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HomeMy WebLinkAboutSTRUCTURAL CALCS - 23-00856 - Mo'Bettahs Restaurant - Remodel November 13, 2023 Babcock Design Group Attn: Jamin Kunz Megan Fisher 52 Exchange Place Salt Lake City, UT 84111 Phone: (801) 531-1144 RE: Mo’ Bettah’s Rexburg mechanical units and air handler units. Dear Jamin: Thank you for the opportunity to provide the following: 1. An evaluation of the existing roof joists for the new mechanical unit’s loads 2. Summary of our findings 3. Supporting Calculations The basis or our analysis were the existing structural drawings and the mechanical unit drawings. Weights of the units were provided to us by Babcock. Please see the attached pdfs showing the location of the proposed mechanical units and loading. Summary of Findings: The two roof top units (RTU) both weigh less than the original units that they are replacing . Since they are replacing the units in the same location, no change is necessary. The makeup air unit is replacing an existing unit that weighs 350 lbs. The roof needs to be reinforced with (5) triple 1 ¾”x16” LVLs at the locations shown on the following page. The Parallam PSL beam that is on plan at the drive through window was checked for the new load and is acceptable provided that the beam bears on the 6x6 posts per detail 9/S6.1. If the field conditions vary from what is currently shown in the drawings, please contact me. Respectfully yours, DUNN ASSOCIATES, INC. Gilbert A. Nichols 1 A 1 2 B (E)EF-3 1/4" = 1'-0"1 ROOF MECHANICAL DEMOLITION PLAN NORTH Existing 7.5 ton RTU to be demolished. Approximate weight ~1,500 lbs per shell plans Note the as-builts show both existing RTUs as 1,500 lbs. Looking at the technical data sheets, I believe the dining RTU is probably a little less than that (maybe ~1,300-1,400 lbs?) and the kitchen RTU is a little more than that (maybe 1,500-1,600 lbs?). Existing restroom EF to remain. 60 lbs Existing 10 ton RTU to be demolished. Approximate weight ~1,500 lbs per shell plans Existing GEF to be demolished. 350 lbs Existing GEF to be demolished. 350 lbs Existing MAU to be demolished. 350 lbs per shell plans. Existing ice machine condensers to be demolished and replaced with new in same locations. Similar weights. 25.95 sf 14 LBS/SF 2 A 1 2 B (E)EF-3 1 1 2 3 3 4 5 6 6 4 Boise 800 W MAIN STREET SUITE 940 BOISE, ID 83702 208.424.7675 Salt Lake City 52 Exchange Place Salt Lake City, UT 84111 801.531.1144 sheet number: sh e e t t i t l e : stamp: The information and content represented herein is considered by law the architect's instruments of service and are the property of Babcock Design. They are available for limited review and evaluation by clients, consultants, contractors, government agencies, vendors, and office personnel only in accordance with this notice. They are intended for use only for the project specified and are to be used for no other purpose or project including additions to or modification of the completed project. No part thereof may be copied, reproduced, photographed, modified, published, uploaded, transmitted, disclosed, sold, distributed to others in any way including in digital form, or otherwise used without the prior written consent of Babcock Design. revisions: date: COPYRIGHT © 2017 BABCOCK DESIGN original drawing is 24" x 36" fo r : x sheet information sheet number: babcockdesign.com project number: project status: current as of: stamp: 11/13/2023 10:24:57 PM MO B E T T A H S ( T I ) RO O F M E C H A N I C A L D E M O P L A N MD102 46 1 N . 2 N D E . IFP 11/15/2023 MO-75REX RE X B U R G , I D num. description date SHEET KEYNOTES 1 DEMOLISH EXISTING RTU. TO BE REPLACED IN SAME LOCATION BY NEW RTU. 2 DEMOLISH EXISTING MAKEUP AIR UNIT. TO BE REPLACED IN SAME LOCATION BY NEW MAKEUP AIR UNIT. PATCH AND REPAIR ROOF PENETRATION - NEW MAKEUP AIR UNIT WILL REQUIRE A NEW ROOF PENETRATION. 3 DEMOLISH EXISTING GREASE EXHAUST FAN. PATCH & REPAIR ROOF. 4 DEMOLISH EXISTING ICE MACHINE CONDENSING UNITS. TO BE REPLACED BY NEW IN SAME LOCATION AS PART OF NEW CONSTRUCTION. 5 EXISTING RESTROOM EXHAUST FAN TO REMAIN. 6 EXISTING WALK-IN COOLER CONDENSING UNITS TO REMAIN. VERIFY THEY ARE IN GOOD WORKING ORDER. COORDINATE WITH KITCHEN CONSULTANT. GENERAL SHEET NOTES 1. ALL RTU'S, MAU'S, HOODS, EF'S AND DIFFUSERS MUST BE BALANCED TO THE VALUES INDICATED ON THE FLOOR PLANS. PROVIDE BALANCE REPORT TO ENGINEER PRIOR TO PROJECT CLOSEOUT. 2. CONTRACTOR SHALL PROVIDE SUBMITTALS ON ITEMS LISTED IN MECHANICAL EQUIPMENT LIST TO THE ENGINEER FOR REVIEW PRIOR TO THE ORDER, PURCHASE OR INSTALLATION. 3. CONTRACTOR SHALL FIELD VERIFY ALL MECHANICAL ITEMS PRIOR TO STARTING NEW WORK. ADDITIONAL COST WILL NOT BE ALLOWED FOR CONTRACTOR'S FAILURE TO BECOME FAMILIAR WITH EXISTING SITE CONDITIONS. 4. THIS CONTRACTOR SHALL CLOSELY COORDINATE MECHANICAL AND PLUMBING WITH KITCHEN EQUIPMENT, ELECTRICAL, ARCHITECTURAL AND 1/4" = 1'-0"1 ROOF MECHANICAL DEMOLITION PLAN NORTH 3 (E)EF-3 1 10 FT. MIN. RTU-1 2 3 A 1 2 B RTU-2 3 MAU-1 445 EF-2 1 0 F T . M I N . 6 Boise 800 W MAIN STREET SUITE 940 BOISE, ID 83702 208.424.7675 Salt Lake City 52 Exchange Place Salt Lake City, UT 84111 801.531.1144 sheet number: sh e e t t i t l e : stamp: The information and content represented herein is considered by law the architect's instruments of service and are the property of Babcock Design. They are available for limited review and evaluation by clients, consultants, contractors, government agencies, vendors, and office personnel only in accordance with this notice. They are intended for use only for the project specified and are to be used for no other purpose or project including additions to or modification of the completed project. No part thereof may be copied, reproduced, photographed, modified, published, uploaded, transmitted, disclosed, sold, distributed to others in any way including in digital form, or otherwise used without the prior written consent of Babcock Design. revisions: date: COPYRIGHT © 2017 BABCOCK DESIGN original drawing is 24" x 36" fo r : x sheet information sheet number: babcockdesign.com project number: project status: current as of: stamp: 11/13/2023 10:25:07 PM MO B E T T A H S ( T I ) RO O F M E C H A N I C A L P L A N MH102 46 1 N . 2 N D E . IFP 11/15/2023 MO-75REX RE X B U R G , I D GENERAL SHEET NOTES SHEET KEYNOTES 1 3" WATER HEATER EXHAUST VENT THROUGH ROOF. TERMINATE AT LEAST 18" ABOVE ROOF PER MANUFACTURER REQUIREMENTS. MUST BE A MINIMUM OF 10' AWAY FROM ALL FRESH AIR INTAKES. 2 3" WATER HEATER COMBUSTION AIR VENT THROUGH ROOF. FOLLOW ALL MANUFACTURER INSTALLATION INSTRUCTIONS. 3 NEW RTU TO REPLACE EXISTING IN SAME PLACE. PROVIDE/INSTALL CURB ADAPTER. TRANSITION DUCT DROPS WITHIN CURB SPACE TO DUCT SIZES SHOWN ON SHEET MH101. COORDINATE EXACT UNIT PLACEMENT WITH TRUSSES (DUCT DROPS CANNOT CONFLICT WITH TRUSS LOCATIONS). 4 MECHANICAL CONTRACTOR TO INSTALL ICE MACHINE CONDENSING UNIT. SEE KITCHEN PLANS FOR SPECIFICATIONS. FOLLOW ALL MANUFACTURER INSTALLATION INSTRUCTIONS AND MAINTAIN MANUFACTURER RECOMMENDED CLEARANCES FOR SERVICING AND PROPER AIRFLOW. 5 INSTALL ICE MACHINE CONDENSERS IN PLACE OF DEMOLISHED CONDENSERS IN THIS LOCATION. INSTALL ON BUILT UP CURBS OR MIRO INDUSTRIES CONDENSER RAIL SUPPORTS. 6 EXISTING RESTROOM EXHAUST FAN TO REMAIN. TAB CONTRACTOR TO BALANCE AND ADJUST AIRFLOW TO 350 CFM. 1. MAINTAIN ALL EXHAUSTS AND VENTS A MINIMUM OF 10' FROM ANY FRESH AIR INTAKE. 2. ROOF TOP EQUIPMENT CONDENSATE PIPING SHALL BE ROUTED TO ROOF DRAINS AND TERMINATED WITH AN AIR GAP. SUPPORT PIPING PER SPECS. 3. MECHANICAL CONTRACTOR TO COORDINATE ALL CURBING AND ROOF PENETRATIONS WITH GENERAL CONTRACTOR. num. description date 1/4" = 1'-0"1 ROOF MECHANICAL PLAN NORTH 4 FINISHED FLOOR 100' -0" A B 5 6 7 Sht Number: Job Number: Date: By: Blue Cells Must be Entered Manually 32.50 11.25 0.0°0.0° 42.0 24.5 45.0 18.5 0.0 0.0 0.0 16.0 35.0 16.0 35.0 2.67 1.0 42.7 93.3 16.0 35.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 300.0 1075.0 12.00 6.00 300.0 0.0 1075.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 CD | Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 F'v (psi) | fv (psi)285.00 49.95 290.00 24.48 Aw (in2) | Wv 23.94 4.20 17.13 1.45 Vn/W | Vmax (kip) F'b_TT | F'b_CT (psi) 2184 2184.04 2880 2879.77 Fy (ksi) | Wb 224.00 1792.0 110.74 622.9 40.77 40.77 26.58 26.58 Mn/W (k*ft) + | - 23.03 0.00 4.10 0.00 56.5%0.0%15.4%0.0% L/ 480 L/ 240 L/ 480 L/ 240 L/ 480 L/ 240 L/ 480 L/ 240 L/ 480 L/ 240 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.65 1.22 0.01 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L/ 597 L/ 320 L/ 14667 L/ 2318 RL DL 1281 695 RL DL RL LL 1517 197 RL LL RC DL RC DL RC LL RC LL RR DL 1202 767 RR DL RR LL 1517 197 RR LLF'C-Perp (psi) | Brg Chk 750 DNA 625 DNA Reactions are Service Level Reactions are Service Level 3 24.38 1 12.00 Load/Unload Live Load/Unload Live Loads from Spans ----><---- Loads from Spans Location | Type Query ResultQuery Result Location | Type Query Nailing Requirements (If More Than 1 PLY) Or Bearing Requirements (I-Joist Only) (3) Rows of 12d or 16d (0.128" x 3" Min) Nails @ 12" O.C. 4" Edge Distance. Alternate Rows Through Both Outside Faces. # Plys | Span/Depth None Required Actual LL | TL D Ratio MALL (k*ft) + | - DLive_Left | DTot_Left (in) Bending Chk Weak Axis (Y/N) Shape | Span/Depth Mmax (k*ft) + | - DLive_Left | DTot_Left (in) RL (lbs) Actual LL | TL D Ratio RC (lbs) Bending Check Factored IncrDL | IncrLL Cb | D.N.A. D.N.A. D.N.A. Factored PTDL | PTLL Factored PTDL | PTLL Dist from Left | Auto Designation Description LLeft_Span (ft) LRight_Cant (ft) 230271 Section Type 11/13/2023 GN gSteel (lb/ft3) | wSelf (lb/ft) STEEL BEAMS LCenter_Span (ft) PSFDL | PSFLL (lb/ft2) Trib Width (ft) | Auto Shear Check Max LL | TL D Ratio Allowable LL | TL D Zx (in3) | Ix (in4) DLive_Cant | DTot_Cant (in) DLive_Cntr | DTot_Cntr (in) RR (lbs) AdequateAdequate D.N.A. 9642719RR (lbs) Trib Width (ft) | Auto PSFDL | PSFLL (lb/ft2) Lb (ft) | Auto Include Self Wt. Factored PSFDL | PSFLL Beam Slope | a Trib Width (ft) | Auto Factored PSFDL | PSFLL PSFDL | PSFLL (lb/ft2) Start Dist frm Left Start|End Dist frm Left Trib Width (ft) | Auto Pt 3 Dead | Live (lbs) Pt 2 Dead | Live (lbs) Dist from Left | Auto Factored PTDL | PTLL Dist from Left | Auto Pt 1 Dead | Live (lbs) Incr PSFDL|PSFLL (lb/ft2) Factored IncrDL | IncrLL Max at L or R | Auto Incr PSFDL|PSFLL (lb/ft2) Start|End Dist frm Left Max at L or R | Auto Trib Width (ft) | Auto Start|End Dist frm Left Shear Chk Pt 1 Dead | Live (lbs) 892 8.4% Mmax (k*ft) + | - Max LL | TL D Ratio DLive_Cntr | DTot_Cntr (in) Sx (in3) | Ix (in4) Allowable LL | TL D RC (lbs) DLive_Cant | DTot_Cant (in) RL (lbs) Flat Use (Y/N)? Ct | Ci Factored PLFDL | PLFLL Dist from Left | Auto Factored IncrDL | IncrLL Trib Width (ft) | Auto Wet Use (Y/N)? Factored PTDL | PTLL LRight_Cant (ft) LCenter_Span (ft) Factored IncrDL | IncrLL Start|End Dist frm Left Trib Width (ft) | Auto 17.5% PSFDL | PSFLL (lb/ft2) Yes Max at L or R | Auto Incr PSFDL|PSFLL (lb/ft2) VALL | 1.5Vmax (kip) Start|End Dist frm Left Factored PTDL | PTLL Pt 3 Dead | Live (lbs) Dist from Left | Auto Pt 2 Dead | Live (lbs) 32.50 Start|End Dist frm Left Lu (ft) | Auto (ft) 2797 Dist from Left | Auto Factored PTDL | PTLL Incr PSFDL|PSFLL (lb/ft2) Yes 11.25 Trib Width (ft) | Auto Start|End Dist frm Left Factored PLFDL | PLFLL PSFDL | PSFLL (lb/ft2) Trib Width (ft) | Auto gwood (lb/ft3) | wSelf (lb/ft) Include Self Wt. Beam Slope | a Factored PLFDL | PLFLL Max at L or R | Auto PSFDL | PSFLL (lb/ft2) Trib Width (ft) | Auto Species LLeft_Span (ft) Description Designation WOOD BEAMS Beam 1 (3) 1¾" x 16" LVL Beam 3 LVL 2.0E Fb:2600 5¼" x 11¼" PSL PSL 2.2E Beam 2 D.N.A. DUNN ASSOCIATES Design of Wood Beams Based on the 2018 NDS Design of Steel Beams Based on AISC 360-16 Beam 5Beam 4 Factored PSFDL | PSFLL 1 3 2 6 8 9 5 4 7 DESIGN DESIGN DESIGN DESIGN DESIGN CENTER SPAN LOADED CANTILEVER LOADED LEFT SPAN LOADED CENTER SPAN LOADED CANTILEVER LOADED LEFT SPAN LOADED CENTER SPAN LOADED CANTILEVER LOADED LEFT SPAN LOADED CENTER SPAN LOADED CANTILEVER LOADED LEFT SPAN LOADED CENTER SPAN LOADED CANTILEVER LOADED LEFT SPAN LOADED WOOD ASD Design WOODWOOD WOOD WOOD 2006 NDS Wood AISC Steel Beam Design v 6.2 by B. Saxey 1:2 Beam Design 8 Wood Beam LIC# : KW-06015170, Build:20.23.08.30 DUNN ASSOCIATES INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:--None-- Project File: PSL calc.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design iLevel Truss Joist Parallam PSL 1.8E 2,400.0 2,400.0 2,500.0 425.0 1,800.0 914.88 190.0 1,755.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0160, L = 0.0350 ksf, Tributary Width = 16.250 ft Point Load : D = 0.750 k @ 6.0 ft, (MAU unit) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.702: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 5.995 ft 111.76 psi= = 2,382.70 psi 5.25x11.25Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 190.00 psi== Section used for this span 5.25x11.25 Maximum Shear Stress Ratio 0.588 : 1 10.347 ft= = 1,673.48 psi Maximum Deflection 0 <360 438 Ratio =0 <180 Max Downward Transient Deflection 0.184 in 734Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.308 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 0.99Length = 11.250 ft 1 0.327 0.255 0.90 1.007 1.001.00 1.00 6.48 702.7 2,148.2 1.71 171.01.00 43.61.00 0.99+D+L 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 11.250 ft 1 0.702 0.588 1.00 1.007 1.001.00 1.00 15.44 1,673.5 2,382.7 4.40 190.01.00 111.81.00 0.99+D+0.750L 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.98Length = 11.250 ft 1 0.483 0.399 1.25 1.007 1.001.00 1.00 13.20 1,430.8 2,964.0 3.73 237.51.00 94.71.00 0.98+0.60D 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.97Length = 11.250 ft 1 0.112 0.086 1.60 1.007 1.001.00 1.00 3.89 421.6 3,764.0 1.03 304.01.00 26.11.00 . 9 Wood Beam LIC# : KW-06015170, Build:20.23.08.30 DUNN ASSOCIATES INC.(c) ENERCALC INC 1983-2023 DESCRIPTION:--None-- Project File: PSL calc.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L 1 0.3082 5.666 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 5.116 5.166 Max Upward from Load Combinations 5.116 5.166 Max Upward from Load Cases 3.199 3.199 D Only 1.916 1.966 +D+L 5.116 5.166 +D+0.750L 4.316 4.366 +0.60D 1.150 1.180 L Only 3.199 3.199 10