Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
CC-0375-2019
Office Use Only s .00 PRINCIPLE STRUCTURE PERMIT Permit#: CC,— 0 20\21 APPLICATION Permit Fee: $ 1 S-0 — Town of Queensbury Rec. Fee: $ "S 742 Bay Road, Queensbury, NV 12804 Invoice#: ZZ P: 518-761-8256 www .queensbury net Project Location: 59 West Mountain Road — West Mtn. Ski Center SP6,o Tax Map #: _307.-1-29 Subdivision Name: NA Pk4k TOWN BD.RESOLUTION 86-2013: $850 recreation fee for new dwelling units: single family, duplexes/two-family, multiplefamily. apartments,condominiums townhouses,and/or manufactured & modular homes.but not mobile homes. This is in addition to the permit fee(s). CONTACT INFORMATION: Applicant: Name(s): APEX Capital, LLC co Mailing Address, C/S/Z: 59 West Mountain Road, Queensbury NY 12804 Go z Cell Ph.:Land Line: 518-793-6606 c P Email: spencer@westmtn.net R°, azPrimaryOwner(s):co Name(s): APEX Capital, LLC U' Mailing Address, C/S/Z: 59 West Mountain Road, Queensbury NY 12804 Cell Ph.: ( Land Line: 518-793-6606 Email: spencer@westmtn.net Contractor(s): Name(s): Ellsworth and Sons Excavating Mailing Address, C/S/Z: 76 Ellsworth Lane Ext., Lake George NY 12845 Cell Ph.: ( Land Line: 518-792-9246 Email: digging@ellsworthexcavating.com Architect(s)/Enqineer(s): Name(s): Rucinski Hall Architecture Mailing Address, C/S/Z: 134 Dix Ave, Glens Falls NY 12801 Cell Ph.: ( Land Line: 518-741-0268 Email: Contact Person for Building & Code Compliance: Ethan P. Hall Cell #.: ( Land Line: 518-741-0268 Email:ephall@nycap.rr.com Principle Structure Application Revised January 2019 PROJECT INFORMATION: TYPE: Commercial Residential WORK CLASS: Single-family Two-family Multi-family (# of units: ) Townhouse Business Office Retail Hotel/Motel Industrial/Warehouse Garage (# of cars ) ® Other (describe Maintenance Building) STRUCTURE SQUARE FOOTAGE: GARAGE SQUARE FOOTAGE: 1ST floor: 6,000 SF 1ST floor: 2nd floor: 2"d floor: 3rd floor: Total square feet: Basement(habitable space): Total square feet: 6,000 SF ADDITIONAL PROJECT INFORMATION: 1. Estimated Cost of Construction: $_350,000 2. Proposed use of the building: Addition to existing Maintenance Building 3. If Commercial or Industrial, indicate the name of the business: West Mountain Ski Center 4. Source of Heat: Gas Oil Propane Solar Other: Fireplaces need a separate Fuel Burning Appliances& Chimney Application, one per appliance) 5. Are there any structures not shown on the plot plan? DYES NO Explain: 6. Are there any easements on the property? DYES NO 7. SITE INFORMATION: a. What is the dimensions or acreage of the parcel? b. Is this a corner lot? DYES NO c. Will the grade be changed as a result of the construction? DYES ®NO d. What is the water source? PUBLIC PRIVATE DWELL e. Is the parcel on SEWER or a PRIVATE SEPTIC system? Private - existing Principle Structure Application Revised January 2019 DECLARATION: lacknowledge that no construction shall commence prior to issuance of a valid building permit and work will be completed within a 12 month period 2. If the work is not completed by the 1 year expiration date the permit may be renewed. subject to fees and department approval. 3. I certify that the application, plans and supporting materials are a true and complete statement andior description of the work proposed, that all work will be performed in accordance with the NYS Building Codes, local building laws and ordinances, and in conformance with local zoning regulations. 4. i acknowledge that prior to occupying the facilities proposed I, or my agents, will obta in a certificate of occupancy. 5 I understand that I/we are required to provide an as-built survey by a licensed land surveyor of all newly constructed facilities prior to issuance of a certificate of occupancy. I have read and agree to the above: PRINT NAME: Spencer Montgomery SIGNATURE: 7 DATE: Principle Structure Application Revised January 2019 ly F1 .1 ref racon u•.s• Reference Number: PJB191099 MASTER SERVICES AGREEMENT TASK ORDER This TASK ORDER is issued under the MASTER SERVICES AGREEMENT dated 04/05/2018 between Ellsworth&Son Excavating,Inc.(`Client") and Dente Group("Consultant")for Services to be provided by Consultant for Client on the Apex Capital,LLC project("Project"), as described in the Project Information section of the Consultant's Task Order Proposal dated 05/28/2019("Task Order Proposal")unless the Project is otherwise described below or In Exhibit A to this Task Order(which section or Exhibit are incorporated into this Task Order).This Task Order is incorporated into and part of the Master Services Agreement. 1. Project Information 6000 SqFt steel building,Located at 59 West Mountain Road Queensbury,NY 2. Scope of Services The scope of Services to be provided under this Task Order are described in the Scope of Services section of the Consultant's Task Order Proposal, unless Services are otherwise described below or in Exhibit B to this Task Order. Subgrade and Bearing Grades inspections, Concrete testing,Reinforcing Steel Inspection,Compaction testing,Lab testing of soils(sieve and proctor), compressive strength testing of concrete cylinders. 3. Compensation Client shall pay compensation for the Services performed at the fees stated in the Task Order Proposal unless fees are otherwise stated below or in Exhibit C to this Task Order. See attached unit fee schedule. Our services are proposed on a unit fee basis. Invoicing is submitted monthly and is due in 30 days unless otherwise stipulated in the Master Services Agreement(attached for reference purposes). Based on our review of the construction documents and information obtained we estimate a budget of$5,840.00 for the inspections and materials testing services. This value is only an estimate and may need to be adjusted during the course of construction. All terms and conditions of the Master Services Agreement shall continue in full force and effect. This Task Order is accepted and Consultant is authorized to proceed. 5/2 9/1 9 Consultant: Dente Gr Client:Ells ort S avat' , Inc. By: ate: 5/29l2019 By: ate: 5-3/r/r Name/Titl Joseph L.Robichaud,Jr.! ice Manager I Name/Title: Address. 594 Broadway Address: 76 Ellsworth Lane Ext. Watervliet, NY 12189-3709 Large George,NY 12845 Phone: (518)286.0310 Fax:Phone:518)792-9246 Fax: Email:Joe.Robichaud@terracon.com Email:greg@ellsworthexcavating.com FILE IECEOWLEOJUN252019 TOWN OF QUEENSBURY BUILDING& CODES Page 1 of 1 Rev.7-18 A1rerrecon COMPANY SERVICE DESCRIPTION UNIT RATE Jr. Engineering Technician ACI-Level I and Troxler Certified to perform in place soil density or $40.00/Hour field concrete tests, pick up and transport samples to our laboratory. (Minimum 2 Hours per site visit- portal to portal) Overtime in excess of 8 Hours per Day, Saturday and Sunday 60.00/Hour Sr.Engineering Technician ACI- Level I/II and Troxler Certified to perform earthwork,reinforcing $55.00/Hour steel, masonry observation and testing, asphalt pavement observation and testing, fireproofing, $60.00/Probe caulking, install RH probes and moisture vapor emission test kits 60.00/Kit Minimum 2 Hours per site visit-portal to portal) Overtime in excess of 8 Hours per Day, Saturday and Sunday 80.00/Hour Certified Welding Inspector(AWS)for Visual, MP&UT Testing of Welds, Structural Steel 95.00/Hour Framing/Bolting,Wood Framing(Min.4 hours/visit) Overtime more than 8 Hours per Day, Saturday and Sunday S140.00!Hour Sr.Geotechnician for observation of deep foundation installations 75.00/Hour Sr.Engineering Technician to perform floor flatness/floor levelness testing of slabs 75.00/Hour Face Dipstick Profiler equipment and software 250.00/Day Field Engineer, EIT/Field Geologist/Project Manager 100.00/Hour Geologist, PG 125.00/Hour Sr.Geotechnical Engineer, P.E. 135.00/Hour Principal Engineer, P.E. 170.00!Hour Laboratory Services(Soils) A. Sieve Analysis ASTM D6913 40.00/Each B. Sieve Analysis w/Hydrometer ASTM D421 /422 100.00/Each C.Standard!Modified Proctor ASTM D698/D1557 130.00!Each D.pH of Topsoil ASTM D4972 15.00/Each E. Organic Matter Combustion Method ASTM D2974 50.00/Each Laboratory Services(Concrete/Masonry) A. Curing and Compression Testing of 6 x 12 cylinders-ASTM C39 10.00/Each B. Compression Grout Samples -ASTM C1019 S30.00/Each C. Compression Testing of Mortar samples-ASTM C109 12.00/Each Transportation—Portal to portal 0.60/Mile Our Agreement forms a part of all proposals Dente Group,A Terracon Company 594 Broadway Watervliet, NY 12189 P(518)266 0310 F(518)266 9238 terracon.com Environmenlal ti facilitics fi GeotechnicaI S Materials i',AlfCfr.]COrI Reference Number:JB18MSA101 MASTER SERVICES AGREEMENT This MASTER SERVICES AGREEMENT("MSA`)Is between Ellsworth&Son Excavating,Inc.("Client")and Dente Group,its subsidiaries and affiliates, Consultant")for Services to be provided by Consultant on projects as described in the Project Information section of individual Task Orders or Task Order Proposals(which sections are incorporated into this MSA).For purposes of this MSA,"Client"shall include Ellsworth&Son Excavating.Inc.,its subsidiaries and affiliates. 1. Scope of Services.The scope of Consultant's services("Services')will be set forth in the Scope of Services section of an individual Task Order, or Task Order Proposal(which sections are incorporated into this MSA). Portions of the Services may be subcontracted.Consultant's Services do not include the Investigation or detection,nor do recommendations in Consultant's reports address the presence or prevention of biological pollutants(e.g., mold,fungi, bacteria,viruses,or their byproducts)or occupant safety Issues,such as vulnerability to natural disasters,terrorism,or violence.If Services include purchase of software, Client will execute a separate software license agreement. Consultant's findings, opinions, and recommendations are based solely upon data and information obtained by and furnished to Consultant al the time of the Services. 2. Acceptance/Termination.Client agrees that execution of this MSA Is a material element of the consideration Consultant requires to execute the Services,and If Services are Initiated by Consultant prior to execution of this MSA as an accommodation for Client at Client's request,both parties shall consider that commencement of Services constitutes formal acceptance of all terms and conditions of this MSA.Additional terms and conditions may be added or changed only by written amendment to this MSA signed by both parties.In the event Client uses a purchase order or other form,including email authorization, to administer this MSA, the use of such form shall be for convenience purposes only and any additional or conflicting terms ft contains are stricken.This MSA shall not be assigned by either party without prior written consent of the other party. Either party may terminate this MSA or the Services upon written notice to the other.In such case,Consultant shall be paid costs incurred and fees earned to the date of termination plus reasonable costs of closing the project. 3. Change Orders. Client may request changes to the scope of Services by altering or adding to the Services to be performed, If Client so requests, Consultant will return to Client a statement (or supplemental proposal) of the change setting forth an adjustment to the Services and fees for the requested changes. Following Client's review,Client shall provide written acceptance. If Client does not fellow these procedures, but instead directs, authorizes,or permits Consultant to perform changed or additional work,the Services are changed accordingly and Consultant will be paid for this work according to the fees stated or Its current fee schedule. If project conditions change materially from those observed at the site or described to Consultant at the time of proposal,Consultant is entitled to a change order equitably adjusting its Services and foe. 4. Compensation and Terms of Payment. Client shall pay compensation for the Services performed at the fees stated In the Compensation section of the Individual Task Order, or Task Order Proposal (which sections are incorporated into this MSA). If not stated In either, fees will be according to Consultant's current fee schedule.Fee schedules are valid for the calendar year in which they are Issued. Fees do not Include sales tax. Client will pay applicable sales tax as required by law. Consultant may invoice Client at least monthly and payment Is due upon receipt of invoice. Client shall notify Consultant in writing, at the address below,within 15 days of the date of the invoice if Client objects to any portion of the charges on the invoice, and shall promptly pay the undisputed portion. Client shall pay a finance fee of 1.5% per month, but not exceeding the maximum rate allowed by law,for all unpaid amounts 30 days or older.Client agrees to pay all collection-related costs that Consultant incurs,Including attorney fees. Consultant may suspend Services for lack of timely payment. It is the responsibility of Client to determine whether federal, state, or local prevailing wage requirements apply and to notify Consultant If prevailing wages apply. If it is later determined that prevailing wages apply,and Consultant was not previously notified by Client,Client agrees to pay the prevailing wage from that point forward, as well as a retroactive payment adjustment to bring previously paid amounts in line with prevailing wages. Client also agrees to defend, indemnify. and hold harmless Consultant from any alleged violations made by any governmental agency regulating prevailing wage activity for failing to pay prevailing wages, including the payment of any fines or penalties. S. Third Party Reliance. This MSA and the Services provided are for Consultant and Client's sole benefit and exclusive use with no third party beneficiaries intended. Reliance upon the Services and any work product is limited to Client, and is not intended for third parties. For a limited time period not to exceed three months from the date of the report,Consultant will issue additional reports to others agreed upon with Client,however Client understands that such reliance will not be granted until those parties sign and return Consultant's reliance agreement and Consultant receives the agreed-upon reliance fee. 6. LIMITATION OF LIABILITY. CLIENT AND CONSULTANT HAVE EVALUATED THE RISKS AND REWARDS ASSOCIATED WITH THIS MSA, INCLUDING CONSULTANT'S FEE RELATIVE TO THE RISKS ASSUMED,AND AGREE TO ALLOCATE CERTAIN OF THE ASSOCIATED RISKS. TO THE FULLEST EXTENT PERMITTED BY LAW, THE TOTAL AGGREGATE LIABILITY OF CONSULTANT (AND ITS RELATED CORPORATIONS AND EMPLOYEES)TO CLIENT AND THIRD PARTIES GRANTED RELIANCE IS LIMITED TO THE GREATER OF$50,000 OR THE COMPENSATION PAID TO CONSULTANT FOR THE SPECIFIC PROJECT TASK ORDER IN DISPUTE, FOR ANY AND ALL INJURIES, DAMAGES, CLAIMS,LOSSES, OR EXPENSES(INCLUDING ATTORNEY AND EXPERT FEES)ARISING OUT OF CONSULTANT'S SERVICES OR THIS MSA. PRIOR TO ACCEPTANCE OF THIS AGREEMENT AND UPON WRITTEN REQUEST FROM CLIENT, CONSULTANT MAY NEGOTIATE A HIGHER LIMITATION FOR ADDITIONAL CONSIDERATION. THIS LIMITATION SHALL APPLY REGARDLESS OF AVAILABLE PROFESSIONAL LIABILITY INSURANCE COVERAGE,CAUSE(S)OR THE THEORY OF LIABILITY,INCLUDING NEGLIGENCE,INDEMNITY,OR OTHER RECOVERY. THIS LIMITATION SHALL NOT APPLY TO THE EXTENT THE DAMAGE IS PAID UNDER CONSULTANT'S COMMERCIAL GENERAL LIABILITY POLICY. 7. Indemnity/Statute of Limitations.Consultant and Ghent shall indemnify and hold harmless the other and their respective employees from and against legal liability for claims, losses,damages, and expenses to the extent such claims,losses,damages,or expenses are legally determined to be caused by their negligent acts,errors,or omissions.In the event such claims,losses,damages,or expenses are legally determined to be caused by the joint or concurrent negligence of Consultant and Client,they shall be borne by each party In proportion to its own negligence under comparative fault principles. Neither party shall have a duty to defend the other party,and no duty to defend is hereby created by this indemnity provision and such duty is explicitly waived under this MSA. Causes of action arising out of Consultant's services or this MSA regardless of cause(s)or the theory of liability, including negligence,Indemnity or other recovery shall be deemed to have accrued and the applicable statute of limitations shall commence to run not later than the date of Consultant's substantial completion of services on the project, 8. Warranty. Consultant will perform the Services in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing under similar conditions In the same locale. EXCEPT FOR THE STANDARD OF CARE PREVIOUSLY STATED, CONSULTANT MAKES NO WARRANTIES OR GUARANTEES, EXPRESS OR IMPLIED, RELATING TO CONSULTANT'S SERVICES AND CONSULTANT DISCLAIMS ANY IMPLIED WARRANTIES OR WARRANTIES IMPOSED BY LAW, INCLUDING WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE. 9. Insurance.Consultant represents that it now carries, and will continue to carry: (i)workers'compensation insurance in accordance with the laws of the states having jurisdiction over Consultant's employees who are engaged In the Services, and employer's liability insurance ($1,000,000); (II) Page 1 of 2 Rev.6-15 FIRE MARSHAL'S OFFICE Town of Queensbury 742 Bay Road, Queensbury,Q NY 12804J Home of Natural Beauty ... A Good Place to Live " PLAN REVIEW Apex Capital LLC FILE COPY West Mountain 59 West Mountain Road CC-0375-2019 6/14/2019 The following comments based on review of the submitted plans: 1) Locks / latches shall comply with the 2015 International Fire Code. 2) Discuss Fire extinguisher locations. 3) Provide electrical inspection prior to CO. 4) Add Exit / Emergency lights above exit doors. 404 igq Deputy Fire Marshal Gary K. Stillman 742 Bay Road Queensbury NY 12804 518 761 8205 garys@queensbury.net Fire Marshal 's Office • Phone: 518-761-8206 • Fax: 518-745-4437 firemarshal@queensbury.net • www.queensbury.net COMcheck Software Version 4.1.1.0 irrift Envelope Compliance Certificate Project Information Energy Code:2015 IECC Project Title: Addition to the Maintenance Building Location: Glens Falls, New York Climate Zone: 6a Project Type:Addition Construction Site:Owner/Agent: Designer/Contractor: 59 West Mountain Road Spencer Montgomery Ethan P. Hall Queensbury, NY 12804 Apex Capital Rucinski Hall Architecture 59 West Mountain Road 134 Dix Ave Queensbury, NY 12804 Glens Falls, NY 12801 518-741-0268 ephall@nycap.rr.com Building Area Floor Area Unspecified 0 Envelope Assemblies E (....-L..11-',1.--....:'::;\( a)Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. Project Notes Envelope TBD: Invalid building envelope area type (see project screen) Com-Check is being provided for lighting portion only. Remainder of building is considered an EXEMPT building per section 501.2 of the ECCCNYS which permits the full use of ASHRAE 90.1-2007 and Section 2.3 which allows for EXEMPT buildings for "Commercial Processes" where building heat is provided for equipment protection from freezing. REVIEWED FOR ENERGY CODE COMPLIANtr' Project Title: Addition to the Maintenance Building Report date: 06/28/19 Data filename: Y:\West Mountain Ski Center\Maintenance Bldg\Phase II\WM-MAINT.cck Page 1 of 8 ifift COMcheck Software Version 4.1.1.0 fil Interior Lighting Compliance Certificate Project Information Energy Code:2015 IECC Project Title: Addition to the Maintenance Building Project Type:Addition Construction Site:Owner/Agent: Designer/Contractor: 59 West Mountain Road Spencer Montgomery Ethan P. Hall Queensbury, NY 12804 Apex Capital Rucinski Hall Architecture 59 West Mountain Road 134 Dix Ave Queensbury, NY 12804 Glens Falls, NY 12801 518-741-0268 ephall@nycap.rr.com Allowed Interior Lighting Power A B C D Area Category Floor Area Allowed Allowed Watts ft2) Watts I ft2 B X C) 1-Automotive:Vehicular Maintenance Area 6000 0.67 4020 Total Allowed Watts= 4020 Proposed Interior Lighting Power A B C D E Fixture ID : Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. 1-Automotive:Vehicular Maintenance Area HID 1:Metal Halide: Pulse start: 1 10 100 1000 Total Proposed Watts= 1000 Interior Lighting PASSES: Design 75% better than code Interior Lighting Compliance Statement Compliance Statement: The proposed interior lighting design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application.The proposed interior lighting systems have been designed to meet the 2015 IECC requirements in COMcheck Version 4.1.1 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. A q Ethan P. Hall-Architect Joi 'i8 Name-Title Sign ure Date Project Title: Addition to the Maintenance Building Report date: 06/28/19 Data filename: Y:\West Mountain Ski Center\Maintenance Bldg\Phase II\WM-MAINT.cck Page 2 of 8 COMcheck Software Version 4.1.1.0 rift Exterior Lighting Compliance Certificate Project Information Energy Code:2015 IECC Project Title: Addition to the Maintenance Building Project Type:Addition Exterior Lighting Zone 1 (Developed rural area) Construction Site:Owner/Agent: Designer/Contractor: 59 West Mountain Road Spencer Montgomery Ethan P. Hall Queensbury, NY 12804 Apex Capital Rucinski Hall Architecture 59 West Mountain Road 134 Dix Ave Queensbury, NY 12804 Glens Falls, NY 12801 518-741-0268 ephall@nycap.rr.com Allowed Exterior Lighting Power A B C D E Area/Surface Category Quantity Allowed Tradable Allowed Watts Watts/Unit Wattage B X C) Entry canopy 2 ft2 0.25 Yes 0 Total Tradable Watts(a)= 0 Total Allowed Watts= 0 Total Allowed Supplemental Watts(b)= 500 a)Wattage tradeoffs are only allowed between tradable areas/surfaces. b)A supplemental allowance equal to 500 watts may be applied toward compliance of both non-tradable and tradable areas/surfaces. Proposed Exterior Lighting Power A B C D E Fixture ID : Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. Entry canopy(2 ft2):Tradable Wattage LED 2:LED PAR 15W: 1 2 32 64 Total Tradable Proposed Watts= 64 Exterior Lighting PASSES: Design 87% better than code Exterior Lighting Compliance Statement Compliance Statement: The proposed exterior lighting design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application.The proposed exterior lighting systems have been designed to meet the 2015 IECC requirements in COMcheck Ver 'on 4.1.1.0 and t corn ly with any applicable mandatory requirements listed in the Inspection Checklist. j f Ethan P. Hall-Architect Z%-Li 20/9 Name-Title Sign ure Date Project Title: Addition to the Maintenance Building Report date: 06/28/19 Data filename: Y:\West Mountain Ski Center\Maintenance Bldg\Phase II\WM-MAINT.cck Page 3 of 8 iCOMcheck Software Version 4.1.1.0i, Inspection Checklist Energy Code: 2015 IECC Requirements: 100.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section Plan Review Complies? Comments/Assumptions Re..ID C103.2 Plans, specifications, and/or Complies Requirement will be met. PR4]' calculations provide all information Does Not with which compliance can be Location on plans/spec: A-1 determined for the interior lighting Not Observable and electrical systems and equipment Not Applicable and document where exceptions to the standard are claimed. Information provided should include interior lighting power calculations, wattage of bulbs and ballasts,transformers and control devices. C103.2 Plans, specifications, and/or Complies Requirement will be met. PR8]' calculations provide all information Does Not with which compliance can be Location on plans/spec:A-1 determined for the exterior lighting Not ApplicableandelectricalsystemsandequipmentpP and document where exceptions to the standard are claimed. Information provided should include exterior lighting power calculations, wattage of bulbs and ballasts, transformers and control devices. C406 Plans, specifications, and/or Complies Requirement will be met. PR9]' calculations provide all information ElDoes Not with which compliance can be Location on plans/spec: A-1 determined for the additional energy efficiency package options. Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 13 I Low Impact(Tier 3) Project Title: Addition to the Maintenance Building Report date: 06/28/19 Data filename: Y:\West Mountain Ski Center\Maintenance Bldg\Phase II\WM-MAINT.cck Page 4 of 8 Section Rough-In Electrical Inspection Complies? Comments/Assumptions Re..ID C405.2.1 Lighting controls installed to uniformly Complies Requirement will be met. ELi5]1 reduce the lighting load by at least Does Not 50%. Location on plans/spec: A-1NotObservable Not Applicable C405.2.1 Occupancy sensors installed in Complies Requirement will be met. EL18]1 required spaces. Does Not Not Observable Location on plans/spec: A-1 Not Applicable C405.2.1, Independent lighting controls installed Complies Requirement will be met. C405.2.2. per approved lighting plans and all Does Not 3 manual controls readily accessible and Not Observable Location on plans/spec: A-1 EL23]2 visible to occupants. Not Applicable C405.2.2. Automatic controls to shut off all Complies Requirement will be met. 1 building lighting installed in all Does Not EL22]2 buildings. Not Observable Location on plans/spec:A-1 Not Applicable C405.2.3 Daylight zones provided with Complies Exception: Requirement does not apply. EL16]2 individual controls that control the Does Not lights independent of general area Not Observable lighting. Not Applicable C405.2.3, Primary sidelighted areas are Complies Exception: Requirement does not apply. C405.2.3. equipped with required lighting Does Not 1, controls. C405.2.3. Not Observable 2 Not Applicable EL20]1 C405.2.3, Enclosed spaces with daylight area Complies Exception: Requirement does not apply. C405.2.3. under skylights and rooftop monitors Does Not 1, are equipped with required lighting C405.2.3. controls. Not Observable 3 Not Applicable EL21]1 C405.2.4 Separate lighting control devices for Complies Requirement will be met. EL4]1 specific uses installed per approved Does Not lighting plans. Location on plans/spec: A-1NotObservable Not Applicable C405.2.4 Additional interior lighting power Complies Requirement will be met. EL8]1 allowed for special functions per the Does Not approved lighting plans and is Not Observable Location on plans/spec: A-1automaticallycontrolledand separated from general lighting.Not Applicable C405.2.5 Automatic lighting controls for exterior Complies Exception: Requirement does not apply. EL25]na0 lighting installed.Controls will be Does Not daylight controlled, set based on business operation time-of-day, or Not Observable reduce connected lighting > 30%. Not Applicable C405.3 Exit signs do not exceed 5 watts per Complies Requirement will be met. EL6]1 face. Does Not Not Observable Location on plans/spec: A-1 ENot Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Addition to the Maintenance Building Report date: 06/28/19 Data filename: Y:\West Mountain Ski Center\Maintenance Bldg\Phase II\WM-MAINT.cck Page 5 of 8 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 13 Low Impact (Tier 3) I Project Title: Addition to the Maintenance Building Report date: 06/28/19 Data filename: Y:\West Mountain Ski Center\Maintenance Bldg\Phase II\WM-MAINT.cck Page 6 of 8 Section Final Inspection Complies? Comments/Assumptions Re..ID C303.3, Furnished O&M instructions for Complies Requirement will be met. C408.2.5. systems and equipment to the Does Not 2 building owner or designated F117]3 representative. Not Observable Not Applicable C405.4.1 Interior installed lamp and fixture Complies See the Interior Lighting fixture schedule for values. F118)1 lighting power is consistent with what Does Not is shown on the approved lighting Not Observableplans,demonstrating proposed watts are less than or equal to allowed Not Applicable watts. C405.5.1 Exterior lighting power is consistent Complies See the Exterior Lighting fixture schedule for values. FI19)1 with what is shown on the approved Does Not lighting plans,demonstrating proposed watts are less than or equal [Not Observable to allowed watts. Not Applicable C408.2.5. Furnished as-built drawings for Complies :Requirement will be met. 1 electric power systems within 90 days Does Not F116)3 of system acceptance. Not Observable Not Applicable C408.3 Lighting systems have been tested to OComplies Requirement wilt be met. FI33]' ensure proper calibration, adjustment, Does Not programming, and operation.Location on plans/spec:A-1NotObservable Not Applicable Additional Comments/Assumptions: 11'High Impact(Tier 1) 12 'Medium Impact(Tier 2) 13 I Low Impact(Tier 3) Project Title: Addition to the Maintenance Building Report date: 06/28/19 Data filename: Y:\West Mountain Ski Center\Maintenance Bldg\Phase II\WM-MAINT.cck Page 7 of 8 Project Title: Addition to the Maintenance Building Report date: 06/28/19 Data filename: Y:\West Mountain Ski Center\Maintenance Bldg\Phase II\WM-MAINT.cck Page 8 of 8 J l • r• { f � DEL REACTIONS BUILDER: General Steel CUSTOMER: Apex Capital, LLC JOB NUMBER: 16-B-70654• Notes 1) The reactions provided are based on the Order Documents at the time of mailing. Any changes to building loads or dimensions may change the reactions. The reactions will be superseded and voided by any future mailing. 2) The reactions provided have been created with the following layout(unless noted otherwise). a) A reaction table is provided with the reactions for each load group. b) Rigid Frames (1) Gabled Buildings (a) Left and Right columns are determined as if viewing the left side of the building,as shown on the anchor rod drawing,from the outside of the building. (b) Interior columns are spaced from left side to right side. (2) Single Slope Buildings (a) Left column is the low side column. (b) Right column is the high side column. (c) Interior columns are spaced from low side to high side. c) Endwalls (1) Left and Right columns are determined as if viewing the wall from the outside. (2) Interior columns are spaced from left to right. d) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer. e) Anchor rods are ASTM F1554 Gr.36 material unless noted otherwise on the anchor rod layout drawing. f) X-Bracing (1) Rod Bracing reactions have been included in values shown in the reaction tables. (2) For IBC and UBC based building codes,when x-bracing is present in the sidewall,individual longitudinal seismic loads(RBUPEQ and RBDWEQ)do not include the amplification factor,00. (3) For IBC and UBC based building codes,when x-bracing is present in the endwall,individual transverse seismic loads(EQ)-do not include the amplification factor,Q0. 3) Reactions are provided as un-factored for each load group applied to the column. The foundation engineer will apply the appropriate load factors and combine the reactions in accordance with the building code and design specifications to determine bearing pressures and concrete design. The factors applied to load groups for the steel column design may be different than the factors used in the foundation design. a) For projects using ultimate design wind speeds such as 2012 IBC,2015 IBC,or 2014 Florida building code,the wind load reactions are at a strength value with a load factor of 1.0. b) For IBC codes,the seismic reactions provided are at a strength level and do not contain the rho factor. c) For NBCC codes,the seismic reactions provided do not contain the Rd*Ra factor. The manufacturer does not provide"maximum"load combination reactions.However,the individual load reactions provided may be used by the foundation engineer to determine the applicable load combinations for his/her design procedures and allow for an economical foundation design. Rev G 7/01/13 FRAME DESCRIPTIONr USER NAMEiakreynol DATEt 9/21/18 PAGEiEW-1 Endwall EWB JOB NAMEt70654A FILEiREW3BLDG1 ?ATHi R, \,Jobs\Active\Eng\16-B-70654\ver01-akreynolds\BLDG-A\run01\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTEi A l l reactions are in kips and k i p-ft. TIMEi 14,411 28 REACTION NOTATIONS HL-f f f H2 f HR �VL �V1 �V2 �VR LCC A-4 A-3 RCC LOAD GROUP REACTION TABLE- . COLUMN LCC A-4" A-3 RCC LOAD GROUP HL VL LL H1 V1 L1 H2 V2 L2 HR VR LR D 0. 0 0. 5 0. 0. 1. 1 -0. 0 0. 1. 1 0. 0 0. 0 0. 5 0. C 0. 0 0. 0 1 0, 0, 0. 1 0. 0 0., 0. 1 0. 0 0. 0 •0. 0 0. L 0. 0 2. 0 0. 0; 5. 0 0. 0 0. 5. 0 0. 0 0. 0 2. 0 O._ S 0. 1 3. 5 0. 0, ' 8, 7 . .-0. 1 0. 8. 7 -0. 1 -0. 1 3. 5 0. SBAL 0. 1 3. 51 0. 0.- - 8. 7 -0. 1 0, 8. 7 -0. 1 -0. 11 3. 5 0, SUR 0. 1 3. 4 0.• 0. 11. 1 -0. 1 0, 3. 6 0. 0 . 0. 0 0. 9 0, SUL 010 019 0, 0, 3. 6 0. 0 0. 11. 1 -0. 1 -0. 1 3. 4 0. W+ -0. 1 -8. 5 . 5: 8 0, 79. 5 5. 0 0. -9. 5 5; 0 0. 1 -8. 5 5. 8 W- -0. 1 0. 4 0. 0. -9. 5 -5. 5 0. -9. 5 -5. 5 0, 1 0. 4 0. WR -0. 1 -4. 1 0. 0. -9. 5 0. 1 0. -7.;,0 0. 1 2. 4 -6. 6 0. WL -0. 1 -4. 1 0. 0. -9. 5 0. 1 -2. 3 -11. 5 0. 1 0, 1 -2..1 0. E+ 0. -2. 51 3. 21 0. 0. 0. 1 0. 0, 0. 1 0, 72. 5 3. 2 E- 0. 2. 5 0, 0. 0. -0. 1 0.' 0. -0. 1 0. 2. 5 0, ER 0, 0, 0. 0. 0. 0. 0. 0. 7 0. 0, 7 -0. 7 0, EL 0. 0. 0. 0, 0, 0, -0. 7 -0, 6 0, 0. 0. 6 0. LOAD GROUP DESCRIPTION D DEAD LOAD C COLLATERAL LOAD L LIVE LOAD S DESIGN SNOW.L❑AD SBAL BALANCED ROOF SNOW SUR UNBALANCED SNOW - WIND FROM RIGHT TO LEFT SUL UNBALANCED SNOW - WIND FROM LEFT TO RIGHT W+ i WIND LOAD AS AN INWARD ACTING PRESSURE W- i WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT E+ EARTHQUAKE FORCE ACTING INWARD E EARTHQUAKE FORCE ACTING OUTWARD ' ER EARTHQUAKE FORCE FROM RIGHT EL EARTHQUAKE FORCE FROM LEFT ." FRAME ID #2 USER NAMEjakreynoldsDATEi 9/21/18 PAGE12-3 as 60, /17,/24.417 20./115, / JOB NAME1 7O654A FILET frames_b_d,fra SUPPORT REACTIONS FOR EACH LOAD GROUP ■LOCATIONt Grldllnesi B D NOTESi(1) Ali reactions are in k I pps and kip-ft. TIMEi 151 051 32 (2) The seismic overstrength factor (Omega) Is not Included In the 'RBDWEQ' and 'RBUPEQ' Load Group reactions. Seismic 'BASE-ONLY' combination reactions Include an overstrength factor of[ 2, 500 (3) Primary wind load cases are not concurrent. (4) X-bracing reactions (RBPULW and RBUPEQ) are combined with LWL and LEG groups only. REACTION NOTATIONS HL-�f 1f HR VL VR F-6 1-1 LOAD GROUP REACTION TABLE GRIDLINES = B D COLUMN *-6 -1 LOAD GROUP HL VL LNL HR VR LNR DL 1. 4 3. 0 0, 0 -1. 4 3. 0 0. 0 C❑LL 0. 2 0. 4 0. 0 -0. 2 0. 4 0. 0 SNOW 13. 7 25. 6 0, 0 -13. 7 25. 6 0. 0 LL 7. 8 14. 7 0. 0 -7. 8 14. 7 0. 0 RBDWEQ -0. 0 2. 3 0. 0 0. 0 2. 3 0. 0 EQ -0, 8 -0. 4 0, 0 -0. 8 0. 4 0. 0 RBUPEQ 0. 0 -2. 3 -3, 0 -0. 0 -2. 3 -3. 0 WL1 -10. 6 -16, 61 0. 0 2. 5 -12. 2 0. 0 WL2 -91 3 -9. 6 0. 0 1, 2 -5. 2 0. 0 WL3 -2. 5 -12. 2 0. 0 10. 6 -16, 6 0. 0 WL4 -1. 2 -5. 2 0, 0 9. 3 -9. 6 0. 0 LWL1 -2. 3 -14. 8 0. 0 3. 8 -12. 6 0. 0 RBUPLW 0. 0 -4. 5 -5. 8 -0. 0 -4. 5 -5. 8 LWL2 -3. 8 -12. 6 0. 0 2. 3 -14. 8 0. 0 LWL3 -1. 0 -7. 9 0. 0 2. 5 -5. 7 0. 0 LWL4 -2, 5 -5. 7 0. 0 1. 0 -7. 9 0. 0 RS 11, 6 14. 6 0. 0 -11. 6 25. 31 0. 0 LS 11. 6 25. 3 0. 0 -11. 6 14. 61 0. 0 LOAD GROUP DESCRIPTION DL I Roof Dead Load C❑LL I Roof Collateral Load SNOW I Roof Snow Load LL I Roof Live Load RBDWEQ I Downward Acting Rod Brace Load from Long, Seismic EQ Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Long. Seismic WL1 Wind from Left to Right with +GCpI WL2 Wind from Left to Right with -GCpI WL3 I Wind from Right to Left with +GCpI WL4 a Wind from Right to Left with -GCpI LWL1 t Windward Corner Left with +GCpI RBUPLW Upward Acting Rod Brace Load from Long. Wind LWL2 Windward Corner Right with +GCpI LWL3 I Windward Corner Left with -GCpI LWL4 I Windward Corner Right with -GCpI RS I Unbalanced Right Roof Snow Load LS I Unbalanced Left Roof Snow Load FRAME ID #2 USER NAMEiakreynoldsDATEi 9/21/18 PAGEs2-4 cs 60, /17,/24,417 20, /115,/ JOB NAMES 70654A FILET frames-b-d,fra SUPPORT REACTIONS FOR EACH LOAD GROUP NLOCATIONi Gridllnesi B D _NOTESi(1) All reactions are in kips and k i p-ft, TIMEi 151 051 32 (2) The seismic overstrength factor (Omega) is not Included In the 'RBDWEG' and 'RBUPEG' Load Group reactions, Seismic 'BASE-ONLY' combination reactions Include an overstrength factor ofi 2,500 (3) Primary wind load cases are not concurrent. (4) X-bracing reactions (RBPULW and RBUPEG) are combined with LWL and LEG groups only, REACTION NOTATIONS HL f f HR I VL I VR -6 ■-1 LOAD GROUP REACTION TABLE GRIDLINES = B D COLUMN 1 *-6 ■-1 LOAD GROUP I HL I VL LNL HR VR LNR RBDWLW -0, 0 4. 51 0, 0 0. 01 4. 51 0. 0 LOAD GROUP DESCRIPTION RBDWLW I Downward Acting Rod Brace Load from Long, Wind FRAME ID #1 USER NAMEiakreynoldsDATFj 9/21/18 PAGEil-3 cs 60. /17, /28, 20./115,/50. JOB- NAME1 7O654A FILET frame-c,fra SUPPORT REACTIONS FOR EACH LOAD GROUP eLOCATIONj Gridllnes, C NOTESt(1) All reactions are I n-k I ps and k i p-ft. TIMEi 15�,061 37 (2) Primary wind load cases are not concurrent, <3) X-bracing reactions (RBPULW and RBUPEQ) are combined wlthLWL and LEG groups only. REACTION NOTATIONS HL HR I VL I VR 176-1 LOAD GROUP REACTION TABLE GRIDLINES = C COLUMN ■-6 -1 LOAD GROUP HL VL LNL HR VR LNR DL 1. 6 3. 3 0, 0 -1. 6 3. 3 0. 0 C❑LL 0. 2 0. 4 0, 0 -0. 2 0. 4 0, 0 SNOW 15. 8 29. 4 0. 0 -15.8 29. 4 0. 0 LL 9. 0 16. 8 0. 0 -9. 0 16. 8 0, 0 EQ -0. 9 -0. 5 0. 0 -0. 9 0. 5 0:"0 WL1 -12. 1 -19. 0 0. 0 2. 9 -14. 0 0. 0 WL2 -10. 6 -11. 11 0..0 1. 41 -6. 0 0, 0 LWL1 -2. 6 -17. 0 0. 0 4. 4 -14. 5 010 LWL2 -4. 4 -14. 5 0. 0 2. 6 -17. 0 0. 0 LWL3 -1. 1 -9. 0 0. 0 2. 9 -6. 5 0. 0 LWL4 -2. 9 -6. 5 0. 0 1. 1 -9. 0 0. 0 WL3 -2. 9 -13. 9 0. 0 12. 1 -19, 0 0. 0 WL4 -1-4 -6. 0 0, 0 10. 6 -11. 1 0. 0 RS 13, 3 16. 81 0. 0 -13, 3 99. 0 0. 0 LS 1 13.3 29. 01 0. 0 -13. 31 16. 8 0, 0 LOAD GROUP DESCRIPTION DL Roof Dead Load C❑LL Roof Collateral Load SNOW Roof Snow Load LL I Roof Live Load EQ Lateral Selsmi.c Load [parallel to plane of frame] WL1 Wind from Left to Right with +GCpI WL.2 Wind from Left to Right with -GCpI LWL1 I Windward Corner Left with,+GCpI LWL2 Windward Corner Right with +GCpI LWL3 Windward- Corner Left with -GCpI LWL4 Windward Corner Right with -GCpI WL3 Wind from Right to Left with +GCpI, WL4 I Wind from Right,to Left with -GCpI RS Unbalanced Right Roof Snow Load LS Unbalanced. Left Roof Snow Load r FRAME;DESCRIPTION, USER NAMEiakreynol DATEi 9/21/18 PAGEiEW-2 Endwall EWD JOB NAME17O654A FILEiREW4BLDG1 RATHi Rl\,Jobs\Active\Eng\16-B-70654\ver01-akr.eynolds\BLDG-A\run01\ SUPPORT REACTIONS FOR EACH LOAD GROUP NpTEi A l l reactions are in kips and k i p-ft. TIMEi 14i 41+28 j REACTION NOTATIONS ' v� v2 v3 HL 1 VL 1 V1 I V2 1 V3 1 V4 LCC E-2 E-3 E-4 E-5 LOAD GROUP REACTION TABLE COLUMN LCC E-2 E-3 E-4 . E-5 L❑AD GROUP HL VL LL H1 V1 L1 H2 V2 L2 H3 V3 L3 H4 V4 L4 D 0. 0 0. 4 0. 0. 015 0. 0 0. 1. 1 0. 0 0. -1. 1 0. 0 0. 0. 5 0. 6 C 0. 0 0. 0 0. 0. . 0. 0 0. •0. 0. 1 0. 0 0. . 0. 1 0. 0 0, 0. 0 0. L 0. 0 1. 2 0. 0. 1.,7 0. 0 0. 4. 0 0. 0 0. 4. 0 0. 01 0. 1. 7 0. 0 S 0. 0 2. 1 0. _ 0. 3.,0 0. 0 0. 7. 0 0, 0 0. 7. 0 0. 0 0. 3. 0 0. 0 SBAL 0. 0 2. 11 0. 0. 1 3.10 0. 0 ' 0. , 7:01 0. 0 0. 7. 0 0. 0 0. 3. 0 0. 0 SUR 0.'0 . 2. 1 0. 0. 2. 8 0. 0 ' 0. 9. 2 -0. 1 0. 3. 9 0. 0 0. 0. 1 0. 0 SUL 0. 0 0. 8 0. 0. 0.11 0. 0 -0. 3. 9 0. 0 0. 9. 2 -0. 1 0. 2, 8 0. 0 W+ -0. 1 -2. 9 0. 0. -2. 6 6 2.4 0. -8. 1 3. 9 0. -8. 1 3. 9 0; -2. 6 2. 4 W- -0. 1 -2. 9 0. 0. -2. 6 -2. 6 0. -8. 1 -4. 2 0. -8. 1 -4. 2 0. -2. 6 -2. 6 WR -0. 1 -2..9 0. 0. -2. 6 010 0.. .-B. 1 0.11 0. -8. 1 0. 1 0. 2. 1 0. 0 WL -0. 1 -2. 9 0. 0. -2. 6 0. 0 0. -8. 1 0. 1 0. -8. 1 0. 1 -2. 4 -6. 6 0. 0 E+ 0. 0. 0. 0. 0. 0. 0 0. 0. -0. 0 0. 0. 0. 0 0. 0. 0. 0 E- 0. 0. 0. 0. 0. 0. 0 0. 0. 0. 0 0. 0. 0; 0 0. 0. 0. 0 ER 0. 0. 0. 0. a 0. 0. 0. 0. 0. 0. 0. 0. 1. 3 0. EL 0. 0. 0. 0. 0. 0.-1 0. 0. 0. 0, •0. 0. 1 -0. 7 -1. 2 0. LOAD GROUP DESCRIPTION D DEAD L❑AD C i COLLATERAL LOAD' L i ' LIVE L❑AD S DESIGN SN❑W L❑AD SBAL BALANCED "R❑❑F SN❑W SUR UNBALANCED SN❑W - WIND FR❑M RIGHT T❑ LEFT SUL UNBALANCED SN❑W - WIND FR❑M-LEFT T❑ RIGHT W+ i WIND"LOAD •AS-AN INWARD ACTING.PRESSURE W- i WIND L❑AD AS AN- ❑UTWARD ACTING SUCTI❑N WR WIND F❑RCE FR❑M THE RIGHT WL WIND- F❑RCE FR❑M THE LEFT - E+ i EARTHQUAKE FORCE ACTING INWARD E- - EARTHQUAKE F❑RCE ACTING ❑UTWARD ER i EARTHQUAKE F❑RCE FROM RIGHT' EL EARTHQUAKE F❑RCE FR❑M. LEFT:.: FRAME.DESCRIPTIONi USER NAMEiokreynol DATEi 9/21/18 PAGEiEW-3 'Endwa l l EWD JOB NAMEa 70654A FILET REW4BL•DG1 PATH, Rl \Jobs\Active\Eng\16-B-70654\ver01-akreynolds\BLDG-A\run01\: -$UPPORT REACTIONS.FOR EACH LOAD GROUP. NOTEi All react I ons are in kips and k I p-ft. TIMEi 141 41,28 REACTION NOTATIONS HR IVR RCC 'LOAD GROUP REACTION TABLE COLUMN RCC LOAD GROUP HR VR LR D 0, 0 0. 4 0. C 010 0. 0 0," L 0. 0 1-2 , 0. S •0. 0 2. 1 0; SBAL 0. 0 2. 11 0. SUR' O; 0 018 0,_ SUL 10. 0 2. 1 0. W+ 0. 1 -2. 9 0. W- 0. 1 .-2. 9 0. WR 2,,4 -7. 5 0.' WL 0. 1 1. 2 0,. E+ 0, 0: 0. E-. 0. 0. 0, ER : 0. 7 -1. 31 0. EL 0, 1. 21 0. LOAD GROUP DESCRIPTION D i DEAD LOAD C COLLATERAL LOAD L . i LIVE LOAD S DESIGN SNOW LOAD SBAL BALANCED ROOF SNOW SUR i UNBALANCED SNOW - WIND FROM RIGHT TO LEFT SUL UNBALANCED SNOW'- WIND FROM-LEFT- TO RIGHT W+ i WIND L❑AD AS AN INWARD• ACTING PRESSURE ' W- .'WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT :WL WIND FORCE FROM THE LEFT , E+ EARTHQUAKE FORCE ACTING INWARD,- EARTHQUAKE. FORCE-.ACTING OUTWARD., ER EARTHQUAKE FORCE FROM RIGHT EL EARTHQUAKE FORCE, FROM LEFT CALCULATIONS FOR _ GCI.EWE Job: Foundation Design-Apex Capital, LLC Address : 59 W Mountain Rd _ TOWN OF 0'U'l=--l!KttBtt'Ry Queensbury, NY 12804 BUILDING&CODES (These calculations apply to the job at this address only.) Client: General Steel [M22378] Index to Calculations Sheet Item 1 Basis For Design 2 Foundation Plan 3-9 �P Q� Reactions/Anchor Bolt Settings 11-21 try , . * Rigid Frame Footings 22 4 Slab Reinforcement 23-24 Perimeter Turndown 25 @� 091001 Base Angle Attachment THIS PLAN TO BE ON PROJEfT 26 2018 307.-1-29 CC-0375-2019 SITE AT ALL TIMES FOR 'THE APEX Capital LLC DURATION OF CONSTRUCTION 59 W Mountain Rd Add to Maintenance Bldg 6000 s.f. Copyright 10/18 Project Engineer G Starks Job# 1674-18 S.E. CONSULTANTS, INC. 5800 East Thomas Road, Suite 104 Scottsdale Arizona 85251 : Phone: (480) 946-2610 Fax: (480)94671909 BASIS FOR DESIGN DEAD LOADS 4 , LME LOo 6S See metal building manufacture for design loads. LATERAL CODE: 2017 NYS Building Code STRESSES OF MATERIALS CONCRETE Footings f c= 2500 psi. Retaining Wall Pc= NIA psi. STEEL Reinforcing fy= 60000 psi.A-615,Grade 60 Weldable Reinforcing fy= 60000 psi.A-706,'Grade 60 Structural Steel fy= 36000 psi.A-36,Grade 36 SOIL Allow.Soil Bearing= 1600 psi Allow.Lateral Bearing= 150 psf/ft Soil Site Class"=;D.1 �_ 1 Soil Report- NIA PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: j,'�.3� g Date: IO JI I By: 6 Job No.: � SH.: S.E. CONSULTANTS, INC. 1p T T T 60•-0 OUT OUT OF STEEL 20'-0 20'-0 26-0 e j_. O O X BRACE�X4 It _ O • O ' X X N m O psi of m �f,�.S POO- I+J w/1161_pA s rnj ; -0 INS Lot0 V. 4) 4 m 0 n o c 1 '� o � � s o �p o 0 c Z I c a O ' O Iju a r u 5 a t1i 14 eathw+ G. 3,.fo0op S2 ZSC CPa 1 -O - I I. IN 1 o I N -- -------• ------- — BRACE _ Y Z morn vzz 10•-0 1 40•-0 lo•-O yz�/ .!,g1 '� •��:y) f b i dD FRAME ID p USER NAME:okreynolds DAIS 9/21/18 PAGE,1-3 ca 60./17./2& 2D./115./50 Joe NAME:70654A FILE.frame cfro SUPPORT REACTIONS FOR EACH LOAD GROUP ' 'LOCAR : G"inea: O NQTES�12i All reactions ore In 1ps and k1p-ft •fp,1E:15:�6:37 Prirnory wind lood cases ore not conc�rrenLX-brocmg reactions (R8PULW and RBUPEQ) arc combined withLWL and LEO groups only: KACTM NOTATIONS HL �--HR VL VR LOAD GROUP REACT101M TABLE GRIDLINES ' = C COLUMN 4-6 LOAD GROUP HL VL Lbtt HR VR LNR OL 1.6 3.3 0.0 -1.6 3.3 u COLL 0.2 0.4 0.0 -0.2 0.4 0.0 SNOW 15.8 29.4 0.0 -15.8 29.4 0.0 LL 9.0 1&8 1 0.0 -9.0 16.8 0.0 EQ -0.9 -0.5 1 0.0 -0.9 0.5 0.0 WL1 -12.1 -19,0 0.0 2.9 -14.0 0.0 WI-2 -10.6 -11.1 0.0 1.4 -6.0 0.0 LWL1 -2.6 -17.0 b.0 4.4 -14.5 0.0 LWL2 -4.4 -14.5 0.0 2.6 -17.0 0.0 LWL3 -1.1 -9.0 0.0 2.9 -6.5 0.0 LWL4 -2.9 -6.5 0.0 1.1 -9.0 0.0 WL3 -2.9 -13.0 0.0 17-1 -19.0 0.0 WL4 -1.4 -6.0 0.0 1(16 -11.1 0.0 RS 13.3 16.8 6.0 =13.3 2%0 0.0 LS 1&3 29.0 0.0 -13.3 16.8 0.0 . r LOW GROUP'DESCIDEDIM flL Roof Deed toad COLL Roof*Collateral Load SNOW Roof Srlow Loud LL Roof Lire Load Eq Lateral Seismic Load [parallel to plane of frame] WLt Wind from Left to Right with +GCpi 1NL2 Yfimd from Left to Right with -GCpl LWL1 Windward Comer Left with +GCpi LWL2 WiindWard Corner Right with +GCpi LWL3 Windward Coiner Left with -GCpi LWL4 Windward Corner Right with -GCpi W1.3 Wind from Right to Left with +GCpi WL4 : Wind from Right to Left with -GCpi RS Unbalanced Right Roof Snow Lood LS unbalanced Left Roof Snow Load FRAME ID #2 USER NAME:akreynolds DATE: 9/21/18 PAGE:2-3 cs 60./17./24.417 20./115./` JOB NAME 70654A FILE:frames-b-dfra SUPPORT REACTIONS FOR EACH LOAD GROUP "LOCATION: G►idlinos: B D NOTES: 21 Ali reactions are in kips dnd kip-ft. TIME 15.05.32 The seismic overstre m ngth factor (Oega is not included in the 'RBDWEQ' and "RBUPEQ" Load Group reactrc-. Seismic 'BASE-ONLY' combinatibn reactions Include an oventrength factor of: 2.500 3 Primary wind food cases are not concurrent. 4 X-bracing reactions (RBPPLW and RBUPEO) are combined with LWL and LEQ groups only. REACTION NOTATIONS HL--- f HR CV 1„R LOAD GROUP REACTION TABLE. GRIDLINES # = B 0 - COLUMN •-6 +-1 LOAD GROUP HL • VL . LNL HR VR tNR DL 1.4 3.0 0.0 -1.4 3.0 0.0 CO LL 0.2. 0.4 0.0 -0.2 6.4 0.0 SNOW 13.7 25.6 0.0 -13.7 25.6 0.0 LL 7.8 14.7 .0.0 -7.8 14.7 D.0. RBDWEQ -0.0 2.3 0.0 0.0 2.3 0.0 EQ -0.8 -0.4 0.0 =0.8 0.4 0.0 RBUP€Q. 0.0 -2.3 -3.0 -0.0 -22 -3.0 WLl -10.6 -16.6 - O_D 2.5. -12.7 0.0 WL2 -9.3 •-9.6 0.0. 1.2 -5.2 0.0 WL3 -2.5 •=•12.2 0.0 10.6 --16.6 0.0 WL4 -1.2 -5.2 0.0 9.3 -9.6 0.0 - LWL1 =2.3 -14.8 010 3.8 -12.6 0.0. .RBUPLW 0.0 -4.5 '-5.8 .•-0.0 -4.5 -5.8 LWL2 -3.8 -12.6 0.0 2.3 -14.8 0.0 LWL3 -1.0 .-7.9 0.0 2.5 -5.7 O.D._ LWL4 -2.6 -5.7 0.0 1.0 -7.9 O.Q RS 11.6 14.6 0.0 -11.6 25.3 0.0 a LS 11.6 25.3 O.0- -17.6. 14.6 0.0 LM CROUP L1E n+ DL Roof Dead Load' COLL Roof Collateral Load SNOW Roof Snow Load LL _ Roof Live Load RBOWEQ _ Downward Acting Rod Brace Load from Long. Seismic EQ Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Long. Seismic WL7 Wind from Left to Right with +GCpi WL2 Wind from Left to Right with -GCpi WL3 Wind from Right io Left with +GCpi WL4 Wind from Right to Left with GCpi LWLf Windward Comer Left with +GCpi RBUPLW Upward Acting Rod Brace Load from Long. Wind LWL2 Windward Corner Right with +GCpi LWL3 Windward Comer Left with - GCpi LWL4 _ Windward Comer Right with. -GCpi RS Unbalanced Right Roof Snow Load LS _ Unbalanced Left Roof Snow Load FRAME ID y2 USER NAME.dkreynoids DATE. 9/21/18 - PACE:2-4 cs 60./17./.24.417 20./115./ JOB NAME.7D654A FILE:fromes—b—d.fro SUPPORT REACTIONS FOR EACH LOAD GROUP MM OCATIO[!: Gridifnee: B D NOTES:(1) All reactions are In kips and klp ft. TWE:15:05:32 (2) The seism m ic overstrength 'factor (Omega) is not Included In the "RBDWEQ" and 'RBUPEO" Load Group reactions. Seismic 'BASE—ONLY combination reactions include on overstrength factor oP 2.500 (3) Primary wind load cases ore not concurrent. (4) X—brocing reactions (RBPULW and RSUPEQ) are combined with LWL and LEO groups only. tZE4"ON NOTATIONS' 4, HL---- / �---HR VI- VR LOAD GROUP REAC71ON TABLE GPoDLiNES • = B D COLUMN s-B •-1 LOAD GROUP NL VL LNL HR •YR I LNR RBDWLW —0.0 4,5 1 0.0 0.0 1 4.5. - 0.0 LDAO CROUP OESc�tIPTbN RBDWLW Downward Acting Rod brace Load from Long, Wind FRAME DESCRIPTION: USER NAME:akreyynnal OATS'9/21/18 PAGE:EW1 EndwaR EW8 JOB NAME,70654A FILE REW38LDG1 . PATH: R:\jobs\Active\Eng\16-8-70654\ver01-akreyndd!i\BLDG-A\rnn01\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE: All reactions are in kips and kip-ft. TMIE 14:41:28 REACTION NOTATIONS HL �� H2 �'�NR 1 VL V1 f V2 VR LCC A-4 A-3 RCC LOAD CROUP REACAON TABLE ICOLUMK LCC A-4 A-3 RCC LOAD GROUP.- . HL VL LL H1 Vl L1 H2 V2 L2 HR VR LR D 0.0 0.5 D. 0. 1.1 0.0 0: I.I. 0.0 0.0 0.5 0. C 0.0 0.0 Q. O. 0.1 0.0 D. 0.1 0.0 0.0 0.0. Q. L 0.0 2.0 0. 0. 5.0 0.0 0. 5.0 0.0 0.0 2.0 0. 5 0.1 3.5 0. 0. 8.7 -0.1 0. 8.7 -0.1 -0.1 3.5 0. _SEAL 0.1 3.5 0. 0. 8.7 -0.1 .0. 8.7 -0.1 -0.1 3.5 0.. SUR 03 3.4 0. 0. 11.1 -0.1 0. 3.6 0.0 0.0 0.9 0. SUL 0.0 0.9 0. 0. 3.6 0.0 0. 11.1 -0.1 -0.1 .14 0. W+ -01 -8.5 5.8 0. -9.5 a.0 0 -9:5 5.0 0.1 �_8.5 5.8 . W- -0.1 . 0.4 O. 0. -9.5 -5.5 '' 0.. -9.5 -5.5 0.1 0.4 0. WR -0.1 -4.1 0. 0. -9.5 0.1 -0. -7.0 0.1 2.4 -6.6 0. WL -0.1 -4.1 0. 0. -9.5 0.1 -2.3 -11.5. .0.1 0.1 -2.1 0. E+ 0. -2.5 3.2 0. 0. 0.1 0. 0. 0.1• 0. -2.5 3.2 E- 0. 2.5 0. 0. 0. -0.1 A 0. -0.1 0. 2.5 0. ER •0. 0. 0. 0. 0. 0. 0. 0.7 0. 0.7 -o.71 0. fL 10. 0. 1 0, 0. 0. 1 .0. 1 -0.7 -0.5 0. 0. 0.6 1 0. uj&Q GROW01 T1nrc 0 DEAD LOAD C COLLATERAL LOAD L L1VE LOAD .S 'DESIGN SNOW LOAD SBAL BALANCED ROOF SNOW I SUR UNBALANCED SNOW - WIND FROM RIGHT TO LEFT +, SUL UNBALANCED SNOW - WiND FROM LEFT TO RIGHT W+ WINO LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION WR W'IND FORCE FROM THE RIGHT WL 'WIND FORCE FROM THE LEFT E+ EARTHQUAKE FORCE ACTING INWARD E- EARTHQUAKE FORCE ACTING OUTWARD ER EARTHQUAKE FORCE FROM RIGHT El EARTHQUAKE FORCE FROM LEFT FRAME DESCRIPTION: USER NAME:okreynal DATE: 9/21/18 PAGE.-EW-2 Endxall EWD JOB NAME-70654A FILE:REW46LDOI PATH: R:\jobs\Active\Eng\16-B-70654\ver01-akreynclds\BLDG-A\run01\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE: AU reactions are 1n kips and kip-ft. IIMJE:14:41:28 REAC7 M NOTATIONS V HL---► H iVL f VI- I V2 i V3. I V4 LCC E-2 E-3 E-4 E-5 LOAD GROUP REACTM TW COLUMN LCC E-2 it-3 E-4 E-5 LOAD GROUP HL VL LL H1 V1 L1 H2 V2 L2 H3 V3 L3 H4 V4 L4 D 0.0 0.4 0. 0. 0.5 0.0 0. 1.1 0.0 0. 1.1 0.0 0. 0.5 0.0 C 0.0 0.0. 0. 0. 0.0 0. 0. 0.1 0.0 0. 0.1 0.0 0. 0.0 0. L 0.0 1.2 0. 0. 1.7 0.0 0. 4.0 0.0 0. 4.0 0.0 0. 1.7 0.0 S 0.0 2.1 0. 0. 3.0 0.0 0. 7.0 0.0 0. 7.0 0.0 0. 3.0 0.0 SBAL 0.0 2.1 0. 0. 3.0 1 0.0 0. 7.0 0.0 0. 7.0 0.0 0. 3.0 0.0 SUR 0.0 2.1 0. 0. 2.8 0.0 0. 9.2 .-0.1 0. 3.9 0.0 0. 0.1 0.0 SUL 0.0 0.8 0. 0. 0.1 0.0 0. 3.9 0.0 0. 9.2 -0.1 0. -2.8 0.0 W+ -0.1 -2.9 0. 0. -2.6 2.4 0. -8.1 3.9 0. -8.1 3.9 0. -2.6 2.4 W- -0.1 -2.9 0. 0. -2.6 -2.6 0. -B.1 -4.2 0. -8.1 -4.2 0. -2.6 -2.6 WR -0.1 -2.9 0. 0. -2.6 C.D. 0. -8.1 _0.1 0." -8.1 0.1 0. 2.1 0.0 WL -0.1 =2.9 0. 0. -2.6 0.0 0. -8.1 0.1 0. -8.1 0.1 -2.4 -6.6 0.0 E+ 0. 0. 0. 0.. 0. 0.0 0. 0. 0.0 0. 0. 0.0 0. 0. 0.0 E- 0. 0. 0. 01 0. 0.0 _0. 0. 0.0 0, 0. 0.0 0. 0. 0.0 ER 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1.3 0. EL 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. -0.7 -1.2 0. LOAD GROUP DESCFUP110M D DEAD LOAD C COLLATERAL LOAD L LIVE LOAD S DESIGN SNOW LOAD SEAL - BALANCED ROOF SNOW SUR UNBALANCED SNOW - WIND FROM RIGHT TO LEFT SUL UNBALANCED SNOW - WIND FROM LEFT TO RIGHT W+ WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT . E+ EARTHQUAKE FORCE ACTING INWARD E= EARTHQUAKE FORCE ACTING OUTWARD ER EARTHQUAKE FORCE FROM RIGHT EL EARTHQUAKE FORCE FROM LEFT FRAME DESCRIPTION: USfA NAME-akrepalDATE 9/21/18 PACE:EW-3 Endwoll EWD JOB NAME:70654A FILE REW46LDG1 PATH: R:\jobs\Active\Erg.\16-8-70654\ver01-akreynaid3\BLOC-A\r=01\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE: All reactions are In klpd and kip-tL 71W-14:41:28 REACTION NOTATIONS i, HR � • RCC LOAD GROW REACTION TABLE COLUMN RCC LOAD GROUP HR YR J R D ' 0.0 0,4 0. C 0.0 0.0 0. L 0.0 1.2 0. S 0.0 2.1 0. SEAL 0_0 2.1 0. SUR 0.0 0.8 0. SUL 0.0 2.1 0. W+ 0.1 -2.9 0. W- 0.1 -2.9 0. WR 2.4 -7.5 0. WL 0.1. 1.2 0. E+ 0. 0. 0.. E- 0. 0. 0. ER 0.7 -1.3 0, - EL 0. 1.2 0. LM GROW OEStR1 MCfi D DEAD LOAD C COLLATERAL LOAD L LIVE LOAD pp S DESIGN SNOW LOAD SEAL BALANCED ROOF SNOW SUR UNBALANCED SNOW - WIND FROM RIGHT TO LEFT SUL UNBALANCED SNOW - WIND FROM LEFT TO RIGHT W+ WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT V& WIND FORCE FROM THE LEFT E+ EARTHQUAKE FORCE ACTING INWARD E- EARTHQUAKE. FORCE ACTING OUTWARD ER EARTHQUAKE FORCE FROM RIGHT EL EARTHQUAKE FORCE FROM LEFT {�—Bi 9" eta 9' 81 71 I 3' 4" 3� 4' 21 3" I N I iv f 'EL ji �4 1V CV r I I f Z S i - y J _ TYPICAL SECTION TYPICAL SECTION TYPICAL SECTION ® J"O ANCHOR RODS © J"O ANCHOR RODS © J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 Bi . $� 21 3' I -N e f J = N TYPICAL SECTION 1"0' ANCHOR RODS BUJ BASE OF STEEL AT ELEV. 100'-0 g• 2 J:F33 -s, � � SLOPE o O U: 9" 21 3 Si— TYPICAL Z SECTION J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 Rigid Frame Footing @ F.L. 1 B, 1 C, 1 D, .6B, CC, 6D (4)-3/4"dia. (A307 or A36)x 30" — #5 Hairpins w/18'-0"legs embed.W/std. headed studs Slab on a.b.c. ------------------ 46" 18"x 24"Pier w/(8)-#5 vert. w/std. hooks under hori. Rein. . 12" (2)-#4 ties Top 5" 3"clr #5 bars @ 12"o.c.each way w/#4 bars 12"o.c. below 5'-3" 3"clr ---- 1 I ' 4� i '•�I — #5 Hairpins w/18'-0"legs I �•' I 4" '• I I i0 OO 5'-3" i O OO I 4" — 18"x 24"Pier w/(8)-#.5 vert. mow/,.std. hooks under hori. Rein. I -------- ----- ---------- I fc= 2500 psi fy= 60000 psi /-8" --� PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: �-�� / 4 Date: `100� p By: CO Job No.: SH.: S.E. CONSULTANTS, INC. Title: Job# Dsgnr: Date: 3:2413M, 23 OCT 18 Description Scope: Rev: 680001 Page 1 User.KW-0602060,Ver5.B.0,1-L1eo-2003 General Footing Analysis & Design (c)1983-2003 ENERCALC Engineering Software �7 7 167418.ecw Calalalions Description Frame Footing General information Code Ref:ACI 318-02,1997 LIBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Increase 1.000 Width along X-X Axis 5.250 ft Seismic Zone 4 Length along Y-Y Axis 5.250 ft Footing Thickness 12.00 in Live&Short Term Combined Col Dim.Along X-X Axis 18.00 in fc 2,600.0 psi Col Dim.Along Y Y Axis 24.00 In Fy 60,000.0 psi Base Pedestal Height 34.000 in Concrete Weight 145.00 pcf Min Steel% 0.0014 Overburden.Weight 0.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 3.700 k ...ecc along X-X Axis 0.000 In Live Load 29.400 k ...ecc along Y-Y Axis 0.000 In Short Tenn Load k Creates Rotation about Y-Y Axis Creates Rotation about X X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bat) Dead Load k-ft k-ft Live Load k-ft. k-ft Short Term k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation abort X X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bat) Dead Load k k Live Load k k Short Term k k Summary Footing Design OK 5.25ft x 5.25ft Footing, 12.Oin Thick,w/Column Support 18.00 x 24.00in x 34.0in high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,390.6 1,390.6 psf Max Mu 3.628 k-ft per it Allowable 1,500.0 1,500.0 psf Required Steel Area 0.259 in2 per it "X'Ecc,of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn•Phi 'Y'Ecc,of Resultant 0.000 in 0.000 in 1-Wa Y 22.680 85.000 psi X-X Min.Stability Ratio No Overturning 1.500:1 2-Way 44.562 170.000 psi Y-Y Min.Stability Ratio No Overturning Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn'Phi Two-Way Shear 44.56 psi 36.30 psi 2.61 psi 170.OD psi One-Way Shears... Vu @ Left 22.68 psi 18.46 psi 1.28 psi 85.00 psi Vu @ Right 22.68 psi 18.46 psi 1.28 psi 85.00 psi Vu @ Top 17.62psi 14.34psi 0.98 psi 85.00 psi Vu @ Bottom 17.62 psi 14.34 psi 0.98 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Rea'd Mu @ Left 3.63 k-ft 2.96 k-ft 0.21 k-ft 56.8 psi 0.26 In2 per it Mu @ Right 3.63 k-ft 2.96 k-ft 0.21 k-ft 55.8 psi 0.26 in2 per ft Mu @ Top 2.72 k-ft 2.22 k-ft 0.16 k-ft 41.9 psi 0.26 in2 per ft Mu @ Bottom 2.72 k-ft 2.22 k-ft 0.16 k-ft .41.9 psi 0.26 in2 per it 11 • Title: Job# Dsgnr: Date: 3:24PM, 23 OCT 18 Description • Scope Rev 580001 user.KW.0 2060,ver5.8.o,1-Dea2003 General FootingAnalysis & Design Page 2 (019832003 ENERCALC Engineering Schware 167416.9cmCalmlad Description Frame Footing Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL+LL 1,390.62 1,390.62 1,390.62 1,390.62 psf DL+LL+ST 1,390.62 1,390.62 1.390.62 1,390.62 psf Factored Load Soil Pressures ACI Eq.C-1 2,266.87 2,266.87 2,266.87 2,266.87 psf ACI Eq.C-2 1,884.27 1.884.27 1,884.27 1,884.27 psf ACI Eq.C-3 251.32 251.32 251.32 251.32 psf ACI Factors (perACl 318-02,applied Internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add' 1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1&C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST': 1.100 Used in ACI C-2&C-3 1� S.E.CONSULTANTS,INC. FOOTING UPLIFT&SHEAR CHECK 5800 East Thomas Road, Suite 104 Scottsdale,AZ 85251 (480)946-2010 Fax(480)946-1909 PROJECT: Frame Footing Uplift Check Lateral Load Check (.6WL+.6oL) 9.18' Uplift Reaction(kips) 17.6' Total Lateral Load(kips) Y Due to Wind? N Due to Wind? Verify Adequate Uplift Resistance 25.00 Grade Beam Length(feet) 3.25 Lateral Load Resistance(Concrete,kips) 5.25 Footing Size(feet) Footing Area= 27.56 N.G.-Hairpin Rebar Required 1 . .Footing Thickness(feet) 1 Number of Hairpins 3.833333 Depth Below Grade(feet) 0.625 Diameter of Hairpin(inches) 1.5 - Pier Size(feet) Pier Area= 2.25 216 Length of Hairpin Leg(inches) -y . Include Slab Wt.? 14.73 ACI Req'd Hairpin Development Length 4 Width of Slab to be included Hairpin Length O.K. 8 Slab Thickness(inches) 36.82 Allowable Tensile Capacity 3.833333 Stem Wall Depth(feet) 14.73 Allowable Shear Capacity 0.667 Stem Wall Width(feet) Hairpin O.K. 1.333• Continuous Footing Width(feet) 0.667- Continuous Footing thickness(feet) Interior Grade Beam 60.00 Width of building(feet) 0 Interior Grade Beam Depth(feet) 0 - - Interior Grade Beam Width(feet). 4.1 FOOTING WEIGHT(kips) 1.2 PIER WEIGHT(kips) 7.9 SOIL WEIGHT(kips) 5.0 SLAB WEIGHT(kips) 12.9 STEM AND FOOTING WEIGHT(kips) 0.0 INTERIOR GRADE BEAM WEIGHT(kips) ,TOTAL RESISTANCE=TR 18.7 (TR-'0.6) 9.2 MINIMUM RESISTANCE O.K. 0.49 Uplift Ratio Verify Adequate Anchorboit&Concrete Resistance to Uplift A.B.Dia n 4 #of Anchor Bolts 0.5 13 0.75 Anchor Bolt Diameter 0.625 11 10 #threadsrnch(n) 0.75- 10 0.875 9 6.39 Tensile A.B.Resistance(kips) 1 8 4.42 A.B.Shear Resistance(kips) 1.25 7 2.25 Concrete Uplift Resistance(kips)for 1 bolt 1.5 6 3.25 Concrete Shear Resistance(kips)for 1 bolt 6 Total Concrete Resistance(kips) Results_ Concrete not adequate,additional reinforcement required 0.625 Input Rebar Reinforcement Diameter(inches) 36 Input Rebar Reinforcement Length(inches) 2500 Concrete Compressive Resistance(fc,psi) 60000 Fy of Rebar(psi) 26.25 Concrete Bearing Resistance 10/23/2018 13 Endwall Footing a� 2E, 3E, 4E, 5E (4)-5/8"dia. (A307 or A36)x embed. W/std.headed studs Slab on a.b.c. under hor. Rein 46" 18"x 24"Pier w/(8)-#5 vert. w/std. hooks under hori. Rein. 12" (2)-#4 ties Top 5" #5 bars @ 12"o.c.each way w/#4 bars 12"o.c.,below 5'-0" 3"clr --———— ———————————, 1 1 .. - 311 1 O O 1 OO OO I 10-3/4" T! 18"x 24"Pier w/(8)-#5 vert. I w/std. hooks under hori. Rein. --—— ----1. fc= 2500 psi fy= 60000 psi PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET 11 Job: �►Z'�7 $ Date: L0f(9 By: 6Gf Job No.: t0 -( SH.: 1 S.E. CONSULTANTS, INC. Title: Job# Dsgnr: Date: 3:2413M, 23 OCT 18 Description Scope Rev: 580001 Page 1 User.►W-W02060,Ver5.8.0,1-0eo-2003 General FootingAnalysis & Design (c)1983-2003 ENERCALC En ineedn Software 167416.eckGa1w1ations Description Endwall Footing-Off set- FL.2E,3E,4E, 5E General information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Increase 1.000 Width along X X Axis 5.000 ft Seismic Zone 4 Length along Y Y Axis 5.000 ft Footing Thickness 12.00 in Live&Short Term Combined Col Dim.Along X-X Axis 18.00 in Pc 2,500.0 psi Col Dim.Along Y-Y Axis 24.00 in Fy 60,000.0 psi Base Pedestal Height 34.000 in Concrete Weight 145.00 pcF Min Steel% 0.0014 Overburden Weight 0.00 psf 9 P Reber Center To Edge Distance 3.5050 in Loads Applied Vertical Load... Dead Load 1.100 k ...ecc along X X Axis 0.000 in Live Load 9.200 k ...ecc along Y-Y Axis -17.500 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term k-ft k-ft Creates Rotation about Y Y Axis Creates Rotation about X X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load k k Live Load k k Short Term k k . Summary Caution:Y(static)ecc>Wid 5.00ft x 5.001t Footing, 12.Oin Thick,w/Column Support 18.00 x 24.00in x 34.Oin high DL+LL D +LL+ST Actual Allowable Max Soil Pressure 1,339.3 1,339.3 psf Max Mu 1.157 k-ft per ft .Allowable 1,500.0 1,500.0 psf Required Steel Area 0.259 in2 per It X Ecc,of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn'Phi "Y'Ecc,of Resultant 11.892 in 11.892 in 1-Wa Y 8.003 85.000 psi X X Min.Stability Ratio No Overturning 1.500:1 2-Way 14.927 170.000 psi Y-Y Min.Stability Ratio No Overturning Footing Design Shear Forces ACI Gl ACI C-2 CI V `Ph Two-Way Shear 14.93 psi 11.39 psi 0.80 psi 170.00 psi One-Way Shears... Vu @ Left 8.00 psi 6.12 psi 0.45 psi 85.00 psi Vu @ Right 8.00 psi 6.12 psi 0.45 psi 85.00 psi Vu @ Top 2.64 psi 1.31 psi -1.62 psi 85.00 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Read Mu @ Left 1.16 k-ft 0.88 k-ft 0.06 k-ft 17:8 psi 0.26 in2 per ft Mu @ Right 1.16k-ft 0.88k-ft 0.06 k-ft 17.8 psi 0.26 in2 per ft Mu @ Top 0.27 k-ft 0.05 k-ft -0.37 k-ft 5.6 psi -0.26 1n2 per ft Mu @ Bottom 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.0 psi 0.02 in2 per ft 9S Title: Job# Dsgnr: Date: 3:24PM, 23 OCT 18 Description Scope: Rev_580001 User.KW-0602060,Ver5.8.0,1-Dea2003 General Footing Analysis & Design Page 2 (c)1983-2003 ENERCALC Engineering Software 167418=wCalculations Description Endwall Footing-Off set- FL.2E, 3E,4E, 5E Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL+LL 606.30 606.30 0.00 1,339.28 psf DL+LL+ST 606.30 606.30 0.00 1,339.28 psf Factored Load Soil Pressures ACI Eq.C-1 959.22 959.22 0.00 2,118.86 psf ACI Eq.C-2 779.80 779.80 0.00 1,722.53 psf ACI Eq.C-3 170.10 170.10 0.00 375.74 psf ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I"14'Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST": 1.100 Used in ACI C-2&C-3 b � Endwall Footing @ 3A, 4A (4)-5/8"dia. (A307 or A36)x embed. W/std. headed studs Slab on a.b.c. under hor. Rein 46" 18"x 24"Pier w/(8)-#5 vert. w/std. hooks under hod. Rein. 12" • (2)-#4 ties Top 5" 3"cir #5 bars @ 12"o.c. each way w/#4 bars 12"o.c. below 3'-6" 3"cir 1---------- ————— ——————————— � 1 1 1 I .1 311 1 31-611 . 1 I 1 O O I I I 1 1 1 10-3/4" I 3 18"x 24" Pier w/(8)-#5 vert. 1 1 w/std. hooks under hori. Rein. 1. 1 �--——————— ————— ----------1 fc= 2500 psi fy= 60000 psi �- 8" --- PRELIMINARY UNLESS SEALED ON EACH SHEET OR*ON COVER SHEET Job: /y2Z37 b Date: W#001 9 By: &Cf job No.: fl—( SH.: I S.E. CONSULTANTS, INC. Endwall Footing @ 1 A, 1 E, 6A, 6E (4)-5/8"dia. (A307)x 12" embed.W/std. headed studs — Slab on a.b.c. 46" 18"x Pier w/(q)-#5 vert. T- w/std hooks under hod. Rein. 12" • - (2)-#4 ties Top 5" 3"clr #5 bars @ 12"o.c.each way w/#4 bars 12"o.c. below 31-6" 3"clr I----------------- ----------, 1— I 18"x2.*r Pier w/(S)-#5 vert. w/std hooks under hori. Rein. 3�� � I 3'-6" O @ I I 10-3/4" � I � � I I � • L---------- ----- ----------- I 1'-2" f— fc= 2500 psi fy= 60000 psi PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET eon� JX ) 7 Date: 1D,00eca n By: jk_k Job No.: �b� g SH.: j S.E. CONSULTANTS, INC. Title: Job# Dsgnr. Date: 3:24PM, 23 OCT 18 ° Description Scope. Rev: 580001 User:M-0602060,Ver5.8.0,1•oeo-2003 General Footing Analysis & Design Page 1 (c)1983-2003 ENERCALC Engineering Software 167418.emCaloulations Description Endwall Footing General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Increase 1.000 Width along X X Axis 3.500 ft Seismic Zone 4 Length along Y Y Axis 3,500 ft Footing Thickness 12.00 in Live&Short Term Combined Col Dim.Along X-X Axis 18.00 In t'c 2,50D.0 psi Col Dim.Along Y-Y Axis 24.00 in Fy 60,ODO.0 psi Base Pedestal Height 34.000 in Concrete Weight 145.00 pcf e 14 Overburden Weight 0.00 psf Min Steel /e 0.0050 g p Reba Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 1.100 k ...ecc along X X Axis 0.000 in Live Load 11.100 k ...ece along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term k-ft k-ft . Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load k k Lire Load k k Short Term k k Summary Footing Design OK 3.50ft x 3.50ft Footing, 12.Oin Thick, w/Column Support 18.00 x 24.00in x 34.Oin high DL+LL DL+LL+S Actual Allowable Max Soil Pressure 1,241.5 1,241.5 psf Max Mu 0.903 k-ft per ft Allowable 1,500.0 1,500.0 psf Required Steel Area 0.259 in2 per ft "X'Ecc,of Resultant 0.000 in 0.000 in "Y'Ecc,of Resultant 0.000 in 0.000 in Shear Stresses.... Vu V hi 1-Way, 5.988 85.5.000 psi X-X Min.Stability Ratio No Overturning 1.500:1 2-Way 11.335 170.000 psi Y-Y Min.Stability Ratio No Overturning Footing Design Shear Forces ACI C-1 ACI C-2 ACI Vn"Phi Two-Way Shear 11.33 psi 8.75 psi 0.51 psi 170.00 psi One-Way Shears... Vu @ Left 5.99 psi 4.64 psi 0.32 psi 85.00 psi Vu@ Right 5.99psi 4.64psi 0.32 psi 85.00 psi Vu @ Top 1.56 psi 1.22 psi 0.12 psi 85.00 psi Vu @ Bottom 1.56 psi 1.22psi 0.12 psi 85.00 psi Moments ACI G1 ACI C-2 ACI C-3 Ru/Phi As Read Mu @ Left 0.90 k-ft 0.70 k-ft 0.04 k-ft 13.9 psi 0.26 in2 per ft Mu @ Right 0.90 k-ft 0.70 k-ft 0.04 k-ft 13.9 psi 0.26 in2 per ft Mu @ Top 0.51 k-ft 0.39 k-ft 0.02 k-ft 7.8 psi 0.26 in2 per ft Mu @ Bottom 0.51 k-ft 0.39 k-ft 0.02 k-ft 7.8 psi 0.26 in2 per ft � 9 Title: Job# Dsgnr., Dater 3:24PM, 23 OCT 18 Description i Scope Rev: 580001 User:KW-0602060,Ver5.8.0,1-Dea2003 General Footing Y Anal sis & Design Page 2 (c)1983-2003 ENERCALC Engineering Software 167418.eew:CalculeUons Description Endwall Footing Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL+LL 1,241.53 1,241.53 1,241.53 1,241.53 psf DL+LL+ST 1,241:53 1,241.53 1,241.53 1,241.53 psf Factored Load Soil Pressures ACI Eq.C-1 2,009.98 2,009.98 2,009.98 2,009.98 psf ACI Eq.C-2 1,597.29 1,597.29 1,597.29 1,597.29 psf ACI Eq.C-3 211.32 211.32 211.32 211.32 psf ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor. 0.750 Add"1"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST': 1.100 Used in ACI C-2&C-3 S.E.CONSULTANTS,INC. ' FOOTING UPLIFT&SHEAR CHECK 5800 East Thomas Road, Suite 104 Scottsdale,AZ 85251 s (480)946-2010 Fax(480)946-1909 PROJECT: Endwall Footing Uplift Check Lateral Load Check (:6WL+.6DL) 6.18 Uplift Reaction(kips) 3.3:. .Total Lateral Load(kips) Y Due to Wind? Y ' Due to Wind? Verify Adequate Uplift Resistance 10.00 .Grade Beam Length(feet) 4.33 Lateral Load Resistance(Concrete,kips) 3.5 Footing Size(feet) Footing Area= 12.25 Concrete provides adequate lateral resistance :1 Footing Thickness(feet) 0 . Number of Hairpins 3.833333 Depth Below Grade(feet) 0 Diameter of Hairpin(inches) 1: Pier Size(feet) Pier Area= 1 0 Length of Hairpin Leg(inches) Y'-. - Include Slab Wt.? 0.00 ACI Req'd Hairpin Development Length 4 :Width of Slab to be included Hairpin Length O.K. 8 Slab Thickness(inches) 0.06 Allowable Tensile Capacity 3.833333 Stem Wall Depth(feet) 0.00 Allowable Shear Capacity 0.667 - Stem Wall Width(feet) Hairpin not required 1.333 Continuous Footing Width(feet) 0.667 . Continuous Footing thickness(feet) 1.8 FOOTING WEIGHT(kips) 0.5 PIER WEIGHT(kips) 3.5 SOIL WEIGHT(kips) 2.0 SLAB WEIGHT(kips) 5.2 STEM AND FOOTING WEIGHT(kips) 13.0 TOTAL RESISTANCE=TR 7.8• (TR "0.6) 6.2 -MINIMUM RESISTANCE O.K. 0.79 Uplift Ratio Verify Adequate Anchorbolt&Concrete Resistance to Uplift A.B.Die - n ..•#.of Anchor Bolts 0.5 13 0.625 Anchor Bolt Diameter 0.625 11 11 • #threads/inch(n) 0.75 10 0.875 9 4.32 Tensile A.B.Resistance(kips) 1 8 3.07 A.B.Shear Resistance(kips) 1.25 7 2.25 Concrete.Uplift Resistance(kips)for 1 bolt 1.5 6 3.25 Concrete Shear Resistance(kips)for 1 bolt 6 Total Concrete Resistance(kips) Results: Concrete not adequate,additional reinforcement required 0.625 Input Reber Reinforcement Diameter(inches) 24 Input Reber Reinforcement Length(inches) 2560 . Concrete Compressive Resistance(fc,psi) 60000 Fy of Reber(psi) . 17.50 Concrete Bearing Resistance Additional Reinforcement is adequate 0.35 Ratio 23.02 Tensile Anchorbolt Resistance(kips) 10/23/201 B J Slab Reinforcement The sub-grade drag equation is used for shrinkage crack control. This equation is only for crack control and is not suitable for structurally active steel. Welded Wire Fabric Equlvant Deformed Bars, Grade 60 Plain(smooth)Wire Bar Size Bar Spacing Steel Area,As minimum yield Steel Area,As Item (in. o.c.) (sq.in./ft) 75 ksi (sq.in./ft) 1 #3 18.0 0.0736 6 x 6-W1.4xW1.4 0.0280 2 #3 12.0 0.1104 6 x 6-W2.OxW2.0 0.0400 3 #4 24.0 0.0982 6 x 6-W2.9xW2.9 0.0580 4 #4 18.0 0.1309 6 x 6-W4.0xW4.0 0.0800 5 #4 16.0 0.1473 4 x 4-W1.4xW1.4 0.0420 6 #4 12.0 0.1963 4 x 4-W2.OxW2.0 0.0600 7 #5 24.0 0.1550 4 x 4-W2.9xW2.9 0.0870 8 #5 18.0 0.2067 4 x 4-W4.OxW4.0 0.1200 As F*L*w/(2*fs) where, As= the cross-sectional area of reinforcing steel, (sq.in. /ft)of slab width F= coefficient of friction between base and slab, 1.5 L= slab length between free ends, feet,in the direction of the steel w= weight of the concrete slab, psf fs= allowable steel stress, psi Area of steel required for below slab-shrinkage control. actual slab thickness= 8.00 inches L= 15.00 feet 1 Reinforcment Type= Rebar in slab F= 1.5 w= 100 psf fs= 24000 psi As= F*L*w/(2*fs) = 0.0469 sq.in./ft of slab width Item# Reinforcement Discriation Actual Area,As IscOn./ft) 8 #5 bars @ 18 in. o.c. 0.207 Reinforcement is adequate. PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET job: MILLI,''} 7 'T Date: l®®t Dg BY: &4f job No.: t67if-If SH.: �y S.E. CONSULTANTS, INC. Perimeter Stem and Footing Turndown #4 bars at top and — bott.of stem Slab on A.E.C. #4-bars at 18"o.c. with 2'-0"legs 12"max. I #4 bars at 18"o.c.vertical I) 8"concrete stem 46"below ° Natural grade Dowels to lap and match 0 l• — (2)-#5 bars cont. 12" 16" CHECK FOR MINIMUM REINFORCEMENT: ( 16")x(8")x 0.002 IN 2=0.256 IN 2 USING (2)-#5 BARS=0.62 IN REINFORCEMENT OKI No e: Perimeter Turndown is to be minimum of depth as indicated above, unless frost depth is greater than value indicated. In that case the perimeter turndown shall be set at the frost depth elevation. PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: ILL*)74V Date: [0/VT By: (rC,( Job No.: SH.: S.E. CONSULTANTS, INC. © a Perimeter Stem and Offset Footing Turndown #4 bars at top and bott.of stem Slab on 4"A.B.C. _ _ _ #4-bars at 18"o.c. 12"max. r® • • — • with 2'-0"legs #4 bars at 18"o.c.vertical 8"concrete stem 46"below ell Natural grade Dowels to lap and match 0;; • (2)-#5 bars cont. 12" 16" CHECK FOR MINIMUM REINFORCEMENT: (18")x(8,,)x0.0021N2=0.288IN2 USING (2)-#5 BARS=0.62 IN REINFORCEMENT OKI I Note: Perimeter Turndown is to be minimum of depth as indicated above, unless frost depth is greater than value indicated. In that case the perimeter turndown shall be set at the frost depth elevation. PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: ell? Date:Date: tOfd 4 By: &C Job No.: 4671f-I SH_: S.E. CONSULTANTS, INC. l Base Angle Attachment Base Angle by Metal Building Manuf. I use.145 in. dia.X 1-1/4"embed. Simpson powder- actuated fastener system @ 24"o.c. ICC#2138 i i walkdoor anchor bolts framed opening anchor bolts use(2)-1/2"dia.X 2"embed. use(2)-1/2"dia.X 3-1/4"embed. Hitli Kwik Bolt TZ Hitli Kwik Bolt TZ ICC#ESR-1917 VCC#ESR-1917 endwall anchor bolts use(2)-5/8"dia.X 4"embed. Hitli Kwik Bolt TZ ICC#ESR-1917 PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: T11 7 Date: . 10,"11 By: 4!Lf Job No.: SH.: �S S.E. CONSULTANTS, .INC. / EL-'. '`CZiSPC}�E�3tV DESIGN PACKAGE -- BUILDER: General Steel CUSTOMER: Apex Capital, LLC JUN O 5 2019 JOB NUMBER: 16-B-70654, TOWN OF QUEENSBURY TABLE OF CONTENTS BUILDING&CODES Page Design Criteria 1 Notes on Drawings 2-3 Deflection Criteria 4 FILE ,COPY Project Layout NA Building A 5-17 307:129 CC-0375-2019 APEX Capital LLC . 59 W Mountain Rd Add to Maintenance Bldg 6000 s.f. Original Design Completed thru Change Order# 1 Revision Histo Rev# R act to Reason for.Revision Pages Revised Revised ate Eng. Project Engineer: Ashley Reynolds (Oklahoma City) Checking Engineer: Phillip James Johnson Signing Engineer: Aaron K. Batchellor,P.E.' STAR BUILDING SYSTEMS@ AN NC!COMPANY ' September 21, 2018 General Steel 10639 W. Bradford Rd Littleton, CO 80127 16-B-70654 Apex Capital, LLC Queensbury, NY 60x100xl7 To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Star Building Systems. The attached design criteria and calculations are to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Star Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Star Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Subdivision 2 of Section 7209 of the Education Law of The State of New York states that it is a violation of this law for any person unless he is acting under the direction of a licensed Professional Engineer, to alter the contents of this document in any way. If an item bearing the seal of an engineer is altered, the altering engineer shall affix to the item his seal and the notation "altered by" followed by his signature and the date of such alteration, and specific description of the alteration. Cordially, Star Building Systems Materials for Metal Buildings An NCI Company co � 2018-09-24 08. Aaron Kent- Batchellor, P.E. fi Manager of Design cp_. �84702 � pgQFE8 51o�P~ 16-13-7o654 8600 South 1-35 Service Road • Oklahoma City,OK 73149 ' 405.636.2oso starbuildings.com w Job Number . . . . . . . . . . . . . . 16-B-70654 Builder . . . . . . . . . . . . . . . . . . . . . . . . . . . General Steel Jobsite Location Apex Capital, LLC,Queensbury,New York Building Code 2016 New York Building Risk Category .. . . . . . . . . . ... Normal (Risk Category II) Roof Dead Load Superimposed 2. 65 psf Collateral 0.50 psf (Ceiling 0.50 psf Other) Roof Live Load 20.,00 psf no reduction Snow Ground Snow Load (Pg) . . . . . . . . •s Snow Load Importance Factor (I) 1. 0 Flat Roof Snow Load (Pf) . . . . . 35. 00psf Snow Exposure Factor (Ce) . . . . 1..00 Thermal Factor (Ct) . . . . . . . . 1. 00 Wind Ultimate Wind Speed (Vult) . . . m Nominal Wind Speed (Vasd) . . . . 89 mph (IBC section 1609.3 .1) Serviceability Wind Speed . . . . 76 mph Wind Exposure Category . . . . . . . C Internal Pressure Coef (GCpi) 0. 18/-0. 18 Loads for components not provided by building- manufacturer Corner Areas (within 6. 00 ' of corner) 30. 86 psf pressure -41.32 psf. suction Other Areas 30. 86 psf pressure -33. 48 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1. 00 Seismic Design Category . . . . . . . B Soil Site Class . . . . . . . . . . . . . . D Stiff Soil Ss . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.236 g Sds . . . . . 0.252 g S1 . . . . . . . . . . . . . . . . . . . . . . . . . . . 0. 082 g Shc . . . . . 0. 131 g Analysis Procedure . . . . . . . . . . . Equivalent Lateral Force Column Line All Basic .Force Resisting System H Response Modification Coefficient (R) 3. 00 Seismic Response Coefficient (Cs) 0. 08 Design Base Shear in kips (V) 6. 00 Basic Structural System (from ASCE 7-10 Table 12 .2-1) H - Steel System not Specifically Detailed for Seismic Resistance 09/21/2018 Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi. ,Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi. Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM A500 grade B, minimum yield point is 42 ksi for round HSS and 46 ksi for rectangular HSS. Material properties of cold-formed light gage steel members conform to the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55 Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1 with a minimum yield point of 55 ksi. For Canada, material properties conform to CAN/CSA G40.20/G40.21 or equivalent. All bolted joints with A325 Type 1 bolts are specified as snug-tightened joints in accordance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, December 31, 2009. Pre-tensioning methods, including turn-of-nut, calibrated wrench, twist-off-type tension-control bolts or direct-tension-indicator are NOT required. Installation inspection requirements for Snug Tight Bolts (Specification for Structural Joints Section 9. 1) is suggested. Design criteria as noted is as given within order documents and is applied in general accordance with the applicable provisions of the model code and/or specification indicated. Neither the metal building manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters. The design criteria is supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall construction project. The metal building manufacturer has not designed the structure for snow accumulation loads at the ground level which may impose snow loads on the wall framing provided by the manufacturer. This metal building system is designed as enclosed. All exterior components (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. 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 of framed openings, walk doors, or open areas not shown may void the design certifications supplied by the metal building manufacturer. Using 7x7 eave gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal Building Systems Manual. Downspout locations have not been located on these drawings. The downspouts are to be placed on the building sidewalls at a spacing not to exceed 100 feet with the first downspout from both ends of the gutter run within 50 feet of the end. Downspout spacing that does not exceed the maximum spacing will be in compliance with the building code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 4 in/hr rainfall intensity. 2 09/21/2018 Investigation of the existing structure 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. Tie in by others is to be flashing only. The manufacturer is not responsible for the deflection compatibility between the material provided by the manufacturer and the existing by others. Tie in by others shall provide an enclosed structure. 3 09/21/2018 . .Job Number. . . . . . . . . . . . . . . . . . . . . . . . 16-B-70654 Builder. . . . . . . . . . . . . . . . . . . . . . . . . . . General Steel Jobsite Location. . . . . . . . . . . . . . . . . : Apex Capital, LLC, Queensbury, NY The material supplied by the manufacturer has been designed with the following minimum deflection criteria. The actual deflection may be less depending on actual load and actual member length. BUILDING DEFLECTION LIMITS. . . . . . . : BLDG-A Roof Limits Rafters Purlins Panels ------------------------------- -------- ------- ------ Live: L/ 180 150 60 Snow: L/ 180 180 60 Serviceability Wind: L/ 180 180 60 Total Gravity: L/ 120 120 60 Total Uplift: L/ N/A N/A 60 Frame Limits Sidesway ------------------------------- -------- Live: H/ 60 Snow: H/ 60 Serviceability Wind: H/ 60 Seismic Drift: H/ 40 Total Gravity: H/ 60 Service Seismic: H/ 40 Wall Limits Limit ------------------------------- -------- Total Wind Panels: L/ 60 Total Wind Girts: L/ 90 Total Wind EW Columns: L/ 120 The Service Seismic limit as shown here is at service level loads. 4 09/21/2018 ' q key Struts x=double Z, Builder xx=triple Z, 0MS Tivm3QIS General Steel o=p I pe(FM) 01001 Job Not 70654A run01 Version, ver01-akreynolds 0122 0 ,8Z 0 ,82 0 122 ro can Tue Sep 18 161 271 22 2018 �- 2'T Z ,T -� mivO 71 VTX81 o 17' S f 15'0 z 12' 2 LO 4 4 8FD� P N ? -® N 1 aOO ro O O n O O 6'-2' o 24 z z O 2s m m O 2' OO 10' O D O O I— O O z N %D J20 o 32 O � 3W :c -0 W q g , r_=i bd O r O W ro 724 o w -16' -2' o 0 11--u77r O O — z O 72m o 0 9 ,L Z 121 S ,LI O cu %D �- 1' 2 112 -� Owner 1 iu 22' 0 28' 0 t 28' 0 22' 0 Apex Capital, LLC Queensbury NY 12804 10010 SIDEWALL SWA 5 09/21/2018 Star Building Systems, OKC, OK Design Summary Program User: akreynolds Job Number: 70654A Design Summary Report Version: 7.04.2 run01 Date: 09/18/18 Start Time: 04:35:42 R:\. .\16-B-70654\ver01-akreynolds\BLDG-A\run01\70654A bldg A 01.cds' ------------------------------------------------------------------------------- B U I L D I N G - A - D E S I G N S U M M A R Y R E P O R T All connections use ASTM A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM F1554 Gr. 36 strengths. ROOF PLANE ------- RPA R:\jobs\Active\Eng\16-B-70654\ver01-akreynolds\BLDG-A\run01\AroofRPA 01.edf Panel . . . . . . . . . . . . . . . . . . . . PBR Panel Width . . . . . . . . . . . . . . 36 in Panel Gage . . . . . . . . . . . . . . . 26 ga - Purlins . . . . . . 55:0 ksi Yield Strength Eave Struts. . . . . . . . . . . . . . . 55.0 ksi Yield Strength PURLIN SPACING : 2@415-1/4 510 416 2@314 3110 111-1/2 Bay Length Member Size Brace L Lap R Lap # .(ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 22.000 8X2.5Z13 None S 0.000 3.146 C 2 28.000 8X2.5Z12 None C 3.146 2.479 C 3 28.000 8X2.5Z12 None C 2.479 3.146 C 4 22.-000 8X2.5Z13 None C 3.146 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5, 6,7,8 @ Supports: A,B,C,D,E Purlin Stiffened Clips @ Level 2,8 @ Supports: A,B,C,D,E Purlin Backup Plate @ Level 2, 8 @ Supports: A,B,C,D,E ROOF PLANE ------- RPC R:\jobs\Active\Eng\16-B-70654\ver01-akreynolds\BLDG-A\run01\AroofRPC_01.edf Panel . . . . . . . . . . . . . . . . . . . . PBR Panel Width . . . . . . . . . . . . . . 36 in Panel- Gage . . . . . . . . . . . . . . . 26 .ga Purlins . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Eave Struts . . . . . . . . . . . . . . 55.0 ksi Yield Strength PURLIN SPACING : 2@4'5-1/4 5'0 4'6 2@3'4 3'10 1'1-1/2 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 22.000 8X2.5Z13 None S 0.000 3.146 C 2 28.000 8X2.5Z12 None C 3.146 2.479 C 3 28.000 BX2.5Z12 None C 2.479 3.146 C 4 22.000 8X2.5Z13 None C 3.146 0.000 S Purlin Clip Use 2 A325 Bolts@ Level 2,3,4,5, 6,7, 8 @ Supports: E,D,C,B,A Purlin Stiffened Clips @ Level 2,8 @ Supports: E,D,C,B,A Purlin Backup Plate @ Level 2,8 @ Supports: E,D,C,B,A 6 09/21/2018 Star Building Systems, OKC, OK Design Summary Program User: akreynolds Job Number: 70654A Design Summary Report Version: 7.04.2 run01 Date: 09/18/18 Start Time: 04:35:42 R:\. .\16-B-70654\ver01-akreynolds\BLDG-A\run01\70654A bldg A Ol.cds -----------------------------------7------------------------------------------- RPA Purlin Strut @ 40.000 (ft) :8X2.5Z13 Bays 1 RPA Purlin Strut @ 50.000 (ft) :8X2.5Z13 Bays 1 RPA Purlin Strut @ 40.000 (ft) :8X2.5Z12 Bays 2 RPA Purlin Strut @ 50.000 (ft) :8X2.5Z12 Bays 2 RPA Purlin Strut @ 40.000 (ft) :8X2.5Z12 Bays 3 RPA Purlin Strut @ 50.000 (ft) :8X2.5Z12 Bays 3 RPA Purlin Strut @ 40.000 (ft) :8X2.5Z13 Bays 4 RPA Purlin Strut @ 50.000 (ft) :8X2.5Z13 Bays 4 RPC Purlin Strut @ 10.000 (ft) :8X2.5Z13 Bays 1 RPC Purlin Strut @ 20.000 (ft) :8X2.5Z13 Bays 1 RPC Purlin Strut @ 30.000 (ft) :8X2.5Z13 Bays 1 RPC Purlin Strut @ 10.000 (ft) :8X2.5Z12 Bays 2 RPC Purlin Strut @ 20.000 (ft) :8X2.5Z12 Bays 2 RPC Purlin Strut @ 30.000 (ft) :8X2.5Z12 Bays 2 RPC Purlin Strut @ 10.000 (ft) :8X2.5Z12 Bays 3 RPC Purlin Strut @ 20.000 (ft) :8X2.5Z12 Bays 3 RPC Purlin Strut @ 30.000 (ft) :8X2.5Z12 Bays 3 RPC Purlin Strut @ 10.000 (ft) :8X2.5Z13 Bays 4 RPC Purlin Strut @ 20.000 (ft) :8X2.5Z13 Bays 4 RPC Purlin Strut @ 30.000 (ft) :8X2.5Z13 Bays 4 SWA Eave Strut @ 17.000 (ft) :8X3.5E14 Bays 1 SWA Eave Strut @ 17.000 (ft) :8X3.5E14 Bays 2 SWA Eave Strut @ 17.000 (ft) :8X3.5E14 Bays 3 SWA Eave Strut @ 17.000 (ft) :8X3.5E14 Bays 4 SWC Eave Strut @ 17.000 (ft) :8X3.5E14 Bays 1 SWC Eave Strut @ 17.000 (ft) :8X3.5E12 Bays 2 SWC Eave Strut @ 17.000 (ft) :8X3.5E14 Bays 3 SWC Eave Strut @ 17.000 (ft) :8X3.5E14 Bays 4 Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. 2)All purlin strut rows use the same lap lengths as the main purlin design. Eave strut interior connection at SWA uses (2)-1/2" A325 bolts. Eave strut interior connection at SWC uses (2)-1/2" A325 bolts. Eave strut connection at end-frame uses (4)-1/•2" A325 bolts. BRACING ---- Roof: 1 bays Rod Plane SWA 1 bays Rod: Hillside Washers Plane SWC 1 bays Rod: Hillside Washers Plane EWB 1 bays Rod Plane EWD 1 bays Rod CLEVIS RODS 7 09/21/2018 Star Building Systems, OKC, OK Design Summary Program User: akreynolds Job Number: 70654A Design Summary Report Version: 7.04.2 run01 Date: 09/18/18 Start Time: 04:35:42 R:\. .\16-B-70654\ver01-akreynolds\BLDG-A\runOl\70654A bldg A Ol.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWA -- ( 8.250" Inset columns ) R:\jobs\Active\Eng\16-B-70654\ver01-akreynolds\BLDG-A\run01\AWal1SWA Ol.edf Panel . . . . . . . . . . . . . . . . . . . . PBR Panel Width . . . . . . . . . . . . . . 36 in Panel Gage . . . . . . . . . . . . . . . 26 ga Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength GIRTS SPACINGS 7'6 4'8 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 716 22.000 BX2.5Z16 None S 0.000 2.479 C 2 716 28.000 8X2.5Z16 None C 2.479 2.479 C 3 716 28.000 8X2.5Z16 None C 2.479 2.479 C 4 716 22.000 8X2.5Z16 None C 2.479 0.000 S 1 1212 22.000 8X2.5Z16 None, S 0.000 1.479 C 2 1212 28.000 8X2.5Z16 None C 1.479 1.479 C 3 1212 28.000 8X2.5Z16 None C 1.479 1.479 C 4 1212 22.000 8X2.5Z16 None C 1.479 0.000 S Note : Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. SIDEWALL PLANE SWC -- ( 8.250" Inset columns ) R:\jobs\Active\Eng\16-B-70654\ver01-akreynolds\BLDG-A\run01\AWal1SWC Ol.edf Panel . . . . . . . . . . . . . . . . . . . . PBR Panel Width . . . . . . . . . . . . . . 36 in Panel Gage . . . . . . . . . . . . . . . 26 ga Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength GIRTS SPACINGS 716 418 2'10 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 716 22.000 8X2.5Z14 3 points S 0.000 0.000 S 2 716 28.000 BX2.5Z16 None S 0.000, 0.000 S 3 716 28.000 8X2.5Z14 4 points S 0.000 2.479 C 4 716 22.000 8X2.5Z14 None C 2.479 0.000 S 1 1212 22.000 8X2.5Z16 3 points S 0.000 0.000 S 2 1212 28.000 8X2.5Z16 None S 0.000 0.000 S 3 1212 28.000 8X2.5Z16 4 points S 0.000 2.479 C 4 1212 22.000 8X2.5Z16 None C 2.479 0.000 S 2 1510 26.000 8X2.5Z12 5 points S 0.000 0.000 S Note : Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance 1810 1410 N/A 8X3.5C14 8X2.5C16 2 510 8 09/21/2018 Star Building Systems, OKC, OK Design Summary Program User: akreynolds Job Number: 70654A Design Summary Report Version: 7.04.2 run01 Date: 09/18/18 Start Time: 04:35:43 R:\. .\16-B-70654\verOl-akreynolds\BLDG-A\run0l\70654A-bldg A Ol.cds ------------------------------------------------------------------------------ Endwall Plane EWB Design . . . . . . . . BEARING FRAME R:\jobs\Active\Eng\16-B-70654\ver01-akreynolds\BLDG-A\run01\AWa11EWB 01.edf Panel . . . . . . . . . . . . . . . . . . . . PBR Panel Width . . . . . . . . . . . . . . 36 in Panel Gage . . . . . . . . . . . . . . . 26 ga RAFTERS ----- Mem Description Length Start End # Member Size Identification (ft) (ft) (ft) ------------------------------------------------------------- 1 W8X10. 50.0 ksi 29.699 0.000 29.699 Connections. . . Left : Type-IV SEP 6.000" X 3/8" (2)-1/2" A325N Bolts Right.: Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts 2 W8X10 50.0 ksi 29.699 29.699 59.398 Connections. . . Left : Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts Right: Type-IV SEP 6.000" X 3/8" (2)-1/2" A325N Bolts Flange Braces at following purlins (horizontal distance from eave) PLANE SWA: None PLANE SWC: None Girts . . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Girts Spacings 716 4'8 2110 2'5 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 716 19.312 8X2.5Z16 2 points S 0.000 0.000 S 2 716 20.000 8X2.5Z16 None S 0.000 0.000 C 3 716 19.312 8X2.5Z16 3 points C 0.000 0.000 S 1 1212 19.312 8X2.5Z16 2 points S .0.000 0.000 S 2 1212 20.000 8X2.5Z16 None S 0.000 0.000 C 3 1212 19.312 8X2.5Z16 3 points C 0.000 0.000 S 1 1510 19.312 8X2.5Z16 2 points S 0.000 0.000 S 3 1510 19.312 8X2.5Z16 3 points S 0.000 0.000 S 2 1715 20.000 8X2.5Z16 2 points S 0.000 0.000 S Note Maximum distance to extend girt from 'adjacent bay is 36.00 inches. FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance 1810 1410 N/A 8X3.5C14 8X2.5C13 2 110 9 09/21/2018 • Star Building Systems, OKC, OK Design Summary Program User: akreynolds Job Number: 70654A Design Summary Report Version: 7.04.2 run01 Date: 09/18/18 Start Time: 04:35:43 R:\. .\16-B-70654\ver01-akreynolds\BLDG-A\run01\70654A bldg A 01.cds ------------------------------------------------------------------------------- COLUMNS ----- ( 8.250" Bypass columns ) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ------------- --------------------------------------------------------------- A-6 0.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/ ( 4)-0.625" A36 A-4 20.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/ ( 4)-0.625" A36 Flange Brace @ 7.5, 12.17, 17.42 elev. A-3 40.000' WBX10 50.0 ksi 0.0000' 0.375" BP thk w/ ( 4)-0.625" A36 Flange Brace @ 7.5, 12.17, 17.42 elev. A-1 60.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/ ( 4)-0.625" A36 ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: STRUT-TO-COLUMN CLIP COL. NO. ENDWALL PLANE 1 --------- -------------------- PLANE SWC: A-4 BETWEEN PURLINS, USING TYPE 3 CONN., (4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N W8X10 COLUMN EXTENSION BEVELED w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL A-3 BETWEEN PURLINS, USING TYPE 3 CONN., (4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N W8X10 COLUMN EXTENSION BEVELED w/ 12.000 LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL PLANE SWA: a 10 09/21/2018 • Star Building Systems, OKC, OK Design Summary Program User: akreynolds Job Number: 70654A ' Design Summary Report Version: 7.04.2 run01 Date: 09/18/18 Start Time: 04:35:43 R:\. .\16-B-70654\ver01-akreynolds\BLDG-A\run01\70654A Bldg A 0l.cds ------------------------------------------------------ ---------------- Endwall Plane EWD Design . . . . . . . . BEARING FRAME R:\jobs\Active\Eng\16-B-70654\ver01-akreynolds\BLDG-A\run01\AWallEWD 0l.edf Panel . . . . . . . . . . . . . . . . . . . . PBR Panel Width . . . . . . . . .. . . . . 36 in Panel Gage . . . . . . . . . . . . . . . 26 ga RAFTERS ----- Mem Description Length Start End # Member Size Identification (ft) (ft) (ft) ------------------------------------------------------------- 1 W8X10 50.0 ksi 29.699 0.000 29.699 Connections. . . Left : Type-IV SEP 6.000" X 3/8" (2)=1/2" A325N Bolts Right: Type-I MEP 6.000" X 3/8" (8)-1/2" A325N Bolts 2 W8X10 50.0 ksi 29.699 29.699 59.398 Connections. . . Left : Type-I MEP 6.000" X 3/8" (8)-1/2" A325N Bolts Right: Type-IV SEP 6.000" X 3/8" (2)-1/2" A325N Bolts Flange Braces at following purlins (horizontal distance from eave) PLANE SWA: 18.375 PLANE SWC: 18.375, 25.042 Girts . . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Girts Spacings 7'6 4'8 5'3 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 716 9.312 8X2.5Z16 None S 0.000 0.000 S 5 716 9.312 8X2.5Z16 None S 0.000 0.000 S 1 1212 9.312 8X2.5Z16 None S 0.000 0.000 S 5 1212 9.312 8X2.5Z16 None S 0.000 0.000 S 1 1715 5.584 8X2.5Z16 None S 0.000 0.000 S 5 1715 5.584 8X2.5Z16 None S 0.000 0.000 S Note : Maximum distance to extend girt from 'adjacent bay is 36.00 inches. OPEN AREAS:OPEN TO ROOF LINE OF ADJACNET BLDG NBM Size Wall Distance 4010 x 1612/22110/16'2 EWD 1010 11 09/21/2018 Star Building Systems, OKC, OK Design Summary Program User: akreynolds Job Number: 70654A Design Summary Report Version: 7.04.2 run01 Date: 09/18/18 Start Time: 04:35:43 R:\. .\16-B-70654\ver01-akreynolds\BLDG-A\run01\70654A bldg A 01.cds ------------------------------------------------------------------------------- COLUMNS ----- ( 8.250" Bypass columns ) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- E-1 0.000' W8X10 50.0 ksi 0.00001 0.375" BP thk w/ ( 4)-0.625" A36 E-2 10.0001 W8X10 50.0 ksi 0.00001 0.375" BP thk w/ ( 4)-0.625" A36 Flange Brace @ 12.17 elev. E-3 20.0001 W8X18 50.0 ksi 0.00001 0.375" BP thk w/ ( 4)-0.625" A36 E-4 40.0001 W8X18 50.0 ksi 0.00001 0.375" BP thk w/ ( 4)-0.625" A36 E-5 50.0001 W8X10 50.0 ksi 0.00001 0.375" BP thk w/ ( 4)-0.625" A36 Flange Brace @ 12.17 elev. E-6 60.0001 W8X10 50.0 ksi 0.00001 0.375" BP thk w/ ( .4)-0.625" A36 ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: STRUT-TO-COLUMN CLIP COL. NO. ENDWALL PLANE 5 --------- -------------------- PLANE SWA: E-2 BETWEEN PURLINS, USING TYPE 3 CONN., (4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N W8X10 COLUMN EXTENSION BEVELED w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL E-3 BETWEEN PURLINS, USING TYPE 3 CONN., (4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N W8X10 COLUMN EXTENSION BEVELED w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL E-4 BETWEEN PURLINS, USING TYPE 3 CONN., (4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N W8X10 COLUMN EXTENSION BEVELED w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL E-5 BETWEEN PURLINS, USING TYPE 3 CONN., (4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N W8X10 COLUMN EXTENSION BEVELED w/ - 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL PLANE SWC: FRAMES ----- Type Span Live Wind Eave Trib Grid Labels CS 60.000 20.00/115.00 17.00/ 28.00 C CS 60.000 20.00/115.00 17.00/ 24.42 B,D Note: Use square anchor rod layout. 12 09/21/2018 Eds2Xds User: akreynolds Job Number: 16-B-70654 Oklahoma City Date: 09/21/2018 03:21:09 PM Relative path: \\OKCSNA01\TS\jobs\Active\Eng\16-B-70654 ----------------------------------7----------------------------------------------------------------------------------------- Building: BLDG-A CDS file name: 16-B-70654 BLDG-A Eds2Xds.cds Planes Name File SWA \ver01-akre nolds\BLDG-A\run01\AwallSWA 01.edf EWD \ver01-akre nolds\BLDG-A\run01\AwallEWD 01.edf SWC \ver01-akre nolds\BLDG-A\run0l\AwallSWC 01.edf EWB \ver01-akre nolds\BLDG-A\run01WwaliEWB 01.edf RPA \ver01-akre nolds\BLDG-A\run01\AroofRPA 01.edf RPC \ver01-akre nolds\BLDG-A\run01\AroofRPC 01.edf Frames. Frame Left Left File Right Right File Line Frame Frame B C \ver01-akre nolds\BLDG-A\Drft \x02L D \ver01-akre nolds\BLDG-A\Drft \x02R C A \ver01-akre nolds\BLDG-A\Drft \x01 L B \ver01-akre nolds\BLDG-A\Drft \x01 R D C \ver01-akre nolds\BLDG-A\Drft \x02L D \ver01-akre nolds\BLDG-A\Drft \x02R Portal Frames Plane Bay Frame File Name 13 09/21/2018 Star Building Systems FRAME ID #2 USER NAME:akreynolds DATE: 9/21/18 TIME:15:05:32 PAGE 2 -1 8600 S. I-35, Oklahoma City, OK 73149 cs 60./17./24.417 20./115./50. JOB NAME:70654A FILE:frames_b d.fra ' LOCATION: Gridlines B D (1) All sectional dimensions are in inches. DETAIL FILE: tive\ENG\16-B-70654\ver01-akreynolds\BLDG-A\Drftg\x02L (2) All Flange lengths are measured along outer flange. BOLTS:A325 SNUG TIGHT WEIGHT: 2394 lbs PURLINS(horz. from save) :8"-Z 2@415 1/411,5',4'611,2®3'4",3'1011 GIRTS vert. from floor) : 811-Z 7'611 4'8'1 2'1011 8.2511 6Xp•3yz5 0 156 20.0' 6X0.2 Iola,, 9 3.0 6X0.25 12 C OF, p185 WEB 2. 1.g55, X0 3'5 1010 1, 7 WEB LEN C 6 C C 5 17' E.H. C a L-0 M �o + LEI = m � d' N N N N � N N N � x 0 w � z w O F 14 H I 30' -I m m CONNECTION DETAILS GRIDLINES * =B D Location 1 *-6 O 3 4 5 6 7 8 A Web Dep. 8.0 26.8603 35.0 N/A 33.0 15.5 15.5 15.5 N N) Type BASE SPLICE HORZ STF CAP (EXT) 3E/1F SPLICE SPLICE 2E/2E N o Plate(DN) 6.OXO.375 N/A 2.75xo.375 6.OXO.25 6.OX ..5 N/A N/A 6.OXO.375 co Plate(UP) N/A N/A N/A N/A 6.oxo.5 N/A N/A 6.OXO.375 Bolts (4)-3/4 N/A N/A N/A (8)-3/4 N/A N/A (8)-1/2 f1 Star Building Systems FRAME ID #2 USER NAME:akreynolds DATE: 9/21/18 TIME:15:05:32 8AG5: 2.-2 8600 S. I-35, Oklahoma City, OK 73149 cs 60./17./24.417 20./115./50. JOB NAME:70654A FILE:frames b d.fra LOCATION: Gridlines B D (1) All sectional dimensions are in inches. DETAIL FILE: tive\ENG\16-B-70654\ver01-akreynolds\BLDG-A\Drftg\x02R (2) All Flange lengths are measured along outer flange. BOLTS:A325 SNUG TIGHT WEIGHT: 2394 lbs PURLINS(horz. from save) :8"-Z 20415 1/4",5',4'6",2@3'4",3'10" GIRTS vert. from floor) : 8"-Z 7'6" 4'8" 8.25" 6X0.312S 0 1S6 6X0.2S 20.0, 0,0 8 1 „ 640 3.012 �25 12 0.185 0.F 7 10'0„ 6X0.3. 7.8SS, Lt�E 9 TyK. WEB LE 7•8SS 6 S 17' E.H. a W N � N y� v O N W O Ln N W W � ,P N - O O N 30' r � � • z x CONNECTION DETAILS GRIDLINES * =B D Location 1 *-1 2 3 M O67p Ui Web Dep. 8.0 26.8603 35.0 15.5 15.5 15.5 F31ype BASE SPLICE HORZ STF SPLICE SPLICE 2E/2E NO Plate(DN) 6.OXO.375 N/A 2.75XO.375 N/A N/A 6.OXO.375 00Plate(UP) N/A N/A N/A N/A N/A 6.OXO.375 Bolts (4)-3/4 N/A N/A N/A (8)-3/4 N/A N/A (8)-1/2 1, Star Building Systems FRAME ID ##1 USER NAME:akreynolds DATE: 9/21/18 TIME:15:06:37 ]?AGE.; 1 . 1 r' 8600 S. I-35, Oklahoma City, OK 73149 cs 60./17./28. 20./115./50. JOB NAME:70654A FILE:frame c.fra LOCATION: Gridlines C (1) All sectional dimensions are in inches. DETAIL FILE: tive\ENG\16-B-70654\ver01-akreynolds\BLDG-A\Drftg\xOlL (2) All Flange lengths are measured along outer flange. BOLTS:A325 SNUG TIGHT WEIGHT: 2570 lbs PURLINS(horz. from eave) :8"-Z 2@415 1/4",5',4'6",2@3'4",3'10" GIRTS vert. from floor 8"-Z 7'6" 4'8" 2'10" 8.25" 6X0 375 0 156 6X0.25 10p„�3.0 6X0 31y5 8 12 O g' 0.165 C WEa TKK. 7 663, 6X0.375 10'0° 7 Wg8 LEN c I•F' 7.663' 6 C C 5 17' E.H. C w m rn N � m m w w � \ w w � _a N N N Ln - N C ri \ f+1 ri O 1I7 m x O O O o F a H I 30' _I w w w w a CONNECTION DETAILS GRIDLINES * =C Location 1 *-6 O 3 qN/A Web Dep. 8.0 28.0859 37.032.0 15.5 15.5 15.5 Type BASE SPLICE HORZ STF 4E/iF SPLICE SPLICE 2E/2E Plate(DN) 6.OXO.375 N/A 2.75XO.375 6.OXO.5 N/A N/A 6.OX0.5 co Plate(UP) N/A N/A N/A 6.OX0.5 N/A N/A 6.0X0.5 Bolts (4)-3/4 N/A N/A (10)-3/4 N/A N/A (8)-1/2 r, Star Building Systems FRAME ID #1 USER NAME:akreynolds DATE: 9/21/18 TIME:15:06:37 P,AGE;, 1 ;2 i 8600 S. I-35, Oklahoma City, OK 73149 cs 60./17./28. 20./115./50. JOB NAME:70654A FILE:frame c.fra LOCATION: Gridlines C (1) All sectional dimensions are in inches. DETAIL FILE: tive\ENG\16-B-70654\ver01-akreynolds\BLDG-A\Drftg\xOlR (2) All Flange lengths are measured along outer flange. BOLTS:A325 SNUG TIGHT WEIGHT: 2570 lbs PURLINS(horz. from eave) :8"-Z 2@415 1/4",5',4'6",2M3'4",3'10" GIRTS vert. from floor) : 8"-Z 7'6" 4'8" 8.25" 6$0 3 7S 0.1S6 6xO.25 20.0, 8 On 6 0.3 125 12 3.0� 0_I85 O.F 7 20,0" 6 0 3j 7.829, W Eg THK 7.829, 6 S 17' E.H. Al W O � x N W W V' U1 lD 1p W - N F' ,p. k 0 W � W N O O O VILn W O Y N F r 3 0' C H � x z � CONNECTION DETAILS GRIDLINES * =C Location O* 1 2 3O 4O OS O6 O7 8O �v Web Dep. 8.0 26.7531 35.0 N/A 32.0 15.5 15.5 15.5 N) Type BASE SPLICE HORZ STF CAP (EXT) 4E/1F SPLICE SPLICE 2E/2E o Plate(DN) 6.OXO.375 N/A 2.75XO.375 6.OXO.3125 6.OXO.5 N/A N/A 6.OXO.5 0° Plate(UP) N/A N/A N/A N/A 6.OXO.5 N/A N/A 6.OXO.5 Bolts (4)-3/4 N/A N/A N/A (10)-3/4 N/A N/A (8)-1/2