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HomeMy WebLinkAboutSUBMITTED PAPERS_2r 4 Ma, ' � `k LLJ LLJ Kra L) U pill U LL. O O O F- F- O O SLAB SHOULD BE POURED PRIOR TO BUILDING ERECTION. Muhammad Almahayni, P.E. P.E. No. 50944 Certificate of AuthorizationNumber: 50'-0" OUT TO OUT OF CONCRETE 26565 BEND HAIRPINS 25'-0" 25'-0" * * tEE METAL BLDG DWGS AS NECESSARY. FOR EXACT DOOR OPENING DIMENSIONS 1'-5" 23'-7" 00 ' Iz - I 3'-O" Al D A U D C F2. F4 F - F4 F4 00 I -_ _ --_ _ _ _-_ -- _- -„ _ - - - Pq - - I q-6 FTN G I ' I TERIUI�� TREATMENT REQUIRED „ 1 —7 sJ —I — I — 6,-0„ I I T I I-- II � I I� I r � CD I N wl;� 1 I I SJ 6" SLAB 8x8—W10xW10 I I OR USE #4 BARS can z l 18"o.c. EACH DIRECTION l o OR USE #3 BARS z l 12"o.c. EA H ECTION Of SiDIR -- -- �o - II �U co I I I I `� I I ,�I I _ SSi i I I -ell I 111 Al D A D C K'00 1'-5" F2. F4 23,-7„ F F4 F4 I 25'-0" 25'-0" 1 2 3 FOUNDATION PLAN J Zz V) w a� a o rn d =no 0 dcn rn F, o 0 ]z � xo ZO: - W V N 0 o E rn�0. co M E� w � w W � a P' O JOB Pi, -in DATE 09-28-20i1 sleT F1 OF 9 SHEETS - I m � � � � FOUNDATION PLAN ,il% STATE OF gy ° NOT VALID re,au7 SELL AND ° -.4 Vl° ° di1dNAL 9QufURE ..... °o��® FOR CONSTRUCTION These Drawings and Documents are opyrlght u.TE. protected, Use or reproduction Is prohibited wlthout our wrltten consent. ©B o N�o :0944 t ANCHOR BOLT DIA. & SIZES PER METAL BUILDING ANCHOR BOLT LOCATION ANCHOR BOLT LENGTH & PROJECTION SEE PAGE F5 TYP. 4'-0" HIGH 8" CMLt- WALL TYP. REINFORCEMENT NOT SHOWN FOR CLARITY 01 #4 STIRRUPS TYP --\ (2) #4 STIRRUPS 2 1/2 APART A_#5 HAIRPINS TIED TO WWF FINISHED FLOOR 4 HED SECTION "A" 4 STIRRUPS, 6" O.C. ( 10 ) #5 DOWELS W/ 90^ HOOKS 1'-6" TYP HOOK A SECTION THROUGH FOOTING F R/F COLUMN BASES #5 DOWELS /--- TYP A NTH THE FLORIDA BUILDING CODE — BOTTOM MAT ( 6 ) #5 BARS EACH WAY GRADE BEAM REINF. NOT SHOWN FOR CLARITY (TYP.) GRADE BEAM REINF. MUST PASS THROUGH THE FOOTINGS. ANCHOR BOLTS 3" CLEAR 2 1/ #4 STIRRUI 1 3" STIRRUPS AT TOP OF THE PEDESTAL Hilo 3" #5 HAIRPIN DETAIL USE FULL 20' NON SPLICED ROD ®b�afl�e�oae��© ° a"A STATE OF °off A These Drawings and Documents are Copyright protected. Use or reproduction Is prohibited without our written consent. Uj "z N a x a d C., a �Na 51 E- a n o o o P.a .o EE- '0' " V U o.'0 0 Z zO •• � V Lrr o E OI n EL l,. w co C— a E-4 W � W O ,roe NUIVIBM PIt W DATE 09-26-20ll smT F2 OF 9 SEEM FOtMAMON DEfALS NOT VALID WITHOUT SEAL = 0MG %L SGNATURE FOR CONSTRUCTION DATE: T T 3" CLEAR 2 1/ #4 STIRRU All BEEN 'NEWED A, SIG CODE STIRRUPS AT TOP OF THE PEDESTAL ANCHOR BOLT DIA. & SIZES PER METAL BUILDING ANCHOR BOLT LOCATION. FOR ANCHOR BOLT LENGTH & PROJECTION SEE PAGE F5 TYP. G BUILDING STEEL LINE s � 3 BEND HAIRPINS AS NECESSARY. 4'-0" HIGH 8" CM WALL TYP. REINFORCEMENT NOT SHOWN FOR CLARITY #4 STIRRUPS 6"O. c. (2) #4 STIRRUPS 2/l/2" APART #5 HAIRPINS TIED TO WWF II (2) #4 STIRRUPS WWF II 2/2" APART FINISHED II FLOOR I I lot (10) #5 DOWELS—< .. / nno unnvc' 1'-6" HOOK #4 STIRRUPS 6"o. c. �(8) #5 DOWELS w/ 90D HOOKS 3" CLR TYP 1'-6„ I 2,-0„ I1'-034„I 1'-4„ 11,-41 ►ram ►r. -.r- ►.r. 6'-0"x7'-3" FOOTING Al SECTION THROUGH FOOTING F2 R/F COLUMN BASES 1'-4" HOOK ANCHOR BOLTS • —BOTTOM MAT ( 7) #5 BARS LONG WAY ( 8) #5 BARS SHORT WAY GRADE BEAM REINF. NOT SHOWN FOR CLARITY (TYP.) GRADE BEAM REINF. MUST PASS THROUGH THE FOOTINGS. 3" #5 BAR 10111© 3" #5 HAIRPIN DETAIL USE FULL 20' NON SPLICED ROD #5 DOWELS T\/fl 8" CMU TYP , ea��`1@E6�GdB�d� 1 —4�, PED©��a( Ld Sri © y 9 m �o I ��o #4 STIRRUPS ©;,P;�St���` TYP E®aga6pa �� SECTION "A" \� These Drawings and Documents are Copyright protected. Use or reproduction Is prohibited without our written consent, Q E-4 E4 W W a O ,Joe NUAIIR PI1-123 DATE 09-26-2011 mEer F2.1 OF 9 S EETB FO=AMM OETAIS NOT VALID UTMDUT SEAL AND MGMAL SIGNATURE FOR CONSTRUCTION DATE: I 4'-0" F WALL T' REINFOF SHOWN #4 STIRRUPS #5 DOWELS T TYP —\ /— TYP g SECTION THROUGH FOOTING F3 ENDWALL COLUMN BASES GRADE BEAM REINF. NOT SHOWN FOR CLARITY (TYP.) GRADE BEAM REINF. MUST PASS THROUGH THE FOOTINGS. 8" CMU TYP k HOR BOLTS 3" CLEAR 2 1/ #4 STIRRUP 3" m #5 BAR STIRRUPS AT TOP OF THE PEDESTAL Nolim 3" #5 HAIRPIN DETAIL USE FULL 20' NON SPLICED ROD �aaclaeeeeoee�® No 50944 1 O % STATE 0e o � goo. l o ®� 4�0'W, ��. r 0 �� These Drawings and Documents are Copyright protected, Use or reproduction Is prohibited without our written consent Y z �z " w d a x� 0 �No E- w QQ- 0 N U U �z C)Y N - o �+0 zM �._ V _ o o E rn a �E cc c� E- � W a W W '—' a E-4 O w ,roe N UMBM min DATE os-zs-2W a-EET F3 of s arl�ETs FOUNDATION DETAN.S NOT VALID �d0U7 SEAL AND OWfT1Al 9QulURE FOR CONSTRUCTION GATE: I A ANCHOR BOLT DIA. & SIZES PER METAL BUILDING ANCHOR BOLT LOCATION. FOR ANCHOR BOLT LENGTH & PROJECTION SEE PAGE F5 TYP. G 2 /(2) #4 STIRRUPS STEEL LINE? 1 2" APART 4'-0" HIGH 8" CM GRADE BEAM REINF. NOT SHOWN FOR CLARITY (TYP.) P RADE BEAM REINF. MUST ASS THROUGH THE FOOTINGS. WALL TYP. WWF REINFORCEMENT NOT FINISHED FLOOR SHOWN FOR CLARITY CLR #4 STIRRUPS, 6 O.C. 16 ) #5 DOWELS W/ 90- HOOKS II II 0 3" CLR _ I TYP - co BOTTOM MAT N } 0'-9" TYP ( 5 ) #5 BARS EACH WAY 0'-9„ 1,-O„ 0'-9„ HOOK 3'-6"x4'-6" FOOTING C SECTION THROUGH FOOTING F4 CORNER COLUMN BASES 3" CLEAR 2 1/ #4 STIRRUI STIRRUPS AT TOP OF THE PEDESTAL --- . + + N 1.++ #5 DOWELS TYP #4 STIRRUPS TYP M■- SECTION "A" BUILDING G STEEL LINE 7 o Xi #5 DWLS AT 18"o.c: 0 _I -8" BOND BEAM AT TOP OF WALL w/ 2 #5 CONT. FILL w/ 3,000 psi CONC. #5 AT 48"o.c. CONT 8" CMU. FILL REINFORCED CELLS w/ 3,000 psi CONC. /--WELDED WIRE FABRIC FINISHED FLOOR ( 3) #5 BARS CONT #4 TIES AT 12"o.c. 4 #5 CONT TYP 3"clr Q O 1'-0" 1'-0" 1'-0" 1" ANCHOR — BOLTS 3'-0" CONT FOOTING G _ D SECTION THROUGH GRADE BEAM F4 SIDEWALL & ENDWALL Qo®o�q��,© A t ®©® T��ya,kT��1 ig�n1 pe �vg y 2" CLR V 6�0,U- 11S BE ihT Q6.3 lFiBR o p ® o P � :MU gO®� o�C�e e�©' These Drawings and Documents are Copyright protected, Use or reproduction Is prohibited without our written consent. cc H0-4 � w W E-� O .JOB NUMBER Pn-123 DATE 09-26-20n sHiEET F4.0 OF 9 SHEETS *D111" DETAI.S NOT . �ITNOUT SEAL AAD OMGMAL SGNATURE FOR CONSTRUCTION DATE: SEE MTL BLDG DETAILS SHEET F2 FOR RECOMMENDED CONDITION AT DOOR OPENINGS - WELDED WIRE FABRIC "I � FINISHED FLOOR H: 3 �0'�� ( 3) #5 BARS CONT Qo #5 DWLS N # AT 18' .c' 4 TIES • o AT 12"o.c. 4 #5 CONT TYP L) 0- 3"cir 3'-0" CONT FOOTING D 1 SECTION THROUGH GRADE F4. BEAM AT DOOR OPENINGS GRADE BEAM REINF. MUST PASS THROUGH THE FOOTINGS. ENDWALL GRADE BEAM #5 DWLS AT 18"o. c. 5 BARS HORIZ 5 BARS HORIZ CONTINUOUS ) • Y CONTINUOUS ) O J o a = U o a �mw SIDEWALL --/ ( TYP LAP FOR #5 BARS IS GRADE BEAM 36" ) SEE LAP TABLE ON DWG F/6 GRADE BEAM CORNER CONTINUOUS ROD DETAIL #5 DWLS— AT 48"o. c. II 1-#5 @ 8" CMU 1-#6 @ 12" CMU WALL VERT REINF (TYP) JOINT REINF @ 16"o.c. F7.9 TEE Uhl WE B0 OE ��I1 1 THE FLORIDA MU WALL CORNER � `�"` ���' DETAIL LNG COLIC CORNER WHERE ONLY ONE FACE OF HORIZ REINF OCCURS ALTERNATE BENT BAR LAP DIRECTION 3ARS ;AME NO. AS CING INTERSECTION LAP: 36 BAR DIAMETERS FOR GRADE 60 TYP FOOTING CORNER DETAIL ( CONTINUOUS ROD DETAIL ) ego °.gym o No 50044 a d •e oil ep o w ° ®°o `�' TtTE OF 0 ®o i °Bp°°°°°°° ° These Drawings and Documents are Copyright protected. Use or reproduction Is prohibited without our written consent. r Y F . U N z w Ir as a a t 0. < <N p.'F, a�00-2 r v am E W D a t0 c N � z 0 .2 Ix o Z EC - En x o U-T t a,:na U-w c� W � w a E-+ O JOB NUMB R M123 DATE 09-26-2N _mm-r F4.1 OF 9 SHEETS FOUlOA710N DETALB FOR CONSTRUCTION DATE: CTAVU BAD TEM Aems& IZ- BASE PLATE �DDOWELS SEE T- DETAILS FORM SEE METAL BUILDING OWELS SEE DETAILS BOARD DWGS FOR LOCATION z ANCHOR BOLTS 2" clear VARIES o D typical SEE DETAILS HAIR PIN OR TIE ROD m ° WRAP & HUG ANCHOR BOLTS ,�1, #4 STIRRUPS VARIES ° ALLTHREADED ROD I SEE DETAILS ° ALSO ACCEPTABLE TACKWELD T °CONCR< WASHER nYP z a I WASHER - SEE ° - ° - a - - 3" MIN. f NOTES BELOW CONC. COVER ° I FLAT HEAD -- ° STANDARD ANCHOR BOLT ONE ROW OF HAIRPIN OR TIE ROD IS SHOWN FOR CLARITY. USE THE PROPER COUNT FROM SHEETS F1, F2 AND F3, ETC. HAIR PIN / TIE ROD DETAIL LONGITUDINAL AND TRANSVERSE HAIRPIN DETAIL ANCHOR BOLT NOTES of :E 1. ANCHOR BOLTS SHALL MEET THE REQUIREMENTS OF ASTM A307 OR A36 UNLESS NOTED OTHERWISE. 2. ALL ANCHOR BOLTS SHALL BE FURNISHED WITH ONE(1) HEX NUT(2 PREFERRED) AND CUT WASHERS OF SPECIFICATIONS COMPATIBLE WITH THOSE OF THE THREADED SHANKS UNLESS NOTED OTHERWISE. TYP ANCHOR BOLT DETAIL �. ®gym Q $ 0 3�A OF ®'RP oo®d g0N e® Gp TACKWELD WASHER TYP WASHER - SEE f NOTES BELOW BOLT HEAD ANCHOR BOLT SCHEDULE BOLT DIA D2„ MIN EMBEDMENT L8„ MIN THIRD MIN ROD LENGTH MIN BOLT LENGTH 1 0, 4,> 13„ 2„ 5/8" 0'-11" 4" 16 1/2" 16 1/2" 3/4" V-1" 18 1/2" 18 1/2" 7/8" 1'-4" 5" 23" 23" 1" 1'-7" 5" 26" 26" 1 1 /4" 2'-0" 5" 31 1/2" 31 1/2" 1 1/2" 2'-3" 5" 1 35" 35" DTT D-\- "T D T hese Drawings and Documents are Copyright L I protected. Use or reproduction Is prohlblted J without our written consent. Y w o �zV) � o a� c ,-ad r"ao 0 d� a`o'�ma d co v �a�.Q�oN E"W v sxaj tO o U U� o .. o c a' 0 0) C C��_ti E RA J a l,_ w JOB NUIuBEMR M123 DATE 09-26-2011 mEu F5 of 9 MEEM DETALs 'NOT VAUD "TROUT SEAL AND OMONAL SIGNATURE FOR CONSTRUCTION DATE; SEE SJ TABLE WELDED WIRE FABRIC — OPTIONAL — FILL VOID WITH NON—BONDING CONCRETE EPDXY FILLER. 80 HARDNESS FINISHED FLOOR LMOISTURE BARRIER ( 6 mil min POLY ) 10 mil POLY preferred ) SAWCUT JOINT DETAIL LONGITUDINAL AND TRANSVERSE FABRIC LAP TO BE PLACED AWAY FROM CONCRETE SAWCUT JOINT DEPTH TABLE ( SJ ) 4" SLAB 1" Si 6" SLAB 1 1 /2" 8" SLAB 2" SJ J SEE WELDED WIRE (WWF) SPECIFICATIONS FOR LAP TYP FINISHED FLOOR MOISTURE BARRIER ( 6 mil min POLY ) 10 mil POLY preferred ) WELDED WIRE FABRIC SPLICE LONGITUDINAL AND TRANSVERSE h = ri �"r rc�Yq lnP il.tiJlu`�i `c3ire��aL�{is:.:�s�ci li�dii�f�©0 LOP ILD$ >* TOOL OR CHASE w/ � a SHp' SAWCUT SIM. TO Cn c, F.F. PER PLAN CONTROL JOINT N a FORMED KEYWAY W/ #12x1-1/4" S.D. SCR 3/4" DIA. x 18" LONG SMOOTH (R—PANEL 6" 0/C) DOWELS @ 18" O.C., GREASE (A -PANEL 12" 0/C) ONE END FOR BOND BREAK 2'-0" 2'-0" (OR PER METAL BLDC RECOMMENDATIONS) PROVIDE CONSTRUCTION JOINT IN LIEU OF CONTROL JOINT AT TERMINATION OF POUR ONSTRUCTION JOINT DETAIL O BUILDING STEEL LINE BASE ANGLE DETAIL WELDED WIRE FABRIC (WWF) SPECIFICATIONS WWF DESIGNATION REBAR DIAMETER (IN) SPACING EACH DIRECTION (IN) 12X12—W10/ W1 0.356 12 1OX1O—WlO/WlC 0.356 10 8X8—W10 W1 0:356 8 6X6—W10 / W1 0.356 6 4X4—W10 WlQ 0.356 4 WWF CAN BE SUBSTITUTED TO THE HIGHER ONE( SMALLER SPACING) DEFORMED REQUIRED BILLET STEEL LAP TABLE #3 ROD 22" LAP #4 ROD 29" LAP #5 ROD 36" LAP #6 ROD 43" LAP #7 ROD 50" LAP #8 ROD 57" LAP #9 ROD 65" LAP 10 ROD 72" LAP 11 ROD z%596 " LAP 11 CONNECT BASE ANGLE TO CMU W/ 1 /4" CONCRETE ANCHOR OR EQUAL AT 2'-0" O/C. MAX. These Drawings and Documents are protected. Use or reproduction Is without our written consent. Y �z N w is a' a o ad a,:Nv allo o .�Gr wit vv Ey GTj O Q �s I 0 t°O oz3o0,L04UZ:wE-N Cn rnZo x t n0. w W E 4 0- 4 � W . w w � O .JOB NUMBER Pn-123 DATE 09-26-20N mmT F6 OF 9 SHEETS DUALS MOT VAUD WTHOUT SEAL AND DIUGUM SIGNATURE FOR CONSTRUCTION DATE: F�f rY-rGS�➢1,Y1(L 1 Y �+1�✓�% DESIGN CRITERIA DI. ALL WORK SHALL CONFORM TO AT LEAST THE MINIMUM STANDARDS OF THE FBC 07. D2. DESIGN LOADS: LIVE LOAD 20 PSF ( REDUCIBLE ) ROOF DEAD LOAD 3.0 PSF BY MTL BLDG MFR ROOF COLLATERAL LOAD 1.0 PSF ROOF SNOW LOAD 0.0 PSF GROUND SNOW LOAD 0.0 PSF WIND VELOCITY 120 MPH ( EXPOSURE C ) FROST DEPTH 2'-0' MINIMUM. D3. DESIGN VALUES: DESIGN IS BASED ON NON EXPANSIVE SOILS. 'ASSUMEDZALLOWABLESOII-BEARING=P.RESSUREZ--150D-PSF;(MiN} 6ON'rRACTOR-TO-VERIF_YoS01LjBEARING.P.RESSURE-& FROST DEPTH AND NOTIFY ENGINEER IF SOIL FAILS ANY OF THESE REQUIREMENTS. D4. TO THE BEST OF THE ENGINEER'S KNOWLEDGE THE FOUNDATION PLANS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE FBC 07. STRUCTURAL NOTES: C6. SPLICES AND ANCHORAGE OF REINFORCING SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: WELDED WIRE FABRIC 8' MIN, ALL OTHER 57 DIA. (22- MIN.) C7. REINFORCEMENT IN WALLS, FOOTINGS, COLUMNS AND BEAMS SHALL BE CONTINUOUS AND LAPPED 57 BAR DIA. AT SPLICE UNLESS NOTED OTHERWISE. HOOK AND LAP ALL CORNER AND INTERSECTING BARS ( SEE CROSS SECTIONS AND TYPICAL DETAILS.) C& TERMINATE ALL DISCONNECTED ELEVATED SLAB TOP BARS WITH 180 DEGREE STANDARD HOOK UNLESS OTHERWISE NOTED. C9. CONTINUOUS TOP BARS SHALL BE SPLICED AT MIDSPAN. CONTINUOUS BOTTOM BARS SHALL BE SPLICED AT CENTER LINE OF SUPPORTS ( OR AS SHOWN ON CROSS SECTIONS AND DETAILS ). CIO. AT CHANGES IN DIRECTIONS OF WALLS AND STRIP FOOTINGS, PROVIDE CORNER BARS AT SAME SIZE AND SPACING AS HORIZONTAL BARS. GENERAL M GI. THE GENERAL CONTRACTOR SHALL REVIEW AND DETERMINE THAT M DIMENSIONS ARE COORDINATED BETWEEN ARCHITECTURAL AND M STRUCTURAL DRAWINGS PRIOR TO FABRICATION OR START OF M CONSTRUCTION. G2. THE GENERAL CONTRACTOR SHALL PROVIDE ALL FIELD (IF NECESSARY) M MEASURES TO FIT ALL REQUIREMENTS SHOWN ON ARCHITECTURAL AND STRUCTURAL DRAWINGS. IF ANY DISCREPANCIES WERE FOUND, CONTRACTOR TO NOTIFY ARCHITECT/ ENGINEER IMMEDIATELY. G3. THE GENERAL CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY M TO PROTECT, THE STRUCTURE. THE WORK PERSONS AND OTHER PEOPLE DURING CONSTRUCTION. HE SHALL SUPERVISE AND DIRECT M THE WORK AND BE RESPONSIBLE FOR ALL CONSTRUCTION. G4. NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED OR OTHERWISE REDUCED IN STRENGTH. M G5. THE GENERAL CONTRACTOR SHALL COORDINATE ARCHITECTURAL, MECHANICAL AND ELECTRICAL WORK FOR ANCHORED. EMBEDDED, SUPPORTED ITEMS, WHICH AFFECT THE STRUCTURAL DRAV61NGS AND NOTIFY THE ARCHITECT/ ENGINEER OF ANY DISCREPANCIES. FOUNDATIONS M F1. SUBSURFACE INVESTIGATIONS HAS NOT BEEN PERFORMED AND GEOTECHNICAL ENGINEERING REPORT WAS NOT AVAILABLE FOR FOUNDATION DESIGN. PRIORcTO=CONSTRUCTION;-THE=CONiRACY0R-4' SHALL-RETAIN-THE-SERVICE5-OF- QuAUFIED-GEOTECHNICAL ENGINEER LTD -PERFORM SOIL TEST REPORT WITH RECOMMENDATIONS E=& - FOUNDATION DESIGN-( INCLUDING ALLOWABLE;SOIL..BEAMNG,PRESSURE). PROVIDE EARTHWORK -COMPACTION -CRITERIA AND PERFORM SOIL 1 RESPONSIBLE FOR TESTING DURING CONSTRUCTION. CONTRACTORS E E PERFORMING ALL EARTHWORK OPERATIONS IN STRICT ACCORDANCE WITH THIS REPORT. IF FOUNDATION RECOMMENDATIONS AND ALLOWABLE SOIL BEARING CAPACITY DIFFER FROM THE DESIGN ASSUMPTIONS SHOWN ON THE DRAWINGS, THEN MODIFICATIONS TO THE DRAWINGS WILL BE REQUIRED. SHOULD THIS OCCUR, THE CONTRACTOR SHALL STOP CONSTRUCTION AND NOTIFY A/E IMMEDIATELY UNLESS NOTED OTHERWISE. SLAB ON GRADE S1. UNLESS NOTED OTHER VASE COMPACT INTERIOR FILL TO 95% OF MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM DISS,7 SOIL COMPACTION SHALL BE FIELD CONTROLLED BY REP TECHNICIAN OF QUALIFIED LABORATORY. EACH LAYER OF FILL SHALL NOT EXCEED B' THICK AND SHALL BE COMPACTED PRIOR TO PLACEMENT OF NEXT LAYER. 952 SOIL COMPACTION SHALL BE ACHIEVED TWO (2) FEET BELOW FOOTINGS BOTTOMS. S2, MINIMUM PLACEMENT OF CONTROL JOINTS SHALL BE AS SHOWN ON DRAWINGS. S3.FOUNDATIONS SHALL BE BUILT ON UNDISTURBED SOIL OR PROPERLY COMPACTED FILL MATERIAL. THE AREA UNDER FOOTINGS. FOUNDATIONS. AND CONCRETE. SLABS ON GRADE SHALL HAVE ALL VEGETATION, STUMPS, ROOTS, AND FOREIGN MATERIALS REMOVED PRIOR TO THEIR CONSTRUCTION. FILL MATERIAL SHALL BE FREE OF VEGETATION AND FOREIGN MATERIAL. S4.ALL FILL MATERIAL UNDER STRUCTURE SHALL BE NON- EXPANSIVE SANDY CLAY OR CLAYEY SAND EXHIBITING A LIQUID LIMIT LESS THAN 35, PLASTICITY INDEX BETWEEN 8 AND 15 AND LESS THAN 60K PASSING THE 200 SIEVE. FILL MATERIAL SHALL BE of NOT LESS THAN 95% OF MODIFIED PROCTOR MAXIMUM DRY DENSITY PLACED IN LOOSE LIFTS NOT TO EXCEED 8' AND COMPACTED TO A DENSITY (ASTM D-1557) AT OR SLIGHTLY WET OF OPTIMUM MOISTURE CONTENT. SAND CUSHION UNDER SLABS ON GRADE SHALL BE EITHER WELL GRADED WASHED CONCRETE SAND OR PEA GRAVEL. FINAL FILL MATERIAL APPROVAL SHALL BE BY SOIL'S ENGINEER. SS.BACKFILL BOTH SIDES OF ALL FOUNDATION AND RETAINING WALLS EQUALLY UNTIL LOW SIDE IS UP TO FINISH GRADE. DO NOT BACKFILL ANY WALLS UNTIL CONCRETE HAS REACHED ITS SPECIFIED 28-DAY COMPRESSIVE STRENGTH. BE DETERMINED BY IN -SITU FIELD TESTS PRIOR TO PLACING ADDITIONAL FILL. FINAL FILL MATERIAL APPROVAL SHALL BE BY SOILS ENGINEER. S6. PROVIDE A 4-INCH CLEAN MEDIUM TO COARSE SAND OR GRAVEL COMPACTED DRAINAGE FILL BELOW ALL INTERIOR SLABS -ON -GRADE UNLESS NOTED OR DETAILED OTHERWISE. CONCRETE AND REINFORCING C1. CONCRETE WORK SHALL CONFORM TO ACI CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI-318-05). C2. ALL CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI UNLESS NOTED OTHERWISE. C3. CONCRETE MIX SUBMITTALS MUST INCLUDE THE AREA IN WHICH THE CONCRETE IS TO BE PLACED ( THUS FOUNDATIONS, SLAB ON GRADE, FILLED CELLS, COLUMNS OR TIE BEAMS, ETC.). FAILURE TO DO SO WILL CAUSE DELAY AND/ OR REJECTION OF SUBMITTALS C4. REBAR SHALL CONFORM TO ASTM-615 GRADE 60. WELDED WARE FABRIC SHALL CONFORM TO ASTM A-185. C5. MINIMUM COVER FOR REINFORCING SHALL BE AS FOLLOWS UNLESS OTHERWISE NOTED: FOOTINGS 3' GRADE BEAMS 1 1/2- ( ON TES ) MASONRY 1. MASONRY CONSTRUCTION SHALL CONFORM TO ACI STANDARD BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES (ACI 531-05). 2. CONCRETE BLOCKS SHALL CONFORM TO ASTM C-90 ( F'.-1500 PSI) 3. MORTAR SHALL COMPLY WITH ASTM C270. TYPE M OR S. 4. BLOCKS SHALL NOT BE MOISTENED BEFORE GROUTING, 5. ALL MASONRY CROSS WEBS SHALL BE FULLY BEDDED IN MORTAR AROUND CELLS TO BE GROUTED. 6. THE MINIMUM CONTINUOUS UNOBSTRUCTED CELL AREA IN CELL TO RECEIVE GROUT MUST BE NOT LESS THAN 2'X3'. MORTAR FINS MUST BE REMOVED AS BLOCK PLACEMENT PROCEEDS. MORTAR DROPPINGS MUST BE KEPT OUT OF CELLS, WHICH ARE TO BE GROUTED. 7. REINFORCE WALLS WITH TRUSS TYPE (ASTM A-82. 09 GAGE WIRE) REINFORCEMENT EQUAL TO DORO-WALL IN BED JOINTS O 16' o/c UNLESS NOTED OTHERWISE. B. WHERE SHOWN. CORES OF BLOCK MASONRY SHALL BE FILLED WITH GROUT WITH MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS. GROUT SLUMP SHALL BE 4' TO 6' MAXIMUM UNO. 9. GROUT FOR FILLED CELLS SHALL BE POURED OR PUMPED IN LIFTS NOT TO EXCEED EIGHT (8) FEET IN HEIGHT. AND SHALL BE CONSOLIDATED AT TIME OF POURING BY RODDING OR VIBRATING. M10. PROVIDE KNOCK -OUT CMU AT BASE OF EACH FILL ED CELL To ALLOW VISUAL VERIFICATION OF COMPLETE GROUT PENETRATION. 11. VERTICAL REINFORCING MUST HAVE A MINIMUM CLEARANCE OF 1/2- T IN FAVERTICAL REINFORCEMENT IN WALLS SHALL BE 0 SIDE FACE. SECURED AND LATERALLY SUPPORTED AGAINST DISPLACEMENT AT INTERVALS NOT EXCEEDING 192 X BAR DIAMETER NOR 10 FEET. u12. GROUT PLACEMENT STOPPED FOR (1) HOUR OR MORE SHOULD BE STOPPED ( 1 1/2- ) BELOW THE TOP OF THE MASONRY UNIT TO PROVIDE A KEY FOR SUBSEQUENT GROUTING. M13. SEE FOUNDATION PLANS FOR ALL VERTICAL REINFORCING TO EXTEND INTO UPPER MOST BEAM OR PARAPET TOP BLOCK. MI6. TEMPORARY BRACING AND SHORING OF WALLS TO PROVIDE STABILITY DURING CONSTRUCTION TO BE THE RESPONSIBILITY OF THE CONTRACTOR.. MI5. MASONRY CONSTRUCTION MATERIALS AND INSPECTIONS SHALL CONFORM TO ALL REQUIREMENTS OF ' SPECIFICATIONS FOR MASONRY STRUCTURES (ACI-ASCE 530.1)- EXCEPT AS MODIFIED BY THE REOUI REMNANTS OF THESE DOCUMENTS. UGHTGAGE METAL FRAMING SYMBOL LEGEND LMF1. COLD ROLLED EXTERIOR AND INTERIOR WALL ARE DESIGNED BY NUMBER OR LETTER FOR SECTION OR DETAIL ARCHITECT ENGINEER OF RECORD. NO SPECIALTY ENGINEERING WALL BE ACCEPTED. LMF2. CONNECT STEEL STUDS AND TRACKS To A-36 STEEL OR CONCRETE WITH POWER DRIVEN SHOTS AT EACH STUD. CONNECT STEEL STUDS AND TRACKS TO EACH OTHER WITH (2)110 BUILDEX SCREWS AT EACH STUD AT EACH FACE. . PACE ON WHICH SECTION OR DETAIL OCCURS TYPICAL UNLESS NOTED OTHERWISE. SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATION AND EXTENTS OF STEEL STUD WORK. NOTE: .138" dia. SHOTS REFERS TO LOW VELOCITY POWER DRIVEN SECTION CUTS FASTENERS WITH MINIMUM CAPACITIES AS FOLLOWS: IN CONCRETE 1 7/16" PENETRATION . 125 LEIS PULLOUT 200 Les SHEAR NUMBER OR LETTER FOR GRIDLINE LMF3. L.G. STEEL STRUCTURAL STUDS SHALL MEET FOLLOWING DESIGN CRITERIA: GALVANIZED G-60 ASTM A525, MINIMUM YIELD STRESS TO BE 50 KS FOR 14 AND 16 GA. AND 33 KSI FOR 18 AND 20 GA. TRACKS AND ALL OTHER COMPONENTS TO BE 33 KSI. _Plnl IKIF CYAAPr)l STUD SIZE (IN) MIN. ( 1 IN 4) MIN. (S IN 3) I N 3 5/9-X 20 GA 0.56 0.309 5/8-X 18 GA 0.691 0.381 TRACK SIZE (IN) MIN. ( I IN 4) MIN. IS IN 3) NORTH ARROW 3 5/8-X 20 GA 0.038 3 5/8-X 18 GA 0.047 WOOD FRAMING WF1. WOOD CONSTRUCTION TO BE DONE ACCORDING TO SBC-1997 EDITION. ELEVATION SYMBOL WF2. STRUCTURAL LUMBER TO BE USED GRADE 2 W/ Fb=1200 psi WF3. STRUCTURAL LUMBER ATTACHED TO CONCRETE OR STEEL, OR EXPOSED TO THE WEATHER TO BE PRESSURE TREATED. Q REVISION MARK ANCHOR BOLTS ABI. PROVIDE ANCHOR BOLTS CONFORMING ASTM A307 STEEL OR A36 THREADED FASTENERS AB2. USE TEMPLATES TO ACHIEVE PRECISE LAYOUT AS SHOWN ON ANCHOR PLAN. AB3. REMEDIAL WORK FOR MISSING. IMPROPERLY PLACED OR WRONG MATERIAL ANCHOR BOLTS TO BE REVIEWED BY A LICENSED ENGINEER IN THE STATE. FOLLOW W A R PART IV 2 R PART 1926 SAFETY A84. ERECTOR TO FOR NEW OSHA RULES/ / 9 CF / STANDARDS FOR STEEL ERECTION; FINAL RULES. ABS. ERECTOR TO START ERECTION WHEN CONCRETE HAS OBTAINED A7 LEAST 75X OF DESIGNED COMPRESSIVE STRENGTH WHICH IS TO BE 2250 psi., AND AFTER OBTAINING A WRITTEN TESTING LAB -CERTIFICATE FROM GENERAL CONTRACTOR ( MEANS CONTROLLING CONTRACTOR.) A136. iS BSTITUTON OF-E%PA§iON ANCHORS`rOR"EMBEDDED-ANCHORS-SHALL NOT'BE PERMITTED UNLESS APPROVED BY THE_ENONEER. STRUCTURAL STEEL S1. STEEL WORK SHALL CONFORM TO THE RISC 'SPECIFICATIONS FOR THE DESIGN , FABRICATION AND ERECTION OF STRUCTURAL STEEL BUILD INGS', LATEST EDITION. S2. STEEL TUBING SHALL CONFORM TO ASTM A-500 GRADE B. PIPE STEEL SHALL CONFORM TO ASTM A-53. S3. STRUCTURAL STEEL PLATES AND SHAPES TO CONFORM TO ASTM A-36. UNLESS NOTED OTHERWISE, AND STEEL SHALL BE DOMESTICALLY PRO DUCED. S4. BRACE AND MAINTAIN ALL STEEL IN ALIGNMENT UNTIL OTHER PARTS OF CONSTRUCTION NECESSARY FOR PERMANENT SUPPORT ARE COMPLETED. CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING TEMPORARY SHORING AS REQUIRED FOR THE STABILITY OF THE STEEL FRAME UNTIL ALL STRUCTURAL ELEMENTS HAVE BEEN COMPLETED AND BUILDING IS ENCLOSED 55. ANCHOR BOLTS TO CONFORM TO ASTM A-307 UNO. ANCHOR THREADED RODS SHALL CONFORM TO ASTM A-36 (UNO) THREA DED EACH END WITH NUT AT BOTTOM TACK WELDED SECURE. S6. ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE 'STANDARD CODE FOR WELDING IN BUILDING CONSTRUCTION' of THE AMERICAN WELDING SOCIETY. WELDING ELECTRODES SHALL BE E-70XX LOW HYDROGEN FOR SHIELD AND METAL ARC WELDING. S7. GROUT FOR COLUMN BASE PLATES AND PRESET BEARING PLATES SHALL BE NON -SHRINK GROUT BY 'EMBECO' OR APPROVED EQUAL (5000 PSI MINIMUM) AS NEEDED. SB. PROVIDE STANDARD AISC CONNECTIONS AT ALL BEAM TO COLUMN, BEAM TO WALL CONDITIONS TO SAFETY SUPPORT 2/3 of THE SAFE LOAD CARRY CAPACITY FOR THE GIVEN SPAN, UNLESS NOTED OTHERWISE ON DRAWINGS. S9. SUBMIT SHOP DRAWINGS INDICATING ALL SHOP AND ERECTION DETAILS INCLUDING PROFILES, SIZES, SPACING AND LOCATION OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS, FASTENERS. LOADS AND TOLERANCES. EXPANSION BOLTS EBI. PROVIDE FASTENING USING STANDARD KWIK BOLT SIZES CONFORMING TO "HILT] ANCHORING SYSTEM CATALOG" AND "HILTI FASTENING TECHNICAL GUIDE" BY "HILT" OR APPROVED EQUAL (UNO). aI LEGAL NOTES: USING THESE PLANS, DRAWINGS AND SPECIFICATIONS TO CONSTRUCT THE STRUCTURES OR FOUNDATIONS, CONSTITUTE AGREEMENT BY THE CLIENT TO THE FOLLOWINGS: Indemnification The client shall indemnify and hold harmless Structural Design Concepts, Inc. and Muhammad N. Almahayni, PE and ail of its personnel and sub contractors from and against any and all claims, damages, losses and expenses (including reasonable attorneys' fees) arising out of or resulting from the performance of the services, provided that any such claims, damage, loss or expense is caused in whole or in part by the negligent act or omission and/or strict liability of the client, anyone directly or indirectly employed by the client (except structural design concepts and Muhammad Almohoyni, PE) or anyone for whose octs any of them may be liable. This indemnification shall include any claim, damage of losses due to the presence of hazardous materials. Risk Allocation In recognition of the relative risks, rewards and benefits of the project to both the Client and Structural Design Concepts, Inc. or Muhammad Almohoyni, PE, the risks have been allocated so that the Client agrees that to the fullest extent permitted by low, Structural Design Concepts, Inc.'s total liability to the client, for any and all injuries, claims, losses, expenses, damages or claim expenses arising out of this agreement, from any cause or causes, shall not exceed the total amount of $50,000.00, the amount of Structural Design Concepts, Inc.'s fee or Muhammad Almohoyni, PE's fee, (whichever is less) or other amount agreed upon when added under Special Conditions. Such causes include, but are not limited to, Structural Design Concepts, Inc.'s or Muhammad Almohoyni, PE's negligence, errors, omissions, strict liability, breach of contract or breach of warranty. Ownership Documents All documents produced by Structural Design Concepts, Inc. or Muhammad Almohoyni, PE under this agreement remain the property of Structural Design Concepts., Inc. or Muhammad Almahayni, PE and may not be used by the Client for any other endeavor without the written consent of Structural Design Concepts, Inc. or Muhammad Almohoyni, PE Dispute Resolution Any claim or dispute between the Client and Structural Design Concepts, Inc. or Muhammad Almahayni, PE shall be submitted to non -binding mediation subject to the parties agreeing to a mediotor(s). This agreement shall be governed by the laws of the principal place of business of Structural Design Concepts, Inc. or Muhammad Almohoyni, PE. This Agreement is governed by the State of Arkansas. 'All .I�S•L i+�hY WGi� �Y117)mYl�! MYCOLL 0 orgaT�j 'ANCHOR ABBREVIATIONS L. AS BOLT LG LONG ABV ABOVE LL LIVE LOAD A.C.I. AMERICAN CONCRETE INSTITUTE LLH LLV LONG LEG HORIZONTAL LONG LEG VERTICAL ADD'L ADDITIONAL LNTL LINTEL AFF ABOVE FINISH FLOOR LSH LONG SLOTTED HOLES AGGR AGGREGATE LONG LONGITUDINAL A.I.S.C. AMERICAN INSTITUTE OF STEEL LP LOW POINT AL CONSTRUCTION. ALUMINUM ALT ALTERNATE ARCH ARCHITECTURAL) MA% MAXIMUM ASTM AMERICAN SOCIETY OF TESTING MACH MECHANICAL MATERIALS. MEZZ MEZZANINE A.W.S. AMERICAN WELDING SOCIETY FIRMANUFACTURE(ER) MMIN B MO MINIMUM MASONRY OPENING NTL METAL Be BOND BEAM BLDG BUILDING N BLW BELOW NS NEAR SIDE BM BEAM NTS NOT TO SCALE BOY BOTTOM NWC NORMAL WGT CONCRETE BP BRDG BASE PLATE BRIDGING O BRG BEARING OA OVERALL BRK BRICK a/c ON CENTER EIS BOTH SIDES OD OUTSIDE DIAMETER BTS BOLTED TIE JOIST OF OUTSIDE FACE OPENING COPNG OPP OPPOSITE C/C CENTER TO CENTER CANT CANTILEVER r CB CONCRETE BEAM PVC PVC MATERIAL Cc CONCRETE COLUMN PERP PERPENDICULAR CIP CAST IN PLACE PC PRECAST CJ CONSTRUCTION JOINT PL PLATE L CENTER UNE PNL PANEL CUR CLEARANCE) PSF POUNDS PER SQUARE FOOT CM CONCRETE MASONRY PTN PARTITION CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE R RADIUS CONN CONNECTION REF REFERENCE CONT CONTINUOUS REINF REINFORCE(D) (ING) CONTR CONTRACTOR REO REOUIRE CBK COUNTER BLOCK REO'D REQUIRED CTR CENTER RF ROOF RN RETURN D RW RETAINING WALL DET DETAIL S DIA DIAMETER SCH SCHEDULE DL DEAD LOAD SLAB ON DOWN SECT SECTION DWG DRAV61NG SHT SHEET OWL DOWEL SIM SIMILAR SJ SAWCUT JOINT E SJI STEEL JOIST INSTITUTE SL SLOPE EA EACH SP SPACE(5) EE EACH END SPEC'S SO SPECIFICATIONS SQUARE EF EACH FACE SS STAINLESS STEEL EJ EXPANSION JOINT STD STANDARD EL ELEVATION STL STEEL EOV EQUAL STR STRENGTH EOV SPA EQUAL SPACES STRL STRUCTURAL ES EACH SIDE SW SHEAR WALL Ew EACH WAY SYMM SYMMETRICAL EXT EXTERIOR T F TB TIE BEAM T&B TOP AND BOTTOM FD FLOOR DRAIN TC TIE COLUMN FDN FOUNDATION TDS TORN DOWN SLAB FIN FINISH TEMP TEMPERATURE FL FLOOR TMK THICK FLG FLANGE THNS THICKEN SLAB FS FAR SIDE TOP'G TOPPING FT FOOT TYP TYPICAL FTG FOOTING T/ TOPP DF GUNO UNLESS NOTED OTHERWISE GA GAGE, GAUGE ` ' GALV GALVANIZE v GC GENERAL CONTRACTOR GR GRADE VERT VERTICAL H \N�a4e�ti HOLLOW CORE HOOK HORIZONTAL NSA 1NoGpfA�Ua B Qgo HIGH POINT Milt HEADED STUD 0® 2a HC HK HORIZ HP HS ID IF INT JST K WF WO WP WS WWF W/ m INSIDE DIAMETER e�ep000e5©e Bd. L FABRIC A INSIDE FACE INTERIOR JOIST E OF KIP These Drawins and Documents ® tL ©�fl�.�,� ITC a s oe �S ���(�1 protected. Use or reproduction Is WHI d without our written consent, SC F ZU N �z W ~ C a ^ O b E n O O 'N W W ID vl 'O E W z< 1 O N UU oYOIoC I� V ZMo-a- E-O c d�_ EO o O X a V7 t a E rn:naL..w IT W V t�l ra I+i W � W a NE­4N 0r' " NUMBM mim DATE 09-26-M s mmT F7 9 SI EET3 'S'iFiU MI&I NOTES rAYVAUOOHAL MTHOUT SEAL AND `y''OaIaa$IOHATURE 0 4 FOR CONSTRUCTION DATE: 110140 O PROJECT NUMBER: S 1100382A PROJECT NAME: E. LEAVITT PROJECT LOCATION: FORT PIERCE, FL 34987 CUSTOMER: PRIME STEEL BUILDINGS CODE NOTES AND SPECIFICATIONS BUILDING ERECTION NOTES 1 THE GDE1tAL COFRRACTOR AND/0R ERECTOR IS RESPOILSIBLE TO SAFELY AND T ERECT THE METAL BueDNa sYsrEM N CONFORINNCE WITH THEE DRAWNC$ OSHA REQUIREMpOS, AND YBMA SfANDViDS PERfMNNG TO PROPER ERECTION. THIS NcwDEs, eur IS NOT UMTIED THE BRACONG WHERE N®ID rvR I;Mu U S� THE�snatx�• PAL PRIMARY AND SECONDARY STEEL PRIMER COLOR: RED AND SECONDARY FRAMING. SECONDARY _ _ N N D Ep � Y p y l ROOF SHEETING, TYPE CR 28 GAGE, FINISH: GoNclume ATTACHMENT N "ACCORDANCE WITH OSHA REQUIREMENTS. SECONDARY ROOF FRAMNG M (PURUNS OR BAR dObTs) ARE NOT DESIGNED M PROVIDE SAFETY TIE OFF ROOF PANEL CLIP TYPE Le1p i N /A []TALL OSHORT UTILITY ❑FIXED []FLOATINGATf E)iT N ACCORDANCE WITH OSHA Ri'quIRELENis 2) ALL MOH STRENGTH DOLTS ARE TYPE AMU A325 AND ARE TO BE NSTALLED TO THERMAL BLOCKS• • ❑YES ❑NO EPS FOAM SPACER: ❑YES ❑NO THE •SNUG-TKDB'• CONDITION AS DEFINED BY THE Rrsc ffig r�,toN FOR "'"""nIRA' )DDT u°'Ne Al2t eR A59D 1C 2004 EDITION, SECTION &1. UNLESS SEAMING METHOD FOR CFR ONLY): ❑'ROLL LOCK'n � AND � pmpt HANGERS ARE PROVIDED N NOSED OTHERWISE. ALSO, NOTE THAT BOLTS IN STANDARD HOLES DO Nor REQUIRE WASHERS PER THE nr_ec �aF^-'cx•.71oN Fen STRI RA JOINTS325 OR REFER TO THE oErAL PACES EDIT QYISE LOCIC'7M CALYANIIID COLOR ONLY. WE1e CUTTER FNNCM ARE 490 A= SECTION a ADDIIpINL SEATING YrEDRLNTgN -TM C�ISE LOCK 350- auAMLE COI ORED. 3) ALL A307 MACHINE 9OL75 ARE 70 BE BROUGHT MA'SFIUG 71GTi1' COMPOSITE CFR DECK, TYPE_ N/A —GAGE, FINISH CONDITION M D WE 7WLT THE MATERIALS N THE JOINT ARE BROUGMf INTO ROOD CONTACT WITH EACH OTHER. ROOF LINE TRIM, PAINTED: Evergreen SP NOTE: GUTTER HANGERS AND uNetT smAPs WftOADED N CALYAN® COIDR OILY. 4) WASHERS ARE REQUIRED AT ALL SLOTTED CONNECTOM AS FOLLOWS ?IDLE TO SIX CONNECTION, EXTERIOR WALL SHEETING, TYPE CW 28 GAGE, FINISH: Sagebrush SP ONE WASHER REWIRED ON SLOTTED SIDE: �SIW M SLOT CONNECTION. TWO WASHERS REQUIRED, ONE ON EACH SIDE EXTERIOR WALL CORNER TRIM FINISH: Evergreen SP OF WHETHER puRUNS ZEE TMGIRM CONNECTION, SAAREIDREQUTIt� OR NO WASHERSE IN 1HE EED hIDBOLTTLLAPPM REGION. EXTERIOR BASE TRIM, PAINTED: Sagebrush SP METALPRIOR TO MODiE uoa pals SHALL BE APPROVED ED 7HE FRAMED OPENING TRIM, PAINTED. Everareen SP METAL BUDDING SUPPLIER BEFORE WORK 5 UNDERTAKER. e1 ALL WELDING MUST BE PERFORMED BY AWS QUALIFIED WELDERS FOR WALL FRAMED OPENING. SIZES- FSW none 7NE VII NO PROCESSES AND POSRpIS MITIGATED. Nl WORK MUST BE COMPIEIM AND INSPECTED 01 ACCORDANCE WITH THE AP CABLE AWS B$W none SPFxIFlCATKNS WELD ELECTRODES USED FOR THE SW11Y ((OR SRCIC) WEND PROCESS MUSE BE 70 1@ STEEL AND LDW FO'DROGFN CONTENT. LEW none REW (1) 10'-0' W x W-0' H a b3 ICAL TYP UNO-7YPUNLESS NOTED OTHERWISE SLY --SHORT LED VERTICAL STY. -SIMILAR y NKrNDT N CONTRACT INTERIOR WALL SHEETING. TYPE GAGE, FINISH: e e LLV-LDNC LED VERTICAL NS a FS-NEAR SIDE AND FAR SIDE GAL- OVERALL LENGTH �"�LN SL-STEEL LINE N/A -NO 1( APFIMLE TILL MET TAL BUILDING SUPPLIER — INTERIOR CEILING LINER. TYPE GAGE, FINISH: — B) CONSTpUCTDFI LOADS SFWl NOT' BE PLACED ON ANY STRUCTURAL STEEL INTERIOR WALL TRIM, PAINTED: FRAMEWORK 6 SAFELY BOLTED, WELDED, OR OTHERWISEADEQUA7EL Y sECUSICH YES NO OTITIS SHILL NOf BE USED AS AN ANCHORAGE POINT FOR A FALL AND UNLESS WRITTEN APPROVAL IS OBfANID 711 FROM E METAL BUILDING DOWNSPOUTS PAINTED: Sagebrush SP GUTTERS PAINTED: Evergreen SP SUPPLIER.WIFRNS 10 PURSNS MAY ONLY BE USED AS A WAUNGc/WOR1= SURFACE WHEN INSTALLING NG O 1p0 iDI WALKDOORS. QUANTITY: PAINTED: PRgIEcnO i is PROVTER ALL PERMANENT BRIDGING HAS BEEN INSTALLED AND FALL O X WINDOWS: - PAINTED: 11) CONMRUCWN LOADS MAY BE PLACED ONLY WITHIN A ZONE THAT 6 WtnmE a FEET o� 7HE CENTER -LINE OF THE PRIMARY SUPPORT MEMBER. � ❑ INSULATION (NOT BY MBS). ROOF: 3 INCH WALLS: 3 INCH CFR BUNDLES SHOULD BE PLACED DIRECTLY OVER 7HE RIGID FRAMES 12) ALL LIFTING DEVICES MUST MEET OSHA OR MSHA SIANDA DS AND IN NO CASE IS IT ❑ ap� X CRANES., (SEE CRANE PLAN FOR ADDITIONAL CRANE INFORMATION) LIFTING �Ero USE STRUCTURAL MEMEIERS SUPPLID Err 7HE MOS ASA SPREADER BAR OR ❑ X - MEZZANINE (SEE MEZZANINE PLAN FOR ADDITIONAL MEZZANINE INFO) GENERAL DESIGN NOTES AND MATERIAL SPECIFiCAMONS ❑ WALL TRANSLUCENT PANELS: 1) ALL STRUCTURAL STEEL SECIpF6 AND WELDED PLATE MEMBERS ARE DESIGNED IN ACCORDANCE WITII 7HE AM *SPEGF)rA7DN5 FOR STRUCTURAL STin BUILDINGS- ❑ X ROOF TRANSLUCENT PANELS: ALLOWABLE SRi6S DESI :N'. NINTH EDITION, OR THE AISC 'SPECM706 FOR MUSTRUCTURALSTEEL BUILDINGS•. THIRTEENTH EDITION, AS REQUIRED BY THE SPECIFIEDILDING CODE. INSULATED PANELS YES ❑ NO ❑ 2) ALL'WELDING OF CDDE. STRUCTURAL STEEL IS EASED ON AWS DI.1 'STRUCTURAL WELDING ❑ X PIPE JACKS, SIZE QUANiitY; =3) ALL COLD FORDED MEMBERS ARE DESIGNED IN ACCORDANCE WITH AIM FOR F RS . 7HE DESIGN OF COLD FORMED STEEL STRUCTURAL FDABE ❑ X ROOF FRAMED OPENINGS, SEE ROOF FRAMING PLAN FOR SIZES LATEST 4) ALL WElDM OF COLD FORMED STEEL IS B'SI BASED ON AWS D1.3RUCEURAL WELDING ❑ RIDGE VENTS, 10'-0' LONG X 9' THROAT. QUANTITY: CODE - SHEET STEELf LATEST EMM F JQISIS ARE NCLUDED WITH DIES PROJECT. THEY ARE SUPPLIED AS A PART OF THE ENCNEERED METAL BUILDING AND ARE FABRICATED N ACCORDANCE WITH THE REDUIREMF]OS OF SWnw 192IL758 OF THE OSHA SAFETY STANDARD FOR STEEL M VIM DATED JANUARr 18, 2001' CONCEALED FASTENERS OR ATTACHMENTS E) WTFR �' exn PLANE AND FLANGE MATERIAL ARE THE R��PONSISILITY OF THE 5 -1Y WIDE A;7HRU HRu 1. THICK —AM. GRADE 55 C� OTHERS AN BUILT-UP STRIICFURAL WEB MATMAL_A1D71 SS (OR HSAS CL7) OR 55 CONTRACTOR OF RECORD HDf•-ROLLED SIRUCRIRAL A3a OR AM GRADE 50 OR M92 GRAM 30 yya�k�L SRRIC VRAL TUBE MOO GRADE B (4e 16I) SIRUCILMAL WE A500 GRADE a (42 HS) COLD-FOR1ED STRUCTURAL A7011 OR A1030 SS (OR HSLAS CL1) OR 55 RPa ROOF PANELS A792 GRADE W STANDING SPAY ROOF FYVEL.S A792 GRADE 50. CLASS 1 R-PANEL ND A-PAEL SIDNO AASW 2 GRRADE ADE 0%SO, CLASS i OR ROD BRACING A529 GRADE 50 CABLE BRACING M75 OWING CLASS A GRADE ENS. 7-WIRE WELDS AWS D1.1 LATEST EDTIIDN HIGFFSIPF]DIH BOLTS AM TYPE 1 MW HEX OR 90 TYPE 1 HEAVY HEX MACHINE BOOS MA-= GRADE A HEX Al PERMIT SUBMITTAL THIS IS NOT AN APPROVAL SET AUG 4 2011 NO CHANGES CAN BE MADE, ANY REQUEST FOR CHANGE WILL REMOVE THE PRODUCT FROM THE SCHEDULE, X FASCIA, PROJECTION: TOP OF FASCIA HEIGHT: FACE PANEL, TYPE —GAGE, FINISH: BACK PANEL, TYPE —GAGE, FINISH: CAP TRIM PAINTED: BASE TRIM PAINTED: ❑ CLOSED SYSTEM, CLEAR UNDER SOFFIT TRIM: SOFFIT PANEL, TYPE GAGE, FINISH: SOFFIT TRIM AT BUILDING LINE PAINTED: ❑ OPEN SYSTEM, (NO SOFFIT PANEL PROVIDED) CLEAR UNDER FASCIA: PARAPET SYSTEM ❑ STRUCTURAL PARAPET ❑ NON—STRUCTURAL PARAPET TOP OF PARAPET HEIGHT: BACKER PANEL, TYPE —GAGE, FINISH: X CANOPY (EXPOSED BEAM), PROJECTION: AT EAVE LINE ❑ BELOW PAVE ❑ ROOF PANEL, TYPE GAGE, FINISH: SOFFIT PANEL, TYPE GAGE, FINISH: SOFFIT TRIM AT BUILDING LINE PAINTED: CLEAR UNDER CANOPY BEAM: j» EAVE EXTENSION (CONCEALED BEAM), PROJECTION: SOFFIT PANEL, TYPE —GAGE, FINISH: SOFFIT TRIM AT BUILDING LINE PAINTED: j� RAKE EXTENSION, PROJECTION: SOFFIT PANEL, TYPE GAGE, FINISH: SOFFIT TRIM AT BUILDING LINE PAINTED: 3 BUILDING LOADS DESIGN CODE FBC 07 ROOF LIVE LOAD: 20.00 PSF MBMA OCC. CLASS: 11 LIVE LOAD REDUCIBLE Ye!_ GROUND SNOW LOAD; .0 PSF SNOW EXP. FACTOR, Cc: 1.00 SNOW IMPORTANCE FACTOR, le: 1.00 WIND: 120 mph WIND IMPORTANCE FACTOR, hv: 1.00 EXPOSURE C UL 90 No 0=010 Roo!-COML Ho. 161; Ckab Roof a/'rn=kMd Panty -Corot. No, 1e7 CFR RwP-ComL No. 552: CFR Roof ./ Thimlam t Pond -Conti No. 590: Comporlb CFR Roof-CoMt, Ha. 552/- VRie a Roo-Cond. Na. 332. I fg SEISMIC INFORMATION Ss:— S7:— CN9 Design Sds/Sd1: — / -- Site Class: — Seismic Imp. Faetor. -- Seismic Design Category. — 9 Anahsis Procedure: Equivalent Lateral Force Method m' Basic SFRS: Not Detailed for Sdmrk -A WW`� 1 �TERAL DEAD LOADS, UNLESS O HEIMSE NOTED, ARE ASSUMED TO BE U11FOMY DISTRIBUTED. a J WHEN SUSPENDED SIMMILER SME►LS. UGH M WAG EQIAPIIEWr, comm ETC. ARE SUSPENDED FROM ROOF MEMBERS. CONSLLT TEE M.&S IFMIME O' N CONCENTRATED LOADS EXCEED 20D POUNDS. OR IFDND INDIVIDUAL MEi®ERS ARE LOADED SK*AnQ NTLY MORE 7H N 07HOM 2S 2) 7HE DESIGN OF SIRUCNWIL MIDAMM SUPPORTING CRAWTY LOADS IS CONTROLLED BY 7HE MORE CRIIMAL EFFECT OF ROOF LIVE LOAD OR ROOF SHOW LOAD. AS DETERMINED En'THE APPLICABLE CODE X PARTITION WALL SHEETING PANEL TYPE — GAGE, FINISH: PARTITION WALL TRIM COLOR: e !Ain / eaa P��1b (iil �i0 U. IN THE ROM ERECTOR NOTE: BUILDING CODE, ALTERNATE FASTENERS HAVE BEEN SUBSTITUTED ON THIS BUILDING. WHERE THE DRAWINGS INDICATE AN H1040 STRUCTURAL FASTENER, H1030 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. WHERE THE DRAWINGS INDICATE AN H1060 TRIM FASTENER, H1050 FASTENERS WiTH WASHERS HAVE BEEN SUPPUED. Jeffrey P. Barkman, P.E. 200 Whetstone Road Swansea, S.C. 29160 Florida P.E. No. 57272 UPI cENSc� i No. 57272 '•' —�v\�• �/ 'TE OOF.�." ff ERECTION MANUALS REQUIRED �DN MANUALS ARE SNIPPED WITH THE IN WAREHOUSE PACOM CRATE) ❑ CFR ROOF ❑ DRAWING INDEX COVERSHEET_ C1 ANCHOR BOLT DRAWINGS F7. F2 COLUMN BASE REACTIONS R1 STRUCTURAL/SHEETiNG DRAWINGS E1 — E7 DETAILS 01 — D8 to c� Z 0 n � n DD J LLJ U m FL W L d 50 JOB NUMBER: S1100382A SHEff NO. I C 1 of 1 e d' M 00 rM ' X-BracingI 0 o O 010 1 0 o F •• 010 o0 0o D 00 E Boe A I �rag�gt F@ �alk . ass c.� ern [ 1Yty�n ggqE , 19` CODE Cltjo 00 c 0 os mo coo Nt a is 32 O v PERMIT SUBMITTAL 00 c I.—.] THIS IS NOT AN APPROVAL SET AUG - 4 2011 NO CHANGES CAN BE MADE, ANY REQUEST FOR CHANGE WILL REMOVE eA e THE PRODUCT FROM THE SCHEDULE, 00 D o .010. _ eEe o 0 0� 6 0 L� F I X—Rrncinn i Im ANCHOR BOLT PLAN NOTE: All Base Plates 0 100'-0* (U.N.) rn U 0 n ANCHOR BOLT SUMMARYia 0(in) 1 PA Oty Locate Type 024 Endwall 3/4' F1554 3.00 016 Frame 3/4' F1554 3.00 us WindElent 1' F1554 3.00 O Dia= 3/4" d m Dia=1" I ANCHOR BOLT PLAN r1 GENERAL NOTES 1. THE SPECIFIED ANCHOR ROD DIAMETER ASSUMES F1554 GRADE 36 UNLESS NOTED OTHERWISE. ANCHOR ROD MATERIAL OF 00 EQUAL DIAMETER MEETING OR EXCEEDING I THE STRENGTH REQUIREMENTS SET FORTH ON THESE DRAWINGS MAY BE UTILIZED AT THE DISCRETION OF THE FOUNDATION DESIGN ENGINEER. ANCHOR ROD EMBED- MENT LENGTH SHALL BE DETERMINED BY THE FOUNDATION DESIGN ENGINEER. C 2. METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR PROJECT FOUNDATION O DESIGN. THE FOUNDATION DESIGN IS THE RESPONSIBILITY OF A REGISTERED PROFESSIONAL ENGINEER, FAMILIAR WITH LOCAL SITE CONDITIONS. 3. ALL ANCHOR RODS, FLAT WASHERS FOR ANCHOR RODS, EXPANSION BOLTS, AS WELL 0 AS ALL CONCRETE/MASONRY EMBEDMENT p p PLATES ARE NOT BY METAL BUILDING N MANUFACTURER. 4. THIS DRAWING IS NOT TO SCALE. 5. FINISHED FLOOR ELEVATION = 100'-0" b UNLESS NOTED OTHERWISE I LO 6. "SINGLE" CEE COLUMNS SHALL BE D ORIENTED WITH THE "TOES" TOWARD THE LOW EAVE UNLESS NOTED OTHERWISE. 7. ANCHOR RODS ARE REQUIRED ONLY IN THE QUANTITIES SPECIFIED. BASEPLATES MAY 00 BE FABRICATED WITH MORE HOLES THAN I NEEDED FOR THIS PROJECT. F _I 8. THE ANCHOR BOLT LOCATIONS PROVIDED BY METAL BUILDING MANUFACTURER SATISFY PERTINENT REQUIREMENTS FOR THE DESIGN OF THE MATERIALS SUPPLIED BY THE METAL BUILDING MANUFACTURER. PLEASE NOTE THAT THESE REQUIREMENTS MAY NOT SATISFY ALL ANCHOR BOLT CONCRETE EDGE DISTANCE REQUIREMENTS DEPENDING ON THE DETAILS OF THE FOUNDATION DESIGN. BECAUSE FOUNDATION DESIGN IS NOT WITH- IN THE METAL BUILDING MANUFACTURER'S SCOPE OF WORK, IT IS THE RESPONSIBIL- ITY OF THE QUALIFIED PROFESSIONAL DESIGNING THE FOUNDATION TO MAKE CERTAIN THAT SUFFICIENT CONCRETE EDGE DISTANCE IS PROVIDED FOR THE ANCHOR BOLTS IN THE DETAILS OF THE FOUNDA- TION DESIGN. t i h Jeffrey P. Bark nan, P.E. 200 Whetstone Road Swansea, S.C. 29160 Florida P.E. No. 57272 \\\`e�°i 1 g T r� � Ali,'/ CENS No. 57272 ` TE OF 01 AqP r; N C9 Z C4 _� a M r> J r` W in IL �MM W a 2 O_ c ca JOB NUMBER S1100382A SHEET NO. F1 of 2 Dia= 3/4" Dia= 3/4" 0: EEE F "-�j!JE L:-� E— %,*� 1AA,!S 010 IN. T 1 4" 010 01 0 0 1 4-1 4" lwAVITHI THE FLORIMk 'UH 21 0 0 18 Is 2" EW 2*' 2" -�-Sw 2„ 2,. See Plan See Plan DETAIL A DETAIL E Dia= 3/4" Dia= 1 otw 0 0 p y 0 cn cli 0 I 0 409 oo 0 0 co 4" 2" 2" G! s" 2" 2" 2" 2" 2—0" 7-@ Ao EW EW a. Lj DETAIL B DETAIL F Dia= 3/4" AFOUNDATION DESIGN NOTE: OjrF— THE ORIENTATION OF THE ANCHOR BOLT DETAILS SHOWN ON THIS PAGE MAY NOT L z COINCIDE WITH THE ACTUAL COLUMN ORIENTATION 'SHOWN ON PAGE Fl. PLEASE C14 0 REFERENCE THE SIDEWALL (SW) AND ENDWALL (EW) STEEL LINES SHOWN ON THE 0 ANCHOR BOLT DETAILS WITH THE ANCHOR V) BOLT PLAN ON PAGE F1 DURING LAYOUT 0 0 t3 0 Lu OF COLUMN AND ANCHOR BOLT LOCATIONS. z 3 0 0 COLUMN 0 I 0 CL -3 2" m L FINISH rz! FLOOR Lu _J36 A Ali Lu 8'p Jeffrey P. Barkman, P.E. LLI w EW ANCHOR BOLT 200 )Whetstone Road t2 153 R a - See Plan Swansea, S.C. 29160 A. Lj DETAIL C TYPICAL COLUMN WE PLATE DETAIL Florida P.E. No. 57272 JOB NUMBM S1100382A Dia= 3/4" SHEET NO. 3:: Ld 2 F2 of 2 C E IV 00 010 No.57272 CLR. OPENING VARIES: 0 1 4" 2J7-31- PERMIT SUBMITTAL - 1 0 10 (USE /2" DIA EXPANSION THIS IS NOT AN APPROVAL SET 4" WduisPER COLUMN) 01 E OF GIRT DEPTH + .2" AUG - 4 2011 8" THIS Sm PEKANS OKY TO THE U47ERWS DESMED MO Suppm fff 7HE mErx Buwr4 k-t: NO CHANGES CAN BE MADE, ANY MWFAMUREFL 7HE DRAWNGS AM 2" 2 Nk" SW 7HE MErAL MUM WHCH THEY REQUEST FOR CHANGE MLL REMOVE FMIRESM AM 7K PROOM OF SEC-nON-A ME MErAL BUWNG MWWXWRER THE PRODUCT FROM THE SCHEDULE. THE REMSTERED PROFESS*WL Q=*M WHOSE SM APPENM ON (RECOMMENDED) THESE Myram is Dfum Erf THE METAL BLMD= WKWAUMER1 TYPICAL OVERHEAD DOOR MO DOES Nor SERVE AS OR I DETAIL D FRAMED OPENING M*ESDff ENGWEER OF OORMM VT BE FRAME LINES: 1 2 Q Q COLUMN LINE H H RIGID FRAME: ANCHOR BOLTS ac BASE PLATES Frm Col Anc._Bolt Base -Plate (in) Elev. Line Line Qty Dia Width Length Thick (in) 1 A 4 0.750 8.000 12.38 0.375 0.0 1 F 4 0.750 8.000 12.38 0.375 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc._Bolt Base -Plate (in) Elev. Line Line Qty Dia Width Length Thick (in) 2 A 4 0.750 8.000 12.44 0.500 0.0 2 F 4 0.750 8.000 12.44 0.500 0.0 ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) Frm Col ---Dead--- Wind_P Wind_S Line Line Harz Vert Harz Harz 1 B -0.6 0.9 -3.9 4.4 1 E -0.6 0.9 -3.9 4.4 Rafter Rafter Brace Brace Frm Col Dead Collat Live Wind_L Wind_R Wind_L Wind_R Wind_P Wind_S LnWindl LnWind2 Seis_L Line Line Vert Vert Vert Vert Vert Vert Vert Harz Harz Vert Vert Vert 3 F 0.3 0.1 1.2 -1.9 -0.9 -1.9 -0.9 -1.3 1.6 -1.4 -0.8 0.0 3 D 1.1 0.3 5.7 -7.9 -5.3 -7.9 -5.3 -3.1 3.4 -6.5 -3.8 0.0 3 C 1.1 0.3 5.7 -5.3 -7.9 -5.3 -7.9 -3.1 3.4 -6.5 -3.8 0.0 3 A 0.3 0.1 1.2 -0.9 -2.0 -0.9 -2.0 -1.3 1.6 -1.4 -0.8 0.0 Frm Col Seis_R-LWIND1_L--LWIND1_R--LWIND2-L- -LWIND2_R- Line Line Vert Harz Vert Harz Vert Harz Vert Harz Vert 3 F 0.0 0.0 -0.9 0.0 -0.1 0.0 -0.9 0.0 -0.1 3 D 0.0 0.0 -0.5 0.0 0.1 0.0 -0.5 0.0 0.1 3 C 0.0 0.0 0.1 0.0 -0.5 0.0 0.1 0.0 -0.5 3 A 0.0 0.0 0.0 0.0 -0.9 0.0 0.0 0.0 -0.9 BUILDING BRACING REACTIONS f Reactions (k ) Panel -Wall - Col -Wind - -Seismic - Shear Loc Line Line Harz Vert Harz Vert (lb/ft) IL.EW 1 Rigid Frame At Endwall F_SW F 2 ,3 4.6 2.4 0.0 0.0 R_EW 3 F ,D 2.5 2.4 0.0 0.0 B_SW A 3 ,2 4.6 2.4 0.0 0.0 RIGID FRAME: BASIC COLUMN RENCTIM (k ) Frame Column ---- Dead---- -Collateral- ----Live---- --Wind_L1--- --Wind_R1--- --Wind_L2--- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1 A 2.2 5.3 0.3 0.7 3.1 7.9 -10.1 -18.8 -1.2 -12.0 -9.3 -12.5 1 F -2.2 5.3 -0.3 0.7 -3.1 7.9 1.2 -12.0 10.1 -18.8 0.4 -5.7 Frame Column --Wind_R2 --- ---LnWindl-- ---LnWind2-- --Seismic_L- --Seismic-R- -LWIND1_L2E- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1 A -0.4 -5.7 -3.1 -15.2 -2.3 -8.9 -0.1 0.0 0.1 0.0 -0.2 -2.4 1 F 9.3 -12.5 3.1 -15.2 2.3 -8.9 -0.1 0.0 0.1 0.0 0.4 -0.3 Frame Column -LWIND7_R2E- -LWIND2_L2E- -LWIND2-R2E- Line Line Horiz Vert Horiz Vert Horiz Vert 1 A -0.4 -0.3 -0.2 -2.4 -0.4 -0.3 1 F 0.2 -2.4 0.4 -0.3 0.2 -2.4 Frame Column ----Dead-----Collateral- Line Line Horiz Vert' Horiz Vert 2 A 1.6 3.2 0.5 0.8 2 F -1.6 3.2 -0.5 0.8 Frame Column --Wind_R2--- ---LnWindl-- Line Line Horiz Vert Horiz Vert 2 A -1.5 -4.6 -6.6 -19.0. 2 F 10.0 -10.7 6.6 -19.0 Frame Column-LWINDI_R2E--LWIND2-L2E- Line Line Horiz Vert Horiz Vert 2 A -0.5 -0.4 -0.2 -3.0 2 F 0.2 -3.0 0.5 -0.4 ----Live------Wind_L1--- Horiz Vert Horiz Vert 5.5 9.8 -12.1 -18.6 -5.5 9.8 3.6 -12.4 --LnWind2-- --Seismic_L- Horiz Vert Horiz Vert -4.5 -11.1 -0.1 0.0 4.5 -11.1 -0.1 0.0 -LWIND2-R2E- Horiz Vert -0.5 -0.4 0.2 -3.0 ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES Frm Col Anc._Bolt Base -Plate (in) Elev. Line Line Qty Dia Width Length Thick (in) 1 B 4 0.750 8.000 12.50 0.375 0.0 1 E 4 0.750 8.000 12.50 0.375 0.0 3 F 4 0.750 8.000 8.500 0.380 0.0 3 D 4 0.750 8.000 12.50 0.380 0.0 3 C 4 0.750 8.000 12.50 0.380 0.0 3 A 4 0.750 8.000 8.500 0.380 0.0 GENERAL NOTES --Wind_R1-----Wind_L2--- Horiz Vert Horiz Vert -3.6 -12.4 -10.0 -10.7 12.1 -18.6 1.5 -4.6 --Seismic_R--LWINDI_L2E- Horiz Vert Horiz Vert 0.1 0.0 -0.2 -3.0 0.1 0.0 0.5 -0.4 ITS r A ACDO DANCE WITH THE F1Ofl-1A C` OE, 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. ****** RIGID FRAME LOAD CASE ABBREVIATIONS: ****** RM Wind_Ll/Wind_R1: LATERAL WIND FROM THE LEFT RIGHT, CASE 1 Wind_L2/Wind_R2: LATERAL WIND FROM THE LEFr/RIGHT, CASE 2 Wind_Ln1/Wind_Ln2: LONGITUDINAL WIND, CASE 1/2 Seismic_L Seismic_R: LATERAL SEISMIC LOAD FROM LEFT/RIGHT LWIND#_L#E/LWIND#_R#E: LONGITUDINAL WIND EDGE ZONES FILt wo y F UN66_SL_L/F#UN66_SL_R: UNBALANCED ROOF SNOW WITH WIND FROM LEFT/RIGHT F PAT_LL # /F#PAT_SL #: PARTIAL LIVE/SNOW LOADING FOR CONTINUOUS BEAM SYSTEMS ****** ENDWALL COLUMN LOAD CASE ABBREVIATIONS: ****** Collat: COLLATERAL LOAD Rafter Wind_L/Rafter Wind R: LATERAL WIND FROM THE LEFT/RIGHT Brace Wind_L/Brace Wind_R: LATERAL WIND FROM THE LEFT/RIGHT Wind_P/Wind_S: LONGITUDINAL WIND PRESSURE SUCTION ON COLUMNS Wind_Ln: LONGITUDINAL WIND SUCTION ON ROOF Seis_L/Seis_R: LATERAL SEISMIC LOAD FROM LEFT/RIGHT E UNB_SL_L/E#UNB_SL_R: UNBALANCED ROOF SNOW WITH WIND FROM LEFT/RIGHT E PAT-LL # /E#PAT_SL #: PARTIAL LIVE/SNOW LOADING FOR CONTINUOUS BEAM SYSTEMS PERMIT SUBMITTAL THIS IS NOT AN APPROVAL SET NO CHANGES CAN RE MADE, ANY EQUEST FOR QHANQ9 lti(II Il air, E FHODUCT PI4_( Aa TUC 6inucru 0 Z to0 n m n J 1i W U W j Lj ULd m 3 _ 9 t,.i LL a .as NUMBEW S1100382A sNmr W. Jeffrey P. Barkman, P.E. R 1 of 1 200 Whetstone Road Swans 29160 F1R'r j j,�s 272 0 E IV No. 57272� A OF 7 o EC- N w U o� I � N N w 0 O w Q ►o w U O I N 0 0 Ix EC-E 50'-0" OUT —TO —OUT OF STEEL 1'-5" r RF1-1 97—d _ Dc'f)_1 C—Z P-1 Typ P-2 Typ 1❑ G RF2-2 G�.6 ces ER-2 RF1-2 1 � Tii ��tzisa4�y�lt �i �{�q]�7a7 q'py� X@� �s3 p S L 0��dY��t49 Yi �.TJE� "14 ks r� 3� �s:3vs7vrraL `i—e � � 0 URVI G CODE. 1❑ P1 -4(TYP) P-3 Typ ozu 1 Vx 1 RF1-3 1 RF2-3 ER -1 1 1 r%r i — i r_— r mi-z— I PURLIN 1'-10 LAP 1'-10 1 /2" ROOF FRAMING PLAN t—Z m i TRIM TABLE ROOF PLAN 011311 PART I LENGTH DETAIL 1 1 RGA05 1 36.000 1 TRIM 3 MEMBER TABLE ROOF PLAN MARK PART LENGTH P-1 1OZO67 322.250 P-2 1OZO67 322.250 P-3 1OZO67 322.250 P-4 1OZO67 322.250 E-1 10E060 299.500 E-2 10E060 299.500 E-3 10E060 299.500 E-4 10E060 299.500 CB-5 RDB— 334.000 CB-6 RDB— 332.000 CB-7 I RDB— 370.000 CONNECTION PLATES ROOF PLAN ❑ ID f MARK PART 1 PCC04 ROOF FRAMING PLAN GENERAL NOTES 1. PLACE TAGGED END OF RAFTERS TOWARDS THE LOW EAVE. 2. STD. ROD/CABLE SIZES PER PART PREFIX ARE: ROD CABLE RDB— = 5/8" ROD CAA— = 1/4" CABLE RDC— = 3/4" ROD CAB— = 3/8" CABLE RDD— = 7/8" ROD CAC— = 1/2" CABLE RDE— = 1" ROD RDF— = 1 1/8" ROD RDG— = 1 1/4" ROD 3. PURLIN AND EAVE STRUT CONNECTIONS UTILIZE BOTH A307 AND A325 BOLTS. REFER TO THE DETAILS FOR SPECIFIC USAGE REQUIREMENTS. 4. THIS DRAWING IS NOT TO SCALE. Jeffrey P. Barkman, P.E. PERMIT SUSMITT&O Whetstone Road THIS IS NOT AN APPROVAL § Tgansea, S.C. 29160 Florida P.E. No. 57272 AUG - 4 2011 NO CHANGES CAN BE MADE, ANY \\ N iPdl�lal��/ REQUEST FOR CHANGE WILL REM �- THE PRODUCT FROM THE S"' C E CHE IV No. 57272 ROOF` mot` OF A1 SHEETING �,�' <OIIta ,t. PANELS: 26 Go. CR — �i� ,q L Galvalume 1 I ! 1� 0 z 0 N n� v E n m J W = �+ W U II) m > 6LLI 9 a, w JW NUMBER S1100382A SHEET No E1 of 7 BI&Dm Molt= m :WHOi 7M OF I SPLICE PLATE & BOLT TABLE Mark Web De th Web Plate Outside Flange W x Thk x Len th Inside Flange W x Thk x Len th Mark Qty To Bot Int Type Dia Length Width Thick Length Start End Thick Length RF1-1 RF1-2 RF1-3 12.0 29.0 11.0/22.0 1 22.0 11.0 0.150 0.150 0.150 172.4 263.0 263.0 6 x 3 16 x 169.9 6x5/16"x37.0 .8 x 3/8" x 262.1 8 x 3/8" x 262.1 6 x 3 16 x 158. 8 x 1/2" x 261.4 8 x 1 /2" x 261.4 Sp-1 SP-2 4 4 0 A325 0.750 2.75 4 4 0 A325 0.625 2.25 8" 5/8" 1'-6" 8" 3 8" 2'-4 5 8" RGA05 17) '1 1/4„ 25'-1" 10 3 1" �10 3/4" 25'-1" 5 1 " 1'-4" 1-4" IaVlume 26 Go. CR. GlaF 5 ®4'-0" 5 ®4'-0" 3'-9 1 16" 3'-912 12 FBC36A 11) FBC36A(1) - FBC32A 1) _ `� FBC32A 1 _ _ _ _ ——FBC30A 1) RF1-2 N RF1-3 _ U1 V) N - 2 'F'aILE COPY I � co ! �+ �+ ,� t1)+ L: R' tl m:� d ' ta.I ' m com 8" 12'-5 3 8" 43'-9 1 4" 2'-5 3/8"L CLEAR + — ffffff 50'-0" OUT —TO —OUT OF STEEL A RIGID FRAME ELEVATION: FRAME LINE 1 GENERAL NOTES 1. 0 INDICATES FLANGE BRACING LOCATIONS. (1) = ONE SIDE: (2) = TWO SIDES. PERMIT SUBMITTAL 2. IF FLANGE BRACING IS REQUIRED ON BOTH SIDES OF AN EXPANDABLE RIGID FRAME, THIS IS NOT AN APPROVAL SET THE OPPOSITE SIDE FLANGE BRACES WILL HAVE TO BE INSTALLED AT THE TIME OF FUTURE EXPANSION. THESE FLANGE BRACES HAVE BEEN PROVIDED. AS REQUIRED, AUG - 4 2011 FOR THIS FUTURE CONDITION. 3. RIGID FRAMES SHALL HAVE 50% OF THEIR BOLTS INSTALLED AND TIGHTENED ON BOTH NO CHANGES CAN BE MADE, ANY SIDES OF THE WEB ADJACENT TO EACH FLANGE BEFORE THE HOISTING EQUIPMENT IS REQUEST FOR CHANGE WILL REMOVE RELEASED. THE PRODUCT FROM THE SCHEDULE, C I I \\`veee�ll�rt���t F Jeffrey P. BarkmanP.E. 200 Whetstone Road No. 57272 Swansea, S.C. 29160 v Florida P.E. No. 57272 LU Ot d E OF e� 1 e� a CD z 0 N � � M O, m J a � � J = W W C) N m IL LLI t.i =9do U .IOB NUMBER S1100382A SHEET NO. E2 of 7 THESE DRAWINGS WE METAL BDMD AND DOES NDT RMItESENr OF REOM TMAND ..=:•.�rasnau® SPLICE PLATE & BOLT TABLE Qty Mark Top Bat Int Type Dia Length Width Thick Length SP-1 4 4 0 A325 0.750 2.75 6" 5/8" 2'-3 3/4" SP-2 4 4 0 A325 0.625 2.25 6" 1 2" 1'-6 1/8- 5' 1 /4" 2GM-CR. 3'-9 1 L1.64." Mark Web ue th web date uutslae Flange Inside Flange Start nd Thick Len th W x Thk x Length W x Thk x Length RF2-1 12.0 26.0 0.164 147.6 5 x 1 4 x 169.8 5 x 3 16 x 148.2 26.0/26.0 0.188 24.3 5 x 3/8" x 34.1 RF2-2 orn 2 21-0/12.0 inn /n. n 0.164 n 4 ^ A 266.7 n�� -7 5 r „ x 1 /4 _. 1 JA" x 264.9 __ ...+. - 5 x 1/ 4 „ x 265.8 - . i.„ --- .. I RGA05 17) 10 3/4 10 3/4" IFBC34A 1) FBC32�) FE FBC36A(2)- - �- - -- I I a Cn —2 7/16" GENERAL NOTES 1. ";�7 INDICATES FLANGE BRACING LOCATIONS. (1) = ONE" SIDE; (2) = TWO SIDES. 2. IF FLANGE BRACING IS REQUIRED ON BOTH SIDES OF AN EXPANDABLE RIGID FRAME, THE OPPOSITE SIDE FLANGE BRACES WILL HAVE TO BE INSTALLED AT THE TIME OF FUTURE EXPANSION. THESE FLANGE BRACES HAVE BEEN PROVIDED, AS REQUIRED. FOR THIS FUTURE CONDITION. 3. RIGID FRAMES SHALL HAVE 50% OF THEIR BOLTS INSTALLED AND TIGHTENED ON BOTH SIDES OF THE WEB ADJACENT TO EACH FLANGE BEFORE THE HOISTING EQUIPMENT IS RELEASED. I a - In ' 3 1 8" EA Z5'-1 " 5 1/4� '-0„ 12 FBC36A 2) -T — THESE PLANS �'a �ec�A�tla�a.a.sd 1 E CMM MICE VE11TH THE up'm IQ BUILDING CODE, �+ I m U- � 6 W 1 N U uU —u VuI—IV—UUI Ur ')IttL RIGID FRAME ELEVATION: FRAME LINE 2 PERMIT SUBMITTAL THIS IS NOT AN APPSOVAL SET NO CHANGES CAN BE MADE, ANY REQUEST FOR CHANGE WILL REMOVE THE PRODUCT FROM THE SCHEDULE. „ I �i CO I ptttt����r! No. 57272 d Jeffrey P. Barkman, P.E. 200 Whetstone Road IcC = Swansea S.C. 29160 E of ;' u"= Florida P.E. No. 57272 ce I I In 0 Z n nm � u! r W Ms a LJ a P o c, JOB NUMBER S1100382A SHEET NO: E3 of 7 at 7K i 50'-0" OUT -TO -OUT OF STEEL 25'-0" 25'-0" J24—, J2 r I6 o�nP2///7'TO MASONRY WALL 1� 11111 7ZI K I I L RF1-1 RF2-1 GIRT THE' E NMI N��� �� p5:,� � C�Sya �.��.7� LAPS 1'-10 1 1'-10 1 2 S �J41 Ii�� "�' it.�d�u IlLdiiil�9�i139 / " FRAMING: FRAME LINE F fl-11", COD, 2 Q "i (Gutter with 2 downspouts)P un l PERMIT SUBMITTAL THIS IS NOT AN APPROVAL SET AUG - 4 Z011 NO CHANGES CAN BE MADE, ANY REQUEST FOR CHANGE WILL REMOVE THE PRODUCT FROM THE SCHEDULE. EC—7 T M I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 O v_z12211z1z1z1_1_1__ PEN TO MASONRY WALL/ SIDEWALL SHEETING & TRIM: FRAME LINE F PANELS: 26 Go. CW - Sagebrush SP TRIM TABLE FRAME LINE F OIDI PART LENGTH DETAIL 1 OCA01 242.000 TRIM_79 2 BSC01 122.000 TRIM_720 3 GTA02 242.000 TRIM-1 4 H4000 5.000 TRIM_21 5 RCA01 9.250 6 GRA01 8.000 7 H4000 5.000 8 1 RCA02 9.250 OO MEMBER TABLE FRAME LINE F MARK PART LENGTH E-1 10E060 299.500 E-2 10E060 299.500 G-13 08Z060 322.250 G-14 08ZO75 322.250 CB-3 RDB- 338.000 CB-4 I RDB- 295.000 SIDEWALL FRAMING PLAN GENERAL NOTES 1. STD. ROD/CABLE SIZES PER PART PREFIX ARE: ROD CABLE RDB— = 5/8" ROD CAA— = 1/4" CABLE RDC— = 3/4" ROD CAB— = 3/8' CABLE RDD— = 7/8" ROD CAC— = 1/2" CABLE RDE— = 1" ROD RDF— = 1 1/8" ROD RDG— = 1 1/4" ROD 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING. 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL REQUIRE FIELD CUTTING OF GIRTS AND SHEETING. 4. THIS DRAWING IS NOT TO SCALE. Jeffrey P. Barkman, P.E. 200 Whetstone Road Swansea, S.C. 29160 Florida P.E. No. 57272 e,��`�elled//ego No. 57272 = -0 TE \% :f N c� z N o� m 0] c! J W = W La IL 9� Ld 2 � � o S1100382A SHED No- E4 of 7 50'-0" OUT —TO —OUT OF STEEL I16 E-3 I J2 J24 E-4 Q C q �147 Ef yii'7ti1' � G-15 I DUN i',S C . DE I H G-15 G-16 C' ce` 3 MAR02 — /__ o ZN/�TlTlll.71 Q 1 OPO MASONRY WALL I I RF2-1 RF1-1 GIRT LAPS 1'-10 1 /2' SIDEWALL FRAMING: FRAME LINE A M EC-10 Gutter with 2 downspouts) PERMIT SUBMITTAL THIS IS NOT AN APPROVAL SET l AUG - 4 2011 NO CHANGES CAN BE MADE, ANY REQUEST FOR CHANGE WILL REMOVE THE PRODUCT FROM THE SCHEDULE. y I I O I O I O O O I O I O I O I O I O 1 O I O I O I O I O I O I O 0 OPEN T�A�N� WALL ZI���� _ZZ /� SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Go. CW — Sagebrush SP TRIM TABLE FRAME LINE A OID PART LENGTH DETAIL 1 OCA01 242.000 TRIM_79 2 BSCO1 122.000 TRIM_720 3 GTA02 242.000 TRIM-1 4 H4000 5.000 TRIM-21 5 RCA01 9.250 6 GRA01 8.000 7 H4000 5.000 8 1 RCA02 9.250 MEMBER TABLE FRAME LINE A MARK PART LENGTH E-3 10E060 299.500 E-4 10E060 299.500 G-15 08Z075 322.250 G-16 08Z060 322.250 CB-3 RDB— 338.000 CB-4 RDB— 295.000 I SIDEWALL FRAMING PLAN GENERAL NOTES 1. STD. ROD/CABLE SIZES PER PART PREFIX ARE: ROD CABLE RDB- = 5/B" ROD CAA- = 1/4" CABLE RDC- = 3/4" ROD CAB- = 3/8' CABLE RDD- = 7/8" ROD CAC- = 1/2' CABLE RDE- = 1" ROD RDF- = 1 1/8' ROD RDG- = 1 1/4" ROD 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING. 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL REQUIRE FIELD CUTTING OF GIRTS AND SHEETING. 4. THIS DRAWING IS NOT TO SCALE. Jeffrey P. Barkman, P.E 200 Whetstone Road Swansea, S.C. 29160 Florida P.E. No. 57272 o11 11111111, ��� �� ram. C E ly •�•";�';�'rl� IYO. 57272 w000 s �•t � L OF 1. 7�f►1111� � s� 6 P 9 C9 Z o� g �R a m .J � W W W LQL�� L J F W K Li 1 a o a ci �B NUMBER S1100382A SHEET M. E5 of 7 84cw R fm m 3'-8 3/4" 12 50'-0" OUT —TO —OUT OF STEEL 5'-1" _ I _ 6'-0" -1- 6'-0" 1 6'-0" 1 6'-0" 1 6' 0-1., MAR01 MAR01 NQ31 10 B3 N BB-1 BB-1 — — _ �3 IM G-2 ❑3 3❑ G-3 G-4 G-4 G-4 G-5 r3l G-2 3p 3 (] (]� 2 (] ❑2 0 2 ❑2 01I G-1 i 1. I® MAR02 I 1 II L — — — I I I--- I EC-1 EC-2 EC-3 EC-4 THE F;QHiLk UILDIN ' CODE --HB=3-- _ L20 1 EC-4 EC-3 42'-0" CLEAR WIIY ENDWALL FRAMING: FRAME LINE 1 7 ®I 3'-8 3/4" MAR021 1 - O z= I J I I EC-2 EC-6 BOLT TABLE FRAME LINE 1 LOCATION UA TYPE DIA LENGTH EC-1 FRAME 8 A325 1 2 2 EC-2/FRAME 2 A325 1/2" 2- EC-3 FRAME 2 A325 1/2' 2p EC-4/FRAME 2 A325 1/2 2 EC-5/FRAME 2 A325 1/2" 2" EC-6/FRAME 8 A325 1/2" 2" Back Braces 1 1 A325 1" 3 1 4" TRIM TABLE FRAME LINE 1 OID PART LENGTH DETAIL 1 JTA01 87.000 TRIM-11 2 HTD05 121.000 TRIM-129 3 HTD08 194.000 TRIM-129 4 BSD01 122.000 TRIM-129 5 CCA03 169.000 TRIM-19 6 JTA06 193.000 TRIM-130 7 HTA06 170.000 TRIM-124 8 OCA01 242.000 TRIM-79 9 BSC01 122.000 TRIM-720 10 BSC01 Use Drop TRIM-720 11 RTA02 242.000 TRIM-2 12 MPB01 1 26.440 CONNECTION PLATES FRAME LINE 1 ❑ ID MARK PART 1 n1 2 HBC01 3 bl 1 4 GCCO2 MEMBER TABLE FRAME LINE 1 MARK PART LENGTH HB-1 C8xl1.5 142.280 HB-2 C8x11.5 214.500 HB-3 C8x11.5 142.280 BB-1 P6x134 285.882 EC-1 Wl2x35 168.192. EC-2 W8x10 8.611 EC-3 W8x10 13.694 EC-4 W800 19.694 EC-5 W8x10 25.694 EC-6 W72x35 168.192 G-1 OBZ054 31.970 G-2 08ZO54 61.000 G-3 DBZ054 67.750 G-4 OBZ054 63.500 G-5 08ZO54 67.750 G-6 08ZO54 31.970 T T A Y Y 'f:11" 11 11 12 12 0 N N N N N N N N N N N N \ \ \ \ \ \ \ \ \ \ \ IN, N \ N rl co _ Rcr-itot7- I o r7 ca zol 11-1 ^ Inrn o`v- O o 1­1 Ia -------- cq O ►� PERMIT SUBMITTAL 0 l l THIS IS NOT AN APPROVAL SET ro 2 3 -� i I 0 ID AUG - 4 2011 01 I o NO CHANGES CAN BE MADE, ANY U-ZL REQUEST FOR CHANGE WILL REMOVE 1 `� — — — — — — — — — — THE PRODUCT FROM THE SCHEDULE, — — — — —yz� U I`D MASONRY ENDWALL SHEETING & TRIM: FRAME LINE 1LL 0 PANELS: 26 Ga. CW — Sagebrush SP DOOR PANELS: 26 Go. C Sagebrush SP ENDWALL FRAMING PLAN GENERAL NOTES 1. STD. ROD/CABLE SIZES PER PART PREFIX ARE: RDB— = 5/8" ROD CAA— = 1/4" CABLE RDC— = 3/4" ROD CAB— = 3/8" CABLE RDD— = 7/8" ROD CAC— = 1/2" CABLE RDE— = 1" ROD RDF— = 1 1/8" ROD RDG— = 1 1/4" ROD 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDMONS WILL REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING. 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL REQUIRE FIELD CUTTING OF GIRTS AND SHEETING. 4. THIS DRAWING IS NOT TO SCALE. Jeffrey P. Barkman, P.E. 'y �i,200 Whetstone Road c N�F'vansea, S.C. 29160 NO.57272 fiirida P.E. No. 57272 i st :'�v �� . ''• �0 lid , W A L�"° 9�e//1I1111 8 9 L a Z z 0 N m a n 0] W= W U (n m cj Q� 3 E5 q LLJ Ili W a in JOB NUMBER S1100382A SHEET NO: E6 of 7 THE MErAL BUR BFPRESM ARE 50'-0" OUT —TO —OUT OF STEEL 15'-0" 20'-0" 15'-0" 12 MAR01 Al F4 MAR01 ER-1 _ _ 81 ER-2——�,I�—T61� 6 6 6 _ 6 `� G-7 D1 G P Ird pi, 0 V�im 3 al,c..�iu f ta.at�r(bp�' L � �.4Q M, 9919E 701 _7 G-8o G-10 G-12 o � o MAR02 p O17 PEN TO SIM F/Z/-z MASOONNR/Y WAL 3 3 C C EC-8 EC-9 5'-0" 10'-0" 5'-0" 1'-3 3/4�- 1'-3 3_ /47 1'--3 3/4" 1'-3 3/4" ENDWALL FRAMING: FRAME LINE 3 BOLT TABLE FRAME LINE 3 LOCATION QUAN TYPE DIA LENGTH ER-1/ER-2 4 A325 1 2 2 Columns/Rof 6 A325 1 1/2" 2" Jamb 4 A325 1 2" 2" TRIM TABLE FRAME LINE 3 01DI PART LENGTH DETAIL 1 OCA01 242.000 TRIM-79 2 BSC01 122.000 TRIM-720 3. RTA02 242.000 TRIM-2 4 MPB01 26.440 5 CCA03 169.000 TRIM-19 6 JTA03 121.000 TRIM-11 7 CCA01 121.000 TRIM-19 8 1 HTA04 122.000 1 TRIM-1 4 E� "�i EC-10 CONNECTION PLATES FRAME LINE 3 ❑ ID MARK PART 1 EWA01 2 NCR03 3 11 4 JCA&P02 �CC04 6 T T T 12 o O N N N 0 ENDWALL SHEETING & TRIM: FRAME LINE 3 PANELS: 26 Go. CW — Sagebrush SP FLANGE BRACE TABLE FRAME LINE 3 VIDI QUAN I MARK IEENGTH 1 1 2 1 FBE02 1 37.130 MEMBER TABLE FRAME LINE 3 MARK PART LENGTH EC-7 WOBS075 159.257 EC-8 W12SO89 172.923 EC-9 W12SO89 172.923 EC-10 WOBS075 159.257 ER-1 W12S105 299.538 ER-2 W12S105 299.538 DJ-1 J08C075 188.844 DH-1 J08C060 120.000 G-7 08ZO54 187.250 G-8 08Z054 72.500 G-9 08ZO54 59.000 G-10 OBZ054 72.500 G-11 08ZO54 59.000 G-12 OBZ054 187.250 CB-1 RDB— 235.000 CB-2 RDB— 226.000 ENDWALL FRAMING PLAN w J U) O t03 � Cj) O LU u) d. _ F- GENERAL NOTES 1. STD. ROD/CABLE SIZES PER PART PREFIX ARE: ROD CABLE RDB— = 5/8' ROD CAA— = 1/4" CABLE 12 RDC— = 3/4' ROD CAB— = 3/8" CABLE RDD— = 7/8' ROD CAC— = 1/2" CABLE RDE— = 1' ROD RDF— = 1 1/8" ROD RDG— = 1 1/4" ROD 0 CV 8 LL' w O z ¢cl ww 9 m CO u w = W m� pzcc W =m SzQ CO U U._ d' a 2 N '� LLi jr U _W� oF F- od� U Q ZW� cc 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING. 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL OREQUIRE FIELD CUTTING OF GIRTS AND SHEETING. 1 4. THIS DRAWING IS NOT ®gg1��L�ld Jeffrey P. Barkman, P.E. 200 Whetstone Road E NpF�;: -:, Swansea, S.C. 29160 No. 57272 lorida P.E. No. 57272 ku e OF NLL 6Urf•ice `�,' ,� � l �a:\ ►dll4l it C ~ W 50� a d we NMMBM S1100382A SHEET NO. E7 of 7 TYPICAL FIELD WELD REQUIREMENTS ERECTOR NOTE: (UNLESS NOTED OTHERWISE ON DRAWINGS) ALL FIELD WELDING MUST BE PERFORMED BY AWS/CWB CERTIFIED WELDERS WHO ARE QUALIFIED FOR THE WELDING PROCESSES AND POSITIONS INDICATED. ALL WORK MUST BE COMPLETED AND INSPECTED IN ACCORDANCE WITH THE APPLICABLE AWS/CWB SPECIFICATIONS. WELD ELECTRODES USED FOR THE SMAW (OR STICK) WELD PROCESS MUST BE 70 KSI/483 MPa MATERIAL AND LOW HYDROGEN CONTENT. 6'-0" MINIMUM GIRTS (TYPICAL) STANDARD FASTENER SCHEDULE H1000 17-14 x 1 1/4' H1060 12-14 x 3/4' ca , (SELF rAI'P H102Q 1/4-14 x 1 1/4' ,X 3 ri xrt Hour WASHER (SELF MLLNG) 3/16' Mm DRaLm fJIPAm (" H1030 12-14 x 1 1/4' TEX 2 WrIH WASHER (SELF ORILLIlIG) 1040 12-14 x 1 1/4" '171 1 irr WASHER (SELF (BELT DPoIIING) Lm 12-14 x 2' TEK 2 WMKW WASHER (SELF DRILLING) 1050 12-14 x 3/4' SHARP POINr WITH WASHER to- (SELF TAPPING) SPREADER BAR Lff— an 12-24 x 1 1/Y TER S (SELF R WISHER 1/Y I= INLUN�o�2WAM (M Lmo 1w�iH wASFiER1/4• Imm(SEmILFORIWNC,) Am 1/B' POP RM & FS" NOTE: 2 X 2" A325 BOLTS 1 E REQ'D FOR BOLTING FLANGE BRACES. COLUMN--/ H0603 BO HH0300 NI WASHERS PURLIN RACE H0300 NUT FLANGE B MARK � H0200 WASHERS FLANGE BRACE RAFTER MARK FB 3 �Q 3/W 0 STAINLESS cROMMEr FASIENQi 2'— 1 2" WALL GIRT 4= (OR 3'-6") TYP FLANGE BRACE ® BU COL & GIRT NOTE: sFLANEE GE BRACEDPART ELEVAM�ARKS ONS FOR REQUIREMENTS ERECTOR NOTE (UNLESS NOTED OTHERWISE ON DRAWINGS) BOLT H SLOT SLOT TO SLOT CONNECTIONS WASHER WASHERS ARE REQUIRED ON 6'-0" MINIMUM BOTH SIDES OF MATERIAL IF 8 —0 MAXIMUM WASHER NUT SLOTS ARE USED ON BOTH SLOT SIDES (NOTE LAPPED ZEE MEMBER EXCEPTION). BOLT HEAD SLOT SLOT TO HOLE CONNECTIONS PICK POINT WASHER ONE WASHER REQUIRED ON SLOTTED SIDE ONLY. NUT _ HOLE BOLTi,1,i HEAD :HOLE HOLE TO HOLE CONNECTIONS NO WASHERS ARE REQUIRED �. WHEN SLOTS ARE NOT USED. NUT HOLE I 3 SPANS MAXIMUM COLD —FORMED RAFTER COLD —FORMED RAFTER ER WASHER PART NUMBERS H0200 — 1/ FLAT WASHER H0240 — 1" FLAT WASHER H0210 — 5 0; FLAT WASHER H0250 — 1 1/8. FLAT WASHER H0220 — V4 FLAT WASHER H0260 — 1 1/4" FLAT WASHER H0230 — 8" FLAT WASHER HIRE A S r"sfaaa tl9:aJr�7f�i� t SWILL CAUSE E RAFTER TO �' iST. E,��p o� MADING CODE COLD FORMED ENDWALL ERECTOR DETAIL 1) GIRTS, CLIPS, RAFTERS AND COLUMNS MUST BE SECURELY AND TIGHTLY BOLTED TOGETHER PRIOR TO STANDING UP THE ENDWALL SECTION. (NOTE: THE GIRTS PROVIDE STABILITY TO THE ENDWALL SYSTEM DURING THE ERECTION PROCESS) 2) BUILT—UP COLUMNS/RAFTERS MUST BE ERECTED INDIVIDUALLY WHEN USED WITH COLD FORMED ENDWALL PARTS DETAIL IS SUGGESTED EEEEOF ENDWALL AFTER ERECTION. SONDJUGEMENTBASED ON RECTION KNOWLEDGE AND EXPRNCSHOULDBEAPPED REGARDING AND PRACTICALITY OF INDIVIDUAL SITUATIONS. 4) REGULATIONS SET FORTH BY THE OCCUPATIONAL SAFETY AND HEALTH ACT, LOCAL, STATE, AND/OR FEDERAL AGENCIES SHOULD BE ADHERED TO AT ALL TIMES. NUCOR BUILDING SYSTEMS IS IM RESPONSIBLE FOR INJURY DAMAGE, OR FAILURE WHICH MAY RESULT FROM FAILING TO MEET ANY OF THESE REGULATIONS. PERMIT SUBMITTAL THIS IS NOT AN APPROVAL SET AUG -4 2011 NO CHANGES CAN BE MADE, ANY REQUEST FOR CHANGE WILL REMOVE THE PRODUCT FROM THE SCHEDULE. NOTE: 1/2 X 2" A325 BOLTS ARE REQ'D HFOR BOLTING 0603 BOLT H0300 NUT FLANGE BRACES. H0200 WASHERS FLANGE BRACE OPPOSITE SIDE REQUIRED WHERE INDICATED ON ERECTION DWGS. AS "NS & FS" TYP FLANGE BRACE ® PURLIN & RAFTER NOTE: SEE PLANS AND ELEVATIONS FOR FLANGE BRACE -PART MARKS BOLT/NUT ASSEMBLY \ REQUIRED AT LAPPED ZEE MEMBERS. (NO WASHERS REQUIRED) " SECTION "A" U) H LAPPED ZEE MEMBERS, PURUNS OR GIRTS i REQUIRED AT BOLTS USED 11 D REGIONS OF ZEE MEMBERS. SECTION "B" Jeffrey P. Barkman, P.E. 200 Whetstone Road Swansea, S.C. 29160 Florida P.E. No. 57272 ° NO. 57272 s T'E OF C9 Z 0 m � n v m [� —1 W I— U En m LW L1 _.J {;l LaJ o_ o U JOB NUMBER S1100382A SHEET NO D 1 of 8 (4) 1/2.0 X 2" BOLTS 6 BOLTS 0 SINGLE CEE RAFTER) RAFTER A325 BOLTS H0603 NUTS H0300 1 1 2 T� E OF 4" RAFTS CUP REQ'D N. MK. EWA01 A AT SINGLE 1 1/2" CEE RAFTER 2 SINGLE OR DOUBLE CEE ENDWALL COLUMN SECTION A EW CEE COLUMN TO RAFTER CONN B COLUMN TOP CUP FACTORY WELDED TO COLUMN SEE ERECTOR NOTE FOR TYP..WASHER REQUIREMENTS BRACE TYPE TURNBUCKLE BRACE CLEVIS FLOOR ANCHOR A325 BOLT A325 NUT CABLE ANY 0 H0730 BCSO4 BCCO1 H0640 H0330 5 8" 0 ROD H0710 BCS02 BCCO1 H0640 H0330 3 4" 0 ROD H0720 BCS03 BCCO1 H0640 H0330 7 8" 0 ROD H0730 BCSO4 BCC01 H0640 H0330 1" 0 ROD 1-10740 BCL05 1 BCCO2 H0660 H0340 1 1 8" 0 ROD H0750 BCL01 1 BCCO2 H06601 H0340 1 1 4" 0 ROD H0760 BCL02 1 BCCO2 H06601 H0340 ACE"ROD 2 EYEBOLT SEE PLANS AND ELEVATIONS CABLE ASSY) FOR BRACING MARK NUMBERS BRACE CLEVIS BRACE CLEVIS T—CUP MARK BCC_ (SEE ANCHOR BOLT PLAN FOR ANCHORING REQUIREMENTS) DIAGONAL BRACE TO FLOOR ANCHOR Q$ DETAIL A INE V-.e" I CLIP MK. CSRE - ENDWALL— RAFTER BUILT-UP OR HOT -ROLLED COLUMN ENDWALL STEEL LINE NOTE RAFTER FLANGE NOT SHOWN FOR CLARITY . PWAc-- DETAIL A USE (6) 1/2*0 x 2" A325 BOLTS (MK. H0603) AND NUTS (MK. H0300) E W COL. TO RIGID FRAME RAFTER 44 BU OR HR COLUMN AT INSET GIRTS REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREM DIAMMEDTER N MBER WASH RS WASHERS NUTS COUPLING NUTS 3 m m 5/8" 0 RDB _ (2) H0930 (2) H0210 (2) H0310 H0810 P 1 1/2 8or 12" SINGLE CHANNEL COLD FORM RAFTER 3/4" 0 RDC _ (2) H0930 (2) H0220 (2) H0320 H0820 d mm n mn 7/8" 0 RDD— (2) H0930 (2) H0230 (2) H0325 H0830 1" 0 FIDE (2) H096D (2) H0240 (2) H0330 H0840 b CD 1 1/8- 0 RDF_ (2) H0960 (2) HD250 (2) H0450 H0850 1 1 1/4" 0 RDG_ (2) H0960 (2) H0260 (2) H0340 H0860 • $ `t SEE PLANS AND ELEVATIONS FOR BRACING MARK NUMBERS = _ J 1 4"L14- (8) 1/2"0 X 2" CUP A325 BOLTS H0603 MK. NCR_ NUTS H0300 RIDGE ROD ASSEMBLY MK. RD_ WEB OF COLUMN OR HILLSIDE WASHER, RAFTER FLAT WASHER, COUPLING NUT AND NUT (QUANTITY VARIES) M i? = C.F. RAFTER CONN. AT RIDGE F4 SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS FREE A l � ' '` I 5, r c �� � re�d��ramds, d" pkr-40 72,"h fl.tNITIH THE F1 OPEA BUILDING CODE PERMIT SUBMITTAL THIS IS NOT AN APPROVAL SET AUG -4 Z011 NO CHANGES CAN BE MADE, ANY REQUEST FOR CHANGE WILL REMOVE THE PRODUCT FROM THE SCHEDULE. ROD BRACE DETAIL (WEB TO WEB) z 8 9 = 36 m� i a 1j@ FILE COPY I 9L Jeffrey P. Barkman, P.E. 200 Whetstone Road Swansea, S.C. 29160 Florida P.E. No. 57272 NO 57277 \. ,r OF wd;.. Tn 0 Z 0 � ro E5 n $ m12 � J W N m W Lu J IL re W _ g� W a p c� JOB NUMBER S1100382A SHEET NO. D2 of 8 COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED. RAKE ANGLE (LLV.) RAKE ANGLE (LL.V.) H WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, HVAC EOUIPMENi, CEILINGS, ETC. ARE SUSPENDED FROM ROOF MK. MAR01 MK. MAR01 a m MEMBERS, CONSULT NUCOR ENGINEERING IF THESE CONCENTRATED LOADS EXCEED 200 FASTENER MK. H1020 FASTENER MK. H102o PURLIN LAP PURUN LAP Ni POUNDS, OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY MORE THAN OTHERS. AT EACH SUPPORT PURUN AT EACH SUPPORT PURUN SEE PLAN SEE PLAN PURUN STIFFENING -.T PURUN FLANGE UP a If PURUN WEB O 01 O o GENERAL RESTRICTION: ' _ UNDER NO CIRCUMSTANCES CAN THE PURUN STIFFENING LIP BE FIELD MODIFIED FROM THE FACTORY SUPPLIED CONDITION. ALPSO DO NOT HANG ANYTHING FROM PURUN PURUN SHOP WELDED U CUP o CUP MK. PURUN RAFTER ERECTOR NOTE: OPTIONS FOR SUPPORT ATTACHMENTS: Pcco1 a' 8' CUP IS SHOP WELDED 0 PCCO2 8 12 PCCO2 12 8 IN PLACE. RAFTER OPTION A OPTION B DRILL SUPPORT SUPPORT ANGLE OR SOME THROUGHT THE OTHER TYPE OF BRACKET. PCC03 10 8 PCC04 10 12 RAFTER P0005 12 12 RAC 8 z g BOTTOM FLANGE (NOT BY MBS) SUPPORT OF THE PURUN. ROUGH PURUN WEB. 1/21E MAXIMUM BOLT ANGLUGHPURU BOLTED CLIP ® SINGLEp"C" RAFTER A� WELDED CLIP ®R F ENDWALL 1 PURLIN TO INTERIOR FRAME RAFTER G2 (NOT BY MBS) (NOT 6Y Mom) $ USE (4) 1/2' X 1 1/4 A307 0 USE (4) 1/2' X 1 1/4 A307 USE (8) 1/2-X 1 1/4' A307 BOLTS 1/211 MAXIMUM BOLT (NOT BY MBS) BOLTS H0500/NUTS H0400 SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS' o BOLTS H0500/NUTS H0400 m SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS H0500/NUTS H0400 SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS 9ig BOLTS REQ'D ONLY AS SHOWN BOLTS REQUIRED AS SHOWN BOLTS REQUIRED AS SHOWN^ 1' MAXIMUM FROM 1 1 1' MAXIMUM FROM CENTERUNE OF PURUN CENTERLINE OF PURUN WEB TO CENTERLINE OF (2) H1020 0] WEB TO CENTERUNE OF SUPPORT SUPPORT (1) PER END J OPTION C: ANGLE MK. w MAH , IF PURUN FLANGE SUPPORT CLAMPS ARE USED. (1) ESWO1 SEC. A x WASHER (2) ESWO1 1 Z WASHERS WASHERS 'X' = TOTAL PROJECTED CLAMP DISTANCE FROM THE G P (NOT BY MBS) CENTERUNE OF THE PURUN 5v WEB TO THE END OF THE END OF STIFFENER UP. (= 3 5/8' +/- 1/16') 1' MAXIMUM THE CENTERLINE OF THE SUPPORT I MUST BE WITHIN 1' FROM THE CENTERLINE OF THE PURUN WEB. EW RAFTER- CAP PLATE/y RAA�PTEPR TE/ J CENTERUNE OF SUPPORT 1 CENTERLINE OF PURUN RAFTER = n PURUN SUPPORT METHODS o EAVE STRUT TO ENDWALL RAFTER 16 EAVE STRUT TO RIGID FRAME J2 EAVE STRUT TO RIGID FRAME J24 W W o m USE (2) 1/2" X 2' A325 BOLT H0603/NUT H0300 o USE (4) 1/2 X 2 A325 BOLT H0603/NUT H0300 USE (4) 1/2' X 2 A325 BOLT H0603 NUT HOW / k Li iJ 5 c W y � m 9 Pq��Y THE E U9CbE E copy Jeffrey P. Barkman, P.E. 200 Whetstone Road o ``' U. 9 m g a a 0 OB Swansea, S.C. 29160 'NUMBER:Fl 121, wgfAiFj4 o.7 S 10038LA ®y NL \\ ;Y� ec+• ,. s SHIFT NO D3 8 i;;�y Eti�J c00s �� ���..✓_ . of ,� PERMIT SUBMITTAL ��N: _ _ No. 57272 THIS IS NOT AN APPROVAL SET `e AUG 4 Z011 of .4 . .=, NO CHANGES CAN SE MADE, ANY ... `��// q�J/Q ' \ REQUEST FOR CHANGE WILL REMOVE ;1� THIS SEAL PETRwNS ONLY TO THE DE9GHµ MI�� ED WTERBY THE PRODUCT FROM THE SCHEDULE, I I I T1 1 THE �R. THE DRAWN0 AM THE METAL SUADM WH*i THEY REPRESENT ARE THE PRODUCT OF E METAL BURRING MANUFACTU THE RER,WERED PROFESSIOWIL _ EHGRhFA WHOSE SEA. APPEARS ON THESE DRAWN= IS EMPLOYED BY THE METAL BURRING MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE NOTE: RAFTER FLANGE NOT SHOWN RAFTER NOTE: RAFTER FLANGE NOT FOR CLARITY WEB SHOWN FOR CLARITY S7UB a m SHOP WELDED CUPS RAFTER WEB COIN Li a — — COLUMN CLIPS WELDED DETAIL A O O b " COLUMN CENTERLINE — Q cnoN z #: BC HIOF ?AUNE RAFTER - STEEL xDETAIL � LINE N NWAER SECTION A DETAIL A o USE (2) 1/2'0 x 2' A325 DETAIL A BOLTS (MK. H0603) AND NUTS (MK. H0300) I I USE (2) 1/2'0 x 2' A325 c BOLTS (MK. H0603) AND MK: W 6 NUTS (MK. H0300) USE (2) 1/2'0 x 2' A325 z BOLTS (MK. H0603) AND NUTS (MK. H0300) T I SECTION A AT $ a HEADER BEAM END HEADER - STUB COLUM K: STUB COLUMN TO HEADER BEAM 20 FLUSH MOUNTED MOUGIRTNTED BIFOLD JAMB EC TO R.F. RAFTER B35 USE 4 1 2 X 1 1 4" A30� � � / ' / BOLTS H0500/NUTS H0400 �, SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS z 9 B BACK BRACE 1/ B G 4.� W of H0640%NUTS H0330 1�4 ARE ETA BEAMS LEEV L 2 DOOR JAMB SKIKbWIL 51RUf $= r BOTTOM OF STUB = CONNECTION PLATE WLu mj CUPS: HBCO1 USE (2) 1/2.0 x 2' A325 EADER 0 6tiLT5 H0803 25 NUTS H0300 4 �� BOLTS (MK. H0603) AND HEIGHT NUTS (MK. H0300) DEFLECTION CRITERIA: DOWNWARD: MAXIMUM UNDER I— DESIGN LIVE LOAD: -=I Eo HEADER BEAMuj HOER UPWARD: 2 MAXIMUM UNDER ALL DEAD LOAD MUST BE DESIGN UPLIFT: APPLIED TO THE FRAME BEFORE FINAL LEVELING OF z THE DOOR HEADER. W RIGID FRAME RAFTER cn SECTION ELEVATION Z O N WIDE OPENING FRAMING AT STUB COLUMNS �j 1 m ca " HANGAR STUB COLUMNS WITH HEADER _ Q L - v HANGAR DOOR HEADER TO DOOR JAMB DIAGONAL STRUT TO RIGID FRAME RAFTER � M 13 PIPE SIRIH DIAGONAL BRACE TD RIGID FR46 RAFTER Q 31 W SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS NOTE: USE (1) 1' x 3 1/4' A325 BOLT 1OW/NUT "0330 gg m REFERENCE —ERECTOR NOTE FOR TYPIGEDUDI L WASHER Rt91ETR5 ILLY W Ld 9 Jeffrey P. Barkman, P.E. >r in �, THESE r-��S E ���asa� 4��a�e ��5� 200 Whetstone Road Swansea, S.C. 29160 LLI o 0-0 JOB NUMBER: Florida P.E. No. 57272 51100382A BUILDING CODE ®�,11 I ! I ! 11!"'�p� � ry sHEE:r N D04 of 8 • 72 PERMIT SUBMITTAL e THIS IS NOT AN APPROVAL SET AUG - 4 2011 OF . THIS SEAL PERTNNS ONLY TO THE WT�Of METAL AND NO CHANGES CAN BEM MADE, ANY ���eJJJ,,,` ` �` 'Y'� Y /'(T-#VKh 11 ! ! E THE mEr BU� WH� EY REF MENT REQUEST FOR CHANGE WgLL REMOVE Fy��+A' I ! ARE THE PRODUCT OF THE `E) T1u� PROFESSIONAL THE PRODUCT ENGINEER WHOSE SEAL FROM THE SCHEDULE. THESE DRAWINGS G EMPLOYED Br THE METAL BUILDING M RER AND DOES NOT SANE AS OR E As O REPRESENT THE PRQEC► ON OF RECORD AND SWLLL NOR BE �� ' E ITV IbilY iESE Il62AY1Y71; 1i Ji7i LKLG I UK NU I L: UNLESS SPECIFICALLY NOTED OTHERWISE, STANDARD ZEE GIRT ORIENTATION IS TO HAVE THE GIRT TOED DOWN AT THE STEEL LINE AS SHOWN IN THE DETAIL BELOW. UNLESS SPECIFICALLY NOTED OTHERWISE, STANDARD CEE GIRT ORIENTATION IS TO HAVE THE GIRT TOED UP AS SHOWN IN THE DETAIL BELOW. STANDARD CLIP ATTACHMENT IS BELOW THE GIRT, HOWEVER SOME DETAILS REQUIRE THAT THE CLIP BE ABOVE THE GIRT. (REFER TO THE GIRT DETAILS ON THE ERECTION DRAWINGS FOR REQUIREMENTS) BOTH CUP ATTACHMENTS ARE SHOWN IN THE DETAIL BELOW. OPTIONAL T CUP CONNECTION COLUMN 1:13 CEEGIRTSTANDARD CUP ONNECTION CUP'I ZEE GIRT ORIENTATION CEE GIRT ORIENTATION STANDARD GIRT ORIENTATION DETAIL NOTE: BYPASS GIRT CONDITION IS SHOWN FOR REFERENCE ONLY. YOUR PROJECT MAY HAVE FLUSH OR INSET GIRTS. SINGLE CEE 4" 2" 0 B"/12" GI COLUMN 4" 3" ® 10" GIRT rn rn CUP CUP 12 GCC03 GCB03 .. i Do I 1 1/2" 10 N co 00 00 JE 1/2t L" GIRT LCUP MK. L� GIRT ANGLE MK. MAGO1 GCW08 0 8" GIRT 0 WITH (2) H1020 (FIELD GCB10 0 10" GIRT 12' GIRT z CUT TO LENGTH) W CORNER GIRT DETAIL D 10 USE (10) 1/2' X 1 1/4" A307 BOLTS H0500/NUTS H0400 SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS INSTALL CUPS ON JAMB BEFORE STANDING JAMB. USE LEVEL TO ALIGN GIRTS ADJUST CUP AS REQUIRED. FRICTION CUP 1 1 Z4." MK. JCA02 0 8" MK. JCA01 0 10" 4• 1 2MK. JCA03 0 12" " I CLEAR OPENING EQ DOOR JAMB FRICTION CLIP 4"/8" MK. JCP02 0 8" MK. JCP01 ®10" MK. JCP03 0 12" �EO GIRT GIRT TO JAMB CONNECTION --__a 1 USE (4) 1/2" X 1 1/4" A307 BOLTS H0500/NUTS H0400 SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS STD. 1/2' A307 BOLTS MK. H050D (NO WASHERS REQUIRE OUTSIDE FLANGE GIRT LAP BOLTS NOT SHOWN FOR CLARTiY. - REFERENCE THE STD. LAPPED GIRT DETAIL SECOND LAPPED FOR THOSE 00GIRT REQUIREMENTS. BOLTED OR THIN HEAD 1/2' BOLT 001 WELDED GIRT MK. H0515 a CUP (NO WASHER REQUIRED) FIRST LAPPED GIRT STD. 1/2' A307 NUTS MK. H0400 0 LAPPED GIRT DETAIL 0 LAPPED URTS A3O INTERIOR BAY COWMNS 0 THE THIN HEAD 1/2' 07 BOLT MUST BE INSTALLED INTO THE FIRST GIRT AND CUP OF A LAPPED CONDITION. THE BOLT/NUT ASSEMBLY MUST BE WRENCH TIGHT PRIOR TO THE SECOND LAPPED z J 0 0 SHOP JI GIRT ANGLE MK. MAGO1 WELDED WITH (2) H1020 (FIELD CLIP CUT TO LENGTH) \ M r7 CUP MK. 1 �I `. GCCO2 1�2 3/4" \-ENDWALL GIRT z 3 1 4" ® 8" OR 12" S GIRT 4 1 4" 0 10" S GIRT CORNER GIRT DETAIL D 16 USE (8) 1/2" X 1 1/4" A307 BOLTS H0500/NUTS H0400 SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS CLIP SHOP WELDED TO HEADER �nFp HEADER TO JAMB CONNECTION M3 USE (2) 1/2" X 1 1/4" A307 BOLTS H0500/NUTS H0400 (U.N.O.) SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS C BEE COLUMN Sul TO COLUMN O m- 0- PERMIT SUBMITTAL ---€ THIS IS NOT AN APPROVAL SET FLU NO CHANGES CAN BE MADE, ANY OL. THBX09W r"R0MiFHR,8CW1DULE. 6 BOLTS H0500/NUTS H0400 SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS a" ' y,xasn 1 1/2 CUP SHOP WELDED TO JAMB 1 tt LINE a DOOR JAMB JAMB TO FINISH FLOOR CONN E9 -ATTACHMENT TO SLAB BY OTHERS" 3 1/2" CLIP VARIES SEE ELEVATION --q RAFTER WEB 3" 0 8" OR 12' GIRT s r® 10" GIRT e BYPASS GIRT TERMINATION DETAIL TO R.F. RAFTER WEB W8 USE (4) 1/2" X 1 1/4" A307 BOLTS H0500/NUTS H0400 ERECTOR NOTE: AT EACH LAPPED GIRT CONNECTION, (1) 1/2' X 1 1/4" THIN HEAD BOLT H0515/NUT H0400 MUST BE USED TO ATTACH THE FIRST GIRT TO THE GIRT CLIP. THE BOLT/NUT ASSEMBLY MUST BE WRENCH TIGHT PRIOR TO THE LAPPED GIRT BEING ISTALLED. REFERENCE THE STANDARD "LAPPED GIRT DETAIL" FOR MORE INFORMATION. r� COLUMN FLANGE BRACE FBE_. FIELD BEND FOR PROPER SHOP UP. USE (2) 1/2" WELDED CUNZ/NUTS 2" A325 BOLTS H0603 H0300. GIRT SEE PLANS FOR MK. AND LOCATIONS. WALL GIRT TO COLUMN C 1 0 USE (7) 1/2"X 1 1/4" A307 BOLTS H0500/NUTS H0400 SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS ERECTOR NOTE. - AT EACH LAPPED GIRT CONNECTION, (1) 1/2' X 1 1/4" THIN HEAD BOLT H0515/NUT H0400 MUST BE USED TO ATTACH THE FIRST GIRT TO THE GIRT CUP. THE BOLT/NUT ASSEMBLY MUST BE WRENCH TIGHT PRIOR TO THE LAPPED GIRT BEING INSTALLED. REFERENCE THE STANDARD "LAPPED GIRT DETAIL FOR MORE INFORMATION. r COLUMN SHOP WELDED CUP GIRT WALL GIRT TO COLUMN HZ USE (7) 1/2"X 1 1/4" A307 BOLTS H0500/NUTS H0400 SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS Jeffrey P. Barkman, P.E. 200 Whetstone Road Swansea, S.C. 2916U Florida P.E. No. 57272 \�� �1I►!lJ7�j'' NO. 57272 r ST .TE OF k 0 m s W LLJ IL tLj LaJ a OR 0_ m JOB NUMBETt S1100382A SHEET NO: D5 of 8 'HEM CA W mu& EQUAL EQUAL EQUAL ROOF PANEL PURUN SPANS > OR = TO 5'-0" (EACH SUPPORT AND 1/3 POINTS BETWEEN SUPPORTS) 0 g c 7' IL N 9 1 Y IL N 9 1 Y IL N 9 1 2' N N N N N N N N N N N N N Ma rf N N y n N N rf r7 N LOW EAVE SEE THE CLASSIC ROOF SIDE LAP FASTENER SPACING DETAIL FOR SIDE LAP FASTENER SPACING END LAP. F REQUIRED— SAVE MEMBER (VARIES), EA' STRUT SHOWN FOR REFERS SEE THE CLASSIC ROOF SIDE LAP FASTENER SPACING DETAIL FOR SIDE 12' 1Y 12' LAP FASTENER SPACING 11 N 7' N N 7' N N 7' N END LIP, IF REQUIRED — STRUCTURAL FASTENER HIGH EAVE. RIDGE. END LAP MK. H1030 (M) & INTERMEDIATE PURLINS RIDGE OR HIGH EAVE PURUN — PURUN LAP IS REQUIRED) RIDGE OR • PU 12' tY 12' ' RHUN N N N N N N N N N N N N INTERMEDIATE N M) H N N M1 17 N N h H N PURUN LOW FAVE END LAP PURUN (IF END IV IS REQUIRE LOW EAVE END OF PANEL o S & EDGE ZONES SAVE MEMBER NARIES), SAVE INTERMEMIATE STRUT SHOWN FOR � q n C CLASSIC REFERENCE PURUN ROOF STRUCTURAL FASTENER SPACING ¢i 6' SEE DETAILS BELOW LEFT FOR SIDE LAP FASTENER 6. 6• 6. O.C. SPACING AT THE REAWNDER OF THE PANEL RUN , MAX 66' O.C. • 6 SIDE LAP FASTENERS MK. H1050 AT EACH SUPPORT AND 6' ON CENTER B SU RTS AT THE FIRST TWO LOW EAVE PURUN SPANS PANEL EAVE MEMBERrRF TYPICAL SIDE LAP VARIES, EAVEUNSTRUT SHOWNSEE THE CLASSIC RooF sTRUCTURAL FIRST TWO FASTENER SPACING DETAIL FOR SM�R• FASTENER SPACING SECOND PURUN LOW SAVE SPANS (EACH SUPPORT AND 6' ON CENTER BETWEEN SUPPORTS) EQUAL! EQUAL! f PANEL PURUN SPANS LESS LESS THANV-0-0" NON—UL 901 EACH SUPPORT AND MIDPOINT BETWEEN SUPPORTS UL 90 EACH SUPPORT AND SPACED EQUALLY BETWEEN SUPPORTS. NOT TO EXCEED 20' 1'-8 . FIRSTUPSLOPE SAVE FIRST PU��J�RUN FROM FROM EAVE HEAVE MEMBER APoES)), SAVE STRUT SHOWN R REFERENCE 3/32' x 1/Y TAPE MASTIC MK. H3010 T FULL LENGTH OF ALL SIDE LAPS N CLASSIC ROOF SIDE LAP FASTENER SPACING (STANDARD) ERECTOR NOTE: THIS BUILDING HAS SPECIFIC PLEASE REVIEW THIS DETAIL PANEL. FAILURE -TO FOLLOW COULD RESULT IN LOSS OF a ROOF FASTENER REQUIREMENTS. PRIOR TO ERECTING THE ROOF THESE SPECIFIC REQUIREMENTS ROOF PANEL(S). 4'-0" © te LL; Lu J � 0 ri LLJ S = © M O N F Z 1 U� RIDGE O Z �OQ © w O /�99 F-- 4'-0" 40 4'-0" UO- 1, 120'-0' -�'�5��1s;�G�aF LIONS O kPAV E"'`►vdnunu�� ROOF FASTENER PLAN 3 3 CODE, ADDITIONAL FASTENER REQUIREMENTS MUST EXTEND TO THE NEXT PURLIN BEYOND THE EDGE/CORNER ZONES SHOWN IN SKETCH ABOVE. STANDARD FASTENER SCHEDULE Jeffrey P. Barkman, P.E. H1000 17-14 x 1 1/4' H7060 12-14 x 3/4' ��7� WITH WASHER SKW POINT 200 Whetstone Road (SELF TAPPING) wRHF T WASHER *mwl- (� TAPPING) Swansea, S.C. 29160 H1020 Ira 34 x 1 1/4' H1070 122--24 x 1 1/2' WITHOUT WASHER WRNOUT WASHER *Wlmllrez (SELF DRILLING) (SELF DRwNG) DRILLNO QAIW Y OVX) 1/Y THICK DKUN0 CAPACITY QN%) H7030 12-12 x 1 1/4' H1080 1 / WITH WASHER (SELF DRILLING) SM7LF1 W�l1/4' � DRILLING) H1040 12-14 x 1 1/4• H11Q0 1/EP POP RIVET TEK 2 wmrouT WASHER (SELF DRILLING) Ira 12 x 2' H1110� 3GROMM0 STAINLESS WITHOUT WASHER ET FASTENER (SELF DRILLING)14= H1050 12-14 x 3/4' SHARP POIM WITH WASHER (SELF TAPPING) Flonda P.E. No. 57272 oli ll9I/00/. c No. 57e72r` �' r i� P CD z o� ro �+ J L LI = W W Ld LL) le O. o JOB NUMBER S1100382A SHEET NO: D6 of 8 THE 5 1 GUTTER HANGER MK. 3/4" TAPE MASTIC MK. H3000 (6" PIECE) H2190 AT 24" O.C. WITH (3) H1050 DIRECTLY BELOW FASTNRS FASTENERS INSIDE PANEL CLOSURE T 3/4" TAPE MASTIC MK. H3410 WITH 3/4" MK. H3000 TAPE MASTIC (MK. H3000) i TOP AND BOTTOM 1 /2" TAPE MASTIC i MK. H3010 NOTE: PLACE, GUTTER BRKT UNDER LIP Cn OF GUTTER H105FASTS FASTENERS "CLASSIC" ROOF FRS I H1030 FASTENER (SEE _ THE CLASSIC ROOF GUTTER ERECTION NOTES MK. GTA_ DETAIL FOR SPACING) H1060 EAVE STRUT SHOWN, MEMBER FASTENERS 12" O.C. VARIES.(REFERENCE THE SIMPLE SAVE SECONDARY LOW EAVE MEMBER TRIM MK. LEA01 OPTION DETAIL FOR ALTERNATE WALL PANEL)/ MEMBERS) EAVE GUTTER DETAIL "CLASSIC ROOF" SEE WALL SHEETING ERECTION NOTES 'TRIM_l' FOR WALL PANEL FASTENER LOCATIONS {+{ START (SEE ROOF PLAN) RIB I gRIB USE 0" START IF NOT NOTED FIELD CUT RIB AS REQ'D. H1050 2 1/4" TAPE MASTIC (4" D.C.) (BETWEEN TRIM AND PANEL) RAKE TRIM MK. H3020 MK. RTA PROOF PANEL H1020 AT EACH SUI RAKE ANGLE (LLV.) H 1060 ----/ (12" O.C.) WALL PANELII \-.OUTSIDE PANEL CLOSURE MK. H3400 0 "CLASSIC PANEL" MK. H3420 0 ACCENT PANEL" MK. H3410 0 REV. "CLASSIC PANEL" SCULPTURED RAKE DETAIL "CLASSIC ROOF" SEE WALL SHEETING ERECTION NOTES 'TRIM-2' FOR WALL PANEL FASTENER LOCATIONS RIDGE CAP oFnm ROOF SLOPE MARK NUMBER i — 1:12 RGA05 11-2.12 RGA15 21 — 3:12 RGA25 3j — 4:12 RGA35 DE MASTIC 00 NEL SUPPORT MEMBER FOR AN EFFECTIVE SEAL BETWEEN RIDGE CAP do PANEL RIDGE DETAIL "CLASSIC ROOF" W/ DIE FORMED RIDGE CAP 9TRIM_3' � ya d V"� u Ecr.,aAutph'id�i� VILE CODE. PERMIT SUBMITTAL THIS IS NOT AN APPROVAL SET AUG - 4 2011 NO CHANGES CAN BE MADE, ANY REQUEST FOR CHANGE WILL REMOVE THE PRODUCT FROM THE SCHEDULE. USE 4 POP RNEIS USING A DS TO -SIZE -- MK. 1100 AT ALL OVAL AREA NEXT. CUT EIBWI, V. AND 1 ALONG THE DASHED DOWNSPOUT UNEL BEND TABS CONNECTIONS U.N.G. 4" DOWN ALONG THE SOLID LINES AND ATTACH DOWNSPOUT V 70 NOTE&, � GUTTER TABS WITH (4) 1. MITRING OF THE V GUTTER H10SD FASTENERS. WILL BE REQUIRED AT SLOPES OVER 4*12 , FOR PROPER LINE UP WITH THE DOWNSPOUT. R STRAP M UT V BRACKET MK AO1 FOR 115E WITH `ACCEM" PANEL L IF THE: PROJECT ATTACH AT PANEL RIB CONTRACT SPECIFIES SCION USE (2) HIC50 V SHAPES AT THE SCREWS BOTTOM OF THE MALE END OF ELBOWS. S DETAB. t. FEMALE END 3. FIELD WORK (2 AS REOL ED TYPICALELBOWS DOWNSPOUT STW MK. III AT DSET/OUTSET WALL DITION. gp�6T BOK:® H2350 FULL OR PARTIAL O DPA01 U AS SCREW STRAP TO WALL WITH 4. LOCATE DS REQUUIRID (1) H10RK1 SCREW BEFORE STRAPS ONE AT ELBOW IF I}RSERITIIG DOWNSPOUT. EVERf IEDN DEN 0 DS STRAPS AND AND DS SPLK MEEOUIRED 70 DS N1 AS WFS (�►AFFA.STEHERS III H2350 OR DPAOI) AND STRAP ARE ALSO FRONDED FORRAP(MMASbNRY WALL APPLICATIONS AS WELLL AS A`TTACHMENTLum COWMNS FASTENERS TO MASONRY ARE NOT PROVIDED BY THE M.BS. HIM ARE PROVDED FOR COLUMN ATTACHMENT APPUCATKNS, PRE—DPoLLDJC WILL EM RD. ro STD. GUTTER AND DOWNSPOUT DETAIL 'TRIM_21' Jeffrey P. Barkman, P.E. 200 Whetstone Road Swansea, S.C. 29160 Florida P.E. No. 57272 Jh � I L^^" fa C' 1 pyti ''mod No. 57272 o.; 4 STA E OF _ j z 9 s m W <W i a cn 0 Z o� � � n CA m n J ED 2 L N m W 9 J it o_ o U F11MINUJIMBER: 100382A SHEET NO: D7 of 8 IIEIAI NOT "CLASSIC PANEL" ERECTION NOTES. EAVE V (PANELS 3r NET LAY) MEMBER WALL. STITCH FASTNR H1060 DOIM ER PANEL " SSTROUC RAL FASTENER SIDE S NOTE 1 2 H1060 FERECTOR MASTIC 301C IRTS 'D IN SNOWDRIF AT 12" O.C. AT TRIM ONS. REFER TO _H1060 FAEVATIONS FOR ffEEN MEMBER S PPORTS 1. BLOCK GIRTS TO "LEVEL" POSITION BEFORE STARTING PANEL ERECTION. MAINTAIN WOOD BLOCKING (NOT BY MBS) UNTIL PANEL TO STRUCTURAL FASTENERS ARE INSTALLED. 2. ALIGN AND PLUMB FIRST WALL PANEL 3. TO PREVENT "OIL -CANNING", ALL PANEL FASTENERS SHOULD START FROM BASE MEMBER AND THEN BE SECURED TO EACH STRUCTURAL GIRT TOWARD THE EAVE. 4. FOUNDATION MUST BE SQUARE, LEVEL, AND CORRECT TO THE OUT -TO -OUT STEEL LINE DIMENSIONS. 5. ERECTION CREW IS TO CLEAN ALL WALL PANELS BEFORE LEAVING JOB SITE. 6. ERECTOR IS TO ERECT PANELS SO THAT SIDELAPS ARE AWAY FROM THE MAIN TRAFFIC AREA'S LINE OF SIGHT. 7. STORE PANELS PROPERLY TO PREVENT MOISTURE SEE ERECTION MANUAL - NOTE: WALL" SEE PLAN FOR START/FIN DIMENSION. USE 0" START IF NOT NOTED. BACKLAP AND/OR FIELD CUT PANEL AS REQUIRED. m GIRTS --O u�+ CORNIER I "CLASSIC WALL" MK. OCA01 IsTART/FINISH H1040 FA. SUPPORT DIMENSION H1060 12" O.C. RIB BETWEEN SUPPORTS OUTSIDE CORNER DETAIL "CLASSIC WALL" 'TRIM_79' NOTE: FIELD CUT PANEL AS REQUIRED JAMB TRIM MK. JTA ' H1040 (® EA. SUI GIRT "CLASSIC V PANEL TERMINATION DETAIL "CLASSIC WALL" 'TRIM_711' OPENING NOTE: FIELD CUT PANEL AS REQUIRED "CLASSIC WALL" J JAMB TRIM MK. JTA H1040 12" O.C. JAMB DETAIL "CLASSIC WALL" 'TRIM_11' "CLASSIC WALL HEADER GIRT FLUSH MOUNTED 2.0" pp In STUB COLUMN MK: EC_ BI-FOLD DOOR AND HINGE "CLASSIC WALL" H1040 FASTENERS AT 6" O.C. HEAD TRIM MK. HTA_ REFER TO SECTION 8.0 OF THE WALL SHEETING ERECTIOIN MANUAL FOR FURTHER DETAIL AND PANEL PREPARATION INFORMATION HEADER DETAIL "CLASSIC WALL" 'TRIM_14' COVER TRIM CCAO_ USE AT ?W CCBO_ E AT 10, CCCO_ (USE AT 12- CEE) CSAD_ USE AT r STRUCTURAL CSC 115E AT 12- STRUCTURAL CCE_ (USE AT W HEADER WRAP) CCF (USE AT 10- HEADER WRAP) CCG- (USE AT 12" HEADER WRAP) FOR LINER PANEL, REFERENCE HEAD, SILL OR JAMB DETAILS FOR TYPICAL TRIM PARTS AND ATTACHMENT IF LINER NOTE. UCNER IS NOT REQUIRED, ATTACH COVER TRIM WTIH H1040 12' O.C. CC_ TRIM CS— TRIM �-COLD-FORMED CEE (USE CCA_ CCB_, OR CCC_ TRIMS) STRUCTURAL CEE (USE CSk_ OR CSC TRIMS) HEADER WRAP (USE CCE-, CCF OR CCC TRIMS) FRAMED OPENING COVER TRIM DETAIL SILL SHOWN, HEAD AND JAMBS SIMILAR 'TRIM_19' j:BSDO1 UBBER SEAL Y OTHERS HTD05 HTDO8 OR HTD17 GIRT H1040 FASTENERS mlLm�m COPY "CLASSIC" WALL PANEL" HTnns REFER TO SECTION 8.0 OF - w THE WALL SHEETING = ERECTIOIN MANUAL FOR mo FURTHER DETAIL AND PANEL PREPARATION INFORMATION INFORMATION z BI—FOLD HEADER DETAIL o2 "CLASSIC WALL" 'TRIM_124' FNIFLC END CLOSURE NOTE: FIELD MITRE BASE MK. H4220 (PW). TRIM AT CORNERS. APPLY TUBE CAULK (H3152) ALL AROUND AND INSERT INTO THE END OF THE BSCO1 TRIM AT FRAMED OPENINGS. ERECTOR NOTE: UNTIL WALL PANELS ARE INSTALLED, (3) H1040 SCREWS ARE TO BE USED FOR TEMPORARY INSTALLATION OF THE BASE TRIM. BASE ANGLE WALL PANEL TRIM MK. BSCO1 BASE MEMBER: ANGLE, CHANNEL OR OTHER. z (SEE ELEVATIONS) SEALANT (NOT BY METAL BLDG. BASE TRIM DETAIL AT WALL DELETION SEE WALL SHEETING ERECTION NOTES FOR TRIM_720 WALL PANEL FASTENER LOCATIONS HTD08 w OR HTD17 a H1040 FASTENERS VVHTD05 T8 TD17 RUBBER SEAL BY OTHERS BI—FOLD DOOR TRIM )R 'TRIM_ 129' �� ' M '.N VILUHNIG CODE. PERMIT SUBMITTAL THIS IS NOT AN APPROVAL SET AUG m 4 Z01I NO OHAN®ES CAN BE MADE, ANY REQUEST FOR CHANGE WILL REMOVE THE PRODUCT FROM THE SCHEDULE. BI-FOLD D, OPENING CAP TRIM MK. HTD_ H1070 TEK 5 TO JAMB ONLY 7 x z E5 8 m 0 z 9 •- m m W W s IL e� FOR BI-FOLD ' ROLLER 1n 0 z_ g� PANEL DETAIL AT BI—FOLD DOOR g DO a m 4� "CLASSIC" WALL PANEL 'TRIM_130' W 0 m 15 IL Jeffrey P. Barkman, P.E. sr m m m 200 Whetstone Road w o go-. Swansea, S.C. 29160 NUMBM Florida P.E. No. 57272 S1100382A SHEET NO. C r Ng No. 57272 THIS SEAL PERTAINS ONLY TO THE 'dllllil ` !I A�cH,�. TEMWIN AN THE MAL BUI.DNG WHICH THEY PRESENT ARE THE PRODUCT OF THMETALR � PROF ENGINEER WHOSE SEAL APPEARS O THESE DRAWINGS IS 0910YED En