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HomeMy WebLinkAbout273 CHAPEL ROADr� CONSTRUCTION SERVICES November 14, 2006 Mr. Michael Rose Assistant Building Official Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 RE: Twin Manufacturing, 273 Chapel Road, South Windsor Dear Mr. Rose, This is in response to the letter from the Town of South Windsor, dated November 1, 2006 regarding the new building at 273 Chapel Road. 1. The storage S1 building will be used to house 1-small helicopter that has a fuel tank of approximately 40 gallons of regular fuel. 2. There will be no fueling of any vehicle or storage of any fuel in this building. 3. The wiring method that will be used is MC cable above 18" from floor. 4. The heating method will be 1-gas fired unit heater inside corner of building approximately 20 feet from helicopter. 5. There will be two dry type fire ext., one at each exit. If you need further information you can reach me on my cell at 860-205-3710. Thank you, Lenny Saponare Project Coordinator Commercial Renovation • Mission Critical Projects • New Construction 58-C Alna Lane • East Hartford, Connecticut 06108 • (860) 610-1093 • Fax (860) 610-0397 • info@olsencs.com pow � Sep vvyy T� � �,�i� Ole�y.� ` �/}J/J7, `.� �y/,{ O/tom 5y s rc� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 sOR.C.- TELEPHONE (860) 644-2511 November 1, 2006 Mom Lennie Saponare''�i1'� Olsen Construction Services�,� . 58C Alna Lane East Hartford, CT 06109. Re: Storage Building Twin Manufacturing Co. 273 Chapel Road, South Windsor, CT. Dear Mr. Saponare: A review of your permit application for compliance with the adopted State of Connecticut Building Codes indicates that the following items need to be clarified prior to the issuance of a building permit. 1. Clarify whether the S1 storage proposed use group will house an Aircraft. If so, provide information regarding this involvement. Pleased be advised that Aircraft hanger shall conform to 2003 IBC Section 412.2. 2. Indicate whether it is the intent to store any combustibles or refuel within this space. If so please show location and the required provision for doing so. 3. Clarify wiring method for this building consistent with 2005 NEC Section 513. 4. Submit details of mechanical heat provided for space. 2003 IBC Sec. 412.2.4 5. Clarify whether fire suppression is provided consistent with IBC Sec.412.2 and 2004 NFPA 409. If I can be of further help, please do not hesitate to call me at 860-644 2511 extension 233. Very truly yours, " J'f cot, Michael Rose. Assistant Building Official. Cc. Christopher Dougan, Chief Building Official The structure under this contract has been designed and detailed for DESIGN CRITERIA the loads and conditions stipulated in the contract and shown on these DRAWING INDEX BUILDING CODE: CT 05 drawings. Any alterations to the structural system or removal of any component parts, or the addition of other construction materials or loads CS-1 Drawings Cover Sheet Z must be done under the advice and direction of a registered architect, civil O Armor buildings BLDG. CLOSURE CONDITION: Closed Al Anchor Bolt Plan or structural engineer. steel will assume no responsibility for any loads not indicated. BLDG. ACTUAL DEAD LOAD (PSF): 2 LOAD REDUCTION: NO Q This Armor steel building is designed with Armor steel buildings' LIVE LOAD (PSF): 20 A2, A3 Anchor Bolt Details & Notes U standard design practices which are based on pertinent procedures and recommendations of the following organizations and codes : GROUND SNOW LOAD (PSF): 50 SNOW IMP. FACTOR: 1.00 E1, E2 Building Cross Section Li —American Institute of Steel Construction Specification for the design fabrication and erection of structural steel for buildings" 9th edition. ROOF SNOW LOAD (PSF): 35 EXPOSURE FACTOR, Ce = 1.0 E3 Roof Framin Plan g U — W American Iron and Steel Institute "Specification for the design of cold WIND VELOCITY (MPH): 95 WIND IMP. FACTOR: 1.00 E4 Sidewall Framing steel structural members" 1986 edition with 1989 addendum. 0—formed —American Welding Society "Structural Welding Code" AWS D1.1-87 Chapter EXPOSURE CODE: C Iw = 1.0, Is = 1.0, le = 1.0 E5 Endwall Framing (n 2 relating to prequalified complete joint penetration groove welds and chapter SEISMIC ZONE: PER CODE SEISMIC IMP. FACTOR: 1.00 8 part B relation to allowable stresses. E6 Roof Sheeting Plan 0 —Metal Building Manufacturers Association "Specification for the design SOIL PROFILE: D SEISMIC DESIGN CATEGORY: B Z fabrication and erection of the structural system" most current edition. SEISMIC PROCEDURE UTILIZED — E7 Sidewall Sheeting Plan Material properties of steel plate and sheet used in fabrication of primary rigid frames and all primary structural framing members (other than (STATIC FORCE PROCEDURE) Ss = 26.8 S1 = 8.1 E8 Endwall Sheeting Plan J cold —formed sections) conform to ASTM A-529 or A-570 or A-572 all with a COLLATERAL LOAD (PSF): 0 ZD minimum yield point of 50 KSI. m Material properties of cold formed light gage steel members conform to the TO ALL ELEVATIONS NOTES: (APPLIES C ) requirements of ASTM A-570, with a minimum yield point of 57 KSI. These Drawings are for 1. DO NOT CUT, REMOVE OR RELOCATE GIRTS OR X—BRACING. NO ADDITIONAL OPENINGS ALLOWED High strength bolts and their installation shall conform to ASTM specification ❑ Construction A-325 and are designed as bearing type connections with threads included in WITHOUT WRITTEN APPROVAL FROM THE STEEL BUILDING MANUFACTURER. the shear plane. Tightening of these bolts is recommended by the Turn —of —nut "AISC 2. HARDWARE SUCH AS WINDOWS, OVERHEAD DOORS, AND ASSOCIATED ATTACHMENTS THAT ARE SUPPLIED ❑ method, per Specification for Structural Joints." BY OTHERS MUST HAVE THE SAME LEVEL OF WIND RESISTANCE AS WALL PANELS. Not for Constl'lrl Jion All primary structural members except bolts and fasteners shall receive one 3. WORKERS SHALL NOT HAVE THEIR WEIGHT ON FRAMES OR INDIVIDUAL COLUMNS UNTIL THEY HAVE BEEN W coat of Iron Oxide inhibitive primer. SECURED WITH GIRTS AND CROSS BRACING. Permit Only y Shop and field inspections and associated fees are the responsibility of the ❑Approval GENERAL NOT CONCRETE AND ANCHOR BOLT PLAN contractor, unless stipulatedES: 1. ANCHOR BOLTS AND OTHER EMBEDDED ITEMS ARE NOT BY ARMOR BUILDINGS. El Other : V) The contractor must secure all required approvals and permits from the 2• FOUNDATION DESIGN AND ANY OTHER CONCRETE DESIGN WORK IS NOT BY ARMOR BUILDINGS. W appropriate agency as required. (CONSULT A LOCAL ENGINEER FOR THE DESIGN OF THE FOUNDATION AND OTHER CONCRETE WORK). Frame clearances given on cross sections are Approval of Armor Steel Buildings' drawings and calculations indicate 3. BASE PLATES ARE DESIGNED ASSUMING THAT CONCRETE HAS A MINIMUM STRENGTH OF 2500i AT approximate dimensions onlyPlease advise Pp y. J that Armor Steel has correctly interpreted and applied the requirements of the AT 28 DAYS. if exact or critical dimensions are required. m contract drawings and specifications. (Sec. 4.2.1 AISC Code of Standard Practice, 9th edition.) Anchor bolt plan is for construction, all other r! r% A MATERIAL SPECIi _-- i%.10ONS Where discrepancies exist between the Armor Steel structural steel plans and Z the plans for other trades, the structural steel plans shall govern. (Sec. 3.3 permit dwgs are not intended for construction. Please refer to construction dwgs for final . 1ALL FLANGE MATERIAL FY IS 50 KSI. O AISC Code of Standard Practice, 9th edition.) 2. ALL WEB MATERIAL FY IS 50 ICSI. erection information and piece marks. n— Design considerations of any materials in the structure which are not 3. ALL BASE & SPLICE PLATE MATERIAL FY IS 50 KSI. Approval orders must be released for W furnished by Armor Steel are the responsibility of the contractor and engineers 4. ALL HOT ROLLED MILL SHAPE FY IS 50 KSI. fabrication within thirty (30) calendar days ry other than Armor Steel engineering unless specifically indicated. 5. ALL COLD —FORMED MATERIAL F' IS MIN. 55 KSI. after the submittal drawings are issued or they The contractor is responsible for all erection of steel and associated work Iz in compliance with Armor Steel "For Construction" drawings. will be subject to any current price increases. ACCESSORY SCHEDULE O Temporary supports, such as guys, braces, flashwork or other elements E— required for the erection will be determined and furnished and installed by Special attention should be given in approving dimensions and/or details. Please 2 3070 WALKDOOR TYPE M INSULATED HP 2 7 A11 19 U the erector. (Sec. 7.9.1 AISC Code of Standard Practice, 9th edition.) GUTTERS AND DOWNSPOUTS verify requested dimensions b indicating 'OK'. 9 < It is the contractors responsibility to apply or observe all pertinent safety South WindsorY BUILDING DEPARTMENT _ rules and regulations, as per OSHA standards as applicable. Z The Contractor is responsible for the verification of all shipments received. DRAWINGS COVER SHEET O Shortages must be reported to Armor Steel Buildings within 48 hours - (> of delivery. DSN: DWN: SB DWN: TWIN MANUFACTURING TRIM .PANELS Engineering Seal APP: REVISIONS SOUTH WNDSOR, CT LOCATION GUAGE TYPE COLOR LOCATION COLOR NO. DATE ROOF 26 PBR Galvalume JAMB TRIM Burnished Slate This certification covers .�'""""'••., �pkhf •.,� WALLS 26 PBR Light Stone CORNER TRIM Burnished Slate parts manufactured cnd ��`•'DE ...• EAVE EXT. SOFFIT EAVE TRIM delivered by Armor �.•��, ,... , : cl : V °�A • ('�: (IF APPLICABLE) RAKE TRIM Burnished Slate steel buildings only and excludes r P i ARMOR STEEL BUILDINGS GABLE EXT. SOFFIT BASE TRIM parts such :s'= doors, windows, foundation d? 65 Inverness Drive East (IF APPLICABLE) EXT. SOFFIT (IF APPLICABLE) GUTTER Burnished Slate design and erection of the building. 6 x, 'A?'o'•ceNSE°`'••``'.•' , `•• ��'•`�ss�OtvgiL Englewood, CO 80112 (IF B APPLICABLE) (IF APPLICABLE) . -�G, •, SCALE: DATE: JOB NO SHT. NO: DOWNSPOUTS Burnished Slate •'""""'� (IF APPLICABLE) I IPROFESSIONAL ENGINEER NOT TO SCALE 9/20/06 06-4622 CS-1 BACK SIDEWALL O Dia= 3/4" 48'-3" OUT —TO —OUT OF CONCRETE 1 1 2" 48'-0" OUT —TO —OUT OF STEEL 1 1 2" 1 2 3 24'-0" 24'-0" 23'-8" 2'-6" 14'-0" 7'-6" N X—Bracin �F F o eo D 0 0 I 0 0 Z 0 B Mo D D E 0 co I i� C OC A C 0 0 W J WWW Z 1— O J 0 V) J Q Q o O I O d I E c c> O I p w W II OI N �� N m w o J � x ca m O O c e O � I — I O O B A o oj 0 C o B d- o I 00 D I E q oa boo B 0 A X—Bracing o I 4" 23'-8" 24'-0" 24'-0" 1 2 3 Q GENERAL NOTES FRONT SIDEWALL ARMOR Q ANCHOR BOLT PLAN Q A, B, C, ETC. = ANCHOR BOLT DETAIL, SEE ANCHOR BOLT DETAIL PAGE. NOTE: All Base Plates @ 100'-0" (U.N.) STEEL JOB#: 06-4622 BY: SB DATE: 9/20/06 SHEET TWIN MANUFACTURING CK: DATE: Al OF 3 Dio= 3/4" 1 2" 9� I I I r I N 2" EW See Plan DETAIL A � a . Q, d PERIMETER NOTCH DETAIL (IF APPLICABLE) OMIT AT DOOR OPENINGS AND AS SHOWN ON ANCHOR BOLT SETTING PLAN ANCHOR BOLT SUMMARY Qnt Loc Dia ---- (in) O 12 DEW 3/4� 0 16 RF 3/4 Dia= 3/4" Dia= 3/4" N 7" 9'pPfOfP 9'P01O1 7" 0o O O oo O O I I I I 2" 2" cv EW EW 1 1 2" 8" DETAIL B (2) 1/ R EXPANSION ANCHORS ' PER JAMB t SIDEWALL/ENDWALL 3'-0"/4'-0"/6'-0" DOOR 1" 3'-2"/4'-2"/6'-2- Q / q ANCHORS SELF -FRAMING WALKDOOR DETAIL (FIELD LOCATE) QTY. (2) 3070 WALKDOOR QTY. (X) 4070 WALKDOOR QTY. (X) 6070 WALKDOOR DETAIL @ BASE: 2 1/2' x 0'-8' (IF APPLICABLE) See Plan DETAIL C GENERAL NOTES SOME DETAILS ARE AS SHOWN AND SOME DETAILS MAY BE SHOWN OPPOSITE HAND. REFER TO THE ANCHOR BOLT LAYOUT FOR ACTUAL BOLT AND DETAIL ORIENTATION. Dia= DETAIL D Dia= 3/4" " Dia= 3/4" CV O I O t I --1--- 2" 2° 00 EW/ SW SW SW See Plan See Plan DETAIL E DETAIL F ARMOR A STEEL JOB#: 06-4622 BY: SB DATE: 9/20/06 1 SHEET TWIN MANUFACTURING I CK: DATE: A2 OF 3 H IV RIGID FRAME: BASIC COLUMN REACTIONS (k ) LINE Frame Column ---- Dead ----- Collateral- ----Live---- ---- Snow ------ Wind-11--- --Wind-Rl--- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1 D 0.12 0.77 0.00 0.00 0.81 3.75 1.42 6.56 -1.42 -3.15 0.83 -1.35 1 A -0,12 0.77 0.00 0.00 -0.81 3.75 -1.42 6.56 -0.83 -1.35 1.42 -3.15 2 D 0.27 1.35 0.00 0.00 2.17 9.00 3.80 15.75 -3.53 -7.55 1.86 -3.23 2 A -0.27 1.35 0.00 0.00 -2.17 9.00 -3.80 15.75 -1.86 -3.23 3.53 -7.55 Frame Column --Wind-L2--- --Wind-R2--- --LnWind-1-- --LnWind-2-- -Seismic- L-- -Seismic-R-- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1 D -1.72 -2.01 0.53 -0.21 0.52 -3.51 0.43 -3.06 -0.18 -0.19 0.18 0.19 1 A -0.53 -0.21 1.72 -2.01 -0.43 -3.06 -0.52 -3.51 -0.18 0.19 0.18 -0.19 2 D -4.19 -4.81 1.20 -0.50 1.11 -6.97 0.91 -5.90 -0.39 -0.42 0.39 0.42 2 A -1.20 -0.50 4.19 -4.81 -0.91 -5.90 -1.11 -6.97 -0.39 0.42 0.39 -0.42 Frame Column ---LnSeis--- Line Line Horiz Vert 1 D 0.00 -0.63 1 A 0.00 -0.63 2 D 0.00 -0.63 2 A 0.00 -0.63 FRAME LINE RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES - - - - - - - - - --------Column Reactions (k ) - - - - - - - --------- ---------------------- Frm Col Load Hmax V Load Hmin V Anc. Bolt Base Plate (in) Grout Line Line - - - - - - - - - Id H Vmax Id H -- ------ ------ -- ------ Vmin ------ No --- D(in) ----- Wid ----- Len ----- Thk ----- (in) ----- 1 D 3 1.8 4.7 6 -1.6 -1.5 4 0.750 8.000 12.50 0.375 0.0 1 1.5 7.3 8 0.6 -3.1 1 A 7 1.6 -1.5 2 -1.8 4.7 4 0.750 8.000 12.50 0.375 0.0 1 -1.5 7.3 9 -0.6 -3.1 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES - - - - - - - - - --------Column Reactions (k ) - - - - - - - --------- ---------------------- Frm Col Load Hmax V Load Hmin V Anc. Bolt Base Plate (in) Grout Line Line - - - - - - - - - Id H Vmax Id H -- ------ ------ -- ------ Vmin ------ No --- D(in) ----- Wid ----- Len ----- Thk ----- (in) ----- 2 D 3 4.5 10.7 6 -4.0 -4.0 4 0.750 8.000 12.50 0.375 0.0 1 4.1 17.1 4 -3.4 -6.7 2 A 7 4.0 -4.0 2 -4.5 10.7 4 0.750 8.000 12.50 0.375 0.0 1 -4.1 17.1 5 3.4 -6.7 NOTES FOR REACTIONS 1. All loading conditions are examined and only maximum/minimum H or V and the corresponding H or V are reported. 2. Positive reactions are as shown in the sketch. Foundation loads are in opposite directions. 3. Bracing reactions are in the plane of the brace with the H pointing away from the braced bay. The vertical reaction is downward. 4. Building reactions are based on the following building data: Width (ft) = 30.0 Length (4) = 48.0 Eave Height (ft) Roof Slope rise/12) = 16.0/16.0 = 1.0 1.0 5. Loading conditions are: Dead Load �psf ) = 0 1 DL+CL+SL Collateral Load (sf ) = 0.0 2 DL+CL+0.75SL+0.75WL1 Live Load (psf = .0 3 DL+CL+0.75SL+0.75WR1 Snow Load (sf ) Wind Speed 35 = 35.0 = 95.0 4 5 5 0.60DL+WL1 0.60DL+WR1 (mph) Wind Code = CT 05 DL+WL2 0.660DL+WR2 Exposure = C 7 0. Closed/Open = C 8 O.60DL+LnWndl Importance -Wind = 1.00 9 0.60DL+LnWnd2 Importance Seismic = 10 11 0.60DL+WRI+WS 0.60DL+WP+LnWnd1 Seismic Zone Seismic Coeff (Fa* Ss) = B B = 0.43 12 1.06DL+1.06CL+0.75SL-0.75SeisL 13 0.60DL+WLI+WS ENDWALL COLUMN: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES --- ------ --------Column Reactions (k )------- --------- --------------------- Frm Col Load Hmax V Load Hmin V Anc. Bolt Base Plate (in) Grout Line - - - Line Id H Vmax - - - - - - -- ------ ------ Id H -- ------ Vmin ------ No --- D(in) ----- Wid ----- Len ----- Thk ----- (in) ---- 1 C 10 1.3 0.0 11 -1.2 0.0 2 0.750 6.500 6.000 0.250 0.0 12 0.0 0.1 1 B 10 1.3 0.0 11 -1.2 0.0 2 0.750 6.500 6.000 0.250 0.0 12 0.0 0.1 3 A 13 0.0 -0.5 13 0.0 -0.5 2 0.750 7.000 3.000 0.250 0.0 1 0.0 1.1 3 B 13 1.3 -2.3 11 -1.2 -2.4 2 0.750 7.000 3.000 0.250 0.0 1 0.0 5.8 3 C 10 1.3 -2.3 11 -1.2 -2.4 2 0.750 7.000 3.000 0.250 0.0 1 0.0 5.8 3 D 10 0.0 -0.5 10 0.0 -0.5 2 0.750 7.000 3.000 0.250 0.0 1 0.0 1.1 BRACING REACTIONS, PANEL SHEAR f Reactions (k ) Panel ----Wall-- Col --Wind--- -Seismic- Shear Loc Line ---- ---- Line Harz Vert Harz Vert ----- ---- ---- ---- ---- (lb/ft) ------ L-EW 1 Rigid Frame At Endwall F-SW A 1 ,2 1.7 1.0 1.1 0.6 R_EW 3 B ,C 1.4 1.4 0.6 0.6 B_SW D 2 ,1 1.7 1.0 1.1 0.6 ARMOR STEEL JOB#: 06-4622 BY: SB TWIN MANUFACTURING CK: DATE: 9/20/06 1 SHEET DATE: A3 OF 3 SPLICE PLATES & BOLTS Splice Mark Quan -----Bolt----- To Bot Int Type Dia Len Wid Plate Size Thick Length SP— 1 SP— 2 SP— 3 4 4 4 4 0 4 0 4 0 A325 3/4" 1 3/4" A325 3/4- 1 3/4T A325 3/4 1 3 4 5" 5" 5" 3/8" 3/8 3/8" V-5 7/ 1-5 7/ 1-5 7 4" -- EASE PLATES Col Id Plate Size Wid Thick Length BP— 1 1 8" 3/8" 1'-0 1 /2" 26 Go. PBR, Galvalume 2'-9 1 /16" 12 I CV I `o iD FLANGE BRACES: Both Sides(U.N.) FBxxA(1 A — 1 /2"x1 1 /2"x1 /8" L 14'-10 1 2" (16 4 SP® 2' 9 3/4" FL-51 16.E MEMBER TABLE In PIECE WEB DEPTH WEB PLATE OUTSIDE FLANGE START END THICK LENGTH W x Tx LEN RF1-1 12.0/12.0 0.125 15'-5 1/16" 5x1/4" x15'-4" 6x1/4" xt'-8 5/16" RF1-2 12.0/12.0 0.125 13'-4 3/16" 5x1/4" x13'-3 1/8" RF1-3 12.0/12.0 0.125 13'-4 3/16" 5x1/4" x13'-3 1/8" RF1-4 12.0/12.0 0.125 15'-5 1/16" 6x1/4" x1'-8 5/16" 5x1 4" x15'-4" —10 1/2" (16 4" 4 SP® 2'-9 3/4" I 1 12 1-8-1 — V-02 1"1 26'-7" I "-021" I 8" 1 GENERAL NOTES: All field connections of primary framing members shall be bolted with A325 H.S. bolts and installed by the snug tight" method. All field connections of secondary framing shall be bolted with A307 machine bolts. Welding Process used by manufacturer is in accordance with Sec. 1.3 of AWS D 1.1. I N 5x1/4" x14.-2 1/8" 5x1 /4" x13'-3 1 /8" 5x1/4" x13'-3 1/8" 5x1/4" x14'-2 1/8" RIGID FRAME ELEVATION U FOR FRAME LINE 1 ARMOR o STEEL JOB#: 06-4622 BY: SB DATE: 9/20/06 SHEET TWIN MANUFACTURING CK: DATE: E1 OF 8 S SPLICE PLATES & BOLTS Splice Mark Quan -----Bolt----- To Bot Int Type Dia Len Plot e Size Wid Thick Length SP— 1 SP— 2 4 4 4 0 4 0 A325 3/4" 2" A325 3/4' 2" 5" 1/2" V-7 7/ 5" 1/2 1-7 7 4" -t BASE PLATES Col Id Plate Size I Wid Thick Length BP— 1 1 8" 3/8" 1'-0 1 /2" CV I O tD I i7 26 Go. PBR, Galvalume . 2'-9 1 /1_ —�{r FLANGE BRACES: Both Sides(U.N.) FBxxA(1) A— 1 1 /2"x1 1 /2"x1 /8" L 14'-10 1 /2" (16 4 SP® 2' 9 3/4" PIECE WEB DEPTH START END MEMBER AL in WEB PLATE THICK LENGTH OUTSIDE FLANGE W x T x LEN FL-51 16) RF2-1 12.0/18.0 RF2-2 14.0/14.0 14.0/14.0 0.125 0.188 0.125 15'-5 9/16' 7'-9 15/16' 5'-0" 5x1/4" x15'-4' 6x1/4" x2'-2 5/16" 5x1/4" x12'-8 3/4" 6 111 —0 11/16" 1' —0 11 J1/16" RF2-3 18.0/12.0 —In 0.125 15'-5 9/16" 6x1/4" x2'-2 5/16" 5x1 4" x15'-4' 4" 4 SP® 2'-9 3/4" 2'-9 1 1 9.1 11'_F i h" 25'-7" 11'-61" I 8" 1 GENERAL NOTES: All field connections of primary framing members shall be bolted with A325 H.S. bolts and installed by the snug tight" method. All field connections of secondary framing shall be bolted with A307 machine bolts. Welding process used by manufacturer is in accordance with Sec. 1.3 of AWS P 1.1. RIGID FRAME ELEVATION FOR FRAME LINE 2 5x1/4" x14.-0 11/16- 5x1 /4" x12'-8 3/4" 5x1/4" x14'-0 11/16" I d- ARMOR 0 STEEL JOB#: 06-4622 BY: SB DATE: 9/20/06 SHEET TWIN MANUFACTURING CK: DATE: E2 OF 8 e x. MEMBER TABLE ROOF PLAN MARK PART LENGTH P-1 8X25Z16 27 -1 1 2 1 48'-0 " OUT -TO -OUT OF STEEL 3 P-3 8X25Z16 27'-1 1 /2" 2 P-4 8X25Z16 27'-1 1 /2" 24'-0" 24'-0" E-1 E-2 8ES141 8ES141 23'-10 3/4" 23'-10 3/4� 4" E-3 8ES141 23'-10 3/4 E-4 8ES141 23'-10 3/4" CB C-1 4 25'-5" D RF1-1 E-4 RF2-1 E-3 ] C \ I P-1 T / P-2 T I RF1-2 / \ RF2-2 ER-2 i' ui I o I I I I I I I P-4 Typ I P-3 Typ / \ 0 r� RF1-3 \ \ I / / RF2-2 I ER-1 M / Iw A RF1-4 E-1 RF2-3 E-2 PURLIN 3' —1 3/4'I LAP 3-1 3/4' ROOF FRAMING PLAN ARMOR GENERAL NOTES: � FOR CABLE BRACING STR-1 & SB_ AND FRAMING DETAILS SEE D PAGES. (IF APPLICABLE) ARE EQUALLY SPACED IN BAYS AS SHOWN. ■ STEEL JOB#: 06-4622 BY: SB DATE: 9/20/06 SHEET CL- AT EACH END OF SB- (IF APPLICABLE). TWIN MANUFACTURING CK: DATE: E3 OF 8 MEMBERL FRAME LINE A & D 3 PART LENGTH 1 48'-0" OUT -TO -OUT OF STEEL DJ-1 8X25C14 8X25C16 15 -4 5 8DJ-2 15-4 5/8" rANMARK DH-1 8X25C16 14'-0" 24'-0" 24'-0" E-1 8ES141 23'-10 3/4"4"E-2 8ES141 23'-10 3/4" E-3 8ES141 23'-10 3/4� 1 E-4 8ES141 23'-10 3/4 E-1 E-2 2 G-4 8X25Z16 27'-1 1 /2" 2 G-5 8X25Z16 27'-11/2 I I 1111 2 G-7 8X25Z16 26' /2" 1 G-8 8X25Z14 26-1 1/2" 4 CB-2 C-1 4 25'-11" —4 G-5 I N I I I I I O � I I G-4 G-5 _ i I i I I ce,2 I I �0.ti I I I I I I BA- d I I— — — — — — — — — — — — — — — — — — — — — — I — — — — — — —= — — — — — — — — — — — — — — RF1-4 RF2-3 EC-2 GIRT 3'-1 3/4'I LAPS 3-1 3/4' IAIr A C`I Ilrj 1AIA� rn A1I?,In* rn AlAr Li JWCVV/ALL rrCmivIINh: �rCmivir- LIINF- /A 3 48'-0" OUT —TO —OUT OF STEEL 1 24'-O" E-3 E-4 i DH-1 I I G-6 G-7 I N I I I O I I coG-8 G-6 i O N - 00 I ce,2 I M G-6 G-7 I i I 00 I M BA-1 — — — — — — — — — — — — — — — — — —� — I — — — — — — -- — — — — — — — — — — — — — — — I EC-4 RF2-1 RF1-1 7'-6" 14'-0" �I GIRT LAPS ARMOR SIDEWALL FRAMING: FRAME LINED o GENERAL NOTES: STEEL JOB#: 06-4622 BY: SB DATE: 9/20/06 SHEET FOR CABLE BRACING AND FRAMING DETAILS SEE D PAGES. TWIN MANUFACTURING CK: DATE: E4 OF 8 STR-1 IF APPLICABLE IS EQUALLY SPACED IN BAYS AS SHOWN. 30'-0" OUT —TO —OUT OF STEEL 'Zi1„ I BA-1 I I BA-1 12 I DH-1 p I I i G-1 G-1 I I I I I I I I I I I I I G-1 o G-1 I I I I I I ©I I I I I I F-j I I I I ICI I�il I BA-1 i —+ EC-1 EC-1 ENDWALL FRAMING: FRAME LINE 1 GENERAL NOTES: FOR CABLE BRACING AND FRAMING DETAILS SEE D PAGES. STR-1 IF APPLICABLE IS EQUALLY SPACED IN BAYS AS SHOWN. 1" t�,, ,.Q1" 12 12 L 1 r-U- I EC-2 OAJJU I't 8X25C1 Pt / I U —76 14' 5 8" 2 EC-3 8X25C12 15-2 1 / 1 EC-4 8X25C16 14'-7 5 8" 1 ER-1 8X25C12 15-0 5/8" 1 ER-2 8X25C12 15'-0 5/8" 1 DH-1 8X25C16 14'-0" 4 G-1 8X25Z16 5-11" 4 G-2 8X25Z16 6'-7 1 /2" 2 _G-3 8X25Z16 13;-11 1/2" A 30'-0" OUT —TO —OUT OF STEEL U B C 8` 7'-4" 14'-0" 7'-4" " BA-1 BA-1 „ ERE 1 — — — — ERC 2 1 2 Ill Il \ / I G-2 \ G-3 / G-2 \k3 G-2 G-2 s _ / \ BA-1 = — — �� 0j0 ---------- ©E ---- �© EC-2 EC-3 EC-3 EC-4 ENDWALL FRAMING: FRAME LINE 3 NOTE: 3'-0" GIRT MAY BE FIELD CUT FOR 3070 SELF —FRAMING WALKDOOR ONLY (WHERE APPLICABLE). ATTACH 3'-0" GIRT TO WALKDOOR JAMB USING (4) SDS PER GIRT. 2 I ATY-15 I ARY_AA 0 ARMOR o STEEL JOB#: 06-4622 BY: SB DATE: 9/20/06 SHEET TWIN MANUFACTURING CK: DATE: E5 OF 8 it i i i cn (if ROOF SHEETING PLAN PANELS: 25 Go. PBR — Golvalume FL-18AL FL-18AR XFL-760L XFL-760 (17)FL-893 XFL-760R i (n V) SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Go. PBR — Light Stone — —I— — — —1-- — — FL-18AL FL-18AR XFL-760L XFL-760 (17)FL-893 XFL-760R N N N (N N N N N FL-26C XFL-37 V) N V) N N M M C-4 J u- u- J u- X X L- SIDEWALL SHEETING & TRIM: FRAME LINE D PANELS: 26 Go. PBR — Light Stone GENERAL NOTES: FOR TRIM DETAILS AND SCREW PATTERNS SEE D PAGES. FIELD CUT PANELS AS REQUIRED. ARMOR STEEL JOB#: 06-4622 TWIN MANUFACTURING BY: SB DATE: 9/20/06 SHEET CK: DATE: E7 OF 8 FL-767 XFL-764L XFL— 764R w w w w FL-26C XFL-37 N N w w N N La W W tM M M M CV I I N ,J L1.. U- J la. X X Li ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Go. PBR — Light Stone FL-24 N N N JN TRIM FOR 3070 WALKDOORS (2)REQ'D M co JJ L� U- FL-767 XFL-764L XFL-764R M C ^ ^ to M _ I N I I (n !i7 w v N N I w W W W w w w w ENDWALL SHEETING & TRIM: FRAME LINE 3 PANELS: 26 Go. PBR — Light Stone FL-311—� c> FL-797 uj 0 DOWN SPOUT DETAIL (6) REQ'D (2) PER SIDE M 00 J L� _-j R4, CK SIDE WA L L • W_ 4 11 4K. ®r 3 A CDDF S ANTI S [A NEAR!), 1-nl i nwmr, C17DFS AND S fANDAeD& EHAL L APO- Y T/3 Ti- [_ 191__SJGN, ILI TR' -/r,'LIN., UAL 1 T Y DN TROL., AND SAFF Y RV A W-L7RK ALL -D U Ll I HL'&-" WISL. a, THE 2003 IN TE TDING CL7DF, 2003 INTFRNA TIONAL PL UMBIN6 CL7D[_ L C A ,, Z-1603 IN f ERNA TIVIVA; M E HANI C L CL 7 DE20 03 IN TF 7 y f- ,17NEE-PlIA) Ir LION CEDE AND , Tr'J[-__ P-005 NFPA /V NA Tlr7NAL El LECTRICAL C17DE OF THE NA T 117NAL FIRE PPn TEC TIDN • AS " I t L. i4 IRIN 'I XUL. IJ Ay > 1_1 � I I Ni:`., - 1 -1 A ME NLIL'D, A L /L RL D I Ej 9._� L'm fWL L f 9 / Ht, • 2005 CONNECTICU T SUPPLFM.ENT. THE RI-QUI REMEN T S OF TI-117 005 J, STATE BUIL.DiN6 C17-DE SHALL APPLY TO ALL Jr k GENERAL STRUCTURAL NUT&l' v) I. 6 EIVE ;, > _RAL CjAlTRACTfjJR ShIALL BE RESPDNSlBL E f-0 CHECKI AIVD W X" COORDINATING DIMENSlf7NS, CLEARANCES, EL E VA TIONS, CONFIGURA TION.S `_ L / b, WITH HE WORK CIF L L TRADES, 4 2, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER Jf- ANYV� DLYO&FANG IL,Y Llk '--LJVf LICIS BL 7 WEE IHL , )RA WlNb�,', NU I L S, J)L I A It. -S, ELFVATIONS AND SPFCIFTCATInNS, 7 ('7171VTRAtfl-TOR V/Al' 1- RE RCV-_'PJ NS IRL f 0 L TN A R_ T TIN ... F R OCA IT G N D P 17 CC TJN ALL EXISTING UTILITIES, WHICH MAY BE AFFECTED B Y THE WrJRK C-LINO RE TE: • I" A (`7` TA! f-)l A I-r-. ",3 1 11V -I- L ML- L Z ��y) REllVFZ7RCING STEEL TLEAR Ci)NCRETE COVER (INCHES) SHALL BE ASrF[7L "I L7 IWISUNLESS jA&7ED 17 THER WISE, _J CONCRETE CAST AGAIN$T AND PZWMANENTLY V 517 q e EXPLISLD T[J LARTH, It v'Y KT' A �i N TE EXPOSED TG EARTH DR WEA L CL7NCRE THER: #6 EARS AND LARGER 7, 15 j� #RARS, W31 OR X-nil 4/VP S'MAL R 4­ T 4 L L FOUNDA Tllll'V IW4L L S AND LA c. KL AND VERTICAL DISPL A CEMEN T, 3. UlVL ESS 0 THER WISE NO TED, REINFORCE ALL FDUNDA TILM j WALLS WI T WD (2) #5 BARS TOP AND BOTTOM, CONTINUOUS. DOWEL AT la INTERSECTHINS, LAP ALL SPLICES 36 BAR DI'AMETER S (UNLESS NOTED), TERMINATE CONTINUOUS BARS AT.,N0N-CL7NTJNU13U_S ENDS WITH STANDARD q,xEl HLJUK,Yi4 ��0_� K m j .1 Ll r" " -1 LLJJ A10A 014� _j 11 4 CONCRE 77 ('l 1RIAIGI PRO TEC T CDNCRE TE FRDM RAPID DR PING AND KEEP I;z IN A MCIS'r �LJNDITIDN WITH TEMPERATURE ABOVE 50-f- klX Al' LEAS 7 DAYS AF TER PL ACING WI TH CURING COMPOUND IN ACCORDANCE WITH j MANUFAC TURERS SPECIFICA TIONS. T, #Qll�! r N "R, i _' MA TERIAL Ss._q I. THE FOLL17WING AS TM S TANDARDS AND DESIGN STRESSES SHAL L E 1­4 USED FOR THE APPROPRIA TE MA TERIAL S USED IN THE CONS TRUC TIL07N OF b` THIS PROJEC T, �T r-:h'A, 4 2. THE MINIMUM SPL-C]f _IED COMPRESSIVL STRENGTH FL7R 7 HE_, --BASE, FL79 TING"S>' AND WALLS SHALL BE 3,000 PSI AT 28 DAYS, 4/1 TH A MAXIMUM WATERICEMENT RATIO 17F 0.55x THE MINIMUM SPE CIFJED C01PRESS4VL SIREN&TH bL7R THE SLAB AT 28 DAYS SHALL VE 4 000:&`l F PSI WITH A MAXIMUM WATFR1ffMFNT RATID OF 045 V.,-n - 3. CONCRETE SL' UMP SNA L L NOT EXCEED 4 .0�6.e§ I "INCH SLUMP MA Y BE INCREASED BY THE ADDIT117N DF SUPERPL AS TICIZER PERt.' OWNER"S APPROVAL), �d r -' ���' 'T ;., �,.#�,r " ram; A,_�TM C150 TYPE I DR II' 4, CE MEN T. 5, AGGREGA TES; AS TM C33-.1 (NORMAL WEIGH T)J MAXIMUM SJZF 314Of 44 6, CONCRETE-; ALL CONCRtTE EXPOSED TD FREEZE/ TH4W ACTION SH14LL BE AIR -ENTRAINED 67., +/- 1.50 7. By VOLUME, AIR ENTRAINING ADMIX I URL I Lj (_'VMPL Y Wl I" AS'M C260, jj'- re r , 8, REINFURCEW. /AV/ r A a. DEFORMED REINF17RCING t BARS AS TM A6i5,dk11t ak�jtik 1. b. WELDED WIRE MESH AYTM, A 185 i - ta .60 DESIGN L GADIN6 & BUSINESS USE L _j T 1, RREF LIVE LOAD, 'j� '' , 1 2 ILI Dt-NOrES ANCHOR PLAN DETAIL AS &Hn4/N 11N DR41VING No, A2, 20 P_� P_5 PREPARED BY 2. C17LLATERAL LOADS; AM'41.7' SI-L-LL BUILTANGS INC, a GRDUPID SNOW LOAD� 30 ps F 65 TNVFRAIFSS RRTVF 4. WIND SPEED, 95 mph (3 Sec. Gust) EAST ENGLEWLIDD, CO. 80112 5. WIND IMPORTANCE FACTLIRr 1,00 (BUIL DING CA TEGDR Y 1) FOUNDA TILIN PL AN SCALE,, 114`-1`-0' �*���. 6, WIND EXPOSURE; C Z SEISMIC DE S16N CA TEGUR Y, B MCE SPEC TRA A C EL ERA TIJNS Ss 2 73 ;41' 1�4 P. USE- GRI711Pt GRatip s, i 2 9, S171L PRESSURE ALLOWABLE 4000ps-f, gp 7 ZUUd South Wlndsor, 0, BUILDING DEPARTMENT.""'-" N k.1 k, .:0 REFER TO, DRA WING NUMB ER C St TN A-3 0 nd E-1 thru E-8 PREPARED BY _EL BUIL DINGS INCI d ARMigR S TE n. _SS DRIVE 65 IN VERNE E WOOD J ,, CEZ 90112 FASTENGLI r W_ Cr4 <L V) Zn 0 c I � � uE {}"':a a •_--~������'�t yf �t7,br Traa� •* F'�t� �� y,a��: �'h,._ G'��"t• n. �i5 .�y�s-z ��' t'rt3 ']'' �a3, •� F�, _t':ra i ' ' �.t?•r' � ..�. , ;.:.x� K �L'9�-'.:' F ,r '�'. r t� �d b• : fit _ „ F ! y s 4 - �.y , , - �b,a?` ? �i. sty, a;, a.±Vl• I _ w^ r �t'KeY'- .. i �yJ _ ay' r , rr r t•r •o-.¢ �`' N i 4 � jRLc, 1 Z . Y M f� ?N 7 1/2' M F 9�� x A� c j •,: o, " SECTION 1 , ENL ARGE-D PLAN 9 COL . A--1 SCALE, 314'--P'—a' PLAN 0 COL. D--1 (SIMILAR, R16Ifi FRAME" BY ARMOR STEEL BUILDINGS 4-3/4'0 x 19' LONG ANCHOR BOLTS, ASTM A36 or AP. Ea w/' 3' HOOK 1 1/21REF, z tr C 2—#6 TIE ,BARS CONTINUOUS TO OPPOSITE COL L MN 1,,-6' TW. CONCRETE SLAB w,,` 6x6—W1,4xW1.4 WELX9 WIRE MESH -. 2-#6 HOOKED A DOWELS ®4 i • ' ' a �•¢ a GRADE 4 +A i -14 I •� h t d ' • 40' SPLICE +' - f 6—#6 V£ s� . " w/ STANDARD NOOK A COIrER ` k #4 STIRRUPS a TY-1 F • • " ' W 5' a 2' • 9 1/21' 4 o j C 4 C'ONT �' ;• „ , I, C:.#5 EACH VAT'; .. . HORIZ. BARS TOP & BUT. � T YP. Tap & EDT, ^ y 2' Ct7V£R J • r N �^ . TYP"n' 6 n ° �,r • " • , . aA a UWISTURBED EARTH' 3' COVER 3'-,P 1/?' Ar SEC TI©N I COL r L INE A -1, D-.1 SCALE, 3/4'-P-0' 7{ - '-. # '7}'*;x;,.a, _ �..'' '��.;1 ,r,'- `..? t -z' i;y 4� „�- �-4 - °. }ik.� ',,Il',:. ''.•.�Yp''�.} -;. �''."'.�` �aa c,+.c� .`iOt�_ y,.. �i „♦ i. i i nY LS'ry.. e ♦ r at e..: , -, t..4. ♦' .1;.. Yy. T: �y ,�,'� .,t � st�x �4'ra: ,sc�r., : '♦i �+';N� f`71 r, l.. � i.,.' +1 +i ?14 tr.: .�. V. e v:t E. r�rx',';�f : "fin .:,;, ,c ,:�i- :•u F' � '"4 :rl. i2� J .s t•i`� , fir. t' '`�, 5}a, _rie,T'�. -c>!,� '. tYV S" A.� ,.f i+''. 1F .� ..I,l .i, •'A. e�['•V}.. rff�ll�.`�y ':.. •.iZ- ISf,.� ;'`,' r. ^'} . e. l X '+ _ .'„�c.�. t N 3- ''?: 4 "?r' ''Y �~ .i' T' :•i tiv:. .�-�: �: ` �"� r M ��^ � �'s.'� T#.T , •..„ r� �} � .i * i�'x . � �'i r'k t re+! ?l . F: �y l ,�� ..43i '�" "•��.�.y�rT!� n� : 44 iR �1 ' t •� *� yr }'�'. • r.' ;�� a'h ♦ �� yk Y.;"� 4°�' �`"�' - J t y a v,, t?: t _ r�r, �;r r 1,�"�7 h( rr i e• - l � ,. I t '� Y. 'Lf j}.t* y'��E •�tv � �...- at*"�� '.' r'-. vr,.' NOTE, ANCHOR BOL Ts NOT' SHOWN FOR CLARITY ` #5 STIRRUPS a ,, s+�• �n� 1 i 4'0x,' I/4'L LING e4 �HIL T I .K 611K BfJL T or AP Q E", 'ji' < �--� F1t Sf I s' 1 AI_ L AN11 `UI &VT. 111 `All MANUFAC TURPS) RCCfMMfiNTI+•+THINS Q / l � < a � J ' � ,A j'�l•• �' � J �•'Y[l Oar` �`''��•'� _ �e% `-- 6—#6 VERTICAL BARS, ! �: • z •° ° T YP� PIER REINF[IRCING x COLUMN LINE I SIMILAR h ,tf yr� ''"�-----� .BASE ANCHLN DETAIL"' SCALE! NTS ca s r 4 • rTID 6o 6�, 4. a f4F a ..._�...._�..____.—_.__..__.. • 4 SIB /O^�- L a f , fi `4 z, f , 1 co)ci a 7vr y aF U 6' CONCRETE SLAB V1 WELD j ^' VIR� NfSH CFrXFi V1,4XW14) + 3' MIN. SAND SECTION 2 6 HIL POLY YOR AR EQUAL 1-1/2' — 3/4' CRUSHED STONE, ENLARGED PLAN � COL A -� �' MIN, �FPTH SCALE, 314'-P-0' Vk PLAN A COL, D-2 (SIMILAR) •¢ t s T I ICAL SLAB DL_ TAIL� SLAP Cf +FfGU'A I (( N VAR ' `' t VARY, CLWAIACTUR ;LI RL Vl£W � � rf EMINFER R161D FRAME BY A/.'MOf2 e' y� f ± h• STEEL BUILDINGS \_ t •y Y 4-3/4'0 x 18' LONG ANCHOR BOL TS, V •�:• 44 �i n� 2—#5 HORIZ, BARS � ASTM A36 or AP. EQ, CLINrINUOUS (T&B) 1/c' , kEMOt 1 x,� w/ 3r Ht70K �4� • 2 46 T,TE $�f?S USE MIN, 30' SPLICE AS JOINT FILLER `' CONTINUOUS TO OPPOSITE COLUMN RE OUIRED CAULK A 6' THK. CONCRETE SLAB SIDING AND BASE� °'°''q `"- - 1 lit' RE,� ii,n wf 6x6—w1,4xW1.4 WELDED WIRE TRIM BY fIiHERS / MESH _ REFER TO BASE VIRF xME'SN EL wl 1.4xW1.4 W 2-#5 CONT, HDRIZ, BARS T YR TOP & ET, ?� REFER To TYPICAL ' SLAR WT41L 40' SPLICE or ► 1 112, C3 vER T YP. 9 1/2' •. h f r � • r ` — U � i ruk� � EARTH' - # 5 EACH WAY, TOP & BOT r— - 2' COVER `- -- 3' COVER VVVUNDISTURBED ' t FARTH I T YPt f OUNDA TIDN WALL SCCTICIN @ �'L7�. L INF A-P B- n SCALE: 1'-1 `—Q' r , 4, •' S f 4 T ^j -.6, rYd •, `1 s _ +Ij 'a• +8,,.• ,. f r�s c 11 ff s. x . s )y� ,{'•._—�_!.3-. ��+,'5=._ L'}_. _Y-i--s_fs��` ,•-�tM!.._ _ .. .. t _ _��� _. ���_ :��'ylrL+i" _.. _w s. � F _..T-N.�,rrr2:,..7 i.•;YF,_..- ,�N'"'�. . to THE BL'ILQirIG t)EpT. 7UeVie t :u n '.ir.15�-r This certified that this plan and so CaVte alteratlulls tions copies of the Proposod Wilding erected at / e together with amendments stated in applicatlon filed with plan and I agree to comply with all zonin 2. Building and state laws and such orders at hall tz issued by the Building Department during Pendetwl of this application and final issuance of a buildin2. permit. ^ r--� Signed This plan Is approved sublee o the condition tbal be orders and ordinances regul tins building shall complied with. These filed wit': Condrtionall pP roved Building tnspeetor% I It q • �/lj / 17 No. (. Oahe % I 14