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Home My WebLink AboutWEST SIDE PARK MAINTENANCE BUILDINGGENERAL 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 Di.1 Structural Welding Code -Steel and any other code listed within the Design Information, 2. Molerials 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 '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 rota, 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 pions 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. 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: 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 P interpreted the contract requirements. This approval constitutes the customer acceptance of the Whirlwind design, concepts, assumptions, and loodings. 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 i. All bracing shown and provided by Whirlwind for this building is required and nhall be installed by the erector as a permanent part 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, talsework, cribbing or ocher 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 moderot•r 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 opply, "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 o 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 applicable, 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 shall have received prior notice thereof and allowed reasonable inspection of such misfits. Ordinary inaaru.o6eE of srop work shall not be construed as misfits. No part of the building may be returned or charee:: ossEssed fa: alleged misfits without prior approval from Whirlw:r: 9. Neither Whirlwind nor the customer w:a cut, drill or otherwise alter their work, (Ir 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 V!hirlwird 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. • • BOX 7528080 HOUSTON,/ © 2005 REV DATE P 09.05.09 0 09.23.09 DESCRIPTION CONSTRUCTION t n9ewlNr. crucm n c DRAWING NUMBER ISSUE DATE DESCRIPTION Ct 0 09.23,09 COVER SHEET E7 0 09,23.09 ROOF FRAMING PLAN E2 0 09,23,09 ELEVATION FRAMING E3 0 09,23.09 ELEVATION FRAMING D1 0 09123,09 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 NOTE! ALL OH DOORS FRAMED TO HAVE, PREGALVANIZED HEADER AND JAMBS. ARE 111CLUD -D SC PATAK CON REFERENCE: CITY OF LA uoesnE: to PORTE, OWN: CHK: MBS . DATE : SIDE PARK 4 A325 LOW SIDE. WARNINGI Skylights must not be used for foot traffic nor should they support the undistributed weight of any inditddual. Roofing ladders or 1 ° x 12" planks'musi 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. I NOTE The zero collaterol and zero sprinkler load designoted within the contract does not allow for on i e Y YP of u s s ended s Lem e.. duck P Ys (9 work i 'n PPI 9� insulation types other than 3 inch PSK stondard duty fiberglass blonket insulation, etc.). Suspension of any Toad inducing system in the building is prohibited. Exception: lighting and fixtures not weighing more thon 0.3 psf. //12x1 %" CCF Member Screw (Typ.) 2"x24 ga. Stropping (See Erection Drowings for Stropping locations) tStrapping Angle `Eove Strut (2°xl %°xl4 9a"'M-1—U (TYP•I ROOF STRAPPING DETAfL (Screw Down Roof) Purlin (TYP•) I 1 P II T I \� I P-z T I �' I I I P-3 i -i I I I I 1� ��1 I I I I 1 I I ��=�1 �I�c�,\ I I I I I I I _ I I _�� I I _ I d I I I I 1 ��I I I I I I�� I I I � 1 I II I I I I� 11 I I �I I I I II I I I I I I I I{\� ��yl 1 1 I I ' I I I I I I I I I I � I I I I I I I I I — I I �—� I� A I L--� I I -� I � \ I 1 I I Gel, � fi fie, I I I 1 I I I �o � e''� I � tee, I q%i'� I 1 —I I I I I �"A w .� �� I 1 i 1 I I I % f\ T �%h'\ � Mra'e(tA7gle I I DESIGN INFORMATION BUILDING CODE: IBC O6 Ground/Roof Snow Load: 0.00 SNOW IMPORTANCE: N/A DEAD LOAD: Metol 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: (psf) 0.00 SPECTRAL RESP. ACCEL $s: 0.106 SPECTRAL RESP. ACCEL St: 0.044 SHEETING AND TRIM ROOF LIVE LOAD: (psf) 2D.0 SPECTRAL RESP. SDs: 0.173 SPECTRAL RESP. SDI; 0.070 24CA ROOF -SUPER SPAN % - SOLAR WHITE FRAME LIVE LOAD: Reducible SITE CLASS: D SEISMIC DESIGN CATEGORY: D 24CA WALL -SUPER SPAN x -POLAR WHITE WIND LOAD: (mph) 120.0 DIRECTION; LATERAL IONCITUDINAL 24CA TRIM - OEEP BLUE WIND IMPORTANCE: 7.00 STRUCTURAL SYSTEM: STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE. GUffER k DOWNSPOUTS -DEEP BLUE WIND EXPOSURE: C UL680, CU55 90 ROOF - CONST. No. 767 WIND COND.: Enclosed RESPONSE MODIFICATION (R): 3.0 3.0 MK ON .SKYLIGHTS -WHITE INTERNAL PRES. COEFF.: +/-0.78 DEFLECTION AMPLIFICATION (Cd): 3.0 3.0 A 4 3'-0 x 70'-8 SUPER SPAN EDGE ZONE WIDTH: (feet) 3.25 SEISMIC RESPONSE COEFF. CS: 0.038 0.038 MK QTY VENTILATORS DESING BASE SHEAR V:. 0.20 KIP$ NO VENTItA10RS ANALYSIS: EQUIVALENT LATERAL rORrr PROCEO./RE 3�-1 srx� 1'-1 3/4' ROOF FRAMING PLAN NOTE 1. Mezzonine is to be designed and provldea by �:'r.ners. 2. Mezzanine is to be structurally independent from WW steel building. PS-104, PS -I Rake Tnm (RT-101) Rake Ancl !ftA2006)e Conopy Trim-/ (CF-1041 Soffit (24Ga. DEEP BLUE Side Strut Angle I 1 1 I 1 itil I I 1 • III • 81111 �_I III • 8 SECTION "BB" RAKE Rafter ��'�� Purlin -v_�/ NOTE1 ALL OH DOORS FRAMED TO HAVE, PREGALVANIZED HEADER AND JAMBS. ROOF PANEL 24Ga. SS) Closure EEP BLUE ��I —Inside Closure '2 `Trim _--_====�J '.. Woll Panel Soffit (24Ga. S) � DEEP BLUE M.F. Column '. OR Endwoll Column '.. 4.-0„ . SECTION "A" E6-2 (W8X10 EB-3 WBX10 P-1 8X35Z13 P-2 8X35Z16 P-3 SX35Z13 P-4 SX35Z12 P-5 SX25Z16 P-6 8X25Z16 E-1 8ESt4 E-2 8ES14 E-3 8E514 E-4 SES14 E-5 8ES14 E-6 8ES14 E-7 SE514 E-8 SX25C14 E-9 8X25C16 E-1D 8X25C16 CB-1 0.25_CBL CB-2 0.25_CBL CB-3 0.25_CBL CB-4 0.25_CBL CB-5 0.25_CBL CB-6 0.25_CBL IFTHEAPPROVEDPLANS ' ARE MODIFIED, A NEW SUBMHTgL TO THE CITY IS REQUIRED PRIOR TO THE CHANGE IS OCCURRING -ROOF PANEL (24Ga. SSX) DEEP BLUE Soffit (24Ga. SSX)� DEEP BLUE SECTION "B" Na a ► �-a�� _ T -: .� _.>.._-.�.. � ._ �� l�C��p • rrr- r rr -. r �. is � � � �. ®i�Y�i�O©�� _ 11 - • ��.�� rt r r •, t Iy 2 '., J � ri ' i OCT -0 7 2009 �' ' �BY.' _._______ �� 0 D9.23.09 FOR CONSTRUCTION $C � V PATAK CONSTRUCTION, INC. �KEMAH, TA xefatENCE: Cltt OF LA FORTE WEST SIDE PARK — MAIMENANCE BUILD P.O. BOX 75280 PH: 800-324-9992 JOBSnk CelN1Y: HOUSTON, T% ?7234 FAX: 832-553-4600 LA FORTE, TX 77571 HAR one: anc: wrt: sxc: .m xa oxc xo n 2005 wn Iwtno Steel B JRngs Inc. A11 rights reserved MBS 9/ 2/09 ARM 152568 Et ��0��00� A_700 AK570 AK517 AK706 AK200 A_201 AK203 AK202 A_204 A_205 AKO A_272 \T �• AK279 o b N 2'-4 t/2" 3'-6 1/2" .; %� L% L% U � 4 6'-10 1/2" 3'-Q N r_m .. �Q" 5'_g• � ?�- " t2'-lF � GIRT t,-t LAPS r-r JH• SIDEWALL FRAMING: FRAME LINE 4 NOTE: 3070 LV WPIKOOOR ARE WIND -RAZED. 130 mph i ti 2'-4 f/2" b � 3'-6 1/2" 4n CIRT taps �i 0 �i I 1 � Q F-- -151 h t. ' � � � ti; ;o- Nr-tot r+r-tot HT- 0 _ -• — Ca � — CF T i6 — _ — — � � Lo - B r- Dt r-tot ' J1 O O � � � M~ tTF M' 114 � 5 BT-101 Framing for all OHD openings ore to be manufactured from pre -galvanized material v - (� 4'-," ,�'-D"I fig'_„' ti 4'-1 3 4' 7TY' 1 J/ " 2'-1 3 d2'-i J/4 SIDEWALL FRAMING: FRAME LINE 1 GENERAL SHEETING &TRIM NOTES 1. Refer lv erection drawings for rake angle locnlions. 2. Roof memher screws are at 77' o.c. Eave end lop and peak screws are as shown. 3. Wall member screws are of 6" o.c. of the base member and 12" o.c. of 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 5 o.c. 7. Start endwail panels al centerline of bidg. unless noted. B. Cutter, rake, &eave trim tap 2". AIt other trims lop 1". 9. Field cut or lap panels os required to tit. 10. Field col panels for all openings. 11, Pap rivet gutter counterfloshing to wall panel on 3'-0 centers and caulk all lops. 12. Gutter support strop spacing: Super Span 3'-0, Super Seom 2'-0, Weather Lok-16 2'-8". 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 o.c. maximum, larger downspouts 5'-0 o.c mozimum. 75. H - ot tolled or hoist -up members must be pre -drilled 6elare attaching members screws. 16. Metal shavings must be swept from the root each day to avoid surface rusting. 77, Windows and louvers must he installed before sheeting the wolfs. 78. For clarity, tope sealant, cloaures, etc. may not be shown. Refer to the standing aeom erection manual or standard putt out for screw -down Type roof tar otlditional installation instructions. SIDEWALL SHEETING &TRIM: FRAME LINE 4 PANELS: 24 Co. SSX -POLAR WHITE FRAME_LINE 4 MARK PART WF-1 SEE DETI SC-t WBX10 SR-1 WSX10 DJ-1 SX25C16 DJ-3 8X25C14 DJ-4 8X25G14 DH-2 8X25C14 DH-3 8X25C14 DS-t 8X25C16 C-7 8X25Z14 G-8 8X25Z14 C-9 SX25Zi4 G-10 8X25Z t4 G-11 8X25Z14 C-12 8X25Z14 G-13 SX25Z14 G-14 8X25Z76 1F THE APPROVED PLANS eoL raeLE FRAME INE i ARE MODIFIED, A NEW SUBMITTAL WFCnrtoN t au2 tt�PE D3 4 TO THE CITY IS REQUIRED PRIOR wNNEGTION warE ' TO THE CHANGE IS OCCURRING FRAME uNE , ❑ ID MARK PART t di 2 AK400 3 AK700 Q 7 EC-121 (Coffer with 9 downspouts) SC❑B t—�— CU-I 1 CC-f07 ES_7ZI i Eave �12xi �" CLF Member Screw (Typ.) GENERAL FRAMING NOTES 1. Angles ore marked by their length in feet and inches. 2. Field tut or lap angles as required to fit. 3. FI°nc)e braces are marked by (heir length in decimal inches. 4. Outside flange of girt toms down unless noted. 5. Endwall gists vnd eave struts do not lap, 6. Field cut and self -tap girls of 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 bolt AH400 base clip fo endwall columns. 2 5/8° x 1-i/T' A325 hosts it 1 AK400 req'd S 2 2 58"xi-3 4" A325 / bolls it 2 AK4 / ll OD re 'd ii. Locate top of roof framed openings flush with the pan of the roof panel. 12. Some field drilling of framed openings may he required. Field drill 9/16" diameter holes. 13. For clarity, tape sealant, closures, etc. may not be shown. Refer to the atonding seam erection manual or standard pull out for screw -down type root for odditianot installation instructions. Wall Girt Strapping Angle (2"x1 #"x14 ga. ^'M-l-li 2"x24 ga.' Strapping (See Erection Drawings for Strapping /ocatiots) First girt kam /finished floor SECTlONAT SIDEWALL STRAPPING i U er-tot SIDEWALL SHEETING &TRIM; FRAME LINE 1 PPNELB: 29 Go. SSX -POLAR WHITE OIRT� � Member Screw ® tT O.C. M \�� `-S If-T PM 0 NO ��HEFnn�pp^^C��ry'�/��4'C��iE�l��d`�S HEADER _.. 1`i!`i� 6�!CLU9E® '.,.. SECTIONX .i II OCT 0 7 2009 EF{ECTOi� NOTE �, ONLY USE DRAWINGS ISSUED '-----�------- 'FOR ERECTION" TO ERECT BUILDING REV A a lE aESCRIPiION 8y CHx a6e: �1 SIDEWALL F �' �I"II` WINS STEEL BUILDINGS P 09.05.09 FOR PERMN GOC JM cT�sraurR; �_/ 0 09,23.09 PATA FOR K CONSTR CON UCTI �-� ON SC RFsmsxce P.O. BOX 75280 PN: 800-324-9992 CRY DF to HOUSTON, T% 77234 FAX: 832-553-4600 xx�srtr: LA PORTE, © 2005 WNdwiM Steel Buik4ngs Inc. All dgh(s reservetl °""� �` _. MBS 5X4 fm OJ-t 18X25C16 DS-t 8X25C16 C-16 SX25Z13 G-t7 8X25Z14 G-1a axzsn4 G-19 SX25Z14 i6YF7:il B7 ;A �-639 AK510 AK511 AK106 _AK20J A_201 AK203 AK202 A_ V A_205 AKO Al\\.1 I) 2 A325 ea Detail at Ralce Angle Q1" i b d' 3'-6 t/Z' >n M GENERAL SHEETING &TRIM NOTES `W( AK219 V CONNE TION 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 W8Xt0 EC-1 WBX10 EC-2 8X35C14 EC-3 8X35C14 EC-4 W8X10 1 32'-4° OUi-TO-OUT OF STEEL 4 ER-1 SX35C12 C-1 8X25Z16 2 3 C-2 8X25Z16 r-m n'-to^ tz-to' 5'-11 S 8 i/4" � I � � C-3 8X25Z16 a-o' ftA2000 ER-1 �Z t' RT-707 C _ _< C-1 C-2 C-3 I EI 1 � b I t/z• ° G-t c-z �c-3 � 7 r-a t/z � I a _ t` �' � _� C-t G--,.-__G-3.. _. I I ® II] I '1'i' I BB2000C n - I------- Q-------d --H EC -I EC-2 EC-3 EC-4 8T-101 ENDWALL FRAMING: FRAME LINE A 1. Refer to erection drawings for rake angle locations. 2. Roof member screws ore at 12" o.c. Eave end lap and peak screws ore as shown. 3. Wall member screws are of 6" o.c. at the base member and 12" o.c. at all remaining members. 4. Roof stitch screws are located ai each member with two between members (20" max. spacin ). 5. Wall stitch screws are located of each member with one between members (20" max. spacinq�. 6. Skylight stitch screws ore of 6" o.c. 7. Start endwoll panels at centerline of bldq, unless noted. 8. Gutter, yoke, &eove trim lap 2". All other trims lap I". 9. Field cut or lop panels as required to fit. 10. Field cut panels for all openings. 11. Pop rivet gutter counterffashing to wall panel on 3'-0 centers and caulk all lops. 72. 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 rake or gutter profiles. Field miter as req'd. 14. Downs out stro s acin : 4" x 4" 8'-0 o.c. maxi m I r r - p p p g mu age 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 mating, 17. Windows and louvers must be installed before sheeting the walls. 18. For clarity, tope sealant, closures, etc. may not 6e shown. Refer to the standing seam erection manual or standard pull out for screw -down type root for additional installation instructions. ENDWALL SHEETING & 7RIM: FRAME LINE A PANELS: 24 Ga. SSX - POLN2 WNRE t/4° I I I I 2 dt .__ 3 AK200 4 SA005 5 t;; 6 AF,_�i2 I"�, RT 1of 1 � MEMBER TABLE 12 12 b_ FRAME LINE D •� MARK PART i "' � EC-2 8X35C14 -41/2 o Can � b � EC-6 WBX10 b ; ?t � t; '; '- 5 � EC-7 W8X10 -6 t/2 � T-tot � � •i •i I � ER-2 8X35Ct2 o' •� - - - HI C-4 8X25Z16 •m "t �� µ I C-5 8X25Z t 6 �, I C-6 8X25Z16 � - C-7 SX25Z16 BT- ®® ENDWALL FRAMING: FRAME LINE D GENERAL FRAMING NOTES t. Angles are marked by their length in (eel 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 girl turns down unless noted. 5. Endwall girls and eove 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 of 14 gauge valley gutters. 10. Field bolt AK400 base clip to endwoll columns: 2 5/6" x 1-1/2" A325 bolts it (t)) AK400 req'd 2 5/8" 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 72. Some field drilling at framed openings may be required. Field drill 9,/16" diameter holes. 13. 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 roof for additional installation instructions. ENDWALL SH�T� �^^. TRIM: FRAME. LINE D AR�"��p� �N T ` TO THE CITY IS ROE �W SM TTAC TO THE CHANGE IS OCCURR N� ... �i�� I�N cl�r�� y se pr^.. e^�. �aa � � DER c®c� R��;�� t,t�lvt�o .. ,4RE INCLUDE® - • �. c- � • - - • • - - � I 7 .._ III 3 1 � �® �� '' ' , • • :e _-_ o �.rr �� I` i ti �� 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 may be an one or both sides. Notes: Sr Double Face Tope r , , 1 Point Self -Drilling La # 9 P Lo Tek S.D.S. 3 Lon Pilot Point SeU-Drillin P- ) � 9 9 Life S.D.S. ) meces See forme cross-section for locations. q t. Rotole each zee as required to alternate „ "� ., ; ' ' ' '' ' Long -Life Zinc Die Cost Head Long -Life Zinc Die Cast Head Purlir/Girt— See Pion See Plan I .Purlin/Girt between long and short flanges. . - L Seating Torque 30 to 80 m-Ibs Seotrnq Tor )ue 30 to 80 m-Ibs I" s 12-14" zee 2. The ao hole t'-44 from each end is ' Insulation Recommended Driving Tool: 1800 RPM electric screw Recommended Driving Tool.• 1800 RPM electric screw ° • ° located nearest the long flange. v • ° 3. Lap bolts for gun.wlth depth sensing nosepiece to prevent gun with depth sensing nosepiece to prevent '� ,, • a a • connection are omitted clarity. B" zee e a I A ro overdriving and stripouf overdriving and stripout �- - - - - - - - - - - - - - - - - - �t\\ LPurl'n $uaaested Pre -Drill• None Suggested Pre -Drill: None /�� \-10" 01, LF zee `Eove Strut (shape varies) Flange brace ( ryp) Flange brace (ryp) Off ° /� lop flange (typ.) 114"INDICATOR HOLE LOCA7 ON Of Girl CAUTION: Ratter • Indicates additional bolts Railer • Indicates additional bolts 5F SF %; Erector Note! Actual Size Actuo/ Size required 0 strut purlin/girt required® strut purlin/girt ��—�r LF Failure to fuck facingof insulation (2) '2"o A.307 machine bolls required at standard laps. (6) tZ o A-307 machine bolts required of standard Zaps. Zee J back from panel edge at the base (4)'Zo A.307 machine bolls required at strut members. (8) lz`o A-307 machine bolts required at strut members. LAP LAYOUT and eave could result In Irreparable (A that member is a purlin or girt at the bracing points. (A strut member is o purlin or girt at the bracing points. ROO panel damage and will void the The struts continue across the length ofthe building.) The struts continue across the length of the building.) EF panel warranty. See E—droving for exceptions to size and quantity of bolts. See E—droving for exceptions to size and quantity of bolts. La \\ END DETAIL LAP DETAIL Re dived 00 Orot 0 `—Insulation X SF off If' OOZ Double Face Tope htg& A This detail is typical for blanket insulation fumished by Whirlwind or by the customer. 5 ---q"m Indicator Hole. J Fold Insulation Pack 3" to 6" - Sr L'FW 4) p, $F 1 STANDARD DETAIL @ BLANKET INSULATION LF = Long Flange I SF = Short Flange LF SECTION "V ZEE LAP DETAIL @ THE LONG AND SHORT FLANGES i L Field out comer of angle of roof bevel for purlin clearance as shown Eave Strut Brace Angle Y„ — (2" x 1 i" x 14 ga.) - At jamb to save strut locations only (See no Rcof Purlin (2) Member Screws (112 x 14 LLF) �y� (Z) Member Screws (ryp, of each end) ®V' Header Eove Strut % �y, 8�.,f' Ltf ' co i Brace Angle () (2" x 1 J` x 14 14 go.ga.) - (See notes) Jamb l>^Tye APPROVED %T 7ED 4IVEJJ PLANS FRAMED OPENING REINFORCEMENT ,, t0 thrCHAN� SR ��UUPR RA( RRING M qq pW,{{�� q�n�, {ON r 3 �[.,.x;t1V'I� 4'5 tl�*5 '41• 4(` Tenk III M I, OCT 0 7 2009 ARE INCLUDED u w: ,, GUILT -UP SECTION LEGEND ,e _ s ! Built-up OV Depth • �... • WILCIAM"� •M VAN Section Ir(in iin,m:hes) �i o 96713 ~� r ERECTOR NOTE �yCENSE�•''F4'Q'd W208 ONLY USE DRAWINGS ,r. ISSUED t?tIt ~ I i1 FOR ERECTION" TO ERECT BUILDING FeIVIV Flange Width Flonge Thickness Web Thickness (In inches) (in inches) (in inches) REV DATE DESCRIPTION BY CHK RM: awl Sae DETAIL PAGE 32'-4' 7T-0' 12'-U' 14'-8 5 i6" 5 = 5 3 = ss B = >r 1= loge. WHIRLWIND STEEL BUILDINGS P x x x 09.05.09 FOR PERMIT GOC JM ash PATAK taKEM ' 6 = 6 4 14 0 5d 2= 8go.� VVIVIVIVIV0 09.23.09 FOR CONSTRUCTION SC CONSTRUCTION, INC. ll, TX 77565 8 =-8 = = 5 = 58 2 = s4 3= s6 svd+Excr. CITY OF to PORTE WEST SIDE PARK 0 = 10 2 = 12 6 = 36 i = l 4= 14 P.O. BOX 75280 PH: 800-324—9992 eoBSnL teHA. " 6= 3e HOUSTON, TX 77234 FAX: 832-553-4600 LA PORTE, TX 77571 H0.RRIS enn: alit: OAIE ENC: J00 I10: ab8 ND. IS0E © 2005 Whirlwind Steel Buildings Inc. All rights reserved MBS 9/ 2/09 ARM 152568 Dt 0 BOLTS, 0.5" ROOF 1.0" (TYP) l PURLIN END OFIV BUILDING—� —� RIGID L7RAFrEf RE�R A,130 Q ,ROOF PURLIN TO EXPANDABLE ENOWALL A, 130 RIGID FRAME SIDEWALL GIRT 1 I ROTATED 1 ENDWALL COLUMN i c ENDWALL GIRT D25 CORNER COLUMN TO WALL GIRT STRUT I: SECTION ELEVATION L3 DOOR JAMB TO EAVE STRUT BOLTED END PLATE W1iTOP BOLTS, SEE TOP FIANCE DRAWING FOR SIZE, INTERMEDIATE BOLTS, WEB THE NUMBER OF TOP OR BOTTOM BOLTS GREATER THAN FOUR. BOTTOM �7-8OTTOM BOLTS, SEE FLANGE DRAWING FOR SIZE. BOLTS FOR RAFTER TO U3 COLUMN CONNECTION { i ENDWALL RAFTER BOLTS, 0.50" BY 1.50" ENDWALL COLUMN -� (ONE SHBWN, mo ��M4Y BE USED) 34) ENDWALL RAFTER TO COLUMN ENDWALL COLUMN BOLTS, 0.50' BY O O 1.50" BASE PLATE PLAN ELEVATION E 1 BASE PLATE FOR ENDWALL COLUMN OR DOOR JAMB SECTION. ELEVATION BOLT, 0.6' DOOR JAMB TO WALL GIRT R001 0P WELDED fl-ROLL CLIP X 1 ) DETAIL AT ANTI -ROLL CLIP ENDWALL RAFTER BOLTS (2) 3/47 x 1 3/4" A325 ENDWALL COLUMN B> ENDWALL RAFTER TO COLUMN ENDWALL COLUMN 11 11 O Oit 11 u O 0 1 BASE PLATE PLAN ELEVATION E3) BASE PLATE FOR ENDWALL COLUMN CL110 CLIPS eDOOR JAMB CONNECTION PLATE HEADER SECTION ELEVATION BOLTS, 0.50" BY 1.0" (TYP) �/j DOOR HEADER TO DOOR JAMB 0 1 J Cut Girt Leg *l *n id Notch' Gi eg Girt COLUMI �I T o Y,,A"Ir�A -- -- (2) 1/2"l5 x -307 Bolts GIRT TO GIRT CONNECTION AT CORNER ERECTOR NOTE Whirlwind recommends the use of a cutting wheel or band saw for notching hi -tensile members, especially for pregalvanized or hot dip galvanize members. Apply touch-up paint at ollcut edges. For hot dip galvanized and pregalvanized members apply cold galvanize Ld ENDWALL RAFTER ENDWALL COLUMN CORNER COLUMN TO 16) ENDWALL RAFTER fDOOR JAMS �— BOLTS. O A307 x 1" 0 BASE PLATE PLAN ELEVATION BASE PLATE FOR DOOR JAMB AN OR R WEB LSIDE SHER WASHER ENDWALL COLUMN ENDWALL COLUMN BOLT, 0.5" BY 1.0: (TYP) CONNECTION BOLT, O.5" `PLATE PLATE BY i 0: (TYP) CONNECTION • L �— o o1 I "o i 0 ENDWALL GIRTS C 1 ENDWALL COLUMN TO WALL GIRT Q 34"0 x 134 A325 (TYP) v-3/B" PLATE WIND BENT OR WIND COLUMN BUILDING COLUMN 1 nl WIND BENT OR WIND COLUMN J CONNECTION TO BUILDING COLUMN SIDEWALL COLUMN ENDWALL GIRT ENDWALL COLUMN TO WALL GIRT '...' STRUT CORNER COLUMN BOLT, 0.5" BY 1.50" WELDED PLATE E - WELDED PLATE SIDEWALL GIRT ENDWALL GIRT D 3 CORNER COLUMN TO WALL GIRT DOOR JAMB BOLT, 0.5" BY 1.0" FRAME ' 1 BOLTS, COLUMN EOL 1.5" L Zj EXTENSION OF CONNECTION PLATE TOP FLANGE WALL GIRT J SECTION ELEVATION J4 EAVE STRUT TO RIGID FRAME K2 WALL GIRT TO DOOR JAMB RF BOLTED ENO PLATES IZE\ ,- TOP FLANGE 11 II 11 0 It O 0 11 0 O U H WEB ANCHOR BOLTS BASE PLATE Q2 DETAIL AT BRACE CABLE CONNECTION I R2 l]--TOP BOLTS, SEE DRAWING FOR SIZE, INTERMEDIATE BOLTS, THE NUMBER OF TOP OR BOTTOM BOLTS GREATER THAN FOUR, 1—BOTTOM BOLTS, SEE DRAWING FOR SIZE. BOTTOM FLANGE EXTENSION BEYOND FLANGE IS PLAN ELEVATION OPTIONAL, AT TOP & BOTTOM. EXTENSION BEYOND FLANGE IS OPTIONAL FOR TOP & BOTTOM FLANGE, BOLTS AT SIDEWALL COLUMN U1 BOLTED END PLATE RAFTER SPLICE 22 BOLTED END PLATE CONNECTION AT BUILDING PEAK �/ T0T�� Fp�4rl 1 Y /� STEEL DESIGN ONE`S NO OTHER C(ADE PEOUIREWNT5 � Afnllr.7 iNCLUDED OCT 0 7 2009 - r • - • •lei :rr LA PURIE, TX 77571 HARl MBS OR: RATE 9/ 2/09 9/ 2/09 RIG: ARM ARM AB N: 15256B�D2 D1.0 W. PIECE Splice Ouan -----Bolt----- Mork Top/Bat/Ini Type Dia Len ! SP�1 4 4 0 A325 3/4" i 3/4" SI P- 2 4 4 0 A325 3/4" 2" Size �FIANGE BRACES: FBxx (1 or 2) xx=length(in) (1) One Side; {2) Two Sides A - L2X15X12 WARNING! Skylights must not be used for foot traffic nor should they support the undistributed weight of any individual. Roofing ladders or 7"x 12"planks must be used during installation, maintenance, or repair procedures. Whirlwind Steel Buildings and !ts' engineers are not responsible for any injury resulting from the skylight failing from improper use. DETAIL @PANEL END �I. 3" Reinlorcement panels with 22' triple -bead rope seal 0 these locations w/ Roaf pone) or die -formed ridge cap varies �- �. � Skylight panel DETAIL @ SUPEA SPAN UL-580, CLASS 90, SKYLIGHT PANEL D[TAIL @PANEL END HIGH SIDE �_ -�- _ ____ Skylight Panel __ _ ,_ � �cc-- '-- i'r T/4" L RFt-2 RF1-3 3 t/4" 2 SP® 3'-3 TS 16" 2-B" 20. Go. 55X ,SOLAR WHITE ------ 4 SP® 4'-1 7/ifi 2 SPdi 3'-3 7/g' F62P T _ _ F82A(7L_ .-. Ffi2A 1 •. -- _ _. — r^ ___ � _____'-'_--_- i — — R-1-2 � l� N I � I I� a I N -. I 10 I I EB-2 N N I� >o � i I i i i � — � So � i I ; I= - I •� I� - i I I I I I I � I i L7PtT � ePr2 t/4" 14.0/14.0 (0.134 I 5x1 14.0/14.0 D.134 12.0/12.0 0.188 6x1 32'-4" OU1-TO-OUi OF SffEL 4'-0" � �� qRF /FT/,rF�p,_. , Mpp/F �� RIGID FRAME ELEVATION 4 TCTy�C/IY�yIVFNI�'-._ FOR FRAME LINE B - ��IiS'��/T�� 1;,.-.'�� i 5x1/4" 6x I /4" TURN -OF -NUT TIGHTENING y i� r Connections for rigid frames must be properly pre -tensioned. The Specification for Structural Joints Using � 1 �� Q�,f°y�c�,N DNLY �' �' '' ' �"' ASTM A325 or A490 Bolts dated November 13, 1985 future reference to this section is io be called the YYyy ,J e^e I' °'rf` 3 i Code) recognizes four methods to properly tighten the bolts; 1) °Turn -of -Nut", 2) calibrated wrench; 3) �� V�%iEPi ��D� {�E��I'1�..M�1� t � t1 (j oCT 0 1 2��9 �� ,j alternate design bolts and 4) direct tension indicator. All of these methods require special bolts and/or q�{E INCLUDED d g equipment to install, except the Turn -of -Nut Method. This is why Whirlwind specifies this method for bolt - �Y�,a'`'�titi�1t�,1.1_1� installation. p�-1q tt�-� �' 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 � WILLIAM,VAN ••••� t�....v.......96713 ......,.... the connection and brought to a snug -tight condition. Snug -tight is .defined as the tightness that exist � „o i � r systemafcallyefromtihertmostoe191odnpuosnofatheoeonneclondtowthetcfreenedgeshand thenotherbolt of ache �RECTOFi �O�T� rjrtt�1ll�l� A,,�1`��~ connection shall be retighlened in o similar systematic manner as necessary until all bolts are ONLY USE DMWINGS ISBUED 1'�'� simultaneously snug tight and the connection is fully compacted. Following this initial operation, all bolts in 'FOR ERECTION" TO EREGT 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 oars oFscmPnoN er eNx o¢c �a. sar: RIGID FRAME ELEYAIION 32'-4' x 7T-0' s 12'-C WHIRLWIND STEEL BUILDINGS P 09.05.09 FOR PERMIT GOC JM �Sleyrq; ur'airxi Bolt length (from under side of head to end Of bolt) `,.i 0 09.21.09 FOR CONSTRUCTION � SC PATAK CONSTRUCTION, INC. KEMAH, TX 7 U to and includin 4 diameters ......... ....... 1 3''iurn � PEiPp1e P 9 ••••^•• � CffY OF U PORTE WEST SIDE PARK Over 4 diameters, but not exceeding 8 diameters ....... 1/2 turn eo. sox 7szfio PH: 800-324-9992 xesnc c0axn: Over 8 diameters, but not exceeding 12 diameters ..... 2/3 turn HOUSTON, TX 77234 FAX: 832-553-4600 lA PORTE, TX 77571 i1ARRl: cnx: aa: wTe wc: aos xa: @C txt ©2005 Whitlrcintl 91ee1 8ui�ngs Inc. All rights reservetl M85 9/ 2/09 ARM 152568 Pt 0 G! Col Plate Size Id �d Thick BP- i 8" 3/8" BP- 2 B" 3/8" FLANGE BRACES: FBxx (1 or 2) xx=length(in) (1) One Slde; (2) Two Sides A - L2Xi5X12 3" Reinforcement panels onel or MEMBER SIZ TA@LE with 22" triple —bead rope w/ Robt Pd ridge coP PIECE WE8 DEPTH WE@ PLATE OUTSIDE FLANGE 314 w seal ®these locutions die —form 0 112 RF2-1 10.0T10.0 O.H64K 5� 4T / Cutter � 5x1 4 � sbtd. wolf vorie � RF2-2 14.0/14,0 0.134 5xt%4" 14.0/14.0 0.134 4+ RF2-3 12.0/12.0 0.188 6xi/4" � � � 6x 1 4" .� r Skylight panel ,___,_ _ __._. _.._ DETAIL @PANEL END Qi° 12 WARNINGI Skylights must not be used for foot traffic nor should they support the undistributed weight of any individual. Roofing ladders or 1 "x Y2"planks must be used during installation, maintenance, or repair procedures. Whirlwind Steel Buildings and ifs' engineers are not responsible for any injury resulting from the skylight failing from improper use. TURN —OF —NUT TIGHTENING Connections for rigid frames must be properly pre —tensioned. The Specification for Structural Joints Using ASTM A325 or A490 Bolts doted November 13, 1985 (future reference to this section is io be called the Code) recognizes;faur methods to properly 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 bolts 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 an impact wrench or the.full effort of o man using an ordinary spud wrench. Snug tightening shall progress systematically from the most rigid part of the connection to the free edges, and then the bolls of the connection shall .be retightened in o 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. Bolt Length (from under side of head to end of bolt) Up to and including 4 diameters ...................................... i/3 turn Over 4 diameiersl but not exceeding 8 diameters ....... 1/2 turn Over 8 diameters', but not exceeding 12 diameters ...., 2/3 turn �_ --===c.— Sk71igh1 Panel �cc== —� �i_ 1/4 0 RIGID FRAME ELEVATION faR FRAME UNE 4 :�: �RF��TyFNPp . r�TH ��F�F© �Q�FD P TpTHFCy �GF SN RFC ��n9 p��R��,! p 1/4° ///—'r\O WHI�� STEEL BUILDINGS - P.a. BO% 76280 PN: 800-324-9992 HOUSTON, TX 77234 FN(: 832-553-460a © 2005 WNrlwind Steel BuiMings Ine. All rights reserved E� ��'�li'�nl,' ��!I�'�( I�f� Cl i �� t�� s��id'�,1li"�� d ARE INCLUDED ,� , IID DESCflIP80N „Zf7t.7 5x I /4" 6x 1 /4" �;'�' OCT 0 7 Zp09 • � 1 � »..p Sti0 F',t' i - 152568 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 7 s - 0 8 012 2 Wall Base Angle Panel '�' Anchors & Spacing',. VNot 56 058 212 By Whirlwind Whirlwind 16 034 3 NOTE! I NOTE' 1 ' 1 312 TAAA a. 8 1 T4 4 a" BTAA A A Ad . . 112 14 a THREADED ANCHOR BOLT DETAIL @ SHEETING RECESS NTS - BASE I PLATE - I 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 -OUT OF STEEL T 1/2° 1, ALL ANCHOR BOLTS (BY OTHERS& TO HAVE NUTS AND PLAT WASHETiS. A B 6 " 5 C D 2. ALL ANCHOR BOLTS ARE DESIGNED TO 76 -!) SUBSTITUTIONS ARE ALLOWED, THREADS, NO SUBSTITUTIONS 3, WHIRLWIND IS NOT RESPONSIBLE FOR THE DESIGN, MATERIALS AND WORKMANSHIP 18'-11" 3'-0" 4'-1 PREPARED BY°WHIRLWINDC ARE INTENDEDNS is � TO SHOW ONLY LOCATION DIAMETER, AND PROJECTION BOLTS 1 LOW SIDE - OF ANCHOR REQUIRED TO ATTACH THE METAL BUILDING SYSTEM m - TOTHEFOUNDATION, WHIRLWIND IS . H p BUILDER THEPIOADSLIMROSEDRBYIOTHE M I T T •F T 1 TALE RESPONSIBILITY . B C '•' D IITTUISD1THE OFF THE END CUSTOMER TO ENSURE THAT ADEQUATE b I SIONS ARE MADE FOR SPECIFYING BOLT& EMBEMENT BEARING ANGLES, TIE RODS, PND OR OTHER ASSOCIATED ITEMS 1 EMBEOD D IN THE CONCRETE FOUNDATION, AS FOUNDATION FOR z" w _ A ' THEASN LOADS POEEETg S, METAL BUILDING 2 SYSTEM, OTHER IfrIPOSED LOADS, AND a 2 • A OTHERECONDITIONS OF BUILDING �D o 06 THE 0 E SITE. (1996 LOW RISE BUILDING SYSTEMS O MANUAL, SECTION IV; 3.2.2 b M s _n S o o C 3 T; 3� ;A \ K n H G K _� H J �7 J I• J HIGH SIDE m 6'-101" - 2'-111 12._0. t,_4„ ,_4, .0'-0" b 70'-0" 2'-6" 26'-0" 9'-0' 16'-0" 26'-0" T 1/2" OP A B B.1 C p 4k ANCHOR BOLT PLAN NOTE: All Base Plates ® Finish Floor (U.N.) �R F'gpp�R TFy�pTH Io:iH--� Qp�1R,F�F� /S�� tceRnP FA i,�AI,A, --....� �... STEEL DE'P+Ik3M ONLY OCT 0 �,a3its 7 SEE PLAN FOR COLUMN DIRECTION a � 2009 Dio= 5/8' Dia= 5/8 Dio= I/2" NO OTHER CODE REQUIR�:{V� :tI 16 Y'd RE INlrLUdCQ ANCHORBOLT 32 3 STEEL ANCHOR BOLT LINE RECES�N BRlj ;ANCHORBOLIA �'+ 2 DIAII FIN FLOOR 3 `A.80L 1Y -} ,�(.3 23 r....�„WILI... yNAOPENtNC \ OPENING \WIDTH TYP. SECTION ® - —2 WWRH TIYP. SEN j OF°•C671i•"AAAAAWIDTH jj 'D ••, �/ 10 ••STEEL OVERHEAD RECESS BY CUSlOME L RECESS BY CUSTOME &ROLL -UP DODR J ®wA K t- DOOR jjjtFSSAoENS'NG\��.r LINE IF REQUIRED UNE IFREQUIRED RECESS BY IREpOMER ERECTOR NOTE 11%101o,Lti 1^ DETAIL H DETAIL J 11DETAJL K ONLY USE DRAWINGS ISSUED oia= s/a Dio= 5/87 Dia= 5/8' Dio= 5/8' Dia= 5/9" Dia= 3/4" Dio= 1 1/4' 'FOR ERECTION" TO ERECT BUILDING sw — -I- — .- ANCHOR BOLT SEITING NOT VALID. UNTIL a 210 4" I I/T T T — T — DRAWING IS ISSUED FOR CONSTRUCTION. � ♦ I O Y I ♦ ♦ 1 ® WHIRLWIND BUILDING 8Y97EM8 WILL NOT BE ♦ ♦ 21z" I 21z 4° RESPONSIBLE FOR LOCATION OF ANCHOR r I O O I -) ♦ q ( ♦ (O ♦ (♦ ♦ (♦ I n BOLTS ON THE APPROVAL DRAWINGS. I — — — I- — — — -{ 4" 1 1 4° .. 1 4" µ I REV DATE DESCRIPTION BY CHK BIDC. SIZE: _ _ \ I ♦ ♦ J I ♦ ♦ I I ♦ ♦ 1 — — ' — — — — �� T' 3/"' ANCHOR BOLT PLAN 32'-4" x 7T-tf x IT -OP x 14'-8 5 16" p 09.D5.09 FOR PERMIT 1" I ' I-H 81+ -' F-1-4 81+' J I 81+ 1 -1- WHIRLWIND STEEL BUILDINGS GOG JM asTo�aa: IDGRq! PATAK CONSTRUCTION, INC. 2' 2" 2" 2" - - SW �"—""� �/ 0 09,23,09 FOR CONSTRUCTION SC KEMAH, TX 77565 t 2" 1 1/ 4" 22" SW 27 2' SW SW 10 t B" 1 /r RETEraxcc — CITY OF LA PORTE WEST SIDE PAR' T I/2° 1 1/2 T 1/Y I - � p,0. Box 75280 PH: 80o-32a-9992 xesnu caHAk 1 2 4" See Plan See Plan HOUSTON, TX 77234 FAX: 832-553-4600 U PORTE, TX 77571 HARRIS A DETAJL 8 DETAIL C DETAIL0 DEIAIL E DETAIL F OEINL G p 20p5 Whirlwind Steel OuiMings Inc. All rights reserved onn: mx: a,>E vio: .toe xa mw "a ISM MBS 9/ 2/09 ARM 152568 FT 0 -_.. BRACING REACTIONS, PANEL SHEAR FRAME LINES. 8 C i Reactions (k ) Panel T --Wall-- Col --Wind--- —§eismic— Shear COLUMN LINE '.. Lee Line Line Horz Vert Harz Vert (lb/1t) -- --- - ----- ---- ---- ---- ------ LEW A 77 15W 4 Wind Column in Wall tEW 0 85 • BSW 1 Wind Column In Wall WIND COLUMN REACTIONS t Recctions ---Wall-- Cot Harz Vi rt Moment An _Boll Bose3lote(in) Loc Line Line R/L LoodJa (k ) (k ) (f—k ) No Dia 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 9 .96 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 Vf 'H V 1V 1V RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc. 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 Fnn Cal Anc. Bolt Bose Plate (in) Elev. Line Line No 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 ----Deod---- ----Live---- --Wind_LI --- --WtndJ21 --- --WindJ2--- --Wind..R2--- Line Line Hariz Vert 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 -6. 11 4.51 -7,06 C 1 0.42 1 .61 1,42 4.68 -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 --Windlnt -- --Windln2-- --Seismic_l- --SeismicJ2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert 8 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 0.55 -9.75 -0.08 0.07 0.08 -0.07 ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) Rafter Rafter Brace Bruce Frm Col Dead Live Windt W1nd_R Windt Win&R WindJ' Wind_S Wind_In Seis Seis Line Line Vert Vert Vert Vert Veil Vert Harz Horz 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 -0.80 0.00 0.00 0 4 0.27 0.84 -0.48 -0.80 -0.48 -0.80 -0.58 ! 0.79 -0.00 0.00 0.00 0 3 0.58 3.00 -2.27 -3,81 -2.27 -3.61 - 1 .42 1.66 -3.01 0.00 0.00 D 2 0.70 3.81 -3. 16 -5.30 -3.16 -5.30 - 1 .73 1.91 -5.30 0.01) 0.00 D 1 0.35 1 .40 -Ill -1.86 - 1 . 11 - 1 .66 -0.86 0.99 - 1.86 O.OD 0.00 SOLDIER COLUMN: BASIC COLUMN REACTIONS (k ) Frm Col Dead ---live- -- Wind -P -WindS--- Wind_Ln , Line Line Vert Horz Vert Horz Horz Vert Horz 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 D(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 40.625 5.500 5.438 0.375 0.0 A 4 4 0.625 8.000 8.500 0.375 0.0 0 4 4 0.625 8.000 8.500 0.375 0.0 D 3 4 0.625 5.500 5.438 0.375 0.0 D 2 40.625 5.500 5.438 0,375 0.0 D 1 40,625 8.000 8500 0 375 0.0 SOLDIER COLUMN : ANCHOR BOLTS & O4SE PLATES ® Frm Col Anc. Bolt Bose Plole (in) Elev. pLine Line No 0(m) Wd - Len-- Thk ('n)__ 8. 1 4 4 0.625 8.000 8.500 0.375 0,0 mM00 F!f Z OFD TyEC! D ANF p�ANS TO TyFCyq� RfW 40 OTHER ODE R OUIR MPNTS ._ U�ttttti ERECTOR NOTE lrtrt�t1is9NAL tttlu��ti ONLY USE DRAWINGS ISSUED 'FOR ERECTION" TO ERECT BUILDING " -- - REV DATE 0ESCFuPTION BY CHIC OESG ULM, SVE: REACTIONS SHEET 32'-4" x 17 -0 x 12'-0" x 14'-8 5/16" WHIRLWIND STEEL BUILDINGS P 09.05.09 FOR PERMN COG JM cus oum: 0 09.23.09 FOR CONSTRUCTION SC PATAK CONSTRUCTION, INC. KEMAH, TX 77565 REFENED CITY OF LA PORTE WEST SIDE PARK • P.O. BO% 75280 PH: 800-324-9992 Cmssne �,, HOUSTON, TX 77234 FAX: 832-553-4600 LA PORTE, TX 77571 HARRIS Ohm @ 2005 WNrlwind Steel Buildings Inc. All rights reserved cm, DAZE: EE JOB N0: ONC He: 6SVE MBS 9/ 2/09 ARM 152569 F2 lo 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 Steel Construction Manual ASD, 2001 North American Specification for The Design Of Cold -Formed Steel Structurot Members, 2004 AWS 01 J Structurot Welding Code -Steel and any other code listed within the Design Information. 2. Materials ASTM Designation Minimum Yield and Tensile Hot Rotted -Mill Shapes A992 or A572 Fy= 50 ksi, Fu= 65 ksi Steel Plate/flat Bar A572 or A529 Fy= 50 ksi, f u= 60 ksi Structural Steel Strip A1011 or A529 Fy= 50 ksi, Fu= 60 ksi Structurol,Steel Sheet A7011, 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 Rc•ot 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 otter fobdcotion 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-galvanzed and slit {prior to forming) toll stack conforming to ASTM A653, Grade 50, Cooling D-90. Whirlwind shall not be responsible for any field applied point and/or coatings. 4. All bolts are ip' x 0'-11q' A307 except as noted. Refer to the erection. drawings for specific framing connections and the cross -sections) for main frame connections. 5, A325 Bolt Tiohtenina 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 aF eave OUTSIDE -between endwall panels and rake trim and of the high side ebve trim RESPONSIBILITIES i. The Whirlwind Customer, hereafter referred to as the "customer', obtains and pays for all building permits, licenses, public assessments, paving or utility pro rota, 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 o 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 responsihle 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 loads info the Order Documents submitted to Whirlwind. It is the .responsibility .of .Whirlwind, through Whirlwind's Engineer, to design the metal building system to meat the specifications including the design criteria and design loads incorporated by the Contractor info the Order Documents. Whirlwind is not responsible for making an independent determination of any local ..Tdes or any other requirements not port of the Order Documents. Whirlwind is responsible only for the structural design of the metal buifdingsystem 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, (obricotion, quality criteria, standards, practice, methods and tolerances shalt 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 pions and plans for other trades, Whirlwind's shall govern ("Code of Stondord 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 Stondord 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 (obricotion, 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 toads, or other conditions as a result of the presence of the metal building system. Rev t-JUL-20a8 APPROVAL NOTES 1. It is imperative that any changes to these drawings: A Be mode in contrasting ink. B Be legible and unambiguous. C) Hove olI instances of changes cteorly indicated. 2. A dated signature, in the designated areas, is required on oIl 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 misfabricotion. 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 ore not binding on Whirlwind unless subsequently specifically acknowledged and agreed. to in writing by change order or separate datum<ntotion. 5. Approval of Whirlwind drawings and/or colculotions 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�rrned the Whirlwind drawings and/or colculotions and the project is released for fabrication, changes shad be billed to the Whirlwind customer including material, engineering, and other cost. An additional fee nlay 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 colculotions by signing an 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 fc r Steel Buildings and Bridges" in the AISC Manual; Section 7.9), 2. Temporary supports, such as guys, braces, (alsework, 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 ore to be reported immediately to Whirlwind by the customer to enable whoever is responsible either to correct the error or to approve th=. most efficient and economic method of correction to be used by others ("'Code of Stondord Practice for 'heel Buildings and Bridges" in the AISC Manual; Section 7.12). 4. Erection tolerances ore set forth in AISC Code of Standard Practice 7.11 excnpt that individual members are considered plumb, level and aligned if the deviation does not exceed 1:3(i0. 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 df 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 ii required. The contractor erecting the runway beams is responsible 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 •unway web. 5. As a general rule field welding is not used to assemble o me±al building system. In cases where the drawings indicate Field welding and in cases where approved corrections are tc be mode by field welding the following requirements shall be met:.. a. Welders must be qualified by an independent testing agency, with suitable documentation to AWS Di.1 Structurot Welding Code -Steel or_AWS Di.3 Structural Welding Code - sheet 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 o certified Procedure Qualification Record (POR) 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 is 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 inbccuraciesof 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 otter their work, or the work of other trades to accommodate other trades unless such work is cteorly specified in the contract documents. Whenever such war ' k Is s eci ' hed the cus P tamer Is r es o ' P nslbl e for Fur mshln tom I etc I nfor mar 9 ton as o P t m i size, location, and number of alterations prior to preparation of shop drawings ("Code of Standordr 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 ports 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 respect to the design, engineering, or construction of any field -modified parts performed by third parties. �I � �; ' � CI :1 :11 � • ..rr . O rr _ IF THE APPROVED PLANS �'"J" ARE MODIFIED A NEW SUBMtTTAt %<. TO THE CITY !S REQUIRED PRIOR "` TO THE CHANGE IS OCCURRING naewiNr. DRAWING NUMBER ISSUE DATE DESCRIPTION C7 0 09.23.09 COVER SHEET Er 0 ROOF FRAMING PLAN E2 0 ELEVATION FRAMING E3 0 ELEVATION FRAMING Di 0 DETAIL PAGE D2 0 DETAIL. PAGE Pt 0 RIGID FRAME ELEVATION Ft 0 ANCHOR BOLT PLAN FZ D D REACTIONS SHEET Efl�4,i�®(l N®�� ONLY USE DRAWINGS ISSUED "FOR ERECTION" TO ERECT BUILDING '' [' i; Q 'I ;, .I OCT 7 2009 :i , Q I N� � i NEB �`'i)lJ� tsi. i 1� f1)>�1/�a,j i �------____- - 1 ,i ly f _ i,.- �: DATE DESCRIPTION BY CHK DESC: I BLOC. SIZE: ,05.09 FOR PERMIT COVER SHEET 100'-0" x 100'-O" x 1 MT JM CUSRIMER: 23.09 FOR CONSTRUCTION SC PATAK CONSTRUCTION; INC. LocanoN; KEMAH, TX i REFERENCE: CITY OF LA PORTE WEST SIDE PARK -PAVILION BUILDIN; _ JOBSRE: COURtt: LA PORTE, TX 77571 HARRIS OWN: CHK: DATE: ENG: JOB N0: DWC N0: MBS g 2 pg ARM 15256A C1 ,7 U h x w a n y —N 2 � 3 2 W C NOTE: Roof pone) 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 Purlin (I6ga Gee Channel) `., �(' ��L• Ill^ — =--�" Sub -Framing Eove sfr� (I6ga Zee) SECTION "A " 1 Sub -framing A ,��ll Req'd v¢a, -E z_ � Sub -Flaming Q a ' ,' (I6ga Zee) h ,_N x Sub-Fromir ,, � � (iSga Cee) a 3 I `Bo/led z ) W . t Purlin ' -End Rafter �" ff Req'd TYP EDGE ZONE DETAIL tJOIE: Root panel must attach to edge zone framing in the same=manner as a standard purlin. SA005 w/'(3) roof member screws per side (typ.) Sub —framing - t r Purlin (l6go Cee Channel) I 'I i Purlin � - — �� r _ — Sub -Framing (I6ga Zee) C NDTE j The zero collateral: and zero sprinkler Iood designated within the contract does not allow fort any 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 lopd inducing system in the building is prohibited. Exception: Lighting and lixtures not weighing more than 0.3 psf. a ✓✓ 0 E SEE EDGE Z�E OEIAiL Ot RA2000-r � — — — 'a ( � a-- -- — -- — — -- — — — — — — -- — -- -- — -- -- — -- wm �— w I / \ \ / \ / \ / \ / / \ w \ \ / \ I I / \ / \ / _ \ \\ \ / \ / \ / \ / \\ / - b 2 / 1 I r // v' /� /\ /\ a /\ i•\ /\ � / y \ / \ / \ 1 I / \ / \ / \ \ i n / \ / \ / \ , \ / H \ , \ / \ s\ / \ \ / / / / \ / s � / \ / \ / \ / \ I I / \ / \ / \ / \ / \ / \ / \ / \ I I / \ / \ / \ / \ \ / \ / \ / \I \ / \ / \ / z � I/ wm _ I �I II _ —I I b i i 2 � '-' i lN' "~T' i I Ia - d II - - - -- ---- -- ---- -- ---- - - r - - -- ---- -- ---- - II H ^� I I�I 3 � `tee \ / \\ \\ \\ \ / \ / \ / \ / // / / I I \ / \\ \\ \ / \ / \ / \ / N \ / // I \\ m / m \ ry/ \ �/ \ r/ \ �-yi �/ \ \\ / `� / �- I- \ - - \— -- - \ -� / - -- -- \ / - -- - \ / - I 1 - \ / -- — \ -/ -- \ —/ -- — — � - - \ \ / \/ \/ Ila \/ \/ \ / / a b \ / '-T \ i \/ �-'' :+ ' w w u ri. X X I I X X as I � � o_ /_ \ / \ / \ / \ / \ / \ \ j t I / 2` / — — / / ,\ I / ,\ / \ � / \ / \ / \ / \ I I / \ / \ / \ / \ / \ / \ / \ / \ I 1 / \ / \ / \ / \ 4 mo-, wm �' C DI — — — -- ---- -- ---- -- ---- — --� I II— — -- ---- -- ---- -- ---- b `' � e 'H� e ww '- ---- -- i --s-- -- ---- - --I L1� - - -- --- - -- ' --- - -- - -- - - � -r a - -N -- ; r Ia w A I I a C -- ---- -- ---- -- ---- - I --U - - -- --�-_ -- ---- -- ---- - - - - o � ^�ml b'� ' �- ra a a -- - -� -- - -- -- - -- - - _ - -- ---- -- - -- -- --.7-- �.� d RA2000� ROOF FRAMING PLAN i DESIGN fNFORMATION BUILDING CODE: � = IBC O6 .Ground/Root Snow load: 0.00 SNOW IMPORTANCE: N/A Primary strufural members hot —dipped galvanized. Secondary strutura/ members pre —galvanized. DEAD LOAD: MelolBuilding Only $NOW IXPOSURE: N/A SNOW THERMAL: N/A COLLATERAL LOAD: (psf)I 0 SEISh11C USE CROUP: N/A SEISMIC IMPORTANCE 7.00 SPRINKLER LOAD: (psf) 0 SPECTRAL RESP. ACCEL Ss: 0.706 SPECTRAL RESP. ACCEL. St:0.044 SHEETING AND TRIM WALKDOORS AND WINDOWS FRAMED OPENINGS - ROOF LfVE LOAD: (psf) ! 20 SPECTRAL RESP. SDs: 0.173 SPECTRAL RESP. SDI: D.070 24CA RODF -SUPER SPAN X -DEEP GLUE � MK. Ott. FINISH � DESCRIPTION MK, Ott. WIDTH HEIGHT OPENING FOR: FRAME LIVE LOAD: i Reducible SITE CLASS: D SEISMIC DESIGN CATEGORY: B WALL PANEL N/A • WINO LOAD: (mph) 120 DIRECTION: LATERAL LONGITUDINAL 24CA TRIM -DEEP 9LUE WIND IMPORTANCE: 1.OD STRUCTURAL SYSTEM: STRUCTURAL STEEL SYSTEMS NOT CUTTER 4 DOWNSPOUTS -COLOR WIND EXPOSURE: C SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE. UL560, CV55 9D NODF - CONSt. Ns. 767 WIND COND.: - '. Enclosed RESPONSE MODIFICATION (R); 3.0 3.0 MK OTY SKYLIGHTS -WHITE INTERNAL PRES. COEFF.: '. +/-O.1B DEFLECTION AMPLIFlCATION (Cd): 3.0 3.0 NO 6KYUGH7 ' EDGE ZONE WIDTH: (feet) 7.00 SEISMIC RESPONSE COEFF, CS: 0.038 0,038 MK QTY VENTILATORS ' DESING BASE SHEAR V: 0.52 KIPS A 9 9"x10'-O' RIDGE VENT W/FMED OPEN • ANALYSIS: EQUNALENT LATERAL FORCE PROCEDURE ' H D EB-4 4 A325 7/2�� t EB-5 4 A325 1/2 t EB-6 2 A325 I/2 t EB-8 2 A325 i/2" t EB-9 ' 4 A325 9 /2" t NOTE 1. Framing for restrooms and consession areas is to be designed and provided by others, It will also bestructurolly independent from the WW metal building. 2. No fmminq is provided for the "parapet common wall". Porapet. attachment to roof purlins is not permitted in this design. I6ga Cee diaphragm Strut purfin ® s-o t o.c.� (Mk: �It_---",�(3) Roof member ff"-- screws per side Eove strut SECTION "C' (Typ. @ oft strut purlins of eave) ARFM�THFApp TOTyF D/FjFO RO�iF�p �- TOTyF H �� SQ�RF B�? �q` �i2xl %" LLF OOCUy�� Strapping Member Screw (Typ.) � b<�chon Drawings Ior Aping locations) �J----•'"'"� Peak Spacer max (See Detail) (4� spaces Stropping Angle Strut (2"zl %°x 14 9a"'M-t-t) (TYP•) ROOF STRAPPING DETAIL (Screw Down Roo() EB-2 C10xt5.3 EB-3 C10x15.3 EB-4 CtOx15.3 EB-5 CtOxi5.3 EB-6 CtOx15.3 EB-7 tOX2CH16 EB-8 C10x15.3 EB-9 CtOx75.3 EB-10 Ci0xt5.3 P-t tOX25Z16 P-2 tOX25Z16 P-3 tOX25Zt6 P-4 tOX25Z16 P-5 tOX25Z14 P-6 tOX25Zt3 P-7 tOX25Zt4 P-B tOX25Z14 P-9 tOX25ZT3 P-10 tOX25Zt2 P-11 P0663280 P-12 P0663156 P-13 tOX25Zt2 P-14 tOX25Zt4 P-15 tOX25Z76 C-t SX25C16 E-t t0ESt4 E-2 t0ESt4 E-3 tOX25C16 E-4 tUX25Ci6 E-5 t0ESt4 CB-1 0.38_CBL CB-2 0.38_CBL CB-3 0.38_CBL CB-4 0.38_C8L C8-5 0.38_CBL CB-6 0.38_CBL C8-7 0.38_CBL Purlin (Typ.) Peak Spacer (14 ga. "Gee" Channef) 2"x24 ga. Strapping—,\\ii�===_=====1 (See Erection Drawings Peok Purlin for Stropping locations) (TYP•) �CA005 w/ (3z) Roof Member screws each leg (Typ.) PEAK SPACER ATTACHMENT DETAIL ,, STEEL DE�I�t�� N® ®`HER CODE ��t}'(5}i�i�,�`s��' ,._....__ ARE INCLUDED • � • • � ' � • - - • • - � r m��oc •r :r. •�r :rr � .rr p rr t„ , OCT 0 7 2009 `. 9671 ......4.». FS;Y/On ,�N�A� x i i'-4" %. I I TABLE O " " O •• o o ° �\\� I, FRAME LINE E LOCATION QUAN TYPE DIA LENGTH q a ) vvv WF-1 - WF a A325 3 4 2 1 2 A1r40a A�raa /J(510 AK511 AKta6 K20a tat N(2a3 AK2a2 A 2a4 fL2a3 AK209 A�42 V A-401 K509 - WF-1 -RF2-1 2 A325 3 Axz19 1 MEMBER TABLE FRAME LINE E MARK PART' WF-1 SEE DETAIL WF-2 SEE DETAIL 100'-0' OUT -TO -OUT OF STEEL 4 3 2 25'-0" 25'4" 25'-0" 25' 0" UP x lon 1_ 3 4 WF-2 i TOGA 4 3 T TO REMAIN OPEN 8X`16 I I � I so- RFI—I RF2-1 RF2-1 RF2-1 RFI-1 SIDEWALL FRAMING: FRAME LINE B axsa" 0 h 10G4 - Floor .. //-Finish 1 1 64"— - -+— 5XV la 20'-1134„ (clear ® haunch) (Gutter with 5 nspouts) QI DETAIL @ PORTAL FRAME � f --I------------------------------ I I 1 Eove Extension --------------- —I--- I i I 1 I I I— .................. --------------------------..................... I I I —J SIDEWALL SHEETING & TRIM: FRAME LINE B BOLT TABLE FRAME LINE A LOCATION QUAN TYPE DIA LENGTH WF-1 - WF-2 6 A325 3 4 2 1 2 WF-1 - RF2-1 2 A325 3 4" 1 3 4" MEMBER TABLE FRAME LINE A 5 MARK PART 10D'-0" OUf-TO-OUT OF STEEL 5'-0" WF-1 5EE DETAIL WF-2 SEE DETAIL 2 3 4 25014 25'-0" 25'-0" 25'-0" 0" I ion --- ----------------------------eve—zen WF-2 ' --- TO REMAIN - I Primary strulural members hot -dipped galvanized. Is:INE Secondary strutural members pre -galvanized. ........................... — — — — _ _ _ — _ _ _ _ _ _ HI .- _ — — — — — RFI-I RF2-1 RF2-1 RF2-1 RFI-1 SIDEWALL FRAMING: FRAME LINE A OP (Gutter with 5 ownspouts) i Q 1 Q gRF��HFgPpR Extension-- �--� T�THF��D ---i —---------------------------Eoe --_____________ ------------ gN�s �qNs 1,4 RFC �'R/ ( 'Q3,h'Z1O OCT 0 7 2009 0 ; ----------------------SIDEWALL ------- ----------------I NO OTHER COME R �, lsll Il+';111 llr SHEETING &TRIM FRAME LINE A ��nftvlktls��._••"�_ ARE iNG�.i DLO �..� 0•F 400a Zl1 Cb ` GENERAL SHEETING & TRIM NOTES i WILLIAM 1. Refer to erection drawings for rake angle locations. GENERAL FRAMING NOTES - A„•v...4.... _ 0j 2, Roof member screws ore at 12" o.c. Eave end lap and peak screws ore as shown. 96713 ,? O: •;.� . 3. 4. Well member news re l at 6" o.c. at the base member and ten me at all remaining members. Roof stitch screws ore located at each member with two between members (20" max. spacing). 1, Angfes ore marked by their length in feet and inches. A01 Z7CEtdS��• r/ 0. •� 5, Wall stitch screws ore located at each member with one between members (20" max. spacings. 2. Field cut or lap angles as required to fit, C��',� ttttlSSIONP� 6. Skylight stitch screws are at G" o.c. 3, flame braces are marked b their length in decimal inches. ERECTOR (VOTE �Zt»� 7. Start endwall panels at centedine of bldg. unless noted. 4, Outside flange of girt turns down unless noted. ONLY USE DRAWINGS ISSUED 8, Gutter, rake, & eove trim lap 2". All other trims lop 1". 5. Endwotl girls and eave struts do not top. 9, Field cut or lop panels as required to fit. 6. Field cut and self -tap girls at walk doors, °FOR ERECTION" TO ERECT BUILDING 10, Field cut panels for all openings. 7. Field slot girls for brace rods or cables. 11, Pop rivet gutter counterflashing to wall panel an 3'-0 centers and caulk all tops. 8. Field locate windows and walk doors, 12. Gutter support strap spacing: Super Spon 3'-0, Super Seem 2'-0, Weather Lok-16 2'-6'. 9, Field weld all splices at 14 gouge valley gutters, o�c: 13. Corner and/or peak boxes are not famished with special rake or gutter profiles. Field miter as req'd. 10. Field bolt AK400 base clip to endwall columns: �� nuDATEDESCRIPTION 9v cHx tea. sas: SIDEWALL FRAMING 100'-D" 700'-O' I1'-4" 14. Downspout strap spacing: 4" x 4" 8'-0 o.c. maximum, larger downspouts 5'-0 o.c maximum. S(2) 5/8' x 1-1/2" A325 bolls if (1) AK400 req'd HIRLWIND P 09,05,09 FOR PERMIT MT JM cuslourR; STEEL BUILDINGS x x uoDefft 15. Hat —rolled or built—up members must be pre —drilled before attaching members screws. (2) 5/8" x 1-3/4" A325 bolts if (2) AK400 rsq'd \�.� 0 09,23A9 FOR CONSTRUCTION SC PATAK CONSTRUCTION, INC. KEMAH, TX 77565 16, Metal shavings must be swept from the roof each day to avoid surface rusting. 11, Locate top of roof framed openings flush with the pan of the roof panel. 11EIREFUTCr; 17, Windows and louvers must be installed before sheeting the walls. 12. Some field drilling at framed openings may be required, Field drill 9/16" diameter holes, CITY OF LA PORTE WEST SIDE PARK 18. For clarity, tape sealant, closures, etc. may not be shown. Refer to the standing seam erection 13. For clarity, lope sealant, closures, etc, may not be shown. Refer to the standing seem erection P.O, BOX 75280 PH: 800-324-9992 Moe cauxlw monuol or standard pull out for screw —down type roof for additional installation instructions, manual or standard pull out for screw —down type roof for additional installation instructions. HOUSTON, Tx 77234 FAX: 832-553-4600 to PORTE, TX 77571 HARRIS ©2005 Whirlwind Steel Buildings ann: aa: ox1s: rx¢ .ne no: nva no: Issue Inc. All rights reserved MBS 9 2 09 ARM 1525FiA E2 0 , 12 RA2000 I I j TO REMAIN OPEN j I I I I i 1- I I ........... ---------....... ---------------......................... ENDWALL FRAMING: FRAME LINE 5 106 12 ��"' �"� 12 I I I I I I I I I I- .............................................. ------------........ I ENDWALL SHEETING & TRIM: FRAME LINE 5 1 5'-Gr Y 100'-0" OUT -TO -OUT OF STEEL RA2Op0 - - \. %20oo _ i I j TO REMAIN OPEN j - I I i 1 I L-------------------------------------------------------------------I 1 GENERAL SHEETING &TRIM NOTES 1. Refer to erection drawings for rake angle locations. 2. Root member screws ore of 12' o.c. Ewe end lop and peak screws are as shown. 3. Wall member screws are ai 6" o.c, at the base member and 72" o.c. al all remaining members. 4. Root 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 120" max. spacing. 6. Skylight stitch screws are at 6" o.c. 7. Start endwall panels at centerline of bldg. unless noted. 8. Gutter, rake, & save trim lap 2". Ml other trims lop 1". 9. Field cut or lop panels as required to fit. 70. 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 2'-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.e. maximum, larger downspouts 5'-0 o.c maximum. 75, Hot -rolled or built-up members must be pre -drilled before attaching members screws. 16. Melol 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 SPB3 (� /12 Vto.-101,'106 I i I I I --------------J ENDWALL SHEETING & TRIM: FRAME LINE 1 GENERAL FRAMING NOTES 1. Angles are mocked by their length in lee[ and inches. 2. Field cut or lap angles os requited to fit. 3. Flange braces ore marked by their Length in decimal inches. 4, Outside flange of girt turns down unless noted. 5. Endwell girls and save struts do not lap. 6. Field cut and self -top girls al wotk doors. 7. Feld slot girts for brace rods or cables. 8. Field locate windows and walk doors. 9. Field weld all splices at 14 gouge valley gutters. 10. fieldd bolt AK400 base clip to endw2" A325 bolts ifall ) columns: J2) 5/d' x t-3/4" A325 bolts if (2) AK400 regd 71. Locote 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. w G Detail at Rake Angle Primary strufurai members hot -dipped galvanized. Secondary struturof members pre -galvanized. /F �F� R ppOV TpTH�� SD �� • y�F/s R Rql RR/NG OCT 0 7 2009 OouDle Fade Fwd ia9ala. back Y la Strreuf ries) t CAUTION: Erector Nvtel Failure to tuck facing o/insulation bacl<Irom panel edge at the base end eave could result In frteperable panel damage and will void the panel vrartanty. Face ropo �plq,. This datoil is typical tar blonkol n lofron furnished by Whirlwind or by the customer. t CV cal I Roof Panel RAFTER STUDS BY OTHERS escn lion• 'a-14 x e Hex Head Undercut (#14 x g Long -Lila Description• 12-14 x ]i Hex Heod Undercut (J/12 x 1q Long- �`1 Point Self -Drilling Lop Lop-Tek S.D.S.) Jl3 Long Pilaf Point Sell -Dolling Lile S.D.S.) Long-Li/e Zinc Die Cast Heod (ong-Li/e Zinc Die Cost Head Seating Torque: 30 to 60 in-16s Seoting.Toraue: 30 to 60 in-Ibs Recommended Driving Tool: 1800 RPM electric screw Recommended Driving Tool• t800 RPM electric screw gun with depth sensing nosepiece to prevent gun with depth sensing nosepiece to prevent overdriving vnd stnpaut overdriving -vnd sfripout Suggested Pre-DrilF None Suggested Pre-Drilh None Actve/ Size __.. Acfuvl Size r— Cap `Trim MT-113 PARTITION ' I WALL PANEL � i O I r! 12 3 RAFTER — PARTITION WALL PANEL —FRAMING BY OTHERS —MASONRY BY OTHERS S ECTI 0 �I 99 A99 Fl Rafter—� • Indicates additional bolls required 0 strut purlin/girl (2) rZ 0 A-3W machine bolts required of standard laps. (4) }`o A-307 machine bolls. required al strut members. (A siru! member is a purlin or girt of the bracing points. The struts continue across the length of the building.) See E—drawing far exceptions to size and quantity oT bolts. END DETAIL AR /FTHFAPp Tp f Fo�lp/FD q ��Op�A T� Ty��H �� RsQ��p� �A( ��RR/NCR BUILT-UP SEC110N LEGEND Built —Up Section Overall Depth {'n inches) W20857 flangee Widt�R� lickness We�Thickness (in inches} (n inches} .. in inches} 6 6 3 = 3b 8 = t2 1= i0ga. 8=6 4= i 0=5g 2=6ga. 0= 70 5—se 2 =3a 3-3g 1 2= 12 6= 38 T= T 4= 4 6= 3e CANOP GUTTE Flange braces may be on onear both sides. See frame cross—section for locations. � , / � / � flange hence a/j/ (TYP) Rafter •Indicates additional bolts required ®strut purlin/girt (6) ry"9 A-307 machine balls required at standard laps. (6) �,'p A-307 machine bolts required at strut members. (A strut member is o purin or girt of the bracing pointr, The struts continue acmes the length of the huildinq.) See E—drawing for exceptions to size and quantity of bolts. LAP DETAIL �,.- _... RAKE CANOPY ....... CF-t06 5'-0" 8T4� ' 1. RONnlale eocn zee as requlretl lo'allemote belw4en long and short Ilangee 2. The y"0 hole 1'-4ax from each GM i9 totaled nearest the long Oange: 3. Lop connection bolt9 ere omitted for clarify. �Fep llan9e itYP�) sr sF LF LF Z e (iyp.) LAP LAYOUT LF = Long Flange sF =short florge lndrcolor Holy onnc o4hrci 100'-0" 0/0 Of STEEL SECTION "D" �5'-0" td' I ! I ' o _—______-L_____ — r STEEL LINE ---� Primary strutural members hot —dipped galvanized. I I Secondary strutural members pre -galvanized. 1 5�'��L f�ESI��J �?N[Y ' N® �! FEE-�-, �•.: -��el: ,� r,e�,t , SECTION 9tE9, - � - � ,- • � � � nLY agTE aESCPIeiION gY C W��H�I/R—L\WI\�N�D STEEL BUILDINGS P os.os.os FOR PERMIT Mr �� 0 09.23.09 FOR CONSTRUCTION P.O. 00% 75280 PH: 800-324-9992 HOUSTON, TX 77234 FAX: 832-553-4600 © 2005 Whirlwind Steel 6uiltlings Inc. NI rights reserved I I !2"—!4` rue e.=ee� �`�—r0" zee d/4' INDICATOR HOLE tOCAT10N sEcnoN x ROOF PANEL I \ .�, r..-, � - I J; OCT 0 7 2009.�,'I 96713 MtiS 9/ 2/09_( ARM I 15256A � Ol x it END OI euaDlN RIGID DER 1 O ROOF PURUN TO EXPAIJDABLE ENDWALL RIGLD FRAME DOLTED END PLATE TOP FLANGE wEB — BOTTOM FLANGE —TOP BOLTS, SEE DRAWING FOR SIZE. —INTERMEDIATE BOLTS, THE NUMBER OF TOP OR BOTTOM BOLTS GREATER THAN FOUR. BOTTOM BOLTS, SEE __..__... DRAWING FOR SIZE. U3 BOLTS FOR RAFTER TO COLUMN CONNECTION 1.�3„ X10 pa"P x tea A325 (ttP) 3/B" PLATE WIND BENT OR WIND COLUMN NG COLUMN WIND BENT OR WIND COLUMN 10 CONNECTION TO BUILDING COLUMN WELDED ROLL CLIP X 1) DETAIL AT ANTI —ROLL CLIP '^ STRUT �o of I r La �o r J _�� FRAME � BOLTS, COLUMN 0.5" 1,5" EXTENSION OF TOP FLANGE SECTION ELEVATION J4 SAVE STRUT TO RIGID FRAME X2 COLUMN OR RAFTER WEB SIOEWALL COLUMN BOLTS, SEE RF BOLTED END PLATES DWG FOR SIZE-� � � � TOP FLANGE WASHER II �/' BRACE I I CABLE � � FLA7 WASHER II n EYEBOLT 0 o II / n BRACE) O O �i WEB SLOT NUT ANCHOR BOLTS BASE PLATE BOTTOM FLANGE PLAN ELEVATION EXTENSION BEYOND FLANGE IS OPTIONAL FOR TOP &BOTTOM FLANGE. QZ DETAIL AT BRACE CABLE CONNECTION RZ ANCHOR BOLTS AT SIDEWALL COLUMN �J � BOLTED END PLATE RAFTER SPLICE 1'Q3" X3 I X5 Primary s(rufurol members hot —dipped gGlvanzed, Secondary strutur0l members pre —galvanized. t„ 2�3„ —TOP BOLTS, SEE DRAWING FOR SIZE —WTERMEDIATE BDLTS. THE NUMBER OF TOP OR BOTTOM BOLTS GREATER THAN FOUR. �—BOTTOM BOLTS, SEE DRAWING FOR SIZE `EXTENSION BEYOND FLANGE IS OPTIONAL, AT TOP &BOTTOM. BOLTED END PLATE CONNECTION J G� AT BUILDING PEAK X6 (X8 • ARE 1 f THEAPPROVED p TO MODIFIED, A NEW SUBNS HECITYIS RE TO THE CHANGE 140C ED RIORC CURBING �� _. a,,, ' �� ®CT 0 7 z009 <,t r NO �`��i�R CQB� �"��lii��L�! i' ��tiatitilitit ...... _ � IN�LU�ED �� PEE OF rF�?titt WILLIAM VAN ..................................r ERECTOR NOTE A; 9fi713 ,Q r 90'•�7CFNSEO,r.vrcr,r FOR ERECT ONWTOG RECT BUILDING • 'F;,SS�.�'�� E��',\,.,^�' 1,y-�^ ti�ti REV PATE pESCRIPTION BY CHK pE2 BIOG. SVE: �\ DETAIL PAGE 100'-0" X 100'-0" x 11'-4" WHIRLWIND STEEL BUILDINGS P 09.05.09 FOR PERMIT MT JM ETryTp� �,� �\\u�� 0 09.23.09 FOR CONSTRUCTION SC PATAK CONSTRUCTION, INC, KEMhH, TK 7T65 ��S'/ flEFEiENCG CITY OF to PORTS WEST SIDE PARK _ P.O, 80x 75280 PH: 800-324-9992 JOB59E: comlR: HOUBTON, TX 77234 FAX: 832-553-4600 lA PORTS, TX 77571 HARRIS -- Omr. a�n: wre: Exc: ,ce xm Owc xa 8sT © 2005 WNrlwind Steel Beings Inc. All rights reserved MBS 9/ 2/09 ARM T5256A D2 0 Splice Ouon -----Bolt----- Mark To /Bat/Int Type Oia Len SP- 1 4 4 2 A325 1" 2 I/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 r' I °'ky— � a gsP®°� Fl _. � OEEP 91.UE FO�I , _. .. �'24 Ga.� 5% SP® 3�..4 F B F01A F� ,.- „' � �' .G(3" 2 1 12 1v F� I _, .� b p03A F < � �- o " aN ,n _F O 0F2..2 I I N I u. "i ( I r bm I I � -a I �� t � I BP-1 TURN -OF -NUT TIGHTENING Connections for rigid homes must be properly pre -tensioned. The SpeciFication for Structural Jainis Using ASTM A325 or A490 Bolls dated November 13, 1905 (future reterenca io 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/cr equipment to instoil, except the turn -of -Nut Method, This is why Whirlwind specifies this method for bolt instollafion. According to paragraph 7(c) of the Code, washers ore not required to be installed. Excerpts from the Code far 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 mdy he attained by a few impacts of an impact wrench or the full effort of o man using on 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 relightened in o similar systematic "manner os necessary until all bolts are simultaneously snug tight and the connection is fully compacted. Following this initial operation, all bolts in the connection shalt be tightened further by the applicable amount of rotation specified in table 5..:' Table 5. Nul Rotation From Snug -Tight Condition. Bolt Length (from under side of head to end of bolt) Up to and including 4 diameters ...................................... 7/3 turn Over 4 diameters, but not exceeding 8 diameters ..... 1/2 turn - Over B diameters, but not exceeding 12 diameters ..... 2/3 tum iq Notes: 1. The six butt detail is similar. Use one shear washer for each bolt. 2. Shear washers are furnished by Whirlwind. DETAIL @SHEAR WASHERS Kosher n y RIGID FRAME ELEVATION FOR FRAME LINE 1 2 3 4 5 Primary sfrutural members hot -dipped galvanized. Secondary strutural members ire -galvanize% CANOPY RAFTER END CONNECTION � 3"1�, ,� � 12 h 0 r _r j I - rn % I I �i N I a I I _BP-i i I 6" 8 1/4" . �I��L fC�`��I�1J ��d�X �� '� �� C�D� 1 ��to'1��1� 1�i �'z _ �E I�1CLllDED • - � � �. • „ nEV aAtE WHI��ND STEEL BUILDINGS o 0�9 23. P.O. 00% 75260 PH: 800-324-9992 HOU9FON, T% 77234 .FAX: 832-553-4600 © 2005 WlJriwind. Sleet Ouildngs Inc. All rights reserved /F ��y� pTF��Pp�,OG' /�y/s F UF�sU q�S '� OC ��noRgl. ' �1� �� "f �j �% ®CT 0 � 2OOg . gy. `�� r WILLIAM VAN ,f .......................�.., 96713 ,: e FS.g�0�rALENti^" " \>> \ 1t1111'l ateG. SIZE: 100'-0" % 100'-0 LOGTON _ KEMAH, T; 'ARK CONfi HAF `. AO Ma: I eXC NI I' ANCHOR BOLT SCHEDULE Steel Line SYMBOL QUANTITY SIZE PROJECTION A B 0 OT2 2_. 100'-D" OUT-iO-OUT OF CONCRETE - SLAB (Fnish Floor) 100'-0" OUT-TO-OUT OF STEEL 16 034 3 Q . 1 32 - . a 1 1 40 114 4 b b HA AH 112 4 TYPICAL BASE DETAIL NTS THREADED ANCHOR BOLT BASE PLATE b b PROJECTION I b CN N N NOTE: PROJECTION BASED FROM BOTTOM OF BASE PLATE, ADJUSTMENTS SHOULD BE MADE FOR 2 H B I• •1 2 GROUT AND/OR LEVELING I—eel PLATES, REFERENCE NOTES (BY EE 1 TOL HAVEHNUTSFAANND FLAT WASHEEUS, 2, FULL SAE,SAE, DIAMETERSEWITH DESIGNED THREADS. 14"0 Anchor Bolts I±_ 2 NO SUBSTITUTIONS ARE ALLOWED, 2 b b 3, WHIRLWIND IS NOT RESPONSIBLE FOR i THE DESIGN, MATERIALS AND WORKMANSHIP N OF THE FOUNDATION, ANCHOR BOLT PLANS PREPARED BY WHIRLWIND ARE INTENDED ® TO SHOW ONLY LOCATION DIAMETER AND z PROJECTION OF ANCHOR BOLTS REQUIRED 0 ENNU N, IR TTRO55ATA H F�OgTEHEM �LWLWINDo SYSTEM 156 * o o TMEPFLQADS IMPOSED BY THE MET LE BUILDER a - IITBUILDING IS ITHE RESPONSIBNTYE FOUNDATION. FF THEA END 0 o CUSTOMER TO ENSURE THAT AD QUATE Shear Washer PROVISIONS ARE MADE FOR SPECIFYING "- Shear,, AK520 Z C C= 3 BOLT Al I FOR OTHER ASSOCIATED STEMS EMBEDDED IN THE CONCRETE FOUNDATION, 1 . The six bolt detail is similar. Use -I o 7�EAS`OW�5 AMP0SOEU�NDgAyTIOmEOU_UA B RIDING SYSTEM, OTHER IMPOSED LOADS, AND one shear washer for each bolt. - - THE BEARING CAPACITY OF THE SOIL AND 2. Shear washers ore furnished by SITTEE 11996 CONDITIONS RISE THE IDING SYSTEMS Whirlwind, MANUAL, SECTION IV; 3,2.2) b DETAIL @ SHEAR WASHERS =C (Hold This Dimension) C 97' 11V2 l '-0 1 /44 a 4 H - -- i -H- , I � ` l b AR /FIN£ p jy pDI /FD �FD P�qN pTII rrr� /SR.c?JW8ZII S, , . 5 .IA A H 5 in . J r , `b r ' JII(�G1 100'-0° 8I G a t' OCT072009II ! ANCHOR BOLT PLAN NOTE: All Bose Plates 0 Finish Floor (U,N.) -STEEL ° < r' t 4 ( `R \. �� tl NO OTHER CODE RLQl L ; ARE INCLUDED WILLIAM VAN ,,....... .... 96713O SEE PLAN FOR COLUMN DIRECTION 'lY3FS�ON41, 1ti".. Diu= 1 I/4 Dio= 11/4" Diu= 3/4" ERECTOR NOTE ONLY USE DRAWINGS ISSUED ANCHOR BOLT SETTING NOT VALID UNTIL 1 - I � I "FOR ERECTION" TO ERECT BUILDING DRAWING IS ISSUED FOR CONSTRUCTION° ~ — _ _ "9"� WRESPONSIB E FOR LOCATI N OF ANCHOR E 101e I ( BOLTS ON THE APPROVAL DRAWINGS, 213 I j 4 I REV DAZE DOCRIPIION v CHK GrAO: BLDG. SIR: 215"� ® B H B I P 09 D5.09 FOR PERMIT MT JM CHOR BOLT PLAN 100'-0° 0'-0" x 11 '-4" WHIRLWIND STEEL BUILDINGS , " 6, " I ® �� 0 D9,23,09 FOR CONSTRUCTION SC PATAK CONSTRUCTION, INC, KEMAN, TX 77565 1 _ REfFAENCe CITY OF LA PORTE WEST SIDE PARK 1 PHOUO. TON 75260 FAX 832-55 -4609992 LA PORTE, TX 77571 HARRIS 1 •-01 " I '-01 ° I -0 " ° HOUSTON, TX 77234 FAX: B3p_553-4600 Re CCNm: DETAIL A W SHEAR WASHERS DETAIL B W SHEAR WASHERS DETAIL C omv: aE: DA,rz: ENG: ,os x1 Bnc xo: sUE / / © 2005 WNrinind SieBl BuikLngs Inc, All rights reserved MBS 9/ 2/09 ARM 15256A FL 0 _III) WIND BENT REACTIONS t Reactions --Wall-- Col Wind(k) Seismic(k j AncSoll Bosa mote(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 0459 0649 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 �V RIGID FRAME: ANcnoR Bous &BASE PtAres --- Frm -------------- ---------------------- Col Are, Bolt Base Plate (in) Elev. Line Une No D(ln) Wid Len Thk (in) 1 A 4 1,250 8.000 13,50 0,500 0.0 J W/ SHEAR WASHERS 1 + 0 4 1,250 8,080 13,50 0,500 0,0 1 + Frome lines: 1 5 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc. Bolt Base Plate (in) Elev. Line Une 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 + Frome lines: 2 3 4 RIGID FRAME: BASIC COLUMN REACTIONS (k) forma Column ----Deod........ Livo---- --Wind_Ll--- --Wind.Rl--- --WndJ.2-----Wind.R2--- Une Line Horiz Vert Horiz Vert Horiz 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 I + 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 40.85 -30,54 -15.97 -22,96 -10,04 -I8.20 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 Frome Column--WInd.Lnl-- --Windt 2-- --Seism' L- --SeismicJd- 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 + B 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 4.05 I + Frame lines: 1 5 2 Frame lines: 2 3 4 BRACING REACTIONS, PANEL SHEAR 3 Reactions ( Panel --Wall-- '0I--1Ynd--- -SeisSee mic- Shear lac Line Une Harz Vert Horz Vert (lb/11) LEVY 1 Rigid France At Endwall FSW 0 Wind Bent In Wall RSW 5 Rigid From At Endwoll BSW A Wind Bent In Wall Up AR /FTyR TDTMDD/F/RD )ORoll TO � 4 �lFGysP144ls� . REACTIONS SI OCT 0 7 2009� C�T�11. 1 SLOG. eaE• PH: 800�324-9992 -_- l Builcings Inc, Ali rights reserved