Loading...
HomeMy WebLinkAboutSTAMPED PLANS - 22-00279 - 234 W 1st N - Car Shop Addition°�3'Ei�,�ERAL NOTES: I • )d&US&$ - AS- BUILDING INFORMATION STRU TURaL STEEL PLATE A529/ A572/ A1011 HOT POLLED MILL SHAPES A36 A529 HHS ROUND A500 A500 HHS RECTANGULAR A500 COLD FORM SHAPES A653 / A1011 ROOF AND WALL SHEETING A653 / A792 BOLTS A307 / A325 / A490 CABLE A475 RODS A529 / A572 2. STRUCTURAL PRIMER NOTE: SHOP COAT PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR A SHORT PERIOD OF TIME. STORAGE IN EXTREME COLD TEMPERATURES OR WINTER SNOW CONDITIONS, INCLUDING TRANSPORTATION ON SALTED OR CHEMICALLY TREATED ROADS WILL ADVERSELY AFFECT THE DURABILITY AND LONGEVITY OF THE PRIMER. THE COAT OF SHOP PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND CORROSION RESISTANCE OF A FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. MINOR ABRASIONS TO THE SHOP COAT PRIMER CAUSED BY HANDLING, LOADING, SHIPPING, UNLOADING AND ERECTION ARE UNAVOIDABLE AND ARE NOT THE RESPONSIBILITY OF THE METAL BUILDING MANUFACTURER. METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR THE DETERIORATION OF THE PRIMER OR CORROSION THAT MAY RESULT FROM ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING. 3. BUILDING ERECTION NOTES: THE GENERAL CONTRACTOR AND/OR ERECTOR IS RESPONSIBLE TO SAFELY AND PROPERLY ERECT THE METAL BUILDING SYSTEM IN CONFORMANCE WITH THESE DRAWINGS, OSHA REQUIREMENTS, AND EITHER MBMA OR CSA S16 STANDARDS PERTAINING TO PROPER ERECTION. TEMPORARY SUPPORTS SUCH AS GUYS, BRACES, FALSEWORK, CRIBBING OR OTHER ELEMENTS FOR ERECTION ARE TO BE DETERMINED, FURNISHED AND INSTALLED BY THE ERECTOR. THESE SUPPORTS MUST SECURE THE STEEL FRAMING, OR PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED IN ADDITION TO LOADS RESULTING FROM THE ERECTION OPERATION. SECONDARY WALL AND ROOF FRAMING (PURLINS, GIRTS AND/OR JOIST) ARE NOT DESIGNED TO FUNCTION AS A WORKING PLATFORM OR TO PROVIDE AS AN ANCHORAGE POINT FOR A FALL ARREST /SAFETY TIE OFF. 4 SPECIAL INSPECTIONS AND TESTING THAT MAY BE REQUIRED BY GOVERNMENTAL OR OTHER AUTHORITY DURING CONSTRUCTION AND/OR STEEL FABRICATION (COLLECTIVELY, INSPECTIONS") ARE NOT THE RESPONSIBILITY OF THE PEMB MANUFACTURER, AND TO THE EXTENT REQUIRED IT SHALL BE THE RESPONSIBILITY OF THE OWNER AND/OR THE OWNER'S REPRESENTITIVE. IN THE EVENT INSPECTIONS ARE REQUIRED, THE OWNE AND/OR THE OWNER'S REPRESENTITIVE SHALL EMPLOY A THIRD PARTY QUALITY ASSURANCE TESTING AGENCY APPROVED BY THE RELEVANT AUTHORITY. IF SUCH REQUIREMENTS ARE NOT SPECIFICALLY INCLUDED IN THE PEMB MANUFACTURER'S SALES DOCUMENTS, NO INSPECTIONS BY THE PEMB MANUFACTURER OR AT THE PEMB MANUFACTURER'S FACILITY SHALL BE MADE. THE PEMB MANUFACTURER'S FACILITIES ARE ACCREDITED BY AS AC472. S. A325 & A490 BOLT TIGHTENING REQUIREMENTS - IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE REGULATIONS. FOR PROJECTS IN THE UNITED STATES, SEE THE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS OR FOR PROJECTS IN CANADA, SEE THE CAN/CSA S16 LIMIT STATES DESIGN OF STEEL STRUCTURES FOR MORE INFORMATION. THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE THE BOLT TIGHTNESS (I.E., "SNUG -TIGHT" OR FULLY-PREFENSIONED"), UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION OR CONTRACT REQUIREMENTS: A ALL A490 BOLTS SHALL BE "FULLY-PRETENSIONED". B ALL A325 BOLTS IN PRIMARY FRAMING (RIGID FRAMES AND BRACING) MAY BE "SNUG -TIGHT". EXCEPT AS FOLLOWS: "FULLY -PRETENSION" A325 BOLTS IF: o) BUILDING SUPPORTS A CRANE SYSTEM WITH A CAPACITY GREATER THAN 5 TONS. b) BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION, IMPACT, OR STRESS -REVERSALS ON THE CONNECTIONS, THE ENGINEER -OF -RECORD FOR THE PROJECT SHOULD BE CONSULTED TO EVALUATE FOR THIS CONDITION. c) THE PROJECT SITE IS LOCATED IN A HIGH SEISMIC AREA. FOR IBC -BASED CODES, "HIGH SEISMIC AREA" IS DEFINED AS "SEISMIC DESIGN CATEGORY" OF 'D', 'E', OR 'F'. SEE THE "BUILDING LOADS" SECTION ON THIS PAGE FOR THE DEFINED SEISMIC DESIGN CATEGORY FOR THIS PROJECT. d) ANY CONNECTION DESIGNATED IN THESE DRAWINGS AS "A325-SC". "SLIP-CRIFICAL (SC)" CONNECTIONS MUST BE FREE OF PAINT, OIL, OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY -RUSTED SURFACES ARE ACCEPTABLE. C� IN CANADA, ALL A325 AND A490 BOLTS SHALL BE "FULLY-PRETENSIONED", EXCEPT FOR SECONDARY MEMBERS (PURLINS, GIRTS, OPENING FRAMING, ETC.) AND FLANGE BRACES. SECONDARY MEMBERS (PURLINS GIRTS, OPENING FRAMING, ETC.) AND FLANGE BRACE CONNECTIONS MAY ALWAYS BE SNUG -TIGHT", UNLESS INDICATED OTHERWISE IN THESE DRAWINGS. 6.G 1) ALL STRUCTURAL STEEL SECTIONS AND WELDED PLATE MEMBERS ARE DESIGNED IN ACCORDANCE WITH ANSI/AISC 360 SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS' OR THE CAN/CSA 516 LIMIT STATES DESIGN OF STEEL STRUCTURES", AS REQUIRED BY THE SPECIFIED BUILDING CODE. 2) ALL WELDING OF STRUCTURAL STEEL IS BASED ON EITHER AWS D1.1 "STRUCTURAL WELDING CODE - STEEL" OR CAN/CSA W59 "WELDED STEEL CONSTRUCTION (METAL ARC WELDING", AS REQUIRED BY THE SPECIFIED BUILDING CODE. 3) ALL COLD . ORMED MEMBERS ARE DESIGNED IN ACCORDANCE WITH ANSI/AISI S100 OR CAN/CSA S136 'SPECIFICATIONS FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS", AS REQUIRED BY THE SPECIFIED BUILDING CODE. 4) ALL WELDING OF COLD FORMED STEEL IS BASED ON AWS D1.3 "STRUCTURAL WELDING CODE - SHEET STEEL" OR CAN/CSA W59 "WELDED STEEL CONSTRUCTION (METAL ARC WELDING)", AS REQUIRED BY THE SPECIFIED BUILDING CODE. 5) ALL NUCOR BUILDING GROUP FACILITIES ARE AS AC-4?2 ACCREDITED FOR DESIGN AND FABRICATION OF METAL BUILDING SYSTEMS, FOR PROJECTS IN CANADA, DESIGN „ND FA?P.!L;A?TON ARE DONE ONLY IN FACILITIES THAT ARE ALSO CAN/CSA A660 AND +?7.1 CERTIFIED. b) !F JOISTS ARE INCLUDED WITH THIS PROJECT, THEY ARE SUPPLIED AS A PART OF THE S;STE)AS ENGINEERED METAL BUILDING AND ARE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 1926.758 OF THE OSHA SAFETY STANDARDS FOR STEEL ERECTION, DATED JANUARY IS, 2001. 7) CCU VI,iN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE BEARING STF,ESS OF CONCRETE TF;t:- HAS A MINIMUM COMPRESSIVE STRENGTH OF 3000 P.S.I. AT 28 DAYS PRIMER COLORS PRIMARY PRIMER COLOR: RED - SECONDARY PRIMER COLOR: RED ROOF SHEETING TYPE: CR GAUGE: 26 FINISH: Golvolume Plus CLIP TYPE: N/A THERMAL BLOCKS: No EPS FOAM SPACER: No ROOF LINE TRIM, PAINTED: Burnished Slate SP YES❑ NOX DOWNSPOUTS PAINTED: GUTTERS PAINTED: YESX NO❑ INSULATION 6 3/8 INCH (NOT BY MBS) YES❑ NOX PIPE JACKS, SIZE: QUANTITY: YES❑ NOX RIDGE VENTS, 10'-0" LONG X 9" THROAT. QUANTITY: YES❑ NOX ROOF FRAMED OPENINGS, SEE ROOF FRAMING PLAN FOR SIZES YES❑ NOX COMPOSITE CFR DECK, TYPE: GAUGE: FINISH: WALL SHEETING TYPE: RC GAUGE: 26 FINISH: Sagebrush Tan SP CORNER TRIM, PAINTED: Burnished Slate SP BASE TRIM, PAINTED: Sagebrush Tan SP YES❑ NOX WALKDOORS, QUANTITY: PAINTED: __ YES❑ NOX WINDOWS, QUANTITY: PAINTED: -_ YESX NO[:) INSULATION 6 3/8 INCH (NOT BY MBS) WALL FRAMED OPENINGS YESX NO❑ FRAMED OPENING TRIM, PAINTED: Burnished Slate SP �ucvR RUILD/HD sysrffms A DIVISION OF NUCOR CORPORATION MBMR M E M B E R SIZES: FSW: none _ BSW: (1) 14'-0" x 14'-0'; (1) 3'-4" x 7'-2"; (1) 12'-0" x 14'-0" LEW: none _ RELY: none BUILDING OPTIONS YES❑ NOX LINER PANELS FRAMED OPENING TRIM, PAINTED: WALL: TYPE: GAUGE: FINISH: WAIL TRIM, PAINTED: CEILING: TYPE: GAUGE: FINISH: YES❑ NOX TRANSLUCENT PANELS WALL: ROOF: INSULATED PANELS? YES❑ NO❑ YES❑ NOX SAVE EXTENSION PROD: TYPE: GAUGE: _ FINISH: SOFFIT TRIM AT BUILDING LINE PAINTED: YES El NOX RAKE EXTENSION PROD: TYPE: GAUGE: _ FINISH: SOFFIT TRIM AT BUILDING LINE PAINTED: YES❑ NOX CANOPY AT EAVE LINE ❑ BELOW EAVE ❑ PROJECTION: CLEAR UNDER CANOPY BEAM: ROOF PANEL: TYPE: _GAUGE, FINISH: SOFFIT PANEL: TYPE: _GAUGE, FINISH: SOFFIT TRIM AT BUILDING LINE PAINTED: YES❑ NOX PARTITION WALLS WALL PANEL: TYPE: _GAUGE, FINISH: TRIM PAINTED: YESX No❑ WAINSCOT WALL PANEL: TYPE: RC 26 GAUGE, FINISH: Burnished Slate SP BASE TRIM PAINTED: Sagebrush Tan SP JAMB TRIM PAINTED: Burnished Slate SP TRANSITION TRIM PAINTED: Burnished Slate SP YES❑ NOX FASCIA PROJ: TOP OF FASCIA HEIGHT: FACE PANEL, TYPE: _GAUGE, FINISH: CAP TRIM PAINTED: BACK PANEL. TYPE: _GAUGE, FINISH: BASE TRIM PAINTED: ❑ CLOSED SYSTEM, CLEAR UNDER SOFFIT TRIM: SOFFIT PANEL, TYPE: _GAUGE, FINISH: SOFFIT TRIM AT BUILDING LINE PAINTED: ❑ OPEN SYSTEM, (NO SOFFIT PANEL PROVIDED) CLEAR UNDER SOFFIT TRIM: YES[:) NOX PARAPET ❑ STRUCTURAL PARAPET ❑ NON-STRUCTURAL PARAPET TOP OF PARAPET HEIGHT: BACK PANEL, TYPE: _GAUGE, FINISH: YES❑ NOX CRANES (SEE CRANE PLAN FOR ADDITIONAL INFORMATION) YES[:] NOX MEZZANINE (SEE MEZZANINE PLAN FOR ADDITIONAL INFORMATION) Digitally signed by Grant _ THE DRAWINGS AND THE METAL BUILDING THEY REPRESENT ARE THE PRODUCT OF THE METAL BUILDING MANUFACTURER. THE REGISTERED PROFESSIONAL ENGINEER'S SEAL PERTAINS ONLY TO THE REQUIREMENTS LISTED HEREIN FOR THE MATERIALS DESIGNED AND SUPPLIED BY THE METAL BUILDING MANUFACTURER. THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED OR ENGAGED BY THE METAL BUILDING MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSTRUED AS SUCH. 7.GLOSSARY OF ABBREVIATIONS A.B. = ANCHOR BOLTS MAX = MAXIMUM REQ'D = REQUIRED BS = BOTH SIDES M.B. = MACHINE BOLTS REV. = REVISION B.U. = BUILT-UP MBS = METAL BUILDING SUPPLIER SIM = SIMILAR DIA = DIAMETER TBD = TO BE DETERMINED SL = STEEL LINE FLG = FLANGE N/A = NOT APPLICABLE N.S. = NEAR SIDE F.S = FAR SIDE NIC = NOT IN CONTRACT MIN = MINIMUM GA. = GAUGE SLV = SHORT LEG VERTICAL TYP = TYPICAL H.S.B. = HIGH STRENGTH BOLTS O.A.L. = OVERALL LENGTH PL = PLATE HT. = HEIGHT O.C. = ON CENTER LLV = LONG I EG VERTICAL U.N.O. = UNLESS NOTED OTHERWISE PEMB = PRE-ENGINEERED METAL BUILDING MANUFACTURER ?? = PART MARK TO BE DETERMINED AND WILL BE UPDATED ON CONSTRUCTION DRAWINGS Roth ON: C=US. E=grant.rot i@nbsui.com, OU=Nucor Building Grant Roth Systems Utah, CN=Grant Roth Date: 2022.04.06' 10:24:15-06'00' CERTIFIED CSA W47.1 ACCREDITED' im.1 w1dAC 471 Systeme BUILDING LOADS DESIGN CODE: IBC 18 ROOF LIVE LOAD: 20.00 PSF MBMA OCC. CLASS: 11 LIVE LOAD REDUCIBLE Yes _ GROUND SNOW LOAD: 50.0 PSF SNOW EXP. FACTOR, Ce: 1.0000 SNOW IMPORTANCE FACTOR, Is: 1.00 100 YEAR RAINFALL INTENSITY (IN/HR): 4.00 ELEVATION: 550 WIND: 105 / 81 MPH (VuIQ / (Vasd) C & C PRESSURES (PSF): 16 / -20 EXPOSURE: B UL 90 `!O _ Classic Roof—Const. No. 181 ;Classic Roof w/ Translucent Panel—Const. No.167 CFR Roof—Const. No.552 ; CFR Roof w/ Translucent Panel—Const. No.590 ; Composite CFR Roof—Const. No.552A ; VR15 11 Roof—Const. No.332 . SEISMIC INFORMATION Ss:0.366 S1:0.142 Design Sds/Sd1: 0.368 / 0.219 Site Class: D Seismic Imp. Factor: 1.00 Seismic Design Category: D Anajy-sis Procedure: Equivalent Lateral Force Method _Basic SFRS: Ordinary Steel Moment Frames & Ordinary Steel Conc. - Braced Frames NOTES: 1) COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, HVAC EQUIPMENT, CEILINGS, ETC., ARE SUSPENDED FROM ROOF MEMBERS, CONSULT THE M.B.S. IF THESE CONCENTRATED LOADS EXCEED 500 POUNDS (USING THE WEB MOUNT DETAIL) OR 200 POUNDS (USING THE FLANGE MOUNT DETAIL), OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY MORE THAN OTHERS. 2) THE DESIGN OF STRUCTURAL MEMBERS SUPPORTING GRAVITY LOADS IS CONTROLLED b".' THE MORE CRITICAL EFFECT OF ROOF LIVE LOAD OR ROOF SNOW LOAD, AS DETERMINED BY THE APPLICABLE CODE. 3) Pm IS BASED ON THE MINIMUM ROOF SNOW LOAD CALCULATED PER BUILDING CODE OR THE CONTRACT SPECIFIED SNOW LOAD, WHICHEVER IS GREATER, THIS VALUE, Pm, IS ONLY APPLIED IN COMBINATION WITH THE DEAD AND COLLATERAL LOADS. ROOF SNOW IN OTHER LOADING CONDITIONS IS DETERMINED PER THE SPECIFIED BUILDING CODE. ROOF DEAD (PSFI.- BUILDING 3.00 ROOF SNOW Pm (PSF): WIND ENCLOSURE: GC is SEISMIC R: SEISMIC Cs: BASE SHEAR (KIPS): 20.00 PRI. COL. PSF : SEC. COL. (PSF): SNOW Ct: SNOW Cs: ROOF SNOW Ps (PSF): 1.00 Closed 1.00 +­0.18 1.00 3.25 1.00 0.113 35.00 9.70 ERECTION MANUALS REQUIRED (ERECTION MANUALS ARE SHIPPED IN A WAREHOUSE PACKING CRATE) ❑ CFR ROOF ❑ H9700 OR ❑ H8260 ❑SINGLE CURB (H9850) IRCLASSIC ROOF IR H9420 OR ❑ H8201 ❑DOUBLE CURB (H9800) 0VR16 II (H9925) I—E1111.1 lase, nu suaewc ssrEu; DRAWING INDEX COVERSHEET _C1 - C3 ANCHOR BOLT DRAWINGS F1 - F2 COLUMN BASE REACTIONS F2 STRUCTURAL/SHEETING DRAWINGS E1 - E6 DETAILS D1 - 08 X W 0 W W J F- < Q 0 w W IY Lr) itCDZDztYw co <OUXww Fr- m� w W p; � — o� 11'�U-I m mN oZ) BRA NT...,. RO/ 8 'n w v- _ hp _ _ BCA STRUCTURAL OBSERVATIONS TESTS AND INSPECTION: 1) WHEN STRUCTURAL OBSERVATIONS ARE REQUIRED AS PER IBC 1704.6, OBSERVATIONS SHALL BE PERFORMED BY AN INDEPENDENT ENGINEERING AGENCY EMPLOYED BY THE ARCHITECT OR OWNER. IBED 705 2) THE SPECIAL INSPECTOR'S CTOR'S DUTIES ARE BEAS DES R D BYNANP NDEPENDENTTTESTING HAND INSPECTION EAGENCY DEMPLOYED BY THE OWNER UTIES ARE AS DESCRIBED IORIARCHITECT. 1704.3 AND IBC 1 3) ALL TESTS 4) THECONTRACTOR OFTWORKHALL REQURING SPECIAL ENFOR SPECTONVIDING THE TEST AND INSPECTION FIRM WITH A SCHEDULE TO FACILITATE THE PROPER COORDINATION OF WO 5) PORTIONS—^ T YES NO AGENCY RESPONSIBLE FOR INS _...._ A. STRUCTURAL STEEL: 1. MILL REPORTS AND IDENTIFICATION OF STEEL (AFFIDAVIT OF COMPLIANCE)............................................................................................................................... 2. SAMPLING AND TESTING OF SPECIMENS.......................................................................................................................................... B. WELDING: . ...................... 1. ALL STRUCTURAL WELDING (INCLUDES DECKING AND WELDED STUDS), EXCEPT WELDING IN APPROVED SHOPS PER IBC , AND . ............ .......................................................................................................... 2. ULTRASONIC TESTING OF FULL PENETRATION WELD CONNECTIONS AT MOMENT FRAMES, BRACED FRAMES, BEAM SPLICES, AND FIELD WELD .................... 3. STRUCTURAL LIGHT GAGE METAL FRAME WELDING ........................................... C. BOLTING: 1. HIGH STRENGTH BOLT A325SC AND A490SC (PRETENSION VERIFICATION) ................................................ ........................................................... :• 2. HIGH STRENGTH BOLT A325N AND A49OX (PER COVER SHEET NOTES).......................................................................................... ...................................................... 3. EXPANSION/ADHESIVE ANCHORS IN CONCRETE OR MASONRY FOR OCCUPANCY (RISK) CATEGORY I OR II, IBC PRUVi�,iUN. INDICATE THAI' SINGLE -STORY BUILDINGS SHALL HAVE "NO DRIFT LIMIT" PROVIDED THAT INTERIOR WALLS, PARTITIONS, CEILINGS, AND EXTERIOR WALL SYSTEMS HAVE BEEN DESIGNED TO ACCOMMODATE THE SEISMIC STORY DRIFTS. INTERIOR WALLS, PARTITIONS, CEILINGS, OR EXTERIOR WALL SYSTEMS NOT PROVIDED BY THE METAL BUILDING MANUFACTURER SHALL BE DESIGNED AND DETAILED BY OTHERS TO ACCOMMODATE THE SEISMIC STORY DRIFTS. SEISMIA r_DRIFT VALUES FALTERER. Y BE OBTAINED FROM THE METAL ACCESSORIES (DOORS, WINDOWS, ETC.) NOT PROVIDED BY THE METAL BUILDING MANUFACTURER MUST BE DESIGNED AS "COMPONENTS AND CLADDING" IN ACCORDANCE WITH THE CODEFDISPIAYED ONITHESOF COVERHPAGEFOFETHISODRAWWGG PACKET. FRAMED OPENINGS HAVE BEEN DESIGNED TO SUPPORT WIND _ LOAD NORMAL TO THE WALL BASED ON THE STANDARD BUILDING CODE CRITERIA. FRAMED OPENINGS HAVE NOT BEEN DESIGNED FOR ANY ADDITIONAL MOMENT OR CATENARY LL FORCES FROM THE DOOR. ANY CHANGE TO THE INV�STIGATIONSAND POSSIBLEHOWN HERE IBUILLDNGLL IRRENF RCEMENTAN ENGINEERE AN ING THE NEW BUILDING IS IN PROXIMITY TO, AND MAY CAUSE CHANGES CONDITIONSOFORETHE EXISTING AIBED SNOW DJACEING NT/ADJOINNG BUILDING(S). IT IS THE RESPONSIBILITY OF OTHERS (NOT THE METAL IT MANUFACTURER) TO INVESTIGATE ALL BUIOLDING(S) LOADING ONDITIONS FOR THE PERFORM ANY REQUIRED CANALYS 5 INING THE EXISTING BUILDING AND THE NEW BUILDING BY THE METAL BUILDING MANUFACTURER ARE STRUCTURALLY INDEPENDENT. THE SEISMIC STORY DRIFT OF THE NEW BUILDING CODE SBUILDING LONG CALC TEM— D IN ACCORDANCE THE MIETAL HBUILD CABLE DRIFT EX STING TBUILDING.URER NTHEREFORENOT MI IT IS THETHE TRESPONS BILITY 11 THE OTHERS (NOT THE METAL BUILDING MANUFACTURER) TO ENSURE THAT ADEQUATE SEPARATION EXISTS BETWEEN THE NEW AND EXISTING BUILDING. ■ ■ ■ ❑ ❑ ERECTOR NOTE: m ALTERNATE FASTENERS HAVE BEEN SUBSTITUTED ON THIS BUILDING. X 1 1/2" ROOF FASTENERS HAVE BEEN SUPPLIED FOR ROOF PANEL W J TO PURLIN ATTACHMENT. WHERE DRAWINGS INDICATE AN H1030 W H1035 FASTENERS HAVE BEEN SUPPLIED. STRUCTURAL FASTENER, Lij LL Q F —� 0 (f) o O Q ch LO w z W z D_ LLI zUm LLJ ~ w� ERECTOR NOTE: UL,X ALTERNATE FASTENERS HAVE BEEN SUBSTITUTED ON THIS BUILDING. o O W m HAVE BEEN SUPPLIED FOR WALL PANEL TO GIRTATTACHMET. 0 Z N o 2" WALL FASTENERS STRUCTURAL FASTENER, H1045ERE orr H1R0471NGS FASTENERSEHAVEH1040 BEEN SUPPLED. O cEu _ I vmUtum wom-i� STANDARD WELDS AND LEGEND ENLARGED DETAIL EA C STIFFENER REFERENCE EASE STIFFENER DETAIL FOR MELDS FG-" EE DETAI "A" Weld FW_3 < 1/2.. FW_3 FW-4 s 3/4" FW-4 FW-5 > 3/4" FW_5 1SWSCJPi <,WP59 TO 3" WN: RANGES FROM FWS3 TO FWD5 PER ENG, FG- WPM./• WELD SIZE PF ENG. FULL LENGTH FILLET NEAR 3�� SIDOF WEB WITH 3 OF FILLET PAST INNER MOST HOLE IN FROM EACH FROM FLANGE ALONG THE OPPOSITE SIDE OF WEB. THIS WELD TYPICAL FOR ALL FLANGE TO ENDPLATE WELDS SHOWN. DETAIL "A" Perpendicular Knee Column See Weld Standard sheet for WPS description FG- ' 3" DETAIL "A" :C Ln TOG I 3GFG u W 3 WmW C o ,SWOS IL Ww 3SWS/ W WOO =�K 0 4C-Ow �a Z CZ_p -j U u- -j J -2 J < �• OJ It 7u< O �o yl < n t< g a MO T =z Ln r ,u. r :f. 2 J. Wa Z �;C F C cy Cf) _) W C) Q U W d I b- C O L U rn B) (n a- O N Q) -C [n O �O C O 41 Cn 0 N Q] (n F 3" FG-5 d 3" DETAIL "A" N.S. 'A' •WPSg CJP1 F.S. EE DETAIL Q- •FG-5 FWD p TYP. FIXED BASE DETAIL See Weld Standard sheet for WPS deecrlptlon Bose lot. extension and anchor boi't locations may vary. 2FR FWS4 WP54 [�� FG-5 2FR FWS4 FWS4 r] FG-5 W Pipe or Tube Column Typ Stiffener Detail Section A -A 5 5 Typical Column TYP. PINNED See Weld Standard sheet BASE DETAIL for WPS description See Weld Standard sheet for WPS description Weld s 1 /2" FW-3 s 3/4" FW-4 > 3/4" Fly-5 FG-5 FWS3 �L Typ. Flange Brace Clip FG-5 1 4 4" - 12" 4 - 12 Runway Beam FWS3 Fes FG-5 FWS3-3 min I°PI3 Fc.s FND3 FGS WPS UPI FG-5 FWD Interior Wide Flange Fixed Base Plate Crane Stop FWD4 FG-5 FG-5 FWD4 Runway End SPECIAL DETAILS See Weld Standard sheet for WPS description Structural Column FG-5 FWS4 Tube Bracket Structural Details See Weld Standard sheet for WPS description ') X X X X X X X X X X X X X X I X X c Z X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X c o . < 53 53 O I I o•o I I rim o: +Pe g h I I n e nt n J u4 o d 3 -ww o yu,,II W 1- LL G NEAR SIDE WELD: FAR SIDE WELD: FWS 3 s � a FWS /-J� FWS / i FlLLE FlLLET FWD3 - FILLET WELD BOTH SIDES FWD FILLET FlLLET LEG FWD a/-Fw-Df DR FILLET FWR= Full length fillet on near side with "(Max. D/5 or 3") fillet return at both ends on opposite side of plate. DR �FWRS i 4 — /� I\(Maz.D/5 or 3') 5 D R WP1$ - Full length fillet on near side of web with 3" of fillet post inner most hole in from each flange o 0 along the opposite side of web. 0 0 ® wP, s t\' IN fR&I" LtC nANGE 4 WPi OR 0 0 0 0 a CJP1 - COMPLETE J01NT P N TRATION CIN .I F BEVEL WFI n NEAR SIDE WELD: FAR SIDE WELD: 4- cip, --BACK GDUGE cF, C ACK GOUGE 2 slwc a �— Bauo twat- -4 45' BEVEL SIDE./ o t.0 PURLIN / GIRT / CHANNEL EAVE STRUT QTY ,SHAPE QTY SHAPE SLOPE 08C060 L 82075 THICKNESS J THICKNESS X X SIZE 1000 SIZE 1000 X X I X Ix X1 X jXjXj X X 1XI X I X X 1XIXIX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XXX X X X X X X X X X g 0 o o o I p l I I I 1 I N 1 1 1 in � I ry I I • 1 N I �r�rr�� �n N,n .-n -n Oi°o ° ON n oN1 Ned nH On N ONO \l _w o d�cod od odd N X N O oN 'd dd dN o'A Pc d d6N ONO d6N w d O X 1 1 N 11 M o .- W 0 0 L w C9 M .- P r e q 0 a 0 a 0 a. 0 a 0 n. 0 o, 0 o_ a o_ v o_ a a- a a- 0 o o_ 0 0 o_ 0 Y Ln (n In In In ¢ i ' a. 1= yJ 0CL vi o f IV rJ rV IJ IV IV IV IV IV hl N N X i < 0: K K 0: iY D' a_' CY O_ K W 0 0 0 0 0 0 0 0 0 0 0 0 x x = x x x x x x x x .x ry, J O 0 io�nn < 0 �S�nn a 0 NoN < 0 0N < 0 y0N� a 0 (0Nn < 0 0N < 0 0{n 3 < 0 0y1 3 < 0 ton Y a 0 ySN� 3 a 0 ion 3 a 0 ioNn 3 < 0 LSn S < 0 oN 3 a 0 y0� 3 a 0 I rya 3 < 0 (ENl 3 < 0 (0n 3 a o I �ENn 3 < m No 3 < m 0y 3 < u m vrNp vh 3 3 m w m -vdi m u N V I`•- is yj Nt N u r•- Nsj n•- N 3 u ri•- is U V' a0 Eo 00 Eo c0v U �' 3 t u t U a o P u y W U - N.L. O `_ O~ '-y O O m p. G� O" v v me Pm C _a o-y c m c o e o.- wM ovt wm N `oo '�-uF n CO N �n n O oo `^In d mH �._ 3'm 0 �� i 0 av Y 0 E E•- O « R. - C C o O u m0 o e0 u u O w o u al0 u V1 oG y m ;vm NL. 3vm 2mC ° O a u° m[ m= (/) E o, "' + c y rn m rn m a H rn ° a rn w rn o a 3a ° 38 „3 "> u u E E� O ,ertl ° v aL a a - n� nt ,o rn� rn� o o m lo. oi tai kl -.v 1.a 3�' 3« 3»L+ 3+L'a. on v co co urnu > I I c o U 0 0 o C,a z a o- v CY a CY a o_ of 0 Ir a m 0 a CY LLI W o_ LL O (.7 Q U) Cl) v v^ n D3: 5 c w (D < LLJ W of z �' M w $ B b� w O W LLt F> S >� z 0 a � wr�/ m U L.L C�-V11 0 J 1 � � � � � � � � 0 0 0 0 o a o 0 0 0 0 N0 N0(n 3 S {{0�� 3 yy0�� 3 rr0�n 3 y0y�� 3 IoInn 3 r/0�n� 3 �0�nn 3 N0�1 3 I0Inn 3 o c c cm cvv^ v v O - O O�e� y� OMB O C O C'- 21 C�y p- N c u C�aI+ i = 3 I LN - yN^ E •�: V N 3 O N O V CC O a CO O a• V O Q. O N - m� V 00. 5?1 VOH -s i"' E"'o u- uo .0 uaa w N e, =njo E E oai _tQ o aE mE r a R w 4 ° Y 3 v €va a12 0i I n o g 13^ m 3^ vvn w o Iv o le aaL .D E,; �a aa�No@T� t_z'��gdzoy� " N ('J u 0 u 0-� u4 o-D 0,N u of° - Cn �I Oi Li LL M LOi to N fn aD d In (O n c0 (n a N N D d � 0 (, CD 0 0 O 0 In V) (n O PO N m 0_ d a a a a a d v> (� rn rn v3 N L� LL N N In N t) N u- 3 3 3 CL� d 3 D- 3 -Sca m'Utn \0 5 HNh Eaw 2 3 4 6'-0" 2'-8" 22'-8" 22'-8" 7 -O" 12'-0" 7'-0" 6,-10" 14'-0" 1'-10" N"J"° C = X—Bracing C IJ F F F o • THE EXISTING BUILDING AND THE NEW BUILDING BY THE I x METAL BUILDING MANUFACTURER ARE STRUCTURALLY INDEPENDENT. THE SEISMIC STORY DRIFT OF THE NEW B BUILDING CALCULATED IN ACCORDANCE WITH THE APPLICABLE B b'—'a BUILDING CODE IS 1— INCHES. THE METAL BUILDING MANUFACTURER CANNOT DETERMINE THE STORY DRIFT OF THE EXISTING BUILDING. THEREFORE, IT IS THE RESPONSIBILITY OF OTHERS (NOT THE METAL BUILDING MANUFACTURER) TO ENSURE THAT ADEQUATE SEPARATION EXISTS BETWEEN THE NEW AND EXISTING BUILDING. u O PER NOTE ABOVE PER ENGINEER OF RECORD m EDG OF NEW CONS7RUCR N EDGE OF DUSTING BLDG. SfRUGIURAL/SECONOWY STEEL STRWWRAL/SECONOANT STEEL x iNEW EXISTING I/ BLDG. MIA I / �g DH . -. .. • .. NBSUT Ee TYPICAL SEISMIC SEPARATION DETAIL E F F F E M. S X-Bracing S 22'-B" 22'-8" 26'-0" 22'-B" b d � ANCHOR BOLT PLAN NOTE AN Ban Plain O 100'-0- (UJlO.) 0 Ca— 3/4" J (_SEISMIC SEP. 1'-0" bLow Eave c I A ANCHOR BOLT SUMMARY Dia Proj Qty Locate (in) Type (in) 0 32 End..Il 3/4" F1554 3.00 O 24 Frame 3/4" F1554 3.00 ANCHOR BOLT PLAN GENERAL NOTES THE SPECIFIED ANCHOR ROD DIAMETER ASSUMES F1554 GRADE 55 UNLESS NOTED OTHERWISE. ANCHOR ROD MATERIAL OF EQUAL DIAMETER MEETING OR EXCEEDING 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. 2. METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR PROJECT FOUNDATION DESIGN. THE FOUNDATION DESIGN IS THE RESPONSIBILITY OF A REGISTERED PROFESSIONAL ENGINEER, FAMILIAR WITH LOCAL SITE CONDITIONS. 3. ANCHOR RODS, NUTS, FLAT WASHERS FOR ANCHOR RODS, EXPANSION BOLTS, AND CONCRETE/MASONRY EMBEDMENT PLATES ARE NOT BY METAL BUILDING MANUFACTURER. 4. THE ANCHOR ROD LOCATIONS PROVIDED BY METAL BUILDING MANUFACTURER SATISFY PERTINENT REQUIREMENTS FOR THE DESIGN OF THE MATERIALS SUPPLIED BY THE METAL BUILDING MANUFACTURER. IT IS THE RESPONSIBILITY OF THE FOUNDATION ENGINEER TO MAKE CERTAIN THAT SUFFICIENT EDGE DISTANCE IS PROVIDED FOR ALL ANCHOR RODS IN THE DETAILS OF THE FOUNDATION DESIGN. S. DRAWINGS ARE NOT TO SCALE. SEE DETAILS FOR COLUMN ORIENTATION. 6. THE ANCHOR ROD PLAN INDICATES WHERE THE ANCHOR RODS ARE TO BE PLACED AS WELL AS THE FOOTPRINT OF THE METAL BUILDING. IT IS ESSENTIAL THAT THESE ANCHOR ROD PATTERNS BE FOLLOWED. IF THESE SETTINGS DIFFER FROM THE ARCHITECTURAL FOUNDATION PLANS, THE METAL BUILDING MANUFACTURER MUST BE CONTACTED IMMEDIATELY - BEFORE CONCRETE IS PLACED. 7. "SINGLE" CEE COLUMNS SHALL BE ORIENTED WITH THE 'TOES" TOWARD THE LOW EAVE UNLESS NOTED OTHERWISE. 8. ALL DIMENSIONS ARE OUT TO OUT OF STEEL. IF CONCRETE NOTCH IS REQUIRED THEN THE REQUIRED DIMENSION SHOULD BE ADDED TO OBTAIN THE OUT TO OUT OF CONTRETE DIMENSIONS. 9. FINISHED FLOOR ELEVATION = 100'-0" BOTTOM OF BASE PLATE = 100'-0" UNLESS NOTED OTHERWISE. (D m x i LLI W 0 W o 0 a LJJ W (l) ED z w z 0 x- Lu m� i' Q LL1 - > D � r- o U LL U J Ula= J/4 OfP a O i O O i 0 3" _ 3" ra O I O 00 O I O 3 1/2" 3 1/2" + 8" Lid 8" 1 1/2" 1 1/2" 1 1/2" 1 1/2" EW SW I -See Pion 1'-0" I DETAIL A DETAIL E Did= 3/4 Dio= 3/4 0 of 0 3" O i O O i 0 0 3" 0 O O O O L- J 3 1/2"-- 3 1/2" e" W 8.. 1 1/2" 1 1/2" 1 1/2" 1 1/2" -- EWI SW See Plan I See Plan DETAIL B DETAIL F Dio= 3/ 4' B A v1 I \orP 3" ! O I O ILI I�-1/2„ L_- ! _1 1 172„ 1 1/2° L- EW DETAIL 0 8" I p or �rP 9° O O 3„ � L IIO 11 3 1/2„ --j 1 1/2" 1 1/2" See Plan DFTA.L D FRAME LINES: 2 3 4 COLUMN. LINE H H _IV ~iv RIGID FRAME: ANCHOR eons t elm PLATES Frm Col Anc.-Bolt Base_Plote (in1 Elev. Line Line City Did Width Length Thick (in) 2* A 4 0.750 8.000 12.63 0.375 0.0 2' D 4 0.750 8.000 12.63 0.375 0.0 2' Frame lines: 2 3 4 ENDWALL COLUMN: rwcaoR eais t e m Pins Frm Col Anc.-Bolt Base -Plate (in) Elev. Line Line Qty Did Width Length 'thick (in) 1 A 4 0.750 8.000 8,250 0,375 0.0 1 B 4 0.750 8.000 12.25 0.375 0.0 1 C 4 0.750 8.000 8.250 0.375 0.0 1 D 4 0.750 8.000 8.250 0.375 0.0 5 D 4 0.750 8.000 8.250 0.375 0.0 5 C 4 0.750 8.000 8.250 0.375 0.0 5 B 4 0.750 8.000 12.25 0.375 0.0 5 A 4 0.750 8.000 8.250 0.375 0.0 GENERAL NOTES 1. ALL LOADING CONDITIONS ARE EXAMINED. THE MAXIMUM AND MINIMUM HORIZONTAL (H) AND VERTICAL (V) REACTIONS AND THE CORRESPONDING VERTICAL (V) OR HORIZONTAL (H) REACTIONS ARE REPORTED, 2. REACTIONS ARE PROVIDED BY LOAD CASE IN ORDER TO AID THE FOUNDATION ENGINEER IN DETERMINING THE APPROPRIATE LOAD FACTORS AND COMBINATIONS TO BE USED WTIH EITHER WORKING STRESS OR ULTIMATE STRENGTH DESIGN METHODS. WIND LOAD CASES ARE GIVEN FOR EACH PRIMARY WIND DIRECTION. 3. FOR ASCE7-10 AND LATER BASED BUILDING CODES, THE UNFACTORED LOAD CASE REACTIONS DUE TO WIND ARE GENERATED USING THE ULTIMATE DESIGN WIND SPEED (Vu!t). 4. POSITIVE (+) REACTIONS ARE AS SHOWN ABOVE. FOUNDATION LOADS ARE IN OPPOSITE DIRECTIONS. 5. BRACING REACTIONS ARE IN THE PLANE OF THE BRACE WITH THE HORIZONTAL REACTION (H) ACTING AWAY FROM THE BRACED BAY AND THE VERTICAL REACTION (V) ACTING DOWNWARD. RIGID FRAME LOAD CASE ABBREVIATIONS: " Wi nd_L1/Wind_RI: LATERAL WIND FROM THE LEFT/RIGHT, CASE 1 Wind_L2/Wind_R2: LATERAL WIND FROM THE LEFT/RIGHT, CASE 2 Wind_Lnl/Wind-Ln2: LONGITUDINAL WIND, CASE 1 d2 Seismic-L Seismic-R: LATERAL SEISMIC LOAD FIRM LEFT/RIGHT LWIND#-L E/LWIND(t_R#E: LONGITUDINAL WIND EDGE ZONES F UNB_SLL/F UN _SL_R: UNBALANCED ROOF SNOW WITH WIND FROM LEFT/RIGHT FIPAT-LL #%F PAT_SL #: PARTIAL LIVE/SNOW LOADING FOR CONTINUOUS BEAM SYSTEMS " ENDWALL COLUMN LOAD CASE ABBREVIATIONS: ""'* Callat: COLLATERAL LOAD Roper 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 9: PARTIAL LIVE/SNOW LOADING FOR CONTINUOUS BEAM SYSTEMS z 0 U w o COLUMN D- MIIFSH LOOR ANCHOR BOLT TYPICAL COLUMN BASE PLATE DETAIL a 2" 1* CLR. OPENING VARIES: 21"-3., (USE (2) 1/2" DIA EXPANSION BOLTS PER COLUMN) GIRT DEPTH + 2" SECTION A ~ (RECOMMENDED) TYPICAL OVERHEAD DOOR FRAMED OPENING RIGID FRAME: mac omm REACTIONS (k ) Frame Column ----- Dead -----Collateral- ----- Live --------- Snow-----Wind_Left1- -Wind-Rightl- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2* A 1.4 3.6 0.3 0.8 4.2 9.2 12.2 27.0 -6.4 -7.7 0.9 -7.9 Frame Column --Wind-Left2- -Wind-Right2- --Wind Long 1- --Wind-Long2- -Seismic-Left Seismic -Right Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2* A -6.4 -3.9 0.3 -4.2 -0.5 -5.9 -2.3 -9.6 -1.4 -1.0 1.4 1.0 2* D -2.4 -0.2 8.5 -6.9 0.6 -6.0 1.9 -9.2 -1.7 1.0 1.7 -1.0 Frame Column-MIN_SNOW-- Line Line Horiz Vert 2* A 7.0 15.4 2* D -7.0 15.2 2* Frame lines: 2 3 4 ENDWALL COLUMN: mac cmum REACTITQe (k ) Frm Col Dead Collat Live Snow Wind L0tl Wind Wind Right Left2 Wind Wind Right2 Press Wind Suct Line Line Vert Vert Vert Vert Vert Vert Vert Vert Harz Horz 1 A 0.6 0.1 2.2 4.2 -1.2 -1.7 -0.7 -1.2 -1.9 2.0 1 B 1.4 0.3 5.8 10.8 -2.9 -5.2 -1.3 -3.6 -3.4 3.4 1 C 1.4 0.3 5,13 10.8 -2.6 -5.0 -1.1 -3.4 -3.1 3.1 1 D 0.7 0.1 2.2 4.1 -1.2 -1.8 -0.5 -1.1 -1.9 2.0 Seis Seis Frm Col Left Right -MIN_SNOW--EIPAT-SL1- E1PAT-SL_2- E1PAT-SL3- EIPAT-SL-4- Line Line Vert Vert Horz Vert Horz Vert Harz Vert Horz Vert Horz Vert 1 A 0.0 0.0 0.0 2.4 0.0 2.3 0.0 0.1 0.0 2.0 0.0 -0.2 1 B -0.1 -0.1 0.0 6.2 0.0 3.1 O.D -0.5 0.0 5.8 0.0 2.3 1 C 0.1 0.1 0.0 6.2 0.0 -0.5 0.0 3.1 0.0 2.3 0.0 5.8 1 D 0.0 0.0 0.0 2.4 D.0 0.1 0.0 2.2 0.0 -0.2 0.0 1.9 Frm Col E1PAT-LLt- EIPAT-LL2- E1PAT_LL3- E1PAT_LL4- Line Line Harz Vert Horz Vert Horz Vert Horz Vert 1 A 0.0 2,5 0.0 -0.3 0'0 2,2 0.0 -0.2 1 B 0.0 2.8 0.0 3.0 0.0 6.3 0.0 2.5 1 C 0.0 2.8 0.0 2.9 0.0 2.4 0.0 6.3 1 D 0.0 2.5 0.0 -0.3 0.0 -0.2 0.0 2.1 Wind Wind Wind Wind Wind Wind Frm Col Dead Collat Live Snow Leftl Rightl Left2 Right2 Press Suct Line Line Vert Vert Vert Vert Vert Vert Vert Vert Horz Horz 5 D 0.6 0.1 2.0 3.6 -1.6 -1.1 -1.0 -0.5 -1.7 1.7 5 C 1.3 0.3 5.2 9.4 -4.5 -2.6 -3.1 -1.2 -3.1 3.1 5 B 1.3 0.3 5.2 9.4 -4.5 -2.3 -3.1 -1.0 -3.4 3.4 5 A 0.6 0.1 1.9 3.7 -1.8 -1.1 -1.3 -0.6 -1.9 2.0 Seis Seis Frm Col Left Right -MIN-SNOW--E2PAT-SL7- E2PAT-SL2- E2PAT-SL3- E2PAT-SL4- Line Line Vert Vert Horz Vert Horz Vert Horz Vert Harz Vert Horz Vert 5 D 0.0 0.0 0.0 2.1 0.0 2.0 0.0 D.1 0.0 1.7 O.D -0.2 5 C 0.1 -OA 0.0 5.4 0.0 2.6 0.0 -0.4 0.0 5.1 0.0 1.9 5 B 0.1 0.1 0.0 5.4 0.0 -0.4 0.0 2.7 0.0 2.0 0.0 5.1 5 A -0.1 0.0 0.0 2.1 0.0 0.1 0.0 1.9 0.0 -0.2 0.0 1.8 Frm Col E2PAT-LL7- E2PA7-LL2- E2PAT-LL3- E2PAT-LL4- Line Line Harz Vert Horz Vert Horz Vert Harz Vert 5 D 0.0 2.2 0.0 -0.3 0.0 1.9 0.0 -0.2 5 C 0.0 2.6 0.0 2.7 0.0 5.7 0,0 2.2 5 B 0.0 2.4 0.0 2.7 0.0 2.2 0.0 5.7 5 A 0.0 2.3 0.0 -0.3 0.0 -0.2 0.0 2.0 BUILDING BRACING REACTIONS f Redctions(k ) Panel Shea -Wall - Col -Wind - -Seismic- (1671t) Loc Line Line Horz Vert Horz Vert Wind Seis LEW 1 B,C 3.1 3.2 1.6 1.7 F-SW D 2,3 4.7 3.5 5.0 3.7 R-EW 5 B,A 2.7 3.2 1.6 1.9 B-SW A 3.2 5.2 5.0 5.2 5.1 FOUNDATION DESIGN NOTES 1. THE ORIENTATION OF THE ANCHOR BOLT DETAILS SHOWN ON THIS PAGE MAY NOT COINCIDE WITH THE ACTUAL COLUMN ORIENTATION SHOWN ON THE ANCHOR BOLT DRAWING. PLEASE REFERENCE THE SIDEWALL (SW) AND ENDWALL (EW) STEEL LINES SHOWN ON THE ANCHOR BOLT DETAILS WITH THE ANCHOR BOLT PLAN DURING LAYOUT OF COLUMN AND ANCHOR BOLT LOCATIONS. 2. COLUMN BASE PLATES MAY HAVE MORE HOLES THAN ARE REQUIRED DUE TO PRODUCTION LIMITATIONS. PLEASE FOLLOW ANCHOR BOLT DETAILS FOR QUANTITY OF ANCHOR BOLTS REQUIRED. EXTRA BASE PLATE HOLES DO NOT NEED INFILLED PER THE MBS DESIGN SPECIFICATIONS. Wind Wind Lon Long2 _ y a Vert -1.0 Vert -1.8 - m -2.9 -S.O `o rn -2.9 -4.9 v o -1.2 -2.0 m Wind Wind Longt Lon g2 Vert Vert -1.1 -1.8 -2.6 -4.5 -2.5 -4.4 -0.9 -1.6 0 lM w x i LJJ � LJ LL LLI f- 0 cn ° Q 1 <LLI Um��J-� w0 WLIJ o�� off' Q NL:J m ZN a o' N NK. o - -= - L- a 4 PURLIN LAP 94'-0- OLR-M-M OF STEEL P_ Typ P-1 Typ \ P-2 TYP / P-4 TYP ER-1 RF1-2 / \ RF1-2 RF7-2 ER-1 G/ \1 03 F` ER-2 ER-2 RF1-3 \ / RF1-3 RFt-3 4'-6' ROOF FRAMING PLAN G—L Rr —Y L—o 4'-6{ 4'-6' HO Ec" i J 0 SPECIAL BOLTS ROOF PLAN 0 ID I QUAN TYPE DIA LENGTH WASH 1 1 4 A325 1 2 2 1 MEMBER TABLE ROOF PLAN MARK PART LENGTH P-1 08Z105 365.750 P-2 08Z075 356.000 P-3 OBZ060 356.000 P-4 OBZ089 325.750 E-1 08EO60 311.625 E-2 OBE060 271.750 E-3 08E060 271.625 E-4 OBHE060 271.625 E-5 OBHE060 271.750 E-6 OBHE060 311.625 CB-7 RD05-5 355.000 CB-8 RD05-6 360.000 E m a 4 m Lt CONNECTION PLATES ROOF PLAN g 5t logs $13? � DID I MARK PART 1 ESCO2 h; a;RS�m Y-&^ `�u8w8w�W r O � J x i W cif J W ROOF FRAMING PLAN o � co Lo 0 D: LL W W co GENERAL NOTES z U Do w W J m 1. PLACE TAGGED END OF RAFTERS TOWARDS THE LOW SAVE. w O W 00 2 o i D n W 00 r �N ROOF 2. STD. ROD/CABLE SIZES PER PART PREFIX ARE: ❑ Q' 9 D LOW Eon SHEETING ROD CABLE RDOS- = 5/8" ROD CA02- = 1/4" CABLE PANELS: 28 Go. CR Gdvdumo PMr RDO6- = 3/4" ROD CA03- = 3/8" CABLE R007- = 7/8" ROD CA04- = 1i2" CABLE RDO8- = 1" ROD RDO9- = 1 1/8" ROD RD10- = 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. m v v w = r -=Tessa-?ys 0 9 LiJ SPLICE PLATE & BOLT TABLE Width Thick Length Mark Qty Top Bot Int Type 0 A325 Dia Length 0.750 3.00 , 6 5/8' 3 8., 3'-5 1 /8" 1_ 1 0 1 /4" SP-1 4 4 4 4 0 A325 0.625 2.25 0.750 3.00 61, S/8" 3'-0 7 8" Sp-2 SP-3 4 4 0 A325 Mark Start tna 111-1 `- 38.0 0.150 2' 409 RF1— 1 12.0 38.0/38.0 0.275 122.1 RF1-2 34.0/17.0 17.0/27.0 0.150 0.135 192.0 27.0/16.0 0.135 0.150 180.0 140.8 RF1-3 16.0/30.0 32.0/32.0 0,250 33.5 RF1-4 i, o n n_135 189.0 hatside Flange V x Thk x 'Le278 4 qth 6 x 1 4 8 x 1/2" x 46.1 6 x 5/16" x 314.1 6 x 3/8" x 180.0 6 x 5/16" x4138.3 0.1 6 x 3 —11 x n,n n 2E Ga. gghnk m. Pd,. 2" C& i 389 25" 7 1/4" a 3'-2 5/8" nside Flange Tk8x Length 6 x 3 x 238 9 6 x 3/8, x 120.5 6 x 1/4' x 192.2 6 x 1/4,, /4" x 180.3 6 x 5/16" x 141.5 6 x 3/8 x 190.0 RIGID FRAME ELEVATION: FRAME LINE 2 3 4 GENERAL _NOTES ONE SIDE; (2) = TWO SIDES. ' � INDICATES FLANGE BRACING LOCATIONS. (�) _ 2. IF FL,\NGE BRACING THE OPPOSITE SIDE IFLANGE REQUIREDFLANGEWILL ON HHAVE TO BE NSTALLEDANDSIDES OF AN EXPAATETHE RIGIDFRAME, OFE FUTURE EXPANSION. THESE FLANGE BRACES HAVE BEEN PROVIDED, AS REQUIRED, FOR THIS FUTURE CONDITION. 3 SIDES GID R M S HA LAVE ACES TO EACH THEIFL4NGESBEFOREINSTALLED THEAHOISTING TIGHTEEQUIPMENTTON OI H RELEASED. N METAL TAG IS ORIENTED TOWARD THE LOW SAVE OF THE BUILDING. 4. INTERIOR COLUM (D ry m X W LL1 LL Q Q a- J U Co wU` :<�w �m Z U >e Lu � � o D W�/ m o N E - �4- O 26a W E N N N O O N E \ \ \ N N N �daa 0 0 0 L U U U 1 94'-0" OUT-TO-OUf OF SiEFl 5 ~ 2 3 4 26'-D" 22'-B" 22'-8" 22'-8" s le E-1 J4 E-2 -2 E-3 le m S-0" I I u c G-10 \ G-11 / G-11 G-13 < m' \ / 3'-0" I \ / G-10 \ G-11 / G-11 G- 2 \ / m $„ 10 44.1 X _off �Sw G-10 G-11 / \ G-11 G-12 14 / ao MAR02 I m 8 3 g c-11 \ G-11 G-12 CONNECTION PLATES W G—y // \ I FRAME LINE D •�����m a'-o" MAR02 oa — — — _- — — — — — — — — ❑ID MARK PART V =t;$�e�g — — it — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — l� c s LI — — — — 1--4— z = 2 I 1 ESCO2 Mal ------------------------------------------------ EC-4 RF1-4 RF1-4 RF1-4 EC-4 = ;63 E n iE GIRT ,''t . t'-=+— , t'--- IAPS SIDEWALL FRAMING: FRAME UNE D Q Q Q Q Q 8 9 , -- o ---------------------- — � I I z I � w 2 I I m w II I I w Q W Llj SIDEWALL FRAMING PLAN o I I GENERAL NOTES w (� a W elf L0 1. STD. ROD/CABLE SIZES PER PART PREFIX ARE: U X w W ROD CABLE wol W o W z Po WALL BY OTHERS StwVFWoh P� � � RDOS- = 5/8" ROD CA02- = 1/4" CABLE � Q � � � � RD06- = 3/4" ROD CA03- = 3/8" CABLE RD07- = 7/8" ROD CA04- = 1/2" CABLE RDO8- = 1" ROD RD09- = 1 1/8" ROD SIDEWALL SHEETING & TRIM: FRAME LINE D RD10- = 1 1/4" ROD PANELS: 28 Ga. RC - Sopebrlrh Tan SP 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR [A] (31) 33.00' PANELS: 2E Go. RC - BurnlN»d Slab Sp INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING. C E 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL i REQUIRE FIELD CUTTING OF GIRTS AND SHEETING. zLv vi w 4. THIS DRAWING IS NOT TO SCALE. O W --_-_Ea 9a TRIM TABLE FRAME LINE D OID -PART LENGTH DETAIL 1 OCA01 242.000 TRIM_9 2 MFA01 121.000 TRIM_9 4 H4200 6.000 TRIM_722 5 BSC01 122.000 TRIM_722 8 SET01 121.000 TRIM_850 9 CTA03 121.000 TRIM_850 10 H4000 5.000 11 ERA01 8.060 12 RCA01 9.250 13 RCA02 9.250 14 BSW01 122.000 TRIM_150 15 JTD145 121.000 TRIM 712 MEMBER TABLE FRAME LINE D MARK PART LENGTH E-1 08E060 311.625 E-2 08E060 271.750 E-3 08E060 271.625 G-9 08Z060 326.750 G-10 08Z060 326.750 G-11 08Z060 302.000 G-12 08Z060 286.750 G-13 08Z060 286,750 CB-5 RD07-1 349.000 o 0 a 0 o 0 � 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 a 0 o 0 0 0 0 0 0 0 o 0 a 0 o 0 0 o 0 a 0 o ra r m n � n m i n m n ai n ti n co n ¢i n m n m n m n ci n of r oo n co n co n m r m n m n �d r m n m n m n m r co n m r m n � n ad n co n � 5 tC-i RF1-1 RFt-1 RF1-1 EC-1 Field 3'-4 14'-0" 6'-10" V-0" 12'-0" 7'-0" GIRT 1•-3 t•_�--- tom - LAPS 7'-� 7 _3• 1._3 SIDEWALL FRAMING: FRAME LINE A I i I I I 0 r-------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0000000000000000000000000000000 O O O O q O O O O O O 0 0 O O O O 0 O O O O O O O O O O O O O mmm n n n 14 N N N N N N N N N N N N N N N N N � � � N N N N N N N N N N N N N r N N N r N N N N N � � .- N N N N n N III I I I I I I I I I I 6 I 6 j j I 6 I 6 I I i I I 3 I I I I f"_l Iw �— WALL 9Y OTHERS Panty Start/Rnwh SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Oa. RC - Sagobnrh Tan SP -.J LC Panel Start/nnlsh TRIM TABLE FRAME LINE A OID PART LENGTH DETAIL 1 OCA01 242.000 TRIM-9 2 MFA01 121.000 TRIM-9 3 BSC01 122.000 TRIM_722 4 HEA02 242.000 TRIM-6 5 H4000 5.000 6 CCA169 169.000 TRIM_19 7 JTD169 169.000 TRIM-98 8 HTA172 172.000 TRIM_98 9 JTD087 87.000 TRIM_98 10 HTA044 44.000 TRIM_98 11 CCA145 145.000 TRIM_19 12 HTA148 148.000 TRIM 98 MEMBER TABLE FRAME LINE A MARK I PART LENGTH DJ-1 J08C060 228.000 DJ-2 J08C060 90.000 DH-1 J08C060 168.000 DH-2 J08C060 144.000 E-4 08HE060 271.625 E-5 0BHE060 271.750 E-6 0BHE060 311.625 G-11 OBZ060 302.000 G-14 08Z060 290.750 G-15 08Z060 286.750 G-16 08Z060 94.000 G-17 08Z075 302.000 G-18 08Z060 96.000 G-19 08Z099 326.750 G-20 08Z060 80.750 CB-6 RDO7-2 387.000 JB—'1 I J08C060 1 50.000 CONNECTION PLATES FRAME LINE A ❑ID MARK/PART 1 ESCO2 2 JCE09 3 GCC03 SIDEWALL FRAMING PLAN GENERAL NOTES 1. STD. ROD/CABLE SIZES PER PART PREFIX ARE: ROD CABLE RDO5- = 5/8" ROD CA02- = 1/4" CABLE RD06- = 3/4" ROD CA03- = 3/8" CABLE RDO7- = 7/8" ROD CA04- = 1/2" CABLE RDOB- = 1" ROD RDO9- = 1 1/8` ROD RD1O- = 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, s "Afi" — =��.$19 aa "s s�a o :d 'A gm �=ems 3 ,R R1 €- D m X Lu LL J CD O � m =UX 1.0 Lu a Q � —I L LI LuCL Q �- Y M Lu LY L.L. f- w j D > >r- LLl m Z N ct 9 D =�aLso ys o of== - LEd -vmu E min nlz 60'-0" our -To -our of STEEL 12 B1 Fe MARDI — — I ER-2 G-2 G-4 G-6 12) \ /Llof o G-1 G- G-5 1al/ 1 , o I 7 G-1 G-5 1 -----� — — — — — — — — — — — — — — — — — — — — — — — 11— --—4"------------------------------- ] C L H EC-1 EC-2 EC-3 EC-4 GIRT ,'3 , LAPS ENDWALL FRAMING: FRAME LINE 1 I I I Panel StarVFkfth ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 28 Go. RC — Sago&,.mh Tan SP Panel StarVRrAsh BOLT TABLE FRAME LINE 1 LOCATION QUAN TYPE DIA LENGTH ER-1 ER-2 4 A325 1 2 2 EC-1/ER-1 6 A325 1/2" 2" Int—Column/Rof 6 A325 1/2" 2" EC-4 ER-2 4 A325 1 2" 2" TRIM FRAME TABLE LINE 1 OID PART LENGTH DETAIL 1 OCA01 242.000 TRIM-9 2 MFA01 121.000 TRIM-9 3 BSC01 122.000 TRIM-722 4 RTA01 121.000 TRIM-2 5 RTA02 242.000 TRIM-2 MEMBER TABLE FRAME LINE 1 MARK PART LENGTH EC-1 W08S075 266.688 EC-2 W12S089 248.000 EC-3 W0BS105 228.000 EC-4 W8x10 209.375 ER-1 W12x14 298.938 ER-2 W12x14 422.063 G-1 08Z060 246.500 G-2 08Z060 233.750 G-3 OBZ060 270.000 G-4 08C060 238.500 G-5 0BZ060 246.500 G-6 OBC060 230.750 CB-1 RD05-1 330.000 CB-2 I RD05-2 1 344.000 FLANGE BRACE TABLE FRAME LINE 1 D ID SIDES MARK CLIP 1 1 FBC32 2 1 FBE06 CONNECTION PLATES FRAME LINE 1 EJID MARK/PART 1 GCC03 2 GCWOBgcb 3 GCCO2 ENDWALL FRAMING PLAN GENERAL NOTES 1. STD. ROD/CABLE SIZES PER PART PREFIX ARE: ROD CABLE RDOS- = 5/8" ROD CAli- = 1/4" CABLE RD06- - 3/4" ROD CAO3- = 3/8" CABLE RDO7- = 7/8" ROD CAO4- - 1/2" CABLE RDOB- = 1" ROD RDO9- - 1 1/B" ROD RD1O- = 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. a 2- " s „5m rp 8t2^8 Egaga�3 4 w �W SR X Lu Q� J o W LL W F Q []=cW W N U m W J w X w F— O W o i Z cj� 11, m Z N C] W' Qz) aEVLoyvotS O W m'l4t wE a-= Q1" 12 60'-0" OUT —TO —OUT OF ENDWALL FRAMING: FRAME LINE 5 I I I Parl St;w— A*A ENDWALL SHEETING & TRIM: FRAME LINE 5 PANELS: 26 Om RC — Sagobnih Tan SP O Panel Stort/Flnbvh BOLT TABLE FRAME LINE 5 LOCATION QUAN TYPE DIA LENGTH ER-1 ER-2 4 A325 1/2" 2— EC-4 ER-2 4 A325 1/2" 2" Int—Column/Raf 6 A325 1/2" 2" EC-7/ER-1 6 A325 1 2" 2" TRIM FRAME TABLE LINE 5 OID I PART LENGTH DETAIL 1 MFAO1 121.000 TRIM-9 2 0CAO1 Use Drop TRIM-9 3 0CA01 242.000 TRIM-9 5 JTD145 145.000 TRIM-712 6 BSCO1 122.000 TRIM-722 7 RTAO2 242.000 TRIM-2 8 RPAO1 121.000 TRIM-731 9 MAPO1 120.000 TRIM-731 10 ICCO1 1121.000 TRIM-769 MEMBER TABLE FRAME LINE 5 MARK PART LENGTH EC-4 W8x1O 209.375 EC-5 WO8SDO75 228.000 EC-6 W12SO89 248.000 EC-7 WOBSO89 266.688 ER-1 W12x14 298.938 ER-2 W12x14 422.063 G-4 08CO60 238.500 G-6 OBCO6O 230.750 G-7 O8ZO6O 230,750 G-8 OBZO6O 233.750 CB-3 RD05-3 346.000 CB-4 I RDO5-4 332.000 FLANGE BRACE TABLE FRAME LINE 5 D ID SIDES MARK CLIP 1 1 FBC32 2 1 FBEO6 CONNECTION PLATES FRAME LINE 5 EJID MARK PART 1 GCWOBgcb 2 GCCO3 3 GCCO2 ENDWALL FRAMING PLAN GENERAL NOTES 1. STD. ROD/CABLE SIZES PER PART PREFIX ARE: ROD CABLE RD05— = 5/8" ROD CA02— = 1/4" CABLE RD06— = 3/4" ROD CA03— = 3/8" CABLE RD07— = 7/8" ROD CA04— = 1/2" CABLE RD08— = 1" ROD RD09— = 1 1/8" ROD RD10— = 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. $w'mS3u CD m X Lu W LL � Q Q m OD<QL W 10 co < C) w w � W m m N a0 �� o� E o - - N `s CO c _aEic_ �vmu train w`am'-''ism 0 0 RAKE ANGLE (L.L.V.) MK. MAR01 i --FASTENER MK. H102D AT EACH SUPPORT /-PURLIN 113 RAFTER ERECTOR NOTE: CLIP IS SHOP WELDED IN PLACE. WELDED CLIP ® ENDWALL RAFTER USE (4) 1/2" x 1 1/4" A307 BOLTS H0500 / NUTS H04GO A o REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS A ERECTOR NOTE: AT EACH LAPPED GIRT CONNECTION, (1) 1/2" X 1 1/4" THIN HEAD BOLT H0510/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 INSTALLED. REFERENCE THE STANDARD "LAPPED GIRT DETAIL" FOR MORE INFORMATION, COLUMN DOUBLE CEE IFLANGE BRACE FBE__. COLUMN FIELD BEND FOR PROPER CLIP MK. FIT UP. USE (2) 1/2" GCW08 ® 8" GIRT X 2" A325 BOLTS H0603 GCW10 @ 1 C" GIRT /NUTS H0300. GCB11 v 12" GIRT SEE PLANS FOR MK. AND LOCATIONS. �41111111111111111111111111EIIIIIE GIRT WALL GIRT TO COLUMN USE (9) 1/2" x 1 1/4" A307 BOLTS H0500 / NUTS H0400 Q REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS C 8 CLIP SHOP WELDED TO JAMB OPENI N L LINE DOOR, JAMB 2 3 4" or CHANNEL 3 5 B FLANGE JAMB TO FINISHED FLOOR -%TTACHMENT TO SLAB Tf OTHEr.- E9 (4) 1/2"0 X 2" BOLTS - TYP. RAFTER A325 BOLTS H0603 / NUTS H0300 (' OF 4" RAFTER A , T SINGLE OR DOUBLE CEE ENDWALL COLUMN SECTION A ENDWALL COLUMN TO RAFTER COLD -FORMED COLUMN TO BUILT-UP or HOT -ROLLED RAFTER REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS 131 SHOP WELDED CLIP rECOLUMN i GIRT 0 0 WALL GIRT TO COL UMN Cg USE (4) 1/2"X 1 1/2" A307 BOLTS H0500/NUTS H0400 SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS Z im- SEE BOLT TABLE ON ENDWALL FRAMING DRAWING FOR BOLT SIZE AND QTY. ENDWALL RAFTER SPLICE BUILT-UP OR HOT -ROLLED RAFTER REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS F9 (4) 1/2"0 X 2" BOLTS - TYP. A RAFTER A325 BOLTS H0603 / NUTS H0300 1 4" Ct 0 F RAFTER A ROTATED CORNER COLUMN IVARIES SECTION A ROTATED CORNER COLUMN to RAFTER HOT -ROLLED COLUMN TO BUILT-UP or HOT -ROLLED RAFTER REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS 1316 1'-4" COLUMN SINGLE CEE 2" 4" ® 8" 12" GIR COLUMN 3° 4" ® 10" GIRT N CLIP Of Imo— � GCC03 CLIP c� GCB03 w w w [,'D 1 1/2- o 00 O 0 00 DO N �aa d. i Mtn o 1 /2t E/W GIRT L CLIP MK. oL GIRT ANGLE MK. MAGO1 GCW08 ® 8" GIRT w WITH (2) H1020 (FIELD GCW10 ® 12" GIRT CUT TO LENGTH) BYPASS ENDWALL GIRT AT CORNER USE (10) 1/2' x 1 1/4" A307 BOLTS HOSOO / NUTS H0400 D� REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS ERECTOR NOTE: AT EACH LAPPED GIRT CONNECTION, (1) 1/2" X 1 1/4" THIN HEAD BOLT H0510/NUT H04DO 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 INSTALLED. REFERENCE THE STANDARD "LAPPEDGIRT" DETAIL FOR MORE INFORMATION. ry COLUMN Ir SINGLE CEE COLUMN FLANGE BRACE FBE_. FIELD CLIP GCB03 BE FOR PROPER FIT UP. USE (2) 1/2" X 2" A325 CLIP MK. BOLTS H0603/NUTS H0300. GCW10 ® 8" GIRT SEE PLANS FOR MK AND LOC. GCW10 ® 10 GIRT GCB11 0 12 GIRT SEE ELEVATION T SEE ELEVATION GIRT WALL GIRT TO COLUMN USE (11) 1/2" x 1 1/4" A307 BOLTS H0500 / NUTS H0400 �� REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS SHOP WELDED EQ 4" / 8" CLIP COLUMN 11 1/2" 1ROTATED 1 1/2" EW COLUMN GIRT CLIP MK. GCCO2 EQ 4„ / 8„ M EQ 1 2" 3 4" GIRT -J GIRT ANGLE MK. MAGO1 w/ (2) H1020 ( FIELD CUT TO LENGTH ) BYPASS GIRTS AT ROTATED EW COLUMN USE (B) 1/2" x 1 1/4" A307BOLTS O O / NUTS H0400 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS D 1 8 c� m � X w u.l J 0 LLI _ LLJ Q C7 U co 0 Ln V ¢ LI..I LU M m w� > g� Z wo>� oQ-' LL.I m �N d ❑ U lL O' EA -- -A 00 =�9sm$voac O _ Ea___ utA I fE- PURLIN LAP PL SEE PLAN— S 0 0 ® 0 ERECTOR NOTE: AT EACH LAPPED GIRT CONNECTION, (1) 1/2" X 1 1/4" THIN HEAD BOLT H0510/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 INSTALLED. REFERENCE THE STANDARD "LAPPED GIRT DETAIL" FOR MORE INFORMATION. a COLUMN I I SHOP PURLIN SHOP WELDED WELDED CLIP GIRT CLIP I I RAFTER BOLTS REQUIRED AS SHOWN, SEE ELEVATION f SEE ELEVATION MK. tJWUI (2) \-- EW RAFTER/CAP PLATE SHOP —WELDED SHELF PURLIN TO INTERIOR FRAME RAFTER GIRT TO COLUMN EAVE STRUT TO ENDWALL RAFTER o USE (B) 1/2" x 1 1/4" A307 O USE (7) 1/2' x 1 1/4' A307 o USE (4) 1/2' x 2" A325 BOLTS H0603 / NUTS H0300 O BOLTS HOSDO / NUTS H0400 N BOLTS HO500 / NUTS H04DO 07 m REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS G 2 U REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS I"I2 IU REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS BOLTS REO'D AS SHOWN PLATE WASHER NIK. ESWO! :4) FLAT PLATE MK.ESCO2 � CRAFTER/ CAP PLATEI SHOP WELDED SHELF Irl LOW SAVE EAVE STRUT AT BYPASS GIRTS to USE (0) 1/2' x 2' A325 BOLTS H0503 / NUTS H030D J4 Q REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS I� I DOOR JAMB DOOR JAMB TO HIGH EAVE STRUT ^' USE (2) 112" x 1 1/4' A307 BOLTS HO500 / NUTS H0400 )j REFERENCE ERECTOR NOTE FOP. TYPICAL WASHER REQUIREMENTS L1 ill HIGH EAVE STRUT HIGH EAVE BYPASS SW GIRT CONDITION WITH STRUT PLATE USE (B) 112' X 2" A325 BOLT H00031NUT H0300 U.N.O. CLIP SHOP WELDED r .. . , J, FLAT PLATE MK. ESCO2 _.... _... _... ..ATEI SHOP WELDED SHELF J10 RO] TS RFn'n nMI Y AQ SHTIWN SEC. "A" ROOF LINE SECTION "A" CAP PLATE/ RAFTER HIGH EAVE VERTICAL EAVE STRUT USE (4) 1/2" x 2" A325 BOLT H0603/NUT H0300 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS 1 1 7 RECTOR NOTE: -IF THE JAMB CLIP IS LOCATED IN THE SAME LOCATION AS NESTED GIRT BOLTS, THE NESTED GIRT BOLTS CAN BE REMOVED S 1 4 e" CLIP S 4e SHOP WELDED HOLDBACK TO JAMB JAMB SHOP DIMENSION EXTENSION WELDED CLIP CLEAR OPENING (3) TEK 3 DOOR JAMB ® SCREWS H1020 4 1/4' ZEE GIRT ® 4 1/4' SCREWS H1020 GIRT I FRAMED OPENING SHOP WELDED CLIP GIRT TO JAMB DOOR JAMB TO GIRT WITH EXTENSION USE (2) 1/2' x 1 1/4' A307 y BOLTS H05DO / NUTS HD40D o USE (4) 1/2' x 1 1/4' A307 BOLTS H0500 / NUTS H0400 LS REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS K 3 -0 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS U JAMB 1­11020 FASTENER (12' O.C.) STEEL LINE HEADER/SILL— H1020 FASTENER SECTION (12" O.C.) "A" HEADER/SILL TO JAMB o HEADER WRAP DETAIL USE (2) 1/2' x 1 1/4' A307 BOLTS H0500 / NUTS H0400 M 3 c) REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REQUIREMENTS ROD DIAMETER MARK NUMBER HILLSIDE WASHERS FLAT WASHERS A307/A325 NUTS COUPLING NUTS 5/8" 0 RD05—__ (2) H0930 (2) H0210 (2) H0310 HOB10 3/4" 0 RD06—_ (2) H0930 (2) H0220 (2) H0320 H0820 7/8" 0 RD07-- (2) H0930 (2) H0230 (2) H0325 H0830 1" 0 RDOB-_ (2) H0960 (2) H0240 (2) H0330 H0840 1 1/8" 0 1 RD09 = (2) H0960 (2) H0250 (2) H0450 H0850 1 1/4" 0 1 RD10-_ (2) H0960 (2) H0260 (2) H0340 HOB60 SEE PLANS AND ELEVATIONS FOR BRACING MARK NUMBERSI ROD ASSEMBLY MK. RD.. WEB OF COLUMN OR HILLSIDE WASHER, RAFTER FLAT WASHER, COUPLING NUT AND NUT (QUANTITY VARIES) n m a m � w m w X W _J W LL W Q H J C7 (n ca 2 CDZ)¢ w W M m z J s c U 5 Wul X H- o� 0_'v�i/LyLI nEuv - - s CIO ROD BRACE -_- " - olio ° _ M16 o WEB TO WEB Q3 TYPICAL FIELD WELD COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, ARE ASSUMED TO BE ERECTOR NOTE: UNLESS SPECIFICALLY NOTED OTHERWISE, STD. 1 2 A3o7 BOLTS N 3 REQUIREMENTS DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, STANDARD ZEE GIRT ORIENTATION IS TO HAVE THE GIRT TOED / REQUIREMENTS ERECTOR NOTE: HVAC EQUIPMENT, CEILINGS, ETC. ARE SUSPENDED FROM ROOF MEMBERS, DOWN AT THE STEEL LINE AS SHOWN IN THE DETAIL BELOW. MK. H0500 4 (UNLESS NOTED OTHERWISE ON DRAWINGS) CONSULT ENGINEER OF RECORD IF THESE CONCENTRATED LOADS EXCEED 500 (NO WASHERS REQUIRED N N N POUNDS (USING THE WEB MOUNT DETAIL) OR 200 POUNDS (USING THE FLANGE MOUNT DETAIL), OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY MORE UNLESS SPECIFICALLY NOTED OTHERWISE, STANDARD CEE GIRT E ALL FIELD WELDING MUST BE PERFORMED BY AWS/CWB CERTIFIED WELDERS THAN OTHERS. ORIENTATION IS TO HAVE THE GIRT TOED UP AS SHOWN N THE OUTSIDE FLANGE WHO ARE QUALIFIED FOR THE WELDING PROCESSES AND POSITIONS INDICATED. DETAIL BELOW. STANDARD CLIP ATTACHMENT IS BELOW THE ALL WORK MUST BE COMPLETED AND INSPECTED IN ACCORDANCE WITH THE GIRT, HOWEVER SOME DETAILS REQUIRE THAT THE CLIP BE GIRT LAP BOLTS NOT o $ o PURLIN FLANGE ABOVE THE GIRT. (REFER TO THE GIRT DETAILS ON THE SHOW FOR CLARITY. APPLICABLE AWS/CWB SPECIFICATIONS. PURLIN STIFFENING LIP REFERENCE THE STD. _�T ERECTION DRAWINGS FOR REQUIREMENTS) BOTH CLIP LAPPED GIRT DETAIL SECOND LAPPED WELD ELECTRODES USED FOR THE SMAW (OR STICK) WELD PROCESS PURLIN WEB ATTACHMENTS ARE SHOWN IN THE DETAIL BELOW. FOR THOSE GIRT MUST BE 70 KSI/483 MPo MATERIAL AND LOW HYDROGEN CONTENT. REQUIREMENTS. E N N N GENERAL RESTRICTION: COLUMN ! It BOLTED OR OPTIONAL CLIP THIN HEAD 1/2" BOLT WELDED GIRT GALVANIZED STEEL FIELD WELDING UNDER NO CIRCUMSTANCES CAN THE PURLIN STIFFENING UP CONNECTION MK. H0510++ CLIP RECOMMENDATIONS ALSOIELD DO NOTIFIED HANGFROM ANYTHING FROMTHERPURLNPLIED STIFFENNGmLIIP. GEE IRT CLIP COLUMN -,--,,,,,,(NO WASHER REQUIRED) 1 PREPARATION OF WELD AREA w CEE FIRST LAPPED GIRT AWS D-19.0, WELDING ZINC COATED STEEL, CALLS FOR WELDS TO BE ? GIRT GIRT z STANDARD CLIP y r J CONNECTION STD. 1/2" A307 MADE ON STEEL THAT IS FREE of ZINC IN THE AREA TO BE WELDED. FOR OPTIONS FOR SUPPORT ATTACHMENTS J J NUTS MK. H0400 m GALVANIZED STRUCTURAL COMPONENTS, THE ZINC COATING SHOULD BE OPTION A OPTION B w w GIRT o 12 REMOVED AT LEAST ONE TO FOUR INCHES (2.5-10 cm) FROM EITHER SIDE N I- CLIP m �200 LBS MAX (500 LBS MAX) OF THE INTENDED WELD ZONE AND ON BOTH SIDES OF THE WORKPIECE. DRILL SUPPORT SUPPORT ANGLE OR SOME ZEE GIRT ORIENTATION CEE GIRT ORIENTATION 2 GRINDING BACK THE ZINC COATING IS THE PREFERRED AND MOST COMMON THROUGH THE OTHER TYPE OF LAPPED GIRT DETAIL METHOD; BURNING THE ZINC AWAY OR PUSHING BACK THE MOLTEN ZINC BOTTOM FLANGE OF BRACKET. (NOT BY NBS) STANDARD GIRT ORIENTATION DETAIL LAPPED GIRTS O INTERIOR BAY COLUMNS FROM THE WELD AREA ARE ALSO EFFECTIVE. THE PURLIN. SUPPORT THROUGH o U "+ THE THIN HEAD 1/2" A307 BOLT MUST BE INSTALLED INTO THE $` PURLIN WEB. o NOTE: BYPASS GIRT CONDITION IS SHOWN FOR REFERENCE FIRST GIRT AND CLIP OF A LAPPED CONDITION. THE BOLT/NUT Sr SAR TOUCH-UP OF WELD AREA o 1/2"0 MAXIMUM BOLT u ASSEMBLY MUST BE WRENCH TIGHT PRIOR To THE SECOND LAPPED WELDING ON GALVANIZED SURFACES DESTROYS THE ZINC COATING ON (NOT BY MBS) ONLY. YOUR PROJECT MAY HAVE FLUSH OR INSET GIRTS.GIRT BEING INSTAII.Q__ AND AROUND THE WELD AREA. RESTORATION OF THE AREA WILL BE ANGLE SUPPORT FBC__ FBH— COUNTER (1-999) 05 PERFORMED IN ACCORDANCE WITH ASTM A 780. STANDARD PRACTICE FOR (NOT BY MBS) �LINDICATES LENGTH OF FLANGE SPECIAL LENGTH FLANGE BRACE 2'-5 1 4" OR 3'-5 1 4" PURLIN :1 e � REPAIR OF DAMAGED AND UNCOATED AREAS OF HOT -DIP GALVANIZED BRACE IN INCHES A 4 COATINGS, WHICH SPECIFIES THE USE OF PAINTS CONTAINING ZINC DUST, 1" MAXIMUM FROM 1"1' 1" MAXIMUM FROM BLANK N •TH RIANK NGTH 8 8 U LIN LIUN ZINC -BASED SOLDERS OR SPRAYED ZINC. ALL TOUCHUP AND REPAIR I I 'o NIA m WEB TO CENTERLINE OF WEB TO CENTERLINE OF NLIN METHODS ARE CAPABLE OF BUILDING A PROTECTIVE LAYER TO THE SUPPORT SUPPORT u =��& THICKNESS REQUIRED 6Y ASTM A 780. 1� $ ? 3 a <- SAFETY & HEALTH 4! u s W 8 .. S W WHEN WELDING DIRECTLY ON GALVANIZED STEEL IS UNAVOIDABLE, OSHA FBE__ COUNTER (01-07) FBJ- COUNTER (1-999) H0603 BOLT t �R e m x PERMISSIBLE EXPOSURE LIMITS (PELS) MAY BE EXCEEDED AND EVERY OPTION C: ^X" COPED FLANGE BRACE SPECIAL LENGTH COPED FLANGE BRACE H0300 NUT PRECAUTION, INCLUDING HIGH-VELOCfTY CIRCULATING FANS WITH FILTERS, 200 LBS MAX r� H0200 WASHERS AIR RESPIRATORS AND FUME -EXTRACTION SYSTEMS SUGGESTED BY AWS, IF PURLIN FLANGE ±1"ANW LRKFB CE SHOULD BE EMPLOYED. FUMES FROM WELDING GALVANIZED STEEL CAN SUPPORT CLAMPS "X" = TOTAL PROJECTED RAFTER CONTAIN ZINC, IRON, AND LEAD. FUME COMPOSITION TYPICALLY DEPENDS ARE USED. DISTANCE FROM THE ON THE COMPOSITION OF THE MATERIALS USED, AS WELL AS THE HEAT CENTERLINE OF THEPURLIN WEB TO THE END A325 APPLIED BY THE PARTICULAR WELDING PROCESS. IN ANY EVENT, GOOD OF THE END OF STIFFENER REQ'D VENTILATION MINIMIZES THE AMOUNT OF EXPOSURE TO FUMES. LIP. (= 3 5/8" +/- 1/16") FBF— COUNTER 1-999 FBKNG( ) H0603 BOLTPRIOR TO WELDING ON ANY METAL,CONSULT ANSI/ASC Z-49.1, CLAMP 1" MAXIMUM NOTE: 3" X 3^ 1/4" BRACE ANGLE z-INDICATES LENGTH OF FLANGE H0300 NUT RACES. SAFETY IN WELDING, CUTTING AND ALLIED PROCESSES, WHICH CONTAINS (NOT BY NBS) THE CENTERLINE OF THE SUPPORT BRACE IN INCHES H0200 WASHERS ! INFORMATION ON THE PROTECTION OF PERSONNEL AND THE GENERAL MUST BE WITHIN 1" FROM f AREA, VENTILATAN AND FIRE PREVENTION. CENTERLINE OF THE PURLIN WEB. I FLANGE BRACE OPPOSITE SIDE REQUIRED WHERE INDICATED --- INFORMAT,DN_L'GURTESY OF AMERICAN GALVANIZERS ASSOCIATION CENTERLINE OF SUPPORT CENTERLINE OF PURLIN ON ERECTION DWGS. AS "N$ & FS" TYPICAL FIELD WELD REQUIREMENTS o PURLIN SUPPORT METHODS FLANGE BRACE MARK NUMBERS o TYP FLANGE BRACE Q PURLIN & RAFTER NAA0040 m NBD0130 NAG0003 NOTE: SEE PLANS AND ELEVATIONS FOR NAG0010 a FLANGE BRACE PART MARKS m DOLT HEAD- -SLOT SLOT TO SLOT CONNECTIONS FLANGE BRACE OPPOSITE SIDE LL1 N WASHER WASHERS ARE REQUIRED ON BOLT/NUT ASSEMBLY REQUIRED WHERE INDICATED J BOTH SIDES OF MATERIAL IF REQUIRED AT LAPPED ON ERECTION DWGS. AS "NS & FS" WASHER SLOTS ARE USED ON BOTH ZEE MEMBERS. (NO LU NUT SLOT SIDES (NOTE LAPPED ZEE WASHERS REQUIRED) �� J _ MEMBER EXCEPTION). NOTE: o ofw uo w �1 2 X 2 A325 BOLTS < O LU BOLT HEAD SLOT SLOT TO HOLE CONNECTIONS m LU —L w WASHER ONE WASHER REQUIRED ON SECTION "A" `� ARE REQ'D FOR BOLTING U _ FLANGE BRACES. w O LU o ZD SLOTTED SIDE ONLY. of 0 LU m z o� 11' ;LLI m mN NUT �-HOLE H0603 BOLT FLANGE BRACE __--_-_ - MARK FB LAPPED ZEE H0300 NUT BOLT HEAD HOLE HOLE TO HOLE CONNECTIONS MEMBERS, H0200 WASHERS NO WASHERS ARE REQUIRED PURUNs OR GIRTS WHEN SLOTS ARE NOT USED. COLUMN — H0603 BOLT UT---- -HOLE LAPPED NESTED REGION H0300 NUT WASHER PART NUMBERS w WAS��RS H0200 — 1/2" FLAT WASHER H0240 — 1" FLAT WASHER H0210 - 5/8" FLAT WASHER H0250 - 1 1/8" FLAT WASHER H0220 - 3/4" FLAT WASHER H0260 - 1 1/4" FLAT WASHER WALL GIRT m r w H0230 - 7/8" FLAT WASHER 2'-5 1 4" = 9 - a T 1 -L — ----- - -- — (OR 3'-5 1 / „) e 4 00 TYPICAL WASHER REQUIREMENTS ERECTOR NOTE NO WASHERS REQUIRED AT BOLTS USED N TYP FLANGE BRACE @ BU COL & GIRT-=9aLod"n�L oI°-� 46 THE LAPPED REGIONS OF ZEE MEMBERS. NOTE: SEE PLANS AND ELEVATIONS FOR _ - N p (UNLESS NOTED OTHERWISE ON DRAWINGS) n - tt "„�„" (h NAA0030 SECTION "B" a FLANGE BRACE PART MARKS NAG00 O = Ua= yo m'iEm G d 12" 12" 12' SEE THE CLASSIC ROOF \Z\ 0 0 0 SIDE LAP FASTENER SPACING DETAIL FOR SIDE \\ o o N IMPORTANT ERECTOR N O T E. "j 7" T 7" N N 7" N LAP FASTENER SPACINGEND IF REQUIRED HIGH EAVE, RIDGE, & END LAP o 0 PLEASE REFER TO THE SHEETING ERECTION MANUALS FOR STRUCTURAL FASTENER FURTHER ASSEMBLY INSTRUCTIONS 12" 12" 12" MK. H1030 N� 9 1/2" 9 1 2" M m lNl 9 1 2" NI ONLINE VIDEO AND MANUALS ARE ALSO AVAILABLE: �-/ -1 1 RIDGE OR .� INTERMEDIATE PURLINS HIGH EAVE PURLIN PRIOR TO STARTING THE SHEETING PLEASE VISIT: 12" 12" 12" INTERMEDIATE N o PURLIN N N N N N N N N N N N tV m p https://www.nucorbuildingsystems-com/resources/mcnucis/ \ END LAP PURLIN LOW EAVE END OF PANEL (IF END LAP IS REQUIRED) o 4 m EAVE MEMBER (VARIES), EAVE INTERMEDIATE LOW EAVE STRUT SHOWN FOR REFERENCE PURLIN INSTALLATION INSTRUCTIONS SEAMING MANUALS CLASSIC ROOF STRUCTURAL FASTENER SPACING (STANDARD) n$^ n - a z55�i A. CFR Standing Seam Installation CFR StandingSeam SEE DETAILS BELOW LEFT FOR SIDE LAP FASTENER Iz 6' 6' O.C. 6" SPACING AT THE REMAINDER OF THE PANEL RUN r<� 6" MAX � 6" i6„ O.C. i� I I SIDE LAP FASTENERS (MK. H 1050 AT EACH SUPPORT m S S = CFR Installation Videos SR2 Insulated Standing Seam �� I AND 6" ON CENTER BETWEEN SUPPORTS AT THE FIRST TWO LOW EAVE PURLIN SPANS •` m i rROF PANEL Video de Instalacion de cubierta tip0 VR16 II Vertical Rib EAVE MEMBELI TYPICAL SIDE LAP�VARIES, EAVE r4 mSTRUT SHOWSEE THE CLASSIC ROOF STRUCTURAL 3 FASTENER SPACING DETAIL FOR € Classic Roof Installation STRUCTURAL FASTENER SPACING SECOND PURLIN FIRST TWO LOW EAVE SPANS UPSLOPE FROM EAVE ! (EACH SUPPORT AND 6' ON CENTER BETWEEN SUPPORTS) VR16 I Vertical Rib Installation EQUA EQUAL_ * FIRST PURLIN SPECS & OTHER GUIDES I �PSLDPE FROM EAVE HR3 Insulated Roof Installation FQUAL EQUAL EQUAL EAVE MEMBER (VARIES), EAVE f { I STRUT SHOWN FOR REFERENCE SR2 Insulated Standing Seam Master Spec 13 34 19 ROOF PANEL 3 32" x 1/2" TAPE ROOF PANEL URLI MASTIC MK/H3010 E insulated Wall Sheeting NBS Specification Guide URLI SPANS LESS THAN 5'-0" SPANS > OR = TO 5'-0' NON-UL 90 EACH SUPPORT AND MIDPOINT BETWEEN SUPPORTS. Single Curb Installation Preventative Maintenance Manual UL 90 EACH SUPPORT AND SPACED EQUALLY BETWEEN SIDE LAP MASTIC DETAIL I (EACH SUPPORT AND 1/3 POINTS BETWEEN SUPPORTS) SUPPORTS, NOT TO EXCEED 20" (1'-8") (AT FULL LENGTH OF ALL SIDE LAPS) Double Curb InstallationCD •— _CLASSIC ROOF SIDE LAP FASTENER SPACING (STANDARD) 0 O w _ STANDARD FASTENER SCHEDULE "REVERSE CLASSIC PANEL" ERECTION NOTES "CLASSIC' WALL PANEL m "C "CLASSIC" W = r` SELF-TAPP!NC SCREW SELF -DRILLING SCREW H1070 SELF-DRIWNG SCREW (PANELS 36' NET LAY) 1/2" MASTIC MK. H3010 WALL PANEL � i OO I . H1060 STITCH FASTENER ,GOOF SCREW) H1042 12-14 x 7/8' 12-24 x 1 1/2" TCPS W 17-14 x 1 1/4 ' TCP3 W/O WASHER W/0 WASHER -H1040 STRUCTURAL FASTENER _ W LJI I WITH WASHER /16" HEAD CLASSIC" LONG LIFE FASTENER V 1/2" THK MAX w WALL PANEL m 3/8' HEAD 5/16' HEAD DRILLING CAPACITY ERECTOR NOTE 1/2' SIDELAP O w M 1 O SEY-DRILUNG SCREW H104 SELF-DRIWNG SCREW H1100 1/8' x 3/16' MASTIC (H3010) IS REQUIRED IN 0¢ W Cl)1/4-14 x 1 1/4' TCP3 12-14 x 2' STAINLESS STEEL SNOWDRIFT CONDITIONS, a U m W[)� w J w W/0 WASHER TCP3 W/O WASHER BLIND POP RIVET EAVE MEMBER REFER TO THE ELEVATIONS FOR X W I- 5/16' HEAD �� LOCATION REQUIREMENTS. w W o i 3/16" T.iK MAX d Li 0 n L11 CO z CV �- DRILLING CAPACITY s/1 s" HEAD CORNER p r,Y o 'r11030 SELF -DRILLING SCREW N 1047 SELF -DRILLING SCREW 1 1 1 3/B'0 STAINLESS AIM 1. BLOCK GIRTS TO ZEVW POSRION 12-14 x 1 1/4' 12-14 x 2" GROMMET FASTENER WALL PANEL BEFORE SURTING PANEL ERECTION, . TCF2 WITH WASHER TCP3 FLAT TOP 44NfAN WOOD BLOCKNG (NOT BY FOLLOW THE !®�111:iU1; 71 WITH WASHER NUCOR) UNTIL Pula To MLCRRA1 RIB PROFILE j t ONG LIFE FASTENER SIDE LAP F'�'�E WITH THE 1 5/16' HEAD 5/16"0 HEAD MASTIC AS - 2. ALON AND PLUMB FIRST WALL PANEL i H1(jj SELF-DRILUNG SCREW H1050 SELF-DRIWNG SCREW H1220 SELF -DRILLING SCREW Hi960 SHOWN HERE. 12-14 x 1 1/2" — 1/4-14 x 7/B" TCP1 12-14 x 1' TCP3 3. TO PREMU'OIL-CWNNO', ALL Pula 1 2' SIDELAP MASTIC H3010 DUE TO "''2 WIT!! WASHER I-Ilfmr� WITH WASHER W 0 WASHER 12 O.C. GIRTS FASTENERS SHOULD START FROM BASE / ( ) S rtT,T1C�LT� ��'llPlyuiv / AT TRIM MEMBER AND 7HTN BE SECURED TO E" POTENTIAL SNOW DRIFTING. APPLY MASTIC AT i LUNIG LIFE FASTENER LONG LIFE FASTENER PHILLPS HEAD STRUCTURAL GIRT TOWARD THE FAYE ALL SIDELAPS AND CORNER TRIMS UP TO 5/16 HEAD 5/16' HEAD �— 1060 AT A. FDUNDSION MIST BE SQUARE• LEVEL, 10'-O" ABOVE THE ROOF LINE. NOTE• THE 4' 040 SELF -DRILLING SCREW I6 SELF-DRILUNG SCREW PRE -DRILL DIAMETERS 30' O.C. AND CORRECT TO TW OUT-TO-OuT STm ly ,"CLASSIC" PANEL MASTIC SHOULD ALSO FOLLOW THE RIB 12-14 x 1 1/41/4-14 x 7/B' TCP1 MAXIMUM LINE DIMOSM. SHOWN FOR REFERENCE PROFILE AT THE BOTTOM OF THE PANEL (SEE TCP2 W/C WASHER WIG WASHER BETWEEN ONLY. DETAIL APPLIES TO THE DETAIL AT ABOVE RIGHT), 3/16"0 FOR: H1020, H1070 5. EREMM CREW IS TO CLEAN ALL WALL ) SUPPORTS ALL NUCOR PANEL TYPES. PM'p5 BEFORE LFANNG JOB SITE. K 5/16'0 HEAD' 5/16" HEAD 5/32"0 FUR: H7030, H,1035, BASE_= H,.040, H1041, MEMBER 6. ERECTOR 6 TO ERECT PMELS SO PANEL SIDELAP DETAIL AT =�00 )4' SELF1 DRIWNG SCREW' a�F-DRIWNG SCREW H1042, H1045, THAT SIDElAPS ARE AWAY FROM THE INN a 3 a "aa sv 12-14 x. 1 1/4' 1/4-14 x 7/8' H1047, H1220 TRAETIC AREAS UNE GF SIGHT. POTENTIAL SNOW DRIFT AREAS -�at`V "'� 7CF2 FLAT TOP i TCP1 FLAT TOP -- — O N'ITN! WASHER !-;!�TT� WITH WASHER 1/e'0 FOR: H!050, H1060, $ 7. STORE PANELS PROPERLY TO PREVENT SEE WALL SHEETING ELEVATIONS FOR LOCATIONS _ H1061 3 MOISD.RE SEE ERECTION MANUAL p --- 5/16- HEAD 5/16"0 HEAD GA0001 _ - --___ _ -JE`m ' m + START (SEE ROOF PLAN) RIB CRIB USE 0" START IF NOT NOTED zl FIELD CUT CRIB ccj AS RE�" ' \ H1050 (4" O.C.) —2 1/4" TAPE MASTIC CI (BEEN TRIM AND PANEL) �I RAKE TRIM MK. H3020 ci cl MK. RTA ROOF PANEL C` 0" TO 3" - H1020 AT EACH SUPPORT z RAKE ANGLE (L.L.V.) MK. MAR01 L� �% H1060 — (12" O.C.) C PURLIN OI V1rALL PANEL — OUTSIDE PANEL CLOSURE ( FOR SLOPES <\- 14:12 )�• MK. H3400 ® "CLASSIC PANEL" MK. H3420 ® "ACCENT PANEL" MK. H3410 ® REV. "CLASSIC PANEL" SCULPTURED RAKE AT "CLASSIC" ROOF o SEE WALL SHEETING ERECTION NOTES FOP. FASTENER LOCATIONS o •• - FOR SLOPES GREATER THAN 1 1/2:12, REFER TO TRIM-2 DETAIL MA8►C = FOR CLOSURE PART NUMBERS. I GIRT `\ �1/4" SIDE MAX. 0 IT FLAT OF ,JAMB TRIM "ACCENT PANEL" GIRT REVERSE "CLASSIC WALL" PANEL HIGH EAVE TRIM MK. HEA__--\ 0 a 0 J2" w z a o H1060 a (12" O.C.) 0 H1030 FASTENER (SEE THE 2" END OF CLASSIC ROOF STRUCTURAL PANEL FASTENER SPACING DETAIL) //—H105O (12" O.C.) OUTSIDE PANEL CLOSURE H3400) WITH 3/4" TAPE MASTIC (H3000) TOP ANC BOTTOM "CLASSIC ROOF" EAVE STRUT N WALL PANEL --/CLASSIC H1030 FASTENER (SEE THE- ROOF STRUCTURAL FASTENER SPACING DETAIL) VOUTSIDE PANEL CLOSURE MK. H3400 0 "CLASSIC PANEL" MK. H3420 0 "ACCENT PANEL" MK. H3410 0 "REV CLASSIC PANEL" SCULPTURED EAVE DETAIL WITH CLASSIC ROOF SHEETING SEE WALL SHEETING ERECTION NOTES FOR FASTENER LOCATIONS TRIM-6 -IAMB DOOR / WINDOW REVERSE "CLASSIC WALL' NOTE 1 TYPICALLY FILLER TRIM MK. MFA01 (SHOWN) IS NOT REQUIRED WHERE S7 TIFINISH DIMENSION 6'. HOWEVER AT LEAST (1) RUN OF FILLER TRIM MAY BE PROVIDED PER WALL FOR PANEL GIRTS W � M COVER TRIM CCA_ USE AT 8" CEE)) CCB_ (((USE AT 10" CEE) CCC_ USE AT 12' CEE)) CCD_ USE AT 9 1/2- CEE) CSA_ USE AT 8' STRUCTURAL CEE CSC_ USE AT 12" STRUCTURAL CEE CCD_ USE AT 9 1 2' STRUCTURAL CEE) CCE_ USE AT 8' HEADER WRAP CCF— USE AT f0' HEADER WRAP CCG_ USE AT 12' NEAD£R WRAP CCH_ USE AT 9 1 2' HEADER WRAP FOR LINER PANEL, REFERENCE HEAD, SILL OR JAMB DETAILS FOR TYPICAL TRIM PARTS AND USE ATTACHMENT ERECTOR NOTE: IF LINER PANEL IS NOT REQUIRED, ATTACH COVER TRIM WITH H1040 12" O.C. CC__ TRIM CS__ TRIM OUTSIDE CORNER / - • v V V MK. OCA01 NOTE 1 COLD -FORMED CEE 7� REVERSE "cLasslc WALL' (USE CCA___, CCB__, CCC_, OR CCD__ TRIMS) FINISH DIMENSION ��H,1040 ATEACH SUPPORTSTRUCTURAL CEE H060 12" O.C. (USE CSA_ , CSC__, OR CCD_ TRIMS) SEE PLAN BETWEEN SUPPORTS HEADER WRAP OUTSIDE CORNER AT "REVERSER CLASSIC" WALL FRAMED OPENING COVER TRIM OR CCH__ TRIMS) TRIM_9 'S SILL SHOWN, HEADER AND JAMBS SIMILAR TRIM_19 FASTENER KEY ERECTOR NOTE: AFTER LOWER PANELS ARE INSTALLED, USE (3) H1040 SCREWS H1030 STRUCTURAL FASTENERS. SEE STITCH FASTENER = H1 O6_ FOR TEMPORARY INSTALLATION OF EACH PIECE OF TRANSITION TRIM. CLASSIC ROOF STRUCTURAL FASTENER = H104_ *- "1040 FASTENERS ERECTION NOTES" 12" O.C. "ACCENT" DETAIL FOR SPACIN( WITH COLD —FORM 12" O.C. "REV. CLASSIC" UPPER PANEL STRUCTURAL FASTENER = H1070 s^ O.C. "CLASSIC" WITH HOT —ROLLED / \-JAMB TRIM MK. JTA STRUCTURAL FASTENER 12" O.C. GIRT JAMB � JAM B I DOOR DOOR / WINDOW OPENING STRUCTURAL FASTENER)JAMB TRIM I i2" O.C. MK. JTA _I ---�- STRUCTURAL FASTENER JAMB TRIM PANEL SLIT 12" O.C. MK. JTD Ei T NOTE: FIELD TRIM LEG JAMB ST Z TRIM AS REQUIRED STEP 2 ALTERNATE DETAIL 1 NOTE: FIELD CUT PANELS AS REQUIRED SL? PANEL 2" AND .SLIDE ONTO HEAD TRIM! (SEE ABOVE) STEP J r WALL PANEL CAULK FROM EDGE OF TRIM TO FIRST MAJOR RIB MK. H3152 STEP 4 WA HEAD TRIM. MK. HTA_ STEP 1 HI JAMB TRIM MK. JT STEP 2 DOOR FRAMED OPENING TRIM DETAIL FOR ALL STANDARD WALL PANEL TYPES L,FT HAND SHOWN, RIGHT HAND SIMILAR TRIM 98 TRIM OVERHANG nrAu JAMB TRI INSIDE PANEL CLOSURE MK. H3410 0 "CLASSIC PANEL" MK. H3430 0 "ACCENT PANEL" MK. H3400 0 REV" CLASSIC PANEL" STRUCTURAL FASTENER 12' O.C. 0 "ACCENT" 12" O.C. 0 "REV. CLASSIC" 6" O.C. 0 "CLASSIC" HEAD TRIM MK. HTA__ HEAD TRIM L STEP 1 INSIDE PANEL CIOSURF MK. H3410 0 "CLASSIC PANEL MK. H3430 0 "ACCENT PANEL MK. H3400 0 REV" CLASSIC PANEL TRANSITION TRIM— MK: BSWO1 INSIDE PANEL CLO R MK. H3410 0 "CLASSIC PANEL MAR02 ANGLE (3" LEG UP) H1020 FASTENERS I AT 12" O.C. MK. H343C 0 "ACCENT PANEL MK. H3400 0 REV" CLASSIC PANEL IL II LOWER PANEL SEE WALL SHEETING ELEVATIONS FOR PANEL CALL OUTS WAINSCOT TRANSITION 0 om SEE WALL SHEETING ERECTION NOTES FOR FASTENER LOCATIONS (TRIM_150 3/4" TAPE MASTIC (MK. H3000) AT ENDLAPS STANDARD "CLASSIC" ROOF LAP TRIM_171 S =au 2aao M§� �p W ll RR w Q d k W 8 W W 6 m w � J W wa OJ C7 0 a- raj <wWco Lo zUm�� wr- X LLI H- w Lupo/ r oQ� L1J m CV ac �0� q� Co -_-' - O E -- U0 0 om8tN dam,_." END CLOSURE DETAIL OUTSIDE CORNER TRIM INSIDE CORNER TRIM WALL PANEL END CLOSURE MK. H4220 MK. H4200 NUCOR BUILDING N N N N -N N H ENDWALL STEEL LINE RAKE ANGLE LLV MK. MAP01 �� � � (POLAR WHITE). APPLY I ( •) TUBE CAULK (H3152) ALL T o o N AROUND AND INSERT INTO INSIDE PANEL CLOSURE FOR </v 1 1/2:12 N N N / END OF BSCOI TRIM AT MK. H3410 AT "CLASSIC" PANEL FRAMED OPENINGS, - z MK. H3430 AT "ACCENT' PANEL RS, AND ro a �j MASONRY W / - a MK. H3400 AT "REVERSE CLASSIC' PANEL / EXISTINGISTING BUILDINGS. '� WITH 3/4TAPE MASTIC TOP AND BOTTOM / MASONRY / OR EXISTING BLDG. " -- OR EXISTING BLDG. / L o 0 0 ERECTOR NOTE: a (MK. H300D) / UNTIL WALL PANELS ARE INSTALLED, (3) H1040 SCREWS ARE TO RAKE PARAPET TRIM MK. RPA01 / BE USED FOR TEMPORARY INSTALLATION OF THE BASE TRIM. i JAMB TRIMINSIDE PANEL CLOSURE 0FASTENER (NOT BY NBS) i r MK. JTD145 m K MK. H3410 ® "CLASSIC PANEL" m FASTENER ti N N EXISTING BUILDING H10Ba (12' O.C. WALL PANEL MK. H3430 ® "ACCENT PANEL" NOT BY NBS FILLER TRIM MK. MFA01 ' BETWEEN SUPPORTS) MK. H3400 ® REV" CLASSIC PANEL" /- 3 1/2' IF REQUIRED AS NOTED - FLAT OF PANEL INSIDE TRANSITION ON ELEVATIONS i CORNER TRIM GIRT BASE MEMBER: j MK. ICCO1 ANGLE, CHANNEL ' REVERSE z OR OTHER. / H1D40 O o FASTENER AT EACH EACH SUPPORT ctasslc WALL (SEE ELEVATIONS) GIRT NOTE: FIELD TRIM LEG O STRUCTURAL SUPPORT OR H7060 12" O.C. o L� SEALANT 5'-0' ON CENTER AS REQUIRED o p z m MAXIMUM (NOT BY NUCOR) BETWEEN SUPPORTS d Htow —� ALTERNATE DETAIL 1 w J as (NOT BY METAL BUILDING SUPPLIER) / m o (O EACH SUPPORT) _ O REVERSE c J BASE ANGLE "CLASSIC WALL" 3 O a TRIM MK. BSC01 NOTE, m 3 NDS DOES NOT SUPPLY FASTENERS TO CONNECT NUCOR MATERIALS TO NON-NUCOR MATERIALS WALL PANEL TERMINATION BASE TRIM AT WALL DELETION RAKE PARAPET DETAIL INSIDE CORNER TRANSITION DETAIL n U m $ NI ABOVE EXISTING BUILDING �' 'REVERSE ClAB51C' WALL (JAMB TRIM) O MASONRY OR EXISTING BIDG (TRIM SEE WALL SHEETING ERECTION NOTES FOR FASTENER SPACING TR I M_722 SEE WALL SHEETING ERECTION NOTES FOR (IRMREVERSE 'CLASSIC WALL' O MASONRY OR EXISTING BLDG. z 8$ WALL PANEL FASTENER LOCATIONS `7 - fi V = apx�=e= � J m x w w N W W Q 0 (7 � ccl) s Lrj CD W (Y) z U X w w �G w wo>> 0 17 Q' I Lli On m N W v = ram�tA�,asm,� 1 /4" I z CAP TRIM MK. LD Lj CTA03 3/4" TAPE MASTIC MK. w H3000 -� cv I H1060 w FASTENERS Q AT 12" O.C. J J < SCULPTURED EAVE TRIM o MK. SET01 — a H1060 �I FASTENERS AT 12" 0.0 WALL PANEL / SECTION VIEW INSIDE PANEL CLOSURE MK. H3410 WITH 3/4" TAPE MASTIC (MK. H3000) TOP AND BOTTOM "CLASSIC" ROOF PANEL FASTEN INSULATION WITH H1020 FASTENER & H2200 INSULATION WASHER 12" O.C. (AT HIGH RIB) H1030 FASTENER (SEE THE CLASSIC ROOF STRUCTURAL FASTENER SPACING DETAIL) (1) H1020 FASTENER AT EACH END OF THE CTA03 TRIM EAVE STRUT SHOWN, MEMBER VARIES (REFERENCE THE SECONDARY LOW EAVE MEMBER OPTION DETAIL FOR ALTERNATE MEMBERS) OUTSIDE PANEL CLOSURE MK. H3400 © "CLASSIC PANEL" MK. H3420 @ "ACCENT PANEL" MK. H341 D @ REV" CLASSIC PANEL" 3" AT 1 /2:12 ROOF SLOPE 3 1/2" AT 1:12 ROOF SLOPE * 4 1 /8" AT 2:12 ROOF SLOPE 4 5/8" AT 3:12 ROOF SLOPE 5 1 /8" AT 4:12 ROOF SLOPE 3/4" TAPE MASTIC MK. H3000 CAP TRIM MK. CTA03 EAVE STRUT SHOWN, MEMBER VARIES OUTSIDE CLOSURE SCULPTURED EAVE TRIM MK. SET01 SCULPTURED EAVE TRIM SPLICE APPLY A CONTINUOUS BEAD OF TUBE CAULK (MK. H3152) TO THE END OF THE ADJOINING TRIM PIECE AND LAP 1". FASTEN WITH (4) COLORED POP RIVETS (MK. H1100) AS SHOWN. NOTE: CTA02 TRIM NOT SHOWN IN THIS DETAIL FOR CLARITY 3/4" TAnr 11AC`T 1A1i i -- ROOF RAKE MK. R WALL CORNS CORN[ MK. H- uuu FOLLOW THE CLASSIC ROOF ERECTION MANUAL WITH THE FOLLOWING EXCEPTIONS AT SCULPTURED EAVE TRIM APPLICATIONS: 1) THE CTA03 CAP TRIM ON THE EAVE STRUT MUST BE ERECTED PRIOR TO INSTALLING THE ROOF PANEL AND THE SCULPTURED EAVE TRIM. (SEE THE CLASSIC ROOF ERECTION MANUAL). 2) INSULATION MUST BE INSTALLED PRIOR TO INSTALLING THE ROOF PANELS. INSULATION IS NOT SHOWN IN THIS E DETAIL FOR CLARITY. (SEE THE CLASSIC ROOF ERECTION a MANUAL FOR PROPER INSTALLATION OF THE INSULATION) m ¢mom 3) INSTALL 3/4" TAPE MASTIC (MK. H3000) TO THE SHORT VERTICAL LEG OF THE CTA03 CAP TRIM. EXTEND THE SCULPTURED EAVE TRIM SET01, 2 1/4" PAST THE$ ^ ENDWALL STEEL LINE (1" PAST THE EDGE OF THE WALL CORNER TRIM). COPE THE BOTTOM VERTICAL LEG FLUSH WITH s THE EDGE OF THE CORNER TRIM. INSTALL OUTSIDE _�..... CLOSURE AS SHOWN (IF REQUIRED) THEN FASTEN THE TRIM TO THE WALL PANEL AND CAP TRIM WITH H1060 FASTENERS O,mgg>s i AT 12" O.C. V:` R.A� 5§AA - 4) APPLY A CONTINUOUS BEAD OF TUBE CAULK (MK. ] fig$ Ssa H3152) AROUND THE PERIMETER OF THE RCA__ CORNER CAP, CLOSE TO THE INSIDE EDGE OF THE CAP. a 5) INSERT THE CORNER CAP INTO THE SCULPTURED RAKE TRIM, LEAVING 1/2" EXPOSURE ALL AROUND. FASTEN WITH (3) H1100 COLORED POP RIVETS AT FRONT ONLY. CAP TRIM MK. CTA03 6) INSTALL THE RAKE CAP AT THE RAKE EDGE OF THE SCULPTURED EAVE TRIM & 1/2" FROM THE FIRST VERTICAL FACE OF THE SCULPTURED EAVE (AS SHOWN AT LEFT). UTILIZE TUBE CAULK (MK. H3152) AROUND THE PERIMETER OF EDGE OF THE RAKE CAP. 3/4" TAPE MASTIC MK. H3000 SCULPTURED EAVE TRIM MK. SET01 FIELD CUT PANEL RAKE CAP MK. RCA01 (LEFT AS SHOWN) MK. RCA02 (RIGHT) 7) APPLY A BEAD OF TUBE CAULK (MK. H3152) 1 1/2" FROM THE FACE OF THE EAVE TRIM ALONG THE RAKE SIDE OF THE CORNER CAP. THIS BEAD SHOULD INCLUDE BOTH THE TOP & BOTTOM EDGES OF THE CORNER CAP. 8) INSTALL THE RAKE TRIM RTA__ PER THE CLASSIC ROOF ERECTION MANUAL, 1/2" FROM THE FACE OF THE SCULPTURED EAVE TRIM. 9) FASTEN THE CORNER CAP AND THE RAKE CAP, AS SHOWN AT LEFT, WITH (15) COLORED POP RIVETS (MK. H 1 100). WALL PANEL ISOMETRIC VIEW AT LOW EAVE j ISOMETRIC VIEW AT CORNER POP RIVEI o ; SCULPTURED EAVE TRIM W/ CLASSIC ROOF q6E u SEE WALL SHEETING ERECTION NOTES TRIM_H5O - FOR WALL PANEL FASTENER LOCATIONS i Imo w w wQ I— (� c¢+a w w Ln � co ILI w T ?��� wm o C\j