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HomeMy WebLinkAbout0 UNK_4IVIL IALLIC-::BRADEN BUILDING BUILDING END CUSTOMER: BUILDING GEOGRAPHIC LOCATION: DEALER: BUILDING TYPE DESIGNATION: Job #: 832-1960 BY: F.E. Schubert Date: 9/22/83 BUILDING 'COMPANY E, Z. Importers ply South Windsor, Connecticut New England Structural 9 Butternut Lane, P. 0. Box 603 Simsbury, Conn. 06070 Warehouse DESIGN LOADS: ( Component dead toads for materials furnished by Metallic are automatically included .) Live Load: Frames: 40.0 psf Purlins : 40.0 psf Wind Load: 20.0 psf Collateral Loads : psf On - - - - - Crane and Other. Loads: ' L onard F. George, ice P esident Engineering gineering This building is designed in accordonca with and A.I.S.1. codes and The Recommended Design Practices Manual of the Metal Building Mcnufacturer's Association and by METALLIC'S interpretation of good engineering practices . • r . All indicated bracing is permanent unless specifically .hated . Anchor bolt design is for size and location bf bolts only with foundation design by others . Metallic -Braden Braiding Company % ENGINEERING DEPT, JOB NO. 93.' --1160 JOB TITLE _ /V Er.J QUOTE NO. DESCRIPTION DESIGNED BY FES CHK'D BY DATE '/ /--2-1 Ile 3 SHEET NO. — Ei�a I I I I • � a I A C> fi 1+ 4T- T-4� i A mJOB DESIGN marathon metallic building copany ENGINEERING DEPT. 8 _ � � JOB NO. 31 DEALER A)EW En-15LAAID STRUCTL BLDG. LOCATIONS•GJIn1D! -QUOTE NO. DESCRIPTION CS 50r X Bea � X lG� 1: lob .5t-ope- ; yBpy!f 1�9 -21 L 6 DESIGNED BYES CHK'D BY LOADS: ROOF - DL a PsF LL yOrxF WL 20�,= COLL. FRAME- DL a RSF LL LIOPSE WL 206--P COLL. OTHER - '— LOAD COMBINATIONS COVER: ROOF - -*- WALLS & 6A "14Z CALCS. yEr _ STATE PRELIMINARY FINAL EST SHEET NO. -3 OF PURLINS: -5-0 0.C. LAP: STD. ❑ SPECIAL ( see below) ❑ UL 90 - YES / NO END BAY - DINT. BAY - (s �EAVE STRUT EVDEAy " —::7,-7- e,,q-y— GIRTS : GIVE GAGE, ELEVATIONS AND LAP (IF REQ'D ) ENDWALL % 13 �4 SIDEWALL - 8 F, l (a 69 L Y 14 13 Lq ENDWALLS : t� _ END IICI S� END "D11f-- _ RAFTER - �5,s/7- .3 CORNER COL.- i C�%-1 9FI3/a•G -- I I -� ENDWALL COL. (#I CLOSEST TO EAVE) #2 #3 I I I BRACING -I NUMBER BRACED BAYS Q ROOF WALLS i DIA. ACTION WIND COLS. --OTHER - - �- INTERMEDIATE FRAMES : STEEL YIELD - FLGS: WEB: FRAME WEIGHT - QUOTED FINAL % DIFF. SPECIAL - SEE PLOTTER CX AND DETAILS ANDXft FRAME SKETCH 1 "A° BOLTS - SW. COL. Z- 78�} INT. COL. EW. COL. - COL. REACTIONS � T —�- DESIGN NOTES REQ'D ON DWGS. _ . _. i '_ _ NON -STOCK ITEMS I i - - - - Metallic -Braden Building Company I� ENGINEERING DEPT. JOB TITLE lY 14) EA)Ae-41VD DESCRIPTI JOB NO. q3a- %94�6 QUOTE NO. 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Cz r•t C iD O C C a• -I w .••t C C N ffi O G O' [.. r t I L- -- aw G O O C• , � i t i t t H X v o w El w 2c a �+ 1 O O f OC>r-mm [O CA 1n U) n0M(7, N W -: C i In r- nM.-,aac to W to n MO V"Oo w g H �• O y O . . CV N to W . • :.y w N Inmco :00 a O H x W C• O N t N M N � M N .-f •.•e N .-t s w • ~.-•� •► O 1=r NM 1 tL t 1 t w t NM NN 00 Co ¢ ( W I i If o t 11 It it a7 G 2 tL Ire i. n xw G JCEAu GC ;N f] OC OInin 2 �C7 tr c c W C• .- rr Es O N sO-InIn O z, . 3 o ff Q` k. N N 1-a y r-•! ti N N H (a. H to C r+ c- (n C .-. M :.i li L O V; to .� rr t\ I-€ Cm 7--I .-1 N N ¢ 2. 7 a �^ In a o H ti • a „Xj ate* cHi "' ¢ 1 N '_ O .-T ¢ � N O S? ¢ N C M1a w ^ (v vl m U CU In .a n ¢ a In ¢ n ¢ z t1 ` 0. G a: L1C14e p, `a � 04 m Ill Q a. ¢z O H Q 11 ?� It N Il [O H 11 0 < O DO CO p m H g 0 PRINTED IN USA. A C C C C C C C _o- N m N N L , 4 a vi 1-+ a a :r) a Cxi U G W LO m a r K i y 7 6 3: a EH s G G In Cc O CL O J (Q _ 2 rt H t/J W v3 U O R t` cc� m r O tf] G H ] G x c :E � s N m 4 Z to 41) va Ell H EE-IE� EE c tY 0000 a £ C 9 M C2 Ir a W 11 w z x x 1` a C U = � v; OGGG 4^ H Et H O «S CL H c o o is z z.z z O G 0 C) cco �z N V H CL M [� G [� H rt C) _ H C G W G Y IP M O m ifs )11 to In In i a O �D G- W xxxx to r r 10 H H H Ltd 4 W R� r¢ Wr Wiz C�C`.G Q 3 ..i 1-1 C] H 1.1 ! • C7 sX i+J u Q 11 m m m H O W H .-i C. W w V 0NN CIA N C a co a, R. O .-r .•-I C V w w w w i3 Iv Vj O Y V '- G U L.2 w c>s x s = o -s T V G c- j N - v LOd z V E-I alnv.O 000GG �H- W U ONNO C.' UUUV Zi a Ci o 2.H> a - I c.a¢.ca O � i � VJiT N p.-. GGgC4 aO0 H W O .,CVmw z2zla In co w F. W W W W W -- Y -y U U U U r r r r (A tr 0 U? _ H Et F. E.c N t�"e N tq (Q. t12 vl H to tJS. V LY CG S .'Y'. t1 71 4 Q rt O ON 6, a, G r r O O C G • O C O C tt tt if M M m If IF iI [I amM r l+ r � • r r r r w M ^1 N N Mm cv LO c w a ar G m \ \ is. m f en m 3S OD N lV C11 V N N O M M O .1en m a r r0 + ++ ++ !7+ + + d n O • O O ODW D O E 00Gc G OD OD O aC r! N 4C,4 N AG N a N O G r �r LJM rM 2 D N 0: �: m in CN aaar� C9 d c a • • • d0 SO SO .x G n w - z w W H H W N M V. Ci Cr d� O C G 2 O O N 0, X Q: _ coo., ts� a wa L�-a r =� c a G 1'C� toU V)V VlU u:U (n to U�, ..mi &i a Li' J ..3 ix a x .=1 CL .1 E. a EE E .0 E-nNM co 3 Z6 LO xC) xo xn xa_ a ;E w 2: td z j ;zW - � O Metallic -Braden Building Company 5.8 LOUVERS Louvers are fabricated from galvanized steel, have overlap- ping blades which provide maximum weather tightness while allowing free air flow, and may be either: a. Fixed —blades in fixed position, or b. Adjustable —operated by hand crank operator (pull chain operator is optional). Louvers are designed for in- stallation with the exterior wall panel, and are furnished with insect screens. Louvers for buildings with color - coated walls are painted white. 6. BUILDING ANCHORAGE & FOUNDATION 6.1 ANCHORAGE The building anchor bolts shall be designed to resist the maximum column reactions resulting from the specific combinations of loadings. The anchor bolt diameter and projection shall be specified by the building manufacturer unless otherwise noted. 6.2 FOUNDATION Foundations will be adequately designed by a qualified engineer to support the building reactions and other loads which may be imposed by the occupancy. The design shall be based on the specific soil conditions of the building site. The engineer shall be retained by other than the building manufacturer. Metallic -Braden Building Company assumes no responsibility for the integrity of the foundation. Specifications apply to buildings manufactured by METALLIC-BRADEN BUILDING COMPANY. In keeping with Metallic -Braden Building Company's policy of continuous product improvement, specifications are subject to change without notice. T.M. IS Metallic -Braden Building Systems P.O. Box 14240 • Houston, Texas 77021 (713) 664-9492 Call toll free: (800) 231-3330 or (800) 231-3358, in Texas: (800) 392-0625. Plants in Texas, Illinois and Colorado PRE-ENGINEERED STEEL BUILDINGS Specifications 1. GENERAL 1.1 SCOPE The building includes all primary and secondary structural framing members, connection bolts, covering, translucent panels, windows, doors (except overhead), flashing, fas- teners, closures, sealer, and other miscellaneous items as shown. 1.2 DESCRIPTION 1.2.1 Classic —Clear -span, rigid frame type with 1:12 roof slope, flush -framed (1" girt line) sidewalls and endwalls, and in- termediate frames with uniform depth columns (tapered above 9'6" above base plate on certain frames) and tapered beam rafter with horizontal bottom flange. 1.2.2 Clear -span, rigid frame type with 1:12 roof slope, by -framed (8" girt line) sidewalls, flush -framed (1" girt line) endwalls, and intermediate frames with tapered columns and rafters. 1.2.3 Modular -Span —Modular, rigid frame type with 1:12 or 1/2:12 roof slope, by -framed (8" girt line) sidewalls, flush -framed (1" girt line) endwalls, and intermediate frames with ta- pered columns and rafters, and interior pipe columns. 1.2.4 Hi -Span —Clear span, rigid frame type with 41/16:12 roof slope, by -framed (8" girt line) sidewalls, flush -framed (1"girt line) endwalls, and intermediate frames with tapered col- umns and rafters. 1.3 BUILDING NOMENCLATURE 1.3.1 The building "Width" and "Length" is measured from inside to inside face of the wall covering. 1.3.2 The building "Eave Height" is measured from the bottom of the base plate of the rigid frame columns to the intersection of lines representing the inside of the wall covering and the inside of the roof covering. 1.3.3 The "Bay Length" is measured between frame center lines for interior bays, and from the inside face of the endwall sheeting to the center line of the first interior frame for end bays. 1.4 DRAWINGS The building manufacturer will furnish complete erection drawings showing anchor bolt settings, sidewall, endwall and roof framing, transverse cross -sections, covering and flashing details, and necessary installation details to clearly indicate the proper assembly of all building parts. 1.5 U.L. UPLIFT RATINGS The building manufacturer will furnish, when required, a roof deck system having the Underwriters Laboratories wind -uplift rating of Class 90, as listed in the U.L. publica- tion "BUILDING MATERIAL LIST" under Guide No. 360RO Metal Deck Assemblies, Construction No. 65, No. 104, or No. 145. 2. DESIGN 2.1 GENERAL 2.1.1 Structural steel sections and welded plate members are designed in accordance with the applicable sections, relat- ing to the design requirements and allowable stresses, of the RISC "Specification for the Design, Fabrication, and Erection of Steel for Buildings" effective November 1, 1978. 2.1.2 Cold -formed structural members and exterior covering are designed in accordance with the applicable sections, relat- ing to the design requirements and allowable stresses, of the AISI "Specification for the Design of Cold -Formed Steel Structural Members," 1977 edition. 2.2 DESIGN LOADS 2.2.1 Type "375" Buildings a. Roof Live Load The building is designed to meet the Roof Live Load requirements of the Uniform Building Code, 1973 Edi- tion, Section 2305, and of the Standard Building Code, 1976 Edition, Section 1203.7. 1. Classic, Clear -Span, Modular -Span Buildings 0-200 Sq. Ft. Tributary Area-20 PSF 200-600 Sq. Ft. Tributary Area-16 PSF Over 600 Sq. Ft. Tributary Area-12 PSF 2. Hi -Span Buildings 0-600 Sq. Ft. Tributary Area-16 PSF Over 600 Sq. Ft. Tributary Area-12 PSF b. Wind Load The building is designed to meet the Wind Load re- quirements of the Uniform Building Code, 1973 Edition, Section 2308, for a Wnd-Pressure-Map Area of 25 p.s.f., and of the Standard Building Code, 1976 Edition, Section 1205, fora 100-year Recurrence of Fastest Mile of Wind of 90 miles per hour, using the NAVFAC DM-2, October, 1970 alternate. For elevations up to 30 feet above ground, the velocity pressure is 16 p.s.f., and the horizon- tal wind pressure is 20.8 p.s.f. c. Load Combinations Dead Load + Live Load Dead Load + Wind Load Dead Load + Wind Load/2 + Crane Load (Unless otherwise specified) 2.2.2 Type "575" Buildings a. Roof Live Load The building is designed to meet the Roof Live Load requirements of the Southern Standard Building Code, 1973 Edition, Section 1203.2. Roof Live Load = 20 PSF b. Wind Load The building is designed to meet the Wind Load re- quirements of the Southern Standard Building Code, 1973 Edition, Section 1205, Southern Coastal Region. For elevations up to 30 feet above ground, the horizontal wind pressure is 25 p.s.f. c. Load Combinations Dead Load + Live Load Dead Load + Wind Load Dead Load + Live Load/2 + Crane Load (Unless otherwise specified) 2.2.3 Type "825" and "940" Buildings a. Roof Live Load The building is designed to meet the Roof Live Load requirements of the BOCA Basic Building Code/1970, Section 711.1. 1. Type "825"—Live Load = 30 PSF 2. Type "940"—Live Load = 40 PSF b. Wind Load The building is designed to meet or exceed the Wind Load requirements of the BOCA Basic Building Code/ 1970, Section 714.0, with a horizontal wind pressure of 20 p.s.f. c. Load Combinations Dead Load + Live Load Dead Load + Wind Load Dead Load + Live Load + Wind Load Dead Load + Live Load/2 + Crane Load (Unless otherwise specified) STRUCTURAL FRAMING 3.1 GENERAL 3.1.1 Framing members are shop -fabricated for bolted field assembly. 3.1.2 Primary structural framing includes the transverse rigid frames, wing unit rafter beams and columns, canopy beams, intermediate columns, bearing end frames, end - wall columns, and wind bracing. REV 383 Printed in the U.S.A. 3.1.3 Seconda>y structural framing includes the purlins, girts, eave struts, flange bracing, sill support, clips, and other miscellaneous structural parts. 3.1.4 Steel for structural framing meets the minimum yield re- quirements of one of the following specifications: ASTM A-36 ASTM A-411 ASTM A-500 ASTM A-529 ASTM A-570 ASTM A-572 Members are fabricated from material with a minimum yield stress equal to or greater than that used in the design. 3.1.5 Unless otherwise specified, the minimum thickness of fram- ing -I embe,s Is as follows: Cold -formed primary framing members ...... 14 gage Cold -formed secondary framing members .... 16 gage Intermediate pipe columns ................ 12 gage Webs of welded built-up members .............. 1/8" Flanges of welded built-up members ........... 3/16 1 ' Brace cables ......................... 1/4" diameter 3.1.6 Cold -formed sections are manufactured by roll or brake forming. All dimensions are within accepted industry tolerances. 3.1.7 Welds are designed to meet the stress requirements of the AWS "Structural Welding Code," D1.1-79. 3.1.8 Field connections are bolted with A-307 (Clear Zinc Plated) orA-325 (Bronze Zinc Plated) bolts as shown on Drawings. A-325 bolts are to be tightened by the turn of the nut method. Where required, connections in secondary mem- bers are made with special 1/i' oval head bolts. 3.1.9 Framing members carry an identifying mark, either stamped, stenciled or painted. 3.2 RIGID FRAMES, WING UNIT FRAMES & CANOPY BEAMS Members are welded, built-up "I" shapes, either uniform depth or tapered. 3.3 BEARING END FRAMES Raarinn and frnmac rnnrirr of rnh imm it tha hi iilrlinn rnr- ners and a rafter supported by the endwall columns. 3.4 ENDWALL COLUMNS Endwall columns are a minimum of 7" deep cold formed "C" sections or welded built-up "H" shapes. 3.5 PURLINS AND GIRTS Purlins and girts are roll -formed "Z" sections, 8" deep with 21/2"-wide flanges and stiffening lips. Stiffening lips are formed at a 500 angle with the flanges to facilitate nesting. 3.6 EAVE STRUTS Eave struts are "C" sections formed so as to provide adequate backup for both roof and wall panels at the build- ing eaves. 3.7 WIND BRACING When the wind load is applied in such a direction that it is not resisted by the transverse rigid frames, provision is made to adequately transmit all wind forces on the building to the foundation. The bracing consists of: a. Classic -diaphragm action of the roof and wall panels, or fixed base wind columns. b. Clear -Span, Modular -Span, and Hi -Span -diagonal brac- ing, such that the forces are carried by truss action. Alternate bracing methods may be used when the above is not practical. 3.8 FLANGE BRACING The inside flanges of rigid frame columns and rafters are braced laterally by angles connected to the frame and to the web of the purlins or girts, as required by the compres- sive bending stress induced by the loadings. 3.9 BASE SUPPORT A continuous, cast -in -place rectangular tube (C.I.P. Base) is provided for attaching the base of the wall covering. Alter- nate methods are available upon request. 3.10 FRAMED OPENINGS Structural framing members for all openings are designed to resist the specified loads. 3.11 EXPANSION JOINTS (Maybe required when the build- inq length exceeds 400 ft.) Expansion joints will allow adequate expansion and con- traction of all longitudinal members, and roof and wall covering. 3.12 PAINTING Structural framing members which are not galvanized are given one shop coat of iron oxide zinc chromate alkyd primer equal in performance to Government specification TT-P-636D. All materials to receive shop primer are cleaned of loose rust, loose mill scale and other foreign material by the manufacturer. Cleaning is done in accordance with SSPC-2. ROOF AND WALLS 4.1 GENERAL Roof, wall and interior liner panels are 26-gage galvanized, prepainted, cold -formed panels. Other gages and finishes are available upon request. 4.2 PANEL MATERIALS Materials for galvanized steel panels conform to ASTM Specification A-446, galvanizing class G-90. 4.3 PANEL CONFIGURATION 4.3.1 HR Panels (Standard on most roofs) a. 11/4" deep ribs 12" on center with two intermediate stif- feners 1/4" deep between each major rib. b. 36" Net coverane- 4.3.2 A Panels (Standard on most walls) a. 13/16" deep sculptured profile. b. 36" Net coverage. 4.3.3 "Weather Roof" Standing Seam Panel a. 31/8" deep rib. b. 24" Net coverage. c. Thru fasteners at end laps only. 4.3.4 PL Panel (Available for roof application) a. Outer leg of rib on bottom of sidelap returns to bear on purlin. b. Otherwise, profile same as HR Panel. 4.3.5 SH Panels a. 3/4" deep ribs 6" on center. b. 36" Net coverage. 4.4 FASTENERS 4.4.1 Self -tapping sheet metal screws have Type "A' or Type "AB" threads. Where required for weather tightness, screws are equipped with metal and neoprene washers. Screws have hex heads, are zinc plated, and, when necessary, color coated to match roof or wall panels. Optional self -drilling fasteners are available upon request. 4.5 SEALER Sealer for si�d/elaps, endlaps and flashing is a minimum of 1h" wide x l32" thick pressure sensitive tape. 4.6 INSTALLATION OF ROOF AND WALL PANELS 4.6.1 Roof panels are continuous from ridge to eave, whenever practical. Where endlaps are required, they are a minimum of 6" and occur at a roof purlin. 4.6.2 4.6.3 4.6.4 4.6.5 4.7.3 Closure material, either formed metal or solid or closed cell closure strip, is to be installed along the rake and/or eave where required for weather tightness. 4.8 COLOR FINISH 4.8.1 Unless specified otherwise, all wall and roof panels, flash- ing, trim and other exposed galvanized steel surfaces are color coated. 4.8.2 The Color -coat system is "METALLIC-BRADEN 262" poly- ester or silicone -polyester exterior coating, nominally 0.8 mils thick with a 0.2 mil thick primer for added adhesion and corrosion resistance. Interior coating is a 0.4 mil high quality interior with a 0.1 mil primer, for a total nominal thickness of 0.5 mils. ACCESSORIES 5.1 HOLLOW METAL SWING DOORS 5.1.1 Door leaves are 13/4" thick, full flush, fabricated from gal- vanized, mill bonderized, embossed steel sheets. 5.1.2 Door frames are galvanized steel with reinforced recessed hinged plates. 5.1.3 Doors are furnished with cylindrical lock sets. 5.1.4 Each door leaf swings from three (3) 41/i' x 41/i' galvanized steel, interlocking template butt hinges. 5.1.5 Door leaves and frames are shop painted with one coat of epoxy base primer. 5.1.6 The threshold is an extruded aluminum shape to provide positive weather seal. 5.1.7 Doors are provided with weather stripping. 5.2 SLIDING DOORS 5.2.1 Sliding door leaves are constructed of bolted steel framing mxrarowl With tnan,-k ac cparifla4l fry tha %niallC flnnr 1onwac are flashed and counter -flashed for weather tightness. 5.2.2 The leaves are suspended from a galvanized steel track by dual -wheeled, galvanized steel, permanently lubricated trolley hangers. The track bracket and trolleys are protected by a counter -flashed hood. 5.2.3 The door is enuirmed with a handle and slide holt latch assembly which permits padlocking from either inside or outside of the building. 5.3 DOOR FRAMES -OVERHEAD AND SLIDING DOOR 5.3.1 Doorjambs and headers are cold -formed channel sections having one standard shop coat of primer. 5.3.2 Girts attach to jambs with a galvanized friction clip so that bolt heads do not protrude through the jambs at girt con- nections. 5.4 ALUMINUM WINDOWS Aluminum windows are designed for installation with the exterior wall panels. Windows are complete with latch, removable half screens, weather stripping, and are finished bronze. They are factory glazed with hermetically sealed twin panels %2" thick and 1/4" dead air space. Windows are AAMA approved. 5.5 TRANSLUCENT PANELS 5.5.1 High Strength translucent panels are glass fiber reinforced polyester, high strength and may be either: a. Type I, structural (general purpose) conforming to com- mercial standard CS-214-57, or b. Type II, having a burning rate of 2" per minute or less when tested in accordance with ASTM Specification D635-56T. 5.5.2 High strength translucent panels match standard panel profiles, are 1/16" thick, weight 8 ounces per square foot, and are white with a granitized top surface. 5.5.3 Insulated translucent panels are available in Type I, HR Panel profile only. 5.6 EAVE GUTTERS, RAKE TRIM AND DOWN- SPOUTS 5.6.1 Eave gutter and rake trim are roll formed from 24 gauge galvanized steel in 20'--0" lengths. Snap -on gutter straps are provided for ease of erection. Eave gutter and rake trim are offered in colors of Pebble White, Slate Bronze, or Gal- valume (unpainted). 5.6.2 Downspouts are rectangular in shape measuring approxi- mately3"x 4" They are fabricated from 26 gauge galvanized steel and have a 45 degree elbow (field attached) at the bottom. Downspouts are to be supported by attachment to the wall covering at 10" maximum spacing. 5.7 VENTILATORS Ventilators are gravity type, fabricated from Galvalume steel, and are available in the following types: a. Continuous -furnished in 10W' lengths with end caps, and have manually -operated dampers. b. Circular -furnished with interior baffles and exterior wind band designed to provide maximum air flow, and are available with or without damper. All ventilators are furnished with birdscreen. Ventilators for color -coated roofs are made from galvanized steel and are painted white. 12 4 1/16 r- 5�� 12 I r- NOTE SECTION PROPERTIES AND ALLOWABLE STRESSES ARE CALCULATED IN ACCORDANCE WITH THE 1968 EDITION OF THE AISI SPECIFICATIONS. Ix IS FOR DEFLECTION DETERMINATION, Sx IS FOR LOAD DETERMINATION. c. c SLOPE SECTION THK A WT j AXIS X-X AXIS Y-Y R IX Sx rx Iy ry (IN) (INZ) FT. Q Fy Fb (#/FT.) (IN4) (IN3)' (IN) 00) (IN) (IN) (KSI) (KSI) 1/12 8ES5.4 0.075 1.53 5.32 15.55 3.45 3.30 5.83 1.95 2.21 0.55 40.0 23.58 8ES7.4 0.105 2.15 7.50 22.70 5.30 3.27 8.20 1.95 2.24 0.73 40.00 24.24 [4116/12 8ES5.4 0.075 1.53 5.35 15.56 3.47 3.29 7.27 2.18 3.04 0.55 40.0 23.40 8ES7.4 0.105 2.13 7.43 22.58 5.28 3.27 9.96 2.16 3.03 0.74 40.0 24.24 VPfi M RI DIMENSIONS AND SECTION PROPERTIES ���•� � FOR "ES" SECTIONS U��� 9 r%AA 1 3-15-75 B Y Z �L H28MAX. NOTES: 1 1.) SECTION PROPERTIES AND ALLOWA8LE STRESSES ARE- CALCULATED "I ACCORDANCE WITH THE 1977 Z:lTl0N OF THE AISI SPECIFICATIONS $ _ 211 x IS FOR DEFLECTION DETERMINATION, _ D X_ _ _X Sx IS FOR LOAD DETERMINATION . r • 3) F b IS THE ALLOWABLE STRESS IN �y TENSION, AND IN CCMPRESSION WHEN THE COMPRESSION FLANGE IS FULLY BRACED AGAINST LATERAL BUCKLING 4) Fbu IS THE ALLOWABLE STRESS IN COMPRESSION WHEN THE COMPRESSION R- FLANGE IS UNBRACED AND THE TENSION FLANGE IS BRACED. 1T IS COMPUTED USING THE PROCEDURE GIVEN IN PART Z Y III, SECTION 3 OF THE AISi MANUAL "HR" THE PANEL IS USED AS THE BRACING ELEMENT. D B L DESIGN R A WT AXIS X-X AXIS Y-Y AXIS Z-Z SECTION THK 2 / 1 xy 0 Fy I Fb Ix Sx x jy ry rZ (IN) (IN) (IN) (IN) (IN) (IN ) NYFT) (IN4) (IN3) (IN) (IN4) (IN) (°) (IN) (IN4) I (KSI) (KSI) lFbu (KSI) 8Z 16 8 000 2.500 0.597 10.060 0.156 0.83 2.72 7.81 1.89 1 3.10 1 10 1,151 74.0 0 76 2.14 0 59 50 00' 30.30121 9 8Z 14 8 000 2 500 0.625 0.076 O.156 1.05 3.45 10.07 2.48 3.09 140 1 151 740 0.761 2.72 0 67 1 50.00 30.30 122,7 8Z I2 8.000 2.50010.601 0.101 0.156 1.39 4.57 13.15 3.29 3 081 1.781.1,13 7421 0.75 3.51 0 .741 50.00130 30124.9 C -i2Z 14 12.000 4,000 0 870 0.075 0188 160 5.58 35.50 5.92 4.70 5.57, 186 728 1 221 1027 054 42 00!2522 12Z 12 12.000 4000 0.910 0.100 OA88 2.14 7.49 47.22 7.88 4.70 7.54 1.88 72.6 1 22 1320 0 67 142.00�25.22 1 12Z 9 12.000 4.000 0.970 0.150 O 188 3.21 11.16 70.30 11.72 4.68 11.54 1.90 72.3 1.23 2086 0.77 14? 00125 I NOTE L 8Z IS USED FOR PURLINS & GIRTS. 2. 12Z IS USED FOR BEARING FRAME RAFTERS AND IS AVAILIABLE IN 26' MAXIMUM LENGTHS. DIMENSIONS AND I�PROPERTIES IZIE FOR SECTIONS Jlf�h, 2 0 M 2 B Y - t +I I D X t � -R NOTE SECTION PROPERTIES AND ALLOWABLE y STRESSES ARE CALCULATED IN ACCORDANCE WITH THE 1968 EDITION OF THE AISI SPECIFICATIONS. Ix IS FOR DEFLECTION DETERMINATION; Sx IS FOR LOAD DETERMINATION. SECTION D (IN) B (IN) L (IN) THK. (IN) R (IN) A (INz ) WT. /FT. (a5r/FT.) AXIS X-X AXIS Y-Y X (IN) Q I Fy (KSI) Fy (KS0 )x (IN4) Sx (IN3) rz (IN) ly (IN4) ry (IN) I I I 8C2.9 8 000 2.250 1 030 0 06010.188 0.832 2.91 775 9.73 1.91 2.43 3.04 3.03 0.61 0.76 1 0.85 0.85 066 0.67 056 50 00 1 30.30 0.6 550.00 Fio.30 8C3.7 8.000 2.250 1 060 0.07610.188 1.0601 3.68 8C49 8.000 2.250 1.070 0.102 0.188 1.410 1 490 12.83 1 3.21 302 0.99 0.84 067 0.75 50.00 1 30.30 8C3 4 8.000 3.250 1.000 0.060 0.188 0.950 3.41 9.40 2.20 3.17 1 .43 1.22 1.02 0.60. 40.00 24.24 8C4 1 8. 000 3 250 1.000 0.075 O 188 1.190 4.12 11.86 286 3.17 1 75 1 22 1 02 0.71 4000 24.2-4 8.000 3.250 1.000 0.105 •0 188 1.650 5.714 16.33 4.08 3.15 2.38 1.20 1.02 0.81 4000 24.24 [8C5.7 ]C6.8 8. 000 8.000 3 250 3.250 1.000 _I .000 0.125 0.150 0.188 0.188 1.950 2.320 6.78 8.07 19.19 22.66 4.80 5.66 3.14 3.13 2.77 3 23 1.19 1.02 0.84 42.00 25.45C8.0 . 8C9.9 8.000 3.250 I.000 0.188 0.188 2.860 9.96 27.63 6.91 3.t1 3.87 1.16 1.02 0.94 42.00 25.45 8C4.5 8.000 4.000 1.000 0.075 0.188 1.300 4.53 13.32 3.08 3.24 2.88 1.49 1.32EO.640.00 24.24 BC6.3 8.000 4.000 1.000 0.105 0188 1.800 6.28 18.78 4.60 3.23 3.93 1.48 L3240 00 24.24 8C6.4 8.000 4.000 1.188 0.105 0.188 1.840 6.41 19.11 4.68 3.22 4.19 1.51 1,38 0.81 40.00 24.24 8C5.4 8.000 5.000 1.500 0.075 0.188 1.530 5.32 15.51 4 3.4 3.30 5.71 1.93 1.90 0 55 40.00 23.94 8C7.5 8 000 5.000 1 500 0 105 0 188 2 140 7.46 2 1 68 5.30 3 28 804 1 94 1 93 0.74 40.00 2424 9C48 9.000 4.000 I.000 0.075 0.188 1.370 4.78 17.45 3.60 3.61 3.00 1.48 125 0.65 40.00 24.24 9C6 6 9C7.8 9. 000 9 000 4.000 4.000 1.000 1 000 0 105 0.125 0.188 1 0 188 1910 1 2.260 6.65 1 7.79 24.62 2899 5.36 6.43 3.59 :1, 4.09 4.77 I.46 1.45 1.25 1.25 0.77 082 40 00 42.00 24 24 25.45 12C5 4 112.000 1 3.500 1 1.058 1007510188 1.530 5 35 32.16 5 14 4 60 2.43 1.26 0.92 0 57 40 00 24.24 12 C7.5 12. 000 1 3 500 1 1.128 0 105 0.188 2.140 7.48 45.02 7 49 458 1 3.40 1.26 0.94 0.67 40 00 24.24 12C5.6 2 000 F12.0 3.500 1.508 0.075 0.188 1.600 5.57 33.75 5.43 4.60 2.85 1.33 1.03 050 4000 24.24 12C7.9 00 3.500 1.628 0.105 0188 2.250 7.85 47.27 7.86 458 4.03 1.34 1.06 0.67 40.00 24.24 12CI01 12.000 3.500 1.681 0.135 0.188 2.890 1010 60.20 5.11 1.33 1.07' 0.74 40.00 2424 ]ff03F45 12C10 9 12.000 3.500 1737 0.I50 0.188 3.210 1090 6672 5.70 1.33 1.08 0.77 40 00 24.24 DIMENSIONS AND SECTION PROPERTIES Fi'117n, FOR C SECTIONS 2DM6 _ may. gt. 2CM6 Y i ' I 316 X _ I F - X a tt t w �- Y WIDTH „y SECTION 7FB 81 DEPTH (IN 7 38 WT./FT. FT) 8.1 AREA (INZ 2.38 FLANGE WEB THK. tw IN .125 SECTION PROPERTIES WIDTH (IN) 4• THK. Nt .188 Ix IN4 23.42 Sx IN3 6 35 rx IN 3. 14 Iy IN4 Sy FIN3 ry 1 2 00 I.00 .92 7FB 9.4 7 38q64 .75 5 188 .125 28.37 7 70 3.21 390 1 56 1.19 7FB 10.6 738. 13 6 . 1 88 125 32 57 8.83 3.23 6 74 2 25 1.47 7FB 13.2 7.50.88 6 250 125 42.97 It 46 3.33 900 3.00 1.53 7FB 1 6 6 7.50 88 8 250 125 56 07 1495.39 21.30 5 33 2.06 7FB 19 9 8FB 8.8 763 8.50 .5 88 88 2.52 8 4 1313 188 125 .125 70 77 31 50 1860 741 3.47 3 54 26 70 2.00 6 66 2. 1 3 100 .89 8FBM8.7 10. 1 2.89 5 . 1 88 .125 37.98 8.94 363 3 9 I 1.56 I. 1 6 8FB I 1 4 3 27 6 188 .125 4453 10.48 3 69 6 75 2.25 8FB13. 7 402 6 250 125 58 19 1349 3 81 900 300 1.50 8F8 16.3 477 6 .312 .1 25 72 37 16.54 390 11.25 3.75 1.53 8FB 8FB 17 1 20.5 502 6.02 8 8 250 31 2 . 1 25 .1 25 75 73 94 60 17.56 21 62 3 89 3 96 2 t 33 26 67 5 33 6 67 2.06 2 10 I OF8 9.4 1038 9.4 2.75 4 188 125 49.34 9.51 424 2 CO 1 1 00 I OFB 10.6 10.38 10.6 3.13 5 . 1 88 '. 125 59 07 11.39 439 .85 3.91 1.56 t.l 2 IOFB 11 9 10.38 11 9 3.50 6 188 125 68 80 13 26 4 43 6 75 2.25 1.39 I OFB 145 10.50 14.5 425 6 250 .125 89.2 1 16 99 4.58 9.00 3 00 1.46 I OFS 170 10.62 170 5.00 1 6 .313 .125 110. 19 20 74 4.69 I L25 3.75 1.50 I OFB 19.6 10.75 19.6 5.75 6 I.375 .125 13 I. 51 24 47 4 78 13 50 4.50 i.53 I OFB 179 1050 17.9 5.25 8 250 .125 115 48 22.00 469 21 33 5 33 2.02 I OFB 2 1. 3 I OFB 24 7 10.62 10.75 21.3 24.7 6.25 7.25 8 8 313 .375 .125 125 143 35 171 88 2698 3 1 98 479 4 87 26 67 3200 667 800 2 07 2.10 12FB I 0 2 12FB 11.5 12F9 12.8 12FB 15 3 12F8 179 12 38 12.38 12.38 . 12.50 12.62 102 I L 5 12.8 15.3 179 3.00 3.38 3.75 4 50 5.25 4 5 6 6 6 . 188 .188 .188 .250 313 . 1 25 .125 .125 .125 .125 73. 70 87 63 101.55 130 55 160.12 1 1 91 14 16 16.41 2089 25 37 496 5 10 5 20 5 39 5.52 2 00 391 6 75 9 00 11 25 1 00 1 56 2.25 3 00 3 75 82 1.08 1.34 1.41 1.46 12F8 20 4 12.75 20.4 6.00 6 .375 .125 190.28 29.85 5 63 13.50 21 33 450 5.33 1.50 1.97 12FB 18 7 12.50 18 7 5.50 8 .250 125 168.06 26 89 5 53 12FB 22.1 12.62 22.1 6.50 8 313 125 207 50 32 87 5 65 26.67 667 2.03 12FB 25.5 12FB 26.4 12 75 12.62 25 5 26.4 7.50 7.25 8 10 .375 .312 .125 . 225 247 70 254,pg 38 86 4p,37 5.75 5.73 32.00 8.00 2.07 2.60 52.08 10.41 NOTE Fy = 42 KSI, THEREFORE BASIC ALLOWABLE WORKING STRESS IS 25KSI IN ACCORDANCE WITH THE 1969 EDITION OF THE RISC SPECIFICATIONS. DIMENSIONS AND SECTION PROPERTIES a:ahuntuNrrinnu ift FOR "Hn CG'r`Tinnlc 1:�?i.1111r1 2 DM8 --- 1 „�:..:. 3-1-76 2DM8 iiitrt ;i(;�! S ¢ S i II 'I Q 12 I I I 1 L.. L L LOADING CONDITION PANEL � :asexlo PANEL STEEL MAXIMUM UNIFORM LOAD "W" (PSF) FOR STRESS AND. CEFLECT!ON YIELD G E N E R A L GAGE SPAC:NG R=`!.- (KSI) L=3'0 L=3'6 L=4-0 L=4'-6 �L=5'0 L= 5' 6 L= 6'0 ! L= 6-0' S=7"D3;GS=5'-333 26 50.0 11 � 5 866 3 66 I 52 2 42 3 34 9 29.3 i 25 G 42 3 52 3 -- 24 50 0 I•'3 (360 113.1 (227 86 5 I5 i 684 107 55 4 1 77 7 -1435) 458 58 3��45 33.4 0 32,D �5 ) I 7 T (73.7 22 33.0 126 8 44 931 713 56 3 456 i.7 27 �c-� -ag6 4 o Q i NOTES: I. THE TABULATED LOAD AND DEFLECTION VALUES ARE BASED ON 4 EQUAL CONTINUOUS SPANS. 2. FOR TWO EQUAL CONTINUOUS SPANS, MULTIPLY TABULATED ALLOWABLE LOADS BY 0.80. 3. ALLOWABLE LOADS FOR SIMPLE SPANS SHOULD BE CALCULATED USING THE PROPERTIES SHOWN 3ELOW 4. TO DETERMINE MAXIMUM SUPERIMPOSED LOAD, P£DUCE TABULATED VALUES BY CEAO LOAO AS FOLLOWS' (SHEET WEIGHT PLUS OTHER DEAD LOAD) X i.056 FOR 4 1/16 -2 SLOPE (SHEET WEIGHT PLUS OTHER DEAD LOAD) X 1.003 FOR 112 SLOPE (SHEET WEIGHT PLUS OTHER DEAD LOAD) X I/COS ,8 FOR ALL OTHER SLOPES 5. VALUES IN PARENTHESIS ARE UNIFORM LOADS WHICH GIVE A DEFLECTION RATIO OF L/180. EXTERIOR COLOR SURFACE r 36 12" 12" 12" / 311/16" 31I/16" i. 11� /4° 1/4" I 3 v2" I I I I I t/a" PANEL PROFILE "ADCIT!CNAL MArtRIAL CEO ENGINEERING PROPERTIES OF STEEL HR& PL PANELS .GAGE STEEL YIELD (KSI) STEEL THK. (IN) TOTAL THK. (IN) GIRTH (IN) WEIGHT (x/FT2) TOP FLAT IN coMPREssION aOTTOM1I FLAT IN - COMPRESSION � Ix ST b (IN4/FT) (1N3/FT) ;KSI) Ix (IN4 /FT)1(IN3/FT) SX 26 50.0 0,0198 0.0217 41.5 1045 0.0424 I 0 0421 00413 00448 30.3 24 50.0 0.0257 0.0276 41 5 1.333 0.0569 0.0577 00548 0.0587 30.3 22 33.0 0.0317 0.0336 41.5 1.621 0.0707 i 00743 0.0697 0.0733 200 NOTES. I. SECTION PRCPERTIES HAVE BEEN CALCULATED IN ACCCRDANCE WITH THE I968 EDITION OF THE AISI SPECIF:CAT.ONS. Ix IS FOR DEFLECTION CETERMINATICN AND Sx IS FCR LOAD DETERMINATION 2. WHERE 50 0 KSI YIELD IS INDICATED, PANES ARE MACE FROM MATERIAL HAVING A MiNIM:JM YIELD OF 80.0 KSI. ALLOWABLE LOADS AND SECTICN PROPERTIES METALLIC 'HR AND PL° PANELS 2DM9, 3.1_76 2DM9 a - I :•ar i 36" 6" 6" 6" fi_ 6" 6^ /---EXTERIOR COLOR -- - SURF ACE I I 3/4"_ I I +-+- I" 2 1/2" I 1/2 I ) PANEL PROFILE ENGINEERING PROPERTIES OF STEEL SH PANELS GAGE I crcc+ J, LLL YIELD (KSI) I crcc+ J+LLL THK (IN) I �nT n+ +vl.aL THK (IN) I GIRTH (IN) I WEIGHT (A'/FT2) TOP FLAT IN COMPRESSION I BOTTOM FLA i N COMPRESSION ) 1, (IN 4/FT) — _ S (IN3 /FT) II I (IN4/FT) S, (IN3/F� F aI (KSI) 26 500 0 0198 00217 ,4L'5 1.045 00222 1 0 0382 0 0158 1 0 0366 I 30 3 24 J 50 0 10 0257 0 0276 I 41 5 1 333 0 03021 0 C535 1 002291 C 0512 30 3 22 330 0 0317 00336 41 5 I 1621 ) 0 03781 00710 0 0331 f 00665 j 2C 0 36" 12` 12" 12" 6" 13/16" L_ 3/16 3V8 PANEL PROFILE EXTERIOR COLOR SURFACE I/ 3/8" ENGINEERING PROPERTIES OF -STEEL A PANELS STEEL STEEL TOTAL TOP FLAT IN ) BOTTOM FLAT IN GAGE YIELD THK. THK GIRTH WEIGHT COMPRESSION I COMPRESSION F li Si I li I SS D (KSI) (IN) (IN) (IN) (o/FT2) l(IN4/FT) 1 (IN 3/FT) I (IN4/FT) 1 (IN3/FT) ' :KSI) 26 I 5.30 1 0 0!99 0 C217 41 5 ^' E,i 0 C2'_' I C C°<= 24 50C I 00257 O. C276 41 5 1 333 0 0339 O C492 1 C 051' 1 C C5 _! ^ 3C 3 22 , 33 O 0 0317 00336 ( 41.5 1 621 0 0502 0 0645 0 0652 1 C 0707 20 0 I ( 12" 12" 7/8" 311/16". PANEL PROFILE I/ " EXTERIOR COLOR SURFACE :I 1/4" LAC;TICN1_ MATERIAL ENGINEERING PROPERTIES OF STEEL HR 81 PL PANELS GAGE STEEL YIELD (KSI) STEEL THK. (IN) TOTAL THK (IN) GIRTH (IN) WEIGHT I (+K/FT2) TOP FLAT IN COMPRESSION BOTTOM FLAT IN COMPRESSION Fe (KSI) 11 S, (IN3/FT)! I I S. (IN4/FT)I (IN3/FT)) 26 500 00198 00217 415 1 045 00424 1 00421 0 p413 10 C448 30 3 24 500 00257 00276 41 5 1 333 005691 005771, 0 C548 1 00557 303 22 330 00317 00336 41.5 1621 00707 0 0743 j 0 0697 I 0 0733 20.0 NOTES, 1. SECTION PROPERTIES HAVE BEEN CALCULATED IN ACCORDANCE WITH THE 19GO EDITION OF THE AISI SPECIFICATIONS. 11 IS FOR DEFLECTION DETERMINATION AND St IS FOR LOAD DETERMINATION Z. WHERE 500 KSI YIELD IS INDICATED, PANELS ARE MADE FROM MATERIAL HAVING A MINIMUM YIELD OF 60.0 KSI. �` SECTION - PROPERTIES OF ; METALLIC SH AIHR' 81 PL PANELS 2DM11 3-1-76 2 DM 11 1. ALL CAPACITIE!; ARE IN POUIIDS Pt R SOUARE F001 (f' ,P ). 2. UF:FLFCTION r,AF'✓,CI1Y IS 1111. WIND LOAD THAT WIt_l_ GIVE A DEFLECTION OF I_/120. 3. VALUES ARE FOR ?G GA PANELS. o = o N� WIND LOAD I it i 10,F1i I"F!I i l,':'FF( i !(;FII V4r L. Cnf> 22.9 I 24,1 1..... 21-'>— 2'l.5 I 23 :i 1 ?,1 7 230 -- A DEFt_ CAP ------- \, L CAP 13 E; --- 24 1 i5I ---�---14 2 f 7 Y 1� < 13 8 - I ?.: ' G 130 --- )--- —I' -- -- —. ..— - I 2•1 5 2G 0 I 25" ( ? DEFL. CAP W L. CAP DEE L CAf� 145 L_!E 3 2 iC 1"1a 28 1 i— I 24 4 2", £ I- 1 27 2 1115 2`. P i .42 137 i 1•10 :4C, N28 27 —`r ?`.i 2 2 1 2-s- FIR STANDAI?D G MI FOR 15 R i_'V F'cF VT.-!' LOB.:.` , � C rk } [ N r � L r li 1 - WIND_ ij ii v - LOAD ^� ;I •r u't F. li 10, F: H 12'E 1 14 F H IG' F H I it?'E': !I r !I ;'t .`;.. 1'1� L CnF' btl ? --/r •1 - --,, R t%t; - i•1 5 -aa•1 1 t t, i SH ---a1• ID FL_ CAll .i 8. 97 ry (. cnF, n �'., 1 711 .I .• �' ;,, 3 r', �, .•;�_; _ .. - i t --- Of I L CAI' a`1 0 11t. 102 0 W L CAP fill H F:- IOL Ft. CAF' nG t, 1(r, r lot 0„--- STANDAND G1N i SPACING F=C•R 25 P`5F WINO 1 LOAF WINE) LOAD CAl"AM Y Of WALL PANI I S WALL CLADDING AND WIND COLUMN REQUIREMENTS z w r- BUILDING SPANS Q 20 FT. 24 FT 30 FT. 36 FT. 40 FT. 124FTWING 50 FT. 1 60 FT. J Y F o Z `L W o W�w z -~ Q.S W�� au n.W rzz-i Wp o W � L V p "- LL-W a �a Z �WWW QI- o F=n Z W��. Z ;u Z . W ZJW7 O�o a o � F-S iW�W�' y'Joa ouF FJ- 0 O32 Wto =WW a 15 13 A A BWC081 8 FT. 20 17 A -- — - a awr.lnl 15 10 B 10 B 10 B I I B 13 B 16 B 1 16 B 19 1 B C BWC121 10 FT. 20 10 B IO B 12 B 15 B 17 B 21 B 21 8 26! B — 25 10 B I2 B � 15 B 19 B 21 B 26 B I 6 B 32,B D BWC14t 15 12 C 12 C .12: C 13 ,C 15 C - 19 C -9 C 23__C 1 E BWC142 12 FT. 20 12 12 C 15 C 18 iC 20 C 25 C 25 i C 30 C 1-- -- 25 12 C 15 C 18 C 221 C 1 25 C 31 C 31 � C 1 38 C F BWC161 15 114 jD 114 I D 1141 D 115 ID__ 117 D I 22�D ` 22 D 26. D G SWC162 14 FT. 20 14 ID 114 ; D 17 1201 D 23 D 29: D 1 2910 35 E ! — 25 14 D 17 !D 21 D 251 D 28 D i 36 36 E 43 E IH BWCI63 15 16 IF It6'F 16 F 17 F 19 1 F 241G 24 G 30 G J BWC182 I6 FT. 20 16 F 16 IF 19 F 23' F 26 G 32 G 32! G 1 39: G ' 25 16 F 119 iF 1 241E I 29�G 321G 40•G 40' G i 49 H K BWCI83 18 FT. 15 20 1 1 1 1 271 J 36' J L BWC201 25 45 K M BWC202 15 201L 20 L` 20 M 1 221M 24 M 30 h1 I 30,M 36 N I N BWC203 20FT. 20 20,M 20,M 241M 29 M 136:N 321M 40!N 40'N 48 N 1 25 20•M 24•M 301M 401N ' 501N I 50 N 60 N P BWC223 15 1 1 13j P I R BWC243 22 FT. 20 441P ( I 25 551 P 15 1 128IR 36�R 1 43 R 24FT. 20 38,R 4TR 571R i5l 1471R I 159!R 721 R ALL PIECE MARKS ARE FOR BEARING FRAMES. REPLACE '•B" WITH "I" FOR RIGID FRAME WIND COLUMN EXAMPLE, BWC162(BEARING FRAME) IWCI62 (RIGID FRAME) WIND COLUMN AND DIAPHRAGM ACTION GENERAL NOTES I. METALLIC RIBBED PANELS FUNCTION AS LONGITUDINAL BRACING FOR THE BUILDING. REMOVAL OF ANY REQUIRED PANEL IS PROHIBITED UNLESS OTHER BRACING IS PROVIDED. 2. WIND COLUMNS OR OTHER BRACING MUST BE INSTALLED WHENEVER THE TOTAL EFFECTIVE LENGTH OF SIDEWALL COVERED WITH METALLIC RIBBED PANELS AT ANY COLUMN LINE IS LESS T THAN THE MINIMUM SHOWN IN THE TABLE. THE TOTAL EFFECTIVE LENGTH OF - THE SIDEWALL SHOULD BE DETERMINED AS FOLLOWS, A. START WITH THE TOTAL LENGTH OF THE SIDEWALL B. SUBTRACT THE SUM OF THE WIDTHS OF ALL INEFFECTIVE AREAS SUCH AS DOORS,PLASTIC PANELS, ARCHITECTURAL PANELS OR OTHER OPENINGS. C. SUBTRACT ANY SEGMENTS OF RIBBED PANELS LOCATED BETWEEN INEFFECTIVE AREAS (DESCRIBED IN PARAGRAPH "B" ABOVE) WHICH HAVE A LENGTH LESS THAN SAVE HEIGHT OF THE BUILDING. 3. THE TOTAL EFFECTIVE LENGTH OF ROOF COVERING, MEASURED ALONG THE SIDEWALL, SHALL BE THE SAME AS THAT REQUIRED FOR THE SIDEWALL. THE TOTAL LENGTH SHALL BE DETERMINED IN THE SAME MANNER DESCRIBED ABOVE FOR SIDEWALL. WHEN A SUFFICIENT LENGTH OF ROOF COVERING IS NOT AVAILABLE, DIAGONAL RODS OR OTHER BRACING MUST BE PROVIDED. 4. TO BE CONSIDERED EFFECTIVE , THE RIBBED PANELS MUST BE ATTACHED AT THE SILL AND EAVE AS SPECIFIED ON WALL COVERING PAGE. FULL EAVE HEIGHT MASONRY WALLS, ATTACHED AS SHOWN IN CONSTRUCTION DETAIL SECTION OF THE DESIGN MANUAL, MAY BE CONSIDERED AS EQUAL TO RIBBED PANELS. 5 BUILDINGS 36 FT WIDE OR LESS WITH ONE WING UNIT DO NOT REQUIRE WIND COLUMNS IF THE TOTAL EFFECTIVE LENGTH OF SIDEWALL AT TWO COLUMN LINES (ONE EACH SIDE OF BUILDING RIDGE) EXCEEDS THE MINIMUM FOOTAGE SHOWN IN THE TABLE FCR A BASIC BUILDING OF COMPARABLE WIDTH, .HEIGHT AND WIND LOAD. 6. SEE ANCHOR BOLT MANUAL FOR WIND COLUMN ANCHOR BOLT SETTING AND SUGGESTED FOUNDATION DETAILS. lo-- ", �i E WIND COLUMN REQUIREMENTS i --��E3 ..1,7..,:..:.�ar:.�.��. �,a CLASSIC !��ll 40M10-2 . 1-15- 72 pJ J O z U 0 U Q W J a U)o Q S Mw o Z �\ W 0 H \ \ U fw W,0 O n- Y U I d_ t0 h Lt- Q aw W 0 to J Q LL Qa LL W lL Q LLL Q N 0 u Q W U i z � Co..U) z co W lW�� Q W m 3 W Q m tr Coll w L Q .J m 0 m t-- a 0 F- ?tZ w a p x0 J mm Z 9 Z W o Q = CD ham- N m = Q O n_ Jm J �Wci U 3 a Q xmUrj cn z cnfnN J 3X- a w 3 UUQQ �' `n m m J W J J \ x JQ�� O 00m \\ Md_i NN -J MV x IT 0_ !r W w z xz U)o �� V f v a ct5 I w v GC z a wl a 4� 0� w - I o a acc l Q �b, "o FRAMING ISOMETRIC 8t DETAILS ' Y(Jl lN: �: i4.i lt'x.4 r'k.UIW 5DI•.1 2-1 3-15-83 W C Z m W LL a F- V W Q mm W U ? 0 w'a U-0 U1�,"�nm .O m zw ZU 0 J P- Ja7MfD Q x z < LL J W a �OQ3 QCr Uj a) O W WU=(n . �w -aa00 0 l QXtoxm U z �QQ Um i O l U .II J � o Z W t Z Q W L- AINO 10D TIV/ADN3 1V XV8 ON3 NI '0.0:3d Si �31ONV 1f1N1S W j o [0 J I = cr I F- L cr 7 coi ZWW mil n wCcW 'CLFAR-'-5PAN L t:' iLd Metallic -Braden F!RU':!N:l (k.CriNY 5 DM 2-1 0 J Z L �O w S Z Z x J U m \ / tL O O O W M M M IM M c O r F- j r Ld to x W m u- 0- x n O a d- W --4 3 3 3 3 3 m F a, J� }w z x xxxxx xW m x QO (am. ~LL O w w o000� O' mQ O � V �� tln0 U I- �n x O O Q� J Z CO 33�33 U p zLL CO W C.) O 3FL� xxxxx W ZaQ 3 w z_m �Q N Q �W _ N O 1 Q „� iiZ CL Q 4' O a }_ Q I :D � 3 •.i;• Q n -" xN p = 0 I p 0 Z Q p • �,' • ' Z J O C (n Q W W - 00 1�� - Z toQ -N ICI Q z m l N �I� I W w co W F- Q. Q J Q N-_ Q r 0 x o N w.ao - - m M m o m w �m z_ L z 3 ZII ZII Wcr F- Q a O J 3 bZbZ W`� (Jj mI ^ g �_ J U m cr O D N O S lil �- 1 I 1 U N - x0 wN NUJ�m F- xa' m U) mN W w ~W a 'zx v �� Ox rnW� Q x UQ O aW w 0 cli Nhz O Z a= ch Z W "N WJ Y- W a' to F-- I= F_ m 1117 a z a w m °' : z z OO Z L.Li m J U- J NI NI N \ M� I p i ow 0 Zd It Ud Ir Q (j) a w m Nt z W I I O'n Z W Z 1 O 'S 0 n. Z I z Q J > I C) wa 0 W J ZLd 8 �a I• =r w z J �r ~ U U z F I vF" O } �- st wa I — mom m O \ N --- _a cnir ¢ OZO o W W Hi z za -O N WZ mZW lL V 0 a Km i z y O O I I N W U) it W OU W~ W� i / J Q V F- `L z I LL Wm0 JmZ 7) N z O O 7. �- 0 I E- Q _ , _ , ub Z�' Ur W O S (n -� U J WF U I Q Ld O Z I ° O W N O F i� W m m --- I N 0- - 'Q II a�x • a 0'5 F- a I� D q O O II z w N I� cr W N II N WI II z Q 6 �-i U O� d 3� vFF m --- Ld W 0 F_ om z zm 0 a p� � FRAMING DETAILS CLEAR -SPAN rVl�Nla�llic&NYd h, 5 DM 2-2 s-FS-aa 5 DM2-14 K %wn Olk SoitM, V&-zd,-4&t 1540 SULLIVAN AVENUE - SOUTH WINDSOR, CONN. 06074 4, S"Olt-c'o AREA CODE 203/644-2511 September 13, 1983 William E. Grace, Esq. 25 Oakland Road South Windsor, Ct. 06074 Dear Bill; Re: App. #942 - Elmo Zaccardelli Please be advised that the Planning And Zoning Commission voted to approved the above application for a site plan of development for property locAied _on the northerly side of Burnham Street, as shown on a plan p-repared by Palmberg & Russo, dated 8/18/83, revised to 9/2/83, entitled No. 83075, subject to the following modifications: 1. Low shrubs rather than pine trees shall be shown at the southeast and southwest corners of the site, and additional white pine trees shall be shown to the north of the southeast corner. 2. A surety bond in the amount of $2,000 shall be submitted to th s Commission to ensure completion of landscaping and buffe ing. 3. No bu Iding permits will be issued until the final plans have een filed in the Town Clerk's Office. 4. Prior, to commencement of any site work, a meeting with the Town's public works and planning staff is required. A black a�d white transparent mylar of the plan, with this letter reproduced thereon, must be submitted to this Commission to be sta*ped and signed and filed in the Tawn Clerk's Office no later �han November 10, 1983. Three paper prints of the mylar must also be submitted. Yours very truly, PLANNING AND ZONING COMMISSION vg By CC: R. A rsenault, Public Works RaWr—shall Montana, Chairperson P. D!Mallie, Planning Director T. D'Auria, Building Official E. B T alleville, Assessor I QG. —P-;r _J th r. H "if . . . . . . . . . . . 0 f S, /<V X 1 10 VVA� NNOWK k-z- r -7� L too Olt 3 0 0. P7,vts & * Ar* z> dr -# /' 7Z)6PSO IA - )WI A, A- -y,*4-r /"y ,A/0 1-C: AZ,4AW gi DrtS +� 8&rT*i.( ow rAtwrA1C,*&3 a&PVAM P"C4AeC9 OTPOVS LE),4CHIA16 1)2ENC-H 7)r--TA/4,. Nor -ro -Se.�ALE" 1:W,'It Jil, 7- 7-- 7 PALMBERG & RUSSO LAND SURVEYORS & PROFESSIONAL ENGINEERS 522 COTTAGE GROVE ROAD BLOOMFIELD, CONNECTICUT BY SCALE DATE I SHEET ICHECKED NO. �t— , 7; E G E N E R A L N O T E S i N oc) O 1 0 O 1 Q N u O U , I J�� I r _L�!f 0 C 21-6 O 21-6 __ 21-6 It\ r 0 0 - _ 21 -6 �. ,' # i l 4 K 1 i Y.. f y r J a pL k� s?� F �ti'et 1 "�� t ev . �# ': y � j i' ' r1 r it i �. 1.a' ci'f R �•. Ft ' a` •_ ,p . 1y ,'♦L, r' o,, }. p ,i',1!_t r f , ►. is yfc,. : ,,°,1� * ,,fir •�, O ��' r is 3 > s Y i r �. f -'r .-> t. b„ e�f, �, J a r F 1 1 ,� 'M 1 . i , •r r }I: a3 • ' 1.. '' 4�4- . s a , •i.'r ,, - Y a $ . Y. • ti' -1i jj}}rr �,. yi! 1 •`k .�i 's I 1 �'•t . t , / y ! r .,r.1I +i` alert -'Fa ;••7�, '-:t �'*, 41 •' � .., jai % ikc: •'.5,4149 A: '.7 .` i f'.•♦' Pr '_, .i 'r :¢'. 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"� , ty 'r".. , ri., �,q aL •f' F•"�i r „. . 2 S 415s"._ A 'A �ws: i' `'. t �Pt 4.t �:.. -tj , , i ;f 14� —- d\l' , c-- ' : y7 !' , , F --';', v 7; ? ".f' ., f�., 'Y [ -; "Y. " � ' TRc',�r•. > �}1�'; ix'� ''_t I � � I :, ` " : '. .`}' +' _ r, Y i ! .Z : ;�- �.: •i i' =' :LI !� E .li'�r'Xo•4 i" C i -4.. ,t .. , .'a T• , ,R p . -, - 11 ' "$ >a': ► i° .._.f a '� yLa.' -, 9h .y '� 4 rt <. +TC �` •k � i '> . _0 O .} r .aIi t rJ �. 1 .I f r x: .. y 21-6 C 4 A <A z a• r I 11- to 9I g j l I M P D R T A N T+ THIS DRAWING IS NOT TO BE USED FOR CONSTRUCTION UNLESS APPROVED FOR CONSTRUCTION SY MBBC'S CHIEF DRAFTSMAN. 2 BOTTOM OF ALL BASE PLATES ARE AT SAME ELEV..E•A.N. 3 FOUNDATION MUST BE SQUARE. LEVEL AND SMOOTH. ALL ANCHOR 80LTS MUST BE PLACE ACCURATELY IN THE POSITIONS SHOWN OR STEEL WILL NOT FIT. 4 METALLIC-BRADEN BLDG. CO. SHALL NOT BE REPONSIBLE FOR THE ADEQUACY OR CONSTRUCTION OF THE FOUNDATION. IT IS THE SOLE RESPONSIBILITY OF THE CUSTOMER TO MAKE CERTAIN THAT HE HAS MADE ADEQUATE PROVISIONS FOR THE COLUMN REACTIONS. 5 SEE STD DWGS IAMI-1 AND lAM1-2 FOR SUGGESTED ANCHOR BOLT AND FOUNDATION DETAILI 6 COLUMN REACTIONS ARE IN THOUSANDS OF LBS. UNLESS NOTED. 7 ANCHOR SOLTS NOT BY METALLIC-BRADEN. 8 CONCRETE DETAILS AT OPEN WALL AREA ARE NOT TO BE DETERMINED BY METALLIC-BRADEN 9 SEE STD. DWG. 7AM1-2 FOR SUGGESTED ANCHORAGE AT FIELD LOCATED DOORS. 4.9 1.9 10.1 10.1 Is r 4 110. r is r) M I r r) !` N I N 0 DL + WL + DL LL I I V 4.4 11.2 --� O I 1 t•- I N I DL + LL W L -I Q LJ i -- I W ot�' U. Z ' CD I U i I I i ' , O 0 0 0 0 N In I i I I I I 0-< AN CHOR BOLT CO UNT OT SIZE MARK 8 1/ 2 D IA 2O 3/4 DIA 12 7/8 DIA * I N C L U it E - ,� 4N(- i40 !, rfo�._ FIELD Lbc AL oo��R = ►- z 8 < W_ 7 � 0. I 2 IllM " �'i Ft I N E 7 " S E P 2 ►ss3 ,` k ^ � r I �, I v VVV _ 6 / s -i 0 1-48 I0 0 <w • 0: a -.et Q in c3 • 2 2 Z 1*`.. " N N Ih N ` n v 0o t I y_ �J IF IT 21-6 21-6__ LA= 2 2 �_ L N p LGIRT LINE L LINE N 3 � O BASE PLATE TYPE C _ BASE PLATE TYPE H 86-O__0 / 0 CONCRETE . GIRT LINE _ - i BASE PLATE TYPE A -----� FIN TLF1, METALL I C-BRADEN BUILDING COMPANY HOUSTON.TEXAS - (713) 664-9492 , •LDATE v , v Ui PMIALOT TA��)J 09/23/83 ANCHOR BOLT SETTING PLAN e �'I �) I I , . . a i CHK�BY_ p_ DATE r C r' '� UST E. Z• IMPORTERS DESIGN BY LOC. SQUTH WINDSOR. CONN. E C T to r,1 A CONST v- DEALER NEW ENGLAND STFMJCTURAL. INC. F c� 1, SCALE ISSUE DATE COST ORDER NO EST. NO JOB NO SHEET NO ISSUE i- NONE /'Z 832-1 960 F 1 c,i 1 � i M� 1 �.fiit I e e e i �e i a I 1 i b T T �/ z� 4 7-1011 ' /Z,411\1 .w-. /V0 Tz- 13A C K l= i L &:. ; ON aO7-i-! PT �,VA c. L , //V /A {0PR QX , LA?,ERs, 7Z;) m)&/i m /2— n - t {.i f /- / t" ; �. !e- i v f f F -y L,r r...-1- 1 r ♦ ! t .. �. .� � Ir 00 i � ( t O 1 D� 41Z /-6 *,/ G/ry q .2 " A,Pov F ` Z 01%1 r /i' ! .4 3 i u 3a -k Boz rs op—~ ��o� l✓/6 Xieo, 6 -10110 W IV , All �- ,ram n ///J B,4�S I'Crf' Bow'".` "l UJ. W1,6 /7« Y.9f-'f� y, DE x 6 a� o � *)AB-/ .DZ— TA IL � � . Q SCALD" � " � �' 'r_J ', �1-2 •4 `,c' A;2 ! r-- 41 ve /O 9 lop 40 2 All— u w t W LL' W 0 U Cf) Q W V LL- 0 f— W w w Q � o V) W 0 0 U 00 0 C) —� J e /83 , 0!! t� c�8 I �f-f%CGS o 1' �,- I Ito- H i fu (_ O T�w✓F E,,>f NC f /' fAIVSAR D ---- } e v a ZA ir- ire ,r- r� iw� -2-7 N V. /e.G 8 y: c n 2 :-80 +_ A- 4955 N� ? I-80 • utie; ncc n OPENING DIMENSION 3'-0" FOR 3070 3'- 4' FOR 3470 4'- 0 FOR 4070 6'-0 FOR 6070 6'-8 FOR 6870 SWING DOOR DOOR JAMB 23 2424 21424 `-1 12If 5'- 011 4I- 0" 3'- 611 3'- 0" m I • 2121 3 11 SECTION - A 20'•.0" FOR 20' DOOR 16' - 0" FOR 16' COOR 14'-0" FOR 14' DOOR 12'- 0" FOR 12' DOOR In' - n" FnR In' noop 8'- 0" FOR 8' DOOR � - HW-266 Z—HW-266 (TYP) N 24 21 24 2�4 2 4 2 11 24 11211 . 5'- 0 5'- 0" 5'- 0" FOR 20 DOOR 4' - 0" 4'- 0" 4' - 0" FOR 1 6' DOOR DOUBLE 3' - 6" 3'- 6" 3'- 6" FOR 14' DOOR SLIDE 3- 0'3'- 0" 3'- 0" FOR 12' DOOR 5'- 0" FOR 10' DOOR SINGLE , 4' - 0° FOR 8' DOOR SLIDE SINGLE AND DOUBLE SLIDE DOOR h 0 3 12" TYP. A -4955 - Ouv't JHMti 11 B Nl 1 N Ilk M}-- - -- 0 00 d C , CLEAR OPENING WIDTH OVERHEAD DOOR GIRT LINE I c 134 '1 � o n cal GUIDE ANt_LF RF(FSS IMPORTANT NOTE EXTERIOR SURFACE OF GRADE BEAM BELOW ANCHOR BOLT FOR SLIDE DOOR GUIDE MUST NOT INTERFERE WITH GUIDE ANGLE. TWO INCHES OF SURFACE BELOW BOLT IS REQUIRED 71 21i . w 01 a r�# ++ I N { G ., 1121 SECTION - C NO. i REVISION I CORRECTED JAMB BASE CLIP DETAIL 2 REVISED WALK DOOR ANC. DETAIL _ 3� REVISED FOR SILL TRIM 7AM!-2 HV;1- 266 11 i 11 1/2 II i � 11 11 2 .rt 2 4 7 1 — 1p N o O � P • r✓ C a. ! I uj e�•y�{t `` 4 i. d � t 1` 4 t ;ar ■ e HW- 617 tUf hUNAL. Z REQ-D.) FIELD LOCATE AT C,TR. OF OPENING ----''2" 0 TAMPINS OR EQUAL FLUSH Dnno GUIDE ALTERNATE DOOR _GUIDE SYSTEMS , WHERE CONCRETE DRIVE OR APRON IS DESIRED AT SLIDE DOOR OPENINGS, DOOR GUIDE ANCHOR BOLTS (HW- 266) SHOULD BE OMITTED AND ONE OF THESE ALTERNATES' USED. GENERAL NOTES (1) HW-266 IS A 1 /2" DIA. HOOKED ANCHOR BOLT 01 6" LG. METALLIC BUILDING CO. ' %ti HOUSTON, TEXASWN ,;.'. ---l'DRAMM DATE DATE ANCHOR BOLT SETTING PLAN -B 9✓ 76 `"ECKED .� DATE �r-7d SWING SLIDE &OVERHEAD DOORS R B ;�—IU-78 DESIGN AF►R0' FOR SILL TRIM D D 80 AN"IMED FOR CONSTRUCTION SCALE ISSUE DATE CUSTOMER ORDR NO. ESTIMATE NO. JOII NO. SHEET NO. ISSUE +' 11 7AMI-2 ,. t- Permit #13511 - 96 Burnham Street E - Z Importers i