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APPROVED PEER FIR RESUB 3-BLD2022-0926+Structural Calculations+11.2.2023_9.57 (1)
O S—it Speafm Item 0 Relectea Revise antl Resubmit [3 Fpr h — Cmrectiona Notes ® Raviewe a ptl taker{] Nat Regoire t ReWewea my kr general ggnro,ma with me tlesign concept pt a;,rom�mol�°ce mth Mearequigremelnts of Mebplans enitl specirirstions. Approval of Me component d responsible roe tlbma eionsato be co b ana wrrelatetl et Ike iob alto; Infprme0on that pegaina aolaly th, m tM1e hbrication processes or to the means, methotls,fhiM1 ques. antl procetlures of consbucaon; woNlnaaon of M1is or M1er sabafactorybmanner reatlas, anab, p e A —in asa(e antl DAVID EVANS AND ASSOCIATES, INC. Date: 1R/2o24 Reviewed by: Aki.,, ro Vi— 8/18/2023 SOUND STRUCTURAL SOLUTIONS E N G I N E E R S To: Alejandro Virgen — David Evans and Associates - Reviewer Re: Correction Notice # 1 (6/26/2023) Project Address: 191xx 94t" Ave W, Edmonds, WA Project: Iron Vista SWDV From: Mitchell Pearce, PE SSS#: s2301011 Thank you for your time and consideration in this matter. Here is the information, corrections or clarifications that you requested. RESUB Nov 02 2023 CITY OF EDMONDS DEVELOPMENTSERVICES DEPARTMENT BLD2022-0926 S1 Comments: 1) Washington State has not adopted IBC 2021. It has been postponed until 10/29/2023. 2) 120 pcf soil weight is not a value from the geotechnical engineer. It is a maximum weight of soil that can be used as soil cover over the vault. It is the value that is used by CTC for the hollowcore panel design, and the value that we use to size the footings. 3) Soil parameters are both from the original geotechnical report and from a supplemental letter from the geotechnical engineer approving 55 pcf at -rest, 14H seismic, and 5000 psf soil bearing capacity. Reference letter from geotechnical engineer. 4) Special inspections and test code references have been updated. 5) The grate detail was substituted for a drive surface rated grate, see detail GRT and revised details RCT1 and RCT2. These grates are a deferred submittal that we review post -permit. Our structural notes require a shop drawing review of the manufactured grate. 6) We include a water stop at the base of the wall, seen in details WPP and WSP. We do not add water stops at control joints. Sheet S2 Comments: 1) WSP vertical rebar has been revised to match revised calculations. 2) TSP hooked bars from wall to closing pour do not hook into the hollow core; they simply hook into the closing pour and a separate hooked bar connects the closing pour into the hollowcore panels, as shown in the detail. Detail has been slightly modified to be clearer. 3) PAK — The U-shaped rebar (10-78-10) are not being used as stirrups. The standard hooks at the end are acting to increase bar development to achieve higher moment capacities. 24113 56t" Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com W74 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R 5 4) PAK — adding the "min reinf ratio" to the sections indicated is unnecessary. There is essentially negligible flexural stresses generated parallel with those directions and not enough distance to cause shrinkage or a change in temperature to be a concern for cracking potential. Not to mention each end of these sections are fairly heavily reinforced, which would prevent a crack from propagating and even opening up in the first place. The average reinforcing ratio of the gross cross- section is in excess of 0.003 in each direction, which is substantially higher than required. Lastly, this cast -in -place section was analyzed as a group of intersecting beams, which negates the requirement for temperature and shrinkage reinforcement. 5) PA — This is an industry standard detail provided by the manufacturer. The closing pour grout is adequately held in place. However, based on a prior modification, a knee wall with a cast -in -place slab was used in lieu of PA. 6) KWA — There are no stirrups in the PAK pour, the U-shaped rebar is flexural reinforcement at the bottom with a standard hook at each end in order to increase bar development/moment capacity. 7) RCT2 & RCT1 — detail PG was substituted for detail GRT. The RCT details are consistent with detail GRT in terms of the grate connection to concrete. 8) RCT 1 — Blockouts would be unnecessary in the locations you've indicated. I'm not wanting nor needing load transfer to occur from the RCT curb beam to the panels. The RCT curb is designed as a beam to carry vehicular loading, see beam calculations. 9) CJS — These are not expansion joints, they are control joints, as indicated in the detail. They are intended to control the location of a crack. S4 Comments: 1) PA callout — This is designed by the manufacturer, CTC. They are special panels that are rated for truck loading. However, based on prior revision, PA has been substituted for a slab and knee wall. Calculations Comments: Design criteria page has been revised to show correct date and correct soil values. If you have any questions, require additional information, or believe we have misinterpreted your requests, please call us at 425-778-1023, and we'd be happy to discuss them. Attached: Key Plan Revised Calculations 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com STORMWATER DETENTION VAULT .lob# s2301011 Description Iron Vista Vault Date 8/18/23 Governing Codes: ACI 318-14 General Design Criteria Unit Weight Assumptions Soil 120 pcf Water 62.4 pcf Concrete 150 pcf Hollow Core Panels 110 psf Material Properties Steel 60000 psi Concrete Wall 3000 psi Concrete Ftg 3000 psi Concrete Closing 4000 psi Table of Contents Geometry Panel Design Wall Designs Wall Design WSP Wall Design WPP Buoyancy Design SOUND STRUCTURAL SOLUTIONS E N G I N E E R S 24113 56th Ave W Mountlake Terrace, WA 98043 PH:425-778-1023 Soil Parameters Equivilent Fluid Pressure 55 pcf Lateral Bearing Pressure 225 psf/f Load Bearing Value 5000 pcf Porosity % 20 Friction Coefficient 0.4 Seismic Pressure 14 H 230816_SWDVcalcs_s2301011 Design Criteria VAULT GEOMETRY & ELEVATIONS Width of Vault # of walls along Width Length of Vault # of walls along Length Finished Grade 1 Finished Grade 2 Top of Vault Top of Wall 1 Bottom of Wall 1 Design Water Surface WQ Surface Max Ground Water Outlet Elevation yeom 16 2 95 2 Vault Elevations 248.11 254.61 247.11 246.11 238.11 Water Elevations 245.61 245.61 238.61 238.61 ft ft ft ft ft ft ft ft ft ft ft 230816_SWDVcalcs_s2301011 Geometry Panel Design Desian Truck & Tandem: 0.2w 0.8w 0.8w HS25-44 10000 HS20-44 8000 40000 32000 40000 32000 HS15-44 6000 24000 24000 Truck loading considerations 230816 SWDVcalcs s2301011 SOUND STRUCTURAL SOLUTIONS, INC Panel Design 12- z to U 9, a 0 8 7, t= g. cr U 5 J N4 = 3. (0 = 2 CH ORP(--)RATI(=)N 12'.'2" HOLLOW CORE SLAB HS25-44 for Z-0" at each end of each slab. AWM 1 '......INVO .. VON ■■■■ 14 18 18 20 22 24 28 28 30 32 34 38 28 tSIMPLE SPAN (ft) GENERAL NOTES: 1.) A minimum cover depth of sac inches OR a three inch th ck cast in place concrete :opomg s ab s rec . red 2.) Simple Span is center ne of bearing to centerline of bear ng. 3_) The knee wall envelope represents the max mum span and he ght cf sc cover that can oe suppored by slabs with standard notches for manhole open ngs, assuming void fill concrete f c = 3.0 00 psi. Points fa ng outs+ce this envelope require knee walls tc suppc the slabs at manhole openings. 4_) Interpolaton between strand contours is acceptable DO NOT extrapolate beyond :he bounds of this chart. 5_) Soil cover is assumed to be uniform. 8.) Except as nv.ec. soil cover unit we ght is assumed :o be 120 pef 7_) Min m. rn span length = 14'-0". 8.) The values s-own on this chart are in cor•pliance with IBC 2003 S ACI 31M5. &15M MANJFACTJRERS OF PRE -STRESSED CONCRETE • TACOMA. WASHINGTON 8 23081E SWDVcalcs s2301011 SOUND STRUCTURAL SOLUTIONS, INC Panel Design 12 11 0 10 z LL 9 U IL 0 8 u 7 �= 6 w O 5 J O 4 0 LL O 3 c� 4J 2 � 1 0 121/2" HOLLOW CORE SLAB 45 KIP OUTRIGGER ON 18"x18" PADS @ 15'-0" O.C. IMME 1►�1 LI ■■ ■.1 XM■■■1■1■■■■1■1■■■■MI R OMM ■■MEMO■■■■■�..■1■■■■■■■■■■■■■.1 MWE for 2'-0" at each end of each slab- M■EEMEME ©J►\\\■A\■ ■■■■■■■■ MENNEN MEMEL ■■E\WEB �I�I�I�I1■■■■�■we i'Is► NONEEMME, ■ "'1110■■■■■MEME mm DO MR-/ J•i�...ICE■■■■■■■■■E■ -_Z■FoR■.■■...........1 14 16 18 20 22 24 26 28 30 32 34 36 38 1 SIMPLE SPAN (ft) 1.) A minimum co er depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span i centerline of bearing to centerline of bearing. 3.) Knee walls ar required at all manhole and vent openings. 4.) Interpolation tween strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is a umed to be uniform. 6.) Except as not , soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span ength = 14'-0". 8.) The values s on this chart are in compliance with IBC 2003 & ACI 318-05. 8/15106 fAANUFACTURERS OF PRESTRESSED CONCRETE • TACOfv1A, WASHINGTON 11 230816 SWDVcalcs s2301011 SOUND STRUCTURAL SOLUTIONS, INC Panel Design IVA a Z M u_ 9 U a Co N 8 I �♦ J_ 0 7 H �= 6 W O 5 U J_ O 4 rn LL O H 3 C9 W 2 2 �► 1 I 121/2" HOLLOW CORE SLAB HS20-44 3 # = Number of Filled Voids required 0 for 2'-0" at each end of each slab. 2 Vent Notch9 11 Strands 11 Strands (;� = 125 pcf) ...................................... ......... ..... _ 11 Strands (;!so, = 135 pcf) 7 9 Knee 5 Wa113 14 16 18 20 22 24 26 28 30 32 34 36 38 tSIMPLE SPAN (ft) GENERAL NOTES: 1.) A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete fc = 3,000 psi. Points falling outside this envelope require knee walls to support the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14'-0". 8.) The values shown on this chart are in compliance with IBC 2012 & ACI 318-11. 9.) The Vent Notch envelope represents the maximum span and height of soil cover that can be supported by slabs with 61/.' standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void fill concrete fc = 3,000 psi. Refer to Detail 3 on page 13 of this brochure for vent notch details. 2/10/14 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 7 230816 SWDVcalcs s2301011 SOUND STRUCTURAL SOLUTIONS, INC WALL DESIGN WSP Wall Pressures (pst) Wall Elevations 0 254.61 ft Finished Grade 2 0 0 247.11 ft Top of Vault `14 246.11 ft Top of Wall 1 -5 245.61 ft Design Water Surface 238.11 ft Bottom of Wall 1 238.61 ft -10 Max Ground Water 8 ft Wall Height -15 Wall Loading 16 ft Tributary Panel span bearing on wall -20 -Soil Pressure 20000 lb ft lb ft Wheel Load A Distance to Load A Wheel Load B Distance to Load B Earth Pressure Coefficient -25 -30 -Vehicle Surcharge -Seismic Pressure 1 20000 7 0.4 ACI Load Combinations Max Moment Max Top Shear Max Bottom Shear 5.3.1 b 1.2D + 1.6L + 1.6H 27271 3847 5747 5.3.1e 1.2D + 1.0E + 0.5L + 1.6H 28955 4072 6092 5.3.1g 0.9D + 1.0E + 1.6H 28600 3987 6016 PP Pinned Top and Pinned Base lb-ft Ibs Ibs Wall Parameters Design Stress Ratios Controlling Load Stress ratio #8 Bar Size Shear Stress Ratio 6092 Ibs 82.4% 8 in Spacing Flexure Stress Ratio 28955 lb-ft 80.7% 10 in Wall Thickness Top Shear -Friction Ratio 4072 Ibs 64.9% 2 in Clear cover Bottom Shear -Friction Ratio 6092 Ibs 97.1% 7.5 in d Wall Shear Friction (top of wall) Wall Shear Calculation #5 Bar Size 0 0.75 Shear reduction factor 16 in Spacing 6.18 in d min 0.6 Coefficient of Friction 8.68 in H min oVn 6278 lb Shear Capacity (DVn 7394 lb Shear Capacity Wall Shear Friction (bottom of wall) Wall Flexure Calculation #5 Bar Size 0 0.9 Flexure reduction factor 16 in Spacing Pi 0.85 Stress block factor 0.6 Coefficient of Friction Pb 0.0361 Balanced Condition oVn 6278 lb Shear Capacity Pmaz 0.0271 OK Maximum Ratio Pmin 0.0033 OK Maximum Ratio Wall Horizontal Reinforcement p 0.0088 Area to Steel ratio #5 Bar Size As 1.19 in` Area of Steel per foot 12 in Spacing a 1.549 p 0.0026 Horizontal Reinf Ratio T 71100 p, 0.0025 Minimum Horiz Reinf Ratio OMn 35864 lb-ft Moment Capacity OK Footin Design Footing Loads 3.00 ft Footing Width 5950 lb/ft Overburden mass 12 in Footing Thickness 1760 lb/ft Panel Mass 3434 psf Bearing pressure 1000 lb/ft Wall Mass 69% Bearing Stress Ratio 1143 lb/ft Vehicle Mass P 12281 lb/ft Footing Load 450 Ib/ft Footing Mass Vu 2047 lb/ft Footing Shear Force 10303 lb/ft Total Bearing Load OVn 11831 lb/ft Footing Shear Strength 9160 lb/ft Dead load Bearing 17% Footing Shear Stress Ratio 0 0 v 230816 SWDVcalcs s2301011 SOUND STRUCTURAL SOLUTIONS, INC WALL DESIGN WSP Wall Pressures (pst) Wall Elevations 0 248.11 ft Finished Grade 1 0 247.11 ft Top of Vault 246.11 ft Top of Wall 1 -5 245.61 ft Design Water Surface 238.11 ft Bottom of Wall 1 238.61 ft Max Ground Water -10 8 ft Wall Height -15 Wall Loading 16 ft Tributary Panel span bearing on wall -20 -Soil Pressure 45000 lb Wheel Load A 1 ft Distance to Load A -25 -Vehicle Surcharge 0 lb Wheel Load B 7 ft Distance to Load B -30 -Seismic Pressure 0.4 Earth Pressure Coefficient ACI Load Combinations Max Moment Max Top Shear Max Bottom Shear 5.3.1 b 1.2D + 1.6L + 1.6H 19539 4481 4522 5.3.1e 1.2D + 1.0E + 0.5L + 1.6H 17897 2828 3907 5.3.1g 0.9D + 1.0E + 1.6H 16239 1890 3394 PP Pinned Top and Pinned Base lb-ft Ibs Ibs Wall Parameters Design Stress Ratios Controlling Load Stress ratio #8 Bar Size Shear Stress Ratio 4522 Ibs 61.2% 8 in Spacing Flexure Stress Ratio 19539 lb-ft 54.5% 10 in Wall Thickness Top Shear -Friction Ratio 4481 Ibs 71.4% 2 in Clear cover Bottom Shear -Friction Ratio 4522 Ibs 72.0% 7.5 in d Wall Shear Friction (top of wall) Wall Shear Calculation #5 Bar Size 0 0.75 Shear reduction factor 16 in Spacing 4.59 in d min 0.6 Coefficient of Friction 7.09 in H min oVn 6278 lb Shear Capacity (DVn 7394 lb Shear Capacity Wall Shear Friction (bottom of wall) Wall Flexure Calculation #5 Bar Size 0 0.9 Flexure reduction factor 16 in Spacing Pi 0.85 Stress block factor 0.6 Coefficient of Friction Pb 0.0361 Balanced Condition oVn 6278 lb Shear Capacity Pmaz 0.0271 OK Maximum Ratio Pmin 0.0033 OK Maximum Ratio Wall Horizontal Reinforcement p 0.0088 Area to Steel ratio #5 Bar Size As 1.19 in` Area of Steel per foot 12 in Spacing a 1.549 p 0.0026 Horizontal Reinf Ratio T 71100 p, 0.0025 Minimum Horiz Reinf Ratio OMn 35864 lb-ft Moment Capacity OK Footing Design Footing Loads 3 ft Footing Width 960 lb/ft Overburden mass 12 in Footing Thickness 1760 lb/ft Panel Mass 2754 psf Bearing pressure 1000 lb/ft Wall Mass 55% Bearing Stress Ratio 4091 lb/ft Vehicle Mass P 11009 lb/ft Footing Load 450 Ib/ft Footing Mass Vu 1835 lb/ft Footing Shear Force 8261 lb/ft Total Bearing Load OVn 11831 lb/ft Footing Shear Strength 4170 lb/ft Dead load Bearing 16% Footing Shear Stress Ratio 0 0 v 230816 SWDVcalcs s2301011 SOUND STRUCTURAL SOLUTIONS, INC WALL DESIGN WSP Wall Pressures (pst) Wall Elevations 0 254.61 ft Finished Grade 2 0 0 247.11 ft Top of Vault `14 246.11 ft Top of Wall 1 -5 245.61 ft Design Water Surface 238.11 ft Bottom of Wall 1 238.61 ft -10 Max Ground Water 8 ft Wall Height -15 Wall Loading 16 ft Tributary Panel span bearing on wall -20 -Soil Pressure 45000 lb ft lb ft Wheel Load A Distance to Load A Wheel Load B Distance to Load B Earth Pressure Coefficient -25 -30 -Vehicle Surcharge -Seismic Pressure 1 0 7 0.4 ACI Load Combinations Max Moment Max Top Shear Max Bottom Shear 5.3.1 b 1.2D + 1.6L + 1.6H 27773 4012 5865 5.3.1e 1.2D + 1.0E + 0.5L + 1.6H 29112 4123 6129 5.3.1g 0.9D + 1.0E + 1.6H 28600 3987 6016 PP Pinned Top and Pinned Base lb-ft Ibs Ibs Wall Parameters Design Stress Ratios Controlling Load Stress ratio #8 Bar Size Shear Stress Ratio 6129 Ibs 82.9% 8 in Spacing Flexure Stress Ratio 29112 lb-ft 81.2% 10 in Wall Thickness Top Shear -Friction Ratio 4123 Ibs 65.7% 2 in Clear cover Bottom Shear -Friction Ratio 6129 Ibs 97.6% 7.5 in d Wall Shear Friction (top of wall) Wall Shear Calculation #5 Bar Size 0 0.75 Shear reduction factor 16 in Spacing 6.22 in d min 0.6 Coefficient of Friction 8.72 in H min oVn 6278 lb Shear Capacity (DVn 7394 lb Shear Capacity Wall Shear Friction (bottom of wall) Wall Flexure Calculation #5 Bar Size 0 0.9 Flexure reduction factor 16 in Spacing Pi 0.85 Stress block factor 0.6 Coefficient of Friction Pb 0.0361 Balanced Condition oVn 6278 lb Shear Capacity Pmaz 0.0271 OK Maximum Ratio Pmin 0.0033 OK Maximum Ratio Wall Horizontal Reinforcement p 0.0088 Area to Steel ratio #5 Bar Size As 1.19 in` Area of Steel per foot 12 in Spacing a 1.549 p 0.0026 Horizontal Reinf Ratio T 71100 p, 0.0025 Minimum Horiz Reinf Ratio OMn 35864 lb-ft Moment Capacity OK Footin Design Footing Loads 3.00 ft Footing Width 5950 lb/ft Overburden mass 12 in Footing Thickness 1760 lb/ft Panel Mass 3910 psf Bearing pressure 1000 lb/ft Wall Mass 78% Bearing Stress Ratio 2571 lb/ft Vehicle Mass P 14566 lb/ft Footing Load 450 Ib/ft Footing Mass Vu 2428 lb/ft Footing Shear Force 11731 lb/ft Total Bearing Load OVn 11831 lb/ft Footing Shear Strength 9160 lb/ft Dead load Bearing 21% Footing Shear Stress Ratio 0 0 v 230816 SWDVcalcs s2301011 SOUND STRUCTURAL SOLUTIONS, INC WALL DESIGN WPP Wall Pressures (pst) Wall Elevations 0 248.11 ft Finished Grade 1 0 247.11 ft Top of Vault 246.11 ft Top of Wall 1 -5 245.61 ft Design Water Surface 238.11 ft Bottom of Wall 1 238.61 ft Max Ground Water -10 8 ft Wall Height -15 Wall Loading ft Tributary Panel span bearing on wall -20 -Soil Pressure 45000 lb Wheel Load A 1 ft Distance to Load A -25 -Vehicle Surcharge 0 lb Wheel Load B 7 ft Distance to Load B -30 -Seismic Pressure 0.4 Earth Pressure Coefficient ACI Load Combinations Max Moment Max Top Shear Max Bottom Shear 5.3.1 b 1.2D + 1.6L + 1.6H 19539 4481 4522 5.3.1e 1.2D + 1.0E + 0.5L + 1.6H 17897 2828 3907 5.3.1g 0.9D + 1.0E + 1.6H 16239 1890 3394 PP Pinned Top and Pinned Base lb-ft Ibs Ibs Wall Parameters Design Stress Ratios Controlling Load Stress ratio #8 Bar Size Shear Stress Ratio 4522 Ibs 61.2% 8 in Spacing Flexure Stress Ratio 19539 lb-ft 54.5% 10 in Wall Thickness Top Shear -Friction Ratio 4481 Ibs 71.4% 2 in Clear cover Bottom Shear -Friction Ratio 4522 Ibs 72.0% 7.5 in d Wall Shear Friction (top of wall) Wall Shear Calculation #5 Bar Size 0 0.75 Shear reduction factor 16 in Spacing 4.59 in d min 0.6 Coefficient of Friction 7.09 in H min oVn 6278 lb Shear Capacity (DVn 7394 lb Shear Capacity Wall Shear Friction (bottom of wall) Wall Flexure Calculation #5 Bar Size 0 0.9 Flexure reduction factor 16 in Spacing Pi 0.85 Stress block factor 0.6 Coefficient of Friction Pb 0.0361 Balanced Condition oVn 6278 lb Shear Capacity Pmaz 0.0271 OK Maximum Ratio Pmin 0.0033 OK Maximum Ratio Wall Horizontal Reinforcement p 0.0088 Area to Steel ratio #5 Bar Size As 1.19 in` Area of Steel per foot 12 in Spacing a 1.549 p 0.0026 Horizontal Reinf Ratio T 71100 p, 0.0025 Minimum Horiz Reinf Ratio OMn 35864 lb-ft Moment Capacity OK Footin Design Footing Loads 2 ft Footing Width 120 lb/ft Overburden mass 12 in Footing Thickness 220 lb/ft Panel Mass 2865 psf Bearing pressure 1000 lb/ft Wall Mass 57% Bearing Stress Ratio 4091 lb/ft Vehicle Mass P 8153 lb/ft Footing Load 300 Ib/ft Footing Mass Vu 2038 lb/ft Footing Shear Force 5731 lb/ft Total Bearing Load OVn 11831 lb/ft Footing Shear Strength 1640 lb/ft Dead load Bearing 17% Footing Shear Stress Ratio 0 0 v 230816 SWDVcalcs s2301011 SOUND STRUCTURAL SOLUTIONS, INC WALL DESIGN WPP Wall Pressures (pst) Wall Elevations 0 254.61 ft Finished Grade 2 0 0 247.11 ft Top of Vault `14 246.11 ft Top of Wall 1 -5 245.61 ft Design Water Surface 238.11 ft Bottom of Wall 1 238.61 ft -10 Max Ground Water 8 ft Wall Height -15 Wall Loading ft Tributary Panel span bearing on wall -20 -Soil Pressure 45000 lb ft lb ft Wheel Load A Distance to Load A Wheel Load B Distance to Load B Earth Pressure Coefficient -25 -30 -Vehicle Surcharge -Seismic Pressure 1 0 7 0.4 ACI Load Combinations Max Moment Max Top Shear Max Bottom Shear 5.3.1 b 1.2D + 1.6L + 1.6H 27773 4012 5865 5.3.1e 1.2D + 1.0E + 0.5L + 1.6H 29112 4123 6129 5.3.1g 0.9D + 1.0E + 1.6H 28600 3987 6016 PP Pinned Top and Pinned Base lb-ft Ibs Ibs Wall Parameters Design Stress Ratios Controlling Load Stress ratio #8 Bar Size Shear Stress Ratio 6129 Ibs 82.9% 8 in Spacing Flexure Stress Ratio 29112 lb-ft 81.2% 10 in Wall Thickness Top Shear -Friction Ratio 4123 Ibs 65.7% 2 in Clear cover Bottom Shear -Friction Ratio 6129 Ibs 97.6% 7.5 in d Wall Shear Friction (top of wall) Wall Shear Calculation #5 Bar Size 0 0.75 Shear reduction factor 16 in Spacing 6.22 in d min 0.6 Coefficient of Friction 8.72 in H min oVn 6278 lb Shear Capacity (DVn 7394 lb Shear Capacity Wall Shear Friction (bottom of wall) Wall Flexure Calculation #5 Bar Size 0 0.9 Flexure reduction factor 16 in Spacing Pi 0.85 Stress block factor 0.6 Coefficient of Friction Pb 0.0361 Balanced Condition oVn 6278 lb Shear Capacity Pmaz 0.0271 OK Maximum Ratio Pmin 0.0033 OK Maximum Ratio Wall Horizontal Reinforcement p 0.0088 Area to Steel ratio #5 Bar Size As 1.19 in` Area of Steel per foot 12 in Spacing a 1.549 p 0.0026 Horizontal Reinf Ratio T 71100 p, 0.0025 Minimum Horiz Reinf Ratio OMn 35864 lb-ft Moment Capacity OK Footin Design Footing Loads 2 ft Footing Width 900 lb/ft Overburden mass 12 in Footing Thickness 220 lb/ft Panel Mass 2496 psf Bearing pressure 1000 lb/ft Wall Mass 50% Bearing Stress Ratio 2571 lb/ft Vehicle Mass P 6658 lb/ft Footing Load 300 Ib/ft Footing Mass Vu 1665 lb/ft Footing Shear Force 4991 lb/ft Total Bearing Load OVn 11831 lb/ft Footing Shear Strength 2420 lb/ft Dead load Bearing 14% Footing Shear Stress Ratio 0 0 v 230816 SWDVcalcs s2301011 SOUND STRUCTURAL SOLUTIONS, INC Buoyancy Design Chamber Dimensions 16 ft Width of Vault 2 # of walls along Width 95 ft Length of Vault 2 # of walls along Length 248.11 ft Finished Grade 1 247.11 ft Top of Vault 246.11 ft Top of Wall 1 238.11 ft Bottom of Wall 1 238.61 ft Max Ground Water Mass Calculations 760 ft3 Displacement Volume of Water 47424 lb Displacement Mass of Water 178488 lb Mass of Walls 50766 lb Mass of Slab 167200 lb Mass of Panels 182400 lb Mass of Soil Cover Vu lb Mass of Misc. Items M„(-) 578854 lb Total Mass of Vault M„(+) OK 8% Buoyancy Ratio (<1) Buoyancy load on Base Slab 5 in Slab Thickness 12 ft Slab Span Footing to Footing -30 psf Upward Pressure Base Slab Stress -218 lb 436 lb-ft -218 lb-ft Slab Reinforcement Slab Shear Calculation #4 Bar Size (1) 0.75 Shear reduction factor 16 in Spacing (DVn 4930 lb Shear Capacity 3 in Clear cover bottom -4% Shear Stress Ratio 1.5 in Clear Cover top 1.75 in d(+) 3.25 in d(-) Slab Flexure Calculation (+) Slab Flexure Calculation (-) (1) 0.9 Flexure reduction factor (1) 0.9 Flexure reduction factor R, 0.85 Stress block factor R, 0.85 Stress block factor Pb 0.0361 Balanced Condition Pb 0.0361 Balanced Condition Pmax 0.0271 OK Maximum Ratio Pmax 0.0271 OK Maximum Ratio Pmin 0.0033 OK Maximum Ratio Pmin 0.0033 OK Maximum Ratio p 0.0095 Area to Steel ratio p 0.0051 Area to Steel ratio As 0.15 in` Area of Steel per foot AS 0.15 in` Area of Steel per foot a 0.392 a 0.392 T 9000 T 9000 OMn 1049 lb-ft Moment Capacity (OMn -2061 lb-ft Moment Capacity -21% Flexure Stress Ratio -21% Flexure Stress Ratio 230816 SWDVcalcs s2301011 SOUND STRUCTURAL SOLUTIONS, INC Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: 230724_enercalc trib_210208_s2301011.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: CIP CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 General Information f'c = 4.0 ksi Phi Values Flexure : 0.90 fr = fc �2 7.50 = 474.342 psi Shear: 0.750 W Density = 150.0 pcf R 1 = 0.850 k LtWt Factor = 1.0 Elastic Modulus= 3,605.0 ksi Fy - Stirrups 40.0 ksi fy -Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Mo ft 48" w x 16" h Cross Section & Reinforcing Details Rectanqular Section, Width = 48.0 in, Heiqht = 16.0 in Span #1 Reinforcinq.... 845 at 1.875 in from Bottom, from 0.0 to 10.0 ft in this span Beam self weight calculated and added to loads DESIGN SUMMARY Maximum Bending Stress Ratio = 0.571 : 1 Section used for this span Typical Section Mu : Applied 87.056 k-ft Mn Phi: Allowable 152.547 k-ft Location of maximum on span 5.064 ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+L +D+0.750L +0.60D L Only 0.009 in Ratio = 12644 —360.0 L Only 0.000 in Ratio = 0 <360.0 L Only 0.019 in Ratio = 6337 —180.0 Span: 1 : +D+L 0.000 in Ratio = 0 <180.0 Span: 1 : +D+L Support notation : Far left is #1 Support 1 Support 2 24.060 25.660 24.060 25.660 12.460 13.200 11.600 13.200 24.060 25.660 20.945 22.545 6.960 7.920 12.460 12.460 Design OK Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: 230724_enercalc trib_210208_s2301011.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: CIP Shear Stirrup Requirements Between 0.00 to 0.15 ft, Phi*Vc / 2 < Vu <= Phi*Vc, Req'd Vs = Min per 9.6.3.1, use #3 stirrups spaced at 3.000 in Between 0.16 to 9.60 ft, Vu < Phi*Vc / 2, Req'd Vs = Not Reqd per 9.6.3.1, Stirrups are not required. Between 9.62 to 9.98 ft, Phi*Vc / 2 < Vu - Phi*Vc, Req'd Vs = Min per 9.6.3.1, use #3 stirrups spaced at 3.000 in Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd +1.20D+1.60L 1 0.00 14.13 33.86 33.86 0.00 1.00 65.75 Phi*Vc / 2 < Vu lin per 9.6.: 96.8 3.7 +1.20D+1.60L 1 0.11 14.13 33.16 33.16 3.66 1.00 65.75 Phi*Vc / 2 < Vu lin per 9.6.: 96.8 3.7 +1.20D+1.60L 1 0.22 14.13 32.46 32.46 7.25 1.00 65.75 Vu < Phi*Vc / 2 A Reqd pei 65.8 0.0 +1.20D+1.60L 1 0.33 14.13 31.76 31.76 10.76 1.00 65.75 Vu < Phi*Vc / 2 A Reqd pei 65.8 0.0 +1.20D+1.60L 1 0.44 14.13 31.05 31.05 14.19 1.00 65.75 Vu < Phi*Vc / 2 A Reqd pei 65.8 0.0 +1.20D+1.60L 1 0.55 14.13 30.35 30.35 17.54 1.00 65.75 Vu < Phi*Vc / 2 A Reqd pei 65.8 0.0 +1.20D+1.60L 1 0.66 14.13 29.64 29.64 20.82 1.00 65.75 Vu < Phi*Vc / 2 A Reqd pei 65.8 0.0 +1.20D+1.60L 1 0.77 14.13 28.94 28.94 24.02 1.00 65.75 Vu < Phi*Vc / 2 A Reqd pei 65.8 0.0 +1.20D+1.60L 1 0.87 14.13 28.23 28.23 27.15 1.00 65.75 Vu < Phi*Vc / 2 A Reqd pei 65.8 0.0 +1.20D+1.60L 1 0.98 14.13 27.52 27.52 30.19 1.00 65.75 Vu < Phi*Vc / 2 A Reqd pei 65.8 0.0 +1.20D+1.60L 1 1.09 14.13 26.81 26.81 33.16 0.95 65.53 Vu < Phi*Vc / 2 A Reqd pei 65.5 0.0 +1.20D+1.60L 1 1.20 14.13 26.09 26.09 36.05 0.85 65.07 Vu < Phi*Vc / 2 A Reqd pei 65.1 0.0 +1.20D+1.60L 1 1.31 14.13 25.38 25.38 38.87 0.77 64.68 Vu < Phi*Vc / 2 A Reqd pei 64.7 0.0 +1.20D+1.60L 1 1.42 14.13 24.67 24.67 41.60 0.70 64.35 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 1.53 14.13 23.95 23.95 44.26 0.64 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 1.64 14.13 23.23 23.23 46.83 0.58 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 1.75 14.13 22.51 22.51 49.33 0.54 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 1.86 14.13 21.79 21.79 51.75 0.50 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 1.97 14.13 21.07 21.07 54.10 0.46 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 2.08 14.13 20.34 20.34 56.36 0.42 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 2.19 14.13 19.62 19.62 58.54 0.39 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 2.30 14.13 18.89 18.89 60.65 0.37 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 2.40 14.13 18.17 18.17 62.67 0.34 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 2.51 14.13 17.44 17.44 64.62 0.32 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 2.62 14.13 16.71 16.71 66.48 0.30 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 2.73 14.13 15.97 15.97 68.27 0.28 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 2.84 14.13 15.24 15.24 69.98 0.26 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 2.95 14.13 14.51 14.51 71.60 0.24 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 3.06 14.13 13.77 13.77 73.15 0.22 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 3.17 14.13 13.03 13.03 74.61 0.21 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 3.28 14.13 12.30 12.30 76.00 0.19 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 3.39 14.13 11.56 11.56 77.30 0.18 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 3.50 14.13 10.81 10.81 78.52 0.16 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 3.61 14.13 10.07 10.07 79.66 0.15 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 3.72 14.13 9.33 9.33 80.72 0.14 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 3.83 14.13 8.58 8.58 81.70 0.12 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 3.93 14.13 7.83 7.83 82.60 0.11 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 4.04 14.13 7.09 7.09 83.41 0.10 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 4.15 14.13 6.34 6.34 84.15 0.09 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 4.26 14.13 5.59 5.59 84.80 0.08 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 4.37 14.13 4.83 4.83 85.37 0.07 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 4.48 14.13 4.08 4.08 85.86 0.06 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 4.59 14.13 3.32 3.32 86.26 0.05 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 4.70 14.13 2.57 2.57 86.58 0.03 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 4.81 14.13 1.81 1.81 86.82 0.02 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 4.92 14.13 1.05 1.05 86.98 0.01 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.40D 1 5.03 14.13 0.47 0.47 43.41 0.01 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 5.14 14.13 -0.47 0.47 87.04 0.01 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 5.25 14.13 -1.24 1.24 86.95 0.02 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 5.36 14.13 -2.00 2.00 86.77 0.03 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 5.46 14.13 -2.77 2.77 86.51 0.04 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 5.57 14.13 -3.53 3.53 86.17 0.05 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 5.68 14.13 -4.30 4.30 85.74 0.06 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 5.79 14.13 -5.07 5.07 85.22 0.07 64.32 Vu < Phi*Vc / 2 A Reqd pei 64.3 0.0 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: 230724_enercalc trib_210208_s2301011.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: CIP Detailed Shear Information Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi'Vc Comment Phi`Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd +1.20D+1.60L 1 5.90 14.13 -5.85 5.85 84.63 0.08 64.32 Vu < Phi-Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 6.01 14.13 -6.62 6.62 83.95 0.09 64.32 Vu < Phi'Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 6.12 14.13 -7.39 7.39 83.18 0.10 64.32 Vu < Phi'Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 6.23 14.13 -8.17 8.17 82.33 0.12 64.32 Vu < PhiWc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 6.34 14.13 -8.95 8.95 81.40 0.13 64.32 Vu < Phi'Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 6.45 14.13 -9.72 9.72 80.38 0.14 64.32 Vu < PhiWc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 6.56 14.13 -10.50 10.50 79.27 0.16 64.32 Vu < Phi'Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 6.67 14.13 -11.29 11.29 78.08 0.17 64.32 Vu < PhiWc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 6.78 14.13 -12.07 12.07 76.80 0.18 64.32 Vu < Phi'Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 6.89 14.13 -12.85 12.85 75.44 0.20 64.32 Vu < PhiWc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 6.99 14.13 -13.64 13.64 73.99 0.22 64.32 Vu < Phi'Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 7.10 14.13 -14.42 14.42 72.46 0.23 64.32 Vu < PhiWc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 7.21 14.13 -15.21 15.21 70.84 0.25 64.32 Vu < Phi'Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 7.32 14.13 -16.00 16.00 69.14 0.27 64.32 Vu < PhiWc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 7.43 14.13 -16.79 16.79 67.34 0.29 64.32 Vu < Phi'Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 7.54 14.13 -17.59 17.59 65.47 0.32 64.32 Vu < PhiWc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 7.65 14.13 -18.38 18.38 63.50 0.34 64.32 Vu < Phi'Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 7.76 14.13 -19.17 19.17 61.45 0.37 64.32 Vu < PhiWc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 7.87 14.13 -19.97 19.97 59.31 0.40 64.32 Vu < PhiWc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 7.98 14.13 -20.77 20.77 57.08 0.43 64.32 Vu < Phi'Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 8.09 14.13 -21.57 21.57 54.77 0.46 64.32 Vu < Phi'Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 8.20 14.13 -22.37 22.37 52.37 0.50 64.32 Vu < Phi'Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 8.31 14.13 -23.17 23.17 49.88 0.55 64.32 Vu < Phi'Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 8.42 14.13 -23.97 23.97 47.30 0.60 64.32 Vu < Phi'Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 8.52 14.13 -24.78 24.78 44.64 0.65 64.32 Vu < Phi'Vc / 2 A Reqd pei 64.3 0.0 +1.20D+1.60L 1 8.63 14.13 -25.58 25.58 41.89 0.72 64.45 Vu < Phi'Vc / 2 A Reqd pei 64.4 0.0 +1.20D+1.60L 1 8.74 14.13 -26.39 26.39 39.05 0.80 64.80 Vu < Phi'Vc / 2 A Reqd pei 64.8 0.0 +1.20D+1.60L 1 8.85 14.13 -27.20 27.20 36.12 0.89 65.23 Vu < Phi'Vc / 2 A Reqd pei 65.2 0.0 +1.20D+1.60L 1 8.96 14.13 -28.01 28.01 33.10 1.00 65.74 Vu < Phi'Vc / 2 A Reqd pei 65.7 0.0 +1.20D+1.60L 1 9.07 14.13 -28.82 28.82 30.00 1.00 65.75 Vu < Phi"Vc / 2 A Reqd pei 65.8 0.0 +1.20D+1.60L 1 9.18 14.13 -29.64 29.64 26.80 1.00 65.75 Vu < Phi'Vc / 2 A Reqd pei 65.8 0.0 +1.20D+1.60L 1 9.29 14.13 -30.45 30.45 23.52 1.00 65.75 Vu < Phi"Vc / 2 A Reqd pei 65.8 0.0 +1.20D+1.60L 1 9.40 14.13 -31.27 31.27 20.15 1.00 65.75 Vu < Phi'Vc / 2 A Reqd pei 65.8 0.0 +1.20D+1.60L 1 9.51 14.13 -32.08 32.08 16.69 1.00 65.75 Vu < Phi"Vc / 2 A Reqd pei 65.8 0.0 +1.20D+1.60L 1 9.62 14.13 -32.90 32.90 13.13 1.00 65.75 Phi"Vc / 2 < Vu lin per 9.6.: 96.8 3.7 +1.20D+1.60L 1 9.73 14.13 -33.72 33.72 9.49 1.00 65.75 Phi"Vc / 2 < Vu lin per 9.6.: 96.8 3.7 +1.20D+1.60L 1 9.84 14.13 -34.54 34.54 5.76 1.00 65.75 Phi"Vc / 2 < Vu lin per 9.6.: 96.8 3.7 +1.20D+1.60L 1 9.95 14.13 -35.36 35.36 1.94 1.00 65.75 Phi"Vc / 2 < Vu lin per 9.6.: 96.8 3.7 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 10.000 87.06 152.55 0.57 +1.40D Span # 1 1 10.000 43.45 152.55 0.28 +1.20D+1.60L Span # 1 1 10.000 87.06 152.55 0.57 +1.20D+0.50L Span # 1 1 10.000 52.80 152.55 0.35 +1.20D Span # 1 1 10.000 37.24 152.55 0.24 +0.90D Span # 1 1 10.000 27.93 152.55 0.18 Overall Maximum Deflections Load Combination Span Max. "-" Defl (in) .ocation in Span (ft Load Combination \lax. "+" Defl (invocation in Span (ft +D+L 1 0.0189 5.000 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: 230724_enercalc trib_210208_s2301011.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: RCT1 (outrigger load) CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 General Information f'c = 4.0 ksi Phi Values Flexure : 0.90 fr = fc �2 7.50 = 474.342 psi Shear: 0.750 W Density = 150.0 pcf R 1 = 0.850 k LtWt Factor = 1.0 Elastic Modulus= 3,605.0 ksi Fy - Stirrups 40.0 ksi fy -Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Cross Section & Reinforcing Details Rectanqular Section, Width = 10.0 in, Heiqht = 30.0 in Span #1 Reinforcinq.... 346 at 2.50 in from Bottom, from 0.0 to 10.0 ft in this span Beam self weight calculated and added to loads Point Load : L = 22.50 k @ 5.0 ft, (OUTRIGGER (HALF LOAD)) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi: Allowable Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+L +D+0.750L +0.60D L Only 0.604 : 1 Typical Section 94.524 k-ft 156.571 k-ft 5.009 ft Span # 1 245 at 3.0 in from Top, from 0.0 to 10.0 ft in this span 0.010 in Ratio = 12021 —360.0 L Only 0.000 in Ratio = 0 <360.0 L Only 0.011 in Ratio = 11061 —180.0 Span: 1 : +D+L 0.000 in Ratio = 0 <180.0 Span: 1 : +D+L Support notation : Far left is #1 Support 1 Support 2 12.812 12.812 12.812 12.812 11.250 11.250 1.562 1.562 12.812 12.812 10.000 10.000 0.937 0.937 11.250 11.250 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: 230724_enercalc trib_210208_s2301011.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: RCT1 (outrigger load) Shear Stirrup Requirements Entire Beam Span Length : Phi*Vc / 2 < Vu - Phi*Vc, Req'd Vs = Min per 9.6.3.1, use #3 stirrups spaced at 13.000 in Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd +1.20D+1.60L 1 0.00 27.50 19.87 19.87 0.00 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 0.11 27.50 19.83 19.83 2.17 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 0.22 27.50 19.79 19.79 4.34 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 0.33 27.50 19.75 19.75 6.50 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 0.44 27.50 19.71 19.71 8.65 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 0.55 27.50 19.67 19.67 10.80 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 0.66 27.50 19.63 19.63 12.95 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 0.77 27.50 19.59 19.59 15.10 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 0.87 27.50 19.55 19.55 17.23 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 0.98 27.50 19.51 19.51 19.37 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 1.09 27.50 19.47 19.47 21.50 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 1.20 27.50 19.42 19.42 23.62 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 1.31 27.50 19.38 19.38 25.74 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 1.42 27.50 19.34 19.34 27.86 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 1.53 27.50 19.30 19.30 29.97 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 1.64 27.50 19.26 19.26 32.08 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 1.75 27.50 19.22 19.22 34.18 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 1.86 27.50 19.18 19.18 36.28 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 1.97 27.50 19.14 19.14 38.37 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 2.08 27.50 19.10 19.10 40.46 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 2.19 27.50 19.06 19.06 42.55 1.00 27.26 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 2.30 27.50 19.01 19.01 44.63 0.98 27.20 Phi*Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 2.40 27.50 18.97 18.97 46.70 0.93 27.09 Phi*Vc / 2 < Vu lin per 9.6.: 41.1 13.8 +1.20D+1.60L 1 2.51 27.50 18.93 18.93 48.77 0.89 26.99 Phi*Vc / 2 < Vu lin per 9.6.: 40.9 13.8 +1.20D+1.60L 1 2.62 27.50 18.89 18.89 50.84 0.85 26.89 Phi*Vc / 2 < Vu lin per 9.6.: 40.9 13.8 +1.20D+1.60L 1 2.73 27.50 18.85 18.85 52.90 0.82 26.81 Phi*Vc / 2 < Vu lin per 9.6.: 40.8 13.8 +1.20D+1.60L 1 2.84 27.50 18.81 18.81 54.96 0.78 26.73 Phi*Vc / 2 < Vu lin per 9.6.: 40.7 13.8 +1.20D+1.60L 1 2.95 27.50 18.77 18.77 57.01 0.75 26.65 Phi*Vc / 2 < Vu lin per 9.6.: 40.6 13.8 +1.20D+1.60L 1 3.06 27.50 18.73 18.73 59.06 0.73 26.58 Phi*Vc / 2 < Vu lin per 9.6.: 40.5 13.8 +1.20D+1.60L 1 3.17 27.50 18.69 18.69 61.11 0.70 26.52 Phi*Vc / 2 < Vu lin per 9.6.: 40.5 13.8 +1.20D+1.60L 1 3.28 27.50 18.65 18.65 63.15 0.68 26.46 Phi*Vc / 2 < Vu lin per 9.6.: 40.4 13.8 +1.20D+1.60L 1 3.39 27.50 18.60 18.60 65.18 0.65 26.40 Phi*Vc / 2 < Vu lin per 9.6.: 40.4 13.8 +1.20D+1.60L 1 3.50 27.50 18.56 18.56 67.21 0.63 26.35 Phi*Vc / 2 < Vu lin per 9.6.: 40.3 13.8 +1.20D+1.60L 1 3.61 27.50 18.52 18.52 69.24 0.61 26.30 Phi*Vc / 2 < Vu lin per 9.6.: 40.3 13.8 +1.20D+1.60L 1 3.72 27.50 18.48 18.48 71.26 0.59 26.26 Phi*Vc / 2 < Vu lin per 9.6.: 40.2 13.8 +1.20D+1.60L 1 3.83 27.50 18.44 18.44 73.28 0.58 26.21 Phi*Vc / 2 < Vu lin per 9.6.: 40.2 13.8 +1.20D+1.60L 1 3.93 27.50 18.40 18.40 75.29 0.56 26.17 Phi*Vc / 2 < Vu lin per 9.6.: 40.1 13.8 +1.20D+1.60L 1 4.04 27.50 18.36 18.36 77.30 0.54 26.13 Phi*Vc / 2 < Vu lin per 9.6.: 40.1 13.8 +1.20D+1.60L 1 4.15 27.50 18.32 18.32 79.31 0.53 26.09 Phi*Vc / 2 < Vu lin per 9.6.: 40.1 13.8 +1.20D+1.60L 1 4.26 27.50 18.28 18.28 81.31 0.52 26.09 Phi*Vc / 2 < Vu lin per 9.6.: 40.1 13.8 +1.20D+1.60L 1 4.37 27.50 18.24 18.24 83.30 0.50 26.09 Phi*Vc / 2 < Vu lin per 9.6.: 40.1 13.8 +1.20D+1.60L 1 4.48 27.50 18.19 18.19 85.29 0.49 26.09 Phi*Vc / 2 < Vu lin per 9.6.: 40.1 13.8 +1.20D+1.60L 1 4.59 27.50 18.15 18.15 87.28 0.48 26.09 Phi*Vc / 2 < Vu lin per 9.6.: 40.1 13.8 +1.20D+1.60L 1 4.70 27.50 18.11 18.11 89.26 0.47 26.09 Phi*Vc / 2 < Vu lin per 9.6.: 40.1 13.8 +1.20D+1.60L 1 4.81 27.50 18.07 18.07 91.24 0.45 26.09 Phi*Vc / 2 < Vu lin per 9.6.: 40.1 13.8 +1.20D+1.60L 1 4.92 27.50 18.03 18.03 93.21 0.44 26.09 Phi*Vc / 2 < Vu lin per 9.6.: 40.1 13.8 +1.20D+1.60L 1 5.03 27.50 -18.01 18.01 94.20 0.44 26.09 Phi*Vc / 2 < Vu lin per 9.6.: 40.1 13.8 +1.20D+1.60L 1 5.14 27.50 -18.05 18.05 92.22 0.45 26.09 Phi*Vc / 2 < Vu lin per 9.6.: 40.1 13.8 +1.20D+1.60L 1 5.25 27.50 -18.09 18.09 90.25 0.46 26.09 Phi*Vc / 2 < Vu lin per 9.6.: 40.1 13.8 +1.20D+1.60L 1 5.36 27.50 -18.13 18.13 88.27 0.47 26.09 Phi*Vc / 2 < Vu lin per 9.6.: 40.1 13.8 +1.20D+1.60L 1 5.46 27.50 -18.17 18.17 86.29 0.48 26.09 Phi*Vc / 2 < Vu lin per 9.6.: 40.1 13.8 +1.20D+1.60L 1 5.57 27.50 -18.22 18.22 84.30 0.50 26.09 Phi*Vc / 2 < Vu lin per 9.6.: 40.1 13.8 +1.20D+1.60L 1 5.68 27.50 -18.26 18.26 82.30 0.51 26.09 Phi*Vc / 2 < Vu lin per 9.6.: 40.1 13.8 +1.20D+1.60L 1 5.79 27.50 -18.30 18.30 80.31 0.52 26.09 Phi*Vc / 2 < Vu lin per 9.6.: 40.1 13.8 +1.20D+1.60L 1 5.90 27.50 -18.34 18.34 78.31 0.54 26.11 Phi*Vc / 2 < Vu lin per 9.6.: 40.1 13.8 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: 230724_enercalc trib_210208_s2301011.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: RCT1 (outrigger load) Detailed Shear Information Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi'Vc Comment Phi`Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd +1.20D+1.60L 1 6.01 27.50 -18.38 18.38 76.30 0.55 26.15 PhiWc / 2 < Vu lin per 9.6.: 40.1 13.8 +1.20D+1.60L 1 6.12 27.50 -18.42 18.42 74.29 0.57 26.19 PhiWc / 2 < Vu lin per 9.6.: 40.2 13.8 +1.20D+1.60L 1 6.23 27.50 -18.46 18.46 72.27 0.59 26.23 PhiWc / 2 < Vu lin per 9.6.; 40.2 13.8 +1.20D+1.60L 1 6.34 27.50 -18.50 18.50 70.25 0.60 26.28 PhiWc / 2 < Vu lin per 9.6.: 40.2 13.8 +1.20D+1.60L 1 6.45 27.50 -18.54 18.54 68.23 0.62 26.33 PhiWc / 2 < Vu lin per 9.6.; 40.3 13.8 +1.20D+1.60L 1 6.56 27.50 -18.58 18.58 66.20 0.64 26.38 PhiWc / 2 < Vu lin per 9.6.: 40.3 13.8 +1.20D+1.60L 1 6.67 27.50 -18.62 18.62 64.17 0.67 26.43 PhiWc / 2 < Vu lin per 9.6.: 40.4 13.8 +1.20D+1.60L 1 6.78 27.50 -18.67 18.67 62.13 0.69 26.49 PhiWc / 2 < Vu lin per 9.6.: 40.4 13.8 +1.20D+1.60L 1 6.89 27.50 -18.71 18.71 60.09 0.71 26.55 PhiWc / 2 < Vu lin per 9.6.: 40.5 13.8 +1.20D+1.60L 1 6.99 27.50 -18.75 18.75 58.04 0.74 26.62 PhiWc / 2 < Vu lin per 9.6.: 40.6 13.8 +1.20D+1.60L 1 7.10 27.50 -18.79 18.79 55.99 0.77 26.69 PhiWc / 2 < Vu lin per 9.6.: 40.6 13.8 +1.20D+1.60L 1 7.21 27.50 -18.83 18.83 53.93 0.80 26.76 PhiWc / 2 < Vu lin per 9.6.: 40.7 13.8 +1.20D+1.60L 1 7.32 27.50 -18.87 18.87 51.87 0.83 26.85 PhiWc / 2 < Vu lin per 9.6.: 40.8 13.8 +1.20D+1.60L 1 7.43 27.50 -18.91 18.91 49.81 0.87 26.94 PhiWc / 2 < Vu lin per 9.6.: 40.9 13.8 +1.20D+1.60L 1 7.54 27.50 -18.95 18.95 47.74 0.91 27.04 Phi"Vc / 2 < Vu lin per 9.6.: 41.0 13.8 +1.20D+1.60L 1 7.65 27.50 -18.99 18.99 45.67 0.95 27.14 Phi"Vc / 2 < Vu lin per 9.6.: 41.1 13.8 +1.20D+1.60L 1 7.76 27.50 -19.03 19.03 43.59 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 7.87 27.50 -19.08 19.08 41.50 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 7.98 27.50 -19.12 19.12 39.42 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 8.09 27.50 -19.16 19.16 37.33 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 8.20 27.50 -19.20 19.20 35.23 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 8.31 27.50 -19.24 19.24 33.13 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 8.42 27.50 -19.28 19.28 31.03 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 8.52 27.50 -19.32 19.32 28.92 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 8.63 27.50 -19.36 19.36 26.80 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 8.74 27.50 -19.40 19.40 24.68 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 8.85 27.50 -19.44 19.44 22.56 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 8.96 27.50 -19.49 19.49 20.43 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 9.07 27.50 -19.53 19.53 18.30 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 9.18 27.50 -19.57 19.57 16.17 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 9.29 27.50 -19.61 19.61 14.02 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 9.40 27.50 -19.65 19.65 11.88 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 9.51 27.50 -19.69 19.69 9.73 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 9.62 27.50 -19.73 19.73 7.58 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 9.73 27.50 -19.77 19.77 5.42 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 9.84 27.50 -19.81 19.81 3.25 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 +1.20D+1.60L 1 9.95 27.50 -19.85 19.85 1.09 1.00 27.26 Phi"Vc / 2 < Vu lin per 9.6.: 41.2 13.8 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu : Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 10.000 94.52 156.57 0.60 +1.40D Span # 1 1 10.000 5.47 156.57 0.03 +1.20D+1.60L Span # 1 1 10.000 94.52 156.57 0.60 +1.20D+0.50L Span # 1 1 10.000 32.76 156.57 0.21 +1.20D Span # 1 1 10.000 4.69 156.57 0.03 +0.90D Span # 1 1 10.000 3.52 156.57 0.02 Overall Maximum Deflections Load Combination Span Max. "-" Defl (in) .ocation in Span (ft Load Combination Max. "+" Defl (invocation in Span (ft +D+L 1 0.0108 5.000 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: 230724_enercalc trib_210208_s2301011.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: RCT1 HS-25 CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 General Information f'c = 4.0 ksi Phi Values Flexure : 0.90 fr = fc �2 7.50 = 474.342 psi Shear: 0.750 W Density = 150.0 pcf R 1 = 0.850 k LtWt Factor = 1.0 Elastic Modulus= 3,605.0 ksi Fy - Stirrups 40.0 ksi fy -Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Cross Section & Reinforcing Details Rectanqular Section, Width = 10.0 in, Heiqht = 30.0 in Span #1 Reinforcinq.... 346 at 2.50 in from Bottom, from 0.0 to 10.0 ft in this span Beam self weight calculated and added to loads Point Load : L = 20.0 k @ 2.0 ft, (OUTRIGGER (HALF LOAD)) Point Load : L = 20.0 k @ 8.0 ft, (OUTRIGGER (HALF LOAD)) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn " Phi: Allowable Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+L +D+0.750L +0.60D 0.439 : 1 Typical Section 68.687 k-ft 156.571 k-ft 5.009 ft Span # 1 245 at 3.0 in from Top, from 0.0 to 10.0 ft in this span 0.010 in Ratio = 11903 —360.0 L Only 0.000 in Ratio = 0 <360.0 L Only 0.011 in Ratio = 10961 —180.0 Span: 1 : +D+L 0.000 in Ratio = 0 <180.0 Span: 1 : +D+L Support notation : Far left is #1 Support 1 Support 2 21.562 21.562 21.562 21.562 20.000 20.000 1.562 1.562 21.562 21.562 16.562 16.562 0.937 0.937 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: 230724_enercalc trib_210208_s2301011.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: RCT1 HS-25 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 L Only 20.000 20.000 Shear Stirrup Requirements Between 0.00 to 1.99 ft, Phi*Vc < Vu, Req'd Vs = 5.871, use #3 stirrups spaced at 13.000 in Between 2.00 to 8.00 ft, Vu < Phi*Vc / 2, Req'd Vs = Not Reqd per 9.6.3.1, Stirrups are not required. Between 8.01 to 9.98 ft, Phi*Vc < Vu, Req'd Vs = 6.616, use #3 stirrups spaced at 13.000 in Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd +1.20D+1.60L 1 0.00 27.50 33.87 33.87 0.00 1.00 27.26 Phi*Vc < Vu 6.616 41.2 13.8 +1.20D+1.60L 1 0.11 27.50 33.83 33.83 3.70 1.00 27.26 Phi*Vc < Vu 6.575 41.2 13.8 +1.20D+1.60L 1 0.22 27.50 33.79 33.79 7.40 1.00 27.26 Phi*Vc < Vu 6.534 41.2 13.8 +1.20D+1.60L 1 0.33 27.50 33.75 33.75 11.09 1.00 27.26 Phi*Vc < Vu 6.493 41.2 13.8 +1.20D+1.60L 1 0.44 27.50 33.71 33.71 14.77 1.00 27.26 Phi*Vc < Vu 6.452 41.2 13.8 +1.20D+1.60L 1 0.55 27.50 33.67 33.67 18.45 1.00 27.26 Phi*Vc < Vu 6.411 41.2 13.8 +1.20D+1.60L 1 0.66 27.50 33.63 33.63 22.13 1.00 27.26 phi*Vc < Vu 6.370 41.2 13.8 +1.20D+1.60L 1 0.77 27.50 33.59 33.59 25.81 1.00 27.26 phi*Vc < Vu 6.329 41.2 13.8 +1.20D+1.60L 1 0.87 27.50 33.55 33.55 29.47 1.00 27.26 phi*Vc < Vu 6.288 41.2 13.8 +1.20D+1.60L 1 0.98 27.50 33.51 33.51 33.14 1.00 27.26 phi*Vc < Vu 6.247 41.2 13.8 +1.20D+1.60L 1 1.09 27.50 33.47 33.47 36.80 1.00 27.26 phi*Vc < Vu 6.206 41.2 13.8 +1.20D+1.60L 1 1.20 27.50 33.42 33.42 40.45 1.00 27.26 phi*Vc < Vu 6.165 41.2 13.8 +1.20D+1.60L 1 1.31 27.50 33.38 33.38 44.10 1.00 27.26 Phi*Vc < Vu 6.124 41.2 13.8 +1.20D+1.60L 1 1.42 27.50 33.34 33.34 47.75 1.00 27.26 phi*Vc < Vu 6.083 41.2 13.8 +1.20D+1.60L 1 1.53 27.50 33.30 33.30 51.39 1.00 27.26 Phi*Vc < Vu 6.042 41.2 13.8 +1.20D+1.60L 1 1.64 27.50 33.26 33.26 55.03 1.00 27.26 phi*Vc < Vu 6.001 41.2 13.8 +1.20D+1.60L 1 1.75 27.50 33.22 33.22 58.66 1.00 27.26 Phi*Vc < Vu 5.960 41.2 13.8 +1.20D+1.60L 1 1.86 27.50 33.18 33.18 62.29 1.00 27.26 phi*Vc < Vu 5.919 41.2 13.8 +1.20D+1.60L 1 1.97 27.50 33.14 33.14 65.91 1.00 27.26 Phi*Vc < Vu 5.878 41.2 13.8 +1.40D 1 2.08 27.50 1.28 1.28 3.60 0.81 26.80 Vu < Phi*Vc / 2 A Reqd pei 26.8 0.0 +1.40D 1 2.19 27.50 1.23 1.23 3.74 0.76 26.65 Vu < Phi*Vc / 2 A Reqd pei 26.7 0.0 +1.40D 1 2.30 27.50 1.18 1.18 3.87 0.70 26.52 Vu < Phi*Vc / 2 A Reqd pei 26.5 0.0 +1.40D 1 2.40 27.50 1.14 1.14 3.99 0.65 26.40 Vu < Phi*Vc / 2 A Reqd pei 26.4 0.0 +1.40D 1 2.51 27.50 1.09 1.09 4.12 0.61 26.28 Vu < Phi*Vc / 2 A Reqd pei 26.3 0.0 +1.40D 1 2.62 27.50 1.04 1.04 4.23 0.56 26.18 Vu < Phi*Vc / 2 A Reqd pei 26.2 0.0 +1.40D 1 2.73 27.50 0.99 0.99 4.34 0.52 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 2.84 27.50 0.94 0.94 4.45 0.49 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 2.95 27.50 0.90 0.90 4.55 0.45 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 3.06 27.50 0.85 0.85 4.65 0.42 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 3.17 27.50 0.80 0.80 4.74 0.39 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 3.28 27.50 0.75 0.75 4.82 0.36 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 3.39 27.50 0.71 0.71 4.90 0.33 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 3.50 27.50 0.66 0.66 4.97 0.30 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 3.61 27.50 0.61 0.61 5.04 0.28 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 3.72 27.50 0.56 0.56 5.11 0.25 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 3.83 27.50 0.51 0.51 5.17 0.23 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 3.93 27.50 0.47 0.47 5.22 0.20 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 4.04 27.50 0.42 0.42 5.27 0.18 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 4.15 27.50 0.37 0.37 5.31 0.16 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 4.26 27.50 0.32 0.32 5.35 0.14 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 4.37 27.50 0.27 0.27 5.38 0.12 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 4.48 27.50 0.23 0.23 5.41 0.10 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 4.59 27.50 0.18 0.18 5.43 0.08 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 4.70 27.50 0.13 0.13 5.45 0.06 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 4.81 27.50 0.08 0.08 5.46 0.04 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 4.92 27.50 0.04 0.04 5.47 0.02 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 5.03 27.50 -0.01 0.01 5.47 0.01 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 5.14 27.50 -0.06 0.06 5.46 0.03 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 5.25 27.50 -0.11 0.11 5.46 0.05 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 +1.40D 1 5.36 27.50 -0.16 0.16 5.44 0.07 26.09 Vu < Phi*Vc / 2 A Reqd pei 26.1 0.0 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: 230724_enercalc trib_210208_s2301011.ec6 LIC# : KW-06017385, Build:20.23.3.22 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 DESCRIPTION: RCT1 HS-25 Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd +1.40D 1 5.46 27.50 -0.20 0.20 5.42 0.09 26.09 Vu < Phi*Vc / 2 A Regd pei 26.1 0.0 +1.40D 1 5.57 27.50 -0.25 0.25 5.40 0.11 26.09 Vu < Phi*Vc / 2 A Regd pei 26.1 0.0 +1.40D 1 5.68 27.50 -0.30 0.30 5.37 0.13 26.09 Vu < Phi*Vc / 2 A Regd pei 26.1 0.0 +1.40D 1 5.79 27.50 -0.35 0.35 5.33 0.15 26.09 Vu < Phi*Vc / 2 A Regd pei 26.1 0.0 +1.40D 1 5.90 27.50 -0.39 0.39 5.29 0.17 26.09 Vu < Phi*Vc / 2 A Regd pei 26.1 0.0 +1.40D 1 6.01 27.50 -0.44 0.44 5.25 0.19 26.09 Vu < Phi*Vc / 2 A Regd pei 26.1 0.0 +1.40D 1 6.12 27.50 -0.49 0.49 5.19 0.22 26.09 Vu < Phi*Vc / 2 A Regd pei 26.1 0.0 +1.40D 1 6.23 27.50 -0.54 0.54 5.14 0.24 26.09 Vu < Phi*Vc / 2 A Regd pei 26.1 0.0 +1.40D 1 6.34 27.50 -0.59 0.59 5.08 0.26 26.09 Vu < Phi*Vc / 2 A Regd pei 26.1 0.0 +1.40D 1 6.45 27.50 -0.63 0.63 5.01 0.29 26.09 Vu < Phi*Vc / 2 A Regd pei 26.1 0.0 +1.40D 1 6.56 27.50 -0.68 0.68 4.94 0.32 26.09 Vu < Phi*Vc / 2 A Regd pei 26.1 0.0 +1.40D 1 6.67 27.50 -0.73 0.73 4.86 0.34 26.09 Vu < Phi*Vc / 2 A Regd pei 26.1 0.0 +1.40D 1 6.78 27.50 -0.78 0.78 4.78 0.37 26.09 Vu < Phi*Vc / 2 A Regd pei 26.1 0.0 +1.40D 1 6.89 27.50 -0.82 0.82 4.69 0.40 26.09 Vu < Phi*Vc / 2 A Regd pei 26.1 0.0 +1.40D 1 6.99 27.50 -0.87 0.87 4.60 0.43 26.09 Vu < Phi*Vc / 2 A Regd pei 26.1 0.0 +1.40D 1 7.10 27.50 -0.92 0.92 4.50 0.47 26.09 Vu < Phi*Vc / 2 A Regd pei 26.1 0.0 +1.40D 1 7.21 27.50 -0.97 0.97 4.40 0.50 26.09 Vu < Phi*Vc / 2 A Regd pei 26.1 0.0 +1.40D 1 7.32 27.50 -1.02 1.02 4.29 0.54 26.13 Vu < Phi*Vc / 2 A Regd pei 26.1 0.0 +1.40D 1 7.43 27.50 -1.06 1.06 4.18 0.58 26.23 Vu < Phi*Vc / 2 A Regd pei 26.2 0.0 +1.40D 1 7.54 27.50 -1.11 1.11 4.06 0.63 26.34 Vu < Phi*Vc / 2 A Regd pei 26.3 0.0 +1.40D 1 7.65 27.50 -1.16 1.16 3.93 0.68 26.46 Vu < Phi*Vc / 2 A Regd pei 26.5 0.0 +1.40D 1 7.76 27.50 -1.21 1.21 3.80 0.73 26.58 Vu < Phi*Vc / 2 A Regd pei 26.6 0.0 +1.40D 1 7.87 27.50 -1.26 1.26 3.67 0.78 26.72 Vu < Phi*Vc / 2 A Regd pei 26.7 0.0 +1.40D 1 7.98 27.50 -1.30 1.30 3.53 0.85 26.88 Vu < Phi*Vc / 2 A Regd pei 26.9 0.0 +1.20D+1.60L 1 8.09 27.50 -33.16 33.16 64.10 1.00 27.26 Phi*Vc < Vu 5.898 41.2 13.8 +1.20D+1.60L 1 8.20 27.50 -33.20 33.20 60.48 1.00 27.26 phi*Vc < Vu 5.939 41.2 13.8 +1.20D+1.60L 1 8.31 27.50 -33.24 33.24 56.85 1.00 27.26 Phi*Vc < Vu 5.980 41.2 13.8 +1.20D+1.60L 1 8.42 27.50 -33.28 33.28 53.21 1.00 27.26 phi*Vc < Vu 6.021 41.2 13.8 +1.20D+1.60L 1 8.52 27.50 -33.32 33.32 49.57 1.00 27.26 Phi*Vc < Vu 6.062 41.2 13.8 +1.20D+1.60L 1 8.63 27.50 -33.36 33.36 45.93 1.00 27.26 phi*Vc < Vu 6.103 41.2 13.8 +1.20D+1.60L 1 8.74 27.50 -33.40 33.40 42.28 1.00 27.26 Phi*Vc < Vu 6.144 41.2 13.8 +1.20D+1.60L 1 8.85 27.50 -33.44 33.44 38.63 1.00 27.26 phi*Vc < Vu 6.185 41.2 13.8 +1.20D+1.60L 1 8.96 27.50 -33.49 33.49 34.97 1.00 27.26 Phi*Vc < Vu 6.226 41.2 13.8 +1.20D+1.60L 1 9.07 27.50 -33.53 33.53 31.31 1.00 27.26 phi*Vc < Vu 6.267 41.2 13.8 +1.20D+1.60L 1 9.18 27.50 -33.57 33.57 27.64 1.00 27.26 phi*Vc < Vu 6.308 41.2 13.8 +1.20D+1.60L 1 9.29 27.50 -33.61 33.61 23.97 1.00 27.26 phi*Vc < Vu 6.349 41.2 13.8 +1.20D+1.60L 1 9.40 27.50 -33.65 33.65 20.29 1.00 27.26 phi*Vc < Vu 6.390 41.2 13.8 +1.20D+1.60L 1 9.51 27.50 -33.69 33.69 16.61 1.00 27.26 phi*Vc < Vu 6.431 41.2 13.8 +1.20D+1.60L 1 9.62 27.50 -33.73 33.73 12.93 1.00 27.26 phi*Vc < Vu 6.472 41.2 13.8 +1.20D+1.60L 1 9.73 27.50 -33.77 33.77 9.24 1.00 27.26 phi*Vc < Vu 6.513 41.2 13.8 +1.20D+1.60L 1 9.84 27.50 -33.81 33.81 5.55 1.00 27.26 phi*Vc < Vu 6.554 41.2 13.8 +1.20D+1.60L 1 9.95 27.50 -33.85 33.85 1.85 1.00 27.26 phi*Vc < Vu 6.595 41.2 13.8 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu : Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 10.000 68.69 156.57 0.44 +1.40D Span # 1 1 10.000 5.47 156.57 0.03 +1.20D+1.60L Span # 1 1 10.000 68.69 156.57 0.44 +1.20D+0.50L Span # 1 1 10.000 24.69 156.57 0.16 +1.20D Span # 1 1 10.000 4.69 156.57 0.03 +0.90D Span # 1 1 10.000 3.52 156.57 0.02 Concrete Beam LIC# : KW-06017385, Build:20.23.3.22 DESCRIPTION: RCT1 HS-25 Overall Maximum Deflections Project Title: Engineer: Project ID: Project Descr: Project File: 230724_enercalc trib_210208_s2301011.ec6 SOUND STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023 Load Combination Span Max. "" Defl (in) .ocation in Span (ft Load Combination +D+L 1 0.0109 5.000 \lax. °+° Defl (invocation in Span (ft 0.0000 0.000