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31B-051 (37) BP-2024-061 I 135 KING ST -ANYTIME COMMONWEALTH OF MASSACHUSETTS FITNESS Map:Block:Lot: CITY OF NORTHAMPTON 31B-051-001 Permit: Alts Renovations Repair PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) BUILDING PERMIT Permit# BP-2024-0611 PERMISSION IS HEREBY GRANTED TO: Project# INTERIOR RENO 2024 Contractor: License: DOUGLAS B THAYER DBA DOUGLAS THAYER Est.Cost: 90000 WOODWORKING 107699 Const.Class: Exp.Date: 04/07/2025 Use Group: Owner: INC MILL RIVER MUSIC Lot Size (sq.ft.) DOUGLAS B THAYER DBA DOUGLAS THAYER Zoning: EB Applicant: WOODWORKING Applicant Address Phone: Insurance: P O BOX 60322 (413)530-4785 6HUBGR15002 FLORENCE, MA 01062 ISSUED ON: 06/12/2024 TO PERFORM THE FOLLOWING WORK: INTERIOR ALTERATIONS POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House # Foundation: Final: Final: Final: Rough Frame: Gas: Fire Department Driveway Final: Fireplace/Chimney: Rough: Oil: Insulation: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS.Signature: 6"2. Fees Paid: $630.00 212 Main Street,Phone(413)587-1240,Fax:(413)587-1272 Office of the Building Commissioner w 1.::.: _: F cry -- — pc) l(� P� I _ ; ,I 7O (/11'L MAY 1 5 2024 ; j iTh Commonwealth of Massachusetts If' IOfficeof Public Safety and Inspections CFPT.OF BUILDING INSPECTIONS Massachusetts State Building Code(780 CMR) N9 Tdui'd ng eimrt-Application for any Building other than aOne-or Two-Family Dwelling (This Section For Official Use Only) Building Permit Number'-(/1I Date Applied: Building Official: SECTION 1:LOCATION i 3s kips st 0 ► /o No.and Street City/Town Zip Code Name of Building(if applicable) 051 —Olt Assessors Map# Block#and/or Lot # SECTION 2:PROPOSED WORK Edition of MA State Code used If New Construction check here 0 or check all that apply in the two rows below Existing Building 0 Repair❑ Alterations Addition 0 Demolition 0 (Please fill out and submit Appendix 2) Change of Use 0 Change of Occupancy 0 Other 0 Specify: Are building plans and/or construction documents being supplied as part of this permit application? Yes 0 No 0 Is an Independent Structural Engineering Peer Review required? Yes 0 No 0 Brief Description of Proposed Work: Iiite,tid r le Al fedat1G.4) qs pvoJidec4 G. DvawiK J_ SECTION 3:COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATION,ADDITION,OR CHANGE IN USE OR OCCUPANCY J Check here if an Existing Buildinl Investigation and Evaluation is enclosed(See 780 CMR 34) 0 Existing Use Group(s): A __. Proposed Use Group(s): _ SECTION 4:BUILDING HEIGHT AND AREA Existing Proposed No.of Floors/Stories(include basement levels)&Area Per Floor(sq.ft) C a 5a 7 Y951 Total Area(sq.ft.)and Total Height(ft) SECTION 5:USE GROUP(Check as applicable) A: Assembly A-1 0 A-2 0 Nightclub 0 A-3 0 A-4 0 A-5 0 B: Business ❑ E: Educational 0 F: Factory F-1 0 F2 0 H: High Hazard H-1 0 H-2 0 H-3 0 H-4 0 H-5 0 I: Institutional I-1 0 I-2❑ 1-3 0 1-4 0 M: Mercantile 0 R: Residential R-10 R-2 0 R-3 0 R-4 0 S: Storage S-1 0 S-2❑ U: Utility 0 Special Use 0 and please describe below: Special Use Description: SECTION 6:CONSTRUCTION TYPE(Check as applicable) IA 0 IB ❑ HA IIB ❑ IIIA ❑ IIIBI( IV 0 VA 0 VB 0 SECTION 7:SITE INFORMATION(refer to 780 CMR 105.3 for details on each item) Trench Permit: Debris Removal: Water Supply: Flood Zone Information: Sewage Disposal: Licensed Dis sal Site Public'. Check if outside Flood Zone 0 Indicate municipa� A trench will not be Po A requiredpQr trench ors ify: Private 0 or indentify Zone: or on site system 0 permit is enclosed 0 Va l PJ ?petiliks Railroad right-of-way: Hazards to Air Navigation: MA Historic Commission key iew Process: Not Applicable Is Structure within airport approach area? Is their review completed? or Consent to Build enclosed 0 Yes 0 or NA. Yes 0 No' SECTION 8:CONTENT OF CERTIFICATE OF OCCUPANCY Edition of Code: l S ICf t Use Group(s): Type of Construction: l it i3 Does the building contain an Sprinkler System?: 14 p Special Stipulations: Design Occupant Load per Floor and Assembly space:_ I a S _ SECTION 9: PROPERTY OWNER AUTHORIZATION Na and Ad ss of�Ptr^ (5d,le XiCsM4 piO6 opertyOwner r� �� Name(Print) No.and Str a City/Toinin Zip Property Owner Contact Information: to3- - a z LjZ.Zj ti$o.2 akid e,0,l ill rioiwow, Title Telephone No.(busin s) Tel phone No. (cell) e-mail address o Cp 'n If applicable,the property owner hereby authorizes: Name Street Address City/Town State Zip to apply for and act on the property owner's behalf,in all matters relative to work authorized by this building permit application. SECTION 10:CONSTRUCTION CONTROL(Please fill out Appendix 1) If a building is less than 35,000 cu.ft.of enclosed space and/or not under Construction Control then check here 0. Otherwise provide construction control forms(see section 107 in the code)as required. 10.1 Registered Professional Responsible for Construction Control(the professional coordinating document submittals) G eoNT J fb - '03 702.7 -MR 9 sa c16q Name(Registrant) Telephone No. e-qtail address R gistration Nuber 1 Kc Q.a Pc h P. CO M Ps,SN �j�(e ' 1'� 0v Street Address City/Town J State Zip Discipline Expiration Date 10.2 General Contractor DOuhlaS I ha�er Company Nam poutlus The c C 5 10 7G 7°I Name of Per n Responsible foT Construction License No. and Type if Applicable 'Po i3ex 6o3aa FIoreste 11 A 01066Z Street Address City/Town State Zip - - Y 1 -530- V7 k5 7oct�kGs i 1a tr @ y�R;I•co Ai Telephone No.(business) Telephone No.(cell) e-mail address SECTION 11:WORKERS COMPENSATION INSURANCE AFFIDAVIT(M.G.L c.152.§25C(6)) A Workers'Compensation Insurance Affidavit from the MA Department of Industrial Accidents must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Is a signed Affidavit submitted with this application? Yes No 0 SECTION 12:CONSTRUCTION COSTS AND PERMIT FEE Item Estimated Costs:(Labor (/�D n• and Materials) Total Construction Cost(from Item 6)=$ Wn0 1.Building $ /� ,�^ Building Permit Fee=Total Construction Cost x, (Insert here I 2.Electrical $ al 0 V appropriate municipal factor)=$ . 3.Plumbing $ / 4.Mechanical (I-IVAC) $ / 0 co Note:Minimum fee=$V 3[7' (contact municipality) 5.Mechanical (Other) $ J Enclose check payable to 6.Total Cost $ qo) 0 010 (contact municipality)and write check number here I 057 SECTION 13`SIGNATURE OF BUILDING PERMIT APPLICANT By entering my name below,I hereby attest under the pains and penalties of perjury that all of the information contained in this application is true and accurate to the best of my knowledge and understanding. flu las Thu �v y( $30- fc7Ss_ s/9A/ Please prim nd sign na Title Telephone No. qJ Date 1 Street Address City/Town, State Zip mail Address J Pd (o ( Ga3p_ 1—IOvcitc4 ,144/ OIW .2 // Municipal Inspector to fill out this section upon application approval: JL --- (�-1Z-24zi1 Name Date Initial Construction Control Document c( e To be submitted with the building permit application by a Registered Design Professional • ,47 for work per the ninth edition of the .�F Massachusetts State Building Code, 780 CMR, Section 107 Project Title: Mill River Music Date: 4-12-24 Property Address: 135 King Street, Northampton,MA Project: Check(x) one or both as applicable: New construction X Existing Construction Project description: Project located in Zone CBg,lot# 31B-051. Change of use of a 52' x 122' Type IlI-B building (non sprinklered), from A-3 Assembly(gymnasium) to M Mercantile(retail space),6,222 Gross Building Area per property card, 6,250GSF measured from plans. Work includes interior fit out and creation of interior mezzanines and listening/ practice rooms. I, MA Registration Number:952969 Expiration date:8/24,am a registered design professional,and I have prepared or directly supervised the preparation of all design plans,computations and specifications concerning': Architectural X Structural Mechanical Fire Protection Electrical Other: for the above named project and that to the best of my knowledge, information, and belief such plans, computations and specifications meet the applicable provisions of the Massachusetts State Building Code, (780 CMR), and accepted engineering practices for the proposed project. I understand and agree that I (or my designee) shall perform the necessary professional services and be present on the construction site on a regular and periodic basis to: 1. Review, for conformance to this code and the design concept, shop drawings, samples and other submittals by the contractor in accordance with the requirements of the construction documents. 2. Perform the duties for registered design professionals in 780 CMR Chapter 17,as applicable. 3. Be present at intervals appropriate to the stage of construction to become generally familiar with the progress and quality of the work and to determine if the work is being performed in a manner consistent with the approved construction documents and this code. Nothing in this document relieves the contractor of its responsibility regarding the provisions of 780 CMR 107. When required by the building official,I shall submit field/progress reports(see item 3.)together with pertinent comments,in a form acceptable to the building official. Upon completion of the work,I shall submit to the building official a'Final C ntrol Document'. Enter in the space to the right a "wet" or "� AR Fc, electronic signature and seal: ( HA,..PTUN Phone number:413-727-3382 Email:info@meetinghousearchitecture.c'M.. • niH Building Official Use Only Building Official Name: Permit No.: Date: Appendix 1 Construction Documents are required for structures that must comply with 780 CMR 107. The checklist below is a compilation of the documents that may be required. The applicant shall fill out the checklist and provide the contact information of the registered professionals responsible for the documents. This appendix is to be submitted with the building permit application. Checklist for Construction Documents* Mark"x"where applicable No. Item Submitted Incomplete Not Required 1 Architectural 2 Foundation 1/ 3 Structural 4 Fire Suppression 5 Fire Alarm(may require repeaters) 6 HVAC 1/ 7 Electrical 8 Plumbing(include local connections) — 9 Gas(Natural,Propane,Medical or other) -- 10 Surveyed Site Plan(Utilities,Wetland,etc.) �. 11 Specifications 12 Structural Peer Review 13 Structural Tests&Inspections Program — 14 Fire Protection Narrative Report -- 15 Existing Building Survey/Investigation — 16 Energy Conservation Report 17 Architectural Access Review(521 CMR) — 18 Workers Compensation Insurance �J 19 Hazardous Material Mitigation Documentation 20 Other(Specify) 21 Other(Specify) 22 Other(Specify) *Areas of Design or Construction for which plans are not complete at the time of application submittal must be identified herein.Work so identified must not be commenced until this application has been amended and the proposed construction document amendment has been approved by the authority having jurisdiction. Registered Professional Contact Information ► i v rnPe K� he)((se• cc ivl Name(Registrant) a Telephone No. e-mail address RegistrationNumber Str�tMAddress Ci Town State Zip Discipline Expiration Date h/ p Name(Registrant) Telephone No. e-mail address Registration Number Street Address City/Town State Zip Discipline Expiration Date Name(Registrant) Telephone No. e-mail address Registration Number Street Address City/Town State Zip Discipline Expiration Date Please follow this link for construction control forms to be used by Registered Design Professionals. City of Northampton Massachusetts tt ''4 (_ r ' s DEPARTMENT OF BUILDING INSPECTIONS ?\ # ' _ � 212 Main Street • Municipal Building '`� '' Northampton, MA 01060 �J ; CONSTRUCTION DEBRIS AFFIDAVIT (FOR ALL DEMOLITION AND RENOVATION PROJECTS) In accordance of the provisions of MGL c 40, S54, a condition of Building Permit Number is that all debris resulting from this work shall be disposed of in a properly licensed waste disposal facility, as defined by MGL c 111, S 150A. The debris will be disposed of in: Location of Facility: Va ) 1,4 Cl The debris will be transported by: Name of Hauler: TIC/ \c/5 -Oc P " lJ YSignature of Applicant: , Date: 079- The Commonwealth of Massachusetts t' =" —0, Department of Industrial Accidents ., =Q1'.= 1 Congress Street,Suite 100 -_:t;i_`,.* Boston, MA 02114-2017 -` a=,t `'+ www.mas.goullp a Workers'Compensation Insurance Affidavit:Builders/Contractors/Electricians/Plumbers. TO BE PILED W I f t THE PERMITHNC AUTHORITY. Applicant Information Please Print Legibly Name(Busincs eOrganizatio IndividuaI): DOLth(e! S 7-I(CG.ev Address: co 0-6, co )). J f City/StatteiZip: F/ icie e II A Phone #: yi-5 — c3(i - y 7 s Are yam an employee?Cheek IIYe appropriate[tax; �,� (J Type of project(required): f t am a employer with_ `, employ (full a '`oe part-time}.* 7. 0 New construction 2a lam a sole proprietor or partnership and have no employees working for me in S.)2E Remodeling any capacity.[No workers'comp.insurance reunited.) 930lam a homeowner doing all work myself.[No workers'comp.insurance required.)` ❑Demolition 4.0 lam a homeowner and will be hiring cenl ors to conduct all week on my property_ I will !U Building addition ensure that all contractors either have Worketx'compensation insurance ear am sole 11.Q Electrical repairs or additions proprietors with no employees. 12_0 Plumbing repairs or additions 't I ant a general contractor and I have hired the sub-contractors listed on the attached sleet These sub-contractors leave employees and hove workers'comp.insurance.[ 13.0Roof repairs 14.0°lila60 We are*corporation and its officers have exercised their rises°rexerrp+tion per WI L. 132,f 44),and we have no employees.[No workers'cramp.insurance requital "Any applicant that cheeks box al rains also fell out the section below showing their workers'compensation policy informati n. t Ilomeinvners who strhmii this affidavit indicating they are doing all work and then hire outside contractors mint submit a new affidavit radios ig such. :Contractors that check this box must attached an additional sheet showing the name of the►adscontrac tors and state whether or not those entities have employees. If the sub-contractors have ermloyeea,tl ev roust pn .iidetheir workers'comp.policy number. l am an employer that is providing workers'compensation insurance for my employees. Below Is the policy and fob site information. Insurance Company Name: I VGj,et j.IJj — Policy#or Self-ins.Lic.#: l� 14(k 6 R I o a rf— Expiration Date: ./.2ot b-5 Job Site Address: I'3 S ICI K S 7 City/State/Zip: NO J.dl ct=.t )A'tr itlf_i Attach a copy of the workers'compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under MOL c. 152,pm is a criminal violation punishable by a fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator.A copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify under the pains andd nobles of perjury that the information provided above I true and correct. Signature: //L I}ate: i//V a c —t Phone#: Official use only. Do not write in this area,to be completed by city or town official City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3.City/Town Clerk 4.Electrical Inspector 5. Plumbing Inspector 6.Other Contact Person: Phone#: • r , ■ Steven Rosinski,PE 413-244-7635 Steve@Rosbeam.com 5/8/2024 Re: Structural consult-For Permit Only To: Geoff Arthur Mill River Music-Timber Mezzanines Geoff@MeetinghouseArchitecture.com 135 King St 413-727-3382 Northampton,MA 01060 Geoff, You've reached out for structural consultation for the Mill River Music project regarding the addition of new timber framed mezzanines.This letter corresponds with both the most recent draft plans dated 5/6/2024 as well as the calcs found on the following pages. My scope of work is limited to new timber frame mezzanines and its support structure and does not include the remainder of the building whether new or existing nor shall the new structure interfere with critical existing structural elements. Based on discussions between us and also between you and the client,the building's use is to remain retail with no intent on using the mezzanines for an assembly area or storage areas.Second floor usage(i.e.mezzanine only)for a retail facility will place us in a 75 PSF live load category with a non-concurrent 1,000 lbs point load placed over a 2.5-ft x 2.5-ft area of the floor.All calculations provided reflect this loading criteria. All timber frame elements are to be true in dimension eastern white pine#1 or Select Structural in grade with no exceptions for lower grades. If the client wants an alternative species,an additional analysis will be required on a case-by-case basis.Timbers are not allowed to be notched and will instead be hung from the side using hangers. Please note that all hangers will require a drawing approval process with the manufacturer for each component due to the specific detailing requirements. All timber framing element sizes are to be as follows: Beams:All 8x14 with long dimension oriented vertically and hung from the side of posts using a concealed flange hanger consisting of 1/4"thick A36 steel or higher grade with a minimum of(14)lag screws 1/2"dia.x 5"length.Further detailing for beam-to-post hangers will be required. Posts: 10x10 extending beyond the mezzanine floor framing and above top-of-railing to provide a proper anchorage point for railings.Posts that are offset to be adjacent to a wall will use one of the two offset footing choices provided in the calculations:one for corner posts and one for intermediate bearing points. Post bases will also be required to be made by the manufacturer and will require a shop drawing review and approval process. Floor Joists:6x8 with the long dimension oriented vertically and hung from the side of 8x14 beams using 1/4"thick A36 steel with a minimum of (6)lag screws 1/2"dia.x 4"length. Decking:2x6 tongue-and-groove placed on-flat running continuously over floor joists below and fastened using(1)4"Headlok fasteners where decking runs continuous over joists below and(2)4"Headlok fasteners at ends of decking for each deck board.Top of decking that's flush with top of timber beams are to be fastened to a true 2x6 dropped ledger using(2)4"Headloks and the ledger fastened to the timber beam using two rows of 5"Ledgerloks at 12"o.c. Footings will consist of three different types of footings simply explained:footings where the post is to be placed squarely in the center,posts will be placed offset from center due to a corner,and posts being placed offset from center due to an interior(such as parallel to a wall).Calculations shown reflect what's required as well as rebar sizes.Offset footings will require additional top rebar to be determined on a case-by-case basis. Let me know if you have any questions. � N OF MgSs ``." c7 STEVEN R tiG • ROSINSKIr+ Steven R Rosinski MA -' '545 ti j Steve@Rosbeam.com y' 2024.05.0817:58:59-04'00' ;%/243:5/0NALOG 0 •: " • 4 Steven Rosinski,P.E. Project Title: Mill River Music Steve@Rosbeam.com Engineer: Steven Rosinski, PE 413-244-7635 Project ID: 24036 Project Descr: Timber Frame Mezzanines Project Information Project File:24036-Mill River Music Mezzanines-Northampton,MA_Calcs.ec6 LIC#:KW-06014544,Build:20.24.03.04 ROSBEAM,LLC (c)ENERCALC INC 1983-2023 Project Title : Mill River Music Description :Timber Frame Mezzanines I.D. :24036 Address : 135 King St, Northampton,MA Project Leader :Steven Rosinski,PE Phone : 413-244-7635 Fax : eMail : Steve@Rosbeam.com Project Notes Scope of work is limited exclusively to newly added Mezzanines and its support structure Steven Rosinski,P.E. Project Title: Mill River Music ' Steve@Rosbeam.com Engineer: Steven Rosinski, PE 413-244-7635 Project ID: 24036 Project Descr: Timber Frame Mezzanines Wood Beam Project File:24036-Mill River Music Mezzanines-Northampton,MA_Calcs.ec6 LIC#:KW-06014544,Build:20.24.03.04 ROSBEAM,LLC (c)ENERCALC INC 1983-2023 DESCRIPTION: Worst Case Beam CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination: IBC 2015 Fb- 875.0 psi Ebend-xx 1,100.0ksi Fc-PrIl 575.0 psi Eminbend-xx 400.0 ksi Wood Species : Eastern White Pine Fc-Perp 350.0 psi Wood Grade : No.1 Fv 125.0 psi Ft 600.0 psi Density 22.470pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.110)L(0.4125) 8.0X 14.0 P��N 0 F M4SS Span= 16 50 ft $c. �(+ oz STEVEN R t, m ROSINSKI 545 -' �'� • �,. Applied Loads Service loads entered.Load Fail .� Epp"�, u.ations. Beam self weight calculated and added to loading FSS/ONAL�"'\ 1GLl Loads on all spans... Uniform Load on ALL spans: D=0.020, L =0.0750 ksf, Tributary Width=5.50 ft 0 • ' • 4 DESIGN SUMMARY Desi!n OK Maximum Bending Stress Ratio = 0.89a 1 Maximum Shear Stress Ratio = 0.411 : 1 Section used for this span 8.0 X 14.0 Section used for this span 8.0 X 14.0 lb:Actual = 843.80psi fv:Actual = 51.39 psi F'b = 941.35psi F'v = 125.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.344 in Ratio= 575>=360 Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.450 in Ratio= 439>=240 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<240 n/a Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.4501 8.310 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 4.455 4.455 Max Upward from Load Combinations 4.455 4.455 Max Upward from Load Cases 3.403 3.403 D Only 1.052 1.052 +D+L 4.455 4.455 +D+0.750L 3.604 3.604 +0.60D 0.631 0.631 L Only 3.403 3.403 Steven Rosinski,P.E. Project Title: Mill River Music Steve@Rosbeam.com Engineer: Steven Rosinski, PE 413-244-7635 Project ID: 24036 Project Descr: Timber Frame Mezzanines Wood Beam Project File:24036-Mill River Music Mezzanines-Northampton,MA Calcs.ec6 LIC#:KW-06014544,Build:20.24.03.04 ROSBEAM,LLC (c)ENERCALC INC 1983-2023 DESCRIPTION: Worst Case Beam v2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination: IBC 2015 Fb- 875.0 psi Ebend-xx 1,100.0ksi Fc-Prll 575.0 psi Eminbend-xx 400.0 ksi Wood Species : Eastern White Pine Fc-Perp 350.0 psi Wood Grade : No.1 Fv 125.0 psi Ft 600.0 psi Density 22.470pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0 36)L(1 4) D(0.0950)L(0.3563) D(0.1)L(0.375) • 8.0 X 14.0 Span=u.so ft ,4 k OF M4ss4 A. c STEVEN R yam, I ROSINSKI r^ Applied Loads Service loads entered. L .v act . -.•i5ppli y# calculations. Beam self weight calculated and added to loading s�• Loads on all spans... Z' a-- Uniform Load on ALL spans : D =0.020, L=0.0750 ksf, Tributary Width=4.750 ft fsS/ONALE-t° Point Load : D=0.360, L= 1.40 k @ 8.0 ft, (Beam incoming) n ' ' Uniform Load : D=0.020, L=0.0750 ksf, Extent=0.0-->>8.0 ft, Tributary Width =5.0 ft, (Fro. 4 DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.977: 1 Maximum Shear Stress Ratio = 0.543 : 1 Section used for this span 8.0 X 14.0 Section used for this span 8.0 X 14.0 fb:Actual = 919.30psi fv:Actual = 67.91 psi F'b = 941.35psi F'v = 125.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.524ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.215 in Ratio= 696>=360 Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.277 in Ratio= 540>=240 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<240 n/a Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.2773 6.296 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 6.147 5.272 Max Upward from Load Combinations 6.147 5.272 Max Upward from Load Cases 4.771 4.083 D Only 1.377 1.189 +D+L 6.147 5.272 +D+0.750L 4.955 4.251 +0.60D 0.826 0.714 Steven Rosinski, P.E. Project Title: Mill River Music Steve@Rosbeam.com Engineer: Steven Rosinski, PE 413-244-7635 Project ID: 24036 Project Descr: Timber Frame Mezzanines Wood Beam Project File:24036-Mill River Music Mezzanines-Northampton,MA_Calcs.ec6 LIC#:KW-06014544,Build:20.24.03.04 ROSBEAM,LLC (c)ENERCALC INC 1983-2023 DESCRIPTION: Worst Case Beam v2 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 L Only 4.771 4.083 Steven Rosinski,P.E. Project Title: Mill River Music Steve@Rosbeam.com Engineer: Steven Rosinski, PE 413-244-7635 Project ID: 24036 Project Descr: Timber Frame Mezzanines Wood Beam Project File:24036-Mill River Music Mezzanines-Northampton,MA_Calcs.ec6 LIC#:KW-06014544,Build:20.24.03.04 ROSBEAM,LLC (c)ENERCALC INC 1983-2023 DESCRIPTION: Purlin joist CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination: IBC 2015 Fb- 875.0 psi Ebend-xx 1,100.0ksi Fc-Prll 575.0 psi Eminbend-xx 400.0ksi Wood Species : Eastern White Pine Fc-Perp 350.0 psi Wood Grade : No.1 Fv 125.0 psi Ft 600.0 psi Density 22.470pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.060)L(0.2250) 60X80 \ OFA14S Span= 10 0 ft 4c,Q s4�, (i : % v 545 -, _ Applied Loads Service loads entered. Loa a��s •• .,e a .li. y� Iculations. Beam self weight calculated and added to loading F' '..- �� Loads on all spans... ASS/ONAL��' Uniform Load on ALL spans : D=0.020, L=0.0750 ksf, Tributary Width=3.0 ft 0 •. 4 DESIGN SUMMARY Desi t n OK Maximum Bending Stress Ratio = 0.719t 1 Maximum Shear Stress Ratio = 0.318 : 1 Section used for this span 6.0 X 8.0 Section used for this span 6.0 X 8.0 fb:Actual = 685.52 psi fv:Actual = 39.70 psi F'b = 953.75psi F'v = 125.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.181 in Ratio= 663>=360 Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.235 in Ratio= 510>=240 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<240 n/a Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.2351 5.036 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.462 1.462 Max Upward from Load Combinations 1.462 1.462 Max Upward from Load Cases 1.125 1.125 D Only 0.337 0.337 +D+L 1.462 1.462 +D+0.750L 1.181 1.181 +0.60D 0.202 0.202 L Only 1.125 1.125 Steven Rosinski,P.E. Project Title: Mill River Music Steve@Rosbeam.com Engineer: Steven Rosinski, PE 413-244-7635 Project ID: 24036 Project Descr: Timber Frame Mezzanines Wood Beam Project File:24036-Mill River Music Mezzanines-Northampton,MA_Calcs.ec6 LIC#:KW-06014544,Build:20.24.03.04 ROSBEAM,LLC (c)ENERCALC INC 1983-2023 DESCRIPTION: Planking CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 875.0 psi Ebend-xx 1,100.0ksi Fc-Prll 575.0 psi Eminbend-xx 400.0 ksi Wood Species : Eastem White Pine Fc-Perp 350.0 psi Wood Grade : No.1 Fv 125.0 psi Ft 600.0 psi Density 22.470 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.010)L(0.03750) A 60X20 * 6.0X2.0 Span Span=3.0ft ��P\% OFA/,q`ss,4 P o= STEVEN R yG til 4 ROSINSKI r2. v • 545 c-„" Applied Loads Service loads entered.Load Factor• ' 4t r,�1 r' s. Beam self weight NOT internally calculated and added FSS/ONAL0�'\ Loads on all spans... �___,_� Uniform Load on ALL spans: D =0.020, L=0.0750 ksf, Tributary Width =0.50 ft 0 • • • 4 DESIGN SUMMARY Desi s n OK Maximum Bending Stress Ratio = 0.19Q 1 Maximum Shear Stress Ratio = 0.082 : 1 Section used for this span 6.0 X 2.0 Section used for this span 6.0 X 2.0 fb:Actual = 160.31 psi fv:Actual = 10.24 psi F'b = 841.75psi F'v = 125.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.000ft Location of maximum on span = 2.849ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio= 5512>=360 Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.008 in Ratio= 4351>=240 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<240 n/a Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.0083 1.274 0.0000 0.000 +D+L 2 0.0082 1.743 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 0.053 0.178 0.053 Max Upward from Load Combinations 0.053 0.178 0.053 Max Upward from Load Cases 0.042 0.141 0.042 D Only 0.011 0.037 0.011 +D+L 0.053 0.178 0.053 +D+0.750L 0.043 0.143 0.043 +0.60D 0.007 0.022 0.007 L Only 0.042 0.141 0.042 Steven Rosinski,P.E. Project Title: Mill River Music Steve@Rosbeam.com Engineer: Steven Rosinski, PE - 413-244-7635 Project ID: 24036 Project Descr: Timber Frame Mezzanines Wood Beam Project File:24036-Mill River Music Mezzanines-Northampton,MA_Calcs.ec6 LIC#:KW-06014544,Build:20.24.03.04 ROSBEAM,LLC (c)ENERCALC INC 1983-2023 DESCRIPTION: Planking v2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination: IBC 2015 Fb- 875.0 psi Ebend-xx 1,100.0ksi Fc-PrIl 575.0 psi Eminbend-xx 400.0 ksi Wood Species : Eastern White Pine Fc-Perp 350.0 psi Wood Grade : No.1 Fv 125.0 psi Ft 600.0 psi Density 22.470pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.010) LOP16}} 60 X 2 0 A. Span=2.670 ft =�O"\' F Mgs8 o STEVEN R yam, ~ i ROSINSKI Applied Loads Service loads entered. Loa g orb.,j .:r Jr. ied V+ culations. Beam self weight NOT internally calculated and added • '/ Loads on all spans... �j •� '•'� ..er Uniform Load on ALL spans: D=0.020 ksf, Tributary Width=0.50 ft FSS/17NALOC' Uniform Load : L=0.160 , Tributary Width= 1.0 ft, (Point Load Live Load) 0 . . a 4 DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.54Q 1 Maximum Shear Stress Ratio = 0.199 : 1 Section used for this span 6.0 X 2.0 Section used for this span 6.0 X 2.0 fb:Actual = 454.47psi fv:Actual = 24.85 psi Fb = 841.75psi F'v = 125.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 1.335ft Location of maximum on span = 2.504 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.042 in Ratio= 766>=360 Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.044 in Ratio= 721>=240 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<240 n/a Overall Maximum Deflections Load Combination Span Max."--Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.0444 1.345 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.227 0.227 Max Upward from Load Combinations 0.227 0.227 Max Upward from Load Cases 0.214 0.214 D Only 0.013 0.013 +D+L 0.227 0.227 +D+0.750L 0.174 0.174 +0.60D 0.008 0.008 L Only 0.214 0.214 • Steven Rosinski,P.E. Project Title: Mill River Music • Steve@Rosbeam.com Engineer: Steven Rosinski, PE 413-244-7635 Project ID: 24036 Project Descr: Timber Frame Mezzanines General Footing Project File:24036-Mill River Music Mezzanines-Northampton,MA_Calcs.ec6 LIC#:KW-06014544,Build:20.24.03.04 ROSBEAM,LLC (c)ENERCALC INC 1983-2023 DESCRIPTION: Worst case offset footing Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec:Concrete Elastic Modulus = 3,122.02 ksi Increase Bearing By Footing Weight = Yes Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 250.0 pcf W Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 1.50 ft Length parallel to Z-Z Axis = 6.50 ft Z Footing Thickness = 12.0 in P�. OF AIlSS Load location offset from footing center... ..41. q0 ex:PrIl to X-X Axis = -4 in o= STEVEN R Ln = in I ROSINSKI Pedestal dimensions... o x v ,.,• 545 --'' px:parallel to X-X Axis = 10.0 in zo • j pz:parallel to Z-Z Axis = 10.0 in '�j 4" .•=�- 'gal' Height - in FSSIONAL '' Rebar Centerline to Edge of Concrete... ii _,,_ at Bottom of footing = 3.0 in •• 0 • + • 4 • :o w CZ Reinforcing _ 1 Z."_ W Bars parallel to X-X Axis Number of Bars - 9.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis - Number of Bars = 2.0 Reinforcing Bar Size = # 4 9 -#4 Bars , Bandwidth Distribution Check (ACI 15.4.4.2) - Direction Requiring Closer Separation - zas«��,�ow.pw.x Bars along X-X Axis X-X Section Looking to +Z #Bars required within zone 37.5 #Bars required on each side of zone 62.5% Applied Loads D Lr L S W E H P:Column Load = 1.80 6.40 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Steven Rosinski,P.E. Project Title: Mill River Music , Steve@Rosbeam.com Engineer: Steven Rosinski, PE 413-244-7635 Project ID: 24036 Project Descr: Timber Frame Mezzanines General Footing Project File:24036-Mill River Music Mezzanines-Northampton,MA_Calcs.ec6 LIC#:KW-06014544,Build:20.24.03.04 ROSBEAM,LLC (c)ENERCALC INC 1983-2023 DESCRIPTION: Worst case offset footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9818 Soil Bearing 2.106 ksf 2.145 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.001924 Z Flexure(+X) 0.02093 k-ft/ft 10.877 k-ft/ft +1.20D+1.60L PASS 0.0 Z Flexure(-X) 0.0 k-ft/ft 0.0 k-ft/ft No Moment v,\V\OF AI4Ss PASS 0.4868 X Flexure(+Z) 5.104 k-ft/ft 10.486 k-ft/ft +1.20D+1.6.• �C.P 40 PASS 0.4868 X Flexure(-Z) 5.104 k-ft/ft 10.486 k-ft/ft +1.20D+1.:'J ? STEVEN R "S PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a I ROSINSKI "" PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a v /,., 545 -1 PASS 0.2981 1-way Shear(+Z) 24.494 psi 82.158 psi +1.20D+1.: PASS 0.2981 1-way Shear(-Z) 24.494 psi 82.158 psi +1.20D+1 a •, ./,AN .4 PASS n/a 2-way Punching 0.7105 psi 82.158 psi +1.40D FSS/ONAL \' 'G Top reinforcing mat required(see'Bending'tab). 0 *• 4 Hand check required for anchor pullout. Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 2.145 n/a 0.0 0.3296 0.3296 n/a n/a 0.154 X-X,+D+L 2.145 n/a 0.0 0.9860 0.9860 n/a n/a 0.460 X-X,+D+0.750L 2.145 n/a 0.0 0.8219 0.8219 n/a n/a 0.383 X-X,+0.60D 2.145 n/a 0.0 0.1978 0.1978 n/a n/a 0.092 Z-Z, D Only 2.145 -2.240 n/a n/a n/a 0.5733 0.08592 0.267 Z-Z,+D+L 2.145 -3.412 n/a n/a n/a 2.106 0.0 0.982 Z-Z,+D+0.750L 2.145 -3.294 n/a n/a n/a 1.720 0.0 0.802 Z-Z,+0.60D 2.145 -2.240 n/a n/a n/a 0.3440 0.05155 0.160 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D 1.037 +Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK X-X,+1.40D 1.037 -Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK X-X,+1.20D+1.60L 5.104 +Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK X-X,+1.20D+1.60L 5.104 -Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK X-X,+1.20D+0.50L 2.206 +Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK X-X,+1.20D+0.50L 2.206 -Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK X-X,+1.20D 0.8892 +Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK X-X,+1.20D 0.8892 -Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK X-X,+0.90D 0.6669 +Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK X-X,+0.90D 0.6669 -Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK Z-Z,+1.40D 0.0 -X Top 0.2592 ACI 7.6.1.1 0.2769 10.877 OK Z-Z,+1.40D 0.003546 +X Bottom 0.2592 ACI 7.6.1.1 0.2769 10.877 OK Z-Z,+1.20D+1.60L 0.0 -X Top 0.2592 ACI 7.6.1.1 0.2769 10.877 OK Z-Z,+1.20D+1.60L 0.02093 +X Bottom 0.2592 ACI 7.6.1.1 0.2769 10.877 OK Z-Z,+1.20D+0.50L 0.0 -X Top 0.2592 ACI 7.6.1.1 0.2769 10.877 OK Z-Z,+1.20D+0.50L 0.007542 +X Bottom 0.2592 ACI 7.6.1.1 0.2769 10.877 OK Z-Z,+1.20D 0.0 -X Top 0.2592 ACI 7.6.1.1 0.2769 10.877 OK Z-Z,+1.20D 0.003040 +X Bottom 0.2592 ACI 7.6.1.1 0.2769 10.877 OK Z-Z,+0.90D 0.0 -X Top 0.2592 ACI 7.6.1.1 0.2769 10.877 OK Z-Z,+0.90D 0.002280 +X Bottom 0.2592 ACI 7.6.1.1 0.2769 10.877 OK One Way Shear X Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D 0.00 psi 0.00 psi 4.98 psi 82.16 psi 0.06 OK Steven Rosinski,P.E. Project Title: Mill River Music • Steve@Rosbeam.com Engineer: Steven Rosinski,PE 413-244-7635 Project ID: 24036 Project Descr: Timber Frame Mezzanines General Footing Project File:24036-Mill River Music Mezzanines-Northampton.MA_Calcs.ec6 LIC#:KW-06014544,Build:20.24.03.04 ROSBEAM,LLC (c)ENERCALC INC 1983-2023 DESCRIPTION: Worst case offset footing One Way Shear X Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu/Phi Vn Status +1.20D+1.60L 0.00 psi 0.00 psi 24.49 psi 82.16 psi 0.30 OK +1.20D+0.50L 0.00 psi 0.00 psi 10.59 psi 82.16 psi 0.13 OK +1.20D 0.00 psi 0.00 psi 4.27 psi 82.16 psi 0.05 OK +0.90D 0.00 psi 0.00 psi 3.20 psi 82.16 psi 0.04 OK One Way Shear Z Load Combination... Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi'Vn Status +1.40D 4.98 psi 4.98 psi 4.98 psi 82.16 psi 0.06 OK +1.20D+1.60L 24.49 psi 24.49 psi 24.49 psi 82.16 psi 0.30 OK +1.20D+0.50L 10.59 psi 10.59 psi 10.59 psi 82.16 psi 0.13 OK +1.20D 4.27 psi 4.27 psi 4.27 psi 82.16 psi 0.05 OK +0.90D 3.20 psi 3.20 psi 3.20 psi 82.16 psi 0.04 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi`Vn Vu/Phi*Vn Status +1.40D 0.71 psi 164.32psi 0.004324 OK +1.20D+1.60L 0.71 psi 164.32psi 0.004324 OK +1.20D+0.50L 0.71 psi 164.32psi 0.004324 OK +1.20D 0.71 psi 164.32psi 0.004324 OK +0.90D 0.71 psi 164.32psi 0.004324 OK =�0P`‘HOFMgss1 c STEVEN R yam, ROSINSKI f ": I 4t'SS/ONAt.t0 0 • . • 4 Steven Rosinski,P.E. Project Title: Mill River Music Steve@Rosbeam.com Engineer: Steven Rosinski,PE 413-244-7635 Project ID: 24036 Project Descr: Timber Frame Mezzanines General Footing Project File:24036-Mill River Music Mezzanines-Northampton,MA_Calcs.ec6 LIC#:KW-06014544,Build:20.24.03.04 ROSBEAM,LLC (c)ENERCALC INC 1983-2023 DESCRIPTION: Worst case interior footing Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec:Concrete Elastic Modulus = 3,122.02 ksi Increase Bearing By Footing Weight = Yes Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 250.0 pcf (P Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thickness = 12.0 in �P�-0 OF Al4sS4c o' STEVEN R tiG - - = ROSINSKI r2, Pedestal dimensions... X x v - _545 px:parallel to X-X Axis = 10.0 in o �/ / `%,pz: parallel to Z-Z Axis = 10.0 in �, 4' ::::'‘.Hei ht - in f G\Rebar Centerline to Edge of Concrete... 0 SS/ON � at Bottom of footing = 3.0 in " 0 • + 0 4 z • _ . . .o m Reinforcing 2.-0" w Bars parallel to X-X Axis Number of Bars - 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number = 3.0 3 #4 Bars3 #4 Bars Reinforcingcing Bar Bar Size = # 4 - - Z? Bandwidth Distribution Check (ACI 15.4.4.2) = - Direction Requiring Closer Separation CO M ' n/a X-X Section Looking to +Z Z-Z Section Looking to +X #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 1.50 5.60 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Steven Rosinski, P.E. Project Title: Mill River Music Steve@Rosbeam.com Engineer: Steven Rosinski, PE 413-244-7635 Project ID: 24036 Project Descr: Timber Frame Mezzanines General Footing Project File:24036-Mill River Music Mezzanines-Northampton,MA_Calcs.ec6 LIC#:KW-06014544,Build:20.24.03.04 ROSBEAM,LLC (c)ENERCALC INC 1983-2023 DESCRIPTION: Worst case interior footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8951 Soil Bearing 1.920 ksf 2.145 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.03894 Z Flexure(+X) 0.4577 k-ft/ft 11.753 k-ft/ft +1.20D+1.60 ��.��F MASS4 PASS 0.03894 Z Flexure(-X) 0.4577 k-ft/ft 11.753 k-ft/ft +1.20D+1.6' ' 0 PASS 0.03894 X Flexure(+Z) 0.4577 k-ft/ft 11.753 k-ft/ft +1.20D+1.:(o`er STEVEN R :.ei, , PASS 0.03894 X Flexure(-Z) 0.4577 k-ft/ft 11.753 k-f/ft +1.20D+1. Ug ROSINSKI ', PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a ,5 '�,•,.545 ti - PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/aPASS n/a 1-way Shear(+Z) 0.0 psi 82.158 psi n/a '�",.A PASS n/a 1-way Shear(-Z) 0.0 psi 82.158 psi n/a '`6:570NALC-* PASS n/a 2-way Punching 5.663 psi 82.158 psi +1.20D+1.60L ID •; 4 Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 2.145 n/a 0.0 0.520 0.520 n/a n/a 0.242 X-X,+D+L 2.145 n/a 0.0 1.920 1.920 n/a n/a 0.895 X-X,+D+0.750L 2.145 n/a 0.0 1.570 1.570 n/a n/a 0.732 X-X,+0.60D 2.145 n/a 0.0 0.3120 0.3120 n/a n/a 0.146 Z-Z,D Only 2.145 0.0 n/a n/a n/a 0.520 0.520 0.242 Z-Z,+D+L 2.145 0.0 n/a n/a n/a 1.920 1.920 0.895 Z-Z,+D+0.750L 2.145 0.0 n/a n/a n/a 1.570 1.570 0.732 Z-Z,+0.60D 2.145 0.0 n/a n/a n/a 0.3120 0.3120 0.146 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gwn.As Actual As Phi'Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D 0.08932 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X,+1.40D 0.08932 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X,+1.20D+1.60L 0.4577 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X,+1.20D+1.60L 0.4577 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X,+1.20D+0.50L 0.1957 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X,+1.20D+0.50L 0.1957 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X,+1.20D 0.07656 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X,+1.20D 0.07656 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X,+0.90D 0.05742 +Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK X-X,+0.90D 0.05742 -Z Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z,+1.40D 0.08932 -X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z,+1.40D 0.08932 +X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z,+1.20D+1.60L 0.4577 -X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z,+1.20D+1.60L 0.4577 +X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z,+1.20D+0.50L 0.1957 -X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z,+1.20D+0.50L 0.1957 +X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z,+1.20D 0.07656 -X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z,+1.20D 0.07656 +X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z,+0.90D 0.05742 -X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK Z-Z,+0.90D 0.05742 +X Bottom 0.2592 ACI 7.6.1.1 0.30 11.753 OK One Way Shear X Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60L 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+0.50L 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +0.90D 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK Steven Rosinski, P.E. Project Title: Mill River Music , Steve@Rosbeam.com Engineer: Steven Rosinski, PE 413-244-7635 Project ID: 24036 Project Descr: Timber Frame Mezzanines General Footing Project File:24036-Mill River Music Mezzanines-Northampton,MA_Calcs.ec6 LIC#:KW-06014544,Build:20.24.03.04 ROSBEAM,LLC (c)ENERCALC INC 1983-2023 DESCRIPTION: Worst case interior footing One Way Shear Z Load Combination... Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+1.60L 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D+0.50L 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +1.20D 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK +0.90D 0.00 psi 0.00 psi 0.00 psi 82.16 psi 0.00 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 1.11 psi 164.32psi 0.006726 OK +1.20D+1.60L 5.66 psi 164.32psi 0.03447 OK +1.20D+0.50L 2.42 psi 164.32psi 0.01473 OK +1.20D 0.95 psi 164.32psi 0.005766 OK +0.90D 0.71 psi 164.32psi 0.004324 OK =mac,\"\" OF MASsi o STEVEN R G ROSINSKI �, v �;. 545 Z,',j, FSS/ONALIA'\ Steven Rosinski,P.E. Project Title: Mill River Music Steve@Rosbeam.com Engineer: Steven Rosinski, PE 413-244-7635 Project ID: 24036 Project Descr: Timber Frame Mezzanines General Footing Project File:24036-Mill River Music Mezzanines-Northampton,MA_Calcs.ec6 LIC#:KW-06014544,Build:20.24.03.04 ROSBEAM,LLC (c)ENERCALC INC 1983-2023 DESCRIPTION: Worst case corner offset footing Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values Pc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy: Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec:Concrete Elastic Modulus = 3,122.02 ksi Increase Bearing By Footing Weight = Yes Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 250.0 pcf (P Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overtuming Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.50 ft Length parallel to Z-Z Axis = 3.50 ft Z Footing Thickness = 12.0 in ��Nk OF M�4S Load location offset from footing center... 2��P S�CyG ex:Prll to X-X Axis = -18 in o STEVEN R 0 in = ROSINSKI Pedestal dimensions... x X v �vi545 ;�. px:parallel to X-X Axis = 10.0 in /21 �„,,.4, %, ti pz:parallel to Z-Z Axis = 10.0 in FSSI 'ECG' Height in OVAL Rebar Centerline to Edge of Concrete... `; 0 ♦ : ♦ 4 at Bottom of footing = 3.0 in N • Z co v Reinforcing 3'-6• . W Bars parallel to X-X Axis Number of Bars - 5 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 5 . Reinforcing Bar Size = # 4 5-#4 Bars 5-#4 Bars c Bandwidth Distribution Check (ACI 15.4.4.2) M M Direction Requiring Closer Separation X-X Section Looking to+Z Z-Z Section Looking to+X n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 0.90 3.30 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Steven Rosinski, P.E. Project Title: Mill River Music Steve@Rosbeam.com Engineer: Steven Rosinski, PE 413-244-7635 Project ID: 24036 Project Descr: Timber Frame Mezzanines General Footing Project File:24036-Mill River Music Mezzanines-Northampton,MA_Calcs.ec6 LIC#:KW-06014544,Bu,Id:20.24.03.04 ROSBEAM,LLC (c)ENERCALC INC 1983-2023 DESCRIPTION: Worst case corner offset footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7562 Soil Bearing 1.622 ksf 2.145 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.02586 Z Flexure(+X) 0.2899 k-ft/ft 11.211 k-ft/ft +1.20D+1.60L PASS 0.0 Z Flexure(-X) 0.0 k-ft/ft 0.0 k-ft/ft No Moment PASS 0.04116 X Flexure(+Z) 0.4615 k-ft/ft 11.211 k-ft/ft +1.20D+1.60L �N OF M PASS 0.04116 X Flexure(-Z) 0.4615 k-ft/ft 11.211 k-ft/ft +1.20D+1.60 �,P\' ASS PASS 0.02339 1-way Shear(+X) 1.922 psi 82.158 psi +1.20D+1.60. Zyc• o STEVEN R o PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a I PASS 0.03482 1-way Shear(+Z) 2.860 psi 82.158 psi +1.20D+1.6 `ROSIN SKI r.,5 Z,",PASS 0.03482 1-way Shear(-Z) 2.860 psi 82.158 psi +1.20D+1.6- / i • /0 PASS n/a 2-way Punching 0.9995 psi 82.158 psi +1.40D X j• .,.,:.SIN 4 Top reinforcing mat required(see'Bending'tab). F"IONAt�e a G\ Hand check required for anchor pullout. 0 • • • 4 Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 2.145 n/a 0.0 0.2185 0.2185 n/a n/a 0.102 X-X,+D+L 2.145 n/a 0.0 0.4879 0.4879 n/a n/a 0.228 X-X,+D+0.750L 2.145 n/a 0.0 0.4205 0.4205 n/a n/a 0.196 X-X,+0.60D 2.145 n/a 0.0 0.1311 0.1311 n/a n/a 0.061 Z-Z,D Only 2.145 -6.053 n/a n/a n/a 0.4055 0.03144 0.189 Z-Z,+D+L 2.145 -12.650 n/a n/a n/a 1.622 0.0 0.756 Z-Z,+D+0.750L 2.145 -11.793 n/a n/a n/a 1.269 0.0 0.592 Z-Z,+0.60D 2.145 -6.053 n/a n/a n/a 0.2433 0.01886 0.113 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi•Mn Status k-ft Surface in"2 in^2 in^2 k-ft X-X,+1.40D 0.09143 +Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.211 OK X-X,+1.40D 0.09143 -Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.211 OK X-X,+1.20D+1.60L 0.4615 +Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.211 OK X-X,+1.20D+1.60L 0.4615 -Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.211 OK X-X,+1.20D+0.50L 0.1981 +Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.211 OK X-X,+1.20D+0.50L 0.1981 -Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.211 OK X-X,+1.20D 0.07837 +Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.211 OK X-X,+1.20D 0.07837 -Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.211 OK X-X,+0.90D 0.05878 +Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.211 OK X-X,+0.90D 0.05878 -Z Bottom 0.2592 ACI 7.6.1.1 0.2857 11.211 OK Z-Z,+1.40D 0.0 -X Top 0.2592 ACI 7.6.1.1 0.2857 11.211 OK Z-Z,+1.40D 0.07579 +X Top 0.2592 ACI 7.6.1.1 0.2857 11.211 OK Z-Z,+1.20D+1.60L 0.0 -X Top 0.2592 ACI 7.6.1.1 0.2857 11.211 OK Z-Z,+1.20D+1.60L 0.2899 +X Top 0.2592 ACI 7.6.1.1 0.2857 11.211 OK Z-Z,+1.20D+0.50L 0.0 -X Top 0.2592 ACI 7.6.1.1 0.2857 11.211 OK Z-Z,+1.20D+0.50L 0.1554 +X Top 0.2592 ACI 7.6.1.1 0.2857 11.211 OK Z-Z,+1.20D 0.0 -X Top 0.2592 ACI 7.6.1.1 0.2857 11.211 OK Z-Z,+1.20D 0.06496 +X Top 0.2592 ACI 7.6.1.1 0.2857 11.211 OK Z-Z,+0.90D 0.0 -X Top 0.2592 ACI 7.6.1.1 0.2857 11.211 OK Z-Z,+0.90D 0.04872 +X Top 0.2592 ACI 7.6.1.1 0.2857 11.211 OK One Way Shear X Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu/Phi'Vn Status +1.40D 0.00 psi 0.06 psi 0.57 psi 82.16 psi 0.01 OK Steven Rosinski,P.E. Project Title: Miil River Music Engineer: Steven Rosinski, PE Stev 413-2@-7635 .com Project ID: 24036 413 244 7635 Project Descr: Timber Frame Mezzanines Protect File:24036-Mill River Music Mezzanines-Northampton,MA Calcs.ec6 General Footing ROSBEAM,LLC (0)ENERCALC INC 1983-2023 LIC#:KW-06014544,Build:20.24.D3.04 DESCRIPTION: Worst case comer offset footing One Way Shear X Vu X Vu @+X Vu:Max Phi Vn Yu/Phi*Yn Status Load Combination... 0.00 psi 1.92 psi 2.86 psi 82.16 psi 0.03 OK +1.20D+1. 0.00 psi 0.35 psi 1.23 psi 82.16 psi 0.01 OK +1.20D+0.50L 4t 0.00 psi 0.05 psi 0.49 psi 82.16 psi 0.01 OK +1.20D 0.00 Psi 0.04 psi 0.36 psi 82.16 psi 0.00 OK +0.90D One Way Shear Z Vu Vu +Z Vu:Max Phi Vn Vu/Phi*1/n Status Load Combination... 0.57 psi 0.57 psi 0.57 psi 82.16 psi 0.01 OK +1.40D 2.86 psi 2.86 psi 2.86 psi 82.16 psi 0.03 OK +1.20D+1.60L1.23 psi 1.23 psi 1.23 psi 82.16 psi 0.01 OK +1.20D+0.5 0L 0.49 psi 0.49 psi 0.49 psi 82.16 psi 0.01 OK +0.90D 0.36 psi 0.36 psi 0.36 psi 82.16 psi All000s k OK +0.90D Two-Way"Punching"Shear Vu(Phi*Vn Status Vu Phi*Vn OK Load Combination... 1.00 psi 164 32psi 0.006083 OK +1.40D 164.32psi 0.006083 OK 1.00 psi 0.006083 +1.20D+1.50L 164.32psi OK 1.00 psi 0.006083 +1.20D+0.50L 164.32 psi OK +1.90D 1.00 psi 0.006083 1.00 psi 164.32psi +o.soD i �pF MASs4�ti STEVEN R s 4 ROSINSKI 2, c' , 545 �' �fSS�ONAL \ 0