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2024-0176
�f .4 DocuSign Envelope ID:95971D4D-0E71-4AF0-887D-8E1689E975BD % , Office Use Only ADDITION/ALTERATION PERMIT Permit#: 202-/\ - 0rrip Town ofQlueensbury APPLICATION Permit Fee:$ . 0 '96 742 Bay Road,Queensbury,NY 12804 • P:518-761-8256 www.queensbury.net Invoice#: Flood Zone? Y N Reviewed By: • Project Location: 192 Corinth Road Tax Map ID#: 309.13-1-74 n/a Subdivision Name: PROJECT INFORMATION: TYPE: ❑ Residential ® Commercial, Proposed Use: McDonald's ❑ Single-Family ❑ Two-Family ❑ Multi-Family(#of units_) ❑ Townhouse ❑ Business Office ❑ Retail ❑ Industrial/Warehouse ❑ Garage (#of cars ) ® Other(describe restaurant ) ADDITION SQUARE FOOTAGE: ALTERATION SQUARE FOOTAGE: 1st floor: 0 1st floor: 2,174 2nd floor: n/a 2nd floor: n/a 3rd floor: n/a 3rd floor: n/a Baseme abitable space): n/a \ Basement (habitable space): To al-sq ft: 5,200 -\-\ Total sq ft: 2,174 Scope of work to be done: Installation of new drive-thru window, remodel of customer service area and seating. 11) .1:2.:', V 1 :1 : .1 L'r ,� i I APR 11 2024 " .1 Addition/Alteration Application Revised June 2022 ,1/ DocuSign Envelope ID:95971D4D-0E71-4AF0-887D-8E1689E975BD ADDITIONAL PROJECT INFORMATION: 1. Estimated Cost of Construction: $ 300,000 2. Source of Heat (circle one): © Gas ❑ Oil ❑ Propane ❑ Solar ❑ Other: Fireplaces/inserts need a separate Fuel Burning Appliances & Chimney Application 3. Are there any structures not shown on the plot plan? ❑ YES )7 NO Explain: 4. Are there any easements on the property? ❑ YES NO SITE INFORMATION: • Is this a corner lot? ❑ YES ® NO • Will the grade be changed as a result of the construction? ❑ YES ® NO • What is the water source? © PUBLIC ❑ PRIVATE WELL • What type of wastewater system is on the parcel? ® SEWER ❑ PRIVATE SEPTIC DECLARATION: 1. I acknowledge that no construction shall be commenced prior to the issuance of a valid permit and will be completed within a 12 month period.Any changes to the approved plans prior to/during construction will require the submittal of amended plans,additional reviews and re-approval. . 2. If,for any reason,the building permit application is withdrawn,30%of the fee is retained by the Town of Queensbury.After 1 year from the initial application date, 100%of the fee is retained. 3. Ifthework is not completed by the 1 year expiration date the permit may be renewed, subject to fees and department approval. 4. I certify that the application, plans and supporting materials area true and a complete statement and/or 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. 5. I acknowledge that prior to occupying the facilities proposed I, or my agents, will obtain a certificate of occupancy. 6. I also 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: Nancy Malone PRINT NAME: DocuSigned by: SIGNATURE: L Natn.(,ti itt.a(btnt, DATE: 3/28/2024 8110C8D8D40345A... Addition/Alteration Application Revised June 2022 DocuSign Envelope ID:95971D4D-0E71-4AF0-887D-8E1689E975BD CONTACT INFORMATION: PLEASE PRINT LEGIBLY OR TYPE, PLEASE INCLUDE AN EMAIL • Applicant: Name(s): McDonald's USA, LLC Mailing Address, C/S/Z: 110 N Carpenter Street Chicago, IL 60607 Cell Phone: ( 630 )209-1540 Land Line: ( ) Email: nancy.malone©us.mcd.com • Primary Owner(s): Name(s): Mailing Address, C/S/Z: Cell Phone: ( ) Land Line: ( ) Email: ❑ Check if all work will be performed by property owner only • Contractor(s): (List all additional contractors on the back of this form) Contact Name(s): Hunt Companies Contractor Trade: General Contractor Mailing Address CJS/Z:515 Co Rd 45, Argyle, NY 12809 Cell Phone: 51 )63t3-BU61 Land Line: ( ) Email: AGonza es untcompanies.net **Workers' Comp documentation must be submitted with this application** • Architect(s)/Engineer(s): Business Name: ore tates Callen Hazelton Contact Name(s): 46 Edst Mdin Street, Sounerville, NJ 08876 Mailing Addresz1CIS/ 7a-52pi _ Cell Ph c�az�lton more-states.com Land Line: ( ) Email: Contact Person for Compliance in regards to this project: Shawn Gregoire Cell Phone: � ) Land Line: ( 513 )3UU-41U9 Email: sgregoire@bohlereng.com Addition/Alteration Application Revised June 2022 iiiCOMcheck Software Version 4.1.5.5 ril Interior Lighting Compliance Certificate Project Information Energy Code: 2018 IECC Project Title: McDonald's Restaurant (#031-1015) Project Type: Alteration Construction Site: Owner/Agent: Designer/Contractor: 192 Corinth Rd. John Ferguson Queensbury, NY 212 SE 34th St. Suite 2 Bentonville,AR 72712 C jferguson@core-states.com fie° owol\N Allowed Interior Lighting Power lik G�M A .( G°� B C D • q Floor Area Allowed Allowed Watts G`_ (ft2) Watts/ft2 (B X C) 1-Dining:Cafeteria/Fast Food 2188 0.79 1729 Total Allowed Watts= 1729 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. Dining:Cafeteria/Fast Food (2188 sq.ft.) LED-2:L2R:4"LED Downlight:Other: 1 43 16 688 LED 5:F2:2x4 LED Lay In:Other: 3 8 44 352 LED 6:B:SEED PENDANT:Other: 1 7 4 28 LED 7:C:COVE LIGHTING:Other: 1 2 2 5 Total Proposed Watts= 1073 Interior Lighting PASSES Interior Lighting Compliance Statement Compliance Statement: The proposed interior lighting alteration project 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 2018 IECC requirements in COMcheck Version 4.1.5.5 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. JOHN FERGUSON 4/22/24 Name-Title Signature Date 4 .,4-0) , d"`. 2 -,-Essto�% FILE COPY Project Title: McDonald's Restaurant(#OXX-XXXX) Report date: 04/22/24 Data filename: P:\McDonalds\lnitiatives\EOTF(ONLY)\Queensbury, NY(192 Corinth Rd 31-1015)- Page 1 of 6 MCD.36885\Design Files\Energy Calculations\4597-WW_ComCheck_IECC 2015.cck S . COMcheck Software Version 4.1.5.5 Inspection Checklist Energy Code: 2018 IECC init Requirements: 11.0% 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 & Req.ID C103.2 Plans,specifications, and/or ❑Complies Requirement will be met. [PR4]1 calculations provide all information ❑Does Not with which compliance can be determined for the interior lighting ❑Not Observable and electrical systems and equipment ONot 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. Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: McDonald's Restaurant(#0XX-XXXX) Report date: 04/22/24 Data filename: P:\McDonalds\Initiatives\EOTF(ONLY)\Queensbury, NY(192 Corinth Rd 31-1015)- Page 2 of 6 MCD.36885\Design Files\Energy Calculations\4597-WW_ComCheck_IECC 2015.cck � a Section # Rough-In Electrical Inspection Complies? Comments/Assumptions & Req.ID C405.2.2. ;Spaces required to have light- ❑Complies Requirement will be met. 2 reduction controls have a manual ❑Does Not [EL22]1 ;control that allows the occupant to ['Not Observable reduce the connected lighting load in a reasonably uniform illumination ElNot Applicable pattern>= 50 percent. C405.2.1, Occupancy sensors installed in ❑Complies Requirement will be met. C405.2.1. classrooms/lecture/training rooms, ❑Does Not 1 conference/meeting/multipurpose [EL18]1 rooms, copy/print rooms, ['Not Observable lounges/breakrooms,enclosed offices, ❑Not Applicable open plan office areas, restrooms, storage rooms, locker rooms, warehouse storage areas,and other spaces<= 300 sqft that are enclosed by floor-to-ceiling height partitions. Reference section language C405.2.1.2 for control function in warehouses and section C405.2.1.3 for open plan office spaces. C405.2.1. Occupancy sensors control function in ❑Complies Requirement will be met. 2 warehouses: In warehouses,the ❑Does Not [EL19]1 lighting in aisleways and open areas is controlled with occupant sensors that Not Observable automatically reduce lighting power ❑Not Applicable by 50%or more when the areas are unoccupied.The occupant sensors control lighting in each aisleway independently and do not control lighting beyond the aisleway being controlled by the sensor. C405.2.1. Occupant sensor control function in ❑Complies Requirement will be met. 3 open plan office areas: Occupant ❑Does Not [EL20]1 sensor controls in open office spaces ['Not Observable >= 300 sq.ft. have controls 1) ❑Not Applicable configured so that general lighting can pP be controlled separately in control zones with floor areas <= 600 sq.ft. within the space,2) automatically turn off general lighting in all control zones within 20 minutes after all occupants have left the space, 3)are configured , so that general lighting power in each control zone is reduced by>= 80%of the full zone general lighting power within 20 minutes of all occupants leaving that control zone, and 4)are configured such that any daylight responsive control will activate space general lighting or control zone general lighting only when occupancy for the same area is detected. C405.2.2, Each area not served by occupancy ❑Complies Requirement will be met. C405.2.2. sensors(per C405.2.1) have time- ❑Does Not 1, }switch controls and functions detailed ❑Not Observable C405.2.2. ;in sections C405.2.2.1 and C405.2.2.2. 2 i ❑Not Applicable [EL21]2 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: McDonald's Restaurant(#0XX-XXXX) Report date: 04/22/24 Data filename: P:\McDonalds\Initiatives\EOTF(ONLY)\Queensbury, NY(192 Corinth Rd 31-1015)- Page 3 of 6 MCD.36885\Design Files\Energy Calculations\4597-WW_ComCheck_IECC 2015.cck � e Section # Rough-In Electrical Inspection Complies? Comments/Assumptions & Req.ID C405.2.3, Daylight zones provided with ❑Complies Exception: Requirement does not apply. C405.2.3. individual controls that control the ElDoes Not 1, lights independent of general area C405.2.3. lighting. See code section C405.2.3 [Not Observable 2 Daylight-responsive controls for ❑Not Applicable [EL23]2 ;applicable spaces, C405.2.3.1 Daylight responsive control function and section C405.2.3.2 Sidelit zone. C405.2.4 Separate lighting control devices for ❑Complies Requirement will be met. [EL26]1 specific uses installed per approved ❑Does Not lighting plans. ['Not Observable ❑Not Applicable C405.2.4 Additional interior lighting power ❑Complies Requirement will be met. [EL27]1 allowed for special functions per the ❑Does Not approved lighting plans and is automatically controlled and [Not Observable separated from general lighting. ❑Not Applicable C405.3 Exit signs do not exceed 5 watts per ❑Complies Requirement will be met. [EL6]1 face. ElDoes Not ['Not Observable ❑Not Applicable C405.6 ;Low-voltage dry-type distribution ❑Complies [EL26]2 electric transformers meet the ElDoes Not ;minimum efficiency requirements of ;Table C405.6. ['Not Observable ❑Not Applicable C405.7 Electric motors meet the minimum ❑Complies [EL27]2 ;efficiency requirements of Tables ❑Does Not ;C405.7(1)through C405.7(4). ,Efficiency verified through certification ❑Not Observable !under an approved certification ❑Not Applicable ;program or the equipment efficiency !ratings shall be provided by motor M manufacturer(where certification ,programs do not exist). C405.8.2, ;Escalators and moving walks comply ❑Complies C405.8.2. #with ASME A17.1/CSA B44 and have ElDoes Not 1 ;automatic controls configured to [EL2812 ;reduce speed to the minimum ['Not Observable permitted speed in accordance with ❑Not Applicable ;ASME A17.1/CSA B44 or applicable ;local code when not conveying passengers. C405.9 ;Total voltage drop across the ❑Complies [EL29]z !combination of feeders and branch ❑Does Not circuits<=5%. ENot Observable ❑Not Applicable Additional Comments/Assumptions: ]. High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: McDonald's Restaurant(#0XX-XXXX) Report date: 04/22/24 Data filename: P:\McDonalds\lnitiatives\EOTF(ONLY)\Queensbury, NY(192 Corinth Rd 31-1015)- Page 4 of 6 MCD.36885\Design Files\Energy Calculations\4597-WW_ComCheck_IECC 2015.cck r. Section Final Inspection Complies? • Comments/Assumptions & Req.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 [FI17]3 representative. ❑Not Observable ❑Not Applicable C405.4.1 Interior installed lamp and fixture ❑Complies See the Interior Lighting fixture schedule for values. [FI18]1 lighting power is consistent with what ❑Does Not is shown on the approved lighting plans, demonstrating proposed watts [Not Observable are less than or equal to allowed ❑Not Applicable watts. C408.1.1 Building operations and maintenance ❑Complies [FI57]1 documents will be provided to the ❑Does Not owner. Documents will cover manufacturers' information, ['Not Observable specifications, programming ❑Not Applicable procedures and means of illustrating to owner how building,equipment and systems are intended to be installed, maintained, and operated. C408.2.5. Furnished as-built drawings for EComplies Requirement will be met. 1 electric power systems within 90 days ❑Does Not [FI16]3 ;of system acceptance. ❑Not Observable ❑Not Applicable C408.3 Lighting systems have been tested to DComplies Requirement will be met. [FI33]1 ensure proper calibration, adjustment, ❑Does Not programming, and operation. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: McDonald's Restaurant(#0XX-XXXX) Report date: 04/22/24 Data filename: P:\McDonalds\lnitiatives\EOTF(ONLY)\Queensbury, NY(192 Corinth Rd 31-1015)- • Page 5 of 6 MCD.36885\Design Files\Energy Calculations\4597-WW_ComCheck_IECC 2015.cck Project Title: McDonald's Restaurant(#0XX-XXXX) Report date: 04/22/24 Data filename: P:\McDonalds\Initiatives\EOTF (ONLY)\Queensbury, NY(192 Corinth Rd 31-1015)- Page 6 of 6 MCD.36885\Design Files\Energy Calculations\4597-WW_ComCheck_IECC 2015.cck CORE STATES . GROUP Structural Calculations X-Brace Retrofit & Modification 195 Corinth Road Queensbury, NY 12804 County: Warren Field Office: Stamford Site ID: 031-1015 Type: 4597 Middle Entry (Wood/Wood) FILE COPY Ewro 017 ‘pA Ne .A AO, It'sVil O,o. 094860 e "-QFEssi 4/29/2024 David A. Balma, P.E. NY Professional Engineer: 94860 Prepared By: Core States Group 1315 Walnut St#600, Philadelphia, PA 19107 April 29, 2024 MCD.36885 Core States Group McDonald's Restaurant Site ID:031-1015 1315 Walnut St#600 192 Corinth Road Date:April 29,2024 Philadelphia, PA 19107 Queensbury,NY 12804 Calculations By:JPerry MCD.36885 PROJECT DESIGN CRITERIA BUILDING CODE/YEAR: 2020 Building Code of New York State (2018 IBC) FOUNDATION DESIGN: Soil Report Prepared By: N/A Soil Report#: N/A Soil Report Dated: N/A Type of Foundation: Concrete Stem Wall/Concrete Spread Footings (V.I.F.) Soil Bearing Capacity: 4000 psf(Verified with record plans) Minimum Footing Depth: 48 inches Minimum Footing Width: 24" (Spread Footings)/36" (Isolated Footings) Special Ordinances: LOAD CRITERIA: A. Dead Load: Roof: 20 psf B. Live Load: Floor Load: 100 psf Minimum Roof Load: 35 psf Ground Snow Load: 50 psf Special Ordinances: C.Wind Load: Wind Velocity: 110 mph -3S Gust Wind Exposure: B Special Ordinances: D.Seismic Load: Ss/S,: 0.232 g/0.068 g SDS/SDI: 0.248 g/0.108 g Risk Category: II Seismic Importance Factor: 1.0 Seismic Design Category: B Site Class: D (Assumed) Structural System: Steel Systems not Specifically Detailed for Seismic Resistance R: 3.0 Special Ordinances: SERVICEABILITY: Dead Load + Live Load: L/180 Live Load: L/240 Wind Load/Seismic: L/240 ADDITIONAL ORDINANCES OR AMENDMENTS: Page 1 of 17 Core States Group McDonald's Restaurant Site ID:031-1015 1315 Walnut St#600 192 Corinth Road Date:April 29,2024 Philadelphia, PA 19107 Queensbury, NY 12804 Calculations By:JPerry MCD.36885 lire DIANAmYh515 Building Dimensions: Wall Thickness Joist clear span Lut:=45.0•f t LuL:=105.33•f t Hb:=18.79•f t Si:=32•in wtnb:=12•in :=Lut—2•wttj, Foundation Values: a•brg:=4000•psf Soil Bearing Pressure we,„,,,:=150•pcf Weight of Concrete yet:=110•pcf Soil Unit Weight wonW:=115•pcf Weight of Masonry Roof Dead Loading: DLr:=20•psf Roof Dead Load Roof Live Loading: Lo:=20•psf Unreduced Design Rood Live Load (Table 4-1) AT:=Lut•S; AT=120 ft2 Tributary F:= 3 Slope of roof, number of inches of rise per foot R1:= if AT<200•ft2 11 1.0 I R2:= if F<4 1.0 if 200•ft2<AT<600•ft2 if 4<F<12 (1.2 —0.001• (1.2-0.05•F) ft2 if F>12' if AT>600•ft2 0.6 0.6 R2=1 R1=1 LLr:=Lo•R1•RZ LLr=20 psf Eq.4.8-1 Page 2 of 17 Core States Group McDonald's Restaurant Site ID:031-1015 1315 Walnut St#600 192 Corinth Road Date:April 29,2024 Philadelphia, PA 19107 Queensbury,NY 12804 Calculations By:JPerry MCD.36885 Wind Loading: Basic Wind Velocity of 110 MPH(Ultimate 3-Second Gust),Exposure B Main Windforce Resisting System: Chapter 27 (Directional Simplified Procedure) Horizontal Pressures: Table 27.5-1 Lut TALL —=0.43 =2.34 Transverse Direction LuL Longitudinal Direction Lut Wall Pressures at h : Pwt:=16.7•psf Pwt=16.7 psf PwL:=14.5•psf PwL=14.5 psf Wall Pressures at hp: Pwtp:=17.5•psf Pwtp=17.5 psf PwLp:=15.1•psf PwLp=15.1 psf Parapet Pressures: Ppt:=Pwtp•2.25 PPt=39.4 psf PPL:=PwLp•2.25 PPL=34 psf Vertical Pressures: Table 27.5-2 a:=0.677 Exposure Adjustment Factor PMVFRs3:=—23.7•psf•a PmwFRs4:=—21.1•psf•a PMwFRs5:=—17.3•psf•a PMWFRs3=-16 psf PMWFRs4=-14.3 psf PMWFRs5=-11.7 psf Critical MWFRS Values: h„,:=13.33•ft Joist Bearing height Th:=210 (Hb Th=12.13 ft Tributary Height hp:=(Hb—hW) hp=5.46 ft Parapet Height Vwt:=Ppt•hp•LuL+Pwt• 2 •Lu,L Vwt=34.37kip Resultant Wind Load (Transverse Direction) VWL:=PPL•hp•Lut+PwL• 2 •Lilt=(1.2.1027) ft •k VwL=12.7 kip Resultant Wind Load (Longitudinal Direction) Pw„„:=min(P,ywFus3,PMwFRs4,PMWFRs5,-8•psf) Pw,,,,=-16.04psf Wind Load - Uplift Pw„d:=8•Psf Pw„d=8 Psf Wind Load - Minimum Downward (§27.1.5) Page 3 of 17 Core States Group McDonald's Restaurant Site ID:031-1015 1315 Walnut St#600 192 Corinth Road Date:April 29,2024 Philadelphia, PA 19107 Queensbury, NY 12804 Calculations By:JPerry MCD.36885 Components And Cladding(C&C)-Part II 030.4,ASCE 7-16) A:=0.82 Exposure Adjustment Factor Figure 30.4-1,ASCE 7-16 Vertical Pressures: Horizontal Pressures: 2 ! 2 • Aeff,,:= if Si•Lut<L3 Aeff•h:= if 16•in•H4< �12•ft� Lute (12•ft)2 3 3 Lu 2 Aeff.,=675 ft2 (12•ft)2 Aeff.h=48 ft2 if S••L > t if 16•in•Ht,> 2 3 3 Si•Lut 1 16•in•(12•ft) Pwccl.p:=7.0•psf•A Pwccl.p=5.74 psf PwCC4.7):=19.5•paf•A Pwcc4.p=15.99 psf PWcci.rz_-27.1•paf•A Pwccl.rz=-22.22psf Pwcc4.rz:_-21.3•paf•a Pwcc4.rz=-17.47psf Pwcc2.p:=7.0•paf•A Pwc02.p=5.74 psf Pwcc5.p:=19.5•psf•A Pwccs.p=15.99 psf Pwcc2.n:_-36.0•psf•A PwCC2.n=-29.52 psf Pwccs.n:=—24.6•paf•A Pwcc5.n=-20.17 psf Pwcc3.p:=7.0•paf•A Pwcc3.,=5.74 psf PwCC3.n:=—42.8•psf•A PwCC3.n=—35.1 psf Critical Components& Cladding Pressures: Pwcc,.:=PWcci.n Pwccn=-22.22 paf' Wind Load - Maximum Uplift . Pwccd:=16•psf PwCCd=16 psf Wind Load - Minimum Vertical Load in ANY Direction Pp,,,,,,:=Pwcc4.p+IPwcc2.n1 Ppn»»=45.51 psf Wind Load -Windward Parapet Pressure PThw:=PwCC4.p+IPWCC4.nl Ppt,,,=33.46 psf Wind Load - Leeward Parapet Pressure Page 4 of 17 Core States Group McDonald's Restaurant Site ID:031-1015 1315 Walnut St#600 192 Corinth Road Date:April 29,2024 Philadelphia, PA 19107 Queensbury, NY 12804 Calculations By:JPerry MCD.36885 Snow Loading: Pg:=50•psf Ground Snow Load - Figure 7-1 Ct:=1.o Thermal Factor-Table-7-3 Ce:=1.0 Exposure Factor-Table-7-2 I9:=1.o Snow Importance Factor-Table 1.5-1 hf:=5.46•ft Finished roof to top of parapet height Pf:=0.7.Ce•Ct•I,9•Pg Pf=35 psf Wb Wd P.fmin°= if Pg<20•psf Pfmia=20 ps f (Is•Ps) itainizzaffetirmiziffizta if Pg>20•psf (20'psf'Is) rataisemaszammaramaxasa Pf:=max(Pfmin,Pf) Pf=35 psf .c 0.13 ya:= ft •Pg+14•pcf 7,=20.5 pcf y:=min(ya,30•pcf) y=20.5pcf Snow density hb:_Pf hb=1.71 ft Height of balanced snow for flat roof snow load y he:=hf—hb he=3.75 ft Height of parapet minus hb h check:=if (hb=0),"No Snow Drift",if( e <0.2,"Drift Load not required to be applied","Drift load needs to be applied" 11 b check="Drift load needs to be applied" Snow Drift-Transverse Direction: Snow Drift- Longitudinal Direction: a L a P 3 Lu 2•w 4 P hdta:=0.75. 0.43•ft• 9 +10-1.5•ft) hdta:=0.75. 0.43•ft• L— thk g +10-1.5•ft I Y Psi ft Psf hdta=2.02 ft hdya=3.09 ft hdt:=if(hdta 5 he,hdta,h.) hdt=2.02 ft hdL:=if(hdLa S he,hdm,h,) hdL=3.09 ft h s h 2 Wdte:_ hate her4•hdta 4• dta Wdta=8.08 ft Wdya,:=if hdLa<he,4•ham,,4• d� W =12.35 ft h� he Wdt:=min(Wdta,8•he) Wdi=8.08 ft Drift Width Wdy:=min(WdLa,8•tic) Wdy=12.35 ft Drift Width Pdt:=7•hdt Pdt=41.4 psf Drift Magnitude PdL:=y•hdL PdL=63.28 psf Drift Magnitude Pmt:=(hdt+hb)•7 Pmt=76.4psf Total Magnitude P,,,L:=(hdL+hb)•y P,,,y=98.28psf Total Magnitude Page 5 of 17 Core States Group McDonald's Restaurant Site ID:031-1015 1315 Walnut St#600 192 Corinth Road Date:April 29,2024 Philadelphia, PA 19107 Queensbury, NY 12804 Calculations By:Perry MCD.36885 Seismic Loading: Seismic Design Parameters: Structure Risk Category: II Table 1.3-2,ASCE 7-16 Site Class: D (Assumed) Table 20.3-1,ASCE 7-16 rE:=1.o Seismic Importance Factor Table 1.5-2,ASCE 7-16 ss:=0.232 Spectral Response Acceleration Parameter(Short Period) Figure 22-1,ASCE 7-16 s1:=0.068 Spectral Response Acceleration Parameter(1-s Period) Figure 22-2,ASCE 7-16 Fa:=1.600 Short-Period Site Coefficient(at 0.2 s-period) Table 11.4-1,ASCE 7-16 F,,:=2.400 Long-Period Site Coefficient(at 1.0 s-period) Table 11.4-2,ASCE 7-16 TL:=6 Mapped Long-Period Transition Period Figure 22-14,ASCE 7-16 SMs:=F„•S, SMs=0.371 Adjusted Short Period Spectral Response Parameter Eq. 11.4-1,ASCE 7-16 SM1:=F •S1 3M1=0.163 Adjusted 1s-Period Spectral Response Parameter Eq. 11.4-2,ASCE 7-16 SDs:= 3 •SMS SDs=0.247 Design Short Period Spectral Response Parameter Eq. 11.4-3,ASCE 7-16 SD1:=3•SMn SD1=0.109 Design 1s-Period Spectral Response Parameter Eq. 11.4-4,ASCE 7-16 Table 11.6-1:Seismic Design Category(Short-Period) Table 11.6-2:Seismic Design Category(1s-Period) SDCS:= if Bps<0.167 SDC1:= if SD1<0.067 «A„ A„ if 0.167<SDs<0.33 if 0.067<SD1<0.133 "B" "B„ if 0.33<SDS<0.50I if 0.133<SD1<0.20' «c, «c„ if 0.5<SDsI if 0.2<Sin SDC =`B" SDC1="B" SDC:=max(SDCS,SDC1) Seismic Design Category:=if(Si>0.75,"E",SDC) Seismic Design_Category=`B" C,,:=1.7 Upper Limit Coefficient Table 12.8-1,ASCE 7-16 Ct:=0.02 Building Period Coefficient Table 12.8-2,ASCE 7-16 x:=0.75 Exponential Term per Eq. 12.8-7 Table 12.8-2,ASCE 7-16 Page 6 of 17 Core States Group McDonald's Restaurant Site ID:031-1015 1315 Walnut St#600 192 Corinth Road Date:April 29,2024 Philadelphia, PA 19107 Queensbury, NY 12804 Calculations By:JPerry MCD.36885 Ta:=Ct•1L1z Approximate Fundamental Period Eq. 12.8-7,ASCE 7-16 ft T:=T,, Fundamental Period of the Structure §12.82,ASCE 7-16 R1:=6.5 141:=3 Cdl:=4 Light-Frame(wood) Shearwalls (Table 12.2-1 -A.15) R2:=3.o 1202:=3.0 Cd2:=3.0 Steel Systems Not Specifically Detailed for Seismic Resistance (Table 12.2-1 - H) p:=1.0 Redundancy For Seismic Design Category C Cs1:=SDS Cs1=0.038 Cs2:-SDS Cs2=0.082 Rl R2 IE jE Cs1:= if T<TL Cs1=0.273 Cs2:= if T<TL Csiiinxz=0.591 SDs SDS T. _! T•(R2) if T>TL if T> LT SDS•TL SDS•TL T2•(111) T2 •( ) r'Sn,in1:= if S1<60% I Csminl=0.01 CSmi,52:= if Si<60% Csmin2=0.01 0.01 0.01 if Sl>60% if S1>60% 0.5•S1 0.5pp•S1 Cs1:= if Csmini<Cs1<Cs,,nx1 Cs1=0.038 Cs2:= if Csminz<Cs2<Cs 2 Cs2=0.082 Cs1 Cs2 if Cs/<Cismini if Ca<Cs,,,in2 C'Sminl CSmin2 if Csmaxl<Cs1 if Csn,as2<Cs2i CSmax1 I CSmas2 Page 7 of 17 Core States Group McDonald's Restaurant Site ID:031-1015 1315 Walnut St#600 192 Corinth Road Date:April 29,2024 Philadelphia,PA 19107 Queensbury,NY 12804 Calculations By:JPerry MCD.36885 wst:=12•psf Weight of exterior 2x6 studs wb,.:=39•psf Weight of brick veneer Ww:=wst+wb,=51 paf Total weight of exterior walls at non-playplace portion of building wroof:=DLr•((LuL-2•wtt,k)•(Lut-2•wthh)) Wraaf=88.86kip Effective Roof Seismic Weight Wdtt:=Ww•((2•LuL)•(Th)) Wdtt=130.27 kip Effective Longitudinal Wall Seismic Weight wd1L:=Ww•((2•fit)•(Th)) WdIL=55.65 kip Effective Transverse Wall Seismic Weight W,,,cch:=892•lbf+2350•lbf+2631•lbf+925•lbf+150•lbf•3+100•lbf•2+260•lbf•3 W,,,Qch=8.23 kip Total Mech. Unit Weight Wm:= if Pf<30•psf Wm=41.41 kip W,,,cch ifPf>30.psf W,,,Cch+(0.2•Pf•LuL•Lug) Wbld9:=Wm+W roof+Ww•((2•LuL+2•Lug)•(Hb)) Wbld9=418.4 kip Total Weight of Building vto„9:=Cs1•Wbtd9 Vto„9=15.93 kip Seismic base shear is longitudinal direction Vtrans:=C82•Wbld9 Vtrans=34.51 kip Seismic base shear is transverse direction Page 8 of 17 Core•States Group McDonald's Restaurant Site ID:031-1015 1315 Walnut St#600 192 Corinth Road Date:April 29,2024 Philadelphia, PA 19107 Queensbury, NY 12804 Calculations By:JPerry MCD.36885 Controlling Lateral Loading: . Transverse Lateral Loading: Longitudinal Lateral Loading: Wt:=Wroof+Wdtt+Wit, Wt=260.54 kip Seismic Wt. WL:=wroof+Wd&L+Wm WL=185.92 kip Seismic Wt. QEt:=Cs2•Wt QEt=21.49 kip QEL:=C'sl•WL QEL=7.08 kip Eht:=QEt•P Eht=21.49 kip EhL:=QEL•P E,, =7.08 kip VstASD:=.7•Eht VstAED=15.04 kip (Seismic-ASD) VsL.ASD:=.7.Eby VsL.ASD=4.95 kip (Seismic-ASD) Vst.LRFD:=Eht Vst.LRFD=21.49 kip (Seismic- LRFD) VSL.LRFD:=EhL VsL.LRFD=7.O8 kip (Seismic- LRFD) VWtasD:=•6•VWt VWt.ASD=2O.62 kip (Wind -ASD) VWL.ASD:=.6•VWL VWL.ASD=7.62 kip (Wind -ASD) VWt.LRFD=VWt VWt.LRFD=34.37 kip (Wind - LRFD) VWL.LRFD:=VWL VWL.LRFD=12.7 kip (Wind - LRFD) VLut.ASD:=max(Vst.ASD,VWt.ASD) ,VLut.ASD=20.62 kip VLuL.ASD:=max(VsL.ASD,VWL.ASD) VL,L.ASD=7.62 kip VLut.LRFD:=max(Vst.LRFD 7 VWC.LRFD) VLut.LRFD=34.37 kip VLuL.LRFD=max(VsL.LRFD,VWL.LRFD) VLuL.LRFD=12.7 kip Lateral Load Summary (Linear Distributed Loads): ASD Values: V —VstasD Lut.ASD.seis°— ;V = l Pf:143 Seismic transverse load at building Lu Lut.ASD.seis L VLut.ASD.wind: V Lu D VLut.ASD.wind=196 pif Wind transverse load at building L VsL.ASD VLuL.ASD.sets 1= ,. VLuL.ASD.seis=110 Of Seismic longitudinal load at building t V VWL.ASD v Wind longitudinal load at building LuL.ASD.wind:_ � LuL.ASD.wind=169 pl f� g• t LRFD Values: Vst.LRFD VLut.LRFD.seis:= Lv, .VLut.LRFD.seis=204 plf Seismic transverse load at building L VWt.LRFD VLut.LRFD.wind:= L VLut.LRFD.wind=326 Of Wind transverse load at building u L V VsL.LRFD LuL.LRFD.seis'— LuL.LRFD.seis V =157 Of Seismic longitudinal load at building Lu t VWL.LRFD VLuL.LRFD.wind:= 1/1,uL.LRFD.wind=282 plf Wind longitudinal load at building t Page 9 of 17 Core'States Group McDonald's Restaurant Site ID:031-1015 1315 Walnut St#600 192 Corinth Road Date:April 29,2024 Philadelphia, PA 19107 Queensbury,NY 12804 Calculations By:JPerry MCD.36885 Concentrated Lateral Load Distribution: LL:=66.54•ft LL=66.54 ft Distance between braced bay'1' &rear wall LLe:=LuL—LL LLe=38.79 ft Distance between braced bay'1' &front wall LFRS Distributed Lateral Loads(ASD) VlASD.seis°=0.5•VLet.As seis•LL V1ASD.seis=4.75 kip Lateral Force @ Existing 'SHEAR WALL B' Vl D,,,ind:=0.5•VLut.ASD.wind•LL Vl D,,,,ind=6.51 kip V2Asaseis:=0.5•VLryt.ASD.seis•LL, V2A5Dseis=2.77 kip Lateral Force @ Existing 'SHEAR WALL D' V2AsD.,,,ind:=0.5•VLut.ASD.wind•LLe V2ASD.,,,ind=3.8 kip V4Asaseis:=VlAsD.seis+V2ASD.Seis V4Asp.SC19=7.52 kip: Lateral Force @ EXISTING BRACED FRAME V4ASD.wind:=V1ASD.wind+V2ASD.wind V4ASD.wind=10.31 kip LFRS Distributed Lateral Loads(LRFD) ViLRFD.seis:=o.5•VLut.LRFD.seis•LL ViLRFD.seis=6.79 kip Lateral Force @ Existing 'SHEAR WALL B' V1LRD.wind:=0.5•VLut.LRFD.wind•LL V1LRD.wind=10.86 kip V2LREaseis:=0.5•VDAERFD.scis•LL, V2LRFD.seis=3.96 kip Lateral Force @ Existing 'SHEAR WALL D' V2LRFD.wind:=0.5•VLut.LRFD.wind•LLe V2LRFD.wind=6.33 kip V4LRFD.seis:=V1LRFD.scis+V2LRFD.scis V4LRFD.seis=10.75 kip Lateral Force @ EXISTING BRACED FRAME V4LRFD.wind:=V 1LRD.wind+V2LRFD.wind V4LRFD.wind=17.18 kip Page 10 of 17 Core•States Group McDonald's Restaurant Site ID:031-1015 1315 Walnut St#600 192 Corinth Road Date:April 29,2024 Philadelphia,PA 19107 Queensbury, NY 12804 Calculations By:JPerry MCD.36885 i CZ) - 145vLip VII.Lefc. c I 6.'c' le-LP gv, = iS.c G‘s- a.2 1...u. Lti .1 't Is. _i_i_.4. 4, \— N.A., ei..,4 ILI I,n'' ' i \hi.1.(CFB — — ) .41-----A. i V- "kir-----> -1-1 ND QO I "cy= Z.(K9•I -t• IL�-X8Z) 41,5-qc.siatt i , Ey ` Z.(ti•4. -xS-) ` MI-.Zi�3 4 1 / - " i `l�'-&"r--{ \1M 7 . 0 11-0.. "co oZ'-M I///, 4+ _ _ _ ...._ _____&/". lvtLA 0 I-0- v ________-__T 4 e.L. _ it,_14, a , - , ' . -S ` • , 14-' � � I -42 .‘ .i — 2�6 le--f�'�L2Fa� %as i Igo-cox 9 s-e'• Y g'-o "THitGc fekv.-r•+W v v(= l 8 Kt es C1 .ft ) t,/ = 2�6 l=-IcitL;R:D) %as i- pe-cox 9t-e'• ite-o'TH►GLc 'vd'nWb� lg �<►Ps � Page 11 of 17 Core'States Group McDonald's Restaurant Site ID:031-1015 1315 Walnut St#600 192 Corinth Road Date:April 29,2024 Philadelphia, PA 19107 Queensbury, NY 12804 Calculations By:JPerry MCD.36885 SIMPSON Anchor Designer TM Company: Date: 9/8/2023 Engineer: Page: , 1/6 Strong-Tie• Software Project: Version 3.1.2303.1 Address: Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACl 318-19 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):36.00 State:Cracked Anchor Information: Compressive strength,F.(psi):3000 Anchor type:Bonded anchor 9Yo,v: 1.0 Material:F1554 Grade 55 Reinforcement condition:Supplementary reinforcement present Diameter(inch):1.250 Supplemental edge reinforcement:Not applicable Effective Embedment depth,her(inch):25.000 Reinforcement provided at corners:No Code report:ICC-ES ESR-4057 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete hmin(inch):27.75 Inspection:Continuous cac(inch):60.54 Temperature range,Short/Long:150/110°F CA®,(inch):2.75 Reduced installation torque(for AT-3G):Not applicable Smin(inch):6.00 Ignore 6do requirement:Not applicable Build-up grout pad:Yes Base Plate Length x Width x Thickness(inch):18.00 x 46.00 x 0.25 Yield stress:36000 psi Profile type/size:W27X84 Recommended Anchor Anchor Name:SET-3GTm-SET-3G w/1 1/4"0 F1554 Gr.55 Code Report:ICC-ES ESR-4057 (.3 '� ® ufA' 111s1E .— ..JUrBtt,011WArril Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 12 of 17 Core'States Group McDonald's Restaurant Site ID:031-1015 1315 Walnut St#600 192 Corinth Road Date:April 29,2024 Philadelphia, PA 19107 Queensbury, NY 12804 Calculations By:JPerry MCD.36885 SIMPSON Anchor DesignerTM Company: Date: 9/8/2023 Engineer: Page: 2/6 Strong-Tie Software Project: Version 3.1.2303.1 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:No Anchors subjected to sustained tension:No Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: N.[Ib]:0 ' V.[Ib]:0 Vuay[Ib]: 18000 M.[ft-lb]:276000 Muy[ft-lb]:0 M.[ft-Ib]:0 <Figure 1> j . d� ! 0ft=1b IE 1, r 4 `` —'` ,....._ / .,.. �~ ...` ..._ 276000 ft-I b _ _^� 0 ft-Ib „„,......„...„,„.„: ., 18000 Ib �..„ -„,s Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 13 of 17 Core'States Group McDonald's Restaurant Site ID:031-1015 1315 Walnut St#600 192 Corinth Road Date:April 29,2024 Philadelphia,PA 19107 Queensbury, NY 12804 Calculations By:JPerry MCD.36885 SIMPSON Anchor Designer TM Company: Date: 9/8/2023 Engineer: Page: 3/6 Strong-Tie Software Project: Version 3.1.2303.1 Address: Phone: E-mail: <Figure 2> 11, m m Ann -- Y� �_.i"."" Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 14 of 17 Core States.Group McDonald's Restaurant Site ID:031-1015 1315 Walnut St#600 192 Corinth Road Date:April 29,2024 Philadelphia, PA 19107 Queensbury,NY 12804 Calculations By:Perry MCD.36885 SIMPSON Anchor Designer TM Company: Date: 9/8/2023 Engineer: Page: 4/6 StrongTie Software Project: Version 3.1.2303.1 Address: Phone:_ E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(lb) V.(Ib) Vuay(Ib) I(Vuax)2+(Vuay)2(Ib) 1 0.0 0.0 1500.0 1500.0 2 0.0 0.0 1500.0 1500.0 3 1884.2 0.0 1500.0 1500.0 4 11628.6 0.0 1500.0 1500.0 5 15804.7 0.0 1500.0 1500.0 6 19980.9 0.0 1500.0 1500.0 7 21298.2 0.0 1500.0 1500.0 8 17122.1 0.0 1500.0 1500.0 9 12945.9 0.0 1500.0 1500.0 10 0.0 0.0 1500.0 1500.0 11 3201.5 0.0 1500.0 1500.0 12 0.0 0.0 1500.0 1500.0 Sum 103866.1 0.0 18000.0 18000.0 Maximum concrete compression strain(%o):0.24 <Figure 3> Maximum concrete compression stress(psi):1052 Resultant tension force(Ib):103866 Resultant compression force(Ib):103866 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):4.99 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.30 0 12 0,1 C 011 09 08 07 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 .t Y Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 yPl► 01 0403 04 o5 06 4.Steel Strength of Anchor in Tension(Sec.17.6.1) Nsa(Ib) 0 ON.(Ib) 72675 0.75 54506 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.6.2) Nb=kcAal1 rahell'5(Eq.17.6.2.2.1) kc Aa fc(psi) het(in) Nb(Ib) 17.0 1.00 3000 25.000 116391 ONcbg=0(ANc/ANco)Wec,NY'ed,NY%,N`Pcp,NNb(Sec.17.5.1.2&Eq.17.6.2.1a) ANc(in2) ANco(in2) Ca,min(in) 'ec,N Wed,N 'Pc,N tPcp,N Nb(Ib) 0 ONcbg(Ib) 8787.00 5625.00 48.00 0.876 1.000 1.00 1.000 116391 0.75 119392 6.Adhesive Strength of Anchor in Tension(Sec.17.6.5) Tk,cr=Tk orfshort-termKsat(fc/2,500)b Tk,cr(psi) fshort-term Ksat fc(psi) n Tina(psi) 1128 1.00 1.00 3000 0.24 1178 Nba=Aarc,'rdahet(Eq.17.6.5.2.1) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 15 of 17 h Core States•Group McDonald's Restaurant Site ID:031-1015 1315 Walnut St#600 192 Corinth Road Date:April 29,2024 Philadelphia, PA 19107 Queensbury, NY 12804 Calculations By:JPerry MCD.36885 SIMPSON Anchor Designer TM Company: Date: 9/8/2023 Engineer: Page: 5/6 Software Pro ect: Strong-Tie Version 3.1.2303.1 Address: Phone: E-mail: A a rcr(psi) da(in) her(in) Nea(Ib) 1.00 1178 1.25 25.000 115694 (Nag=0(ANa/ANao)'Pec,Na'Yed,Na'ycp,NaNba(Sec.17.5.1.2&Eq.17.6.5.1 b) ANa(in2) ANao(in2) CNa(in) Ca,min(in) 'yec,Na 'Yed,Na 'Pep,Na NCa(Ib) 0 (Nag(Ib) 2433.24 950.00 15.41 48.00 0.741 1.000 1.000 115694 0.65 142713 8.Steel Strength of Anchor in Shear(Sec.17.7.11 V.(lb) Ogmui 0 rbgmut0Vsa(lb) 43605 0.8 0.65 22675 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.7.21 Shear perpendicular to edge in y-direction: Vey=minl7(le/da)02 tdaAaIfccal15;9Aa Ifccat'Sl(Eq.17.7.2.2.1a&Eq.17.7.2.2.1b) le(in) de(in) An l'e(psi) cal(in) Vey(Ib) 10.00 1.250 1.00 3000 32.00 89234 (Veegy=0(Avc/Avco)Wee,V Wed,V'Pc,V'Ph,VVey(Sec.17.5.1.2&Eq.17.7.2.1 b) Ave(in2) Awe(in2) 'Yec,V 'yed,V Wc,v Y'h,v Vey(Ib) 0 OVetgy(Ib) 3888.00 4608.00 1.000 1.000 1.000 1.155 89234 0.75 65204 Shear parallel to edge in x-direction: Vby=min17(le/dar.24daAaJfccal15;9a84fac 11 5I(Eq.17.7.2.2.1 a&Eq.17.7.2.2.1 b) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 16 of 17 s Core'States.Group McDonald's Restaurant Site ID:031-1015 1315 Walnut St#600 192 Corinth Road Date:April 29,2024 Philadelphia, PA 19107 Queensbury,NY 12804 Calculations By:JPerry MCD.36885 SIMPSON Anchor Designer TM Company: Date: 9/8/2023 Engineer: Page: 6/6 Software Strong-Tie Project: Version 3.1.2303.1 Address: Phone: E-mail: le(in) da(in) ,18 fc(psi) co(in) Vsy(Ib) 10.00 1.250 1.00 3000 48.00 163932 0Vcb9x=0(2)(Avc/Avco)'Pec,v'Ped,v'I'c,v'Ph,vIby(Sec.17.5.1.2,17.7.2.1(c)&Eq.17.7.2.1 b) Ave(in2) Avco(in2) Wec,v Wed,v 'PC,v 'Yn,v Vby(Ib) 0 OVcagx(Ib) 6552.00 10368.00 1.000 1.000 1.000 1.414 163932 0.75 219761 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.7.3) OVcpg=0minikcpNag;kcpNcbgl=O minikcp(ANa/ANao)'Pec,NaWed,Na'Pcp,NaNba;kcp(ANc/ANco)YPec,NTed,N'Yc,N Wcp,NNbl(Sec.17.5.1.2&Eq.17.7.3.1b) kcp Alga(in2) ANao(in2) 'Ped,Na 'Pec.Na Wcp,Na Nba(Ib) Na(Ib) 2.0 2947.10 950.00 1.000 1.000 1.000 115694 358909 ANc(in2) ANco(in2) '/'ec,N 'yed,N 'Yc,N 'ycp,N Nb(Ib) Ncb(Ib) 0 9831.00 5625.00 1.000 1.000 1.000 1.000 116391 203421 0.70 y5Vcpg(lb) 284789 11.Results Interaction of Tensile and Shear Forces(Sec.R17.81 Tension Factored Load,Nua(Ib) Design Strength,0Na(Ib) Ratio Status Steel 21298 54506 0.39 Pass Concrete breakout 103866 119392 0.87 Pass(Governs) Adhesive 103866 142713 0.73 Pass Shear Factored Load,V.(Ib) Design Strength,0V„(Ib) Ratio Status Steel 1500 22675 0.07 Pass T Concrete breakout y+ 18000 65204 0.28 Pass(Governs) II Concrete breakout x- .9000 219761 0.04 Pass(Governs) Pryout 18000 284789 0.06 Pass Interaction check (Nua/¢Nua) (Vua/¢Vua)a" Combined Ratio Permissible Status Sec.R17.8 0.79 0.12 91.0% 1.0 Pass SET-3G w/1 1/4"0 F1554 Gr.55 with hef=25.000 inch meets the selected design criteria. 12.Warnings -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 17 of 17 17 Computer Drive West BoHLERg Albany, NY 12205 518.438.9900 70 Linden Oaks, Third Floor, Suite 15 Rochester, NY 14625 585.866.1000 April 30, 2024 Town of Queensbury Fire Marshal's Office 742 Bay Road Queensbury, NY 12804 Attention:Tyson Converse, Deputy Fire Marshall Re: Response to Comments Summary Proposed McDonald's 192 Corinth Road Dear Mr. Converse, On behalf of our client, McDonald's,we are pleased to submit this response to comments summary to the Town of Queensbury Fire Marshal's Office for the above referenced project. This summary is in response to the various comments received in the April 19, 2024 letter from Town of Queensbury Fire Marshal's Office as noted below with our responses in italics. Response to various comments summary as follows: 1) Verify No Obstruction of Fire Extinguisher's - Fire Extinguisher's shall be installed with no obstructions. 2) Locks I Latches shall comply with 2020 NYSFC. - General Contractor shall verify that locks/latches comply with 2020 NYSFC. 3) Verify operation of existing exit/emergency lights. - General Contractor shall verify operation of existing exits/emergency lights. 4) Verify/Maintain paths of egress during construction. - General Contractor shall verify/maintain paths of egress during construction. 5) Protection of the Fire Alarm system during construction According to the 2020 NYSFC Chapter 33. - The Fire Alarm system shall be protected during construction, according to 2020 NYSFC Chapter 33. www.BohlerEngineering.com :.•_. BOHLER // Town of Queensbury, Fire Marshal's Office 742 Bay Road April 30, 2024 Queensbury, NY 12804 Page 2 of 2 6) NFP A 72 Letter of Compliance - General Contractor shall provide NFPA 72 letter of compliance upon completion of construction. 7) NFP A 13 Letter of Compliance - General Contractor shall provide NFPA 13 letter of compliance upon completion of construction. Should you have any questions or any additional needs please do not hesitate to contact us at(518)4.38- 9900. Sincerely, BOHLER r ;`Digitally signed by S Gregoire ;j .DN:IC=US, L E=sgregoire@bohlereng.com, LO=Bohler,OU=Bohler,CN=S Gregoire --Date:2024.04.30 10:18:32-04'00' Shawn Gregoire www.BohlerEngineering.com FIRE MARSHAL'S OFFICE 11% Town of Queensbury c.T 4y 742 Bay Road, Queensbury, NY 12804 "Home of Natural Beauty ... A Good Place to Live " PLAN REVIEW McDonalds 192 Corinth Rd 2024-0176 Comm Interior Alteration 4/19/2024 I have reviewed the submitted drawings for the above project; and offer the following comments: 1) Verify No Obstruction of Fire Extinguisher's 2) Locks / Latches shall comply with 2020 NYSFC. 3) Verify operation of existing exit/ emergency lights. 4) Verify/Maintain paths of egress during construction 5) Protection of the Fire Alarm system during construction According to the 2020 NYSFC Chapter 33 6) NFPA 72 Letter of Compliance 7) NFPA 13 Letter of Compliance Deputy Fire Marshal Tyson Converse 742 Bay Road Queensbury NY 12804 518 761 8205 tysonc@queensbury.net Fire Marshal's Office • Phone: 518-761-8206 • F a x: 518-745-4437 firemarshal@queensbury.net • www.queensbury.net