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HomeMy WebLinkAboutSteel Co Building Drawings 2GENERAL NOTES: 1. MATERW R gSMA pESOgPTIOB STRUCTURAL STEEL PLATE A529/ A572/ MOT HOT ROLLED MILL SHAPES A36 A529 AS00 HHS ROUND A500 HHS RECTANGULAR AS00 COLD FORM SHAPES A853 / A1011 ROOF AND WALL SHEERNG A853 / A792 BBOOLLTS / A325 / A490 µ077 RODS A529 / A572 TIME STORAGE IN EXTREME COLD TEMPERATURESS OR WHIM SNOW CONDITIIONS INCLUDING TRANSPORTATION ON SALTED OR CHEMICALLY TREATED ROADS WILL ADVERSELY AFFECT THE THEEUUNIFORMITY ILITY AND LONGEVITY FNAPLP APPEARANCE* ORTHEDURABILITY AND CORROSION RESISTANCE OF PROVIDE FIELD APPLIED FINISH ODAT OF PANT 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 TH? METAL BUILDING MANUFACTURER. METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR THE DETERIORATION OF THE PRIMER OR CORROSION THAT MAY RESULT FROM ATMOSPHERIC AND EWRONMEMAL - - CONDITIONS NOR THE COMPATIBILITY OF THE PRIMER M ANY FIELD APPLIED COATING, r• a: NIT. •Nla- THE GENERAL CONTRACTOR ANTI Ofl ERECTOR IS RESPONSIBLE TO DRAWINGS, AND PROPERLY ERECT THE METAL BUILDING IN CONFORMANCE WITH THESE OSHA REQUIREMENTS, AND EITHER MBMA OR CIA S GUYS BRACE PERTAINING K, PROPER ERECTION. TEMPORARY SUPPORTS SUCH AS GUYS, BRACES FURNISHED AND CRIBBING OR OTHER ELEMENTS FOR ERECTION ARE C BE OE STEEL , FURNISHED AND INSTALLED BY THE ERECTOR, THESE SUPPORTS MUST SECURE THE STEEL FRAMING, OR PARTLY ASSEMBLED STEER. FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED IN ADDITION ro LOADSFRAMING RESULTING FROM THE ERECTION OPERATION. SECONDARY WALL AND ROOF FRAMING (PURUNR PROVIDE AND OR JOIST) RA ARE NOT DESIGNED AR EST 0(l�TY ME PLATFORM ON TO PROVIDE AS ANCHORAGE POINT FOR y, SPECIAL INSPELTION: SPECIAL INSPECTIONS AND TESTING THAT MAY BE REQUIRED BY GOVERNMENTAL OR OTHER AUTHORITY DUELING CONSTRUCTION AND/OR STEEL FABRICATION (COLLECTIVELY, INSPECTIONS-1R ARE NOT THE RESPONSIBILITY OF THE PEIAB MANUFACTURER, AND TO THE EXTENT REOUI ED IT SHALL BE THE RESPONSIBILITY OF THE OWNER AND/OR THE OWNER'S REPRESENTTNE. IN THE EVENT INSPECTIONS ARE REQUIRED. THE OWNER AND/OR THE OWNER'S REPRESDIRRVE SHALL EMPLOY A THIRD PARTY QUALITY ASSURANCE TESTING AGENCY APPROVED BY THE RELEVANT AUTHORITY, IF SUCH REQUIREMENTS ARE NOT SPECIFICALLY INCLUDED IN THE PEMS MANUFACTURER'S SALES DOCUMENTS NO INSPECTIONS BY THE PEMB MANUFACTURER OR AT THE PEMB MANUFACTURER'S FACILITY SIVJJ. BE MADE THE PEMB MANUFACTURER'S FACILITIES ARE ACCREDITED BY LAS AG472, 5. A:25 4 A!a0 ROIT TIGHTENING REQUIREMENTS.* B IS THE CE WITH APPLICABLE OF THE EPATIOR ,F ENSURE PROPER BOLT TICHM65 S, ACCORDANCE WITH APPLICABLE REGULATIONS, FOR PROJECTS SINGA3 IN THE UNTIED SATES, SEE THE RCTS SPECIFICATION FOR STRU RAL JOINTS USING A325 DESIGN AF BOLTS OR FOR PROJECTS IN CANAGA SEE THE CANICSA 518 LIAR STATES DESIGN OF SLED. STRUCTURES FOR MORE INFORMATION, THE FOLLOWING CRITERIA MAY BE USED M DETERMINE THE BOLT TIGHTNESS Q.E, S'SNU ILRTIGOHNi'ORRCOFMLLLY-IPRSE'ETDEFULISRIOON(ED',, UNLESS REQUIRED OTHERWISE BY LOCAL AlJURIALL A490 BOLTS SHALL BE 'FULLY-ItPtIRETENSIONED'. B ALL A325 BOLTS IN PRIMARY FRAMING (RIGID FRAMES AND BRACING) MAY BE SNUG -TIGHT, EXCEPT AS FOLLOWS: 'FIULLY-PRETENSION' A325 BOLTS IF: 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, - Sol THE PRMIFTYr SITE IS LOCATED IN A HIGH SEISMIC MFA FOR IBC —RASED CODES. 'HIC d) C�ONNEDE'CNi1NON MUSEDO BE�FR� IOF NM. O�WORSOTHER MATERULS THAT REDUCEAR (SC)' FRICTION AT CONTACT SURFACES. GALVANIZED OR UGHRY-RUSTED SURFACES ARE ACCEPTABLE. C) IN CAW M ALL A325 AND o GI BOLTS SHALL BE wFULLYwPREMENSIONED" FLANGE EXCEPT FOR SECONDARY MEMBERS.((pPURUNS, GIRLS, OPENING FRAMING, EICJ AND FIANCE' SPACES. SECONDARY MY�WAYURUN%GIRTS OOPENING FRAMING, ETC.) AND FLANGE BRACE CONNECTIOUNLESS INDICATED OTHERWISE IN THESE DRWINGS. B GENERAL DESIGN NOTES: 1) ALL STRUCTURAL STEEL SECTIONS AND WELDED PLATE MEMBERS ARE DESIGNED IN ACCORDANCE WITH ANSI/AISC 3BO SPECIFICATIONS FOR STRUCTURAL STEEL TIHE [T BUILDINGS' OR THE CAN/CSA Sib 'AMR STATES DESIGN OF STEEL STRUCTURES', AS I MFra 5100 OR THE ro EXCEED THE ALLDWABIF eEARINc COMPRESSNE SfRENCM OF 3000 P.S.I. BUILDING INFORMATION PRIMER COLORS PRIMARY PRIMER COLOR: RED SECONDARY PRIMER COLOR: RED ROOF SHEETING TYPE, OR CAUSES 2 FINISH: GaNalums Plus CUP TYPE, N/A THERMAL BLOCKS: No EPS FOAM SPACER: N— ROOF UNE TRIM, PAINTED: Polar White SP Y6)g( NOD DOWNSPOUTS PAINTED: Fax Gray SP GUffERS PAINTED: Polar While SP YES ( NOp INSULATION 3 INCH (NOT BY MBS) YESp NOX PIPE JACKS, SIZE QUANIttt: YESp NOR RIDGE VENTS, 10'-0' LONG X 9' THROAT, QUANTITY: Y6p NOR ROOF FRAMED OPENINGS, SEE ROOF FRAMING PLAN FOR SIZES YESD NOX COMPOSITE CFR DECK, TYPE N/A GAUGE FINISH: WALL SHEETING TYPE CW GAUGE 20 FINISH: Fox Gm SP CORNER TRIM, PAINTED: Fox Croy SP 819E TRIM, PANTED: Fox Groy SP YES)8( NOD WALKOOORS, QUANRLYA2) 3070KD PANfED:Palor White SP YESD NOX WINDOWS, QUANTIFr. PAINTED: YES] NOD INSULATION 3 INCH (NOT BY MSS) WALL FRAMED OPENINGS YESj� NOD FRAMED OPENING TRIM, PANTED: Fox GIVY SP SAES: FSW: (1) 10'-0' x 14'-0' (4) 12'-0' x 14'-O' BSW: (1) 10'-0' x 14'-0' LEW: none REW: none FRAMED OPENING TRIM, PANTED: WALLA TYPE_ GAl1GE: FINISH: WALL TAINT, PANTED: CDUNG: TYPE_ GAUGE_ FINISH: YEsI NOX TRANSLUCENT PANELS WALL: _ ROOF._ INSULATED PANELS? YESp NOD YEs I NOX EAVE EXTENSION PROJECTION: TYPE_ GAUGE_ FINISH: SOFFIT TRIM AT BUILDING UNE PAINTED:- YEDp NOX RAKE EXTENSION PROJECTION: TYPE_ GAUGE_ FINISH: SOFFIT TRIM AT BUILDING LINE PANTED:- YEsO NOX CANOPY AT EAVE LINE p BELOW EAVE ❑ PROJECTION: - CLEAR UNDER CANOPY BEAM: ROOF PANEL, TYPE GAUGE FINISH: SOFFIT PANEL.: TYPE CAUSES FINISH: SOFFIT TRIM AT BUILDING LINE PAINTED: _ 1Es I NOX PARTITION WALLS WALL PANEL TYPE wwwGWGEo FINISH: TRIM PANTED: YEs 3 NOM WAINSCOT WALL PANEL, TYPE _GAUGE, FINISH: WE TRIM PAINTED: JAMB TRIM PANTED: TRANSITION TRIM PANTED: YFs I NOX MISCELLANEOUS ACCESSORIES WALL PANEL, TYPE _GAUGE, FINSH: BASE TRIM PANTED: JAMB TRIM PANTED: RTs I NON FASCIA PROJECTION: TOP OF FASCIA HEIGHT FACE PANELS TYPE: _GAUGE FINISH: CAP TRIM PANTS,: BACK PANEL, TYPE _GAUGE, FINISH: BASE TRIM PANTED: ❑ CLOSED SYSTEMS CLEAR UNDER SOFFIT TRIM: SOFFIT PANEL, TYPE: _GAUGE, FINISH: SOFFIT TRIM AT BUILDING UNE PAINTED: _ ❑ OPEN SYSTEM, (NO SOFFIT PANEL PROVIDED) CLEAR UNDER SOFFIT TRIM: YFB• NOX PARAPET ❑ STRUCTURAL PARAPET ❑ NON-STRUCTURAL PARAPET TOP OF PARAPET HOGHE: BACK PANEL TYPE _GAUGE FINISH: YEsp NON CRANES (SEE CRANE PLAN FOR ADDITIONAL INFORMATION) YEsp NoM MEZZANINE (SEE MEZZANINE PLAN FOR ADDITIONAL INFORMATION) 7 C.1 nSSARY N OF AaBREVIATIONS: AB. � ANCHOR BOLTS MAX =MAXIMUM RED'D � REDUIRED �UPED N BU mR8 LT MBS MEIN. DUII.DINO SUPPLIER SIM= SIM UR DIA = DIAMETER TRD � M BE DETERMINED SL � STEEL LINE FIJL ® FLANGE N A = NOT APPUCABLE N.S. � NEAR SIDE F.S a FAR SIDE NC = NOT IN CONTRACT MIN � MINIMUM GA GAUGE SLVGA m SHORT TYP = TYPICAL N.S.B. . STRENGTH BOL15 DAL LENQTH OVERALL LENGTH PL =PLATE M. m HHIGHEIGHT HEIGHT O.C.. N CENT ON CENTER LLV m LONG LEG VERTICAL U.N.O. = UNLESS NOTED OTHERWISE PEMB Son PRE-ENGINEERED METAL BUILDING MANUFACTURER 77 m PART MARK ro BE DETERMINED AND WILL BE UPDATED ON CONSTRUCTION DRAWINGS ACCESSORIES (DOORS. WINDOWS, ETC.1 NQ( PflOWDED B/ THE METAL BUILDING MANUFACTURER (RUSE BE DESIGNED AS 'COMPONENTS AND CIADDINC' IN ACCORDANCE WITH THE SPECIFIC WIND PROVISIONS OF RHE REFERENCES BUILDING CODE DISPLAYED ON THE COVER PAGE OF THIS DRAWING PACKET. i BUIL�INGSW INC. DESIGN CODE: Flor(da (fBC 2017) ROOF LAVE LOAD: 20.00 PSF MBMA OCC. CUSS: It LINE LOAD REDUCIBLE es GROUND NOW LOAD: 0.0 PSF SNOW E(P. FACTOR, Ce:1_00 SNOW IMPORTANCE FACTOR, Is: 1.00 WIND: 159 / 123 MPH Nafn C & C PRESSURES (PSF): 42 / -55 EXPOSURE EL UL 90 womww NO doWe Roof-Conel No.151 ;Cbpb Roof w/ Translucent Nnet-Carat. No.107 CFR Rovf-ConsL No.552 ; OTT Roof w/ Translucent Panel -Coral NOAN ; CamPoeiMe CFit Rmf-MneL No.S52A ;VRIS It Roof-Const. No.311 . SEISMIC INFORMATION Ss:0.058 S1:0.030 Design Sds/Sd1: 0.062 / 0.048 Site Class: D Seismic LIMP. Factor. 1.00 Seismic Design Category. A Anaiys's Procedure: Equivalent Lateral Force Method Bae'c sFRj; Not Detailed for Sehmk so 1d9WLLATELLL DEAD LOADS. UNLESS 07HDME NORD, ARE ASSUMED TO BE UNITONYLY OSIWWM, WHEN SUSPENDED SPRINXIER SYSTEMS, LIGHRNC, Who EWBNAOO. COMINGS, EM, ME SUSPENDED FROM ROOF MEMBERS, CONSULT THE M.BA IF TNESE CONCENIRMlD WADS EXCEED 500 POUNDS (USING THE WEB MOUNT DETAIL) OR 200 PWNos (USING THE FLANGE MOUNT DETAIL), OR IF WOMIUML MEMBERS ME LOADm SIGNIFIGMRY MORE THAN OTHERS. 2) THE DESIGN OF STRUCTURAL MEMBERS SUPPORTING GRAVITY LOINS S CONTROLLED BY THE MORE CRITICAL EFFECT OF ROOF LIVE I= OR ROOF SNOW LOAD, AS DEDVLMINm BY THE APPLICABLE DOGE ]) Pm S R1SED ON THE MINIMUM ROOF SNOW LOAD CALCULATED PER BUILDING CODE OR THE COMWCI SPECIFIED SNOW LAD, WHICHEVER IS GREATER* THIS VALUE. Pm, S ONLY MALTED IN COMBINATION WITH THE DEAD MO COUATITAL LOINS. ROOF SNOW IN OTHER ZONING CGIDITIONS S DERRANED PER THE SPECIFIED BUILDING COOS BUILDING ROOF DEAD (PSF): 3.0 flWF SNOW Pm PS : qamd ). COL P WIND ENCLOSURD SEG COL : ISO C : SNOW CD 0 SEISMIC R:wwwwwwww SNOW ft .00 SEISMIC Cs:OW Ps BASE SHFM PS: ERECTOR NOTE: ALTERNATE FASTENERS HAVE BEEN SUBSTITUTED ON THIS BUILDING, WHERE THE DRAWINGS INDICATE AN H1040 STRUCTURAL FASTENER, H1041 FASTENERS WITH WASHERS HAVE BEEN SUPPUEO. WHERE THE DRAWINGS INDICATE AN HTOGO TRIM FASTENER, H1081 FASTENERS WITH WASHERS HAVE BEEN SUPPLIED. ARE - OPENINGS ARE PROIF.CTED FROM THE WIND AND WINO BORNE MISSILES BY A PROTECTNE Cp/ERINO. - COVERING IS NOT BY THE METAL BUILDING MANUFACTURER, COVERING MUST BE CAPABLE OF SUPPORTING TH DESIGN WIND PRESSURE FOR THE ELEMENT THAT IT PROTECTS AND BE IMPACT RESISTANT. i�7:7J5TiPLdI�IT�i� COVERSHEEf Ci ANCHOR BOLT DRWINGS Fi, F2 COWMN BASE REACTIONS Rf SRRUCNRAL/SHEETING DRAWINGS E1 - EB DETAILS OD M LL O U C n nl AD 2 3 a K-Bmeln '1 , A A ME1n D 1n 8 B v m B c a m v v � c c m m c m c o E� E o o i I Qg °& c v� m5 05 C B €rm- Fcw B •t yt in ee 'sTs A .. A sp t , Ar 0 WAn 3/4" �M TA/I.B z 3 .►� GEN`Sc�` LaTANCHORAPwBa: eTiar�(u.�.) * ' Na 84502 �.�: 'fit 0 ANCHOR BOLT SUMMARY � Ln� F"0g Type P?$ O 18 Fmmmei 3%4" FIW4 3.W ANCHOR BOLT PLAN GENERAL NOTES 1. THE SPECIFIED ANCHOR ROD DIAMETER ASSUMES F1554 GRADE 36 UNLESS NOTED OTHERWISE. ANCHOR ROD MATERIAL OF EQUAL DIAMETER MEETING OR EXCEEDING THE STRENGTH REQUIREMENTS SET FORM 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. ALL ANCHOR RODS, FLAT WASHERS FOR ANCHOR RODS, EXPANSION BOLTS, AS WELL AS ALL CONCRETE/MASONRY EMBEDMENT PLATES ARE NOT BY METAL BUILDING MANUFACTURER. 4. THIS DRAWING IS NOT TO SCALE. 5. FINISHED FLOOR ELEVATION 100'-0" UNLESS NOTED OTHERWISE. 8. 'SINGLE" CEE COLUMNS SHALL BE ORIENTED WITH THE 'TOES" TOWARD THE LOW EAVE UNLESS NOTED OTHERWISE 7. ANCHOR RODS ARE REQUIRED ONLY IN THE QUANTtTiES SPECIFIED. BASEPLATES MAY BE FABRICATED WITH MORE HOLES THAN NEEDED FOR THIS PROJECT, B. THE ANCHOR BOLT LOCATIONS PROVIDED BY METAL BUILDING MANUFACTURER SATISFY PERTINENT REQUIREMENTS FOR THE DESIGN OF THE MATERIALS SUPPLIED BY THE METAL BUILDING MANUFACTURER. PLEASE NOTE THAT THESE REQUIREMENTS MAY NOT SATISFY ALL ANCHOR BOLT CONCRETE EDGE DISTANCE REQUIREMENTS DEPENDING ON THE DETAILS OF THE ,J FOUNDATION DESIGN. BECAUSE FOUNDATION DESIGN IS NOT WITH— IN THE METAL BUILDING MANUFACTURER'S SCOPE OF WORK, IT IS THE RESPONSIBIL— ITY OF THE QUALIFIED PROFESSIONAL /� DESIGNING THE FOUNDATION TO MAKE 't rI CERTAIN THAT SUFFICIENT CONCRETE EDGE DISTANCE IS PROVIDED FOR THE ANCHOR a BOLTS IN THE DETAILS OF THE FOUNDA— TION DESIGN. 8 2 � U W � U ¢ o' O O u Z Dia= 3/4' Np" 9O fO�ee jr— stool N o 1 0 1 L4110 1 0 EW 2„' j ' 2, 1 —4-4 � DETAIL A Dia= 3/4" Bit �o I ( i90 fpfLQ r - N OII O] c CO 11 4" o II ° IiiiiaI 2„ EW 2" 2" See Plan DETAIL B Dia= 3/4 OIo N 1 4„ 010 1 4„ 2,114511 2so lost SW See Plan DETAIL C Dia= 3 4' Isip I N 010 0 1 4so 4 Is 010 SW See Plan DETAIL D FINISH FLOOR II�ANCHOR' BOLT TYPICAL COLUMN BASE PLATE DETAIL A 2: o 00 O UV too H CUR. OPENING to VARIES: 221r 33 (USE (2)�2' DIA EXPANSION • SECTION A (RECOMMENDED) TYPPI RMfED�OPEN OPENING OOR FOUNDATION DESIGN NDTES• 1. THE ORIENTATION OF THE ANCHOR BOLT DETAILS SHOWN ON THIS PACE MAY NDT COINCIDE PLEASE THE ACNAL E THE ORIENTATION SHOWN ON THE ANCHOR BOLT DRAWING. PLETSE REFERENCE THE SIDENALL WTTH (SW) AND ENDWALL PLAN STEEL LANES SHOWN ON THE ANCHOR ANCHO BOLT DETAILS WITH THE ANCHOR BOLT PUN DURING LAYOUT OF COLUMN AND ANCHOR BOLT WCATIONS. 2. COWMN BASE PLATES MAY HAVE MORE HOLES THAN ARE REQUIRED DUE TO PROD UMITATIONS. PLEASE FOLLOW ANCHOR BOLT DETAILS FOR QUANTITY OF ANCHOR BOLTS REQUIRED, EXTRA ME PLATE HOLES DO NOT NEED INRLLED PER THE MDS DESIGN SPECIFICATIONS. °t6ENVl ��.e * , n.84502 elk O..` a CY STATE_ OF ; t�_11110 L two m 8 �m W $GIil�N Q Q LINE z one D I! �i pth(In�tek (inl. !Iola Qty Width 20 A 4 00750 8A00 12,63 0,375 0.0 2" D 4 0,750 9,000 14,50 0,375 0.0 2" Fmme Mae: 2 3 ENDWALL COLUMN: ANCHOR 80L78.9A4E vane GO Anc,Balt Baee_Plata (In) Elev. Fna City Dla Width Length Thick (In) 1 A 4 0,750 8,000 8,500 0,376 0.0 i B 4 0,750 8,000 8.500 0.375 0.0 1 C 4 0350 6,000 8,500 0,375 0.0 1 D 4 0,750 8,000 8.50D 0.375 0.0 4 D 4 0,750 8.000 8,500 0,375 OX 4 C 4 0.750 BA00 8,500 0,375 0.0 4 B 4 0,750 8,000 8,500 0,375 0,0 4 A 4 0,750 8,000 0b00 0,375 0.0 d: Raactione(k ) elemle- lJna LNe Hars Vert Hors Vert 1 B,C 7.8 7.6 0.2 0.2 D 7ornlonal Bmcina. Used 02 A 3,2 13,7 7,0 0.4 0.2 RIGID FRAME: am omium Rmwmms (k ) Frame Column -----Deatl-----Collateral- -----flue------WindJekl- -WlndJti hti- --WIndJ.eft2- lJne Una Horiz Vert Hartz Vert Hmiz Vert Hartz Vert Hertz Vert Hartz Vert 2• A 1.3 3.0 0.4 0.8 4.5 961 ,,15.1 -25.3 -3.0 -16,4 -13.2 -14.7 2" 0 -1.3 3A -0.4 0.8 -4,5 9.2 2.8 ,,16.4 15.3 -25.3 0.9 -5.8 Frame Column -W1nd.RIIht2- --WIndJxngl- --Wlnd.JAng2- -Selemle_Lek SelemleJBght -Selemic_Leng Tina Una Horiz Vert Hartz Vert Horiz Vert Hodz Vert Horiz Vert Hertz Vert 2" A 00001.1 ,,5.8 -7.1 -210 -,1.8 -16.7 -0.1 0.0 0.1 0.0 -0.1 -0.1 2" D 13.5 -14.7 1.7 00010.6 7.3 -25.0 -0.1 0.0 Oil 0.0 -0.1 0,1 2" ENDWALL COLUMN: em DOLuw RrAcww (k ) Wind Wind Wind Wind Wind Wind Wind Wind Sale Callla Dead Hors Harz Vertgl Vert Vert Gina Vert! Vert V Vert Verttl Verrtt2 Vegrtt2 1 A 0.4 001 i,B -4.1 ,o2.8 -2.5 0-1.0 -2.4 2.8 -4,7 -2.8 0.0 1 B 1,2 0.3 5.4 -11.7 -7.1 0008.1 ,,3.4 0,4.8 5,3 -11.2 -6.9 0.0 1 C 1.2 0.3 5.4 -7.1 -11.2 0-14 -8,1 -4,8 543 -8,B ,11.2 0.0 1 D 0.4 0.1 1,9 0-2.6 o,4.1 -1.0 -2.5 0002.4 2.8 -2.6 -4.7 000 4 D 0.4 0.1 119 -4.3 ,,16 ,,2.6 -1.0 002.4 2.8 -4.8 -2.g 0.0 4 C 1.2 0.3 BOB -12.0 0,7.2 -8.2 ,,3.4 -4.8 5.3 -11.5 -7.0 0.0 4 B 1.2 013 BOB -7.2 -11.5 -3,4 -8.2 o,4.8 5.3 ,,7.0 -11.5 0.0 4 A 0,4 0.1 1.9 -2.6 -4.3 -1.0 -2,6 o,2.4 2.8 -2.9 ,,4.8 0.0 Sale Sale Frtn Cal flight Lang Line Una Vert Vert 010 t B 0 0.0 C 0.0 0.0 D 0,0 0.0 4 D 0.0 0.0 4 C 0.0 0,0 4 B 0.0 0.0 4 A 0.0 0.0 iR�EACOTIONISGANO THE CORRESPODINGEVERTICAL�(V) OR HORIZ(NNIiALM(H) PEACI�TIONSHARENPEPORTED M 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 WRH 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 (Vuit). 4. POSRNE (+) REACTIONS ARE AS SHOWN ABOVE. FOUNDATION LOADS ARE IN OPPOSITE DIRECTIONS, 5. ROM THE REACTIONS BAY AND THE VERTIE PLANE CAL REACTITHE ONE(V)I ACTING DOWNWARD. AL REACTION (H) ACTING AWAY ,�i:1Cr7Lr7lglLSZv:Cj��TI•Iti9P_\Ifd:4`iSiIIii LONGITUDINAL Wind_L1/Wind_R1: tATERAL WIND !ROM THE LEFT RICHi, CASE i Wlnd_LZ/Wlnd_R2: LATERAL WIND FROM THE LE /RICH, CASE 2 Wind_Lni/ Seismic :: LATERAL SEISMIC WIND, CASE 1//2 SQQelemB6lpp"c___�S(,LWImic R: ALEATERAL SEISMIC LOAD FIR ZONES FpPAT_Lll�'/FgPA 551-.R LONGITUDINAL UVEE/SNOWFLOADING F R CIONTINUOUS B I SYSTEMS • ENDWALL COLUMN LOAD CASE ABBREVIATIONS: •""• Callot: COLLATERAL LOAD Raflet Wind.VRafter Wind_R: LATERAL WIND FROM THE LEFT RIGHT Brace Wind_L/Brace Wind_R: LATERAL WIND FROM THE LEFT RIGHT Wind_P/Wlnd, 5: LONGITUDINAL WIND PRESSURE SUCTION ON COLUMNS Sppala_USoLI.e, RR Ip�IADTIEERALLW,SEISMICCLLOAND FROMO LEFT/RIGHT EyPAT LL qL/EAPAT_SL g:R PUNBALANCED ARTIAL LNE/SNOWFLOROINGF W WITHR CONTINUOUSOM I�BEAMI SHT YSTEMS �GEtVs�c� * No. 84502 •• STATE OF •"fie 8 Q' Q' pV1' W � u T � LLI W ¢ tU U 4 L Y� L 3Z �'/Irv/21 SPLICE PLATE & BOLT TABLE Qty Mark Top Bot Int Type Dia Length Width Thick Length SP-1 4 4 0 A325 0.625 2.25 6" 5/81; 21-2 1/4'p SP-2 4 4 0 A325 0.625 2.25 6" 3/8 op 1 —8 1/8 SP-3 4 4 0 A325 0.625 2.25 6" 5 8" 2'-2 1 8" 2 MEMBER TABLE Web De th Web Plate Outside Flange Inside Flange Mark Start End Thick Len th W x Thk x Length W x Thk x Len th RF1-1 12.0 22.0 0.150 166.8 5 x 1 4 x 1 8.0 5 x 1 4 x 167.1 22.0/22.0 0.188 23.1 5 x 3/8" x 32.1 RF1-2 20.0/14.0 0.150 124.9 5 x 1 /4 x 273.0 5 x 1 /411 x 125.1 14.0/14.0 0.150 149.8 RF1-3 14.0/14.0 0.150 137.8 5 x 1 /4" x 266.0 5 x 1 /4 x 136.6 14.0/20.0 0.150 129.9 5 x 1 /4" x 130.0 RF1-4 29.0/29.0 0.188 23.1 6 x 4:: 1/ x 39.1 6 x 1 /4" x 168.1 29.0 14.0 0.150 167.4 6 x 1 4 x 188.0 RIGID FRAME ELEVATION: FRAME UNE 2 3 U Z �.� %. ��� J\ •�A�iWw'jgO aGENs'T soa No. tf4502 E5COO cYi STATE OF : h. GENERAL NOTES 'y��yf�y� w�j�s'S� 1. 0 INDICATES FLANGE BRACING LOCATIONS. (1) m ONE SIDE; (2) a TWO St I FLANGE BRACING IS REQUIRED ON BOTH SIDES OF AN D(PANDABLE RIGID FRAME, THE OPPOSITE SIDE FLANGE BRACES WILL HAVE TO BE INSTALLED AT THE TIME OF FUTURE EXPANSION. THESE FLANGE BRACES HAVE BEEN PROVIDED. AS REQUIRED. FOR THIS FUTURE CONDITION, 3. RIGID FRAMES SHALL HAVE SOX OF THEIR BOLTS INSTALLED AND TIGHTENED ON BOTH SIDES OF THE WEB ADJACENT TO EACH FLANGE BEFORE THE HOISTING EQUIPMENT IS RELEASED, 4. INTERIOR COLUMN METAL TAG IS ORIENTED TOWARD THE LOW SAVE OF THE BUILDING. SIDEWAIL FRAMING: FRAME LINE D I I I (cutter with a aownapouW) 04 $ 8 S 25000 g g ? SLd 1 g �� y� EN Sn�'Q�i �. •IS i m �c- © ND. 84502 CONNECTION I.A ES FRAME LINE D ❑ D MARK PARTUL i JCA& Ot JC 0 SIDEWALL FRAMING PLAN GENERAL N076 ROD/CABLE SIZES PER PARE PREFIX ARE: ROB- - B/e' ROD CAA- m t/4' CABLE 3/4' ROD CAB- 3/8' CABLE ROD- m 7/B' R00 CAC- m 1/2' CABLE ROE- 7' ROD t 7/B' ROD RDC- m 1 1/4' ROD 2. R00/CABLE BRACING THAT OCCURS IN FWSH OR INSET CIRf CONDITIONS WILL REQUIRE FIELD SLOTRNC OF GIRT WESS TO ALLOW FOR BRAAINO. 3, FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL REQUIRE FIELD CIfTTINC OF GIRiS AND SHEENNG. 4. THIS OI7AWINC IS NOT TO SCALE. 0 �w I .m clRt ra (APS L`9t�7aiLn�iiTD7111,[rA.7c7_1!I411lii�_� I I I (Culler w8h 4 downspouts) 0 B SIDEWALL SHEETING &TRIM: FRAME UNE A wwEL.a se oa. Cw — ioX � sr CONNECTION PLATES FRAME LINE A ❑ID I MARK PART 1 1 JCA& 01 2 JCL01 GENERAL NOTES i. STO. ROD/CABLE SIZES PER PART PREFIX ARE: ROD CABLE RDB— = 5/8' ROD CAA— = 1/4' CABLE RDC— = 3/4' ROD CAB— = 3/8` CABLE RDD— = 7/8' ROD CAC— = 1/2' CABLE ROE— - V ROD RDF— = 1 1/8' ROD RDG— = 1 1/4' ROD 2 ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FDR BRACING. 3, FRAMED OPENINGS WHICH ARE FIELD LOCATED �WILL REQUIRE FIELD CUTTING OF`GIFP�i 1 G. 4. THIS DRAWING IS NO®p" ,TA"Y'�B®B�f®!i No. 84502 � IN 0 v w C�7 fi [o e c 17 1-0" 17 V—o" 1T-0• MARO1 a MARR_D1 Ex 1 I — — G-1 I (� I G— G-2 G— u I G-2 11 Ll tG-L tl:-J ENDWALL FRAMING: FRAME UNE 1 p O O 00 O O h N O N N O O G 00 O ui ^ N N M N N O M O N N G O N N N N N N N N N N N N N N N - c ENDWALL SHEETING & TRIM: FRAME LINE 1 PANEL^a: 26 Oo. CW — Fox Omy SP BOLT TABLE FRAME LINE 1 LOCATION QUAN TYPE DIA LENGTH ER-1 ER-1 4 A325 1 2 2 Columns Raf 6 A325 1 2" 2" FLANGE BRACE TABLE FRAME#LINE 1 D ID SIDES MARK CLIP 1 1 FBE01 CONNECTION PLATES FRAME LINE 1 ❑ID MARK PART 1 NCR03 This endwall framing is not designed for future expansion � fT !Ji��TjI1lL#IE LpJ.�� i. S1D. ROD/CABLE SIZES PER PART PREFIX ARE: ROD CABLE 5/8" ROD CM— = 1/4" CABLE 3/4" ROD CAB— = 3/5' CABLE 7/8" ROD CAC— = 1/2" CABLE RDE— 1" ROD RDF— 1 1/8" ROD 1 1/4" ROD 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDfTIONS WILL REQUIRE FIELD SLOTTING OF GIRL WEBS TO ALLOW FOR BRACING.�IiIIL.. 3. FRAMED OPENINGS WHICH ARE REQUIRE FIELD CUTTING OF r 4. THIS DRAWING IS NOT TO SO tk � N0.84502 ��J�,%l©• STATE OF / •' d Q MAR01 ■ R ON - - - G Ll----------� --------- Ff`-9 EC-3 ---------r EC-4 cr ENDWALL FRAMING: FRAME LINE 4 Q12 1' 5 p O O $ O N Eq i ENDWALL SHEETING &TRIM: FRAME LINE 4 PANEiS: 28 Qa CW —Fox Olvy SP BOLT TABLE FRAME LINE 4 LOCATION _ _ UAN TYPE DIA LENGTH Colum sR-1 4 A326 1 2 2 RGf 6 A325 1/2 10 2" FLANGE FRAME#LINE BRACE TABLE 4 ID SIDES MARK CLIP 1 1 FBEO;,]; CONNECTION PLATES FRAME LINE 4 ❑ID I MARK PART 1 1 NCR03 This endwall framing is not designed for future expansion ENDWALL FRAMING PLAN GENERAL NOTES ROD/CABLE SIZES PER PART PREFIX ARE: RDB- 5/8' ROD ROC- CAA- 1/4' CABLE If = CAB- = 3/BCABLE CAC- = l/2" CABLE 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING OF GIRT WEDS 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. /� // ,(P V' ('YI 8 rytt<7: No.84 .in 0 W