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APPROVAL NOTES 1. 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-section(s) 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. 7. 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. "Z#� �tE� � - a M a 0 - ROOF PANEL Profile: Super Span X Gauge: UL580 Class 90: Yes Clip Type if Standing Seam: WALL PANEL Profile: N / A BUILDING DESIGN CODES Building Code: Steel Specification: Cold -Formed Specification: Drawings listed under Drawings Index are submitted for approval. These drawings represent Whirlwind's interpretation of our scope of work. You are reviewing these drawings to confirm that Whirlwind has correctly interpreted the project requirements. All dimensions, sections, details and notes require your review. All "clouded areas" must be reviewed and addressed/answer before your project is placed within the schedule. Please complete all field verifications prior to returning your approval drawings. Whirlwind is not responsible for checking the material and/or design compatibility of components not supplied by Whirlwind. Whirlwind drawings may not match architectural/structural drawings and specifications. Please sign and return marked either: "Approved as Submitted" (no changes or corrections and project is released for fabrication) "Approved as Noted" (with corrections and/or changes clearly noted and project is released for fabrication) "Revise and Resubmit" (with corrections and/or changes clearly noted and revised drawings will be resubmitted for approval) ❑ Approved As Submitted ❑ Approved As Noted Approval Signature Date ❑ Revise & Resubmit Printed Name: Desired Delivery Date: 26 Color: Galvalume Plus Gauge: Color: Florida Building Code 2017 AIRr. sFn-lin 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 P 11.10.20 C1 - Cover Sheet P 11.10.20 E1 - Roof Framing Plan P 11.10.20 E2 - Framing Elevation P 11.10.20 E3 - Framing Elevation P 111.10.20 E4 - Framing Elevation P 11.10.20 D1 - Standard Detail Page P 11.10.20 D2 - Standard Detail Page P 11.10.20 P1 - Rigid Frame Elevation P 11.10.20 P2 - Rigid Frame Elevation P 11.10.20 F1 -Anchor Bolt Plan P 11.10.20 F2 - Anchor Bolt Reactions ROOF PANEL Profile: Super Span X Gauge: UL580 Class 90: Yes Clip Type if Standing Seam: WALL PANEL Profile: N / A BUILDING DESIGN CODES Building Code: Steel Specification: Cold -Formed Specification: Drawings listed under Drawings Index are submitted for approval. These drawings represent Whirlwind's interpretation of our scope of work. You are reviewing these drawings to confirm that Whirlwind has correctly interpreted the project requirements. All dimensions, sections, details and notes require your review. All "clouded areas" must be reviewed and addressed/answer before your project is placed within the schedule. Please complete all field verifications prior to returning your approval drawings. Whirlwind is not responsible for checking the material and/or design compatibility of components not supplied by Whirlwind. Whirlwind drawings may not match architectural/structural drawings and specifications. Please sign and return marked either: "Approved as Submitted" (no changes or corrections and project is released for fabrication) "Approved as Noted" (with corrections and/or changes clearly noted and project is released for fabrication) "Revise and Resubmit" (with corrections and/or changes clearly noted and revised drawings will be resubmitted for approval) ❑ Approved As Submitted ❑ Approved As Noted Approval Signature Date ❑ Revise & Resubmit Printed Name: Desired Delivery Date: 26 Color: Galvalume Plus Gauge: Color: Florida Building Code 2017 AIRr. sFn-lin 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: U180 Bearing Frame Rafter: L/180 Endwall Columns: L/180 ERECTOR NOTE: ONLY USE DRAWINGS ISSUED "FOR ERECTION" TO ERECT BUILDING F_lWI 1611T1INiN Metal Bldg. Only 0.50 psf 0.00 psf 20.00 psf Yes L/90 12.00 in/hr 139 mph 108 mph 79 mph B Open 0.00 5.30 Ft 0.00 psf Roof Panels: U60 Purlins: U180 Wall Panels: U60 Girts: L/90 PRIMARY FRAMING Built -Up & Hot -Rolled: Red Oxide Primer SECONDARY FRAMING Purlins, Eave Struts: Girls, Light Gage Columns: Light Gage Jambs & Headers Pre -Galvanized Pre -Galvanized Pre -Galvanized Hot -Dip Galvanizing conforms to the ASTM A123 specification. Pre -Galvanized members conform to the ASTM A653, Grade 50, Coating G-90 specification. SEISMIC LOAD Risk Category: Seismic Importance Factor (le): Spectral Response Acceleration (Ss): Spectral Response Acceleration (S1): Site Class: Spectral Response Coefficients (Sds): Spectral Response Coefficients (Sd1): Seismic Design Category: Basic Seismic Force Resisting Systems*: Other Loads : N / A II Normal 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 ERECTOR NOTE: ONLY USE DRAWINGS ISSUED "FOR ERECTION" TO ERECT BUILDING 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 out, 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. WARNING 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. TRIM COLOR Roof Line: NEEDS COLOR Gauge: 26 Accessory Trim: NEEDS COLOR Gauge: 26 Downspout: NEEDS COLOR Gauger 26 Florida Product Approval Roof Deck: 26ga Super Span X - 17700.6 c=US, st=Texas, I=Houston, o=Whirlwind Steel Buildings, Inc., ou=Engineering, ou=1T, ou=Engineering, cn=Ronald H. Mays, -' • '-i rlwindSteel.com 2020.11.11 10:27:39 -06'00' 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 responsibility Is limited to material designed and manufactured by Whirlwind Steal Buildings, Inc., and excludes parts such as doors, windows, foundation design, and erection of the building. 1 1� Main Frami 53'-0" OUT—TO—OUT OF STEEL 12 PUf M SECTION "A" Eave Trim Trim 53'-0" OUT—TO—OUT OF STEEL Support GUTTER WNSPOUT PUI 74'-0" OUT—TO—OUT OF STEEL ROOF FRAMING PLAN 5'-6" r 11 ke-veA 2m� NOTE! Install member screws spacing of 5"-7"-5"-7" @ EDGE ZONE. HIGH SAVE NOTE! Install member screws spacing of 5"-T-5"-7" @ EDGE ZONE, MEMBER ROOF PI P-1 8X25Z14 P-2 8X25Z 16 P-3 8X25Z 14 E-1 8HES141 E-2 8HES141 E-3 8HES141 E-4 8ES141 E-5 8ES141 E-6 8ES141 CB -1 0.31 -CBL CB -2 0.25 -CBL rID-7 n 71 rrDI This item has been digitally signed and sealed bV 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 anv electronic copies. Ronald H Mays PE 8234 Hansen Ra, Houston, TX 77075 Florida PE not 71744 ,1�tt,>,11111 i 11111!/// f/, The Engineer whose seal and signature appear on these documents represent Whirlwind Steel \\\ ©` ., ...........�l•.n�j Buildings, Inc., and is not the Engineer of Record for the overall project. The Engineer's \ •Cj S V. rj responsibillty is limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., a\ ••• ••�'. �/ ERECTOR NOTE: ONLY USE DRAWINGS ISSUED "FOR ERECTION" TO ERECT BUILDING and excludes arta such as doors, windows, foundation design, and erection of the building. p g g 71744 SECTION "B" 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 =: 'S3; * ; LU -• 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% STATE OF PRIOR TO FABRICATION. ALL SUBSEQUENT CHANGES AFTER THE FIRST SUBMITTAL WILL BE CONSIDERED AS CONTRACTUAL CHANGES.�.` REV DATE DESCRIFnON BY CHK DESC: BLDG. SIZE: /� •• t O .... \\` RIV ROOF FRAMING 53'-0" x 74' x 17'-3" x 21'-8" °°f°iS�O N A�- ND STEEL BUILDINGS P 11.10.20 FOR APPROVAL MBS AD CUSTOMER: LOCATION: /l/1,111iitilltl��,\`` Cit of Sanford Winter Springs, FI. 32772 Fuel REFERENCE: P.O. BOX 75280 PH: 800-324-9992 Island Company Nov. 11, 2020 HOUSTON, TX 77234 FAX: 832-553-4600 JoBsnF- couNTY: Sanford, FI. 327771 @2005 Whirlwind Steel Buildings Inc. OWN: CHK: DATE ENG: JOB N0: DWG NO: ISSUE All rights reserved MBS AD 11/10/20 MG 7015-24716 E1 P .LS.- WN • T TIO e .I • . A 4 A AK400 Pti100 AK510 AK511 AK106 AK200 A_201 AK203 AK202 A_204 A_205 AK209 A212 A-401 o AK509 00 I GENERAL SHEETING & TRIM NOTES 74'-0" OUT -TO -OUT OF STEEL 24' 24'-g' � I WF -2 I I I I I I I I I I I I I I T I I I I LI -------------- ---------------- ----------------I I IH HI I RF1-4 RF2-4 RF2-4 RR -4 SIDEWALL FRAMING: FRAME LINE B I I I I ET -10 CF -102 ----------------------------------------------- I i I I I I I I I I I I I I i OPEN TO REMAIN OPEN I I I I I L -------------------------------------------------J SIDEWALL SHEETING & TRIM: FRAME LINE B 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 endwali 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 a 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. 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 girts and eave struts do not lap. 6. Feld cut and self -tap girts at walk doors. 7. Field slot girls for brace rods or cables. 8. Field locate windows and walk doors. 9. Field weld all splices at 14 gauge valley gutters. 10. 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 911e 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 T TABL ME LIN - I- vvr-c a AJZO -1 - RF2-4 24 A325 MEMBER - 2.5"X 3/8" Non Standard Stiff 8"X14 » j�-------- ----- I m � 10GA WEB A/E2 WF -2 m m w 7 w 3 � 6„X1 4 �- 16" 16" in A/E2 Finish Floor Main Frame 22'-0" (clear @ haunch) 24'-8 2 DETAIL @ PORTAL FRAME *(2) 5/8" A325 Stitch Bolts @ 48" MAX ( 4) 5/8" A325 Bolts @ Upper Connection ( 4) 5/8" A325 Bolts @ Lower Connection Section A - 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 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 parte 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" IRLWIN STEEL BUILDINGS P 11.10.20 FOR APPROVAL MBS AD CUSioMER: LOCAMN: City of Sanford Winter Springs, Fi. 32772 REFERENCE: Fuel Island Company P.O. BOX 75280 PH: 800-324-9992 JOBSrrE: COUNTY: HOUSTON, TX 77234 FAX: 832-553-4600 Sanford, FI. 327771 @2005 Whirlwind Steel Buildings Inc. DWN:CHK: DATE: ENG: JOB No: DWG NO: ISSUE All rights reserved MBS AD 11 10 20 MG 7015-24215 E2 P YYr - I WF -2 This item has been digitally signed and sealed by Ronald H Mays, PE, on the date referenced bel*w. 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 8234 Hansen Rd, Houston, TX 77075' Florida FE no. 73.744 ��`�*<t�ltmt�rJJJJ! H: 4,1.,,f� O .•.`GENS . q�s•. � • �71744�•• O STATE OF .' alt /0 NAL iJJJJlittitttillil Nov. 11, 2020 '4» WN TTIO o•� - -,PAK219 o BOLT TABLE FRAME LINE A LOCATION QUAN TYPE DIA LENDhHWF-3 - WF -4 8 A325 3 4 2AK400 A_100 AK510 AK511 AK106 AK200 A201 AK203 AK202 A204 A_205 AK209 A212 A-401 AK509 WF -3 - RF2-1 20 A325 5 8" 1 3 4' MEMBER TABLE FRAME LINE A -_ MARK PART WF -3 W12541 WF -4 W12841 2.5" X 3/$„ 41 Non Standard Stiff 74'-0" OUT -TO -OUT OF STEEL 8"X 14,. 3 2 I ----------- ------------I 24'-8" 24'-8" 24'-8" M. 10GA WEB VA/E2 WF -4 WF -4 u, v 5„ X 1 ' 4 I I s 12" I I 12" M A/E2 I PO I Finish Floor --------------------- I 1- -------------- ---------------- ----------------1 I 2 X 3/8 Stiff o o Main Frame I l I IH HI I at MF Column (typ) 22'-8" RF1-1 RF2-1 RF2-1 RF1-1 (clear @ haunch) SIDEWALL FRAMING: FRAME LINEA 24'-8 3 DETAIL @ PORTAL FRAME 2 E*(2)5�/8�" A325 Stitch Bolts AX ( 4 ) 5/8" A325 Bolts @ Upper Connection (4� 3 2 (� OT ( 4 ) 5/8" A325 Bolts @ Lower Connection o GLI-12- U-12_------------------------------------------------OPEN ------------------------------------------------ OPENTO REMAIN OPEN Section A N Upper & Lower Connection 1--------------------------------------------------1 SIDEWALL SHEETING & TRIM: FRAME LINE A 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 signed and sealed a nd the signature must be verified an any electronic copies. Ronald H Mays PE GENERAL SHEETING &TRIM NOTES 8234 Hansen Rd, Houston, TX 77075 Florida PE no. 71744 1. Refer to erection drawings for rake angle locations. 12" Eave lap GENERAL FRAMING NOTES 2. Roof member screws are at o.c. end and peak screws are as shown.3. screws at T thebaseall remaining two sare th and inches. whoseineer al and signatureappear Whirlwind Steel a ner forthe The ,(l�llf/��11'', ` P,.D H. fl. �j�f� 4. Roolf stitcher located atceach with between members maxg spac n )S screws aree cut or lopmarked anglestheir 2. Field required to #i{ Buildings, gs, Inc., disenot the ofRecord overall projts ect. Engin er's is `,��\ 4 ••' .• .Q� 5. Wall stitch screws are located at each member with one between members (20" max. spacing. 3. Flange braces are marked by their length in decimal inches. ERECTOR NOTE: ONLY USE DRAWINGS ISSUED FOR ERECTION" TO ERECT BUILDING rssponsibility limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., and excludes parts such as doors, windows, foundation design, and erection of the building. w `� Q► �; •��CENSF••.• 6. Skylight stitch screws are at 6" o.c. 4. Outside flange of girt turns down unless noted. 71744 7. Start endwall panels at centerline of bldg. unless noted. 2" 8. Gutter, rake, & eave trim lap Z. All other trims lap 1". 5. Endwall girls and eave struts do not lap. Field cut and self -tap girts at walk doors. 6. F APPROVAL/REVIEWINGAUTHORlTY: PLEASE REVIEW APPROVAL DRAWINGS CAREFULLY 9. Feld cut or lap panels as required to fit. 7. Field slot girts for brace rods or cables. 8. Feld locate doors. 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 * 10. Feld out panels for all openings. windows and walk 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 = 11. Pop rivet gutter counterflashing to wall panel on 3'-0 centers and caulk all laps. 9. Field weld all splices at 14 gauge valley gutters. PRIOR TO FABRICATION. ALL SUBSEQUENT CHANGES AFTER THE FIRST SUBMITTAL WILL BE CONSIDERED AS CONTRACTUAL CHANGES. ®: STATE OF '- 12. Gutter support strap spacing: Super Span 3'-0, Super Seam 4'-0, Weather Lok -16 28". 13. Comer / boxes furnished with special rake or utter Feld miter as 10. Feld bolt AK400 base clip to endwall columns: re 'd. 2 5 T x 1-1 2" A325 bolts if 1 AK400 re 'd / / REV DATE DESCRIPTION BY CHK DESC: BLDG. SIZE: ,C'•, • _ `: '14 f?'. and/or peak are not profiles. P P 9 P 14. Downspout straps are located 6" from base and at every girt location. q q 2 5/8" x 1-3/4" A325 bolts if 2 AK400 req'd /�\\ P 11.10.20 FOR APPROVAL FRAMING ELEVATION 53'-0" x 74' -Ir x 17'-3" x 21'-e".,OR10.• MBS °usroCit ✓,, .. !/ 15. Hot -rolled or built-up members must be re -drilled before attaching members screws. be 11. Locate to of roof framed openings flush with the an of the roof panel. I�� STEEL BUILDINGS ��� of Sanford Winter Springs, FI. 32772 r, O f/S�f NA,"1 ��N���` 16. Metal shavings must swept from the roof each day to avoid surface rusting. 12. Some field drilling at framedopeningsmay be required. Feld drill 9/16" diameter holes. REFERENCE: flittttltl 17. Windows and louvers must be installed before sheetingthe walls. 13. For clarity, tae sealant, closures, etc. may not be shown. Refer to the standing seam erection Y P Y 9 Fuel Island Company 18. For clarity, tae sealant, closures, etc. may not be shown. Refer to the standing seam erection Y P Y 9 manual or standard pull out for screw -down type roof for additional installation instructions. P YP P.O. BOX 75280 PH: 800-324-9992 JoesrrE: couNrn Nov. 'I 1, 2020 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. HOUSTON, TX 77234 FAX: 832-553-4600 Sanford, Fl. 327771 © 2005 Whirlwind Steel Buildings Inc. DWN: CHK: DATE: ENG:JOB NO: DWG NO: ISSUE All rights reserved MBS I AD 1 11/10/20MG 7015-24215 E3 P PAK21S AK511 AK106 AK200 A_201 AK203AK202 A204 A_205 AK209 A 12 A_401 AK509 Rake an Purlin N V7 A 53'-O" OUT -TO -OUT OF STEEL B Detail at Rake Angle 1"1„ 12 12 RA2000 16 RT -101 MT-1IF li %0 I i OPEN TO REMAIN OPEN N I V------------------------------ ----� L---------------------------------- -------------- --------ENDWALL ENDWALL SHEETING & TRIM: FRAME LINE 1 ENDWALL FRAMING: FRAME LINE 1 B 53'-0" OUT -TO -OUT OF STEEL A 12 12 RA2000 RT -101 MT -116 s i 00 I I i i OPEN TO REMAIN OPEN it i ----------------------------------LJ it i L -----------------------------------I 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 copses of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Ronald H Mays, PE GENERAL SHEETING & TRIM NOTES 8234 Hansen Rd, Houston, TX 77075 Florida PE no. 71744 1. Refer to erection drawings for rake angle locations. Roof 12" Eave lap and screws are as shown. GENERAL FRAMING NOTES 2. member screws are at o.c. end peak 3. Wall member screws are at 6" o.c. at the base member and 12" o.c. at all remaining members. 1. Angles aremarked and inches. bestheir a e yen lee ,whom hirl ind Steel hoa is salt the sign tture of earoM f r the o umil prole Threpresent \»11t��tJt/// H• . f'' ` 4f 4. Roof stitch screws are located at each member with two between members 20" max. s acin ( spacing). 5. Wall stitch screws are located at each member with one between members (20" max. spacing. rlengredi toe 2 F d cut o n p 9 q 3. Flange braces are marked by their length in decimal inches. responsibility to limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., ERECTOR NOTE: ONLY USE DRAWINGS ISSUED FOR ERECTION" TO ERECT BUILDING and excludes para such an doors, windows, foundation design, and erection of the building.•''OCI$' ``�\\\\PLS \� \ ••'g-, ��js''�` �••'., Q' 6. Skylight stitch screws are at 6" o.c. 4. Outside flange of girt turns down unless noted. < : 1„ 7. Start endwall panels at centerline of bldg. unless noted. 5. Endwall girts and eave struts do not lap. APPROVAL(REVIEWING AUTHORITY: PLEASE REVIEW APPROVAL DRAWINGS CAREFULLY71744 8. Gutter, rake, & eave trim lap 2". All other trims lap 1". 6. Field cut and self -tap girts at walk doors. HAS THE AFFIRMATION OF THE APPROVAUREVIEW AUTHORITY. FAILURE TO RESPOND TO = �, 9. Field 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 FOR WHICH WHIRLWIND WILL NOT BE RESPONSIBLE. FIELD VERIFY ALL EXISTING CONDITIONS 7t ;°• = 10 10. Feld cut panels for all openings. 8. Feld locate windows and walk doors. 9. Field 14 CLOUDED AREAS AND AREAS TO VERIFY MAY RESULT IN ADDITIONAL COSTS AND/OR SCHEDULE DELAYS TO SUBSEQUENT WILL BE CONSIDERED AS CONTRACTUAL CHANGES. _ 7[ j(� 11. Pop rivet gutter counterfloshing 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". weld all splices at gauge valley gutters. 10. Feld bolt AK400 base clip to endwall columns: PRIOR FABRICATION. ALL CHANGES AFTER THE FIRST SUBMITTAL y % t? '. STATE OF • 4(1 '= 13. Comer and/or peak boxes are not furnished with special rake or gutter profiles. Field miter as req'd. 2 5/8 x 1-1/2" A325 bolts if 1 AK400 req'd REV DATE DESCRIFMON BY CHK DESC: BLDG. SIZE: ELEVATION s Z . T'. .. 14. Downspout straps are located 6" from base and at every location. �23 5/8" x 1-3/4 A325 bolts if �2� AK400 req'd 11.10.20 FRAMING 53'-0" x 74'-0" x 17'-3" x 21'-8" FOR APPROVAL MBS AD �yi� F ••'•C O R1�P••`wC�� girt 15. Hot -rolled or built-up members must be pre -drilled before attaching members screws. 11. Locate top of roof framed openings flush with the pan of the roof panel. ld framed be Field P �FIIRLWI� ND STEEL BUILDINGS t� cusroMER: LOCATION: Cit of Sanford Winter Springs, Fl. 32772/j7ssj�"'••••"16. ���` • (G� \���� fi77//!1/O Metal shavingsfrom eroof each to avoid surface rusting. 12. at ril ired. tape sealant Referllto the rseamholes. REFERENCE: an A`%kx\\'`` 17. Windows louvers must be installed befoe sheeting the walls. 13. Forriclarity, closures, etc. may not be shown, standing erection el Island Com 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. manual or standard pull out for screw -down type roof for additionsl installation instructions. 14. Sub -jambs for overhead doors, if required, is not furnished by Whirlwind Steel Buildings. P.O. BOX 75280 PH: 800-324-9992 HOUSTON, TX 77234 FAX: 832-553-4600 JoesnE: couNrY: Sanford, FI. 327771 1 Nov. 11, 2020 @2005 Whirlwind Steel Buildings Inc. All rights reserved OWN: CHK: DATE ENG:JOB N0: DWG NO: ISSUE MBS AD 111/10/201 MG 7015-24215 E4 I P Desch tion: 14-14 x � Hex Head Undercut 14 x 7 Lon Life p 4- 8 ( 8 g Note: Flange braces may be on one or both Sides. Rotate each zee as required tangs (typ.) Double Face Tape �1 Point Self—Drilling Lap Lap—Tek S.D.S.) See frame cross-section for locations. /Top to alternate between the long flanges. Long -Life Zinc Die Cast Head n/GSee Plan Purliirt See Plan Purlin/Girt and short // SF PART SF L Seating Torque: 30 to 60 in—lbs LF Zee (typ.) Insulation Recommended Driving Tool: 1800 RPM electric screw a a a - a LAP LAYOUT gun with depth sensing nosepiece to prevent overdriving and stripout o • o — o .° o 0 / LF Puriln Eave Strut Suggested Pre—Drill. None / o / o / o / Lap x SF (shape varies) Girt CAUTION: Flange brace ° (TYp) • Indicates bolts / Flange brace a / (TYp) Indicates bolts j i LF Erector Note! Failure to tuck facing of insulation additional Rafter required 0 strut purlin/girt additional Rafter • required @ strut purlin/girt SF back from panel edge at the base and eave could result in irreparable Actual Size (2) 12"0 A-307 machine bolts required at standard laps. (6) 12"0 A-307 machine bolts required of standard laps. LF SF SF panel damage and will void the p g Long - Description: 12-14 x 14 Hex Head Undercut (#12 x 14 Long- (4) Yo A-307 machine bolts required at strut members. (8) 12"o A-307 machine bolts required at strut members. LF Flange panel warranty. 3 Lon Pilot Point Self -Drilling Life S.D.S. # 9 9 (A strut member is a purlin or girt at the bracing points. (A strut member is a purlin or girt at the bracing points. =Long SF = Short Flange LF Long -Life Zinc Die Cast Head The struts continue across the length of the building.) The struts continue across the length of the building.) SECTION"X" Seating Torque: 30 to 60 in—lbs See E -drawing for exceptions to size and quantity of bolts. See E -drawing for exceptions to size and quantity of bolts. Insulation Recommended Driving Tool: 1800 RPM electric screw END DETAIL LAP DETAIL ZEE LAP AT LONG AND SHORT FLANGES Double Face Tape Note• ' gun with depth sensing nosepiece to prevent This detail is typical for blanket c insulation furnished by Whirlwind overdriving and stripout or by the customer. r Suggested Pre—Drill: None Fold insulation back 3" to 6" STANDARD DETAIL @ BLANKET INSULATION Washers (2) Actual Size Purlin Nuts (3) PurlJ—//-Use (3) #12 STS or SDS Face Of Panel BUILT UP SECTION LEGEND Ail -thread rod —+- _ Girt Line Built -Up AII-thread rod — Structural angle Section SUPER SPAN PANEL Overall De fh (in inches >4 Eye socket ACCEPTABLE CONNECTION METHODS Face Of Panel W20851 � Pop Rivet Girt Line n NOTE: Structural angle Optional. run pipe Whirlwind only provides the g on to of angle (not by Whirlwind) p g All other material Flange Width (in inches) REV. ROLL SUPER SPAN PANEL 5 = 5 Flan a Thickness Web Thickness �n inches) (in inches) 3 = 316 g = '2 1= logo. roof purlin. - -- _ and hardware is by others. 6=6 Face Of Panel g = g 4=14 0-58 2=8ga. 3= 3 I I 2=12 — Girt Line 5=516 2=34 i6 6=36 1 =1 4 14 6- 38 I I I I LOW RIB PANEL I i I i A!! -thread rod I I Z i I Hanger device Face Of Panel LLI _j I 1 J Hanger device All -thread rod (shape may v ry) (shape may vary) I I 1/3 2/3 maximum Girt Line ~ off center REV. ROLL LOW RIB PANEL F_ v I I Field Pop Rivet TRAPEZE HANGER - 4" MAX. PIPE HANGER -- 2-1/2" MAX. PIPE PANEL LAYOUT DETAIL 0 (6) Total See E1 For Panel Profile Specified For Project U- Kickout SF-- �. P din urlin Purlin C -cls p Caddy cl' All-threa rod DOWNSPOUT W/SCUPPER Field Install Scupper If Req'd 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 A TTA CHMENT Note! Corners must have Field slot girt or radius. Do not square spandrel beam off corners. for the bracing to pass through ^� o 4 This item has been digitally signed and sealer( by Max. Ronald H Mays, PE, on the date referenced below. Bracing Girt or Printed comes oftNs document are not considered Spandrel Beam signed and sealed and the signature must be verified on any electronic copies. DETAIL @ FiELD LOCATED BRACING SLOT Ronald H Mays, PE 8234 Hansen Ad, Houston, TX 77075 Florida PE no. 7174 The Engineer whose seal and signature appear on Buildings, Inc., and is not the Engineer of Record \t\�tttttii�ttrrlrl� � these documents represent Whirlwind Steel \\\ \j) H. 4f for the overall project. The Engineer's �\ . ...... ........... responsibility is limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., 't ``__ °. .. ERECTOR NOTE: ONLY USE DRAWINGS ISSUED "FOR ERECTION' TO ERECT BUILDING and excludes its such as doors, windows, foundation des n, and erection of the building. O •; APPROVALIREVIEWING AUTHORITY: PLEASE REVIEW APPROVAL DRAWINGS CAREFULLY 71744s.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 -�3 7[ 1� PRIOR TO FABRICATION, ALL SUBSEQUENT CHANGES AFTER THE FIRST SUBMITTAL WILL BE CONSIDERED AS CONTRACTUAL CHANGES. : REV DATE DESCRIPTION BY CHK OESC: STANDARD DETAIL PAGE 11.10.20 FOR APPROVAL MBS AD BLDG. SIZE: 'O"•STATE OF . • 53'-0" x 74'-0" x 17'-3' x 21'-g' . P CUSTOMER: STEEL BUILDINGS Cit of Sanford qM LOCAnON: �/�•., .•0 Winter Springs, Fl. 32772 ti// k9 RC1 `� �RFuel Island Company,7777lrONtALt\��\\`\ P.O. BOX 75280 HOUSTON, TX 77234 PH: 800-324-9992 JOBSITE: FAX: 832-553-4600 Sanford, FI. 327771 COUNTY: Nay. , 2020 @2005 Whirlwind Steel Buildings Inc. DWN: CHK: DATE: All rights reserved MBS AD 11 10 20 ENG: J013 NO: DWG NO: ISSUE MIS 7015-24215 D1 P 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 R()OF MEMBER SEE PLAN PURLIN SCREW ROOF PURLIN SHOP WELDED PURLIN EAVE STRUT EAVE STRUT i o o • o ANTI—ROLL CLIP 1/2 x 1-1/4 - I----- a O----- o �� -- — —- o • - — — — — — — — — — RAKE A307 BOLTS ®�� i AK508 1/2 x 1-1/4 A307 ANGLE ®i 5/8 A325 BOLTS 1/2 x 1-1/4 A307 RAFTER ®i A,� SEE PLANS FOR LENGTH RAFTER FLANGE FLANGE FLANGE BRACE :� ----- ---- ----- ---- BRACE 1/2 x 1-1/4 A307 ATTACHED w/ (TYPICAL EA END) 1/2 x 1-1/4 A307 • INDICATES ADD'L • INDICATES ADD'L SHOP WELDED ® EACH END BOLTS REQUIRED COLUMN--- II it BOLTS REQUIRED PURLIN CLIP AT STRUT PURLINS WIND BENT or AT STRUT PURLINS RAFTER WIND COLUMN II COLUMN-- it 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 ll i (4) 1/2 x 1-1/4 A307 REQUIRED AT STRUT MEMBERS (8) 1/2 x 1-1/4 REQUIRED AT STRUT MEMBERS 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. (DROOF PURLIN CONNECTION ADETAIL AT ANTI—ROLL CLIP NTI ROOF PURLIN TO INTERIOR FRAME G2 WIND BENT OR WIND COLUMN H 1 0 TO BUILDING COLUMN 1 SAVE STRUT TO RIGID FRAME J7 EAVE STRUT TO RIGID FRAME AT MAIN FRAME ENDWALL RAFTER 47+/_ MEMBER SCREWS STITCH SCREW END OF BLDG STITCH SCREW UPPER (SHORT, MEDIUM, & LONG) END OF BLDG (® EA HIGH RIB) ROOF PANEL SEE PLAN SEE PLAN II LOWER _ ROOF PANEL C� 43=5 EAVE STRUT EAVE STRUT—,.,,/—COLUMN OR SIDEWALL i I COLUMN 1" TAPE SEAL #12 x 1-1/4" LONG—LIFE #14 x 7/8" LONG—LIFE — — _ RAFTER WEB it � � II SIDEWALL (CONTINUOUS) SDS WITH WASHER LAP—TEK SDS WITH WASHER ----__--__— CABLE /—HILLSIDE I i COLUMN 1 2 x 1-1/4 A307 / 1/2 x 1-1/4 A307 WASHER BRACE GRIP BASE ® ® z li PLATE O O o I I ROOF PURLIN ROOF MEMBER SCREW ON 5'-7"-5"-7" NUT SPACING O — — — — — — — — — EYEBOLT STITCH SCREW #12 x 1-1/2" LONG—LIFE 5/16' HEX HEAD _ _ _ BASE ® 20" O.C. SDS WITH WASHER II I I II INSERT EYEBOLT LAT WASHER PLATE CONTINUOUS TAPE SEAL COLUMN II II THROUGH WEB SLOT PLAN VIEW ELEVATION II COLUMN II NOTES: I i l I Seating Torque: 30 — 60 in—lbs II II — ALL ANCHOR RODS (BY OTHERS) TO HAVE NUTS #12 x 2" LONG—LIFE Recommended Driving Tool: 1800 RPM screw gun with AND FLAT WASHERS. SDS WITH WASHER depth sensing nosepiece to — SEE BOLT SETTING PLAN FOR ACTUAL BOLT QTY. CONTINUOUS TAPE SEAL (MUST FOLLOW PANEL CONTOURS) prevent overdriving and stripout J23 SAVE .STRUT TO RIGID FRAME t)25 EAVE STRUT TO RIGID FRAME Q2 DIAGONAL CABLE INSTALLATION R2 ANCHOR BOLTS AT SIDEWALL COLUMN (SC REW_2TYPICAL ROOF PANEL ENDLAP SUPER SPAN X .ROOF STANDARD FASTENERS SCREW_4 LONG—LIFE SELF—DRILLING SEE PLANS FOR PART MARKS SEE PLANS FOR PART MARKS GUTTER GU -12— RAKE TRIM RT-101REFER GUTTER GU -12_ TO FRAME STITCH SCREW CS29R CROSS—SECTION FOR (ROOF COLOR) INSIDE CLOSURE (2) 3/16" BEADS SUPER SPAN X ATTACH TO WALL PANEL BOLT SIZE & QTY. CONTINUOUS CAULK WALL PANEL w/ 1 STITCH SCREW GUTTER SUPPORT 3-1 �4 1" TAPE SEAL �� STRAP ® 36" O.C. UNDER STRAP STITCH SCREW GUTTER EDGE OF RAKE TRIM O O TOP BOLTS (TRIM COLOR) _ 2-3/4" MAX "X" DOWNSPOUT STRAP O O 1" TAPE SEAL (CONTINUOUS) �� GUTTER SCEI FIELD CUT INTO BOTTOM OF (1) POP RIVET PER SIDE DS -105 __ _ _— INTERMEDIATE BOLTS, O O *GUTTER e MAKE SURE END GUTTER WHEN REQUIRED ROOF MEMBER END CAP e CAP IS INSTALLED BEFORE ATTACHING TABS DOWNWARD 4' 4" ADOWNSPOUTDO COUNTERFLASHING SCREW ON (CAULK END LAPS) PATTERN ` m' CORNER BOX O O BOTTOM BOLTS POP RIVET WALL MEMBER.TO a GUTTER SEAL DOWNSPOUT GUTTER w/ ATTACH DOWNSPOUT O O ® 36" O.C. SCREW 12" O.C. ATTACH END CAP ATTACH CORNEBOX TUBE CAULKING TO GUTTER w/ (TRIM COLOR) w/ (12) POP RIVETS w/ (8) POP RIVETS (8) POP RIVETS WALL PANEL EAVE STRUT DS -101 MAKE SURE THE END OF THE GUTTER IS FLUSH WITH THE 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 THEN APPROXIMATELY 5'-0" CENTERS (8'—O" MAX.) *LAP GUTTER 2" w/ (2) CONTINUOUS BEADS OF CAULK NO BREAKS IN THE BEADS OF CAULK OUTSIDE FACE OF THE FINISHED END WALL DETAIL L GUTPAN EX TRIM_2 TRIM_4 GUTTER END CAP ATTACHMENT TRIM_5 CORNER BOX ATTACHMENT TRIM_6 DOWNSPOUT ATTACHMENT ® GUTTER TRIM_? DOWNSPOUT STRAP ATTACHMENT U1 BOLTED END PLATE RAFTER SPLICE SUPER ROOF & WALLS REFER TO FRAME Cut Girt Leg CROSS—SECTION FOR BOLT SIZE & QTY. i ROOF PURLIN * >fEield Notch Girt Leg Girt I O O SHOP WELDED l TOP/OUTSIDE —TOP BOLTS ANTI—ROLL CLIP N i COLUMN FLANGE O O i O O —INTERMEDIATE BOLTS, i WEB WHEN REQUIRED < l 0 1 O l 1 I This Item has been digitally signed and leaded by O O I 1 0 Ronald H Mays, PE, on the date referenced below. BOTTOM/INSIDEBOTTOM BOLTS = _ _ -- — — — — — — — — — — Printed copies of this document are not considered FLANGE Fo—ol Girt signed and sealed and the signature must be verified on any electronic copies. RAFTER (2) 1/270 x 1 1/4 A-307 Bolts Ronald H Days, PE GIRT TO GIRT CONNECTION AT CORNER 8234 Hansen Rd, Houston, TX 77075 Florida PE no. 71744 ERECTOR NOTE Whirlwind recommends the use of a cutting wheel or band saw for BOLTS FOR RAFTER TO l}3 X 1 DETAIL AT ANTI—ROLL CLIP notching hi -tensile members, especially for pregalvanized or hot dip galvanize members. Apply touch—up paint at allcut edges. For hot dip galvanized and pregalvanized members apply cold galvanize ��\t PX D H:• 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 �`•` COLUMN CONNECTION to • \ responsibility is limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., �•••.• •'ice paint all cut edges. 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. 71744 = •�* =_ APPROVAUREVIEWING AUTHORITY; PLEASE REVIEW APPROVAL DRAWINGS CAREFULLY AUTHORITY. FAILURE TO RESPOND TO * • =10:�: UNLESS NOTED OTHERWISE, IT WILL BE ASSUMED THAT ALL INFORMATION SHOWN ON THESE DRAWINGS HAS THE AFFIRMATION OF THE APPROVAUREVIEW U 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 13 STATE OF ..411 PRIOR TO FABRICATION. ALL SUBSEQUENT CHANGES AFTER THE FIRST SUBMITTAL WILL BE CONSIDERED AS CONTRACTUAL CHANGES. T••. �/� �` •'• ' DESC: BLDG. SIZE O Rl� .� �� REV DATE DESCRIPTION BY CHK /� RSanOfordlL PAGE 53'-0° L 74'—(f �,� N AL,���\��� �t WILR ND $TEFL BUILDINGS P 11.10.20 FOR APPROVAL MBS AD cusroC City �xSprings,7 FIX 3277Er Ptttitt REFERENCE: Fuel Island Company NOv. 11, 2020 P.O. BOX75280 PH: 800-324-9992 JOBSrE: COUNTY: HOUSTON, TX 77234 FAX: 832-553-4600 Sanford, FI. 327771 @2005 Whirlwind Steel Buildings Inc. DWN:CHK: DATE: ENG: JOB N0: DWG NO: ISSUE 111/10/201 All rights reserved MBS AD MG 7015-24215.._._D2 P SPLICE BOLT TABLE MEMBER TABLE Qty Mark Web Depth Web Plate Outside Flange Inside Flange Mark Top Bot Int Type Dia Length Start End Thick Length W x Thk x Length W x Thk x Len l_h SP -1 4 4 0 A325 3/4" 1 3/4" SP -2 4 4 0 A325 3/4” 2" l Gutter ® 1 w Wall shtd. 4f 5 %– RF1-1 10.0/10.0 10.0/10.0 RF1-2 13.0/13.0 13.0/13.0 0.135 181.9 0.164 17.1 0.135. 240.0 0.135 88.5 6 6 5 5 x x x x 3 16 3/16„ 3/16" 1/4"x x 198.2 6 x 5/16" x 131.9 x 10.2 x 87.4 5 x 3/16" x 240.0 240.0 5 x 3/16 x 88.5 BASE PLATE TABLE _ _ _ RF1-3 13.0/13.0 0.135 240.0 5 x 3/16„ x 117.7 5 x 3/16 x 117.7 Col Plate Size Mark Width Thick Length _ — — — — — 13.0/13.0 RF1-4 10.0/10.0 0.135 47.4 0.250 18.1 5 6 x x 1/47 1/4" x 169.6 5 x 1/4” x 168.5 x 10.4 6 x 1/2" x 113.0 BP -1 8" 3/8" 10 1/2" 10.0/10.0 0.135 233.0 6 x 3/8" x 131.1 6 x 3/8" x 120.0 BP -2 8" 3/8" 11" 6 x 3116' x 120.0 OFLANGE BRACES: FBxx (1 or 2) DETAIL 9 PANEL END xx=length(in) DETAIL @ PANEL END DETAIL @ PANEL SPLICE HIGH SIDE (1) One Side; (2) Two Sides A – FB2214 26'-6 1 3, 27'-5' — k - " T-8 3 16" 26 Ga. SX, GGIvalurne Plus 8 0 4'4 2 @ 4'-0e 2'-10" Q1" 12 4 F831 A 1) �-- FB31A FB31A1) — FB31A 1) � — — — — _-- FB31A(1) FB31A1) a FB31A1)-------- _ N �%— — — —_— — RF1-3 N — — N RF1-2 N T a cn 'i" LO 0) O N (if nT r7 c U U_ t0 E! a_ I v in U — B- 101 2" 51'-258" 1078" Clearance 53'-0" OUT—TO—OUT OF STEEL A B RIGID FRAME ELEVATION: FRAME LINE 1 4 (NON -EXPANDABLE FRAME) NOT DESIGNED FOR FUTURE EXPANSION This itern has been digitally signed 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 8234 Hansen Rd, Houston, TX 77075 Floe+da PE no. 71744 BOLT TIGHTENING ``,`����uu►itrl!//���� H. 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 responsibility Is limited to material designed. and manufactured by Whirlwind Steel Buildings, Inc., ,.� QyD . r+ t�, �� S �I All bolted joints with ASTM F3125 Grade A325 bolts are 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. /� y1�VENS �� �''�: specified as snug–tightened joints in accordance with the APPROVAUREVIEWING AUTHORITY: PLEASE REVIEW APPROVAL DRAWINGS CAREFULLY 71744 * ?* Specification for Structural Joints Using High–Strength Bolts, = August 1, 2014. UNLESS NOTED OTHERWISE, IT WILL BE ASSUMED THAT ALL INFORMATION SHOWN ON THESE DRAWINGS HAS THE AFFIRMATION OF THE APPROVAUREVIEW AUTHORITY. FAILURE TO RESPOND CLOUDED AREAS TO COSTS TO •� * LEIPRIOR AND AREAS VERIFY MAY RESULT IN ADDITIONAL AND/OR SCHEDULE DELAYS FOR WHICH WHIRLWIND WILL NOT BE RESPONSIBLE. FIELD VERIFY ALL EXISTING CONDITIONS 00�.STATE OF TO FABRICATION. ALL SUBSEQUENT CHANGES AFTER THE FIRST SUBMITTAL WILL BE CONSIDERED AS CONTRACTUAL CHANGES. Pretensioning methods, including turn–of–nut, calibrated wrench, twist–off type tension control bolts or direct tension REV DATE DESCRIPTION BY CHK DESC: RIGID FRAME ELEVATION ' P 11.10.20 FOR APPROVAL MBS AD BLDG. SIZE 53'-0' x 74'-0" x 1T-3" x 21'—e" °, ORIDP'��\,��� '°s S••�...... ff/// 'OVAL\�`` indicator are not required. Insulation inspection requirements �RLIMND STEEL BUILDINGS `�-_-�® CUSTOMER: Cit of Sanford LOCATION: Winter Springs, A. 32772 �7////ttttilltlt�N" for Snug–Tight Bolts(S ecification for Structural Joints \ P P.O. BOX 75280 PH: 800-324-9992 REFERENCE: Fuel Island Company Nov. 11, 202 Section 9.1) is suggested. HOUSTON, TX 77234 FAX: 832-553-4600 JOBSITE: Sanford, Fl. 327771 couNTr: @2005 Whirlwind $1681 Buildings Inc. OWN: CHK: DATE: ENG: JOB N0: DWG NO: ISSUE All rights reserved MBS AD 111/10/20MG 7015-24215 Pt P SPLICE BOLT TABLE MEMBER TABLE Qty Mark Web Depth Web Plate Outside Flange Inside Flange. Mark Top Bot Int Type Dia Length Start/End Thick Length W x Thk x Length W x Thk x Leri th 0 A325 3/4" 2" @ RF2-1 10.0/16.0 0.135 177.3 6 x 3/16" x 198.2 6 x 3/8" x 17_, .4 SP -1 4 4 BASE PLATE TABLE W/ Gutter shtd. waU 4+ 5 16.0/14:2 0.164 22.0 RF2-2 18.0/18.0 0.135 240.0 18.0/18.0 0.135 83.0 6 x 3/16" x 14.4 5 x 3/16" x 83,0 5 x 1/4" x 83.0 5 x 1/4" x 240.0 5 x 3/16" x 240.0 Col Plate Size _ - _ RF2-3 18.0/18.0 0.135 240.0 6 x 1/4" x 240.0 6 x 3/16" x 117.8 Mark Width Thick Length BP 8" 3/8" 11" _ _ _ _ `- - 18.0/18.0 0.135 38.5 RF2-4 19.0/19.0 0.250 23.9 6 x 1/4" x 38.5 6 x 5/16" x 159.2 8 x 1/4" x 19.3 8 x 5/16" x 107.4 -1 19.0/10:0 0.135 BP -2 8" 3/8" 101 /2" 227.3 8 x 1/4" x 24.0 8 x 1/4" x 120.1 8 x 1/4" x 227.1 D FLANGE BRACES: FBxx (1 or 2) xx=length(in) DETAIL @ PANEL END (1) One Side; (2) Two Sides DETAIL @PANEL END DETAIL @ PANEL SPLICE HIGH SIDE A - FB2214 26-6114, IL � 27-5"- - 4" 2 @ 3,_4 3'-8 3116' 26 Ga. SX, Galvalume Plus 8 @ N-0" 2 @ 4,4' 2'-10" 12FB33.6A d- FB33.6A 1 1 - FB33.6A 1 1 FB3� NP FB33.6A 1)- F1333.6A _ - - - RF2-3 Cf) RF2-CL2 co U ' CV n U m ca M M c ¢7 cif a) - U B:1-1 BP -2 1'-4 9/16" 49'-117/8" 1-7 9/16" Clearance 534" OUT -TO -OUT OF STEEL A B RIGID FRAME ELEVATION: FRAME LINE 2 3 This item has been digitally signed and seated by Ronald H Nays, PE, on the date referenced below. Printed copies of this doWment are not considered signed and sealed and the signature must be verified an any electronic copies. Ronald H Mays, PE 8234 Hansen ltd, Houston, TX 77075': Florida PE no_ 71744 BOLT TIGHTENING ,��u����►�,,,,,,��� 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 Engineers to Inc tot \\ \\\ �� .• • • C •, S�•••• �i ''// All bolted joints with ASTM F3125 Grade A325 bolts are ERECTOR NOTE: ONLY USE DRAWINGS ISSUED "FOR ERECTION" TO ERECT BUILDING endexcle p udesility ' parts i sudch as doos,wndowsfounnd daioadesign, antured d elec on the buildiinng �\`\ 4' �'`�G specified as snug -tightened joints in accordance with the APPROVAL/REVIEWING AUTHORITY: PLEASE REVIEW APPROVAL DRAWINGS CAREFULLY 71744 y •? Specification for Structural Joints Using High -Strength Bolts, August 1, 2014. 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 % 133 * ' 4 MAY RESULT IN ADDITIONAL COSTS AND/OR SCHEDULE DELAYS FOR WHICH WHIRLWIND WILL NOT BE RESPONSIBLE. FIELD VERIFY ALL EXISTING CONDITIONS ``• 0% STATE OF OAF PRIOR TO FABRICATION. ALL SUBSEQUENT CHANGES AFTER THE FIRST SUBMITTAL WILL BE CONSIDERED AS CONTRACTUAL CHANGES. • Pretensioning methods, including turn -of -nut, calibrated REV DATE DESCRIPTION BY CHK DESC: BLDG. SIZE: J'/I '• LORI •C�N!`` RIGID FRAME ELEVATION 53'-0" x 74'-0" x 17'-3" 21'-8" ��// �S ••'•••"' ` N wrench, twist -off type tension control bolts or direct tension x 11.10.20 FOR AMBs AD CUSTOMER LOCATION '7N At. indicator are not required. Insulation inspection requirements HI LR WIND STEL BUILDINGSP CityPPROVAL of Sanford Winter S lin s, FI. 32772 for Snug -Tight Bolts S ecification for Structural Joints ( p P.O. BOX 75280 PH: 800-324-9932 REFERENCE: Fuel Island Company Nov. 11 2020 Section 9.1) IS suggested. HOUSTON, TX 77234 FAX: 832-553-4600 JOBSITE: COUNTY: Sanford, A. 327771 © 2005 Whirlwind Steel Buildings Inc. OWN: CHK: DATE: ENG: 'JOB NO: DWG NO: ISSUE All rights reserved MBS AD 11/10/201 MG 7015-24215 P2 I P I I Steel Line SLAB (Finish Floor) 4 .4- 4 a Q. 4 TYPICAL BASE DETAIL NTS SEE PLAN FOR COLUMN DIRECTION Dia= 3/4' 1 Dia= 8" —.T— ]4. 3 42 DETAIL A SW 2" 2 See Plan DETAIL 8 Dia= 3/4' 2" 2" —T— i�l SW - 8" w DETAIL C '-0" OUT—TO—OUT OF STEEL/CONCRETE el. .I. .1. .. .H HZ C D D NESTED PORTAL FRAME 0 c N E I 'Q N to rn s IM NESTED PORTAL FRAME q B B i 1 Dia= 8" DETAIL D 6 ANCHOR BOLT PLAN NOTE: All Base Plates @ 100'-0" (U.N.) LOW SAVE O HIGH EAVE ANCHOR BOLT SUMMARY Dia Proj Qty Locate (in) Type (in) $ 32 Frame 3/4" A307 3.00 ERECTOR NOTE: ONLY USE DRAWINGS ISSUED "FOR ERECTION' TO ERECT BUILDING The Engineer whose seal 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 SW 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 PLAN & DETAILS 53'-0" x 74'-17' x 17'-3" x 21'-6 P 11.10.20 FOR APPROVAL MBS AD CUSTOMER: LOCATON: ' � STEEL BUILDINGS Cit of Sanford Winter Springs, FI. 32772 REFERENCE: Fuel Island Company P.O. BOX 75280 PH: 800-324-9992 JOBSf1E: COUNTY: HOUSTON, TX 77234 FAX: 832-553-4600 Sanford, FI. 327771 2005 Whirlwind Steel Buildings Inc. DWN: I CHK: I DATE: ENG: JOB NO: DWG NO: ISSUE All rights reserved MBS AD 11/10 20 MG 7015-2421 F1 P This item has been digitally signed and sealed by Ronald H Mays, PE on the date referenced below. Printed copies of this docurnent are not considered signed and sealed arld the signature must be verified on any electronic copies. Ronald H Mays, PE 8234 Hansen Rd, Houston, TX 77075 Florida PE no. 33744 y°�N►tttttttuttri��% O�•°°... _; 71744 p ; :LU l ®° •� 1 -., STATE OF ; Z •''// `SI4 IONAL f'7f//Mittttltiitj3``°° Nov. 11, 2020 FRAME LINES: 1 2 3 4 IV RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES RIGID FRAME: BASIC COLUMN REACTIONS (k) + Reactions(k) Column-Reactions(k) -Wall - Frame Column -----Dead---- --Collateral- ----- Live ---- Hmax V Load LINE V Line Line Horiz Vert Horiz Vert Horiz Vert Cry Dia Width Length Thick (in) 1* A 0.4 1.3 0.1 0.2 1.6 4.1 J* B 3 2.6 -5.7 1 1* B -0.4 1.4 -0.1 0.2 -1.6 4.2 2.6 -5.7 2* A 0.7 2.0 0.1 0.3 3.2 7.6 -14.1 -17.4 2* B -0.7 2.2 -0.1 0.3 -3.2 7.7 opposite directions. Frame Column -Wind_Right2- --Wind Longl- --Wind_Long2- Line Line Horiz Vert Horiz Vert Horiz Vert from the braced bay. The vertical reaction is downward. 1 * A -2.2 -5.8 -3.1 -9.7 1.3 4.1 1* B 3.4 -8.9 4.8 -11.0 -2.0 4.6 0.0 2* A -4.4 -10.7 -5.1 -21.7 2.6 0.7 0.0 0.0 2* B 6.7 -16.5 7.7 -25.7 40 -0.4 0.1 0.0 1 * Frame lines: 1 4 1 Dead+ Collateral +0.75Live+0.45Wind_Long2R -0.1 0.1 0.1 -0.1 2* Frame lines: 2 3 2 0.60ead+0.6Wind_Long1L RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Components & Cladding + Reactions(k) Column-Reactions(k) -Wall - Column-Reactions(k) NOTES FOR REACTIONS --Wind_Left1- Frm Col Load Hmax V Load Hmin V Bolt(h) Base_Plate(h) Elev. Line Line Id H Vmax Id H Vmin Cry Dia Width Length Thick (in) 1* A 1 2.2 6.4 3 -1.6 -5.1 4 0.750 8.000 10.50 0.375 0.0 J* B 3 2.6 -5.7 1 -2.6 6.8 4 0.750 8.000 11.00 0.375 0.0 1 -2.6 6.8 3 2.6 -5.7 4 0.750 8.000 10.50 0.375 0.0 J* Frame lines: 1 4 -5.1 16.1 2 4.2 -14.1 -17.4 RIGID FRAME: 3 MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Components & Cladding + Reactions(k) Panel Shear -Wall - Column-Reactions(k) NOTES FOR REACTIONS --Wind_Left1- Loc Line -Wind_Rightl- Frm Col Load Hmax V Load Hmin V Bolt(h) Base_Plate(h) Elev. Line Line Id H Vmax Id H Vmin Qty Dia Width Length Thick (in) 2* A 1 4.4 14.5 2 -2.6 -11.8 4 0.750 8.000 11.00 0.375 0.0 2* B 2 4.2 -14.1 1 -5.1 16.1 4 0.750 8.000 10.50 0.375 0.0 -14.8 1 -5.1 16.1 2 4.2 -14.1 -17.4 6.8 2* Frame lines: 6.7 2 3 opposite directions. BUILDING BRACING REACTIONS 3 2 Components & Cladding + Reactions(k) Panel Shear -Wall - Col NOTES FOR REACTIONS --Wind_Left1- Loc Line -Wind_Rightl- --Wind_Left2- Wind Seis Note L EW 1 1 Horiz -2.2 Vert -5.4 Horiz -2.2 Vert -8.5 Horiz -2.2 Vert -8.0 27.63 25.91 -58.08 -58.46 1. All loading conditions are examined and only maximum/minimum H or V and the 3.4 -9.4 3.4 -6.3 3.4 -6.7 27.63 34.54 -58.08 -113.9 corresponding H or V are reported. -4.4 -10.0 -4.5 -15.7 -4.5 -14.8 2. Positive reactions are as shown in the sketch. Foundation loads are in 6.7 -17.4 6.8 -11.6 6.7 -12.4 opposite directions. 3. Bracing reactions are in the plane of the brace with the H pointing away -Seismic Left cRight _ -Seismic Long from the braced bay. The vertical reaction is downward. Horiz Vert Horiz H Horiz Vert Horiz Vert -0.1 0.0 0.1 0.0 0.0 0.0 4. Loading conditions are: -0.1 0.0 0.1 0.0 0.0 0.0 -0.1 -0.1 0.1 0.1 0.0 -0.2 1 Dead+ Collateral +0.75Live+0.45Wind_Long2R -0.1 0.1 0.1 -0.1 0.0 -0.2 2 0.60ead+0.6Wind_Long1L 3 0.6Dead+0.6Wind_Long1R BUILDING BRACING REACTIONS 3 2 Components & Cladding + Reactions(k) Panel Shear -Wall - Col -Wind - -Seismic - (16/ft) Loc Line Line Horz Vert Horz Vert Wind Seis Note L EW 1 1 (h) F SW B 2,3 5.6 9.0 0.1 0.2 (b) R EW 4 27.63 25.91 -58.08 -58.46 (h) B SW A 2,3 5.4 6.9 0.1 0.2 (b) (b)Wind bent in bay, base above finish floor (h)Rigid frame at endwall 4 3 2 Components & Cladding 3 Width Length Pressure(psf ) Suction(psf ) Zone (ft) (ft) Member Panel Member Panel 6 1 17.27 17.27 -37.96 -37.96 2 5.30 5.30 27.63 25.91 -58.08 -58.46 3 5.30 27.63 34.54 -58.08 -113.9 4 5.30 27.63 34.54 -58.08 -113.9 5 0.00 0.00 0.00 0.00 6 20.40 26.50 -23.10 -29.10 4 3 2 3 1 4 6 Panel Zone: Wind 1 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 length 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 seal and signature appear on these .documents represent Whiriwind 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'-b" x 17'-3 x 21'-8' P 11.10.20 FOR APPROVAL MBS AD CUSTOMER: LACAnow I L ND STEEL BUILDINGS Cit of Sanford Winter Springs, FI. 32772 REFERENCE: Fuel Island Company P.O. BOX 75280 PH: 800-324-9992 JOBSITE: COUNTY: HOUSTON, TX 77234 FAX: 832-553-4600 Sanford, FI. 327771 @2005 Whirlwind Steel Buildings Inc. DWN: CHK: DATE: ENG: JOB NO: DWG NUE All rights reserved MBS 0: ISS AD 1 T 10 20 MIS 7015-24215 F2 P This item has been digitally signed and sealed by Ronald H Mays, PE, on the date referenced below - Printed copses of this document are not considered signed and seated and the signature must be verified an any electronic copies; Ronald H Mays, P£ 8234 Hansen Rd, Houston, TX 77075 Florida PE no, 71744 ```,�tulnttut�r,��i ......... N 4 /zy/i 1JGENSI 71744 o: % STATE OF N Al- Ede♦�� i i 1111N00 Nov. 11, 2020