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HomeMy WebLinkAboutCOHM-R003488-051126 - Final Letter to the Requestor Post Office Box 12548, Austin, Texas 78711-2548 • (512) 463-2100 • www.texasattorneygeneral.gov July 29, 2026 Mr. Joseph G. Hays Counsel for the City of Humble Olson & Olson, LLP 2727 Allen Parkway Houston, Texas 77019-2133 OR2026-032261 Dear Mr. Hays: You ask whether certain information is subject to required public disclosure under the Public Information Act (the “Act”), chapter 552 of the Government Code. Your request was assigned ID# 26-027208 (Ref. No. COHM-R003488-051126). The City of Humble (the “city”), which you represent, received a request for certain information regarding a specified address. You claim the submitted information is excepted from disclosure under section 552.101 of the Government Code. You also state release of the submitted information may implicate the proprietary interests of AIA Structural Solutions, LLC; Cross Texas Land Services, Inc.; The Pinell Group, LLC; Precision Surveyors; Treble Landco, LLC; Tristar Packaging, Inc.; and Whirlwind Steel Buildings & Components. Accordingly, you state, and provides documentation showing, you notified these third parties of the request for information and of the right to submit arguments to this office as to why the submitted information should not be released. See Gov’t Code § 552.305(d); see also Open Records Decision No. 542 (1990) (statutory predecessor to section 552.305 permits governmental body to rely on interested third party to raise and explain applicability of exception in the Act in certain circumstances). We have considered the exception you claim and reviewed the submitted information. Initially, we note an interested third party is allowed ten business days after the date of its receipt of the governmental body’s notice under section 552.305(d) to submit its reasons, if any, as to why information relating to that party should be withheld from public disclosure. See Gov’t Code § 552.305(d)(2)(B). As of the date of this letter, we have not received comments from any of the notified third parties explaining why the submitted information should not be released. Therefore, we have no basis to conclude the notified Mr. Joseph G. Hays - Page 2 third parties have a protected proprietary interest in the submitted information. See, e.g., id. § 552.110 (requiring the provision of specific factual evidence demonstrating the applicability of the exception). Accordingly, the city may not withhold the submitted information on the basis of any proprietary interest the notified third parties may have in the information. Section 552.101 of the Government Code excepts from disclosure “information considered to be confidential by law, either constitutional, statutory, or by judicial decision.” Id. § 552.101. This section encompasses information that is made confidential by other statutes. The city raises section 552.101 in conjunction with section 418.181 of the Homeland Security Act (the “HSA”). Sections 418.176 through 418.182 were added to chapter 418 of the Government Code as part of the HSA. Section 418.181 provides “[t]hose documents or portions of documents in the possession of a governmental entity are confidential if they identify the technical details of particular vulnerabilities of critical infrastructure to an act of terrorism or a hostile act by a foreign adversary of the United States.” Id. § 418.181. The fact that information may relate to a governmental body’s security concerns does not make the information per se confidential under the HSA. See Open Records Decision No. 649 at 3 (1996) (language of confidentiality provision controls scope of its protection). Furthermore, the mere recitation by a governmental body of a statute’s key terms is not sufficient to demonstrate the applicability of a claimed provision. As with any confidentiality provision, a governmental body asserting one of the confidentiality provisions of the HSA must adequately explain how the responsive information falls within the scope of the claimed provision. See Gov’t Code § 552.301(e)(1)(A) (governmental body must explain how claimed exception to disclosure applies). You state the submitted information identifies details and locations of water systems, sanitary sewer systems, and drainage systems. These systems constitute critical infrastructure for purposes of section 418.181. See Gov’t Code § 421.001(2). You state release of such information would identify the technical details of particular vulnerabilities of the critical infrastructure to an act of terrorism or a hostile act by a foreign adversary of the United States. Accordingly, the city must withhold the information showing the details and locations of the systems under section 552.101 of the Government Code in conjunction with section 418.181 of the Government Code. The city must release the remaining information. This letter ruling is limited to the particular information at issue in this request and limited to the facts as presented to us; therefore, this ruling must not be relied upon as a previous determination regarding any other information or any other circumstances. This ruling triggers important deadlines regarding the rights and responsibilities of the governmental body and of the requestor. For more information concerning those rights and responsibilities, please visit our website at https://www.texasattorneygeneral.gov/open- government/members-public/what-expect-after-ruling-issued or call the OAG’s Open Mr. Joseph G. Hays - Page 3 Government Hotline, toll free, at (877) 673-6839. Questions concerning the allowable charges for providing public information under the Public Information Act may be directed to the Cost Rules Administrator of the OAG, toll free, at (888) 672-6787. Sincerely, Jason Stevens Assistant Attorney General Open Records Division JS/pt Ref: ID# 26-027208 c: Requestor 1 Jennifer Namie From:No Reply <no-reply@mycusthelp.com> Sent:Wednesday, May 13, 2026 2:25 PM To:Alesia Brister Subject:Alesia Brister Forwarded Request: R003488-051126:: R003488-051126 Reference No: R003488-051126 Request Status: Sent for Legal Review Service Request Type: Public Records Request Priority: Medium Assigned To: Maria Jackson Customer Email: Name: Customer Phone: Create Date: 5/11/2026 10:32:33 AM Update Date: 5/12/2026 4:29:48 PM Last Reviewed: 5/12/2026 4:11:34 PM Source: Web : Public Information Center : City of Humble Pursuant to Texas Government Code, Ch. 552, I am requesting certain information, specifically: Please provide the current approved site plan for1731 TREBLE DRHUMBLE, TX 77338We are planning construction, and want to ensure we abide by setbacks, easements, and off street parking requirements. Date Range From: 05/01/1990 Date Range To: 05/11/2026 City of Humble Address or Location(s): 1731 TREBLE DRHUMBLE, TX 77338 Preferred Method to Receive Records: Electronic via Customer Portal Clarifications Requested: Clarifications Received: Public Archive Summary: I agree that if the cost of my request is between $10 and $39.99, then I will pay that amount to obtain the requested records. I acknowledge that if the cost of my request is $40 or more, then I will receive a cost estimate before any work is done.: I agree Redaction Disclaimer: I acknowledge that the City of Humble will not provide me with any further notice that those types of information have been redacted.: I agree ERECTION NOTES 1. All bracing shown and provided by the Metal Building Provider (MBP) 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" in the ANSI/AISC 303-16; Section 7.10). 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 ANSI/AISC 303-16; Section 7.10.3). 3. Normal erection operations include the correction of minor misfits by moderate amounts of reaming, grinding, welding 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 the Metal Building Provider 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 ANSI/AISC 303-16; Section 7.14). 4. Erection tolerances are set forth in the "Code of Standard Practice for Steel Buildings and Bridges "in the ANSI/AISC 303-16; Section 7.13 note that individual members are considered plump, level and aligned if the deviation does not exceed 1:500. Variations in finished overall dimensions of structure 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 6.8, Erection Tolerances, 2018 MBMA Metal 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 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 the Metal Building Provider 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 the Metal Building Provider's Customer Service Department. 8. Claims for correction of alleged misfits will be disallowed unless the Metal Building Provider 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 the Metal Building Provider. 9. Neither the Metal Building Provider nor the customer will cut, drill or otherwise after 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 ANSI/AISC 303-16, Section 7.15), 10, The Metal Building Provider Field Modifications Policy: 10.1. The Metal Building Provider will only be responsible for the field -modified parts designed and approved by the Metal Building Provider's Customer Service Department. 10.2. Any field modifications designed by third parties may not be approved by the Metal Building Provider and may limit the Metal Building Provider's warranty and liability. 10.3. The Metal Building Provider 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. 11. WARNING - SOME PANELS AND TRIM PARTS ARE FURNISHED WITH A PROTECTIVE PEEL -OFF FILM. PARTS PROVIDED WITH THIS FILM CANNOT BE EXPOSED TO SUNLIGHT WITHOUT FIRST REMOVING THE FILM. THIS FILM MUST BE REMOVED PRIOR TO INSTALLATION. FILM MUST ALSO BE REMOVED FROM ALL NON EXPOSED PARTS WITHIN SIX MONTHS FROM FILM APPLICATION OR IRREPARABLE DAMAGE WILL OCCUR TO THE SURFACE CLAIMS WILL NOT BE ACCEPTED FOR THIS ISSUE. RESPONSIBILITIES 1. The Metal Building Provider 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 the Metal Building Provider. 4. It is the responsibility of the Metal Building Provider to furnish the metal building system to meet the specifications including the design criteria and design loads incorporated by the Contractor into the Order Documents, The Metal Building Provider is not responsible for making an independent determination of any local codes or any other requirements not part of the Order Document. 5. The Metal Building Provider's standard specifications apply unless stipulated otherwise in the Contract Documents. The Metal Building Provider design, fabrication, quality criteria, standards, practice, methods and tolerances shall govern the work any other interpretations to the contrary not with standing. it is understood by both parties that the customer is responsible for clarifications of inclusions or exclusions from the Architectural plans. 6. In case of discrepancies between the Metal Building Provider's structural steel plans and plans for other trades, the Metal Building Provider's shall govern ("Code of Standard Practice for Steel Buildings and Bridges" in the AISC 303-16; Section 3.3). 7. The customer is responsible for overall project coordination. All interface, compatibility and design considerations concerning any materials not furnished by the Metal Building Provider and the Metal Building Provider's steel system are to be considered and coordinated by the customer. Specific design criteria concerning this interface between materials must be furnished by the customer before release for fabrication or the Metal Building Provider's assumptions will govern. 8. Foundations, anchor rods, and anchor rod embedment 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 303-16. 9. 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. 10, The Metal Building Provider 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. GENERAL SPECIFICATIONS 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 therefor is not a cause for rejection. 3. The Metal Building Provider's red -oxide and gray oxide primer are designed for short term field protection from exposure to ordinary atmospheric conditions. 4. 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. 5. Unless noted otherwise on the frame cross section(s), all bolted joints with ASTM F3125 Grade A325 bolts are specified as snug -tightened joints in accordance with the specification for Structural Joints Using High -Strength Bolts, June 11, 2020. Installation Inspection requirements for Snug -Tight Bolts (Specification for Structural joints, Section 9.1) is suggested. 6. 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, and insulation types other than 3" standard duty fiberglass blanket insulation, etc. BUILDING DESIGN CODES Building Code: IBC 18 Steel Specification: AISC 360-16 Cold -Formed Specification: AISI S100-16 GENERAL LOADS Roof Dead Load: 2.50 psf Roof Collateral Load: 4.00 psf Roof Live Load: 20. 00 psf Tributary Live Load Reduction: Yes Rainfall Intensity (5-minute duration 5-year recurrence): 10.00 in/hr WIND LOAD Wind Speed (3-sec gust) Vult: Wind Speed (3-sec gust) Vosd: Serviceability Wind, V service: Wind Exposure Category: Wind Condition: Internal Pressure Coefficient (GCpi): SNOW LOAD Ground Snow Load (Pg): Roof Snow Load (Pf): Snow Exposure Factor (Ce): Snow Load Importance Factor (Is): Thermal Factor (Ct): DEFLECTION CRITERIA Main Frames Lateral: H 60 Main Frames Vertical: L 180 Bearing Frame Rafter: L 180 Endwall Columns: L 120 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 (Shc): Seismic Design Category: Framing Direction: Structural Syst: Total Design Base Shear: Sesimic Response Coefficient(s) (Cs): Response Modification Factor(s) (R): Deflection Amplification Factor(s): Analysis Procedure: Equivalent Lateral Force 133 mph 103 mph 87 mph C Enclosed 0.18 (Bldg. "A' & "B") 0.55 (Bldg. "C") 5.00 psf 3.50 psf (Bldg. "A' & "B") 4.20 psf (Bldg. "C") 1.00 1.00 1.00 Roof Panels: L 60 Purlins: L 150 Wall Panels: L 60 Girts: L 90 Normal 1.00 0.0699 0.0408 n APPROVAL SPECIFICATIONS 1. Approval of the Metal Building Provider drawings and/or calculations indicate that the Metal Building Provider has correctly interpreted the contact requirements. This approval constitutes the customer acceptance of the Metal Building Provider 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 the Metal Building Provider will not be responsible. 3. Any changes made after the Metal Building Provider's customer has signed and returned the Metal Building Provider drawings and/or calculations and the project is released for fabrication shall be billed to the Metal Building Provider customer including material, engineering, and other costs. An additional fee may be charged if the project must be moved in 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 Metal Building Provider customer. 7. The Metal Building Provider 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 the Metal Building Provider and its customer are not binding on the Metal Building Provider unless subsequently acknowledged and agreed to in writing by change order or separate documentation. 9. Waiving the approval process by designating the order "For Production" supercedes notes 1,2,5, 6, and 8 in this section, and constitutes the customer acceptance of the Metal Building Provider's design, concepts, assumptions, and loadings. TRIM COLOR: GUTTER: KOKO BROWN GAUGE: 26 RAKE: KOKO BROWN GAUGE: 26 CORNER: LIGHT STONE GAUGE: 26 ACCESSORY: LIGHT STONE GAUGE: 26 DOWNSPOUT: KOKO BROWN GAUGE: 26 C. HEAD: KOKO BROWN GAUGE: 26 BASE: LIGHT STONE GAUGE: 26 U.0 / 1+a 0.0653 A Lateral Longitudinal Structural Steel Systems Not Specifically Detailed for Seismic Resistance' 5.51 Kips 6.61 Kips 0.0249 0.0249 3. 0 3.0 3. 0 3.0 For components, cladding, and MWFRS, deflections involvingwind are based on 10 year serviceability wind pressures. ROOF PANEL Profile: Super Span X UL580 Class 90: Yes CANOPY ROOF PANEL Profile: Super Span X UL580 Class 90: Yes SOFFIT PANEL Profile: Low Rib X WALL PANEL Gauge: 26 Color: Galvalume Plus Gauge: 26 Color: Light Stone Gauge: 26 Color: Polar White Profile: Super Span X Gauge: 26 Color: Light Stone BACK PANEL Profile: Super Span X Gauge: 26 Color: Light Stone LINER PANEL Profile: Super Span X Gauge: 26 Color: Light Stone PRIMARY FRAMING Built -Up & Hot -Rolled: SECONDARY FRAMING Purlins, Eave Struts: Girts, Light Gage Columns: Light Gage Jambs & Headers Base Angle: Gray Oxide Primer Pre -Galvanized 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. DRAWING SCHEDULE DWG NO. ISSUE DATE DESCRIPTION C1 P3 01.15.25 COVER SHEET F1 2 01.15.25 ANCHOR BOLT PLAN F2 1 12.18.24 ANCHOR BOLT DETAILS F3 1 12.18.24 ANCHOR BOLT DETAILS F4 1 12.18.24 ANCHOR BOLT DETAILS F5 1 12. 18.24 ANCHOR BOLT DETAILS P1 P2 12.18.24 RIGID FRAME ELEVATION P2 P2 12. 18.24 RIGID FRAME ELEVATION P3 P2 12.18.24 RIGID FRAME ELEVATION P4 P2 12. 18.24 RIGID FRAME ELEVATION P5 P2 12.18.24 RIGID FRAME ELEVATION E1 P2 12.18.24 ROOF FRAMING PLAN E2 P2 12.18.24 ROOF SHEETING PLAN E3 P2 12.18.24 FRAME & SHEETING ELEVATION E4 P2 12.18.24 FRAME & SHEETING ELEVATION E5 P2 12.18.24 FRAME & SHEETING ELEVATION E6 P2 12,18.24 FRAME & SHEETING ELEVATION E7 P2 12.18.24 FRAME & SHEETING ELEVATION E8 P2 12.18.24 FRAME & SHEETING ELEVATION E9 P2 12.18.24 FRAME & SHEETING ELEVATION E10 P2 12.18.24 BUILDING SECTIONS Ell P2 12.18.24 BUILDING SECTIONS D1 P2 12.18.24 STANDARD DETAILS PAGE D2 P2 12.18.24 STANDARD DETAILS PAGE D3 P2 12.18.24 STANDARD DETAILS PAGE D4 P2 12.18.24 STANDARD DETAILS PAGE Framed openings, walk doors, and open areas shall be located in the bay and elevation as shown in the erection drawings. The cutting or removal of girts shown on the erection drawings due to the addition and/or relocation of framed openings, walk doors, or open areas not shown may void the design certifications supplied by the metal building manufacturer. Building A and B This metal building system is designed as enclosed. All exterior components not by the metal building manufacturer (i.e. doors, windows, vents, etc.) must be designed to withstand the specified wind loading for the design of components and cladding in accordance with the specified building code. Doors are to be closed when a maximum of 50% of design wind velocity is reached. The design collateral load has been uniformly applied to the design of the building. Hanging loads are to be attached to the purlin web. This may not be appropriate for heavily concentrated loads. Any attached load in excess of 150 pounds shall be accounted for by special design performed by a licensed engineer using concentrated loads and may require separate support members within the roof system. The rigid frame at line 7 is designed as a non -expandable rigid frame. Corresponding frame reactions are calculated based upon actual tributary area. Investigation of the existing structure not by the metal building manufacturer for possible detrimental effects due to the metal building addition is not within the metal building manufacturer's scope of work. It is strongly recommended that the original designer or other responsible professional be retained to analyze the existing structure, recommending any reinforcement that may be needed. The metal building manufacturer and its certifying engineer expressly exclude the existing structure for any warranty or certification whether written, verbal or implied. Drift Snow has been added in accordance with the building code as follows: 14.59 psf to 0 psf drift snow for a width of 15.00 ft along line 3. 28.1 psf to 0 psf drift snow for a width of 7.73 ft along line 7. PLAIT f RECEIV JOB ATEL I I S`_-: _. NAfv1E & The Engineer whose seal and signature appear on these documents represents 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., and excludes part such as doors, windows, foundation design, and erection of the building. z 0 T 1 1 2" 1 1 169'-9" QUT- 58'-0" 28'-0„ 2 30'-0" 3 28'-0„ 5" 27'-7" A X-Bracing T Z Z 4„ 27'-5„ 2v 10 N IN 1 80 S IBUILDING IH 00 I N I 27'-7" 12'-6" 12'-0" 5'-Y' 6 OQ X-Bracing COMMON ST EL LINE _ _ K o X o E H I FIELD LOCATED A A T-7„ A 0 0 N 0O W O D0o rn0 A 0 CQ) 011 U TO I -- A roo BUILDING "A" I L J OI W P "' 0 NLO I X-Bracing -7 P P Q X F1 A2 NH R C R R irZ N HCID Q) W cm 0W Q) W a WI BUILDING B z I J1W N I r— zl 1 o) co 0 0 I I I N u I 1 FIELD LOCATED 1 d a 7 0 P• M 1zA— 0 J I B •• O C" 2'-61 J _I B - a m •• X D F G X-Bracing EXISTING BUILDING / F1 ./ e. 2T-7 29'-6„ 6 n 0, n== Z n- n=' E. P • .P. Q . X-Bracing fi I 26'-8" ANCHOR BOLT PLAN I. All Rnca pinhoc (a 1 nn,-n" ( I a Horizontal leg of recess must remain flat or slope away from the building. Notch area indicates a recess for metal wall panels. Panels must not touch the bottom of the recess, which will void the warranty. 1 2 Wall Base Angle Panel I Anchors & Spacing Not By MBP I 2 NOTE. 0000 Ile CN T" or° A 4, 4 d BT-101 DETAIL @ SHEETING RECESS NTS n Fence Wall Not by MBP Steel line 169'-9" to out of concrete NNEW NREE°' d SECTION 9C S New steel line 1 '- 2" 175'-0" to new steel line Out of existing girts ( steel line) e o d EXISTING NEW ° CONCRETE — CONCRETE Z I_ I I a A SECTION " r in 28'— U oil 28'—( 28'—d 27'-9 The Engineer whose seal and signature appear on these documents represents Whirlwind Steel 4 6 7 Buildings, Inc., and is not the Engineer of Record for the overall project. The Engineers responsibility is limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., and excludes part such as doors, windows, foundation design, and erection of the building. DRAWING STATUS El FOR APPROVAL These drawings, being for approval, are by definition not final and are for conceptual representation only. Their purpose is to confirm the ro er interpretation of the project documents. On drawings issued PP `p P t ' g For Erector Installation can be considered complete. FOR CONSTRUCTION PERMIT: These drawings, being for permit, are by definition not final. Only drawings issued 'For Erector Installation' can be considered complete. FOR ERECTOR INSTALLATION: Final drawings for construction. IRLWIND STEEL BUILDINGS P. O. BOX 75280 PH: 800-324-9992 HOUSTON, TX 77234 FAX: 832-553-4600 2005 Whirlwind Steel Buildings Inc. All rights reserved ISSUE DATE DESCRIPTION BY CHK SHEET DESCRIPTION: ANCHOR BOLT PLAN BLDG SIZE: VARIES 0 11.29.24 FOR ERECTOR INSTALLATION DM FC CUSTOMER: Mertzon LLC CUSTOMER LOCATION: Houston, TX 77279 112.18.24 REV. FOR ERECTOR INSTALLATION MS AM 2 01.15.25 REV. FOR ERECTOR INSTALLATION MS ELV PROJECT REFERENCE: Renew Polymers JOBSfTE LOCATION: 1731 Treble Dr. Humble, TX 77338 JOBSITE COUNTY: s HarrisDWN: DM CHK: FC DATE: I 11.29.24 ENG: EV JOB NO: 13203- 35602 DWG NO: F1 ISSUE: 12 Date: 1 / 16/2 5 g_ OF 1 DAVID• RAY WALL JR•. o 144740 :p , 1k t s•!Ertsti•: .. Whirlwind Steel F- 12081 January 31, 2025 0 Z 0 0 ca Dia= 1" Dia= 1" Dia= 1' Dia= 1" Dia= 1" Dia= 1" Dia= 3/ 4' Dia= 1" I; Cn See Plan CDCD \ I Z W 10 Z 0 10" 1 1/2" SW T _ _ N 4 i 47 SW e CR 10" 10" 112' SW SW c,, +1 2 2 j 1 1 /2" 5" » » a) V, w See Plan DETAIL A DETAIL B DETAIL C DETAIL D DETAIL E DETAIL F DI Dia= 5/13" " X 3y" XDIA= 5/8" Dia= 1 Dia= 5/8" Dia= 3/4" ANCHORBOLT ANCHORBOLT 32 g' 11 1 4 1y„ $" 3y„ t C CD 8" ANCHOR BOLT FLOIOR ) 2q- 10 Do 6 T 2 2/g DIA 3 rn 2' 204 4 O OPEN WIDTH 1 » 2" 2" N 1 4" a. N Wy 10 1 2" cn IY4"OPEN WIDTH / 11/2' STEEL LINE See Plan TYP. SECTION @ OVERHEAD STEEL LINE RECESS BY CUSTOMER & ROLL -UP DOOR TYPICAL W/DOOR,WINDOW,LOUVER DETAIL J IF REQUIRED DETAIL K FRAMED OPENING DETAIL DETAIL L Base EL. 99'-6 1/2" DETAIL M DETAIL N Dia= 3/4" Dia= 3/4 Dia= 5/8" Dia= 5/6' Dia= 3/4" Dia= 3/4" 8» w 8» 10" 1 1 / 2>, 5» See Plan 6„ 2» 2» 2" 2" CD 2, T ( D T o 1 * 1 _ _ SW SW V) 1 . N Nz 1- — — — —1 ° T 2 1 2" T » SW 3„ T 4o SW 3" _ 1 _ 3 1/4„ __ o * 1 0 0 1 1/2" 20A s Sn w See Plan mM DETAIL Q DETAIL R Base EL. 99'-6 1 /2" DETAIL S DETAIL T DETAIL U DETAIL V DIA= 1/2" (1) TOTAL 3070 W/DOORS REQ'D (FIELD LOCATE) DIA= 1/2" (1) TOTAL 3070 W/DOORS REQ'D (FIELD LOCATE) DIA= 1/2" (1) TOTAL 3070 W/DOORS REQ'D (FIELD LOCATE) ANCHORBOLT ANCHORBOLT ANCHORBOLT RECESS NO RECESS RECESS O O BEYOND O O BEYOND O O 3" 00 1y" FINISHED O O 7» . I FINISHED O O 7' ` r' Y2 1y" FINISHED FLOOR O O FLOOR FLOOR fl 1/ 2" ` 2 4 lJ- J 1Z„ e 4 1" OPEN WIDTH 1" 1y" ` • 1" OPEN WIDTH 1" 1Y" 1 ' OPEN WIDTH 1 STEEL LINE STEEL LINE STEEL LINE RECESS BY CUSTOMER TYPICAL W/DOOR TYPICAL W/DOOR RECESS BY CUSTOMER TYPICAL W/DOOR DETAIL W IF REQUIRED DETAIL ® RECESS DETAIL X DETAIL ® RECESS DETAIL Z IF REQUIRED DETAIL @ RECESS Finish flc DETAIL @ INTERIOR COLUMN THREADED ANCHOR BOLT BASE PLATE PROJECTION NOTE: PROJECTION BASED FROM BOTTOM OF BASE PLATE. ADJUSTMENTS SHOULD BE MADE FOR GROUT AND/OR LEVELING PLATES. ANCHOR BOLT SUMMARY (GRADE 36) Dia Proj Qty Locate (in) Type (in) O 12 Walk Door 1/2" F1554 2.00 020 Jamb 5/8" F1554 2.50 0 12 Endwall 5/8" F1554 2.50 12 Endwall 3/4" F1554 3.00 44 Endwall 1" F1554 3.50 40 Frame 1" F1554 3.50 40 Frame 3/4" F1554 3.00 2" 2" i Z 4 4„ SW 2' 2 — - 6„ L G DETAIL H Dia= 3/4' Dia= 3/4" 11„ E 1 T — SW N 1 3„ W 4„ C:) W 0 I W o L QI DETAIL 0 FOR APPROVAL: DRAWING STATUS ISSUE DATE DESCRIPTION mEEL 1 12.18.24 REV. FOR ERECTOR II These drawings, being for approval, are by definition not final and are + 0 11.29.24 FOR ERECTOR INSTA for conceptual representation only. Their purpose is to confirm theBULM Proper interpretation of the project documents. Only drawings issued ForErectorInstallationcanbeconsideredcomplete. FOR CONSTRUCTION PERMIT: P.O. BOX 75280 PH: 800-324-9992 These drawings, being for permit, are by definition not final. HOUSTON, TX 77234 FAX: 832-553-4600 Only drawings issued 'For Erector Installation can be considered complete. FOR ERECTOR INSTALLATION: ©2005 Whirlwind Steel Buildings Inc. Final drawings for construction. All rights reserved Dia= 1" 6" 1 2" r2„ W SW IZ J 1N 4' I " I o to DETAIL I Dia= WI 8„ z J _ T_ LdW a 0I0 COMMON STEEL LINE 1 n 4" DETAIL 00 The Engineer whose seal and signature appear on these documents represents Whirlwind Steel Buildings, Inc., and is not the Engineer of Record for the overall project. The Engineers responsibility is limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., and excludes part such as doors, windows, foundation design, and erection of the building. BY CHK SHEET DESCRIPTION: BLDG SIZE: ANCHOR BOLT DETAILS VARIES DM FC CUSTOMER: CUSTOMER LOCATION: MS AM Mertzon LLC Houston, TX 77279 PROJECT REFERENCE: Renew Polymers JOBSITE LOCATION: JOBSITE COUNTY: 1731 Treble Dr. Humble, TX 77338 Harris DWN: CHK: DATE: ENG: JOB NO: DWG NO: ISSUE: DM FC 1L29.24 EV 13203-35602 F2 1 L $» T— N, F1o I 4„ L_ 3 SW 2„ 2„ See Plan DETAIL P Date: 1/16/25 ```_` Or; N. 111 DAVID RAY WALL•JR_` 0,.: o'......:144740• icY 1 ccs•!QiNSEp•: .. 1kx O `AL Whirlwind Steel F- 12081 January 31, 2025 BLDG. " BLDG. "XI I RIGID FRAME: BASIC COLUMN REACTIONS (k ) I rOLUMN LINE IV IV IV ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) FrmLine Colline Dead Collot Live Snow Snow Drift Slide Snow WlnLLeftl Wind._Rghtl 1 F Vert 1. 1 Vert 1. 0 Vert 4. 7 Vert 0.9 Vert 1. 2 Vert i3 Hare Vert Harz Vert i H 1.3 1.3 6.0 1.1 0.1 0.1 0. 0 0. 0 11. 3 12. 7 0. 0 0. 0 7. 5 7. 4 1 1J K 1. 2 1. 3 1. 2 1. 2 5.5 5.6 1.1 1. 1 0. 0 0. 0 0.0 0.0 0.0 0. 0 11. 8 0.0 7.0 1 0 1.2 1.2 5.5 1.1 0.0 0.0 0.D 12. 1 11. 7 0. 0 0. 0 7. 1 6. 9 11 0 S 1. 4 0. 9 1. 3 0. 5 6. 0 2. 2 1. 2 0. 4 0. 0 0. 0 0. 0 010 2. 9 16.5 0.0 1.0 0. 0 1.2 6.9 11.2 Frm Line Col Line V/ ind-Kight2 Harz Vert Wind Harz Press Vert Wind - Suet Harz Vert Wndlongl Harz Wind- tong2 Seisleft 1 F 0.0 1.2 18.3 12.1 0.0 12.1 0.0 Vert 5. 2 Harz Vert 0. 0 -3.1 Harz Vert 0. 0 0.0 11 H J0.0 0.0 3.5 6.4 0.0 7.1 0.0 0.0 13.2 0.0 -7.8 0.0 010 1 K 0.0 3. 1 3. 3 6. 9 7. 2 0. 0 O. D 7. 6 7. 9 0. 0 0. 0 0. 0 0. 0 11. 7 12. 1 0. 0 -6.9 0. 0 -7.1 D. 0 0.0 0. 0 0.0 11 0 0.0 3.1 7.5 0.0 8.2 0. 0 0.0 11.7 0.0 -6.9 0.0 0.0 1 Q S 0. 0 6. 4 4. 6 9. 2 7. 5 20. 2 O.D 17.2 8.2 0. 0 0. 0 17. 2 0. 0 2. 1 10. 3 7. 1 0. 0 -6.5 0. 9 -3.7 0. 5 -0.6 0. 0 0.6 Frm Cal Saisl.ong Line Line Harz Vert 1 F -0.9 -0.6 1 H 0.0 0.0 1 J 0.0 0.0 1 K 0.0 0.0 1 0 0.0 0.0 1 Q 0.0 0.0 1 S -1.0 -0.8 Frm Cal EIPATSL5- Line Line Harz Vert 1 F 0.0 0.0 1 H 0.0 0.0 1 J 0.0 0. 3 1 K 0.0 0.6 1 0 0.0 0.3 1 0 0.0 0.0 1 S 0.0 0.0 Frm Col EIPAT-LL5- tine Line Harz Vert 1 F 0.0 0.0 1 H 0.0 0.0 1 J 0.0 0.1 1 K 0.0 -0.3 1 0 0.0 2.7 1 Q 0.0 6.4 i S 0.0 2.1 Rain MINSNOW-- ElPATSLI- EiPATSL2- EiPATSL.,3- VertHarzVertHarzVertHarzVertHarzVert1. 1 0.0 0.6 0.0 0.3 O.0 0.0 0.0 0.2 2.9 0.0 1.7 0.0 0,3 0.0 0.0 0.0 0.6 2. 5 0.0 1.5 0.0 0.1 0.0 0.0 0.0 0.3 2.6 0.0 1.6 0.0 0.0 0.0 0.0 0.0 0.0 2. 6 0.0 1.5 0.0 0.0 O.D 0.0 0.0 0.0 2. 8 0.0 1.7 0.0 0.0 0.0 0.3 0.0 0.0 1.0 0.0 0.6 0.0 0.0 0.0 0.2 0.0 0.0 BLDG. " A' 2. 9 -12.3 0. 0 0.3 Seis- Right Harz Vert 0. 0 0.0 0. 0 0.0 0. 0 0.0 0. 0 0.0 0. 0 0.0 0. 0 0.6 0. 5 -0.6 EIPATSL4- Horz Vert 0. 0 0.0 0. 0 0.3 0. 0 0.6 0. 0 0.3 0. 0 0.0 0. 0 0.0 0. 0 0.0 EiPATSLS- EIPATSL.7- Ell PAT1L1- EiPAT_L2- Et PAT-L-3 HarzVertHarzVertHarzVertHarzVertHarzY0.0 0.0 0.0 0.0 0.0 2.3 0.0 0.2 0.0 0. 0.0 0.0 010 0.0 0.0 6.5 0.0 2. 6 0.0 0. 0.0 0.0 0.0 0.0 0.0 27 0.0 6.3 0.0 2. 0.0 0.3 0,0 0.0 0.0 0.3 0.0 2.7 0.0 6. 0. 0 0.6 0.0 0.3 0.0 0.1 0.0 0.3 0.0 2. 0. 0 0.3 0.0 0.6 0.0 0.0 0.0 0.1 0.0 0. 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0. EIPAT-"- EiPATLL7- Horz Vert Harz Vert 0. 0 2.7 0.0 0.3 0. 0 2.9 0.0 3.2 0. 0 2.7 0.0 2.7 0. 0 2.8 0.0 2.0 0. 0 2.7 0.0 2.8 0. 0 3.2 0.0 2.8 0. 0 0.3 0.0 25 EiPAT_ LL4- ert Horz Vert 1 0.0 0.0 3 0,0 0.1 7 0.0 -0.3 3 0.0 2.7 7 0.0 6.3 3 0.0 2.6 1 0.0 -0.2 Frm Col Dad Collot ---Live--- ---Snow--- Snow -Drift Wind -Press Wind.Suct LLoorg LineLineVertVertHorzVertHarzVertHarzVertHarzVertHarzVertVert3R0.6 0.0 -0.2 1.4 -0.1 0.5 -0.1 0.9 -5.3 -3.4 6.6 -0.9 0.0 3P0.8 0.1 -0.4 3.0 -0.2 1.2 -0.2 1.9 -6.9 -7.1 9.1 -1.9 0.0 ENDWALL COLUMN: MAXIMUM REACTIONS ANCHOR BOLTS & BASE PLATES Column- Ractons(k ) Frm Col Line line Load IdHmax HV Vmax Load Id Hmin H V Vmin Solt( in) Oty Dia Base3ate( in) Width Length Thick Elev. in 1 F 4 130.0 0. 0 6. 1 10. 5 12 11.0 9.7 4 1.000 10.00 12.00 0.500 0.0 1 H 14 154.2 0.0 7.1 9. 1 12 14 3.8 4.2 7.1 7.1 4 1.000 10.00 10.00 0.500 0.D 1 J 16 17 4. 5 0. 0 63 6. 8 12 16 4. 1 4. 5 6. 3 6. 3 4 1.000 10.00 10.00 0.500 0.0 1 K 14 18 4. 7 D. 0 5 8.8 12 14 4. 3 4. 7 6. 5 6. 5 4 1.000 10.00 10.00 0.500 0.0 1 0 16 19 4. 9 0. 0 6.3 8.8 12 16 4. 5 4. 9 6. 3 6. 3 4 1.000 10.00 1D.D0 0.500 0.0 1 Q 16 13 4.9 3.7 9.0 9, 3 12 16 4. 5 4. 9 5. 3 9. 0 4 1.000 10.00 10.00 0.500 O.D 1 S 5 200.0 0.0 6.2 11. 4 12 12.1 14.0 4 1.000 10.00 10.50 0.500 0.0 3 R 21 2 4. 0 0. 2 0. 2 2. 1 22 23 3. 2 3. 2 1. 5 1. 7 4 1.000 10.00 10.00 0.500 0.0 3 P 21 2 5. 5 0, 4 0. 6 4. 0 22 23 4. 2 4. 2 3. 5 3. 8 4 1.000 10.00 10.00 0.500 0.0 Q COLUMN LINE iv f IV RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, BASE PLATES Frm Line Col Line Load IdColumn_ Reactions(k ) Hmax V Load Hmin V Bolt(in) Base-Plate(in) Bev. HVmaxIdHVminQtyDiaWidthLengthThickQn) 2 F 3 1 13. 4 13.5 6 5. 9 37.1 7 14.1 10.1 12.0 40. 1 4 1.000 8.000 11.00 1.000 0.0 2 S 5 99.4 -9.8 1 5. 3 19.9 7 6. 4 4. 7 18. 6 26. 3 4 1.000 000 11.00 0.625 0.0 2 N 7 1 0. 0 -43.6 7 0. 0 52.0 0. 0 43.6 4 1.000 OCO 8.000 1.000 5.5 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, BASE PLATES Frm Line Col line load Id Column- Reactions(k ) Hmax V Load H Hmin V Bolt(in) Base3late in) Bev. VmaxIdHVminCityViaWidthLengthThickin) 3 F 3 110.3 i1.1 6 5. 3 30.5 4 13. 1 10. 1 18. 1 33. 3 4 1.000 000 10.63 0.750 0.0 3 S 5 1 9. 7 -9.4 1 5. 6 19.9 7 516 3, 9 19. 9 21. 8 4 0.750 8.ODO 10.56 0.625 0.0 3 N 10 1 2. 5 _51.1 11 0. 0 43.5 8 1. 9 0. 0 5D. 0 46. 6 4 1.000 8.000 10.00 1.000 0.0 Frame Column ----- Dead -----Collateral- Line Line Live --------- Snow-----Snow_Ddft- SrxfeSnow- 2 F Harz i. t Vert Horz Vert Harz Vert Horz Vert Horz Vert Hare Vert 2 S 1.1 6. 6 3. 9 1. 2 7.6 3.6 22.7 1.0 7.2 0.0 3.4 D.0 6.6 2 N 0.0 9.5 1. 3 3.7 3.9 11.0 1.2 3.2 0.0 0.0 010 0.0 0.0 10.6 0.0 31.9 0.0 9.3 0.0 0.0 0.0 0.1 Frame Column --Wind- eftl- Line Line Harz Vert Wind- Righti- Harz Vert Windleft2- Harz Wndltight2 Windlongl- Windlong2- 2 F 12.7 66.8 18.7 Vert Harz Vert Harz Vert Harz Vert 2 S 3.3 27.8 16.8 39. 7 24.5 26.7 6.9 0.3 15.7 73.7 17.7 62.2 2 N 0.0 79.8 0.0 20. 2 0.9 14.6 12.6 6.9 9.0 47.6 4.9 37.2 53. 7 0.0 45.6 0.0 19.4 0.0 82.1 0.0 52.2 Frame Column -Seismic- aft Seismic-Right Selsmiclong Rain----MINSNOW-- F1PATSLt- Line2 Line F Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert 2 S 1 ' 0 0.3 1.0 0.3 0.4 0.8 2.7 9.2 1.6 5.4 0.1 2.0 2 N 0. 4 0. 0 0. 2 0.4 0.2 0.2 0.8 2.7 7.8 i.6 4.6 0.1 0.2 0.1 0.0 0.1 0.0 0.1 0.0 22.6 0.0 13.3 0.0 2.5 Frame Column FIPATSL2- FiPAT-L3- F1PAT.LL4- Une Lira Harz Vert Harz Vert Harz Vert 2 F 0.4 0.1 1.0 13.7 2.8 0.6 2 S 0.4 1.8 1.0 1.3 2.8 12.3 2 F N 0.0 2.1 0.0 17.3 0.0 14.6 came LineColumn LineDead----- Collateral- Harz Vert Harz Vert Live --------- Snow----- Snow_Drift- Harz Vert Harz Vert SgdeSnow- BLDG. " A" 3 F 1.0 5.9 1,1 6.2 3.2 18.4 0.9 5.6 Harz 0.0 Vert 3. 3 Harz 0.0 Vert 2.8 33 S 1.0 3.8 1.1 3.1 3.4 13.0 1.0 4.3 0.0 2.7 0.0 0.0 N0.0 8.2 0.0 8.5 0.2 26.8 0.1 8.0 0.1 0.9 D.0 0.0 Frame LineColumn LineWind-Leftl- Harz Vert Wind- Ri hti- Harz Vert Windleft2- Wind ght2- Wnd..Press- fnd-Suct__ 3 F 17.8 61.4 13.D 32.9 Harz 22.8 Vert 36.1 Harz 10.4 Vert 6.8 HorrOP 0.0 Vert O.D HorzOP 0. 0 Vert 0. 0 33 S 2.7 27.8 17.2 19,4 0.3 17.6 16.0 9.5 0.0 0.0 0.0 0.0 N0.0 81.1 0.0 49.1 0,0 54.6 0.0 22.8 3.1 0.0 4.3 0.0 Frame LineColumn LineWindlongl- Harz Windlong2- Seismic-Left Seismk Right Rain----MINSNOW-- 3 F 1.8 Vert Harz Vert Harz Vert Harz Vert Horz Vert Harz Vert 3 S 7.5 49. 8 4.5 36.1 0.8 0.2 0.8 D.2 2.4 7.5 1.4 4.4 3 N 0.0 40. 2 2.2 20.7 0.4 0.2 0.4 0.2 2.4 6.3 1.4 3.7 85.9 0.0 49.3 0.0 0.1 0.0 0.1 0.0 18.0 0.0 10.6 BLDG. " A" Frome Column F2PATSLi- F2PATSL2- F2PAT_LL3- F2PAT1L4- UneUneHorzVertHarzVertHarzVertHarzVert33 F S 0. 2 1.6 0.3 0.1 1.1 11.2 22 0.5 0. 2 0.2 0.3 1.4 1.1 1.1 2.2 9.9 3N0.0 2.0 0.0 1.7 0.0 13.9 0.0 11.5 NOTES FOR REACTIONS BLDG. " A„ 1. All loading conditions are examined and only maximum/minimum H or V and the corresponding H or V are reported. 2 Positive reoctara 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 fromthebracedbay. The vertical reaction is downward. 4. Loading conditions are: 1 Dead+Colateral+Live 2 Dead+Collateral+Snow+Snow_D6ft 3 Dead+Colkrteml+0.75Lrve+0.45Wind-Rghtl 4 0.6Deod+0.6Wind _Left1 5 O.6Dead+0.6Wind gghtl 6 0.6Deod+0.6Windleft2 7 0.6Deod+0.6Wind_Long1L 8 0.6Dad+0.6Windlongg1R 9 Dad+Colkrteml+F1 PAT-ILL-4 10 0.6Dad+O.6Wind_Right1+0.6Wind-Suction 11 Dad+0.6Wind.Pmssure+0.6Wind-LonglL 12 0.6Deod+O.6Wind-Presare+0.6WindlonglL 13 Dead+Colkaero1+0,75Live+0.45Wind-Ri ht2+0.45Wind_Suction 14 0.6Dad+0.6Wind-Suction+0.6WindlonglL 15 Dead+Colateml+E1PAT-LLL1 16 0.6Dead+0.6Windlefti+0.6WimLSuddon 17 Dad+Colateral+E1PAT-LL2 18 Dad+Collateml+E1PAT-L" 19 Dad+Colaterol+ElPAT-1.L4 20 Dead+0.6Win"ft2+0.6Wind_Suction 21 0.6Deod+0.6Wind-Right2+0.6WIrwL.Suction 22 Dad+0.6Wind-Pressure+0.6Windlong2L 23 0.6Dad+0.6Wind-Pressure+0.6WindJong2L GENERAL NOTES i. All anchor bolts (by others) to have nuts and flat washers. 2. All anchor bolts are designed to full SAC diameters with cut threads. No substtutions are allowed. 3. The Metal Building Provider is not responsible for the design, materials and workmanship of the foundation. Anchor bolt plans prepared by the Metal Building Provider are intended to show only location, diameter, and projection of anchor bolts required to attach the Metal Building System to thefoundation. The Metal Building Provider is responsible for providing totheBuildertheloadsimposedbytheMetalBuildingSystemonthefoundation. 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 d n for the loads imposed by the Metal Building System, other imposed I and the beorlTng capacity of the soil and other conditions of the building site, This is typirnlly the responsibility of the DesignProfessionalorEngineerofRecord, which is another reason that their involvement in the Construction Project from the outset is highly recommended. 2012MBMAMetalBuildingSystemsManual, Section 3.2.2) BUILDING BRACING REACTIONS BLDG. f Reactions(k j one ear ' Wall - Col -Wind - -Seismic - fib/ft) Loc Line Line Harz Vert Harz Vert Win is Note LEW 1 Q,S 6.9 8.4 0.5 0.6 FSW S 1,2 2D.4 17.3 1.0 0.8 RSW 3 (h) BSW F 2,1 15.3 12.1 0.9 0.6 h) Rigld frame at endwall Reactions for seismic represent shear force, Eh Reaction values shown are unfactored FOR APPROVAL These drawings, being for approval, are by definition not final and are for conceptual representation only. Their purpose is to confirm the groper interpretation of the project documents. Only drawings issued Far Erector Installation" can be considered complete. FOR CONSTRLICTION PERMIT,• These drawings, being for permit, ore by definition not final. Only drawings issued "For Erector Installation" can be considered complete. FOR ERECTOR INSTA 1ATION: Final drawings for construction. ISSUE DATE m STEEL BUILDINW D 11.29, 1 12.18. P. O. BOX 75280 PH: 800-324-9992 HOUSTON, TX 77234 FAX: 832-553-4600 2005 Whirlwind Steel Buildings Inc. All rights reserved BLDG. " A' The Engineer whose seal and signature appear on these documents represents 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., and excludes part such as doors, windows, foundation design, and erection of the building. DESCRIPTION BY CHK SHLEI DESCRIPTION: ANCHOR BOLT REACTIONS ERECTOR INSTALLATION DM FC CUSTOMER: FOR ERECTOR INSTALLATION MS AM Mertzon LLC PROJECT REFERENCE: Renew Polymers JOBSiTE LOCATION: 1731 Treble Dr. Humble, DWN: I CHK: DATE: DM FC 11.29.2 VARIES MER LOCATION: Houston, TX 77279 TX 77338 Harris ENG: J09 NO: DWG N0: 4 EV 13203-35602 F3 Date: 1/16/25 E OF 7-, i I DAVID RAY WALL JR" 740 Whirlwind Steel F- 12081 January 31, 2025 RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column -----Dead-----Collateral- Uve--------- Snow-----SnowSrift- Wlndleftl- Une Line Horz Vert Harz Vert Harz Vert Harz Vert Harz Vert Horz Vert 4* B 0.7 2.5 0.8 2.6 2.4 7.9 0.7 2.3 0.0 0.1 10.8 20.8 4* M 0.7 6 0.8 2.7 2.4 8.0 0.7 2. 3 0.0 0.1 0.0 19.3 4* G 0.0 5.9 0.0 6.6 0.0 19.8 0.0 5.8 0.0 0.4 0.0 48.5 Frame Column-Wlndltightt- Vmdleft2- Wind_Aght2- Windlongl- Windlong2- Seiemicleft Line Una Horz Vert Horz Vert Horz Vert Horz Vat Horz Vert Harz Vert 4: B 6.4 10.1 11.3 12.5 5.9 1.8 0.1 34.8 1.2 27.9 0.4 0.2 4* M 9.4 13.7 0.5 10.9 9.9 5.4 1.2 36.2 1.5 283 0.20.1 4* 0 0.0 32.2 0.0 28.6 0.0 12.2 0.0 48. 6 0.0 30.4 0.0 0.1 Frame Column Seismic-Right Seran"ng MINSNOW-- F2PATSLI- F2PATS1_2- F2PAT1L3- Une Una Horz Vert Horz Vert Harz Vert Horz Vert Horz Vert Horz Vert 4* B 0.4 02 0.0 0. 9 1.0 3.3 0.1 1.2 0.2 0.1 0.9 8.3 4* M 0.2 0.1 0.0 1.1 1.0 3.3 0.1 0,1 0.2 1.3 0.9 0.7 4* G 0.0 0.1 0.0 0.0 0.0 8.3 0.0 1.5 0.0 1.4 0.0 102 Frame Column F2PALLL4- tine Una Harz Vert 4* B 1.5 0.4 4* M 1.5 8.6 4* G 0. 0 916 Frame Column ----- Osad-----Collateral- Live --------- Snow-----Snow-Drdt- Wmd.Leftt- Une Una Horz Vert Harz Vert Horz Vert Horz Vert Harz Vert Horz Vert 7 B 0.1 1.1 0.1 0.7 0.4 22 0.1 0.6 0.2 1.3 5.2 9.3 7 M 0.1 1.0 0.1 0,8 0. 4 2.3 0.1 0.7 0,2 1.4 2. 6 6.7 7 E 0.0 1.8 0.0 1.6 0.0 4.8 0.0 1.4 0.0 2.9 0.0 13.6 7 G 0.0 1.7 0. 0 1.5 0.0 46 0.0 1.3 0.0 2.7 0.0 15.7 7 1 0.0 1.8 0.0 1.6 0.0 4J 0.0 1.4 0.0 2.8 0.0 16.5 From' WiColumn-mLRigghtt- Windleft2- Wind-Ri ht2- Wind-Press- wind-Suct-- Windlongl- Une Line Horz Vart Horz Vert. Harz Vert HorzOP Vert HorzOP Vert Horz Vert 7 8 6.6 0.1 6.5 7.0 5.3 22 0.0 0.0 0.0 0.0 2.5 6.6 7 M 4.9 6.5 1.3 4.2 6.2 4.0 0.0 0.0 0.0 0.0 1.4 8,3 7 E 0.0 14.3 0. 0 8. 6 0.0 9.3 4.6 0.0 6.4 0.0 0.0 17.0 7 G 0.0 82 0. 0 10.9 0.0 3.5 6.1 0.0 7.5 0.0 0.0 15.3 7 1 0.0 6.7 0. 0 12.1 0.0 2.3 7. 2 0.0 8.4 0.0 0.0 14.6 Frame Column--VKnd_Lorg2- Seismic-Left Sesmia-Right MIN..SNOW-- F3PATSLI- F3PATS1_2- Une Une Horz Vert Harz Vert Harz Vert Horz Vert Horz Vert Harz Vat 7 B 2.3 42 0.3 0. 3 0.3 0.3 0.2 0.9 0.0 0.3 0.0 0.0 7 M 2.3 4.8 0.1 0.1 0.1 0.1 0.2 0.9 0.0 0.0 0.0 0. 3 7 E 0.0 9.5 0.0 0.3 0.0 0.3 0.0 2.0 0.0 0.4 0.0 0.0 7 G 0.0 9. 0 0.0 010 0.0 0.0 0.0 1.9 0.0 0.0 0.0 0. 0 7 1 0.0 BA 0.0 0. 2 0.0 0.2 0.0 1.9 0.0 0.0 0.0 0.4 Frame Column F3PATSL3- F3PATSL4- F3PATSL5- F3PAT1L6- F3PAT1L7- F3PATJLB- Une Une Harz Vert Horz Vat Horz Vert Horz Vat Horz Vert Horz Vert 7 B 0.0 D2 0.0 0.0 0.0 0.0 0.2 2. 0 0.1 0.3 0.2 0.2 7 M 0.0 0.0 0.0 0.0 0.0 0.3 0.2 0.2 0.1 0.3 0.2 2.0 7 E 0.0 0.8 0.0 0.3 0.0 0.1 0.0 5.3 0.0 2.3 0.0 0.5 7 0 0.0 0.3 0.0 0.8 0.0 0.3 0.0 2.3 0.0 5.2 0.0 2.3 7 1 0.0 0.1 0.0 0.3 0.0 0.8 0.0 0.5 0.0 2.3 0. 0 5, 2 Frame Column F3PATJ.L9- F3PATJL70- Une Une Horz Vert Harz Vert 7 B 012 22 0.2 0.0 7 M 011 0.1 0.2 2. 4 7 E 0.0 2.4 0.0 2.4 7 G 0.0 2.3 0.0. 2.3 7 1 0.0 2.4 0.0 2.2 4* Frame lines; 4 5 6 BLDG. "B"I I FRAME LINES: 4 5 6 IBLDG. "B T- T- COLUMN LINE H H H IV ~Iv fv ENDWALL COLUMN: BASIC COLUMN REACTIONS (k) BLDG. uBn Wind Wind Sol$ Firm Col Dead Press Suet Long Line Una Vert Horz Harz Vert 3 D 0.2 -4.7 5.1 0.0 3 F 0.2 - 2.4 2.7 0.0 ENDWALL COLUMN: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Column-Reactions(k ) Firm Col Load Hmax V Load Hmin V Bolt(in) Base3Plk*ln) Elev. Une Une Id H Vmax Id H Vmin Qty Dia Wxtth Length Thick (in) 3 D 18 3.1 0.1 19 -2.8 0.1 4 0.625 8.000 8.000 0.375 0.0 20 3.1 0.2 3 F 18 1.6 0.1 19 -1.4 D.1 4 0.625 8.000 8.000 0.375 0.0 20 1.6 0.2 GENERAL NOTES 1. All anchor bolts (by others) to have nuts and flat washes. 2. All anchor bolts are designed to full SAE diameters with cut threads. No substitutions are allowed. J. The Metal Building Provider is not responsible for the design, materials and workmanship of the foundation. Anchor bole plans prepared by the Metal Building Provider are intended to show only location, diameter, and Projection of anchor bolts required to attach the McWI Building System to the foundation. The Metal Building Provider is responsible for providing to the Builder the loads imposed by the Metal Building System on the foundation. lt is the responsiblity of the End Customer to ensure that adequate provisions are awde for speafying bolt am dmerd, bearing angles, tie rode and/or other assocbted items embsdd in the concrote foundaton, ore well as foundation design for the loads imposed by the Metal Buikfng System, other imposed bads, and the bearin capacity of the soil and other conditions of the buildng ads. This is typal the reaponeibil'lty of the Del ggn Professional or Engineer of Record, ich a another reason that their 1lwahrement In the Construction Project from the outset is highy recommended. BUILDING BRACING REACTIONS BLDG. "Bill d: Reactions(k ) Wall - Col -Wind - Seismic - ((Ib/R)) Loc Une Une Horz Vert Horz Vert Wia1 yes Nate LEW 3 (h) E.SW M 5,6 21.0 16.0 1.4 1.1 R1W 7 (h) BSw 8 6.5 24.9 15.0 1.4 OA h)Rigid frame at endwall Reaction for seismic represent shear fame, Eh Reaction values shown are unfoctored Zone 7 B 3 6 Z 41 3 6 7 B Components & Cladding Width Lenggth Pressure(psf Suctlon(psf ) ft) ft) Member Panel Member Panel 16.00 16.44 31.84 37,00 11,40 11.40 16,00 16.44 46,17 64.38 11,40 16,00 16.44 61.45 8510 11,40 16.00 16,44 61.45 85,10 3.80 11.40 16,00 16.44 68.46 115.8 7.60 3180 16,00 16,44 68.46 115.6 29.91 37.00 33.00 40.08 7.60 29.91 37.00 35.31 49,30 wind towards surface C-) wind away from surface 35602-B Panel Zone: Wind 1 11/22/24 1 FOR APPROVAL: These drawings, being for approval, are by definition not final and are for conceptual representation only. Their purpose is to confirm the Proper interpretation of the project documents. Only drawings issued For Erector Installation" can be considered complete. FOR CONSTRUCTION PERMIT: These drawings, being for permit, are by definition not final. Only drawings issued 'For Erector Installation can be considered complete. FOR ERECTOR INSTALLATION: BLDG. " Q Q 4 4 COLUMN LINE y V H.. V H" V H V .Hf V RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, BASE PLATES BLDG. "B Column_ieoctkms(k ) Finn Col Load Hmax V Load Hmin V Bolt(in) Base-PoteV( Elev. Una Una Id H Vmax Id Vmin Qty Dia Width Long Thick (in) 3 8 1 13.9 16.2 7 16.6 16.6 4 1.000 8.000 11.00 0.500 0.0 3 M 10 13.1 -16.1 1 13. 9 16.5 4 1ADO 8.000 11.00 0.500 O.0 1 -13.9 16.5 11 13.1 16.1 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS. BASE PLATES BLDG. "B" Column-Readions(k ) Firm Col Load Hmax V Load Hmin V Boft(Ln) Base-Rde(in) Elev. Une Line Id H Vmax Id H Ymin Oty Dia Width Length Thick in) 4* B 4 6.1 6.5 8 6.4 6.0 4 1.000 8.000 10.50 0.625 0.0 12 2.3 13.4 10 0.3 19.4 4* M 9 5.5 -1.7 6 4.1 12.7 4 1.000 8.000 10.50 0.625 0.0 13 3.0 13.9 10 0.3 20.1 4* G 10 0.0 -25,7 10 0. 0 25.7 4 0,750 8.000 10.50 0.625 5. 5 1 0.0 32.3 4* Frame lines: 4 5 6 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, BASE PLATES BLDG. "B" Colum"eactions(k ) Firm Col Load Hmax V Lind Hmin V Bolt(in) Base-Plate(in) Elev. Une Line Id H Vmax ld H Vmin Qty Dia Width Length Thick in) 7 B 2 4.1 1. 1 8 3.8 3.5 4 0.750 8.000 11.00 0.375 0.0 5 2.9 4.5 7 3.1 4.9 7 M 9 3.6 -1.8 3 1.7 0.5 4 0.750 8,000 11.00 0.375 0.0 14 0.5 4.2 10 0.9 4.3 7 E 15 3.9 -9.4 16 2.8 9.4 4 0.750 8.000 10. 50 0.500 010 17 0.0 8.6 11 0.0 9.1 7 G 15 4.5 -7.6 16 3.6 7.6 4 0,750 8.000 10.50 0.500 0.0 17 0.0 8.5 7 0.0 8.4 7 1 15 5.1 -9.5 16 4.3 9.5 4 0.750 8.ODO 10.50 0.500 0.0 17 0.0 8.5 7 0.0 8.8 NOTES FOR REACTIONS BLDG. "B" 1. All loading, conditions are examined and only moximum/minimum H or V and the corresponding H or V are reported. 2. Positwe reactions ore 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 boy. The vertical reaction is downward. 4. Loading conditions are: 1 Dead+Collateral+five 2 Deod+0.6Wind_Rigghill 3 Deod+Collateral+0.75Live+0.45Wind.Left1 4 Dead+Collateral+0,75Live+D.45WindRightl 5 Deod+Collateral+0.75Uve+0.45WinL Rt ht2 6 Dead+Collateral+0.75Uve+0.45Wind-Long2R 7 O.6Dead+O.6Wind_Left1 B 0.6Dead+O.6111indleR2 9 0.6Deod+O.61NmLRight2 10 O.BDead+0.6116indlonglL 11 0.6Dead+0.6Wind_Lorg1 R 12 Dead+Collateral+F2PAT1L3 13 Dead+Colloteml+F2PAT1L4 14 Deod+Collatera143PAT11.10 15 O.6Deod+0.6Wind_Rightl+0.61 ind.Suction 16 0.6Dead+0.6Wind-Pressure+0.6WindlonglL 17 Dead+Collateral 18 0.6Dead+0.6Wind-Wight2+0.6Wind_%ction 19 0.6Deod+0.6Y(ind-Pressure+0.6Wind-Lon92L 20 Dead+0.6WirrdJt 92+0.6WLndSucUon 21 Dead+Collateral+E2PATJ.L1 22 Dead+Colbteml+E2PAT1L2 23 Dead+Wkbml+E2PAT I r T ISSUE DATE_ DESCRIPTION mo ELBUMN 0 11.29.24 FOR ERECTOR INSTA 1 12. 18.24 REV. FOR ERECTOR II P.O. BOX 75280 PH: 800-324-9992 HOUSTON, TX 77234 FAX! 832-553-4600 0 2005 Whirlwind Steel Buildings Inc. All rights reserved FRAME UNES: 1 2 3 4 TCOLUMN LINE H V BLDG. " RIGID FRAME: BASIC COLUMN REACTIONS (k) BLDG. "B" Frame Column ----- Dead -----Collateral- Live --------- Snow-----Wind-Leftl- Wind-Rightt- Une Line Horz Vert Horz Vert Horz Vert Horz Vert Harz Vert Horz Vert 1 A 0.2 1.2 0. 3 1.1 0.8 3. 5 0.2 0.9 4.3 10.2 2.7 3.9 1 C -0.2 1.3 0.3 1.1 0.8 3. 6 0. 2 0.9 1.6 8. 8 3.0 7.3 Frame Column--Wind-Left2- Wind_RIght2- Wind-Longl- Wind_long2- Seismic-Left Seismic -Right Line Une Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 1 A -5.9 7.7 1.1 1.4 2.1 7.9 2.8 4.2 0.1 0.1 at 0.1 1 C 0.0 4.8 1.4 3.3 3.9 11.1 2.8 7.0 0.1 0.1 0.1 0.1 Frame Column ----- Dead -----Collateral- Live --------- Snow-----Wind-Leftl- Wind-Rightl- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2* A 0.4 11 0.6 2.1 1.8 6. 2 0. 5 1.8 7. 1 16.5 4. 0 6. 9 2• C -0.4 2. 0 0.6 2.1 1.8 6. 3 0. 5 1.8 3. 3 14.7 5. 9 12.8 Frame Column--Windleft2- Wind-iight2- Windlongl- Wnd_Long2- Seismic-L It Seismic Right Line Une Harz Vert Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2* A -9.8 11.6 1.3 2.0 3.7 15.5 5.1 10.0 0.1 0.1 0.1 0.1 2* C -0.2 6.7 2.3 4.8 7. 6 21.7 5.8 15.7 0.1 0.1 0.1 0.1 Frame Column -Seismic -Long Une Une Horz Vert 2* A 0.0 0.3 2* C 0.0 0.4 Frame Column -----Dead-----Collateral- Live --------- Snow-----Windleftl- Win"ightl- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 5 A 0.0 0.7 0.0 0.5 0.1 1.6 0.0 0. 4 2.4 4.9 3.9 0.9 5 C 0.0 0. 7 0.0 0.5 0.1 1.6 0.0 0.4 0.4 3. 6 2.0 4.5 5 018.6 0.0 1.3 0. 0 1.2 0.0 3. 9 0. 0 1.0 0.0 10.8 0. 0 5.9 Frame Column--Windleft2- WmcL_Right2- Wind-Lp'l Windlong2- Seismic-Left Seismic Right Line Une Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 5 A -4.7 4. 1 1.7 0. 1 4.0 2.9 3. 9 1.4 0.1 0.1 0.1 0.1 5 C -1.4 1.2 1.0 2.1 2.1 6.2 1.8 4.2 0. 1 0.1 0.1 0.1 5 018.6 0.0 7. 4 0.0 2.5 0.0 10.2 0.0 5.8 0. 0 0.0 0.0 0.0 Frame Column F3PATSLI- F3PAT__SL2- F3PAT1L3- F3PAT1L4- Une Une Horz Vert Horz Vert Horz Vert Horz Vert 5 A 0.0 0.2 0.0 0.0 0.1 1.7 0.1 0.1 5 C 0.0 0.0 0.0 0.2 0.1 0.1 0.1 1.7 5 018.6 0.0 0.3 D.0 0.3 0.0 2.0 0.0 1.9 2* Frame lines: 2 3 4 FRAME LINES: 5 BLDG. "B" Q I COLUMN LINE IV IV IV RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, BASE PLATES BLDG. "Bill ColumnReactions( k ) Frm Col Load Hmax V Load Hmin V Boft(in) Base.Plete(in) Elev. Une Line Id H Vmax Id H Vmin Qty Dia Width Length Thick (in) 1 A 4 2.4 3.0 6 -3.4 3.9 4 0.750 8.000 14.50 0.375 0.0 1 1.3 5.8 5 -2.5 5.4 1 C 8 2.2 -5.9 1 -1.3 5.9 4 0.750 8.000 13.50 0.375 0.0 1 1.3 5.9 8 2.2 5.9 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Column Reoctions(k ) Firm Cal Load Hmax V Load Hmin V Bolt(in) Base-Plate(in) Elev, Une Une Id H Vmax Id H Vmin Qty Dia Width Length Thick in) 2* A 4 4.7 6.7 6 5.6 5.9 4 0.750 8.000 10.50 0.375 0.0 1 2.8 10.2 5 4.0 8.8 2* C 7 4.3 11.8 1 2.8 10.4 4 0.750 8.000 11.00 0.500 0.0 1 2.8 10.4 7 4.3 11.8 2* Frame lines: 2 3 4 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, BASE PLATES BLDG. "B" Column. Reactions(k ) Frm Col Load Hmax V Load Hmin V Bolt(in) Base-Plate(in) Elev. Line Line Id H Vmax Id H Vmin Qty Dia Width Length Thick in) 5 A 3 2. 4 -1.1 6 2.8 2.1 4 0.750 8.000 12.50 0.375 0.0 9 0.1 2.8 5 1.4 2.5 5 C 8 1.2 -3. 3 2 0. 9 0.0 4 0.750 8.000 12.50 0.375 0.0 10 0.2 3.0 8 1.2 3. 3 5 018.6 5 0.0 -5.7 5 0.0 5.7 4 0,750 8.000 8.500 0.375 0.0 1 0.0 6.4 The Engineer whose seal and signature appear on these documents represents 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., and excludes part such as doors, windows, foundation design, and erection of the building. BY CHK ante ucarmriiun; ANCHOR BOLT REACTIONS oLw N/L; VARIES DM FC CUSTOMER: Mertzon LLC CUSTOMER LOCATION; Houston, TX 77279 MS AM PROJECT REFERENCE: Renew Polymers JOBSITE LOCATION: 1731 Treble Dr. Humble, TX 77338 JOBSITE COUNTY. Harris OWN: DM CHK: FC DATE: 11. 29. 24 ENG: EV JOB NO: 13203-35602 DWG NO: F4 ISSUE: 1 Date: 1/ 16/2= Q OFTCO t DAVID 144740 ALL J R tJ t4:v` Whirlwind Steel F-12081 January 31, 2025 Q f r.OWMN LINE r BLDG. "C' RIGID FRAME: BASIC COLUMN REACTIONS Frame Column -----Dead-----Collateral- line Line Horz Vert Horz Vert k ) Live --------- Snow-----Snow-Drift- Horz Vert Harz Vert Harz Vert Slide-Snow- Harz Vert 2 A 0.1 3.0 0.1 3.4 0. 3 10.1 0.1 3.5 0.0 0.4 0.0 1.3 Frame Column--Wind-Leftl- Wind- iightt- Wind 1 eft2- Wind-Right2- Windlongl- Wind-Long2- Line Line Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert 2 A 0.3 -35.1 6.9 -26.4 8.8 -3.5 2.2 5.2 8.1 -40.9 8.4 -32.3 Frame Column -Seismic-Long MIN-SNOW-- Line Line Harz Vert Harz Vert 2 A 0.0 -0.4 0.1 4.2 Frame Column -----Dead-----Collateral- Live --------- Snow-----Snowdrift- Slide-Snow- Line Line Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert 3 A 0.1 2.6 0.1 3.4 0.2 7.9 0.1 2.5 0.0 1.4 0.0 0.5 Frame Column--Wind-Leftl- Wind-Rightl- Wind_Left2- Wind-ti ht2- Windlongl- Harz Vert Windlong2- Harz VertLineLineHarzVert 3 A -0.5 -27.8 Harz Vert 3.2 -18.4 Harz Vert 4.5 -10.3 Harz Vert 0.8 -1.2 3. 6 -17.5 3.8 -12.3 Frame Column -MIN-SNOW-- Line Line Harz Vert 3 A 0.0 1.8 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, &BASE PLATES BLDG. "C' Column-Reactions(k ) ( Frm Col Load Hmax V Load Hmin V Bolt(in) Base-Plate(in) Dev. Line Line Id H Vmax Id H Vmin Qty Dia Width Length Thick (in) 2 A 4 5.1 -16.4 8 -5.2 -0.3 4 0.750 8.000 12.50 0.625 0.0 1 0.5 16.4 9 4.9 -22.8 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES BLDG. "C' Column-Reactions(k ) Frm Col Load Hmax V Load Hmin V Boft(in) Base-Plate(in) FJev. Line Line Id H Vmax Id H Vmin Qty Dia Width Length Thick in) 3 A 5 2.3 -4.8 8 -2.7 -4.6 4 0.750 8.000 10.50 0.500 0.0 1 0.3 13.9 7 -0.3 -15.1 ENDWALL COLUMN: BASIC COLUMN REACTIONS (k) BLDG. "C' Snow Slide Wind Wind Wind Wind Frm Col Dead Collat Live Snow Drift Snow Leftt Rightl Left2 Right2 Wind -Press Line Line Vert Vert Vert Vert Vert Vert Vert Vert Vert Vert Horz Vert 1 A 0.8 0.5 2.2 0.4 -0.1 0.2 5.2 4.2 1.3 0.6 10.5 -5.7 1 C 1.5 1.6 7. 0 1.4 0.3 1.2 19.5 13.6 4.7 1.2 7.7 -0.3 Wind Wind Seis Seis Frm Col WindSuct Long1 Long2 Left Right Seis-Long line Line Horz Vert Vert Vert Vert Vert Horz Vert 1 A 0.0 6.1 6.3 -4.4 0.0 0.0 0.7 -0.4 1 C 8.2 0.3 19.5 -13.6 0.0 0.0 0.0 0.0 Frm Col ElPAT1L1- E1PAT1L2- Line Line Horz Vert Horz Vert 1 A 0.0 2.6 0.0 -0.4 1 C 0.0 3.4 0.0 3.6 ENDWALL COLUMN: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES ColumrLReactions(k ) MINSNOW-- EIPATSL_t- EtPATSL2- Horz Vert Horz Vert Horz Vert 0.0 0.6 0.0 0.3 0.0 0.0 0. 0 2. 0 0.0 0.3 0.0 0.4 Frm Col Load Hmox V Load Hmin V Bolt(in) Base-Plate(in) Elev. line Line Id H Vmax Id H Vmin Qty Dia Width Length Thick in) 1 A 9 0.0 3.3 12 6.3 6.7 4 0.625 8.000 10.50 0.375 0.0 13 0.0 6.0 1 C 14 4.9 10.6 12 4.6 10.9 4 0.625 8.000 10.00 0.500 0.0 1 0.0 10.2 iM 8 7 8 6 5 3 2 I 4 3 BLDG. "C' 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 Metal Building Provider is not responsible for the design, materials and workmanship of the foundation. Anchor bolt plans prepared by the Metal Building Provider are intended to show only location, diameter, and projection of anchor bolts required to attach the Metal Building System to the foundation. The Metal Building Provider is responsible for providing to the Builder the loads imposed by the Metal Building System on the foundation. R 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 typical 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) NOTES FOR REACTIONS BLDG. "C' 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+Uve 2 Dead+Collateral+Snow+Slide-Snow 3 Dead+0.6Wind1eft2 4 Dead+0.6Wind_Long2L 5 Dead+0.6Windlong2R 6 Dead+Collateral+0.75Snow+0.45VindJ_ong2L+0.75SIide-Snow 7 0.6Dead+0.6WindJ..eftl 8 0.6Dead+0.6Wind1eft2 9 0.6Dead+0.6Wind-WnglL 10 0.6Dead+O.6W1nd_Long1R 11 0.6Oead+0.6Wind_ ong2R 12 A.6Dead+0.6Wind-Pressure+0.6Wind-Long1L 13 Deod+Collateral+0.75Uve+0.45Wind-Right2+0.45WindSuction 14 0.6Dead+0.6Wind-Leftl+0.6Wind-Suction 15 Dead+Collateral+E1PAT1L2 BUILDING BRACING REACTIONS BLDG. "C' d: Reactions(k) Ponet-Sheor Wall - Col -Wind - -Seismic - (Ib/ft Loc Une Line Horz Vert Harz Vert Wind eis Note t-EW 1 409 16 F_SN 3 Torsional Bracing Used ( h) B..Syf A 2,1 10.5 5.6 0.7 0.4 h)Rigid frame at endwall Reactions for seismic represent shear force, Eh Reaction values shown are unfactored Components &Cladding Width Lenggth Pressure(psf ) Suctlon(psf ) Zone ft) Cft) Member Panel Member Panel 1 2512 28,46 43. 52 48.56 2 10,20 10.20 25.12 28.46 57.45 75.27 3 10.20 25.12 28.46 72,24 95. 66 4 10.20 2512 26.46 72.24 95. 66 5 3.40 10.20 25,12 28.46 79.64 125.8 6 6,80 3,40 25,12 28.46 79.64 125.B 7 41.63 48.56 44. 65 51.57 8 4.59 41.63 48.56 46.88 60,B5 wind towards surface wind away from surface 135602-C Panel Zonel Wind 1 _ 1 DRAWING STATUS El FOR APPROVAL: These drawings, being for approval, are by definition not final and are for conceptual representation only. Their purpose is to confirm the Proper interpretation of the project documents. Only drawings issued For Erector Installation" can be considered complete. El FOR CONSTRUCTION PERMIT: These drawings, being for permit, are by definition not final. Only drawings issued 'For Erector Installation" can be considered complete. FOR ERECTOR INSTALLATION: Final drawings for construction. I R STEEL BUILININM P.O. BOX 75280 PH: 800-324-9992 HOUSTON, TX 77234 FAX: 832- 553-4600 2005 Whirlwind Steel Buildings Inc. All rights reserved ISSUE DATE DESCRIPTION 0 11.29.24 1 FOR ERECTOR INSTA The Engineer whose seal and signature appear on these documents represents 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., and excludes part such as doors, windows, foundation design, and erection of the building. BY CHK an" uwANCHOR BOLT REACTIONS DM FC CUSTOMER: MS AM Mertzon LLC PROJECT REFERENCE Renew Polymers JOBSITE LOCATION: VARIES LOCATION: iton, TX 77279 1731 Treble Dr. Humble, TX 77338 Harris CHK: DATE: ENG: JOB N0: DWG NO: DM FC 11.29.24 EV 13203-35602 F5 Date: 1 / 16/2 `'```\.\\\ DAVID RAY WALL JR o : 144740 'al t_ w Whirlwind Steel F-12081 January 31, 2025 SPLICE PLATE & BOLT TABLE Qty Mark Top Bat Int Type Dia Length Width Thick SP-1 4 4 2 A325 3/4' 2 1/2" 6" 3/44 SP-2 4 4 2 A325 3/4 2 1/4' 6" 5/ 8" SP-3 4 4 2 A325 3/ 4" 2" 6" 1/2" SP-4 4 4 2 A325 1 2 3/4" 8" 3/44 SP-6 4 0 0 A325 3/ 4" 1 3/4" 6" 3/ 8" SP- 7 4 0 0 A325 3/ 4 1 3/4" 6" 3/ 8" FLANGE BRACE TABLE A=L2x2xl4GA B=L2x2xl2GA C=L2x2xl/8 D=L3x3x3/16 FRAME LINE: 2 V ID SIDES MARK LENGTH OFFSET DETAIL CLIP 1 1 FB2A 2'- 5 5/8" 2'- 4" 2 1 FB6C 2'-11 1/2 2'4' 3 1 FB17C 4'-1 5/9 3'- 0" 4 1 FB16A 4'-1 3/4" 3'-O" 5 1 FB19A 4'-3 1/8" 3'-0" 6 2 FB22A 4'-6 3/8" 3'- 0" 7 2 FB24A 5'-4 1/4 4'-0" 8 2 FB23A 5'- 3 3/4„ 4'-0" 9 1 FB18A 4'-1 3/4" 3'- 0" 10 1 FB9A 3'-3 5/8" 2'4' 11 1 FB4A 2'-9 7/8" 2'- 4" 12 1 FB204 2'-11 2'- 4' 13 1 FB208 7/8" 3'-2 5/8- 2'- 4' 14 1 FB211 C 3'-4 1/8" 2'- 4' 15 1 FB213 3'-5 5/8" 2'- 4" 16 1 FB214 4'-0 5/8" 3'-0" 17 1 FB210 3'-3 5/8" 2'4' 18 1 1 1 FB205 3'-0 1/8" 2'4' BASE PLATE TABLE _- Col Plate Size Mark Width Thick Length BP-1 8" 1" 11" BP-2 8" 518" 11" BP-3 8" 1 8" BP-4 8" 5/ 8" 1'-0 1 3'- 5" 3'- 5" 2'-11" 2'-11" 1'-8 3/4: 1'-7 1/4 CAP PLATE BOLTS Mark Qty CP-1 4 Type Dia Li A325 1" 2 34 W/ Gutter @ Sheet DETAIL @ PANEL END DETAIL @ PANEL SPLICE Wall Panel - 9"f Transition Trim DETAIL @ HIGH SIDE DETAIL @ PANEL END HIGH SIDE Mark Start End Thick Len th W x Thk x Len th W x Thk x Length RC1-1 10.0 33.0 0.161 199.7 6 x 1/4" x 197.5 6 x 5/16' k 201.0 33.0/33.0 0.250 36.5 6 x 3/8" x 33.4 RR 1-2 32.0/32.0 0.161 240.0 6 x 1/2" x 240.0 6 x 3/8" x 240.0 32.0/32.0 0,161 240.0 6 x 1/2" x 240.0 6 x 3/8" x 240.0 32.0/32.0 0.161 73.9 6 x 1/2" x 72.5 6 x 3/8" x 64.5 RR 1-3 32.0/41.1 0.250 230.7 6 x 1 /4" x 240.0 6 x 1/2" x 230.9 41.1 /42.0 0.250 24.0 6 x 1/2" x 24.0 42.0/26.0 0.250 200.2 6 x 1/4" x 205.5 6 x 1/2" x 200.8 RR1-4 26.0/26.0 0,133 240.0 6 x 5/16" x 180.0 6 x 1/4" x 180.0 26.0/26.0 0.133 220.3 6 x 3/8" x 240.0 6 x 3/8" x 240.0 26.0/26.0 0.133 24.0 6 x 3/8" x 64.3 6 x 3/8" x 63.2 RC 1-5 29.0/29.0 0.184 31.8 8 x 1/4" x 29.3 8 x 3/$ x 148.9 29.0/18.5 0.161 148.5 8 x 5/16" x 180.3 8 x 5/167 x 119.7 18.5/10.0 0.133 119.4 8 x 1/4" x 119.4 RI1-6 W8841 RC 1- 200r18O 0 0.133 193.4 6 x 1 4 x 192.9 6 x 1 4 x 173.0 6 x i / 4" x 12.3 RR 1-2014 0.161 240.0 6 x 5/ 16' x240.0 6 x 3/8" x 240.0 0 0.161 59.3 6 x 5/16' x 240.0 6 x 3/8" x 59.6 0 0.161 239.6 6 x 5/16' x 58.1 6 x 5/16' x 239.2 33'- 3 1 /2" 30' - 1" --4» 4„ 33' 4- 1 -11"-- 2 33' 4'4 1/ 4" ,-3„ 24'- 1 3/4" 26 Go. Super Span X - Golvalume Plus -4j-- 22 1 2» , - 12 @ 4' -3» 3 @ 4' -0„ Super S an X - Galvalume P. -;-- / 26Go. Sup p 418 12 14 @ 4'-2 3 T 0„ To 1/ 2» 2 2,- 2" 10 II CD a 0 1 1 r- F-_ 16" BOLT TIGHTENING (Snug -Tight) I Cn W Q StrutT3W3 13 14 15 16 15 17 0 18 r _ r- - 711 _ n -- RR 1-201 N 00 o All bolted joints with ASTM F3125 Grade A325 bolts are specified as Snug -Tightened Joints in accordance with the Specification of Structural Joints Using High -Strength Bolts, June 11, 2020, Installation as given in Section 71 Washers are not required for Snug -Tightened Joints using standard standard size holes per Section 61 of the Specification Pretensioning methods, including Turn -of -Nut, calibrated wrench, twist -off tension control bolts or direct tension indicator are not required. Installation inspection requirements for Snug -Tight Bolt is found in Section 9.1 of the Specification. 171 9 10 10 10 c W_10 _ 10 trut 5 6 7 8 _ _ - 3 3 3 3 3--- - -- - 6 3 1/8„ RR1- 4 I cn RR1- 2 `' RR1- 3 vD C0 c Q) Ln 1 cD O .- 00 00 f` U 1 Ico0o _ NU NU U RIGID FRAME ELEVATION: FRAME LINE 2 DRAWING STATUS El FOR APPROVAL: 100 y yThese drawings, being for approval, are by definition not final and are STEEL BUIUNI forconceptualrepresentationonly. Their purpose is to confirm the roper interpretation of the project documents. Only drawings issued For Erector Installation" can be considered complete. FOR CONSTRUCTION PERMIT: P.O. BOX 75280 PH: 800-324-9992 These drawings, being for permit, are by definition not final. HOUSTON, TX 77234 FAX: 832-553-4600 Only drawings issued 'For Erector Installation" can be considered complete. FOR ERECTOR INSTALLATION: © 2005 Whirlwind Steel Buildings Inc. Final drawings for construction. All rights reserved The Engineer whose seal and signature appear on these documents represents 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., and excludes part such as doors, windows, foundation design, and erection of the building. ISSUE DATE DESCRIPTION BY CHK SHEET DESCRIPTION: BLDG SIZE: RIGID FRAME ELEVATION VARIES P1 11.29.24 FOR CONSTRUCTION PERMIT DM FC CUSTOMER: CUSTOMER LOCATION: P2 12.18.24 REV. FOR CONST. PERMIT MS AM Mertzon LLC Houston, TX 77279 PROJECT REFERENCE -- Renew Polymers J013SITE LOCATION: JOBSITE COUNTY: 1731 Treble Dr. Humble, TX 77338 Harris OWN: CHK: DATE: ENG: JOB NO: DWG NO: ISSUE: DM FC 11.29.24 EV 13203-35602 P1 P2 Date: 1/16/26``r", CE OF i CO p..,,........ s,1 0DAVID 144740 7WALLJ Whirlwind Steel F- 12081 January 31, 2025 SPLICE PLATE & BOLT TABLE Qty Mark Top Bot Int Type Dia Length Width Thick Length SP-1 SP-2 SP-3 SP-5 SP-6 4 4 4 4 4 4 4 4 0 0 2 2 2 0 0 A325 A325 A325 A325 A325 3/4" 3/4" 3/4 3/4" 3/4" 2" 2" 2 1/4 1 3/4" 1 3/4' 6" 6" 8 6" 6" 1/2" 1/2" 5/ 8 3/ 8" 3/8 3'-S' 2'-11" 2'-11" 1'-0 34" 11 1/4' FLANGE BRACE TABLE A=L2x2xl4GA B=L2x2xl2GA C=L2x2xl/8 D=L300/16 FRAME LINE: 3 DID SIDES MARK LENGTH OFFSET DETAIL CLIP 1 1 F82A 2'-5 3/ 8" 2'-4" 2 1 F86A 2'-10 3/4" 2'-4" 3 1 F1311A 4'- 0 1/8" 3'-0" 4 1 FB12C 4'-0 1/4" 3'-0" 5 1 FB 13A 4'-0 1/4" 3'-0" 6 1 FB15A 4'-1 1/2" 3'- 0" 7 1 FB19A 4'-4 3/8" 3'-0" 8 1 FB21 C 4'-5 7/ 8" 3'-0" 9 1 FB22C 4'-7 1/8" 3'-0" 10 1 FB14A 4'-0 3/4" 3'-0" 11 1 FB1OA 3'-4 1/8" 2'4' 12 1 FB8A 3'-3 1/2" 2'-4' 13 1 FB9A 3'-3 5/8" 2'-4" 14 1 F85A 2'-101/2" 2'-4' 15 1 FB201A 2'-7 7/8" 2'-4" 16 1 FB203 2'-11" 2'-4' 17 1 FB207 3'-0 7/8" 2'-4' 18 1 F8209 3'-2 7/8" 2'-4' 19 1 F821 2C 3'-4 7/8" 2'-4' 20 1 FB206 3'-0 1 /4" 2'-4' 21 1 FB202 2'-8" 2'-4' BASE PLATE TABLE Cal Plate Size Mark Width Thick Length BP-1 8" 3/4, 10 5/ 8" BP-2 8" 5/8" 10 9/16' BP-3 8" 1 ' 10" CAP PLATE BOLTS Mark Oty Type Dia Li CP-1 4 A325 1" 2 314 wl Gutter @ Sheeted Wall DETAIL @ PANEL END DETAIL @ PANEL SPLICE Wall Panel 9"t Transition Trim DETAIL @ HIGH SIDE DETAIL @ PANEL END HIGH SIDE Mark Web Depth Web Plate Outside Flange Inside Flange Start End Thick I Length W x Thk x Length W x Thk x Length RC2-1 10.0 32.0 0.184 236.5 6 x 1 4 x 205.7 6 x 1 4 x 203.2 6x5/16" x32.4 RR2-2 30.0/30.0 0.161 240.0 6 x 3/ 8" x 233.2 6 x 5/16" x 240.0 30.0/30.0 0.161 240.0 6 x 3/ 8" x 24.0 6 x 5/16" x 240.0 30.0/30.0 0.161 75.4 6 x 1/2" x 240.0 6 x 5/16" x 75.4 6x1/2" x56.9 RR2-3 30.0/39.1 0.250 229.5 6 x 1/4" x 240.0 6 x 1/2" x 229.7 39.1 /40.0 0.250 24.0 6 x 1 /4" x 179.8 6 x 1/2" x 24.0 40.0/26.0 0.250 166.3 6 x 1/2" x 166.9 RR2-4 26.0/26.0 0.133 240.0 6 x 1/4" x 180.0 6 x 1/4" x 180.0 26.0/26.0 0.133 240.0 6 x 5/16" x 240.0 6 x 5/16" x 240.0 26.0/26.0 0.133 30.4 6 x 5/16" x 90.4 6 x 5/16" x 89.3 RC2-5 29.0/23.0 0.161 179.8 8 x 1/4" x 29.3 8 x 5/16" x 148.2 23.0/10.0 0.133 120.0 8 x 5/16" x 179.8 8 x 1/4" x 120.7 8 x 1/4!' x 120.0 EC-10 W10683 RC2-200 10.0 10.0 0.133 193.4 5 x 1/4' x 193.0 5 x 1/4!' x 181.1 6x1/4"x10.2 RR2-201 10.0/24.4 0.161 240.0 6 x 3/8" x 240.0 6 x 3/8" x 240.0 24.4/28.0 0.161 60.9 6 x 3/ 8" x 60.5 6 x 3/8" x 61.5 28.0 10.0 0.161 239.6 6 x 1/4!' _ x 239.6 6 x 5/16" x 239.8 BP-4 8" 1 /2" 10 1/2" 33'-3 1 /2" Q 1 /2" 12 30'-1" 11 1/4 33'-11" 2 33'-2" 1/4" 24'-1 3/4' 26 Go. Super Span X - Galvalum12 ® 4'-3 e Plus - 3 @ 4'-0" 22'- 3" 26 Ga. Super Span X - Galvalume -2 16„ 15 0 4'-2 3 8" 4 , 11 @ 3'-11 1/ , V c7, 0 BP- I. 1.10 1 U 1 i1R= n 0- Cn NESTEDCOLUMNlow D(2) VOx'I34"A325 AT TOP/DOTT 2)''Ox134" A325 SPACED AT 48" O.C. i c-) MAX INTERIOR z E BP- 145'-0 1/2" '-8 5/8" 66'-6 3 8" Clearance Clearance 69'-3" 11" OUT - TO -OUT OF 35602-C) BOLT TIGHTENING ( Snug -Tight) All bolted joints with ASTM F3125 Grade A325 bolts are specified as Snug -Tightened Joints in accordance with the Specification of Structural Joints Using High -Strength Bolts, June 11, 2020, Installation as given In Section 7,1 Washers are not required for Snug -Tightened Joints using standard standard size holes per Section 61 of the Specification Pretensioning methods, including Turn -of -Nut, calibrated wrench, twist -off tension control bolts or direct tension indicator are not required, Installation inspection requirements for Snug -Tight Bolt is found in Section 9.1 of the Specification, 1" OUT - TO -OUT OF 35602-A) RIGID FRAME ELEVATION: FRAME LINE 3 DRAWING STATUS FOR APPROVAL• These drawings, being for approval, are by definition not final and are t+rt• 1 Y d1 WIBU'IILM+ for conceptualrepresentationonly. Their purpose is to confirm the 1 7 r G i groperinterpretationoftheprojectdocuments. Only drawings issued For Erector Installation" can be considered complete. FOR CONSTRUCTION PERMIT: P.O. BOX 75280 PH: 800-324-9992 These drawings, being for permit, are by definition not final. HOUSTON, TX 77234 FAX: 832-553-4600 Only drawings issued "For Erector Installation" can be considered complete. FOR ERECTOR INSTALLATION: 2005 Whirlwind Steel Buildings Inc. Final drawings for construction. All rights reserved 3 ISSUE DATE I DESCRIPTION P1 11. 29.24 1 FOR CONSTRUCTION N I lZ to u57'- 4 3/8- Clearance 59'- 10" The Engineer whose seal and signature appear on these documents represents 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 and excludes part such as doors, windows, foundation design, and erection of the building. T DESCRIPTION: - BLDG SIZE: RIGID FRAME ELEVATION VARIES TOMER: CUSTOMER LOCATION: Mertzon LLC Houston, TX 77279 JECT REFERENCE: Renew Polymers 3ITE LOCATION: JOBSITE COUNTY: 1731 Treble Dr. Humble, TX 77338 Harris CHK: DATE: ENG: JOB NO: DWG NO: ISSUE: OM FC 11.29.24 EV 13203-35602 P2 I P2 a c a0 00 N U 2 2'-5 5/ 8" Date: 1 / 16/25_'"\\\\ r*;• I DAVID RAY WALLA Whirlwind Steel F-12081 January 31, 2025 SPLICE PLATE & BOLT TABLE Qty Mark Top Bot Int Type Dia Length Width Thick Length SP-1 4 4 0 A325 3/4" 1 3/4" IT' 3/ 8" 1' 1'-11 3/4" SP-2 2 4 0 A325 3/47 2" 6 1/2 -7 314 FLANGE BRACE TABLE A=L2x2xl4GA B=L2x2xl2GA C=L2x2xl/8 D=1_300/16 FRAME LINE: 1 V ID I SIDES I MARK I LENGTH OFFSET I DETAIL I CLIP 1 2 1 1 1 FB`IA F85A 2'-44 2'-8 1/2" 2'-4' 2'-4' BASE PLATE TABLE Col Mark Plate Size Width Thick Length BP-1 BP-2 8" 3/8" 8" 3/8" 1'-2 1/2" 1'- 1 1/2" 1 /2" 12 BOLT TIGHTENING (Snug -Tight) All bolted joints with ASTM F3125 Grade A325 bolts are specified as Snug -Tightened Joints in accordance with the Specification of Structural Joints Using High -Strength Bolts, June 11, 2020, Installation as given in Section 7,1 Washers are not required for Snug --Tightened Joints using standard standard size holes per Section 6A of the Specification Pretensioning methods, including Turn -of -Nut, calibrated wrench, twist -off tension control bolts or direct tension indicator are not required, Installation inspection requirements for Snug -Tight Bolt is found in Section 9.1 of the Specification, 314 w/ Gutter Sheeted W011 DETAIL Cc) PANEL END F2 16" DETAIL @ PANEL SPLICE 36'-9" 3 @ 3'-10 1 /8 r r-- NZ 713 RIGID FRAME ELEVATION: FRAME LINE 3 G - 33- 11 — 41$ 1/4" 1,2`10 1/4"1 14 2 W DRAWING STATUS FOR APPROVAL 100Thesedrawings, being for approval, are by definition not final and areSTEEL BUIL[)IIVG for conceptual representation only. Their purpose is to confirm the Proper interpretation of the project documents. Only drawings issuedForErectorInstallationcanbeconsideredcomplete. FOR CONSTRUCTON PERM ff: P.O. BOX 75280 PH: 800- 324-9992 These drawings, being for permit, are by definition not final. HOUSTON, TX 77234 FAX: 832- 553-4600 Only drawings issued "For Erector Installation" can be considered complete. FOR ERECTOR INSTALLATION: © 2005 Whirlwind Steel Buildings Inc. Final drawings for construction. All rights reserved ISSUE I DATE P2 1 12.1 Mark web ue to Web date uutslae rlange W x Thk x Len th Inslae rlange W x Thk x LengthStartndThickLenth RC 1-100 14.0 14.0 0.133 217.6 5 x 1 4 x 217.0 5 x 1/47 x 198.2 6 x 1/4" x 14.3 RR 1-101 15.0/ 15.0 0.133 240.0 5 x 1 /4" x 240.0 5 x 1 /4" x 240.0 15.0/ 15.0 0.133 179.7 5 x 1 /4" x 179.1 5 x 1 /4" x 179.1 RCl-102 13.0/13.0 0.133 235.7 6 x 1/4;; x 13.3 6 x 1/4" x 215.6 DESCRIPTION I BY I CHK FOR CONST. PERMIT I MS I AM The Engineer whose seal and signature appear on these documents represents Whirlwind Steel Buildings, Inc., and is not the Engineer of Record for the overall project. The Engineers responsibility is limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., and excludes part such as doors, windows, foundation design, and erection of the building. EET DESCRIPTION: BLDG SIZE: RIGID FRAME ELEVATION VARIES STOMER: CUSTOMER LOCATION: Mertzon LLC Houston, TX 77279 DJECT REFERENCE: Renew Polymers 3SITE LOCATION: JOBSITE COUNTY: 1731 Treble Dr. Humble, TX 77338 Hams N: CHK: DATE: ENG: JOB NO: DWG NO: ISSUE: DM FC 11,29.24 EV 13203- 35602 P3 P2 Date: 1/16125!!`r\ f OFT 1 if DAVID RAY WALL JR 11vw 7G a.C Whirlwind Steel F-12081 January 31, 2025 SPLICE PLATE & BOLT TABLE Mark Top SP-2 Qty Bot Int Type Dia Length 4 4 2 A325 3/4' 1 3/ 4" Width Thick Lengt 6" 31/8" 2'-9" CAP PLATES Col Id Bolt------ Qnt Type Dia Len Plate Size Width Thick Length R12-105 4 A325 0.625 2.000 6.000 0,625 10.209 FLANGE BRACE TABLE A=L2x2x14GA B=L2x2xl2GA C=L2x2xl/B D=L3x3x3/16 FRAME LINE: 4 5 6 V ID SIDES MARK LENGTH OFFSET DETAIL CLIP 1 2 3 4 1 1 1 1 FB102 FB108 FB107 FB101 2'-5 7/ 8" 3'-2 1/8" 3'-2 1 /8" 2'-5 1/47 2'-4" 2' 4' 2'-4" 2'4' BASE PLATE TABLE Col Mark Plate Size Width Thick Length BP-1 BP-2 8" 5/8; 10 1/2" T 5/8' 10 1 3 1 /4" 36'-9 26 Go. Super Span X Galvalume Pius 4 @ 3'-2 11 16' Strut E__[_ 0 i co I I o Cn Q N CD CO CD NIoo d- C7 CD 3'-6 1/2" CN CJ I BR-1 I 0 1 /2" I 3Q3'-101 9' 58 RR2-101 51'-1" Clearance 53'-1 1 /2' 14 W/ Gutter Sheeted W011 DETAIL @ PANEL END 41g' Ln j N 6 3 16" T-10 3 8" DETAIL @ PANEL SPLICE 33'-11" N RR2-102 n I v V) 106'-3" OUT -TO -OUT OF BLDG. "B") Ln O I NI rra I co T5 1/2" BPS 2 C DETAIL @ PANEL END RIGID FRAME ELEVATION: FRAME LINE 4 5 6 4_ 4316' 1 A n a MEMBER TABLE Mark RC2-100 RC2-100A Web De th Web Plate Outside Flange W x Thk x Len th 6 x 1/4" x 216.9 Inside Flange W x Thk x Length 6 x 1/4!' x 189.9 Start End 10,0724 Thick 0.133 Lencith 217.9 6x1/4" x24.3 RR2-101 24.0/24.0 24.0/24.0 0.133 0.133 240.0 233.8 6 x 1 /4" x 76.8 6 x 5/16" x 240.0 6 x 1 /4" x 240.0 6 x 1/4" x 233.8 24.0/24.0 0.133 24.0 6 x 5/16" x 180.0 6 x 1/4" x 24.0 RR2-102 24.0/24.0 24.0/24.0 0.161 0.133 233.2 240.0 6 x 5/16" x 233.2 6 x 1/4" x 240.0 6 x 1/2" x 233.2 6 x 1/4" x 240.0 RR2-103 24.0/24.0 0.133 231.0 6 x 1 /4' x 231.0 6 x 1 /4" x 230.0 RC2-104/RC2-104A/RC2-1048 24.0/24.0 23.0/18.0 0.133 0.133 24.0 150.0 6 x 1 /4" x 24.0 6 x 1/4" x 23.3 6 x 1 /4" x 24.0 6 x 1 /4" x 120.6 18.0/ 10.0 0.133 120.0 6 x 1 /4" x 30.0 6 x 1 /4" x 120.3 6 x 1/4!' x 240.0 RI2-105 W1 OX22 51'-2" Clearance 53'-1 1/2" F'-7 1 /2„ RR2-103 3' -0„ n I) I N c.0 N - Cll C UN0LO CD as N U C14 N tY 0 i N U I0-10 L 3'-5 1 /8" CO d- 3'-6 1 /2" or) I IO Date: 1 / 16/2'4_`*\\\\ O F DAVID RAY WALL JcRRi' h1p7G)al:G The Engineer whose seal and signature appear on these documents represents Whirlwind Steel tip ONA4 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., Whirlwind Steel and excludes part such as doors, windows, foundation design, and erection of the building. F-12081 BOLT TIGHTENING (Snug -Tight) SHEET DESCRIPTION: BLDG SIZE: January 31, 2025y All bolted joints with ASTM F3125 Grade A325 bolts are specified as Snug -Tightened Joints in DRAWING STATUS ISSUE DATE DESCRIPTION By CHK RIGID FRAME ELEVATION VARIES accordance with the Specification of Structural Joints Using High -Strength Botts, June 11, 2020, These drawings,being for approval, are by definition not final and are000 P1 11,29.24 FOR CONSTRUCTION PERMITSTEELBUILG1aM DM FC CUSTOMER: CUSTOMER LOCATION: Mertzon LLC Houston, TX 77279 installation as given in Section 7,1 Washers are not required for Snug -Tightened Joints using standard for conceptual representation only. Their purpose is to confirm the P2 12. 18.24 REV. FOR CONST. PERMIT MS AM PROJECTREFERENCE standard size holes per Section 6.1 of the Specification proper interpretation of the project documents. Only drawings issued ForErectorInstallation" can be considered complete. Renew Polymers JOBSITE COUNTY: Pretensioning Methods, including Turn -of -Nut, calibrated wrench, twist -off tension control bolts or FOR CONSTRUCTION PERMIT: These drawings, being for permit, are by definition not final. P. O. BOX 75280 PH: 800-324-9992 HOUSTON, TX 77234 FAX: 832-553-4600 JOBSITE LOCATION: 1731 Treble Dr. Humble, Tx 77338 Harris direct tension indicator are not required, Installation inspection requirements for Snug -Tight Bolt is Only drawings issued Erector Installation" can be considered complete. 2005 Whirlwind Steel Buildings Inc. DWN: CHK: DATE: ENG: JOB N0: DWG NO, ISSUE EV 13203-35602 P4 P2 found in Section 9,1 of the Specification. FOR ERECTOR INSTALLATION: Final drawings for construction. All rights reserved DM FC 11.29.24 SPLICE PLATE & BOLT TABLE Mark Oty Top Bot Int Type Dia Length Width Thick SP-1 SP-2 4 4 4 0 4 0 A325 A325 3/4" 2" 3/4 1 3/ 4' 6" 6' 1/2" 3 8 CAP PLATES Col Id Qnt Bolt------ Type Dia Len Width Plate Size Thick Lengt EC-104 4 A325 0.625 1.500 6.000 0.375 10.200 EC-103 4 A325 0.625 1.500 6,000 0,375 10.200 EC-102 4 A325 0.625 1.500 6.000 0.375 10.200 FLANGE BRACE TABLE A=L2x2xl4GA B=L2x2x12GA C=L2x2xl/8 D=L3x3x3/16 FRAME LINE: 7 D ID SIDES MARK LENGTH OFFSET DETAIL CLIP 1 2 1 1 F8104 FB1O0 2'-1' 2'- 4 3/8" 2'-4" 2'-4" BASE PLATE TABLE Col Mark Plate Size Width Thick Length BP-1 BP-2 91 8" 3/8" 11" 1 /2" 10 1 /2" d 1 /2" 12 2'-11 7/ 8" 4'-8 1 /2" 3'-6 1 /2" 3I w/ Gutter @ F Sheeted W011 DETAIL @ PANEL END DETAIL @ PANEL SPLICE Mark Start End RC3-100 10.0 20.0 0"to12 RR3-101 12.0/12.0 12.0/12.0 RR3-102 12.0/12.0 12.0/12.0 RR3-103 12.0/12.0 12.0/12.0 RC3-104 16.0/15.7 15.7/10.0 EC-104 WlOX22 EC-103 W1OX22 EC-102 W1OX22 DETAIL @ PANEL END 1 111 1 1 !ll 3 1 /4" 36,-9" - 26 Ga. Super Span X - Ga{valume Plus 4'-2 3/16" 15 @ 4'-2 3/ 8 3@3'-101 8" 3@3'-01 4"2'-71316" d an 'T- 11116 L v J I Cn 0 o r- U IC- v RR3-101 I N a 7 N I n r r a) o II v wIa c5 W RR3-102 N I IZ cn P o I I II LLJ I I 0 U 1` a A, 0,133 240.0 0.133 165.2 0.133 240.0 0.133 186.3 0.133 240.0 0.133 165.1 0.133 30,1 0.133 240.0 V)'-7 1 /Z RR3-103 JUTslae rlange V x Thk x Length 6x38 x217.0 6 x 1 /4" x 20.4 5 x 1 /4" x 240.0 5x1/4"x164.7 5 x 1 /4" x 240.0 5 x 1 /4" x 186.3 5 x 1 /4" x 240.0 5 x 1 /4" x 165.1 6 x 1 / 4" x 16.4 5x1/4"x150.1 6 x 3/8" x 120.0 nslae riange V x Thk x Lenath 6x3/9' x201.7 5 x 1 /4" x 240.0 5 x 1 /4" x 165.2 5 x 1 /4" x 240.0 5 x 114 x 186.3 5 x 1 /4" x 240.0 5 x 114 x 164.6 5 x 1 /4" x 133.1 6 x 3/8" x 120.0 I In N I co i I CD QO a (XD 9 ' C- 2'-2 1 /2 BP-1 BP -2 BP-2 BP -2 13P-11111'-8 3 4' 24'-10" 25'-2 1 8" 1'-4 5 8" Clearance Clearance 26'-6 3 4" 26'-6 3 4' 26'-6 3 4' 26'-6 3 4" E G 106'-3" OUT -TO -OUT OF STEEL 35602-B) B L RIND FRAME ELEVATION.- FRAME TIE 7 I BOLT TIGHTENING (Snug -Tight) All bolted joints with ASTM F3125 Grade A325 bolts are specified as Snug -Tightened Joints in accordance with the Specification of Structural Joints Using High -Strength Bolts, June 11, 2020, Installation as given in Section 7.1 Washers are not required for Snug -Tightened Joints using standard standard size holes per Section 61 of the Specification Pretensioning methods, including Turn -of -Nut, calibrated wrench, twist -off tension control bolts or direct tension indicator are not required. Installation inspection requirements for Snug -Tight Bolt is found in Section 9.1 of the Specification. DRAWING STATUS FOR APPROVAL These drawings, being for approval, are by definition not final and are STEEL BUIL[)IhIGSforconceptualrepresentationonly. Their purpose is to confirm the Proper interpretation of the project documents. Only drawings issued For Erector Installation can be considered complete. FOR CONSTRUCTION PERMIT: P.O. BOX 75280 PH: 800-324-9992 These drawings, being for permit, are by definition not final. HOUSTON, TX 77234 FAX: 832- 553-4600 Only drawings issued 'For Erector Installation" can be considered complete. FOR ERECTOR INSTALLATION: 2005 Whirlwind Steel Buildings Inc. Final drawings for construction. All rights reserved The Engineer whose seal and signature appear on these documents represents Whirlwind Steel Buildings, Inc., and is not the Engineer of Record for the overall project. The Engineers responsibility is limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., and excludes part such as doors, windows, foundation design, and erection of the building. ISSUE DATE DESCRIPTION BY CHK SHEET DESCRIPTION: BLDG SIZE: RIGID FRAME ELEVATION VARIES P1 11.29.24 FOR CONSTRUCTION PERMIT DM FC CUSTOMER: CUSTOMER LOCATION: P2 12.18.24 REV. FOR CONST. PERMIT MS AM Mertzon LLC Houston, TX 77279 PROJECT REFERENCE: Renew Polymers JOBSITE LOCATION: JOBSITE COUNTY: 1731 Treble Dr. Humble, TX 77338 Harris OWN: I CHK: DATE: ENG: JOB NO: DWG NO: ISSUE: DM FC 11.29. 24 EV 13203-35602 P5 P2 3'-6 1 / Date: 1!f 6125''``., DAVID.RAY WALL JR Whirlwind Steel F-12081 January 31, 2025 169'-9" OUT —TO —OUT OF STEEL 7 WALKDOORS AND WINDOWS FRAMED OPENINGS 58'—d' BLDG. "A & "C" 111'-9" BLDG. "If MK. QTY. FINISH DESCRIPTION MK. QTY. WIDTH HEIGHT OPENING FOR: F 2 WHITE 3070 (M) (w/P.Hardware)— A 1 12'-0' 12'-0" RUD NOT BY MBP 28'—Q 2 3 28'-0" 5 28'—Y' 6 27'-9" Keyed Alike & Closer B 7 5'-0' 5'- 0' FAN NOT BY MBP 5" A 6° 4" 1'-1" G 1 WHITE 3070 (M) (w/P.Hardware)— C 3 9'-0" 10'-0' RUD NOT BY MBP 77 E 10 Keyed Alike D 1 8'- 0" 12'-0" RUD NOT BU MBP A o E-201 ' C1-200 E-200 RC2-200 A H 1 L. STONE 4'-6"x4'—O" DOOR CANOPY K. E 2 5'- 0' 5'- 0' LOWER NOT BY MBP 41 6N r T 00RC1-100 E-105' RC2-100 E-104 ' RC2-1DOA E-104 RC2-100B E-103 ' C3-100 8 i CD o P-100 P-102 / 1 TYP P_1 P8 trot ' P-106 P-100 04 P-102 / P-104 / P-106 CRCD," P-100 \ yQ2 fi P-106 o P-100 ' / P-102 \ l0 G% / P-104 \ \0 P-106 E11 o / IIRRt-101 P-100 ' — 101 P-102 ' R/L 101 P-104 \ RR2-101 P-106 RR3-101 N E10 w P-100 ` ~ ' P-102 ` '\ P-104 ' P-tos II SPECIAL BOLTS N P-100 ,-P-111o2 cQ,l - -' P o4 lo P-106 I ( ROOF PLAN AN TYPE DIA N P-10 P-102 ' '' P-104 ' P-tas ' I I E 1 QU 4 A307 1 2 1ENGT4H WAOSH N P-100 P-102 ` _ P-104 P-106 IIw 0 P-100 p4 — Ism`-102 C8-` 1fli P-1 -CB 10 P-106 0 1 P-100 ' '' P-102 ' '' f P-104 1 P-106 F i17RC1-102 w P-101 T P-103 T / \ P-105 T / P-107 T 1 RR3-102N. II N N RR2-102 / RR2,-'102 RR2<102 II m RI2-105 \ 1 — 1 H w \ / \ / NG "B" \\ // I I14- o 1 N 1 J M o s W \ \ IIW 0 n \ / RR3-103 IIRR2-103 RR2-103 RR2-103 N x x M N K E11 i \°> d1r \°> w T P-108 Strut E-100 t RC2-104 E-101 i C2-104A E-101 I RC2-1048 E-102 C3-104 E N 1 m D z I E10 N b o N o . o w Gwo- E11 i 0 ROOF FRAMING PLAN 10 w I w P W I N N I NI to 101CD LL Lo m o 1 ~ T 1 U M M w I 1 N n. F E10 1 N U HW R Date: 1l1, z` sP OF WE11 X ....... Typ E-1 C1-5 E-2 RC2-5 S % •• DAVID RAY WALL JR•• 1 s,-d' l o : 144740.. .•.:(c PURLIN 1'-1 3 3'-1 3 4 LAP / / 4" 3'-1 3/4 1'-1 3/4: 3'-1 3/4 1'-1" '1 S1•/CENSti.••'j``rCIJYY//.i' EXISTING BUILDING E 28'-0" 28'-0" 28'-0" 27'-9" The Engineer whose seal and signature appear on these documents represents Whirlwind Steel 11\s9ON'n"` E E10 Buildings, Inc., and is not the Engineer of Record for the overall project The Engineers \l-xbv "vm " responsibility is limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., Whirlwind Steelandexcludespartsuch as doors, windows, foundation design, and erection of the building. F-12081 DRAWING STATUS ISSUE DATE DESCRIPTION BY CHK SHEET DESCRIPTION: BLDG SIZE: January 31, 2025 PURLIN FOR APPROVAL " RIGID FRAME ELEVATION VARIES y 2'-1 3 4 These drawings, being for approval, are by definition not final and are 'wIN+ P1 11.29. 24 FOR CONSTRUCTION PERMIT DM FC CUSTOMER: CUSTOMER LOCATION: LAP 2'-1 3/4 6° for conceptual representation only. Their purpose is to confirm the Mertzon LLC Houston, TX 77279 Proper interpretation of the project documents. Only drawings issued P2 12. 18.24 REV. FOR CONST. PERMIT MS AM28'—T 30'—O" PROJECT REFERENCEForErectorInstallation" can be considered complete. Renew Polymers 1 2 3 ® FOR CONSTRUCTION PERMIT: P.O. BOX 75280 PH: 800-324-9992 JOBSITE LOCATION: JOBSTfE COUNTY: These drawings, being for permit, ore by definition not final. HOUSTON, TX 77234 FAX: 832-553-4600 1731 Treble Dr. Humble, TX 77338 HarrisOnlydrawingsissued 'For Erector Installation can be considered complete. FOR ERECTOR INSTALLATION: © 2005 Whirlwind Steel Buildings Inc. DWN: CHK: DATE: ENG: JOB N0: DWG N0: ISSUE Final drawings for construction. All rights reserved DM FC 11.29.24 EV 13203-35602 Et P2 P-200 T P-201 T ER-200 1 x RR1-201 RR2-201 BUI NG "C" ER-201 0 B E10 RC1-1 RC2-1 Typ P-6 Strut P-1 T G2 P-2 T ER-1 x RR2-2 RR1-2 R-2 x BUILD NG "A" RRt-3 RR2-3 RIt-6 P-2A w P-2A x ER-3 P-2A P-2A P-2A P-2A P-2A x P-2A RR1-4 1 P-2A RR2-4 ER 4\ P-2A o P-2A x P-2A P-2A P-7 Strut IN, EXTENSION CANOPY BOLTS ROOF PLAN MARK QUAN TYPE DIA LENGTH EBR-1 4 A325 5 8 1 3 4 EBR-2 4 A325 5/8" 1 3/4" EBR-3 4 A325 5 8" 1 3 4" MEMBER TABLE ROOF .PLAN MARK PART BLDG. A EBR-1 W12X14 EBR-2 W12X14 EBR-3 W12X14 P-1 10X25Z12 P-2 10X25Z12 P-3 12X25Z14 P-4 12X25Z14 P-5 12X25Z14 P-6 10X25Z16 E-1 10HES140 E-2 10HES140 E-3 10ES140 E-4 10ES140 E-5 12X35C14 E-6 12X35C14 E-7 12X35C14 CB-8 0.50_CBL CB-9 0.50_CBL CB-10 0.38_CBL CB-11 0,38_CBL CB-12 0.25_CBL CB-13 0.50_CBL CB-14 0.50_CBL CB-15 0.50_CBL C-1 8X25C14 BLDG. B P-100 10X35Z12 P-101 10X25Z12 P-102 10X35Z14 P-103 10X25Z14 P-104 10X35Z14 P-105 10X25Z14 P-106 10X35Z14 P-107 10X25Z12 P-108 10X25Z16 P-109 10X25Z16 E-100 10HES140 E-101 10HES140 E-102 10HES140 E-103 10ES140 E-104 10ES140 E-105 10ES140 CB-102 0.38_CBL CB-103 0.31_CBL CB-104 0.25_CBL CB-105 0.25_CBL CB-106 0,25_CBL CB-107 0.38_CBL C-100 8X25C14 BLDG. C P-200 10X25Z12 P-201 10X25Z12 E-200 10ES140 E-201 10ES140 CB-202 0.38—CBL CB-203 0.38_CBL CB-204 0.31_GBL CB-205 0.31_CBL O DOWNSPOUT LOCATIONS 1) DS-601 @ 17'-0" 3 DS-106 DOWNSPOUT LOCATIONS 1 DS-101 @ 11'-4" W/K. 1 DS-101 N@5'—Y' 1 DS-120 1) DS-121 2) DS-105 DOWNSPOUT LOCATIONS 1) SF-8 DOWNSPOUT LOCATIONS 1) DS-601 @ 19'-0" 4) DS-106 C n 7 Q0 7 l.rml N d' N a, M N M MM A& 169'-9" OUT —TO —OUT OF STEEL 9 & "C') 111'-9" (BLDG. " X-0" " 3 28'-0 Q 28'—Cr E I EAJs —D" 00 DS-601 20'-0" wj(4)DS-106 5F-13 VG1 VG2 VG3 VG4 VG5 VGfi EXISTING BUILDING / 28 N O C X a Ca z ; I— 9 I J Ld Cn N W L.L Oa LLON m I The Engineer whose seal and signature appear on these documents represents Whirlwind Steel Buildings, Inc., and is not the Engineer of Record for the overall project. The Engineers responsibility is limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., and excludes part such as doors, windows, foundation design, and erection of the building. Q 1/r' 12 3'-6 9/16" 1 1m EC-200 O EC-201 S EC-1 © EC-2 p\ EC-3 per EC-4 EC-5 v EC-6 EC-7 8'-11 314 5'-0 8'-11 3 4" 8'-11 3 4 5'--" 0 8'-11 3 4 8'-4" 05'" 8'-4"J. 8'-4" 6' D- 0" 8'-4" 8'-4" 1-5'-Cr- 8'-4" 8'- 4" 5'-0" 8'-4' 8'-4" 5'-0 8'- 4" ENDWALL FRAMING: FRAME LINE 1 I I I I I I I I I Q1/2" 1/2" 1 2 2 4 00j vo I 8 7 6 7 7 IN 2v 8 7 7 N tv N 8 O 7' 7 iv s N O7 7 IN IN ICN c I g O I ih N N N N N N N in N 1 I V III 1 I O pI 00 MI a0I I tX) I I aN I O I N y I N N I CV N N iy N N N N N CV N N N) N N MN N N r 1 N N N N N N N N J ZL ` I io ao e M o0 00 N N I C i N I N O r` M III N al V I- V N O) to coI N N 11 I' X Z/E3 D Sheeting Direction Tek-5 012" Light Stol Corner \-WalSSXPanel CT-10 SECTION "Z/E3" GENERAL SHEETING & TRIM NOTES: 1. Refer to erection drawings for rake angle locations. 2. Roof member screws are on 12' centers at the intermediate purlins. The spacing at the eave, end lap, and peak purlins are as shown. 3. Wall member screws are on 6' centers at the base member and 12" centers for all remaining members. 4. Roof stitch screws are located (1) at each member and (2) between members spaced evenly apart (20" maximum spacing). 5. Wall stitch screws are located (1) at each member then spaced evenly apart between members with the spacing not to exceed 20". 6. Skylight stitch screws are at 6' o.c. 7. Start endwall panels at centerline of bldg, unless noted. B. Gutter, rake, & eave trim lap 2'. All other trims by 1". 9. Field 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 oil laps. 12. Gutter support strap spacing: Super Span 36", Super Seam 48", Weather Lok-16 32". 13. Downspout strap spacing: 4" x 4' 8'-0" o.c. max, larger downspouts 5-0' o.c. max. 14. Comer and/or peak boxes are not furnished with trim profiles. Feld miter as required. 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 appropriate standing seam technical/erection manual or standard pull outs for through -fastened (screw -down) type roof systems 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 ft. 3. Flange braces are marked by their length in decimal inches. 4. Outside flange of girt turns down unless noted. 5. Endwall girls and eave struts do not lap. 6. Feld cut and self -top girls at walk doors. 7. Field slot girls for brace rods or cables. 8. field locate windows and walk doors. 9. Field weld all splices at 14 gauge valley gutters. 10. Feld Bolt Ak400 base clip to endwall columns: 2) 5/8" x 1- 1/2' A325 bolts if (1) AK400 required. 2) 5/8" x 1-3/4" A325 bolts if (2) AK400 required. 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. Sub -jambs for overhead or roll -up doors, if required, are not furnished by Metal Building Provider. ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Ga. SSX - Light Stone FOR APPROVAL These drawings, being for approval, are by definition not final and are for conceptual representation only. Their purpose is to confirm the Proper interpretation of the project documents. Only drawings issued For Erector Installation can be considered complete. FOR CONSTRUCTION PERMIT-. These drawings, being for permit, are by definition not final. Only drawings issued For Erector Installation" can be considered complete. FOR ERECTOR INSTALLATION: Final drawings for construction. 5 IRLWIN STEEL BI H1XNW P.O. BOX 75280 PH: 800-324-9992 HOUSTON, TX 77234 FAX: 832-553-4600 2005 Whirlwind Steel Buildings Inc. All rights reserved COLUMN 3)TEK-5 GIRT SECTION " W " (Mk: Z-1, Z-2) ISSUE I DATE I DESCRIPTION I BY CHK P1 1 11.29.24 IFOR CONSTRUCTION PERMIT I DM FC BOLT TABLE FRAME LINE 1 LOCATION T QUAN TYPE DIA LENGTH BLDG. A Cor_Column Raf 4 A325 5/ 8:: 1 1 2 ER-1/ER-2 8 A325 5/ 8" 2" ER-2/ER-3 8 A325 5/ 8" 2" ER-3/ER-4 8 A325 5/8" 2" Int-Column Raf 1 4 A325 5/8" 1 1 2" BLDG. C Cor_Column Raf 4 A325 5 8 1 1 2 ER-200/ER-201 8 A325 5/ 8" 2" EC-201 ER-201 4 A325 5 8" 1 1 2" TRIM TABLE FRAME LINE 1 OID MARK LENGTH QTY 1 RT-101 20'-3 7 2 RT-101 15'4' 3 3 CT-102 17'-0" 1 4 CT-102 1'-5' 1 5 CT-102 6'-7 1 6 CT-102 19'-8" 1 7 JT-101 5'-4" 14 8 HT-101 5'-4" 7 9 MT-1 13 5'4' 7 10 BT-101 10'-S' 18 11 JT-101 7'-4' 2 12 HT-101 3' 4' 1 The Engineer whose seal and signature appear on these documents represents Whirlwind Steel Buildings, Inc., and is not the Engineer of Record for the overall project. The Engineers responsibility is limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., and excludes port such as doors, windows, foundation design, and erection of the building. ENDWALL FRAMING VARIES CUSTOMER: CUSTOMER LOCATION: Mertzon LLC Houston, TX 77279 PROJECT REFERENCE - Renew Polymers JOBSTTE LOCATION: JOBSITE COUNTY: 1731 Treble Dr. Humble, TX 77338 Harris DWN: CHK: DATE: ENG: JOB NO: DWG NO: ISSUE: DM FC 11.29.24 EV 13203-35602 E3 P2 FLANGE BRACE TABLE FRAME LINE 1 STIDffMA2RAK, LENGTH 12'-5 1 82A2'-5 7 8" MEMBER TABLE FRAME LINE 1 MARK PART BLDG. A EC-1 W12X14 EC-2 W10X12 EC-3 W1OX12 EC-4 W10X12 EC-5 W10X12 EC-6 W10X15 EC-7 W1OX22 ER-1 W8X10 ER-2 W8X10 ER-3 W8X10 ER-4 W8X10 DJ-1 8M25C14 G-1 8X25Z14 G-2 8X25Z12 G-3 8X25C12 G-4 8X25C12 G-5 8X25Z14 G-6 8X25Z12 G-7 8X25C12 G-8 8X25Z14 G-9 8X25Z12 G-10 8X35Z14 Z-1 5X25Z16 Z-2 5X25Z16 CB-1 0.38_CBL CB-2 0.38-CBL BLDG. C EC-200 W1OX22 EC-201 W10X12 ER-200 W10X12 ER-201 W10X12 DJ-200 10X25C14 DH-200 1 OX25C14 G-200 10X25Z12 G-201 10X25C12 G-202 10X25Z16 G-203 10X25Z 16 G-204 1OX25Z12 G-205 10X25Z12 G-206 10X25Z16 Z-1 5X25Z16 Whirlwind Steel F-12081 January 31, 2025 60-Z 7' I A' - SEE COL. DETAIL(TYP) EW. RA2000G WZ - _ RR2-4 g z- c- ZZ CO) -A % z r G- R5), di RC2-5 I 3 EC-8 75'-T OUT -TO -OUT OF STEEL 68-11" e IL 1 /7' 12 C--- C I - C - - CI P RR2-3 , ..I4® _ RR2 d 2 _ NC-1 (W12X14) NESTF D COLUMN wf(16) 8"x1 a'A325 OPEN TO BLDG. "B" 1 ENDWALL FRAMING: FRAME LINE 3 RC2- 37'-4 8'- 7" 12 RA2000G 3'-69f16" W.L®l..®®®®® RR2-201 I + @n Ii 1 RC2-200 W/Flat Washers EC-8/FRAME W/Flat Washers EC-9/FRAME W/Flat Washers EC-10/FRAME EC-11/FRAME Rafter FRAME LINE 3 N TYPE DIA LENGTH 2 A325 3 4 1 3 4 2 A325 3/ 4" 1 3/4" 2 A325 3/ 4" 1 3/4" 4 A325 1' 2 3/4' 2 A325 5/ 8" 1 1 /2" OID I MARK LENGTH QTY 1 RT-101 20'-3 1 2 RT-101 15'-6' 3 3 RT-101 10'-3" 1 4 SF-7 10'-3" 1 5 CT-102 6'-7" 1 6 CT-102 19'-8" 1 7 ICT-801 9'-5" 1 8 ICT-801 14'-1" 1 9 HT-101 8'-4" 1 10 JT-101 12'-4" 2 11 HT-101 9'-4" 3 12 JT-101 10'-4" 6 13 BT-101 10'-3" 3 14 SF-12 1 15 SF-13 2'-91 " 1 16 DS-601 20'-0 1 Column--"' T-Bracket Web Mln At Lower Side Of Column Q FF oA Endwall Column Connection Detail I I Canopy gutter With 4 downspouts) 1/2" L2x2x 1 /8" FB 11'2 12 12 at nearest purlins 0 0 0 0 Sheetinq Direction ENDWALL SHEETING & TRIM: FRAME LINE 3 PANELS: 26 Go. SSX Light Stone GENERAL SHEETING & TRIM NOTES: 1. Refer to erection drawings for rake angle locations. 2. Roof member screws are on 12" centers at the intermediate purlins. The spacing at the eave, end lap, and peak purlins are as shown. 3. Wall member screws are on 6" centers at the base member and 12" centers for all remaining members. 4. Roof stitch screws are located (1) at each member and (2) between members spaced evenly apart (20" maximum spacing). 5. Wall stitch screws are located (1) at each member then spaced evenly apart between members with the spacing not to exceed 20'. 6. Skylight stitch screws are at 6' o.c. 7. Start endwall panels at centerline of bldg. unless noted. B. Gutter, rake, & eave trim lap 2'. All other trims lop 1". 9. Feld cut or lap panels as required to ft. 10. Feld cut panels for all openings. 11. Pop rivet gutter counterflashing to wall panel on 3'-0' centers and caulk all laps. 12. Gutter support strop spacing: Super Span 36", Super Seam 48 Weather Lok-16 32'. 13. Downspout strop spacing: 4" x 4" 8'-0' o.c. max, larger downspouts 5'-D' o.c. max. 14. Comer and/or peak boxes are not furnished with trim profiles. Feld miter as required. 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 appropriate standing seam technical/erection manual or standard pull outs for through -fastened (screw -down) type roof systems 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 fd. 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. 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 Ak4OO base clip to endwall columns: 2) 5/8" x 1- 1/2' A325 bolts 9 (1) AK400 required. 2) 5/8' x 1-3/4' A325 bob if (2) AK400 required. 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. Sub -jambs for overhead or roll -up doors, if required, are not furnished by Metal Building Provider. COLUMN 3)TEK-5 6" GIRT SECTION " W2" (Mk: Z-3,Z-4,Z-5 Z-6,Z-7&Z-8) FOR APPROVALDRAWING STATUS ISSUE DATE DESCRIPTION These drawings, being for approval, are by definition not final and are ' N iMa BUMNW P1 11.29.24 FOR CONSTRUCTION PERK for conceptual representation only. Their purpose is to confirm the groper interpretation of the project documents. Only drawings issued P2 12.18.24 REV. FOR CONST. PERMIT For Erector Installation" can be considered complete. FOR CONSTRUCTION PERMIT: P.O. BOX 75280 PH: 800-324-9992 These drawings, being for permit, are by definition not final. HOUSTON, TX 77234 FAX: 832-553-4600 Only drawings issued "For Erector Installation" can be considered complete. FOR ERECTOR INSTALLATION: ©2005 Whirlwind Steel Buildings Inc. Final drawings for construction. All rights reserved Rafter o Rafter ' Q Stiffner Slots W/ B - N Gusset Gusset Washer Req'd TYP) Vert. Slot Colum View " Y' The Engineer whose seal and signature appear on these documents represents Whirlwind Steel Buildings, Inc., and is not the Engineer of Record for the overall project. The Engineers responsibility is limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., and excludes part such as doors, windows, foundation design, and erection of the building. ENDWALL FRAMING DM FC CUSTOMER: MS AM Mertzon LLC PROJECT REFERENCE: Renew Polymers JOBSITE LOCATION: 1731 Treble Dr. Humble, TX 77338 DWN: CHK: DATE: ENG DM FC 11,29.24 EV VARIES IMER LOCATION: Houston, TX 77279 Harris 108 NO: DWG NO: I ISSUE: 13203-35602 E4 P2 MEMBER TABLE FRAME LINE 3 MARK PART BLDG. A EC-8 W10541 EC-9 W10541 EC-10 W10541 EC-11 W10661 DJ-2 8M35C12 DJ-3 8M35C12 DJ-4 8M35C12 DJ-5 8M35C12 DJ-6 8M35C12 DJ-7 8M35C12 DJ-8 8M35C12 DJ-9 8M35C12 DH-1 8M25C14 DH-2 8M25C14 G-11 8X25Z16 G-12 8X25716 0-13 8X25Z16 G-14 8X25Z16 G-15 8X25Z16 G-16 8X25Z16 G-17 8X25Z16 G-18 8X25Z16 G-19 8X25Z16 G-20 8X25Z16 G-21 8X25Z16 G-22 8X25Z16 Z-3 6X25Z16 Z-4 6X25Z16 Z-5 6X25Z16 Z-6 6X25Z16 0 Z-7 6X25Z16 7-8 6X25716 z Date: 1 / 1612'!_``\ DAVID RAY WALL JR 0 %......144740 ........ A lhftvw RE Whirlwind Steel F-12081 January 31, 2025 r COLUMN 3)TEK-5 4" Q 1/2" 12 2'-11 7/8" 1 4'-8 1 /2" 3'-6 1 /2" d`a r Z-1 GIRT SECTION " VVII " (Mk: Z-1OO&Z-101) GENERAL SHEETING & TRIM NOTES: 1. Refer to erection drawings for rake angle locations. 2. Roof member screws are on 12" centers at the intermediate purlins. The spacing at the save, end lap, and peak purlins are as shown. 3. Wall member screws are on 6" centers at the base member and 12" centers for all remaining members. 4. Roof stitch screws are located (1) at each member and (2) between members spaced evenly apart (20" maximum spacing). 5. Wall stitch screws are located (1) at each member then spaced evenly apart between members with the spacing not to exceed 20". 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. Field cut or lap panels as required to fit. 10. Feld 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 36", Super Seam 48", Weather Lok-16 32". 13. Downspout strap spacing: 4" x 4" 8'-0" o.c. max, larger downspouts 5-0" o.c. max. 14. Corner and/or peak boxes are not furnished with trim profiles. Feld miter as required. 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 appropriate standing seam technical/erection manual or standard pull outs for through -fastened (screw -down) type roof systems for additional installation instructions. 106'-3" OUT -TO -OUT OF STEEL 37'-4" `ram 68' 11" RA2000G G-102 RCl-100 I EC-100 in SEE EW. COL. DETAIL(TYP) RR1-101r_1r 1 WW1 I to OPEN TO BLDG. "N' I ' I N Z-101(Typ) RCl-102 ENDWALL FRAMING: FRAME LINE 3 Rafter Y' 3" Column-,---,- olumn T-Bracket Web Min. At Lower Side Of Column Endwall Column Connection Detail L2x2xl/8" FB Rafter at nearest purlins o Rafter " a Stiffner o c o C N Slots W/E CI TSheeting nNOTE: & GussetFIELDBEVELCUTPANELGussetWasherReqd Direction AS REQ'D. TYP) 12 ( ONLY EW PANEL) Vert. Slot Cq Column 14 104 ad tr ` o M M b I View "Y' 7- ao 00 ii0 GO ii0 zo I ~ I Z9 I I c I z 35602-C) Liner Direction S 0 ENDWALL SHEETING & TRIM: FRAME LINE 3 V PANELS: 26 Go. SSX - Light Stone A] LINER PANELS: 26 Go. SSX - Light Stone 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 girls and save struts do not lap. 6. Feld 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. Field Bolt Ak400 base clip to endwall columns: 2) 5/8" x 1-1/2" A325 bolts if (1) AK400 required, 2) 5/8" x 1-3/4" A325 bolts if (2) AK400 required. 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. Sub -jambs for overhead or roll -up doors, if required, are not furnished by Metal Building Provider. The Engineer whose seal and signature appear on these documents represents 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., and excludes part such as doors, windows, foundation design, and erection of the building. T Stub Column Stub Column SECTION "T" SECTION "Tf N8X10 Brackets NI(4)58"Ox112'A325 M.F. Columns N10X17 Brackets v/(4)34" O x 134'A325 M.F. Columns GENERAL SHEETING & TRIM NOTES: 1. Refer to erection drawings for rake angle locations. 2. Roof member screws are on 12' centers at the intermediate purlins. The spacing at the cave, end lap, and peak purlins are as shown. 3. Wall member screws are on 6" centers at the base member and 12" centers for all remaining members. 4. Roof stitch screws are located (1) at each member and (2) between members spaced evenly apart (20" maximum spacing). 5. Wall stitch screws are located (1) at each member then spaced evenly apart between members With the spacing not to exceed 20". 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. Field cut or lap panels as required to fit. 10. Field cut panels for all openings. 11. Pop rivet gutter courderflashing to wall panel on 3'-0" centers and caulk all lops. 12. Gutter support strop spacing: Super Span 36°, Super Seam 48", Weather Lok-16 32". 13. Downspout strap spacing: 4" x 4' 8'-0' o.c. max, larger downspouts 5-0" o.c. max. 14. Comer and/or peak boxes are not fumished with trim profiles. Field miter as required. 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 appropriate standing seam technical/erection manual or standard pull outs for through -fastened (screw -down) type roof systems for additional installation instructions. ti I H H al RC3-104 L--- - - - - - - GENERAL FRAMING NOTES: 1. Angles are marked by their length in feet and inches. 2. Field cut or lap angles as required to fit. 3. Flange braces are marked by their length in decimal inches. 4. Outside flange of girt turns down unless noted. 5. Endwall girls and eave struts do not lap. 6. Field cut and self -top girls at walk doors. 7. Feld slot girls for broce rods or cables. B. Field locate windows and walk doors. 9. Field weld all splices at 14 gauge valley gutters. 10. Field Bolt Ak4OO base clip to endwall columns: 2) 5/8" x 1- 1/2" A325 bolts if (1) AK400 required. 2) 5/8" x 1-3/4" A325 bolts if (2) AK400 required. 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. Sub -jambs for overhead or roll -up doors, 9 required, are not furnished by Metal Building Provider. 106'-3" OUT -TO -OUT OF STEEL EC-102 EC-103 ENDWALL FRAMING: FRAME LINE 7 PARAPET BACK SHEETING & TRIM: LINE 7 PANELS: 26 Ga. SSX - Light Stone EC-104 1 /2" T_, 1 12 EBR-104 z X/EIS i i Fr a - RC3-100 10 I I I I 3 4 5 6 ENDWALL SHEETING & TRIM: FRAME LINE 7 PANELS: 26 Ga. SSX - Light Stone DRAWING STATUS FOR APPROVAL: These drawings, being for approval, are by definition not final and are for conceptual representation only. Their purpose is to confirm the Proper interpretation of the project documents. Only drawings issued For Erector Installation" can be considered complete. FOR CONSTRUCTION PERMIT: These drawings, being for permit, are by definition not final. Only drawings issued For Erector Installation" can be considered complete. FOR ERECTOR INSTALLATION: Panel Start ISSUE I DATE DESCRIPTION SEEL BULN P1 11.29.24 FOR CONSTRUCTIONmoP212. 18.24 REV. FOR CONST. P' P.O. BOX 75280 PH: 800-324-9992 HOUSTON, TX 77234 FAX: 832- 553-4600 2005 Whirlwind Steel Buildings Inc. All rights reserved 11 h I 00 12 LOCATION QUAN TYPE DIA LENGTH Columns Raf 4 A325 5/8" 1 1/2" EBR-100 8 A325 5/8" 1 1/2" EBR-101 4 A325 5/8" 1 1/2" EBR-102 4 A325 5/8" 1 1/2" EBR-103 4 A325 5/ 8" 1 1/2" EBR-104 4 A325 3/4 1 3/4 1 MT-101 15'-6" 2 2 MT-101 20'-3" 4 3 SF-10 20'-3" 5 4 SF-10 15'-6' 1 5 SF-11 0'-8" 5 6 MT-133 15'-3" 8 7 CT-102 8'-Q" 2 8 CF-104 4'-11" 1 9 CF-104 1'-0" 1 Corner Trim Back Panel CF-104 1SSX MEMBER TABLE FRAME LINE 7 LUI\- I VV PYUA I V EBR-101 W8X10 EBR-102 WBX10 EBR-103 W8X15 EBR-104 W8X10 EC-102 W10X22 EC-103 W10X22 EC-104 W10X22 G-106 8X25C16 G-106A 8X25C16 G-107 8X35Z14 G-108 8X25Z14 G-109 8X25C16 G-110 8X35Z14 G-111 8X25Z12 G-112 8X25C16 G-113 8X25C16 G-114 8X35Z12 r-11AA PY-4F717 PM-1/PM-2 GIRT ZTEK-5 2X114" Light Stone) Facia Panel J Cornea Trim SSX CT-102 - SECTION " X/E6 " The Engineer whose seal and signature appear on these documents represents 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., and excludes part such as doors, windows, foundation design, and erection of the building. BY CHK JIILLI uL'ENDWALL FRAMING DM FC CUSTOMER: MS AM Mertzon LLC PROJECT REFERENCE: Renew Polymers JOBSITE LOCATION: 1731 Treble Dr. Humble, TX 77338 OWN: CHK: DATE: ENG: DM FC 11.29.24 EV VARIES LOCATION: ton. TX 77279 Harris 108 NO: I DWG NO: ISSUE. 13203-35602 1 E6 P2 Date: V16/25 QOFr, iii%` 1 1 ll t,llVV ..........................:*. DAVID RAY WALL.JR 144740hz p- ilta:&` Whirlwind Steel F- 12081 January 31, 2025 Q DOWNSPOUT LOCATIONS TRIM TABLE FRAME LINE S OID MARK LENGTH QTY 1 ET-150 20'-3 3 2 SF-3 2 JB-11 8X25C16 G-23 8X25Z12 G-24 8X25Z12 B-3 1.00-ROD W/BACK-UP PLATE WASH 0'1- c l is 2'-C 4'- 8 1/2 N 3 -6 1 /2" I M GENERAL SHEETING & TRIM NOTES: 1. Refer to erection drawings for rake angle locations. 2. Roof member screws are on 12' centers at the intermediate purins. The spacing at the save, end lap, and peak purlins are as shown. 3. Wall member screws are on 6" centers at the base member and 12" centers for all remaining members. 4. Roof stitch screws are located (1) at each member and (2) between members spaced evenly apart (20' maximum spacing). 5. Wall stitch screws are located (1) at each member then spaced evenly apart between members with the spacing not to exceed 20'. 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 ft. 10. Feld cut panels for all openings. it. Pop rivet gutter counterflashing to wall panel on 3'-0" centers and caulk all laps. 12. Gutter support strop spacing: Super Span 36", Super Seam 48', Weather Lok-16 32". 13. Downspout strap spacing: 4' x 4' 8'-0' o.c, max, larger downspouts 5'- 0' o.c. max. 14. Comer and/or peak boxes are not furnished with trim profiles. Feld miter as required. 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 appropriate standing seam technical/erection manual or standard pull outs for through -fastened (screw -down) type roof systems for additional installation instructions. 1158'-0" OUT -TO -OUT OF STEEL 2 30'-0" 28'-0" 5" r 1 3 IJB-3 JB-3IIG-27 G-29 IIJB-2 G-27 I55-2 G-29 1 0-1 G-26 IJB-1 G-25 1 0 ,0. - G-28 G-29 G-28 ce 1 G-29 SG-25 1 cv I BB2000G I B C c I I 32-1 O r RC1-1O EC 12'-V I SIDEWALL FRAMING: FRAME LINE F I I I t 0 I I I EC-7 RC1-5 RC2-5 SIDEWALL FRAMING: FRAME LINE S 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 girls and save struts do not lop. 6. Feld cut and self -tap girls at walk doors. 7. Feld slot girls for brace rods or cables. B. Field locate windows and walk doors. 9. Feld weld all splices at 14 gauge valley gutters. 10. Feld Boft Ak400 base clip to endwall columns: 2) 5/8" x 1-1/2" A325 bolts 9 (1) AK400 required. 2) 5/8" x 1-3/4' A325 bolts if (2) AK400 required. 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. Sub -jambs for overhead or roll -up doors, if required, are not furnished by Metal Building Provider. FOR APPROVAL: These drawings, being for approval, are by definition not final and are for conceptual representation only. Their purpose is to confine the Proper interpretation of the project documents. Only drawings issuedForErectorInstallationconbeconsideredcomplete. FOR CONSTRUCTION PERMIT: These drawings, being for permit, are by definition not final. Only drawings issued 'For Erector Installation can be considered complete. FOR ERECTOR INSTALLATION: Fnal drawings for construction. d- i 1 Ivy I 9 iD 10 SIDEWALL SHEETING & TRIM: FRAME LINE F PANELS: 26 Go. SSX - Light Stone I L-------------------------- SIDEWALL SHEETING & TRIM: FRAME LINE S PANELS: 26 Go. SSX - Light Stone ISSUE DATE DESCRIPTION STEEL B"AIM Pi 11.29.24 FOR CONSTRUCTION PERMITmoP212,18.24 REV. FOR CONST. PERMIT P.O. BOX 75280 PH: 800-324-9992 HOUSTON, TX 77234 FAX: 832-553-4600 2005 Whirlwind Steel Buildings Inc. All rights reserved OID I MARK LENGTH QTY 1 SF-1 20'-3 3 2 GC-100 10'-Y 6 3 SF-2L 1 4 SF-2R 1 5 SF-3 1 6 ICT-801 1'-S' 1 7 ICT-801 19'-2" 1 8 MT- 106C 19'-2" 1 9 HT- 101 12'-4' 1 10 JT-101 12'4' 2 11 JT-101 7'-4' 2 12 HT-101 3'- 4' 1 o ID I QUAN TYPE DIA LENGTH WA 1 4 A307 1 2 1 1 4 0 3 2 A325 5 8" 1 3 4" 0 MEMBER TABLE^ FRAME LINE F MARK PART O DJ-10 12M35C14 DJ-11 12M35C14 E-3 10ES140 E-4 10ES140 G-25 12X25Z14 G-26 12X35C 12 G-27 12X35Z12 G-28 12X25Z14 G-29 12X35Z12 W/BACK-UP PLATE CB-5 1.00-ROD JB-1 12M35C14 The Engineer whose seal and signature appeor on these documents represents 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., and excludes part such as doors, windows, foundation design, and erection of the building. SHEET DESCRIPTION: BLDG SIZE; BY CHK I E. SIDEWALL FRAMING VARIES DM FC CUSTOMER: CUSTOMER LOCATION: MS AM Mertzon LLC Houston, TX 77279 PROJECT REFERENCE: Renew Polymers JOBSITE LOCATION: JOBSRE COUNTY: 1731 Treble Dr. Humble, TX 77338 Harris TTW_N: CHK: DATE: ENG: JOB NO: DWG NO: ISSUE: DM FC 11.29. 24 EV 13203-35602 E7 P2 JB-2 12M35C14 JB-3 12M35C14 Date: Vi6/26"\ fo aF 1 CO DAVID RAY WALL JR 144740:aY 10 Whirlwind Steel F-12081 January 31, 2025 a Ir GENERAL SHEETING & TRIM NOTES: 1. Refer to erection drawings for rake angle locations. 2. Roof member screws are on 12" centers at the intermediate purlins. The spacing at the eave, end lap, and peak purlins arc as shown. 3. Wall member screws are on 6" centers at the base member and 12" centers for all remaining members. 4. Roof stitch screws are located (1) at each member and (2) between members spaced evenly apart (20' maximum spacing). 5. Wall stitch screws are located (1) at each member then spaced evenly apart between members with the spacing not to exceed 20". 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. Feld cut panels for all openings. 11. Pop rivet gutter counterflashing to wall panel on 3'-O" centers and caulk all laps. 12. Gutter support strap spacing: Super Span 36 Super Seam 48 ", Weather Lo -1 6 32 . 13. Downspout strap spacing: 4" x 4' 8'-0' o.c. max, larger downspouts 5'-0" o.c. max. 14. Corner and/or peak boxes are not furnished with trim profiles. Feld miter as required. 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 appropriate standing seam technical/erection manual or standard pull outs for through -fastened (screw -down) type roof systems for additional installation instructions. 6 3'-5" 0 1 I LOI N 4'-8 1/2" 3'-6 1 /2" 111'-9" OUT -TO -OUT OF STEEL 4 5 6 28'-0" 27'-9" G-115 G-116 G-116 G-120 I G-115 G-116 G-116 G_ 119 H-100 C-121 G-115 G-116 G-1 G-119 o DS-100 G-121 G-115 G-116 G-116 G-118 x' G-117 G-115 G-116 0 C 0-116 ?0 I G-117 N BB2000G I 7 O" SEPARATION RC2-104 RC2-104A RC2-104B U RC3-104 L11'-4 1/2" _1_5'-0-0"_1 11' SIDEWALL FRAMING: FRAME LINE M 1 I i I 1 n d- I I I MCF. CL 3 4 4 5 LO II N 7 A2 6 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. Field cut and self -tap girls at walk doors. 7. Feld slot girts for brace rods or cables. B. Feld locate windows and walk doors. 9. Feld weld all splices of 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 required. 2) 5/ 8' x 1-3/4' A325 bolts if (2) AK400 required. 11. Locate top of roof framed openings flush with the pan of the root panel. 12. Some field drilling at framed openings may be required. Field drill 9/16' diameter holes. 13. Sub -jambs for overhead or roll -up doors, if required, are not furnished by Metal Building Provider. 0 Panel Start SIDEWALL SHEETING & TRIM: FRAME LINE M PANELS: 26 Go. SSX - Light Stone 2'-6" 2'- 2 1 /2" 3'-6 1 1 ET-150 20'-S' 6 2 MT-1 11 17'-0" 1 3 HT-101 5'4' 1 4 JT-101 5'-4' 2 5 MT-113 5'-4' 1 6 BT-101 10'-3" 12 7 HT-101 3'-4" 1 8 JT-101 7' 4' 2 SPECIAL BOLTS O ID 1QUAN TYPE DIA LENGTH WASH 1 1 4 A307 1 2 1 1 4 0 1wJ W/BACK-UP PLATE The Engineer whose seal and signature appear on these documents represents 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., and excludes part such as doors, windows, foundation design, and erection of the building. DRAWING STATUS FOR APPROVAL: These drawings, being for approval, are by definition not final and are for conceptual representation only. Their purpose is to confirm the Proper interpretation of the project documents. Only drawings issued Far Erector Installation' can be considered complete. FOR CONSTRUCTION PERM tI: These drawings, being for permit, are by definition not final. Only drawings issued 'For Erector Installation can be considered complete. FOR ERECTOR INSTALLATION: Final drawings for construction. N i -E (7S+S P.O. BOX 75280 PH: 800-324-9992 HOUSTON, TX 77234 FAX: 832-553-4600 2005 Whirlwind Steel Buildings Inc. All rights reserved ISSUE DATE DESCRIPTION BY CHK SHEET DESCRIPTION: SIDEWALL FRAMING BLDG SIZE: VARIES P1 11,29.24 FOR CONSTRUCTION PERMIT DM FC CUSTOMER: Mertzon LLC CUSTOMER LOCATION: Houston, TX 77279P212. 18.24 REV. FOR CONST. PERMIT MS PROJECT REFERENCE Renew Polymers JOBSfiE LOCATION: 1731 Treble Dr. Humble, TX 77338 JOBSITE COUNTY: Harris OWN: CHK: FC DATE: 1 11.29.24 ENG: EV JOB N0: 13203-35602 DWG NO: E8 ISSUE: P2 MT-111 SECTION "Y" MEMBER TABLE FRAME LINE L MARK _PART DJ-100 12M35C14 DH-100 12M35C14 DS-100 12M35C14 G-115 12X35Z12 G-116 12X35Z12 G-117 12X35Z12 G-118 12X25Z12 G-119 12X25Z 14 G-120 12X35Z12 G-121 12X25Z14 B-100 1.00-ROD all Panel Existing h SSx Date: 1 / 1612 s E OF T 4X 1 yt DAVID RAY WALL•JR•• 1.••••••144740• cr R_ G)aC4 Whirlwind Steel F-12081 January 31, 2025 4 F. Q DOWNSPOUT LOCATIONS TRIM TABLE FRAME LINE B OID MARK LENGTH QTY 1 SF-1 20'-3 6 2 GC-100 10'-3" 12 3 SF-2L 1 4 SF-2R 1 5 SF-3 1 6 MT-111 17'-0" 1 7 JT-101 5'4' 2 8 MT-113 5'-4' 1 9 HT-101 5'-4!' 1 10 BT-101 10'-3" 12 IN DJ-101 12M35C14 DJ-102 12M35C14 DH-100 12M35C14 DS-100 12M35C14 G-115 12X35Z12 G-116 12X35Z12 G-117 12X35Z12 G-122 12X35Z12 G-123 12X25Z14 G-124 12X25Z14 B-101 I 1.00-ROD W/BACK-UP PLATE 101 7 0' SEPARATION. 2'-11 7/8" // 77bo h ` Z/ ao 4'-8 1 /2" Q H ,I J CO) 3'-6 1/2" 111'-9" OUT -TO -OUT OF STEEL 6 27'-9" 5 4 1" F G-123 -o DH-100 DS-100 G-124 G-116 G-116 G-115 G-123 G-124 G-116 G-116 G-115 G-122I T G-116 G-115 G-117 G-116 G-116 G-115 I 88200OG I RG3-100 (H) RC2-1OOA r 11'-4 1 /2" +5'-Cr- 11'-4 1 /2" RC2-100A SIDEWALL FRAMING: FRAME LINE B RC2-100 RC1-100 Q 4 4 4 4 W O J m GENERAL SHEETING & TRIM NOTES: 1. Refer to erection drawings for rake angle locations. 2. Roof member screws are on 12" centers at the intermediate purlins. The spacing at the save, end lap, and peak purlins are as shown. 3. Wall member screws are on 6' centers at the base member and 12" centers for all remaining members. 4. Roof stitch screws ore located (1) at each member and (2) between members spaced evenly apart (20' maximum spacing). 5. Wall stitch screws are located (1) at each member then spaced evenly apart between members with the spacing not to exceed 20'. 6. Skylight stitch screws are at 6" o.c. 7. Start endwall panels at centerline of bldg. unless noted. 8. Gutter, rake, & save trim lap 2". All other trims lap 1". 9. Field cut or lap panels as required to fit. 10. Feld 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 36", Super Seam 48", Weather Lok-16 32". 13. Downspout strap spacing: V x 4' 8'-0' o.c, max, larger downspouts 5'-0" o.c. max. 14. Corner and/or peak boxes are not furnished with trim profiles. Feld miter as required. 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 appropriate standing seam technical/erection manual or standard pull outs for through -fastened (screw -down) type roof systems 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. Endwoll girls and eave struts do not lap. 6. Feld cut and self -tap girls at walk doors. 7. Feld slot girls for brace rods or cables. 8. Feld locate windows and walk doors. 9. Feld weld all splices of 14 gauge valley gutters. 10, Feld Bolt Ak4OG base clip to endwall columns: 2) 5/8' x 1-1/2" A325 bolts if (1) AK400 required. 2) 5/8" x 1-3/4' A325 bolts if (2) AK400 required. 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. Sub -jambs for overhead or roll -up doors, if required, ore not furnished by Metal Building Provider. SIDEWALL SHEETING & TRIM: FRAME LINE B PANELS: 26 Go. SSX - Light Stone DRAWING STATUS FOR APPROVAL: These drawings, being for approval, are by definition not final and are for conceptual representation only. Their purpose is to confirm the Proper interpretation of the project documents. Only drawings issued For Erector Installation" can be considered complete. FOR CONSTRUCTION PERMIT: These drawings, being for permit, are by definition not final. Only drawings issued "For Erector Installation" can be considered complete. FOR ERECTOR INSTALLATION: qMWEEL BUIUXNW P.O. BOX 75280 PH: 800-324-9992 HOUSTON, TX 77234 FAX: 832-553-4600 2005 Whirlwind Steel Buildings Inc. All rights reserved Panel Start 0 I I JI -1 LV -J J 2 GC-100 10'-3" 6 3 SF-2L 1 4 SF-2R 1 5 SF-3 2 6 SF-4 20'-3" 3 SPECIAL BOLTS o ID I QUAN TYPE DIA LENGTH WASH 1 1 4 A307 1 2 1 1/47 0 CB-200 I 0.38_CBL cR-2nl n .3R ('RI I I I RC2-200 RC1-200 EC-200 SIDEWALL FRAMING: FRAME LINE A 1 0 5 3 0 1 2 6 4 5 I I I I I I I L-------------------------J I I I SIDEWALL TRIM: FRAME LINE A The Engineer whose seal and signature appear on these documents represents 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., and excludes part such as doors, windows, foundation design, and erection of the building. ISSUE DATE DESCRIPTION I BY I CHK Iznrci ucauniruun: SIDEWALL FRAMING P1 11.29. 24 FOR CONSTRUCTION PERMIT DM FC CUSTOMER: P2 12.18.24 REV. FOR CONST. PERMIT MS AM Mertzon LLC PROJECT REFERENCE: Renew Polvmers VARIES Houston, TX 77279 1731 Treble Dr. Humble, TX 77338 1 Harris CH' DATE: ENG: JO8 N0: DWG N0: DM FC 11.29. 24 EV 13203-35602 E9 P2 Date: IM 6/2= OF to A DAVID RAY WALL JR 144740...... ipp. IA&W RE D&U., Whirlwind Steel F-12081 January 31, 2025 N z 0 utter Counterflashina GC-100 Inside Closure Gutter Support SF-9 w 0 I i DS-601 I Roof Panel SSX 12" 21- Eave Strut Tek-5 K.Brow ) Purlin M.F. Rafter ter tter Counterflashin Inside GC-100 Closure Gutter Support Gutter SF-9 DS-601 Wall Panel Roof Panel 26Ga SSX 12" 1 Purlin Eave Strut m M.F. Rafter Downspout Strap / - M.F. Column Lean -To i I - DS-106 I RnftPr l M.F. Column Girt M.F. Column 45'-11" OUT/OUT OF STEEL SECTION "A" 45'-11" OUT/ OUT OF STEEL-1- 129'-1" OUT/ OUT OF STEEL BUILDING "C" F BUILDING "A" SECTION "" 106'-3" OUT/OUT OF STEEL SECTION 99C59 12" Eave Trim —I 2" 12" ET-150 Outside Roof Panel SSX Eave Trim Outside 12 ET— 1Closure Closure Roof Panel SSX 58'-0" OUT OUT OF STEEL Eave Strut w 5" ° O Rake TrimwEaveStrut Roof Panel SSX Outside RT-101 Ln Closure i Outside N Purlin N Closure Purlin Rake Angle Wall Panel Sheeting Angle RA200OG 12 SA2000G Outside N Valle Closure Purlin z Wall Panel 1 Gutter Girt I Endwall Rafter M.F. Rafter _ z _ M.F. Rafter o Girt M.F. Column / //i / l '' oo (4)58"x1';'A325 EXISTING III _ IL - BUILDING M.F. Column I I 0a 106'-3" OUT OUT OF STEEL / / ll i Wall Panel EW Column Al SSX Z M 99 99 0 SECTION ( 1'-2" 129'-1" OUT OUT OF STEEL Girt S SECTION " SECTION 99F 9' Date: 1/16/2!`^`c, T\\`` The Engineer whose seal and signature appear on these documents represents 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., and excludes port such as doors, windows, foundation design, and erection of the building. 58'-0" 0/0 OF STEEL BUILDING "C" Rake Trim RT-101 Wall Panel , SSX Transition Trim anel MT-101 SSX Part. Trim , MT- 106C SSX 111'-9" 0/0 OF STEEL BUILDING "B" 4' Roof Panel L SSX Rake Angle RA2000G Purlin M.F. Rafter p O I Rake L RA2000G Rake L RC200OG Outside C. Girt Endwall Column SECTION "E" 6'- 0" RT-101 Closure Panel Gutter Co nterflashi v MT-102 Gutter Su ortGC-100 Roof Panel 12 GS-121 SSX(L.Stone) 12F Gutter GU-120 Outside C. Trim Inside C. SF-6 .-,--- Trim CF-116 Outside C. Soffit Panel 26 Go LRX Downs DS-121 Downspout DS-101 @5'4' DS-120 58'-0" 0/0 OF STEEL BUILDING "A" 6" Roof Panel SSX Rake Angle RA200OG ` Purlin M.F. Rafter o a Girt Shetting Angle SA200OG 4)5s"x1'4"A325 11 Outside C. DS-101@11'-4' SECTION "G" Endwall Column Cap Trim SF-10/11 MT-133 o N Wall Panel 8101 C I Existin Wall Panel 7 111'-9" OUT/OUT OF STEEL Girt Back Panel 26Ga. SSX Transition Trim MT-101 r- Roof Panel SSX Sheeting Angle RA20000 Purlin M.F. Rafter Endwall Column o Q Fence Wall Not by MBP SECTION "H" L Tek-5 4" R ®12" 2 Rake Trim 4° Canopy Beam Steel Line LTek5 z RT-101 Roof Panel I nw 12x14'©12" SSX Sheetin An le l Koko Brown) o RA2000G Z I o Purlm RC200OG I I Purlin o Cover Trim Wall Panel IE SF-5 q_ Soffit Panel 26 Go LRX SSX Outside I Cover Trim Soffit Panel Closure CF-205 26 Go LRX 99 J 99 99 99SECTIONSESECTIONDate: 1116/25 The Engineer whose seal and signature appear on these documents represents Whirlwind Steel Buildings, Inc., and is not the Engineer of Record for the overall project. The Engineers responsibility is limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., and excludes part such as doors, windows, foundation design, and erection of the building. PURLIN 2 FASTENERS MINIMUM CLIP NGER 150 LB. MAXIMUM CLIP CONNECTED TO PURLIN WEB PURLIN 2 FASTENERS MINIMUM CLIP M MAX) 2 FASTENERS MINIMUM LB. KIMUM CLIP CONNECTED TO PURLIN FLANGE 2 FASTENERS) LANGLEMINIMUMHANGER 150 LB. MAXIMUM AT EACH HANGER CLIP CONNECTION TO PURLIN WEB Metal Building Provider is providing the Purlin Only.All other Hardware and Accessories are not by Metal Building Provider. The total hanger load shall not exceed the Design Collateral Load for the Building. Example: 5'-0" Purlin Spacing X 5'- 0" hanger spacing X 6 Psf Collateral Load = 150 Lbs. Hanger Load See C1 for the Design Collateral Loads for this Building. Note: If the building is designed for 0 Psf Collateral then adding any suspended system (i.e. Duct Work, Piping, Lights, Ceiling, Etc..) will correspondingly reduce the Design Live Load. PU STIFFENING PURLIN WEB PURLIN t-- I" (MAX) PURLIN FACE OF PANEL 1 (MAX) GIRT LINE — — — — — — SUPERM SPAN PANEL HANGER 2 FASTENERS. MINIMUM FACE OF PANEL 100 LB. MAXIMUM FASTENER TYPE ADAPTER TO— PURLIN FLANGE GIRT LINE REVERSE —ROLL SUPER SPAN PANEL FACE OF PANEL MAX) — — — — — — — — GIRT LINE HANGER LANGLE `— 2 FASTENERS MINIMUM 100 LB. MAXIMUM AT EACH HANGER ANGLE CONNECTION TO PURLIN FLANGE 1— — r-, ..IGE DO NOT INSTALL ANY TYPE OF PURLIN CLIP TO THE PURLIN STIFFENING LIP UNDER NO CIRCUMSTANCES CAN THE PURLIN STIFFENING LIP BE FIELD MODIFIED FROM THE FACTORY SUPPLIED CONDITION ACCEPTABLE CONNECTIONS FOR BUILDING ACCESSORIES TO PURLIN ATTACHMENT ROTATE EACH ZEE AS REQUIRED TO DOUBLE ALTERNATE BETWEEN THE LONG AND TOP FLANGE (TYP) FACED SHORT FLANGE TAPE " I. SF SF LF LF ZEE (TYP) __- PURLIN EAVE STRUTLAPLAYOUT LF = SF = ztmumi rLAINUL '-' ZEE LAP AT LONG AND SHORT FLANGES SECTION "X" INSULATION L GIRT LATION CAUTION!! FAILURE TO TUCK FACING OF INSULATION BACK FROM PANEL EDGE COULD RESULT IN IRREPARABLE PANEL DAMAGE AND Y' WILL VOID THE WARRANTY TYPICAL DETAIL AT BLANKET INSULATION LOW RIB PANEL FACE OF PANEL GIRT LINE — REVERSE —ROLL LOW RIB PANEL PANEL LAYOUT DETAILS SEE C1 FOR PANEL PROFILES SPECIFIED FOR THIS PROJECT BUILT—UP OVERALL DEPTH (IN SECTION F_ f: INCHES) W20851 FLANGE WIDTH (IN FLANGE THICKNESS (IN WEB THICKNESS (IN INCHES) INCHES) INCHES) 5= 5 3 = 8= 1 /2 1= 10GA. 6 = 6 3/16 0=5/ 8 2=8GA. 8 = 8 4= 1/4 2= 3/4 3=3/16 0= 10 5= 1 = 1 4= 1/4 2 = 12 5/ 16 6 = 3/ 8 6 = 3/8 BUILT-UP SECTION LEGEND NOTE: FIELD SLOT GIRT OR CORNERS MUST HAVE SPANDREL BEAM FOR RADIUS. DO NOT SQUARE THE BRACING TO PASS OFF CORNERS. THROUGH x H T N T BRACING L4" MAX) GIRT OR SPANDREL BEAM DETAIL ® FIELD LOCATED BRACING SLOT POP RIVET FIELD POP RIVET 6) TOTAL CKOUT F— DOWNSPOUT WZSCUPPER FIELD INSTALL SCUPPER IF REQ'D 12" 12" 12" 9 1 22' -, 2 1 /271 SHEETING DIRECTION DETAIL "A" - as ALL ROOF MEMBERS EXCEPT AS NOTED BELOW 12" 12" 12" 2 1 I TAPE SEA? BEARING STITCH SCREW fKAT 20"O.C. PANEL LEG SHEETING DIRECTION DETAIL "A" MEMBER AT 5', 7" TAPE SHEETING DIRECTION DETAIL "A" J AT EAVE STRUT PANEL END LAP AND PEAK PURLIN SCREW_30 FASTENER PATTERN FOR "SUPER SPAN X" ROOF PANEL WALL PANEL INSIDE CORNER TRIM WALL GIRT X SECTI N THRU INSIDE CORNER OF WALL ROOF PANEL III SECTION THRU PANEL END LAPS The Engineer whose seal and signature appear on these documents represents Whirlwind Steel Buildings, Inc., and is not the Engineer of Record for the overall project. The Engineers responsibility is limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., and excludes part such as doors, windows, foundation design, and erection of the building. DRAWING STATUS FOR APPROVAL: These drawings, being for approval, are by definition not final and are N ' ISSUE DATE DESCRIPTION BY CHK SHEET DESCRIPTION: STANDARD DETAILS BLDG SIZE: VARIES P1 11.29.24 FOR CONSTRUCTION PERMIT DM FC CUSTOMER: CUSTOMER LOCATION: for conceptual representation only. Their purpose is to confirm the proper interpretation of the project documents. Only drawings issuedForErectorInstallationcanbeconsideredcomplete. FOR CONSTRUCTION PERMIT: These drawings, being for permit, are by definition not final. Only drawings issued 'For Erector installation" can be considered complete. FOR ERECTOR INSTALLATION: Final drawings for construction. P.O. BOX 75280 PH: 800-324-9992 HOUSTON, TX 77234 FAX: 832-553-4600 aQ 2005 Whirlwind Steel Buildings Inc. All rights reserved Mertzon LLC Houston, TX 77279 P2 12.18.24 REV. FOR CONST. PERMIT MS AM PROJECT REFERENCE: Renew Polymers JOBSfTE LOCATION: 1731 Treble Dr. Humble, TX 77338 JOBSITE COUNTI: Harris DWN: DM CHK: FC DATE: 1 11.29.24 ENG: EV JOB N0: 13203-35602 DWG NO: Dt ISSUE: P2 Date: 1 / 16/2= f •ce o r ` tP'•• •••soh DAVID RAY WALL JR 0 i 144740 •tr Whirlwind Steel F-12081 January 31, 2025 END OF BUILDING SEE PLAN ROOF MEMBER SCREW RAKE 1/2 x 1-1/4 A307 (TYP) ANGLE ROOF PURLIN T— 1/2 x 1-1/4 ENDWALL A307 ® EA END RAFTER J-Y"_ FLANGE BRACE IN CERTAIN CONDITIONS DIFFERENT BOLTS SIZES MAY BE REQUIRED. IN THESE INSTANCES THE REQUIRED BOLTS WILL BE SHOWN ON THE ERECTION PLANS. A% ROOF PURLIN CONNECTION AT I —SHAPE ENDWALL RAFTER COLUMN G COLUMN TO RIGID FRAME RAFTER END OF BUILDING SEE PLAN 1/2 x 1- 1/4 A307 ROOF MEMBER SCREW ROOF PURLIN PURLIN SHOP WELDED ANTI -ROLL CLIP o 1/2 x 1-1/4 RAKE A307 BOLTS ANGLE 71AJ RAFTER RAFTER FLANGE FLANGE 1/2 x 1-1/4 A307Vo BRACE TYPICAL EA END) NDICATES ADD'LOLTSREQUIRED SHOP WELDED T STRUT PURLINS PURLIN CLIP 2) 1/2 x 1-1/4 A307 REQUIRED AT STANDARD LAPS 4) 1/2 x 1-1/4 A307 REQUIRED AT STRUT MEMBERS A STRUT PURLIN IS A PURLIN LOCATED AT THE BRACE POINTS. SOME PURLIN CLIPS WILL HAVE AN ADDITIONAL ANTI -ROLL SEE PLANS FOR EXCEPTION TO SIZE & QTY OF BOLTS. CLIP ATTACHED. THE QUANTITY AND SPACING OF THESE CLIPS IS DETERMINED BY THE DESIGN FOR EACH SPECIFIC BUILDING. 0 ROOF PURLIN CONNECTION AT MAIN FRAME ENDWALL ANTI DETAIL AT ANTI —ROLL CLIP ZAFTER ENDWALL COLUMN SEE ERECTI N DRAWINGS FOR BOLT SIZE. B2 3 CORNER COLUMN TO ENDWALL RAFTER WELDED CLIPS O O O ENDWALL COLUMN 1/2 x 1 1/4 A307 (TYP) ENDWALL RAF" 1-3/4 A325 S ENDWALL RAFTER TO COLUMN RIGID FRAME RAF^ ENDWALI B 19) C LUMN TO RIGID FRAME RAFTER 1/2 x 1 1/4 WELDED A307 (TYP) CLIPS BOLT, 0.5" ENDWALL BY COLUMN 0 __ I =- To o O WALL o 0 o ENDWALL WALL GIRT GIRT COLUMN OR HEADER ENDWALL GIR 0 ENDWALL GIRT TO COLUMN s REQ'D 1/2 x 1 1/4 A307 U.N. ON THE DRAWINGS NOTE, FLANGE BRACES MAY BE PRESENT C12 ENDWALL COLUMN TO WALL GIRT I PARAPET ARM CORNER COLUMN SIDEWALL BOLT, 0,5" CONNECTION PARAPET ARM w GIRT BY 1.0, CTYP> PLATE WELDED oBOLT, 0.5' PLATEBY1.0, CTYP) ff RIGID FRAME COLUMN O o I O • o o _ O O 0 O O I i 0 0 ENDWALL GIRT ° WELDED SC-5 PLATE ENDWALL GIRTS ENDWALL ENDWALL GIRTS GIRT C29 PARAPET ARM TO WALL GIRT 0 PARAPET ARM TO WALL GIRT p6 CORNER COLUMN TO WALL GIRT D13 CORNER COLUMN TO WALL GIRT SIDEWALL GIRT ff-RIGID FRAME COLUMN 0 of Lo 0 — \= — — J CLIP ENDWALL GIRT 9 ENDWALL GIRT TO RIGID FRAME ENDWALL COLUMN BASE PLATE PLAN ELEVATION SEE BOLT SETTING PLAN FOR ACTUAL BOLT QTY E3 BASE PLATE FOR ENDWALL COLUMN JAMB ANCHOR RODS JAMB BASE PLATE ALL ANCHOR RODS (BY OTHERS) TO HAVE NUTS AND FLAT WASHERS. E5 BASE PLATE FOR DOOR JAMB tNUWA RAFTEF PI I r` f- O O O O O 0 O ° NDWALL DRAWINGS rVN BOLTS REQUIRED 9 RAFTER SPLICE ALONG SURFACE C 15 GIRT/HEADER TO COLUMN SIDEWALL GIRT ROTATED ENDWALL COLUMN O O - 0 o - WELDED PLATES ENDWALL GIRT D25 CORNER COLUMN TO WALL GIRT FLANGE BRACES MAY BE ON ONE OR BOTH SIDES SEE FRAME CROSS-SECTION FOR LOCATIONS SEE PLAN PURLIN I o o • o o ! a FLANGE BRACE ATTACHED w/ 1/2 x 1-1/4 A307 INDICATES ADD'L 0 EACH END BOLTS REQUIRED AT STRUT PURLINS RAFTER 6) 1/2 x 1-1/4 A307 REQUIRED AT STANDARD LAPS 8) 1/2 x 1-1/4 REQUIRED AT STRUT MEMBERS A STRUT MEMBER IS A PURLIN LOCATED AT THE BRACE POINTS. SEE PLANS FOR EXCEPTIONS TO SIZE & QTY OF BOLTS. G2 ROOF PURLIN TO INTERIOR FRAME RAFTER FOR APPROVALDRAWING STATUS ISSUE DATE DESCRIPTION These drawings, being for approval, are by definition not final and are ' SEa BUMN P1 11.29.24 FOR CONSTRUCTION for conceptual representation only. Their purpose is to confirm the Proper interpretation of the project documents. Only drawings issued ....% P2 12.18. 24 REV. FOR CONST. PI For Erector Installation" can be considered complete. FOR CONSTRUCTION PERMIT: P.O. BOX 7528G PH: 800-324-9992 These drawings, being for permit, are by definition not final. HOUSTON, TX 77234 FAX: 832-553-4600 Only drawings issued *For Erector Installation" can be considered complete. FOR ERECTOR INSTAUATiON: ©2005 Whirlwind Steel Buildings Inc. Final drawings for construction. All rights reserved The Engineer whose seal and signature appear on these documents represents 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., and excludes part such as doors, windows, foundation design, and erection of the building. BY CHK SHEET DESCRIPTION: BLDG SIZE: STANDARD DETAILS VARIES DM FC CUSTOMER: CUSTOMER LOCATION: MS AM Mertzon LLC Houston, TX 77279 PROJECT REFERENCE Renew Polymers JOBSITE LOCATION: JOBSITE COUNTY: 1731 Treble Dr. Humble, TX 77338 Harris DWN. CHK: DATE: ENG: JOB NO: DWG NO: ISSUE: DM FC 11.29.24 EV 13203-35602 D2 P2 Date: 1/16/25 1 DAVID........ RAY WALL JR 144740: c 11 ` Si':cENSE•',' 11k %/ ONX- V41 Whirlwind Steel F- 12081 January 31, 2025 FLANGE BRACES MAY BE ON ONE OR BOTH SIDES SEE FRAME CROSS-SECTION FOR LOCATIONS COLUMN FLANGE BRACE 0 0 0 EAVE STRUT 12 S, D. SCREW -- SHEET ANGLE END OF BUILDING ROOF MEMBER SCREW EAVE STRUT RAKE ANGLE 4,> 12 x 114 A307 ENDWALL EAVE STRUT EAVE STRUT - 0 0 o 0 1 /2 x 1- 1/4GIRT A307 ( TYP) 1/2 x 1-1 /4 RAFTER FRAME 1_ FRAME BOLTS, CLIPJA307 (TYP) AK106 COLUMN --,..CLIP COLUMN 0,5' x 1.5" CORNER BOLTS, COLUMN 0,5" x 1,5 SECTION ELEVATION SECTION ELEVATION H6 WALL GIRT TO INTERIOR FRAME COLUMN I15 EAVE STRUT TO CORNER 0EAVE STRUT TO ENDWALL RAFTER J3 EAVE STRUT TO RIGID FRAME J9 EAVE STRUT TO RIGID FRAME COLUMNSEE ROOF PLAN FOR LOCATIONS & PART MARKS END OF BLDG END OF BLDG SEE PLAN 2) Tek2 x 1-1/4' SDS SEE PLAN JAMB ZINC FINISH) ® EACH END EAVE STRUT EAVE STRUT JAMB WELDED CLIP 27 x Z" NOTCHED ANGLE COLUMN O I I EAVE STRUT 1/ 2 x 1-1/4 A307 1/2 x 1-1/ 4 A307 QI WELDED PLATE 1/2 x 1 1/4 EAVE ROOF PURLIN GIRT/ HEADER COLUMN A307 ( TYP) STRUT OPTIONAL EAVE REINFORCEMENT 0 EACH JAMB TO EAVE LOCATION 4„ 1/2 x 1-1/4 A307 SEE ROOF PLAN IF REQUIRED) COLUMN COLUMN WELDED CLIP 0 1/ 2 x 1-1/4 A307 WELDED PLATE JAMB JAMB J23 EAVE STRUT TO RIGID FRAME J25 QEAVE STRUT TO RIGID FRAME K3 OWALL GIRT TO DOOR JAMB K7 ENDWALL CONNECTION TO JAMB L3 DOOR JAMB TO EAVE STRUT OPTIONAL REINFORCEMENT SHOWN) ENDWALL RAFTER ENDWALL RAFTER JAMB 1/ 2 x 1-1/ 4 IRT 1/ 2 x 1-1/4 GIRT ` JAMB 1 2 x 1-1/4 A307 ( TYP) A307 (TYP) HEADER A307 BO TS HEADER WELDED CLIP CLIP --- WELDED Io of I I CLIP JAMB JAMB T—JAMBON PLATES JAMB A325 BOLTS SEE ERECTION PLANS FOR CLIP PART MARKS TYP) L6 DOOR JAMB TO WALL GIRT L8 DOOR JAMB TO WALL GIRT L103 JAMB TO ENDWALL RAFTER FLANGE L1 d8 ENDWALL RAFTER TO JAMB M3 OHEADER TO CEE JAMB 2 COLUMN or RAFTER --,,,,,,,COLUMN or RAFTER--,,,,,,, SHAPE MAY VARY)II (SHAPE MAY VARY)II CABLE ROD BRACER INTERIOR BRACER COLUMN SIDEWALLINTERIORWASHER WASHER COLUMN I I COLUMN _ aEYEBOLT@OSIDEWALLQ O I I/ © F NUT Q NO Q COLUMN INTERIOR PLATE ® o I BASE @@ z COLUMN 0 O z w CD PLATE o Li c OL p "KBASE PLATE/O CLBASECL0: PLATE a BASE ° -BASE CABLE PLAN VIEW ELEVATION PLATE PLATE SIZE BRACER WASHER NUT ROD SIZE BRACER WASHER NUT PLAN VIEW ELEVATION PLAN VIEW ELEVATION 1/ 4' BRACER #1 F844 1/2' A563 1/2' 1/2, BRACER #1 FB44 1/2' A563 1/2' 5/ 16, BRACER #1 F844 5/8' A563 5/B' 5/6' BRACER #1 F844 5/0' A563 5/8' _ ALL ANCHOR RODS (BY OTHERS) TO HAVE NUTS - ALL ANCHOR RODS (BY OTHERS) TO HAVE NUTS - ALL ANCHOR RODS (BY OTHERS) TO HAVE NUTS 3/ 8' BRACER #2 F844 3/4' A563 3/4' 3/4' BRACER #2 F844 3/4' A563 3/4' AND FLAT WASHERS. AND FLAT WASHERS. AND FLAT WASHERS. 1/ 2' BRACER #2 F844 7/0' A563 7/8' 1' BRACER #3 FB44 V A563 1' - SEE BOLT SETTING PLAN FOR ACTUAL BOLT QTY. - SEE BOLT SETTING PLAN FOR ACTUAL BOLT QTY. - SEE BOLT SETTING PLAN FOR ACTUAL BOLT QTY. 1 1/4" 1 BRACER #4 F844 1 1/4' IA563 1 1/4' Date: DIAGONALCABLEBRACINGDIAGONALRODBRACINGQ2Q3R2ANCHORRODSATSIDEWALLCOLUMNS1ANCHORRODSATINTERIORCOLUMNS2ANCHORRODSATINTERIORCOLUMNINSTALLATIONINSTALLATION •", .. ' 1 DAVID RAY WALL JR 144740 The Engineer whose seal and signature appear an these documents represents Whirlwind Steel S/QNAI-'IF Buildings, Inc., and is not the Engineer of Record for the overall project. The Engineer's\e`r.` responsibility is limited to material designed and manufactured by Whirlwind Steel Buildings, Inc., Whirlwind Steel andexcludespartsuchasdoors, windows, foundation design, and erection of the building. F- 12088 1DRAWING STATUS FOR APPROVAL ISSUE DATE DESCRIPTION BY CHK SHEET DESCRIPTION: STANDARD DETAILS BLDG SIZE: VARIES i 2025 T2riUa3 YThesedrawings, being for approval, are by definition not final and are 1 ft"N IMELBUMP1 11.29.24 FOR CONSTRUCTION PERMIT DM FC CUSTOMER: CUSTOMER LOCATION: for conceptual representation only. Their purpose is to confirm the P interpretation of the project documents. Only drawings issued P2 12.18.24 REV. FOR CONST. PERMIT MS AM Mertzon LLC Houston, TX 77279 Froper or Erector Installation canbeconsidered complete. PROJECT REFERENCE: FOR CONSTRUCTION PERM • P. O. BOX 75280 PH: 800-324-9992 Renew Polymers These drawings, being for permit, are by definition not final. HOUSTON, TX 77234 FAX: 832-553-4600 JOBSITE LOCATION: JOBSITE COUNTY: Only drawings issued 'For Erector Installation" can be considered complete. 1731 Treble Dr. Humble, TX 77338 Hams FOR ERECTOR INSTALLATION: 2005 Whirlwind Steel Buildings Inc. OWN: CHK: DATE: ENG JOB NO: DWG NO: ISSUE Final drawings for construction. All rights reserved DM FG 11.29.24 EV 13203-35602 D3 P2 4' +/— STITCH SCREW EA HIGH RIB) LOWER ROOF PANEL ROOF PURLIN STITCH SCREW—,,, 20" O.C. CONTINUOUS TAPE SEAL UPPER ROOF PANEL 1" TAPE SEAL CONTINUOUS) ROOF MEMBER SCREW ON 5"-7"-5"-7' SPACING CONTINUOUS TAPE SEAL MUST FOLLOW PANEL CONTOURS) scREw_2 TYPICAL ROOF PANEL ENDLAP SUPER SPAN X ROOF GUTTER GU-12_ IYy;l= MAKE SURE END CAP IS INSTALLED BEFORE ATTACHING CORNER BOX RAKE TRIM RT-101 EDGE OF RAKE TRIM 2-3/ 4" MAX GUTTER — ATTACH CORNER BOX w/ (8) POP RIVETS MAKE SURE THE END OF THE GUTTER IS FLUSH WITH THE OUTSIDE FACE OF THE FINISHED END WALL TRIM_5 CORNER BOX ATTACHMENT WALL 12 MI SCREW 20. 0.1 HEAD HT-10 FINISH FLOOR SL HEAD TRIM DETAILrTRIM_1 78 (SUPER SPAN X) RIVETS AT 4 MT-116— REFER TO FRAME CROSS—SECTION FOR BOLT SIZE & QTY. TOP/OUTSIDE O O TOP BOLTS FLANGE O O O O INTERMEDIATE BOLTS, WEB WHEN REQUIRED BOTTOMANSIDE O O BOTTOM BOLTS FLANGE O O U3 BOLTS FOR RAFTER TO COLUMN CONNECTION 7„ 5„ 7„ 5,. 7" 1 2 1 2 12 12" SUPER SPAN X" PANEL PANEL BEARING LEG STITCH SCREW AT 20" O.C. SHEETING DIRECTION MEMBER SCREWS Q = AT BASE, RAKE, EAVE, AND MID SPAN END LAPS AT INTERMEDIATE MEMBER, AND AT OPTIONAL LINER PANEL WALLFASTENER PATTERN F R PANEL (SUPER SPAN FIELD CUT INTO BOTTOM OF GUTTER AND BEND d" TABS DOWNWARD WALL PANEL BASE ANGLE BASE TRIM ANCHORS NOT BY WHIRLWIND) 1/2 t PANELS MUST NOT REST ON CONCRETE OR PANEL WARRANTY WILL BE VOID. ANCHORS MUST BE ADEQUATE TO SAFELY RESIST THE LOADS IN THE REACTION REPORT. WALL MEMBER SCREWS ARE AT 6" O.0 AT THE BASE MEMBER, T1) SECTION THRU WALL PANEL AND CONCRETE FOUNDATION JTTER GU-120 &I SUPER SPAN X 1 WALL PANEL 1) POP RIVET J PER SIDE ATTACH TO WALL PANEL w/ (1) STITCH SCREW DOWNSPOUT STRAP DS-105/DS-106 SEE PLANS FOR PART MARKS STITCH SCREW CS29R ROOF COLOR) INSIDE CLOSURE GUTTER SUPPORT 1" TAPE SEAL STRAP @ 36" O.C. 3-1 UNDER STRAP STITC SCREW ATRMHCOLOR) 1" TAPE SEAL GUTTERGUTTER (CONTINUOUS) SF-1 SF-1 ROOF MEMBER COUNTERFLASHING SCREW ON CAULK END LAPS) PATTERN POP RIVET WALL MEMBER SEE PLANS FOR PART MARKS CO IN UO/ 16" BEADS CONTINUOUS CAULK END CAP SF-2R/L 1 ITTCO 36 O.C. SCREW 12" O.C. ATTACH END CAP --/ TRIM COLOR) w/ (12) POP RIVETS WALL PANEL EAVE STRUT 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 NO BREAKS IN THE BEADS OF CAULK TRIM_2 TYPICAL GUTTER DETAIL SUPER SPAN X ROOF & WALLS TRIM_4 GUTTER END CAP ATTACHMENT SEE PLANS FOR PART MARKS TRIM STITCH SCREW ROOF RAKE ANGLE @ 12" O.C. RA2000 (4"x2") (TRIM COLOR) RAKE TRIM ROOF PANEL TRIM COLOR) WALL MEMBER SCREW ® 12" O.C. — TAPE SEAL OVERSIZE GUTTER CONTINUOUS) SF-1 TRIM STITCH SCREW 1 DOWNSPOUT ® EACH HIGH RIB — ATTACH DOWNSPOUT DS-101/DS-601 (TRIM COLOR) SEAL DOWNSPOUT TO GUTTER w/ TO GUTTER w/ CS28R ROOF PURLIN TUBE CAULKING (8) POP RIVETS OUTSIDE CLOSURE IDS ,101 WALL PANEL DS 601 ATTACH ONE DS-105 STRAP AT THE BASE OF THE DOWNSPOUT THEN APPROXIMATELY 5'-0" CENTERS (8'-0" MAX.) *LAP RAKE TRIM 2" w/ (1) CONTINUOUS BEAD OF CAULK TRIM_6 DOWNSPOUT ATTACHMENT @ GUTTER TRIM_? DOWNSPOUT STRAP ATTACHMENT TRIM_18 TYPSUPICALER S RAKE XDETAILROOF & WALLS POP RIVETS AT 20, QC, FIELD FLATTEN- TRIM LEG WHEN REQUIRED WALL PANED 12 MEMBER •/!/ SCREW AT 20, O,C, JAMB TI FL-22) COVER TRIM MT-116— OPTIONAL) JAMB CHANNEL TUBE CALKING HEADER TO FLOOR) FIELD CUT WALL PANEL OPENING WIDTH JAMB TRIM DETAIL RIM_179 (SUPER SPAN X) SILL TRI14— FL-26) 14 STITCH - SCREW AT 20. O.C. 12 MEMBER SCREW AT 20' D.C. WALL PANEI COVER TRIM MT-116— OPTIONAL) POP RIVETS AT 20' O.C. CHANNEL SILL TRIM DETAIL RIM_180 (SUPER SPAN X) R N SHAPE OF RAFTER MAY VARY. SEE FRAME CROSS—SECTION — SHAPE OF RAFTER MAY VARY. SEE FRAME CROSS—SECTION FOR ACTUAL PROFILE AND DIMENSIONS. FOR ACTUAL PROFILE AND DIMENSIONS. SEE CROSS—SECTION FOR CONN. BOLT REQUIREMENTS. — SEE CROSS—SECTION FOR CONN. BOLT REQUIREMENTS. SINTERIOR COLUMN TO RAFTER CONN. V2 INTERIOR COLUMN TO RAFTER CONN. WALL F FIELD CU1 AS REQUIF RAKE TRIM RT-101 ATTACH CORNER BOX W/(6) POP RIVETS GUTTER CORNER BOX I tDGE OF RAKE TRIM SF-3 NOTE: 1, FIELD WORK MAYBE REWD. AT RAKE TRIM TO GUTTER. 2. INSTALL ENDCAP BEFORE INSTALLING CORNER BOX. 3. REFERENCE TRI"6 FOR ENDCAP INSTALLATION. CORNER TRIM GUTTER, OVERSIZE, CORNER BOX, SUPER SPAN & SUPER SPAN X SW OVERSIZE STYLE) REFER TO FRAME CROSS—SECTION FOR REW BOLT SIZE & QTY. iP) O O --:1—TOP BOLTS O O INTERMEDIATE BOLTS, O O WHEN REQUIRED O O BOTTOM BOLTS O O OUTSIDE CORNER --- TRIM CT-102 WALL PANEL E;(SUPER SPAN X) C RNER TRIM INSTALLATI N U 1 BOLTED END PLATE RAFTER SPLICE MAIN FRAME E. . . WALL PANELS ABOVE ROOF NDWALL WALL PANEL — IRT INSIDE CLOSURE—, J7 (TYP) NOTE! ATTACH CLIP TO ENDWALL GIRT BEFORE ATTACHING CLIP TO MAIN FRAME RAFTER W4 ENDWALL GIRT ATTACHMENT TO MAIN FRAME ENDWALL RAFTER SHEET ANGLE — ROOF PURLIN USE #12 SDS ROOF BELOW WALL PANELS FLASHING SEALANT TAPE z—ROOF PANEL X1 SECTI N THRU WALL PANELS ABOVE ROOF UNAVVINU 3IHIU3 ISSUE DATE DESCRIPTION FOR APPROVAL These drawings, being for approval, ore by definition not final and are RLWIN STEEL v1 IL I P1 11.29.24 FOR CONSTRUCTION PER for conceptual representation only. Their purpose is to confirm the Proper interpretation of the project documents. Only drawings issues " P2 12.18.24 REV. FOR CONST. PERMIT For Erector Installation" can be considered complete. FOR CONSTRUCTION PERMIT: P.O. BOX 75280 PH: 800-324-9992 These drawings, being for permit, are by definition not final. HOUSTON, TX 77234 FAX: 832-553-4600 Only drawings issued 'For Erector Installation" can be considered complete. FOR ERECTOR INSTALLATION: @ 2005 Whirlwind Steel Buildings Inc. Final drawings for construction. All rights reserved The Engineer whose seal and signature appear on these documents represents 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., and excludes part such as doors, windows, foundation design, and erection of the building. BY CHK SHEET DESCRIPTION: BLDG SIZE: STANDARD DETAILS VARIES DM FC CUSTOMER: CUSTOMER LOCATION: AS AM Mertzon LLC Houston, TX 77279 PROJECT REFERENCE: Renew Polymers JOBSITE LOCATION: JOBSITE COUNTY: 1731 Treble Dr. Humble, TX 7733E Harris OWN: CHK: I DATE: ENG JOB NO: DWG NO: ISSUE: DM FC 11.29.24 EV 13203-35602 D4 P2 Date: 1/16/25 X E OFT X %l 1 DAV• IDRAY WALL JR 144740 , Whirlwind Steel F- 12081 January 31, 2025 GENERAL NOTES: FIELD NOTES: STATE OF TEXAS 1. ALL BEARINGS AND COORDINATES SHOWN HEREON BASED ON THE TEXAS COORDINATE SYSTEM (NAD83), SOUTH CENTRAL ZONE NO. 4204. DISTANCES ARE SURFACE AND MAY BE CONVERTED TO GRID BY MULTIPLYING THE FOLLOWING COMBINED SCALE FACTOR: 0.999930218. 2. ACCORDING TO SURVEYOR'S INTERPRETATION OF INFORMATION SHOWN ON THE NATIONAL FLOOD INSURANCE PROGRAM (NFIP) FLOOD INSURANCE RATE MAP (FIRM), COMMUNITY PANEL NO. 48201CO505M, DATED JUNE 9, 2014, THE PROPERTY APPEARS TO LIE WITHIN ZONE "X" AND NO PORTION OF THIS PROPERTY LIES WITHIN A SPECIAL FLOOD HAZARD AREA (SFHA) INUNDATED BY THE 100-YEAR FLOOD, AS DEFINED BY THE U.S. DEPARTMENT OF HOUSING AND URBAN DEVELOPMENT, FEDERAL INSURANCE ADMINISTRATION, OR THE FEDERAL EMERGENCY MANAGEMENT AGENCY. 3. BASED UPON FLOODING EXPERIENCE, THE CITY OF HUMBLE PROHIBITS THE FLOOR OF ANY HABITABLE AREA OF A STRUCTURE TO BE CONSTRUCTED AT LESS THAN TWO (2) FEET ABOVE THE 500-YEAR BASE FLOOD ELEVATION. 4, THIS RESERVE IS SUBJECT TO THOSE CERTAIN RESTRICTIVE COVENANTS DESCRIBED IN THE INSTRUMENTS RECORDED UNDER CLERK'S FILE NOS. G962577, H482020 AND M806992, ALL OF THE H.C.O.P.R.R.P. LEGEND: I.R. - IRON ROD F.C. - FILM CODE C.F. - CLERK'S FILE FND. - FOUND P.A.E. - PERMANENT ACCESS EASEMENT R.O.W. - RIGHT-OF-WAY H.C.M.R. - HARRIS COUNTY MAP RECORDS H.C.D.R. - HARRIS COUNTY DEED RECORDS H.C.O.P.R.R.P. HARRIS COUNTY OFFICIAL PUBLIC RECORDS OF REAL PROPERTY 40 0 40 80 SCALE: 1" = 40' All that certain 1.1765 acres of land situated in the J.B. Jones Survey, Abstract No. 484, Harris County, Texas, being all of Lots 3 and 4, Block 2, HUMBLE PLACE, SECTION 1, according to the map or plat thereof recorded in Volume 306, Page 97 of the Harris County Map Records, and being more particularly described by metes and bounds as follows: BEGINNING at a 1/2 inch iron found in the north right-of-way line of Treble Drive (60 feet wide according said HUMBLE PLACE, SECTION 1) at the common southeast corner of said Lot 3 and the herein described tract of land, same being the southwest corner of Lot 2, Block 2, HUMBLE PLACE, SECTION 1; THENCE South 87 deg. 34 min. 40 sec. West, along said north right-of-way line of Treble Drive and with the south line of Lot 3, at a distance of 130.00 feet pass the southwest corner of Lot 3, same being the southeast corner of said Lot 4, continuing along the north right-of-way line of Treble Drive and with the south line of Lot 4, in all a total distance of 250.00 feet to a 1/2 inch iron rod found at the common southwest corner of Lot 4 and the herein described tract of land, some being the southeast corner of Lot 5, Block 2, HUMBLE PLACE, SECTION 1; THENCE North 02 deg. 25 min. 20 sec. West, departing the north right-of-way line of Treble Drive, along and with the west line of Lot 4 and the east line of said Lot 5, a distance of 205.00 feet to a 1/2 inch iron rod with cap found at the common northwest corner of Lot 4 and the herein described tract of land, same being the northeast corner of Lot 5, the southeast corner of Lot 6 and the southwest corner of Lot 7, Block 2, HUMBLE PLACE, SECTION 1; THENCE North 87 deg. 34 min. 40 sec. East, along and with the north line of Lot 4 and the south line of said Lot 7, at a distance of 120.00 feet pass the northeast corner of Lot 4, same being the northwest corner of Lot 3, the southeast corner of Lot 7 and the southwest corner of Lot 8, Block 2, HUMBLE PLACE, SECTION 1, continuing along and with the north line of Lot 3 and the south line of said Lot 8, in all a total distance of 250.00 feet to a point at the common northeast corner of Lot 3 and the herein described tract of land, same being the southeast corner of Lot 8 and being situated in the west line of Lot 1, Block 2, HUMBLE PLACE, SECTION 1, from which a found 1/2 inch iron rod with cap bears witness South 87 deg. West, a distance of 0.46 feet; THENCE South 02 deg. 25 min. 20 sec. East, along and with the east line of Lot 3 and said west line of Lot 1, at a distance of 40.00 feet pass the southwest corner of Lot 1, same being the northwest corner of the aforementioned Lot 2, continuing along and with the east line of Lot 3 and the west line of Lot 2, in all a total distance of 205.00 feet to the POINT OF BEGINNING and containing within these metes and bounds 1,1765 acres (51,250 square feet) of land. I I i I i I I I 1 I I I I SEGT o I I I I I I I IE gLE PLP0001 G . R LOT 8- - J II 1 i LOT _NOM 6gIP4' q ---- - RESERVE I LOT 6 - - - - - - - - I I I Y=13,928,39210 30 10' Utility Easement I I X 3,155,958.345 01 Vol 306, Pg. 97, H.CM.R. I Fnd. 1/2"I.R. with Cap Y=13, 928, 381. 54 I I S 87' W - 0, 46' erial Easement X=3,155,708.59 - - _ - J Pg. 97, H.CM.R. Fnd. 1/2"' 1.R. with Cap - - - - r .J4 40 E' -- 250- 00' C-vo-/OUJ-0 1 7Y-----1'--- - _-----_---- ---- I LOT 1 i 1- 1 w I Tla 1 ' G 5' Building Line I I I U I cSE4. \ I CF. No. G962577, HC•O.P.R.R.P. I 1 I I E Z I PGE' S N G R / 30' Aerial Easement I T10' Aerial Easement Granted to P t Vol. 306> Pg. 97, HCMR' Houston Lighting &Power Company C.F. No. H447618, HC.O.P.R.R.P. Remaining Aerial Easement (10) I I o --I-- UoBuE IOGx N Vol 306, Pg. 97, H. C.M. R. I I I I I LL U i I I(b 306, 0 _ 10' Drainage & Utility Easement I Vol 306, Pg. 97, H. C M R. 10' Aerial Easement Granted to--- Houston Lighting &Power Company I l' I I., I C.F. No. H447618, H. C 0. P. R. R.P. 0) I-----10' Drainage &Utility Easement I I I I 10) I Vol. 306, Pg. 97, H.C.M.R. 5' Building Line-4I I I O d I Block 1 C.F. No. G962577, 4J 5' Building Line H. C.O. P. R. R. P. I J 10LO TIN 1 IC.F. No. G962577, I I O I C0 N- U MJ-o-l-' ----'- 5Ec------ R ----------------- N- II -I H-. - c. O-. P. -R. R. P. . .Reserve »cH Aia»l useonly) III-I' I I - - - I II I ---------- -__-__ %'i I / Q 0 Restricted To Commerh TPUPLotS2LOT 5 RESERVE H k N LOT2 log7 1,1765 ACRES 306, (51, 250 Sq. Ft.) 10' Drainage &Utility Easement Vol 306, Pg. 97H.C.MR. 10' Drainage & Utility Easement 10, Utility Easement - I Vol. 306, Pg, 97, H.CM.R. Vol 306, Pg. 97, H.C.M.R. 20' Building Lne Remaining Aerial Easement (10)--" I Vol. 306, Pg97,HCMR. & Vol, 306, Pg, 97, H.CMR. 77H.C.O.P.R.R.P. No. G9625--------------------- 10 - - - - -- _- - - - L - - - - - - - - - - - - -- , \\\ I, Fnd. 1/2" I.R. 119. 27' 120. 00' - 250. ao' 8'7'34`40 W S 87°34'40" W Y=13, 928,176.74 Pp a B. 5 717 25 COUNTY OF HARRIS We, TREBLE LANDCO, LLC, acting by and through Wade H. Whilden, Jr., Vice President and General Counsel, owners hereinafter referred to as Owners of the 1. 1765 acre tract described in the above and foregoing map of RENEWVILLE, do hereby make and establish said subdivision and development plan of said property according to all lines dedications, restrictions, and notations on said maps or plat and hereby dedicate to the use of the public forever, all streets (except those streets designated as private streets, or permanent access easements), alleys, parks, water courses, drains, easements, and public places shown thereon for the purposes and considerations therein expressed; and do hereby bind ourselves, our heirs, successors and assigns to warrant and forever defend the title on the land so dedicated. FURTHER, Owners do hereby dedicate to the public a strip of land fifteen feet (15' 0") wide on each side of the center line of any and all bayous, creeks, gullies, ravines, draws, sloughs or other natural drainage courses located in said plat, as easements for drainage purposes, giving the City of Humble, Harris County, or any other governmental agency, the right to enter upon said easement at any and all times for the purpose of construction and maintenance of drainage facilities and structures. FURTHER, Owners do hereby covenant and agree that all of the property within the boundaries of this plat and adjacent to any drainage easement, ditch, gully, creek or natural drainage way is hereby restricted to keep such drainage ways and easements clear of fences, buildings, planting and other obstructions to the operations and maintenance of the drainage facility and that such abutting property shall not be permitted to drain directly into this easement except by means of an approved drainage structure. FURTHER, Owners do hereby covenant and agree that all of the property within the boundaries of this plat shall be restricted to prevent the drainage of any septic tanks into any public or private street, road or alley or any drainage ditch, either directly or indirectly. FURTHER, Owners hereby certify that this replat does not attempt to alter, amend, or remove any covenants or restrictions; we further certify that no portion of the preceding plat was limited by deed restriction to residential use for not more than two ( 2) residential units per lot. IN TESTIMONY WHEREOF, the TREBLE LANDCO, LLC has caused these presents to be signed by Wade H. Whilden, Jr its Vice President and General Counsel, thereunto authorized, this - - - - day of TREBLE LANDCO, LLC 2025. BY:--------------------------------------- Wade H. Whilden, Jr, Vice President and General Counsel STATE OF TEXAS COUNTY OF HARRIS BEFORE ME, the undersigned authority, on this day personally appeared Wade H. Whilden, Jr, known to me to be the person whose name is subscribed to the foregoing instrument and acknowledged to me that he executed the some for the purposes and considerations therein expressed and in the capacity therein and herein stated. APPROVED SUBJECT TO SUBMITTAL OF FIRE SPRINKLER PLANS GIVEN UNDER MYHANDANDSEALOFOFFICE, this day of --------------------, 2025. Notary Public in and for the State of Texas APPROVED SUBJECT TQ SUS i'' T T ' L-, OF My CommissionExpires: FIRE ALARM PLANS Y--13928,187.JO X=3' S' TREBLE DRI VE 1., Fnd. 112I1R. X=3,155, 967.01 6 0' R - O . W -) Fnd. 1/2" I.R. Vol. 306, Pg. 97, H.C.M.R.) Fnd 1/2" IR. Fnd. 1/2" I.R. Fnd. 1/2" I R. 20' Building Line K.S.B. J. EDUCATIONAL FOUNDATION Vol. 306, Pg. 97, HC. M.R.--------" - 7 Tract ll) Called 4,000 Sq. Ft. __ ___ - ----------------------- 20' Building Line - - - C.F. No. R347587, H.C.O.P. R.R.P.------------- - Vol. 306, Pg. 97, H. C.M.R. l INN 1 5EGT PGE' S R LOT 6 K. S. B. J. EDUCATIONAL FOUNDATION LOT 8 LOT P t 1 G' NUM LE IoGk g, N Tract l) I 306 HUMBLE PLACE, SECTION I Called 0. 91827 Acre Block 1 C.F. No. R347587, H. C. 0. P. R. R.P. Vol. 306, Pg. 97, H. C.M.R. J o RESERVE G I CITY OF UMBLE! P S REVIEWED BY: BUILDING SPECTOR: DATE: >--- r- A,T,,?Y ADDITIONAL CODE REQUIREMENTS NOT We, VANTAGE BANK TEXAS, a Texas state bank, owner and holder of a lien against the property described in the plat known as RENEWVILLE, said lien being evidenced by instrument of record in the Clerk's File No. RP-2024-359096 of the O.P.R.O.R.P. of Harris County, Texas, do hereby in all things subordinate our interest in said property to the purposes and effects of said plat and the dedications and restrictions shown herein to said subdivision plat and we hereby confirm that we are the present owners of said lien and have not assigned the some nor any part thereof. 0 This Occupancy Requires 2A-1OBr 51 b. Fire Extinguishers with State Of texaL rf Mursnal Dated Approvel Compfjanc, Extinguishers Shall Be No Mori- STATE OF TEXAS Walking Distance From Any Ppjnt In G, COUNTY OF HARRIS BEFORE ME, the undersigned authority, on this day personally appeared _ _ ___________ ______ known to me to be the person whose name is subscribed to the foregoing instrument and acknowledged to me that they executed the some for the purposes and considerations therein expressed. ri .. MN AIR U rl ETu L° ELECTRICAQNSPECTOR: - -Al LY COVERED BY THIS PLAN REVIEWDATE: -- TO LACK OF INFORMATION ON THESE PLUMBING IN PECTOR: _ jam'+" ! S OR OTHER A'iSE, SHALL ADHERE TQ THE TO DATE:'- % IPC, IMC, NCC, d 7 / I ,.-71 FIRE MARSHAL: f ( T'ESANDTIHECITYOF HUMBLE CODE OF ' DATE O€f)INANCES AND SHALL BE FIELD VERIFIED HN.A. C. INSPECTOR: / FOR CODE COMPLIANCE AND CONFORMANCE. DATE: 3 - 7 - o2, PUBLIC WORKS DIRECTOR: GIVEN UNDER MY HAND AND SEAL OF OFFICE, this the day of -----------------, 2025. Notary Public in and for the State of Texas My Commission Expires: I, Daniel N. Pinnell, am authorized under the laws of the State of Texas to practice the profession of surveying and hereby certify that the above subdivision is true and accurate; was prepared from an actual survey of the property made under my supervision on the ground; that, except as shown all boundary corners, angle points, points of curvature and other points of reference have been marked with iron (or other objects of a permanent nature) pipes or rods with an outside diameter of not less than five eighths ( 5/8) inch and a length of not less than three (3) feet; and that the plat boundary corners have been tied to the Texas Coordinate System of 1983, south central zone. OF ?, Daniel N. Pinnell A•.•G1STF,Q•., 9, Registered Professional Land Surveyor DANIEL N. PINNELL 5 Texas Registration No. 5349 j C,. ..p 5349 FESS \fl • q SURD This is to certify that the City of Humble has approved this plat and subdivision of RENEWVILLE, as shown hereon in testimony whereof, witness the official signature of the Mayor and City Secretary of the City of Humble this - - - - - - day of ---------------------, 2025. BY= ------------------- Norman Funderburk, Mayor BY: ------------------------------------ Maria Jackson, City Secretary I, Teneshia Hudspeth, County Clerk of Harris County, do hereby certify that the within instrument with its certificate of authentication was filed for registration in my office on - - - - - - - - - - - - - - 2025, at ------o'clock --.M., and duly recorded on 2025, at ------o'clock --.M., and at Film Code Number - - - - - - - - - - - - - of the Map Records of Harris County for said county. Witness my hand and seal of office, at Houston, the day and date last above written. Teneshia Hudspeth County Clerk of Harris County, Texas RECEIVED 1 By: ----- Deputy RENEWVILLE A SUBDIVISION OF 1.1765 ACRES ( 51,250 SQUARE FEET) OF LAND, SITUATED IN THE J.B. JONES SURVEY, ABSTRACT NO. 484, CITY OF HUMBLE, HARRIS COUNTY, TEXAS, BEING A REPLAT OF LOTS 3 AND 4, BLOCK 2, HUMBLE PLACE, SECTION 1, ACCORDING TO THE MAP OR PLAT THEREOF RECORDED IN VOLUME 306, PAGE 97 OF THE MAP RECORDS OF HARRIS COUNTY, TEXAS. REASONS FOR RE-PLA T. TO CREA TE A RESTRICTED RESERVE AND REMOVE 10' DRAINAGE AND UTILITY EASEMENTS RESERVED ALONG ALL TRACTS LINES IN PREVIOUS PLAT TO REMOVE THE MOST SOU THERL Y AND MOST WESTERL Y 20' OF 30' AERIAL EASEMENTS RESERVED ALONG 10' U77LITY EASEMENTS ON LOTS 3 & 4. 1 BLOCK 1 RESERVE OWNERS: SURVEYOR: TREBLE LANDCO, LLC THE PINNELL GROUP, LLC 1892A TREBLE DRIVE 25207 OAKHURST DRIVE HUMBLE, TEXAS 77338 SPRING, TEXAS 77386 281- 363-8700 FIRM REG. # 10039600 DA TE.• JANUARY, 2025 SCALE.- 1 " = 40' PROJECT NO. 24-144 STRUCTURAL CONCRETE SCHEDULE: DEFERRED SUBMITTALS: 1. S0.01 GENERAL NOTES & SPECIFICATIONS 2. S1.10 FOUNDATION PLAN 3. S2.10 STANDARD CONCRETE DETAILS 4. S2.20 TYPICAL FOUNDATION DETAILS (1 OF 3) 5. S2.21 TYPICAL FOUNDATION DETAILS (2 OF 3) 6. S2.22 TYPICAL FOUNDATION DETAILS (3 OF 3) GENERAL NOTES: 1. THESE DRAWINGS ARE THE PROPERTY OF A+A STRUCTURAL SOLUTIONS LLC, REFERRED TO AS THE ENGINEER -OF -RECORD (E-O-R) HEREIN. THEY SHALL NOT BE COPIED, REPRODUCED, REVISED OR USED IN ANY WAY OTHER THAN WHAT IS SPECIFIED FOR IN THESE DOCUMENTS. 2. MAIN BUILDER EMPLOYED TO MANAGE AND OVERSEE OVERALL CONSTRUCTION, REFERRED TO AS GENERAL CONTRACTOR HEREIN, SHALL GUARANTEE THAT ALL WORK COMPLIES WITH APPLICABLE FEDERAL, STATE, AND LOCAL BUILDING CODES, AS WELL AS ALL SAFETY REGULATIONS AS REQUIRED BY LAW. 3. ANY DEVIATIONS AND/OR REVISIONS MADE TO THE PLANS AND DETAILS WITHOUT WRITTEN CONSENT RELINQUISHES ALL RESPONSIBILITIES FROM E-O-R. 4. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO COMPARE THESE DRAWINGS WITH ALL OTHER APPLICABLE DISCIPLINE DOCUMENTS IN ORDER TO VERIFY CONCURRENCE. IF DISCREPANCIES ARE FOUND, THESE SHALL BE PROMPTLY REPORTED TO E-O-R. 5. TEMPORARY BRACING OF ALL STRUCTURAL ELEMENTS AND FALSEWORK REQUIRED BEFORE STRUCTURAL SYSTEM IS 100% INSTALLED SHALL BE THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR. MEANS AND METHODS OF CONSTRUCTION ARE OUTSIDE THE SCOPE OF THESE DRAWINGS. 6. GENERAL CONTRACTOR AS WELL AS ALL SUB -CONTRACTORS SHALL EACH PROVIDE A LETTER OF COMPLIANCE TO DESIGN TEAM (OWNER, ARCHITECT, E-O-R) STATING THAT ALL STRUCTURAL ELEMENTS HAVE BEEN INSTALLED PER STRUCTURAL DOCUMENTS, SHOP DRAWINGS, AND ANY SUPPLEMENTAL INFORMATION PROVIDED DURING THE COURSE OF THE PROJECT. THIS SHALL BE MANDATORY AND PROVIDED BEFORE THEIR RESPECTIVE SCOPE OF WORK IS CLOSED -OUT. 0T[3I Ir''TI IMAI RCCInKi. APPLICABLE BUILDING CODES 2018 INTERNATIONAL BUILDING CODE ASCE 7 - MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES ACI 318 - BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE ANSI / AISC 360 - SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AISI S240 - NORTH AMERICAN STANDARD FOR COLD -FORMED STEEL STRUCT. FRAMING DESIGN DEAD & LIVE LOAD CRITERIA DEAD LOADS LIVE LOADS OCCUPANCY OR USE UNIFORM CONCENTRATED UNIFORM CONCENTRATED ROOF 10 PSF 20 PSF FOR COLUMN REACTIONS AT FOUNDATION, REFER TO PEMB DRAWINGS JOB NO.13203-35602 BY WHIRLWIND STEEL BUILDINGS DATED 12-18-2024 DESIGN WIND LOAD CRITERIA BASIC DESIGN WIND SPEED, V = 133 MPH RISK CATEGORY = II EXPOSURE= B INTERNAL PRESSURE COEFF. _ 0.18 FOUNDATION NOTES: 1. DESIGN OF FOUNDATION ELEMENTS FOR THIS STRUCTURE ARE BASED ON THE RECOMMENDATIONS PROVIDED IN THE FOLLOWING GEOTECHNICAL REPORT: REPORT NUMBER: GE03852024 REPORT DATE: NOVEMBER 2024 GEOTECHNICAL CO.: THE MURILLO COMPANY 2. FOOTINGS WERE DESIGNED BASED ON RECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT AS FOLLOWS: AT 2'-0" DEPTH= 1,600 PSF ALLOWABLE SOIL BEARING UNDER SUSTAINED LOADS 2,400 PSF ALLOWABLE SOIL BEARING UNDER TOTAL LOADS AT 12'-0" DEPTH= 3,500 PSF ALLOWABLE SOIL BEARING UNDER SUSTAINED LOADS 5,250 PSF ALLOWABLE SOIL BEARING UNDER TOTAL LOADS 3. SUBGRADE IMPROVEMENT SHALL BE DONE IN ACCORDANCE WITH RECOMMENDATIONS AND SPECIFICATIONS PROVIDED BY THE GEOTECHNICAL ENGINEER. PER SOILS REPORT, REMOVE AND REPLACE AT A MINIMUM 2'-0" OF NATIVE SOIL WITH SELECT FILL COMPACTED AS REQUIRED. GEOTECHNICAL AGENCY SHALL BE RETAINED TO INSPECT FOUNDATION PADS PRIOR TO CONCRETE PLACEMENT TO CONFIRM ADEQUACY OF IMPROVEMENTS. 4. THE SUBSURFACE INVESTIGATION OF THE SOILS ENCOUNTERED BELOW THE FOUNDATION ELEMENTS IS OUTSIDE THE SCOPE OF SERVICES PROVIDED BY THE STRUCTURAL ENGINEER. 5. SOIL EXCAVATION SHALL BE NEAT AND SHALL BE DONE NO EARLIER THAN 1 DAY BEFORE THE PLACEMENT OF ALL CONCRETE FOUNDATION ELEMENTS. IF CONDITIONS EXIST WHERE THIS IS NOT POSSIBLE, THE DESIGN TEAM SHALL BE NOTIFIED FOR ADDITIONAL REVIEW. 6. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO GUARANTEE THAT ALL EXCAVATIONS ARE CLEAR OF LOOSE DEBRIS, TRASH, ORGANICS, AND/OR STANDING WATER PRIOR TO POURING CONCRETE AGAINST GROUND. 7. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO COORDINATE FOUNDATION PLANS WITH BOTH MEP AND ARCHITECTURAL PLANS FOR ANY SLAB OPENINGS, INSERTS, BLOCK -OUTS, BRICK LEDGES, DROPS, ETC. 8. NO MEP PIPE SLEEVES SHALL BE RUNNING PARALLEL, THROUGH, WITHIN, OR UNDERNEATH GRADE BEAMS UNLESS APPROVED BY E-O-R, NO EXCEPTIONS. 9. PROVIDE A MINIMUM 10 MIL THICK POLYETHYLENE MOISTURE BARRIER CONFORMING TO ASTM D4397) DIRECTLY UNDER SLAB -ON -GRADE IN AREAS WHERE FLOOR COVERINGS WILL BE UTILIZED. STRUCTURAL CONCRETE SPECIFICATIONS APPLICATION COMPRESSIVE STRENGTH, F'c W/C RATIO MAXIMUM) AGGREGATE MAXIMUM) FOOTINGS 4,000 PSI 0.50 1" GRADE BEAMS & SLAB 4,000 PSI 0.50 1" STRUCTURAL CONCRETE NOTES: 1. ALL SPECIFICATIONS, MIXING, PLACING, AND FORM -WORK FOR STRUCTURAL CONCRETE SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF ACI 318 - BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE & ACI 301 - SPECIFICATIONS FOR STRUCTURAL CONCRETE. 2. NORMAL -WEIGHT CONCRETE SHALL HAVE A MAXIMUM UNIT WEIGHT OF 145 PCF WITH AGGREGATES CONFORMING TO ASTM C33. LIGHT -WEIGHT CONCRETE SHALL HAVE A MAXIMUM UNIT WEIGHT OF 115 PCF WITH AGGREGATES CONFORMING TO ASTM C330. 3. PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE 1/II. FLY ASH CONFORMING TO ASTM C618 TYPE C OR F, CAN BE USED TO REPLACE A PORTION OF THE PORTLAND CEMENT USED PERACI 318. 4. NO WATER SHALL BE ADDED TO THE CONCRETE MIX AT THE JOB SITE. IT 1S THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO ENSURE THAT A PUMPABLE AND WORKABLE MIX IS DELIVERED TO SITE WITHOUT ANY ADDITIONAL WATER. 5. ADMIXTURES SHALL HAVE THE SPECIFICATIONS AND CERTIFICATIONS SUBMITTED WITH THE MIX DESIGN TO E-O-R FOR APPROVAL PRIOR TO BEING USED. 6. USE OF CALCIUM CHLORIDE OR ADMIXTURES CONTAINING CALCIUM CHLORIDE IN ANY CONCRETE IS NOT ACCEPTABLE UNDER ANY CIRCUMSTANCES. 7. PLACING PENETRATIONS THROUGH CONCRETE ELEMENTS IS STRICTLY PROHIBITED UNLESS SHOWN ON STRUCTURAL DRAWINGS. IF A PENETRATION IS REQUIRED AND NOT SHOWN ON PLANS, GENERAL CONTRACTOR SHALL SUBMIT REQUEST TO E-O-R FOR APPROVAL. 8. SAWCUT CONTROL JOINTS SHALL BE CUT WITHIN 12 HOURS AFTER PLACEMENT OF CONCRETE HAS OCCURRED. 9. CONCRETE SLABS -ON -GRADE MUST CURE FOR AT LEAST SEVEN DAYS FOLLOWING PLACEMENT BY ONE OF THE FOLLOWING METHODS: A) MOISTURE CURING B) MOISTURE -RETAINING COVER CURING (BURLAP) C) SPRAYED ON CURING AND/OR SEALANT APPLICATION 10, NON -SHRINK GROUT SHALL CONFORM TO ASTM C1107 AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 5,000 PSI. 11. PROPOSED CONCRETE MIX DESIGN SHALL BE PROPORTIONED TO MEET OR EXCEED THE MINIMUM COMPRESSIVE STRENGTH AS REQUIRED FOR THIS PROJECT. PRODUCTION FACILITY SHALL SUBMIT FOR APPROVAL FIELD STRENGTH TEST RECORDS FOR A CLASS OF CONCRETE WITHIN 1,000 PSI OF THAT SPECIFIED FOR WORK. PROCEDURE SHALL BE IN ACCORDANCE WITH SECTION 4 OF ACI 301. CONCRETE SAMPLING & TESTING NOTES: 1. SAMPLING AND TESTING OF STRUCTURAL CONCRETE SHALL CONFORM TO ALL REQUIREMENTS SET FORTH IN THE LATEST EDITION OF ACI 301 - SPECIFICATIONS FOR STRUCTURAL CONCRETE. 2. EVALUATION OF HARDENED CONCRETE SHALL BE BASED ON STRENGTH TESTS. A STRENGTH TEST IS THE AVERAGE OF THE COMPRESSIVE STRENGTH OF AT LEAST TWO 6X12 IN CYLINDERS OR AT LEAST THREE 4X8 IN CYLINDERS MADE FROM THE SAME SAMPLE OF CONCRETE. 3. CONCRETE SAMPLES SHALL BE TAKEN FROM THE POINT OF DELIVERY IN ACCORDANCE WITH ASTM C172, HANDLED AND STANDARD -CURED IN ACCORDANCE WITH ASTM C31, AND TESTED IN ACCORDANCE WITH ASTM C39 AT 28 DAYS. 4. STRENGTH TEST TO BE DONE FOR EACH 50 CUBIC YARDS OF CONCRETE POURED OF EACH MIX DESIGN. SEE NOTE 3. 5. SAMPLES FOR PREPARING STRENGTH -TEST SPECIMENS OF EACH CONCRETE MIXTURE PLACED EACH DAY SHALL BE TAKEN IN ACCORDANCE WITH GUIDELINES A) THROUGH (C): A. AT LEAST ONCE A DAY B. AT LEAST ONCE FOR EACH 150 CUBIC YARD OF CONCRETE C. AT LEAST ONCE FOR EACH 5,000 SQ-FT OF SURFACE AREA FOR SLABS STRUCTURAL CONCRETE REINFORCEMENT NOTES: 1. ALL STEEL REINFORCEMENT SHALL CONFORM TO ASTM A615 GRADE 60 DEFORMED BARS UNLESS OTHERWISE NOTED ON DESIGN DRAWINGS. ALL WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM A185. WELDABLE REINFORCEMENT SHALL CONFORM TO ASTM A706. 2. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO GUARANTEE THAT ALL REINFORCEMENT IS FREE FROM GREASE, SOIL, DEBRIS, PLASTIC, AND OR ANY OTHER FOREIGN MATERIAL. 3. ALL REINFORCEMENT MATERIAL, FABRICATION, DETAILING, AND INSTALLATION SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF ACI 318 - BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE & ACI 301 - SPECIFICATIONS FOR STRUCTURAL CONCRETE. 4. UNLESS APPROVED BY E-O-R, WELDING OF REINFORCEMENT IS PROHIBITED. LOADS ON HANDRAILS, GUARDS & GRAB BARS: 1. HANDRAIL AND GUARDS SHALL BE DESIGNED AND CONSTRUCTED FOR THE LOADING CONDITIONS SET FORTH IN IBC SECTION 1607. LOADING CRITERIA SHALL INCLUDE THE FOLLOWING CASES ( LOADS NEED NOT BE APPLIED CONCURRENTLY): A. SINGLE CONCENTRATED LOAD OF 200 LBS APPLIED IN ANY DIRECTION AT ANY POINT ALONG THE TOP RAIL. B. UNIFORM LOAD OF 50 PLF APPLIED IN ANY DIRECTION ALONG THE TOP RAIL. C. INTERMEDIATE RAILS, BALUSTERS, AND PANEL FILLERS SHALL RESIST A CONCENTRATED LOAD OF 50 LBS. IN EACH CASE, ATTACHMENT DEVICES SHALL BE CAPABLE OF TRANSFERRING THE LOAD BACK TO THE STRUCTURAL ELEMENTS OF THE BUILDING / STRUCTURE. 2. GRAB BAR SYSTEMS SHALL BE DESIGNED TO RESIST A SINGLE CONCENTRATED LOAD OF 250 LBS APPLIED IN ANY DIRECTION AT ANY POINT ON THE GRAB BAR. THE FOLLOWING ITEMS SHALL BE SUBMITTED AS DEFERRED SUBMITTALS IN ACCORDANCE WITH IBC. THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE OF REVIEWING DEFERRED SUBMITTALS SHALL BE THE PROJECT ARCHITECT A. PRE-ENGINEERED METAL BUILDING SUBMITTAL NOTES: 1. MATERIAL SUPPLIERS, SUB -CONTRACTORS, AND EQUIPMENT VENDORS, SHALL PREPARE SHOP DRAWINGS FOR ALL STRUCTURAL ITEMS BEING PROCURED TO BE REVIEWED AND APPROVED BY DESIGN TEAM PRIOR TO ANY FABRICATION. 2. GENERAL CONTRACTOR SHALL SUBMIT ALL SHOP DRAWINGS ELECTRONICALLY TO E-O-R FOR REVIEW AND APPROVAL. CONTRACTOR SHALL SCHEDULE FOR THE REVIEW BY E-O-R TO BE A MAXIMUM OF 10 BUSINESS DAYS. 3. PRIOR TO SUBMITTING TO E-O-R, THE GENERAL CONTRACTOR SHALL BE THE FIRST CHECKER OF SHOP DRAWINGS. CONTRACTOR SHALL VERIFY COMPLIANCE WITH DESIGN DRAWINGS AND SHALL CERTIFY DOCUMENTS WITH A STAMP THAT BEARS THE SIGNATURE OF AN AUTHORIZED REPRESENTATIVE. SHOP DRAWINGS THAT DO NOT SHOW A STAMP AND SIGNATURE FROM THE GENERAL CONTRACTOR WILL BE REJECTED. 4. DESIGN DRAWINGS SHALL NOT BE COPIED OR REPRODUCED AS SHOP DRAWINGS E-O-R SHALL NOT BE HELD LIABLE FOR ANY ERRORS, EXPENSES, OR MISTAKES RESULTING FROM THE USE OF DESIGN DRAWINGS AS SHOP DRAWINGS. 5. CORRECTIONS AND/OR COMMENTS ON SHOP DRAWINGS DO NOT RELIEVE THE GENERAL CONTRACTOR FROM COMPLYING WITH THE REQUIREMENTS AS STATED IN THE DESIGN DRAWINGS. 6. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR VERIFYING AND CONFIRMING ALL QUANTITIES AND DIMENSIONS, SELECTING FABRICATION PROCESSES, AND TECHNIQUES OF CONSTRUCTION, AND FOR ALL COORDINATION REQUIRED BETWEEN TRADE SUB -CONTRACTORS. 7. THE OMISSION FROM SHOP DRAWINGS OF ANY ITEM REQUIRED BY THE DESIGN DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR FROM THE RESPONSIBILITY OF FURNISHING AND INSTALLING ALL REQUIRED MATERIALS, REGARDLESS OF WHETHER E-O-R HAS APPROVED AND RETURNED SHOP DRAWINGS OR NOT. 8. THE GENERAL CONTRACTOR SHALL SUBMIT THE FOLLOWING SHOP DRAWINGS TO E-O-R FOR REVIEW AND APPROVAL: A. CONCRETE REINFORCING STEEL B. CONCRETE MIX DESIGN (PROVIDE 30 TESTS, PER ACI 318) C. PENETRATIONS IN GRADE BEAMS D. ITEMS ATTACHED TO THE STRUCTURAL FRAME FOR BUILDING CLADDING PLATES, ANGLES, BOLTS, ETC.) E. STRUCTURAL STEEL ANCHOR BOLTS F. VAPOR BARRIER AND TAPE G. CURING COMPOUND H. MISCELLANEOUS STEEL 1. PRE-ENGINEERED METAL BUILDING DRAWINGS (") ITEMS MARKED (*) SHALL BEAR THE STAMP OF A STATE REGISTERED PROFESSIONAL ENGINEER RESPONSIBLE FOR THE DESIGN / ENGINEERING OF ITEM. DEFERRED DESIGN - PRE ENG. METAL BUILDING (PEMB): 1. PRE-ENGINEERED METAL BUILDING AND ALL ITS COMPONENTS SHALL BE DESIGNED IN ACCORDANCE WITH ALL APPLICABLE BUILDING CODES BY A LICENSED PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED. 2. IT IS THE RESPONSIBILITY OF THE PRE-ENGINEERED METAL BUILDING MANUFACTURER TO SUBMIT TO THE CITY A COMPLETE SET OF CONSTRUCTION DRAWINGS SIGNED AND SEALED BY A PROFESSIONAL ENGINEER. THESE SHALL BE APPROVED BY THE CITY OFFICIAL IN RESPONSIBLE CHARGE OF PROVIDING A BUILDING PERMIT PRIOR TO STEEL ERECTION. 3. IT IS THE RESPONSIBILITY OF THE PRE-ENGINEERED METAL BUILDING MANUFACTURER TO PROVIDE A COPY OF THE CITY -APPROVED CONSTRUCTION DRAWINGS SIGNED AND SEALED BY A PROFESSIONAL ENGINEER TO FOUNDATION E-O-R. 4. CONSTRUCTION DRAWINGS ISSUED TO FOUNDATION E-O-R SHALL SHALL INCLUDE ALL NECESSARY SECTIONS AND DETAILS NEEDED TO PROPERLY ASSEMBLE ENTIRE BUILDING STRUCTURE. THIS INCLUDES BUT IS NOT LIMITED TO LATERAL FRAME SIZES, ROOF & WALL FRAMING, ROOF & WALL SHEATHING, CONNECTIONS, MATERIAL SPECIFICATIONS, DESIGN CRITERIA, AND COLUMN BASE REACTIONS AT THE FOUNDATION. 5. IT IS THE RESPONSIBILITY OF THE PRE-ENGINEERED METAL BUILDING ENGINEER TO SPECIFY ANCHOR BOLT INFORMATION INCLUDING ANCHOR LAYOUT, MINIMUM MATERIAL GRADE, DIAMETER, PROJECTION LENGTH ABOVE CONCRETE, AND ANY APPLICABLE REQUIRED COATING. POST -INSTALLED ANCHORS: 1. SPECIAL CARE SHALL BE TAKEN BY THE CONTRACTOR AS TO AVOID DAMAGING ANY REINFORCEMENT DURING THE INSTALLATION OF POST -INSTALLED ANCHORS. 2. DRILLING OF HOLES & INSTALLATION OF POST -INSTALLED ANCHORS SHALL BE PERFORMED IN ACCORDANCE WITH THE MANUFACTURER INSTRUCTIONS. 3. SUBSTITUTIONS FOR ANY ANCHOR SPECIFIED ON THESE DRAWINGS SHALL BE FIRST APPROVED IN WRITING BY THE E-O-R. ANY PROPOSED SUBSTITUTION SHALL MEET OR EXCEED THE LOAD RESISTANCE VALUES PROVIDED BY ORIGINAL. CONCRETE MECHANICAL ANCHORS: HILTI KWIK BOLT TZ EXPANSION ANCHOR (ICC-ES ESR-1917) HILTI KWIK BOLT 3 EXPANSION ANCHOR (ICC-ES ESR-1385) CONCRETE ADHESIVE ANCHORS: HILTI HIT -RE 500 ADHESIVE (ICC-ES ESR-2322) HILTI HIT-HY 200 ADHESIVE (ICC-ES ESR-3187) ACCEL ACCELERATION ADD'L ADDITIONAL AMP AMPLIFICATION ARCH ARCHITECT / ARCHITECTURAL BLDG BUILDING BM BEAM B.O. BOTTOM OF B.O.C. BOTTOM OF CONCRETE B.O.D. BOTTOM OF DECK B.O.S. BOTTOM OF STEEL CANT. CANTILEVER CMU CONCRETE MASONRY UNIT C.J. CONTROL JOINT CONT. CONTINUOUS CONNX CONNECTION(S) DBL DOUBLE DIA DIAMETER DWG DRAWING(S) E.O.C. EDGE OF CONCRETE E.J. EXPANSION JOINT E-O-R ENGINEER OF RECORD EQ EQUAL EX EXISTING F. F. FINISHED FLOOR FS FAR SIDE F.V. FIELD VERIFY HSA HEADED STUD ANCHOR IBC INTERNATIONAL BUILDING CODE Ld DEVELOPMENT LENGTH OF STRAIGHT BAR Ldh DEVELOPMENT LENGTH OF HOOKED BAR MEP MECHANICAL ELECTRICAL PLUMBING MFR MANUFACTURER MPH MILES PER HOUR NS NEAR SIDE NTS NOT TO SCALE O.C. ON CENTER O.D. OUTSIDE DIAMETER PAF POWDER ACTUATED FASTENER PCF POUNDS PER CUBIC FOOT PEMB PRE-ENGINEERED METAL BUILDING PLF POUNDS PER LINEAR FOOT PSI POUNDS PER SQUARE INCH RE: REFER TO REINF. REINFORCEMENT REQ'D REQUIRED REQ'T REQUIREMENT(S) SC SLIP CRITICAL SCHED. SCHEDULE SIM SIMILAR SPECS SPECIFICATIONS SWT SELF -WEIGHT T.O. TOP OF T.O.C. TOP OF CONCRETE T.O.D. TOP OF DECK T.O.S. TOP OF STEEL TYP TYPICAL LINO UNLESS NOTED OTHERWISE W/C WATER/CEMENT RATIO W/ WITH @ AT 0 DIAMETER CL CENTERLINE SPECIAL INSPECTIONS: 1. A SITE VISIT BY THE E-O-R IS NOT TO BE CONSIDERED AS A SPECIAL INSPECTION. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO SCHEDULE ALL SPECIAL INSPECTIONS WITH A THIRD PARTY APPROVED AGENCY IN ACCORDANCE WITH THE CITY ADOPTED BUILDING CODE. AGENCY SHALL BE OBJECTIVE, COMPETENT, AND INDEPENDENT FROM THE CONTRACTOR RESPONSIBLE FOR THE WORK BEING INSPECTED. 2. SPECIAL INSPECTION AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND FIELD REPORTS TO THE DESIGN TEAM (OWNER, ARCHITECT, E-O-R) AFTER EVERY SITE VISIT. ANY SHORTCOMINGS, DISCREPANCIES, OR DEVIATIONS FROM DESIGN DOCUMENTS FOUND SHALL BE FLAGGED AND IMMEDIATELY REPORTED. 3. IF CONDITIONS OUT -OF -COMPLIANCE ARE FOUND DURING SPECIAL INSPECTIONS, CONTRACTOR SHALL STOP CONSTRUCTION EFFORTS PERTAINING TO THE AFFECTED ACTIVITY AND ONLY RESUME AFTER E-O-R HAS PROVIDED A SOLUTION. 4. THE FOLLOWING SHALL BE VERIFIED BY SPECIAL INSPECTIONS IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE IBC SECTION 1705 BY AN APPROVED INSPECTOR. REFER TO CODE FOR ADDITIONAL INFORMATION. SCHEDULE OF SPECIAL INSPECTIONS MATERIAL / ITEM FREQUENCY FOUNDATION: PROPER EXCAVATION / DEPTH OF PIERS PERIODIC FOUNDATION: CLASSIFICATION & TESTING OF FILL PERIODIC FOUNDATION: PLACEMENT OF FILL & GRADING CONTINUOUS FOUNDATION: TREATMENT OF SUB -GRADE PERIODIC CONCRETE: PLACEMENT OF REBAR PERIODIC CONCRETE: PLACEMENT OF ANCHOR BOLTS PERIODIC CONCRETE: PLACEMENT OF EMBED PLATES PERIODIC CONCRETE: USE OF REQUIRED MIX DESIGN PERIODIC CONCRETE: MATERIAL SAMPLING & TESTING CONTINUOUS CONCRETE: MAINTENANCE & CURING TECHNIQUES PERIODIC CONCRETE: POST -INSTALLED ANCHORS CONTINUOUS r- I I I u T N LL X f- L M L-L mzO cM J CO w RP Nco- J F_ z c cl) r 0 4-(LH 00 t) V c Wpl W O W W W W z W w Z W a m 0 0 W 4s54`4.QOOo ALA 0 F•TE 1* uo AD OLES • 0 4........................0 pp ; 124745 : 4, 0--© QQ O,fis /c E N O •\mod U S/O " L E G 40404G' 0112412025 DRAWN BY: WK FINAL CHECK BY: AA PROJECT NUMBER: 240061 GENERAL NOTES & SPECIFICATIONS SO-01 KEY NOTES: FX FOOTING TYPE HP HAIRPIN REINFORCEMENT KDRILLED & UNDER -REAMED PIER PL-X f- SCHEDULED XX / XX PLINTH BELL DIAMETER (IN) SHAFT DIAMETER (IN) BASE PLATE TYPE, SEE 1 S2.20 FOR SCHEDULE REFER TO PEMB DWGS) FOUNDATION NOTES: 1. TOP OF CONCRETE SLAB REPRESENTS DATUM ELEVATION ( 100'-0") IN FOUNDATION DRAWINGS / REFER TO CIVIL FOR TRUE SITE ELEVATIONS 2. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO INSTALLATION OF NEW FOUNDATION ELEMENTS AND SHALL NOTIFY E-O-R IF DISCREPANCIES BETWEEN DRAWINGS AND FIELD -VERIFIED DIMENSIONS ARE FOUND 3. SEE SHEET S0.01 FOR GENERAL NOTES & SPECIFICATIONS 4. SEE SHEET S2.10 FOR STANDARD CONCRETE DETAILS 5. CONTRACTOR SHALL REFER TO PEMB DRAWINGS FOR BUILDING DIMENSIONS, WALL SHEATHING LEDGES, DOORS, BASE PLATE TYPE, AND COLUMN LOCATIONS 6. UNLESS NOTED OTHERWISE ON PLAN, FOOTINGS AND PLINTHS ARE CENTERED WITH STEEL COLUMN GRID -LINES 7. ONLY MAJOR PEMB COLUMNS ARE SHOWN ON PLAN / REFER TO PEMB DRAWINGS FOR JAMB VERTICAL MEMBERS AT MAN -DOORS NOT SHOWN 8. CONTRACTOR SHALL SAW -CUT EXISTING CONCRETE SLAB AS REQUIRED TO ALLOW FOR INSTALLATION OF NEW FOUNDATIONS 9. DESIGN ASSUMES THAT THERE IS AN EXISTING PERIMETER GRADE BEAM V-0" WIDE X 2'-0' DEEP (MINIMUM) I CONTRACTOR SHALL INFORM E-O-R IF DISCREPANCIES EXIST SPREAD FOOTING SCHEDULE LABEL DIMENSIONS WIDTH x LENGTH) THICKNESS REINFORCEMENT TOP OF FTG EL F1 6'-0" x 5'+0" 4$11 7)-#6 TOP & BOT EACH WAY 100'-0" F2 4'-0" x 3'-0" 24" (MIN) 5)-#5 TOP & BOT EACH WAY 100'-0" F3 6'-0" x 4'-0" 24" (MIN) 7)•-#5 TOP & BOT 100'-0" EACH WAY F4 5'-0" x 5'-0" 48" 6)-#6 TOP & BOT EACH WAY 100'-0" NOTES: r 1. FOOTINGS SHALL BE CENTERED WITH COLUMN U.N.O.ON PLAN W Q W 2. BARS SHALL HAVE FULL -DEPTH HOOK AT EACH END AND SHALL BE EQUALLY SPACED WITHIN FOOTING LENGTH AND WIDTH J3. NEW FOOTING DEPTH SHALL MATCH (EX) GRADE BEAM DEPTH / THIS MIGHT BE MORE OR LESS THAN DEPTH SHOWN / CONTRACTOR SHALL FIELD -VERIFY / DO NOT UNDERCUT EXISTING GRADE BEAM W O ' , t rr GRADE BEAM SCHEDULE F- W T co MARK W x D) CONT. BARS STIRRUPS GB-1 24" x 28" 4)-#6 TOP & BOT 3-S4 @ 12" O.C. Z Imo", W ,- NOTES: 1. (W x D) DENOTES SCHEDULED GRADE BEAM WIDTH AND DEPTH RESPECTIVELY. 2. NOTATION SX DENOTES TYPE OF STIRRUP. REFER TO STANDARD CONCRETE DETAILS FOR ADDITIONAL INFORMATION. FOUNDATION PLAN SCALE: 3132" = l'-0" z O F V O z O V jr O O W fA N 0) 04 ti LL H co U- ccoz q d Q01 to N C Z c cn 0 c 4t(LH 00 CM M c/ ) x W F— W MJ W Z> OF TE U UQ ADALA LES 124745 : . ONAL E G 0112412025 DRAWN BY: WK FINAL CHECK BY: AA PROJECT NUMBER: 240061 FOUNDATION PLAN rvoRni S1.10 MINIMUM DEVELOPMENT LENGTH OF DEFORMED BARS IN TENSION, Ld NORMAL -WEIGHT -CONCRETE COMPRESSIVE STRENGTH, Fd BAR SIZE 3,000 PSI 3,500 PSI 4,000 PSI 5,000 PSI 6,000 PSI 3 22" 20" 19" 17" 16" 4 29" 27" 25" 23" 21" 5 36" 33" 31" 28" 26" 6 43" 40" 37" 34" 31" 7 63" 58" 54" 49" 45" 8 72" 66" 62" 56" 51" 9 81" 75" 70" 63" 57" MINIMUM DEVELOPMENT LENGTH OF DEFORMED BARS IN TENSION TERMINATING IN A STANDARD HOOK, Ldh NORMAL -WEIGHT -CONCRETE COMPRESSIVE STRENGTH, Fd BAR SIZE 3,000 PSI 3,500 PSI 4,000 PSI 5,000 PSI 6,000 PSI 3 8" 7" 7" 6" @" 4 12" 11" 10" 91, 8" 5 16" 15" 14" 13" 12" 6 21" 20" 18" 17" 15" 7 27" 25" 23" 21" 19" 8 32" 30" 28" 25" 23" 9 39" 36" 34" 30" 27" D iACCI-318 DEVELOPMENT LENGTH - STRAIGHT & HOOKED BARS LE: 3/4" = 1'-0" 4" 4" PROVIDE (2) ADD'L STIRRUPS EACH SIDE OF PENETRATION H"/3 CLEAR MINIMUM) uj 2 e . Lu H„/3 CLEAR a a (MINIMUM) I! —III — III —I I i—III—I I I I I—III— III— III-1 1" CLR 1 11 1 2)—#5 x 2'-6" LONG TYP ABOVE & BELOW SLEEVE CENTERED IN BEAM) ELEVATION VIEW NOTES: 1. RE: MEP FOR EXACT SIZE & LOCATION OF PIPE SLEEVE. SLEEVE NOT TO EXCEED 1/3 BEAM DEPTH (6" MAXIMUM). 2. PIPE OR SLEEVE MUST COMPLETELY PASS THROUGH BEAM BEFORE TURNING VERTICAL, NO EXCEPTIONS. 3. GRADE BEAM REINFORCEMENT NOT SHOWN FOR CLARITY. HORIZ. PENETRATION THROUGH GRADE BEAM (MID -DEPTH' SCALE: 3/4" = 1'-0" CONCRETE COVER FOR REINFORCEMENT SHALL NOT BE LESS THAN: A) CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 31' B) CONCRETE EXPOSED TO EARTH OR WEATHER (EXCLUDING TILT -WALL): 6 - #18 BARS 2" 5 AND SMALLER BARS 1 1/2" 131) TILT -WALL CONCRETE EXPOSED TO EARTH OR WEATHER: 9 AND LARGER BARS 1 1/2" 8 AND SMALLER BARS 1" Cl) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND - SLABS, WALLS: 14 - #18 BARS 1 1/2" 11 - SMALLER 3/4" C2) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND - BEAMS, COLUMNS, PIERS, PEDESTALS: 1 1/2" CONCRETE COVER FOR CAST -IN -PLACE (NOW SCALE: 3/4" = 1'-0" I MEMBERS CANTILEVER SPAN GRADE BEAM TOP, INTERM. & BOTTOM BARS 54 BAR DIA. SPLICE FOR WIDTH, "B" AS DETAILED OR SCHEDULED TOP & INTERMEDIATE BARS AT MID -SPAN U.N.O. DO NOT SPLICE TOP BARS WITHIN CANTILEVER SEE SCHEDULE T.O. GRADE BEAM T ° _ l 4 - m — 9 a _ eT, _ __ °.. _ 1 °, a- a a a1" a sq a a m — — A_ _ d4 ad 4. a ad p 7 T v - a a a e w4I{ d e e- — a vat P d a dI q PROVIDE 900 HOOKS p: - I e SCHEDULESEE OP, BOTTOM &FACE AL —4 - h° am MV B.O. GRADE BEAM i BARS AT ENDS OF i i iI I=1 1=1 11=1 11=1 11=1 11=1 1=1 11= I I 11=1 11=1 11=1 11=1 11=1 11=III=I 11=1 I I I I I=1 11=1 11=1 11=1 I I I=1 11=1 11=1 11=1 I DISCONTINUOUS SPANS I I —I I —I I —I I — I t 2"' 2" 2" TYP TYP 48 BAR DIA. SPLICE CL PIER /FOOTING / FOR BOTTOM BARS SECTIONSUPPORT (TYP) AT SUPPORT U N.O. ELEVATION VIEW NOTES: 1. STIRRUPS NOT SHOWN FOR CLARITY. REFER TO GRADE BEAM SCHEDULE FOR ADDITIONAL INFORMATION. 2. ALTHOUGH DRILLED PIERS ARE SHOWN, DETAIL ALSO APPLIES WHEN SPREAD FOOTINGS ARE PRESENT. 3. SLAB / SUPPORT REINFORCEMENT NOT SHOWN FOR CLARITY GRADE BEAM REINFORCEMENT PLACEMENT v SCALE: 3/4" = 1'-0" SCHEDULED STIRRUPS 4" 4" 4" 4" SCHEDULE STIRRUPS 10 PROVIDE (2) ADD'L 1.3Ld (TYP) STIRRUPS EACH SIDE OF PENETRATION a- o v _ I .: e. d ° • - ° e*_ raO _ Tdtap a. c Ia e- ° v -I- a a - °v I.a a n dm m = o ap ___i a- aa-4 aI a.I le a "I- d.I: v. Is si a - e_ .a . W 1 ...I -- a . o av e n d a a a 1I=1 a. 4.- e, i p l I I —I I I=1 I I=1 I I=111=11 I t--mot.'1-4 77-717: ADD'L BOT BARS TO MATCH SCHEDULED GRADE BEAM REINFORCEMENT 2'-0" (MIN) 2'-0" (MIN) ELEVATION VIEW NOTES: 1. RE: MEP FOR EXACT SIZE & LOCATION OF PIPE SLEEVE. SLEEVE NOT TO EXCEED 1/3 BEAM DEPTH (6" MAXIMUM). 2. PIPE OR SLEEVE MUST COMPLETELY PASS THROUGH BEAM BEFORE TURNING VERTICAL, NO EXCEPTIONS. 3. GRADE BEAM REINFORCEMENT NOT SHOWN FOR CLARITY. HORIZ. PENETRATION THROUGH GRADE BEAM (NEAR BOTTOM' SCALE: 3/4" = 1'-0" L ext L ext 900 HOOK 1350 HOOK .1 i TYP) TYP) 900 135° O Z O z Z O O Z Z O Q Z db Q Z db Q Z w w p w w p w w M 900 S1 S2 S3 900 HOOK 1350 HOOK S4 S9 NOTES: 1. TYPE S2 IS TYPICAL UNLESS NOTED OTHERWISE. 2. ALL STANDARD HOOKS SHALL CONFORM TO ACI 318 SPECIFICATIONS. 3. TOP CAP OF STIRRUPS S2 AND S9 SHALL BE INSTALLED SUCH THAT 1350 HOOK END IS FACING INTERIOR OF SLAB. GRADE BEAM STIRRUP TYPES SCALE: 3/4" = 1'-0" 180° j:jL ext ib _ 1800 HOOK TYPE OF STANDARD HOOK BAR SIZE MIN. INSIDE BEND DIAM, D (IN) BAR EXTENSION, L ext (IN) 90° HOOK 3 - #5 4 d b LARGER (6 d b, 311) 6-#8 6 d b 12db 135° HOOK 53 - #5 4 d b LARGER (6 d b, 3') 6 - # s d b 180° HOOK 3-#5 4db LARGER (4 d b, 2.5") 6-#8 sdb STANDARD HOOK GEOMETRY FOR STIRRUPS, TIES, & HOOPS SCALE: 3/4" = 1'-0" 5 "L" CORNER BARS I14 44 LAPPED WITH OUTERMOST II d GRADE BEAM LONGITUDINAL BARS a (TOP & BOTTOM) a a. 4.1l n e e Ix I. p Ia I a eNwwfil4. a I mco 9 e 4 ..e a e- 40 BAR 0 OR 2'-6" WHICHEVER 01 IS GREATER TYP PLAN VIEW GRADE BEAM CORNER BARS V SCALE: 3/4" = 1'-0" DRILLED PIER REINFORCEMENT SCHEDULE SHAFT 0 VERTICALS TIES 12" 4) — #5 3@10" O.C. 14" 4) — #5 3@10" O.C. 16" 6) — #5 3@10" O.C. 18" 6) — #6 4@10" O.C. 20" 6) — #6 4@10" O.C. 22" 7) — #6 4@10" O.C. 24" 10) — #6 4@10" O.C. 30" 9) — #7 4@10" O.C. 36" 10) — #8 4@10" O.C. 42" 14) — #8 4@10" O.C. 48" 14) _ #9 4@10" O.C. EL 100'-0" T.O. CONC. EXTEND PIER REINF. Oo_ INTO FOUNDATION & N W PROVIDE STD HOOK — n Z J U o z 3) TIES @ 3" O.C. AT TOP OF PIER — m w w w Qr O a PIER VERTICAL REINF. w d SEE SCHEDULE 5 "L" CORNER BARS ° LAPPED WITH OUTERMOST GRADE BEAM LONGITUDINAL BARS I . TOP & BOTTOM) v I T Ie a I a- LIJ U LL rag .a _-. a e a I . eo. I. a a e m cn n m . 4v d" e d ° a E ° a 40 BAR 0 OR 2-6" 01 WHICHEVER IS GREATER TYP PLAN VIEW 7 nGRME BEAM T-INTERSECTION BARS 1'-0" STD HOOK w O U e a d ° T dI° I lF I a °II B I I1=1 I I- III—i1If I I —I L I. 111- e I I1111 e IIIIII a.-0 I Q q 4 IIIIII: a I III: III. a nl. ° I e Ililli: 11—I 8 III—i I I .I•- ' —_ _ I I=III=. IQ —' 11-1 6' III- 4 1 11-1 GRADE BEAM OR PIER CAP (WIDER THAN PIER SHAFT) a I PIER TIE 1350 TIE HOOK a AROUND VERT BAR EACH END (° STD HOOK O Va PIER TIES, Id Q PIER VERT BAR NOTES: SEE SCHEDULE d 1. REFER TO PIER SCHEDULE ON FOUNDATION PLANS FOR d 1 " CROSS PLAN SEE MINIMUM PIER EMBEDMENT, LOCATION, & DIAMETER. a d ° 2. GRADE BEAM & SLAB -ON -GRADE REINFORCEMENT NOT 4 I ° I ° SECTION SHOWN FOR CLARITY. d I I` a 3. REFER TO CIVIL GRADING PLANS FOR ADDITIONAL B.O. PIER d . 1 aq -1 d WHEN PIER SHAFT ISINFORMATIONONSITEELEVATIONS. WIDER THAN GRADE BEAM SEE PLAN DRILLED STRAIGHT SHAFT PIERS V SCALE: 3/4" = 1'-0" d 4)—#6 DOWELS / EXTENDINTO FOUNDATION & PROVIDE STD HOOK AT TOP PIER REINF. SEE SCHEDULE NT 0) N I LL H CM LL MZeC M O J N f!? zLu I() 0 co m co O f- U O Z O U O G W NN N N v N V1 N. o F cr o Il O F. ALAAD...."°. LES°° Op -P* 1247450 G0 , • < o". CENS • G v 0NA 0112412025 DRAWN BY: WK FINAL CHECK BY: AA PROJECT NUMBER: 240061 STANDARD CONCRETE DETAILS S2.10 WASHER PLATE ANCHOR BOLT SCHEDULE PEMB BASE PLATE DETAIL BOTTOM OF BASE PLATE EL ANCHOR TYPE ANCHOR BOLTS A EL. 100'-0" CAST -IN 4) - 1"0 P=5" E=1'-8" B EL. 100'-0" ADHESIVE 4) 3/4"0 P=5" E=8" C EL. 100'-0" CAST -IN 4) - 1"0 P=5" E=2'-0" D EL. 100'-0" CAST -IN 4) - 1"0 P=5" E=1'-8" E EL. 100'-0" CAST -IN 4) 1"0 P=5" E=1'-8" F EL. 100'-0" CAST -IN 4) -- 1"0 P=5" E=2'-0" G EL. 100'-0" CAST -IN 4) ^- 1"0 P=5" E=2'-0" H EL. 100'-0" CAST -IN 4) - 1"0 P=5" E=2'-0" I EL. 100'-0" CAST -IN 4) 1"0 P=5" E=2'-0" J EL. 100'-0" ADHESIVE 2) - 5/8"0 P=4" E=6" K EL. 100'-0" ADHESIVE 2) - 5/8"0 P=4" E=4" L EL. 99'-6 1/2" CAST -IN 4) ^- 1"0 P=5" E=2'-0" M EL. 100'-0" CAST -IN 4) •- 5/8"0 P=4" E=1'-8" N EL. 100'-0" CAST -IN 4) - 3/4"0 P=5" E=1'-8" 0 EL. 100'-0" CAST -IN 4) -° 3/4"0 P=5" E=2'-0" 00 EL. 100'-0" CAST -IN 4) - 3/4"0 P=5" E=2'-0" P EL. 100'-0" CAST -IN 4) - 1"0 P=5" E=2'-0" Q EL. 100'-0" ADHESIVE 4) - 3/4"0 P=5" E=8" R EL. 99'-6 1/2" CAST -IN 4) - 3/4"0 P=5" E=2'-0" S EL. 100'-0" CAST -IN 4) - 5/8"0 P=4" E=1'-8" T EL. 100'-0" ADHESIVE 4) - 5/8"0 P=4" E=1'-8" U EL. 100'-0" CAST -IN 4) - 3/4"0 P=5" E=2'-0" V EL. 100'-0" CAST -IN 4) - 3/4"0 P=5" E=2'-0" W EL. 100'-0" ADHESIVE 2) - 1/2"0 P=3" E=4" X EL. 100'-0" ADHESIVE 2) - 1/2"0 P=3" E=4" z EL. 100'-0" ADHESIVE 2) - 1/2"0 P=3" E=4" T NOTES: 1. REFER TO PEMB IFC DRAWINGS FOR BASE PLATE DETAILS 2. REFER TO ANCHOR BOLT DETAILS FOR CALLOUT NOMENCLATURE EXAMPLES 3. ADHESIVE BOLTS SHALL BE INSTALLED USING HILTI HIT-HY 200 EPDXY SYSTEM FOLLOWING ALL RECOMMENDATIONS SET FORTH BY MANUFACTURER INCLUDING HOLE CLEANING AND APPROPRIATE SETTING TIMES 4. ALL CAST -IN ANCHORS SHALL CONFORM F-1554 GRADE 55 5. ALL ADHESIVE ANCHORS SHALL CONFORM TO HILTI HAS-E-55 ALL -THREADED ANCHOR ROD NCHOR BOLT SCHEDULEOACALE. 3/4" = 1'-01, EX) 3-ON-GRADE EX) GRADE tM SEE PLAN T.O. CONC T.O. BASE PLATE PIER, PLINTH T.O. CONCRETE / FOUNDATION I A I COLUMN RECESS TO BE IN -FILLED AFTER COL INSTALLATION SEE 16S2.21 — HEAVY HEX HEAD NUT TOP & BOTTOM f7 W FULLY ENGAGE THREADS = W/ NUT & DAMAGE THREADS ai TACK WELD MAY BE USED) w co Ito QUANTITY DIAMETER PROJECTION FROM CONCRETE EMBEDMENT IN CONCRETE BOLT TOTAL LENGTH CAST -IN —PLACE ANCHOR BOLT DETAIL l..R....-R PLATE BASE PLATE T.O. CONCRETE / FOUNDATION n 8 — 1110 P=6" E=1'-0" L=P+E QUANTITY DIAMETER PROJECTION FROM CONCRETE EMBEDMENT IN CONCRETE BOLT TOTAL LENGTH ADHESIVE ALL -THREAD ANCHOR BOLT DETAIL EXTERIOR CLADDING RE: PEMB) rIN EX) RAMP r F.V.) —\ METAL FRAMING RE: PEMB) EX) SLAB -ON -GRADE SEE PLAN oL T.O. CONC EX) GRADE BEAM PEMB COL BY OTHERS) EX) SLAB -ON -GRADE a—= 1--4 I A al d f d .0 a . a. t — — ia DRILLED PIER I `_1 A° .4 1. SEE SCHED n TYPICAL FOUNDATION DETAIL L SCALE: 3/4" = 1'-0" EX) GRADE n TYPICAL FOUNDATION DETAIL SCALE: 3/4" = 1'-0" EX) LOADING DOCK WALL SEE PLAN T.O. CONIC. SCHEDULED PLINTH icvi 01 AS -ON -GRADE SEE PLAN OIL T.O. CONC M SLAB -ON -GRADE SEE PLAN T.O. CONIC SEE 16S2.21 — W U w w cr, SEE SCHED I d lid Q 411 1 IIj al d L_L Id 1 I: d e {41. 1 a a. fd - I °=1 h.d i a 1-- pa 4 EX) SLAB -ON -GRADE SEE PLANT.O. CONC. SCHEDULED GRADE BEAM rn N 1- LL X W M FL coM Z a CMO J N U) lit O ' LL U) L4) '^ LL')) c t CL l- n TYPICAL FOUNDATION DETAIL V r ) 00 2SCALE: 3/4" = 1'-0" Ir W p r. W U) J J Q O WW 12„ EXTERIOR W CLADDING METAL FRAMING W J RE: PEMB) (RE: PEMB) coZ Wr EX) SLAB -ON -GRADE ITN T EX) GRADE 1 TYPICAL FOUNDATION DETAIL 5 SCALE: 3/4" = 1'-0" RE PFMR EX) META FRAMINI RE: PEME EX) GRADE BEAM STEEL LINE EMB) EX) SLAB -ON -GRADE SEE PLAN oL T. Q. CONC z O U 9 O V cr O G W M U) Nu N o a 0i 3 44004p0O4 E0F•TE'rgs t! 0 ADAA. LES 0 0........................ 0 124745 •' coo CENSE°' d O No 0112412025 DRAWN BY: WK RNAL CHECK BY: AA PROJECT NUMBER: 240061 TYPICAL FOUNDATION DETAILS ( 1 OF 3) G TYPICAL FOUNDATION DETAIL SCALE: 3/4" TYPICAL FOUNDATION DETAIL 7 SCALE: 3/4" = 1'-0" o TYPICAL FOUNDATION DETAIL SCALE: 3/4" = 1'-0" TYPICAL FOUNDATION DETAIL 9 SCALE: 3/4' = 1'-0" S2. 20 PLINTH 2'- 6" SQ. 1'-3" 1'-370, Ir — r "7x— -T -1I P i•? I-___ PLINTH PL-1 i I N II PICAL PLINTH SCHEDULE V SCTYALE. 3/4" = 1'-0" FOUNDATION 5'-0" ri TYPICAL FOUNDATION DETAIL SCALE: 3/4" = 1'-0" EX) FOUNDA 1' 16)—#7 VERTICAL BARS W/ #4 TIE SET @ 6"O.C. 2 CLOSED TIES PER SET) d- PLINTH ol 3'- 6" SQ. 1'-9" 1'-9" Ir r T _w 7 7 6 L_J_A I L I I I IMLL J -.ft Ad I I PLINTH PL-2 Q 24)—# 7 VERTICAL BARS W/ # 4 TIE SET @ 6"O.C. 5 CLOSED TIES PER SET) EX) SLAB -ON -GRADE SEE PLAN T. O. CON PEMB COL BY OTHERS) EXTERIOR CLADDING RS ( TOP & BOT) (RE: PEMB) PDXY INTO 3 W/ HILTI HIT-HY200 SEE 16S2.21 = SEE PLAN T. O. CONC `11—°1 a. w T. o II I) pa ° a L_. a II a a I o. 1 4 1 I I dIpI II - od. I @ O°@ .I ° I °. 41I ao ° QaL ®Q e J d o I1 011 _ ac a aQ I1 FOOTING, SEE SCHEDULE I °_ da 4.. d a a r ,_— ------._.----- ao a a SECTION B - B c PEMB COL BY OTHERS) SEE 16S2.21 SEE PLAN T. O. CONC d r• I1—°1 -°j1°- 1I a v v 11 I- 4°-° S. A C - - FOOTING, SEE SCHEDULE EXTERIOR CLADDING RE: PEMB) SECTION D - D SEE DETAIL 13/SECT C-C DOWELS DRILL & EPDXY INTO EXISTING EX) GRADE 5'- 0" EX) FOUNDATION 11 TYPICAL FOUNDATION DETAIL J SCALE: 3/4" = 1'-0" 0 FOUNDATION 0 d' 13 TYPICAL FOUNDATION DETAIL SCALE: 3/4" = 1'-0" PEMB COOS BY OTHERS) I EX) SLAB -ON -GRADE SEE 16S2.21 II III SCHEDULED 0 1--+-- -- fi— PLINTH 0 a._ g— : T IQ DRILLED PIER 1 - 11I I Aa .d SEE PLAN gh T. O. CONC. Q PEMB COL BY OTHERS) EXTERIOR FRS ( TOP & BOT) CLADDING RE: PEMB) PDXY INTO 3 W/ HILT[ HIT-HY200 SEE 16S2.21 --- 7 SEE PLAN rIN t T. O. CONC d --- - I6 o11®I 411 11Ia 1 d , 1 LI IIe r d - 4_ a 1 17__ a4 — I L_.. _ J. a a FOOTING, I SEE SCHEDULE 1 I r. cl a o d ° a o aI 1d- a 4 d— SECTION A - A EX) MASONRY FACADE 5)—# 5 DOWELS DRILL & EPDXY INTO EXISTING W/ HILTI HIT-HY200 SEE 16S2.21 SEE PLAN — — — T. O. CONC °^ _ a _-4 a. v : ° 1 =L .d d II i I it . 1 as I Ind °_ d_ a G 41 I c a L& 1'- 6" FOOTING, SEE SCHEDULE SECTION C - C. 4x18" LONG @ 12" O.C. DOWELS DRILL & EPDXY INTO EXISTING W/ HILTI HIT-HY200 APPLICABLE AT EVERY SIDE WHERE NEW CONCRETE IS POURED TO MATCH EXISTING SLAB - ON -GRADE AND/OR PAVING) 1J TYPICAL DOWELS INTO EXISTING SLAB - ON -GRADE / PAVING EX) PAVING SEE PLAN T. O. CONIC c T N LL M LL MZ MO J N 0 6 cn 4) U3 r o a 00 M Z> W cl) Jj 00 X O WW W W z m i— J Wr., TT 1 40000p OF TE p ALA SaQ AD LES D 0 124745 . o CENSpFS'•• . . G0112412025 DRAWN BY: WK FINAL CHECK BY: AA PROJECT NUMBER: 240061 TYPICAL FOUNDATION DETAILS ( 2 OF 3) TYPICAL FOUNDATION DETAIL 0) TYPICAL FOUNDATION DETAIL 16 TYPICAL FOUNDATION DETAIL SCALE: 3/4" = V-0" SCALE: 314" = 1'-0" SCALE: 3/4" = 1'-0" S2. 21 JV Q J J U Z T N O LL PEMB COL ti LL CLADDING BY OTHERS) CoEXTERIORLL J Z RE: PEMB) PEMB COL QQ co Y ~ EX) SLAB -ON -GRADE BY OTHERS) rr cfnVJ V,IJ CO Of N F- N°O SEE PLAN JO o W Ix T.O. CONC 16S2.21 07 r SEE PLAN T d HT.O. CONC a a tEX) LOADING 77-7 iDOCKWALL P p I d d FOOTING, • d _ _Q_ SEE SCHEDULE TYPICAL FOUNDATION DETAIL n TYPICAL FOUNDATION DETAIL ap SCALE: 3/4" = V-0" I SCALE: 3/4" = V-0" M CC ui W Cn J J Q m X O W rr W W W CO mZ W fr D Z 0 Z 0 0 0 W N N N O N 4400Oppd F•TF t!4IS off.• y r ' iMLES0ADOLA 0 0........................0 OpQo, 1247450..4 10 oodo 0112412025 DRAWN BY: WK FINAL CHECK BY: AA PROJECT NUMBER: 240061 TYPICAL FOUNDATION DETAILS (3 OF 3) S2.22 AE - Emergency Fixture with battery backup A - Typical lighting fixture EX - Exit sign V CDCA Circuit 0 4 Z CD 0 01 0 X1 a -1 1 01) AE A 7; I ID AE CD CD C)/ \C, CD LL N I[/ LLLI I0 I tNI Existing Panel - New Lighting Circuits Circuit 1 20 amp Breaker Circuit 2 20 amp Breaker Circuit 3 20 amp Breaker Circuit 4 20 amp Breaker C 0 h t 13 l ock. Z z 0 0 0 20 B j L+rz l2t, 12,GU 4ZO.72 n189 E 0 130,0 N 800 07'00" E g' GJtr l.ty C-scr,c-rt Loot 3 Store Metlsl 131 cig , 5-iczk S 8-E(O27'00"w Treble Dr=ve GO' R. 0. W. PLAT OF PROPE'RTy Scale- : t "= 30' 0 etl~ rrn d Lot Three Mock •Two C2), o -f HUMBLE FL -Al -E, SfC-T(ON ONE Chi, a Gomr-7e-r-cia! add ,tion r.rr t -!a rr;s Cou+-rtY Texas+ accord+• r9 tv *?e map c3+- s 07, of t%re Map Kcccords of Harris Cour,rty Teacas. T Gerrt,fy that this PJst e-epre,5e-rrts +J -?c flrri.[r of jr? on the 9ro-+rd stake survey of the pr-a{ert of Rict-turd L, Beall alt (731 Tr b/e Dr+ve U ,n b l e i e x, -As ,-rra,ole vrsd er- on 21, 1 88 • There are rro enc+ -o ac h rrre r7 is ori 'th ,s p r -op-- P t% at th +S t + • f 7P Bid all rn p ro v e r>7ents l i e-- w hO ! l c i wr1--tk i rr +i --7e- 1 est ( rdt8y e 1 +nes erf the Pro pert y d esc+brr above . No7"E : This suwcy was pri-acic without -67e- L-->cncf+t of a cc.r-rent tertle op,n;on acrd tkz=r-e r -,ay (7c oFfe' trey ih r15 Pr-P--r'tLj r"rot 567own on tgoTE: This pro r-tc docs rat 1,e w/thir7 i17e designa-ted too dear- -floodplain. Cif re-: Nc- U i: 480Z97 - 0065 5 L7atac : 01 1(-,;/ 82 OFrli HOWARD 8 CAMP 2t35... kI s t t Eo, •O2f • . SURJE, a8--IZ-34-- Z3 aa 1CA-j, s >` s 20' u\Dcq k"T 0 A D 10-K) ANU AFLh_0VLU bT: R U IL D'I INI LEIrvrDA aICAL: I PLUMBING: DAT& 3 -1 11X FIRE MARSHAL: DATE: MBLE FIRE CODE ROCK i u ONLY I JNTVERSAL 90-14, R E V I S 1 0 IN S No DATE DESCRIPTION BY CKD BRABAND BUILDING SYSTEMS, INC. DESCRIPTION '-3V7Z--- = LA sizE 4o- c)" CUSTOMER LOCATION H0161 ZL-F— -r1j)e4S DRAWN ft CHECKED By DATE SCALE QUOTE NO, Z - DATE: A 8300 West Little York Houston, Texas 77040 Joe NO I NO P-1 I "' IJofC: A,p.w S"AJUA 04 16, 6>3 CID, P1 eC_ X410 I C A L (fooe.. e 9, LQi s r1 Ar L L- e XeX c rf Ptzo oSE 1 _ i pole., 'w -g t\LL C04ST'QvC—,i0,j PC -42 0/r-/ OF 1-40r-1 i3LZ GQaFs c 4 l O,G • S ; E I, t G aTQA i A.C. i i- 2 N E iii CA k-. r r` -r 72J2X' 10 -TO vaT -TO I- (ATC-, 41 3 D -1 WALL E/IS714 E''/,4 L z4fALLST7 L-? UNIVEper,80-145 :81A TA kAl< R E V I S I O N S N0. DATE DESCRIPTION C 1 -F-- t G /\ L- Low AJ j P 1P I SC F!Si P puSES i X i 2 5' :24o . ':3 gl G, E\,Irk L oA.0 itp a x' 1.2 S = 21; = 13Ll iOX' d - - 1.5 -1,5 -1.S I FA -t'1 1/147T-- 2-44n- --7 -7 `7 11(,.-5 16 5 {q' cw.oviA Alc :ubowu":-t cu l4J4 MP Iowm M o%K u, 33. 51 - Z)3.5 JZ• v j /Z•a e ¢ . 4, -- 24.4 BRABAND BUILDING SYSTEMS, INC. 8300 West Little York Houston, Texas77040 BY CKD DESCRIPTION SIZE CUSTOMER TAS-Fif%7C- 13+!aE?+EA1^ LOCATION I'll4vvN Dv CHECKED By DATE SC ASE QUOTE NO IOD NO SHEET NO SS;I f: TO T-|/`/ J E V|(| . , . . . .~ ^ 7 1-0-I'A Y / \ TIONS&I-- F-L"A C) F-1 \ / \ / | `- ^'.. R T 7 ' ` U c 7) FRO-N--T-.-----..E--LF—VA-TI.0-N--_____-__- o NO DATE DESCRIPTION BY CKD BRABAND BUILDING SYSTEMS, INC. DESCRIPTION t T- 10 SIZE CUSTOMER LOCATION 8300 Went K~ittUwm York Houston, l[exmms77040 JOB NO cc,o i -o otJT 0 EXIST, C IRtS OSF SI -IEE'( I •--- E A V E sTr u T I x1sT. SAVE sTRut- --lEVQL-L-EY &UffEK F-xls-r, WALL SHEETS Tv 6E F'eMoVEt? A,T 1 -IE -10 GoNducr M Ao w owNsP IJT crYf'. j56TIoo Al- y Z 3 4 S 6 1 15-0 011t/OUf OF STEEL 25-0 25-0 2(0- 0 11-0 20-0 1 eW r - r A M I I & p L,4 N EFERENCE NOTES I. RODS AND ANGLES ARE MARKED BY THEIR LENGTH IN FEET AND INCHES. 2• FIELD CUT OR LAP ANGLES AS REQUIRED TO FIT. 3• RAKE ANGLE ATTACHES TO TOP OF PURLINS UNLESS NOTED - 4. FLANGE BRACES ARE MARKED BY THEIR LENGTH IN FEET, INCHES, & EIGHTHS. 5. PURLINS LAP B=0'- 4 3/8 t4 BOLTS REQ'D FOR LAP) C= I ' -- 1 1 7/8 (8 BOLTS REQ' D FOR LAP) SEE SHEET "CD -2" FOR DETAIL. I W Gut -r" -Ks 4 poWkisPou1'S cu -e -,T. PL-EAsII: L-CCA-'r-(au5) 4'-4 x z-'' 4- r-KQME Cl M&. r-flfz FAO EF ; F,00 K rAIC rt s • rt IRVING NAIMAN d a ......... O62840 o . Bei a a STEEL DESIGN ONLY NO OTHER CODE REQUIREMENTS ARE INCLUDED A B C 1 Q 3 4 5 6 to -D 2.0-0 20-0 25-0 I 25-0 2(o-0 11-0 20--0 AO SIDE FRAMING ELEVATION COL. LINE A AO END F -RAMI NG ELEVAT I ON COL. LINE 6 C B A 6 5 4 ( 3) 2 1 20-0 20-0 20-0 I9-0 26-0 Imo) 25-0 25-0 4 .- 0 B B- BB, l 4- 3 1 IB x IB 4-3 3-9 4R2300 = -•4R2707 - 3_g REFERENCE NOTES I. RODS AND ANGLES ARE MARKED BY THEIR LENGTH IN FEET AND INCHES. 2. FIELD CUT OR LAP ANGLES AS REQUIRED TO FIT. 3. ENDWALL GIRTS AND EAVE STRUTS DO NOT LAP. 4. OUTSIDE FLANGES OF GIRTS TURN UP UNLESS NO1ED 5. FIELD LOCATE WINDOWS AND WALK DOORS, 6. FIELD CUT AND SELF TAP GIRTS AT WALK DOORS. 7. GIRT CLIPS ARE K-106 UNLESS NOTED. 8. USE 1/2" DIAMETER BUTTON HEAD BOLTS AT FACE OF FRAMED OPENING. 9. SEE DWG- CD -1 FOR ENDWALL DETAILS. 10. RAKE ANGLE ATTACHES TO TOP OF PURLINS UNLESS NOTED. 11. 1/2" ROUND FLAT WASHER TO BE USED FOR SLOTS IN K-106 CLIPS ONLY, SIDE FRAMING ELEVATION COL. LINE C 12. FIELD BOLT K-104 CLIPS TO ENDWALL COLUMNS, CORNER COLUMNS & F•0- JAMBS; USE (2) 5/8" X 1-3/4" A-325 BOLTS IF (2) K -104'S ARE REQUIRED. USE (2) 5/8" X 1-1/2" A-325 BOLTS IF (1) K-104 IS REQUIRED. 13. FIELD SLOT GIRTS FOR BRACE RODS. 14. OUTSIDE FLANGE OF BASE GIRT (IF REO'D) TURNS DOWN. 15. EAVE CLOSURE NOT REQUIRED WITH BLANKET INSULATION. 16. FIELD CUT SHEETS FOR ALL OPENINGS. 17. SIDEWALL GIRTS LAP A=NONE (6 BOLTS REQ'D) B=0'- 4 3/8 (4 BOLTS REQ'D FOR LAP) C=1'-11 7/8 (8 BOLTS REQ'D FOR LAP) SEE SHEET "CD -2" FOR DETAIL. END FRAMI NG ELEVAT I ON COL- LINE 1 REV JDATE I DESCRIPTION I BY ICKD. I3•q aPP2ovat. WHIRLWIND STEEL 12-0 5 .s IRVING NAJMAN.... 628411 ; a dNA L . STEEL DESIGN ONLY NO OTHER CODE REQUIREMENTS ARE INCLUDED BU I L D I N GS DESCRIPTION ERECTION DRAWINGS SIZE 40'X 115'X 12'E.H• WRF 1.12 ROOF SLOPE CUSTOMER BRABAND BUILDING SYS. INC. 12#FRAME/20#PURLIN LIVE LOAD LOCATION HOUSTON, TEXAS 20# WIND LOAD DRAWN BY CHECKED BY DATE SCALE OUDTE NO. JOB NO. DWG N0, ISSUE G]C7 2/ 8/89 NONE 890041 n N 12s PANEL0407i PANEL0407 54 5 3 12 3 8 8 t --t f— 41 8153 3 1 SKYLT1100 - t- -+—t SKYLTil 00 t—--tPANE0509 - 6.___- fit_ PANEL0509 513 33516 PANEL 1 907 PANEL 1 907 +-- t 3 04 1 0 4 t --t 3 Z AT 5.016 = 10-0e q 2 AT 5-016 = 10- 08 4-i12 m m 4_1 1 2 DIAGONAL DIMENSION LEFT 23-396 RIGHT 23-396 REFERENCE NOTES 1. PURLINS LAP 1' --ll 7/8 (8 BOLTS REQUIRED FOR LAP) 2. SIDEWALL CIRTS LAP 0'--4 3/8 (4 BOLTS REQ'D FOR LAP) 3. OUTSIDE FLANGES OF GIRTS TURN UP UNLESS NOTED. 4. ROOF MEMBER SCREWS ARE AT 12" O.C. EAVE END LAP AND PEAK SCREWS ARE AS SHOWN. 5. WALL MEMBER SCREWS ARE AT 12" O.0 6. ROOF STITCH SCREWS ARE AT EACH MEMBER AND TWO BETWEEN MEMBERS. (20" MAX. SPACING). 7. WALL STITCH SCREWS ARE AT EACH MEMBER AND ONE BETWEEN MEMBERS (42" MAX. SPACING). 8. SKYLIGHT STITCH SCREWS ARE AT 6" O.C. 9. FLANGE BRACES ARE MARKED BY 1HEIR LENGTH IN FEET. INCHES. & EIGHTHS. 6 9 9 8 35-8 CLEAR 1 SPLICE BOLT 1 -ABLE SPLICE NO SIZE DEPTH A 8- 04 X 2 1-6 B 4- 04 X 2 8 C 8- 04 X 2 1-6 20-0 OUT OF STEEL TO PEAK 40-0 OUT/ OUT OF STEEL CROSS SECTION COLUMN LINES 2-4 PURL I NS 4 8ZI+ GA. W/ 1-11's LAP (Zs' END SAY) I alp I & I jo oI o C ALL O'Wr BAYS GI RTS: 8Z1& GA. W/ 1-11"e LAP REV JDATE I DESCRIPTION I BY ICKD. 2-13-89 A PPR OVAL 4-0 4-3 lam 0 I N E O F IRVING NAIMAN D e•..e............... 62840 ? STEEL DESIGN ONLY NO OTHER CODE REQUIREMENTS ARE INCLUDED WHIRLWIND STEEL BUILDINGS DESCRIPTION CROSS SECTION SIZE 40'X 115'X 12'E.H. WRF 1=12 ROOF SLOPE CUSTOMER BRABAND BUILDING SYS., INC. 12#FRAME/20#PURLIN LIVE LOAD LOCATION HOUSTON, TEXAS 20# WIND LOAD DRAWN BY CHECKED p BY DATE 2/ 8/89 SCALE NONE QUOTE NO. JOB NO. 890041 DWG N0, r + ISSUE N c--IIIm 25-12 n 25-0 4 115-3 OUT/ OUT OF CONCRETE 115-0 OUT/OUT OF STEEL 26-0 IV, o 4 20-12 3 4 e I v' vnrr' v"` 12"Xt--" ANCHOR BOLT PLAN REFERENCE NOTES I. NOTCH AREA INDICATES A 1.5 INCH BY 1.5 INCH RECESS FOR METAL SHEETS 2. ALL ANCHOR BOLTS (BY WHIRLWIND) TO HAVE NUTS AND FLAT WASHERS. 3. REPLACE NUTS AND WASHERS ON ALL ANCHOR BOLTS AFTER REMOVAL OF FOUNDATION FORMS. 4. SEE SHEET ABS -7 FOR DETAILS. N I 7ty oIJ? of EXlst. G KT5 --{ 12 11 h—EXIST. WALL 5NEEi5 II IEX1sT. calJc. 0 E W coN, n n CGTIofl X 4%' ANCHOR BOLT DETAIL A C B ANCHOR BOLT SCHEDULE V ` Q N Z Q v LL 4 A Q 4 PROJ 4— oC OB m m X X 1-32 O O C) N r 0 I 9 V" d 3 c--IIIm 25-12 n 25-0 4 115-3 OUT/ OUT OF CONCRETE 115-0 OUT/OUT OF STEEL 26-0 IV, o 4 20-12 3 4 e I v' vnrr' v"` 12"Xt--" ANCHOR BOLT PLAN REFERENCE NOTES I. NOTCH AREA INDICATES A 1.5 INCH BY 1.5 INCH RECESS FOR METAL SHEETS 2. ALL ANCHOR BOLTS (BY WHIRLWIND) TO HAVE NUTS AND FLAT WASHERS. 3. REPLACE NUTS AND WASHERS ON ALL ANCHOR BOLTS AFTER REMOVAL OF FOUNDATION FORMS. 4. SEE SHEET ABS -7 FOR DETAILS. N I 7ty oIJ? of EXlst. G KT5 --{ 12 11 h—EXIST. WALL 5NEEi5 II IEX1sT. calJc. 0 E W coN, n n CGTIofl X 4%' ANCHOR BOLT DETAIL A C B ANCHOR BOLT SCHEDULE SYMBOL OUANTITY SIZE LENGTH A B C PROJ ZB OB m 1-6 22 1-32 3 2 32 04 (b1 9 3 1-6 3 22 1 4 2-0 4`2 1--7'2 3 3 REV JDATE I DESCRIPTION I BY ICKD. jt.-AR ApPZOVAL SLAB cfr IRVING NAJMAN rM"' 62840 O0 STEEL DESIGN ONLY NO OTHER CODE REQUIREMENTS ARE INCLUDED WHIRLWIND STEEL BUILDINGS DESCRIPTION ANCHOR BOLT SETTING PLAN '', SIZE 40'X 115'X 12'E.H. WRF 1:12 ROOF SLOPE CUSTOMER BRABAND BUILDING SYS., INC. 12#FRAME/20#PURLIN LIVE LOAD LOCATION HOUSTON, TEXAS 20# WIND LOAD DRAWN BY CHECKED BY DATE SCALE QUOTE NO. JOB NO. DWG NO. ISSUE S 2/ 8/89 NONE 890041 V GENERAL NOTES FOR STRUCTURAL STEEL t i 1, The design, fabrication, and erection of structural steel for buildings shall conform to the minimum requirements of the A.I.S.C. Specification for the Design, Fabrication, and Erection of Structural Steel Buildings". 2. Structural steel shall conform to ASTM A-36 specifications unless noted otherwise. 3. Steel pipe for structural applications shall conform to ASTM A-53, Gr. B, specifications unless noted otherwise. 4. Welding shall conform to AWS specifications. Electrodes shall be - class E70XX unless otherwise noted. 5. All high strength bolts and nuts shall conform to ASTM A-325. They shall be tightened by the ".turn -of -nut" method. 6. All other bolts shall conform to ASTM A-307 unless otherwise noted. GENERAL NOTES FOR CONCRETE 1. The design and construction of structures of reinforcement concrete shall conform to the minimum requirements provided in the "Building Code Requirements for Reinforced Concrete (ACI -318) of the Amer- ican Concrete Institute". 2. Reinforcing steel shall be ASTM A-615, grade 60 and shall be free from loose flaky rust, oil, or other coatings that will destroy or reduce the bond. 3. Welded wire fabric shall conform to ASTM A-185 and A-82 lastest editions. Laps shall be two (2) mesh minimum on sides and ends. 4.• Anchor bolts shall conform to ASTM A-36 or A-307 specifications unless otherwise noted. 5. Bolts shall be .thoroughly cleaned of rust, thread cutting oil, or any other substance that might reduce the bon.d of the bolts to concrete. 6. All hooks shall be bent cold.