The URL can be used to link to this page

CC-0191-2021 f Office Use Only `� - ??0 21 ADDITION/ALTERATION PERMIT Permit#:, 1�!' APPLICATION Permit Fee:$ c� .50 Town of Queensbur} 742 Bay Road,Queensbury,NY 12804 Invoice#: P:518-761-8256 www.au6ensbury.net Flood Zone? Y N Reviewed By: Project Location: Tax Map ID#: bo 2. Subdivision Name: p � CEDVE PROJECT INFORMATION: 'APR 2 8 2021 TYPE: Residential x Commercial, Proposed U TOWN OF QUEENSBURY BUILDING&CODES Single-Family _Two-Family —Multi-Family(#of units ) _Townhouse Business Office X Retail _Industrial/Warehouse _Garage (#of cars_) Other(describe ) ADDITION SQUARE FOOTAGE: ALTERATION SQUARE FOOTAGE: 1st-floor: 1st floor:9,570 2nd floor: 2nd floor: 3rd floor: 31d floor: Basement(habitable space): Basement (habitable space): Total sq ft: Total sq ft: 9,57.0. Scope of work to be done: The Work consists of the renovation/alteration of the designated Tenant portion of an existing retail store into a Five Below store with both existing and new CMU or poured in place foundations over concrete footings;.fiber,cement exterior panel systems,thin masonry veneer with masonry backup, and aluminum storefront and curtain wall windows; partial parapet roof replacement including roof edges; new plumbing, HVAC, and electrical work, including modifications to tlie existing sidewalks and other site improvements. Addition/Alteration Application Revised January 2021 ADDITIONAL PROJECT INFORMATION: 1. Estimated Cost of Construction: $ TBD 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 shownr on the plot plan? YES _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? x PUBLIC _PRIVATE WELL • What type of wastewater system is on the parcel? x _SEWER _PRIVATE SEPTIC DECLARATION: 1. 1 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 If,for any reason,the building permit application is withdrawn, 30%of the fee is retained by the Town of Queensbury.After 1 year from the initial application date, 100%of the fee is retained. 3.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. 1 certify that the application, plans and supporting materials are atrue 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. 1 acknowledge that prior to occupying the facilities proposed I, or my agents, will obtain a certificate of occupancy. 6. 1 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: PRINT NAME: Brandon Vance SIGNATURE: DATE: Addition/Alteration Application Revised January 2021 e i� r CONTACT INFORMATION: PLEASE PRINT LEGIBLY OR TYPE, PLEASE INCLUDE AN EMAIL ? • Applicant: .Name(s): Brandon Vance Mailing Address,.C/S/Z: 295 Rye Street, South Windsor, CT 06074 r Cell Phone: ( 860 )290-2900 Land Line: �) Email: brandon.vanceQaldi.us • Primary Owner(s): Name(s): ALDllnc. Mailing Address, C/S/Z: Same as applicant .Cell Phone:�_) Land Line: _( ) Email: 0. 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): TBD Contractor Trade: Mailing Address, C/S/Z: 'Cell Phone:�_) Land Line:- ( ) Email: "Workers' Comp documentation must be submitted with this application" • Architect(s)/Engineer(s): Business Name: APD Engineering &Architecture, PLLC Contact Name(s): Robert McCormick Mailing Address, C/S/Z: 616 Fishers Run.Victor, NY 14564 Cell Phone: 5( 85 )742-0221 Land Line: Email: rmccormick@apd.com Contact Person-for Compliance in regards to this project: Same as Architect Cell Phone:�_) Land Line: Email: Addition/Alteration Application Revised January 2021 AFD ENGINEERING I ARCHITECTURE APD Project No. 20-0660A May 19, 2021 FILE COPY John O'Brien, Code Enforcement Officer Town of Queensbury 742 Bay Road Queensbury NY, 12804 RE: ALDI Tenant Store—Shell package permit submission—763 Glen Street, Queensbury, NY 12804 Dear Mr. O'Brien, We received your email requesting the following information: - Submit the structural calculations for the modifications to the roof structural steel at the roof top units as shown on Drawing A201. - Submit the structural calculations for the modifications to the concrete foundation and structural steel at the Five Below main entrance. - Provide the name of the special inspections agency that will inspect concrete reinforcing, concrete testing and structural steel framing inspections. Enclosed are the Structural Calcs as well as stamped and signed Addendum 1 drawings showing revisions required for-final coordination. Brandon Vance is better able to help you with the name/contact of the Special Inspector. We look forward to successfully attaining the Building Permit for this project. Please contact me with any questions or concerns at 585-742-0221 or by email at rmccormick@apd.com. Sincerely, Robert D. McCormick,AIA Senior Architect 2 2 a p�1 FH l5 t5 VIE Enclosures: EA:Y2 0 202I Shell Addendum 1 Drawings 0 TOWN OF QUEENSBURY CC:ALDI,file I BUILDING&CODES FIRE MARSHAL'S OFFICE Town of Queensbury 742 Bay Road, Queensbury, NY 12804 "Home of Natural Beauty ... A Good Place to Live " PLAN REVIEW Five Below 763 Glen Street FILE Copy CC-0191-2021 4/9/2021 The following comments are based on a review of submittals: • Verify fire extinguisher location and inspection • Provide sprinkler plans for any upgrades or modifications • Provide fire alarm plans • Provide Knox Box and entry key • Carbon monoxide detection required • . Locks / latches shall comply with 2020 IFC • Verify Truss ID signage • Verify location and function of exit and emergency lighting equipment Michael J Palmer Fire Marshal 742 Bay Road Queensbury NY 12804 firemarshal@queensbury.net Fi r e M a r s h a 1 's Off i c e - P h o n e: 518-761-8206 F a x: 518-745-4437 firemarshal@queensbunt net ■ 7MMqueensbuill.net E E.V.11 ..E ... R COMcheck Software Version 4.1 ENERGY CODE COMPLIANCE Envelope Compliance Certificate Project Information Energy Code: 2015 IECC Project Title: ALDI Queensbury NY-Tenant-Shell FILE COPY Location: Glens Falls, New York Climate Zone: 6a Project Type: Alteration Vertical Glazing/Wall Area: 8% Construction Site: Owner/Agent: Designer/Contractor: 763 Glen Street Jonathan Eckman Robert McCormick Queensbury, NY 12804 ALDI, Inc APD Eng&Arch 295 Rye Street 615 Fishers Run South Windsor, CT 06074 Victor, NY 14564 860-290-2900 585-742-0221 Jonathan.Eckman@aldi.us rmccormick@apd.com Building Area Floor Area 1-Retail : Nonresidential 8840 Envelope Assemblies R-Value Proposed Max.Allowed Post-Alteration Assembly Cavity Cont. U-Factor SHGC U-Factor SHGC ROOF-MAIN:Insulation Entirely Above Deck,[Bldg.Use 1 - -- -- — — — -- — Retail],Exemption:Neither sheathing nor insulation is exposed. FLOOR:Slab-On-Grade:Unheated,[Bldg.Use 1 -Retail] — 10.0 0.480 — 0.540 — NORTH NORTH:Steel-Framed,16"o.c.,[Bldg.Use 1 -Retail], — -- — — — — Exemption:Framing cavity filled with insulation. Door 101:Glass(>50%glazing):Metal Frame,Entrance Door, — -- 0.560 0.200 0.770 0.531 Entrance Door,Entrance Door,[Bldg.Use 1-Retail] WINDOW-TYPE A:Metal Frame with Thermal Break:Fixed, — -- 0.330 0.320 0.360 0.531 Clear,Fixed,Fixed,[Bldg.Use 1 -Retail] Window 2:Metal Frame with Thermal Break:Fixed,Other,Fixed, -- -- 0.330 0.320 0.360 0.531 Fixed,[Bldg.Use 1-Retail] SOUTH SOUTH:Other Mass Wall,Heat capacity 1.0,[Bldg.Use 1 - -- -- — — — — Retail],Exemption:Framing cavity filled with insulation.(a) DOOR 102:Insulated Metal,Swinging,[Bldg.Use 1-Retail] — -- 0.170 — 0.370 -- (a)'Other'components require supporting documentation for proposed U-factors. - (b)Fenestration product performance must be certified in accordance with NFRC and requires supporting documentation. (c)Slab-On-Grade proposed and budget U-factors shown in table are F-factors. ti } Project Title: ALDI Queensbury NY-Tenant-Shell Report date: 04/24/21 Data filename: M:\2020jobs\660-ALDI-SWNXX-QueensburyNYtenant\Buildings\Design Page 1 of 9 Documents\Reports\ALDI Queensbury NY,-Tenant-Retrofit.cck Envelope Compliance Statement Compliance Statement. The proposed envelope alteration project represented in this document is consistent with the building plans,specifications,and other calculations submitted with this permit application.The proposed envelope systems have been designed to meet the 2015 IECC requirements in COMcheck Version 4.1.5.1 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. a Jamie Wheatcraft4± q ` 04/24/2021 Name-Title Sig�nat Date > �'?0227 Project Title: ALDI Queensbury NY-Tenant-Shell Report date: 04/24/21 Data filename: M:\2020jobs\660-ALDI-SWNXX-QueensburyNYtenant\Buildings\Design Page 2 of 9 Documents\Reports\ALDI Queensbury NY-Tenant-Retrofit.cck z REVIEWED FOR ENERGY CODE COMPLIANCE n -4 -n W COMcheck Software Version 4.1.4.3 0 a) �� N 3 � ao � Interior Lighting �- . rip i-a �,+,�e= tificate 1% o fn Lt U `mil �, y D'11(i - - Project Information APR 0 2 2021 I '* 1.) D Energy Code: 2018 I ECC CD Project Title: FIVE BELOW TOWN OF QUIeENSBURY � Project Type: Alteration BUILDING&GG1?ES P+ n Construction Site: Owner/Agent: Designer/Contractor: 763 Glen St. NC Kenneth A. Fuller, P.E. (a F, Queensbury, NY 12804 153 East Main Steet N COON/ Rockaway, NJ 07866 N �� 1 973-784-4258 y N kfullerpe@msn.com I Allowed Interior Lighting Power A B C D Area Category Floor Area Allowed Allowed Watts (ft2) Watts/ft2 (B X C) 1-SALES(Retail:Sales Area) 7636 1.22 9316 2-STOCK(Warehouse Storage:Smaller,Hand-Carried Items) 935 0.69 645 3-OFFICE(Common Space Types:Office-Enclosed) 145 0.93 135 4-CORRIDOR(Common Space Types:Corridor/Transition<8 ft wide) 305 0.66 201 5-TOILET ROOMS(Common Space Types:Restrooms) 160 0.85 136 6-BREAK/SPRINKLER RM(Common Space Types:Electrical/Mechanical) 120 0.43 52 Total Allowed Watts= 10485 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. SALES(Retail:Sales Area 7636 sq.ft.l FB-FL:FL:3'LED LINEAR:Other: 1 18 3 54 FB-LB:LB:4'LED LINEAR:Other: 1 6 58 348 FB-A1:Al -Al/NL:8'Integrated LED:Other: 1 84 82 6888 FB-A1.1:A1.1:4'Integrated LED:Other: 1 7 82 574 STOCK(Warehouse Storage:Smaller, Hand-Carried Items 935 sq.ft.) FB-A2:A2-A2/NL:8'STRIP LED:Other: 1 9 68 612 OFFICE (Common Space Types:Office- Enclosed 145 sq.ft.) FB-A3:A3:8'STRIP LED:Other: 1 1 68 68 CORRIDOR(Common Space Typesforridor/Transition<8 ft wide 305 sq.ft.) FB-A2:A2-A2/NL:8'STRIP SINGLE'Other: 1 4 68 272 TOILET ROOMS (Common Space Types:Restrooms 160 sq.ft.) FB-A:A:4'STRIP SINGLE:Other: 1 2 40 80 BREAK/SPRINKLER RM (Common Space Types:Electrical/Mechanical 120 sq ft 1 FB-A2:A2:8'STRIP SINGLE:Other: 1 1 68 68 Total Proposed Watts= 8964 Project Title: FIVE BELOW Report date: 03/31/21 Data filename: P:\COMCHECK FOLDERS�OB FILES\21340-5 BELOW, Queensbury, NY.cck Page 1 of 14 ' � s loom 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 ha been designed to meet the 2018 IECC requirements'in CO Version,4.1,4.3 and to comply with any appli a mandatory re its listed in the Inspection Ch 'ckli me-Title ignature f :' �i 7�r \ Date • � s W A 87361 ROFESSIONP� Project Title: FIVE BELOW Report date: 03/31/21 Data filename: P:\COMCHECK FOLDERS\lOB FILES\21340-5 BELOW, Queensbury, NY.cck Page 2 of 14 COMcheck Software Version 4.1.4.3 Mechanical Compliance Certificate Project Information Energy Code: 2018 I ECC Project Title: FIVE BELOW Location: Glens Falls, New York Climate Zone: 6a Project Type: Alteration Construction Site: Owner/Agent: Designer/Contractor: 763 Glen St. NC Kenneth A. Fuller, P.E. Queensbury, NY 12804 153 East Main Steet Rockaway, NJ 07866 973-784-4258 kfullerpe@msn.com Mechanical Systems List Quantity System Type&Description 1 AC-1 (Single Zone): Heating:1 each-Central Furnace,Gas,Capacity=120 kBtu/h Proposed Efficiency=80.00%Et,Required Efficiency: 80.00%Et or 80%AFUE Cooling:1 each-Single Package DX Unit,Capacity=63 kBtu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency=14.50 SEER,Required Efficiency: 14.00 SEER Fan System: None 2 AC-2&AC-3(Single Zone): Heating:1 each-Central Furnace,Gas,Capacity=180 kBtu/h Proposed Efficiency=80.00%Et,Required Efficiency: 80.00%Et or 80%AFUE Cooling:1 each-Single Package DX Unit,Capacity=171 kBtu/h,Air-Cooled Condenser,Air Economizer Proposed Efficiency=12.00 EER, Required Efficiency: 10.80 EER +12.2 IEER Fan System: None 1 Water Heater 1: Electric Storage Water Heater,Capacity:10 gallons Proposed Efficiency:4,80 SL,%/h(if>12 kW),Required Efficiency:3.00 SL,%/h(if>12 kW) Mechanical Compliance Statement Compliance Statement. The proposed mechanical alteration project represented in this document is consistent with the building plans,specifications, and other calculations submitted with this permit a c T pry. op a mechanical systems have been designed to eet the 2018 IECC requirements in COMcheck Versi 4. d- i y applicable mandatory requi fits listed in th InsppNon Checklist. am -Title Si e �Q. H A. Date CO W OA 8736A f Project Title: FIVE BELOW Report date: 03/31/21 Data filename: P:\COMCHECK FOLDERS\jOB FILES\21340-5 BELOW, Queensbury, NY.cck Page 3 of 14 COMcheck Software Version 4.1.4.3 Inspection Checklist Energy Code: 2018 IECC Requirements; 100.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # Plan Review Complies? Comments/Assumptions & Req.ID C103.2 :Plans,specifications, and/or flComplies Requirement will be met, [PR2)1 ;calculations provide all information ❑Does Not with which compliance can be determined for the mechanical ❑Not Observable systems and equipment and ❑Not Applicable document where exceptions to the ;standard are claimed. Load calculations per acceptable :engineering standards and 'handbooks. C103.2 ;Plans, specifications, and/or ;❑Complies 'Requirement will be met. [PR3]1 icalculations provide all information ❑Does Not !with which compliance can be determined for the service water ❑Not Observable heating systems and equipment and :❑Not Applicable document where exceptions to the :standard are claimed. Hot.water system sized per manufacturer's _ ;sizing guide. _ C103.2 ;Plans, specifications, and/or ;❑Complies ;Requirement will be met. mm- [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 ❑Not Applicable and document where exceptions to ;the standard are claimed. Information :.provided should include interior lighting power calculations,wattage of 'bulbs and ballasts,transformers and :control devices. Additional Comments/Assumptions: 1 High Impact(Tier 1) 1.2, Medium Impact(Tier 2) 3: Low Impact(Tier 3) Project Title: FIVE-BELOW Report date: 03/31/21 Data filename: P:\COMCHECK FOLDERS\JOB FILES\21340-5 BELOW, Queensbury, NY.cck Page 4 of 14 c P.• s 'Section # Footing/Foundation Inspection: Complies? to &Req.ID C403'A2:2:Snow/ice melting system and freeze '❑Complies `Exception: Requirement does not apply. protection systems have sensors and ❑Does Not C403:T23:controls configured to limit service for [FO9]3 pavement temperature and outdoor ❑Not Observable " temperature.future connection to ❑Not Applicable ; controls. Additional Comments/Assumptions: 1 High Impact(Tier 1) z Medium Impact(Tier 2) ,3.. Low Impact(Tier 3) Project Title: FIVE BELOW Report date: 03/31/21 Data filename: P:\COMCHECK FOLDERS\JOB FILES\21340-5 BELOW, Queensbury, NY.cck Page 5 of 14 Section # Plumbing Rough-in Inspection Complies? Comments/Assumptions- & Req.ID C404.5, ;Heated water supply piping conforms ;❑Complies ;Exception: Requirement does not apply. C404.5.1, to pipe length and volume ❑Does Not C404.5.2 :requirements. Refer to section details. [PL6]3 ,❑Not Observable; :❑Not Applicable C404.5, ;Heated water supply piping conforms :❑Complies ;Exception: Requirement does not apply. C404,5.1, 'to pipe length and volume ❑Does Not C404.5.2 ;requirements. Refer to section details. [PL6]3 :❑Not Observable: ❑Not Applicable C404.5; Heated water supply piping conforms ❑Complies ;Requirement will be met. C40,4.5.1, to pipe length and volume ❑Does Not C404.5.2 requirements. Refer to section details. Not Observable [PL6]3 ❑ ❑Not Applicable C04,6.3 ;Pumps that circulate water between a ;❑Complies ;Exception: Requirement does not apply. [PL7]3 'I heater and storage tank have controls ❑Does Not ;that limit operation from startup to <= 5 minutes after end of heating ❑Not Observable 'cycle. ❑Not Applicable C404,6.3 i Pumps that circulate water between a ;❑Complies ;Exception: Requirement does not apply. [PL7]3 j heater and storage tank have controls ❑Does Not ':that limit operation from startup to <= 5 minutes after end of heating ❑Not Observable °❑ :cycle. Not Applicable C404.6.3 !Pumps that circulate water between a ❑Complies Exception: Requirement does not apply. [PL7,]3 :heater and storage tank have controls :❑Does Not !that limit operation from startup to <= 5 minutes after end of heating ❑Not Observable cycle. ❑Not Applicable ; C404.7. :Demand recirculation water systems '•❑Complies :Exception: Requirement does not apply. [PL8]3 'have controls that start the pump :❑Does Not upon receiving a signal from the action of a user of a fixture or :❑Not Observable :appliance and limits the temperature :❑Not Applicable ; of the water entering the cold-water piping to 104°F. C404.7. :,Demand recirculation water systems ;❑Complies ;Exception: Requirement does not apply. [PL8]3 have controls that start the pump ❑Does Not upon receiving a signal from the action of a user of a fixture or ❑Not Observable appliance and limits the temperature I❑Not Applicable of the water entering the cold-water 'piping to 104°F, C404,7 ;Demand recirculation water systems ;❑Complies !Exception: Requirement does not apply. [PL8]3 have controls that start the pump ❑Does Not ;upon receiving a signal from the ;action of a user of a fixture or ❑Not Observable appliance and limits the temperature ❑Not Applicable of the water entering the cold-water ;piping to 104°F. Additional Comments/Assumptions: 1 High Impact(Tier 1) 1,2 1 Medium Impact(Tier 2) 13` Low Impact(Tier 3) Project Title: FIVE BELOW Report date: 03/31/21 Data filename: P:\COMCHECK FOLDERS�OB FILES\21340-5 BELOW, Queensbury, NY.cck Page 6 of 14 Section _ , . # Mechanical Rough-In Inspection Complies?,.. >° Comments/Assumptions &.Req.ID C402.2.6 :Thermally ineffective panel surfaces of❑Complies Exception: Requirement does not apply. [ME41]3 :sensible heating panels have ❑Does Not insulation >= R-3.5. ❑Not Observable ❑Not Applicable C403A.1_ '`:.HVAC fan systems at design ;❑Complies 'Requirement will be met. [ME65j3. conditions do not exceed allowable ❑Does-Not fan system motor nameplate hp or fan ;See the Mechanical systems list for values. ;;:system bhp. ❑Not Observable ❑Not Applicable C40J3.8.1-_ ;HVAC fan systems at design ;❑Complies Requirement will be met. [ME65]3;— conditions do not exceed allowable ❑Does Not ;fan system motor nameplate hp or fan ❑Not Observable;See the Mechanical Systems list for values. ;system bhp. ❑Not Applicable C403.8.3 A Fans have efficiency grade (FEG) >= ;❑Complies ;Requirement will be met. [ME117]2,,_67.The total efficiency of the fan at :❑Does Not ;the design point of operation <= 15% of maximum total efficiency of the ❑Not Observable' =fan. ;❑Not Applicable C403.8:3 Fans have efficiency grade (FEG) >= ;❑Complies Requirement will be met. [ME117]? '67.The total efficiency of the fan at ❑Does Not ;the design point of operation <= 15% of maximum total efficiency of the ❑Not Observable: :fan. ❑Not Applicable C403.12.1Systems that heat outside the building;❑Complies :Exception: Requirement does not apply. [ME71]2i envelope are radiant heat systems ❑Does Not =controlled by an occupancy sensing device or timer switch. ❑Not Observable ❑Not Applicable C403.2.3 I HVAC equipment efficiency verified. :❑Complies See the Mechanical Systems list for values. [ME55]2 ' ❑Does Not f ❑Not Observable ❑Not Applicable C403.2.2 ;Natural or mechanical ventilation is ❑Complies :Requirement will be met. [ME59]1 'provided in accordance with ❑Does Not :International Mechanical Code Chapter 4. Mechanical ventilation has ;❑Not Observable capability to reduce outdoor air supply;❑Not Applicable :to minimum per IMC Chapter 4. C403.7.1 ;Demand control ventilation provided ;❑Complies Requirement will be met. [ME59]1 :for spaces>500 ft2 and >25 :❑Does Not people/1000 ft2 occupant density and ;served by systems with air side ❑Not Observable ;economizer, auto modulating outside ;❑Not Applicable air damper control, or design airflow >3,000 cfm. C403,J.2 ;Enclosed parking garage ventilation '❑Complies ;Exception: Requirement does.not apply. [ME115]3- has automatic.contaminant detection ❑Does Not and capacity to stage or modulate 'fans to 50%or less of design capacity. ❑Not Observable ❑Not Applicable 003.7.6 :HVAC systems serving guestrooms in ❑Complies !Exception: Requirement does not apply, [ME141]3" °Group R-1 buildings with > 50 :❑Does Not guestrooms: Each guestroom is provided with controls that ❑Not Observable <automatically manage temperature ❑Not"Applicable setpoint and ventilation (see sections C403.7.6.1 and C403J.6.2). C403,7.4 'Exhaust air energy recovery on ❑Complies 'Exception: Requirement does not apply. [ME57]1 ;systems meeting Table C403.7.4(1) ❑Does Not and C403.7.4(2). ❑Not Observable ❑Not Applicable 11 High Impact(Tier 1), 1-11 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: FIVE BELOW Report date: 03/31/21 Data filename: P:\COMCHECK FOLDERSUOB FILES\21340-5 BELOW, Queensbury, NY.cck Page 7 of 14 r a 1 ERe Mechanical Rough-in Inspection` Complies? Comments/Assumptions C403.7.5. 'Kitchen exhaust systems comply with ElComplies ;Exception: Requirement does not apply. [ME116]3.`replacement air and conditioned 1EIDoes Not supply air limitations, and satisfy hood rating requirements and maximum ❑Not Observable exhaust rate criteria. ❑Not Applicable C403.11.11_HVAC ducts and plenums insulated in '❑Complies 'Requirement will be met. 'accordance with C403.11.1 and ❑Does Not C403.112;constructed in accordance with [ME60]2,`- F C403.11.2,verification may need to !❑Not Observable F occur during Foundation Inspection.. :❑Not Applicable C4014.1; ,Heating for vestibules and air curtains ;❑Complies :Exception: Requirement does not apply. integral heating include i❑Does Not [ME63]? .;automatic controls that shut off the heating system when outdoor air ❑Not Observable ;temperatures>45F.Vestibule `❑Not Applicable heating and cooling systems icontrolled by a thermostat in the vestibule with heating setpoint<= 460F and cooling setpoint>= 80F. C403.3.3 Hot gas bypass limited to: <=240 ❑Complies :Requirement will be met. [ME35]1 kBtu/h-50% >240 kBtu/h-25% ❑Does Not '❑Not Observable ❑Not Applicable C403.3.3 :Hot gas bypass limited to: <=240 '❑Complies ;Requirement will be met. [ME3511 kBtu/h-50% >240 kBtu/h-25% '❑Does Not '❑Not Observable __ ❑Not Applicable C408._2.•2. ;Air outlets and zone terminal devices '❑Complies 'Requirement will be met. 1, have means for air balancing. ❑Does Not [ME5313'';_ '❑Not Observable' ❑Not Applicable C403.5,{; 'Refrigerated display cases,walk-in ;❑Complies 'Exception: Requirement does not apply. C403.5.1, coolers or walk-in freezers served by ;❑Does Not C403;5.2:% remote compressors and remote [ME123]3n_ condensers not located in a ❑Not Observable' condensing unit, have fan-powered ❑Not Applicable condensers that comply with Sections ''C403.5.1 and refrigeration compressor; systems that comply with C403.5.2' Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) ;,3 Low Impact(Tier 3) Project Title: FIVE BELOW Report date: 03/31/21 Data filename: P:\COMCHECK FOLDERS�OB FILES\21340-5 BELOW, Queensbury, NY.cck Page 8 of 14 Section # Rough-in Electrical Inspection:. Complies?.. :,..•.::i. Comments/Assumptions. fu 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 reduce the connected lighting load in ❑Not Observable 'a reasonably uniform illumination ❑Not 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 Aighting 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 L 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) configured so that general lighting can ❑Not Applicable :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 C405.2,2. Hn sections C405.2.2.1 and C405.2.2,2, ❑Not Observable 2 ❑Not Applicable [EL21F 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3,. Low Impact(Tier 3) Project Title: FIVE BELOW Report date: 03/31/21 Data filename: P:\COMCHECK FOLDERS\lOB FILES\21340-5 BELOW, Queensbury, NY.cck Page 9 of 14 1 Section # I Rough-In Electrical,inspection •, complies?- ; ,:: ': Comments/Assumptions- & Req.ID C405.2.3, ;Daylight zones provided with C❑Complies ;Requirement will be met. C405.2.3„ I individual controls that control the ❑Does Not 1,~, ;lights independent of general area C405.23. "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. i❑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. ❑Does Not ❑Not Observable; ❑Not Applicable C405.6° ;Low-voltage dry-type distribution :❑Complies Requirement will be met. [EL26]z !electric transformers meet the ❑Does Not .,.:minimum efficiency requirements of ;❑Not Observable ;Table C405.6. E]Not Applicable C405.7 ;Electric motors meet the minimum ❑Complies :Requirement will be met. [EL:27]2 iefficiency 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 :manufacturer(where certification programs do not exist). C405.8.2, =Escalators and moving walks comply ❑Complies :Exception: Requirement does not apply. C405.8.2. with ASME A17.1/CSA B44 and have ❑Does-Not 1 2 automatic controls configured to ❑Not Observable {EL28]. !reduce speed to the minimum :permitted speed in accordance with ❑Not Applicable ASME A17.1/CSA B44 or applicable 'local code when not conveying passengers. _ C405'.g` ,;Total voltage drop across the ;❑Complies Requirement will be met. [429]2 =combination of feeders and branch ❑Does Not circuits<= 5%. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) -2 IMedium Impact.(Tier 2) s3 Low Impact(Tier 3) Project Title: FIVE BELOW Report date: 03/31/21 Data filename: P:\COMCHECK FOLDERS\OB FILES\21340-5 BELOW, Queensbury, NY.cck Page 10 of 14 r s 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 C303.3, ;Furnished O&M manuals for HVAC ❑Complies ;Requirement will be met. C408.2.5. ;systems within 90 days of system ❑Does Not 1'.• ;acceptance. [FI8]3 ':.❑Not Observable ❑Not Applicable C403.2.2 ;HVAC systems and equipment ElComplies :.Requirement will be met. [FI27]3, 'capacity does not exceed calculated ❑Does Not loads. '[-]Not Observable; i❑Not Applicable C403.2.4. ;Heating and cooling to each zone is '❑Complies _ ;Requirement will be met. controlled by a thermostat control. :❑Does Not MOP Minimum one humidity control device ;per installed '❑Not Observable; humidification/dehumidification ;❑Not Applicable system. C403.2.4. ;Heating and cooling to each zone is ❑Complies ;Requirement will be met. 1 controlled by a thermostat control. ❑Does Not (FI47]3 Minimum one humidity control device ;per installed ❑Not Observable :humidification/dehumidification ❑Not Applicable system. C403.4.1. ;Thermostatic controls have a 5 °F ;❑Complies ;Requirement will be met. 2 . deadband. '❑Does Not [FI38]3 ;❑Not Observable ❑Not Applicable C403.2.0 :Temperature controls have setpoint 's❑Complies ;Requirement will be met. 1.31 ;overlap restrictions. ❑Does Not [F120]3- ❑Not Observable' ❑Not Applicable C403.2.4. ;Each zone equipped with setback ❑Complies :Requirement will be met. 2 ;controls using automatic time clock or ❑Does Not [FI39]3 ;programmable control system. ;❑Not Observable' ❑Not Applicable C403.2.4. 'Automatic Controls: Setback to 55°F ;❑Complies ;Requirement will be met. (heat) and 85°F (cool); 7-day clock, 2- ❑Does Not t403.2.4. ;hour occupant override, 10-hour 2:2 ;backup ;❑Not Observable [FI40]3 ! ❑Not Applicable C404.3 Heat traps installed on supply and '❑Complies ;Requirement will be met. [FI1.1]3 !discharge piping of non-circulating °❑Does Not systems. ❑Not Observable: ❑Not Applicable C404.4 ;All piping insulated in accordance with ❑Complies 'Requirement will be met. [FI25]2 f section details and Table C403.11.3. ❑Does Not ❑Not Observable; :❑Not Applicable 1 High Impact(Tier 1) 2" Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: FIVE BELOW Report date: 03/31/21 Data filename: P:\COMCHECK FOLDERSOB FILES\21340-5 BELOW, Queensbury, NY.cck Page 11 of 14 Section # Final inspection. Complies. .. Comments/Assumptions & Req.ID 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 ;Requirement will be met. [F157]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. C408.2.1 :Commissioning plan developed by :Complies :Requirement will be met. [FI28]1 ;registered design professional or `❑Does Not ;approved agency. ❑Not Observable ❑Not Applicable C408.2.3. I HVAC equipment has been tested to ❑Complies Requirement will be met. 1 :ensure proper operation. ❑Does Not [FI31]1 ;❑Not Observable ❑Not Applicable C408.2.3. 'HVAC control systems have been ❑Complies :Requirement will be met. 2 :tested to ensure proper operation, '❑Does Not [FI10]1 calibration and adjustment of controls.: ❑Not Observable ❑Not Applicable C408.2.4 :Preliminary commissioning report ❑Complies ,Requirement will be met. [FI29]1 :completed and certified by registered ;❑Does Not ;design professional or approved :agency. '❑Not Observable: !:[]Not Applicable C408.2.5. Furnished HVAC as-built drawings ❑Complies :Requirement will be met. 1 :submitted within 90 days of system ❑Does Not [FI7]3 ,;acceptance. i❑Not Observable ❑Not Applicable i C408;2.5. :Furnished as-built drawings for ❑Complies Requirement will be met, 1, '; ; electric power systems within 90 days ❑Does Not [F..11613 .{of system acceptance. :❑Not Observable ❑Not Applicable C408.2.5. An air and/or hydronic system ❑Complies Requirement will be met. 3 'balancing report is provided for HVAC ❑Does Not [FI4311 ;systems. ❑Not Observable' ❑Not Applicable C408.2.5. :Final commissioning report due to ❑Complies iRequirement will be met. 4 ':building owner within 90 days of ❑Does Not [F130]1 ireceipt of certificate of occupancy. :❑Not Observable :❑Not Applicable C408.3 :Lighting systems have been tested to ❑Complies :Requirement will be met. [F13311 :ensure proper calibration, adjustment, :❑Does Not :programming, and operation. ❑Not Observable: ❑Not Applicable Additional Comments/Assumptions: 11 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3.s Low Impact(Tier 3) Project Title: FIVE BELOW Report date: 03/31/21 Data filename: P:\COMCHECK FOLDERSUOB FILES\21340-5 BELOW, Queensbury, NY.cck Page 12 of 14 f 1 High Impact(Tier 1) 12'1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: FIVE BELOW Report date: 03/31/21 Data filename: P:\COMCHECK FOLDERS�JOB FILES\21340-5 BELOW, Queensbury, NY.cck Page 13 of 14 a�- Project Title: FIVE BELOW Report date: 03/31/21 Data filename: P:\COMCHECK FOLDERS\lOB FILES\21340-5 BELOW, Queensbury, NY.cck Page 14 of 14 e ' STRUCTURAL CALCULATIONS BUILDING SHELL Prepared for: APD ENGINEERING & ARCHITECTURE, PLLC 615 FISHERS RUN VICTOR, NEW YORK 14564 For the construction of: TENANT SPACE @ ALDI PLAZA 708 UPPER GLEN STREET QUEENSBURY, NEW YORK 12804 WARREN COUNTY Copy RKW Engineering, P.C. STRUCTURAL ENGINEERING CONSULTANTS 5569 West Henrietta Road West Henrietta, NY 14586 Tel:585-359-1578 P1, ECEOWE of: Ivew MAY 2 0 20 11 K 0 1 0 TOWN OF QUEENSBURY BUILDING&CODES 8 2 NCO 07230 A9�FESSIONP� May, 2021 PROJECT NAME ALDI PL..4e-A - 60EF0513opty PROJECT NO-z(o z c, SHEET NO RKW Engineering, P.C. STRUCTURAL ENGINEERING CONSULTANTS CALCULATED BY DATE --- ---------- f7 L,,!A A si ----------6,4 lD 63 J ............ ---------- .......... L..4"v) T T ---- --------- - -- - ------------- --------L ..... ....... .... ......... + A,' ..................... 4 c7 02 U Lj LeA 0o ----------A4f -j- G oj,4 Cj, LI.,,b T. g .. .. .............. . ...... ..... llli�-3 1- 4 -j- )fI i I ! i j I -k i , I 1Z 3. b 10 T,-La T t 3ol L ---------- - --------- I+ L;B S.t ............. ... ...... T f ..... ......... .... ............ ....... ................. 1_ s RKW Engineering,P.C. Date; 05/07/21 Floor and Roof Dead Loads (v 3.0.4) Project No.: 21026 Location: ALDI Tenant Space @ Queensbury, NY-Main Roof Dead Loads Load Type: Wt s Floor or Roof Deck: 1'/"x 22 Ga.Wide Rib Roof Deck(Painted) 1.68 Floor Slab- Concrete: None Thickness: None 0.00 Deck: None Steel Framing: Moderate K-Series Joist Framing&Bridging 5.00 Mechanicals&Electrical: None 0.00 Sprinkler System: None 0.00 Ceiling System: Light Acoustical Tile&Grid 2.00 Roofing System: Single-Ply Fully Adhered 2.00 Insulation: 4"Rigid Insulation 0.70 Wood Decking: None 0.00 Wood Framing: None 0.00 Floor Topping: None 0.00 Finished Flooring: None 0.00 Mechanical Pad: None 0.00 Partitions: None 0.00 Other(Specify): Mechanical&Electrical 4.00 Other(Specify): Sprinklers 4.00 Other(Specify): 0 0.00 Other(Specify): None 0.00 Other(Specify): None 0.00 19.38 RKW Engineering,P.C. Date: 05/09/21 Snow Loads & Snow Drifting per ASCE 7 (v3.0.4) Project No.: 21026 Location: ALDI Tenant Space @ Queensbury, NY-Snow Loads Ground Snow Load pg(psf): 60 Flat Roof Snow Load pf(psf): 42.0 ASCE Building Category: II Snow Density y(pcf): 21.8 Importance Factor: 1.00 Sloped Roof Category: N/A Terrain Category: B Sloped Roof Pitch (Degrees): 0.00 Roof Exposure: Partially Exposed ASCE Roof Surface Type: All Other Surfaces Exposure Factor Ce: 1.0 Cs: 1.00 Thermal Factor Ct: 1.00 Sloped Roof Snow Load ps(psf): 42.0 Snow Drifting Conditions Location: 0 Drift Condition: Windward Max. Drift Load Intensity(psf): 0.00 Roof Length lu ft): 0.00 Max.Total Snow Load Intensity(psf): 42.00 Wall or Projection Hgt. (ft.): 0.00 Drift Width w ft): - Bal.Snow Load Hgt.hb ft): 1.93 Drift Slope(psf per ft.): - hc(ft.): 0.00 Distance'D'From Face of Wall (ft.): 0.00 Calculated Drift Hgt.hd ft): 1.60 Total Snow Load Intensity @ Distance'D'(psf): 42.00 Maximum Drift Hgt.hd ft): 0.00 he/hb<0.2-drift load is NOT required. Location: 0 Drift Condition: Leeward Max. Drift Load Intensity(psf): 0.00 Roof Length lu ft): 0.00 Max.Total Snow Load Intensity(psf): 42.00 Wall or Projection Hgt. ft): 0.00 Drift Width w ft): - Bal.Snow Load Hgt. hb ft): 1.93 Drift Slope(psf per ft.): - hc(ft.): 0.00 Distance'D'From Face of Wall (ft.): 0.00 Calculated Drift Hgt. hd ft): 2.14 Total Snow Load Intensity @ Distance'D'(psf): 42.00 Maximum Drift Hgt.hd ft): 0.00 hc/hb<0.2-drift load is NOT required. Location: 0 Drift Condition: Windward Max. Drift Load Intensity(psf): 0.00 Roof Length lu(ft.): 0.00 Max.Total Snow Load Intensity(psf): 42.00 Wall or Projection Hgt.(ft.): 0.00 Drift Width w ft): - Bal.Snow Load Hgt.hb(ft.): 1.93 Drift Slope(psf per ft.): - hc(ft.): 0.00 Distance'D'From Face of Wall ft): 0.00 Calculated Drift Hgt.hd(ft.): 1.60 Total Snow Load Intensity @ Distance'D'(psf): 42.00 Maximum Drift Hgt.hd(ft.): 0.00 hc/hb<0.2-drift load is NOT required. Location: 0 Drift Condition: Windward Max. Drift Load Intensity(psf): 0.00 Roof Length lu ft): 0.00 Max.Total Snow Load Intensity(psf): 42.00 Wall or Projection Hgt. ft): 0.00 Drift Width w ft): - Bal.Snow Load Hgt. hb ft): 1.93 Drift Slope(psf per ft.): - hc ft): 0.00 Distance'D'From Face of Wall ft): 0.00 i Calculated Drift Hgt.hd ft): 1.60 Total Snow Load Intensity @ Distance'D'(psf): 42.00 Maximum Drift Hgt. hd ft): 0.00 hc/hb<0.2-drift load is NOT required. Location: 0 Drift Condition: Leeward Max. Drift Load Intensity(psf): 0.00 Roof Length lu ft): 0.00 Max.Total Snow Load Intensity(psf): 42.00 Wail or Projection Hgt. ft): 0.00 Drift Width w ft): - Bal.Snow Load Hgt. hb(ft.): 1.93 Drift Slope(psf per ft.): - hc(ft.): 0.00 Distance'D' From Face of Wall ft): 0.00 Calculated Drift Hgt.hd(ft.): 2.14 Total Snow Load Intensity @ Distance'D'(psf): 42.00 Maximum Drift Hgt. hd ft): 0.00 hc/hb<0.2-drift load is NOT required. 16H8 [E] w u >2 ------ 6 8 �------ --------- C - - - - - - --------- �N 16H8 [E] N 16H8 [E] B 16H8 [E] OA --00 - - - - - - - 14K_[E] - I - - 00 x L4x4 N i co 14K [E]-JRl �I .00 S l X oi, i� 14K [E]-JF- �I JI (sI►A) AC-1 0 14K [E] 1,305 LBS. 14K [E] uw 14K [E] o_ ' 14K [E] 14K [E] AA - - - - - - - - - - - - - - - 2l'-5i/2 2 3 I RKW Engineering,P.C. Date: 05/08/21 Time: 10:37 AM Steel Joist Design -ASD V1.1 Proj.No.: 21026 Joist ID: Tenant Space @ ALDI Plaza-Existing Joist EJ1 Joist Type: K-Series Span Length(ft): 21.460 Joist Spacing(ft): 3.670 Loads (All distances taken fi in extreme left end of beam) Concentrated Loads Uniform Loads P(kips) D(ft.) P(kips) D(ft.) P(kips) D(ft.) P(kips) D(ft.) w(klf) D-Lft(ft.) D-Rgt(ft.) 0.586 14.040 0.228 0.000 21.460 Linearly Varying Loads w-Lft(klf) D-Lft(ft.) w-Rgt(klf) D-Rgt(ft.) w-Lft(klf) D-Lft(ft.) w-Rgt(klf) D-Rgt(ft.) Deflection Criteria Allow Defl.(in.): 1.070 Req'd.I(in.4): 47.1 Location(ft.). 10.837 Analysis Results Left Reaction(k): 2.649 Equivalent Uniform Load Based on Left Reaction(plf): 247 Right Reaction(k): 2.830 Equivalent Uniform Load Based on Right Reaction(plf): 264 Max.+M(k-ft): 15.389 Equivalent Uniform Load Based on Maximum Moment(plf): 267 Loc.from Left Sup.(ft): 11.642 Maximum Total Uniform Load(plf): 228 Design Results Joist Size: 14K1 Tabular Span Length(ft.): 22 Uniform Load Capacity(plf): 234 Joist Load for L/360 Deflection(plf): 147 End Reaction Capacity(kips): 2.574 Maximum Joist Deflection(in.): 1.258 Joist Moment of Inertia(in.4): 40.04 Joist Weight(plf): 5.2 Joist Weight(psf): 1.42 RKW Engineering,P.C. Date: 05/08/21 Time: 10:52 AM Pg.1 of 3 ASD Joist Reinforcement Design -Type 1 (v.3.3) Proj.No.: 21026 Joist ID: Tenant Space @ ALDI Plaza-Existing Joist EJ1 Ex.Joist: Span Length ft): 21.460 Moment Capacity(kip-ft): 14.157 Panel Point Dimension(in.): 14.000 Depth(inches): 14 End React,Capacity(kips); 2.574 Number of Int.Bot.Panels: 16 Chord Fy(ksi): 50.000 Joist Mom.of Inertia(in.4): 40.0 Web Steel Fy(ksi): 36.000 Approx.Effective Depth(in.). 13.4 Web Type: Continuous Rod Prelim.Allow,Chord Force(kips); 12.640 Typical Web Member-Angle from Horiz.(Deg.): 63.4 Approx.Area of Top Chord(in.2): 0.527 Length of End Panel(in.): 16.8 Top Chord Allowable Stress(ksi): 21.280 1st Tension Diagonal-Angle from Horiz.(Deg.): 39.9 Selected Top Chord Size: 2L-1'/4x1Y4x1/8 1st Tens.Diag.-Approx.Allowable Force(kips): 4.015 Assumed Area of Top Chord(in.2): 0.594 list Comp.Diag.-Approx.Allowable Force(kips): 2.494 Approx.Area of Bot.Chord(in.2): 0.421 1st Tension Diagonal-Approx.Area(in.2): 0.186 Bot.Chord Allowable Stress(ksi): 27.009 1 st Compression Diagonal-Approx Area(in.2): 0.135 Selected Bottom Chord Size: 2L-1x1x1/8 Assumed Area of Bottom Chord(In.2): 0.468 Loads on Joist at Time of Reinforcing: Concentrated Loads Uniform Loads Linearly Varyina Loads P kips D ft. P(kips) D(ft.) w(kif) D-L(ft.) D-R ft. w-L(klf) D-L(ft,) w-R(kif) D-R ft. 0.000 0.00 0.000 0.000 0.074 0.000 21.460 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 6.000 0.000 Left React.(kips): 0.794 Right React.(kips): 0.794 Max.Mom.(kip-ft): 4.260 Location from Left End(ft.): 10.730 Total Loads on Joist(Final Condition) Concentrated Loads Uniform Loads Linearly Varying Loads P(kips) D(ft.) P(kips) I D ft. w(kif) D-L ft. D-R ft, w-L(kif) D-L(ft.) w-R kif) D-R(ft.) 0.586 14.04 0.000 0.000 0.074 0.000 21.460 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.154 0.000 21.460 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 1 0.00 0.000 0.000 0.000 0.000 0.000 Left React.(kips): 2.649 Right React.(kips): 2.830 Max.Mom.(kip-ft): 15.389 Location from Left End(ft.): 11.642 Top Chord Reinforcing Fy(ksi): 36.000 Reinforcing Rod Dia.(in.): 0.500 Shear Flow: Allow.Top Chord Compressive Force(kips): 12.640 Vmax(kips): 2.036 Allow.Top Chord Compressive Stress(ksi): 21.280 Area of One Rod(in.2): 0.196 Top Chord Comp.Force @ Reinf.(kips): 3.831 Y bar(in.): 6.673 Top Chord Comp.Stress @ Reinf.(ksi): 6.449 Eff.Mom.of Inertia of Joist+Reinf.(in.4): 69.8 Available Reserve Comp.Stress(kips): 14.831 Shear Flow for Each Rod(kips/in.): 0.038 Final Top Chord Compressive Force(kips): 13.838 Welds: Required Total Area of Top Chord(in.2): 0.675 Flare Bevel Weld Effective Throat(in.): 0.0781 Original Area of Top Chord(in.2): 0.594 Allowable Force on Weld(kips/in.): 1.641 Maximum Reinf.Area Required(in.2): 0.081 Req'd.Weld Length to Dev.Reinf.(in.): 2.580 Location from Left End ft): 11.59 Intermittent Weld Length(in.): 2.00 Extent of Reinforcement: Intermittent Weld Spacing(in.): 12.00 Start from Left End(ft.): 8.21 Shear Flow Capacity of Weld(kips per inch): 0.273. OK End from Left End(ft.): 14.54 Reinforced Too Chord Compression Capacity(k=1 0)• Minimum Length of Reinforcing ft): 6.33 Total Area of Top Chord with Reinf(in.2): 0.987 Force in Top Chord Reinforcement: Location of Centroid of Composite Section(in.): 0.365 Reinforcing Area Provided(in.2): 0.393 OK Moment of Inertia of Composite Section(in.4); 0.096 Top Chord Force from All Loads(kips): 13.838 Radius of Gyration of Composite Section(in.): 0.312 Top Chord Force @ Time of Reinf.(kips): 3.806 Governing Yield Stress of Composite Section(ksi): 36.000 Max.Increase in Top Chord Force(kips): 10.032 Qs of Top Chord Angles: 1.000 Initial Area of Top Chord(in.2): 0.594 Unbraced Length of Top Chord(in.): 14.000 Total Area of Top Chord With Reinf.(In.2): 0.987 k'L/r: 44.872 Stress in Top Reinforcing Rods(ksi): 10.167 Fe(ksi): 142.152 Compressive Force in Each Rod(kips): 1.996 OK Fcr(ksi): 32.379 Rod Compression Capacity(k=1.0): nc: 1.670 Reinforcing Rod Radius of Gyration ry(in.): 0.1250 Allowable Chord Force(kips): 19.131 OK k"L/r: 80.000 Fcr(ksi): 25.703 Allowable Force in Each Rod(kips): 3.022 OK RII:WEngineering,P.C. Date: 05/08/21 Time: 10:52 AM Pg.2 of 3 ASD Joist Reinforcement Desian -Type 1 (v.3.3) Proj.No.: 21026 Joist ID: Tenant Space @ ALDI Plaza-Existing Joist EJ1 Bottom Chord Reinforcing Fy(ksi):. 36.000 Reinforcing Rod Dia.(in.): 0.500 Shear Flow: Allow.Bottom Chord Tension Force(kips): 12.640 Vmax(kips): 2.036 Allow.Bottom Chord Tension Stress(ksi): 27.009 Area of One Rod(in.2): 0.196 Bottom Chord Tension Force @ Reinf.(kips): 3.831 Y_bar(in.): 6.673 Bottom Chord Tension Stress @ Reinf.(ksi): 8.185 Eff.Mom.of Inertia of Joist+Reinf.(in.4): 69.8 Available Reserve Tension Stress(kips): 18.824 Shear Flow for Each Rod(kips/in.): 0.038 Final Bottom Chord Tension Force(kips): 13.838 Welds: Required Total Area of Bottom Chord(in.2): 0.532 Flare Bevel Weld Effective Throat(in.): 0.0781 Original Area of Bottom Chord(in.2): 0.468 Allowable Force on Weld(kips/in.): 1.641 Maximum Reinf,Area Required(in.2): 0.063 Req'd.Weld Length to Dev.Reinf.(in.): 2.580 Location from Left End ft): 11.59 Intermittant Weld Length(in.): 2.000 Extent of Reinforcement: Intermittant Weld Spacing(in.): 12.000 Start from Left End ft): 8.21 Shear Flow Capacity of Weld(kips per inch): 0.273 OK End from Left End(ft.): 14.54 Rod Tension Capacity: Minimum Length of Reinforcing(ft.): 6.33 0: 1.670 Force in Bottom Chord Reinforcement: Fy(ksi): 36.000 Reinforcing Area Provided(in.2): 0.3927 OK Ag(in.2): 0.196 Bottom Chord Force from All Loads(kips): 13.838 Allowable Force in Each Rod): 4.233 OK Bottom Chord Force @ Time of Reinf.(kips): 3.806 1Z Max.Increase in Bottom Chord Force(kips): 10.032 �,D q Initial Area of Bottom Chord(in.2): 0.468 Total Area of Bottom Chord With Reinf.(in.2): 0.861 5/11 Cc1 X � �LA T 23 r N 1. 6(� Stress in Bottom Reinforcing Rods(ksi): 11.656 Tension Force in Each Rod(kips): 2.289 OK Web Reinforcing Web Reinforcing Fy(ksi): 36.000 Weld Size @ Each End: 3116 Left End Minimum Weld Length(in.): 4.00 Req'd Extent of Web Reinf.from Left End ft): 8.80 Reinforcing Angle Size: L 1'/2x11/sx114 One Side Only 1st Tension Diagonal: Calculate Angle Tensile Yielding Capacity per AISC D2(a): Allowable Tension Force in Member(kips): 4.015 Area of One Angle(in.2): 0.688 Allowable Tension Stress in Member(ksi): 21.557 Fy(ksi): 36.000 Member Force at Time of Reinf.(kips): 1.239 Q: 1.67 Stress @ Time of Reinforcing(ksi): 6.650 Pa=Pn/Q(kips): 14.831 Reserve Stress(ksi): 14.907 Calculate Angle Tensile Rupture Capacity per AISC D2(b): Force from All Applied Loads(kips): 4.132 X bar of Angle(in.): 0.466 Total Area Req'd.(in.2): 0.194 Shear Lag Factor per AISC Table D3.1: 0.534 Area of Original Web Member(in.2): 0.186 Effective Area of One Angle(in.2): 0.367 Area of Reinf.Req'd.(in.2): 0.008 Total Effective Area of Web Reinforcing(in.2): 0.367 Area of Reinf.Provided(in.2): 0.688 OK Fu(ksi): 58.000 Final Tension Force in Reinf.(kips): 2.277 OK Q: 2.00 1st Compression Diagonal: Pa=Pn/fl(kips): 10.654 (controls) Allow.Comp.Force in Member(kips): 2.494 Calculate Angle Compression Capacity per AISC E5: Allow.Comp.Stress in Member(ksi): 18.431 Length of Angle(in.): 15.65 Member Force at Time of Reinf.(kips): 0.888 Radius of Gyration rx(in.): 0.449 Stress @ Time of Reinforcing(ksi): 6.561 L/rx: 34.86 Reserve Stress(ksi): 11.870 KL/r per AISC E5-1: 98.15 Member Force from All Applied Loads(kips): 2.962 Qs: 1.000 Total Area Req'd.(in.2): 0.175 Fe(ksi): 29.714 Area of Original Web Member(in.2): 0.135 For(ksi): 21.681 Area of Reinf.Req'd.(in.2): 0.039 Area of One Angle(In.2): 0.688 Area of Reinf.Provided(in.2): 0.688 OK O: 1.67 Final Compression Force in Reinf.(kips): 1.733 OK Fa(ksi): 12.982 Weld 0 Ends of Reinforcing: Pa(kips): 8.932 Minimum Length of Weld(in.): 4.00 Minimum Strength of Weld(kips): 11.137 Total Strength of Connection(kips): 11.137 OK RICW E7Tgl7teeYlitg�P.C. Date: 05/08/21 Time: 10:52 AM Pg.3 of 3 ASD Joist Reinforcement Design -Type 1 (v 3.3) Proj.No.: 21026 Joist ID: Tenant Space @ ALDI Plaza-Existing Joist EJ1 Web Reinforcing Web Reinforcing Fy(ksi): 36.000 Weld Size @ Each End: 3/16 Right End Minimum Weld Length(in.): 4.00 Req'd Extent of Web Reinf.from Right End(ft.): 7.46 Angle Size: L 1'/zx1'/2c1/4 One Side Only 1 st Tension Diagonal: Calculate Angle Tensile Yielding Capacity Per AISC D2(a): Allowable Tension Force in Member(kips): 4.015 Area of One Angle(in.2): 0.688 Allowable Tension Stress in Member(ksi): 21.557 Fy(ksi):' 36.000 Member Force at Time of Reinf.(kips): 1.230 0: 1.67 Stress @ Time of Reinforcing(ksi): 6.650 Pa=Pn1Q(kips): 14.831 Reserve Stress(ksi): 14.907 Calculate Angle Tensile Rupture Capacity Per AISC D2(b): Force from All Applied Loads(kips): 4.414 X_bar of Angle(in.): 0.466 Total Area Req'd.(in.2): 0.213 Shear Lag Factor per AISC Table D3.1: 0.534 Area of Original Web Member(in.2): 0.186 Effective Area of One Angle(in.2): 0.367 Area of Reinf.Req'd.(in.2): 0.027 Total Effective Area of Web Reinforcement(in.2): 0.367 Area of Reinf.Provided(in.2): 0.688 OK Fu(ksi): 58.000 Final Tension Force in Reinf.(kips): 2.499 OK Q: 2.00 1st Compression Diaponal: Pa=Pn/.Q(kips): 10.654 (controls) Allow.Comp.Force in Member(kips): 2.494 Calculate Angle Compression Capacity per AISC E5: Allow.Comp.Stress in Member(ksi): 18.431 Length of Angle(in.): 15.65 Member Force at Time of Reinf.(kips): 0.888 Radius of Gyration rx(in.): 0.449 Stress @ Time of Reinforcing(ksi): 6.561 L/rx: 34.86 Reserve Stress(ksi): 11.870 KUr per AISC E5-1: 98.15 Member Force from All Applied Loads(kips): 3.164 Qs: 1.000 Total Area Req'd:(in.2): 0.192 Fe(ksi): 29.714 Area of Original Web Member(in.2): 0.135 Fcr(ksi): 21.681 Area of Reinf. Req'd.(in,2): 0.056 Area of One Angle(in.2): 0.688 Area of Reinf.Provided'(in,2): 0.688 OK Q: -1.67 Final Compression Force in Reinf.(kips): 1.902 OK Fa(ksi): 12.982 Weld 0-Ends of Reinforcing: Pa(kips): 8.932 Minimum Length of Weld(in.): 4.00 Minimum Strength of Weld(kips): 11.137 Total Strength of Connection(kips): 11.137 OK r—�—� PROJECT NAME TE06J r 6fAr—F A(-DI J �,qz-A RKW Engineering, P.C. PROJECT NO c ZCO SHEET NO STRUCTURAL ENGINEERING CONSULTANTS CALCULATED BY P"K� DATES�Z., - -- ---I_... , Fr^- Ir , .. t I - - -. - -- t _ ' s 4� pp { J �R , : ,3 3 — S_., s ( I pACt 0 .......... i I � I pp ; i i CDK _ ZL• i , • f ; , I , - A �..__ . .8_.� _.f S F�TI_o, _.._. .._.- T , i -1 { i • 1J t 1 S N .1.�..1./7 C. G. .._ _ .� ... I _ i � i .. _ ' _ � _ - ;.... I ; ' ; .I_ + 1 I ` o I , : ( L .. I • 'I L - �rvQ ;_Lgpro 4!°I_ot` X D�.S/.Lo,7t5� + 2. '..4'�'! • , i I 1 c � � L• ; D_ o t. I I_G S G 9 5,• : i IST i I 1 i , { , { i i I 4, I , i. i ; ! 5 �SGiaG . -- .. _. ... _ ......— —...I_... i ' Lri2 4Z Z1�-; i � 4 ' : �S ! i SD i i '33 � •�f3 S I_o , ' 1 , • f� , , • I i ? ' I , I I I ' , ; RKWEngineering,P.C. Date: 05/09/21 Time: 2:39 PM Steel Joist Design -ASD v1.1 Proj.No.: 21026 Joist ID: Tenant Space @ ALDI Plaza-Existing Joist E,12 Joist Type: K-Series Span Length(ft): 21.460 Joist Spacing(ft): 2.800 Loads (All distances taken from extreme left end of beam) Concentrated Loads Uniform Loads P(kips) D(ft.) P(kips) I D(ft.) P(kips) D(ft.) P(kips) D(ft.) w(klf) D-Lft(ft.) D-Rgt(ft.) 0.293 14.040 0.174 0.000 21.460 Linearly Varying Loads w-Lft(klf) D-Lft(ft.) w-Rgt(klf) D-Rgt(ft.) w-Lft(klf) D-Lft(ft.) ,w-Rgt(kio D-Rgt(ft.) Deflection Criteria Allow Defl.(in.): 1.070 Req'd.I(In.4): 34.1 Location(ft.): 10.837 Analysis Results Left Reaction(k): 1.968 Equivalent Uniform Load Based on Left Reaction(plf): 183 Right Reaction(k): 2.059 Equivalent Uniform Load Based on Right Reaction(plf): 192 Max.+M(k-ft): 11.133 Equivalent Uniform Load Based on Maximum Moment(plf): 193 Loc.from Left Sup.(ft): 11.320 Maximum Total Uniform Load(plf): 174 Design Results Joist Size: 14K1 Tabular Span Length ft): 22 Uniform Load Capacity(plf): 234 Joist Load for L1360 Deflection(plf): 147- End Reaction Capacity(kips): 2.574 Maximum Joist Deflection(in.): 0.912 Joist Moment of Inertia(in.4): 40.04 Joist Weight(pif): 5.2 Joist Weight(psf): 1.86 24H8 [E] 24H8 [E] w - w > � 00 00 O - -- H8 [E] - _ ------- 24H8 [E] -------- ------ -------- - - ----------------------- - - w w u u 24H8 [E] 24H8 [E] 24H8 [E] 24H8 [E] 24H8 [E] 24H8 [E] I- - - - - 18K [E] - - - - -I - - - - - - - -I 18K [E] Lu O 18K-[E] 18K-[E] 00 � � 00 AC-2 — ro ✓ 18K [E] 1,690 LBS. 18K [E] x oil 18K-[E] J 18K-[E] VJ3- JRZ _ ✓ 18K-[E] J L44 - o _ J S w 18K [E] w _ 18K [E] 00 18K [E] 00 _ w - - - - 18K [E] 18K [E] 18K [E] 18K [E] 18K [E] 18K [E] ' 30'-8" ' 30'-8" 6 7 g RKW Engineering,P.C. Date: 05/10/21 Time: 4:29 PM Steel Joist Design -ASD v1.1 Prof.No.: 21026 Joist ID: Tenant Space @ ALDI Plaza-Existing Joist EJ3 Joist Type: K-Series Span Length(ft): 30.670 Joist Spacing(ft): 4.420 Loads (All distances taken from extreme left end of beam) Concentrated Loads Uniform Loads P(kips) D(ft.) P(kips) D(ft.) P(kips) D(ft.) P(kips) D(ft.) w(kif) D-Lft(ft.) D-Rgt(ft.) 0.759 26.420 0.274 0.000 30.670 Linearly Varying Loads w-Lft(klf) D-Lft(ft.) w-Rgt(klf) D-Rgt(ft.) w-Lft(klf) D-Lft(ft.) w-Rgt(klf) D-Rgt(ft.) Deflection Criteria Allow Defl.(in.): 1.530 Req'd.I(in.4): 149.7 Location(ft.): 15.412 Analysis Results Left Reaction(k): 4.307 Equivalent Uniform Load Based on Left Reaction(plf): 281 Right Reaction(k): 4.856 Equivalent Uniform Load Based on Right Reaction(plf): 317 Max.+M(k-ft): 33.850 Equivalent Uniform Load Based on Maximum Moment(plf): 288 Loc.from Left Sup.(ft): 15.718 Maximum Total Uniform Load(plf): 274 Design Results Joist Size: 18K6 Tabular Span Length(ft.): 31 Uniform Load Capacity(plf): 281 Joist Load for L/360 Deflection(plf): 158 End Reaction Capacity(kips): 4.356 Maximum Joist Deflection(in.): 1.773 Joist Moment of Inertia(In.4): 122.01 Joist Weight(plf): 8.4 Joist Weight(psf): 1.90 RIfW Engineering,P.C. Date: 05/10/21 Time: 4:37 PM Pg.1 of 3 ASD Joist Reinforcement Design -Type 1 (v.3.3) Proj.No,: 21026 Joist ID: Tenant Space @ ALDI Plaza-Existing Joist EJ3 Ex.Joist: Span Length ft): 30.670 Moment Capacity(kip-ft): 33.755 Panel Point Dimension(in.): 18.000 Depth(inches): 18 End React.Capacity(kips): 4.356 Number of Int.Bot, Panels: 18 Chord Fy(ksi): 50.000 Joist Mom.of Inertia(In.4): 122.0 Web Steel Fy(ksi): 36.000 Approx.Effective Depth(in.): 17.3 Web Type: Continuous Rod Prelim,Allow.Chord Force(kips): 23.441 Typical Web Member-Angle from Horiz,(Deg,): 63.4 Approx.Area of Top Chord(in.2): 0.977 Length of End Panel(in,): 22.0 Top Chord Allowable Stress(ksi): 22.240 1 st Tension Diagonal-Angle from Horiz.(Deg.): 39.3 Selected Top Chord Size: 21L-1'/2xl%x3/1 6 1st Tens.Diag.-Approx,Allowable Force(kips): 6.883 Assumed Area of Top Chord(in.2): 1.054 1st Comp.Diag.-Approx.Allowable Force(kips): 4.281 Approx.Area of Bot.Chord(in.2): 0.781 1 st Tension Diagonal-Approx.Area(in,2): 0.319 Bot.Chord Allowable Stress(ksi): 27.006 1st Compression Diagonal-Approx Area(in.2): 0.234 Selected Bottom Chord Size: 2L-1'/4x1'/4x3/16 Assumed Area of Bottom Chord(in.2): 0.868 Loads on Joist at Time of Reinforcing: Concentrated Loads Uniform Loads Linearly Varying Loads P(kips) D(ft.) I P(kips) D ft.) w(kIf) D-L ft. D-R(ft.) w-L(kif) D-L(ft.) w-R(kif) D-R(ft.) 0.000 0.00 0.000 0.000 0.089 0.000 30.670 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 -0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0,000 0.000 0.00 0.000 0,000 0.000 0.000 0.000 Left React.(kips): 1.365 Right React.(kips): 1.365 Max.Mom.(kip-ft): 10.465 Location from Left End(ft.): 15.335 Total Loads on Joist(Final Condition) Concentrated Loads Uniform Loads Linearly Varying Loads P(kips) D ft.) I P(kips) D(ft.) w(kif) D-L ft, D-R ft.) w-L(kif) D-L ft. w-R klf) D-R(ft.) 0.759 26.42 0.000 0.000 0.089 0.000 30.670 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.185 0.000 30.670 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0,000 0.000 Left React.(kips): 4.307 Right React.(kips): 4.866 Max.Mom.(kip-ft): 33.850 Location from Left End(ft.): 16.718 Too Chord Reinforcing Fy(ksi): 36.000 Reinforcing Rod Dia.(in.): 0.000 Shear Flow: Allow.Top Chord Compressive Force(kips): 23.441 Vmax(kips): 3.491 Allow.Top Chord Compressive Stress(ksi): 22.240 Area of One Rod(in.2): 0.000 Top Chord Comp.Force @ Reinf.(kips): 7.312 Y_bar(in,): 8.688 Top Chord Comp.Stress @ Reinf.(ksi): 6.937 Eff.Mom.of Inertia of Joist+Reinf.(in,4): 106.1 Available Reserve Comp.Stress(kips): 15.303 Shear Flow for Each Rod(kips/in.): 0.000 Final Top Chord Compressive Force(kips): 23.651 Welds: Required Total Area of Top Chord(in.2): 1.068 Flare Bevel Weld Effective Throat(in.): 0.0000 Original Area of Top Chord(in.2): 1.054 Allowable Force on Weld(kips/in.): 0.000 Maximum Reinf.Area Required(in.2): 0.014 Req'd.Weld Length to Dev.Reinf.(in.): #DIV/01 Location from Left End(ft.): 15.72 Intermittant Weld Length(in.): 2.00 Extent of Reinforcement: Intermittant Weld Spacing(in.): 12.00 Start from Left End ft): 14.26 Shear Flow Capacity of Weld(kips per inch): 0.000 OK End from Left End(ft,): 17.18 Reinforced Too Chord Compression Capacity(k=1.0): Minimum Length of Reinforcing(ft,): 2.91 Total Area of Top Chord with Reinf(in.2): 1.054 Force in Top Chord Reinforcement: Location of Centroid of Composite Section(in.): 0.444 Reinforcing Area Provided(in.2): 0.000 Moment of Inertia of Composite Section(in.4): 0.220 Top Chord Force from All Loads(kips): 23.661 Radius of Gyration of Composite Section(in.): 0.457 Top Chord Force @ Time of Reinf.(kips): 7.307 Governing Yield Stress of Composite Section(ksi): 36.000 Max. Increase in Top Chord Force(kips): 16.344 Qs of Top Chord Angles: 1.000 Initial Area of Top Chord(in.2): 1.054 Unbraced Length of Top Chord(in.): 18.000 Total Area of Top Chord With Reinf.(in.2): 1.054 k*L/r: 39.399 Stress in Top Reinforcing Rods(ksi): 15.606 Fe(ksi): 184.389 Compressive Force in Each Rod(kips): 0.000 #DIV/01 Fcr(ksi): 33.175 Rod Compression Capacity(k=1.0): f1c: 1.670 Reinforcing Rod Radius of Gyration ry(in.): 0.0000 Allowable Chord Force(kips): 20.938 k*L/r: #DIV/01 For(ksi): #DIV/01 Allowable Force in Each Rod(kips): #DIV/01 #DIV101 -RKW.9ngineering,AC. Date: 05/10/21 Time: 4:37 PM Pg.2 of 3 ASD Joist Reinforcement Design -T = 1 (V.3.3) Proj.No.: 21026 Joist ID: Tenant Space @ ALDI Plaza-Existing Joist EJ3 Bottom Chord Reinforcing Fy(ksi): 36.000 Reinforcing Rod Dia.(in.): 0.000 Shear Flow: Allow.Bottom Chord Tension Force(kips): 23.441 Vmax(kips): 3.491 Allow.Bottom Chord Tension Stress(ksi): 27.006 Area of One Rod(in.2): 0.000 Bottom Chord Tension Force @ Reinf.(kips): 7.312 Y bar(in.): 8.688 Bottom Chord Tension Stress @ Reinf.(ksi): 8.423 Eff.Mom.of Inertia of Joist+Reinf.(in.4): 106.1 Available Reserve Tension Stress(kips): 18.582 Shear.Flow for Each Rod(kips/in.): 0.000 Final Bottom Chord Tension Force(kips): 23.661 Welds: Required Total Area of Bottom Chord(in.2): 0.879 Flare Bevel Weld Effective Throat(in.): 0.0000 Original Area of Bottom Chord(in.2): 0.868 Allowable Force on Weld(kips/in.): 0.000 Maximum Reinf.Area Required(in.2): 0.011 Req'd.Weld Length to Dev.Reinf.(in.): #DIV/01 Location from Left End(ft.): 16.72 Intermittant Weld Length(in.): 2.000 Extent of Reinforcement: Intermittant Weld Spacing(in.): 12.000 Start from Left End(ft.): 14.26 Shear Flow Capacity of Weld(kips per inch): 0.000 OK End from Left End ft): 17.18 Rod Tension Capacity: Minimum Length of Reinforcing ft): 2.91 n: 1.670 Force in Bottom Chord Reinforcement: Fy(ksi): 36.000 Reinforcing Area Provided(in.2): 0.0000 Ag(in.2): 0.000 Bottom Chord Force from All Loads(kips): 23.651 Allowable Force in Each Rod): 0.000 OK Bottom Chord Force @ Time of Reinf.(kips): 7.307 Max.Increase in Bottom Chord Force(kips): 16.344 Initial Area of Bottom Chord(in.2): 0.868 Total Area of Bottom Chord With Reinf.(in.2): 0.868 Stress in Bottom Reinforcing Rods(ksi): 18.829 Tension Force in Each Rod(kips): 0.000 OK Web Reinforcing Web Reinforcing Fy(ksi): 36.000 Weld Size @ Each End: 3/16 Left End Minimum Weld Length(in.): 4.00 Req'd Extent of Web Reinf.from Left End(ft.): 0.00 Reinforcing Angle Size: L 1%x1'/2x114 One Side Only 1st Tension Diagonal: Calculate Angle Tensile Yielding Capacity per AISC D2(a): Allowable Tension Force in Member(kips): 6.883 Area of One Angle(In.2): 0.688 Allowable Tension Stress in Member(ksi): 21.567 Fy(ksi): 36.000 Member Force at Time of Reinf.(kips): 2.166 r): 1.67 Stress @ Time of Reinforcing(ksi): 6.764 Pa=Pn/0(kips): 14.831 Reserve Stress(ksi): 14.803 Calculate Angle Tensile Rupture Capacity per AISC D2(b): Force from All Applied Loads(kips): 6.806 X_bar of Angle(in.): 0.466 Total Area Req'd.(in.2): 0.314 Shear Lag Factor per AISC Table D3.1: 0.534 Area of Original Web Member(in.2): 0.319 Effective Area of One Angle(In.2): 0.367 Area of Reinf.Req'd.(In.2): 0.000 Total Effective Area of Web Reinforcing(In.2): 0.367 Area of Reinf.Provided(in.2): 0.688 OK Fu(ksi): 58.000 Final Tension Force in Reinf.(kips): - NG 0: 2.00 1st Compression Diagonal: Pa=PnIQ(kips): 10.654 (controls) Allow.Comp,Force in Member(kips): 4.281 Calculate Ancle Compression Capacity per AISC E5: Allow.Comp.Stress in Member(ksi): 18.273 Length of Angle(in.): 20.12 Member Force at Time of Reinf.(kips): 1.626 Radius of Gyration rx(in.): 0.449 Stress @ Time of Reinforcing(ksi): 6.613 L/rx: 44.82 Reserve Stress(ksi): 11.760 KUr per AISC E5-1: 105.62 Member Force from All Applied Loads(kips): 4.816 Qs: 1.000 Total Area Req'd.(in.2): 0.280 Fe(ksi): 26.669 Area of Original Web Member(in.2): 0.234 For(ksi): 20.011 Area of Reinf.Req'd.(in.2): 0.045 Area of One Angle(in.2): 0.688 Area of Reinf.Provided(in.2): 0.688 OK Q: 1.67 Final Compression Force in Reinf.(kips): 2.454 OK Fa(ksi): 11.983 Weld &-Ends of Reinforcing: Pa(kips): 8.244 Minimum Length of Weld(in.): 4.00 Minimum Strength of Weld(kips): 11.137 Total Strength of Connection(kips): 11.137 OK RKW Engineering,P.C. Date: 05/10/21 Time: 4:37 PM Pg.3 of 3 ASD Joist Reinforcement Design -Tyne 1 (v.3.3) Prof.No.: 21026 Joist ID: Tenant Space @ ALDI Plaza-Existing Joist EJ3 Web Reinforcing Web Reinforcing Fy(ksi): 36.000 Weld Size @ Each End: 3/16 Right End Minimum Weld Length(in.): 4.00 Req'd Extent of Web Reinf.from Right End ft): 4.29 Angle Size: L I%xl%xl/4 One Side Only 1st Tension Diagonal: Calculate Angle Tensile Yielding Capacity per AISC D2(a): Allowable Tension Force in Member(kips): 6.883 Area of One Angle(in.2): 0.688 Allowable Tension Stress in Member(ksi): 21.557 Fy(ksi): 36.000 Member Force at Time of Reinf.(kips): 2.166 0: 1.67 Stress @ Time of Reinforcing(ksi): 6.764 Pa=Pn/Q(kips): 14.831 Reserve Stress(ksi): 14.803 Calculate Angle Tensile Rupture Capacity per AISC D2(b): Force from All Applied Loads(kips): 7.672 X bar of Angle(in.): 0.466 Total Area Req'd.(in.2): 0.373 Shear Lag Factor per AISC Table D3.1: 0.534 Area of Original Web Member(in.2): 0.319 Effective Area of One Angle(In.2): 0.367 Area of Reinf. Req'd.(in.2): 0.053 Total Effective Area of Web Reinforcement(in.2): 0.367 Area of Reinf.Provided(in.2): 0.688 OK Fu(ksi): 58.000 Final Tension Force in Reinf.(kips): 3.767 OK f2: 2.00 1st Compression Diagonal: Pa=Pn/fl(kips): 10.654 (controls) Allow.Comp.Force in Member(kips): 4.281 Calculate Angle Compression Capacity per AISC E5: Allow.Comp.Stress in Member(ksi): 18.273 Length of Angle(in.): 20.12 Member Force at Time of Reinf.(kips): 1.526 Radius of Gyration rx(in.): 0.449 Stress @ Time of Reinforcing(ksi): 6.613 L/rx: 44.82 Reserve Stress(ksi): 11.760 KUr per AISC E5-1: 106.62 Member Force from All Applied Loads(kips): 6.429 Qs: 1.000 Total Area Req'd.(in.2): 0.332 Fe(ksi): 26.669 Area of Original Web Member(in.2): 0.234 Fcr(ksi): 20.011 Area of Reinf.Req'd.(in.2): 0.098 Area of One Angle(in.2): 0.688 Area of Reinf.Provided(in.2): 0.688 OK 0: 1.67 Final Compression Force in Reinf.(kips): 2.911 OK Fa(ksi): 11.983 Weld(M Ends of Reinforcing: Pa(kips): 8.244 Minimum Length of Weld(in.): 4.00 Minimum Strength of Weld(kips): 11.137 Total Strength of Connection(kips): 11.137 OK ' | ` � PROJECT NAME Engineering, oJsu�wo -�(��C" o*ssrwo mm��v P.C.� ` � " PROJECT� - ---� '- STRUCTURAL mx«mNmmulNGCONSULTANTS CALCULATED By ~ oxrs ~ RKW Engineering,P.C. Date: 05/10/21 Time: 4:43 PM Steel Joist Design -ASD v9.9 Prof.No.: 21026 Joist ID: Tenant Space @ ALDI Plaza-Existing Joist EJ4 Joist Type: K-Series Span Length(ft): 30.670 Joist Spacing(ft): 4.060 Loads (All distances taken from exh•eme left end of beam) Concentrated Loads Uniform Loads P(kips) D(ft.) P(kips) D(ft.) P(kips) D(ft.) P(kips) D(ft.) w(klf) D-Lft(ft.) D-Rgt(ft.) 0.380 26.420 0.252 0.000 30.670 Linearly Varying Loads w-Lft(klf) D-Lft(ft.) w-Rgt(klf) D-Rgt(ft.) w-Lft(klf) D-Lft(ft.) w-Rgt(klf) D-Rgt(ft.) Deflection Criteria Allow Defl.(In.): 1.530 Req'd.I(in.4): 134.2 Location(ft.): 15.412 Analysis Results Left Reaction(k): 3.917 Equivalent Uniform Load Based on Left Reaction(plf): 255 Right Reaction(k): 4.192 Equivalent Uniform Load Based on Right Reaction(plf): 273 Max.+M(k-ft): 30.443 Equivalent Uniform Load Based on Maximum Moment(plf): 259 Loc.from Left Sup.(ft): 15.565 Maximum Total Uniform Load(plf): 252 Design Results Joist Size: 1811<6 Tabular Span Length(ft.): 31 Uniform Load Capacity(plf): 281 Joist Load for L/360 Deflection(plf): 158 End Reaction Capacity(kips): 4.356 Maximum Joist Deflection(in.): 1.683 Joist Moment of Inertia(in.4): 122.01 Joist Weight(plf): 8.4 Joist Weight(psf): 2.07 )?KW Engineering,P.C. Date: 05/10/21 Time: 4:48 PM Steel Joist Design -ASD v1.1 Proj.No.: 21026 Joist ID: Tenant Space @ ALDI Plaza-Existing Joist EJ5 Joist Type: K-Series Span Length(ft): 30.670 Joist Spacing(ft): 4.050 Loads (AI/distances taken from extreme left end of beam) Concentrated Loads Uniform Loads P(kips) D(ft.) P(kips) D(ft.) P(kips) D(ft.) P(kips) D(ft.) w(klf) D-Lft(ft.) D-Rgt(ft.) 0.253 26.420 0.274 0.000 30.670 Linearly Varying Loads w-Lft(klf) D-Lft(ft.) w-Rgt(klf) D-Rgt(ft.) w-Lft(klf) D-Lft(ft.) w-Rgt(kif) D-Rgt(ft.) Deflection Criteria Allow Defl.(in.): 1.530 Req'd.I(In.4): 144.1 Location(ft.): 15.412 Analysis Results Left Reaction(k): 4.237 Equivalent Uniform Load Based on Left Reaction(plf): 276 Right Reaction(k): 4.420 Equivalent Uniform Load Based on Right Reaction(plf): 288 Max.+M(k-ft): 32.757 Equivalent Uniform Load Based on Maximum Moment(plf): 279 Loc.from Left Sup.(ft): 15.488 Maximum Total Uniform Load(plf): 274 Design Results Joist Size: 18K6 Tabular Span Length(ft.): 31 Uniform Load Capacity(plf): 281 Joist Load for L/360 Deflection(plf): 158 End Reaction Capacity(kips): 4.366 Maximum Joist Deflection(in.): 1.807 Joist Moment of Inertia(In.4): 122.01 Joist Weight(plf): 8.4 Joist Weight(psf): 2.07 18 [E] 24H8 [E] w 18 [E] 24H8 [E] 18 [E] 24H8 [E] 18 [E] 24H8 [E] W10x22 [E] (+19'-91/21'; - HSS14x6x5/6 x 1'-10" L OUTRIGGER [E] SHOP-1 18 [E] 24H8 [E] TO FACE OF OUTRIC - - - _ - - - - - - - i HSS14x10x3/8 - [E] 18K [E-R] - -[E] - AC-3 18K [E-RI -�- —[E] (+12'-9") o z01 — -. [E] 1,690 LBS. ✓ 18K [E-R] 10 Z N o. _ N _j _N i oilxLU °� .� + `. [E] ./ 18K [E-R] w .+. rj w X J Cp x O �X [E] L4x4 _ ✓ 18K [E-R] 10 Z X 10 X _ O wJ (A U) [E] 18K [E-RI 211 0 -HSS14x10x3/8 -[E] 18K [E-R] [E] (+12'-9") - [E] 18K [E] HSS14x6x5/6 x 1'-10" LOP - - OUTRIGGER [E] SHOP-WE ' TO FACE OF OUTRIGGI [E] 18K-[E] W18x35 [E] (+19'-91/2"*) - SHOP-WELDED TO FACE OF COL. 32'-3�/2" , 211 9 10 10.1 A W Engineering„P.C. Date: 05/10/21 Time: 5:36 PM Pg.1 of 3 AN Joist Reinforcement Design -Type 1 (v.3.3) Proj.No.: 21026 Joist ID: Tenant Space @ ALDI Plaza-Existing Joist EJ6-Check Original Reinforcing Ex.Joist: Span Length(ft.): 32.292 Moment Capacity(kip-ft): 31,917 Panel Point Dimension(in.): 18.000 Depth(inches): 18 End React.Capacity(kips): 4.800 Number of Int.Bot.Panels: 19 Chord Fy(ksi): 50.000 Joist Mom.of Inertia(in.4): 119.8 Web Steel Fy(ksi): 36.000 Approx.Effective Depth(in.): 17.3 Web Type: Continuous Rod Prelim,Allow.Chord Force(kips): 22.166 Typical Web Member-Angle from Horiz,(Deg.): 63.4 Approx.Area of Top Chord(in.2): 0,924 Length of End Panel(in.): 22.8 Top Chord Allowable Stress(ksi): 26.302 1 st Tension Diagonal-Angle from Horiz•(Deg.): 38.3 Selected Top Chord Size: 2L-1x1x1/4 1st Tens.Diag.-Approx.Allowable Force(kips): 7.736 Assumed Area of Top Chord(in.2): 0.876 1st Comp.Diag.-Approx.Allowable Force(kips): 4.736 Approx.Area of Bot.Chord(In.2): 0.739 1 st Tension Diagonal-Approx.Area(in.2): 0.359 Bot.Chord Allowable Stress(ksi): 32.696 1 st Compression Diagonal-Approx Area(in.2): 0.266 Selected Bottom Chord Size: 2L-1x1x3/16 Assumed Area of Bottom Chord(in.2): 0.680 Loads on Joist at Time of Reinforcing: Concentrated Loads Uniform Loads Linearly Varying Loads P(kips) D ft.) P(kips) I D ft.) w klf) D-L ft.) D-R(ft.) w-L kl D-L ft. w-R(kl D-R ft.) 0.000 0.00 0.000 0.000 0.088 0.000 32,292 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 Left React.(kips): 1,421 Right React.(kips): 1.421 Max.Mom.(kip-ft): 11.471 Location from Left End(ft,): 16.146 Total Loads on Joist(Final Condition) Concentrated Loads Uniform Loads Linearly Varvina Loads P(kips) D(ft.) P(kips) I D(ft.) w(kl D-L(ft.) D-R ft. w-L Of) D-L(ft.) w-R Nil) D-R(ft. 0.759 4.25 0.000 0.000 0,088 0.000 32.292 0.186 15.920 0.578 32.292 0.000 0.00 0,000 0.000 0.186 0.000 15.920 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0,000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 Left React.(kips): 5.626 Right React.(kips): 7.191 Max.Mom.(kip-ft): 46.418 Location from Left End ft): 17.699 Top Chord Reinforcina Fy(ksi): 36.000 Reinforcing Rod Dia.(in.): 0.875 Shear Flow: Allow.Top Chord Compressive Force(kips): 22.165 Vmax(kips): 5,770 Allow.Top Chord Compressive Stress(ksi): 26.302 Area of One Rod(in.2): 0.601 Top Chord Comp.Force @ Reinf,(kips): 7.937 Y_bar(in.): 8.672 Top Chord Comp.Stress @ Reinf.(ksi): •9.060 Eff.Mom,of Inertia of Joist+Reinf.(In.4): 285.0 Available Reserve Comp.Stress(kips): 16.242 Shear Flow for Each Rod(kips/in.): 0.106 Final Top Chord Compressive Force(kips): 32.118 Welds: Required Total Area of Top Chord(in.2): 1.489 Flare Bevel Weld Effective Throat(in.): 0.1367 Original Area of Top Chord(in.2): 0.876 Allowable Force on Weld(kips/in.): 2.871 Maximum Reinf.Area Required(in.2): 0.610 Req'd.Weld Length to Dev.Reinf.(in.): 4.616 Location from Left End ft): 17.36 Intermittant Weld Length(in.): 2.00 Extent of Reinforcement: Intermittant Weld Spacing(in.): 10.00 Start from Left End ft): 7.51 Shear Flow Capacity of Weld(kips per inch): 0.574 OK End from Left End ft): 26.24 Reinforced Too Chord Compression Capacljy(k=1 0): Minimum Length of Reinforcing ft): 18.73✓ Total Area of Top Chord with Reinf(in.2): 2.079 Force in Too Chord Reinforcement: Location of Centrold of Composite Section(in.): 0.541 Reinforcing Area Provided(in.2): 1.203 OK Moment of Inertia of Composite Section(in.4): 0.227 Top Chord Force from All Loads(kips): 32.110 Radius of Gyration of Composite Section(in.): 0.330 Top Chord Force @ Time of Reinf.(kips): 7.892 Governing Yield Stress of Composite Section(ksi): 36.000 Max.Increase in Top Chord Force(kips): 24.218 Qs of Top Chord Angles: 1.000 Initial Area of Top Chord(in.2): 0.876 Unbraced Length of Top Chord(in.): 18.000 Total Area of Top Chord With Reinf.(In.2): 2.079 k*L/r: 54.496 Stress in Top Reinforcing Rods(ksi): 11.651 Fe(ksi): 96.374 Compressive Force in Each Rod(kips): 7.008 OK Fcr(ksi): 30.789 Rod Compression Capacity(k=1.0): Qc: 1.670 Reinforcing Rod Radius of Gyration ry(in.): 0,2188 Allowable Chord Force(kips): 38.323 OK k*L/r: 36.671 For(ksi): 33.562 Allowable Force in Each Rod(kips): 12.081 OK RKW Engineering,P.C. Date: 05/10/21 Time: 5:36 PM Pg:2&3 ASO Joist Reinforcement Desean -TyppA (v.3.3) Prof.No.: 21026 Joist ID: Tenant Space @ ALDI Plaza-Existing Joist EJ6-Check Original Reinforcing Bottom Chord Reinforcing Fy(ksi): 36.000 Reinforcing Rod Dia.(in.): 0.626 Shear Flow: Allow.Bottom Chord Tension Force(kips): 22.166 Vmax(kips): 6.770 Allow.Bottom Chord Tension Stress(ksi): 32.695 Area of One Rod(in.2): 0.307 Bottom Chord Tension Force @ Reinf.(kips): 7.937 Y-bar(in.): 8.672 Bottom Chord Tension Stress @ Reinf.(ksi): 11.672 Eff.Mom.of Inertia of Joist+Reinf.(In.4): 286.0 Available Reserve Tension Stress(kips): 20.923 Shear Flow for Each Rod(kips/in.): 0.054 Final Bottom Chord Tension Force(kips): 32.118 Welds: Required Total Area of Bottom Chord(in.2): 1.166 Flare Bevel Weld Effective Throat(in.): 0.0977 Original Area of Bottom Chord(in.2): 0.680 Allowable Force on Weld(kips/in.): 2.061 Maximum Reinf.Area Required(In,2): 0.474 Req'd.Weld Length to Dev.Reinf.(in.): 3.226 Location from Left End ft): 17.36 Intermittant Weld Length(in.): 2.000 Extent of Reinforcement: Intermittant Weld Spacing(in.): 10.000 Start from Left End(ft.): 7.51 Shear Flow Capacity of Weld(kips per Inch): 0.410 OK End from Left End ft): 26.24 Rod Tension Capacity: Minimum Length of Reinforcing(ft,): 18.73 0: 1.670 Force In Bottom Chord Reinforcement: Fy(ksi): 36.000 Reinforcing Area Provided(In.2): 0.6136 OK Ag(in.2): 0.307 Bottom Chord Force from All Loads(kips): 32.110 Allowable Force in Each Rod): 6.614 OK Bottom Chord Force @ Time of Reinf.(kips): 7.892 Max.Increase in Bottom Chord Force(kips): 24.218 Initial Area of Bottom Chord(in.2): 0.680 Total Area of Bottom Chord With Reinf.(in.2): 1.294 Stress in Bottom Reinforcing Rods(ksi): 18.721 Tension Force In Each Rod(kips): 6.744 OK Web Reinforcing Web Reinforcing Fy(ksi): 36.000 Weld Size @ Each End: 3/16 Left End Minimum Weld Length(in.): 3.00 Req'd Extent of Web Reinf.from Left End ft): 13.40-/ Reinforcing Angle Size: L I%xl%xl/4 One Side Only 1st Tension Diagonal: Calculate Angle Tensile Yielding Capacity per AISC D2(a): Allowable Tension Force in Member(kips): 7.736 Area of One Angle(in.2): 0.688 Allowable Tension Stress in Member(ksi): 21.657 Fy(ksi):' 36.000 Member Force at Time of Reinf.(kips): 2.290 0: 1.67 Stress @ Time of Reinforcing(ksi): 6.381 Pa=Pn/rl(kips): 14.831 Reserve Stress(ksi): 16.176 Calculate Angle Tensile Rupture Capacity per AISC D2(b): Force from All Applied Loads(kips): 9.067 X-bar of Angle(in.): 0.466 Total Area Req'd.(in.2): 0.447 Shear Lag Factor per AISC Table D3.1: 0.634 Area of Original Web Member(in.2): 0.369 Effective Area of One Angle(in.2): 0.367 Area of Reinf.Req'd.(in.2): 0.088 Total Effective Area of Web Reinforcing(in.2): 0.367 Area of Reinf.Provided(in.2): 0.688 OK Fu(ksi): 68.000 Final Tension Force in Reinf.(kips): 4.454 OK Q: 2.00 1st Compression Diagonal: Pa=Pn/C1(kips): 10.654 (controls) Allow.Comp.Force In Member(kips): 4.736 Calculate Angle Compression Capacity per AISC E& Allow.Comp.Stress In Member(ksi): 18.204 Length of Angle(in.): 20.12 Member Force at Time of Reinf.(kips): 1.589 Radius of Gyration rx(in.): 0.449 Stress @ Time of Reinforcing(ksi): 6.105 L/rx: 44.82 Reserve Stress(ksi): 12.098 KL/r per AISC E5-1: 106.62 Member Force from All Applied Loads(kips): 6.289 Qs: 1.000 Total Area Req'd.(in.2): 0.389 Fe(ksl): 26.669 Area of Original Web Member(in.2): 0.260 Fcr(ksi): 20.011 Area of Reinf.Req'd.(in.2): 0.128 Area of One Angle(in.2): 0.688 Area of Reinf.Provided(in.2): 0.688 OK Q: 1.67 Final Compression Force in Reinf.(kips): 3.411 OK Fa(ksi): 11.983 Weld 0 Ends of Reinforcing: Pa(kips): 8.244 Minimum Length of Weld(in.): 3.00 Minimum Strength of Weld(kips): 8.363 Total Strength of Connectlon(kips): 8.363 OK RKW Engineering,P.C. Date- 05/10/21 Time: 5:36 PM Pg.3 of 3 ASD Joist Reinforcement Deslan -lyme-1 (v,3.3) Prof.No.: 21026 Joist ID: Tenant Space @ ALDI Plaza-Existing Joist EJ6-Check Original Reinforcing Web Reinforcina Web Reinforcing Fy(ksi): 36.000 Weld Size @ Each End: 3116 Right End Minimum Weld Length(In.): 3.00 Req'd Extent of Web Reinf.from Right End ft): 9.28./ Angle Size: L I%xl%x1/4 One Side Only 1 st Tension Diagonal: Calculate Angle Tensile Yielding Capacity Per AISC 132(a): Allowable Tension Force in Member(kips): 7.736 Area of One Angle(in.2): 0.688 Allowable Tension Stress in Member(ksi): 21,657 Fy(ksi): 36.000 Member Force at Time of Reinf,(kips): 2.290 1 0: 1.67 Stress @ Time of Reinforcing(ksi): 6.381 Pa=Pn/0(kips): 14.831 Reserve Stress(ksi): 16.176 Calculate Angle Tensile Rupture Capacity Per AISC D2(b): Force from All Applied Loads(kips): 11.689 Xbar of Angle(in.); 0.466 Total Area Req'd.(in.2): 0.613 Shear Lag Factor per AISC Table DV: 0.534 Area of Original Web Member(in.2): 0.369 Effective Area of One Angle(in.2): 0.367 Area of Reinf.Req'd.(in.2): 0,264 Total Effective Area of Web Reinforcement(in.2): 0.367 Area of Reinf.Provided(in.2): 0.688 OK Fu(ksi): 58.000 Final Tension Force in ReInf.(kips): 6.11i OK 0: 2.00 1st Compression Diagonal: Pa=Pn/0(kips): 10.654 (controls) Allow.Comp.Force In Member(kips): 4.736 Calculate Angle Compression Capacity per AISC E5: Allow.Comp.Stress in Member(ksi): 18.204 Length of Angle(in.): 20.12 Member Force at Time of Reinf.(kips): 1.689 Radius of Gyration rx(in.): 0.449 Stress @ Time of Reinforcing(ksi): 6.105 L/rx: 44.82 Reserve Stress(ksi): 12.098 KUr per AISC E6-1: 106.62 Member Force from All Applied Loads(kips): 8.039 - Qs: 1.000 Total Area Req'd.(in.2):' 0.633 Fe(ksi): 26.659 Area of Original Web Member(in.2): 0.260 Fcr(ksi): 20.011 Area of Reinf.Req'd.(in.2): 0.273 Area of One Angle(in.2): 0.688 Area of Reinf.Provided(in.2): 0.688 OK 0: 1.67 Final Compression Force In Reinf.(kips): 4.681 OK Fa(ksi): 11.983 Weld(&,Ends of Reinforcing: Pa(kips): 8.244 Minimum Length of Weld(in.): 3.00 Minimum Strength of Weld(kips): 8.363 Total Strength of Connection(kips): 8.363 OK EXISTING ROOF JOIST REINFORCEMENT SCHEDULE EXISTING APPROXIMATE TOP CHORD BOTTOM CHORD L L CASE JOIST JOIST REINFORCEMENT REINFORCEMENT (SEE COLUMN LINE (SEE COLUMN LINE SPAN (CENTERED ON SPAN) (CENTERED ON SPAN) REFERENCE BELOW) REFERENCE BELOW) JRl 16H 28'-4"± NOT REQUIRED NOT REQUIRED 6'-0" (LINE 3) 8'-0" (LINE 6) (ONE SIDE ONLY) (ONE SIDE ONLY) JR2 24H 30'-8"± 2 - t/2" DIA. RODS x 16'-0" 2 - /2" DIA. RODS x 16'-0" (ONE 8'-0,SIDE ONLY) NOT REQ'D. (LINE 7) JR3 24H 32'-3�/2"± 2 - t/2" DIA. RODS x 12'-0" 2 - t/2" DIA. RODS x 12'-0" (LINE 10) (ONE SIDE(LINE ,ONLY} (ONE SIDE ONLY) t 3 3 15'-0" (LINE 9) 12'-6" (LINE 10) JR4 24H 32-3/2 ± 2 - /4 DIA. RODS x 15-0 2 - /4 DIA. RODS x 15-0 (ONE SIDE ONLY) (ONE SIDE ONLY) JR5 18H 32'-3'/2'± 2 - /8" DIA. RODS x 24'-0".J 4" x 5/6" PLATE x 24'-0" 14'-0" (LINE 9) 12'-0" (LINE 10) (ONE SIDE ONLY) (ONE SIDE ONLY) 0Q1G1tJ4- F.£1N'F.R.G1W Cv i � PROJECT NAME I ! pno�sn�wnSHEET ` �� wo � Engineering, �n ^ STRUCTURAL ENGINEERING CONSULTANTS CALCULATED BY r-K�=�� DATE TIT Fil tj SU zo AIR / � � ` � RKW Engineering,P.C. Date: 05/19/21 Time: 9:35 AM ASD Beam Design per AISC 2010 Design Specifications Mb= 1 67) v3.3 Prof.No.: 21026 Beam ID: Tenant Space @ ALDI Plaza-Entry Girt Extension { Steel: ASTM A500,Grade B(Rect) Spans: Center(ft.): 4,000 Lu: Center(ft.): 4.000 Fy(ksi): 46.000 Left{ft,): 5.500 Left ft): 5.500 Fu(ksi): 58.000 Right(ft.): - Right ft): - Es(ksi): 29000 Cb: 1.00 Loads (All distances taken from extreme lefT end of beam) Concentrated Loads Uniform Loads P(kips) D(ft.) P(kips) D(ft.) P(kips) D(ft.) P(kips) D(ft.) w(kif) D-Lft(ft.) D-Rgt(ft.) 0.059 0.000 5.500 Linearly Varying Loads End Moments w-Lft(klf) D-Lft(ft) I w-Rgt(klf) D-Rgt(ft.) w-Lft(klf) D-Lft(ft.) w-Rgt(klf) D-Rgt(ft.) Lft(k-ft) Rgt(k-ft) Defl.Criteria(in.): 0.220 Req'd.I(in.4): 3.600 Location ft): 75.500 Desicin&Analysis Results Section: HSS 6 x 6 x 114 (Major Axis Bending) Center Span Left Cantilever Right Cantilever Left Reaction(k): 0.548 Shear @ Left of Support(k): -0.325 Shear @ Left of Support(k): - Right Reaction(k): -0.223 Shear @ Right of Support(k): 0.223 Shear @ Right of Support(k): - Max.+M(k-ft): 0.000 Max.-M(k-ft): -0.892 Max.-M(k-ft): - Loc.from Left Sup.(ft): -5.500 Mn/II(k-ft): 26.709 Mn/f2(k-ft): 25.709 Mn/12(k-ft): Gov.Spec.Section: F7.1 Gov.Spec.Section: F7.1 Gov.Spec.Section: Max.Deflection(in.): -0.002 Max.Deflection()n.): 0.028 Max.Deflection(in.): - Loc.from Left Sup.(ft): 1.680 Section Properties&Dimensions HSS 6 x 6 x 114 W(plf1: 18.99 Ix(in.4): 28.600 A(in.2): 5.240 Zx(in.3): 11.200 h(in.): 6.000 Sx(in.3): 9,540 b(In.): 6.000 rx(in.): 2.340 t_nom(in,): 0.250 ly(in.4): 28.600 t_des(in.): 0.233 Zy(in.3): 11.200 b/t: 22.800 Sy(in.3): 9.540 h/t: 22.800 ry(in.): 2.340