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HomeMy WebLinkAbout800 WEST FULTON- REVISED PLANSu C O CO O O O C 00 � (B <n O 0 30 N O O 0 N O II 11 NO p Q) Q r CO o 0 U) U)_ N '0 C N C .� to .0 C C c Q N O O O O O O <n s? S? 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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. 2. Failure to respond to clouded areas and areas to verify may result in additional costs and/or schedule delays for which whirlwind will not be responsible. 3. Any changes made after the Whirlwind customer has signed and returned the Whirlwind drawings and/or calculations and the project is released for fabrication shall 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. 4. It is the responsibility of the customer to field verify all existing conditions prior to fabrication. 5. It is imperative that any changes to these drawings: 5.1. Be made in contrasting ink. 5.2. Be legible and unambiguous. 5.3. Have all instances of changes clearly indicated. 6. 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. 7. Whirlwind reserves the right to resubmit drawings with extensive or complex changes required to avoid misfabrication. This may impact the delivery schedule. 8. 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 documentation. 9. The customer approves of all notes and conditions on the drawings and/or calculations by signing an Approval Drawing Waiver Form. GENERAL NOTES 1. Wall and liner panels are an integral part of the structural system. Unauthorized removal of panels or cutting panels for framed openings not shown is prohibited. 2. Oil -canning, a perceived waviness inherent to light gauge metal, may exist. This condition does not affect the structural integrity or the finish of the panel, and therefore is not a cause for rejection. 3. The primer for all cold -formed structural framing members contain a "wax -type" lubricant to facilitate roll -forming. Hair -line crazing which may occur during forming operations is considered normal and is not a cause for rejection. 4. All other primed structural members are given one shop coat (1.0 mils) of Whirlwind's standard red -oxide primer designed for short term field protection. 5. All bolts are 1/2" x 1-1/4" A307 unless noted. Refer to the erection drawings for specific framing connections and the cross-sections) for main frame connections. 6. All high strength bolts are A325 unless specifically noted otherwise. All high strength bolts (A325, A490) 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. 7. Any type of suspended or load inducing system(s) is prohibited if zero collateral and zero sprinkler loads are designated on the contract. This would include lights, duct work, piping, insulation types other than 3" standard duty fiberglass blanket insulation, etc. 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 rata, 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. 3. 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 into the Order Documents submitted to Whirlwind. 4. 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 codes or any other requirements not part of the Order Documents. 5. 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. 6. 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. T 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) 8. 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. 9. Anchor bolts and foundation bolts are 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 10. 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. 11. 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. '0,10000000 000000MMMM01 00000 WHI LWIND ROOF PANEL Profile: Super Span X Gauge: UL580 Class 90: Yes WALL PANEL Profile: N / A BUILDING DESIGN CODES Building Code: Steel Specification: Cold -Formed Specification: 26 Color: Galvalume Plus Gauge: N /A Color: N / A Florida Building Code 2017 AISC 360-10 Ater c1nn_i� GENERALLOADS Roof Dead Load: Roof Collateral Load: Sprinkler Load: Roof Live Load: Tributary Live Load Reduction: Rainfall Intensity (5 Min Duration): WIND LOAD Wind Speed (3 -sec gust) Vult: Vasd: V service: Wind Exposure Category: Wind Condition: Internal Pressure Coefficient (GCpi): Edge Zone Width: SNOW LOAD Ground Snow Load (Pg): DEFLECTION CRITERIA Main Frames Lateral: Drawing Index Issue Date Drawing Description 0 12.21.20 C1 - Cover Sheet 0 12.21.20 E1 - Roof Framing Plan 0 12.21.20 E2 - Framing Elevation 0 12.21.20 E3 - Framing Elevation 0 112.21.20 E4 - Framing Elevation 0 12.21.20 D1 - Standard Detail Page 0 12.21.20 D2 - Standard Detail Page 0 12.21.20 P1 - Rigid Frame Elevation 0 12.21.20 P2 - Rigid Frame Elevation 0 12.21.20 F1 - Anchor Bolt Plan 0 12.21.20 F2 - Anchor Bolt Reactions 26 Color: Galvalume Plus Gauge: N /A Color: N / A Florida Building Code 2017 AISC 360-10 Ater c1nn_i� GENERALLOADS Roof Dead Load: Roof Collateral Load: Sprinkler Load: Roof Live Load: Tributary Live Load Reduction: Rainfall Intensity (5 Min Duration): WIND LOAD Wind Speed (3 -sec gust) Vult: Vasd: V service: Wind Exposure Category: Wind Condition: Internal Pressure Coefficient (GCpi): Edge Zone Width: SNOW LOAD Ground Snow Load (Pg): DEFLECTION CRITERIA Main Frames Lateral: H/60 Main Frames Vertical: U 180 Bearing Frame Rafter: U 180 Endwall Columns: U180 ERECTOR NOTE: ONLY USE DRAWINGS ISSUED "FC4 ERECTION" TO ERECT BUILDING Metal Bldo. Onl 0.50 psf 0.00 psf 20.00 psf Yes U90 12.00 in/hr 140 mph 108 mph 79 mph B Open 0.00 5.30 Ft Roof Panels: U60 Purlins: U180 Wall Panels: U60 Girts: U90 PRIMARY FRAMING Built -Up & Hot -Rolled SECONDARY FRAMING Purlins, Eave Struts: Girts, Light Gage Columns: Light Gage Jambs & Headers Red Oxide Primer Pre -Galvanized Pre -Galvanized Pre -Galvanized 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 for Steel Buildings 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 moderate 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 tolerances. 4.1. 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. 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 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: 5.1. 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 - Sheet Steel as applicable, for the processes, positions, and materials involved. 5.2. All welds must be made in conformance to a documented and approved Welding Procedure Specification (WPS). All joints which are not prequalified 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 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 specified the customer is responsible for furnishing complete information 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: 10.1. Whirlwind will only be responsible for the field -modified parts designed and approved by the Whirlwind Engineering Department. 10.2. Any field modifications designed by third parties may not be approved by Whirlwind and may limit Whirlwind's warranty and liability. 10.3. 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. 1 , N Some panels and/or trims are furnished with a protective, peel -off film. This film must be removed prior to field installation. Do not expose the panels and/or trims to sunlight without immediate film removal. Film must be removed from non -exposed panels and/or trims within six months after film application or irreparable damage will occur to the panel surface. Claims will not be accepted for this problem. Hot -Dip Galvanizing conforms to the ASTM A123 specification. Pre -Galvanized members conform to the ASTM A653, Grade 50, Coating G-90 specification. TRIM COLOR Roof Line: Polar White Gauge: 26 SEISMIC LOAD Accessory Trim: Polar White Gauge: 26 Risk Category: II -Normal Downspout: Polar White Gauge: 26 Seismic Importance Factor (le): 1.00 Spectral Response Acceleration (Ss): 0.0800 Spectral Response Acceleration (S1): 0.0400 Florida Product Approval Site Class: D Spectral Response Coefficients (Sds): 0.0853 Roof Deck: 26ga Super Span X - 17700.6 Spectral Response Coefficients (Shc): 0.0640 Seismic Design Category: A Basic Seismic Force Resisting Systems*: Other Loads: N /A For components, claddings, and MWFRS, deflections involving wind are based on 10 year serviceability wind pressures. The building has been designed as open with obstructed flow in accordance with the building code. The addition of wall framing or sheeting on any portion or all of the walls obstructing the wind flow will require that the building be reviewed by a licensed design professional for structural adequacy. ERECTOR NOTE ONLY USE DRAWINGS ISSUED "FOR ERECTION" TO ERECT BUILDING c=US, st=Texas, l=Houston, o=Whirlwind Steel Buildings, Inc., ou=Engineering, ou=1T, ou=Engineering, cn=Ronald HNA %� ,emAff Roriald.Mays@Whirlwi e ndmeel.corn 2020.12.22 08:08:54 -06'00' The Engineer whose coal and signature appear on these documents represent Whirlwind Steel Buildings, Inc., and is not the Engineer of Record for the overall project The Engineer's responsibility Is limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., ERECTOR NOTE: ONLY USE DRAWINGS ISSUED "FOR ERECTION' TO ERECT BUILDING and excludes parts such as doors, windows, foundation design, and erection of the building. MEMBER TABLE ROOF PLAN MARK PART P-1 8X25Z14 P-2 8X25Z1 6 d 74-0OUT-TO-OUT OF STEEL P-3 8X25Z 14 '" ffAVE E-1 8HES 141 12 Closure -z-) I LOW Roof Panel-, Eave Trim 24'-8" t E-2 8HES 141 24'-8" y 24'-8" E-3 8HES1 41 E-4 8ES 141 E-5 8ES 141 Eave Strut Purlin E-6 8ES1 41 101L-� DOWNSPOUT (TYP) CB— 1 0.31—CBL CB -2 0.25 -CBL CB -3 0.31 -CBL --------- Trim E-6 E -5E -4 .............. ................... ................ I ............... ........ P -J (TYP). .......... 1'� ................... .......... 1-1� ................ I .................... ...... 1-1 ............. ......... ... ......................... ....... 11� 2(T .......... Cr_1 ...... P- ....... P�XTYP). .................. ........................ ........... ....... . ....... 1.* ............ ................. I ...... I ....... ....... . CL ........ ......... I .......... I .......................... ............. . . . . . . . . . . . . . . . . . . . * .... I ........ . ....... ........... ...... I I . I ............. I ....... . z . . . . . . . . . . . . . . . . . . . . . . . . , I.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . y - ---- Frame Rafter ....... ... NOTE ! Install member screws CD JMain ...... Cspacing of F�-71�5171 MAIN FRAME COLUMN C .. C9EDGE ZONE. >< C Ell U- 0 ... ... ...... 0 53'-0' OUT—TO—OUT OF STEEL I B CD >< SECTION 11 ...... ...........,.*....................................... ............. ........................ ..... .* ................ ............................................. ... .I........................... .. ... .... --...... I . . .". . . . . . . . .... . . . . . * ..................... * * .......... 12 . . .................... ........ ............ ............... I .... .............� .I.. ..1. ..... ......... I ... . ........ ........... .................. ........... a ...... I ........ ....... ... —, ROOF PANEL COUNTER GUTTER ........... ................ ....... E-3 FLASHING Support PURLIN LAP 3`1 3/4� 3'-1 3/4,Gutter 3'-1 3/4 3'-1 3/4� I HIGH EAVEI PURLIN- ROOF FRAMING PLAN '0,�w TYP EAVE STRUT NOTE! GUTTER Install member screws spacing of 5"- 7�-5"- 71' EDGE ZONE. $ 4 Rake Trim RT -101 Roof Panel SSX MAIN FRAME �DOWNSPOUT Rake AngleJe Trim—/J/ 6 m �Purlin CF -108 �Rafter This item has been digitallysigned and sealed by SECTION HCH Ronald H Kdays, PE, on the 'date referenced below, co Printed' , pies of this document are . not considered, signed and sealed and the,siknature must be veriffed 53'-0" OUT—TO—OUT OF STEEL on any electro - copie& I I nic I R o nald H Mays, PE 8234 Hansen Rd, Houston, TX 77075 Florida PE rim 71744 0%111111111111111/z H 1/z 4 4,1, The Engineer whose sea] and signature appear on these documents represent ftiriwind Steel Buildings, Inc., and is not the Engineer of Record for the overall project. The Engineer's 0 mponsiblifty is limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., ERECTOR NOTE: ONLY USE DRAWINGS ISSUED "FOR ERECTION" TO ERECT BUILDING and excludes parts such as doors, windows, foundation design, and erection of the building. Iz; "B" APPROVAUREVI EWING AUTHORITY: PLEASE REVIEW APPROVAL DRAWINGS CAREFULLY 71744 �.*?SECTION UNLESS NOTED OTHERWISE, IT WILL BE ASSUMED THAT ALL INFORMATION SHOWN ON THESE DRAWINGS HAS THE AFFIRMATION OF THE APPROVAL/REVIEW AUTHORITY. FAILURE TO RESPOND TO CLOUDED AREAS AND AREAS TO VERIFY MAY RESULT IN ADDITIONAL COSTS AND/OR SCHEDULE DELAYS FOR WHICH WHIRLWIND WILL NOT BE RESPONSIBLE. FIELD VERIFY ALL EXISTING CONDITIONS lz: PRIOR TO FABRICATION. ALL SUBSEQUENT CHANGES AFTER THE FIRST SUBMITTAL WILL BE CONSIDERED AS CONTRACTUAL CHANGES. ©'• STATE OF REV DATE DESCRIPTION BY CHK DESC: BLDG. SIZE: ROOF FRAMING 53'-0" x 74'-0" x 17'-3„ x 21'—Ir ...... NN P 11,10.20 FOR APPROVAL MBS AD ON cusiomm ON: AL IRSTEEL BUILDINGS 0 FOR CONSTRUCTION MBS DD - City of Sanford I`02n't.r Springs, Fl. 32772 "/'III it ttlilk"X 12.21.20 REFERENCE: P.O. BOX 75280 PH: 800-324-9992 Fuel Island Company Dec.22,2020 JOBSrrF.* COUNTY: HOUSTON, TX 77234 FAX: 832-553-4600 Sanford, FI. 327771 1 @2005 Whirlwind Steel Buildings Inc.DWN: CHK: —7DATE. ENG: JOB NO: DWG NO: ISSUE —1 All eights reserved MBS AD 11/ 10/201. MG 7015-24215 El 0 I T moK I ` V •.10 < > < p 4 f�J00 AK510 AK511 AK106 AK200 A_201 AK203 AK202 A_204 A_205 AK209 A�12 A-401 AK509 1'-4" 74'-0" OUT -TO -OUT OF STEEL rrF -c I j U- -------------- =-J -4 - ----------- -4 RF2 SIDEWALL FRAMING: FRAME LINE B 24'-8" 4 4 ET -10 CF -102 F-------------------------------------------------- I I I I I I i I I I OPEN TO REMAIN OPEN I i I I L-- J SIDEWALL SHEETING & TRIM: FRAME LINE B GENERAL SHEETING & TRIM NOTES 1. Refer to erection drawings for rake angle locations. 2. Roof member screws are at 12" o.c. Eave end lap 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. spacin ). 5. Wali 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 endwall panels at centerline of bldg. unless noted. 8. Gutter, rake, & eave trim lap 2". All other trims lap 1". 9. Feld cut or lap panels as required to fit. 10. Field cut panels for all openings. 11. Pop rivet gutter counterflashing to wall panel on 3'-0 centers and caulk all laps. 12. Gutter support strap spacing: Super Span 3'-0, Super Seam 4'-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 straps are located 6" from base and at every girt location. 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, 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 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 girts and eave struts do not lap. 6. Field cut and self -tap girts at walk doors. 7. Feld slot girts for brace rods or cables. 8. Field locate windows and walk doors. 9. Feld weld all splices at 14 gauge valley gutters. 10. Field bolt AK400 base clip to endwall columns: �2 5/8" x 1-1/2" A325 bolts if 1 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. 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 manual or standard pull out for screw -down type roof for additional installation instructions. 14. Sub -jambs for overhead doors, if required, is not furnished by Whirlwind. AK219 00 N C-14 O N 2" X 3/8" Stiff at MF Column (typ T, -I - vvr- -1 _ Pro. 2.5" X 3/8" Non Standard Stiff 8»X1"_ 4 -------------------- - - 10GA WEB J ) J A/E2 WF -2 00 ¢ T -HJ3 3 ¢ o o J 6„ X 1 q6" ca 4 l V 16" A/E2 Finish Floor Main Frame I 22'-0" (clear @ haunch) 24'-8" 2 DETAIL @ PORTAL FRAME 3 E(2)5�/19" A325 Stitch Bolts AX ( 4 } 5/8" A325 Bolts @ Upper Connection ( 4) 5/8" A325 Bolts @ Lower Connection Section A N Upper & Lower Connection The Engineer whose seal and signature appear on these documents represent Whirlwind Steel Buildings, Inc., and is not the Engineer of Record for the overall project The Engineer's responeibility is limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., ERECTOR NOTE: ONLY USE DRAWINGS ISSUED "FOR ERECTION' TO ERECT BUILDING and excludes parts such as doors, windows, foundation design, and erection of the building. APPROVAUREVIEWING AUTHORITY: PLEASE REVIEW APPROVAL DRAWINGS CAREFULLY UNLESS NOTED OTHERWISE, IT WILL BE ASSUMED THAT ALL INFORMATION SHOWN ON THESE DRAWINGS HAS THE AFFIRMATION OF THE APPROVAUREVIEW AUTHORITY. FAILURE TO RESPOND TO CLOUDED AREAS AND AREAS TO VERIFY MAY RESULT IN ADDITIONAL COSTS AND/OR SCHEDULE DELAYS FOR WHICH WHIRLWIND WILL NOT BE RESPONSIBLE. FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO FABRICATION. ALL SUBSEQUENT CHANGES AFTER THE FIRST SUBMITTAL WILL BE CONSIDERED AS CONTRACTUAL CHANGES. REV DATE DESCRIPTION BY CHK DESC: BLDG. SIZE: FRAMING ELEVATION 53'-0' x 74'-0" x 17'-3" x 21'-8' mo P 11.10.20 FOR APPROVAL MBS ADSTEEL BUILDINGIS CUSTOMER: LOCATION: 0 12.21.20 FOR CONSTRUCTION MBS DD Cit of Sanford Winter Springs, Fl. 32772 REFERENCE P.O. BOX 75280 PH: 800-324-9992 Fuel Island Company HOUSTON, TX 77234 FAX: 832-553-4600 JOBsITE: COUNTY: Sanford, FI. 327771 @2005 Whirlwind Steel Buildings Inc. DWN: CHK: DATE: ENG: JOB N0: DWG NO: ISSUE All rights reserved MB5 AD 111/10/20 MG 7015-24215 E2 0 WF- 1 W1 6641 WF -2 I W14841 This item has been digitally signed and sealed by Ronald H Mays, PE, on the date referenced below. Printed copies of this document are nut considered signed and sealed and the signature must be ,verified on any electronic copies. Ronald H Nays, PE 8234 Hansen Rd; Houston; TX 77675 Florida PE no_ 71744 \X%NI >�1LD H. !ll�N I�Q.' ; -\r E Ns,,% �c�' fs 71744 '.. STATE OF ; 4N,% 40RID .-* .* Dec. 22, 2020 ;N3P7ATI01K1 AK400 A_100 AK510 AK511 AK106 AK200 A_201 AK203 AK202 • A_204 A_205 AK209 A-212 ' A_401 p o AK509 74'-0" OUT -TO -OUT OF STEEL 24' M -- _------ -'-- I - --- IH HI RF -------- RF2-1 SIDEWALL FRAMING: FRAME LINE A 3 2 0 Q 0 GU -1Z ------------------------------------------------ OPEN --------- --OPEN TO REMAIN OPEN I I I SIDEWALL SHEETING & TRIM: FRAME LINE A GENERAL SHEETING & TRIM_ NOTES 1. Refer to erection drawings for rake angle locations. 2. Roof member screws are at 12" O.C. Eave end lap 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. 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 endwall panels at centerline of bldgunless noted. 8. Gutter, rake, & Bove trim lap 2". All other trims lop 1". 9. Feld cut or lap panels as required to fit. 10. Field cut panels for all openings. 11. Pop rivet gutter counterflashing to wall panel on 3'-0 centers and caulk all laps. 12. Gutter support strap spacing: Super Span 3'-0, Super Seam 4'-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 straps are located 6" from base and at every girt location. 15. Hot -roiled 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 manuai or standard pull out for screw -down type roof for additional installation instructions. GENERAL FRAMING NOTES 1. Angles are marked by their length in feet and inches. 2. Feld 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 gists and eave struts do not lap. 6. Field cut and self -tap girls at walk doors. 7. Feld slot girts for brace rods or cables. 8. Feld locate windows and walk doors. 9. Feld weld all splices at 14 gauge valley gutters. 10. Feld bolt AK400 base clip to endwall columns: 2 5/8" x 1-1/2" A325 bolts if 1 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. 12. Some field drilling at framed openings may be required. Feld drill 9/16" diameter holes. 13. 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. 14. Sub -jambs for overhead doors, if required, is not furnished by Whirlwind. AK219 2"X 3/8" Stiff at MF Column (typ A 1-J - vvr-4 I 8 -3 - RF2-1 20 FNo2.5" X 3/8" 8„X1,>4n Standard Stiff ----------- F rn 10GA WEB A/E2 WF -4 m 3 L �l w ¢ 3 Ul- 3 ca � 5„ X 14' 4 z 12„ �n A/E2 _ I -Finish Floor --------------_ -A 3 22'-8" (clear @ haunch) 24'-8" DETAIL R PORTAL FRAME *(2) 5/8" A325 Stitch Bolts @ 48" MAX F4) " A325 Bolts @ Upper Connection" A325 Bolts @ Lower Connection Section A N Upper & Lower Connection The Engineer whose seal and signature appear on these documents represent Whirlwind Steel Buildings, Inc., and is not the Engineer of Record for the overall project. The Engineer's ERECTOR NOTE: ONLY USE DRAWINGS ISSUED `FOR ERECTION" TO ERECT BUILDING responsibility d�excludees partsshsuch amaterial , d�eows. foundationodesign, b and eirection oof theulbuilding.inc, APPROVAUREVIEWING AUTHORITY: PLEASE REVIEW APPROVAL DRAWINGS CAREFULLY UNLESS NOTED OTHERWISE, IT WILL BE ASSUMED THAT ALL INFORMATION SHOWN ON THESE DRAWINGS HAS THE AFFIRMATION OF THE APPROVAUREVIEW AUTHORITY. FAILURE TO RESPOND TO CLOUDED AREAS AND AREAS TO VERIFY MAY RESULT IN ADDITIONAL COSTS AND/OR SCHEDULE DELAYS FOR WHICH WHIRLWIND WILL N PRIOR TO FABRICATION. ALL SUBSEQUENT CHANGES AFTER THE FIRST SUBMITTAL WILL BE CONSIDERED AS CONTRACTUAL CHANGES. OT BE RESPONSIBLE. FIELD VERIFY ALL EXISTING CONDITIONS _ REV DATE DESCRIPTION nDWN: SIZE: IRL�WIND STEEL BUILDINGS P 11.10.20 FOR APPROVAL FRAMING ELEVATION 53'-0" x 74'-0^ x 1T-3" x 21' MER: LOCATION: 0 12.21.20 FOR CONSTRUCTIONit of Sanford Winter S sin s, FI. 327 NCE: P.O. BOX 75280 PH: 800-324-9992 uel Island Com an HOUSTON, TX 77234 FAX: 832-553-4600 : COUNTY: @2005 Whirlwind Steel Buildings Inc. anford, FI. 327771 All rights reserved CHK DAIS ENG: JOB N0: DWG No: ISSUE S AD 11 10/20 MG 7015-24215 E3 0 c,lf Main Frame I 2 -J -4 This item has been digitally signed an sealed by Ronald H Mays, PE; on the date referenced below. Printed copies of this document are not considered sagned and sealed and the signature must be verifted on any electron, capies. Ronald H Mays, PIE 8234 Hansen ltd, Houston, TX 77075 O H. M QX. .... ,Q: yXCENS •.,1cS� •� 71744 , *e •;*� t * � 0 •• STATE OF "Al ////,;0N A`, o�`��� Dec. 22, 2020 1 3/4" 4 o PAK219_ AK400 l�100 AK510 AK511 AK106 AK200 A_201 AK203 AK202 A_204 A_205 AK209 A 12 A-401 AK509 Rake angle Purlin N A 53'-0" OUT -TO -OUT OF STEEL B Detail at Rake Angle I I �1" f 1" 12 12 RA2000 RT -101 MT -116 - FF Ii II �I ba OPEN TO REMAIN OPEN I Ii I 1 I I II LI---------------------------------- I I L ----------------------------------- I J ENDWALL SHEETING & TRIM: FRAME LINE 1 ENDWALL FRAMING: FRAME LINE 1 B 53'-0" OUT -TO -OUT OF STEEL A 12 12 RA200o RT -101 MT -116 II I I to N II OPEN TO REMAIN OPEN II II I I I I I I ----------------------------------Li iI II I I L---------- I - ENDWALL SHEETING & TRIM: FRAME LINE 4 ENDWALL FRAMING: FRAME LINE 4 This item has been digitally signed and sealed by Ronald H Mays, PE, on the date referenced below_ Printed copies of this document are not considered signedf and sealed and thesignaturemust be verified GENERAL SHEETING &TRIM NOTES on any electronic copies_ Ronald H Mays, PE 1. Refer to erection drawings for rake angle locations. GENERAL FRAMING NOTES 8234 Hansen Rd, Houston, TX 77075 2. Roof member screws are at 12" o.c. Eave end lap and peak screws are as shown. Florida PE no. 71744 3. Wall 4. Roof stitcher screws screws are located atcea h thebase max. s ac n ere with two between members all 20" remaining ( P )• 2. Fed cut orles are arked lop angles as requiredth to fit and inches. P 9 q� Thertthe o�nnpThe Whirlwind illdi Engineer Inc.,de leenot tndhe Engineer onature f Record than'i i�ae sem""'H, project g responsibility and Whirlwind Isr 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. 3. Flange braces are marked by their length in decimal inches. 4. Outside flange of girt turns down unless noted. dpon � n�ineuildings, Inc" ERECTOR NOTE: ONLY USE DRAWINGS ISSUED "FOR ERECTION" TO ERECT BUILDING nl Bot ea tenial window, napt neo, � ````�........ ��,��'//'' `� . ' �cENS F••••. �: 7. Start endwall panels at centerline of bldg. unless noted. 8. Gutter, rake, eave trim lap 2". All other trims lap 1". 5. Endwall iris and Bove struts do not lop. 6. Feld cut and self -tap girts at walk doors. APPROVAUREVIEWING AUTHORITY: PLEASE REVIEW APPROVAL DRAWINGS CAREFULLY71744 V 't 9. Feld cut or lap panels as required to fit. 7. Feld slot girls for brace rods or cables. UNLESS NOTED OTHERWISE, IT WILL BE ASSUMED THAT ALL INFORMATION SHOWN ON THESE DRAWINGS HAS THE AFFIRMATION OF THE APPROVAUREVIEWAUTHORITY, FAILURE TO RESPOND TO = �• �* r 10. Feld cut panels for all openings. 11. Pop rivet counterflashing to wall on 3'-0 centers and caulk all laps. 8. Feld locate windows and walk doors. 9. Feld weld all splices at 14 valley CLOUDED AREAS AND AREAS TO VERIFY MAY RESULT IN ADDITIONAL COSTS AND/OR SCHEDULE DELAYS FOR WHICH WHIRLWIND WILL NOT BE RESPONSIBLE. FIELD VERIFY ALL EXISTING CONDITIONS -0 * gutter panel 12. Gutter support strap spacing: Super Span 3'-0, Super Seam 4'-0, Weather Lok -16 2'-8". gauge gutters. 10. Feld bolt AK400 base clip to endwall columns: PRIOR TO FABRICATION. ALL SUBSEQUENT CHANGES AFTER THE FIRST SUBMITTAL WILL BE CONSIDERED AS CONTRACTUAL CHANGES. A '411 13. Comer and/or peak boxes are not furnished with special rake or utter profiles. Field miter as re 'd. / P P 9 P 9 14. Downspout straps are located 6" from base and at every girt location. 2 5 8" x 1-1 2" A325 bolts if S1 AK400 re 'd / / l q f 2� 5/8" x 1-3/4" A325 bolts if 2 AK400 req'd REVATE �`� 10.20 DESCRIPTION By cNx DEse: BLDG. srzE FRAMING ELEVATION 53'-0' x 74'-a" x 17'-3" x 21'-8 FOR APPROVAL MBS AD % O % STATE OF .`� zr i T•'• 'moi Q` �•' �•• L 15. Not -rolled or built-up members must be pre -drilled before attaching members screws. surface rusting. P Y 9 11. Locate top of roof framed openings flush with the pan of the roof panel. 11 9 P 9 Y eqREFERENce IRLWIND STEEL BUILDINGS ~~� cusroNER: IocanoN: FOR CONSTRUCTION MBS DD winter S rin s, Fi. 32772 olsiandnCom �i • RSD •' �% �� / / ''�/// ONAL9 17. Windows and louvers must be installed befog sheeting the Wajs 18. For tape be Refer to the erection 13. Fomclarty, tape sealant, closures etc. may notrbeIshown.eReferllto the standingrseamserection manual for screw -down type for installation instructions. P.O. BOX 75280 PH: 800-324-9992 Fuei an 171//)rl(ttttiiti��`` clarity, sealant, closures, etc. may not shown. standing seam or standard pull out roof additional JOBSIE: coUNW: manual or standard pull out for screw -down type roof for additional installation instructions. 14. Sub -jambs for overhead doors, if required, is not furnished by Whirlwind Steel Buildings. HOUSTON, TX 77234 FAX: 832-553-4600 Sanford, Fl. 327771 2005 Whirlwind Steel Buildings Inc. OWN:CNx: DATE. ENG: JOB No: NG NO: ISSUE Dec. 22, 2020 All rights reserved MBS AD 11/ t 0/201 MG 7015-24215 E4 0 Double Face Tape Fold insulation - back r to 6" Eave Strut (shape varies) Girt insulation Purlin CAUTION: Erector Note! Failure to tuck facing of insulation back from panel edge at the base and eave could result in irreparable panel damage and will void the panel warranty. Insulation Double Face Tape 162ty This detail is typical for blanket insulation famished by Whirlwind or by the customer. STANDARD DETAIL (a) BLANKET INSULATION Washers (2) Purlin --+- Nuts (3) Purlin —•- Use (3) 112 STS or SDS All -thread rod ---« All -thread rod — Structural angle Eye socket ACCEPTABLE CONNECTION METHODS Structural angle optional- run pipe NOTE: (not by Whirlwind) on top of angle whirlwind only provides the roof purlin. All other material --- — and hardware is by others. Ali -thread rod Hanger device Hanger device All -thread rod (shape may vary) (shape may vary) 1/3 2/3 maximum off center TRAPEZE HANGER - 4" MAX. PIPE HANGER --- 2-112" MAX. PIPE Flange C -Clamp is not Caddy clip attached to lip is Connection through the an acceptable connection not an acceptable connection flange is not acceptable ACCEPTABLE CONNECT/ONS FOR ALL COLLATERAL LOADS FOR HANGER ATTACHMENT Note! Corners must have Field slot girt or radius. Do not square spandrel beam off corners. for the bracing to pass through �o N 1, 4 Bracing Max. Girt or Spandrel Beam DETAIL Ca? FIELD LOCATED BRACING SLOT od Descri-tion: 4-14 x 8 Hex Head Undercut (#14 x 8 Long—Life #1 Point Self—Drilling Lap Lap—Tek S.D.S.) Long—Life Zinc Die Cast Head Seating_ Torque: 30 to 60 in—lbs Recommended Driving Tool. 1800 RPM electric screw gun with depth sensing nosepiece to prevent overdriving and stripout Suggested Pre—Drill. • None Q 1,1:Nt1V914 Actual Size Description: 12-14 x 14 Hex Head Undercut (#12 x 14 Long— #3 Long Pilot Point Self—Drilling Life S.D.S.) Long—Life Zinc Die Cast Head Seating Torque: 30 to 60 in—lbs Recommended Driving Tool. 1800 RPM electric screw gun with depth sensing nosepiece to prevent overdriving and stripout Suggested Pre—Drill: None Face Of Panel Girt Line SUPER SPAN PANEL Face Of Panel Girt Line REV. ROLL SUPER SPAN PANEL Face Of Panel Girt Line LOW RIB PANEL Face Of Panel Girt Line REV. ROLL LOW RIB PANEL PANEL LAYOUT DETAIL See E1 For Panel Profile Specified For Project Pu Flange brace (TYP) Rafter—/ • Indicates additional bolts required 0 strut purlin/girt (2) 12 0 A-307 machine bolts required at standard laps. (4) 120 A-307 machine bolts required at strut members. (A strut member is a purlin 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 BUILT-UP SECTION LEGEND Note: Flange braces may be on one Or both sides. Rotate each zee as required Top flange (typ,) See frame cross-section for locations. to aftemate between the long and short flanges. See Plan Purlin/Girt SF PARS F LF LF Zee (typ.) 0 000 LF LAP LAYOUT o • o 0 0 — / / Lap X SF Flange brace 0// (TYP) f s LF • Indicates additional bolts Rafter required 0 strut purlin/girt SF SFSF (6) 120 A-307 machine bolts required at standard laps. LF (8) 120 A-307 machine bolts required at strut members. LF = Long Flange (A strut member is a puriin or girt at the bracing points. SF = Short Flange LF 4F The struts continue across the length of the building.) SECTION "X" See E -drawing for exceptions to size and quantity of bolts. ZEE LAP AT LONG AND SHORT FLANGES LAP DETAIL >4 Pop Rivet A Field Pop Rivet (6) Total ckout >F DOWNSPOUT w/SCUPPER Field Install Scupper If Req'd The Engineer whose seal and signature appear on these documents represent Whirlwind Steel Buildings, Inc., and Is not the Engineer of Record for the overall projecL The Engineer's responsiblitty Is limited to material designed and manufactured by Whirlwind Steel Buildings, Ino., ERECTOR NOTE: ONLY USE DRAWINGS ISSUED "FOR ERECTION" TO ERECT BUILDING and excludes parte such as doors, windows, foundation design, and erection of the building. APPROVAUREVI EWING AUTHORITY: PLEASE REVIEW APPROVAL DRAWINGS CAREFULLY UNLESS NOTED OTHERWISE, IT WILL BE ASSUMED THAT ALL INFORMATION SHOWN ON THESE DRAWINGS HAS THE AFFIRMATION OF THE APPROVAUREVIEW AUTHORITY. FAILURE TO RESPOND TO CLOUDED AREAS AND AREAS TO VERIFY MAY RESULT IN ADDITIONAL COSTS AND/OR SCHEDULE DELAYS FOR WHICH WHIRLWIND WILL NOT BE RESPONSIBLE. FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO FABRICATION. ALL SUBSEQUENT CHANGES AFTER THE FIRST SUBMITTAL WILL BE CONSIDERED AS CONTRACTUAL CHANGES. REV DATE DESCRIPTION BY CHK DESC; BLDG. SIZE STANDARD DETAIL PAGE 53'-0• x 74'-a• x 17'-3' x 21'- '01 �1011�1111 IRLWIND STEEL BUILDINGS P 11.10.20 FOR APPROVAL MBS AD CUSTOMER: LOCATION; MIRLWND STEEL BUILDINGS 0 12.21.20 FOR CONSTRUCTION MBS DD City of Sanford Winter Springs, FI. 3277 REFERENCE P.O. BOX 75280 PH: 800-324-9992 Fuel Island Com an HOUSTON, TX 77234 FAX: 832-553-4600 �� 32COUNTY.U` Sanford, FI. 7771 @2005 Whirlwind Steel Buildings Inc. DWN: CHK: DATE: ENG: 505 NO: I DWG NO:ISSUE All rights reserved MBS AD 11 10 20 MG 7015-24215 D1 0 This item has been digitallysrgned and sealed by Ronald H Mays, PE; on the date referenced below_ Printed copies of this document are not considered signed' and sealed and the -signature must be verified on any electronic copies, Ronald H mays, PE 8734 Hansen Rd, Houston, TIC 77075 oxxPLa H. �. 71744 cc J3 •; * c Ltf Off.• STATE OF vr��fufrnuuttw��`� Dec. 22, 2020 Built -Up Section overall De th inches I (in W20851 Flange Width Flan a Thickness Web Thickness (in inches) tin inches) (in inches) 5=5 3=31B 8=12 1= 1Oga. 6=6 4=14 0=5s 2=8ga. 80-80 5=51s 2=34 3= 31s 38 4= 2= 12 6= 1= 1 a 6= 3e Note: Flange braces may be on one Or both sides. Rotate each zee as required Top flange (typ,) See frame cross-section for locations. to aftemate between the long and short flanges. See Plan Purlin/Girt SF PARS F LF LF Zee (typ.) 0 000 LF LAP LAYOUT o • o 0 0 — / / Lap X SF Flange brace 0// (TYP) f s LF • Indicates additional bolts Rafter required 0 strut purlin/girt SF SFSF (6) 120 A-307 machine bolts required at standard laps. LF (8) 120 A-307 machine bolts required at strut members. LF = Long Flange (A strut member is a puriin or girt at the bracing points. SF = Short Flange LF 4F The struts continue across the length of the building.) SECTION "X" See E -drawing for exceptions to size and quantity of bolts. ZEE LAP AT LONG AND SHORT FLANGES LAP DETAIL >4 Pop Rivet A Field Pop Rivet (6) Total ckout >F DOWNSPOUT w/SCUPPER Field Install Scupper If Req'd The Engineer whose seal and signature appear on these documents represent Whirlwind Steel Buildings, Inc., and Is not the Engineer of Record for the overall projecL The Engineer's responsiblitty Is limited to material designed and manufactured by Whirlwind Steel Buildings, Ino., ERECTOR NOTE: ONLY USE DRAWINGS ISSUED "FOR ERECTION" TO ERECT BUILDING and excludes parte such as doors, windows, foundation design, and erection of the building. APPROVAUREVI EWING AUTHORITY: PLEASE REVIEW APPROVAL DRAWINGS CAREFULLY UNLESS NOTED OTHERWISE, IT WILL BE ASSUMED THAT ALL INFORMATION SHOWN ON THESE DRAWINGS HAS THE AFFIRMATION OF THE APPROVAUREVIEW AUTHORITY. FAILURE TO RESPOND TO CLOUDED AREAS AND AREAS TO VERIFY MAY RESULT IN ADDITIONAL COSTS AND/OR SCHEDULE DELAYS FOR WHICH WHIRLWIND WILL NOT BE RESPONSIBLE. FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO FABRICATION. ALL SUBSEQUENT CHANGES AFTER THE FIRST SUBMITTAL WILL BE CONSIDERED AS CONTRACTUAL CHANGES. REV DATE DESCRIPTION BY CHK DESC; BLDG. SIZE STANDARD DETAIL PAGE 53'-0• x 74'-a• x 17'-3' x 21'- '01 �1011�1111 IRLWIND STEEL BUILDINGS P 11.10.20 FOR APPROVAL MBS AD CUSTOMER: LOCATION; MIRLWND STEEL BUILDINGS 0 12.21.20 FOR CONSTRUCTION MBS DD City of Sanford Winter Springs, FI. 3277 REFERENCE P.O. BOX 75280 PH: 800-324-9992 Fuel Island Com an HOUSTON, TX 77234 FAX: 832-553-4600 �� 32COUNTY.U` Sanford, FI. 7771 @2005 Whirlwind Steel Buildings Inc. DWN: CHK: DATE: ENG: 505 NO: I DWG NO:ISSUE All rights reserved MBS AD 11 10 20 MG 7015-24215 D1 0 This item has been digitallysrgned and sealed by Ronald H Mays, PE; on the date referenced below_ Printed copies of this document are not considered signed' and sealed and the -signature must be verified on any electronic copies, Ronald H mays, PE 8734 Hansen Rd, Houston, TIC 77075 oxxPLa H. �. 71744 cc J3 •; * c Ltf Off.• STATE OF vr��fufrnuuttw��`� Dec. 22, 2020 END OF BUILDING FLANGE BRACES MAY BE ON ONE OR BOTH SIDES 1/2 x 1-1/4 A307 SEE FRAME CROSS-SECTION FOR LOCATIONS SEE PLAN ROOF MEMBER SEE PLAN SCREW ROOF PURLIN PURLIN PURLIN SHOP WELDED ANTI—ROLL CLIP EAVE STRUT EAVE STRUT d� • o I o o• o o 1/2 x 1-1/4 _ I o ---- • O — — — —— o �0 -- — —— — — — —— RAKE ---- ------ A307 BOLTS �� ----- — ----- ANGLE s�� AK508 1/2 x 1-1/4 A307 #®� 5/8 A325 BOLTS 1/2 x 1-1/4 A307 RAFTER RAFTER ®� � SEE PLANS FOR LENGTH FLANGE BRACE FLANGE FLANGE BRACE ®� -__-- _--- _---- -_-- 44- 1/2 x 1-1/4 A307 ATTACHED w/ (TYPICAL EA END) • INDICATES ADD'L SHOP WELDED 1/2 x 1-1/4 A307 ®i ®� • INDICATES ADD'L 0 EACH END BOLTS REQUIRED PURLIN CLIP BOLTS REQUIRED AT STRUT PURLINS COLUMN-- Il II II AT STRUT PURLINS RAFTER WIND BENT or WIND COLUMN II !I COLUMN II (2) 1/2 x 1-1/4 A307 REQUIRED AT STANDARD LAPS (6) 1/2 x 1-1/4 A307 REQUIRED AT STANDARD LAPS BUILDING COLUMN II II (4) 1/2 x 1-1/4 A307 REQUIRED AT STRUT MEMBERS (8) 1/2 x 1-1/4 REQUIRED AT STRUT MEMBERS II A STRUT PURLIN IS A PURLIN LOCATED AT THE BRACE POINTS. SOME PURLIN CLIPS WILL HAVE AN ADDITIONAL ANTI—ROLL A STRUT MEMBER IS A PURLIN LOCATED AT THE BRACE POINTS. SEE PLANS FOR EXCEPTION TO SIZE & QTY OF BOLTS. CLIP ATTACHED. THE QUANTITY AND SPACING OF THESE CLIPS SEE PLANS FOR EXCEPTIONS TO SIZE & QTY OF BOLTS. IS DETERMINED BY THE DESIGN FOR EACH SPECIFIC BUILDING (DATROOF PURLIN CONNECTION MAIN FRAME ENDWALL ANTI DETAIL AT ANTI—ROLL CLIP G2 ROOF PURLIN TO INTERIOR FRAME WIND BENT OR WIND COLUMNEAVE STRUT TO RIGID FRAME J7 EAVE STRUT TO RIGiD FRAME RAFTER TO BUILDING COLUMN 4" +/— MEMBER SCREWS STITCH SCREW END OF BLDG END OF BLDG STITCH SCREW UPPER SHORT, MEDIUM, &LONG) SEE PLAN (0 EA HIGH RIB) ROOF PANEL SEE PLAN EAVE STRUT I� LOWER ROOF PANEL _11 CA­ 11=5 EAVE STRUT--\ — — — — — — — — — — — OLUMN OR RAFTER WEB SIDEWALL �I COLUMN II 1" TAPE SEAL (CONTINUOUS) #12 x 1-1/4" LONG—LIFE #14 x 7/8" LONG—LIFE _ _ _ _ _ _ _ _ _ _ _ �O �p I i SIDEWALL SDS WITH WASHER LAP—TEK SDS WITH WASHER CABLE ILLSIDE II COLUMN 1/2 x 1-1/4 A307 1/2 x 1-1/4 A307 / WASHER BRACE GRIP BASE O p o II ® ® ROOF PURLIN ROOF MEMBER SCREW NUT PLATE 1= 4\—BASE o ON 5"_ SPACING- - - - - - - - EYEBOLT STITCH SCREW 20" O.C. #12 x 1-1/2° LONG-LIFE 5/16" HEX HEAD SDS WITH WASHER II II II INSERT EYEBOLT LAT WASHER PLATE CONTINUOUS COLUMN--- II II THROUGH WEB SLOT PLAN VIEW ELEVATION TAPE SEAL II COLUMN II NOTES: II II Seating Torque: 30 — 60 in—lbs —r7lLI II — ALL ANCHOR RODS (BY OTHERS) TO HAVE NUTS #12 x 2" LONG-LIFE Recommended Driving Tool: AND FLAT WASHERS. SDS WITH WASHER 1800 RPM screw gun with — SEE BOLT SETTING PLAN FOR ACTUAL BOLT QTY. CONTINUOUS TAPE SEAL depth sensing nosepiece to prevent overdriving and stripout (MUST FOLLOW PANEL CONTOURS) EAVE STRUT TO RIGID FRAME 0QJ23 J25 EAVE STRUT TO RIGID FRAME Q2 DIAGONAL CABLE INSTALLATION R2 ANCHOR BOLTS AT SIDEWALL COLUMN sCREw_2 TYPICAL ROOF PANEL ENDLAP STANDARD FASTENERS SCREW-4 SUPER SPAN X ROOF LONG-LIFE SELF—DRILLING SEE PLANS FOR PART MARKS SEE PLANS FOR PART MARKS STITCH SCREWGUTTER CS29R GU-12_ RAKE TRIM RT-101 GUTTER GU-12_ REFER TO FRAME (ROOF COLOR) INSIDE CLOSURE (2) 3/16" BEADS CROSS-SECTION FOR GUTTER SUPPORT 1" TAPE SEAL CONTINUOUS CAULK �� ATTACH TO WALL PANEL SUPER SPAN X w 1 STITCH SCREW / ( ) BOLT SIZE & QTY. STRAP ® 36" O.C. 3-1/4 UNDER STRAP WALL PANEL STITCH SCREW (TRIM COLOR) _ GUTTER EDGE OF RAKE TRIM O O � TOP BOLTS 2-3/4' MAX O O 1" TAPE SEAL �\ SCB FIELD CUT "X" (1) POP RIVET DOWNSPOUT STRAP *GUTTER (CONTINUOUS) GUTTER a MAKE SURE END INTO BOTTOM OF PER SIDE DS-105 __—INTERMEDIATE _BOLTS, O ROOF MEMBER END CAP • CAP IS INSTALLED GUTTER AND BEND 4" 4 O WHEN REQUIRED COUNTERFLASHING SCREW ON BEFORE ATTACHING TABS DOWNWARD (CAULK END LAPS) 5" -7" -5" -7" CORNER BOX PATTERN ° DOWNSPOUT DS-101 O O BOTTOM BOLTS POP RIVET ® 3C O.C. WALL MEMBER ° GUTTER SEAL DOWNSPOUT TO GUTTER w/ ATTACH DOWNSPOUT O O (TRIM COLOR) SCREW 12" O.C. ATTACH END CAP w/ (12) POP RIVETS ATTACH CORNER BOX POP RIVETS TUBE CAULKING TO GUTTER w/ w/ (8) (8) POP RIVETS WALL PANEL EAVE STRUT DS-101 MAKE SURE THE END OF THE GUTTER IS FLUSH WITH THE *LAP GUTTER 2" w/ (2) CONTINUOUS BEADS OF CAULK OUTSIDE FACE OF THE FINISHED END WALL AND THERE ARE MAKE SURE THE END OF THE GUTTER IS FLUSH WITH THE ATTACH ONE DS-105 STRAP AT THE BASE OF THE DOWNSPOUT NO BREAKS IN THE BEADS OF CAULK OUTSIDE FACE OF THE FINISHED END WALL THEN APPROXIMATELY 5'-0' CENTERS (8'-0' MAX.) TYPTRIM_2 SUPIERLSPAN EX ROOFI & WALLS TRIM_4 GUTTER END CAP ATTACHMENT TRIM_5 CORNER BOX ATTACHMENT TRIM_6 DOWNSPOUT ATTACHMENT ® GUTTER TRIM_7 DOWNSPOUT STRAP ATTACHMENT U 1 BOLTED END PLATE RAFTER SPLICE Cut Girt Leg REFER FRAME CROSS-SECTION FOR BOLT SIZE & QTY. ROOF PURLIN *field Notch Girt Leg Girt 0 O SHOP WELDED TOP/OUTSIDE --TOP BOLTS ANTI—ROLL CLIP COLUMN FLANGE O O iv I O O INTERMEDIATE BOLTS, WEB WHEN REQUIRED j I I O O I I BOTTOM/INSIDE O �— BOTTOM BOLTS I _ _ _ O— — — — _ _ — — J— — — FLANGE O O Girt RAFTER This rtern has Freers digitally signed and seated by (2) 11 ZO x 1 1/4!' A-307 Bolts Ronald It whys, PE, on the date referenced below: GIRT TO GIRT CONNECTION AT CORNER Printed copies of this document are not considered signed and sealed and the signature must be verified ERECTOR NOTE on any electronic copies. Whirlwind recommends the use of a cutting wheel or bond saw for Arinald H Mays, PE notching hi—tensile members, especially for pregalvanized or hotdip 8234 Hansen ltd, Houston, TX 77075 BOLTS FOR RAFTER TO U 3 X 1 DETAIL AT ANTI—ROLL CLIP galvanize members. Apply touch—up paint at allcut edges. For Florida PE no. 71744 hot dip The Engineer whose seal and signature appear on these documents represent Whirlwind Steel galvanized and pregalvanized members apply cold galvanize COLUMN CONNECTION Buildings. Inc., and is not the Engineer of Record for the overall project The Engineer's paint t0 all cut edges. responsibllity is limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., ERECTOR NOTE: ONLY USE DRAWINGS ISSUED "FOR ERECTION" TO ERECT BUILDING and excludes parts such as doors, windows, foundation design, and erection of the building.\� P APPROVAUREVIEWING AUTHORITY: PLEASE REVIEW APPROVAL DRAWINGS CAREFULLY e Q•.: ��OE SF•.,• '� UNLESS NOTED OTHERWISE, IT WILL BE ASSUMED THAT ALL INFORMATION SHOWN ON THESE DRAWINGS HAS THE AFFIRMATION OF THE APPROVAUREVIEW AUTHORITY. FAILURE TO RESPOND TO 71744 • •: CLOUDED AREAS AND AREAS TO VERIFY MAY RESULT IN ADDITIONAL COSTS AND/OR SCHEDULE "* DELAYS FOR WHICH WHIRLWIND WILL NOT BE RESPONSIBLE. FIELD VERIFY ALL EXISTING CONDITIONS = ; PRIOR TO FABRICATION. ALL SUBSEQUENT CHANGES AFTER THE FIRST SUBMITTAL WILL BE CONSIDERED AS CONTRACTUAL CHANGES. REV DATE DESCRIPTION BY CHK DESC: BLDG. SIZE. O•` STATE OF .• �.�--� STANDARD DETAIL PAGE 53'-0' x 74 —d' x 17•-3" x 21'-8' !� '•, • _ •� IRLWIND STEEL BUILDINGS P 11.10.20 FOR APPROVAL MBS AD CUSTOMER: LocpON: �j' AN °•, �"� irjf Q>�izi ;`a 0 12.21.20 FOR CONSTRUCTION MBS DO Cit of Sanford Winter Springs, Fl. 32772 REFERENCE: J`Ssf •••......•� \`�� P.O. BOX 75280 PH: 800-324-9992 Fuel Island Company//i`�,���� HOUSTON, TX 77234 FAX: 832-553-4600 JOBsnE COUNTY. Sanford, FL 327771 @2005 Whirlwind Steel Buildings Inc. DWN: CHK: I DATE: ENG:JOB NO: DWG N0: ISSUE Dec. 22, 2020 All rights reserved MBS AD111/10/20MG 7015-24215 D2 O ANCHOR BOLT SUMMARY Dia Proj Steei Line Qty (in) Type (in) SLAB (Finish Floor) 32 1" A307 3.50 4 d a a.. a- a d• d 74'-0" OUT—TO—OUT OF STEEL 4 TYPICAL BASE DETAIL t24'-8" 2 3 LOW SAVE NTS 24'-8" 24'-8" l 23'-4" 23'-4" A :: : H' . .. -� ' C D NESTED D' `r PORTAL FRAME C J W to LL O O .0 O Fd E O I p 1 O N fn c O O S `✓ r O Lr) NESTED PORTAL FRAME A B B A l 23'-4" 23'-4" I HIGH EAVE 24'-8" 24'-8" 24'-8" 1 2 3 4 ANCHOR BOLT PLAN NOTE: All Base Plates ® FINISHED FLOOR (U.N.) This item has been dlgltally.signed and sealed by Ronald H Mays, PE, on the date referenced below. Printed copies Qf this document are not considered signed and sealed and the signature must be verified on anjelectronic copies. Ronald H Mays, PE," SEE PLAN FOR COLUMN DIRECTION 8234 Hansen Rd, Houston, -rc777075 Dia= 1" Dia= 1" NO= 1" Dia= 1" ERECTOR NOTE: ONLY USE DRAWINGS ISSUED "FOR ERECTION" TO ERECT BUILDING DO FiWdaPE no. 71.744 UJ1 ' » 4 The Engineer whose seal and signature appear on these documents represent Whirlwind Steel NOT SET ANCHOR BOLTS\\�`" Buildings. Inc., and i8 not the Engineer Of Record for the OverallEngineer'sWITH CONSTRUCTION PERMIT DRAWINGS g Whi�nd St ��A''` • 7. �I �����j W de 8 8» I��'I I 2» I ,zu See PIOn 2» 7� responsibilityto limited to material designed and manufactured g by Buildings, Inc., WHIRLWIND BUILDING SYSTEMS WILL NOT BE and excludes parte such as doors. windows, foundation design, and erection of the building. RESPONSIBLE FOR LOCATION OF ANCHOR BOLTS ON THE CONSTRUCTION PERMIT DRAWINGS. /1� •�•� • • �. ii ti S /� �► '� �,� E N F'.,, s I I `� e APPROVAUREVIEWING AUTHORITY: PLEASE REVIEW APPROVAL DRAWINGS CAREFULLY + 71744 \ I — �" — 4" SW — -( — 4" SW UNLESS NOTED OTHERWISE, IT WILL BE ASSUMED THAT ALL INFORMATION SHOWN ON THESE DRAWINGS HAS THE AFFIRMATION OF THE APPROVAUREVIEW AUTHORITY. FAILURE TO RESPOND TO � w 1 - ( I CLOUDED AREAS AND AREAS TO VERIFY MAY RESULT IN ADDITIONAL COSTS AND/OR SCHEDULE DELAYS FOR WHICH WHIRLWIND WILL NOT BE RESPONSIBLE. FIELD VERIFY ALL EXISTING CONDITIONS * LU I 4" o 1 I 4" '� I �_ I PRIOR TO FABRICATION. ALL SUBSEQUENT CHANGES AFTER THE FIRST SUBMITTAL WILL BE CONSIDERED AS CONTRACTUAL CHANGES. : D'. STATE Of *N I 4 I » 4 CD i 4" I 4" REV DATE DESCRIPTION BY CHK DESC: BLDG. SIZE ANCHOR BOLT PLAN & DETAILS 53'-0" x 74'-1T x 17'-3" x 21'-8' ,� IZI j •. .°� �i SW SWP — �- — — �- — SND STEEL BU (�ING`g 11:10.20 FOR APPROVAL MBS AD CUSTOMER:IDOAnoN: 0 12.21.20 FOR CONSTRUCTION MBS DD Cit of Sanford Winter Springs, Fl. 32772 i, s �7//7S�O N AL � ,N����� 2 2 2 REFERENCE: Fuel Island Company illlU Ol"' 1-4" See Plan g' 8" P.O. BOX 75280 PH: 800-324-9992 HOUSTON, TX 77234 FAX: 832-553-4600 Joes17E: couNrY: 1 1 Sanford, Fl. 327771 Dec• 22, 2020 DETAIL A DETAIL B DETAIL C DETAIL D @2005 Whirlwind Steel Buildings Inc. All rights reserved OWN: I CHK: DarE: ENG: JOB NO: DWG NO: ISSUE MBS AD 11 10 20 MG 7015-24215 Fl 0 FRAME LINES: 1 2 3 4 H �V TV RIGID FRAME: RIGID FRAME: BASiC COLUMN REACTIONS (k ) 2 1 Width Length Column-Reactions(k ) Suction(psf ) Zone LINE (ft) Frame Column -----Dead-----Collateral- ----- Live ------ WindJ_eftl- -Wind-Rightl- --Wind-Left2- Bolt(in) Base-Plate(in) Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert -5.1 4 1.000 1 * A 0.4 1.3 0.1 0.2 1.7 4.1 -2.4 -5.4 -2.4 -8.6 -2.4 -8.1 2.8 -5.8 1 * B -0.4 1.5 -0.1 0.2 -1.7 4.2 3.6 -9.6 3.6 -6.4 3.6 -6.8 2* A 0.7 2.0 0.1 0.3 3.2 7.6 -4.6 -10.1 -4.7 -16.0 -4.6 -15.0 2* B -0.7 2.2 -0.1 0.3 -3.2 7.7 6.9 -17.7 7.0 -11.8 6.9 -12.5 Frame Column -Wind-Right2- --Wind-Longl- --Wind I ong2- -Seismic-Left Seismic -Right -Seismic-Long Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1* A -2.4 -5.9 -3.3 -9.8 1.4 4.1 -0.1 0.0 0.1 0.0 0.0 0.0 1* B 3.6 -9.1 5.1 -11.2 -2.1 4.7 -0.1 0.0 0.1 0.0 OA 0.0 2* A -4.6 -10.9 -5.3 -22,0 2.7 0.7 -0.1 -0.1 0.1 0.1 0.0 -0.2 2* B 6.9 -16.7 8.0 -26.0 -4.1 -0.5 -0.1 0.1 0.1 -0.1 0.0 -0.2 1 * Frame lines: 1 4 2* Frame lines: 2 3 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES 2 1 Width Length Column-Reactions(k ) Suction(psf ) Zone (ft) (ft) Member Panel Frm Col Load Hmax V Load Hmin V Bolt(in) Base-Plate(in) Eley. Line Line Id H Vmax Id H Vmin Qty Dia Width Length Thick (in) 1* A 1 2.4 6.4 3 -1.7 -5.1 4 1.000 8.000 12.50 0.500 0.0 1* B 3 2.8 -5.8 1 -2.7 6.9 4 1.000 8.000 13.00 0.500 0.0 6 1 -2.7 6.9 3 2.8 -5.8 -29.60 1* Frame lines: 1 4 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES 2 1 Width Length Column-Reactions(k ) Suction(psf ) Zone (ft) (ft) Member Panel Frm Cal Load Hmax V Load Hmin V Bolt(in) Base-Plate(in) Eley. Line Line Id H Vmax Id H Vmin Qty Dia Width Length Thick (in) 2* A 1 4.5 14.6 2 -2.7 -12.0 4 1.000 8.000 13.00 0.500 0.0 2* B 2 4.3 -14.3 1 -5.2 16.2 4 1.000 8.000 12.50 0.500 0.0 6 1 -5.2 16.2 2 4.3 -14.3 -29.60 2* Frame lines: 2 3 BUILDING BRACING REACTIONS t Reactions(k) Panel -Shear -Wall - Col -Wind - -Seismic -(Ib/ft) Loc Line Line Harz Vert Harz Vert Wind Seis Note LAW 1 h F -SW B 2,3 5.6 9.1 0.1 0.2 b RAIN 4 h B -SW A 2,3 5.5 7.0 0.1 0.2 161 b Wind bent in bay, base above finish floor h Rigid frame at endwall 6 4 3 Components & Cladding 2 1 Width Length Pressure(psf ) Suction(psf ) Zone (ft) (ft) Member Panel Member Panel 1 17.52 17.52 -38.51 -38.51 2 5.30 5.30 28.03 26.28 -58.92 -59.31 3 5.30 28.03 35.04 -58.92 -115.5 4 5.30 28.03 35.04 -58.92 -115.5 5 0.00 0.00 0.00 0.00 6 20.70 26.90 -23.40 -29.60 6 4 3 3 2 1 4 6 Panel Zone: Wind 1 NOTES FOR REACTIONS 1. All loading conditions are examined and only maximum/minimum H or V and the corresponding H or V are reported. 2. Positive reactions are as shown in the sketch. Foundation loads are in opposite directions. 3. Bracing reactions are in the plane of the brace with the H pointing away from the braced bay. The vertical reaction is downward. 4. Loading conditions are: 1 Dead +Collateral+0.75Live+0.45Wind-Long2R 2 0.6Dead+0.6Wind_Long 1 L 3 0.6Deod+0.6Wind_Long1R GENERAL NOTES 1. All anchor bolts (by others) to have nuts and flat washers. 2. All anchor bolts are designed to full S.A.E. diameters with cut threads. No substitutions are allowed. 3. The load combinations are for the design of the steel structural frames only as referenced by the MBMA, ASCE, and IBC. Each single load is a representative working load non -factored load). Please refer to the American Concrete Institute (ACI) documentation or other codes in reference to the foundation design and embedment len,9th of the anchors. Whirlwind Steel Buildings, Inc. is not responsible for the design of the foundation and/or the embedment length of the anchors. 4. Whirlwind is not responsible for the design, materials and workmanship of the foundation. Anchor bolt plans prepared by Whirlwind are intended to show only location, diameter, and projection of anchor bolts required to attach the Metal Building System to the foundation. Whirlwind is responsible for providing to the Builder the loads imposed by the Metal Building System on the foundation. It is the responsibility of the End Customer to ensure that adequate provisions are made for specifying bolt embedment, bearing angles, tie rods, and/or other associated items embedded in the concrete foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed loads, and the bearing capacity of the soil and other conditions of the building site. This is typically the responsibility of the Design Professional or Engineer of Record, which is another reason that their involvement in the Construction Project from the outset is highly recommended. (2012 MBMA Metal Building Systems Manual, Section 3.2.2) ERECTOR NOTE: ONLY USE DRAWINGS ISSUED "FOR ERECTION' TO ERECT BUILDING The Engineer whose soul and signature appear on these documents represent Whirlwind Steel DO NOT SET ANCHOR BOLTS Buildings, Inc., and is not the Engineer of Record for the overall project. The Engineer's WITH CONSTRUCTION PERMIT DRAWINGS responsibility is limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., WHIRLWIND BUILDING SYSTEMS WILL NOT BE and excludes parts such as doors, windows, foundation design, and erection of the building. RESPONSIBLE FOR LOCATION OF ANCHOR BOLTS ON THE CONSTRUCTION PERMIT DRAWINGS. APPROVAUREVIEWING AUTHORITY: PLEASE REVIEW APPROVAL DRAWINGS CAREFULLY UNLESS NOTED OTHERWISE, IT WILL BE ASSUMED THAT ALL INFORMATION SHOWN ON THESE DRAWINGS HAS THE AFFIRMATION OF THE APPROVAUREVIEW AUTHORITY. FAILURE TO RESPOND TO CLOUDED AREAS AND AREAS TO VERIFY MAY RESULT IN ADDITIONAL COSTS AND/OR SCHEDULE DELAYS FOR WHICH WHIRLWIND WILL NOT BE RESPONSIBLE. FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO FABRICATION. ALL SUBSEQUENT CHANGES AFTER THE FIRST SUBMITTAL WILL BE CONSIDERED AS CONTRACTUAL CHANGES. REV DATE DESCRIPTION BY CHK DESC: BLDG. SIZE: ANCHOR BOLT REACTIONS 53'-0" x 74'-o x 17'-3" x 21•-s' mo STEEL BUILDINGS P 11.10.20 FOR APPROVAL MBS AD CUSTOMER: LOCATION: 0 12.21.20 FOR CONSTRUCTION MBS DD Cit of Sanford Winter Springs, FI. 32772 REFERENCE: P.O. BOX 75280 PH: 800-324-9992 Fuel Island CompanyJoesrtE: c�tiNTYc HOUSTON, TX 77234 FAX: 832-553-4600 Sanford, FI. 327771 @2005 Whirlwind Steel Buildings Inc. DWN: CHK: DATE: ENG: JOB N0: DWG NO: ISSUE All rights reserved MBS AD 11/10/20 MG 7015-24215 F2 0 This item has been digitally signed and sealed by Ronald H flays, PE, "cin the date referenced be-IDW. Printed copies of this document are not considered signed and sealed and the.signature must,be verified' on any electronic copies_ 34 Hansen Rd, Houston, TX 77075 71. 0.•1.�CENSF • ;ys''''r� 71744 :113 :LU 0% STATE OF ORI SZO N Ai- Ie� '77�1�hf Dec. 22, 2020