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Home My WebLink AboutS E CONSULTANTS INC PAPERWORKCALCULATIONS FOR a JUL 01 2019 Job: Foundation Design - Jason Williams sT. Lucie Address : 2675 Twin Oaks Trail Client: Sheet 1 2 3-4 5- 14 15 16 17 Copyright 6/19 Job # 1029-19 Fort Pierce, FL 34945 (These calculations apply to the job at this address only.) BY St. LucieCounty Olympia Steel [004891] J Index to Calculations 1 2 2019 Item Basis For Design Foundation Plan Reactions / Anchor Bolt Settings Frame Footing Design Slab Reinforcement Perimeter Turndown Base Angle Attachment File C®pv REVIEWED FOR CODE COMPLIANCE ST. LUCiE COUNTY BOCC Project Engineer G Starks S.E. CONSULTANTS, INC. 5800 East Thomas Road, Suite 104 Scottsdale Arizona Phone: (480) 946 2610Fax: (480) 946-1909 BASIS FOR DESIGN DEAD LOADS LIVE LOADS See metal building manufacture for design loads. LATERAL CODE: 2017 Florida Building Code STRESSES OF MATERIALS CONCRETE Footings £c = - 2500 psi. Retaining Wall £c = N/A psi. STEEL Reinforcing fy = 60000 psi. A-615, Grade 60 Weldable Reinforcing fy = 60000 psi. A-706, Grade 60 Structural Steel fy = 36000 psi. A-36, Grade 36 SOIL • Allow. Soil Bearing = 1500 psf Allow. Lateral Bearing = 150 psflft Soil Site Class = D Soil Report: NIA PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: 00VIq I Date: SAWBy: 6(,j job No.: 014- SH.: S.E. CONSULTANTS, INC. e C F Oj BACK SIDEWALL n 2 20•_0" 20,_0" J� G 5 Field Field Field ocated Locatei Located alkdoor Window I —Bracing Window ®A C I_\ D A 1 M i o ' I rn c m o 1✓ svy W/ $'may l�s �T ' m M x22 I � E ® y✓_4_ 0 I N v' 0 O I 61,3L,4-e "Ale.f ) 0 E I m N ) I • � o � h 1 MTura O I • 40 • ` a � ® � A ®® m a) a X—Bracing I . 20'-0" 20'-0" U U FRONT SIDEWALL ANCHOR BOLT PLAN NOTE: All Base Plates ® 100'-0" (U.N.) D AD REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY � ROCC a: Dio= 3/4' Apo r so °ro fi 1 2' I\ � 4' 0 4. J EW 2' P' e DETAIL A Di°= 3/4" r B EW C see P AIL D E 2• r27 4OO�2m z' J sw 3�_4. DETAIL OF FIELD LOCATED WALKHDOOR 7 /2. 3 31 I 2" oll4' 2„ J 2. 2 2. SW DETAIL OF FIELD LOCATED WINDOW LINE 0 RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column ----- Dead -----Collateral- ----- Llve ------- Wind I-ftt- -Wind_fightl- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2 E 0.5 1.6 0.2 0.5 3.8 10.0 -10.1 -19.1 0.5 -12.3 2 A -0.5 1.6 -0.2 0.5 -3.8 10.0 -0.5 -12.3 , 10.1 -1911 Frame Line Column Line -Vlnd-Right2- Horiz Vert --Wind-Lon1---Wind-Long2- -Seismic-Left Selsmia_ Right Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2 E 0.7 -4.5 -0.4 -19.9 -1.5 -17.2 -0.1 0.0 0.1 0.0 2 A 10.0 -11.3 1.5 -17.2 0.4 -19.9 -0.1 0.0 0.1 0.0 -;-W1ndleft2- Horiz Vert -10.0 -11.3 -0.7 -4.5 -Seismic-Long Hartz Vert 0.0 -0.1 0.0 -0.1 ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) Frm Line Col Line Dead Vert Collat Vert Live Vert Vind-Leftl Wind -RI htl Wind-Left2 Wind-Right2 Wki'd_Press Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert 1 E 0.2 0.0 0.9 2.5 -5.6 0.0 2.2 2.5 -4.6 0.0 3.2 -1.4 0.0 1 - D 0.4 0.1 2.6 0.0 -3.1 2.5 -7.4 0.0 -1.2 2.5 -5.5 -3.3 0.0 1 B 0.6 0.2 3.5 0.0 -4.9 0,0 -7.7 0.0 -2.7 0.0 -5.5 -4.1 0.0 1 A 0.2 0.1 1.2 0.0 -2.2 0.0 -2.9 0.0 -1.0 0.0 . -1.7 -1.9 0.0 3 A 0.2 0.1 1.2 0.0 -2.8 -0.0. -2.3 0.0 -1.5 0.0 -1.1 -6.9 -3.2 3 B 0.5 0.1 2.9 0.0 -6.9 0.0 -3.7 0.0 -5.0 0.0 -1.5 -3.6 0.0 3 C 0.5 0.1 2.9 2.5 -7.2 0.0 -3.9 2.5 -5.2 0.0 -2.0 -3.6 0.0 3 E 0.2 0.1 1.2 0.0 1.1 2.5 -5.8 0.0 2.3 2.5 -4.5 -6.9 -3.2 Frm Col Wind -Suet . WInd-Longt Wind-Long2 Selo -Left Sels-Right Sels-Long Line Line Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert 1 E 1.6 0.0 0.0 -1.1 0.7 -2.3 0.1 -0.1 0.0 0.1 0.0 0.0 1 D 3.7 0.0 0.7 -7.4 0.0 -2.6 0.0 0.1 0.1 -0.1 0.0 0.0 1 B 4.5 0.0 0.0 -5.4 0.0 -7.3 0.0 0.0 0.0 0.0 0'0 0.0 1 A 2.2 0.0 0.0 -1.6 0.0 -3,3 0.0 0.0 0.0 0.0 0.0 0.0 3 A 2.0 3.2 0.0 -3.1 0.0 -1.8 0.0 0.0 0.0 0.0 -0.1 -0.1 3 B 4.0 0.0 0.0 -6.7 0.0 -4.0 0.0 0.0 0.0 0.0 0.0 0.0 3 C 4.0 0.0 0.0 -3.2 0.7 -7.6 0.1 -0.1 0.0 0.1 0.0 0.0 3 E 2.0 3.2 0.7 -2.6 0.0 -2.1 0.0 0.1 0.1 -0.1 -0.1 -0.1 BUILDING BRACING REACTIONS f Reactions(k ) Panel Shea -Wall - Col -Wind - -Seismic- (lb]ft) Loc Line Line Harz Vert Harz Vert Wind Sells ' L__EW 1 E,D 2.5 3.5 0.1 0.1 F-SW A 2,3 5.1 3.2 0.1 0.1 R-EW 3 C,E 2.5 2.8 0.1 D.1 B-SW E 3.2 5.1 3.2 0.1 0.1 _ - s REVIEWED FOR., C601E COMPLIANCE ST. LUCIE�oC��aaOUNTY BOCC Rigid Frame Footing @ F.L. 2 (4) - 3/4" dia. (A307 or A36) x 15" - #5 Hairpins w/ 8'-0" legs embed. W/ std. headed studs 3"clr #5 bars @ 12" o.c. each way _I 6'-0" Slab on a.b.c. 18" x 24" Pier w/ (8) - # 5 vert. w/ std. hooks under hori. Rein. 3" clr (2) - #4 ties Top 5" w/ #4 bars 12" o.c. below --- - I • �I - #5 Hairpins w/ 8'-0" legs I 4" 10 O I I 6'-0" I � 1 I �• I 12" �'�. I 4" •�� 18"x24"Pierw/(8)-#5vert. �I�w/ std. hooks under hori. Rein. I •� --------- - --------- -- - - - - I fc = 2500 psi fy = 60000 psi t 12" -► NARY UNLESS SEALED ON EACH SHEET OR ON PRELIMINARY Job: 004 p Date: �7 By: lob No.: � �1r� 1COVER SHEET C' `ID—t SH.: i .S,E. CONSULTANTS., INC. Title : Dsgnr: Description Scope: General Footing Analysis & Design Description Frame Footing - 18x24 - Pier General Information Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Job # Date: 11:16AM, 7 JUN 19 1.000 Width along X-X Axis 6.000 ft 4 Length along Y-Y Axis 6.000 It Fooling Thickness 12.00 in Col Dim. Along X-X Axis 18.00 in 2,500.0 psi Col Dim. Along Y-Y Axis 24.00 in 60,000.0 psi Base Pedestal Height 6.000 in 145.00 pcf Min Steel % 0.0014 0.00 psf Rebar Center To Edge Distance 3.50 in 2.100 k ...ecc along X-X Axis 0.000 in 10.000 k ...ecc along Y-Y Axis 0.000 in k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis (pressures @ left & right) (pressures @ top & bot) k-ft k-ft k-ft k-ft k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis (pressures @ left & right) (pressures @ top & bot) k k k k k k Footing Design OK 6.00ft x 6.00ft Footing, 12.Oin Thick, wf Column Support 18.00 x 24.00in x 6.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 487.2 487.2 psf Max Mu 1.423 k-ft per ft Allowable 1.500.0 1,500.0 psf Required Steel Area 0.259 in2 per It "X' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn'Phi "Y' Ecc, of Resultant 0.000 in 0.000 in 1-Way 8.723 85.000 psi X-X Min. Stability Ratio No Overturning 1.500 :1 2-Way 16.706 170.000 psi Y-Y Min. Stability Ratio No Overturning Ming Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn' Phi Two -Way Shear 16.71 psi 13.98 psi 1.56 psi 170.00 psi One -Way Shears... •• Vu @ Left 8.72 psi 7.31 psi 0.85 psi 85.00 psi Vu @ Right 8.72 psi 7.31 psi 0.85 psi 85.00 psi Vu @ Top 7.08 psi 5.92 psi 0.65 psi 85.00 psi Vu@Bottom 7.08 psi 5.92 psi 0.65 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru I Phi As Rec'd Mu @ Left 1.42 k-ft 1.19k-ft 0.13 k-ft 21.9 psi 0.26 in2 per III Mu @ Right 1.42 k-ft 1.19 k-ft 0.13 k-ft 21.9 psi 0.26 in2 per ft Mu @ Top 1.12 k-ft 0.94 k-ft 0.11 k-ft 17.3 psi 0.26 In2 per ft Mu@Bottom 1.12 k-ft 0.94 k-ft 0.11 k-ft REVIEWED FMn2 perft CODE COMPLIANCE ST. LUCIE/aCOUNTY BOCC 1 Title : Dsgnr: Description Scope Rev: 580001 User: KN!-0602060, Ver5.8.0, 1-Dec-2003 General Footing Analysis & Design (c)1983.2003 ENERCALC Engineering Software Description Frame Footing - 18x24 - Pier Soil Pressure Summary Service Load Soil Pressures Left Right DL+LL 487.15 487.15 DL+LL+ST 487.15 487.15 Factored Load Soil Pressures ACI Eq. C-1 765.35 765.35 ACI Eq. C-2 673.56 673.56 ACI Eq. C-3 183.00 183.00 ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor ....seismic = ST' : 1.100 Used in ACI C-2 & C-3 Top 487.15 487.15 765.35 673.56 183.00 Job # Date: 11:16AM, 7 JUN 19 Bottom 487.15 psf 487.15 psf 765.35 psf 673.56 psf 183.00 psf 0.900 Add"I "0.9" Factor for Seismic 0.900 1.300 7 7 S.E. CONSULTANTS, INC. FOOTING UPLIFT & SHEAR CHECK 5800 East Thomas Road, Suite 104 Scottsdale, AZ 85251 (480)946-2010 Fax (480) 946-1909 PROJECT: Rigid Frames Uplift Check IO.sWL+.sDQ 10.2 Uplift Reaction (kips) Y Due to Wind? Verify Adequate Uplift Resistance 20.00 Grade Beam Length (feet) 6 Fooling Size (feet) Footing Area = 36 1 Footing Thickness (feet) 1.5 Depth Below Grade (feet) 1.5 Pier Size (feet) Pier Area = 2.25 y Include Slab Wt. ? 4 Width of Slab to be included 6 Slab Thickness (inches) 1.5 Grade Beam Depth (feet) 1 Grade Beam Width (feet) Interior Grade Beam 40.00 Width of building (feet) 0 Interior Grade Beam Depth (feet) 0 Interior Grade Beam Width (feet) 5.4 FOOTING WEIGHT (kips) 0.3 PIER WEIGHT (kips) 1.9 SOIL WEIGHT (kips) 3.0 SLAB WEIGHT (kips) &0 GRADE BEAM WEIGHT (kips) 0.0 INTERIOR GRADE BEAM WEIGHT (kips) 16.6 TOTAL RESISTANCE = TR 10.0 (TR-0.6) 10.2 MINIMUM RESISTANCE O.K. 1.02 Uplift Ratio Verify Adequate Anchorbolt & Concrete Resistance to Uplift 4 # of Anchor Bolts 0.75 Anchor Bolt Diameter 10 # threads/inch (n) 6.39 Tensile A.B. Resistance (kips) 4.42 A.B. Shear Resistance (kips) 2.25 Concrete Uplift Resistance (kips) for 1 bolt 3.25 Concrete Shear Resistance (kips) for 1 bolt 6 Total Concrete Resistance (kips) Results: Concrete not adequate, additional reinforcement required 0.625 Input Reber Reinforcement Diameter (inches) 18 Input Reber Reinforcement Length (inches) 2500 Concrete Compressive Resistance (fc, psi) 60000 Fy of Reber (psi) 13.13 Concrete Bearing Resistance Additional Reinforcement is adequate 0.78 Ratio Lateral Load Check 6.06 Total Lateral Load (kips) Y -Due to Wind? 4.33 Lateral Load Resistance (Concrete, kips) N.G. - Hairpin Rebar Required 1 Number of Hairpins 0.625 Diameter of Hairpin (inches) 96 Length of Hairpin Leg (inches) 14.73 ACI Req'd Hairpin Development Length Hairpin Length O.K. 37.70 Allowable Tensile Capacity 19.63 Allowable Shear Capacity Hairpin O.K. A.B. Dia n 0.5 13 0.625 11 0.75 10 0.875 9 1 8 1.25 7 1.5 6 6/7/2019 9 ENDWALL FOOTING @ F.L. 1 D, 3B, 3C (2) - 3/4" dia. (A307 or A36) x 15" embed. W/ std. headed studs 3"clr # 5 bars @ 12" o.c. each way 2'-6" 1 � 1 � ' I I i 1 1 ' 1 ' 1 1 � 1 I � 1 T @ 1 1 2'-6" i 4' � I I O � , � 1 I I 1 ' I 1 ; I 1 1 1 4" i 1 I ; 1 1 i I -1 � 12" --► Slab on a.b.c. 12" x 16" Pier w/ (4)45 vert. w/std. hooks under hori. Rein. (2) - #4 ties Top 5" w/ #4 bars 12" o.c. below 3" clr 12" x 16" Pier w/ (4)-#5 vert. w/std. hooks under hori. Rein. fc= 2500 psi fy = 60000 psi PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON Job: ©O -g�l Date: 'f10 BY: —6—CL Job No.: COVER SHEET Q —t SH.: q S.E. CONSULTANTS; INC. ENDWALL FOOTING @ F.L. 1 B (2) - 3/4" dia. (A307) x 15" embed. W/ std. headed studs 3"clr # 5 bars @ 12" o.c. each way ,I 2'-6" I I I i I � I I I I I I I I � i 2'-6" Q Oo i � � I i I I ' I I � 2-3/4" 2-1/2" I I I I i L ti Slab on a.b.c. 12" x 16" Pier w/ (4)-#5 vert. w/ std. hooks under hori. Rein. (2) - #4 ties Top 5" w/ #4 bars 12" o.c. below 3" clr 12" x 16" Pier w/ (4)-#5 vert. w/ std. hooks under hori. Rein. fc = 2500 psi fy = 60000 psi PRELIM©1t+ '-INARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET j job: O OZ' Date: 061 By: Off No.: SH.: `'D S.E. CONSULTANTS, INC. CIE WE® �® C®DE COMPLIANCE ST. LUCRE COUNTY Endwall Footing @ F.L. 1A, 1E, 3A, 3E embed. W/ std. headed studs 3"clr #5 bars @ 12" o.c. each way 2'-6" I-- - ------- -- -- -- ---- --- - - -- 1 I I I i I I I i I 4" i Oa I 1 8" I I 4" I I — I 1 I I I I ----------------------------I I fc= fy = Slab on a.b.c. 12" x 16" Pier w/ (4) - # 5 vert. w/ std. hooks under hori. Rein. (2) - #4 ties Top 5" w/ #4 bars 12" o.c. below 3" cir 12" x 16" Pier w/ (4) - # 5 vert. w/ std. hooks under hori. Rein. 2500 psi 60000 psi PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: ©a �QRI Date: /( By: 6(f Job No.: 10IR -luf SH.: �I S.E. CONSULTANTS, INC. Title : Dsgnr: Description Scope: General Footing Analysis & Design Description General Information Job # Date: 11:16AM, 7 JUN 19 Page 1 N Short Term Increase 1.000 Width along X-X Axis 2.500 It Seismic Zone 4 Length along Y-Y Axis 2.500 ft Footing Thickness 12.00 in Live & Short Term Combined Col Dim. Along X-X Axis 12.00 in Pc 2,500.0 psi Col Dim. Along Y-Y Axis 12.00 in Fy 60,000.0 psi Base Pedestal Height 6.000 in Concrete Weight 145.00 pcf Min Steel % 0.0014 Overburden Weight 0.00 psf Reber Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 0.800 k ...ecc along X-X Axis 0.000 in Live Load 3.500 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load ShortTenn Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k Footing Design OK 2.50ft x 2.50ft Footing, 12.Oin Thick, w/ Column Support 12.00 x 12.00in x 6.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 844.6 844.6 psi Max Mu 0.322 k-ft per ft Allowable 1,500.0 1,500.0 psi Required Steel Area 0.259 in2 per It 'XEcc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn' Phi "Y' Ecc, of Resultant 0.000 in 0.000 in 1-Way 0.705 85.000 psi X-X Min. Stability Ratio No Overturning 9.500 :1 2-Way 5.553 170.000 psi Y-Y Min. Stabilitv Ratio No Overturning Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn. Phi pp ® p g,g Two -Way Shear 5.55 psi 4.66 psi 0.56 psi 170.00 s{�'��eODE One-WayShears...0.71 ®C�jaa®ptl13��Paa��t--Lga,,egqA66&�9N8C' `>.ri.YA Krf Vu @ Left psi 0.60 psi 0.09 psi 85.00 pST. If�UCM Vu @ Right 0.71 psi 0.60 psi 0.09 psi 85.00 psi ®a Vu @ Top 0.71 psi 0.60 psi 0.09 psi 85.00 psi !IDOC Vu @ Bottom 0.71 psi 0.60psi 0.09 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru / Phi As Rec'd Mu @ Left 0.32 k-ft 0.27 k-ft 0.03 k-ft 5.0 psi 0.26 in2 perft Mu @ Right 0.32 k-ft 0.27 k-ft 0.03 k-ft 5.0 psi 0.26 in2 per ft Mu @ Top 0.32 k-ft 0.27 k-ft 0.03 k-ft 5.0 psi 0.26 in2 per it Mu @ Bottom 0.32 k-ft 0.27 k-ft 0.03 k-ft 5.0 psi 0.26 in2 per ft t Title : Dsgnr: Description Scope: Rer. 580001 User..KW-0602060, Ver 5.8.0, 1-Deo-2003 General Footing Analysis & Design (c)1963-2003 ENERCALC Engineering Software _ Description Endwall Footing Job # Date: 11:16AM, 7 JUN 19 Page 2 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL+LL 844.60 844.60 844.60 844.60 psf DL + LL + ST 844.60 844.60 844.60 844.60 psf Factored Load Soil Pressures ACI Eq. C-1 1,350.44 1,350.44 1,350.44 1,350.44 psi ACI Eq. C-2 1,166.20 1,166.20 1,166.20 1,166.20 psf ACI Eq. C-3 245.70 245.70 245.70 245.70 psf ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"1 "1.4" Factor for Seismic 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST • : 1.100 Used in ACI C-2 & C-3 I � . S.E. CONSULTANTS, INC. FOOTING UPLIFT & SHEAR CHECK 5800 East Thomas Road, Suite 104 Scottsdale, AZ 85251 (480)946-2010 Fax (480) 946-1909 PROJECT: Endwall Footing Uplift Check 4.14 Uplift Reaction (kips) Y Due to Wind? Verify Adequate Uplift Resistance 13.00 Grade Beam Length (feet) 2.5 Footing Size (feet) 1 Footing Thickness (feet) 1.5 Depth Below Grade (feet) 1 Pier Size (feet) Y Include Slab Wt. ? 4 Width of Slab to be included 6 Slab Thickness (inches) 1.5 Grade Beam Depth (feet) 1 Grade Beam Width (feet) Lateral Load Check 4.14 Total Lateral Load (kips) Y Due to Wind? 4.33 Lateral Load Resistance (Concrete, kips) Footing Area = 6.25 Concrete provides adequate lateral resistance 0 Number of Hairpins 0 Diameter of Hairpin (inches) Pier Area = 1 0 Length of Hairpin Leg (inches) 0.00 ACI Req'd Hairpin Development Length Hairpin Length O.K. 0.00 Allowable Tensile Capacity 0.00 Allowable Shear Capacity Hairpin not required 0.9 FOOTING WEIGHT (kips) 0.2 PIER WEIGHT (kips) 0.3 SOIL WEIGHT (kips) 2.0 SLAB WEIGHT (kips) 3.9 GRADE BEAM WEIGHT (kips) 7.2 TOTAL RESISTANCE = TR 4.3 (TR'0.6) 4.1 MINIMUM RESISTANCE O.K. 0.95 Uplift. Ratio Verify Adequate Anchorbolt & Concrete Resistance to Uplift 2 # of Anchor Bolts 0.625 Anchor Bolt Diameter 11 # threads/inch (n) 4.32 Tensile A.B. Resistance (kips) 3.07 A.B. Shear Resistance (kips) 2.25 Concrete Uplift Resistance (kips) for 1 bolt 3.25 Concrete Shear Resistance (kips) for 1 bolt 3 Total Concrete Resistance (kips) Results: Concrete not adequate, additional reinforcement required 0.625 Input Reber Reinforcement Diameter (inches) 36 Input Rebar Reinforcement Length (inches) 2500 Concrete Compressive Resistance (Fc, psi) 60000 Fy of Reber (psi) 13.13 Concrete Bearing Resistance Additional Reinforcement is adequate 0.32 Ratio 11.51 Tensile Anchorbolt Resistance (kips) Anchorbolts O.K. 0.36 Anchor Bolt Ratio A.B. Dia n 0.5 13 0.625 11 0.75 10 0.875 9 1 8 1.25 7 1.5 6 REVIEWED FOR CODE C®MP@ IAM0 ST. LUCIE COUN�<., B®CC 6/7/2019 ( j Item 2 3 4 5 6 7 8 E Slab Reinforcement The sub -grade drag equation is used. for shrinkage crack control. This equation is only for crack control and is not suitable for structurally active steel. Deformed Bars, Grade 60 Bar Size Bar Spacing ( in. o c) Steel Area, As (sq.in. / ft) Welded Wire Fabric Equlvant Plain (smooth) Wire minimum yield 75 ksi Steel Area, As (sq.in. / ft) # 3 18.0 0.0736 6 x 6 - W1.4xW1.4 0.0280 # 3 12.0 0.1104 6 x 6 - W2.OxW2.0 0.0400 # 4 24.0 0.0982 6 x 6 - W2.9xW2.9 0.0580 # 4 18.0 0.1309 6 x 6 - W4.OxW4.0 0.0800 # 4 16.0 0.1473 4 x 4 - W 1.4xW 1.4 0.0420 # 4 12.0 0.1963 4 x 4 - W2.OxW2.0 0.0600 # 5 24.0 0.1550 4 x 4 - W2.9xW2.9 0.0870 # 5 18.0 0.2067 4 x 4 - W4.OxW4.0 0.1200 As= F*L*w/(2*fs) where, As = the cross -sectional area of reinforcing steel, (sq.in. / ft) of slab width F = coefficient of friction between base and slab, 1.5 L = slab length between free ends, feet, in the direction of the steel w = weight of the concrete slab, psf fs = allowable steel stress, psi Area of steel required for below slab - shrinkage control. actual slab thickness = 6.00 inches L = 10.00 feet Reinforcment Type = Welded Wire Fabric F = 1.5 w = 75 psf fs = 30000 psi As =, F*L*w/(2*fs) _ Item # Reinforcement Discription 3 6 x 6 - W2.9xW2.9 0.0188 sq.in. / ft of slab width Actual Area, As (sa.in.lft) 0.058 Reinforcement is adequate. PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET lob: 044 6 Date: 6� By: r* Cl Job No.: �L SH.: T S.E. CONSULTANTS, INC. Perimeter Turndown CHECK FOR MINIMUM REINFORCEMENT: ( 18" + 4") ` (12") ' 0.002 IN = 0.528 IN USING (2) - # 5 BARS = 0.62 IN REINFORCEMENT ADEQUATE! Slab on A.B.C. 6"x6"-W2.9xW2.9 WWF 3r (top & bott.) cont. REVIEWED CODE COMPL J,4c. ST. Ld10EJiE Cr R_Pry sOCr" PRELIMINaaARY UNLESS SEALED ON EACH SHEET OR ON Job: Do L-�b�1 Date: 6Xl 6By: cf Job No.: COVER SHEET [D y SH.: If# S.E. CONSULTANTS, INC. T Base Angle Attachment walkdoor anchor bolts use (2) - 1/2" dia. X 2" embed. Hitli Kwik Bolt TZ ICC #ESR-1917 Base Angle by Metal Building Manuf. use 1/4 in. dia. X 2-1/2" embed. Hitli Hus-EZ @ 2'-0" o.c. ICC #ESR-3027 framed opening anchor bolts use (2) - 1/2" dia. X 3-1/4" embed. HIM Kwik Bolt TZ ICC #ESR-1917 endwall anchor bolts use (2) - 5/8" dia. X 4" embed. Hitli Kwik Bolt TZ ICC #ESR-1917 N EACH SHEET OR ON PR��EyyLIMINARY UNLESS SEAL D ON / Job: © y �-Jqt Date: 6�( / By: (p� Job No.: COVER SHEET wZ- �� SH.: S.E. CONSULTANTS, INC.