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HomeMy WebLinkAbout000-000-005PROJECT: LOCATION: OWNER: NorthStar 'n.....i'y'�.''.'a, ENGINEERING Civil Engineers •Planners • Surveyors STRUCTURAL CALCULATIONS Warehouse Expansion 5370 Church Street, Richvale, CA Lundberg Family Farms JOB NUMBER: 09-058 DATE: March 24, 2010 �XTC. 3.4/c CODES: California Building Code, 2007 Edition LOADS: Soil Site Class D Ss (0.2 sec) _. 0.556 S1 (1 sec) = 0.225 BUTTE COUNn Sds (0.2 sec) = 0.5031,,� ,0 MOON. Shc (1 sec) = 0.293 APoRO` , T) Wind Speed:85 mph Exposure: C X1101!° �- Soil Bearing: 2000 psf (for 12" embedment) 2500 psf (for 18" embedment) '� 3000 psf (for 24" embedment) (per soil report by Holdrege and Kull, Project No. 70304-01) NOTES: Are Special Inspections required for Engineering Elements Designed by NorthStar Engineering? No NorthStar Engineering is not responsible for these calculations unless this sheet is stamped by a registered professional engineer and wet signed with RED or BLUE ink. GENERAL: Any structural or non-structural items that are not specifically addressed in the following calculations and or details are designed by others and are not the responsibility of NorthStar Engineering. Page 1 of I I C) By: MEM Date: 3/24/2010 Job No: 09-058 Page 2 of NorthStar 111 MISSION RANCH BLVD, STE 100 ENGINEERING CHICO, CA 95926 530-893-1600 FAX 530-893-2113 General Notes: 1. The engineer is responsible for the structural items as noted in the following calculations. Should any changes be made to the design as detailed in these calculations without written approval from the engineer then the engineer assumes no responsibility for the entire structure or portions thereof. 2. All water proofing and flashing (roofs, foundations, retaining walls, decks, garage floors, etc.) is the responsibility of the contractor or owner. 3. These calculations are based on a completed structure. Should an unfinished structure be subject to loads then the engineer shall be contacted for an interim design or if not, will assume no responsibility. 4. Building sites are assumed to be drained and free of clay or expansive soil. Any other conditions must be brought to the attention of the engineer. 5. These calculations assume stable, undisturbed soils, and level stepped footings. Any other conditions encountered must be brought to the attention of the engineer. 6. All footings shall bear on undisturbed soil with a footing depth below frost line (per local requirements). METAL BUILDING COLUMN FOUNDATION CALCULATIONS DETERMINE AMOUNT OF CONC. SLAB ALLOWED TO RESIST UPLIFT: SLAB THICKNESS: 8 IN REINFORCEMENT: #4 EA. WAY AT 16" O.C. CONSTANTS: fc = 2,500 PSI fy.= 40,000 PSI b= d= 3.5 IN 1 As =. 0.2 IN^2 FIND MOMENT FOR ONE WIRE: row =As/( b * d ) row = 0.003571 Mu = phi *row*b *d *fy* [d -0.5( row*d *fy)/( 0.85*fc )] Mu = 24,353 IN - # 2.03 FT - KIPS FIND LENGTH: INCLUDE 4" OF ROUND OFF AT EDGE OF FTG., AND THE LENGTH THE REINFORCEMENT WILL SUPPORT Mn = ( WEIGHT OF CONC.) * Lreinf / 2 SOLVE FOR (Lreinf) Lreinf =[2*Mu/(b/12*Tslab/12*0.15kcf)]^0.5 Lreinf= USE: 5.52 FT OF CONC. SLAB IN UPLIFT CALCULATIONS 5.52 FT By: MEM NOrthStar 111 MISSION RANCH BLVD, STE 100 Date: 3/24/2010 ENGINEERING CHICO, CA 95926 Job No: 09-058 530-893-1600 Page 3 of FAX 530-893-2113 FOOTING AT INTERIOR METAL BUILDING COLUMNS - B2, B3, B4, C2, C3, C4, D2, D3, & D4 COLUMN FORCES: Vmax 55.7 KIPS Vup 22.1 KIPS Hout 5.1 KIPS TRY. 5.5 FT. WIDE BY 5.5 FT. LONG BY 2 FT. THICK WITH A PEDESTAL 5.5 FT. WIDE 5.5 FT. LONG 0.67 FT. THICK CHECK UPLIFT: INCLUDE 5.52 FT. OF 0.67 FT. SLAB IN ALL DIRECTIONS & 3 FT. OF CONTINUOUS FOOTING 1 FT. WIDE BY 1 FT. THICK (NOTE: IF PEDESTAL THICKNESS IS EQUAL TO ZERO, THEN A CONCRETE PEDESTAL IS NOT REQUIRED) WHERE: L = 5.5 FT (LENGTH OF THE FOOTING) W = 5.5 FT (WIDTH OF THE FOOTING) T = 2 FT (THICKNESS OF THE FOOTING) Lslab = 5.52 FT (LENGTH OF THE SLAB) Tslab = 0.67 FT (THICKNESS OF THE SLAB) Lped = 5.5 FT (LENGTH OF THE PEDESTAL) Wped = 5.5 FT (WIDTH OF THE PEDESTAL) Tped = 0.67 FT (THICKNESS OF THE PEDESTAL) Lcont = 3 FT (LENGTH OF THE CONTINUOUS FOOTING) Wcont = 1 FT (WIDTH OF THE CONTINUOUS FOOTING) Tcont = 1 FT (THICKNESS OF THE CONTINUOUS FOOTING) Wdl = 36.58 KIPS (DEAD WEIGHT OF CONCRETE RESISTING UPLIFT) Wdl = 36.58 KIPS > 22.11 KIPS OK Wdl = [(L * W * T) + (Lped * Wped * (Tped - Tslab)) + (Lped + 2 * Lslab) * (Wped + 2 * Lslab) * Tslab + (Lcont * Wcont * (Tcont - Tslab)] * 0.15kcf CHECK FOR SOIL BEARING: q = (Vmax) / (W * L) q = 1.84 KSF < '2 KSF OK • •By: MEM NorthStar 111 MISSION • RANCH BLVD, STE 100 .CHICO, Date: 3/24/2010 CA 95926 ENGINEERING Job No: 09-058 530-893-1600 • Page 4 of FAX 530-893-2113 • FOOTING REINFORCEMENT REQUIRED: • b= 66 IN M=q*(L/2)^2*W/2 M= 38.32 FT - K d= 20 IN Mu=1.4*DL+1.7*LL ASSUME: Mu=1.6*M • M = 61.31 FT -K • TRY: row = 0.0015 , • WHERE: row = 0.0015 Fy = 60 KSI • b = 66 IN fc = '2.5 KSI d = 20 IN Mu(allow)=0.9* row *b*d*Fy*[d-0.5* (row *d*Fy)/(0.85*fc)]/12 • Mu(allow) : 174.43 FT - K > 61.31 FT - K OK • INCREASE BY 1/3 IF row < row(min) 1.333 , • • row = 0.002 As(reqd) = row * b * d As(reqd) = 2.64 IN^2 • #5 REBAR REQUIRED = As(reqd) / 0.31 in^2 = 8.5 (NUMBER OF LONGITUDINAL BARS REQ'D.) • USE: 5.5 FT WIDE 5.5 FT LONG 2 FT THICK • 9 - #5 EACH WAY (3" CLEAR FROM BOTTOM) • • • • • • • By: MEM - NOrthStar Date: 3/24/2010 ENGINEERING Job No: 09-058 Page . !> of FOOTING AT RIGID FRAME COLUMNS - GRIDS A2, A3, & A4 COLUMN FORCES: Vmax 26.2 KIPS Vup 11.0 KIPS Hout- 8.2 KIPS 111 MISSION RANCH BLVD, STE 100 CHICO, CA 95926 530-893-1600 FAX 530-893-21.13 TRY. 4 FT. WIDE BY 4 FT. LONG BY 2 FT. THICK WITH A PEDESTAL 2.5 FT. WIDE 4 FT. LONG 0.67 FT. THICK CHECK UPLIFT: INCLUDE 5.52 FT. OF 0.67 FT. SLAB IN ALL DIRECTIONS & 3 FT. OF CONTINUOUS FOOTING 1 FT. WIDE BY 1 FT. THICK (NOTE: IF PEDESTAL THICKNESS IS EQUAL TO ZERO, THEN A CONCRETE PEDESTAL IS NOT REQUIRED) WHERE: L = 4 FT (LENGTH OF THE FOOTING) W = 4 FT (WIDTH OF THE FOOTING) T = 2 FT (THICKNESS OF THE FOOTING) Lslab = 5.52 FT (LENGTH OF THE SLAB) Tslab = 0.67 FT (THICKNESS OF THE SLAB) Lped = 4 FT (LENGTH OF THE PEDESTAL) Wped = 2.5 FT (WIDTH OF THE PEDESTAL) Tped = 0.67 FT (THICKNESS OF THE PEDESTAL) Lcont = 3 FT (LENGTH OF THE CONTINUOUS FOOTING) Wcont = 1 FT (WIDTH OF THE CONTINUOUS FOOTING) Tcont = 1 FT (THICKNESS OF THE CONTINUOUS FOOTING) Wdl = 17.01 KIPS (DEAD WEIGHT OF CONCRETE RESISTING UPLIFT) Wdl = 17.01 KIPS > 11 KIPS OK Wdl = [(L * W * T) + (Lped * Wped * (Tped - Tslab)) + (Lped + 2 * Lslab) * (Wped + Lslab) * Tslab + (Lcont * Wcont * (Tcont - Tslab)] * 0.15kcf CHECK FOR SOIL BEARING: q = (Vmax) / (W * L) q = 1.64 KSF < 2 KSF OK NorthStar 111 MISSION RANCH BLVD, STE 100 • Date: 3/24/2010 CHICO, CA 95926 Job No: 09-058 ENGINEERING 530-893-1600 • Page & of FAX 530-893-2113 FOOTING REINFORCEMENT REQUIRED: • b= 48 IN M=q*(L/2)^2*W/2 M= 13.10 FT - K d= 20 IN Mu=1.4*DL+1.7*LL ASSUME: Mu=1.6*M Mu = 20.95 FT - K • TRY: row = 0.0015 ' WHERE: row = 0.0015 Fy = 60 KSI • b = 48 IN fc = 2.5 KSI d= 20 IN Mu(allow)=0.9*row *b*d*Fy*[d-0.5*(row *d*Fy) /(0.85*fc)]/12 • Mu(allow) - 126.86 FT - K > 20.95 FT - K OK INCREASE BY 1/3 IF row < row(min) 1.333 • row = 0.002 As(reqd) = row * b * d As(reqd) = 1.92 IN^2 • #5 REBAR REQUIRED = As(reqd) / 0.31 in^2 = 6.2 (NUMBER OF LONGITUDINAL BARS REQ'D.) • HAIRPIN REQUIRED: 0.33' S EDGE OF SLAB • OUTWARD FORCE (Rout) = 8.2 K NOTE: USE CONCRETE SHEAR ON ONE SIDE ONLY 0.5' • (ASSUME SLAB THICKNESS OF 0.33') 30 DEG. TRY: LENGTH OF HAIRPIN (L) = 9 FT • ALLOWABLE OUTWARD FORCEHa ( ) - - (Vconc ) 1.7 LENGTH (L) WHERE • Vconc = 2 * (fc * 1000)^0.5 * 0.8 * (4" + (L * 12) * COS(30)) * t / 1000 = 62.42 K • SLAB THICKNESS (t) = 8 IN YIELD STRENGTH OF CONCRETE (fc) = 2.5 KSI . STRENGTH REDUCTION FACTOR 0.85 Ha = 31.2 K > 8.2 K OK • TENSION IN STEEL (T) _ (Hout / 2) / COS(30) = 4.7 K AREA OF STEEL REQUIRED (Asti) = T / (Ft) = 0.24 IN^2 WHERE YIELD STRENGTH OF STEEL (Fy) = 40 KSI • TENSION STRENGTH OF STEEL (Ft) = 20 KSI • USE: 4 FT WIDE 4 FT LONG 2 FT THICK 7 - #5 EACH WAY (3" CLEAR FROM BOTTOM) #5 BY 9 FT LONG HAIRPIN By: MEM NorthStar Date: 3/24/2010 ENGINEERING Job No: 09-058 Page "7 of FOOTING AT ENDWALL COLUMNS - B1, Cl, & D1 COLUMN FORCES: Vmax 55.7 KIPS Vup 22.1 KIPS Hout 5.1 KIPS r 111 MISSION RANCH BLVD, STE 100 CHICO, CA 95926 530-893-1600 FAX 530-893-2113 TRY: 5.5 FT. WIDE BY 5.5 FT. LONG BY 2 FT. THICK WITH A PEDESTAL 3.25 FT. WIDE 5.5 FT. LONG 0.67 FT. THICK CHECK UPLIFT: INCLUDE 5.52 FT. OF 0.67 FT. SLAB IN ALL DIRECTIONS & 3 FT. OF CONTINUOUS FOOTING 1 FT. WIDE BY 1 FT. THICK (NOTE: IF PEDESTAL THICKNESS IS EQUAL TO ZERO, THEN A CONCRETE PEDESTAL IS NOT REQUIRED) WHERE: L = 5.5 FT (LENGTH OF THE FOOTING) W = 5.5 FT (WIDTH OF THE FOOTING) T = 2 FT (THICKNESS OF THE FOOTING) Lslab = 5.52 FT (LENGTH OF THE SLAB) Tslab = 0.67 FT (THICKNESS OF THE SLAB) Lped = 5.5 FT (LENGTH OF THE PEDESTAL) Wped = 3.25 FT (WIDTH OF THE PEDESTAL) Tped = 0.67 FT (THICKNESS OF THE PEDESTAL) Lcont = 3 FT (LENGTH OF THE CONTINUOUS FOOTING) Wcont = 1 FT (WIDTH OF THE CONTINUOUS FOOTING) Tcont = 1 FT (THICKNESS OF THE CONTINUOUS FOOTING) ' Wdl = 23.73 KIPS (DEAD WEIGHT OF CONCRETE RESISTING UPLIFT) Wdl = 23.73 KIPS > 22.11 KIPS OK Wdl = [(L * W * T) + (Lped * Wped * (Tped - Tslab)) + (Lped + 2 * Lslab) * (Wped + Lslab) * Tslab + (Lcont * Wcont * (Tcont - Tslab)] * 0.15kcf CHECK FOR SOIL BEARING: q = (Vmax) / (W * L) q = 1.84 KSF < 2 KSF OK 3 • • • By: MEM' Date: 3/24/2010 Job No: 09-058 NorthStar ENGINEERING 111 MISSION RANCH BLVD, STE 100 CHICO, CA 95926 530-893-1600 • Page of FAX 530-893-2113 • FOOTING REINFORCEMENT REQUIRED: • b= 66 IN M=q*(L/2)12*W/2 M= 38.32 FT - K • d= 20 IN Mu=1.4*DL+1.7*LL ASSUME: Mu=1.6*M • -Mu = 61.31 FT - K • TRY: row = 0.0015 • WHERE: row = 0.0015 Fy = 60 KSI • b = 66 IN fc = 2.5 KSI d = 20 IN • Mu(allow)=0.9* row *b*d*Fy*[d-0.5*(row *d*Fy) /(0.85*fc)]/12 • Mu(allow) = 174.43 FT - K > 61.31 FT - K OK • INCREASE BY 1/3 IF row < row(min) 1.333 row = 0.002 As(regd) = row * b * d As(regd) = 2.64 IN^2 • • #5 REBAR REQUIRED = As(regd) / 0.31 in^2 = 8.5 (NUMBER OF LONGITUDINAL BARS REQ'D.) HAIRPIN REQUIRED: 0.33' • EDGE OF SLAB \ • OUTWARD FORCE (Hout) = 5.1 K • NOTE: USE CONCRETE SHEAR ON ONE SIDE ONLY 0.5 • (ASSUME SLAB THICKNESS OF 0.33') 4 30 DEG. • TRY: LENGTH OF HAIRPIN (L) = 9 FT • ALLOWABLE OUTWARD FORCE (Ha) _ (Vconc) * / 1.7 LENGTH (L) WHERE • Vconc = 2 * (fc * 1000)^0.5 * 0.8 * (4" + (L * 12) * COS(30)) * t / 1000 = 62.42 K SLAB THICKNESS (t) = 8 IN YIELD STRENGTH OF CONCRETE (fc) = 2.5 KSI STRENGTH REDUCTION FACTOR 0.85 • Ha = 31.2 K > 5.1 K OK • TENSION IN STEEL (T) _ (Hout / 2) / COS(30) = 3.0 K AREA OF STEEL REQUIRED (Astl) = T / (Ft) = 0.15 IN^2 • WHERE • YIELD STRENGTH OF STEEL (Fy) = 40 KSI • TENSION STRENGTH OF STEEL (Ft) = 20 KSI • USE: 5.5 FT WIDE 5.5 FT LONG 2 FT THICK 9 - #5 EACH WAY (3" CLEAR FROM BOTTOM) #5 BY 9 FT LONG HAIRPIN • • • FOOTING AT CORNER COLUMN - Al • COLUMN FORCES: • . By: MEM NorthStar 111 MISSION RANCH BLVD, STE 100 , 10.5 KIPS Date: 3/24/2010 Job No: 09-058 ,. ENGINEERING C H ICO, CA 95926 530-893-1600 • . Page 61 of - FAX 530-893-2113 FOOTING AT CORNER COLUMN - Al • COLUMN FORCES: Vmax 26.2 KIPS Vup 10.5 KIPS • Hout 8.2 KIPS TRY: 4 FT. WIDE BY 4 FT. LONG BY 2 FT. THICK ' • WITH A PEDESTAL 2.5 FT. WIDE 4 FT. LONG 0.671FT. THICK CHECK UPLIFT: INCLUDE 5.52 FT. OF 0.67 FT. SLAB IN ALL DIRECTIONS & • 3 FT. OF CONTINUOUS FOOTING 1 FT. WIDE BY 1 FT. THICK • (NOTE: IF PEDESTAL THICKNESS IS EQUAL TO ZERO, THEN A CONCRETE PEDESTAL IS NOT REQUIRED) • WHERE: L = 4 FT (LENGTH OF THE FOOTING) ' W = 4 FT,(W IDTH OF THE FOOTING) T = 2 FT (THICKNESS OF THE FOOTING) • Lslab = 5.52 FT (LENGTH OF THE SLAB) Tslab = 0.67 FT (THICKNESS OF THE SLAB) Lped = 4 FT (LENGTH OF THE PEDESTAL) • Wped = 2.5 FT (WIDTH OF THE PEDESTAL) Tped = 0.67 FT (THICKNESS OF THE PEDESTAL) Lcont = 3 FT (LENGTH OF THE CONTINUOUS FOOTING) S Wcont = 1 FT (WIDTH OF THE CONTINUOUS FOOTING) • Tcont = 1 FT (THICKNESS OF THE CONTINUOUS FOOTING) Wdl = 12.59 KIPS (DEAD WEIGHT OF CONCRETE RESISTING UPLIFT) • Wdl = 12.59 KIPS > 10.48 KIPS OK • Wdl = [(L * W;* T) + (Lped * Wped * (Tped - Tslab)) + (Lped + Lslab) * (Wped + Lslab) * Tslab * * + (Lcont Wcont (.Tcont - Tslab)] * 0.15kcf • CHECK FOR SOIL BEARING: q = (Vmax) / (W * L) . q = 1.64 KSF < 2 KSF OK IN. L,.j • By: MEM NorthStar 111 MISSION RANCH BLVD, STE 100 Date: 3/24/2010 ENGINEERING CH ICO, CA 95926 Job No: 09-058 530-893-1600 Page I L) of FAX 530-893-2113 FOOTING REINFORCEMENT REQUIRED: ` b= 48 IN M=q*(L/2)^2*W/2 M= 13.10 FT -K d= 20 IN Mu=1.4*DL+1.7*LL ASSUME: Mu=1.6*M Mu = 20.95 FT - K TRY: row = 0.0015 WHERE: row = 0.0015 Fy = 60 KSI b = 48 IN fc = 2.5 KSI d = 20 IN Mu(allow)=0.9*row *b*d*Fy*[d-0.5*(row *d*Fy) /(0.85*fc)]/12 Mu(allow) - 126.86 FT - K > 20.95 FT - K OK INCREASE BY 1/3 IF row < row(min) 1.333 row = 0.002 As(reqd) = row * b * d As(reqd) = 1.92 IN^2 #5 REBAR REQUIRED = As(reqd) / 0.31 in^2 = 6.2 (NUMBER OF LONGITUDINAL BARS REQ'D.) HAIRPIN REQUIRED: 0.33' • EDGE OF SLAB • OUTWARD FORCE (Hout) = 8.2 K NOTE: USE CONCRETE SHEAR ON ONE SIDE ONLY 0.5' • (ASSUME SLAB THICKNESS OF 0.33') 30 DEG. TRY. LENGTH OF HAIRPIN (L) = 9 FT • ALLOWABLE OUTWARD FORCE (Ha) = (Vconc) * / 1.7 LENGTH (L) WHERE • Vconc = 2 * (fc * 1000)^0.5 * 0.8 * (4" + (L * 12) * COS(30)) * t / 1000 = 62.42 K SLAB THICKNESS (t) = 8 IN YIELD STRENGTH OF CONCRETE (fc) = 2.5 KSI • STRENGTH REDUCTION FACTOR 0.85 Ha = 31.2 K > 8.2 K OK TENSION IN STEEL (T) = (Hout / 2) / COS(30) = 4.7 K AREA OF STEEL REQUIRED (Astl) = T / (Ft) = 0.24 IN^2 WHERE - YIELD STRENGTH OF STEEL (Fy) = 40 KSI TENSION STRENGTH OF STEEL (Ft) = 20 KSI USE: 4 FT WIDE 4 FT LONG 2 FT THICK 7 - #5 EACH WAY (3" CLEAR FROM BOTTOM) #5 BY 9 FT LONG HAIRPIN By: MEM Date: 3/24/2010 Job No: 09-058 Page \ \ of FOOTING AT CORNER COLUMN - Al COLUMN FORCES: Vmax 26.2 KIPS Vup 9.7 KIPS Hout 8.2 KIPS TRY: 2.5 FT. WIDE BY WITH A PEDESTAL NOrthStar 111 MISSION RANCH BLVD, STE 100 ENGINEERING CHICO, CA 95926 530-893-1600 FAX 530-893-2113 6 FT. LONG BY 2 FT. THICK 2.5 FT. WIDE 5 FT. LONG 0.67 FT. THICK CHECK UPLIFT: INCLUDE 5.52 FT. OF 0.67 FT. SLAB IN ALL DIRECTIONS & 3 FT. OF CONTINUOUS FOOTING 1 FT. WIDE BY 1 FT. THICK (NOTE: IF PEDESTAL THICKNESS IS EQUAL TO ZERO, THEN A CONCRETE PEDESTAL IS NOT REQUIRED) WHERE: L' = 6 FT (LENGTH OF THE FOOTING) W = 2.5 FT (WIDTH OF THE FOOTING) T = 2 FT (THICKNESS OF THE FOOTING) Lslab = 5.52 FT (LENGTH OF THE SLAB) Tslab = 0.67 FT (THICKNESS OF THE SLAB) Lped = 5 FT (LENGTH OF THE PEDESTAL) Wped = 2.5 FT (WIDTH OF THE PEDESTAL) Tped = 0.67 FT (THICKNESS OF THE PEDESTAL) Lcont = 3 FT (LENGTH OF THE CONTINUOUS FOOTING) Wcont = 1 FT (WIDTH OF THE CONTINUOUS FOOTING) Tcont = 1 FT (THICKNESS OF THE CONTINUOUS FOOTING) Wdl = 13.09 KIPS (DEAD WEIGHT OF CONCRETE RESISTING UPLIFT) Wdl = 13.09 KIPS > 9.71 KIPS OK Wdl = [(L * W * T) + (Lped * Wped * (Tped - Tslab)) + (Lped + Lslab) * (Wped + Lslab) * Tslab + (Lcont * Wcont * (Tcont - Tslab)] * 0.15kcf CHECK FOR SOIL BEARING: q = (Vmax) / (W * L) q = 1.75 KSF < 2 KSF OK 5 LJ By: MEM NorthStar 111 MISSION RANCH BLVD, STE 100 " Date: 3/24/2010 ENGINEERING CHICO, CA 95926 Job No: 09-058 530-893-1600 • Page I2 of FAX 530-893-2113 FOOTING REINFORCEMENT REQUIRED: ' b= 30 IN M=q*(L/2)^2*W/2 M= 19.64 FT - K d= 20 IN Mu=1.4*DL+1.7*LL ASSUME: Mu=1.6*M • Mu= 31.43 FT - K TRY: row = 0.002 • WHERE: row = 0.002 Fy = 60. KSI • b = 30 IN f = 2.5 KSI d = 20 IN Mu(allow)=0.9* row *b*d*Fy *[d-05*(row *d*Fy)/(0.85*fc))/12 . Mu(allow) - 104.9 5FT - K > 31.43 FT - K OK INCREASE BY 1/3 IF row < row(min) 1.333 • row = 0.002666 As(reqd) = row * b * d As(reqd) = 1.60 IN^2 • #5 REBAR REQUIRED = As(reqd) / 0.31 in^2 = 5.2 (NUMBER OF LONGITUDINAL BARS REQ -D.) HAIRPIN REQUIRED: 0.33' EDGE OF SLAB • OUTWARD FORCE (Hout) = 8.2 K NOTE: USE CONCRETE SHEAR ON ONE SIDE ONLY 0-5�r • (ASSUME SLAB THICKNESS OF 0.33') 30 DEG. TRY. LENGTH OF HAIRPIN (L) = 9 FT • ALLOWABLE OUTWARD FORCE (Ha) _ (Vconc) * / 1.7 LENGTH (L) WHERE , • Vconc = 2 * ft * 1000)^0.5 * 0.8 * (4" + (L * 12) * COS(30)) * t / 1000 = 62.42 K SLAB THICKNESS (t) = 8 IN YIELD STRENGTH OF CONCRETE (fc) = 2.5 KSI • STRENGTH REDUCTION FACTOR 0.85 Ha = 31.2 K > 8.2 K OK TENSION IN STEEL (T) _ (Hout / 2) / COS(30) = 4.7 K AREA OF STEEL REQUIRED (Asti) = T / (Ft) = 0.24 IN^2 WHERE YIELD STRENGTH OF STEEL (Fy) = 40 KSI TENSION STRENGTH OF STEEL (Ft) = 20 KSI • USE: 2.5 FT WIDE 6 FT LONG ' 2 FT THICK • 6 - #5 EACH WAY (3" CLEAR FROM BOTTOM) • #5 BY 9 FT LONG HAIRPIN By: MEM Date: 3/24/2010 Job No: 09-058 Page S of FOOTING AT COLUMNS - E2, E3, & E4 COLUMN FORCES: Vmax 26.2 KIPS Vup 9.7 KIPS Hout 7.0 KIPS TRY: 2.5 FT. WIDE BY WITH A PEDESTAL NorthStar ENGINEERING 111 MISSION RANCH BLVD, STE 100 CHICO, CA 95926 530-893-1600 FAX 530-893-2113 6 FT. LONG BY 2 FT. THICK 2.5 FT. WIDE 6 FT. LONG 0.67 FT. THICK. CHECK UPLIFT: INCLUDE 5.52 FT. OF 0.67 FT. SLAB IN ALL DIRECTIONS & 3 FT. OF CONTINUOUS FOOTING 1 FT. WIDE BY 1 FT. THICK (NOTE: IF PEDESTAL THICKNESS IS EQUAL TO ZERO, THEN A CONCRETE PEDESTAL IS NOT REQUIRED) WHERE: L = 6 FT (LENGTH OF THE FOOTING) W = 2.5 FT (WIDTH OF THE FOOTING) T = 2 FT (THICKNESS OF THE FOOTING) Lslab = 5.52 FT (LENGTH OF THE SLAB) Tslab = 0.67 FT (THICKNESS OF THE SLAB) Lped = 6 FT (LENGTH OF THE PEDESTAL) Wped = 2.5 FT (WIDTH OF THE PEDESTAL) Tped = 0.67 FT (THICKNESS OF THE PEDESTAL) Lcont = 3 FT (LENGTH OF THE CONTINUOUS FOOTING) Wcont = 1 FT (WIDTH OF THE CONTINUOUS FOOTING) Tcont = 1 FT (THICKNESS OF THE CONTINUOUS FOOTING) Wdl = 13.89 KIPS (DEAD WEIGHT OF CONCRETE RESISTING UPLIFT) Wdl = 13.89 KIPS > 9.71 KIPS OK Wdl = [(L * W * T) + (Lped * Wped * (Tped - Tslab)) + (Lped + Lslab) * (Wped + Lslab) * Tslab + (Lcont * Wcont * (Tcont - Tslab)] * 0.15kcf CHECK FOR SOIL BEARING: q = (Vmax) / (W * L) q = 1.75 KSF < 2 KSF . OK •By: MEM NorthStar 111 MISSION RANCH BLVD, STE 100 ' Date: 3/24/2010 ENGINEERING CH ICO, CA 95926 Job No: 09-058, 530-893-1600 . Page j of FAX 530-893-2113 FOOTING REINFORCEMENT REQUIRED: b = 30 IN M=q*(L/2)^2*W/2 M= 19.64 FT - K d= 20 IN Mu=1.4*DL+1.7*LL ASSUME: Mu=1.6*M • Mu= 31.43 FT - K • TRY: row = 0.002 x. WHERE: row= - 0.002 Fy = 60 KSI • b= 30 IN • fc = 2.5 KSI d= 20 IN Mu(allow)=0.9*row*b*d*Fy*[d-0.5*(row*d*Fy)/(0.85*fc)]/12 • Mu(allow) = 104.95 FT - K > 31.43 FT - K OK INCREASE BY 1/3 IF row < row(min) 1.333 • row = 0.002666 As(reqd) = row * b * d As(reqd) = 1.60 IN^2 #5 REBAR REQUIRED = As(reqd) / 0.31 in^2 = 5.2 (NUMBER OF LONGITUDINAL BARS REQ'D.) • HAIRPIN REQUIRED: 0.33' EDGE OF SLAB • OUTWARD FORCE (Hout) = 7.0 K NOTE: USE CONCRETE SHEAR ON ONE SIDE ONLY 0.5�r • (ASSUME SLAB THICKNESS OF 0.33') 30 DEG. TRY: LENGTH OF HAIRPIN (L) _ , 9 FT } ALLOWABLE OUTWARD FORCE (Ha) _ (Vconc) * / 1.7 LENGTH (L) WHERE • Vconc=2*(fc*1000)^0.5*0.8*(4"+(L*12)*COS(30))*t/1000= 62.42 K • SLAB THICKNESS (t) = 8 IN YIELD STRENGTH OF CONCRETE (fc) = 2.5 KSI '• STRENGTH REDUCTION FACTOR 0.85 • Ha = 31.2 K > 7.0 K OK • TENSION IN STEEL (T) = (Hout / 2) / COS(30) = 4.1 K AREA OF STEEL REQUIRED (Astl) = T / (Ft) = 0.20 IN^2 WHERE • YIELD STRENGTH OF STEEL (Fy) = 40 KSI • TENSION STRENGTH OF STEEL (Ft) = 20 KSI - . USE: 2.5 FT WIDE - 6 FT LONG 2 FT THICK • 6 - #5 EACH WAY (3" CLEAR FROM BOTTOM) #5 BY 9 FT LONG HAIRPIN r ' 111 MISSION RANCH BLVD, STE 100 CHICO, CA 95926 530-893-1600 FAX 530-893-2113 w TRY: 5.75 FT. WIDE BY 5.75 FT. LONG BY 2 FT. THICK • WITH A PEDESTAL 3.375 FT. WIDE . 3.875 FT. LONG 0.67 FT. THICK IP CHECK UPLIFT: INCLUDE 5.52 FT. OF 0.67 FT. SLAB IN ALL DIRECTIONS & •By: 3 FT. OF CONTINUOUS NorthStar • MEM i Date: 3/24/2010 Job No: 09-058 ENGINEERING • Page I of 0 FOOTING AT COLUMN - A6 5.75 FT (LENGTH OF THE FOOTING) W = 5.75 FT (WIDTH OF THE FOOTING) • COLUMN FORCES: 2 FT (THICKNESS OF THE FOOTING) • Vmax 51.0 KIPS 5.52 FT (LENGTH OF THE SLAB) • Vup 17.3 KIPS 0.67 FT (THICKNESS OF THE SLAB) • Hout 27.9 KIPS 3.875 FT (LENGTH OF THE PEDESTAL) 111 MISSION RANCH BLVD, STE 100 CHICO, CA 95926 530-893-1600 FAX 530-893-2113 w TRY: 5.75 FT. WIDE BY 5.75 FT. LONG BY 2 FT. THICK • WITH A PEDESTAL 3.375 FT. WIDE . 3.875 FT. LONG 0.67 FT. THICK IP CHECK UPLIFT: INCLUDE 5.52 FT. OF 0.67 FT. SLAB IN ALL DIRECTIONS & • 3 FT. OF CONTINUOUS FOOTING 1 FT. WIDE BY 1 FT. THICK (NOTE: IF PEDESTAL THICKNESS IS EQUAL TO ZERO, THEN A CONCRETE PEDESTAL IS NOT REQUIRED) • 0 WHERE: L = 5.75 FT (LENGTH OF THE FOOTING) W = 5.75 FT (WIDTH OF THE FOOTING) • T = 2 FT (THICKNESS OF THE FOOTING) • Lslab = 5.52 FT (LENGTH OF THE SLAB) Tslab = 0.67 FT (THICKNESS OF THE SLAB) • Lped = 3.875 FT (LENGTH OF THE PEDESTAL) • Wped '= 3.375 FT (WIDTH OF THE PEDESTAL) Tped = 0.67 FT (THICKNESS OF THE PEDESTAL) Lcont = 3 FT (LENGTH OF THE CONTINUOUS FOOTING) • Wcont = 1 FT (WIDTH OF THE CONTINUOUS FOOTING) Tcont = 1 FT (THICKNESS OF THE CONTINUOUS FOOTING) Wdl = 18.43 KIPS (DEAD WEIGHT OF CONCRETE RESISTING UPLIFT) • Wdl = 18.43 KIPS > 17.3 KIPS OK • Wdl = [(L * W * T) + (Lped * Wped * (Tped - Tslab)) + (Lped + Lslab) * (Wped + Lslab) * Tslab * * * + (Lcont Wcont (Tcont - Tslab)] 0.15kcf • CHECK FOR SOIL BEARING: • q = (Vmax) / (W * L) q = 1.54 KS F < 2 KSF OK 7 By: MEM NorthStar 111 MISSION RANCH BLVD, STE 100 Date: 3/24/2010 ENGINEERING CHICO, CA 95926 Job No: 09-058 530-893-1600 Page f (® of FAX 530-893-2113 FOOTING REINFORCEMENT REQUIRED: b= 69 IN M=q*(L/2)^2*W/2 M= 36.64 FT - K d= 20 IN Mu = 1.4 * DL + 1.7 * LL ASSUME: Mu=1.6*M Mu= 58.63 FT - K TRY: row = 0.0015 WHERE: row= 0.0015 Fy = 60 KSI b = 69 IN f = 2.5 KSI d = 20 IN Mu(allow)=0.9* row *b*d*Fy*[d-0.5*(row *d*Fy) /(0.85*fc)]/12 Mu(allow) _ 182.35 FT - K > 58.63 FT - K OK INCREASE BY 1/3 IF row < row(min) 1.333 row = 0.002 As(regd) = row * b * d As(reqd) = 2.76 IN^2 #5 REBAR REQUIRED = As(regd) / 0.31 in^2 = 8.9 (NUMBER OF LONGITUDINAL BARS REQ'D.) THRUST TIE REQUIRED: OUTWARD FORCE (Hout) = 27.9 K TENSION IN STEEL (T) _ (Hout / 2) / COS(30) = 16.1 K AREA OF STEEL REQUIRED (Asti) = Hout / (Ft) = 1.16 IN^2 WHERE YIELD STRENGTH OF STEEL (Fy) = 60 KSI TENSION STRENGTH OF STEEL (Ft) = 24 KSI #5 REBAR REQUIRED = Astl / 0.31 in^2 = 3.7 (NUMBER OF LONGITUDINAL BARS REQ'D.) USE: 5.75 FT WIDE 5.75 FT LONG 2 FT THICK 9 - #5 EACH WAY (3" CLEAR FROM BOTTOM) vx THRUST TIE WITH 4 - # 5 CONTINUOUS BETWEEN COLUMNS By: MEM Date: 3/24/2010 Job No: 09-058 Page l? of FOOTING AT COLUMN - (C.6)6 COLUMN FORCES: Vmax 95.4 KIPS Vup 31.1 KIPS Hout 24.4 KIPS TRY: 7 FT. WIDE BY WITH A PEDESTAL NorthStar ENGINEERING 111 MISSION RANCH BLVD, STE 100 CHICO, CA 95926 530-893-1600 FAX 530-893-2113 7 FT. LONG BY 2 FT. THICK 4.5 FT. WIDE 7 FT. LONG 0.67 FT. THICK CHECK UPLIFT: INCLUDE 5.52 FT. OF 0.67 FT. SLAB IN ALL DIRECTIONS & 3 FT. OF CONTINUOUS FOOTING 1 FT. WIDE BY 1 FT. THICK (NOTE: IF PEDESTAL THICKNESS IS EQUAL TO ZERO, THEN A CONCRETE PEDESTAL IS NOT REQUIRED) WHERE: L = 7 FT (LENGTH OF THE FOOTING) W = 7 FT (WIDTH OF THE FOOTING) T = 2 FT (THICKNESS OF THE FOOTING) Lslab = 5.52 FT (LENGTH OF THE SLAB) Tslab = 0.67 FT (THICKNESS OF THE SLAB) Lped = 7 FT (LENGTH OF THE PEDESTAL) Wped = 4.5 FT (WIDTH OF THE PEDESTAL) Tped = 0.67 FT (THICKNESS OF THE PEDESTAL) Lcont = 3 FT (LENGTH OF THE CONTINUOUS FOOTING) Wcont = 1 FT (WIDTH OF THE CONTINUOUS FOOTING) Tcont = 1 FT (THICKNESS OF THE CONTINUOUS FOOTING) Wdl = 32.93 KIPS (DEAD WEIGHT OF CONCRETE RESISTING UPLIFT) Wdl = 32.93 KIPS > 31.09 KIPS OK Wdl = [(L * W * T) + (Lped * Wped * (Tped - Tslab)) + (Lped + 2 * Lslab) * (Wped + Lslab) * Tslab + (Lcont *.W cont * (Tcont - Tslab)] * 0.15kcf CHECK FOR SOIL BEARING: q = (Vmax) / (W * L) q = 1.95 KSF < 2 KSF OK By: MEM NorthStar 111 MISSION RANCH BLVD, STE 100 Date: 3/24/2010 ENGINEERING CHICO, CA 95926 Job No: 09-058 530-893-1600 Page i a of FAX 530-893-2113 FOOTING REINFORCEMENT REQUIRED: b= 84 IN M=q*(L/2)^2*W/2 M= 83.48 FT - K d= 20 IN Mu = 1.4 * DL + 1.7 * LL ASSUME: Mu=1.6*M Mu = 133.56 FT - K TRY: row = 0.0015 WHERE: row = 0.0015 Fy = 60 KSI b = 84 IN f = 2.5 KSI d = 20 IN Mu(allow)=0.9* row *b*d*Fy*[d-0.5*(row *d*Fy) /(0.85*fc)]/12 Mu(allow) : 222.00 FT - K > 133.56 FT - K OK INCREASE BY 1/3 IF row < row(min) 1.333 row = 0.002 As(reqd) = row * b * d As(regd).= 3.36 IN^2 #5 REBAR REQUIRED = As(regd) / 0.31 in^2 = 10.8 (NUMBER OF LONGITUDINAL BARS REQ'D.) THRUST TIE REQUIRED: OUTWARD FORCE (Hout) = C24.4� TENSION IN STEEL (T) = (Hout / 2) / COS(30) = 14.1 K AREA OF STEEL REQUIRED (Asti) = Hout / (Ft) = 1.02 IN^2 WHERE YIELD STRENGTH OF STEEL (Fy) = 60 KSI TENSION STRENGTH OF STEEL (Ft) = 24 KSI #5 REBAR REQUIRED = Astl / 0.31 in^2 = 3.3 (NUMBER OF LONGITUDINAL BARS REQ'D.) USE: 7 FT WIDE 7 FT LONG 2 FT THICK 11 -#5 EACH WAY (3" CLEAR FROM BOTTOM) THRUST TIE WITH 4 - # 5 CONTINUOUS BETWEEN COLUMNS P -7 - 2 By: MEM Date: 3/24/2010 Job No: 09-058 Page 19 of FOOTING AT COLUMN - E6 COLUMN FORCES: Vmax 26.2 KIPS Vup 7.6 KIPS Hout 8.1 KIPS TRY: 2.5 FT. WIDE BY WITH A PEDESTAL NorthStar ENGINEERING 111 MISSION RANCH BLVD, STE 100 CHICO, CA 95926 530-893-1600 FAX 530-893-2113 6 FT. LONG BY 2 FT. THICK 2.5 FT. WIDE 4 FT. LONG 0.67 FT. THICK CHECK UPLIFT: INCLUDE 5.52 FT. OF 0.67 FT. SLAB IN ALL DIRECTIONS & 3 FT. OF CONTINUOUS FOOTING 1 FT. WIDE BY 1 FT. THICK (NOTE: IF PEDESTAL THICKNESS IS EQUAL TO ZERO, THEN A CONCRETE PEDESTAL IS NOT REQUIRED) WHERE: L = 6 FT (LENGTH OF THE FOOTING) W = 2.5 FT (WIDTH OF THE FOOTING) T = 2 FT (THICKNESS OF THE FOOTING) Lslab = 5.52 FT (LENGTH OF THE SLAB) Tslab = 0.67 FT (THICKNESS OF THE SLAB) Lped = 4 FT (LENGTH OF THE PEDESTAL) Wped = 2.5 FT (WIDTH OF THE PEDESTAL) Tped = 0.67 FT (THICKNESS OF THE PEDESTAL) Lcont = 3 FT (LENGTH OF THE CONTINUOUS FOOTING) Wcont = 1 FT (WIDTH OF THE CONTINUOUS FOOTING) Tcont = 1 FT (THICKNESS OF THE CONTINUOUS FOOTING) Wdl = 12.29 KIPS (DEAD WEIGHT OF CONCRETE RESISTING UPLIFT) Wdl = 12.29 KIPS > 7.59 KIPS OK Wdl = [(L ` W * T) + (Lped' Wped `(Tped - Tslab)) + (Lped + Lslab)' (Wped + Lslab)Tslab + (Lcont ` Wcont' (Tcont - Tslab)] * 0.15kcf CHECK FOR SOIL BEARING: q = (Vmax) / (W " L) q = 1.75 KSF < 2 KSF OK 0 By: MEM NorthStar 111 MISSION RANCH BLVD, STE 100 Date: 3/24/2010 ENGINEERING CHICO, CA 95926 Job No: 09-058 530-893-1600 Page ZO of FAX 530-893-2113 FOOTING REINFORCEMENT REQUIRED: b= 30 IN M=q*(L/2)^2*W/2 M= 19.65 FT - K d= 20 IN Mu = 1.4 * DL + 1.7 * LL ASSUME: Mu=1.6*M Mu= 31.44 FT - K TRY: row = 0.002 WHERE: row = 0.002 Fy = 60 KSI b = 30 IN fc = 2.5 KSI d = 20 IN Mu(allow)=0.9* row *b*d*Fy*(d-0.5*(row *d*Fy) /(0.85*fc)]/12 Mu(allow) = 104.95 FT - K > 31.44 FT - K OK INCREASE BY 1/3 IF row < row(min) 1.333 row = 0.002666 As(reqd) = row * b * d As(reqd) = 1.60 IN^2 #5 REBAR REQUIRED = As(reqd) / 0.31 in^2 = 5.2 (NUMBER OF LONGITUDINAL BARS REQ'D.) HAIRPIN REQUIRED: OUTWARD FORCE (Hout) = 8.1 K NOTE: USE CONCRETE SHEAR ON ONE SIDE ONLY (ASSUME SLAB THICKNESS OF 0.33') 0.33' EDGE OF SLAB 11 0_5'r r 30 DEG. TRY. LENGTH OF HAIRPIN (L) = 9 FT ALLOWABLE OUTWARD FORCE (Ha) _ (Vconc) * / 1.7 LENGTH (L) WHERE Vconc = 2 * (fc * 1000)^0.5 * 0.8 * (4" + (L * 12) * COS(30)) * t / 1000 = 62.42 K SLAB THICKNESS (t) = 8 IN YIELD STRENGTH OF CONCRETE (fc) = 2.5 KSI STRENGTH REDUCTION FACTOR (�) = 0.85 Ha = 31.2 K > 8.1 K OK TENSION IN STEEL (T) _ (Hout / 2) / COS(30) = 4.7 K AREA OF STEEL REQUIRED (Asti) = T / (Ft) = 0.23 IN^2 WHERE USE: YIELD STRENGTH OF STEEL (Fy) = 40 KSI TENSION STRENGTH OF STEEL (Ft) = 20 KSI 2.5 FT WIDE 6 FT LONG 2 FT THICK 6 - 45 EACH WAY (3" CLEAR FROM BOTTOM) 45 BY 9 FT LONG HAIRPIN By: MEM Date: 3/24/2010 Job No: 09-058 Page ZI, of NorthStar ENGINEERING FOOTING AT COLUMNS - (57)62, (57)63, (64)55, & (64)56 COLUMN FORCES: 111 MISSION RANCH BLVD, STE 100 CHICO, CA 95926 530-893-1600 FAX 530-893-2113 Vmax 38.1 KIPS Vup 11.6 KIPS Hout 5.6 KIPS TRY: 4.5 FT. WIDE BY 4.5 FT. LONG BY 2 FT. THICK WITH A PEDESTAL 2.75 FT. WIDE 4.5 FT. LONG 0.67 FT. THICK CHECK UPLIFT: INCLUDE 5.52 FT. OF 0.67 FT. SLAB IN ALL DIRECTIONS & 3 FT. OF CONTINUOUS FOOTING 1 FT. WIDE BY 1 FT. THICK (NOTE: IF PEDESTAL THICKNESS IS EQUAL TO ZERO, THEN A CONCRETE PEDESTAL IS NOT REQUIRED) WHERE: L = 4.5 FT (LENGTH OF THE FOOTING) W = 4.5 FT (WIDTH OF THE FOOTING) T = 2 FT (THICKNESS OF THE FOOTING) Lslab = 5.52 FT (LENGTH OF THE SLAB) Tslab = 0.67 FT (THICKNESS OF THE SLAB) Lped = 4.5 FT (LENGTH OF THE PEDESTAL) Wped = 2.75 FT (WIDTH OF THE PEDESTAL) Tped = 0.67 FT (THICKNESS OF THE PEDESTAL) Lcont = 3 FT (LENGTH OF THE CONTINUOUS FOOTING) Wcont = 1 FT (WIDTH OF THE CONTINUOUS FOOTING) Tcont = 1 FT (THICKNESS OF THE CONTINUOUS FOOTING) Wdl = 19.07 KIPS (DEAD WEIGHT OF CONCRETE RESISTING UPLIFT) Wdl = 19.07 KIPS > 11.58 KIPS OK Wdl = [(L * W * T) + (Lped * Wped * (Tped - Tslab)) + (Lped + 2 * Lslab) * (Wped + Lslab) * Tslab + (Lcont * Wcont * (Tcont - Tslab)] * 0.15kcf CHECK FOR SOIL BEARING: q = (Vmax) / (W * L) q = 1.88 KSF < 2 KSF OK 10 By: MEM NOrthStar 111 MISSION RANCH BLVD, STE 100 Date: 3/24/2010 ENGINEERING CHICO, CA 95926 Job No: 09-058 530-893-1600 Page Z7. of FAX 530-893-2113 FOOTING REINFORCEMENT REQUIRED: b= 54 IN M=q*(L/2)^2*W/2 M= 21.43 FT - K d= 20 IN Mu = 1.4 * DL + 1.7 * LL ASSUME: Mu=1.6*M M u = 34.28 FT - K TRY: row = 0.0015 WHERE: row = 0.0015 Fy = 60 KSI b= 54 IN fc = 2.5 KSI d= 20 IN Mu(allow)=0.9*row*b*d*Fy*[d-0.5*(row*d*Fy)/(0.85*fc)]/12 Mu(allow) : 142.71 FT - K > 34.28 FT - K OK INCREASE BY 1/3 IF row < row(min) 1.333 row = 0.002 As(reqd) = row * b * d As(reqd) = 2.16 IN^2 #5 REBAR REQUIRED = As(reqd) / 0.31 in^2 = 7.0 (NUMBER OF LONGITUDINAL BARS REQ'D.) HAIRPIN REQUIRED: OUTWARD FORCE (Hout) = 5.6 K NOTE: USE CONCRETE SHEAR ON ONE SIDE ONLY (ASSUME SLAB THICKNESS OF 0.33') 0.33' EDGE OF SLAB 11 0.5' 30 DEG. TRY: LENGTH OF HAIRPIN (L) = 9 FT ALLOWABLE OUTWARD FORCE (Ha) = (Vconc) * / 1.7 LENGTH (L) WHERE Vconc = 2 * (fc * 1000)^0.5 * 0.8 * (4" + (L * 12) * COS(30)) * t / 1000 = 62.42 K SLAB THICKNESS (t) = 8 IN YIELD STRENGTH OF CONCRETE (fc) = 2.5 KSI STRENGTH REDUCTION FACTOR (0) = 0.85 Ha = 31.2 K > 5.6 K OK TENSION IN STEEL (T) = (Hout / 2) / COS(30) = 3.2 K AREA OF STEEL REQUIRED (Astl) = T / (Ft) = 0.16 IN^2 WHERE USE. YIELD STRENGTH OF STEEL (Fy) = 40 KSI TENSION STRENGTH OF STEEL (Ft) = 20 KSI 4.5 FT WIDE 4.5 FT LONG 2 FT THICK 7 - #5 EACH WAY (3" CLEAR FROM BOTTOM) #5 BY 9 FT LONG HAIRPIN By: MEM NorthStar Date: 3/24/2010 ENGINEERING Job No: 09-058 Page 2 3 of FOOTING AT COLUMNS - (54)65 & (66)52 COLUMN FORCES: Vmax 16.2 KIPS Vup 4.3 KIPS Hout 4.9 KIPS TRY: 3 FT. WIDE BY WITH A PEDESTAL 111 MISSION RANCH BLVD, STE 100 CHICO, CA 95926 530-893-1600 FAX 530-893-2113 3 FT. LONG BY 2 FT. THICK 2 FT. WIDE 3 FT. LONG 0.67 FT. THICK CHECK UPLIFT: INCLUDE 5.52 FT. OF 0.67 FT. SLAB IN ALL DIRECTIONS & 3 FT. OF CONTINUOUS FOOTING 1 FT. WIDE BY 1 FT. THICK (NOTE: IF PEDESTAL THICKNESS IS EQUAL TO ZERO, THEN A CONCRETE PEDESTAL IS NOT REQUIRED) WHERE: L = 3 FT (LENGTH OF THE FOOTING) W = 3 FT (WIDTH OF THE FOOTING) T = 2 FT (THICKNESS OF THE FOOTING) Lslab = 5.52 FT (LENGTH OF THE SLAB) Tslab = 0.67 FT (THICKNESS OF THE SLAB) Lped = 3 FT (LENGTH OF THE PEDESTAL) Wped = 2 FT (WIDTH OF THE PEDESTAL) Tped = 0.67 FT (THICKNESS OF THE PEDESTAL) Lcont = 3 FT (LENGTH OF THE CONTINUOUS FOOTING) Wcont = 1 FT (WIDTH OF THE CONTINUOUS FOOTING) Tcont = 1 FT (THICKNESS OF THE CONTINUOUS FOOTING) Wdl = 9.26 KIPS (DEAD WEIGHT OF CONCRETE RESISTING UPLIFT) Wdl = 9.26 KIPS > 4.25 KIPS OK Wdl = [(L * W * T) + (Lped * Wped * (Tped - Tslab)) + (Lped + Lslab) * (Wped + Lslab) * Tslab + (Lcont * Wcont * (Tcont - Tslab)] * 0.15kcf CHECK FOR SOIL BEARING: q = (Vmax) / (W * L) q = 1.80 KSF < 2 KSF OK 11 By: MEM NOrthStar 111 MISSION RANCH BLVD, STE 100 Date: 3/24/2010 ENGINEERING CHICO, CA 95926 Job No: 09-058 530-893-1600 Page 2 L1 of FAX 530-893-2113 FOOTING REINFORCEMENT REQUIRED: b= 36 IN M=q*(L/2)^2*W/2 M= 6.08 FT - K d= 20 IN Mu=1.4*DL+1.7*LL ASSUME: Mu=1.6*M Mu= 9.72 FT - K TRY: row = 0.0015 WHERE: row= 0.0015 Fy = 60 KSI b = 36 IN fc = 2.5 KSI d = 20 IN Mu(allow)=0.9* row *b*d*Fy*[d-0.5*(row *d*Fy) /(0.85*fc)]/12 Mu(allow) = 95.14 FT - K > 9.72 FT - K OK INCREASE BY 1/3 IF row < row(min) 1.333 row = 0.002 As(reqd) = row * b * d As(reqd) = 1.44 IN^2 #5 REBAR REQUIRED = As(reqd) / 0.31 in^2 = 4.6 (NUMBER OF LONGITUDINAL BARS REQ'D.) HAIRPIN REQUIRED: OUTWARD FORCE (Hout) = 4.9 K NOTE: USE CONCRETE SHEAR ON ONE SIDE ONLY (ASSUME SLAB THICKNESS OF 0.33') TRY: LENGTH OF HAIRPIN (L) _ 0.33' EDGE OF SLAB 0.5 30 DEG. 9 FT ALLOWABLE OUTWARD FORCE (Ha) _ (Vconc) * / 1.7 LENGTH (L) WHERE Vconc = 2 * (fc * 1000)^0.5 * 0.8 * (4" + (L * 12) * COS(30)) * t / 1000 = 62.42 K SLAB THICKNESS (t) = 8 IN YIELD STRENGTH OF CONCRETE (fc) = 2.5 KSI STRENGTH REDUCTION FACTOR 0.85 Ha = 31.2 K > 4.9 K OK TENSION IN STEEL (T) _ (Hout / 2) / COS(30) = 2.8 K AREA OF STEEL REQUIRED (Asti) = T / (Ft) = 0.14 IN^2 WHERE USE: YIELD STRENGTH OF STEEL (Fy) = 40 KSI TENSION STRENGTH OF STEEL (Ft) = 20 KSI 3 FT WIDE 3 FT LONG 2 FT THICK 5 - #5 EACH WAY (3" CLEAR FROM BOTTOM) #5 BY 9 FT LONG HAIRPIN By: MEM Date: 3/24/2010 Job No: 09-058 Page 2 15 of NorthStar 111 MISSION RANCH BLVD, STE 100 ENGINEERING CHICO, CA 95926 530-893-1600 FAX 530-893-2113 FOOTING AT COLUMNS - (64)57 & (66)54 COLUMN FORCES: Vmax 13.2 KIPS Vup 4.5 KIPS Hout 2.5 KIPS TRY: 3 FT. WIDE BY 3 FT. LONG BY 2 FT. THICK WITH A PEDESTAL 2 FT. WIDE 3 FT. LONG 0.67 FT. THICK CHECK UPLIFT: INCLUDE 5.52 FT. OF 0.67 FT. SLAB IN ALL DIRECTIONS & 3 FT. OF CONTINUOUS FOOTING 1 FT. WIDE BY 1 FT. THICK (NOTE: IF PEDESTAL THICKNESS IS EQUAL TO ZERO, THEN A CONCRETE PEDESTAL IS NOT REQUIRED) WHERE: L = 3 FT (LENGTH OF THE FOOTING) W = 3 FT (WIDTH OF THE FOOTING) T = _ 2 F (THICKNESS OF THE FOOTING) Lslab = 5.52 FT (LENGTH OF THE SLAB) Tslab = 0.67 FT (THICKNESS OF THE SLAB) Lped = 3 FT (LENGTH OF THE PEDESTAL) Wped = 2 FT (WIDTH OF THE PEDESTAL) Tped = 0.67 FT (THICKNESS OF THE PEDESTAL) Lcont = 3 FT (LENGTH OF THE CONTINUOUS FOOTING) Wcont = 1 FT (WIDTH OF THE CONTINUOUS FOOTING) Tcont = 1 FT (THICKNESS OF THE CONTINUOUS FOOTING) Wdl = 9.26 KIPS (DEAD WEIGHT OF CONCRETE RESISTING UPLIFT) Wdl = 9.26 KIPS > 4.53 KIPS OK ' Wdl = [(L * W * T) + (Lped .* Wped * (Tped - Tslab)) + (Lped + Lslab) * (Wped + Lslab) * Tslab + (Lcont * Wcont * (Tcont - Tslab)] * 0.15kcf CHECK FOR SOIL BEARING: q = (Vmax) / (W * L) q =' 1.47 KSF < 2 KSF OK 12 •NorthStar 111 MISSION RANCH BLVD, STE 100 Date: : 3/24i201 0 CHICO, CA 95926 Job No: 09-058 ENGINEERING 530-893-1600 • Page Z & of FAX 530-893-2113 FOOTING REINFORCEMENT REQUIRED: • b= 36 IN M=q*(L/2)^2*W/2 M= 4.96 FT - K d= 20 IN Mu = 1.4 * DL + 1.7 * LL ASSUME: Mu=1.6*M • Mu= 7.93 FT - K • TRY: row = 0.0015 ' • WHERE: row= 0.0015 • Fy = 60 KSI • b = 36 IN fc = 2.5 KSI d = 20 IN Mu(allow)=0.9* row *b*d*Fy*[d-0.5*(row *d*Fy) /(0.85*fc)]/12 • Mu(allow) = 95.14 FT - K > 7.93 FT - K ' OK INCREASE BY 1/3 IF row < row(min) 1.333 • row = 0.002 As(reqd) = row * b * d As(reqd) = 1.44 IN^2 • #5 REBAR REQUIRED = As(reqd) / 0.31 in^2 = 4.6 (NUMBER OF LONGITUDINAL BARS REQ'D.) • HAIRPIN REQUIRED: 0.33' • EDGE OF SLAB • OUTWARD FORCE (Rout) = 2.5 K NOTE: USE CONCRETE SHEAR ON ONE SIDE ONLY 0.5' • (ASSUME SLAB THICKNESS OF 0.33') 30 DEG. TRY: LENGTH OF HAIRPIN (L) = 9 FT A • ALLOWABLE OUTWARD FORCE (Ha) _ (Vconc) * / 1.7 LENGTH (L) WHERE • Vconc = 2 * ft * 1000)^0.5 * 0.8 * (4" + (L * 12) * COS(30)) * t / 1000 = 62.42 K SLAB THICKNESS (t) = 8 IN YIELD STRENGTH OF CONCRETE ft) = 2.5 KSI • STRENGTH REDUCTION FACTOR 0.85 w • Ha = 31.2 K > 2.5 K OK 0 • TENSION IN STEEL (T) _ (Hout / 2) / COS(30) = 1.4 K AREA OF STEEL REQUIRED (Astl) = T / (Ft) _ . 0.07 IN^2 0 WHERE • YIELD STRENGTH OF STEEL (Fy) = 40 KSI 0 TENSION STRENGTH OF STEEL (Ft) = 20 KSI • USE: 3 FT WIDE 3 FT LONG 2 FT THICK • 5 - #5 EACH WAY (3" CLEAR FROM BOTTOM) 0 #5 BY 9 FT LONG HAIRPIN By: MEM NOrthStar Date: 3/24/2010 ENGINEERING Job No: 09-058 Page 1 7 of FOOTING ENDWALL COLUMNS - (A.5)1, (B.5)1, (C.5)1, & (D.5)1 COLUMN FORCES: Vmax 0.4 KIPS Vup 0.0 KIPS Hout 5.6 KIPS TRY: 2 FT. WIDE BY WITH A PEDESTAL 111 MISSION RANCH BLVD, STE 100 CHICO, CA 95926 530-893-1600 FAX 530-893-2113 2 FT. LONG BY 2 FT. THICK 1.5 FT. WIDE 1.5 FT. LONG 0.67 FT. THICK CHECK UPLIFT: INCLUDE 5.52 FT. OF 0.67 FT. SLAB IN ALL DIRECTIONS & 3 FT. OF CONTINUOUS FOOTING 1 FT. WIDE BY 1 FT. THICK (NOTE: IF PEDESTAL THICKNESS IS EQUAL TO ZERO, THEN A CONCRETE PEDESTAL IS NOT REQUIRED) WHERE: L = 2 FT (LENGTH OF THE FOOTING) W = 2 FT (WIDTH OF THE FOOTING) T = 2 FT (THICKNESS OF THE FOOTING) Lslab = 5.52 FT (LENGTH OF THE SLAB) Tslab = 0.67 FT (THICKNESS OF THE SLAB) Lped = 1.5 FT (LENGTH OF THE PEDESTAL) Wped = 1.5 FT (WIDTH OF THE PEDESTAL) Tped = 0.67 FT (THICKNESS OF THE PEDESTAL) Lcont = 3 FT (LENGTH OF THE CONTINUOUS FOOTING) Wcont = 1 FT (WIDTH OF THE CONTINUOUS FOOTING) Tcont = 1 FT (THICKNESS OF THE CONTINUOUS FOOTING) Wdl = 6.28 KIPS (DEAD WEIGHT OF CONCRETE RESISTING UPLIFT) Wdl = 6.28 KIPS > 0 KIPS OK Wdl = [(L * W * T).+ (Lped * Wped * (Tped - Tslab)) + (Lped + Lslab) * (Wped + Lslab) * Tslab + (Lcont * Wcont * (Tcont - Tslab)] * 0.15kcf CHECK FOR SOIL BEARING: q = (Vmax) / (W * L) q = 0.09 KSF < 2 KSF OK 13 `J •By: MEM NorthStar 111 MISSION RANCH BLVD, STE 100 Date: 3/24/2010 ENGINEERING CH I CO, CA 95926 S Job No: 09-058• - 530-893-1600 • Page of FAX 530-893-2113 • FOOTING REINFORCEMENT REQUIRED: • b= 24 IN M=q*(L/2)^2*W/2 M= 0.09 FT - K d= 20 IN Mu=1.4*DL+1.7*LL ASSUME: Mu=1.6*M • Mu= 0.14 FT - K TRY: row = 0.0015 • WHERE: row = 0.0015 Fy = 60 KSI • b = 24 IN fc = 2.5 KSI d = 20 IN Mu(allow)=0.9* row *b*d*Fy*[d-0.5*(row *d*Fy) /(0.85*fc)]/12 Mu(allow) : 63.43 FT - K > 0.14 FT - K OK INCREASE BY 1/3 IF row < row(min) 1.333 • row = 0.002 As red row * b * d As red ^ • ( q) _ ( q) _, 0.96 IN 2 • #5 REBAR REQUIRED = As(regd)./ 0.31 in^2 = 3.1 (NUMBER OF LONGITUDINAL BARS REQ'D.) • HAIRPIN REQUIRED: 0.33' EDGE OF SLAB OUTWARD FORCE (Hout) = 5.6 K i NOTE: USE CONCRETE SHEAR ON ONE SIDE ONLY 0.5' (ASSUME SLAB THICKNESS OF 0.33') 30 DEG. TRY. • LENGTH OF HAIRPIN (L) = 9 FT ALLOWABLE OUTWARD FORCE (Ha) _ (Vconc) * / 1.7 LENGTH (L) WHERE • Vconc = 2 * (fc * 1000)^0.5 * 0.8 * (4" + (L * 12) * COS(30)) * t / 1000 = 62.42 K SLAB THICKNESS (t) = 8 IN YIELD STRENGTH OF CONCRETE (fc) = 2.5 KSI • STRENGTH REDUCTION FACTOR 0.85 Ha = 31.2 K > 5.6 K OK • TENSION IN STEEL (T) _ (Hout / 2) / COS(30) = 3.2 K AREA OF STEEL REQUIRED (Astl) = T / (Ft) = 0.16 IN^2 WHERE • YIELD STRENGTH OF STEEL (Fy) = 40 KSI • TENSION STRENGTH OF STEEL (Ft) = 20 KSI • USE: 2 FT WIDE 2 FT LONG 2 FT THICK • 4 - #5 EACH WAY (3" CLEAR FROM BOTTOM) • #5 BY 9 FT LONG HAIRPIN •By: MEM NorthStar 111 MISSION RANCH BLVD, STE 100 Date: 3/24/2010 ENGINEERING CHICO, CA 95926 Job No: 09-058 530-893-1600 Page 9 of FAX 530-893-2113 • MEZZANINE FOOTING - HEAVILY LOADED (MIDDLE OF MEZZANINE) 14 ' • COLUMN FORCES: Vmax 38.6 KIPS MAXIMUM COLUMN LOADING (REFER TO MEZZANINE CALC-S.) • . TRY- 4.5 FT. WIDE BY 4.5 FT. LONG BY 2 FT. THICK CHECK FOR SOIL BEARING: q = (Vmax) / (W * L) q = 1.91 KSF < 2 KSF OK • FOOTING REINFORCEMENT REQUIRED: • b= 54 IN M=q*(L/2)^2*W/2 M= 21.71 FT -K • d= 20 IN Mu = 1.4 * DL + 1.7 * LL ASSUME: Mu=1.6*M Mu = 34.74 FT - K TRY- row = 0.0015 • WHERE: row = 0.0015 Fy = 60 KSI b = 54 IN fc = 2.5 KSI d = 20 IN Mu(allow)=0.9* row *b*d*Fy*[d-0.5*(row *d*Fy)/(0.85*fc)]/12 • Mu(allow) : 142.71 FT - K > 34.74 FT - K OK • INCREASE BY 1/3 IF row < row(min) 1.333 • row = 0.002 As(reqd) = row * b * d As(reqd) = 2.16 IN^2 • #5 REBAR REQUIRED = As(reqd) / 0.31 in^2 = . 7.0 (NUMBER OF LONGITUDINAL BARS REQ'D.) • USE- 4.5 FT WIDE 4.5 FT LONG 2 FT THICK 7 - #5 EACH WAY (3" CLEAR FROM BOTTOM) • r • • �J USE: 3.5 FT WIDE 3.5 FT LONG 2 FT THICK 6 - #5 EACH WAY (3" CLEAR FROM BOTTOM) NorthStar By: MEM 111 MISSION RANCH BLVD, STE 100 Date: 3/24/2010 ENGINEERING CHICO, CA 95926 ` Job No: 09-058 530-893-1600 e Page ` of FAX 530-893-2113 MEZZANINE FOOTING - COLUMN AT "LOUNGE" EXTERIOR WALL 15 • COLUMN FORCES: Vmax 20.2 KIPS MAXIMUM COLUMN LOADING (REFER TO MEZZANINE CALC'S.) TRY- 3.5 FT. WIDE BY 3.5 FT. LONG BY 2 FT. THICK CHECK FOR SOIL BEARING: q = (Vmax) / (W * L) • q = 1.65 KSF < 2 KSF OK - FOOTING REINFORCEMENT REQUIRED: ' b= 42 IN M=q*(L/2)^2*W/2 M= 8.84 FT - K d= 20 IN Mu=1.4*DL+1.7*LL ASSUME: Mu=1.6*M . Mu= 14.15 FT - K • TRY: row = 0.0015 . WHERE: row = 0.0015 Fy = 60 KSI b = 42 IN fc = 2.5 KSI d = 20 IN •. Mu(allow)=0.9* row *b*d*Fy*[d-0.5* (row *d*Fy)/(0.85*fc)]/12 Mu(allow) - 111.00 FT -K > 14.15 FT - K OK . INCREASE BY 1/3 IF row < row(min) 1.333 row = 0.002 As(reqd) = row * b * d As(reqd) = 1.68 IN^2 • #5 REBAR REQUIRED = As(reqd) / 0.31 in^2 = 5.4 (NUMBER OF LONGITUDINAL BARS REQ'D.) USE: 3.5 FT WIDE 3.5 FT LONG 2 FT THICK 6 - #5 EACH WAY (3" CLEAR FROM BOTTOM) 9 LJ • By: MEM orthSt r 111 MISSION RANCH BLVD, STE 100 Date: 3/24/2010 ENGINEERING CHICO, CA 95926 Job No: 09-058 530-893-1600 Page 3 1 of FAX 530-893-2113 MEZZANINE FOOTING - MODERATE LOADING 16 • COLUMN FORCES: Vmax 13.9 KIPS MAXIMUM COLUMN LOADING (REFER TO MEZZANINE CALC'S.) • TRY: 3 FT. WIDE BY , 3 FT. LONG BY 2 FT. THICK CHECK FOR SOIL BEARING: q = (Vmax) / (W * L) q.= 1.54 KSF < 2 KSF OK FOOTING REINFORCEMENT REQUIRED: b= 36 IN M=q*(L/2)^2*W/2 M= 5.21 FT - K • d= 201N Mu=1.4*DL+1.7*LL ASSUME: Mu=1.6*M • Mu= 8.34 FT - K w TRY: row = 0.0015 WHERE: row= 0.0015 Fy = 60 KSI b = 36 IN f = 2.5 KSI d = 20 IN Mu(allow)=0.9* row *b*d*Fy*[d-0.5*(row *d*Fy)/(0.85*fc)]/12 • Mu(allow) = 95.14 FT - K > 8.34 FT= K OK INCREASE BY 1/3 IF row < row(rriin) 1.333 row = 0.002 As(reqd) = row * b * d As(reqd) = 1.44 IN^2 • #5 REBAR REQUIRED = As(reqd) / 0.31 in^2 = 4.6 (NUMBER OF LONGITUDINAL BARS.REQ'D.) USE: 3 FT WIDE 3 FT LONG 2 FT THICK • 5 - #5 EACH WAY (3" CLEAR FROM BOTTOM) •By: MEM NorthStar. 111 MISSION RANCH BLVD, STE 100 Date: 3/24/2010 ENGINEERING CHICO, CA 95926 Job No: 09-058 530-893-1600 • Page �_7, of FAX 530-893-2113 i TYPICAL MEZZANINE AND STAIR FOOTING 17 ' COLUMN FORCES: Vmax 10.8 KIPS MAXIMUM COLUMN LOADING (REFER TO MEZZANINE CALC'S.) • TRY: 2.5 FT. WIDE BY 2.5 FT. LONG BY 2 FT. THICK CHECK FOR SOIL BEARING: q = (Vmax) / (W * L) • q = 1.73 KSF < 2 KSF OK FOOTING REINFORCEMENT REQUIRED: b= 301N M=q*(L/2)^2*W/2 M= 3.38 FT - K • d= 20 IN Mu=1.4*DL+1.7*LL ASSUME: Mu=1.6*M • Mu= 5.40 FT - K TRY: row = 0.0015 • WHERE: row= 0.0015 Fy = 60 KSI b = 30 IN fc = 2.5 KSI d = . 20 IN Mu(allow)=0.9* row *b*d*Fy*[d-0.5*(row *d*Fy)/(0.85*fc)]/12 • Mu(allow) = 79.28 FT - K > 5.40 FT - K OK INCREASE BY 1/3 IF row < row(min) 1.333 • row = 0.002 As(reqd) = row * b * d As(reqd) = 1.20 IN^2 • • #5 REBAR REQUIRED = As(reqd) / 0.31 in12 = 3.9 (NUMBER OF LONGITUDINAL BARS REQ'D.) USE: 2.5 FT WIDE 2.5 FT LONG 2 FT THICK 4 - #5 EACH WAY (3" CLEAR FROM BOTTOM) • • i r i • • r Anchor Calculations Anchor Designer for ACI 3.18 (Version 4.2.0.2) Job Name : Ext. Column Lines 1, 2, 3, & 4 Date/Time : 3/24/2010.11:08:38 AM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type : Analysis a) Layout Anchor: 1 1/4" Heavy Hex Bolt Number of Anchors : 4 Steel Grade: F1554 GR. 36 Embedment Depth :18 in Built-up Grout Pads : No r.., c..., [`..n C Y" SYl Cy, 4 ANCHORS -Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR C64PRESSION. + INDICATES CENTER OF FOUR CORNER MCHORS Anchor Layout Dimensions cx1 : 200 in Cx2 : 200 in cy1 : 24 in cy2 : 200 in bx1 : 3 in bx2:3in by1 . 3 in bye . 3 in sx1 : 5 in sy1 : 5 in I VUBY by2 0_. 3 MUM NUS Vu MUX � + eY ex 1 2 by1 bx1 bx2 4 ANCHORS -Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR C64PRESSION. + INDICATES CENTER OF FOUR CORNER MCHORS Anchor Layout Dimensions cx1 : 200 in Cx2 : 200 in cy1 : 24 in cy2 : 200 in bx1 : 3 in bx2:3in by1 . 3 in bye . 3 in sx1 : 5 in sy1 : 5 in I Warning: Edge distance(s) and/or spacing(s) entered are not in compliance with minimum 6 times the anchor diameter requirements for torqued bolts as detailed in ACI 318 Section D.8.1 and D.8.2. User is responsible for complying with minimum cover requirements in ACI 318. b) Base Material i hmin = 18.75 in Concrete : Normal weight f'C : 2500.0 psi Cracked Concrete : Yes TC'V : 1.00 Condition : B tension and shear OF : 1381.3 psi Thickness, h : 24 in Anchor #1 Nuai = 8850.00 Ib Supplementary edge reinforcement : No Anchor #2 Nua2 = 8850.00 Ib c) Factored Loads Anchor #3 Nua3 = 8850.00 Ib Load factor source : ACI 318 Section 9.2 Anchor #4 Nua4 = 8850.00 Ib Nua : 35400 Ib Vuaz : 0 Ib VUay : -8200 Ib Mux : 0 Ib*ft Muy : 0 Ib*ft ay = 0.00 in ex:0in e'Nx = 0.00 in ey:0in Moderate/high seismic risk or intermediate/high design category : Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters Anchor Model = HB125 do = 1.25 in Category = N/A het = 16.75 in hmin = 18.75 in cac = 25.125 in cmin = [minimum required by ACI 318 Section D8.2] smin = 5.in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nuai = 8850.00 Ib Anchor #2 Nua2 = 8850.00 Ib Anchor #3 Nua3 = 8850.00 Ib Anchor #4 Nua4 = 8850.00 Ib Sum of Anchor Tension ENua = 35400.00 Ib ax = 0.00 in ay = 0.00 in e'Nx = 0.00 in elNy = 0.00 in , 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vuai = 2050.00 Ib (Vuaix = 0.00 Ib , Vualy = -2050.00 Ib ) Anchor #2 Vua2 = 2050.00 Ib (Vua2x = 0.00 Ib , Vua2y = -2050.00 Ib ) Anchor #3 Vua3 = 2050.00 Ib (Vua3x = 0.00 Ib , Vua3y = -2050.00 Ib ) Anchor #4 Vua4 = 2050.00 Ib (Vua4x = 0.00 Ib , Vua4y = -2050.00 Ib ) Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = -8200.00 Ib elVx = 0.00 in e'vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1 ] Nsa = nAsefuta [Eq. D-3] Number of anchors acting in tension, n = 4 Nsa = 56200 Ib (for each individual anchor) =0.75[D.4.4] Nsa = 42150.00 Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg = ANc/ANco�ec,NYed,N`1'c,NTcp,NNb [Eq. D-5] Number of influencing edges = 1 hef = 16.75 in ANco = 2525.06 in [Eq. D-61 ANc = 2990.41 in `f'ec,Nx = 1.0000 [Eq. D-9] `t'ec,Ny = 1.0000 [Eq. D-9] Tec,N = 1.0000 (Combination of x-axis & y-axis eccentricity factors.) `f'ed,N = 0.9866 [Eq. D-10 or D-11 ] Note: Cracking shall be controlled per D.5.2.6 Tc,N = 1.0000 [Sec. D.5.2.6] Tcp,N = 1.0000 [Eq. D-12 or D-13] Nb = 16 f, c hef5/3 = 87723.25 Ib [Eq. D-8] Ncbg = 102494.23 Ib [Eq. D-51 0=0.70[D.4.4] -9s Oseis = 0.75 ONcbg = 53809.47 Ib (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] N = 8Abrgf 'c [Eq. D-15] Abrg = 2.2370 int . Npn - Yc,PNp [Eq. D-14] qJc,p = 1.0 [D.5.3.6] Npn = 44740.00 lb 0.70 Oseis = 0.75 Npn = Neq = 23488.50 Ib (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1 ] Veq = 33720.00 Ib (for each individual anchor) 0 = 0.65 [D.4.4] 0 Veq = 21918.00 Ib (for each individual anchor) • 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x -direction... Vcbgx='4vcx/p`vcoxTec,VTed,V`t'c,VVbx [Eq. -D-22] Cal = 133.33 in (adjusted for edges per D.6.2.4) Avcx = 5496.00 in2 Avcox = 80000.00 in2 [Eq. D-23] `t'ec,V = 1.0000 [Eq. D-26] `t`ed,V = 0.7360 [Eq. D-27 or D-28] TC'V = 1.0000 [Sec. D.6.2.7] Vbx =' 7(le/do)0.2 , J do f c(cai )1.5 [Eq. D-24] Ie = 10.00 in Vbx = 913164.78 Ib M Vcbgx = 46172.53 Ib [Eq. D-221 .0 = 0.70 Oseis = 0.75 OVcbgx = 24240.58 Ib (for the anchor group) In y -direction... Vcbgy = Avcy/Avcoyq ec,Vq ed,Vgc,VVby [Eq. D-22] cal = 24.00 in Avcy = 1848.00 int Avcoy = 2592.00 int [Eq. D-23] Tec,V = 1.0000 [Eq. D-261 Ted,V = 1.0000 [Eq. D-27 or D-28] TC,V = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2 , J do, f'c(cal )l .5 [Eq. D-24] le=10.00 in Vby = 69736.14 Ib Vcbgy = 49719.29 Ib [Eq. D-22] = 0.70 Oseis = 0.75 OVcbgy = 26102.62 Ib (for the anchor group) Case 2: Anchor(s) furthest from edge checked against total shear load In x -direction... Vcbgx = Avcx/AvcoxTec,VTed,VTc,VVbx [Eq. D-22] Cal = 133.33 in (adjusted for edges per D.6.2.4) Avcx = 5496.00 int Avcox =,80000.00 int [Eq. D-23] Tec,V = 1.0000 [Eq. D-261 Ted,V = 0.7360 [Eq. D-27 or D-28] ` C,V = 1.0000 [Sec. D.6.2.7] Vbx = 7(1e/do)0.2 . do , f'c(cai )1.5 [Eq. D-24] le = 10.00 in Vbx = 913164.78 Ib Vcbgx = 46172.53 Ib [Eq. D-22] S% = 0.70 Oseis = 0.75 OVcbgx = 24240.58 Ib (for the entire anchor group) In y -direction... Vcbgy = Avcy/Avcoy`yec,VgJed,Vq c,VVby [Eq. D-22] cal = 29.00 in Avcy = 2208.00 in2 Avcoy = 3784.50 in2 [Eq. D-23] `t'ec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Eq. D-27 or D-28] Tc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2 4 do f'c(ca1)1.5 [Eq. D-24] Ie=10.00 in Vby = 92627.10 Ib Vcbgy = 54041.65 Ib [Eq. D-22] 0 = 0.70 Oseis = 0.75 OVcbgy = 28371.87 Ib (for the entire anchor group) Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge Vcbgx = Avcx/Avcox`t`ec,VTed,VTC,VVbx [Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) Avcx = 5496.00 in2 Avcox = 80000.00 in2 [Eq. D-23] `t'ec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Sec. D.6.2.1 (c)] `t'c,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2 do , f'c(ca1)1.5 [Eq. D-24] le = 10.00 in Vbx = 913164.78 Ib Vcbgx = 62734.42 Ib [Eq. D-22] -33 Vcbgy = 2 Vcbgx, [Sec. D.6.2.1 (c)] V cbgy = 125468.84 Ib = 0.70 Oseis = 0.75 OVcbgy = 65871.14 Ib (for the anchor group) Check anchors at cyl edge V = A • cbgy vcy/A vcoy ec,VT ed,VT c,VV E by [ q' D-22 ] • cal = 24.00 in Avcy = 1848.00 int Avcoy = 2592.00 in2 [Eq. D-23] • `t'ec,V = 1.0000 [Eq. D-26] • ed,V = 1.0000 [Sec. D.6.2.1 (c)] , Tc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2 . do � f c(cal )l .5 [Eq. D-24] le = 10.00 in Vby = 69736.14 Ib Vcbgy = 49719.29 Ib [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1 (c)] Vcbgx = 99438.57 Ib 0 = 0.70 Oseis = 0.75 OVcbgx = 52205.25 Ib (for the anchor group) • Check anchors at cx2 edge Vcbgx = Avcx/AvcoxTec,vTed,VTC,VVbx [Eq. D-22] cad = 133.33 in (adjusted for edges per D.6.2.4) ! Avcx = 5496.00 in2 Avcox = 80000.00 in2 [Eq. D-23] Tec,v = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1 (c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2 , do f c(cal )l .5 [Eq. D-24]. '3 le=10.00 in Vbx = 913164.78 Ib Vcbgx = 62734.42 Ib [Eq. D-22] Vcbgy = 2 * Vcbgx [Sec. D.6.2.1 (c)] Vcbgy = 125468.84 Ib = 0.70 Oseis = 0.75 OVcbgy = 65871.14 Ib (for the anchor group) Check anchors at cy2 edge Vcbgy = Avcy/AvcoyYec,VTed,VTc,VVby [Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) AVcy = 9720.00 in2 Avcoy = 80000.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Sec. D.6.2.1 (c)] Tc,V = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2 . do � f'c(ca1)1.5 [Eq. D-24] le ='l 0.00 in Vby = 913164.78 Ib Vcbgy = 110949.52 Ib [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1 (c)] Vcbgx = 221899.04 Ib = 0.70 Oseis = 0.75 OVcbgx = 116497.00 Ib (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] VcPg = kcpNcbg [Eq. D-30] kcp = 2 [Sec. D.6.3.1 ] eNx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) eNy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) qjec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) Tec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) ,�o 0 0 0 0 0 • r 0 0 w • 0 0 • • 0 0 0 0 • 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Tec,N' = 1.0000 (Combination of x-axis & y-axis eccentricity factors) Ncbg = (ANca/ANc)(qjec,N'/Tec,N)Ncbg Ncbg = 102494.23 Ib (from Section (5) of calculations) ANc = 2990.41 int (from Section (5) of calculations) ANca = 2990:41 int (considering all anchors) Tec,N = 1.0000 (from Section(5) of calculations) Ncbg = 102494.23 Ib (considering all anchors) Vcpg = 204988.47 lb 0.70 Oseis = 0.75 ovCP9 = 107618.94 Ib (for the anchor group) ' 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.2100 - Breakout : 0.6579 - Pullout : 0.3768 - Sideface Blowout: N/A Shear - Steel : 0.0935 - Breakout (case 1) : 0.1571 - Breakout (case 2) : 0.2890 ' - Breakout (case 3) : 0.0622 - Pryout : 0.0762 T.Max(0.66) + V.Max(0.29) = 0.95 <= 1.2 [Sec D.7.3] Interaction check: PASS Use 1 1/4" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 18 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be governed by a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively the minimum design strength of the anchor(s) shall be at least 2.5 times the factored forces or the anchor attachment to the structure shall undergo ductile yielding at a load level less than the design strength of the - anchor(s). Designer must exercise own judgement to determine if this design is suitable. 0 0 0 0 0 0 0 0 • 0 • • • • Anchor Calculations Anchor Designer for ACI 318 (Version 4.2.0.2) Job Name: Int. Column Lines B, C, D Date/Time :3/24/2010 11:10:58 AM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type : Analysis a) Layout Anchor :•1" Heavy Hex Bolt Number of Anchors : 4 Steel Grade: F1554 GR. 36 Embedment Depth : 18 in Built-up Grout Pads : No C y; syl Cyj 4 ANCHORS 'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions cX1 : 22 in cx2 : 200 in cy1 : 200 in cy2 : 200 in bx1 . 3 in bx2:3in by1 : 3 in by2:3in sX1 : 4 in sy1 : 4 in Vu2 by2 0_. 3 MUY Nua• Mux Vuax ey I♦ e, 2 �y1 bx1 bx2 4 ANCHORS 'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions cX1 : 22 in cx2 : 200 in cy1 : 200 in cy2 : 200 in bx1 . 3 in bx2:3in by1 : 3 in by2:3in sX1 : 4 in sy1 : 4 in Warning: Edge distance(s) and/or spacing(s) entered are not in compliance with minimum 6 times the anchor diameter requirements for torqued bolts as detailed in ACI 318 Section D.8.1 and D.8.2. User is responsible for complying with minimum cover requirements in ACI 318. b) Base Material Concrete : Normal weight f'c : 2500.0 psi Cracked Concrete : Yes TC v : 1.00 Condition : B tension and shear Thickness, h : 24 in Supplementary edge reinforcement : No c) Factored Loads i Load factor source : ACI 318 Section 9.2 Nua : 35400 Ib Vuay : 0 Ib Muy : 0 Ib*ft ex:0in ey:0in Moderate/high seismic risk or intermediate/high design category : Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters Anchor Model = HB100 do= 1 in Category = N/A hef = 17 in hmin = 18.75 in cac = 25.5 in cmin = [minimum required by ACI 318 Section D8.2] smin = 4 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nual = 8850.00 Ib Anchor #2 Nua2 = 8850.00 Ib Anchor #3 Nua3 = 8850.00 Ib Anchor #4 Nua4 = 8850.00 Ib Sum of Anchor Tension ENua = 35400.00 Ib ax=0.00 in ay = 0.00 in e'Nx = 0.00 in OF : 1381.3 psi Vuax -8200 Ib Mux : 0 Ib*ft W3 e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vual = 2050.00 Ib (Vuaix = -2050.00 Ib , Vualy = 0.00 Ib ) Anchor #2 Vua2' = 2050.00 Ib (Vua2x = -2050.00 ib , Vua2y = 0.00 Ib ) Anchor #3 Vua3 = 2050.00 Ib (Vua3x = -2050.00 lb , Vua3y = 0.00 Ib ) Anchor #4 Vua4 = 2050.00 Ib (Vua4x = -2050.00 Ib , Vua4y = 0.00 Ib ) Sum of Anchor Shear EVuax = -8200.00 Ib, EVuay = 0.00 Ib e'vx = 0.00 in e'vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAsefuta [Eq. D-31 Number of anchors acting in tension, n = 4 Nsa = 35150 Ib (for each individual anchor) 0 = 0.75.[D.4.4] ONsa = 26362.50'Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg = ANc/ANcoTec,NTed,NTc,NTcp,NNb [Eq. D-5] Number of influencing edges = 1 hef=17 in ANco = 2601.00 int [Eq. D-6] ANc = 2832.50 int Tec,Nx = 1.0000 [Eq. D-9] Tec,Ny = 1.0000 [Eq. D-9] `1'ec,N = 1.0000 (Combination of x-axis & y-axis eccentricity factors.) Ted,N = 0.9588.[Eq. D-10 or D-11 ] Note: Cracking shall be controlled per D.5.2.6 Tc,N = 1.0000 [Sec. D.5.2.6] `Ycp,N = 1.0000 [Eq. D-12 or D-13] Nb = 16 f ' c hef5/3 = 8991 6.26 Ib [Eq. D-8] Ncbg = 93887.22 Ib [Eq. D-5] 0=0.70[D.4.4] y� �seis = 0.75 ONcbg = 49290.79 Ib (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] NP = 8Abrgf 'c [Eq. D-15] Abrg = 1.5010 int Npn - TC'PNP [Eq. D-14] Tc,p = 1.0 [D.5.3.6] Npn = 30020.00 lb 0.70 Oseis = 0.75 Npn = Neq = 15760.50 Ib (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1 ] Veq = 21090.00 Ib (for each individual anchor) = 0.65 [D.4.4] Veq = 13708.50 Ib (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x -direction... Vcbgx = Avcx/Avcox`Yec,V`f`ed,V`t`c,VVbx [Eq. D-22] cal = 22.00 in Avcx = 1680.00 in2 Avcox = 2178.00 in2 [Eq. D-23] `t'ec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Eq. D-27 or D-28] Tc,V = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2 . do � f c(Ca1)1.5 [Eq. D-24] Ie=8.00 in Vbx = 54741.92 Ib )Y5 Vcbgx = 42225.18 -Ib [Eq. D-221 = 0.70 Oseis = 0.75 OVcbgx = 22168.22 Ib (for the anchor group) In y -direction... Vcbgy = Avcy/Av60y`1` ec,v`Yed,Vyc,VVby [Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) Avcy = 5424.00 int Avcoy = 80000.00 in2 [Eq. D-23] `Pec,V = 1.0000 [Eq. D-26] `;'ed,V = 0.7330 [Eq. D-27 or D-281 Tc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2 4 do f'c(ca1)1.5 [Eq. D-24] le = 8.00 in Vby = 816759.41.1b Vcbgy = 40590.82 Ib [Eq. D-22] 0 = 0.70 Oseis = 0.75 OVcbgy = 21310.18 Ib (for the anchor group) Case 2: Anchor(s) furthest from edge checked against total shear load In x -direction... Vcbgx = Avcx/AvcoxTec,VTed,VTc,VVbx [Eq. D-221 cal = 26.00 in Avcx = 1968.00 in2 Avcox = 3042.00 in2 [Eq. D-23] yec,V = 1.0000 [Eq. D-26] `t`ed,V = 1.0000 [Eq. D-27 or D-281 Yc,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2 � do 4 f'c(ca1)1.5 [Eq. D-24] Ie=8.00 in Vbx = 70330.88 Ib Vcbgx = 45500.06 Ib [Eq. D-22] = 0.70 Oseis = 0.75 OVcbgx = 23887.53 Ib (for the entire anchor group) In y -direction... Vcbgy = Avcy/AvcoyTec,VTed,VTc,VVby [Eq. D-22] Cal = 133.33 in (adjusted for edges per D.6.2.4) Avcy = 5424.00 int Avcoy = 80000.00 int [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,V = 0.7330 [Eq. D-27 or D-28] Tc,V = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2 4 do 4 f'c(cai )1.5 [Eq. D-24] Ie=8.00 in Vby = 816759.41 Ib Vcbgy = 40590.82 lb [Eq. D-22] = 0.70 Oseis = 0.75 OVcbgy = 21310.18 Ib (for the entire anchor group) Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cxt edge Vcbgx = Avcx/Avcoxyec,V`t'ed,Vqjc,VVbx [Eq. D-22] Cal = 22.00 in Avcx = 1680.00 in2 Avcox = 2178.00 in2 [Eq. D-23] Yec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Sec. D.6.2.1 (c)] TO = 1.0000 [Sec. D.6.2.71 Vbx = 7(le/do)0.2. do f'c(cat)1.5 [Eq. D-24] Ie=8.00 in Vbx = 54741.92 Ib Vcbgx = 42225.18 Ib [Eq. D-22] • Vcbgy = 2 ' Vcbgx [Sec. D'.6.2.1 (c)] V — 84450.35I'b �. cbgy .. • =•0.70 • Oseis = 0.75 OVcbgy = 44336.43 Ib (for- the anchor group)' Check anchors at cy1 edge ' V = A /A T T q' V E D-22 • cbgy vcy vcoy ec,V ed,V c,V by [ ] Cal = 133.33 in (adjusted for edges per D.6.2.4) Avcy = 5424.00 in2 Avcoy = 80000.00 in2 [Eq. -D-231 • Tec,V = 1.0000 [Eq. D-26] •ed,V = 1.0000 [Sec. D.6.2.1 (c)] Tc,v = 1.0000 [Sec. D.6.2.71 • Vby = 7(le/do)0.2 do 4 f'c(ca1)1.5 [Eq. D-24] le=8.00 in Vby = 816759.41 Ib • Vcbgy = 55376.29 Ib [Eq. D-221 - • Vcbgx = 2 * Vcbgy [Sec. D.6.2.1 (c)] Vcbgx = 110752.58 Ib 0 = 0.70 Oseis = 0.75 OVcbgx = 58145.10 Ib (for the anchor group) . Check anchors at cx2 edge Vcbgx = Avcx/AvcoxTec,VTed,VTc,VVbx [Eq. D-22] Cal = 133.33 in (adjusted for edges per D.6.2.4) • Avcx = 9696.00 in2 S Avcox = 80000.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] - Ted,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1 (c)] • Tc,v = 1.0000 [Sec. D.6.2.7] + Vbx = 7(le/do)0.2 Ni do f'c(ca1)1.5 [Eq. D-241 1 /_/3 1e=8.00 in Vbx = 816759.41 Ib S V cbgx = 98991.24 Ib [Eq. D-22] • , Vcbgy = 2 * Vcbgx [Sec. D.6.2.1 c)] • Vcbgy = 197982.48 Ib 0 = 0.70 Oseis = 0.75 OVcbgy = 103940.80 Ib (for the anchor group) i Check anchors at cy2 edge Vcbgy = Avcy/Avcoy`1'ec,V`t'ed,VTc,VVby [Eq. D-22] Cal = 133.33 in (adjusted for edges per D.6.2.4) Avcy = 5424.00 in2 • Avcoy = 80000.00 in2 [Eq. D-23] `t'ec,V = 1.0000 [Eq. D-26] r Ted,v = 1.0000 [Sec. D.6.2.1 (c)] TC,V = 1.0000 [Sec. D.6.2.7] • Vby= 7(le/do)0.2 • do � f'c(ca1)1.5 [Eq. D-24] Ie=8.00 in • Vby = 816759.41 Ib • Vcbgy = 55376.29 Ib [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1 (c)] Vcbgx = 110752.58 Ib = 0.70 Oseis = 0.75 ' OVcbgx = 58145.10 Ib (for the anchor group) • 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] S Vcpg = kcPNcbg [Eq. D-30] kcP = 2 [Sec. D.6.3.1 eNx = 0.00 in (Applied shear load eccentricity relative to anchor,group c.g.) eNy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) `f'ec,Nx•= 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) Yec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear, load eccentricity) Tec,N' = 1.0000 (Combination of x-axis & y-axis eccentricity factors) Ncbg = (ANca/ANd(gec,N'/gec,N)Ncbg Ncbg = 93887.22 Ib (from Section (5) of calculations) ANc = 2832.50 int (from Section (5) of calculations) ANca = 2832.50 int (considering all anchors) Tec,N = 1.0000 (from Section(5) of calculations) Ncbg = 93887.22 Ib (considering all anchors) Vcpg = 187774.44 Ib 0=0.70[D.4.4] Oseis = 0.75 0VcP9 = 98581.58 Ib (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.3357 Breakout : 0.7182 - Pullout : 0.5615 - Sideface Blowout: N/A Shear Steel : 0.1495 - Breakout (case 1) : 0.1849 y - Breakout (case 2) : 0.3433 - Breakout (case 3) : 0.0705 - Pryout : 0.0832 T.Max(0.72) + V.Max(0.34) = 1.06 <= 1.2 [Sec D.7.3] Interaction check: PASS Use 1" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 18 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908:1.16, anchors shall be governed by a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively the minimum design strength of the anchor(s) shall be at least 2.5 times the factored forces or the, anchor attachment to the structure shall undergo ductile yielding at a load level less than the design strength of the anchor(s). Designer must exercise own judgement to determine if this design is suitable. so Anchor Calculations Anchor Designer for ACI 318 (Version 4.2.0.2) Job Name: Column (C.6)-6- LC#1 Date/Time : 3/24/2010 11:12:33 AM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type : Analysis a) Layout Anchor: 1 " Heavy Hex Bolt Number of Anchors : 4 Steel Grade: F1554 GR. 36 Embedment Depth : 25 in Built-up Grout Pads : No C..4 Q - A r..n C y, Sy1 Cyt 4ANCHORS 'Nut IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. + INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions cx1 :14 in cx2 : 200 in cy1 : 200 in cy2 : 200 in bx1 :3 in. bx2:3in by1 :3 in by2: 3 in Sx1 : 4 in sy1 : 4 in sr Vuay by2 3 MUY 4 NUa,, VUe� ♦ ey ex Ub),2 jby1 bx1 4ANCHORS 'Nut IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. + INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions cx1 :14 in cx2 : 200 in cy1 : 200 in cy2 : 200 in bx1 :3 in. bx2:3in by1 :3 in by2: 3 in Sx1 : 4 in sy1 : 4 in sr Warning: Edge distance(s) and/or spacing(s) entered are not in compliance with minimum 6 times the anchor diameter requirements for torqued bolts as detailed in ACI 318 Section D.8.1 and D.8.2. User is responsible for complying with minimum cover requirements in ACI 318. b) Base Material Concrete : Normal weight VC : 2500.0 psi Cracked Concrete : Yes YC v : 1.00 Condition : B tension and shear , Thickness, h : 48 in , Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua:0lb Vuay : 27000 Ib Muy : 0 Ib*ft ex:0in e : 0 in Moderate/high seismic risk or intermediate/high design category : Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters Anchor Model = HB100 do= 1 in Category = N/A hef = 24 in hmin = 25.75 in cagy = 36 in cmin = [minimum required by ACI 318 Section D8.21 smin = 4 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nual = 0.00 Ib Anchor #2 Nua2 = 0.00 Ib Anchor #3 Nua3 = 0.00 Ib Anchor #4 Nua4 = 0.00 Ib Sum of Anchor Tension ENua = 0.00 Ib ax = 0.00 in ay=0.00 in elNx = 0.00 in OF : 1381.3 psi Vuax 0 l Mux : 0 Ib*ft .S 2 elNy = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vual = 6750.00 Ib (Vualx = 0.00 Ib , Vualy = 6750.00 Ib ) Anchor #2 Vua2 = 6750.00 Ib (Vua2x = 0.00 Ib , Vua2y = 6750.00 Ib ) Anchor #3 Vua3 = 6750.00 Ib (Vua3x = 0.00 Ib ; Vua3y = 6750.00 lb ) Anchor #4 Vua4 = 6750.00 Ib (Vua4x = 0.00 Ib , Vua4y = 6750.00 lb) Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 27000.00 Ib elVx = 0.00 in e'vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAsefuta [Eq. D-3] Number of anchors acting in tension, n = 0 Nsa = 35150 Ib (for each individual anchor) 0=0.75[D.4.4] ONsa = 26362.50 Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg = ANc/ANcoTec,NTed,NTc,NTcp,NNb [Eq. D-5] Number of influencing edges = 1 hef = 24 in ANco = 5184.00 in2 [Eq. D-6] ANc = 4104.00 in2 `f`ec,Nx = 1.0000 [Eq. D-91 Tec,Ny = 1.0000 [Eq. D-9] Teo = 1.0000 (Combination of x-axis & y-axis eccentricity factors.) `f'ed,N = 0.8167 [Eq. D-10 or D-11 ] Note: Cracking shall be controlled per D.5.2.6 `t'c,N = 1.0000 [Sec. D.5.2.6] ` ep,N = 1.0000 [Eq. D-12 or D-13] Nb = 16 � f ' c hef513 = 159750.45 Ib [Eq. D-8] Ncbg = 103283.11 Ib [Eq. D-5] = 0.70 [D.4.4] S3 Oseis = 0.75 ONcbg = 54223.63 Ib (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] N = 8Abrgf 'c [Eq. D-15] Abrg = 1.5010 in2 Npn - `Pc,pNp [Eq. D-14] Tc,p = 1.0 [D.5.3.6] Npn = 30020.00 Ib = 0.70 [D.4.4] Oseis = 0.75 0 Npn = 0 Neq = 15760.50 Ib (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, Cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Veq = 21090.00 Ib (for each individual anchor) =0.65[D.4.4] Veq = 13708.50 Ib (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x -direction... Vcbgx = Avcx/'©vcoxq`ec,V`Ped,VgJc,VVbx [Eq. D-22] Cal = 133.33 in (adjusted for edges per D.6.2.4) Avcx = 19392.00 in2 AVCox = 80000.00 in2 [Eq. D-231 `f'ec,V = 1.0000 [Eq. D-26] `f`ed,V = 1.0000 [Eq. D-27 or D-28] To = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2 4 do � f c(cal )1.5 [Eq. D-24] Ie=8.00 in Vbx = 816759.41 Ib S� Vcbgx = 197982.48 Ib [Eq. D-22] = 0.70 Oseis = 0.75 OVcbgx = 103940.80 Ib (for the anchor group) In y -direction... Vcbgy = Avcy/AvcoyTec,VTed,V` C,VVby [Eq. D-22] Cal = 133.33 in (adjusted for edges per D.6.2.4) Avcy = 10464.00 in2 Avcoy = 80000.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,V = 0.7210 [Eq. D-27 or D-28] `F`c,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2. do f'c(ca1)1.' [Eq. D-24] le=8.00 in Vby = 816759.41 Ib Vcbgy = 77025.97 Ib [Eq. D-22] � = 0.70 Oseis = 0.75 OVcbgy = 40438.63 Ib (for the anchor group) Case 2: Anchor(s) furthest from edge checked against total shear load In x -direction... Vcbgx = Avcx/AvcoxTec,VTed,VTc,VVbx [Eq. D-22] cal = 133.33. in (adjusted for edges per D.6.2.4) Avcx = 19392.00 in2 Avcox = 80000.00 in2 [Eq. D-23] `1`ec,V = 1.0000 [Eq. D-26] `t'ed,V = 1.0000 [Eq. D-27 or D-28] `t'c,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2 . do 4 f'c(ca1)1.' [Eq. D-24] le=8.00 in Vbx = 816759.41 Ib Vcbgx = 197982.48 Ib [Eq. D-22] ss = 0.70 Oseis = 0.75 OVcbgx .= 103940.80 Ib (for the entire anchor group) In y -direction... Vcbgy = Avcy/Avcoy`Pec,V`t'ed,VTc,VVby [Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) Avcy = 10464.00 in2 Avcoy = 80000.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Yed,V = 0.7210 [Eq. D-27 or D-28] Yc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2 do f,c(cal ),1.5 [Eq. D-24] le = 8.00'in Vby = 816759..41 Ib Vcbgy = 77025.97 Ib [Eq. D-22] 0 = 0.70 Oseis = 0.75 OVcbgy = 40438.63 Ib (for the entire anchor, group) Case 3: Anchor(s) closest to edge checked for parallel to .edge condition Check anchors at cxl edge Vcbgx = Avcx/AvcoxTec,V`t`ed,V` C,VVbx [Eq. D-22] Cal = 14.00 in Avcx = 966.00 in2 Avcox = 882.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Sec. D.6.2.1 (c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2. dON1 f'c(cal)1.5 [Eq. D-24] le=8.00 in Vbx = 27789.33 Ib Vcbgx = 30435.93 Ib [Eq. s4:� Vcbgy = 2 * Vcbgx [Sec. D..6.2.1 (c)] . Vcbgy = 60871.87 Ib = 0.70 Oseis = 0.75 OVcbgy = 31957.73 Ib (for the anchor group) Check anchors at cy1 edge Vcbgy = Avcy/' 'vcoyqJec,Vjed,VqJc VVby [Eq. D-22] Cal = 133.33 in (adjusted for edges per D.6.2.4) Any = 1.0464.00 in2 Avcoy = 80000.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Sec. D.6.2.1 (c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(1e/do)02 : do 4 f'c(ca1)1.5 [Eq. ;D-24] Ie=8.00 in Vby = 816759.41 Ib Vcbgy = 106832.13 Ib [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1 (c)] Vcbgx = 213664.26 Ib = 0.70 Oseis = 0.75 OVcbgx = 1121,73.74 Ib (for the anchor group) Check anchors at cx2 edge Vcbgx = Avcx/Avcoxq`ec,VTed,V`Pc,VVbx [Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) Avcx = 19392.00 in2 Avcox = 80000.00 in2 [Eq. D-23] Tec V = 1.0000 [Eq. D-26] Yed,v =1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1 (c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(Ie/do)0.2 do � f'c(ca1)1.5 [Eq. D-24] 4;7 le=8.00 in Vbx = 816759.41 Ib Vcbgx = 197982.48 Ib [Eq. D-22] Vcbgy = 2 * Vcbgx [Sec. D.6.2.1 (c)] Vcbgy = 395964.96 Ib 0 = 0.70 Oseis = 0.75 OVcbgy = 207881.60 Ib (for the anchor group) Check anchors at cy2 edge Vcbgy = Avcy/AvcoyTec,VTed,VTc,VVby [Eq. D-22] Cal = 133.33 in (adjusted for edges per D.6.2.4) Any = 10464.00 int Avcoy = 80000.00 int [Eq. D-23] `t'ec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Sec. D.6.2.1 (c)] ` C,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2 , do 1 f'c(cal )1.5 [Eq. D-24] Ie=8.00 in Vby = 816759.41 Ib Vcbgy = 106832.13 Ib [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1 (c)] Vcbgx = 213664.26 Ib $ = 0.70 Oseis - 0.75 OVcbgx = 112173.74 Ib (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] VcPg = kcpNcbg [Eq. D-30] kcp = 2 [Sec. D.6.3.1 ] eNx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) eNy = 0.00 in (Applied shear load eccentricity relative to anchor group c -g.) Tec,Nx = 1.0000 [Eq. D-91 (Calulated using applied shear load eccentricity) Tec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) 152 Tec,N' = 1.0000 (Combination of x-axis & y-axis eccentricity factors) Ncbg = (ANca/ANd('Fec,N-/gec,N)Ncbg Ncbg = 103283.11 Ib (from Section (5) of calculations) ANc = 4104.00 int (from Section (5) of calculations) ANca = 4104.00 int (considering all anchors) Tec,N = 1.0000 (from Section(5) of calculations) Ncbg = 103283.11 Ib (considering all anchors) Vcpg = 206566.21 Ib � = 0.70 [D.4.4] �seis = 0.75 0Vcpg = 108447.26 Ib (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.0000 - Breakout : 0.0000 - Pullout : 0.0000 - Sideface Blowout: N/A Shear - Steel : 0.4924 - Breakout (case 1) : 0.3338 - Breakout (case 2) : 0.6677 - Breakout (case 3) : 0.4224 - Pryout : 0.2490 T.Max(0) <= 0.2 and V.Max(0.67) <= 1.0 [Sec D.7.2] Interaction check: PASS Use 1" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 25 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be governed by a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively the minimum design strength of the anchor(s) shall be at least 2.5 times the factored forces or the anchor attachment to the structure shall undergo ductile yielding at a load level less than the design strength of the anchor(s). Designer must exercise own judgement to determine if this design is suitable. M Anchor Calculations • Anchor Designer for ACI 318 (Version 4.2.0.2) Job Name: Column (C.6)-6 - LC#2 Date/Time : 3/24/'2010 11:13:36 AM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type : Analysis a) Layout Anchor: 1" Heavy Hex Bolt Number of Anchors : 4 Steel Grade: F1554 GR. 36 Embedment Depth : 25 in Built-up Grout Pads : No • ex1 Sx1 ext C y2 • • Sy1 ey1 • 4ANCHORS • 'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. • ± INDICATES CENTER OF FOUR CORNER ANCHORS • • Anchor Layout Dimensions • cx1 :14 in Cx2 : 200 in cy1 : 200 in cy2 : 200 in • bx1 :3 in • bx2 :3 in • by1 :3 in bye : 3 in sx1 . 4 in sy1 : 4 in t Vuay by2 3 MUY 4 NUa. MUX Vu x + ey I ex t 2 by1 bxI bx2 • 4ANCHORS • 'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. • ± INDICATES CENTER OF FOUR CORNER ANCHORS • • Anchor Layout Dimensions • cx1 :14 in Cx2 : 200 in cy1 : 200 in cy2 : 200 in • bx1 :3 in • bx2 :3 in • by1 :3 in bye : 3 in sx1 . 4 in sy1 : 4 in t Warning: Edge distance(s) and/or spacing(s) entered are not in compliance with minimum 6 times the anchor diameter requirements for torqued bolts as detailed in ACI 318 Section D.8.1 and D.8.2. User is responsible for complying with minimum cover requirements in ACI 318. b) Base Material Concrete : Normal weight f'c : 2500.0 psi Cracked Concrete : Yes TC'V : 1.00 Condition : B tension and shear OF : 1381.3 psi Thickness, h : 48 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 50000 Ib Vuax 0 Ib Vuay : 11000 Ib Mux : 0 Ib*ft Muy : 0 Ib*ft ex.0in ey:0in Moderate/high seismic risk or intermediate/high design category : Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters Anchor Model = HB100 do = 1 in Category = N/A hef = 24 in hmin = 25.75 in cac = 36 in cmin = [minimum required by ACI 318 Section D8.2] smin = 4 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nual = 12500.00 Ib Anchor #2 Nua2 = 12500.00 Ib Anchor #3 Nua3 = 12500.00 lb Anchor #4 Nua4 = 12500.00 Ib Sum of Anchor Tension ENua = 50000.00 lb ax = 0.00 in ay = 0.00 in eINx = 0.00 in 100 e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vual = 2750.00 Ib (Vuaix = 0.00 Ib , Vualy = 2750.00 lb) Anchor #2 Vua2 = 2750.00 Ib (Vua2x = 0.00 lb , Vua2y = 2750.00 Ib ) Anchor #3 Vua3 = 2750.00 Ib (Vua3x = 0.00 Ib , Vua3y = 2750.00 lb ) Anchor #4 Vua4 = 2750.00 lb (Vua4x = 0.00 lb , Vua4y = 2750.00 Ib ) Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 11000.00 Ib e'Vx = 0.00 in e'vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAsefuta [Eq. D-3] Number of anchors acting in tension, n = 4 Nsa = 35150 Ib (for each individual anchor) � = 0.75 [D.4.4] ONsa = 26362.50 Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg = ANc/ANcoTec,NTed,NTc,NTcp,NNb [Eq. D-5] Number of influencing edges = 1 hef = 24 in ANco = 5184.00 in2 [Eq. D-6] ANc = 4104.00 in2 `f`ec,Nx = 1.0000 [Eq. D-9] `f`ec,Ny = 1.0000 [Eq. D-9] `i'ec,N = 1.0000 (Combination of x-axis & y-axis eccentricity factors.) Ted,N = 0.8167 [Eq. D-10 or D-11 ] Note: Cracking shall be controlled per D.5.2.6 ';c,N = 1.0000 [Sec. D.5.2.6] Tcp,N = 1.0000 [Eq. D-12 or D-13] Nb = 16 � f ' c hef513 = 159750.45 Ib [Eq. D-8] Ncbg = 103283.11 Ib [Eq. D-5] 0 = 0.70 [D.4.4] 6z a Oseis = 0.75 �Ncbg = 54223.63 Ib (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] NP = 8Abrgf 'c [Eq. D-15] Abrg = 1.5010 in2 Npn = `Pc,PNp [Eq. D-14] TC'P = 1.0 [D.5.3.6] Npn = 30020.00 Ib 0 = 0.70 [D.4.4] Oseis = 0.75 0 Npn = 0 Neq = 15760.50 Ib (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Veq = 21090.00 Ib (for each individual anchor) =0.65[D.4.4] Veq = 13708.50 Ib (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x -direction... Vcbgx = Avcx/Avcox�ec,V ed,V c,VVbx [Eq. D-22] Cal = 133.33 in (adjusted for edges per D.6.2.4) Avcx = 19392.00 in2 Avcox = 80000.00 in2 [Eq. D-23] `t'ec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Eq. D-27 or D-28] To = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2 . do � f'c(cal )1.5 [Eq. D-24] Ie=8.00 in Vbx = 816759.41 Ib 6.3 Vcbgx = 197982.48 Ib [Eq. D-22] = 0.70 Oseis = 0.75 OVcbgx = 103940.80 Ib (for the anchor group) In y -direction... Vcbgy = Avcy/AvcoyTec,VTed,V'yc,VVby [Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) Avcy = 10464.00 in2 Avcoy = 80000.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 0.7210 [Eq. D-27 or D-28] Tc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2 4 do � f'c(ca1)1.5 [Eq. D-24] Ie=8.00 in Vby = 816759.41 Ib Vcbgy ='77025.97 Ib [Eq. D-22] 0 = 0.70 Oseis = 0.75 OVcbgy = 40438.63 Ib (for the anchor group) Case 2: Anchor(s) furthest from edge checked against total shear load In x -direction... Vcbgx =' Avcx/Avcox`I'ec,V`t`ed,V` C,VVbx [Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) Avcx = 19392.00 in2 Avcox = 80000.00 in2 [Eq. D-23] `t'ec,V = 1.0000 [Eq. D-26] `t'ed,V = 1.0000 [Eq. D-27 or D-28] `t`c,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)o.2 , do � f'c(ca1)1.5 [Eq. D-24] . le=8.00 in Vbx = 816759.41 Ib Vcbgx = 197982.48 Ib [Eq. D-22] (04 0 = 0.70 Oseis = 0.75 OVcbgx = 103940.80 Ib (for the entire anchor group) In y -direction... Vcbgy = Avcy/Avcoy�'ec,V'�'ed,VIF Vby [Eq. D-22] Cal = 133.33 in (adjusted for edges per D.6.2.4) Avcy = 10464.00 in2 Avcoy = 80000.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] %d,v = 0.7210 [Eq. D-27 or D-28] Tc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.24 do f'c(ca1)1.5 [Eq. D-24] Ie=8.00 in Vby = 816759.41 Ib Vcbgy = 77025.97 Ib [Eq. D=22] 0 = 0.70 Oseis = 0.75 OVcbgy = 40438.63 Ib (for the entire anchor group) Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cX*1 edge Vcbgx = Avcx/AvcoxTec,Vyed,VTc,VVbx [Eq. D-22]. cal = 14.00 in Avcx = 966.00 in2 Avcox = 882.00 in2 [Eq. D-231 Tec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Sec. D.6.2.1 (c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2 4 do 4 f'c(ca1)1.5 [Eq. D-24] Ie=8.00 in Vbx = 27789.33 Ib Vcbgx = 30435.93 Ib [Eq. D-22] r� Vcbgy = 2 * Vcbgy [Sec. D.6.2.1 (c)] Vcbgy = 60871.87 Ib = 0.70 �seis = 0.75 OVcbgy = 31957.73 Ib (for the anchor group) Check anchors at cy1 edge Vcbgy = Avcy/AvcoyTec,VTed,VTc,VVby [Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) Any = 10464.00 in2 Avcoy = 80000.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Yed,v = 1.0000 [Sec. D.6.2.1 (c)] Tc,V = 1.0000 [Sec. D.6.2.7] Vby = 7(Ie/do)o.2. do f'c(cal)1.5 [Eq. D-24] le=8.00 in Vby = 816759.41 Ib Vcbgy = 106832.13 Ib [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1 (c)] Vcbgx = 213664.26 Ib = 0.70 Oseis = 0.75 OVcbgx = 112173.74 Ib (for the anchor group) Check anchors at cx2 edge Vcbgx = Avcx/Avcox`t`ec,V`t'ed,V` C,VVbx.[Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) Avcx = 19392.00 in2 Avcox = 80000.00 in2 [Eq. D-23] Tec,v = 1.0000 [Eq. D-26] `Ted,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1 (c)] q'c,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(1e/do)0.2 ,fir do til f"c(ca1)1.5 [Eq. D724] Ie=8.00 in Vbx = 816759.41 Ib Vcbgx = 197982.48 Ib [Eq. D-22] Vcbgy = 2 * Vcbgx [Sec. D,.6.2.1 (c)] Vcbgy = 395964.96 Ib = 0.70 Oseis = 0.75 OVcbgy = 207881.60 Ib (for the anchor group) Check anchors at cy2 edge Vcbgy = Avcy/AvcoygJec,V`t'ed,Vyc,VVby [Eq. D-22] Cal = 133.33 in (adjusted for edges per D.6.2.4) Avcy = 10464.00 int Avcoy = 80000.00 int [Eq. D-23] `t'ec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Sec. D.6.2.1 (c)] TC,V = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2 , do � f'c(cal )1.5 [Eq. D-24] Ie=8.00 in Vby = 816759.41 Ib Vcbgy = 106832.13 Ib [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1 (c)] Vcbgx = 213664.26 Ib = 0.70 Oseis = 0.75 OVcbgx = 112173.74 Ib (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] VcPg = kcpNcbg [Eq. D730] kcp = 2 [Sec. D.6.3.1 ] eNx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) eNy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) Tec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) `Yec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) (07 Tec,N' = 1.0000 (Combination of x-axis,& y-axis eccentricity factors) Ncbg = (ANca/ANd(gec,N'/gec,N)Ncbg Ncbg = 103283.11 Ib (from Section (5) of calculations) ANc = 4104.00 int (from Section (5) of calculations) ANca = 4104.00 int (considering all anchors) `Pec,N = 1.0000 (from Section(5) of calculations) . Ncbg = 103283.11 Ib (considering all anchors) Vcpg = 206566.21 Ib = 0.70 [D.4.4] Oseis = 0.75 0Vcpg = 108447.26 IU (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.4742 - Breakout : 0.9221 - Pullout: 0.7931 - Sideface Blowout : N/A Shear - Steel : 0.2006 - Breakout (case 1) : 0.1360 - Breakout (case 2) : 0.2720 - Breakout (case 3) : 0.1721 . - Pryout : 0.1014 T.Max(0.92) + V.Max(0.27) = 1.19 <= 1.2 [Sec D.7.3] Interaction check: PASS Use 1" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 25 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be governed by a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively the minimum design strength of the anchor(s) shall be at least 2.5 times the factored forces or the'anchor attachment to the structure shall undergo ductile yielding at a load level less than the design strength of the anchor(s). Designer must exercise own judgement to determine if this design is suitable. Anchor Calculations Anchor Designer for ACI 318 (Version 4.2.0.2) Job Name: Column (C.6)-6 - LC#3 Date/Time : 3/24/2010 11:16:55 AM - 1) Input Calculation Method : ACI.318 Appendix D For Cracked Concrete Calculation Type: Analysis a) Layout Anchor: 1" Heavy Hex Bolt Number of Anchors : 4 Steel Grade: F1554 GR. 36 Embedment Depth : 18 in Built-up Grout Pads : No C y� Sy1 Cyt 4ANCHORS 'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. ± INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions cx1 : 14 in cx2 : 200 in cy1 : 200 in cy2 : 200 in bx1 :3 in 6x2 : 3 in by1 : 3 in by2:3in sx1 : 4 in sy1 : 4 in Vuay 3 MuY 0—, _�:[by2 NUa • Mux Vux + ey I e, Ht2byl x1 bx2 4ANCHORS 'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. ± INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions cx1 : 14 in cx2 : 200 in cy1 : 200 in cy2 : 200 in bx1 :3 in 6x2 : 3 in by1 : 3 in by2:3in sx1 : 4 in sy1 : 4 in Warning: Edge distance(s) and/or spacing(s) entered are not in compliance with minimum 6 times the anchor diameter requirements for torqued bolts as detailed in ACI 318 Section D.8.1 and D.8.2. User is responsible for complying with minimum cover requirements in ACI 318. b) Base Material Concrete : Normal weight f'C : 2500.0 psi Cracked Concrete : Yes Condition : B tension and shear Thickness, h : 48 in Supplementary edge reinforcement : No c) Factored Loads Load factor. source : ACI 318 Section 9.2 Nua : 26000 Ib Vuay : 14000 Ib Muy : 0 Ib*ft ex:0in ey.0in Moderate/high seismic risk or intermediate/high design category : Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters Anchor Model = HB100 do= 1 in Category = N/A hef = 17 in hmin = 18.75 in Cac = 25.5 in cmin = [minimum required by ACI 318 Section D8.21 smin = 4 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nual = 6500.00 Ib Anchor #2 Nua2 = 6500.00 Ib Anchor #3 Nua3 = 6500.00 Ib Anchor #4 Nua4 = 6500.00 Ib Sum of Anchor Tension ENua = 26000.00 Ib ax=0.00 in ay = 0.00 in elNx = 0.00 in `Fc,V 1.00 OF : 1381.3 psi Vuax 0 l Mux : 0 Ib*ft 70 e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vual = 3500.00 Ib (Vuaix = 0.00 Ib , Vua1y = 3500.00 lb) Anchor #2 Vua2 = 3500.00 Ib (Vua2x = 0.00 Ib , Vua2y = 3500.00 lb) Anchor #3 Vua3 = 3500.00 Ib (Vua3x = 0.00 Ib , Vua3y = 3500.00 lb ) Anchor #4 Vua4 = 3500.00 Ib (Vua4x = 0.00 Ib , Vua4y = 3500.00 Ib ) Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 14000.00 Ib e'Vx = 0.00 in e'Vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAsefuta [Eq. D-3] Number of anchors acting in tension, n = 4 Nsa = 35150 Ib (for each individual anchor) $ = 0.75 [D.4.4] ONsa = 26362.50 Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg = ANc/ANcoTec,NTed,NTc,NTcp,NNb [Eq. D-5] Number of influencing edges = 1 hef = 17 in ANco = 2601.00 in2 [Eq. D-6] ANc = 2392.50 in2 Tec,Nx = 1.0000 [Eq. D-9] Tec,Ny = 1.0000 [Eq. D791 Tec,N = 1.0000 (Combination of x-axis & y-axis eccentricity factors.) `f'ed,N ='0.8647 [Eq. D-10 or D-11 ] Note: Cracking shall be controlled per D.5.2.6 Tc,N = 1.0000 [Sec. D.5.2.6] Tcp,N = 1.0000 [Eq. D-12 or D-13] Nb = 16 f ' c heft/3 = 89916.26 Ib [Eq. D-8] Ncbg = 71518.47 Ib [Eq. D-5] � = 0.70 [D.4.4] -7I Oseis = 0.75 ONcbg = 37547.20 Ib (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] NP = 8Abrgf 'c [Eq. D-15] Abrg ='1.5010 in2 Npn - Tc,PNP [Eq. D-14] Tc,P = 1.0 [D.5.3.6] Npn = 30020.00 Ib 0 = 0.70 [D.4.4] Oseis = 0.75 0 Npn = 0 Neq = 15760.50 Ib (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, Cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Veq = 21090.00 Ib (for each individual anchor) = 0.65 [D.4.4] Veq = 13708.50 Ib (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x -direction... Vcbgx = Avcx/Avcox`f`ec,VTed,VTc,VVbx [Eq• D-22] Cal = 133.33 in (adjusted for edges per D.6.2.4) Avcx = 19392.00 in2 Avcox = 80000.00 in2 [Eq. D-23] `1'ec,V = 1.0000 [Eq. D-26] Yed,V = 1.0000 [Eq. D-27 or D-281 `Pc,V = 1.0000 [Sec. D.6.2.71 Vbx = 7(le/do)0.2 4 do � f c(cal )1.5 [Eq. D-24] Ie=8.00 in Vbx = 816759.41 Ib Vcbgx = 197982.48 Ib [Eq. D-22] 0 = 0.70 Oseis = 0.75 OVcbgx = 103940.80 Ib (for the anchor group) In y -direction... Vcbgy = Avcy/AvcoyTec,VTed,VTc,VVby [Eq. D-22] Cal = 133.33 in (adjusted for edges per D.6.2.4) Avcy = 10464.00 in2 Avcoy = 80000.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,V = 0.7210 [Eq. D-27 or D-28] n TC,V = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2 . do � f'c(cai )1.5 [Eq. D-24] le=8.00 in Vby = 816759.41 Ib Vcbgy = 77025.97 Ib [Eq. D-22] 0 = 0.70 Oseis = 0.75 �Vcbgy = 40438.63 Ib (for the anchor group) Case 2: Anchor(s) furthest from edge checked against total shear load In x -direction... Vcbgx = Avcx/AvcoxTec,VTed,VTC,VVbx [Eq. D-22] cal = 135.33 in (adjusted for edges per D.6.2.4) Avcx = 19392.00 in2 Avcox = 80000.00 in2 [Eq. D-23] Tec,V = 1-0000 [Eq. D-26] Ted,v = 1.0000 [Eq. D-27 or D-28] Tc,V = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0z 4 do � f'c(ca1)1.5 [Eq. D-24] Ie=8.00 in Vbx = 816759.41 Ib Vcbgx = 197982.48 Ib [Eq. D-22] 0 = 0.70 Oseis = 0.75 OVcbgx = 103940.80 Ib (for the entire anchor group) In y -direction... Vcbgy = Avcy/AvcoyTec,VTed,VTc,VVby [Eq' D-22] Cal = 133.33 in (adjusted for edges per D.6.2.4) Avcy = 10464.00 in2 Avcoy = 80000.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,V = 0.7210 [Eq. D-27 or D-28] Tc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2 do � f'c(cal )1.5 [Eq. D-24] le = 8.00 in Vby = 816759.41 Ib Vcbgy = 77025.97 Ib [Eq. D-22] � = 0.70 �seis = 0.75 OVcbgy = 40438.63 Ib (for the entire anchor group) Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cxi edge Vcbgx = Avcx/Avcox`t`ec,V`t`ed,VTC,VVbx [Eq. D-22] Cal = 14.00 in Avcx = 966.00 in2 Avcox = 882.00 in2 [Eq. D-23] yec,V = 1.0000 [Eq. D-26] Yed,v = 1.0000 [Sec. D.6.2.1 (c)] Yc,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2 . do -\' f'c(cal )l .5 [Eq. D-241 le=8.00 in Vbx =,27789.33 Ib Vcbgx = 30435.93 Ib [Eq. D-22] 7`/ Vcbgy = 2 * Vcbgx [Sec. D.6.2.1 (c)] Vcbgy = 60871.87 Ib 0 = 0.70 Oseis = 0.75 OVcbgy = 31957.73 Ib (for the anchor group) Check anchors at cyl edge p Vcbgy = ' vcy/' vcoyTec,VTed,VTc,VVby [Eq. D-22] Cal = 133.33 in (adjusted for edges per D.6.2.4) Avcy = 10464.00 in2 Avcoy = 80000.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Sec. D.6.2.1 (c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2 4 d04 f'c(ca1)1.5 [Eq. D-24] Ie=8.00 in Vby = 816759.41 Ib Vcbgy = 106832.13 Ib [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1 (c)] Vcbgx = 213664.26 Ib 0 = 0.70 Oseis = 0.75 OVcbgx = 112173.74 Ib (for the anchor group) Check anchors at cx2 edge Vcbgx = Avcx/Avcoxyec,Vyed,Vyc,VVbx [Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) Avcx = 19392.00 in2 Avcox = 80000.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-261 `t`ed,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1 (c)] gIc,V = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2 N+ do � f'c(cal )1.5 [Eq. D-24] I -7�5 le =.8.00 in 7 Vbx = 816759.41 Ib Vcbgx = 197982.48 Ib [Eq. D-22] Vcbgy = 2 * Vcbgx [Sec. D.6.2.1 (c)] Vcbgy = 395964.96 lb = 0.70 Oseis = 0.75 OVcbgy = 207881.60 Ib (for the anchor group) Check anchors at cy2 edge Vcbgy = Avcy/AvcoyTec,VTed,VTc,VVby [Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) Avcy = 10464.00 in2 Avcoy = 80000.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-261 Ted,V = 1.0000 [Sec. D.6.2.1 (c)] Tc,V = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.24 do� f'c(cal)1.5 [Eq. D-24] Ie=8.00 in Vby = 816759.41 Ib Vcbgy = 106832.13 lb [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1 (c)] Vcbgx = 213664.26 Ib 0 = 0.70 Oseis = 0.75 OVcbgx = 112173.74 Ib (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] VcPg = kcpNcbg [Eq. D-30] kcp = 2 [Sec. D.6.3.1 ] eNx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) eNy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) i Tec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) Tec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) %Ga ec,N = 1.0000 (Combination of x-axis & y-axis eccentricity factors) Ncbg = (ANca/ANd(gec,N'/'Fec,N)Ncbg Ncbg = 71518.47 Ib (from Section (5) of calculations) ANc = 2392.50 int (from Section (5) of calculations) e ANca = 2392.50 int (considering all anchors) • ec,N = 1.0000 (from Section(5) of calculations) • Ncbg = 71518.47 Ib (considering all anchors) • Vcpg = 143036.95 Ib e=0.70[D.4.4] �seis = 0.75 �VcPg = 75094.40 Ib (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.2466 - Breakout : 0.6925 - Pullout : 0.4124 - Sideface Blowout: N/A Shear - Steel : 0.2553 - Breakout (case 1) : 0.1731 - Breakout (case 2) : 0.3462 • - Breakout (case 3) : 0.2190 • - Pryout :,0.1864 T.Max(0.69) + V.Max(0.35) = 1.04 <= 1.2 [Sec D.7.3] •, Interaction check: PASS Use 1" diameter F1554 GR. 36 Heavy Hex Bolt anchors) with 18 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be governed by a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively the minimum design strength of the anchor(s) shall be at least 2.5 times the factored forces or the anchor attachment to the structure shall undergo ductile yielding at a load level less than the design strength of the anchor(s). Designer must exercise own judgement to determine if this design is suitable. 71� Anchor Calculations Anchor Designer for ACI 318 (Version 4.2.0.2) Job Name: Column A6 Date/Time : 3/24/2010 11:18:45 AM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type : Analysis a) Layout Anchor : 1 1/4" Heavy Hex Bolt Number of Anchors : 4 Steel Grade: F1554 GR. 36 Embedment Depth : 18 in Built-up Grout Pads : No Cy; Sy, cy1 0 u 4 ANCHORS 'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. + INDICAT'ES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions CX1 : 39 in cx2 : 200 in cy1 : 48 in cy2 : 200 in bx1 :3 in bx2 :3 in by1 : 3 in by2:3in sX1 :5 in sy1 : 5 in 79 Vuay, I by2 3 MUy 4 NUa • Mux VUax eV ex � ;2,7by.1 bx1 bx2 4 ANCHORS 'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. + INDICAT'ES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions CX1 : 39 in cx2 : 200 in cy1 : 48 in cy2 : 200 in bx1 :3 in bx2 :3 in by1 : 3 in by2:3in sX1 :5 in sy1 : 5 in 79 ,10' Warning: Edge distance(s) and/or spacing(s) entered are not in compliance with minimum 6 0 times the anchor diameter requirements for torqued bolts as detailed in ACI 318 Section D.8.1 w and D.8.2. User is responsible for complying with minimum cover requirements in ACI 318. b) Base Material • Concrete : Normal weight fl : 2500.0 psi Cracked Concrete : Yes qjc v : 1.00 Condition : B tension and shear OF : 1381.3 psi Thickness, h : 24 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 0 Ib Vuax 0 Ib Vuay : -40500 Ib Mux: 0 Ib*ft Muy : 0 Ib*ft . ex:0in ` ey:0in Moderate/high seismic risk or intermediate/high design category : Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters Anchor Model = HB125 do = 1.25 in Category = N/A hef = 16.75 in • hmin = 18.75 in cac = 25.125 in cmin = [minimum required by ACI 318 Section D8.2] smin = 5 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nual = 0.00 Ib J Anchor #2 Nua2 = 0.00 Ib Anchor #3 Nua3 = 0.00 Ib Anchor #4 Nua4 = 0.00 Ib Sum of Anchor Tension ENua = 0.00 Ib ax = 0.00 in ay = 0.00 in eNx=0.00 in %q e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vual = 10125.00 Ib (Vuaix = 0.00 Ib , Vualy = -10125.00 Ib ) Anchor #2 Vua2 = 10125.00 Ib (Vua2x = 0.00 Ib , Vua2y = -10125.00 Ib ) Anchor #3 Vua3 = 10125.00 Ib (Vua3x = 0.00 Ib , Vua3y = -10125.00 Ib ) Anchor #4 Vua4 = 10125.00 Ib (Vua4x = 0.00 lb , Vua4y = -10125.00 Ib ) Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = -40500.00 Ib elVx = 0.00 in elVy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAsefuta [Eq. D-3] Number of anchors acting in tension, n = 0 Nsa = 56200 Ib (for each individual anchor) 0 = 0.75 [D.4.4] ONsa = 42150.00 Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg = ANc/ANcoTec,NTed,NTc,NTcp,NNb [Eq. D-5] Number of influencing edges = 0 hef = 16.75 in ANco = 2525.06 in2 [Eq. D-6] ANc = 3052.56 in2 Yec,Nx = 1.0000 [Eq. D-9] Yec,N,y = 1.0000 [Eq. D-9] `t`ec,N = 1.0000 (Combination of x-axis & y-axis eccentricity factors.) Yed,N = 1.0000 [Eq. D-10 or D-11 ] Note: Cracking shall be controlled per D.5.2.6 1pc,N = 1.0000 [Sec. D.5.2.6] `t`cp,N = 1.0000 [Eq. D-12 or D-13] Nb = 16 � f ' c hef5/3 = 87723.25 Ib [Eq. D-8] Ncbg = 106049.14 Ib [Eq. D-5] 0=0.70[D.4.4] 0 Oseis = 0.75 ONcbg = 55675.80 Ib (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] NP = 8Abrgf 'c [Eq. D-15] Abrg = 2.2370 int Npn - Yc,PNP [Eq. D-14] IFc,P = 1.0 [D.5.3.6] Npn = 44740.00 Ib 0=0.70[D.4.4] Oseis = 0.75 0 Npn = 0 Neq = 23488.50 lb (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Veq = 33720.00 Ib (for each individual anchor) 0.65 Veq = 21918.00 Ib (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Concrete breakout strength has not been evaluated against applied shear load(s) per user option. Refer to Section D.4.2.1 of ACI 318 for conditions where calculations of the concrete breakout strength may not be required. 10).Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] VcPg = kcpNcbg[Eq. D-30] kcp = 2 [Sec. D.6.3.1] eNx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) eNy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) `Yec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) Tec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) Tec,N' = 1.0000 (Combination of x-axis & y-axis eccentricity factors) Ncbg = (ANca/ANc)(qjec,N'iTec,N)Ncbg Ncbg = 106049.14 Ib (from Section (5) of calculations) H M ANc = 3052.56 int (from Section (5) of calculations) ANca = 3052.56 int (considering all anchors) Yec,N = 1.0000 (from Section(5) of calculations) Ncbg = 106049.14 Ib (considering all anchors) VcP9 = 212098.28 Ib 0=0.70[D.4.4] Oseis = 0.75 OVcP9 = 111351.60 Ib (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.0000 - Breakout : 0.0000 - Pullout: 0.0000 - Sideface Blowout: N/A Shear - Steel : 0.4619 - Breakout : N/A - Pryout : 0.3637 T.Max(0) <= 0.2 and V.Max(0.46) <= 1.0 [Sec D.7.2] Interaction check: PASS Use 1 1/4" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 18 in. embedment M• Anchor Calculations Anchor Designer for ACI 318 (Version 4.2.0.2) Job Name : Column Corner 64 & 66 Date/Time : 3/24/2010 11:20:36 AM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type : Analysis a) Layout Anchor: 3/4" Heavy Hex Bolt Number of Anchors : 4 Steel Grade: F1554 GR. 36 Embedment Depth :18 in Built-up Grout Pads : No c... S-_.1 c y� Sy1 Cyl 4 ANCHORS 'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. + INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions cx1 : 4 in Cx2 : 200 in cy1 : 9 in cy2 : 200 in bx1 : 1.5 in bx2 : 1.5 in by1 :1.5 in by2: 1.5 in sx1 : 4 in sy1 : 4 in ' �3 _�[vuay by2 3 'Y 4 NUE • dux Vuax e I♦ ex 1 2 -1by1 bx1 1 bx2 4 ANCHORS 'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. + INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions cx1 : 4 in Cx2 : 200 in cy1 : 9 in cy2 : 200 in bx1 : 1.5 in bx2 : 1.5 in by1 :1.5 in by2: 1.5 in sx1 : 4 in sy1 : 4 in ' �3 Warning: Edge distance(s) and/or spacing(s) entered are not in compliance with minimum 6 times the anchor diameter requirements for torqued bolts as detailed in ACI 318 Section D.8.1 and D.8.2. User is responsible for complying with minimum cover requirements in ACI 318. b) Base Material Concrete : Normal weight f'C : 2500.0 psi Cracked Concrete : Yes `tle v : 1.00 Condition : B tension and shear OF : 1381.3 psi Thickness, h : 30 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 7250 Ib Vuax : -3800 Ib Vuay : 0 Ib Mux : 0 Ib*ft Muy : 0 Ib*ft ex : 0 in ey:0in Moderate/high seismic risk or intermediate/high design category : Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters Anchor Model = HB75 do = 0.75 in Category = N/A hef = 17.25 in hmin = 18.75 in cac = 25.875 in cmin = [minimum required by ACI 318 Section D8.2] smin = 3 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nual = 1812.50 Ib Anchor #2 Nua2 = 1812.50 Ib Anchor #3 Nua3 = 1812.50 Ib Anchor #4 Nua4 = 1812.50 Ib Sum of Anchor Tension ENua = 7250.00 Ib ax=0.00 in ay=0.00 in eINx = 0.00 in 0 e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vual = 950.00 Ib (Vual x = -950.00 Ib , Vual y = 0.00 Ib ) Anchor #2 Vua2 = 950.00 Ib (Vua2x = -950.00 Ib , Vua2y = 0.00 Ib ) Anchor #3 Vuai = 950.00 Ib (Vua3x = -950.00 Ib , Vua3y = 0.00 Ib ) Anchor #4 Vua4 = 950.00 Ib (Vua4x = -950.00 Ib , Vua4y = 0.00 Ib ) Sum of Anchor Shear EVuax = -3800.00 Ib, EVuay = 0.00 Ib e'Vx = 0.00 in e'vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAsefuta [Eq. D-3] Number of anchors acting in tension, n = 4 Nsa = 19370 Ib (for each individual anchor) 0=0.75[D.4.4] ONsa = 14527.50 Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg = ANc/ANcoqec,N`i'ed,N`pc,Nqcp,NNb [Eq. D-5] Number of influencing edges = 2 het = 17.25 in ANco = 2678.06 in2 [Eq. 6-6] ANc = 1316.89 in2 `t'ec,Nx = 1.0000 [Eq. D-9] Tec,Ny = 1.0000 [Eq. D-9] Tec,N = 1.0000 (Combination of x-axis & y-axis eccentricity factors.) `t'ed,N = 0.7464 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 `t'c,N = 1.0000 [Sec. D.5.2.6] `t'cp,N - 1.0000 [Eq. D-12 or D-13] Nb = 16 � f ' c hef5/3 = 921 30.87 Ib [Eq. D-81 Ncbg = 33813.67 Ib [Eq. D-5] 0=0.70[D.4.4] 06 Oseis = 0.75 ONcbg = 17752.18 Ib (for the anchor group) 6) Pullout Strength, of Anchor in Tension [Sec. D.5.3] NP = 8Abrgf 'c [Eq. D-15] Abrg = 0.9110 int Npn = TC,PNP [Eq. D-141 Te,P = 1.0 [D.5.3.6] Npn = 18220.00 lb 0.70 Oseis = 0.75 0 Npn = 0 Neq = 9565.50 Ib (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] For the anchor group at cxl edge Nsb = 160 Cal 4 Abrg f'c [Eq. D-17] Cal = 4.000 in Abrg = 0.911 int Nsb = 30542.82 Ib s = 4.00 in (each anchor spacing limited to tical when spacing > 6cai ) 1 + s/tical = 1.1667 [Sec. D.5.4.2] Nsbg = (1 + s/6cal)Nsb [Eq. D-18] Nsbg = 35633.29 Ib $ = 0.70 Oseis = 0.75 ONsbg = 18707.48 Ib (for the anchor group at edge) 8) Steel Strength of Anchor in Shear [Sec D.6.1] Veq = 11625.00 Ib (for each individual anchor) 0.65 Veq = 7556.25 Ib (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear Loads at the edge In x -direction... M Vcbgx = Avcx/Avcox`t'ec,V�'ed,V c,VVbx [Eq. D-22] cal = 4.00 in Avcx = 96.00 in2 Avcox = 72.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Eq. D-27 or D-281 Yc,V = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2 � do � f'c(ca1)1.5 [Eq. D-24] Ie=6.00 in Vbx = 3675.42 Ib Vcbgx = 4900.56 Ib [Eq. D-22] 0 = 0.70 Oseis = 0.75 OVcbgx = 2572.79 Ib (for the anchor group) In y -direction... Vcbgy = Avcy/AvcoyTec,VTed,VTc,VVby [Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) Avcy = 6240.00 in2 Avcoy = 80000.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 0.7060 [Eq. D-27 or D-28] Tc,V = 1.0000 [Sec. D.6.2.7] Vby = 7(le/d0)0.2 , d04 f'c(cai )1.5 [Eq. D-24] Ie=6.00 in Vby = 707334.40 Ib Vcbgy = 38951.49 Ib [Eq. D-22] 0 = 0.70 Oseis = 0.75 OVcbgy = 20449.53 Ib (for the anchor group) Case 2: Anchor(s) furthest from edge checked against total shear load In x -direction... Vcbgx = Avcx/Avcox`t'ec,V`t`ed,Vyc,VVbx [Eq. D-22] Cal = 8.00 in Avcx = 300.00 in2 Avcox = 288.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-261 `Yed,V = 0.9250 [Eq. D-27 or D-28] Tc,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2 . do � f'c(cai )1.5 [Eq. D-24] Ie=6.00 in Vbx = 10395.65 Ib Vcbgx = 10016.64 Ib [Eq. D-22] 0 = 0.70 Oseis = 0.75 OVcbgx = 5258.74 Ib (for the entire anchor group) In y -direction... Vcbgy = Avcy/AvcoyTec,VTed,VTc,VVby [Eq. D-22] Cal = 133.33 in (adjusted for edges per D.6.2.4) Avcy = 6240.00 in2 Avcoy = 80000.00 in2 [Eq. D-23] Tec,v = 1.0000 [Eq. D-261 `t`ed,V = 0.7060 [Eq. D-27 or D-28] Tc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2 4 do 4 f'c(ca1)1.5 [Eq. D-24] Ie=6.00 in Vby = 707334.40 Ib Vcbgy = 38951.49 Ib [Eq. D-22] 0 = 0.70 Oseis = 0.75 OVcbgy = 20449.53 Ib (for the entire anchor group) Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cxi edge Vcbgx = Avcx/AvcoxTec,V`1'ed,VTC,VVbx [Eq. D-22] ii Cal = 4.00 in Avcx = 96.00 int Avcox = 72.00 int [Eq. D-23] `Pec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Sec. D.6.2.1 (c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2 . do � f.c(ca1)1.5 [Eq. D-24] Ie=6.00 in Vbx = 3675.42 Ib Vcbgx = 4900.56 Ib [Eq. D-22] Vcbgy = 2 * Vcbgx [Sec. D.6.2.1 (c)] Vcbgy = 9801.11 Ib 0 = 0.70 Oseis = 0.75 OVcbgy = 5145.58 Ib (for the anchor group) Check anchors at cy1 edge Vcbgy = Avcy/AvcoyTec,VTed,Vqjc,VVby [Eq. D-22] cal = 9.00 in Avcy = 290.25 int Avcoy = 364.50 int [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Sec. D.6.2.1 (c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2 ,_ t do � f'c(ca1)1.5 [Eq. D-24] Ie=6.00 in Y Vby = 12404.53 Ib Vcbgy = 9877.68 Ib [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1 (c)] Vcbgx = 19755.37 Ib � = 0.70 Oseis = 0.75 l,00' OVcbgx = 10371.57 Ib (for the anchor group) Check anchors at cx2 edge Vcbgx = Avcx/AvcoXTec,VTed,VTc,VVbx [Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) Avcx = 6390.00 int Avcox = 80000.00 i n2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1 (c)] Tc,V = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2, do� f'c(ca1)1.5 [Eq. D-24] le=6.00 in Vbx = 707334.40 Ib Vcbgx = 56498.34 Ib [Eq. D-22] Vcbgy = 2 * Vcbgx [Sec. D.6.2.1 (c)] Vcbgy'- 112996.67 Ib 0 = 0.70 Pseis = 0.75 OVcbgy = 59323.25 Ib (for the anchor group) Check anchors at cy2 edge Vcbgy = Avcy/AvcoyTec,V`I'ed,VTc,VVby [Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) Avcy = 6240.00 int Avcoy = 80000.00 int [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Sec. D.6.2.1 (c)] yc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2 � do 4 f'c(cai )1.5 [Eq. D-24] le = 6.00 in Vby = 707334.40 Ib Vcbgy = 55172.08 Ib [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1 (c)] 9G) Vcbgx = 110344.17 Ib 0 = 0.70 Oseis = 0.75 OVcbgx = 57930.69 Ib (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] Vcpg = kcpNcbg [Eq. D-30] kcp = 2 [Sec. D.6.3.1] eNx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) eNy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) Tec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) Tec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) Tec,N' = 1.0000 (Combination of x-axis & y-axis eccentricity factors) Ncbg = (ANca/ANd(Tec,N'/Tec,N)Ncbg Ncbg = 33813.67 Ib (from Section (5) of calculations) ANc = 1316.89 int (from Section (5) of calculations) ANca = 1316.89 int (considering all anchors) Tec,N = 1.0000 (from Section(5) of calculations) Ncbg = 33813.67 Ib (considering all anchors) Vcpg = 67627.34 lb 0.70 Oseis = 0.75 OVcpg = 35504.36 Ib (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.1248 - Breakout : 0.4084 - Pullout : 0.1895 - Sidef ace Blowout : 0.1938 Shear - Steel : 0.1257 - Breakout (case 1) : 0.7385 - Breakout (case 2) : 0.7226 - Breakout (case 3) : 0.1832 - Pryout : 0.1070 1� I T.Max(0.41) + V.Max(0.74) = 1.15 <= 1.2 [Sec D.7.31 Interaction check: PASS Use 3/4" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 18 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be governed by a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively the minimum -design strength of the anchor(s) shall be at least 2.5 times the factored forces or the anchor attachment to the structure shall undergo ductile yielding at a load level less than the design strength of the anchor(s). Designer must exercise own judgement to determine if this design is suitable. 9" Anchor Calculations Anchor Designer for ACI 318 (Version 4.2.0.2) Job Name : Column Lines 54, 57, 64,.66 Date/Time : 3/24/2010 11:25:19 AM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type : Analysis a) Layout Anchor: 3/4" Heavy Hex Bolt Number of Anchors : 4 Steel Grade: F1554 GR. 36 Embedment Depth : 18 in Built-up Grout Pads : No r...4 c.,, r...n Cy14 Sy1 Cyt 4 ANCHORS 'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. + INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions cx1 : 200 in cx2 : 200 in cy1 :12 in cy2 : 200 in bx1 . 3 in bx2 : 3 in by1 : 3 in by2:3in Sx1 : 4 in sy1 : 4 in q-3 vuay _�[by2 3 muy 4 Nua. Mux Vuax ♦ ey I ex 1 2 by! I bx1 bx2 4 ANCHORS 'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. + INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions cx1 : 200 in cx2 : 200 in cy1 :12 in cy2 : 200 in bx1 . 3 in bx2 : 3 in by1 : 3 in by2:3in Sx1 : 4 in sy1 : 4 in q-3 Warning: Edge distance(s) and/or spacing(s) entered are not in compliance with minimum 6 times the anchor diameter requirements for torqued bolts as detailed in ACI 318 Section D.8.1 and D.8.2. User is responsible for complying with minimum cover requirements in ACI 318. b) Base Material Concrete : Normal weight f'C : 2500.0 psi Cracked Concrete : Yes Condition : B tension and shear Thickness, h : 48 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 18600 Ib Vuay : -9000 Ib Muy : 0 Ib*ft ex:0in ey:0in Moderate/high seismic risk or intermediate/high design category : Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters Anchor Model = HB75 do=0.75 in Category = N/A hef = 17.25 in hmin = 18.75 in cac = 25.875 in cmin = [minimum required by ACI 318 Section D8.21 smin = 3 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nual = 4650.00 Ib Anchor #2 Nua2 = 4650.00 Ib Anchor #3 Nua3 = 4650.00 Ib Anchor #4 Nua4 = 4650.00 Ib Sum of Anchor Tension ENua = 18600.00 Ib ax=0.00 in ay=0.00 in e'Nx = 0.00 in TC'v 1.00 OF : 1381.3 psi Vuax : 0 Ib Mux : 0 Ib*ft e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor. Resultant shear forces in each anchor: Anchor #1 Vuai = 2250.00 Ib (Vuaix = 0.00 Ib , Vualy = -2250.00 Ib ) Anchor #2 VUa2 = 2250.00 Ib (Vua2x = 0.00 Ib , Vua2y = -2250.00 Ib ) Anchor #3 Vua3 = 2250.00 Ib (Vua3x = 0.00 Ib , Vua3y = -2250.00 Ib ) Anchor #4 Vua4 = 2250.00 Ib (Vua4x = 0.00 Ib , Vua4y = -2250.00 Ib ) Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = -9000.00 Ib e'Vx = 0.00 in e'Vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAsefuta [Eq. D-3] Number of anchors acting in tension, n = 4 Nsa = 19370 Ib (for each individual anchor) 0=0.75[D.4.4] ONsa = 14527.50 Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg = ANc/ANco'Yec,NTed,NTc,N`Ycp,NNb [Eq. D-5] Number of influencing edges = 1 het = 17.25 in ANco = 2678.06 in2 [Eq. D-6] ANc = 2334.53 in2 `jec,Nx = 1.0000 [Eq. D-9] Yec,Ny = 1.0000 [Eq. D-91 Yec,N = 1.0000 (Combination of x-axis & y-axis eccentricity factors.) `Ped,N = 0.8391 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 `pc,N = 1.0000 [Sec. D.5.2.6] `1`cp,N = 1.0000 [Eq. D-12 or D-13] Nb = 161 f, c hef5/3 = 921 30.87 Ib [Eq. D-8] Ncbg = 67392.82 Ib [Eq. D-5] 0 = 0.70 [D.4.4] Dim Oseis = 0.75 ONcbg = 35381.23 Ib (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] NP = 8Abrgf 'c [Eq. D-151 Abrg = 0.9110 in2 Npn - `t'c,PNp [Eq. D-14] Tc,P = 1.0 [D.5.3.6] Npn = 18220.00 Ib 0 = 0.70 [D.4.4] Oseis = 0.75 0 Npn = 0 Neq = 9565.50 Ib (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, Cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Veq 11625.00 Ib (for each individual anchor) = 0.65 [D.4.4] Veq = 7556.25 Ib (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x -direction... Vcbgx = Avcx/AvcoxTec,VTed,VTc,VVbx [Eq. D-22] Cal = 133.33 in (adjusted for edges per D.6.2.4) Avcx = 10368.00 in2 AVCox = 80000.00 in2 [Eq. D-23] `f`ec,V = 1.0000 [Eq. D-26] Yed,v = 0.7180 [Eq. D-27 or D-28] 1pc v = 1.0000 [Sec. D.6.2.7] _ Vbx = 7(le/do)0.2 . do 4 f c(cal )1.5 [Eq. D-24] . Ie=6.00 in Vbx = 707334.40 Ib 0 Vcbgx = 65819.45 Ib [Eq. D-221 0 = 0.70 Oseis = 0.75 OVcbgx = 34555.21 Ib (for the anchor group) In y -direction... Vcbgy = Avcy/AvcoyTec,VTed,VTc,VVby [Eq. D-22] cal = 12.00 in Avcy = 720.00 int Avcoy = 648.00 int [Eq. D-23] yec,V = 1.0000 [Eq. D-26] 'Fed,V = 1.0000 [Eq. D-27 or D-28] Tc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)o.2 4 d04 f'c(cal) l .5 [Eq. D-241 Ie=6.00 in Vby = 19098.03 Ib Vcbgy = 21220.03 Ib [Eq. D-22] 0 = 0.70 Oseis = 0.75 OVcbgy = 11140.52 Ib (for the anchor group) Case 2: Anchor(s) furthest from edge checked against total shear load In x -direction... Vcbgx = Avcx/Avcox`1'ec,VTed,VTc,VVbx [Eq. D-221 cal = 133.33 in (adjusted for edges per D.6.2.4) Avcx = 10368.00 int Avcox = 80000.00 int [Eq: D-23] Tec,V = 1.0000 [Eq. D-261 Ted,V = 0.7.180 [Eq. D-27 or D-281 TC,V = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2 � do � f'c(cai )l .5 [Eq. D-24] Ie=6.00 in Vbx = 707334.40 Ib Vcbgx = 65819.45 Ib [Eq. D-22] M 0 = 0.70 Oseis = 0.75 OVcbgx = 34555.21 Ib (for the entire anchor group) In y -direction... Vcbgy = Avcy/AvcoyTec,VTed,VTc,VVby [Eq. D-22] Cal = 16.00 in Agcy = 1248.00 in2 Avcoy = 1152.00 in2 [Eq. D-23] •ec,v = 1.0000 [Eq. D-26] •ed,v = 1.0000 [Eq. D-27 or D-28] Tc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/d0)0.2 � do � fc(cai )1.5 [Eq. D-24] Ie=6.00 in Vby = 29403.34 Ib Vcbgy = 31853.62 Ib [Eq. D-22] 0 = 0.70 Oseis = 0.75 OVcbgy = 16723.15 Ib (for the entire anchor group) Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge Vcbgx = Avcx/AvcoxTec,VTed,VTc,VVbx [Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) Avcx = 10368.00 in2 Avcox = 80000.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Yed,V = 1.0000 [Sec. D.6.2.1 (c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2 4 do 4 f'c(ca1)1.5 [Eq. D-24] Ie=6.00 in Vbx = 707334.40 Ib Vcbgx = 91670.54 Ib [Eq. D-22] 113 Vcbgy = 2 * Vcbgx [Sec. D.6.2.1(c)] Vcbgy = 183341.08 Ib � = 0.70 �seis = 0.75 OVcbgy = 96254.06 Ib (for the anchor group) Check anchors at cy1 edge Q Vcbgy = ' 'vcy/AvcoyTec,VTed,VTc,VVby [Eq. D-22] cal = 12.00 in Avcy = 720.00 int Avcoy = 648.00 int [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Sec. D.6.2.1 (c)] Tc,V = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2 . do � f'c(cal )1.5 [Eq. D-24] Ie=6.00 in Vby = 19098.03 Ib Vcbgy = 21220.03 Ib [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1 (c)] Vcbgx = 42440.06 Ib = 0.70 Oseis = 0.75 OVcbgx = 22281.03 Ib (for the anchor group) Check anchors at cx2 edge Vcbgx = Avcx/AvcoxTec,VTed,VTc,VVbx [Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) Avcx = 10368.00 int Avcox = 80000.00 int [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Eq. D-27 or D-281 [Sec. D.6.2-1 (c)] Tc,V = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2 � do � f c(ca1)1.5 [Eq. D-24] 0 0 le 6.00 in Vbx = 707334.40 Ib Vcbgx = 91670.54 Ib [Eq. D-22] Vcbgy = 2 * Vcbgx [Sec. D.6.2.1 (c)] Vcbgy = 183341.08 Ib 0 = 0.70 Oseis = 0.75 OVcbgy = 96254.06 Ib (for the anchor group) Check anchors at cy2 edge Vcbgy = Avcy/AvcoyTec,VTed,VTc,VVby [Eq. D-22] Cal = 133.33 in (adjusted for edges per D.6.2.4) Avcy = 19392.00 in2 Avcoy = 80000.00 in2 [Eq. D-231 Yec,v = 1.0000 [Eq. D-26] Yed,V = 1.0000 [Sec. D.6.2.1 (c)] Yc,v = 1.0000 [Sec. D.6.2.7] . Vby = 7(le/do)0.2 , do � f'c(ca1)1.5 [Eq. D-24] Ie=6.00 in Vby =.707334.40 Ib Vcbgy = 171457.86 Ib [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1 (c)] Vcbgx = 342915.72 Ib = 0.70 Oseis = 0.75 O'Vcbgx = 180030.75 Ib (for the anchor group) 1 O Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] VcPg = kcpNcbg [Eq. D-30] kcp = 2 [Sec. D.6.3.1] eNx = 0.00 in (Applied shear.load eccentricity relative to anchor group c.g.) eNy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) Yec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) `Pec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) m Tec,N' = 1.0000 (Combination of x-axis & y-axis eccentricity factors) Ncbg = (ANca/ANc)(Tec,N'/Tec,N)Ncbg Ncbg = 67392.82 Ib (from Section (5) of calculations) ANc = 2334.53 int (from Section (5) of calculations) ANca = 2334.53 int (considering all anchors) `t'ec,N = 1.0000 (from Section(5) of calculations) Ncbg = 67392.82 Ib (considering all anchors) Vcpg = 134785.65 Ib 0=0.70[D.4.4] Oseis = 0.75 0Vcp9 = 70762.46 Ib (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.3201 - Breakout : 0.5257 - Pullout : 0.4861 - Sideface Blowout: N/A Shear - Steel : 0.2978 - Breakout (case 1) : 0.4039 - Breakout (case 2) : 0.5382 - Breakout (case 3) : 0.0468 - Pryout : 0.1272 T.Max(0.53) + V.Max(0.54) = 1.06 <= 1.2 [Sec D.7.3] Interaction check: PASS Use 3/4" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 18 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be governed by a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively the minimum design strength of the anchor(s) shall be at least 2.5 times the factored forces or the anchor attachment to the structure shall undergo ductile yielding at a load level less than the design strength of the anchor(s). Designer must exercise own judgement to determine if this design is suitable. 101 Page 1 of 9 Anchor Calculations Anchor Designer for ACI 318 (Version 4.2.0.2)' Job Name: Brace at Lines A & E Date/Time : 3/24/2010 11:29:10 AM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type: Analysis a) Layout Anchor: 1" Heavy Hex Bolt Number of Anchors: 4 Steel Grade: F1554 GR. 36 Embedment Depth : 18 in Built-up Grout Pads : No C-1 Sri C..7 Cyd Syl cyi 4ANCHORS 'NJa IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. + INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions cX1 :13 in cx2 : 200 in cyl : 200 in cy2 : 200 in bX1 : 2 in bx2 : 2 in byl : 2 in by2:2in sX1 : 4 in syl : 4 in about:blank I OZ 3/24/2010 Vuay by2 3 MUY 4 1 NU * Mux Vuax j �e-y ex 1 2 byl bx 1 bx2 4ANCHORS 'NJa IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. + INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions cX1 :13 in cx2 : 200 in cyl : 200 in cy2 : 200 in bX1 : 2 in bx2 : 2 in byl : 2 in by2:2in sX1 : 4 in syl : 4 in about:blank I OZ 3/24/2010 Page 2 of 9 Warning: Edge distance(s) and/or spacing(s) entered are not in compliance with- minimum 6 times the anchor diameter requirements for torqued bolts as detailed in ACI 318 Section D.8.1 and D.8.2. User is responsible for complying with minimum cover requirements in ACI 318.. b) Base Material Concrete : Normal weight fc : 2500.0 psi Cracked Concrete : Yes TC V : 1.00 Condition : B tension and shear +Fp : 1381..3 psi Thickness, h : 24 in Supplementary edge reinforcement: No c) Factored Loads Load factor source: ACI 318 Section 9.2 Nua : 110001b Vuax : 0 Ib Vuay : 17000 Ib Mux: 0 Ib*ft Muy : 0 Ib*ft ex:0in e : 0 in Moderate/high seismic risk or intermediate/high design category: Yes Apply entire shear load at front row for breakout : No , d) Anchor Parameters Anchor Model = HB100 do= 1 in Category = N/A hef = 17 in hmin = 18.75 in cac = 25.5 in cmin'= [minimum required by ACI 318 Section D8.21 smin = 4 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nual = 2750.00 Ib Anchor #2 Nua2 = 2750.00 Ib Anchor #3 Nua3 = 2750.00 Ib Anchor #4 Nua4 = 2750.00 Ib Sum of Anchor Tension ENua = 11000.00 Ib ax = 0.00 in ay=0.00 in elNx = 0.00 in I �3 about:blank 3/24/2010 Page 3 of 9 elNy = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vual = 4250.00 Ib (Vualx = 0.00 Ib , Vua1y = 4250.00 Ib ) Anchor #2 Vua2 = 4250.00 Ib (Vua2x = 0.00 Ib , Vua2y = 4250.00 Ib ) Anchor #3 Vua3 = 4250.00 Ib (Vua3x = 0.00 Ib , Vua3y = 4250.00 Ib ) Anchor #4 Vua4 = 4250.00 Ib (Vua4x = 0.00 lb , Vua4y = 4250.00 Ib ) Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 17000.00 Ib elVx = 0.00 in elVy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAsefuta [Eq. D-3] Number of anchors acting in tension, n = 4 Nsa = 35150 Ib (for each individual anchor) � = 0.75 [D.4.4] Nsa = 26362.50 Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg = ANCIANco'Yec,N`Yed,N'yc,N`Vcp,NNb [Eq. D-5] Number of influencing edges = 1 hef = 17 in ANco = 2601.00 int [Eq. D-6] ANc = 2337.50 in2 `t'ec,Nx = 1.0000 [Eq. D-9] `I'ec,Ny = 1.0000 [Eq. D-9] Tec,N = 1.0000 (Combination of x-axis & y-axis eccentricity factors.) Ted,N = 0.8529 [Eq. D-10 or D-11 ] Note: Cracking shall be controlled per D.5.2.6 Tc,N = 1.0000 [Sec. D.5.2.6] Tcp,N = 1.0000 [Eq. D-12 or D-13] Nb = 16 � f ' c hef513 = 89916.26 Ib [Eq. D-81 Ncbg = 68923.70 Ib [Eq. D-51 � = 0.70 [D.4.4] I. rJ1-f about:blank 3/24/2010 Page 4 of 9 �seis = 0.75 �Ncbg = 36184.94 Ib (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] N = 8Abrgf 'c [Eq. D-15] Abrg = 1.5010 int Nps - ` C,pNp [Eq. D-14] TC'P = 1.0 [D.5.3.6] Nps = 30020.00 Ib � = 0.70 [D.4.4] �seis = 0.75 � Npe = � Neq = 15760.50 Ib (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, Cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Veq = 21090.00 Ib (for each individual anchor) = 0.65 [D.4.4] Veq = 13708.50 Ib (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x -direction... Vcbgx = Avc Avcox`Pec,VTed,V`Pc,VVbx [Eq. D-22] Cal = 133.33 in (adjusted for edges per. D.6.2.4) Avcx = 9696.00 int Avcox = 80000.00 int [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Eq. D-27 or D-28] `Pc,V = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.N do � fc(Ca1)1.5 [Eq. D-24] le = 8.00 in Vbx = 816759.41 Ib about:blank IOC 3/24/2010 Vcbgx = 98991.24 Ib [Eq. D-22] � = 0.70 �seis = 0.75 �Vcbgx = 51970.40 Ib (for the anchor group) In y -direction... Vcbgy = Avcy/p`vcoy`Pec,VTed,VTC,VVby [Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) Avcy = 5208.00 in2 Avcoy = 80000.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 0.7195 [Eq. D-27 or D-28] Tc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2. do. J fc(ca1)1.5 [Eq. D-24] le = 8.00 in Vby = 816759.41 Ib Vcbgy = 38256.56 Ib [Eq. D-22] � = 0.70 �seis = 0.75 �Vcbgy = 20084.69 Ib (for the anchor group) Case 2: Anchor(s) furthest from edge checked against total shear load In x -direction... Vcbgx = Avcx/AvcoxTec,VTed,VTc,VVbx [Eq. D-221 cal = 133.33 in (adjusted for edges per D.6.2.4) Avcx = 9696.00 in2 Avcox = 80000.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Eq. D-27 or D-28] Tc,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2 . do . f c(cal)1.5 [Eq. D-24] le = 8.00 in Vbx = 816759.41 Ib Vcbgx = 98991.24 Ib [Eq. D-22] about:blank Page 5 of 9 (0(,;, 3/24/2010 Page 6 of 9 � = 0.70 �seis = 0.75 �Vcbgx = 51970.40 Ib (for the entire anchor group) In y -direction... Vcbgy = Avcy/Avcoy`Yec,VTed,VTC,VVby [Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) Avcy = 5208.00 in2 Avcoy = 80000.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,V = 0.7195 [Eq. D-27 or D-28] `f`c,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2 do � fc(ca1)1.5 [Eq. D-241 le = 8.00 in Vby = 816759.41 Ib Vcbgy = 38256.56 Ib [Eq. D-221 � = 0.70 �seis = 0.75 �Vcbgy = 20084.69 Ib (for the entire anchor group) Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge Vcbgx = Avcx/AvcoxTec,vTed,VTc,VVbx [Eq. D-22] cal = 13.00 in Avcx = 838.50 in2 Avcox = 760.50 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,v = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2 4 do fc(ca1)1.5 [Eq. D-241 le = 8.00 in Vbx = 24865.72 Ib Vcbgx = 27416.05 Ib [Eq. D-22] 107 about:blank 3/24/2010 Page 7 of 9 Vcbgy — 2 * Vcbgx [Sec. D.6.2.1(c)] Vcbgy = 54832.10 Ib = 0.70 �seis = 0.75 Vcbgy = 28786.85 Ib (for the anchor group) Check anchors at cy1 edge Vcbgy = Avcy/AvcoyTec,VTed,VTc,VVby [Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) Avcy = 5208.00 in2 Avcoy = 80000.00 in2 [Eq. D-23] `Pec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Sec. D.6.2.1(c)] Tc,V = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2 4 do � f c(ca1)1 .5 [Eq. D-24] le=8.00 in Vby = 816759.41 Ib Vcbgy = 53171.04 Ib [Eq. D-221 Vcbgx = 2 * Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 106342.08 Ib � = 0.70 �seis = 0.75 Vcbgx = 55829.59 Ib (for the anchor group) Check anchors at cx2 edge Vcbgx = Avcx/AvcoxTec,VTed,VTc,VVbx [Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) Avcx = 9696.00 in2 Avcox = 80000.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2 J do. fc(ca1)1.5 [Eq. D-241 108 about:blank 3/24/2010 Page 8 of 9 le = 8.00 in Vbx = 816759.41 Ib Vcbgx = 98991.24 Ib [Eq. D-221 Vcbgy = 2 * Vcbgx [Sec. D.6.2.1 (c)] Vcbgy = 197982.48 Ib � = 0.70 �seis = 0.75 Vcbgy = 103940.80 Ib (for the anchor group) Check anchors at cy2 edge Vcbgy = Avcy/AvcoyTec,V`t`ed,VTC,VVby [Eq. D-22] cal = 133.33 in (adjusted for edges per D.6.2.4) Agcy = 5208.00 int Avcoy = 80000.00 int [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Sec. D.6.2.1(c)] TC,V = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2. do � fc(ca1)1.5 [Eq. D-24] le = 8.00 in Vby = 816759.41 Ib Vcbgy = 53171.04 Ib [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1 (c)] Vcbgx = 106342.08 Ib � = 0.70 �seis = 0.75 Vcbgx = 55829.59 Ib (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] VcP9 = kcpNcbg [Eq. D-30] kcP = 2 [Sec. D.6.3.1] eNx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) eNy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) `Pec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) Tec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) �Og about:blank 3/24/2010 Page 9 of 9 'Pec,N' = 1.0000 (Combination of x-axis & y-axis eccentricity factors) Ncbg = (ANca/ANd(Tec,N'/Tec,N)Ncbg Ncbg = 68923.70 Ib (from Section (5) of calculations) ANc = 2337.50 int (from Section (5) of calculations) ANca = 2337.50 int (considering all anchors) Tec,N = 1.0000 (from Section(5) of calculations) Ncbg = 68923.70 Ib (considering all anchors) Vcpg = 137847.40 Ib � = 0.70 [D.4.4] �seis = 0.75 �Vcpg = 72369.88 Ib (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.1043 - Breakout: 0.3040 - Pullout: 0.1745 - Sideface Blowout: N/A Shear - Steel : 0.3100 - Breakout (case 1) : 0.4232 - Breakout (case 2) : 0.8464 - Breakout (case 3) : 0.2953 - Pryout : 0.2349 u T.Max(0.30) + V.Max(0.85) = 1.15 <= 1.2 [Sec D.7.3] Interaction check: PASS Use 1" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 18 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be governed by a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively the minimum design strength of the anchor(s) shall be at least 2.5 times the factored forces or the anchor attachment to the structure shall undergo ductile yielding at a load level less than the design strength of the anchor(s). Designer must exercise own judgement to determine if this design is suitable. about:blank 110 3/24/2010