bars that do not require welding shall conforr~ to ASTM-615, Grade 60, 9 Alt relnfortin bars that are to be welded shall conform to ASTM A706, Grade 60, 9 Welded wire f abrfc shalt conf orr~ to ASTM A-185. 17, The #4 rebar in the slab turn down shall be continuous for the entire perir~eter of the faundation and shall be lap spliced a MiniMUr~ of 2 feet at terr~inal points in order to Maintain continuity, 18, The slab reinforcing Including the welded wire fabric and hairpins shall not be cut Burin or an tiMe after construction since this reinforcer~ent provides structural 9 Y stability for the building, 19, Since the assive resistance of the soil is an integral part of the ability of the P foundation to resist the horizontal forces that will be present when the design loads area fled to the building syster~, ft is expressly forbidden far any future PP excavation to take place within 50 feet of the building without the consent of the Engineer of Record, 20. Control oints shalt be Installed in the foundation at Intervals not to exceed 15 feet, J 21, Maintain 3 inches Minir~ur~ clearance for all rebar and anchor bolts, unless otherwise noted, 22, The finished grade elevation of the floor slab shall be deterr-Ined by the owner, S 4-4-ov FOUNDATION PLANS PE BARFIELD GREGORY S REVISIONS , . ~~~ 2149 NELL PURVIS ROAD ~. 4 2 2006 ADEL,GEORGIA 31620 ~' "'"'O° Zo5-os P.E. #54419 °"'"'^ C.F.R. FoR: NONE PRESTIGE BUILDERS LOCATION: JACKSONVILLE, FLORIDA 3 OF 3 f .n.~ 55'-0° ,~ ,~ 27 -6 27 -6 w w 0 I 0 N w O w O r w w O I w 0 _ r I ~L D r- I I ~I C~ L . f A r ~L D NOTE: ANCHOR BOLTS SHALL BE PLACED AS PER BUILDING MANUFACTURERS PLANS. 'k NOTE: SLOPE DOWN AREA IN FRONT OF ROLLUP DOOR 1 TO ALLOW WATER TO DRAIN. B~ ~ A--, r-----~ w¢~OD~ D ~ D I~ I J A -~ I C I~ I - J D I~ I J FOUNDATION PLANS BARFIE~D PE GREGORY S REVISIONS . , ~~~ 2149 NELL PURVIS ROAD ~" 4 2 2006 ADEL,GEORGIA 31620 '0""""R 2o5-os P.E. #54419 °M""" C.F.R. ~R' NONE PRESTIGE BULDERS LOCATION: JACKSONVILLE, FLORIDA 'I OF S D ~.. A L_____J L._ g ~ A 4° SLAB~_ 8 MIL POLY 2 -#4 CONT. W/ #3 TIES AT 48" O.C. Z' p SECTION A - A co w (SLAB TURN DOWN) ~~ 9 CENTER A/BOLTS W/ FOOTINGS (BOTH DIRECTIONS) ....~~ BOLTS 4" SLAB ' 3- ~!5 (EQUALLY SPACED) ~ 3- 5 STIRRUPS (EQU LY SPACED N 3- ~5 (EQUALLY SPACED) ~-3^ r7 3' 6 SQUARE SECTION D - D (FOOTING) 4" SLAB 3~ 3 CENTER A/BOLTS W/ FOOTINGS ~~(BOTH DIRECTIONS} ANCHOR BOLTS 7- #5 (EQUALLY SPACED) ~ 7- ~5 STIRRUPS (EQUALLY SPACED) ~ N 7- ~5 (EQUALLY SPACED) 3 '~ 6' 6 SQUARE SECTION B - B (FOOTING) SEE BUILDING PLANS CONCRETE LINE FOR PROJECTfON 24° WIND COLUMNS 9" DOOR JAMBS 18" ALL OTHERS 'k HEX NUT * TACK WELD NUT TO ANCHOR BOLT ANCHOR BOLTS SHALL BE ASTM A307 GR36 ANCHOR BOLTS S 4-4-~~r 4" SLAB ,'~ 5- 5 (EQUALLY SPACED} 5- 5 STIRRUPS (EQU Y SPACED) 5- ~5~ (EQUALLY SPACED) 2~ 3 CENTER A/BOLTS W/ FOOTINGS (80TH DIRECTIONS) ANCHOR ,~ BOLTS ~o N M ~3 4' 6 SQUARE SECTION C - C (FOOTING) SAW CUT CONTROL JOINT 1/S° WIDE x 1/3 SLAB DEPTH MIN. FILL W/ EIASTOMETRIC CAULK. 4" SLAB r(~5~ MAX SPACING) ~r X-X-X-X-x-X X 4" LAYER 6 MIL POLY OF SAND OR WELDED WIRE FABRIC X57 STONE (6 x 6 x W1.4/W1.4) SLAB DETAIL FOUNDATION PLANS GREGORY S BARFIELD PE REVISIONS . , ~~~ 2149 NELL PURVIS ROAD ~ , a 2 Zoos ADEL,GEORGIA 31620 zo5-os P.E. #54419 °"'" "' C.F.R. Fes' NONE PRESTIGE BUILDERS LOCATION: JACKSONVILLE, FLORIDA 2 OF 3 • '~ GENERAL NOTES 1. All foundation work and materials shall be in accordance with the latest edition of the FBC (Florida Building Code) and ACI 318. 2, Prior to construction all vegetation, stuMps, roots, foreign r~aterial, and surficlal topsoil shalt be reMOVed f ror~ the area under the foundation and to a Minir~ur~ distance of 5 f eet beyond the Brits of the proposed building, After this striping and clearing has been corpleted the exposed natural soils shalt be coMpacted to 95% of Modified Proctor in accordance with ASTM D 1557, At a distance of 50 feet or More front an existing structure this compaction shall be achieved by use of a vibratory drur roller in which the drur weighs a MiniruM of 5 tons with a rinirur druM diareter of 3 f sett At a distance of within 50 feet f roM an existing structure this compaction shall be achieved by use of a light weight vibratory druM or sled compactor having a MaxiruM weight of 1000 pounds, 3, Groundwater levels shall be controlled to a rinlruM of 2 feet below the construction level, Groundwater elevations May fluctuate during construction therefore temporary dewatering may be necessary to control the groundwater levels, 4. All fill roaterlal shall be placed In lifts not to exceed S Inches and shall be coMpacted to 95 % of Modified Proctor in accordance with ASTM D 1557, 5. If 'purging' of the near surface soils or fill Material occurs during construction which results in strength loss of the subsequent soil, work shall be terminated in these areas and the disturbed soils reroved. After removal of these soils, f Ill Material which has a water content of not More than 10% shall be replaced and coMpacted. In lieu of reroving the disturbed soils the excess Moisture May be allowed to dissipate and the soil re-compacted. 6. When the f Ill Material has been placed and properly coMpacted a 'smoothed' bucket batkhoe ma be used to excavate to the planned foundation levels. After Y this excavation all soils at the bearing level shalt be compacted to 95% of Modified Proctor in accordance with ASTM D 1557 to a depth of at least 1 foot, If backfilling fs required in the footing excavations the fill shall be placed in lifts not to exceed 6 inches. 7, All fill Material shall consist of soil with no more than 10% of the particles passing a #200 sieve and shall be free of vegetation, organic material, construction debris, large rocks, and all foreign Material, 8. All footings have been designed for the following assumed soil properties Bearing Capacity = 2,500 psi An le of Internal Friction (phi angle) = 28 degrees 9 Coef f iclent of Friction = 0,45 Soil Weight = 110 lbs per cubic f t, If it is determined after the soils survey that the actual soil pro erties are different than these assumed values, the contractor shall follow he recoMmendatlans of the geatechnical engineer. 9, The outlying perimeter areas of the proposed building shall be graded in such a way as to provide positive drainage away front the proposed building 10. A vapor retarder shall be installed underneath the stab consisting of 6 Mil MiniMUm polyethylene with ,Joints lapped not less than 6 inches and sealed, 11. All concrete shall have a minimum compressive strength of 3,000 psi at 28 days, 12. Alt concrete shall contain 2.5 % to 6% entrained air to enhance frost resistance. 13, The r~axiMUM water-cement ration of the concrete shall be 0,45, 14, The slurp liMits of all concrete shall be 2 - 4 inches. 15, All concrete shalt be Mixed until there is a uniforM distribution of Materials in accordance with ACI 318, 16, All reinforcing bars that do not require welding shall conforM to ASTM-615, Grade 60. Ail reinforcing bars that are to be welded shall conforM to ASTM A706, Grade 60, Welded wire fabric shall conf orM to ASTM A-185, 17, The #4 rebar in the stab turn down shall be continuous for the entire periMeter of the f oundatfon and shall be lap spliced a Minirum of 2 f set at terrinal points in order to Maintain continuity, 18, The slab reinforcing including the welded wire fabric and hairpins shall not be cut during or anytire after construction since this reinforcerent provides structural stability for the building. 19. Since the passive resistence of the soil is an Integral part of the ability of the foundation to resist the horizontal forces that wilt be present when the design loads are applied to the building systeM, it is expressly forbidden for any future excavation to take place within 50 feet of the building without the consent of the Engineer of Record, 20, Control points shall be Installed in the foundation at intervals not to exceed 15 feet. 21. Maintain 3 inches minimum clearance for all rebar and anchor bolts, unless otherwise noted. 22. The finished grade elevation of the floor slab shall be determined by the owner, ~ o FOUNDATION PLANS PE GREGORY S BARFIELD REVISIONS . , ~~~ 2149 NELL PURVIS ROAD ~, 4 2 2006 ADEL,GEORGIA 31620 'O' "'"'°` p05-08 P.E. #54419 "' C.F.R. FoR: NONE PRESTIGE BUILDERS LOCATION: JACKSONVILLE, FLORIDA 3 OF 3 UQ a NODE BE-20 COPYRIGHT ®7984.1987 ETAK INC. 41998 by Rand McNally Sz Company. AI! rights reserved. J~ W d a Z Q z ~ I~-~ `~' ~ ~' ° WAS IIP I~ ]I~ l~~ ~ it 1~~~~E a~-z~ ~~os+ce3 DESCRIPTION OF WORK: PROPOSED NEW CATV FACILITIES 'AND PROPOSED UPGRADED CATV FACILITIES IN THE AREA OF ATLANTIC BEACH, FLORIDA. AREA / STREETS INVOLVED: ATLANTIC BEACH / SEE-ATTACHED LISTING ALSO TOTALS SEE ATTACHED LISTING NOTES: ANY QUESTIONS / PROBLEMS PLEASE CONTACT: DARLENE BENNETT 904 619-3858 ~ r G.C ~l i ., HAL-TEC ENGINEERING, INC. TAMPA, FL rS~; I i :~~ ;~;.~ r City Cf Alllinl~l~, l~v~rL'' Q ' 'ng and Zoni; .~- 6631 EXECUTIVE PARK CT. N. SUITE 102 I FlcetLandingBivd. JACKSONVILLE, FL. 32216 PACE 1 OF 8 IMPORTANT NOTE 1: y ~~ ~~ J J J L 7 7 J ST NAMES C~p~fr~~ ~t ~~s~~ ~t S~~US Cat ~/~f~ G'.'.2. a /~ n U~ ~I~ Ef ~dit/DiiN ~~/d/ z Y Q z p TOTALS NODE # PROP. FTG. AERIAL TOTAL -e- PROP. FTG. U/G S(oU(p -fit TOTAL 8 (, Olo ~t. AREAS BEING WORKED ON *MUST* BE FAXED EACH AND EVERY DAY BY ALL CONTRACTORS IMPORTANT NOTE 2: PROPOSED CATV LOCATION MAY VARY SLIGHTLY DUE TO LOCATES AND OR OBSTRUCTIONS IN THE RIGHT-OF-WAY, ANY DEVIATION FROM THE PLANS OR ASSIGNED CORRIDOR/RUNNING GREATER THEN 12" MUST BE CORDINATED WITH CITY OF ATLANTIC BEACH RIGHT-OF-WAY DEPT. CONTACT: 1 Fleet Landing Blvd. Media~ne CITY OF ATLANTIC BEACH - NODE# ST. NAMES, TOTALS, & NOTES UlL11pD'Il 1~1. HAL-TEC ENGINEERING, INC. TAMPA, FL TYPICAL "PARALLEL" SCaLE~ NONE ¢,asrn+c POLES T1P, nP, ~zls, iw ~; a ~""+ H POLES tJ0& 5t7' R/W - 24' PAVEMENT 13' 21' 13' tx[s ~ ns~ tx EIIIS J1E PRlIAR'I TRIMEX ~ F ' s s ElI1S, .AE SECOIIMRT ~ " I u CAN ~ PRIN', AERIAL 4 4 0 5.5' S.5` TTPlCAL #TTICMlENT NIUITS cAr 11E P0t7 R/v ~:~ ~~ ~sarmm R/W Urv rr ~ TYPICAL . "A" PROFILE (NOT TO SCAM ALL ROADS INDICATED PR~B UNDERGA~ID CATV FACD.ITD:S U~' - - '-^(--- -f-Y -fil- Vf n EXSS, f,~Ni9 " ev. can - - - - - - -- ner. can 1 ~~ ~ - ptiS JBE m PRDIARY tRIPLEX '~' ~ Ur EQS,IBE SEt~mAR7 sR Ut PROP, AERIAL CATV ~ a nom. vn - - - - - - - _ - ewor. rar n TYPICAL ATTAa~+T TYPICAL U G PLAN VIEW ~aa+TS uT n~ P0.E) (NpT TO SCALE) PROPOSED AERIAL CATV FACILffIB3 TO BB OPGRADED rrvtcwl ~ I ( ~ ,~, a ~~~ MIlruvN ~ ~ ~~ b Y ~ ~ ~ a ~ ~; ~ N ..n ~ ~ I TYPICAL "CROSSING" SCALES NONE PROPOSED AERIAL CATP FACILITIES TO BE OPGRADED 7 rn, TYP, 7 TTP, T YP, ~ r rn. n?~ TTPitAL ~ a: n:.. MDl-SPAN ~ ~~„ ~ ~~ 4 x '~• '. a ~, ~ EXIS, PAVED ROAD -/`~ CROSS-STREET OR DRIVEWAY qq yy W F r r ~ 4 .o '~~ ~, RIW rt R/V ~ I VAR, ~~;, r~.~;;. ~` 36' MIN, 2' 2' PROPOSED 4' PVC CONDUIT TYPICAL DRIVE'4PAY JACK & BORE N.T.S. EXIS. CO. RD. 24. 1~ ~ 24' MIN 6' VAR, ~ VAR, PROPOSED 4' PVC CONDUIT R/W RN TYPICAL ROADWAY JACK & BORE N.T.S. BE!~C~I 6O' R/W - z6' PAVEMENT I ~ ~ I U u d ~ 4 a I I tas' tas' R/W ,pr,s AT FDQSN ~ tSAT~L R/W uw sr MpA TYPICAL "H" PROFILE (NQT TD SCALE) ALL ROADS INDICATED PRIlPOSED UNDERCiRDUVD .-- CATV FACILiT1ES nor. ar- - - ~- C!S - - I70l. car N -~ T/1, tR - - riae. can JBE fASEIENf ta~n+cer R/W i R/W CATV Hate «c~ m arv PEDESTAL ~~ t asn~e o' PEDESTAL t>etTiICT7pR i+Agc ~~ NOTE: PLACE PEDESTALS TD THE LEFT OR RIGHT SIDE pF JBE TRANSFQRMER LQCATIONS, TYPICAL JBE EASEMENT N.T.S. SEE ATTACHED MAP PROJECT VICINITY MAP SCALE NpNE NOTES ALL PROPOSED CONSTRUCTION WILL Bf PER CITY SPECIFICATIONS AS WELL AS ALL NESC SAFETY CODES, ALL PROPOSED CATV WILL BE WITHIN THE CITY R]GHT-OF-WAY. ALL PROPOSED UNDERGROUND CATV WILL BE BURIED A MINIMUM OF 24' DEEP, EXCEPT ALL ROAD BORES WHICH WILL BE BURIED A MIN, OF 36' DEEP, NOTIFICATIONS TO ALL UTILITIES INVOLVED WILL HE MADE PRIOR TD CONSTRUCTION, LOCATES WILL Bf REQUIRED IN ALL PROPOSED UNDERGROUND AREAS AT LEAST 48 FlRS~ PRIOR TD CONSTRUCTDON, AlL PROPOSED UNDERGROUND CATV ROAD BORES WD.L USE CITY APPROVED JACK 6 BORE DR DIRECTIDNAL BORE MACHINE, AS WELL AS CITY APPROVED CONDUIT, ALL PROPOSED CATV ROAD BORES WiLI EXTEND A MINIMI~I OF 4' BEYOND THE EDGE OF PAVEMENT, ALL PROPOSED CATV DRIVEWAY BORES WILL EXT~ID A MINIMUM DF 2' BEYOND THE EDGE OF PAVEMENT. ALL PROPOSED CATV WILL BE ,700' OR ,840' DIAMETER, INSULATED COAXIAL CABLE OR I,D' DIAMETER, INSULATED FIBER OPTIC CABLE, AND WILL HE LASHED TD .250' STEEL STRAND CABLE USING .125' STD, GALV, LASHING WIRE, ALL PROPOSED AERIAL CATV CROSSINGS (BOTH ROADWAYS AND DRIVEWAYS) WILL HAVE MINIMUM MID-SPAN HEIGHT DF 18'-0'. ALL OTHER PROPOSED AERIAL CATV WILL HAVE MINIMUM MID-SPAN HEIGHT DF 16'-6' AS PER NESC SPECIFICATIONS, NOTE THIS PERMIT IS FpR ~ PRpP, CATV FACILITY REBUILD / UPGRADE IN CITY ^F ATLANTIC BEACH, 1 Fleet Landing Blvd. be-nr N n~ MEV We CATV i Fro IN _ ~-- Pvc ca>Mar, MIN ar aEP. - 'fl'FAIgr~'FTdIY~` io~~-`'-_ PROPOSED AERIAL & U/G CATV _ ;_,~ REBUILD IN CITY 0~ ATLANTIC BEAC} ~ .... PVC CpIDUIT TD P04ER --C~-DTo3rfl-C~r{}C-~,{~-p-- e/a ~oaa 4YAi ALL PLAN rDl~ Area W E PR)p MEV tuc CATV Tfl -----fl -Ibs'ff-SOd-~-~, --- REPLACE E1(is, CATV FACILITIES t ~ ~ Sheet Nay - OF - C0Ui1 DWAL rr or XW. r l7 O Q °1"""'°""' 5 ~ AETRD Exzs, cAK.ES a~ ~ ~° 105 lOC 102' HAL-T C NG N N SCnlr NON$ Statr FIARDJI S ~ ~,, ~~~ ~~ x E E I SERI G, III. AE~wI ~, teas ~.~ to9' tatr (pr~~, TAMPA, FL m~, DraftecM HAL-TBC TYPICAL U G PLAN VIE'M (NpT Tp SCALE) n1 U _,_J ~a ] Fleet Landing Blvd. a~r~~ •rrYr U ~J ~~~i 1 l.. ~ ~~'~~ 1 Fleet Landing Blvd. l~r~~ ..... Site Plan Legend A artment Buildin s P g Patio Homes Manor Homes Health Center ntral Facilities - "0" Club Ce i ''~••.. ~ •~.. i ~~ '••~. ~'' c -.. ., ~ ~~• '~, ~~~~'•~. j ~ •~. '~•. // ~ 1 i /~ i ~~ ti ,~ z ~ ~ i r w ~ i~r ~ ~ 1 ): ~ ,~ !) ~ '° ~ ) ~ ~ 'c ~ ,- sk/ ~ ; , ! ~~'~ - i ~ ,~ ~ } ~ f. j -~_ ,, ; ~ / l r~ i~ ~~,~ (:~, ti'J~ ~ ~.~ d ,, -~_- ' ti (~ .~~ / ~ ~ ~ ~ 1' N. / ~ -'„~ .., ~,~ -~ ~, ~,, ~, ~ ,~ ~, i ;~~~; ~- ~ ,h 1 `~- P / ~ C ' ~ 1 1 ~ ~ l 1~ 1 ~vl O I Eti, V ~ w ~ 1~1 r ~ ~ ~ \~ ~ V ~((~ ,~' ~ ~ ~, A: _ ~" ``z~ r ~. ~~ ao a ~ ~ ~...,~ r-,. _ , t~ ~~. , .. ~ ~ . , ~pvru ;=~ ;~. ~ ~ „ C... C:~ ~- -. ~~ ~,~ '~ ~,, I~ ~. _., ~ . , ~n~ ` e ~ ~ r~ S ~ ~ ~~ r Ci~) ~~ . ...., .~ _ . µ.., ;~5 ~~ ,,.... _~. ~~ N ~.~~~~ t x :.. ~. 10 ,'' ~.,/ d ~ '~, N t. r •~. .~ •.., -" ,~ ~_ '~ :-, ~. ~~~ ~ ~~ t ~ ' o ,~, .._.._. ~, ~~_ i `~ ~` i r ~ ~`"> / 'i~~.tl I \ / / .~ ~^~ ~~~,~- ~ ~ % .~ / ~ ~ '~ ,o < , ~i '~ ~. Pi ~~ 1 ~~ ~ ~ _ .. ~ _ ., f~ 11