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HomeMy WebLinkAboutBuilding Plansa - EEL taRPoPATION CLAYTON AND MELEA BELL 5720 WESTVIEW DR ORLANDO, FL 32810 Attn.: CLAYTON BELL Proiect Location: FORT PIERCE, FL 34951 Proiect 9: S 1909119A Proiect Name: CLAYTON AND MELEA BELL Buildings: A->40'-0"x52'-0"xl6'-0"(RCG,1.0:12) Version 2019.02.19 (2.25'19J May 24, 2019 JUN s -Q .,v � This Letter of Design Certification ensures that the materials furnished by the metal building supplier are designed in accordance with the information specified to the metal building supplier on the order documents and summarized by the loading information listed below. The Project Engineer of Record (not the metal building supplier) is REVIEWED FOR responsible for verifying that the building code and design loads meet any and all applicable local requirements. n The Professional Engineer whose seal appears on this Letter of Certification is employed by the metal building maa e>�r. E COMPLIANCE and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. ST. LU CI E COUNTY DESIGN LOAD CRITERLA: — - -- BOCC Structural Loads Applied in General Accordance with: F16rida (FBC 2017) Risk Category: lI - Standard Buildings PROJECT -WIDE LOADING INFORMATION: Ground Snow Load: 0.0 psf Snow Exposure Factor,Ce: 1.00 Snow Imp. Factor, Is: 1.00 Roof Live Load: 20.0 psf Reducible As Per Code. Ultimate Design Wind Velocity: 160 mph Nominal Design Wind Velocity: 124 mph ***Components & Cladding Pressures: 52 psf/ -69 psf Is Roof to meet UL 90 Requirements?: No Wind Exposure: C Seismic Criteria: Ss: 0.057 S 1: 0.030 • No ground snow included in seismic calculations. Design Sds / Sd1: 0.061/0.048 Analysis Procedure: Equiv. Lat. Force Procedure Seis. Imp. Factor, le: 1.00 Basic SFRS: Not Detailed for Seismic Seis. Design Category: A Site Class: D BUILDING -SPECIFIC LOADING INFORMATION: Roof Dead Collateral Dead '-i- Snow Coefficient Snow Load (psf) E Wind Seismic Bldg (psf)* Pri (psf) Sec ( sf) Ct Cs Ps (psf) **Pm (psf) Enclosure GCpi R Cs V (kips) q 3.0 0.5 0.5 1.0 1.00 i 0.00 0.00 Enclosed f 0.18 3.00 0.010 0.18 _—....._.. i I e t t P *PrunaryStructural Not Included **1',n is hosed on the minimum rua(snuw loud ealcululed per haildin� code ur the amtruct-specifed roof snow loud, whichever is greater. This value, 1',,,, is only applied in c•onthination with Dead and Collateral Louds. Rogf'Snow in other loading conditions is determined per the spec•ifred Building Code. ***Design wind pres.cures to he used.for wull exterior component and cladding muteriuls not provided by Metal Building Supplier. Mezzanine Information: Floor Dead Load: N/A Floor Collateral Load: N/A Floor Live Load: N/A Crane Information: j No cranes on building. ......................... _.alk�I. +.1 MAt.. .................... Roof -Too Unit Information No roof -top units on building. The design of structural members supporting roof gravity loads is controlled by the more critical effect of roof live load or roof snow applied in accordance with the goveming building code. DESIGN STANDARDS REFERENCED: AISC Specification for Structural Steel Buildings - Steel Construction Manual, 14th Edition, Q 2010. A1SI North -American Specification for the Design of Cold -Formed Steel Structures, Q 2012 Edition. IBC codes are designed in accordance with ASCE7-10 Edition, MBMA Low Rise Building Systems Manual., Latest Edition. AWS Latest Edition of Structural Welding Code. No buyout structural components provided on this project. 4 A Notes and Specifications Building _ Erection Notes 1) The general contractor and/or —et., is responsible to safely and prop" set the metal building system :n conformance .ith these d—ingz. OSHA requirements and meld 6 7d-ng system ;n conlormmce with these dro.;ngs. OSHA requirements and either MBMA or CSA SIS standards Pertaining to proper erecttaa. This includes. but is not limited to. the correct use of temporary guys and brocing .here needed for squaring. plumbing. ondese rag the structural and secondary f,ometg. Secondary all framing members (girls or bar jtisls) or, ro t designed to 1u 6G a ,.ark 0,ploHorm pro.idc safety attachment in accordance .ilh OSHA requirements. Secondary roof (naming members (pudins or bar juisls) are not designed to Pr ;de safety, Gc-all attachment in occwdonce .ith DSHA rm.;rements. 2) A325 & A490 Bolt Gght".9 rmu✓small: It is the responsibxty of the erector to ensure proper bolt lightness in ordonee with oppY olds regufaUanz. see the RCS[ Serif alien for Slnrdurat Joals Usino A325 or A490 Bolt for more ;nfw—t; n. The Idbwing criteria may be used to determine the hall lightness (;.e., 'snug -light 'firing-prelmsioned7, unless required oth—;.. by local jurisdiction a contract rega;rcments: A) M A490 bons shot; be 'Iuly-pretens;oned-. 8) al A325 hilts a primary framing (14d frames and bracing) may lie 'snag-t_ght', escepl as lonows: 'F ur-a 1m ion t75 bolt• if. a) Building supports o crane system .;th a capacity greater than 5 tons. b) Building supports machinery that met= v bml;on. ;mpocl or stress -re —oft on the connections. The Engineer -of - Record for the project should be eonsalted to evaluale for this c-&t; n. c) The project life is tocaletl a. a high w o. Fa IBC -posed cad-. 'High Semmic Arm' is de6ME as 'Seismic Design Category- of -D-. 'E', or 'F'. See the 'Bu;idrng Loads' section of this page for the defined c design category fir this project. d) Any com+ection designated in these dro.ngs as-A325-SC': 'SGp-Critical (SC)' connections must be free of peat. oil, other materials tht reduce friction at contact surfaces. G.K,oalied air lightly rusted surfaces a acceptable. C) In [mad,, al A325 and A4911 Dolts snail be a Judy pre -tensioned . except for U) Seep ory members (purfms, girls, opening framing, etc) and flange braces. Secondary members (P"9hs4 prts, opening flaming. ere.) and flange brace connections may obnays be mug -tight', unless indicated otherwise in 4these dro.;ngs. 3) The metal b.26.9 supp-er shah be notified prior W any Geld mm;ricaG—. Mod;ficulions shell he opor—d by the metal building supplier before .ark is undertaken. 4) Common ADDre ;.lions a) lYP UNO - Typical Unless Noted Otherwise f) SIM - Sala b) SLV - Shod Leg Vertical g) MC - Not 1n Contract e) LLV - Long Leg Verticulh) St.- Steel Line d) NS & FS - Neil Side eo e and For Side n) N/A - Not Apprble e) O -L - Overall Length j) M8S - Metal 8u2dng Supplier 5) Construction buds slwl not be placed on any structural steal frome.ork unless such '--ark is lately batted, welded, other.;le adequal d. 6) or P-Gns and g',rts shoe not be used as on anchorage point fora —d. fall oats( system unless written opproval is obtained from the metal building suppf . 7) Pud;ns may only be used os a Milking/.orkag surface rhm installing safely systems, alter an permonent bridging has been installed and fail protection is provided. - 8) Construction loads may be placed only within a zone that is rith;n 8 feel of the center line of the primary suppot member. CFR bundles should be placed directly the rigid (comes. 9) .1 6f1a9 dl,4cm must meet OSHA of MSKA standards and in case is it acceptable to use sfmclurd members supplied by Ins MBS as a spreader bin or lining devise. PROJECT NUMBER: S 1909119A PROJECT NAME: CLAYTON AND MELEA BELL PROJECT LOCATION: FORT PIERCE FL 34951 CUSTOMER: CLAYTON AND MELEA BELL PRIMARY AND SECONDARY STEEL PRIMER COLOR: RED ROOF SHEETING, TYPE: L3P 26 GAGE, FINISH: ALCT ROOF PANEL CLIP TYPE: THERMAL BLOCKS: EPS FOAM SPACER: SEAMING METHOD FOR CFR ONLY): El -ROLL LOCK -TM REFER TO THE DFTNI PAGES FOR ❑-VISE LOCK'ru AODntONAL $EAYING MrORMA1.ON TM ❑VISE LOCK 360" COMPOSITE S3P DECK, TYPE: N/A _ GAGE. FINISH: ROOF LINE TRIM, PAINTED: EVERGREEN-P70 EXTERIOR WALL SHEETING, TYPE: L3P 26 GAGE, FINISH: POLAR WHITE EXTERIOR WALL CORNER TRIM FINISH: POLAR WHITE EXTERIOR BASE TRIM, PAINTED: POLAR WHITE FRAMED OPENING TRIM, PAINTED: EVERGREEN-P70 WALL FRAMED OPENING, SIZES: FSW none BSW (1)3'-4" X 7'-2- LEW (1)3'-4"X7'-2" (1)12'-O-XI4'-O" (1)10'-O-X12'-O" REW none INTERIOR WALL SHEETING, TYPE: _GAGE. FINISH: INTERIOR CEILING LINER, TYPE: —GAGE. FINISH: INTERIOR WALL TRIM, PAINTED: i ❑ General Design Notes 1) All struelurcl steel sections and . Ided Plate members all deigned ;n ❑ accordance ith ANSI/AISC 360 Speclficolians for Struelufd Steel Buldngi or the CAN/CSA S16 -Umit States Design of Steel Stracttres , as required by the specified buildng code. ❑ 2) All .tiding of structural steel is based on either AWS D1.1 'Structwol Welding Code - Steel a CAN/CSA W59 'bleldd Steel Construction (Metal Are Welding)', as required by the specified bolding code. 3) All cold farmed members are designed in oecodmce with ANSI/AISI S71 or CAN/CSA S136-Speci6c,zns for the Design of Cold Formed Steel Structural Members'. as r".ired by the sp-Med building code. 4) All welding of cold formed steel is basil on AWS DI-3 'Structural Welding Code - Sheet Steel' or CAN/CSA W59 'Welded Steel Construction (Metal Are Welding)_ , as required by the specified building code. 5) This Metal Building Supplier facility is VAS AC-472 Accredited and CAN/CSA A660 and W47.1 Certified (if applicable) for the design and nulocluring of Metal Building Systems, 6) If joists are included with this Project, they ore supplied os a part of the systems engineered metal bu2du.g and are fabricated a accordance with the requirements of Section 1926.758 ofthe OSHA safely standards for steel erection, dated January 18. 2001. _Material Specifications Plate and Flange Maten.L 5' - 12" Wide, to 1 1/4' Th. — A529 Grade 55 Others As72 Grade 50 Buih-Up Structural Web A7011 SS (or HSLAS Class 1) Grade 55 Hot -Rolled Structural A36 or A572 Grade 50 or A992 Grade 50 Structural Tube A500 Grade B (46 1m) Stmclaol Pipe A500 Grade B (42 KSI) ru Cold -Formed Slelurol AI011 r A1039 SS (or HSLAS Class 1) or A653 Grade 55 Thru-Fastened Roof Pond A792 Grade 80 Standing Seem Rood Panel A792 Crude 50. Class 1 All Woo Panel Profile A653 Grade 80. Class 1 or A792 Grade 80. Class I Rod 8rocag A529 Grade 50 Welds AWS DI.1/01.3 or CSA W59 Per Building Code Nigh-SVength Bolls A325 Type 1 ur M90 Type 1 Heavy Hex Machine Bats A307 Grade A Hex j� DOWNSPOUTS PAINTED: GUTTERS PAINTED: WALKDOORS, QUANTITY: PAINTED: WINDOWS: PAINTED: ' ❑ INSULATION (NOT BY MBS), ROOF: 6 INCH WALLS: 4 INCH CRANES (SEE CRANE PLAN FOR ADDITIONAL CRANE INFORMATION) MEZZANINE (SEE MEZZANINE PLAN FOP. ADDITIONAL MEZZANINE INFO) T� WALL TRANSLUCENT PANELS: ROOF TRANSLUCENT PANELS: INSULATED PANELS YES ❑ NO ❑ PIPE JACKS, SIZE: QUANTITY: ROOF FRAMED OPENINGS, SEE ROOF FRAMING PLAN FOR SIZES RIDGE VENTS, 10'-0- LONG X 9- THROAT. QUANTITY: " WINDOWS AND DOORS THAT ARE BEING PROVIDED BY OTHERS ARE ASSUMED TO MEET THE WIND LOADING REQUIREMENTS OF THE STRUCTURE AND THE OPENINGS FOR THESE MUST BE IMPACT -RESISTANT OR PROTECTED BY AN IMPACT -RESISTANT COVERING AS SPECIFIED IN THE BUILDING CODE WHEN A HIGH WIND EVENT IS ANTICIPATED. FOR OCCUPANCY (RISK.) CATEGORY I OR II IBC PROVISIONS INDICATE THAT SINGLE -STORY BUILDINGS SHALL HAVE "NO DRIFT LIMIT" PROVIDED THAT INTERIOR WALLS, PARTITIONS, CEILINGS OR 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 STORY DRIIFTS. SESIMIC DRIFT VALUES MAY BE OBTAINED FROM THE METAL BUILDING MANUFACTURER. THIS PROJECT IS DESIGNED AS AN ENCLOSED BUILDING. ACCESSORIES (DOORS, WINDOWS, ETC.) BY OTHERS MUST BE DESIGNED AS "COMPONENTS AND CLADDING" IN ACCORDANCE TO SPECIFIC WIND PROVISIONS OF THE REFERENCED BUILDING CODE. rES NO ❑ 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, PROJECTION: AT EAVE LINE ❑ BELOW EAVE ❑ ROOF PANEL. TYPE: _GAGE. FINISH: SOFFIT PANEL, TYPE: _CAGE. FINISH: SOFFIT TRIM AT BUILDING LINE PAINTED: CLEAR UNDER CANOPY BEAM: ❑ EAVE EXTENSION, PROJECTION: SOFFIT PANEL, TYPE: —GAGE. FINISH: SOFFIT TRIM AT BUILDING LINE PAINTED: ❑ RAKE EXTENSION, PROJECTION: SOFFIT PANEL. TYPE: GAGE. FINISH: SOFFIT TRIM AT BUILDING LINE PAINTED: ❑ X PARTITION WALL SHEETING PANEL TYPE: —GAGE. FINISH: PARTITION WALL TRIM COLOR: ❑ WAINSCOT WALL PANEL, TYPE: _ GAGE, FINISH: BASE TRIM PAINTED: JAMB TRIM PAINTED: TRANSITION TRIM PAINTED: THE 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 FORCES FROM THE DOOR. ANY CHANGE TO THE INFORMATION SHOWN HERE WILL REQUIRE AN ENGINEERING INV TION E G REINFORCEME �FI L JUN 2 2 2020 ST. Lucie County, Permitting DESIGN CODE: FLORIDA BUILDING CODE. 6th EDITION (2017) ROOF LIVE LOAD: 20.00 PSF MBMA OCC. CLASS: 11 LIVE LOAD REDUCIBLE Yes ----- GROUND SNOW LOAD: .0 PSF SNOW EXP. FACTOR, Ce: 1.00 SNOW IMPORTANCE FACTOR, Is: 1.00 WIND: 160 / 124 MPH (Vutt) / (Vold) C & C PRESSURES (PSF): 52 / -69 EXPOSURE: C UL 90 NO L3P Roof-Const. No.161 ; L3P Roof ./ Translucent Pond-Const. No.167 S3P Roof-Consl. No.552 ; S3P Roof w/ Translucent Ponel-Consl. No-590 Composile CFR Roof -Coast. No.552A ; N/A Roof-Consl. No. SEISMIC INFORMATION Ss:0.057 S1:0.030 Design Sds/Shc: 0.061 / 0.04B Site Class: D Seismic Imp. Factor: 1.00 Seismic Design Category: A Analysis Procedure: Equivalent Lateral Force Method Basic SFRS: Not Detailed for Seismic NOTES 1) COLLATERAL DEAD LOADS. UNLESS 07HERWISE NOTED. ARE ASSUMED TO BE UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, HVAC EOUIPMENT, 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 BY 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 CALCUTATED PER BUILDING CDDE OR THE CONTRACT SPECIFIED SNOW LOAD. WHICHEVER IS GREATER. THIS VALUE. P.. t5 DE 0 APPLIED IN COMBINATION WITH THE DEAD AND COL E C SNOW IN OTHER LOADING CONDITIONS IS DETERMINED PER THE, BUILDING ���� O •a • •': A/ •° ROOF DEAD (PSF): 3.00 .a . • .iIL PRI. COL (PSF): 0.50 • �A v I p No SEC. COL (PSF): 0,50 o . 14602 • • SNOW Cl: 1.00 • � O � SNOW Cs: 1.00 • °� • (l o ROOF SNOW Ps PSF : 0.00 ® • .S--, r+°��4 cK .OF •• (�� ROOF SNOW Pm (PSF): 0.00 m ° =J••��o WIND ENCLOSURE: Closed GCpi. , 0.18 AA s ao SETS R: 3.00 kll� / AiAll 11111100 F RIDA ODUCT APPROVAL NUMBER L3P ROOF PANELS: FL704-R7 L3P PANEL WALLS: FL705-R6 3070 WALKDOOR: FL17900 EVIEWED I•.^■R CODE COMPLIANCE ST. L CIE COUNTY SOCC (e(2-k1`7 1\ David ell. 'Famborski r 2380 Bellbrook Ave. Ste. G Xenia, OH 45385 Florida P.E. No. 84502 DRAWING INDEX COVERSHEET Cl ANCHOR BOLT DRAWINGS AB-1, AB-2 COLUMN BASE REACTIONS Z-�" •- STRUCTURAL/SHEETING DRAWINGS E1 - E9 DETAILS SED-1 - SED-6 z 2) H Q O_ Q d 0 U W w F- N J Q W z W 0 LE3 J LL d u1 O m u- LIJ J J � W I- LL1 ❑ a- Q Z CO OJ co Q CO J F- U J J L.L( DO Q w W LU co J o w CN w Cl co Q LE O Q zo � Oz , }J mo Q Of p� J O z _ U o� x E w sw a] x d N _ H�a �w o ro U - - L Co 2 3 2Y-0' 21'-0. f X-Bracing I 1. �o I D T. o0 To cl FINISHED 1 pwc7 N-OZ H LOOR L100,0 er�¢¢ Ozz pQF z¢ aB 4LL o`' O O`zo W0-< m-y N�7H mOUG- it o cr z ALL COLUMN BASES Z' o ¢ z SET Al FINISHED FLOOR N w 0 ¢ Z U zr= JQ 0Z (TYPICAL U.N.) ww,¢w w N ¢Oc JaW: , W ¢ N G3 3 Zoo J 3 ozwV G3 -¢ GLiz :.'w B w p Z= Z Z O U= WOO�O 0=S-0 o~w0 _ FOG ~Ow01 ~ w O ¢ w O K w H z Z Z? Y _ _ U 7 w C w 'L 4 Z U ¢ W z �< 00- A Z_ U aw7oaa Z x wom w H w,wZx r O 80 VIG, BOLL ¢ W oz z¢.-¢� ULGw zz zL) H F 0 I [01 Z c0Z X-Bracing 10'-0 21'-0" 21'-0. lJ 11 6 ANCHOR BOLT PLAN WM- All Elm Ptabs 0 IW-V (tlX) u -i A E LLl U m W IL J � J LLI O W CQ LL m J_ W Q W LF J J O w Lu n oz �� Q0- Q Z < QOczOQ ��- 0 w}-.J 0-) o �N%%4 aill1 w Q m o Qof 1-j 'o —t f-- m -j O z r ;p O ® �" • • O No. 0 D2 a % '• S Km OF 9li. °l gi w 33�8fi��g CD Dia= 3/4" Dio= 3/4" Dio= 3/4" SW C 8 1 2" 4 3/4" a cn O C N I \ O O O O M m O O 3„ 3 1/2" N � 000 N O O 8„ 1 1/2" 1 1/2" N M SW � w � W M See Plan - DETAIL A DETAIL . D DETAIL G Dio= 3/4" Dio= 3/4" Dia= 1 /2" w 8 1 /4" 0 cn N \ O � O O M 3„ m O O 3 1/2" o a cn N 000 I ' 8 1 1/2" 1 1/2- N \ C14\ M N Sw W M 1 -D 3�: M \ N DETAIL B DETAIL E DETAIL , H Dio= 3/4" Dia= 3/4" Dio= 1/2" SW �9: W I I i i O O Q O O "' 3 00 O O 3 1/2- O 00 O 3" N O O 2 1 /2" SW 1 1/2" Sw W , 1 —4 See Pion DETAIL C DETAIL F DETAIL I GENERAL NOTES NOTE: ALL ANCHOR BOLTS SHALL HAVE A THREE INCH PROJECTION (UNLESS NOTED) ABOVE THE BOTTOM OF THE BASE PLATES,EXCEPT HALF INCH DIAMETER BOLTS LOCATED AT DOORS WHICH SHALL HAVE A PROJECTION OF ONE INCH. ALL BOLTS SHALL HAVE A MINIMUM THREAD LENGTH OF ONE OUARTER INCH LESS THAN THE PROJECTION. THE PROJECTIONS SPECIFIED PROVIDE FOR A SINGLE BASE PLATE THICKNESS AND APPLICATION OF ONE THREE SIXTEENTH INCH WASHER AND ONE HEAVY HEX NUT. IN THE INSTALLED POSITION, THE TOP OF THE ANCHOR BOLT MUST BE FLUSH WITH OR ABOVE THE TOP OF THE NUT.ADDITIONAL PROJECTION. LENGTH MUST BE CONSIDERED AND PROVIDED FOR ITEMS SUCH AS GROUT, DOUBLE NUTS, PLATE WASHERS, LEVELING PLATES, ECT.,THAT MAY BE SPECIFIED BY OTHERS. PROJECTION THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED FROM CORROSION. �i rn c� LL. w U m w a_ I-- .J [IfJ w 0 w mw m Q --Q w wa w —J D_ —1 o wP w N 5E w :�i ❑ z ❑ J ZEL ZIL Q = Q Q Z Q w Z p — <�c��Q �m Z�❑w} J w wQ EDo< �OOj o'J {--' mJ Zr aU 0U -U) m FRAME LINES: 1 2 3 RIGID FRAME BASIC CGll A REACD= (k ) A E Frame Column ----- Dead- ----Collateral- ----- Live ------Wind_Lefil--Wind_Righll---Wind_Lefl2- COLUMN LINE Line Line Horiz Vert Horiz Vert Horiz VerI Horiz Vert Horiz Vert Horiz Vert c 2 A 0.4 1.4 0.1 0.2 1.2 3.6 -5.7 -11.5 -0.4 -9.0 -5.6 -9.0 2 E -0.4 1.4 -0.1 0.2 -1.2 3.6 0.4 -9.0 5.7 -11.5 0.7 -4.5 1 A 0.2 0.8 0.0 0.1 0.8 2.3 -1.5 -3.2 -1.2 -4.7 -1.2 -4.5 1 E -0.2 0.8 0.0 0.1 -0.8 2.3 1.2 -4.7 1.5 -3.2 1.4 -3.4 3 A 0.5 1.8 0.1 0.2 1.8 5.0 -9.4 -181 1.2 -10.5 -9.5 -10.8 a 3 E -0.5 1.8 -0.1 0.2 -1.8 5.0 -1.2 -10.5 9.4 -18.1 -1.1 -3.2 N Frame Column -Wind_Righl2---Wind- Longt---Wind--Seismic-Left Seismic Right � Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2 A -0.7 -4.5 -1.4 -12.0 -1.7 -10.6 0.0 0.0 0.0 0.0 2 E 5.6 -9.0 1.7 -10.6 1.4 -12.0 0.0 0.0 0.0 0.0 Z 1 A -1.4 -3.4 -1.9 -5.5 0.8 2.3 0.0 0.0 0.0 0.0 B 1 E 1.2 -4.5 1.9 -5.5 -0.8 2.3 0.0 0.0 0.0 0.0 3 A 1.1 -3.2 -0.1 -15.7 -0.6 -12.8 0.0 0.0 0.0 0.0 z 3 E 9.5 -10.8 0.6 -12.8 0.1 -15.7 0.0 0.0 0.0 0.0 z 0 U H f H ENDWALL COLUMN: BASIC CMM WEAIDW S (k } f V Wind Wind Frm Cal Dead Press Suct Line Line Vert Harz Horz c 2 B 0.2 -4.4 4.9 NOTES FOR REACTIONS 2 D 0.3 -4.8 5.3 RIGID FRAME:ASiOIfAt BtA7s a: USE PLATES � z Building reactions are based on Wind Wind Wind Wmd 0 Wmd Wind Wind Wnd Seis Frm Col Anc._Bdt Base_Plote (in) Grout the following building data: Frm Col Dead Collal Live Leftl Rightl Lefl2 Righ12 Press Suct Longl Lono2 Left Line Line Oty Dia Width Length Thick (in) Wdth (ft) = 40.0 Line Line Vert Vert Vert Vert Vert Vert Vert Harz Horz Vert Vert Vert - Length (fl) = 52.0 4 E 0.4 0.0 1.7 -4.6 -2.6 -2.9 -1.0 -3.2 3.7 -4.7 -2.4 0.0 th 1 A 4 0.750 6.000 8.750 0.375 0.0 Eave Height (fl) = 15.0/ 16.0 4 C 1.2 0.1 5.1 -11.1 -10.6 -7.0 -6.6 -6.6 7.3 -10.7 -10.8 0.0 Cl- 1 E 4 0.750 6.000 8.750 0.375 0.0 Roof Slope rise/12) = 1.0/ 1.0 4 A 0.4 0.0 1.7 -2.2 -4.6 -0.6 -2.9 -3.2 3.7 -2.4 -4.7 0.0 Of Dead Load �psf ) = 3.0 0 Collateral Load (ps( ) = 0.5 Frm Cal E2PAT_LL_1- E2PAT_LL_2- Roof Live Load(psf, ) = 20.0 Line Line Harz Vert Harz Vert J o RIGID FRAME At MOR B117S L BASE PLATES Frame Live Load - 4 E 0.0 1.9 0.0 2.5 w o� Min( sf ) - 12.D 4 C 0.0 2.5 0.0 2.6 � K E Maxlfpsl ) = 20.0 4 A 0.0 -0.3 0.0 1.9 Frm Col Anc Bolt Base -Plate (in) Grout Wind Speed (mph) = 160.0 00 Line Line Oty Dia Width Length Thick (in) Wmd Code = FBC 17 (IBC 15) JQ a N Exposure pen = C ANCHOR BOLT SUMMARY Cr 2 A 4 0.750 6.000 8.750 0.375 0.0 Importance Wmd = 1.00 z n z o^ 2 E 4 0.750 6.000 8.750 0.375 0.0 Importance Seismic = 1.00 Dia W o= a m Seismic Zone = A Oly Locate (in) Type ^ J ID Description O 16 Jamb 1/2- F1554 RIGID FRAME ANCHOR BOLTS & BASE PLAIES - O 24 En&alrame 3/4- F1554 1 Deod+Collateral+Live Frm Coll Anc_Bdt Base_Plote (in) Grout 2 Dead+Colaterol+0.75Live+0.45Wmd_Leftl Line Line Oty Dia Wdth Length Thick (in) LO 3 Deod+Cdloleral+0.75Live+0.45Wmd_Rightl BUILDING BRACING REACTIONS 4 Dead+Collateral+0.75Live+0.45Wmd_Long2R 3 A 4 0.750 6.000 8.750 0.375 0.0 5 0.6Dead+0.6Wnd_Lefl1 t k Ponel_Sheortions 3 E 4 0.750 6.OD0 8.750 0.375 0.0 6 0.6Dead+0.6Wnd_Left2 Reac( ) J -Wdl - Cot -Wnd - -Seismic - Ib f LL 7 0.6Dead+0.6Wnd_Rightl Loc Line Line Harz Vert Horz Vert Wind / lSeis Note LLI 8 0.6Deod+0.6Wnd_Right2 _ 9 0.6Deod+0.6Wnd_Long1L U ENDWALL COLUMN: AWM BQ.TS $ BASE PLAIFS 10 0.6Dead+0.6WndLonglR L-EW 1 (h) rr 11 0.6Deod+0.6Wind_Lang21. F_SW E 2.3 6.1 4.0 0.1 0.1 LL 12 0.6Dead+0.5Wnd Suction+0.6Wind_Lon R_EW 4 C,A 5.3 4.5 0.0 0.0 2L Frm Col Al Base -Plate (in) Grout 9 B_SW A 3,2 6.1 4.0 0.1 0.1 a_ Line Line Oty Dia Width Length Lenength Thick (in) 13 0.6Deod+D.6Wnd_Pressure+0.6WmdLong2L - 14 Deod+Collateral+0.6Wmd_Suction+0.6Wmd_Long2L 2 B 4 0.750 6.000 8.250 0.375 0.0 15 0.6Deod+0.6Wnd_Suction+O.6Wind_Long1L (h)Rigid frame of endwall J _116 0.6Deod+0.6Wnd_Pressure+0.6Wnd_Long1L W O w 2 D 4 0.750 6.000 8.500 0.375 0.0 17 Dead+Cdlolerol+E2PAT_LL 1 m LL. m 4 E 4 0.750 6.000 8.250 0.375 0.0 18 0.6Dead+0.6Wnd_Leftl+0.6Wmd_Suction u 4 C 4 0.750 6.000 8.250 0.375 0.0 19 0.6Dead+O.6Wnd_Lefll+O.6Wnd Pressure Q Q 20 0.6Deod+0.6VPind_Rightl+0.6Wmd_Suction LU < J O w 4 A 4 0.750 6.000 9.750 0.375 0.0 21 0.6Dead+0.6Wnd_Righll+0.6Wind_Pressure w I-- L11 a 22 Dead+Collateral+0.75Live+0.45Wind_Left2+0.45Wmd Suction Lu lV Z a- Z LL Q = Q Z Q w Z Q ¢� U) Q �O) 0 } -1m wQ F�o< �� aU~�UU e a y e � 1G oCc s tij ����Q V 3s6 bj W G r % �e1b 52'-0 WF-70-WT OF SUM 2 3 21'-0. 21'-D' 1'-4' a' -2 RF3-1 P-1 T 1 \ P-2 T / RF2-2 RFl ---' \ RF3-2 EC-1 \ X S / \ S \ 03 ` -2 yp q - YP EC-2 i t RF2-2 RF1-3 \ / RF3-3 x 1 \ 2-1 -1 -2 _. -1 PURLIN LAP 1-c ROOF FRAMING PLAN ER-2 11 MEMBER TABLE ROOF PLAN MARK PART LENGTH P-1 80Z16- P-2 8OZ16- 24'-0" P-3 8OZ16- 22'-6" P-4 8OZ16- 11'-6" P-5 8OZ16- 22'-6" E-1 1EBOS5- 9'-11 1/2" E-2 1EBOS5- 20'-i1 1/2- E-3 1E80S5- 20'-11 1/2 E-4 tE8OS5- 20'-11 E-5 1E8OS5- y2" 9'-11 1 2" CB-4 BR5- 24'-1" CB-5 BR5- 22'-9" CB-6 BR5- 22'-3" CB-7 I BR5- 25'-0" 1 c a 0 W a it z 0 Q 0 a Of 0 U J w w U) 4p t� 0o o m m 0 00 � � w mo •• z w s ok =m CONNECTION PLATES rn ROOF PLAN C'7 DID I OUAN MARK PART J 1 1 2 1ESBB w w 0 _W d J �• J W O Lu 10 LL co J Q _ QLij C Lij —1 [if J O W P Lu r :�i W 5� c p Z p J Q = Q U) Z O Q Z Q S p � < � Q rn Q 4 Lf 11 J co < it � o co ® ® 00 F-U-30 z� i = Tn 1p- q • � do m o 6 0 e •mid L. •,�, lists m M. o �� Ug3g] ktz. w —,P 1211m I _ I (')FB-�. (1)FB-1r2) I I SPLICE BOLT TABLE Mark Oty Top Bot Int Type Dio Length SP-1 4 4 0 A325 0.750 2.00 OFLANGE BRACES: (1) One Side; (2) Two Sides A — L2X2X099 NOTE: ALL BOLTED CONNECTIONS ARE SNUG TIGHT. REFER TO DETAIL MF91AA ON SED-001. 40'-0' OUT -TO -OUT OF STEEL RIGID FRAME ELEVA11ON: FRAME UNE 2 (') = DETAIL DFB17 MEMBER TABLE Mark Web DeDth Web Plate Outside Flange Inside Flange Start End Thick I Len th W x Thk x Len th W x Thk x Len th RFl-1 8.0 17.0 0.135 14 —1 13 16 5 x 1 4 x 15 —4 5 x 1 4 x 14 —2 17.0/17.0 0.135 1'-3 11 16" 5 x 1/4" x 1'-5 5/16" RF1-2 12.0/12.0 0.135 17'-11 1/8" 5 x 1/4" x 17=10 1/8" 5 x 1/4" x 17'-10 1/8" RFl-3 12.0 12.0 0.135 17'-11 1 8" 5 x 1 4" x 17'-10 1 8" 5 x 1 4" x 17'-10 1 8" � ffi e W 6121 o � a r-in s co 5 g$ a ni9 x N t -in T L� t'-1 fit'-t'1 ' I I FB-11 Fitt) I I SPLICE BOLT TABLE Mark Oty Top Bol Int Type Dio Length SP-1 4 4 0 A325 0.750 2.00 '7FLANGE BRACES: (1) One Side; (2) Two Sides A - L2X2X099 NOTE: ALL BOLTED CONNECTIONS ARE SNUG TIGHT. NOTE: THE FRAMING AS DEPICTED ABOVE IS NOT DESIGNED TO REFER TO DETAIL MF91AA ON SED-001. ACCOMMODATE ANY FUTURE EXPANSION. 40'-0' OUT -TO -OUT OF STEEL RIGID FRAME ELEVA 1ION: FRAME UNE 1 12 0 N a it Z O Q O O- O' O U J p W pN � � O V) p m N R m O p J p p U Q N Of m zo uJ Z n W W O S m 0 LP) CA Cl) _1 LL LL U W CL J F" J W O W in !L m Q Q w W Q W J Q' J O y Lu W W —5 CCj ❑ z ❑ J Z � Z W Q :I-- Q O Q 6) Q w 0 ❑ �O(/)z Z z�❑w}Q 0-) Q m o Q elf 0 MEMBER TABLE Mork Web De th Web Plate Outside Flange W Thk Inside Flange Start End Thick Len th RF2-1 8.0 17.0 0.135 14 x x Len th x 15 -4 W x Thk x Length ♦* 5 x 1 4 x 14 -2 ♦ • 17.0/17.0 0.135 1'-3 11/16" 5 x 1/4" x 1'-5 5/16" • RF2-2 12.012.0 0.135 17'-1138" 5x1 4"x17'-1038" .9x1 4"x17'-103Z1$� �� '� e0 11 e �• ( a a Jac op .. e \ . tr • j""' L�f �\ m 2 o Lu a=ag / 9 43 -6 Q1' 3 0 1 -6 3 0 1'-6- 12 1' 12 - FB-2 2 _ 2) FB- 2) FB_ 3 V a a Z _O Q RF3-2 RF3-} Q� _ L1 O n. ' N U J W c <^ (n 2 m N J O m O O V Q Q m 0 LLJ LU �o G a m SPLICE BOLT TABLE Mark Oty Top Bat Int. Type Dia Length SP-1 4 4 0 A325 0.750 2.00 FLANGE BRACES: (1) One Side; (2) Two Sides A — L2X2X099 CLEAR +/- NOTE: ALL BOLTED CONNECTIONS ARE SNUG TIGHT. REFER TO DETAIL MF91AA ON SED-001. 40'-0* OUT -TO -OUT OF STEEL RIGID FRAME ELEVATION: FRAME LINE 3 LO C7 Cl Cl) LL LLI U u1 d St�, H W 0 W LL Q Q 0 • •`t; E � 'A J J CD w �► . •� +o Nm 84502o • �GW ❑Z p`' ro� a •� �c1��-'��'r a- Q _I Q O Q /�� • ATIi}'S3 r'_` a•te1V 9 w Q Q g O c Z d0 c- �` ♦ Q O Q O' Z C� 8 Ucn MEMBER TABLE 41 Mork Web Depth Web Plate Outside Flange W x Thk x Len th Inside Flange W x Thk x Len fh Start End Thick Length RF3-1 RF3-2 RF3-3 8.0 17.0 17.0/17.0 16-0/12.0 12.0 16.0 0.135 0.164 0.135 0.135 13-9 3 4 1'-7 11/16" 17'-11 7/16" 17'-11 7 16" 5 x 1 4 x 15-4 5 x 1/4" x V-5 5/16" 5 x 1/4" x 17'-10 1/8 5 x 1 4" x 17'-10 1 8" 5 x 1/4"" x 13-10 5 x 1/4" x 17'-10 7/16" 5 x 1 4" x 17'-10 7 16" RF2-1 RFI-1 RF3-1 GIRT LAPS - -0 SIDEWALL FRAMING: FRAME UNE E OPEN TOE REAIO OP L---- TRIM TABLE FRAME LINE E OID QUAN PART LENGTH DETAIL 1 3 VFF7 15 -2 2 3 FEC1 15'-2" TRIM-99 3 1 FEC1 15'-2" TRIM-99 4 1 TFOS81 15'-2" 5 1 FJ2 15-2" SIDEWALL SHEETING & 'IRIM: FRAME LINE E PMO225@al P- PaLMWE CONNECTION PLATES FRAME LINE E OID QUAN MARK PART 1 1 ESBB Pm1d SbuL MEMBER TABLE FRAME LINE E MARK PART LENGTH E-1 1E80S5- 9 -11 1 2 E-2 1E80S5- 20'-11 1/2" E-3 IE80S5- 20'-11 1/2" G-9 8OZ16- 24'-4" G-10 8OZ16- 23'-0" CB-3 BR5- 26'-1" rn J LL L11 U W d J I— J _J J W O W mLL m W W Q tz J wF- J O w w :�E LU :E 04 U Z 0 co Z� ZLL Q 2 Q O Q cn CY) w Q J ¢ Q Z >-m } J m w Q CD o J � Q J O z Cf1 4 52'-0' Wr-W-ali OF SM 1 3 2 21'-0' 18 J6 _q -2 -5 `e G-13 G-16 I I I I G-13 G-16 0 L6 I I ' G-72 G-15 Hz G-11 Y _ Kl _ G_14 • Q3 I n --------- E6 I------GA- ------I-----=J EC 5 RF3-1 RF1-1 RF2-1 GIRT LAPS 7-0' SIDEWALL FRAMING: FRAME LINE A 0 0 0 o c - c - I I I OI 0 I � I — — — — — — — 67 — op — — • — I I I �— TRIM TABLE FRAME LINE A OID OUAN PART LENGTH DETAIL 1 3 VFF7 15 -2 2 3 FEC1 15-2' TRIM-99 3 1 FEC1 15'-2" TRIM-99 4 1 TFOS81 15'- 2" 5 1 FJ2 15'-2" 6 1 FOCF80 15'-2" 7 2 FJ15-8.4 8'-4" TRIM-83 8 + FOCF80 SCRAP 9 1 1 FDH2-4.7 4'-7" TRIM 81 1 II'-4 i Pc d Start SIDEWALL SHEETING & TRIM: FRAME LINE A PMR 26 Ga. UP - POMM 1t M CONNECTION PLATES FRAME LINE A OID QUAN MARK PART 1 1 2 4 JESBB CL-3 3 2 CL-7 EN TO AIN I I I I MEMBER TABLE FRAME LINE A MARK PART LENGTH DJ-1 DJ8OC6- 7 -1 1 2 E-2 1E80S5- 20'-11 1/2" E-4 lE80S5- 20'-11 1 2" E-5 1E8OS5- 9'-11 1Y" G-11 8OZ15- 15'-9 1/4" G-12 8OZ15- 23'-0" G-13 80Z16- 23'-0" G-14 80Z13- 23-9 1/4" G-15 80Z16- 24'-4" G-16 80Z16- 24'-4" CB-3 BR5- 26'-1" z 0 0 a ' 0 U rn J LL w U W a. J � J W O W mw m J_ <w w¢ w -J Qf J O m wI- wr r Gc w Gc CV m ❑ z ❑ cl) z F z LL Q = Q cn O Q W0_3 00z rn f-Cnz E- J _�zm mQQmoQW aUJ — O��- �U $f!J ��� a ri/,♦� . � v 7{ o • v ° LLJ 40'-0" OUT--TD-QR OF SIM 7 T B3 F20 A-qA7 EI1F -1 FB-1 — Fe-1 Fe-1 ER-2 1 — — r3- — — — — Fe-1 G-7 C-8 G-8 / C 7 .. \ �/ G-7 "I D4 G 7 C6 cs�/2 D4 c-7 E3 T7 \ GA- 2 3 I EC-3 EC-4 ENDWALL FRAMING: FRAME LINE 4 NOTE: THE FRAMINGASDEPICTED ABOVE IS NOT DESIGNED TO QACCOMMODATE ANY FUTURE EXPANSION. I � I fi 7 EC-5 I ;. 1 I 0 BS D TRIM TABLE FRAME LINE 4 OID OUAN PART LENGTH DETAIL 1 3 VFF7 15 -2 2 2 FCR 15'-2" TRIM-66 3 2 FR1 15-2" TRIM-100 4 1 TRUECL 81/8- 5 1 FR1 15'-2 TRIM-100 6 - 1 TRCUI 1'-6 15/16" 7 1 TRPB81 7 1/2" TRIM-128 8 1 TRUECR 8 1/8 " 0 EC-4 W8X10 16'-1 1/16" EC-5 95c13- 14'-9 3/8- ER-1 W8X10 19'-8 3/4- ER-2 W8X10 19'-8 3/4" G-7 8OZ13- 17'-7 3/4" G-8 8OZ14- 17'-7 3/4- CB-1 BR5- 23'-10" CB-2 BR5- 24'-8" v CONNECTION PLATES FRAME LINE 4 ENDWALL SHEETING & TRIM: FRAME LINE 4 OID QUAN MARK PART GENERAL NOTES: PAPfL42B9iUP_PMARWW r 2 ESBB 'FIELD CUT TOP OF PANEL IF REQUIRED' FLANGE BRACE TABLE FRAME LINE 4 170QUAN IMARK LENGTH 1 1 6 1 FB-I 2 -1 1 8 BOLT TABLE FRAME: LINE 4 LOCATION QUAN TYPE DIA LENGTH ER-1/ER-2 8 A325T 1 2 2 Columns/of 4 A325T i 2" 2" 001411;1 •flop Na:IM2 >� o • S. 7T • C, rn J LL w U w a _I J W O LLI ❑0 LL co W � W LF o r� W 1- Lu r _ W c��1 � Z � J za- Zti Q= Q Q r zQ zo � o U), J m wQ O]oQ �QOj o'J F—m-J O mr aU �U qu) mz.� 2- w za�rWill rn BOLTED JOINTS: COLD FORMED ANGLES BOLTED JOINTS SHALL BE CONNECTED AND INSPECTED IN ACCORDANCE WITH THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". JUNE 30. 2004, RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS. UNLESS NOTED OTHERWISE ON THE ABC ERECTION DRAWINGS. ALL A325 BOLTS ARE USED IN 1Z CONNECTIONS DEFINED AS SNUG -TIGHT JOINTS (ST). FOR INSTALLATION IN SNUG -TIGHT JOINTS, ALL BOLT HOLES SHALL BE ALIGNED TO PERMIT INSERTION OF THE BOLTS WITHOUT UNDUE DAMAGE TO THE THREADS. BOLTS SHALL BE IN ALL HOLES WITH NUTS THREADED BEFORE COMPACTING THE JOINT TO THE SNUG -TIGHT POSITION, 6 J/8 PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID PART OF THE JOINT. THE SNUG TIGHT CONDITION IS THE TIGHTNESS THAT IS ATTAINED WITH A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD RSA— 1 WRENCH SO THAT THE CONNECTED PLIES ARE SOLIDLY SEATED AGAINST EACH OTHER, BUT NOT NECESSARILY IN CONTINUOUS CONTACT. MORE THAN ONE CYCLE THROUGH THE BOLT PATTERN MAY BE REQUIRED TO ACHIEVE THE SNUG -TIGHT CONDITION. j 1/8•• CONNECTIONS WITH A325 BOLTS WHICH ARE DEFINED AS PRETENSIONED (PT) OR SLIP - CRITICAL (SC) JOINTS WILL BE NOTED AS SUCH ON THE ABC DRAWINGS OR BY THE ENGINEER OF RECORD. ALL CONNECTIONS WITH A490 BOLTS ARE EITHER PRETENSIONED (PT) OR SLIP -CRITICAL (SC) JOINTS. PRETENSIONED JOINTS ARE TYPICALLY REQUIRED WHEN THE JOINT IS SUBJECT TO SIGNIFICANT LOAD REVERSAL, THE JOINT IS SUBJECT TO FATIGUE LOAD WITH NO LOAD REVERSAL. THE BOLTS ARE SUBJECT TO TENSILE FATIGUE. THE BUILDING SUPPORTS A CRANE OF OVER 5-TON CAPACITY, OR THE CONNECTION IS PART OF THE SEISMIC LOAD RESISTING SYSTEM AND THE AISC SEISMIC PROVISIONS (AISC 341) ARE APPLICABLE. THE SEISMIC PROVISIONS GA- 1 ARE APPLICABLE WHEN THE SEISMIC RESPONSE MODIFICATION COEFFICIENT, R, IS 11 3/16" TAKEN GREATER THAN 3. NOTE THAT LOADINGS FROM WIND OR SNOW ARE NOT CONSIDERED SIGNIFICANT LOAD REVERSAL OR FATIGUE LOADINGS. SLIP CRITICAL JOINTS ARE REQUIRED WHEN SLIP IS DETERMINED TO BE DETRIMENTAL TO THE PERFORMANCE OF THE STRUCTURE. INSTALLATION METHODS PERMITTED FOR PRETENSIONED AND SLIP -CRITICAL JOINTS INCLUDE TURN OF THE NUT PRETENSIONING. CALIBRATED WRENCH PRETENSIONING, TWIST -OFF -TYPE TENSION CONTROL BOLT ASSEMBLIES, AND DIRECT -TENSION -INDICATOR PRETENSIONING. PRETENSION 3•• VALUES EQUAL TO OR GREATER THAN THE VALUES LISTED IN THE BOLT PRETENSION SCHEDULE SHALL BE PROVIDED. FOR INSTALLATION BY TURN -OF -NUT PRETENSIONING, ALL BOLTS SHALL FIRST BE TIGHTENED IN ACCORDANCE WITH THE SNUG -TIGHT PROCEDURE. THE NUT OR HEAD I 3" AS APPLICABLE SHALL THEN BE ROTATED BY THE AMOUNT SPECIFIED IN THE BOLT PRETENSION SCHEDULE PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID PART OF THE JOINT THE PART NOT TURNED BY THE WRENCH SHALL BE PREVENTED FROM GA-2 GA-5 ROTATING DURING THIS OPERATION. DTL 10 COLD FORMED ANGLES THC_ THL_ THS_ FEB-10.0 04 7ya GA-3 GA-6 TTES TVG 1--10.2 TVG2--10.2 VFF1 STANDARD CLIPS CPB-1 (5 3/4 x tOgo x 5) CL-2 (5 x 10ga x 6 3/8) 2i� Zi'16 o (6 1/4 x 10ax 10 1/4) GA-4 GA-7 - $} _ NOTE: DUE TO MATERIALIZATION USAGE FLASHING ,� LENGTHS MAY BE .SUBSTITUTED WITH LONGER LENGTHS CLFBX THAN WHAT IS CALLED OUT ON THE BILL OF LADING. CL-4 (3 x logo x 4) �'' (5 x 10go x 7 7/8) WTE: GALVANIZED PIECES SUCH AS TFSE�RJF-1/TP.CZ CL-15 MAY 6E PLACED UNDERNEATH THE PLAS7IE ON THE DTL-13 (4 x IOgo x 7 7/8) 14 BOTTOM SIDE OF THE FLASHING CRATE. U TFSET RSF1 SEF1 SEF2 TARrTARPTFEC_ a TFSE TGF_ TGT1 TICAV T1_1 FR1 TR1C L—L TR1S TRCZ TRW TTEC STANDARD SCREWS & BOLTS STANDARD SCREWS & BOLTS ZA p888p z 1/8 RIVET SRV-T #lOX1 p0X1 17/12-14X1 7/16 TCP F SDPH STPH W/ OXYSEAL #IOXI 1/2 #12X1 1/4 SDHH 1/2 X2 3/16 DE 1/2 X1 1/4 BHB (NON .DIMPLING FASTENER) STHHW (WOODMATE) 4. 12X1 1/4 R12X1 1/4 19112X1 1/2 SDHHTS #14X3/4 SDHH SDHHW SDRF 12X1 1/4 SDHHT4(SIM.) #14X3/4 SDHHW #14X3/4 SDRF ff12X1 NUTBLK 3/8 x 1 1/2 DTL_11 #14X1 SDHHW(SIM) #'14X1 SORF(SIM) SDYC A354 DS DTL_12 WORKERSTY RSHOULIDN6E TRAINED IN THE 'PROPER ERECTION PROCEDURES FOR ALL JOBS. ..A" TYPICAL CONNECTION AT GAPS A325T BOLTS TYP.)) (SEE CROSS ECTIbN +I BOLT GAGE OR SIZE AND QUANTITY) SPLICE PLATE IAUNCH SPLICE HAUNCH SPLIC A325T BOLTS) LATE (COLUMN) PLATE (RAFTER + (TYPICAL) 2" MIN. FL'1"MIN.xE x T I 1•• MI (BOTH SIDES) 1-1/4" MIN. VARIES 2" x T x W 2;; MIN. 1-1/4" MIN. 1L' VARIES 1 MIN. 1 MIN. VARIES VARIES .F. COLUMN 1 VARIES x T x W VARIES JET > t/s" ' W A.. SECTION "A" - "A" (SECTION THROUGH GAP) 1. SHIMS REQUIRED AT GAPS > 1 /8". 2. PLACE NON -TAPERED SHIMS BETWEEN BOLT PAIRS AS REQUIRED IN GAPS IN COMPRESSION AREA GREATER THAN 1/8" AND TACK WELD. 3. TACK WELD NON -TAPERED SHIMS 1" MIN. x E x T BOTH SIDES BETWEEN 2 x T x W NON -TAPERED SHIMS TO MEET AISC FINGER" 4. SALE SHIMMING MATERIAL MILD STEEL. 5. RIDGE SHIMMING DETAILS SIMILIAR. TYPICAL VERTICAL HAUNCH SHIMMING 1 S RIGID FRAME M F 19 AAA W n 0 Lf) rn m J LL CL J J W 0 LL1 in En Q Q W Q W J [L' J O w W W _ W cG N ❑ Z ❑ J Za- ZLL Q DE Q cn 0 Q rn 0¢QOz <F U)=F-¢ Crn z %-• w }- J m w<cn < 'o -Jc- aU �0 9cA � w gg a O _B w U) ROOF TRIM FASTENER(S) 3 ROOF FLASHING LAPS AND END TRANSITIONS EXPOSED TO. ROOF CONDITIONS #1,4X- O.C. (UNLESS OTHERWISE NOTED) ROOF TRIM FASTENER(S) _ 2 1/2" #4X- 1. ROOF FLASHING LAPS SHALL BE SEALED WITH UPPER, ROOF FLASHING TAPE MASTIC 3/4" x 3/16" TAPE MASTIC (3/4" TM). PIECE "B^ 3/4 TM LOWER ROOF UPPER ROOF FLASHING . 2.-FIELD CUT FEB-10.2 BACKUP FLASHING TO REINFORCE FLASHING ENDLAPS LOWER ROOF FLASHING AND TERMINATIONS. INSTALL FEB AS SHOWN IN CONNECTION DETAILS FLASHING PIECE "A' ILL (INBOARD) OF MASTIC, CLOSURES AND SUPPORT MEMBERS. EXTRA CARE SHOULD BE TAKEN: BACKUP FEB-FLASHING 2 DO NOT EXTEND FEB INTO THE MASTIC FIELD CUT TO LENGTH DO NOT EXTEND FEB BEYOND THE BUILDING ENVELOPE FEB EXTENDED BEYOND THE BUILDING ENVELOPE INTERUPTS THE ENGTH REQUIREMENT DETAILS 1„ L" LAP GASKET CREATED BY THE CONTINUOUS MASTIC APPLICATION. IOGE/HIP; RC33__A AKE/HIGH SIDE EAVE; FLO__A 2" LAP ADJUST FIELD CUT FEB LENGTHS AS REQUIRED. ALL FLASHING EXPOSED TO ROOF CONDITIONS REQUIRE A FASTENER LOCATED HOLES MUST BE DRILLED PRIOR TO APPLYING MASTIC. 2 1/2" FROM THE EDGE OF THE UPPER FLASHING, AS SHOWN ABOVE, TEMPORARILY LAP PIECE "B" OVER PIECE "A'. PRE -DRILL THE REQUIRED TO ENSURE A POSITIVE SEAL AT ENDEARS. 3. STANDARD FASTENER SPACING AS. SHOWN ON CONNECTION DETAILS WILL NUMBER OF 1/4"0 HOLES THROUGH BOTH A" & "B" PIECES OF ROOF NEED TO VARY TO ENSURE A COMPLETE GASKET SEAL AT SOME LOCATIONS. FLASHING BUT NOT BACKUP FLASHING. STANDARD FASTENER SPACING FOR FLASHING CONNECTION, TYPICALLY 6" O.C., INCLUDING (BUT NOT LIMITED TO).THE FOLLOWING. MAY RESULT IN FASTENER SPACING AT ENDLAPS EXCEEDING THE 2 1/2". • DECREASE STITCH FASTENER SPACING FROM 6" O.C. TO 3" O.C. SLIDE PIECE "B" BACK AND APPLY TAPE MASTIC AND BACKUP FLASHING ON ADD FASTENERS OR REDUCE SPACING AS REQUIRED AT ENDLAPS. AT FLASHING LAPS AND TRANSITIONS. PIECE "A" AS SHOWN. LAP PIECE "B" OVER PIECE "A" BEING CAREFUL TO ALIGN EXAMPLES: RIDGE FLASHING TO RAKE CAP HOLES. INSTALL ROOF FASTENERS AS SHOWN. CONTINUE PROCESS HIP FLASHING TO TRCZ AT EAVE ALONG ROOF CONDITION. RIDGE CAP TO PEAK BOX • AT ALL EXPOSED ROOF FLASHINGS ENDLAPS INSTALL A STITCH FASTENER SECTION THROUGH ROOF FLASHING LAP 18 EXPOSED ROOF FLASHING FASTENER. REQUIREMENT 19 THROUGH THE UPPER FLASHING 2 1/2" FROM THE ENDLAP. �RC35A AA (SEE DETAIL RC35WAA) j FC35w/ NOTE- DRAWINGS NOT TO SCALE, DRAWINGS TO REPRESENT PROFILE ONLY 4. VALLEY GUTTER LAPS SHALL BE SEALED WITH 2" x 3/16" TAPE MASTIC STANDARD FLASHING PROFILES (2TM) AND SHALL BE STITCHED WITH #14 ROOF FASTENERS 2 ON CENTER. _ QUANTITY WILL VARY WITH GUTTER SIZE. 5. PREDRILL 1 DO HOLES AT UPPER AND LOWER FLASHING FOR 14 p 9 J1 FASTENERS. DO NOT PREDRILL FEB BACKUP FLASHING. ILJI 6. FOR ROOF FLASHING LAPS NOT SHOWN IN. DETAILS, THAT ARE EXPOSED TO BA-20 ' FC1V_-_ FCI-_ FCIA2-_ ROOF CONDITIONS, USE THE FOLLOWING AS A GUIDE; • REINFORCE THE TOP SIDE OF ALL FLASHING END TRANSITIONS EXPOSED TO ROOF CONDITIONS USING #14 ROOF FASTENERS, 3" ON CENTER THROUGH MASTIC AND FIELD CUT FEB-10.2 (AS SPACE ALLOW! II. 7. FOR FLASHING LAPS NOT SHOWN AND NOT EXPOSED TO ROOF CONDITIONS, USE THE FOLLOWING AS A GUIDE; • USE 1/8 INCH BLIND RIVETS 3" ON CENTER. GENERAL REQUIREMENTS 8. ALL FLASHING LAPS SHALL BE TWO INCHES. FLASHING LAPS AND TRANSITIONS- GENERAL REQUIREMENTS I I O I 1 ASTM A325 BOLT PRETENSION SCHEDULE BOLT DIA. dm SPECIFIED MINIMUM BOLT PRETENSION NUT OR HEAD ROTATION FROM SNUG -TIGHT CONDITION L6<4tlb 4d6 <Lm<8d6 1/2"m 12 KIPS 1/3 TURN 1/2 TURN 3/4"m 28 KIPS 7/8'm . 39 KIPS m 51 KIPS 1�6= �cn�in ur ouzel . INSPECTION: INSPECTION REQUIREMENTS FOR SNUG -TIGHT JOINTS CONSISTS OF VERIFICATION THAT THE PROPER FASTENER COMPONENTS WERE USED AND THAT THE CONNECTED ELEMENTS WERE FABRICATED PROPERLY. AFTER ASSEMBLY, IT SHALL BE VISUALLY ENSURED THAT THE PLIES ARE SOLIDLY SEATED AGAINST EACH OTHER, BUT NOT NECESSARILY IN CONTINUOUS CONTACT, AND THAT WASHERS, IF REOUIRED, HAVE BEEN USED. NO FURTHER EVIDENCE OF CONFORMITY IS REQUIRED. FOR TURN -OF -NUT PRETENSIONING, IN ADDITION TO THE IISPECTION REQUIREMENTS FOR SNUG -TIGHT JOINTS, THE INSPECTOR SHALL OBSERVE THE PRE -INSTALLATION VERIFICATION TESTING AND MONITOR THE WORK IN PROGRESS TO ENSURE THAT THE BOLTING CREW PROPERLY ROTATES THE TURNED ELEMENT BY THE AMOUNT SPECIFIED IN THE SCHEDULE. ALTERNATIVELY. WHEN THE FASTENERS ARE MATCH -MARKED AFTER INITIAL FIT -UP (SNUG -TIGHT CONDITION), VISUAL INSPECTION IS PERMITTED. THE SIDE OF NUTS AND BOLTS THAT HAVE BEEN IMPACTED SUFFICIENTLY TO INDUCE THE MINIMUM PRETENSION LOADS WILL APPEAR SLIGHTLY PEENED. NO FURTHER EVIDENCE OF CONFORMITY IS REQUIRED. BOLT INSTALLATION & INSPECTION NOTE MF91 1/2m, 3/4"m, 7/8"m, & 1"m STRUCTURAL BOLTS (A325) AA L L L FDH4-10.2 FFC- FFW- FCP1 FCR-_ FCRA2-_ FDH2-_ (TCAV-_ SIM.) FL2A_ FL22A_ -10.2 F1_2V_ - FL3A_ FL3V_ FL6 FL7 FL8 FL13 FL17 U C . VFF7 FOCF__-_ FRW FSF_ FSJ1 LARF-1 MEC3 PED_ PF95-- I FL0 6AA I DTL 7 'LIY HL(. IIU : 'HWORK ERp�LDNBEMTAINEDQ EA, TTN See Drowing -PURLIN (J 3' $ � a a 2 1/2" Endwall Rafter 1/2 X 1 1 i4 A325T/ (Shope Varies) N/TH H(NZHXHTJ WASHERS (N D ONE EUNDER THETNUT) 1/2 X t 1/4 A325T/ `CABLE BRACING 1%2 HVHX NUT (NO WASHERS P.IEQIIIEI) E/W RAFTER FLANGE BRACE AS REGUIRED SEE FRAME CROSS SECTION - Welded Clip ZPurlin �(4)1/2"0 x 1 1/4" A325 Bolts ---- (4)1 /2"o x 2„ A325 Bolts Wind Column (Shope Varies) STANDARD PURLIN LAP I A10 ! END'WLLL COLUMN CONNECTION A7 BYPASS CONDITION l DTL_8 RIDGE PURLIN ENDWALL RAFTER /2 A325T/ 1/2 HVHX NU, 36' STD FRAME CHANNEL BRACE BRACE 8OC17.-� FCUP_ STRUCTURAL FASTENER(S) R'12X1 1/4 BRACE (10) PER CLIP /4 'ENDWALL INTERIOR. COLUMN COLD -FORMED. BUILT-UP (BUILT-UP OR HOT ROLLED SHOR HOT OOWN9 ADD FLANGE BRACE CUPS DETAIL A -A TO ATTACH TO RAFTER AT RIDGE G FJ15-- FJ15B-_ L FL18 FPEC1-10.2 RC� (RCLS_ SIM.) RJF1 RLF DTL_9 N w 0 Ln �Y C*) J LL. EC W 0- J J J J W O W EO LL- ED LU Q w J CC J O w ED F ED _ 5i W 5E 64 o Q J Q = Q LL cn O Q Z Q w Z 0 En (!)zO Q �� J in w Q ED O Q O z QD aU~�U oU. 6 SCRAP r-�r STANDARD 8" (MINIMUM) PURLIN I PURLIN Q ¢ �w m o GO FIELD 9 HOLE 16 o D O FLANGE BRACE OJ O�dO IN F.B. & PUP.LIN Of ZO OK TO �O 00� QFOR Z A325 BOLT OU �� O p19 0 �� O U� �� r O/H DOOR INTERFERENCE WITH FLANGE BRACE ALTERNATE DETAILS TO BE USED IF AN OVERHEAD DOOR INTERFERES WITH A FLANGE BRACE ON A COLUMN AND BEAM END FRAME. DO NOT USE WITH RIGID . FRAME END FRAMES UNLESS INDIVIDUALLY APPROVED BY NBG. ALTERNATE COLUMN & BEAM FLANGE BRACE CONNECTION WHEN DOOR INTERFERENCE IS PRESENT (REFER TO CROSS SECTIONS & ELEVATIONS FOR PART NUMBERS) 4" DETAIL A NOTE: RAFTER FLANGE NOT SHOWN FOR CLARITY CENTERLINE 1'-4" RAFTER RAFTER OF RAFTER �- WEB 1 1 4 1 1 4" Roller CUP MK. N CSR CUP I CSR • m ;,� COLUMN � HAND TIGHTEN THREADS SECTION A_A ENDWALL RAFTER BUILT-UP OR HOT -ROLLED COLUMN - m� CUP MK. PWA• DETAIL A USE (6) 1/2"o x 2" A325T/ 1/2 HVHX NUTS ENDWALL COL. TO RIGID FRAME RAFTER 844 BUILT-UP OR HOT -ROLLED COLUMN AT INSET GIRTS 1/2 X 1 1/4 A325T / 1/2 HVHX NU a <-I 1/2 HVHX NUTS ' NOT REQUIRED IF OPEN ENDWALL CORNER GIRT CONNECT ION D 16 BYPASS SIDEWALL / SYPASS. INSET OR FLUSH ENDWALL I— c 0 0 w SIDEWALL 42t //2"m x 2' 325T Bolts Endwoll Column SHOP WELDED CLIP — i � COLUMN I / U 1'-4, L GIRT ANGLE MK. GEA-6 W/(2) #12X1 1/4 ENDWALL FLUSH ENDWALL GIRT AT CORNER p4 USF. (4) 1/2 X 1 1/4A325T SAFETY PRECAUTION: WORKER PERSONAL PROTECTION EOUIPMENT SHOULD ALWAYS MEET OSHA STANDARDS. ING ULIP RIDGE BRIDGING CLIP CONNECTION ANGLE_1 RF05AA WELDED CLI Purlin Welded Clip Rafter (Shape Vories) (4)1 /2" 0 x 2'-/Column A325 Bolts (Shape Varies) COLUMN (WFG08A) GIRTS TOED 1/2 X 1 1/4 A325T/ 1/2 HVHX NUT x ¢w 30 O o I- 2 1/2 N11 COLUMN 1//2xHVHk4NUT25T/ 3" 2 1/2" GIRT EXTENSION ANGLE, LSTRUCTURAL FASTENER(S) GIRT EXTENSION ANGLE gggg��rrTRUCTURAL FASTENER(S) GEA-6 6 1/8" 6 1/8" T1YP. U.N. GEA-� 6 1/8" 6 1/8" M 1U1/ 4 (TYP.) a 1 zx 1 1 /4 (TYP. FLUSH GIRT CONNECTION TO COLUMN F 15 FLUSH GIRT CONNECTION TO COLUMN C6 ' WF01P-AAX ENDWALL COLUMN BASE PLATE PLAN ELEVATION BASE PLATE FOR ENDWALL COLUMN E3 0 do �94T:ew - = * i No. z • • .r o STPA e E OF 'AL i Lf M d c'") J LL. W U [If LU d _I F- elf . _I 11 LU O LU co LL m J_ W Q W F O w W F- LU _ �U1 �N " Z 0 z� zLL Q= cn O Q M O ,<0z <F-U)-F-¢ wrn Z } Q } J m w Q m o Q �� M ZM aC?F-UC) 0 4 a JAMB (BUTTON HEAD BOLTS 1/2 X 1- 1/4 CUP CL-3 CL-4 (12" JAMBS) - 1/2"0 ANCHOR BOLTS (BY OTHERS) BASE ANGLE (FIELD NOTCH) JAMB BASE CONNECTION E6 ERECTOR NOTE: AT EACH LAPPED GIRT CONNECTION, (1) 1/2" X 1 1/4" THIN HEAD BOLT /NUT 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. r COLUMN ENDWALL COLUMN BASE PLAI PLAN ELEVATION BASE PLATE FOR ENDWALL COLUMN OR DOOR JAMB Eg SAFETY PRECAUTION: WORKERS SHOULD ALWAYS WEAR GLOVES WHEN HANDLING METAL EAVE STRUTS SURFACES WITH SHARP EDCES. SHOP WELDED CLIP GIRT 1/4HX N 325T/ V4/ QUIRED PER TRUTCONNECTION WALL RAFTER STRUT BRAE1/2X1 0 ®®EAVE ® 1/4 1/2 HVH(4) REQUIREAVE STRUT BRACKET CONNGIRTLAPGIRT LAPSEE ELEVATION SEE ELEVATION GIRT TO COLUMN H2 USE (7) I/2- X 1 1/4- A325 BOLTS / NUTS OUL I . 0.5" x 1 .5" SECTION DOOR JAMB--, COLUMN WELDED PLATE JAMB WELDED PLATE ELEVATION WALL COLUMN TO DOOR JAMB KS EAVE STRUT CONNECTION Ig HOT ROLLED RAFTER 4 1/2" (6) STRUCTURAL FASTENER(S) #12 X 1 1/4 GIRT CLIP CL-3 1/IA325T/ 2 HVHXN UT JAMB BUTTON HEAD BOLTS REOUIRED AT STRIP WINDOW JAMB TO GIRT CONNECTION I L6 SAFETY PRECAUTION: TOCUSEOTHE SAFEST LAN BE RAINED PRODUCTIVE ERECTION IU USE THE SAFEST AND MOST 1/2 X 1 1/4 A325T/- PP,ODUCTIVE ERECTION TECHNIOUES. 1/2 HVHX NUT WITH (2) HT WASHERS (ONE UNDER THE BOLT HEAD RAFTER 1/2 X 1 1/4 A325T/ AND ONE UNDER THE NUT) `1/2 HVHX NUT ­PURLIN / GIRT / 2 X 2 A325T/ /HX NUT 1 1/4 A325T/ NUT )LUMN ENDWALL INTERIOR COLUMN CONNECTION AT RIDGE F20 EAVE STRUT (4) 1/2"0 x BOLTS CUP CL-3 CL-10 (12" JAMBS) HEADER kmE FRAME BRACE FB-_ BOTH SIDES 1/2 X 1 1/4 A325T/ IF REQUIRED BY DESIGN AS NOTED 1/2 HVHX NUT THE BUILDING ERECTION DRAWINGS (NO WASHERS P,EO,"ED) J�/ON RAFTER OR COLUMN FRAME BRACE G2 FOR BYPASS PURLIN / GIRTS SAFETY PRECAUTION: DO NOT STEP, SIT OR CLIMB ON WALL GIRTS OR SAVE STRUTS. FAILURE TO ADHERE TO THIS PRECAUTION MAY RESULT IN A SERIOUS INJURY. 2 3/4"(8" JAMBS) 3 1/4"(9 1/2" JAMBS) 3 3/8"(12^ JAMBS) JAMB - -- V4)STRUCTURAL L-8(9 1/2" JAMBS) L-9(2PLACED BACK TO BACK FOR 12"12 X 1 1/4A325T/1/2 HVHX NUT FASTENERS 1 1/4 JAMB JAMB SOUEEZE CLIP CL-7(8" JAMBS) CL-8(9 1/2" JAMBS) CL-9(2 PLACED BACK FIELD CUT AND FIELD DRILL GIRT TO BACK FOR 12" AT FIELD LOCATED FRAMED -OPENINGS JAMBS) JE I GIRT TO JAMB CONNECTION K1 1/2 X 1 1/4 A325T/ 1/2 HVHX NUT BUTTON HEAD BOLTS 1/2 X 1 1/4 BOLTS JAMB HEADER TO JAMB CONNECTION I M1 SIMILAR AT SILL 1#to91 "W* • HM •� • .-E Of ftb • 0 S' FOP'wav-- T z Of a c 0_ 0_ c U W w ul Q Of w z w CD LL0 CT) C*� J LL J � J w 0 w m ILL DO J_ <w W Q W J Q' W 11-- J O LLJ w = Lu C14 z EL o "' Z z LJ Q = Q z<wzcl w 0 J Q Q z �- z � ¢ C/) H'-Q w� wQ G7o< �QD z OJ Hv`iJ 0 �U 00 o� ROD HILLSIDE ' ROD BRACE CONNECTION DETAIL 1 03 LONGSPAN PANEL (TYP.) J �A' IRT BS LJTNGLE, AB E ANGLE WALL STITCH FASTENERS ALL MAIN FASTENER (TYP. AT SIDELAPS, SEE NOTE 2 ( ° 14 X 3/ DETAIL "A' P. SEE NOTE 1) 2'-0" O.C. "VERTICALLY R12 FASTENER 1 -0" O.C. DETAIL Oc NOTE: 1. WALL FASTENER(Sl REQUIRED AT SIDEwALL STRUT AND GABLEEiTANGLE E FASGENER�LAYOUT SHOWN ALSO APPLIES FOR LINER AND PARTITION PANELS ( ) 2 ONLY PANEL PANELFSSDELAPSSdR ATSFLLAwSHINGO D. LAPS AND FLASHING TO PANEL CONNECTIONS. FASTENER LAYOUT WCOS LONGSPAN WALLS AB ;TAPE NFI S IRIDGE D RIDGE BASE ANGLE GA-2_, FR(S)S #14HX 3/4 WALL PANEL BASE ANGLE FASTENER (BY OTHEF MASTIC 1/4"0 CONCRETE ANCHOR (min) M ALL MAIN FASTENERS) 3'-0" O.C. (max) #12 FASTENER 1'-0" O.C. RHANVFF7OVERHANG SPAN III GRADE PURLIN MASTIC /2 TM DIE FORMED RIDGE PANELS ARE TO BE INSTALLED AS EACH SIDE OF THE ROOF IS SHEETED. THIS WILL AID IN KEEPING BOTH SIDES OF THE ROOF ALIGNED. AFTER HAVING INSTALLED A RUN OF PANELS ON EACH SIDE OF THE ROOF, APPL' MASTIC TO THE PANELS AS SHOWN AT LEFT. SET DIE FORMED RIDGE PANEL IN PLACE AND INSTALL LAP AND PURLIN FASTENERS. APPLY MASTIC ALONG THE TOP OF THE LEADING RIB TO PREPARE FOR THE NEXT SIDELAP. DIE FORMED RIDGE SHOULD NOT BE USED ON BUILDINGS WITH ROOF PLANES GREATER THAN 75' WIDE. DIE FORMED RIDGE INSTALLATION SCR_EW_7 LONG SPAN III ROOF PANELS RC30BA SECTION AT BASE WITH GA-2 I T1 ARCHITECTURAL III, ARCHITECTURAL "v' RIB OR LONG SPAN III WALLS C ROOF STITCH FASTENER(S) � 746Y O.C. (SEE NOTE) ROOFFA MAIN FASTENER(S) 12 \ ER 7'-O" O.C. ROOF PANEL MAJOR P,IB SEE DETAIL "A TYPICAL FASTENER LAYOUT AT INTERMEDIATF PURI IN ROOF STITCH FASTENERS) ° 7 4 X 3//4 MASTIC NOTE 7'-6" O.C. SEE NOYE) 1/2 TM LOCATE 0'-6" O.C. FOR FIRST 5'-0" FROM EAVE FOR ICE AND DETAIL "A" SNOW CONDITIONS. (TYP. AT SIDELAPS) ROOF MAIN FASTENER(S) W12 FASTENER /r ROOF PANEL `MAJOR RIB! SEE DETAIL "A TYPICAL FASTENER LAYOUT AT ENDLAPS RIDGE AND HIGHSIDE ROOF MAIN FASTENER(S) ROOF PANEL ROOF FASTENER SEE DETAIL "a' MAJOR RIB TYPICAL FASTENER LAYOUT AT EAVE FASTENER LAYOUT SCREW 5 LONG SPAN III ROOF RC05BA ROOF MAIN FASTENER(S) #14 X 3/4 6" O.C. CABLE ANGLE GA-7 (8" PURLINS) GA-4 (9 1/2" PURLINS) TAPE MASTIC 1/2 TM GA-5 (12" PURLINS) LONG SPAN III PANE -ROOF MAIN FASTENER(S) STRUCTURAL FASTENER(S)J/ RAKE FLASHING #12 FASTENER FR1 (2) PER PURLIN 912X7 12E MAIN FASTENER(S)_X- WALL TRIM FASTENER(S) 1/4 1'-0^ OC �.. a X 3/4 1'-0" O.C. PURLIN OUTSIDE CLOSURE (SEE NOTES) WALL PANEL NOTES: 1. OUTSIDE CLOSURE, AOLI/AVKO/AVNO/LOAI REQUIRED IF ORDERED FOR BUILDING SLOPES 1 1/2 : 12 OR LESS . _. BEVEL CLOSURE REQUIRED IF ORDERED FOR BUILDING SLOPES GREATER THAN 1 1/2 : 12 FIXED RAKE DETAIL TRIM 100 LONG SPAN III ROOF PANEL LONG SPAN III PANEL ROOF FASTENER(S) + TAPE MASTIC 12 X 1 1/4 (9 PER PANEL EAVE CLOSURE FLASHING NOTE: INSIDE CLOSURES OMITTED FOR CLARITY. EAVE STRUT FASTENER INSTALLATION AT EAVE SCREW 6 LONG SPAN III ROOF EA268A • • �� •. &T:ATE OF : CC � Ih. tom` Loa* , "J LL U 0L _L1 a_ J � J fl:f w0 m Q J W Q W � 2W ❑ Z Z 11 Q 2 Z W w0� Fn Z 8 aU~ a J _J W m Q w -J o W CC) N ❑ cr) Z � 0 Z � Oz Q 1Y --I 0 0 R a lama 1 q 2' W �4 -p g CO 4 s EXTEND RSA WORKING POINT TO PEAK 6' AT TOP OF STEEL TAPE MASTIC 314• ROOF PANEL PLONG TOP OF EACH SIDE OF RAID: CAP TAPE MASTIC 3W TAPE MASTIC 314' w12 STRIPS PLACED AND ALONG BACK LEG ROOF TRIM FASTENER(S) 91dXY1 I M2 SiROPSOF TAPE MASTIC 314' L/' TM BOTH SIDES ALONG TOP OF EACH BOTH SIDES OF RIDGE g2) REQUIRED ROOF FASTENER(S) 914XY4 GF RIDGE PLACED SIDE OF RAKE CAP AND ALONG BACK LEG ON BACKERPLATE RIDGE FLASFBNG RCLS_ (6) REQUIRED RAKE FLASHING T T T TAPE MASTIC Vr ALONGTOP OF CLOSURE STEP 1 r T RAKE CAP T - r T T (4)1RT RNET f TRQU- T TO HOLD IN PLACE FORFASTENER T T RAKE CAP ATTACHMENTRAKE TROLL CAPr BACKUP FLASHING FIELD CUT 19' DIEFORMEDRIOGE 1 ROOFTRW.FASTE14)314 FROM FEB-101(SEE RC375AFOR 9.RRNGAND BENDWGOF ROOF TFUN. FASTENER(S) L30FR- CUIRED BLIND RIVET 110)REOUIRED 1B RIVET BACKUP FLASHING) 6103N (4)REQUIRED ROOFTRIM FASTENEWS) (,2)REQUIREp WAIL TRIM FASTENER(S) ;14X314 TAPE MASTIC 31C (2) RUNS UNDER RIDGE ENDCAP RIDGE ENOCAP ERECLSL&ERECLSR (44XYI REQ SUND RIV'T (d)RECOIRED ROOF TRIM FASTENER(S) RAKE CAP (3) REQUIRED (SEERAI4AA) 118 RNET :14x314 (12)REDUIRED BACKER PLATETRPBB INSIDE OF RAKE FLASHING (121 REQUIRED WALL TRIM FASTENER(S) 414X3M STEP 2 STEP 3 (3) REQUIRED STEP 4 RAKE CAP INSTALLATION TRIM 1 REF. DETAILS FL02AA & FL06AA LONG SPAN III ROOF RA03ABA RAKE CAP INSTALLATION TRIM_136 - LONG SPAN III ROOF W/DIE FORMED RIDGE RA038A WALL MAIN FASTENER(S) (TYP) #12 FASTENER. It, SAFETY PRECAUTION: WORKERS SHOULD ALWAYS WEAR Fr RIDGE LONG SPAN III PANEL 71 /// 1'-0" O.C. GLOVES WHEN HANDLING METAL .- SURFACES WITH SHARP EDGES. DIE FORMED RIDGE ROOF MAIN FASTENER(S) L3DFR__ #12X1 1/4 (9) PER PANEL WALL MAIN FASTENER #12 FASTENER GIRT LINE OR STRUCTURAL LINE 1 -0" O.C. HEADER COLD FORMED SHOWN COVER FLASHING, STRUCTURAL SIMILAR (OPTIONAL) JAMB INSIDE CLOSURE COLD FORMED SHOWN WALL TRIM FASTENER(S) #14 X 3/4 JT AOLI, AVPI, LOAI ® © STRUCTURAL SIMILAR WALL MAIN FASTENER(S) 2'-0" O.C. #12 FASTENER t'-0" O.C. HEAD FLASHING COVER FLASHING (OPTIONAL) JAMB FLASHING TAPE MASTIC m 1/2 I M t'-'�BLIND 10NG SPAN III (TYP.) RIDGE PURLINWALL JAMB PANEL PANEL CORNER FLASHING FOR -LENGTH RIVET TYPICAL 6 REO'D. PER FLASHING LAP 1/8 RIVET RIDGE DETAIL TRIM__148 LONG SPAN III ROOF W/ DIE FORMED RIDGE RCS CORNER FLASHING DETAIL (OUTSIDE) TRIM 66 SECTION AT HEADER AND 'COVER, FLASHING TRIM 81 SECTION AT FRAMED OPENING 1 BA LONG SPAN III WALLS IWC21 AB JAMB TRIM 83 OT26 AB NOTE: I SAFETY PRECAUTION: FOLD INSULATION BACK, IT WORKERS SHOULD BE TRAINED IN MUST NOT BE EXPOSED TO - THE PROPER ERECTION PROCEDURES SAFETY PRECAUTION: 1/2'X 1 i/4 A325T/ THE WEATHER. FOR ALL JOBS. wORK[RS $N011L0 BE ikAINEO Iry PF.O.ER EREC,NN PROCEDURES I/2 HVHX NUT WITH (2) HT WASHERS PURLIN FOR at -�Das. (ONE UNDER THE 80LT HEAD AND ONE UNDER THE NUT) ROOF TRIM FASTENER(S),\ LONG SPAN III PANEL #12 FASTENER � � o a`,`,�y'��o,,� 0 V�,= TAPE MASTIC 1 /2 TM INSIDE CLOSURE AOLI (TOP & BOTTOM - f1 7FIELDq DRILL q�` I�/���� e • 0 C ®e���p OF CLOSURE) (� m HOLE RAFTER EAVE CLOSURE FLASHING FEC-� WALL MAIN (2)FRAME BRACES ID i'_ + No. •�/ w • • * d FASTENER($) #12 EAVE STRUT • + INSULATION 1'-0" O.C. (BY OTHERS) WALL TRIM FASTEN ER.($)#14 X 3/4 FIELD DRILL 9/76" m HOLE ` ; i •�{�• �� ® •• A F.OF •• ��1p1 • •� ��i`a��•e` 1'-0" O.C. WALL PANEL OUTSIDE CLOSURE I/2 X It/1/4 2 HVHX2NUT r! /ia61LiE,� NOTE: HORIZONTAL LEG OF FLANGE BACK GUTTER (WHEN REQUIRED) IS INSTALLED BETWEEN THE MASTIC AND EAVE CLOSURE FLASHING. SECTION A SECTION AT SIMPLE EAVE FIXED TRIM 99 SPECIAL DOUBLE FRAME BRACE LONG SPAN III ROOF,/ ARCHITECTURAL OR LONG SPAN III WALLS _ FOR BYPASS PURLINS =Bl Lf) C7 J LL. �agPB W .4FT3 toS_�$