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HomeMy WebLinkAboutWEST SIDE PARK MAINTENANCE BUILDINGa GENERAL NOTES 1, Design and/or fabrication shall be in accordance with Whirlwind's standard practices and interpretations of the following codes: Thirteenth Edition AISC Stuel Construction Manual ASD, 2001 North American Specification For The Design Of Cold -Formed Steel Structural Members, 2004 AWS D1.1 Structural Welding Code -Steel and any other code listed within the Design Information. 2. Material ASTM Designation Minimum Yield and Tensile Hot Rolled Mill Shapes A992 or A572 Fy= 50 ksi, Fu= 65 ksi Steel Plate/Flat Bar A572 or A529 Fy= 50 ksi, Fu= 60 ksi Structural Steel Strip A1011 or A529 Fy= 50 ksi, Fu= 60 ksi Structural Steel Sheet A1011, A529 or A572 Fy= 50 ksi, Fu= 60 ksi Cold -Formed Light Gauge Shapes A1011 Fy= 57 ksi, Fu= 65 ksi Cable Bracing A475 Extra High Strength Round Bar Bracing A36 Fy= 36 ksi, Fu= 58 ksi Roof and Wall Cladding A792 Fy= 50, 60 ksi, Fu= 65 ksi Machine Bolts A307 High Strength Bolts A325 Anchor Rods (not by Whirlwind) A307 3. Finish: a. All cold -formed structural framing members shall be shot blasted, given one coat (0.5 mils) of premium polyester -based red primer, then oven baked prior to any fabrication. The primer contains a .1 wox' type lubricant to facilitate roll forming and deter marring during these operations. Hair line crazing which may occur during forming operations is considered normal. b. All other structural framing members shall be cleaned in accordance with the AISC Code of Standard Practice and given one shop coat (1.0 mils) of Whirlwind's standard red -oxide primer designed for short term field protection during the erection process. Whirlwind's standard red -oxide primer meets the performance specifications of Federal Specification TT-P-636D and TT-P-664, 4. All bolts are Ip' x 0'-11y' A307 except as noted. Refer to the erection drawings for specific framing connections and the cross-section(s) for main frame connections. 5. A325 Bolt Tightening Requirements: All high strength bolts ore A325 unless specifically noted otherwise. All structural A325 bolts with heavy hex nuts for the Rigid Frame are to be installed using the turn -of -the -nut method specified in the "Specification for Structural Joints Using ASTM A325 or A490 Bolts' in the AISC Manual. Unless noted otherwise, all bolted connections are designed as bearing type connections with bolt threads not excluded from the shear plane. 6. Closure Strips Furnished for Roof Applications: INSIDE - under roof panels at eave OUTSIDE - between endwall panels and rake trim and at the high side eave trim RESPONSIBILITIES 1. The Whirlwind Customer, hereafter referred to as the "customer', obtains and pays for all building permits, licenses, public assessments, paving or utility pro rats, utility connections, occupancy fees and other fees required by any governmental authority or utility in connection with the work provided for in the Contract Documents. The customer provides at his expense all plans and specifications required to obtain a building permit. It is the customer's responsibility to ensure that all plans and specifications comply with the applicable requirements of any; governing building authorities. 2. The customer is responsible for identifying all applicable building codes, zoning codes, or other regulations applicable to the Construction Project, including the metal building system. It is the responsibility of the customer to interpret all aspects of the End User's specifications and incorporate the appropriate specifications, design criteria, and design foods into the Order Documents submitted to Whirlwind. It is the responsibility of Whirlwind, through Whirlwind's Engineer, to design the metal building system to meet the specifications includi4g the design criteria and design foods incorporated by the Contractor into the Order Documents. Whirlwind is not responsible for making on independent determination of any local codes or any other requirements not part of the Order Documents. Whirlwind is responsible only for the structural design of the metal building system it provides. Whirlwind or Whirlwind's Engineer is not the Design Professional or Engineer of Record for the Construction Project. Whirlwind is not responsible for the design of any components or materials not provided by it or their interface and connection with the metal building system. 3. Whirlwind Steel Buildings' standard specifications apply unless stipulated otherwise in the Contract Uxuments. Whirlwind design, fabrication, quality criteria, standards, practice, methods and tolerances shall govern the work any other interpretations to the contrary notwithstanding. It is understood by both parties that the customer is responsible for clarifications of inclusions or exclusions from the Architectural plans and/or specifications. - 4. In case of discrepancies between Whirlwind's structural steel plans and pioris for other trades, Whirlwind's shall govern ("Code of Standard Practice for Steel Buildings and Bridges' in the AISC Manual; Section 3.3) 5. The customer is responsible for overall project coordination. All interface, compatibility and design considerations concerning any materials not furnished by Whirlwind and Whirlwind's steel system are to be considered and coordinated by the customer. Specific design criteria concerning this interface between materials must be furnished before release for fabrication or Whirlwind's assumptions will govern. 6. Anchor bolts and foundation bolts are designed, furnished, and set by the customer in accordance with on approved drawing. Dimensional accuracy shall satisfy the requirements of Section 7.5.1 of "Code of Standard Practice for Steel Buildings and Bridges' in the AISC Manual. All other embedded items or connection materials between the structural steel and the work of other trades are located and set by the customer in accordance with approved location on erection drawings. Accuracy of these items must satisfy the erection tolerance requirements. 7. Once the Contractor has signed Whirlwind's Approval Package and the project is released for fabrication, changes shall be billed to the Contractor including material, engineering, and other costs. An additional fee may be charged if the project must be moved from fabrication and shipping schedule. B. Whirlwind does not investigate the influence of the metal building system on existing buildings or structures. The End Customer assures that such buildings and structures are adequate to resist snow drifts, wind loads, or other conditions as a result of the presence of the metal building system. APPROVAL NOTES 1, It is imperative that any changes to these drawings: A) Be made in contrasting ink. B) Be legible and unambiguous. C) Have a!I instances of changes clearly indicated. 2. A doted signature, in the designated areas, is required on all page.. The signature must be from the person authorized on the contract or a person authorized, in writing, by the Whirlwind customer. 3. Whirlwind reserves the right to resubmit drawings with extensive or complex changes required to ovoid misfobricotion. This may impact the delivery schedule. 4. Any changes noted on the drawings not in conformance with the terms and requirements of the contract between Whirlwind and its customer are not binding on Whirlwind unless subs:quently specifically acknowledged and agreed to in writing by change order or separate documertation. 5. Approval of Whirlwind drawings and/or calculations indicate that Whirlwind has correctly, interpreted the contract requirements. This approval constitutes the customer acceptance of the Whirlwind design, concepts, assumptions, and loadings. Once the Whirlwind customer has signed and returned the Whirlwind drawings and/or calculations and the project is released for fabrication, changes shall be billed to the Whirlwind customer including material, engineering, and other cost. An additional fee moy be charged if the project must be moved from the fabrication and/or the shipping schedule. 6. The customer approves of all notes and conditions on the drawings and/ar calculations by signing an Approval Drawing Waiver Form. ERECTION NOTES 1. All bracing shown and provided by Whirlwind for this building is required and nhall be installed by the erector as a permanent port of the structure ("Code of Standard Practice for Steel 9uildings and Bridges' in the AISC Manual; Section 7,9), 2. Temporary supports, such as guys, braces, falsework, cribbing or other elements required for the erection operation shall be determined and furnished by the erector ("Code of Standard Practice for Steel Buildings and Bridges' in the AISC Manual; Section 7.9). 3. Normal erection operations include the correction of minor misfits by moderacr amounts of reaming, chipping, or cutting and the drawing of elements into line through use of drift pins. Errors which require major changes in the member configuration are to be reported immediately to Whirlwind by the customer to enable whoever is responsible either to correct the error or to approve the most efficient and economic method of correction to be used by others ('Code of Standard Practice for Steel Buildings and Bridges' in the AISC Manual; Section 7,12). 4. Erection tolerances are set forth in AISC Code of Standard Practice 7.11 except that individual members are considered plumb, level and aligned if the deviation does not exceed 1:300. Variations in finished overall dimensions of structural steel framing are deemed within the limits of good practice when they do not exceed the cumulative effect of rolling, fabricating, and erection tolerance::. When crane support systems are part of the metal building system erection tolerances Section 9, Common Industry Practices, 1996 MBMA Low Rise Building Systems Manual shall apply. "o achieve the required tolerances grouting of the columns and shimming of the runway beams may he required. The customer shall provide grout if required. The contractor erecting the runway beams is rKsponsible for shimming, plumbing, and leveling of the runway system. When aligning the runway beams the alignment shall be with respect to the beam webs so that the center of the aligned rail is over the runway web. 5. As a general rule field welding is not used to assemble a metal building system. In cases where the drawings indicate field welding and in cases where approved corrections are to be made by field welding the following requirements shall be met: a. Welders must be qualified by an independent testing agency, with suitable documentation to AWS Dt.l Structural Welding Code - Steel or AWS D1.3 Structural Welding Code - Sheet Steel as applicoble, for the processes, positions, and materials involved. b. All welds must be made in conformance to a documented and approved. Welding Procedure Specification (WPS). All joints which are not prequolified must be supported by a certified Procedure Qualification Record (PQR) by an independent testing agency. 6. All documentation and records shall be the responsibility of the customer. 7. Any claims or shortages by buyer must be made to Whirlwind within seven (7) working days after delivery, or such claims will be considered to have been waived by the customer and cisallowed. All claims should be directed to Whirlwind Steel Buildings Customer Service Department. , B. Claims for correction of alleged misfits will be disallowed unless Whirhrind . holl have received prior notice thereof and allowed reasonable inspection of such misfits. Ordinary inaJru.ocieE of shop work shall not be construed as misfits. No part of the building may be returned or charee:: essEssed fa: alleged misfits without prior approval from Whirlw:r: 9. Neither Whirlwind nor the customer w:a cut, drill or otherwise alter their work, or the work of other trades to accommodate other trades unless ;uch work is clearly specified in the contact documents. Whenever such work is specified the customer is responsible for furnishing complete infolmotion as to materials, size, location, and number of alterations prior to preparation of shop drawings ('Code of Standard Practice for Steel Buildings and Bridges" in the AISC Manual; Section 7.13). 10. Whirlwind Steel Buildings Field Modifications Policy: a. Whirlwind will only be responsible for the field -modified parts designed and approved by the Whirlwind Engineering Deportment. b. Any field modifications designed by third parties may not be approved by VIhirlwird and may limit Whirlwind's warranty, and liability. a. Whirlwind makes no warranty and hereby disclaims any responsibility with respect to the design, engineering, or construction of any field -modified parts performed by third parties. lfVl=II STEEL BUILDINGS ., P.O. BOX75280 PH: 800-324-9992 HOUSTON, TX 77234 FAX: 832-553-A600 © 2005 Whirlwind Steel Buildings Inc. All rights reserved REV DATE P 09.05.09 0 09.23.09 t nRAWiNr crucmvc DRAWING NUMBER ISSUE DATE DESCRIPTION Cl 0 09.23.09 COVER SHEET E7 0 09.23.09 ROOF FRAMING PLAN E2 0 09.23.09 ELEVATION FRAMING E3 0 69.23.09 ELEVATION FRAMING DI 0 09.23.09 DETAIL PACE D2 0 09.23.09 DETAIL PAGE Pt 0 09.23.09 RIGID FRAME ELEVATION P2 0 09.23.09 RIGID FRAME ELEVATION F1 0 09,23.09 ANCHOR BOLT PLAN F2 0 09.23.09 REACTIONS SHEET ERECTOR MOTE ONLY USE DRAWINGS ISSUED "FOR ERECTION" TO ERECT BUILDING NOTE! ALL OH DOORS FRAMED TO HAVE, PREGALVANIZED HEADER AND JAMBS. STEED Dr SItl1\1 f��1ts7 NO OTHER COWE REOUIRE'l iLra- 8, ARE INCLUOM DESCRIPTION CONSTRUCTION BY I CHK Sc PATAK CON REFERENCE: CITY OF LA JOBSI E: LA PORTE, DWN: aHK: MBS I . DATE: SIDE PARK r77 1 OCT 0 7 2009 Ply. 4 A325 LOW SIDE. WARNIN61 Skylights must not be used for foot traffic nor should they support the undistributed weight of any Individual. Roofing ladders or 1 n x 12' planks'must be used during installation, maintenance, or repair procedures. Whirlwind Steel Buildings and its' engineers are not responsible for any injury resulting from the skylight failing from improper use. NOTE The zero collateral and zero sprinkler load designated within the contract does not allow for an type of suspended system e.. duck work in Y YP P Ys ( 9 ke 9: insulation types other than 3 inch PSK standard duty fiberglass blanket insulation, etc.). Suspension of any food inducing system in the building is prohibited. Exception: Lighting and fixtures not weighing more than 0.3 psf. 6 JI2xl %" CCr Member Screw (Typ.) 2"x24 ga. Stropping (See Erection Orowings for Stropping locations) (4) spaces ma..x-" '1 tStropping Angle `Eove Strut (2"xl %'xl4 go.,M-1-1) (TYP•I ROOF STRAPPING DETAIL (Screw Down Roof) Purhn (Typ') High Side 11.�_Eove Strut Angle 14 go.-M-1-1) (Typ,) 4'-6" DOWNSPOUTS NO P-31T II if L-_J I// \\I L--I / T %h Bracel Angle I I M-III(!Jo)I I '�I�B-3=� ZPS-104, PS-1 3--1 3rx 1'-1 3/4' 1614" 26'-0" 25'-0" .I 25'-0" 26,-0. 4 B C DESIGN INFORMATION BUILDING CODE: IBC 06 Ground/Roof Snow Load: 0.00 SNOW IMPORTANCE: N/A DEAD LOAD: Metal Building Only SNOW EXPOSURE: N/A SNOW THERMAL: N/A COLLATERAL LOAD: (psf) 0.00 SEISMIC USE GROUP: N/A SEISMIC IMPORTANCE 1.00 SPRINKLER LOAD: (Pat) 0.00 SPECTRAL RESP. ACCEL Ss: 0.106 SPECTRAL RESP. ACCEL S1:0.044 SHEETING AND TRIM ROOF LIVE LOAD: (psf) 20.0 SPECTRAL RESP. SDs: 0.113 SPECTRAL RESP. SDI: 0.070 24CA ROOF - SUPER SPAN X - SOLAR WHITE FRAME LIVE LOAD: Reducible SITE CLASS: D SEISMIC DESIGN CATEGORY: B 24CA WALL - SUPER SPAN X - POLAR WHITE WIND LOAD: (mph) 120.0 DIRECTION: LATERAL I LONGITUDINAL 24CA TRIM - DEEP BLUE WIND IMPORTANCE: 1.00 STRUCTURAL SYSTEM: STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE. RESPONSE MODIFICATION (R): 3.0 3.0 DEFLECTION AMPLIFICATION (Cd): 3.0 3.0 GUTTER k DOWNSPOUTS - DEEP BLUE WIND EXPOSURE: C WIND COND.: Enclosed INTERNAL PRES. COEFF.: +/-0.18 UL580, CUSS 90 ROOF - CONST. No. 167 MK a7Y .SKYLIGHTS - WHITE A 4 3'-0 x 10'-8 SUPER SPAN EDGE ZONE WIDTH: (feet) 3.25 SEISMIC RESPONSE COEFF, CS: 0.038 1 0.038 MK QTYJ VENTILATORS DESING BASE SHEAR V:. 0.20 KIPS NO VEN71LATORS ANALYSIS: EQUIVALENT LATERAL FOR rr PROCEDURE ROOF FRAMING PLAN NOTE 1. Mezzanine is to be designed and providea by:'r.ners. 2. Mezzanine is to be structurally independent iron WW steel building. Rake Tr ITT (RT-101) Rake Ancie !RA2000) Canopy Trim-/ (CF-104) Soffit (24Ga. DEEP BLUE 1 I I I • _III • ',.. 81111 • �_I 8 SECTION "BB" RAKE Rafter "I'll' Panel Purlin v_v NOTEI ALL OH DOORS FRAMED TO HAVE, PREGALVANIZED HEADER AND JAMBS. ROOF PANEL 24Ga. SS) Closure EEP BLUE FInside Closure 12 I I Trim Trim Soffit 24Ga. S Wall Panel ( ) I DEEP BLUE M.F. Column OR Endwall Column 4'-0" . SECTION "A" EB-2 W8X10 EB-3 WBX10 P-1 8X35Z13 P-2 8X35Z16 P-3 8X3213 P-4 8X35Z12 P-5 8X25Z16 P-6 8X25Z16 E-1 8ES14 E-2 8ES14 E-3 8ES14 E-4 8ES14 E-5 8ES14 E-6 8ES14 E-7 8ES14 E-8 8X25C14 E-9 8X25C16 E-10 8X25C16 CB-1 0.25-CBL CB-2 0.25-COL 138-3 0.25-CBL CB-4 0.25-COL CB-5 0.25-CBL CB-6 0.25-CBL IF THE APPROVED PLANS ARE MODIFIED, A NEW SUBMITTAL. TO THE CITY IS REQUIRED PRIOR TO THE CHANGE IS OCCURRING -ROOF PANEL (240a. SSX) DEEP BLUE Soffit (24Go. SSX)--/ DEEP BLUE SECTION 18" NO OTHER i l�` �L ARE INCLUDED WALKDOOR5 AND WINDOWS FRAMED OPENINGS ERECTOR NOTE FINISH DESCRIPTION MK. I OTY.1 WIDTH I HEIGHT ('PENING FOR: l ONLY USE DRAWINGS ISSUED WHITE 13070LV WALK DOOR w/ 0 1 2 1 10'-0 1 9'-tt4 OBD 3/0 "FOR ERECTION' TO ERECT BUILDING WEA7HERSTRIP E 1 12'-0 11'-11r12 OHD d/O BRONZE 3050 HORIZ. SLIDE WINDOW, REV DATE DESCRIPnaN GLASS INSULATED P 09.05.09 FOR PERMIT C l`1 OCT 0 7 2009 ' BY:_:.____ _ WHIRLWIND STEEL BUILDINGS' aU� 0 D9.23.09 FOR CONSTRUCTION SC PATAK CONSTRUCTION, INC. KEM I1, TX eEfeffNCE: P.O. BOX 75280 PH: 800-324-9992 CITY OF LA PORTE WEST SIDE PARK - MAINTENANCE BUILD mBsnD HOUSTON, TX ?7234 FAX: 832-563-4600 LA PORTE, TX 77571 `°BAR Own: 1NIt: wrt: Exc: doe xa: oxc xo 0 2005 WN0wmd Steel Buildings Inc. Ail rights reserved MBS E. 2/09 ARM 15P56B Et I A_700 AK510 AK517 AK706 AK200 A_201 AK203 AK202 A_204 A_205 AKO A_212 \T AK219 N o 1p iN N 2'-4 1/2" `* S-6 1/2" d. - tr M L) Ud U T 4 6'-10 172" 3'-or`" r-m I Q° 5'-9' ?f+- 72'-Ir GIRT LAPS r-I JH• SIDEWALL FRAMING: FRAME LINE 4 NOTE: 3070 LV WALKDOOR ARE WIND -RATED. 130 mph a Ell 2-4 1/2" b 3'-6 1/2" °oil I n Pi 0 t n :o- j HT-101 Hf-101 HT- 0 - -• - Cal - IPL CF TT6 - - - - 90 to to Ino, - 01 1-101 'p T 1 fli; 1 15 M - - - - - - - - - - - - - - - - - - - 114 Framing for all OHD openings ore to be manufactured from pre -galvanized material t -L I G-16 G-17 I I I 1 C-19 I---PS-104 I X I C-19 I I G-16 1 0-17 I I 18 C-20 G-16 C-17 i STRPPPING ANGLE DS-t -------892000G _ - - - - - - - - - - - - - - - - - - - - - 2G :1EC-7 -1 7i1] -E -- - - - - - - - - H RF2-1 RFI-I EC-t I.4'-t" i'-0"I GIRT LAPS SIDEWALL FRAMING: FRAME LINE 1 GENERAL SHEETING & TRIM NOTES 1. Refer to erection drawings for rake angle locations. 2. Roof member screws are at 12" o.c. Eave end lop and peak screws are as shown. 3. Wall member screws are at 6' O.C. at the base member and 12' o.c. at all remaining members. 4. Roof stitch screws are located at each member with two between members (20" max. spacing). 5. Wall stitch screws ore located at each member with one between members (20" max. spacing). 6. Skylight stitch screws are at T D.C. 7. Start endwail panels at centedine of bldg. unless noted. 8. Gutter, rake, & save trim lap 2". All other trims lap 1". 9. Field cut or top panels as required to fit. 10, Field cut panels for all openings. It. Pop rivet gutter counterflashing to wall panel on 3'-0 centers and caulk all lops. 12. Gutter support strop spacing: Super Span 3'-0, Super Seem 2'-0, Weather Lok-16 2'-6% 13. Corner and/or peak boxes are not furnished with special rake or gutter profiles. Field miter as req'd. 14. Downspout strop spacing: 4" x 4" 8'-0 D.C. maximum, larger downspouts 5'-0 o.c maximum. 15. Hot -rolled or built-up members must be pre -drilled before attaching members screws. 16. Metal shavings must be swept from the roof each day to avoid surface rusting. 17. Windows and louvers must be installed before sheeting the walls. 18. For clarity, tope sealant, closures, etc. may not be shown. Refer to the standing seam erection manual or standard pull out for screw -down type root for additional installation instructions. Eave 112xf ;" LLF Member Screw (Typ.) GENERAL FRAMING NOTES 1. Angles ore marked by their length in feet and inches. 2. Field cut or lap angles as required to fit. 3. Flanc)e braces are marked by their length in decimal inches. 4. Outside flange of girt turns down unless noted. 5. Endwall girls and save struts do not lap, 6. Field cut and self -tap girls at walk doors. 7, Field slot girls for brace rods or cables. 8. Field locate windows and walk doors. 9. Field weld all splices at 14 gauge valley gutters. 10. Field bait AK400 base clip to endwall columns: 2 5/9' x 1-1/T' A325 bolts if 1 AK400 req'd 2 58x1- 3 4" A325 / bolls if ((2)) AK4 / O 00 req'd it. Locate top of roof framed openings flush with the pan of the roof panel. 12. Some field drilling at framed openings may be required. Field drill 9/16' diameter holes. 13, For clarity, tape sealant, closures, etc. moy not be shown. Refer to the standing seam erection manual or standard pull out for screw -down type root for additional installation instructions. Woll Girt Strapping Angle (24x 1 #"x74 ga. "'M-1-1) BT-101 SIDEWALL SHEETING & TRIM: FRAME LINE 4 PANELS: 24 Go. SSX - POLAR WHITE 0 U 17 --- I I� F FRAME LINE 4 MARK PART WF-1 SEE DETI SC-1 W8X10 SR-1 W8X10 DJ-1 8X25C16 DJ-3 8X25C14 DJ-4 8X25C14 DH-2 8X25C14 DH-3 8X25C14 DS-1 8X25CI6 G-7 BX25Z14 G-8 8X25Z14 C-9 8X25Z14 G-10 8X25Z14 G-11 8X25Z14 G-12 8X25Z14 G-13 8X25Z14 G-14 BX25716 IF THE APPROVED PLANS BOL TABLE FRAME LINE 1 ARE MODIFIED, A NEW SUBMITTAL WFCATION 1 QUA TYPE DI CITYTO THE CITY IS REQUIRED PRIOR WNNECT1J/4 L W_ar i TO THE CHANGE IS OCCURRING FRAME uNE , ❑ ID MARK PART 1 dt 2 AK400 3 AK700 Q 7 EC-121 (Cutter with 4 downspouts) CH S0 t— — Cu-7 1 CC-101 ES-121 2"x24 ga.Stropping (See Erection Drawings for Strapping localAcis) First girt from finished floor SECTION AT SIDEWALL STRAPPING Bi-701 SIDEWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 24 Ga. SSX - POLAR WHITE GIRT Member Screw ® 12" O.C. `-S If-T PM 0 b e -' 6 STEED. ENGN ONTy NO OTHEFpp^^CODE /��4EQUI EIVJEI T� nn� �HFAOER _.. 1` RE INCLUDED 1 SECTION X i OCT 0 7 2009 ERECTOR NOTE BY: ONLY USE DRAWINGS ISSUED 'FOR ERECTION' TO ERECT BUILDING REV DATE DESCRIPTION By CNK a69a: ar71FR1!LVWRN0D STEEL BUILDINGS SIDEWALL FRAMIN( P 09.05.09 FOR PERMN GOC JM0 09.23.09 FOR CONSTR PATAK CONST UCTION SC RUCT nErmsxceP.O. BOX PH: 800-324-9992 C8Y OF LA PORTSHOUSTON, FAX: 832-553-4600 xxlsoE:LA PORTE, TX 77t © 2005 WBtiklings Inc. All rights reserved Or. �' w _. MBS 54 PAR 15256E DJ-1 18X25C16 T1 6 8X25C16SX25Z131 G-17 8X25Z14 G-18 8X25Z14 13-19 8X25Z14 B1 ;A t � I <�> < 10� <Z> <Z> <�> 209 AK570 AK511 AK106 _AK200 A_201 AK203 AK202 A_ V A_205 AKO Al \ fnl_Column/Raf I 2 A325 5/8" 1. 1/2" e; Detail at Rake Angle 12 GENERAL SHEETING & TRIM NOTES V AK219 V CONNECTION PLATES FRAME LINE A ❑ ID MARK PART 1 AK400 2 di 3 AK200 4 SA005 5 A8212 MEMBER TABLE FRAME LINE A MARK PART EB-1 -wax 10 EC-1 WBX10 EC-2 8X35C14 EC-3 8X35C14 . 1 32'-4° OUT -TO -OUT OF STEEL EC-4 W8X104 ER-1 8X35C12 2 3 C-1 8X25Z16 12'-10' 5'-11 3k4� 4" G-2 8X25Z16 0-3 8X25Z16 RA2000 1" RT-101 ER-1 12ZZ C _ - _ 4 G-1 G-2 G-3 I E13 1 o in 1/2'n C-1 am G-2 } Q � 2'-4 1/2 uo w c I a h b ISv 1/2" l C-1 I GG-3.. 3,-6 1/ E _. BB2000G rn _ I_______ -_____- H miff _ EC -I EC-2 EC-3 EC-4 BT-101 ENDWALL FRAMING: FRAME LINE A ENDWALL SHEETING & TRIM: FRAME LINE A PANELS: 24 Go. SSX - POLAR WHITE L 2 dl.__ 1' -0" 5'-8' 12'-10" 12'-1 3 e 8 1/4' I I I I 3 AK200 4 SA)05 5 L RA2000 1"� Rt-tot 112 6 AF�i2 _ ER-2 C MEMBER TABLE FRAME LINE D MARK PART EC-2 8X35C14 G-4 12 C-6 13EC-5 W8X10® _W G-6 -7 2'-4 7/2°0 Ca EC-6 W8X1O� Qa IJ QG ?t - b N EC-7 W8X10 H N N -23-67/2 8X35C12 Ell G-6 G-7 o C-a 8X25Z16 G-5 8X25Z16 I t I BB2Dooc 1 I 0-6 8X25Z16 ___-___- _ I Li G-7 8X25Z16 EC-5 EC-6 EC-2 EC-7 l� i r r ENDWALL FRAMING: FRAME LINE D 1, Refer to erection drawings for rake ongle locations. 2. Roof member screws are at 12' o.c. Eove end lop and peak screws are as shown. 3. Wall member screws ore at 6" a.c. at the base member and 12" o.c. at all remaining members. 4. Roof stitch screws are located at each member with two between members (20" max. spacin ). 5. Wall stitch screws are located of each member with one between members (20" max. spacing. 6. Skylight stitch screws are at 6" o.c. 7. Start endwoll panels at centerline of bldg. unless noted. 8. Gutter, rake, & save trim lap 2". All other trims lap I". 9. Field cut or lop panels as required to fit. To. Field cut panels for all openings. 11. Pop rivet gutter counterflashing to wall panel on 3'-0 centers and caulk all lops. 12. Gutter support strap spacing: Super Spon 3'-0, Super Seom 2'-0, Weather Lok-16 2-8 13. Corner and/or peak boxes ore not furnished with special yoke or gutter profiles. Field miter as req'd. 14. Downspout strop spacing: 4" x 4" 8'-0 o.c. maximum, forger - p pmudownspouts 5' 0 o.c maximum. 15. Hot -rolled or built-up members must be pre -drilled before attaching members screws. 16, Metal shavings must be swept from the roof each day to avoid surface rusting, 17. Windows and louvers must be installed before sheeting the wells. 18. For clarity, tape sealant, closures, etc. may not be shown. Refer to the standing seam erection manual or standard pull out for screw -down type roof for additional installation instructions. GENERAL FRAMING NOTES 1. Angles are marked by their length in feel and inches. 2. Field cut or lop angles as required to fit. 3. Flange braces are marked by their length in decimal inches. 4. Outside flange of girt turns down unless noted. 5. Endwall girls and save struts do not lap. 6. Field cut and self -tap girls at walk doors. 7. Field slot girls for brace rods or cables. 8. Feld locate windows and walk doors. 9. Feld weld all splices at 14 gouge valley gutters. 10. Field bolt AK400 base clip to endwall columns: W2 5/8" x 1-1/2" A325 bolts it (1)) AK400 req'd 2 5/9' x 1-3/4" A325 bolts if (2) AK400 req'd 11. Locate top of roof framed openings flush with the pan of the roof panel 12. Some field drilling at framed openings may be required. Field drill 9,/16' diameter holes. 13. For clarity, tape sealant, closures, etc, may not be shown. Refer to the standing seam erection monuol or standard pull out for screw -down type roof for additional installation instructions. ENDWALL SHVfiT�� TRIM: FRAME LINE D ARC . �N i NS TO THE CITY IS REQUIRED S M<TTAC TO THE CHANGE IS OCCURRING STEEL F-SIGN CNEY Na O T HER CODE REO o% l,t i "ir- ARE INCLUDED ERECTOR NOTE ONLY USE DRAWINGS ISSUED "FOR ERECTION" TO ERECT BUILDING REV DATE DESCRIPTION WHIR W NDI STEEL BUILDINGS P 09..09 _ FORPERMIT u/ 0 09.23CONSTRUCT FOR ONSTRUCt P.O. BOX 75280 PH: 800-324-9992 HOUSTON, TX 77234 FAX: 832-553-4600 © 2005 wNdwind Steel Buildings Inc. All rights reserved MBs 4= 14 �L2 JI OCT 0 7 2009 BY:_� E3 I 0 Description• 4-14 x e Hex Head Undercut (J14 x e Long -Life Description: 12-14 x 114 Hex Head Undercut (Jt2 x 1 q Long- Note: Flange braces may be an one or both sides. o es• Sr Double Face Tope r , , 1 Point Self -Drilling La Lo Tek S.D.S. # 9 P P- ) 3 Lon Pilot Point Self -Drilling Life S.D.S. _ � 9 9 ) See forme cross-section for locations. t. Rotole each zee as required to alternate ., L Long -Life Zinc Die Cost Head Seating Torque 30 to 80 m-Ibs Long -Life Zinc Die Cast Head See Pion Purlir/Girt- Seating Totau 30 to 80 m-Ibs See Plan .Purlin/Girt between long and short flanges. . - 1" s 12"-14"zee I 2. The '4"0 hole t'the from each end is Recommended Driving Tool: 1800 RPM electric screw Recommended Driving Tool.• 1800 RPM electric screw located nearest the long flange.Insulation j depth sensing nosepiece to prevent o3. gun with depth sensing nosepiece to prevent '� ,r o Lap connection bolts are omitted for clarity. B" zeegun.wlth a a a LPadin overdriving and stripouf Suaaested Pre -Drill• None overdriving and stripout �- - - - - - - - - Suggested Pre -Drill: None - - - - - - VEave LF \-10" ' Strut (shape varies) Flange bate a ( Tip) • Indicates additional bolts zee / // Top flange (typ.) n Flange brace a / 114 INDICATOR (ryp) HOLE LOCA7 ON • Indicates bolts 5F SF Girl CAUTION,, Erector Note! Actual Size Rafter required 0 strut puriin/girt Actual Size additional Rafter required ® strut puriin/girt ��-�r LF Failure to luck facingof insulation back from edge at the base (2) '2"o A.307 machine bolls required of standard laps. (6) iZ o A-307 machine bolts required of standard Zaps. Zee (lyp.) J panel (4)'Zo A.307 machine bolls required of strut members. (8) lz`o A-307 machine bolts required at strut members. LAP LAYOUT and eave could result In Irreparable damage the (A strut member is o purlin or girt at the bracing points. (A strut member is o purlin or girt of the bracing points. panel and wilt void warranty. The struts continue across the length ofthe building.) The struts continue across the length of the building.) EF panel See E-droving for exceptions to size and quantity of bolts. See E-drawing for exceptions to size and quantity of bolts. La \\ ' END DETAIL LAP DETAIL Re diced SF `-Insulation X Face Tape itg& �' l lDouble = This detail is typical for blanket insulation famished by Whirlwind E or by the customer. LF i 5 %� ---q"O Indicator Hole Fold Insulation Pack 3" to C' L'FW 4) - - Sr p, SF 1 STANDARD DETAIL @ BLANKET INSULATION LF - Long Flange I SF = Short Flange LF SECTION "V ZEE LAP DETAIL @ THE LONG AND SHORT FLANGES Field out comer of angle of roof bevel L j for purlin clearance as shown i _ Eave Strut Y„ Brace Angle (9-1-i) (2" x I J" x 14 ga.) - At jamb to eove strut locations only r (See notes) Rcof Pudtn (2) Member Screws (112 x 14" LLF) �y (2) Member Screws (ryp, of each end) C1 Eove Strut Header p% �y, Ltf i Brace Angle () 14 go. (2" x 1 J` x 14 go.) - (See notes) Jamb l>^Tyt Al?rRODIAPPROVED FRAMED OPENING REINFORCEMENT %Q T EC�F7ED 4 n/�, PLANS t0 rhrCHAN� SR ��UUPR RA( RRING , i rmnIGN OWa I._ j OCT 0 7 2009 ARE INCLUDED BUILT --UP SECTION LEGEND r _ s ! Built-up Overall DepthM .....•• WILLIAO60M• • "� VAN Section (in im:hes) �i o 96713 ~_ r ERECTOR NOTE ��i o,e. /CENSE�•''F5r W208 ONLY USE DRAWINGS ISSUED . Ittt11 I i1 FOR ERECTION" TO ERECT BUILDING t0N..L Flange Width Flange Thickness Web Thickness (in inches) (in inches) (in inches) nry Dare oescatmlau er etc aoc. sac DETAIL PAGE 32'-9' x 7-Or x 12'-U• x 14'-8 5 i6" ' 5 = 5 3 = 36 B = >r 1= toga• WHIRLWIND 6 = 6 14 5d 2= 8go. STEEL BUILDINGS P 09.05.09 FOR PERMIT GOO JM ast PATAK CONSTRUCTION, INC. taKEM 11, TX 77565 0 09.23.09 FOR CONSTRUCTION Sc 4 = 0 = 8 =-8 5 = 58 2 = s4 3= 3is 0 = 10 svd+Excr. CITY OF LA PORTE WEST SIDE PARK " - 38 = 4= 14 P.O. BOX 75280 2 = 12 6 1 1 6= 3e HOUSTON, TX 77234 : 800-324-9992 PH�oBSnL FAX: 832-553-4600 tcHA. fA PORTE, TX 77571 H0.RRIS 0 2005 Whirlwind Steel Buildings Inc. All rights reserved awN: Cllx: 0.11E 2 aFa r 691E MBS 9/ EXC: J00 2/09 ARM 15568 D0 BOLTS, 0.5" ROOF x I'D" (TYP) PURLIN ENDWALL ENDWALL ENDWALL COLUMN ENDWALL COLUMN CORNER COLUMN BOLT, 0.5' ' RAFTER RAFTER BOLT, 0.5" BY 1.50' BY 1.0: (TYP) CONNECTION WELDED PLATE END OF BOLT, 0.5" PLATE BUILDING -� i'0' (') PLATECONNECTION BOLTS, 0.50" � o f o U/WE'LDED BY 1.50" P(24S o RISER B EECr ENDWALL RAFTER �o i o� o_______ ________ 3/4" ENDWALL COLUMN PLTE EGD�LL ENDWALL COLUMN ENDWALL COLUMN ENDWALL GIRTS ENDWALL GIRTS SIDEWALL GIRT ROOF PURLIN TO EXPANDABLE ENOWALL RIGID FRAME Nnv BE usm) B4 ENDWALL RAFTER TO COLUMN B6 ENDWALL RAFTER TO COLUMN O B 1 6 CORNER COLUMN TO C 1 ENDWALL COLUMN TO WALL GIRT ENDWALL RAFTER C3 ENDWALL COLUMN TO WALL GIRT D3 CORNER COLUMN TO WALL GIRT SIDEWALL ENDWALL COLUMN GIRT (2) 34"o x 134 A325 (TYP) NDWALL II EAVE STRUT I OLUMN O O it DOOR I ROTATED O JAMB I ENDWALL COLUMN n BOLT, 0.5" BOLTS, O O II _ t o o BY 1.0" I 0.50' BY J.C n �— BOLTS, I I I o_----- I I 1.50" u O ///2" x /" to of — DOOR A307 WIND BEM OR PLATE WIND COLUMN —� JAMB'/8" I 0 OASE PLATE BASE PLATE COLUMN FRAME BOLT , I a- PLATES ENDWALL 845E PLATE COLUMN 1.5" _BOLTEDBUILDING GIRT PLAN ELEVATION PLAN ELEVATION IXTENZION OF CONNECTION PLATE PLAN ELEVATION TOP FLANGE WALL GIRT D25 CORNER COLUMN TO WALL GIRT O BASE PLATE FOR ENDWALL E 1 COLUMN OR DOOR JAMB E3 BASE PLATE FOR ENDWALL COLUMN E6 BASE PLATE FOR DOOR JAMB N10 CO NECTONO WINDBII� WIND GU COLUMN SECTION J4 EAVE STRUT ELEVATION TO RIGID FRAME K2 WALL GIRT TO DOOR JAMB CL110 CLIPS EAVE STRUT COLUMN OR SIDEWALL COLUMN RAFTER WEB SEE RF BOLTSEr BTTES ______________ ' DOOR JAMB DWANGE _ WALL GIRT CONNECTION PLATE BRACE HILLSIDE WASHER 11 - II o p --TOP BOLTS, SEE TE O CABLE FLAT WASHER U 0 O DRAWING FOR SIZE. .• _____________ It 6CONNEOTTION O ` EYEBOLT o p II O O U p o —INTERMEDIATE BOLTS, THE NUMBER OF TOP BS NUT I,WEB OR BOTTOM BOLTS `. DOOR JAA1B""�._ DOOR DOOR HEADER SLOT 1­ 11 GREATER THAN FOUR. JNdB SECTION ELEVATION - NCHORT ABO BOLTS - BOTTOM BOLTS, SEE SECTION ELEVATION SECTION. ELEVATION BOLTS, 0.50' BY 1.0' (TYP) BASE PLATE FLANGE o o DRAWING FOR SIZE. L3 BOLT, 0.5" x 1.5" PLAN ELEVATION OPTIONAL FOR TOP & BOTTOM FLANGE. EXTENSION BEYOND FLANGE IS OPTIONAL, AT TOP & BOTTOM. DOOR JAMB TO EAVE STRUT L6 DOOR JAMB TO WALL GIRT M DOOR HEADER TO DOOR JAMB Q2 DETAIL AT BRACE CABLE CONNECTION R2 ANCHOR BOLTS AT SIDEWALL COLUMN U 1 BOLTED END PLATE RAFTER SPLICE U 2 BOLTED END PLATE CONNECTION AT BUILDING PEAK 1 J Cut Girt Leg Il ' ROOF PURUN� Notch * *Fleltl Notch Girt leg ' SHOP WELDED Girl ANTI —ROLL CLIP COLUMN �y BOLTED o END PLATE o --TOP BOLTS, SEE TOP FLANGE p p DRAWING FOR 512E. I 0 o p p —INTERMEDIATE BOLTS, I e WEB THE NUMBER OF TOP I o OR BOTTOM BOLTS GREATER THAN FOUR. — Girt 0 BOTTOM 0 o BOTTOM BOLTS, ZEE 0 RAFTER (2) 1/2"D x 1 1/4" A-307 Bolts GIRT TO GIRT CONNECTION AT CORNER �� �/ (y/; ; If/�,C FLANGE DRAWING FOR SIZE. ERECTOR NOTE TO / Whidwind recommends the use of a cutting wheel or band saw for 7, /1 c1 �/_' I/1I '7 ���.� BOLTS FOR RAFTER TO U3 COLUMN CONNECTION notching X1 DETAIL AT ANTI —ROLL CLIP galvanize hi —tensile members, especially for pregalvanized or hot dip members. Apply touch—up paint at ollcut edges. For C c' s�'F�,�'S��C/ hot point dip galvanized and pregalvanized members apply cold galvanize to all cut edges. ®®_ STEEL DESIGN ONE`S u� NO OTHER CODE HEOUIREWNT5 n� r OCT 0 7 2009 ERECTOR NOTE ONLY USE DRAWINGS ISSUED °FOR ERECTION' TO ERECT BUILDING REV DATE 15CRIPTION BY I CHK WH�RLWINB STEEL BUILDINGS 1 P 09.05.09 FOR PERMIT GOG I JM PIECE Zice Ouon -----Bolt----- Mork Top/BDt/int Type 0ia Len Sp- 1 4 4 0 A325 3/4" i 3/4" SI P- 2 4 4 0 A325 3/4" 2" Size MIA FLANGE BRACES: FBxx (1 or 2) xx=lengthQn) (1) One Side; (2) Two Sides A - L2X15X12 WARNINGI Skylights must not be used for foot traffic nor should they support the undistributed weight of any individual. Roofing ladders or In x 12" planks must be used during installation, maintenance, or repair procedures. Whirlwind Steel Buildings and Its' engineers are not responsible for any injury resulting from the skylight failing from improper use. DETAIL @ PANEL END 12 12 8 E S Reinlorcement panels with 22' triple -bead rope seal 0 these locations w/ Roaf pored o die -formed ridger cap varies Skylight panel DETAIL @ SUPER SPAN UL-560, CLASS 90, SKYLIGHT PANEL Skylight Panel __ _ ,_ � DETAIL @ PANEL END HIGH SIDE 1/4" RFt-2 RF1-3 14.0/14.0 10.188 0.134 5xl 0.134 6xl 32'-4" OUT -TO -OUT OF STEEL 4'-O" qRF /FTj7,F�lp' 70 RIGID FRAME ELEVATION 4 TC Ty�C/IY y IVFNI - FOR FRAME LINE B NECy441,� 5x 1 /4" 6x 1 /4" TURN -OF -NUT TIGHTENING y� 7 ' r Connections for rigid frames must be properly pre -tensioned. The Specification for Structural Joints Using � I -EL DESIGN ONLY ASTM A325 or A490 Bolts dated November 13, 1985 future reference to this section is to be called the OTHER e^e I' °'rf` 3 i Code) recognizes four methods to properly tighten the bolts; 1) "Turn -of -Rut", 2) calibrated wrench, 3) NO OTHER CODE REGD11 IEMEN t 3 t1 (I' OCT 0 7 2009 alternate design bolts and 4) direct tension indicator. All of these methods require special bolts and/or ARE INCLUDED li equipment to install, except the Turn -of -Nut Method. This is why Whirlwind specifies this method for bolt NY;-. %P. -ti,Ull. installation. tl According to paragraph 7(c) of the Code, washers are not required to be installed. Excerpts from the Code for installation come from paragraph 6(d); "Bolts shall be installed in all holes of L.I.A WILIAM VA...,....r N ....% t�....v..... the connection and brought to a snug -tight condition. Snug -tight is defined as the tightness that exist �r when the plies of the joint are in firm contact. This may be attained by a few impacts of an impact jlt9p�% :yC ENwrench or SE•' systematicallyafrom heeffortof a m most rigidnpaarinofathe corm cloninary dtowthecfreenug edgeshandnthenall therogress bolts of the ERECTOR NOTE ttIlLlt\0NpLti�`~~ connection shall be retighlened in a similar systematic manner as necessary until all bolts are ONLY USE DRAWINGS ISSUED simultaneously snug tight and the connection is fully compacted. Following this initial operation, all bolts in "FOR ERECTION" TO ERECT BUILDING the connection shall be tightened further by the applicable amount of rotation specified in table 5.. Table 5. Nut Rotation From Snug -Tight Condition. REV DATE DESCRIPTION BY CRK o¢c R.M. eDE: RIa1D FRAME ELEVATION 32'-4" x 77'-0" s 12'-C CCZH]1:R:L:Y IND STEEL BUILDINGS P 09.05.09 FOR PERMIT GOO JM CUSTMR: LOCATxtBolt Length (from under side of head to end Of bolt) i 0 09.23.09 FOR CONSTRUCTION sC PATAK CONSTRUCTION, INC. KEMAH• TX 7 U to and including 4 diameters ....... 1 3''turn REFUNME P 9 ••••^•• Over 4 diameters, but not exceeding 8 diameters ....... 1/2 turn P.O. sox 752e0 PH: 800-324-9992 mot CRY OF IA PORTE WEST SIDE PARK cCVxn: Over 8 diameters, but not exceeding 12 diameters ..... 2/3 turn HOUSTON, Tx 77234 FAX: 832-553-4600 to PORTE, TX 77571 HARK OxN: tl1I: oAle ENE: Jos x0: DEC He Q 7095 Whidnind Steel Weings Inc. All rights reserved MBS 9/ 2/09 ARM 152568 Pt M SPLICE BOLTS Splice Quan -----Bolt----- Mark Top/Bof/Int Type Dio Len' 3' Reinforcement panels p w/ Roof pone) a cop with 2 tri le -bead ro e d ndg hese MEMBER SIZ TA@LE WEB DEPTH WEB PLATE OUTSIDE FLANGE INSIDE FLANGE PIECE W T SP- 1 4 4 0 A325 3/4" 1 3/4" SP- 2 4 4 0 A325 3/4" 2' 1 / Cutter 34 w shtd. wall seal ® locations 0- 2 t0OT1END 0.0 O.H64K SW 4T RF2-2 14.0/14,0 0.134 5x15xi/4" x 5x1 4 5x1/4" BASE PLATES 14.0/14.0 0.134 Cot Plate Size Id WIN Thick 4+ Fpanol RF2-3 12.U/12.0 0.188 6x1/4" 6xt 4" 6x1/ 4" BP- i 8" 3/8" BP- 2 8" 3/8"Skylig OFLANGE BRACES: FBxx (1 or 2) DETAIL @ PANEL END xx=length(in) DETAIL @ PANEL END (1) One Side; (2) Two Sides DETAIL t& SUPER SPAN UL-580, CLASS 90, SKYLIGHT PANEL HIGH SIDE '.. A - L2X15X12 !i { Ii Sk/Iighl Panel o rf- 1/4' SP® 3'-3 15 16" 24 Go. SOLAR WHITE SSX 4 SP® 4'-1 7/19" T2 12 FB2A 1 FB2A_L)t FB291 —. — — — -- — -- — —-- — !o j 4 ftF2' 2 i o II N I - I I WARNINGI Ir1 �I Skylights must not be used for foot traffic nor should they I �; support the undistributed weight of any individual. Roofing $ v ^ ladders or 1 "x 12" planks must be used during installation, = 1 o I maintenance, or repair procedures. 1 IF Whirlwind Steel Buildings and its' engineers are not — I�1 responsible for any injury resulting from the skylight failing I from improper use. t I 1 M I I I BP}1 ePr2 8 1/4" 10 1 2' 29'-0 1 2" Clearance '-4" F T _. 1 4 RIGID FRAME ELEVATION FOR FRAME UNE 4 s lip qPp TURN -OF -NUT TIGHTENING �OTyF�/FjF© ROpFOp C� 'q/�/ !q� � � , NII REEL D . 11'enl, QN[ r Connections for rigid frames must be properly re -tensioned. The Specification for Structural Joints Using 9 P P Y P t7 THF� ry�`SR ��'�/ N`SA w . r .,r. �4d 0T HER �rcODpE/a072009 s I P g ASTM A325 or A490 Bolts doted November 13, 1985 (future reference to this section is to be called the HqN FQUj Bhtj �F�S' �, �,i OCT 0 7 2Q09 Code) recognizes; four methods to properly tighten the bolts; 1) "Turn -of -Nut", 2) calibrated wrench, 3 O R ARE INCLUDED j alternate design bolts and 4) direct tension indicator. All of these methods require special bolts and/or) C�FOp /Ory� p U /� %>'% „_ C !I'-L install, n'cr( equipment to except the Turn -of -Nut Method. This is why Whirlwind specifies this method for bolt installation. --ti�u111 i ���•�F•T�'rlttl According to paragraph 7(c) of the Code, washers ore not required to be installed. • * Sri Excerpts from .the Code for installation come from paragraph 8(d): "Bolts shall be installed in all holes of ... .......� WILLIAM VAN ', the connection and brought to a snug -tight condition. Snug -tight is defined as the tightness that exist ••T.................• ............. when the plies: of the joint are in firm contact. This may be attained by a few impacts of an impact ERECTOR NOTE wrench or the full effort of o man using an ordinary spud wrench. Snug tightening shall progress ONLY USE DRAWINGS ISSUED 90' e7CEI F +•. systematically from the most rigid part of the connection to the free edges, and then the bolts of the "FOR ERECTION" TO ERECT BUILDING Fs rI;i,; connection shall .be retightened in a similar systematic manner as necessary until all bolts ore simultaneously snug tight and the connection is fully compacted. Following this initial operation, all bolts in the connection shall be tightened further by the applicable amount of rotation specified in table 5.. Table 5. Nut Rotation From Snug -Tight Condition. ' REV DATE DESCRIPTION BY CHK 0.5C RIGID FRAME ELEVATION a2?!. SIZE 32'-4" x 7T-U x 12'-0" x 14'-8 5 i6" Bolt Length (from under side Of head to end of bolt) Q�IZ30 STEEL BUILDINGS P 09.23.09 FOR PERMIT COC �7Digp; �G� Up to and including 4 diameters ...................................... 1/3 turn 0 09.23.09 FOR CONSTRUCTION - SC PATAK CONSTRUCTION, INC. KEMAH, TX 77565 SC Over 4 diameters, but not exceeding 8 diameters ....... 1/2 turn P.O. BON 75280 PH: 800-324-9992 fiDTflENte CITY OF LA PORTE WEST SIDE PARK Over 8 diameters but not exceeding 12 diameters ...., 2/3 turn HOUSTON, TX 77234 FAX: 832-553-4600 JOBSnD LA PORTE, TX 77571 CoR HAHARRIS --s © 2005 WNdwind Steel Buildings Inc. All rights reserved aw" DATE: MC MBs 9/ 2/09 ARM K15256B a P2 0 Horizontal leg or recess must remain flat or slope away from the building. Notch area indicates arecess for metal wall ANCHOR BOLT SCHEDULE panels. Panels must not touch the bottom or the recess, which will void the warranty. — - SYMBOL QUANTITY SIZE PROJECTION 112 - 8 072 2 Wall Base Angle Panel Anchors &Spacing ',. '�' 56 DSO 212 Not By Whirlwind 16 034 NOTE! I 1 ' \? 3 1 312 ° • 8 114 4 " ' OT-101 ° tIz a a THREADED ANCHOR BOLT DETAIL @ SHEETING RECESS NTS - - I BASE I PLATE PROJECTION " - NOTE: PROJECTION BASED FROM BOTTOM OF BASE PLATE. ADJUSTMENTS SHOULD BE MADE FOR " - GROUT AND/OR LEVELING PLATES. 77'-3""OUT-TO-OUT OF CONCRETE REFERENCE NOTES 7T-0° OUT-TO-0l7T OF STEEL 1 1/2° 1, ALL ANCHOR BOLTS BY OTHER (S A B C TO HAVE NUTS AND PLAT WASHE. 6 " 5 D 76 -!) 2, ALL ANCHOR BOLTS ARE DESIGNED TO SUBSTITUTTIONS ARE ALLOWED. THREADS, NO 3. WHIRLWIND IS NOT RESPONSIBLE FOR THE DESIGN, MATERIALS AND WORKMANSHIP 18'-T1" 3'-0" 4'-1' PREPARED BYOWHIRLWINDC ARE INTENDEDNS \ N - TO SHOW ONLY LOCATION DIAMETER, AND PROJECTION OF ANCHOR BOLTS REQUIRED 1 LOW SIDE m - TO ATTACH THE METAL BUILDING SYSTEM TOTHEFOUNDATION. WHIRLWIND IS H o 7HEPl0ADSLIMRSSEDRBYIITIHG M TALE BUILDER EE E 1 B , T •C T •F T '•' t ITISRESPONSIBILITY OFF THE EINDI b o D CUSTOMER TO ENSURE THAT ADEQUATE SIONS ARE MADE FOR SPECIFYING BOLTI EMIMENT BEARING ANGLES, TIE RODS, PND OR OTHER ASSOCIATED ITEMS I EMBEOD D IN THE CONCRETE FOUNDATION, FOUNDATIONN FOR w a ' o A 2 THEAESLOADS IA POSEEUD �HEEDME�TAL BUILDING SYSTEM, OTHER IfrIPOSI Lt1ADS, AND U W 2 • A = THE BEARING CAPACITY OF THE SOIL AND OTHER CONDITIONS OF THE BUILDING o E SITE. (1996 LOW RISE BUILDING SYSTEMS O MANUAL, SECTION IV; 3.2.2 M 1 SS 1 N O v M p m 1 I II v C 3 i v 1 w v n 3 M A • K - 1 ba I II I 4 1 D H G K . J H F O E (— F J = J J B" C 4 v � HIGH SIDE J I•^ J J — � m 6'-t01" - 2'-771 - -: 5'-9" - 12•-O" 1,-4" ,_a• '0'-0" b 10'-0" 26'-0" 9'-0' 16'-0" 26'-0" 1 1/2" A B B.1 C D ANCHOR BOLT PLAN NOTE: All Base Plates ® Finish Floor (U.N.) gRF�CTHF'gpp to C/FjFC Rp�,FC IpTyi C/ry/S qNF� P�gNS CygNc� s�� F') STEEL ESILSN ONLY OCT 0 7 i SEE PLAN FOR COLUMN DIRECTION ��� / ZOD9 Dio= 5/67 Do= 5/8' DID= I/2" �7 �'�y jt I._(�` y� OTHERCODE NO O " HEi i CODE 1'1EQUIR14.IV EN 18 �Y• 7 ANCHORBOLT „ AREINCLUDED C CANCHORBOLT 32 ANCHOR BOLT ''S•!I'�tJ� ' -+ \ \_ 1 8 1 STEEL LINE 7 RECEggS 8�yOND FlN. FLR. �f • 2 3 ___ OPENTNC \ 2 3 ___ DIAM FIN FLOOR �A.eoL k -0 ,/ -} 't J 2z 0-_ -/T �,,,,S„WILLIA'M Vq►�"' r r 'aL 96713 7"""'o OPENING jjj 9�,a"`�L'EN$E�•' WIDTH \ STE L RECESS BY CUSlOME WIDTH STEEgL RECESS CUSTOME TYP. SECTION ® OVERHEAD WIFFFDTH / ®WA SK DOOR S fO�Q'�• LIEN IF REQUIRED UNE IF REQUIRED E &ROLL -UP DODR - JJ RECESS BY CUSTOMER IF REQUIRED ERECTOR NOTE jt Sg� '•••^•"""G T ONN 11%101VAL V'�'`•.. DETAIL H DETAIL J DETAIL K ONLY USE DRAWINGS ISSUED Va. 5/8" Dio= 5/87 Dio= 5/8" Dio= 5/8' Dia= 5/9" DIa= 3/4" Dio= 1 1/4" 'FOR ERECTION" TO ERECT BUILDING a v � r ♦ ♦ -) I ♦ • I 21" 4• 1 1/2" ♦ ♦ ( t" T ♦ I O ♦ (O 21z" '(' • I ♦ ♦ (♦ 21z — T — O t ® 4° ♦ (♦ 11� I ♦ ♦ ANCHOR BOLT SETTING NOT VALID. UNTIL DRAWING IS ISSUED FOR CONSTRUCTION. WHIRLWIND BUILDING 8Y97EM8 WILL NOT BE RESPONSIBLE FOR LOCATION OF ANCHOR BOLTS ON THE APPROVAL DRAWINGS. I — — — I- — — — -I 4" Q" y. q" y. e • REV DATE DESCRIPTION BY CHK BIDC. SRI: I ♦ ♦ J Lv I ♦ ♦ I I ♦ ♦ t ,� - -I- - -. " W 81+ - �- - .- - �- - .- ( —1— 71 3/a• �� WHIRLWIND STEEL BUILDINGS P ANCHOR BOLT PLAN 09.D5.09 FOR PERMIT GOG JM R: J2'-4" x 77'-d x IT -OP x W-8 5 16' IDGT ' ' 2' 2" Bt+" .1 2" 2" - 81+ 2' Y = SW �/ �--"� 0 .S 09.23.09 FOR CONSTRUCTION SC PATAK CONSTRUCTION, INC. KEMAH, TX 77565 T 1/2" 3" 2" 1 I/ a" 2z" °' Sl9 SW 1 1/2 _SW 1 I/2' 10 t B" t /r I - 6 P.O. Box 75280 PH: eoD-32a-9992 aaoexcc CRY OF LA PORTE WEST xesnu - SIDE PAR' Taam: 1 2 4" See Plan See Plan HOUSTON, TX 77234 FAX: 832-553-4600 LA PORTE, TX 77571 HARRIS DETAIL A DETAIL 8 DETAIL C DETAIL 0 DETAIL E DETAIL F OEINL G p 2005 Whirlwine Steel euiPoings Inc. All rights reserved Dnn: mx: 611E D+c .aR n¢ M W.ISM MBS 9/ 2/09 ARM 152568 Ft 0 -_.. BRACING REACTIONS, PANEL SHEAR FRAME LINES 8 C i Reactions (k ) Panel ED T ED --Wall-- Cal --Wind--- — eismic— Shear T- COLUMN LINE ' Lao line Line Hoe Veil Harz Vert (lb/1t) L-EW A 77 FSW 4 Wind Column in Wall 85 8_SW ''1 Wind Column In Wall WIND COLUMN REACTIONS t Reactions ---Wall-- Cot Harz Veil Moment Anc-Boll Bose_Plate(in) Loc Line Line R/L LoodJc (k ) (k ) (f—k ) No Die Width Length Thick M F_SW 4 B R Wind 2.46 32.88 32.88 4 1,250 8.00 17.00 0.63 Seismic 0.75 996 9.96 o BSW 1 8 L Wind 2.30 2453 24.53 4 1.250 8.00 17.00 0.63 H H Seismic 0.69 732 7.32 V' H `V 1V 1V RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Cal Are. Bolt Bose Plate (in) Elev. Line Line No D(in) wild Len Thk (in) 6 1 4 0.750 8.000 11.50 0.375 0.0 B 4 4 0.750 8.000 13.50 0.375 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Fml Cal Anc. Bolt Bose Plate (in) Elev. Line Line Na D(in) Wid Len Thk (in) C 1 4 0.750 8.000 11,50 0.375 0.0 C 4 4 0.750 8.000 13.50 0.375 0.0 RIGID FRAME: BASIC COLUMN REACTIONS (k Frame Column ----Dead--------Live---- --Wind_LI--- --Wind_R7--- --Wind-U--- --Wind_R2--- Line Line Hariz Veil Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 8 1 0.39 1.58 1.25 4.73 -4.39 -10,00 2.62 -4.08 -4.62 -6.07 2.39 -0.08 8 4 -0.39 1.96 -1.25 6.56 -0.62 -12.09 4.29 -10.98 -0.39 -8.11 4.51 -7.08 C 1 0.42 1.61 1.42 4.88 -4.72 -10.26 2.31 -4.35 -4.95 -6.34 2.08 -0.36 C 4 -0.42 1.72 -1.42 5.01 -0.17 -8.84 4.73 -7.72 0.06 -4.86 4,95 -3.82 Frame Column --WincUnl-- --Wind-Ln2-- --Seismic_L- --Seismic - Line Line Horiz Vert Horiz Veil Horiz Vert Horiz Vert B 1 -0.12 -9.35 -0.12 -9.35 -0.11 -0.08 0.11 0.08 8 4 0.56 -9.75 0.56 -9.75 -0.09 0.08 0.09 -0.08 C 1 -0.12 -9.35 -0.12 -9.35 -0.10 -0.07 0.10 0.07 C 4 0.56 -9.75 0.56 -9.75 -0.08 0.07 0.08 -0.07 ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) Roller Rafter Brace Bruce Frm Cal Dead Live Windt Windt Wind-R Wi t Wi ndJ' Wind_S Wind-b Seis Seis Line Line Vert Vert Vert Vert Veil Vert Harz Harz Vert Vert Vert A 1 0.35 1.40 -1.86 -1.11 -1.86 -1.11 -0.86 0.99 -1.86 0.00 0.00 A 2 0.70 3.81 -5.30 -3.16. -5.30 -3.16 -1.73 1.91 -5.30 0.00 0.00 A 3 0.52 2.74 -3.81 -2.27 -3.81 -2.27 -1.42 1.58 -3.81 0.00 0.00 A 4 0.39 1.62 -0.80 -0.48 -0.80 -0.48 -0.58 1.06 -0.60 0.00 0.00 0 4 0.27 0.84 -0.48 -0.80 -0.48 -0.80 -0.58 ! 0.79 -0.60 0.00 0.00 0 3 0.58 3.00 -2.27 -3.81 -2.27 -3.61 -1.42 1.66 -3.61 0.00 0.00 D 2 0.70 3.81 -3.16 -5.30 -3.16 -5.30 -1.73 1.91 -5.30 0.00 0.00 0 1 0.35 1.40 -1.11 -1.86 -1.11 -1.06 -0.86 0.99 -1.86 O.OD 0.00 SOLDIER COLUMN: BASIC COLUMN REACTIONS (k Frm Cal Dead ---Live--- Wind_' -WindS--- Wind-Ln, Line Line Veil Harz Vert Hurt Harz Vert Harz B.1 4 0.19 0.05 0.36 2.03 -2.36 -0.77 -1.46 ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES --- ------ --------- ---------------------- Frm Col Anc, Bolt Base Plate (in) Elev, Line Line No 0(in) Wid Len Thk (in) A 1 4 0.625 8.000 8.500 0.375 0.0 A 2 4 0.625 5.500 5.438 0.375 0.0 A 3 4 0.625 5.500 5.438 0.375 0.0 A 4 4 0.625 8.000 8.500 0.375 0.0 D 4 4 0.625 8.000 8.500 0.375 0,0 D 3 4 0.525 5.500 5,438 0.375 0.0 D 2 4 0.625 5.500 5.438 0.375 0.0 D 1 4 0,625 8.000 8.500 0.375 0.0 ® SOLDIER-COLUMN'--_- - ANCHOR BOLTS & BASE PLATES Frm Col Anc. Boll Base Plate (in) Elev. OLr p Line 8.1 4 4 0.625 8.000 6.500 0.375 0.0 AoM00 F!f PPRO t0 r0 Ty�Oln q N�wS lgNs HF�NgA107 EEV SD 8?, 41 Ii 0cr 0 7 2009 i'STE Ono,, RlDP 4/ 1L 1N OMY By;__________ NO OTHFR CODE REOkJINEM - ARE 1N LUUi ; �pP OF ti91st ,,�WILLIAM VAN ERECTOR NOTE lrtr toZttstiuti:CG..\� ONLY USE DRAWINGS ISSUED 'FOR ERECTION" TO ERECT BUILDING REV DATE a6CPoPT1oN BY CNK BICa.SVE: REACTIONS SHEET 32'-4" x 77-0' x 12'-0" x WHIRLWIND STEEL BUILDINGS P 09.05.09 FOR PERMff COG JM cusloum: 0 09.23.09 FOR CONSTRUCTION SC PATAK CONSTRUCTION, INC. KEMAH, TX 77565 BEFEBE OF PORTE WEST SIDE PARK M P.O. BOX 75280 AX 800-324-9992 IT CITY LA I: ¢��,, TX F HOUSTON, 77234 FAX: 832-553-4600 LA PORTE, TX 77571 HARRIS Q 2005 Whirlwind Steel Buildings Inc. All rights reserved Ut4t c mm. SAID tic: JOB NO 0110 11: Fmow MBS 9/ 2/09 ARM 152568 F2 GENERAL NOTES 1. Design and/or fabrication shall be in accordance with Whirlwind's standard practices and interpretations of the following codes: ThirteenthEdition AISC Steel Construction Manual ASD, 2001 North American Specification For The Design Of Cold -Formed Steel Structural Members, 2004 AWS D1.1 Structural Welding Code -Steel and any other code listed within the Design Information. 2. Materials ASTM Designation Minimum Yield and Tensile Hot Rolled Mill Shapes A992 or A572 Fy= 50 ksi, Fu= 65 ksi Steel Plate/Flat Bar A572 or A529 Fy= 50 ksi, Fu= 60 ksi Structural Steel Strip A1011 or A529 Fy= 50 ksi, Fu= 60 ksi Structural Steel Sheet A1011, A529 or A572 Fy= 50 ksi, Fu= 60 ksi Cold -Formed Light Gauge Shapes A653 Fy= 57 ksi, Fu= 65 ksi Cable Bracing A475 Extra High Strength Round Bar Bracing A36 Fy= 36 ksi, Fu= 58 ksi Roof and Wall Cladding A792 Fy= 50, 60 ksi, Fu= 65 ksi Mcchine Bolts A307 High Strength Bolts A325 Anchor Rods (not by Whirlwind) A307 3. Finish: All primary structural members shall be hot -dipped galvanized after fabrication in conformance with ASTM A123. Whirlwind is not responsible for any oxidation of the hot -dipped galvanized members as a result of improper handling and/or storage. NI secondary structural members are to be manufactured from pre-gslvomzed and slit (prior to forming) coil stack conforming to ASTM A653, Grade 50, Coating 0-90. Whirlwind shall not be responsible for any field applied point and/or coatings. 4. All bolts are 1p' x 0'-114' A307 except as noted. Refer to the erection. drawings for specific framing connections and the cross -sections) for main frame connections. 5. A325 Bolt Tightening Requirements: All high strength bolts are A325 unless specifically noted otherwise. All structural A325 bolts with heavy hex nuts for the Rigid Frame are to be installed using the turn -of -the -nut method specified in the "Specification for Structural Joints Using ASTM A325 or A490 Bolts" in the AISC Manual. Unless noted otherwise, all bolted connections are designed as bearing type connections with bolt threads not excluded from the shear plane. 6. Closure Strips Furnished for Roof Applications: INSIDE - under roof panels at eave OUTSIDE - between endwall panels and rake trim and of the high side Bove trim RESPONSIBILITIES 1. The Whirlwind Customer, hereafter referred to as the "customer', obtains and pays for all building permits, licenses, public assessments, paving or utility pro rate, utility connections, occupancy fees and other fees required by any governmental authority or utility in connection with the work provided for in the Contract Documents. The customer provides at his expense all plans and specifications required to obtain a building permit. It is the customer's responsibility to ensure that all plans and specifications comply with the applicable requirements of any governing building authorities. 2. The customer is responsible for identifying all applicable building codes, zoning codes, or other regulations applicable to the Construction Project, including the metal building system. It is the responsibility of the customer to interpret all aspects of the End User's specifications and incorporate l the oppropriate specifications, design criteria, and design foods into the Order Documents submitted to Whirlwind. It is the responsibility .of Whirlwind, through Whirlwind's Engineer, to design the metal building system to meet the specifications including the design criteria and design loads incorporated by the Contractor into the Order Documents. Whirlwind is not responsible for making an independent determination of any local :.Ides or any other requirements not port of the Order Documents. Whirlwind is responsible only for the structural design of the metal building system it provides. Whirlwind or Whirlwind's Engineer is not the Design Professional or Engineer of Record for the Construction Project. Whirlwind is not responsible for the design of any components or materials not provided by it or their interface and connection with the metal building system. 3. Whirlwind Steel Buildings' standard specifications apply unless stipulated otherwise in the Contract Documents. Whirlwind design, fabrication, quality criteria, standards, practice, methods and tolerances shall govern the work any other interpretations to the contrary notwithstanding. It is understood by both parties that the customer is responsible for clarifications of inclusions or exclusions from the Architectural plans and/or specifications. 4. In case of discrepancies between Whirlwind's structural steel plans and plans for other trades, Whirlwind's shall govern ("Code of Standard Practice for Steel Buildings and Bridges in the AISC Manual; Section 3.3) 5. The customer is responsible for overall project coordination. All interface, compatibility and design considerations concerning any materials not furnished by Whirlwind and Whirlwind's steel system are to be considered and coordinated by the customer. Specific design criteria concerning this interface between materials must be furnished before release for fabrication or Whirlwind's assumptions will govern. 6. Anchor bolts and foundation bolts ore designed, furnished, and set by the customer in accordance with an approved drawing. Dimensional accuracy shall satisfy the requirements of Section 7.5.1 of "Code of Standard Practice for Steel Buildings and Bridges' in the AISC Manual. All other embedded items or connection materials between the structural steel and the work of other trades Gre located and set by the customer in accordance with approved location on erection drawings. Accuracy of these items must satisfy the erection tolerance requirements. 7. Once the Contractor has signed Whirlwind's Approval Package and the project is released for fabrication, changes shall be billed to the Contractor including material, engineering, and other costs. An additional fee may be charged if the project must be moved from fabrication and shipping schedule. 8. Whirlwind does not investigate the influence of the metal building system on existing buildings or structures. The End Customer assures that such buildings and structures are adequate to resist snow drifts, wind loads, or other conditions as a result of the presence of the metal building system. Rev i-JUL-2008 APPROVAL NOTES 1. It is imperative that any changes to these drawings: A Be mode in contrasting ink. B Be legible and unambiguous. C) Have all instances of changes clearly indicated. 2. A dated signature, in the designated areas, is required on all pages. The signature must be from the person authorized on the contract or a, person authorized, in writing, by the Whirlwind customer. 3. Whirlwind reserves the right to resubmit drawings with extensive or complex changes required to avoid misfabrication. This may impact the delivery schedule. 4. Any changes noted on the drawings not in conformance with the terms and requirements of the contract between Whirlwind and its customer are not binding on Whirlwind unless subsequently specifically acknowledged and agreed to in writing by change order or separate docum<ntotion. 5. Approval of Whirlwind drawings and/or calculations indicate that Whirlwind has correctly interpreted the contract requirements. This approval constitutes the customer acceptance of the Whirlwind design, concepts, assumptions, and loadings. Once the Whirlwind customer has signed and ret-irned the Whirlwind drawings and/or calculations and the project is released for fabrication, changes shad be billed to the Whirlwind customer including material, engineering, and other cost. An additional fee may be charged if the project must be moved from the. fabrication and/or the shipping schedule. 6. The customer approves of all notes and conditions on the drawings and/or calculations by signing on Approval Drawing Waiver Form. ERECTION NOTES 1. All bracing shown and provided by Whirlwind for this building is required and shall be installed by the erector as a permanent part of the structure ("Code of Standard Practice f(r Steel Buildings and Bridges" in the AISC Manual; Section 7.9), 2. Temporary supports, such as guys, braces, folsework, cribbing or other elements required for the erection operation shall be determined and furnished by the erector ('Code of Stands,d Practice for Steel Buildings and Bridges' in the AISC Manual; Section 7.9). 3. Normal erection operations include the correction of minor misfits by modera.e amounts of reaming, chipping, or cutting and the drawing of elements into line through use of drift pins: Errors which require major changes in the member configuration are to be reported immediately to Whirlwind by the customer to enable whoever is responsible either to correct the error or to approve tha most efficient and economic method of correction to be used by others ("Code of Standard Practice for 'heel Buildings and Bridges" in the AISC Manual; Section 7.12). 4. Erection tolerances are set forth in AISC Code of Standard Practice 7.11 except that individual members are considered plumb, level and aligned if the deviation does not exceed 1:300. Variations in finished overall dimensions of structural steel framing are deemed within the limits of good practice when they do not exceed the cumulative effect of rolling, fabricating, and erection tolerances. When crane support systems are port of the metal building system erection tolerances Section 9, Common Industry Practices, 1996 MBMA Low Rise Building Systems Manual shall apply. To achieve the required tolerances grouting of the columns and shimming of the runway beams may be required. The customer shall provide grout if required. The contractor erecting the runway beams is responsible for shimming, plumbing, and leveling of the runway system, When aligning the runway beams the olignment shall be with respect to the beam webs so that the center of the aligned rail is over the •unway web. 5. As a general rule field welding is not used to assemble a metal building system. In cases where the drawings indicate field welding and in cases where approved corrections are tc be made by field welding the following requirements shall be met: a. Welders must be qualified by an independent testing agency, with suitable documentation to AWS D1.1 Structural Welding Code - Steel or AWS D1.3 Structural Welding Code - Eheet Steel as applicable, for the processes, positions, and materials involved. b. All welds must be mode in conformance to a documented and approved Welding Procedure Specification (WPS). All joints which are not prequalified must be supporte,f by a certified Procedure Qualification Record (PQR) by an independent testing agency. - - 6. All documentation and records shall be the responsibility of the customer. 7. Any claims or shortages by buyer rnus' be made to Whirlwind within seven (7) working days after delivery, or such claims will be considered tc have been waived by the customer and disallowed. All claims should be directed to Whirlwind Steel Buildings Customer Service Department. 8. Claims for correction of alleged misfits will be disallowed unless Whirlwind shall have received prior notice thereof and allowed reasonable inspection of such misfits. Ordinary inaccuracies of shop work shall not be construed as misfits. No part of the building may be returned or charges assessed for alleged misfits without prior approval from Whirlwind. 9. Neither Whirlwind nor the customer will cut, drill or otherwise alter their work, or the work of other trades to accommodate other trades unless such work is clearly specified in the contract documents. Whenever such work is s specified the cus tamer Is responsible es ' P nslbl e for furn ishing complete ete in formation mat size, location, and number of alterations prior to preparation of shop drawings ("Code of StandardPracticefor Steel Buildings and Bridges' in the AISC Manual; Section 7,13). 10. Whirlwind Steel Buildings Field Modifications Policy: a. Whirlwind will only be responsible for the field -modified parts designed and approved by the Whirlwind Engineering Deportment. b. Any field modifications designed by third parties may not be approved by Whirlwind and may limit Whirlwind's warranty and liability. c. Whirlwind makes no warranty and hereby disclaims any responsibility with re:Ipect to the design, engineering, or construction of any field -modified parts performed by third parties. REV qW STEEL BUILDINGS 0 P.O. BOX 75280 PH: 800-324-9992 HOUSTON, TX.77234 FAX: 832-553-4600 © 2005 Whirlwind Steel Buildings Inc. All rights reserved -i IF THE APPROVED PLANS ARE MODIFIED, A NEW SUBMITTAL TO THE CITY IS REQUIRED PRIOR TO THE CHANGE IS OCCURRING nRAWMr crurn,nc DRAWING NUMBER ISSUE DATE DESCRIPTION CI 0 09.23.09 COVER SHEET El 0 ROOF FRAMING PLAN E2 0 ELEVATION FRAMING E3 0 ELEVATION FRAMING DI 0 DETAIL PAGE D2 0 DETAIL. PAGE PI 0 RIGID FRAME ELEVATION Fl 0 ANCHOR BOLT PLAN F2 0 0 REACTIONS SHEET ERECTOR NOTE ONLY USE DRAWINGS ISSUED "FOR ERECTION" TO ERECT BUILDING j' r; OCT 072009 SQ s F t � C, it`t�� e Lsv:Ly No 0 i NEB t i)l iEi.- �VI DATE DESCRIPTION BY CHK OESC: I BLOC. SIZE: .05.09 FOR PERMIT COVER SHEET 100'-0" x 100'-0" x 1 MT JM CUSTOMER: 23.09 N. FOR CONSTRUCTION SC PATAK CONSTRUCTION; INC. Loca"a KEMAH, TX ,i REFERENCE: CITY OF LA PORTE WEST SIDE PARK - PAVILION BUILDING JOBSRE: COry ul' LA PORTE, TX 77571 HARRIS OWN: CHK: DATE: ENG: JOB Nil: No Nil: MBS g 2 Qg ARM 15256A C1 7 EDGE ZONE Eave strut-' SIDEWALL ' EB-4 4 05 1/2 1 EB-5 4 A325 i/2 1 EB-6 2 A325 1/2 1 EB-8 2 A325 1/2 1 EB-9 4 A325 9/2" 1 Sub -Framing A B EB 2 %i25 1)2" 1 (16go Zee) 5'-rr 100'-Cr OUT -TO -OUT F STEEL _ Sub -Framing 1-(16go Cee) SPECIAL BOLTS I ROOF PLAN O ID JQUAN TYPE DIA LENGTH I i 1 4 A307 112 1 1 4 =BottedoEMEMBER TABLE Purtin SEE EDGE Z�E DEINL O7 RA2000-, ^ ROOF PLAN MARK PART --•End Rafter 'E't -Sub-Framing I !- If Req'd C NOTE: Roof ,,,net must attach to edge zone framing in the some manner as a standard purlin. SA005 w/ (3) roof member screws per side (typ.) Sub -Framing Purfin (16go Cee Channel) °, i- L• t, - �" `Sub-Froming Eove strut (16go Zee) SECTION n A " 1 Sub -Framing A If Req'd W Q va, ! E -:� Sub -Framing (16ga Zee) h ..N - x Sub-Fromir (16go Cee) a e 3 I ! Bolted z W . IP) `a Purlin ' '^'r `-End Rafter ff Req'd TYP EDGE ZONE DETAIL NOTE: Root panel must attach to edge zone framing in the Sam as a standard purlin. SA005 w/'(3) roof member screws per side (typ.) Sub -Framing - f r Purfin (1690 Cee Channel) i Purlin I. `+ Sub -Framing (16go Zee) C NOTE The zero collateral: and zero sprinkler load designated within the contract does not allow forlany type of suspended system (e.g. duck work, piping, insulation types:.other than 3 inch PSI( standard duty fiberglass blanket insulation, etc.). Suspension of any load inducing system in the building is prohibited. Exception: Lighting and fixtures not weighing more than 0.3 list. --- - -- -- -- - -- -- - ----- - ---- -- ---- -- - - - - ®n b us F vl I ' ( a a. 1 a a ' -- -- - -- - - -- - - - - - - -- - -- -- - -- -- — -- 7 wm It / / \ -\ -- - e /- -1 --Q� -�\ - m/- rr A A I I o. A1 \ / \ A H / / / I I\ I II —I I Ha a y, W II II H � I 3 I�I /1 - - X X I I' a. X X 1 / a f\ ,p w H r �1 zv\ ( I �o\ / \ dh l& / �\ / \ / \ / \ / \ / It \ / \ / m I '-nm C DI - - - -- ---- -- ---- -- --- - --� I il H b 7 N °° �I • 1 F N a 1 N � M w °- 4 C -- ---- -- ---- -- ---- — 1 --uII — — -- --�—_ -- ---- -- ---- — — — — b' O bw ' -- -- — -- — — -- — — — — — -- — -- -- — -- -- — -- , n RA2000N ROOF FRAMING PLAN i DESIGN INFORMATION Primary strututmembers hot -dipped galvanized. Secondary utura/ members pre -galvanized. BUILDING CODE: = I8C 06 .Ground/Roof Snow Load: 0.00 SNOW IMPORTANCE: N/A DEAD LOAD: Metal -Building Only SNOW EXPOSURE: N/A SNOW THERMAL: N/A COLLATERAL LOAD: (Psf) I 0 SEISMIC USE GROUP: N/A SEISMIC IMPORTANCE 1.00 SPRINKLER LOAD: lost) i 0 SPECTRAL RESP. ACCEL Ss: 0.106 SPECTRAL RESP. ACCEL. SI:0.044 SHEETING AND TRIM WALKDOORS AND WINDOWS FRAMED OPENINGS - ROOF LIVE LOAD: (psf) ! 20 SPECTRAL RESP. SDs: 0.113 SPECTRAL RESP. SDI: 0.070 24CA ROOF - SUPER SPAN X -DEEP BLUE MK. QTY, FINISH DESCRIPTION MK. QTY. WIDTH HEIGHT OPENING FOR: FRAME LIVE LOAD: - i Reducible SITE CLASS: D SEISMIC DESIGN CATEGORY: B WALL PANEL N/A WINO LOAD: (mph) I 120 DIRECTION: LATERAL I LONGITUDINAL 24GA TRIM - DEEP BLUE WIND IMPORTANCE: 1.00 STRUCTURAL SYSTEM: STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE. CUTTER 4 DOWNSPOUTS - COLOR WIND EXPOSURE: C UL580, CLASS 90 ROOF - CONST. No. 157 WIND COND.: - Enclosed RESPONSE MODIFICATION (R): 3.0 T3.0 MK QTY SKYLIGHTS - WHITE INTERNAL PRES. COEFF.: +/-0.18 DEFLECTION AMPLIFICATION (Cd): 3.0 3.0 NO SKYLIGHT ' EDGE ZONE WIDTH: (feet) 7.00 SEISMIC RESPONSE COEFF, CS: 0,038 0.038 MK CITY VENTILATORS ' DESING BASE SHEAR V: 0.52 KIPS A 9 9"x10'-07 RIDGE VENT W/FIXED OPEN ANALYSIS: EQUIVALENT LATERAL FORCE PROCEDURE ' 514 rru NOTE 1. Framing for restrooms and consession areas is to be designed and provided by others, It will also bestructurally independent from the WW metal building. 2. No framing is provided for the "parapet common wall". Parapet. attachment to roof purlins is not permitted in this design. 16go Cee diaphragm Strut purlin @ 5'-0 t O.C. (Mk: E-tt---3—(3) Roof member Eove strut ff"-- screws per side SECTION "C' (Typ. @ all strul purlins of eave) ARFM�THFApp TOTyF D/FjF� RO(/F,0p TOTNF�/�'/SRC FlyS�e NS HA�OF✓SQOjRFO���?///nAl 112xl %" LLF �CQj "Qd� Strapping Member Screw (Typ.) F fiction Drawings Ior pping locations) Peak Spacer max (See Detail) (4) spaces Stropping Angle Strut (2"xl %"x14 go.-M-1-1) (Typ.) ROOF STRAPPING DETAIL (Screw Down Roof) 2"x24 go. Strapping (See Erection Drawings for Stropping locations) EB-2 C10x15.3 EB-3 C10x15.3 EB-4 C10xi5.3 EB-5 C10xi5.3 EB-6 CIOx15.3 EB-7 1OX2CH16 EB-8 C10x15.3 EB-9 CIOx15.3 EB-10 CIOx15.3 P-1 10X25Z16 P-2 1OX25Z16 P-3 10X25Z16 P-4 10X25Z16 P-5 10X25Z14 P-6 10X25Z13 P-7 10X25Z14 P-8 10X25Z14 P-9 10X25Z13 P-10 10X25Z12 P-11 P0663280 P-12 P0663156 P-13 10X25Z12 P-14 I9X25Z14 P-15 1DX25Z16 C-1 8X25C16 E-1 1DES14 E-2 1DES14 E-3 1OX25C16 E-4 1DX25C16 E-5 1DES14 CB-1 0.38-COL CB-2 0.38-COL CB-3 0.38-CBL CB-4 0.38-CBL CB-5 0.38-COL CB-6 0.38-CBL CB-7 0.38_CBL Purlin (Typ.) Peak Spacer (14 ga. "Cee" Channel) Peak Purfin (TYP•) \.C4005 w/ (3x) Roof Member screws each leg (Typ.) PEAK SPACER ATTACHMENT DETAIL STEED DESIGM ONLY NO OTHER CODE ARE INCLUDED ERECTOR NOTE ONLY USE DRAWINGS ISSUED 'FOR ERECTION" TO ERECT BUILDING REV I DATE I DESCRIPTION BY c WHIIRRL�WIND STEEL BUILDINGS 10_ P.O. BOX 75280 PH: 800-324-9992 HOUSTON, TX 77234 FAX: 832-553-4600 © 7005 Whidwind Steel Buildings Inc. All rights reserved OCT 0 7 2009 9671-- ....*" NS %. 0 01<�1 -0 JIB,>I� Ivl<M�209,'�, AK219 r GENERAL SHEETING & TRIM NOTES 1. Refer to erection drawings for rake angle locations. 2. Roof member screws ore at 12" o.c. Eave end lap and peak screws are as shown. 3. Well member screws are at 6" D.C. at the base member and 12" D.C. at all remaining members. 4. Roof stitch screws are located at each member with two between members (20" max. spac,.nqq). 5. Wall stitch screws ore located at each member with one between members (20" max. spocing). 6. Skylight stitch screws are at 6" D.C. 7. Start endwall panels at centedine of bldg. unless noted. 8. Gutter, rake, & eave trim lap 2". All other trims lop 1". 9. Field cut or lop panels as required to fit. 10, Field cut panels for all openings. 11, Pop rivet gutter counterflushing to wall panel an 3'-0 centers and caulk all tops. 12. Gutter support strap spacing: Super Spon 3'-0, Super Seem 2'-0, Weather Lok-16 T-8'. 13. Corner and or peak boxes are not furnished with special rake or gutter profiles. Field miter as re 'd. ib. Downspout strop spacing: 4" x 4" 8'-0 D.C. maximum, larger downspouts 5'-0 o.c maximum. 15. Hat -rolled or built-up members must be pre -drilled before attaching members screws. 16, Metal shavings must be swept from the roof each day to avoid surface rusting. 17, Windows and louvers must be installed before sheeting the walls. 18. For clarity, tape sealant, closures, etc. may not be shown. Refer to the standing seam erection monuol or standard pull out for screw -down type roof for additional installation instructions. 10o'-0' OUT -TO -OUT OF STEEL 4 3 2 25'-0" 25'-0" L-- 1t--------------- i I I — — — — — — — — — — — — — — — RF1-I TO REMAI --------------- H=---------------- _ ---------------- RF2-1 RF2-1 RFI-1 SIDEWALL FRAMING: FRAME LINE B h (Gutter with 5 3ownspouts) T --I------------------------------ Eove Extension ---------------(� —I--- ----------------- I I i 1 1 I I I I I I-------------------------------------------------------------------- SIDEWALL SHEETING & TRIM: FRAME LINE B 5'-rr Q 100'-1i OUT -TO -OUT OF STEEL Q s'-n" 2 3 4 25'-0" 25'-0" 25'-O" 25'-T r TO REMAIN — — — — — — — — — — — — — — — — — — — — — — — — — WF-2 � — — I _— — — — — — — — — — — — — — — I — — — — — — — — — — — — — — — IN — — — — — — — — — — — — — — Hz -- — — — — — — — — — — — — — — I RFI-1 RF2-1 RF2-1 RF2-1 RFI-1 SIDEWALL FRAMING: FRAME LINE A nq (Cutler with 5 downspouts) C--- —---------------------------Eove Extension ----------------------------------I --- I I r I L I r� I I-------------------------------------------------------------------- / SIDEWALL SHEETING & TRIM: FRAME LINE A GENERAL FRAMING NOTES 1. Angfes ore marked by their length in feet and inches. 2. Field cut or lap angles as required to fit. 3. Flame braces are marked by their length in decimal inches. - 4, Outside flange of girt turns down unless noted. 5. Endwall girls and eave struts do not top. 6. Feld cut and self -tap girls at walk doors. 7. Field slot girls for brace rods or cables. 8. Field locale windows and walk doors. 9. Field weld all splices of 14 gouge valley gutters. 10, Field bolt AX400 base clip to endwall columns: S(2) 5/8' x 1-1/2" A325 bolls if (1) AK400 regd (2) 5/8" x 1-3/4" A325 bolts if (2) AK400 rsq'd 11. Locate top of roof framed openings flush with the pan of the roof panel. 12. Some field drilling at framed openings may be required. Field drill 9/16" diameter hales. 13. For clarity, tape sealant, closures, etc, may not be shown. Refer to the standing seem erection manual or standard pull out for screw -down type root for additional installation instructions. 443 10GA BXsb" Primary strulural members hot -dipped golvanzed. Secondary slrutural members pre -galvanized. AR IFTyF .o �Ne em, SpI NSW PANS nr, P NO OTHER ARE INGLUDIE ERECTOR NOTE ONLY USE DRAWINGS ISSUED °FOR ERECTION" TO ERECT BUILDING REV I DATE DESCRIPTION 4�1_310 P 09.05.09 FOR PERMIT STEELBUILDINGS 0 09.23.09 FOR CONSTRUCT P.O. BOX 75280 PH: 800-324-9992 HOUSTON, TX 77234 FAX: 832-553-4600 cO 2005 Whirlwind Steel Buildinas Inc. An rights reserved MBS 845" Finish Floor L [_ — 6Xq"— 18 20'-1134„ (clear ® haunch) DETAIL @ PORTAL FRAME 66713o i z 4 3 10G4 5XV OCT 0 7 2009 x 100'-0' x I1'-4" 12 I I j TO REMAIN OPEN j I I I I i I I—------------------------------------------------------------------- I ENDWALL FRAMING: FRAME LINE 5 SP83 ,106 01,SNOf, MT, 106 1:��"' \"\ 12 I I I I I I I I I L------------------------------------------------------------------- i ENDWALL SHEETING & TRIM: FRAME LINE 5 1 W-Gr Y 100'-0" OUT -TO -OUT OF STEEL Q3 Rh20p0 i I j TO REMAIN OPEN j — I i I 1 I 1 L------------------------------------------------------------------- I GENERAL SHEETING & TRIM NOTES 1. Refer to erection drawings for rake angle locations. 2. Roof member screws are at 12' o.c. Ewe end lop and peak screws are as shown. 3. Well member screws are at 6' o.c, at the base member and 12" o.c. at all remaining members. 4. Roof stitch screws are located at each member with two between members (20" max. spacin ). 5. Wall stitch screws are located at each member with one between members (20" max. spacing. 6. Skylight stitch screws are at 6" o.c. 7. Start endwoll panels at centerline of bldg. unless noted. 8. Gutter, rake, & save trim lap 2". NI other trims lap 1". 9. Field cut or lop panels as required to fit. 10. Field cut panels for ell openings. 11, Pop rivet gutter counterflashing to wall panel on 3'-0 centers and caulk all laps. 12. Gutter support strop spacing: Super Span 3'-0, Super Seam 2'-0, Weather Lok-16 Y-8". 13. Corner and/or peak boxes are not furnished with special rake or gutter profiles. Field miter as req'd. 14. Downspout strap spacing: 4" x 4" 8'-0 o.c. maximum, larger downspouts 5'-0 o.c maximum. 15, Hot —rolled or built—up members must be pre —drilled before attaching members screws. 16. Metol shavings most be swept from the roof each day to avoid surface rusting. 17. Windows and louvers must be installed before sheeting the walls. 18. For clarity, tape sealant, closures, etc. may not be shown. Refer to the standing seam erection manual or standard pull out for screw —down type roof for additional installation instructions. ENDWALL FRAMING: FRAME LINE i Y SPB3 (� 'I' o 't' Q3" �_106 _ "r-101, I i I I I --------------J ENDWALL SHEETING & TRIM: FRAME LINE 1 GENERAL FRAMING NOTES 1. Angles are marked by their length in feet and inches. 2. Field cut or lap angles as required to fit. 3. Flange braces are marked by their length in decimal inches. 4, Outside flange of girt turns down unless noted. 5. Endwall girls and save struts do not lap. 6. Field cut and self -top girls at walk doors. 7. Field slot girts for brace rods or cables. 8. field locate windows and walk doors. 9. Field weld all splices at 14 gauge valley gutters. 10, Field ) boll AK400 base clip to endwolll )columns: J2) 5/d' x 1-3/4" A325 bolts if (2) AK400 regd 11. Locate top of roof framed openings flush with the pan of the roof panel. 12, Some field drilling at framed openings may be required. Field drill 9/16' diameter holes. 13. For clarity, lope sealant, closures, etc. may not be shown. Refer to the standing seam erection manual or standard pull out for screw -down type roof for additional installation instructions. r t�, .rn a Detail at Rake Angle Primary strutural members hot -dipped golvonized. Secondary struturof members pre -galvanized /F TpTH���� y�F/s UR Rql RR/NG NO OTHER CO M E; ERECTOR NOTE ONLY USE DRAWINGS ISSUED 'FOR ERECTION" TO ERECT BUILDING OCT 0 7 2009 Double Face Fald insuh. back Y to $trot e wrier) t a :teftuck facing o/insulation panel edge at the baseould result in irreparableage and will void theanty. Face Tope &tw This detail is typical for blanket insulation furnished by Whidwind or by the customer. Roof Panel MEM STUDS BY OTHERS escrition• 4-14 x e Hex Head Undercut (114 x g Long -Life Description • 12-14 x 1i Hex Head Undercut (112 x 14 Long - /I Point Self -Drilling Lop Lop-Tek S.D.S.) J/3 Long Pilot Point Self -Drilling Life S.D.S.) Long -Life Zinc Die cost Head Long -Life Zinc Die Cost Head Seating Torque: 3O to 60 in-Ibs Seating. Torque: 30 to 50 in-Ibs Recommended Driving Tool: 1800 RPM electric screw Recommended Oriving Took 1800 RPM electric screw gun with depth sensing nosepiece to prevent gun with depth sensing nosepiece to prevent overdriving and stnpaut overdriving and stripout Suggested Pre -Drill• None Suggested Pre -Drill• None & +=0:5 Actual Size __.. Actual Size Cap Trim MT-1 ?3 PARTITION WALL PANEL O11.� 12 3 F RAFTER — PARTITION WALL PANEL —FRAMING BY OTHERS — MASONRY BY OTHERS SECTION )9 A)9 R Rofter-/ • Indicates additional bolls required 0 strut purlin/girl (2) VO A-307 machine bolts required of standard laps. (4) VO A-307 machine bolls. required at strut members. (A strut member is a Pullin or girt at the bracing points. The struts continue across the length of the building.) See E-drawing for exceptions to size and quantity of bolts. END DETAIL AR /FTHFAPp 10 f FD�Neb'40tDp,T0 Ty,H ��RQS��A�N � pA( CCIJR, CR BUILT-UP SECTION LEGEND Built -Up Section Overall Depth (in inches) T'�---W2085�1 nonge Width h (in inches) RThickness Wrb Thickness (in inches) .'in inches) 5 6 3 = 3b 8 = 12 1= logo. 6=6 4= 4 0=56 2=8go. 0= 10 5—SIB 2 =34 3=36 2= 12 6= 38 1= 1 4= 4 6= 3e CANOP GUTTE RAKE CANOPY ....... CF-108 Flange braces may be on one or both sides. See frame cross-section for locations. Flange bracNRofter / (TYP • Indicates additional bolts required 0 strut purlin/girt (6) 12b A-307 machine balls required of standard lops. (8) VO A-307 machine bolts required at strut members. (A strut member is o Pullin or girt of the bracing points, The 9buts continue across the length of the building.) See E—drawing for exceptions to size and quantity of bolts. LAP DETAIL 5'—Da R= i 1. Rotate each zee as required to'allemote belween long end short flanges: 2. The ly 0 hole I•-43e from each end is located nearest the long nonge. 3. Lop connection bolts are omitted for clarity. Top flange (rya) $F $F LF F Zee NO LAPLAYOUT Indicator Hole LF = Long Flange SF = Shelf norge 11 111 1-0 L 1� print o4hrci 814. 100'—Y' 0/0 Of STEEL SECTION "D" I I l 0 L----- _ r l STEEL LINE ---i Primary strutural members hot -dipped golvanized. l Secondary strutural members pre -galvanized. STEEL DESIGN ONEY NO OTH:: ��e;: 1 SECTION "E" LRECTOR NOTE LY USE DRAWINGS ISSUED R ERECTION" TO ERECT BUILDING RE' MTE DESCRIPTION BY C Q'-*�1_3001 STEEL BUILDINGS P 09,05.09 FOR PERMIT MT 0 09.23.09 FOR CONSTRUCTION P.O. BOX 75280 PH: 800-324-9992 HOUSTON, TX 77234 FAX: 832-553-4600 © 2005 Whirlwind Steel Buildings Inc. NI rights reserved sr I I 12'-14' roe—xto \ v B' zeu U`^—r0' zee 114' INDICATOR HOLELOOATION SECTION 9(' ROOF PANEL PURUN OCT 0 7 2009 II 96713 x 11 ARM I 15256A I 01 (2) 34"P x 134 A325 (TYP) �--COLUMN OR SIDEWALL COLUMN RAFTER WEB BOWS, SEE ZE BOLTED END PLATES EAVE STRUT DWG FOR SIZE GE BOLTS, 0,5" ROOF PURLIN WASHER II O 0 -TOP BOLTS, SEE END OF ---- - I° °I CABLE FLAT WASHER BUILDING -� IO 0' O O 11 WIND BENT OR �- -I EYEBOLT 11 o O THEN UMBER OF TOP 3/B" PLATE WIND COLUMN O O 11 BRACE N WEB OR BOTTOM BOL75 BUILDING COLUMN FRAME BOLTS, SLOT NUT 0 0 GREATER THAN FOUR, FRAME I E ANCHOR BOLTS 0 p �—BOTTOM BOLTS SEE 0.IO x 1,5" TII DRAWING FOR SIZE RAFTER B AC COLUMN EXTENSION OF TOP FLANGE BASE PLATE BOTTOM FLANGE EXTENSION BEYOND FLANGE IS PLAN ELEVATION OPTIONAL, AT TOP & BOTTOM. SECTION ELEVATION EXTENSION BEYOND FLANGE IS OPTIONAL FOR TOP & BOTTOM FLANGE 10 ROOF PURUN TO EXPANDABLE ENDWALL H10 WIND BENT OR WIND COLUMN J4 CONNECTION TO BUILDING COLUMN CONNECTIONPLATE RAFTER SPLICE EAVE STRUT TO RIGID FRAME Q2 DETAIL AT BRACE CABLE RZ ANCHOR BOLTS AT SIDEWALL COLUMN U1 BOLTED END BOLTED END PLATE CONNECTION RIGID FRAME U 2 AT BUILDING PEAK ROOF PURLIN 1' 2 1' 2 12 2 1- 2 12 SHOP WELDED ANTI-ROLL CUP BOLTED 0 0 END PLATE 7-TOP BOLTS, SEE TOP FLANGE 0 0 DRAWING FOR SIZE, fB z fB-3 fB_5 fB,B fB_8 p p -INTERMEDIATE BOLTS, WEB THE NUMBER OF TOP OR BOTTOM BOLTS GREATER THAN FOUR, 0 0 RAFTER BOTTOMlIP_BOTTOM BOLTS, SEE FLANGE 0 0 DRAWING FOR SIZE. BOLTS U3 FOR RAFTER TO X1 DETAIL AT ANTI—ROLL CLIP XG X3 X5 XE X8 X10 Primary struturol members hot—dipped galvanized. Secondary struturol members pre—galvanized. TO TMIF THEAPPROVEp PLANS ODIFIED, A NEW SUB HECITYISRE TO THE CHANGEIS OC ED RIORL CURBING OCT 0 2009 I t,r STEEL DESIe 0M NO O` HER CODE REQUH4EMENT ARE INCLUDED ti��ti,,tit...r, l• *rlr . . " ............ WILLIAM VAN . . . . . . . . ,"...."""............."....,.....r ERECTOR NOTE f 713 e r 9 :.(7C EQ.r.ov� ONLY USE DRAWINGS 1&SUED c •.,. FNS••, "FOR ERECTION'TO ERECT BUILDING 1,y REV DATE DESCRIPTION BT CHK DE2 BIOG.Sm.. �\ DETAIL PAGE 100'-0" X 100-0" x 11'-4" P 09.05,09 FOR PERMIT MT JM nnTDR: �, ,WHIRLWIND UMD STEEL BUILDINGS .1_ 09.23.09 FOR CONSTRUCTION SC PATAK CONSTRUCTION, INC, KEMAH, TX 77565 flEFBENCG CITY OF LA PORTE WEST SIDE PARK P.O, BOX 75280 PH: 800-324-9992 JOBSOE: CONLIY: HOUSTON, TX 77234 FAX: 832-553-4600 LA PORTE, TX 77571 HARRIS ow. CHe: DAIS: ENC: m NP. Dn4 NO. SSE © 2005 Whirlwind Steel Buildings Inc. All rights reserved MBS 9/ 2/09 ARM 15256A 02 0 r _ Splice ""on -----Bolt----- Mark To /bat/Int Type Die Len SP- 1 4 4 2 A325 1" 2 1/2" SP- 2 4 4 0 A325 3/4" 2" SP- 3 4 4 0 A325 3/4" 7" Wid FLANGE BRACES: FBxx (i or 2) xx=length(in) (1) One Side; (2) Two Sides A - L2X15X12 1a g sP®A 1 11 OEEP .. -24 Ga.S5% sPa 3...4 2 2 1 a b AN 0 ' o : N u. _1 O ftF2..2 I ✓ I N I u. i I I =a I � I BP -I 8 TURN -OF -NUT TIGHTENING Connections for rigid frames must be properly pre -tensioned. The Specification for Structural Joints Using ASTM A325 or A490 Bolts dated November 13, 1985 (future reference to this section is to be called the Code) recognizes four methods to property tighten the bolts; 1) "Turn -of -Nut", 2) calibrated wrench, 3) alternate design bolts and 4) direct tension indicator. All of these methods require special bolls and/or equipment to install, except the Turn -of -Nut Method, This is why Whirlwind specifies this method for bolt installation. According to paragraph 7(c) of the Code, washers are not required to be installed. Excerpts from the Code for installation come from paragraph 8(d): "Bolts shall be installed in all holes of the connection and brought to a snug -tight condition. Snug -tight is defined os the tightness that exist when the plies of the joint are in firm contact. This may be attained by a few impacts of on impact wrench or the full effort of a man using an ordinary spud wrench. Snug tightening shall progress systematically from the most rigid port of the connection to the free edges, and then the bolts of the connection shall be retightened in o similar systematic "manner as necessary until all bolts are simultaneously snug tight and the connection is fully compacted. Following this initial operation, all bolts in the connection shall be tightened further by the applicable amount of rotation specified in table 5.." Table 5. Nut Rotation From Snug -Tight Condition. Bolt Length (from under side of head to end of bolt) Up to and including 4 diameters ...................................... 1/3 turn Over 4 diameters, but not exceeding 8 diameters ..... 1/2 turn - Over 8 diameters, but not exceeding 12 diameters ..... 2/3 turn Notes: 1. The six bolt detoil is similar. Use one shear washer for each bolt. 2. Shear washers are furnished by Whirlwind. DETAIL @ SHEAR WASHERS Kosher rn n y RIGID FRAME ELEVATION FOR FRAME LINE 1 2 3 4 5 Primary strutural members hot -dipped galvanized. Secondary strutural members pre -galvanized. CANOPY RAFTER END CONNECTION N a. so s 1 12 h � o r _I ilEX 'MER CODE RP1Nkto ARE INCLUDED LERETOR NOTE SE DRAWINGS ISSUED RECTION' TO ERECT BUILDING EMENEEMEEMM _. ND STEEL BUILDINGS 4.5.1 P.O. BOX 75280 PH: 800-324-9992 HOUSTON. TX 77234 FAX: 832-553-4600 Qc 2005 Whirlwind. Steel Buildings Inc. All rights reserved nEV aAr 1 fit �7 'j 'OCT 0 2009 BY.•�-� �.rr WILLIAM VAN .............................. 96713 :e o EN �.;rS.glO�;AI ENti^.` area. 4ZE: 100'-0" x 100'-G LOGOON _ KEMAH, T; ARK CONaI HAF AB MO: I ONO M 14' Steel Line SLAB (Finish Floor) TYPICAL BASE DETAIL FNTS A Washer _._20 Notes: t. The six bolt detail is similar. Use one shear washer for each bolt. 2. Shear washers are furnished by Whirlwind. DETAIL @ SHEAR WASHERS SEE PLAN FOR COLUMN DIRECTION DID= 1 I/4' Ell rI�-1 213�� DETAIL A C 00'-0" OUT-iO-OUT OF CONCRETE T 00'-0" OUT -TO -OUT OF STEEL b HA AN O O iV N �LJ N N 2 HB B H b I b i N �n N � J Z W W U O O O O O O 3 NB 9H 5 5 0 o ZC C= b b 1 1 0 0 0 0 � N N 4 ={C (Hold This Dimension) C t,_0 tf4" 97'-11 1/2"'' 1'-0 1/44H N N Y N N N ..A AI. .I b b T00'-0° a I,_ItZ I I tilts I --�-- 6 6 -01, DETAIL B W/ SHEAR WASHERS DETAIL C v ANCHOR BOLT PLAN NOTE: All Base Plates @ Finish floor (U.N.) U ERECTOR NOTE ONLY USE DRAWINGS ISSUED "FOR ERECTION" TO ERECT BUILDING REV DAZE DESCRIPTON WHIZ STEEL BUILDINGS P.O. BOX 75280 PH: 800-324-9992 HOUSTON, TX 77234 FAX: 832-553-4600 Qs 2005 WNL1"ind Steel Buildings Int. All rights reserved ANCHOR BOLT SCHEDULE SYMBOL QUANTITY SIZE PROJECTION 012 2 • 05B 2'z 16 C3a 3 t 312 40 04 4 • 112 4 THREADED ANCHOR BOLT BASE t PLATE PROJECTION ..a. NOTE: PROJECTION BASED FROM BOTTOM OF BASE PLATE. ADJUSTMENTS SHOULD BE MADE FOR ' GROUT AND/OR LEVELING PLATES. V• TOL HAVEHNUTSOPLNSD FLAT WASN%S. 2• FULL SAERDIAMETERSEWITH ICUT THREADS. NO SUBSTITUTIONS ARE ALLOWED. 3. TO AR /FTyF jypplF/FD � pVFp plq TpSR �JwsURq�s e ;,S OF LA I OCT 0 7 2009 ANCHOR BOLT SETTING NOT VALID UNTIL DRAWING IS ISSUED FOR CONSTRUCTION. IHIRGWIND BUILDING SYSTEMS WILL NOT BE RESPONSIBLE FOR LOCATION OF ANCHOR BOLTS ON THE APPROVAL DRAWINGS. SLOG. SIR: too'-o° x foo'-o' X 11,4" Erc: ARM WIND BENT REACTIONS --Wall-- Cot t Reactions Wind(k) Seismic(k j AncSoll Bose3lote(in) - Loc Line __- Line Harz Vert Ilorz Vert No Dia Width Length Thick --_-. FSW 8 --_ 3 ____ 9.75 - - - - 8.17 .____ 0.59 ____ 0.49 __ 4 _____ 0.750 _____ 8.00 _____ 18.03 _____ 0.38 FSW 8 4 9.75 8.17 0.59 0.49 4 0.75D 8.00 18.00 0.38 B-SW A 4 9.75 8.17 0.59 0.49 4 0.750 8.00 18.00 0.38 _ H H _ BSW A. 3 9.75 8.17 0.59 0.49 4 0.750 8.00 18.00 0.38 �V fV g H I IV AN LINE RIGID FRAME: ANCHOR BOLTS & BASE PLATES --- Frm -------------- ---------------------- Col Are. Bolt Base Plate (in) Elev. Line --- Line No OR) Wild Len Thk -------- _____ _____ _____ _____ (in) 1 . A 4 1.250 8.000 13.50 0.500 0.0 I . 8 4 1.250 8.080 13.50 0.500 0.0 JW/ SHEAR WASHERS 1 + Frame lines: 1 5 RIGID FRAME: ANCHOR BOLTS & BASE PLATES _-- Frm -------------- ______________________ Col Anc. Bolt Base Plate (in) Elev. Line --- Line No D(in) Wid Len Thk -------- ----- ----- ----- ----- (in) 2 . A 4 1.250 8.000 13.50 0.500 0.0 2. B 4 1.250 8.000 13.50 0.500 0.0 JW/ SHEAR WASHERS 2 . Frame lines: 2 3 4 RIGID FRAME: BASIC COLUMN REACTIONS (k) Frame Column ---- Dead -------- Live ---- --Wind-Ll--- --Wind-Rl--- --WTndJ.2--- --Wind-R2--- Line Line Horiz Vert Horiz Vert Hartz Vert Horiz Vert Horiz Vert Horiz Vert I . A 4.41 4.71 11.46 12.59 -23.97 -31.13 -2156 -26.42 -15.58 -22.22 -13.17 -17.54 1 . B -4.41 4.71 -11.46 12.61 21.56 -26.42 23.97 -31.13 13.17 -17.54 15.58 -22.22 2 . A 5.58 5.90 15.91 17.49 -26.78 -35.31 -20.85 -30.54 -15.97 -22.96 -10.04 -18.20 2. B -5.58 5.90 -15.91 17.51 20.85 -30.54 26.78 -35.31 10.04 -18.20 15.97 -22.96 Frame Column--Wind-1.0----Wmdln2-- --Seismic-L- --Seismic-R- Line Line H04Z Vert Horiz Vert Horiz Vert Horiz Vert 1 . A -20.34 -24.79 -23.30 -19.67 -0.22 -0.04 0.22 0.04 1 . 8 23.30 -19.67 20.34 -24.79 -0.22 0.04 0.22 -0.04 2 . A -21.10 -26.73 -23.85 -21.98 -9.26 -0.05 0.26 0.05 2 . B 23.85. -21.08 21.10 -26.73 -0.26 0.05 0.26 -0.05 1 . Frame lines: 1 5 2 • Frame lines: 2 3 4 BRACING REACTIONS, PANEL SHEAR 3 Reactions (k ) Panel --Wall-- Col--Wmd--- -Seismic- Shear Lac Line ---- ---- Line Harz Vert Horz Vert --------- __-- ____ _-__ (lb/11) LEVY I Rigid Frome At Endwall ------ FSW 0 Wind Bent In Wall R-EW 5 Rigid Frame At Endwoll 8SW A Wind Bent In Wall C AR /FTy� Tp T MODIFIED ,%ojl TO � 4 ERECTOR NOTE ONLY USE DRAWINGS ISSUED "FOR ERECTION" TO ERECT BUILDING REV DATE OESCRmnON WHIRLININD STEEL BUILDINGS P 09.05.09 FOR PERMIT 0 09.23.09 FOR CONSTRUCT] P.O. BOX 75280 PH: 800-324-9992 HOUSTON. T% 77234 FAX: 832-553-4600 Q 2005 Whirlwind Steel Buildings Inc. All rights reserved REACTIONS SI T--T POP OCT 0 7 2009� AtV. T �brtia WILLIAM VAN 3� A' 96713 �z 7Ai90' C7CENS�O. 171 rF$SIO.......NLI 11TiSlONA; ��- WEST SIDE PARK COu '1 h ENC: JOB n0: OnC 1/ 2/09 1 ARM 15256A z 1P-4"