G5 - 2011 Structural Analysis AKH — Cupertino City Council, May 17, 2022

ATTACHMENT G5

APPENDICES

Structural Calculations by AKH

Structural Calculations by Kirk McFarland Engineers
AKH Structural Engineers, Inc. Phone (408) 978-1970
1505 Meridian Avenue, Suite B Fax (408) 267-7919
San Jose, CA 95125 www.akhse.com
Structural Calculations
Cupertino City Civic Center
Project Number: M05-036 Date: October 2011
Project Engineer: Ward Code: 1985 UBC
Seismic Zone: 4 Wind Zone: 70 mph
Checked By: Hyde Date:

Original Signature Required
To Be Valid Seal
EXP. 3/ 31 / 1 3
No. S3260

TABLE OF CONTENTS
Loads G1 - G2
Lateral Analysis L1 - L15
(computer print-out follows these pages)
Girder Analysis B1 - B2
Design References:

1. Uniform Building Code, 1985 Edition

2. Building Code Requirements for Structural Concrete (ACI 318-83)

3. Manual of Steel Construction, 8th Edition
G1STRUCTURAL LOADS
ROOF TYPE #1: Existing Tile RoofSlope, in/ft.: 4
Material Decking Purlins Beams Seismic
Spanish Tile Roofing 21.0 21.0 21.0 21.0
1/2" Plywood 1.5 1.5 1.5 1.5
3x Decking 8.0 8.0 8.0 8.0
Insulation 0.5 0.5 0.5 0.5
Fire Sprinklers 4.0 3.0 2.0
Ceiling - Suspended wood w/ tile 5.0 5.0 5.0
Purlins - 6x16 @ 6'-0" o.c. 3.5 3.5 3.5
Beams - 16B31 @ 24'-0" o.c. 1.5 1.5
Beams - 7"x19-1/2" Glue-lam beam 1.0 1.0
Miscellaneous 5.1 3.9 4.3 2.5
Sub-Total: 36.1 47.4 49.3 46.5
Slope Factor 2.0 2.6 2.7 2.5
TOTAL DEAD LOAD: 38.0 50.0 52.0 49.0 psf
ROOF TYPE #2: Existing Built-upSlope, in/ft.:0.25
Material Decking Joists Beams Seismic
Roofing - Built-up, gravel6.5 6.5 6.5 6.5
1/2" Plywood 1.5 1.5 1.5 1.5
Insulation 0.5 0.5 0.5 0.5
Fire Sprinklers 4.0 3.0 2.0
Joists - 2x14 @ 16" o.c. 4.0 4.0 4.0
HVAC Equipment 5.0 5.0 5.0
Ceiling - Suspended wood w/ tile 5.0 5.0 5.0
Beams - 21WF55 @ 24'-0" o.c. 2.5 2.5
Miscellaneous 4.5 4.5 4.0 2.0
Sub-Total: 13.0 31.0 32.0 29.0
Slope Factor 0.0 0.0 0.0 0.0
TOTAL DEAD LOAD: 13.0 31.0 32.0 29.0 psf
ROOF TYPE #3: Existing Covered WalkSlope, in/ft.: 2
Material Decking Purlins Beams Seismic
Spanish Tile Roofing 21.0 21.0 21.0 21.0
1/2" Plywood 1.5 1.5 1.5 1.5
2x Decking 4.5 4.5 4.5 4.5
Insulation 0.5 0.5 0.5 0.5
Fire Sprinklers 4.0 3.0 2.0
Purlins - 4x14 @ 6'-0" o.c. 2.5 2.5 2.5
Beams - 16B31 1.5 1.5
Beams - 10"x18" conc. 16.0 16.0
Miscellaneous 4.8 3.9 3.6 1.7
Sub-Total: 32.3 37.9 54.1 51.2
Slope Factor 1.7 2.1 2.9 2.8
TOTAL DEAD LOAD: 34.0 40.0 57.0 54.0 psf
Calculations: Loads
10/6/2011 Page 1
G2FLOOR TYPE #1:

Material Slab Joists Beams Seismic
Flooring 4.0 4.0 4.0 4.0
Concrete Slab, 3" 37.5 37.5 37.5 37.5
Fire Sprinklers 4.0 3.0 2.0
Ceiling 2.5 2.5 2.5
Joists - 6"x12" @ 3'-0" o.c.29.0 29.0 29.0
Ribs - 6"x12" @ 24'-0" o.c. 3.5 3.5 3.5
Beams - 16"x33" @ 24'-0" o.c. 26.0 26.0
Miscellaneous 4.5 4.5 3.5 1.5
Sub-Total: 46.0 85.0 109.0 106.0
Partitions 20.0 20.0 20.0
TOTAL DEAD LOAD: 46.0 105.0 129.0 126.0 psf
WALL TYPE #1: Stud Wall w/ Gyp Board Each Side
Material Weight
Studs @ 16" o.c. 1.5
Gypsum Board 5.0
Miscellaneous 1.5
TOTAL WEIGHT: 8.0 psf
WALL TYPE #2: Stud Wall w/ Spanish Tile One Side & Plywood One Side -- Mansard Material Weight
Studs @ 16" o.c. 2.5
Spanish Tile Roofing 21.0
1/2" Plywood - 2 sides 3.0
Built-up Roofing, cap 2.0
Miscellaneous 1.5
TOTAL WEIGHT: 30.0 psf
WALL TYPE #3: 6" Concrete 75 psf
WALL TYPE #4: 10" Concrete 125 psf
WALL TYPE #5: 12" Concrete 150 psf
WALL TYPE #6: 18" Concrete 225 psf
LIVE LOADS: Floor
Office Areas 50 psf
Corridors & Lobbies 100 psf
Assembly, Open 100 psf
LIVE LOADS: Roof 0 - 200 201 - 600 > 600 sq. ft.

Slope < 4:12 20 16 12 psf
Slope 4:12 to < 12:12 16 14 12 psf
Slope > 12:12 12 12 12 psf
Calculations: Loads
10/6/2011 Page 2
L1LATERAL ANALYSIS & DESIGN
Earthquake Data:

Seismic Zone 4 (UBC Figure No. 1)
The building was originally designed in 1964 as a non-essential facitlity. The upper level of the building lateral system consists of existing wood roof diaphragm and concrete shear walls. The lower level consists of a concrete joist floor system over concrete walls & columns. The lower portion was originally a full basement. In 1986, modifications & upgrades were made to the building. The North side of the building was excavated to the depth of the basement and the North basement wall opened up to a new patio. The building currently houses the City's Emergency Operations Center and is therefore an essential facility.

Note: The following analysis is to verify that the existing building, including the 1987 modifications, is adequate as an essential facility under the 1985 Uniform Building Code.

Calculations: Lateral
10/6/2011 Page 1

LOWER LEVEL PLAN
Calculations: Lateral
10/6/2011 Page 1
L2
Calculations: Lateral
10/6/2011 Page 2

UPPER LEVEL PLAN
Building Mass:

Roof Area Unit Load Mass Roof height hr = 18 ft.

Flat Roof 3456 29 100224
Tile Roof 8281 49 405769
Walkway 5808 54 313632
Mansard 1440 30 43200
Ext. Walls 396 75 29700
Partitions 11305 5 56525
Columns 297 150 44550
Total w
r = 993600 lbs ==> 993.6 kips
Floor Area Unit Load Mass Floor height hf = 12 ft.

Floor 14464 106 1533228
Ext. Walls 345 225 77625
Ret. Walls 345 150 51750
Int. Walls 1157 75 86738
Partitions 11305 10 113050
Columns 234 150 35100
Total w
f = 1897491 lbs ==> 1897.5 kips
Calculations: Lateral
10/6/2011 Page 2
L3SEISMIC FACTORS
Seismic Base Shear:

V = ZIKCSW
Z = 1 (Zone 4 - Figure No. 1)
I = 1.5 (Essential Facility - Table No. 23-K)
At Upper Level:

K = 1 (Framing System - Table No. 23-I)
hn = 18 ft. D = 137 ft.

T = 0.05 * hn / (D)1/2 = 0.077 sec.

C = 1 / [15 * (T)1/2] = 0.240 > 0.12 Therefore, use C = 0.12 S = 1.5 (Soil Type S3 for unknown soil)
CS = 0.18 > 0.14 Therefore, use CS = 0.14
V = 0.210 W
At Lower Level:

K = 1.33 (Shear Wall System - Table No. 23-I)
hn = 12 ft. D = 121 ft.

T = 0.05 * hn / (D)1/2 = 0.055 sec.

C = 1 / [15 * (T)1/2] = 0.285 > 0.12 Therefore, use C = 0.12 S = 1.5 (Soil Type S3 for unknown soil)
CS = 0.18 > 0.14 Therefore, use CS =0.14
Calculations: Lateral
10/6/2011 Page 3
CS = 0.18 > 0.14 Therefore, use CS =0.14
V = 0.279 W
Elements of Structures: Wall Seismic Factor:

F p = ZICpW p
Cp = 0.3 (Bearing Walls - Table No. 23-J)
F p = 0.450 W p
Diaphragm & Collector Seismic Factor:

F px = (ΣF n/Σwn)wpx
Max. Fpx = 0.30ZIwpx = 0.450 wpx
Min. Fpx = 0.14ZIwpx = 0.210 wpx
For one-story building, Fpx = V for Upper Level
F px = 0.210 wpx < Max. Fpx = 0.450 wpx
F px = 0.210 wpx = Min. Fpx = 0.210 wpx
F px = 0.210 wpx
Calculations: Lateral
10/6/2011 Page 3
L4Upper Level Seismic Loads:

Wood frame roof with plywood diaphragm. Concrete shear walls.

Height H = 12 ft. Note: All wall thicknesses t = 6 in.

Note: Wall rigidities are of fixed-fixed walls: R = t / [0.1(H/L)3 + 0.3(H/L)] Wall Length L Rigidity Relative R Wall Length L Rigidity Relative R SW1.2.1 7 5.893 0.5 SWA.2.1 8.5 8.512 0.452
SW1.2.2 7 5.893 0.5 SWA.2.2 9.5 10.336 0.548
ΣR = 12 ΣR = 19
SW5.2.1 7 5.893 0.5 SWF.2.1 13 16.874 0.741
SW5.2.2 7 5.893 0.5 SWF.2.2 7 5.893 0.259
ΣR = 12 ΣR = 23
Total Base Shear V = 208.66 kips
Load to each shear wall line F2 = 104.33 kips
Wall Shear Wall Shear
SW1.2.1 52.16 SW5.2.1 52.16
SW1.2.2 52.16 SW5.2.2 52.16
"1" Total: 104.33 "5" Total: 104.33
Wall Shear Wall Shear
SWA.2.1 47.12 SWF.2.1 77.32
SWA.2.2 57.21 SWF.2.2 27.01
"A" Total: 104.33 "F" Total: 104.33
Out of Plane Loads to Upper Level Walls
12 ft. high x 6" thick walls spanning from podium slab to roof Fp = 0.45 (150pcf x 0.5ft) = 33.75 psf
Assuming pin-pin wall connections (top & bottom)
v
max = Fp x H/2 = 202.5 lbs/ft.

M = Fp x H2/8 = 607.5 ft-lbs
Calculations: Lateral
10/6/2011 Page 4
Mmax = Fp x H2/8 = 607.5 ft-lbs
unsupported length, lu = 144 inches
radius of gyration, r = 0.3 x 6" = 1.8 inches
kl/r = 1.0*l
u/r = 80 > 22, slenderness effects must be considered
Load combinations to consider:

1.05D + 1.28L + 1.4E 0.9D+ 1.1E
See Enercalc analysis of slender wall
6" wall w/ #4 @ 12"o.c. ea. way is adequate to span vertically Anchorage for out-of-plane loads:
existing 7/8"dia. x 12" a.b. w/ 3" edge distance:

Allowable shear, V = 4.15k - [(5.25-3)(4.15-2.075)/(5.25-2.63)] = 2.37 kips/bolt (per 1985 UBC table 26-G for 3ksi concrete)
Reaction at top of walls, R = 0.204 klf (ASD)
for 7' long wall, number of A.B. required = R x 7/V = 1 bolt for 13'-10" long wall, number of A.B. required = R x 13.83/V = 2 bolts See Enercalc Anaysis of Slender Wall

DEFICIENCIES
: None
Existing Concrete Walls at the Upper Level are adequate for Out-Of-Plane Bending, Deflection and for Anchorage.

Calculations: Lateral
10/6/2011 Page 4
L5Lower Level Seismic Loads:

Concrete floor slab. Concrete shear walls.

Height H = 12 ft.

Note: All wall thicknesses t = 12
in., except along Line 5, where t =18 in.

Note: Wall rigidities are of fixed-fixed walls: R = t / [0.1(H/L)3 + 0.3(H/L)] Wall Length L Rigidity Relative R Wall Length L Rigidity Relative R SW1.1.1 48 156.735 0.680 SWA.1.1 97.5 323.367 1.000
SW1.1.2 24 73.846 0.320
ΣR = 231 SWF.1.1 97.5 323.367 1.000
Wall Line 5: Wall has new window & door openings due to 1986 modifications.

Header height H1 = 3.875 ft.

Pier height H2 = 5.75 ft.

Sill height H3 = 2.375 ft.

Note: Wall deflections are of fixed-fixed walls: ∆ = [0.1(H/L)3 + 0.3(H/L)] / t Wall Length L Rigidity Relative R Wall Length L Deflection SW5.1.1 9.33 86.416 0.238 Header 121 0.0005
SW5.1.2 5.67 44.061 0.121
SW5.1.3 6.25 50.866 0.140
SW5.1.4 6.25 50.866 0.140
SW5.1.5 5.67 44.061 0.121 Wall Length L Rigidity Relative R SW5.1.6 9.33 86.416 0.238 Sill 51.92 1310.749 0.500
ΣR = 362.686 2621.498

0.0028 0.0004
∆Total = ∆Header + ∆Piers + ∆Sills = 0.0037 in.

R Total = 1/∆Total = 272.287
ΣR = 2 * R =
∆Sills = 1/ΣR =∆Piers = 1/ΣR =
Calculations: Lateral
10/6/2011 Page 5
Calculations: Lateral
10/6/2011 Page 5
L6Total Base Shear V = 530.0 kips from lower level mass only Depth D = 97.5 ft.

Length L = 121 ft.

Transverse (N-S) load WN-S = V / L = 4.38 kip/ft.

Longitudinal (E-W) load WE-W = V / D = 5.44 kip/ft.

Load to each wall line from upper level F1 = 104.33 kips Longitudinal seismic distribution, see Enercalc Torsional Analysis of Rigid Diaphragm Program, following pages.

Load to each shear wall line:

Line Shear Total Shear
1 406.15 510.48 kips
5 153.58 257.91 kips
A 282.88 387.21 kips
F 282.88 387.21 kips
Roof Diaphragm
Diaphragm length L = 97 ft. Entire length L1 = 121 ft.

Diaphragm depth D = 121 ft. Entire depth D1 = 145 ft.

Note: The seismic coefficients for base shear & the diaphragm force, at the upper level, are equal to each other.

Diaphragm force Fpx = V = 208.66 kips
Transverse Direction:

Diaphragm shear v = Fpx * (D / D1) * 1000 / L / 2 = 898 plf Existing diaphragm is 1/2" CD-X plywood over 3x T&G decking w/ 10d @ 6" o.c. at all edges, blocked.

Allowable shear for plywood v
ap = 325 plf (UBC Table No. 25-J-1)
Allowable shear for decking vad = 100 plf (UCBC values.) Allowable shear va = vap + vad = 425 plf < v = 898 plf NG! Overstress = 111.2% > 5.0% NG!
Calculations: Lateral
10/6/2011 Page 6
Overstress = 111.2% > 5.0% NG!
Longitudinal Direction:

Diaphragm shear v = Fpx * (L / L1) * 1000 / D / 2 = 691 plf Existing diaphragm is 1/2" CD-X plywood over 3x T&G decking w/ 10d @ 6" o.c. at all edges, blocked.

Allowable shear v
a = 425 plf < v = 691 plf NG!
Overstress = 62.6% > 5.0% NG!
Existing Roof Diaphragm Is Highly Overstressed. Therefore, Diaphragm Is NOT Adequate.

DEFICIENCIES: Insufficient Amount Of Diaphragm Nailing -- Diaphragm Nail Spacing Is Too Large.

Calculations: Lateral
10/6/2011 Page 6
L7Chord & Collector Stresses
Existing chord/collector is 16B31 (W16x31) A36 steel w/ splice plate 1/4"x9"x12" on both sides & (3) 5/8"φ M.B.'s (A307 steel) at each end -- bolts are in double shear. (Note: Originally, there was only a single splice plate, but in the 1986 upgrades, an additional splice plate was added to the opposite side.) Bolts:
db = 0.625 in. d'b = db + .0625" = 0.6875 in.

Beam:
tw = 0.275 in. A = 9.12 in2
F y = 36 ksi F u = 58 ksi
Plates:
tp = 0.25 in. dp = 9 in.

F y = 36 ksi F u = 58 ksi
Allowable shear load on bolts = 6.1 * 3 * 1.33 = 24.3 kips Allowable tension load on plates (gross) = 0.60 * Fy * (2 * tp * dp) * 1.33 = 129.3 kips Allowable tension load on plates (net) = 0.50 * Fu * {2 * tp * [dp - (3 * d'b)]} * 1.33 = 133.8 kips Allowable tension load on beam (gross) = 0.60 * Fy * A * 1.33 = 262.0 kips Allowable tension load on beam (net) = 0.50 * Fu * [A - (3 * tw * d'b)] * 1.33 = 329.9 kips Min. allowable load = 24.3 kips <== Bolts capacity governs.

Existing 16B31 perimeter beams are anchored to top of concrete shear walls w/ 7/8"φ A.B.'s (A307 steel).

Allowable shear load on anchor bolts = 4.15 * 1.33 = 5.52 kips (UBC Table No. 26-G) Chord Stress:

Line A (Line F Same)
Chord stress T = Fpx * D 2 / 8 / L / D1 = 27.2 kips
Allowable load = 24.3 kips < T = 27.2 kips NG!
Overstress = 11.5% > 5.0% NG!
Calculations: Lateral
10/6/2011 Page 7
Line 1 (Line 5 Same)
Chord stress T = Fpx * L2 / 8 / D / L1 = 16.8 kips
Allowable load = 24.3 kips > T = 16.8 kips OK
Collector Stresses:

Line A
Force to Line A FA = 104.33 kips
See Program PL-02 - Collector Stress Analysis, following pages.

Max. collector load to SWA.2.1 = 26.9 kips
Max. collector load to SWA.2.2 = 41.4 kips
Max. collector load F = 41.4 kips
Check splice connection:

Allowable load = 24.3 kips < F = 41.4 kips
NG!
Overstress = 70.1% > 5.0% NG!
Check wall anchorage:

Number of anchor bolts N at SWA.2.1 = 6 anchor bolts
Allowable load = 5.52 * N = 33.1 kips > F = 26.9 kips
OK
Number of anchor bolts N at SWA.2.2 = 8 anchor bolts
Allowable load = 5.52 * N = 44.2 kips > F = 41.4 kips
OK
Calculations: Lateral
10/6/2011 Page 7
L8Line F
Force to Line F FF = 104.33 kips
See Program PL-02 - Collector Stress Analysis, following pages.

Max. collector load to SWF.2.1 = 26.9 kips
Max. collector load to SWF.2.2 = 27.9 kips
Max. collector load F = 27.9 kips
Check splice connection:

Allowable load = 24.3 kips < F = 27.9 kips
NG!
Overstress = 14.6% > 5.0% NG!
Check wall anchorage:

Number of anchor bolts N at SWF.2.1 = 10 anchor bolts
Allowable load = 5.52 * N = 55.2 kips > F = 26.9 kips
OK
Number of anchor bolts N at SWF.2.2 = 4 anchor bolts
Allowable load = 5.52 * N = 22.1 kips < F = 27.9 kips
NG!
Overstress = 26.4% > 5.0% NG!
Line 1 (Line 5 Same)
Force to Line 1 F1 = 104.33 kips
See Program PL-02 - Collector Stress Analysis, following pages.

Max. collector load F = 45.3 kips
Check splice connection:

Allowable load = 24.3 kips < F = 45.3 kips
NG!
Overstress = 86.0% > 5.0% NG!
Check wall anchorage:

Number of anchor bolts N = 7 anchor bolts
Allowable load = 5.52 * N = 38.6 kips < F = 45.3 kips NG! Calculations: Lateral
10/6/2011 Page 8
Allowable load = 5.52 * N = 38.6 kips < F = 45.3 kips NG! Overstress = 17.2% > 5.0% NG!
DEFICIENCIES: Insufficient Number Of Bolts At Each Beam End At Splice Connection.

Existing Anchorage of 16B31 Perimeter Beams To Top Of Concrete Shear Walls, for In-plane shear, Is Overstressed. Therefore, Beam Anchorage Is NOT Adequate.

DEFICIENCIES: Insufficient Number Of Anchor Bolts From Perimeter Beams To Top Of Most Concrete Shear Walls for In-Plane Shear. Walls With Insufficient Anchor Bolts Include All Walls Along Lines 1 & 5 and Wall Along Line F, Near Line 5 Corner.

Existing 16B31 (W16x31) Perimeter Beam Splice Connection, for Collector and Chord forces, Is Highly Overstressed. Therefore, Beam Splice Connection Is NOT Adequate.

Calculations: Lateral
10/6/2011 Page 8
L9Shear Walls
Upper Level:

Wall SW1.2.1 (Walls SW1.2.2, SW5.2.1, & SW5.2.2 Similar) Wall height H = 12 ft.

Wall length L = 7 ft.

Wall thickness t = 6 in.

Roof tributary width 1 Lr1 = 12 ft. Roof tributary width 2 Lr2 = 4 ft.

Roof load Wr = [(49 * Lr1) + (54 * Lr2)] * L / 1000 = 5.63 kips at 3.5 ft. from left end of wall.

Wall weight Ww = 150 * t * H * L / 12 / 1000 = 6.3 kips at 3.5 ft. from left end of wall.

Wall seismic weight Fw = 0.210 * W w = 1.3 kips at 6 ft. from base of wall.

Applied lateral load F = 52.16 kips at 12 ft. from base of wall.

See Program PC-02 - Concrete Shear Wall, following pages.

Max. Mu = 887.2 ft.-kips > φMn = 361.6 ft.-kips NG!
Overstress = 145.4% > 5.0% NG!
Check existing dowelling from wall base to foundation wall:

V
u = 74.8 kips
Existing #5 dowels @ 6" o.c.:φ = 0.85
d = 0.8 * L * 12 = 67.2 in. s = 6 in.

Avf = 0.31 in2
fy = 40 ksi
f'c = 3.5 ksi bw = t = 6 in.
φVs = φ * (Avf * fy * d / s) = 118.1 kips
φVc = φ * [2 * (f'c)1/2 * b * d] = 40.6 kips
φV = φV + φV = 158.6 kips < φV = φ * [10 * (f')1/2 * b * d] = 202.8 kips Calculations: Lateral
10/6/2011 Page 9
φVn = φVs + φVc = 158.6 kips < φVc = φ * [10 * (f'c)1/2 * b * d] = 202.8 kips φVn = 158.6 kips > Vu = 74.8 kips OK
Note: Starting with the 1967 UBC, (vertical) boundary members & boundary ties were required for shear walls that were part of dual systems with frames (K = 0.80). However, in the 1985 UBC, the boundary member requirements were changed to include all shear walls in general.

DEFICIENCIES
: Boundary Members Required. Double Layer of Reinforcing Required.

Existing Concrete Shear Walls Along Lines 1 & 5 Are Highly Overstressed in In-Plane bending.

Therefore, Walls Are NOT Adequate.

Calculations: Lateral
10/6/2011 Page 9
L10Wall SWA.2.1
Wall height H = 12 ft.

Wall length L = 8.5 ft.

Wall thickness t = 6 in.

Roof tributary width 1 Lr1 = 12 ft. Roof tributary width 2 Lr2 = 4 ft.

Roof load Wr = [(49 * Lr1) + (54 * Lr2)] * L / 1000 = 6.83 kips at 4.25 ft. from left end of wall.

Wall weight Ww = 150 * t * H * L / 12 / 1000 = 7.7 kips at 4.25 ft. from left end of wall.

Wall seismic weight Fw = 0.210 * W w = 1.6 kips at 6 ft. from base of wall.

Applied lateral load F = 47.12 kips at 12 ft. from base of wall.

See Program PC-02 - Concrete Shear Wall, following pages.

Max. Mu = 805.1 ft.-kips > φMn = 285.4 ft.-kips NG!
Overstress = 182.1% > 5.0% NG!
Check existing dowelling from wall base to foundation wall:

V
u = 74.8 kips
Existing #5 dowels @ 6" o.c.:φ = 0.85
d = 0.8 * L * 12 = 81.6 in. s = 6 in.

Avf = 0.31 in2
fy = 40 ksi
f'c = 3.5 ksi bw = t = 6 in.
φVs = φ * (Avf * fy * d / s) = 143.3 kips
φVc = φ * [2 * (f'c)1/2 * b * d] = 49.2 kips
φVn = φVs + φVc = 192.6 kips < φVc = φ * [10 * (f'c)1/2 * b * d] = 246.2 kips φVn = 192.6 kips > Vu = 74.8 kips OK
Calculations: Lateral
10/6/2011 Page 10
Existing Concrete Shear Wall Along Line A Is Highly Overstressed in In-Plane bending.

Therefore, Wall Is NOT Adequate.

DEFICIENCIES: Boundary Members Required.

Calculations: Lateral
10/6/2011 Page 10
L11Wall SWA.2.2
Wall height H = 12 ft.

Wall length L = 9.5 ft.

Wall thickness t = 6 in.

Roof tributary width 1 Lr1 = 12 ft. Roof tributary width 2 Lr2 = 4 ft.

Roof load Wr = [(49 * Lr1) + (54 * Lr2)] * L / 1000 = 7.64 kips at 4.75 ft. from left end of wall.

Wall weight Ww = 150 * t * H * L / 12 / 1000 = 8.6 kips at 4.75 ft. from left end of wall.

Wall seismic weight Fw = 0.210 * W w = 1.8 kips at 6 ft. from base of wall.

Applied lateral load F = 57.21 kips at 12 ft. from base of wall.

See Program PC-02 - Concrete Shear Wall, following pages.

Max. Mu = 976.2 ft.-kips > φMn = 406.2 ft.-kips NG!
Overstress = 140.3% > 5.0% NG!
Wall SWF.2.1
Wall height H = 12 ft.

Wall length L = 13 ft.

Wall thickness t = 6 in.

Roof tributary width 1 Lr1 = 12 ft. Roof tributary width 2 Lr2 = 4 ft.

Roof load Wr = [(49 * Lr1) + (54 * Lr2)] * L / 1000 = 10.45 kips at 6.5 ft. from left end of wall.

Existing Concrete Shear Wall Along Line A Is Highly Overstressed in In-Plane bending.

Therefore, Wall Is NOT Adequate.

DEFICIENCIES: Boundary Members Required. Double Layer of Reinforcing Required.

Calculations: Lateral
10/6/2011 Page 11
Roof load Wr = [(49 * Lr1) + (54 * Lr2)] * L / 1000 = 10.45 kips at 6.5 ft. from left end of wall.

Wall weight Ww = 150 * t * H * L / 12 / 1000 = 11.7 kips at 6.5 ft. from left end of wall.

Wall seismic weight Fw = 0.210 * W w = 2.5 kips at 6 ft. from base of wall.

Applied lateral load F = 77.32 kips at 12 ft. from base of wall.

See Program PC-02 - Concrete Shear Wall, following pages.

Max. Mu = 1320.0 ft.-kips > φMn = 699.2 ft.-kips NG!
Overstress = 88.8% > 5.0% NG!
Existing Concrete Shear Wall Along Line F Is Highly Overstressed in In-Plane bending.

Therefore, Wall Is NOT Adequate.

DEFICIENCIES: Double Layer of Reinforcing Required.

Calculations: Lateral
10/6/2011 Page 11
L12Wall SWF.2.2
Wall height H = 12 ft.

Wall length L = 7 ft.

Wall thickness t = 6 in.

Roof tributary width 1 Lr1 = 12 ft. Roof tributary width 2 Lr2 = 4 ft.

Roof load Wr = [(49 * Lr1) + (54 * Lr2)] * L / 1000 = 5.63 kips at 3.5 ft. from left end of wall.

Wall weight Ww = 150 * t * H * L / 12 / 1000 = 6.3 kips at 3.5 ft. from left end of wall.

Wall seismic weight Fw = 0.210 * W w = 1.3 kips at 6 ft. from base of wall.

Applied lateral load F = 27.01 kips at 12 ft. from base of wall.

See Program PC-02 - Concrete Shear Wall, following pages.

Max. Mu = 464.7 ft.-kips > φMn = 232.4 ft.-kips NG!
Overstress = 100.0% > 5.0% NG!
DEFICIENCIES: Boundary Members Required.

Existing Concrete Shear Wall Along Line F Is Highly Overstressed in In-Plane bending.

Therefore, Wall Is NOT Adequate.

Calculations: Lateral
10/6/2011 Page 12
Calculations: Lateral
10/6/2011 Page 12
L13Lower Level:

Wall SW1.5.1 (Walls along gridline 5 similar)
Wall height H = 5.75 ft.

Wall length L = 5.67 ft.

Wall thickness t = 18 in.

Roof tributary width 1 L
r1 = ft. Roof tributary width 2 Lr2 = ft.

Roof load Wr = [(49 * Lr1) + (54 * Lr2)] * L / 1000 = 0.00 kips at 2.835 ft. from left end of wall.

Wall weight Ww = 150 * t * H * L / 12 / 1000 = 7.3 kips at 2.835 ft. from left end of wall.

Wall seismic weight Fw = 0.210 * W w = 1.5 kips at 2.875 ft. from base of wall.

Applied lateral load F = 27.40 kips at 5.75 ft. from base of wall.

See Program PC-02 - Concrete Shear Wall, following pages.

Max. Mu = 236.7 ft.-kips > φMn = 115.3 ft.-kips NG!
Overstress = 105.3% > 5.0% NG!
Wall SW1.1.2 (Walls along gridline 1 similar)
Wall height H = 13 ft.

Wall length L = 25 ft.

Wall thickness t = 12 in.

Roof tributary width 1 Lr1 = ft. Roof tributary width 2 Lr2 = ft.

Roof load Wr = [(49 * Lr1) + (54 * Lr2)] * L / 1000 = 0.00 kips at 12.5 ft. from left end of wall.

Existing Concrete Shear Walls Along Line 5 Are Adequate in In-Plane Shear, Bending and for Compressive Forces Due to Overturning.

DEFICIENCIES: None
Calculations: Lateral
10/6/2011 Page 13
Wall weight Ww = 150 * t * H * L / 12 / 1000 = 48.8 kips at 12.5 ft. from left end of wall.

Wall seismic weight Fw = 0.210 * W w = 10.2 kips at 6.5 ft. from base of wall.

Applied lateral load F = 119.50 kips at 13 ft. from base of wall.

See Program PC-02 - Concrete Shear Wall, following pages.

Max. Mu = 2268.0 ft.-kips < φMn = 2293.0 ft.-kips OK
Overstress = -1.1% < 5.0% OK
DEFICIENCIES: Double layer or reinforcing required
Existing Concrete Shear Walls Along Line 1 Are Adequate in In-Plane Shear, Bending and for Compressive Forces Due to Overturning.

Calculations: Lateral
10/6/2011 Page 13
B1Girder Check
Applied Loads:

Dead Load = 109 psf GIRDERS
Dead Load = 83 psf JOISTS
Live Load = 50 psf for office spaces
100 psf for assembly, corridor spaces
Live Load reduction L = L
o(0.25+15/sqrt(KLLA T))
K LL = 2 for interior beams
A T = 768 sq. ft. for 32 ft. span girder > 400 sf, reducible 576 sq. ft. for 24 ft. span girder > 400 sf, reducible
no LL reduction for joists
LLoffice = 41.5 psf at 24 ft. span (> 0.5LL, OK)
LLassembly = 60.0 psf at 32 ft. span (no reduction for public assembly) LLcorridor = 63.3 psf at 32 ft. span (> 0.5LL, OK)
PDL Beam B4 = 2600 lbs (framing into girder on gridline E) fy main rebar = 40 ksi
fy ties = 40 ksi
slab effective width used for girder flange:
overhanging flange shall be
smallest of: 8 x slab thickness = 24 in. <-- governs
clear span/2 = 136.02 in.
total width is 2 x 24in + 16in =
64 in.
total shall not exceed girder span/4 = 68.01 in.

Calculations: Girders
10/6/2011 Page 1
slab effective width used for joist flange:
overhanging flange shall be
smallest of: 8 x slab thickness = 24 in. <-- governs
clear span/2 = 136.02 in.
total width is 2 x 24in + 12in =
60 in.
total shall not exceed joist span/4 = 68.01 in.

Floor Live Load reduction:

A trib = 768 sf A trib = 576 sf
can be reduced at a rate of 0.08 percent of area supported by the member R = 49%
R
max = 40% <---governs, reduced LLcorridor can be 40psf, LLoffice can be 20psf; Rmax = 48% 50 psf used in all spaces in original analysis See Enercalc Analyses for Joists & Girders
Calculations: Girders
10/6/2011 Page 1
B2Original Design; Shear in Girders
Working Stress Design 1964 UBC:

Vmax = 60700 lbs (from original shear diagrams)
vallow = 90 psi for 3ksi concrete w/ stirrups
V' = Vmax - vallow(bjd) = 19120 lbs shear carried by web reinforcement sreq'd = A vfvjd/V' = 13.3 in. Stirrups provided at 12" spacing Current Design; Shear in Girders
Strength Design 2010 CBC:

Vc = 62474 lbs f'c = 3500 psi
fVc = 46855 lbs for (2) #3 tie legs, s = 0.22(40000)33"/Vs = 290400 /Vs fVc/2 = 23428 lbs
Vu Vs <fVc/2?
spcg for
A vmin1
spcg for
A vmin2
spcg for
A v spacing
80000 44193 no 12.4 11 6 6
70000 30860 no 12.4 11 9 9 Per Enercalc Analysis:
65000 24193 no 12.4 11 12 11 Vu max = 78730 lbs
60000 17526 no 12.4 11 16 11
φVn for ties @ 12" = 65000 lbs
50000 4193 no 12.4 11 69 11 max overstress = 1.21
40000 0 no 12.4 11 not req'd 11
30000 0 no 12.4 11 not req'd 11
Deflection limitations
1964 UBC & 2010 CBC
L/360 for LL
L/240 for DL + LL
50 psf LL
Calculations: Girders
10/6/2011 Page 2
L/240 for DL + LL
50 psf LL
32' span D limit = 1.07 in. (LL only)

1.60 in. (DL + LL) Dmax = 0.154 in.
24' span D limit = 0.80 in. (LL only)

1.20 in. (DL + LL) Dmax = 0.039 in.

Long term deflections due to creep
For 32' span girder
lD = z/(1+50r') = 1.41 in.

Total long term deflection = lD + Dmax = 1.57 in. which is still within code limits for Total Deflection
Existing Concrete Girder Along Line C Is Adequate in Flexure, But is Overstressed in Shear at Two Columns (Gridlines 2 & 3).

DEFICIENCIES: Shear Reinforcement Spacing is Too Large at Some Locations Calculations: Girders
10/6/2011 Page 2
Concrete Slender Wall ENERCALC, INC. 1983-2011, Build:6.11.9.30, Ver:6.11.8.1 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 5 OCT 2011, 12:38PM
Description : Existing 6" wall
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

General Information
Min Allow Out-of-Plane Defl Ratio = L / 150.0Rebar at wall center =Minimum Vertical Steel % 0.0020
Wall Thickness 6.0in
Bar Size 4#
Bar Spacing 12.0in
=Width of Design Strip 12.0in

1.0λ
Rebar "d" distance in3.0
Lower Level Rebar . . .

Temp Diff across thickness
deg F=3.50ksi

40.0ksi
Fr : Rupture Modulus 295.80psi
ρ
3,372.17ksi
Max % of balanced 0.60
144.0pcf=
=Max Pu/Ag = f'c *
=

0.060
Using Stiffness Reduction Factor per ACI R.10.12.3=: Lt Wt Conc Factor Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-05 =
Ec : Concrete Elastic Modulus
=
=
Concrete Density
=f'c : Concrete 28 day strength
Fy : Rebar Yield
One-Story Wall Dimensions

12.0 B
Roof Attachment
A
Floor Attachment
B Parapet height ft=
=Clear Height
Top & Bottom Pinned
A ft
Wall Support Condition
Vertical Loads

0.880 0.2560
Vertical Uniform Loads . . . ( Applied per foot of Strip Width) Ledger Load
Concentric Load
DL : Dead Load
k/ft
k/ft
Lr : Roof Live Load Lf : Floor Live Load S : Snow Load
Eccentricity in
Lateral Loads

15.0 Fp 1.0 = 34.0psf
Full area WIND load psf Wall Weight Seismic Load Input Method : Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 34.0psf

DESIGN SUMMARY
Actual Values . . . Allowable Values . . .Governing Load Combination . . .

Axial Load Check
+1.40D at 5.20 to 5.60
Max Pu / Ag 26.631psi 0.06 * f'c 210.0psi
Reinforcing Limit Check As/bd =0.005556Controlling As/bd +1.40D

0.02598
Service Deflection Check
D + L + S + E/1.4
Min. Defl. Ratio Max Allow Ratio9,242.33 150.0PASS
FAIL
PASS
Max. Deflection 0.01558in Max. Allow. Defl. 0.960in
PASS
Moment Capacity Check
+1.050D+1.280Lr+1.40E Max Mu 0.8592k-ft Phi * Mn 2.046k-ft Maximum Bending Stress Ratio = 0.420PASS
Minimum Moment Check
+1.40D
k-ft
Top Horizontal E Only
Base Horizontal E Only 0.2040k
rho bal
Maximum Reactions . . . for Load Combination....

Results reported for "Strip Width" of 12.0 in

0.2040k

0.50 Vertical Reaction D + L + Lr 2.0k
Mcracking 1.7331.775 Minimum Phi Mn k-ft
Concrete Slender Wall ENERCALC, INC. 1983-2011, Build:6.11.9.30, Ver:6.11.8.1 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 5 OCT 2011, 12:38PM
Description : Existing 6" wall
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Moment Values 0.6 *
Design Maximum Combinations - Moments

0.06*f'c*b*t
Axial Load
Load Combination Phi MnMu
k
Pu Mcr As RatioAs EffAs rho bal
in^2k-ft in^2k k-ftk-ft
Phi

0.0056 0.248 0.00 2.08 15.120 0.200 0.0260 1.917 0.88 1.77+1.40D at 5.20 to 5.60

0.0056 0.243 0.86 2.05 15.120 0.200 0.0260 1.736 0.88 1.77+1.050D+1.280Lr+1.40E at 5.60 to 6.00

0.0056 0.230 0.67 1.96 15.120 0.200 0.0260 1.207 0.89 1.77+0.90D+1.10E at 5.60 to 6.00 Moment Values DeflectionsStiffness
Design Maximum Combinations - Deflections
Axial Load
Load Combination I crackedMactualPu Mcr Defl. Ratio
in^4k-ft k-ft in^4 in^4 ink
DeflectionI effectiveI gross

0.0 0.000 0.00 13.02 1.597 216.000 216.00 1.77D + L + Lr at 5.60 to 6.00 14,963.8 0.010 0.27 12.73 1.341 216.000 216.00 1.77D + L + W at 5.60 to 6.00 14,963.8 0.010 0.27 12.73 1.341 216.000 216.00 1.77D + L + W + S/2 at 5.60 to 6.00 29,927.6 0.005 0.14 12.73 1.341 216.000 216.00 1.77D + L + S + W/2 at 5.60 to 6.00 9,242.3 0.016 0.44 12.73 1.341 216.000 216.00 1.77D + L + S + E/1.4 at 5.60 to 6.00 21,368.9 0.007 0.19 12.88 1.469 216.000 216.00 1.77D + 0.5(L+Lr) + 0.7W at 5.60 to 6.00 9,427.5 0.015 0.43 12.88 1.469 216.000 216.00 1.77D + 0.5(L+Lr)+ 0.7E at 5.60 to 6.00 Top Horizontal Vertical @ Wall Base
Reactions - Vertical & Horizontal
Base HorizontalLoad Combination
D Only 0.0 0.00 1.744k k k
S Only 0.0 0.00 0.000k k k
W Only 0.1 0.09 0.000k k k
E Only 0.2 0.20 0.000k k k
D + L + Lr 0.0 0.00 2.000k k k
D + L + S 0.0 0.00 1.744k k k
D + L + W + S/2 0.1 0.09 1.744k k k
D + L + S + W/2 0.0 0.05 1.744k k k
D + L + S + E/1.4 0.1 0.15 1.744k k k
Program: PL-02 COLLECTOR STRESS ANALYSIS
Designation: Wall Line 1 & 5
Input Data:

Total Lateral Load: 104330 lbs.

Overall Collector Length: 121 ft.

Wall No. Length (ft) Begin (ft.)* Wall No. Length (ft) Begin (ft.)* 1 7 1 6
2 7 113 7
3 8
4 9
5 10
* Begin location is distance from left end of overall collector length to left end of shear wall.

Collector Load = 862.2 plf
Shear Wall Load = 7452.1 plf
Collector Loads:

Wall No. Begin (lbs.) End (lbs.) Wall No.Begin (lbs.)End (lbs.) 1 862 -45267 6 0 0
2 45267 -862 7 0 0
3 0 0 8 0 0
4 0 0 9 0 0
5 0 0 10 0 0
Program PL-02: Collector Stress - Line 1 & 5 - Tile
10/6/2011 Page 1
Program: PL-02 COLLECTOR STRESS ANALYSIS
Designation: Wall Line A
Input Data:

Total Lateral Load: 104330 lbs.

Overall Collector Length: 97 ft.

Wall No. Length (ft) Begin (ft.)* Wall No. Length (ft) Begin (ft.)* 1 8.5 25 6
2 9.5 49 7
3 8
4 9
5 10
* Begin location is distance from left end of overall collector length to left end of shear wall.

Collector Load = 1075.6 plf
Shear Wall Load = 5796.1 plf
Collector Loads:

Wall No. Begin (lbs.) End (lbs.) Wall No.Begin (lbs.)End (lbs.) 1 26889 -13235 6 0 0
2 3436 -41409 7 0 0
3 0 0 8 0 0
4 0 0 9 0 0
5 0 0 10 0 0
Program PL-02: Collector Stress - Line A - Tile
10/6/2011 Page 1
Program: PL-02 COLLECTOR STRESS ANALYSIS
Designation: Wall Line F
Input Data:

Total Lateral Load: 104330 lbs.

Overall Collector Length: 97 ft.

Wall No. Length (ft) Begin (ft.)* Wall No. Length (ft) Begin (ft.)* 1 13 25 6
2 7 89 7
3 8
4 9
5 10
* Begin location is distance from left end of overall collector length to left end of shear wall.

Collector Load = 1075.6 plf
Shear Wall Load = 5216.5 plf
Collector Loads:

Wall No. Begin (lbs.) End (lbs.) Wall No.Begin (lbs.)End (lbs.) 1 26889 -26943 6 0 0
2 27911 -1076 7 0 0
3 0 0 8 0 0
4 0 0 9 0 0
5 0 0 10 0 0
Program PL-02: Collector Stress - Line F - Tile
10/6/2011 Page 1
Program: PC-03 CONCRETE SHEAR WALL
Designation: SW1.2.1 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 7 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Unsupported Height 12 ft. Load No. Dead, kipsLive, kipsDistance Special (Y/N) 1 5.63 3.5
Horizontal Bars 4 (3-9) 2 6.3 3.5
Spacing 12 in. 3
Vertical Bars 4 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 8 (3-10) Load No. Force, kipsHeight, ft.

Number of Bars 2 1 52.16 12
Right End Bar Size 8 (3-10) 2 1.3 6
Number of Bars 2 3
Distance From End 4 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check:
φ = 0.85
Vu = 74.8 kips φVn = 107.6 kips OK DCR = 0.70
Bending Check: φ = 0.88
Mu left = 887.2 ft-kips φMn = 364.1 ft-kips Overstressed! DCR = 2.44 Mu right = 887.2 ft-kips φMn = 364.1 ft-kips Overstressed! DCR = 2.44 Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 12.6 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.6 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.6 sq.in. Supplied Number Of Bars = 2 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SW1-2-1 - Tile
10/6/2011 Page 1
Program: PC-03 CONCRETE SHEAR WALL
Designation: SWA.2.1 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 8.5 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Unsupported Height 12 ft. Load No. Dead, kipsLive, kipsDistance Special (Y/N) 1 6.83 4.25
Horizontal Bars 4 (3-9) 2 7.7 4.25
Spacing 12 in. 3
Vertical Bars 4 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 9 (3-10) Load No. Force, kipsHeight, ft.

Number of Bars 1 1 47.12 12
Right End Bar Size 9 (3-10) 2 1.6 6
Number of Bars 1 3
Distance From End 4 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Single Reinforcing Curtain Allowed Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check:
φ = 0.85
Vu = 68.2 kips φVn = 120.1 kips OK DCR = 0.57
Bending Check: φ = 0.88
Mu left = 805.1 ft-kips φMn = 285.4 ft-kips Overstressed! DCR = 2.82 Mu right = 805.1 ft-kips φMn = 285.4 ft-kips Overstressed! DCR = 2.82 Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 15.3 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.7 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.0 sq.in. Supplied Number Of Bars = 1 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SWA-2-1 - Tile
10/6/2011 Page 1
Program: PC-03 CONCRETE SHEAR WALL
Designation: SWA.2.2 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 9.5 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Unsupported Height 12 ft. Load No. Dead, kipsLive, kipsDistance Special (Y/N) 1 7.64 4.75
Horizontal Bars 4 (3-9) 2 8.6 4.75
Spacing 12 in. 3
Vertical Bars 4 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 10 (3-10) Load No. Force, kipsHeight, ft.

Number of Bars 1 1 57.21 12
Right End Bar Size 10 (3-10) 2 1.8 6
Number of Bars 1 3
Distance From End 4 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check:
φ = 0.85
Vu = 82.6 kips φVn = 134.2 kips OK DCR = 0.62
Bending Check: φ = 0.88
Mu left = 976.2 ft-kips φMn = 406.2 ft-kips Overstressed! DCR = 2.40 Mu right = 976.2 ft-kips φMn = 406.2 ft-kips Overstressed! DCR = 2.40 Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 17.1 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.8 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.3 sq.in. Supplied Number Of Bars = 1 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SWA-2-2 - Tile
10/6/2011 Page 1
Program: PC-03 CONCRETE SHEAR WALL
Designation: SWF.2.1 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 13 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Unsupported Height 12 ft. Load No. Dead, kipsLive, kipsDistance Special (Y/N) 1 10.45 6.5
Horizontal Bars 4 (3-9) 2 11.7 6.5
Spacing 12 in. 3
Vertical Bars 4 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 8 (3-10) Load No. Force, kipsHeight, ft.

Number of Bars 2 1 77.32 12
Right End Bar Size 8 (3-10) 2 2.5 6
Number of Bars 2 3
Distance From End 4 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check:
φ = 0.85
Vu = 111.7 kips φVn = 183.7 kips OK DCR = 0.61
Bending Check: φ = 0.88
Mu left = 1320.0 ft-kips φMn = 699.2 ft-kips Overstressed! DCR = 1.89 Mu right =1320.0 ft-kips φMn = 699.2 ft-kips Overstressed! DCR = 1.89 Boundary Member Check:

Boundary Member Required: NO
* * *
* * *
* * * * *
* * * * *
* * *
*
*
*
*
*
*
Program PC-03: Shear Wall SWF-2-1 - Tile
10/6/2011 Page 1
Program: PC-03 CONCRETE SHEAR WALL
Designation: SWA.2.1 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 8.5 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Single Reinforcing Curtain Allowed Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check:
φ = 0.85
Vu = 68.2 kips φVn = 120.1 kips OK DCR = 0.57
Bending Check: φ = 0.88
Mu left = 805.1 ft-kips φMn = 285.4 ft-kips Overstressed! DCR = 2.82 Mu right = 805.1 ft-kips φMn = 285.4 ft-kips Overstressed! DCR = 2.82 Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 15.3 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.7 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.0 sq.in. Supplied Number Of Bars = 1 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SWA-2-1 - Tile
10/6/2011 Page 1
Program: PC-03 CONCRETE SHEAR WALL
Designation: SWA.2.2 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 9.5 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check:
φ = 0.85
Vu = 82.6 kips φVn = 134.2 kips OK DCR = 0.62
Bending Check: φ = 0.88
Mu left = 976.2 ft-kips φMn = 406.2 ft-kips Overstressed! DCR = 2.40 Mu right = 976.2 ft-kips φMn = 406.2 ft-kips Overstressed! DCR = 2.40 Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 17.1 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.8 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.3 sq.in. Supplied Number Of Bars = 1 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SWA-2-2 - Tile
10/6/2011 Page 1
Program: PC-03 CONCRETE SHEAR WALL
Designation: SWF.2.1 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 13 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check:
φ = 0.85
Vu = 111.7 kips φVn = 183.7 kips OK DCR = 0.61
Bending Check: φ = 0.88
Mu left = 1320.0 ft-kips φMn = 699.2 ft-kips Overstressed! DCR = 1.89 Mu right =1320.0 ft-kips φMn = 699.2 ft-kips Overstressed! DCR = 1.89 Boundary Member Check:

Boundary Member Required: NO
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Program PC-03: Shear Wall SWF-2-1 - Tile
10/6/2011 Page 1
Program: PC-03 CONCRETE SHEAR WALL
Designation: SWF.2.2 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 7 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Number of Bars 1 1 27.01 12
Right End Bar Size 9 (3-10) 2 1.3 6
Number of Bars 1 3
Distance From End 4 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Single Reinforcing Curtain Allowed Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check:
φ = 0.85
Vu = 39.6 kips φVn = 107.6 kips OK DCR = 0.37
Bending Check: φ = 0.88
Mu left = 464.7 ft-kips φMn = 232.4 ft-kips Overstressed! DCR = 2.00 Mu right =464.7 ft-kips φMn = 232.4 ft-kips Overstressed! DCR = 2.00 Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 12.6 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.6 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.0 sq.in. Supplied Number Of Bars = 1 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SWF-2-2 - Tile
10/6/2011 Page 1
Program: PC-03 CONCRETE SHEAR WALL
Designation: SW1.1.1 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 49 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 12 in. Distance measured from left end of wall, ft.

Unsupported Height 13 ft. Load No. Dead, kipsLive, kipsDistance Special (Y/N) 1 95.6 24.5
Horizontal Bars 5 (3-9) 2
Spacing 10 in. 3
Vertical Bars 6 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 6 (3-10) Load No. Force, kipsHeight, ft.

Number of Bars 6 1 225.3 13
Right End Bar Size 6 (3-10) 2 10.2 6.5
Number of Bars 6 3
Distance From End 12 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0015 Actual: 0.0031 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0020 Actual: 0.0026 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 10 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing Not Required Maximum Axial Load Check: OK
Shear Check:
φ = 0.85
Vu = 329.7 kips φVn = 1347.4 kips OK DCR = 0.24
Bending Check: φ = 0.89
Mu left = 4193.3 ft-kips φMn = 4503.2 ft-kips OK DCR = 0.93 Mu right = 4193.3 ft-kips φMn = 4503.2 ft-kips OK DCR = 0.93 Boundary Member Check:

Boundary Member Required: NO
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Program PC-03: Shear Wall SW1-1-1 - Tile
10/6/2011 Page 1
Program: PC-03 CONCRETE SHEAR WALL
Designation: SW1.1.2 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 25 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 12 in. Distance measured from left end of wall, ft.

Unsupported Height 13 ft. Load No. Dead, kipsLive, kipsDistance Special (Y/N) 1 48.8 12.5
Horizontal Bars 5 (3-9) 2
Spacing 10 in. 3
Vertical Bars 6 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain S S/D
Lateral Loads
Left End Bar Size 6 (3-10) Load No. Force, kipsHeight, ft.

Number of Bars 6 1 119.5 13
Right End Bar Size 6 (3-10) 2 10.2 6.5
Number of Bars 6 3
Distance From End 6 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0015 Actual: 0.0031 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0020 Actual: 0.0026 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 10 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing Not Required Maximum Axial Load Check: OK
Shear Check:
φ = 0.85
Vu = 181.6 kips φVn = 687.4 kips OK DCR = 0.26
Bending Check: φ = 0.89
Mu left = 2267.7 ft-kips φMn = 2292.8 ft-kips OK DCR = 0.99 Mu right = 2267.7 ft-kips φMn = 2292.8 ft-kips OK DCR = 0.99 Boundary Member Check:

Boundary Member Required: NO
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Program PC-03: Shear Wall SW1-1-2 - Tile
10/6/2011 Page 1
Program: PC-03 CONCRETE SHEAR WALL
Designation: SW5.1.5 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 5.67 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 18 in. Distance measured from left end of wall, ft.

Unsupported Height 5.75 ft. Load No. Dead, kipsLive, kipsDistance Special (Y/N) 1 18.9 2.835
Horizontal Bars 5 (3-9) 2
Spacing 12 in. 3
Vertical Bars 5 (3-9) 4
Spacing 12 in. 5
Single or Double Curtain D S/D
Lateral Loads
Left End Bar Size 6 (3-10) Load No. Force, kipsHeight, ft.

Number of Bars 3 1 27.4 5.75
Right End Bar Size 6 (3-10) 2 4 2.875
Number of Bars 3 3
Distance From End 3 in. 4
Boundary Tie Bars (3-6) if required. 5
6 Concrete Strength, f'c 3.5 ksi
Reinforcing Yield, Fy 40 ksi Note: Program does not calculate wall self weight! Code Minimum Checks:

Minimum Wall Vertical Reinforcing Ratio: 0.0012 Actual: 0.0029 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0020 Actual: 0.0029 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing Not Required Maximum Axial Load Check: OK
Shear Check:
φ = 0.85
Vu = 44.0 kips φVn = 243.4 kips OK DCR = 0.18
Bending Check: φ = 0.89
Mu left = 236.7 ft-kips φMn = 252.6 ft-kips OK DCR = 0.94 Mu right = 236.7 ft-kips φMn = 252.6 ft-kips OK DCR = 0.94 Boundary Member Check:

Boundary Member Required: NO
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Program PC-03: Shear Wall SW5-1-5 - Tile
10/6/2011 Page 1
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Joist J-1 (betw. gl 2 & 3; assembly)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05

3.50 7.50
145.0
Elastic Modulus 3,372.17ksi
1 =40.0
29,000.0

40.0 29,000.0
3=
2 = 0.90

0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c * 443.71
pcf
E - Main Rebar
ksi
psi
= 1.0λ LtWt Factor
Fy - Stirrups ksi
==
=
E - Stirrups ksi
60 in
12 in
15 in
3 inβ 0.850
==
=
Shear :

Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values
Flexure :
ψ
#
φ
Load Combination : 2006 IBC & ASCE 7-05
12" w x 15" hSpan=24.0 ft 12" w x 15" hSpan=24.0 ft 12" w x 15" hSpan=24.0 ft 12" w x 15" hSpan=24.0 ft 12" w x 15" hSpan=24.0 ft L(0.3) L(0.3) L(0.3) L(0.3) L(0.135) L(0.15) L(0.192) L(0.15)D(0.2490) .Cross Section & Reinforcing Details
Tee Section, Stem Width = 12.0 in, Total Height = 15.0 in, Top Flange Width = 60.0 in, Flange Thickness = 3.0 in Span #1 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 20.0 ft in this span 1-#8 at 1.50 in from Bottom, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 20.0 ft in this span 1-#8 at 2.0 in from Top, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 16.0 to 24.0 ft in this span Span #2 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 20.0 ft in this span 1-#8 at 1.50 in from Bottom, from 16.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 8.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 20.0 ft in this span 1-#8 at 2.0 in from Top, from 16.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 18.0 to 24.0 ft in this span Span #3 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 24.0 ft in this span 1-#8 at 1.50 in from Bottom, from 6.0 to 18.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 6.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 18.0 to 24.0 ft in this span Span #4 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 8.0 ft in this span 1-#8 at 1.50 in from Bottom, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 6.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 8.0 ft in this span 1-#8 at 2.0 in from Top, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 16.0 to 24.0 ft in this span Span #5 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 20.0 ft in this span 1-#8 at 1.50 in from Bottom, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 20.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 8.0 ft in this span 1-#8 at 2.0 in from Top, from 4.0 to 24.0 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Loads on all spans...

D = 0.0830
Uniform Load on ALL spans : D = 0.0830 ksf, Tributary Width = 3.0 ft Load for Span Number 1
Uniform Load : L = 0.10 ksf, Tributary Width = 3.0 ft, (corridor LL) Load for Span Number 2
Uniform Load : L = 0.10 ksf, Extent = 8.0 -->> 24.0 ft, Tributary Width = 3.0 ft, (assembly LL) Uniform Load : L = 0.10 ksf, Extent = 0.0 -->> 8.0 ft, Tributary Width = 3.0 ft, (coridor) Load for Span Number 3
Uniform Load : L = 0.10 ksf, Extent = 0.0 -->> 18.0 ft, Tributary Width = 3.0 ft, (assembly LL) Uniform Load : L = 0.0450 ksf, Extent = 18.0 -->> 24.0 ft, Tributary Width = 3.0 ft, (office LL) Load for Span Number 4
Uniform Load : L = 0.050 ksf, Extent = 0.0 -->> 16.0 ft, Tributary Width = 3.0 ft, (office LL) Uniform Load : L = 0.0640 ksf, Extent = 16.0 -->> 24.0 ft, Tributary Width = 3.0 ft, (corridor LL) Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Joist J-1 (betw. gl 2 & 3; assembly)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Load for Span Number 5
Uniform Load : L = 0.050 ksf, Tributary Width = 3.0 ft, (office LL) .Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio = 0.882: 1
Load Combination +1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (LL*L*) Span # where maximum occurs Span # 2
Location of maximum on span 0.000ft
Mn * Phi : Allowable 57.522 k-ft
Typical SectionSection used for this span
Mu : Applied -50.717k-ft
Maximum Deflection
4357
1869
Ratio = 6972
Max Downward L+Lr+S Deflection 0.111in 2595Ratio =
Max Upward L+Lr+S Deflection -0.066in Ratio =
Max Downward Total Deflection 0.154in Ratio =
Max Upward Total Deflection -0.041in
.

Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 11.528 5.442 13.998 15.052 11.326 4.012 D Only 6.762 2.359 5.819 6.762 5.819 2.359 L Only, LL Comb Run (****L) 2.347 0.004 0.103 -0.026 -0.388 1.559 L Only, LL Comb Run (***L*) 2.264 -0.014 -0.325 0.081 2.123 -0.194 L Only, LL Comb Run (***LL) 4.611 -0.009 -0.222 0.056 1.736 1.365 L Only, LL Comb Run (**L**) -0.501 0.090 3.950 -0.539 3.126 0.083 L Only, LL Comb Run (**L*L) 1.846 0.094 4.054 -0.564 2.738 1.642 L Only, LL Comb Run (**LL*) 1.763 0.076 3.625 -0.457 5.249 -0.110 L Only, LL Comb Run (**LLL) 4.110 0.081 3.728 -0.483 4.861 1.449 L Only, LL Comb Run (*L***) 0.155 -0.353 4.125 3.919 -0.620 -0.026 L Only, LL Comb Run (*L**L) 2.502 -0.349 4.229 3.893 -1.008 1.533 L Only, LL Comb Run (*L*L*) 2.419 -0.367 3.800 4.000 1.503 -0.219 L Only, LL Comb Run (*L*LL) 4.766 -0.362 3.903 3.974 1.116 1.339 L Only, LL Comb Run (*LL**) -0.346 -0.263 8.076 3.380 2.505 0.058 L Only, LL Comb Run (*LL*L) 2.001 -0.259 8.179 3.354 2.118 1.616 L Only, LL Comb Run (*LLL*) 1.918 -0.277 7.750 3.461 4.629 -0.136 L Only, LL Comb Run (*LLLL) 4.265 -0.273 7.854 3.436 4.241 1.423 L Only, LL Comb Run (L****) -0.052 3.118 -0.775 4.694 0.207 0.009 L Only, LL Comb Run (L***L) 2.295 3.122 -0.672 4.668 -0.181 1.567 L Only, LL Comb Run (L**L*) 2.212 3.104 -1.101 4.775 2.330 -0.185 L Only, LL Comb Run (L**LL) 4.559 3.108 -0.997 4.749 1.943 1.374 L Only, LL Comb Run (L*L**) -0.552 3.207 3.175 4.155 3.332 0.092 L Only, LL Comb Run (L*L*L) 1.795 3.212 3.279 4.129 2.945 1.651 L Only, LL Comb Run (L*LL*) 1.712 3.194 2.850 4.237 5.456 -0.102 L Only, LL Comb Run (L*LLL) 4.058 3.198 2.953 4.211 5.068 1.457 L Only, LL Comb Run (LL***) 0.103 2.765 3.350 8.612 -0.413 -0.017 L Only, LL Comb Run (LL**L) 2.450 2.769 3.454 8.587 -0.801 1.542 L Only, LL Comb Run (LL*L*) 2.367 2.751 3.025 8.694 1.710 -0.211 L Only, LL Comb Run (LL*LL) 4.714 2.755 3.128 8.668 1.322 1.348 L Only, LL Comb Run (LLL**) -0.397 2.854 7.301 8.074 2.712 0.066 L Only, LL Comb Run (LLL*L) 1.950 2.859 7.404 8.048 2.325 1.625 L Only, LL Comb Run (LLLL*) 1.867 2.841 6.975 8.155 4.836 -0.127 L Only, LL Comb Run (LLLLL) 4.213 2.845 7.079 8.129 4.448 1.431 D+L, LL Comb Run (****L) 9.109 2.363 5.922 6.736 5.431 3.918 D+L, LL Comb Run (***L*) 9.026 2.345 5.493 6.844 7.942 2.165 D+L, LL Comb Run (***LL) 11.373 2.350 5.597 6.818 7.555 3.724 D+L, LL Comb Run (**L**) 6.262 2.449 9.769 6.224 8.944 2.442 D+L, LL Comb Run (**L*L) 8.609 2.453 9.872 6.198 8.557 4.001 D+L, LL Comb Run (**LL*) 8.526 2.435 9.444 6.305 11.068 2.249 D+L, LL Comb Run (**LLL) 10.872 2.439 9.547 6.279 10.680 3.808 D+L, LL Comb Run (*L***) 6.917 2.006 9.944 10.681 5.199 2.333 D+L, LL Comb Run (*L**L) 9.264 2.010 10.047 10.655 4.811 3.892 D+L, LL Comb Run (*L*L*) 9.181 1.992 9.619 10.762 7.322 2.140 D+L, LL Comb Run (*L*LL) 11.528 1.997 9.722 10.736 6.934 3.698 D+L, LL Comb Run (*LL**) 6.417 2.096 13.894 10.142 8.324 2.417 D+L, LL Comb Run (*LL*L) 8.764 2.100 13.998 10.117 7.937 3.975 D+L, LL Comb Run (*LLL*) 8.681 2.082 13.569 10.224 10.448 2.223 D+L, LL Comb Run (*LLLL) 11.027 2.086 13.672 10.198 10.060 3.782 D+L, LL Comb Run (L****) 6.701 5.390 4.904 11.653 6.063 2.369 D+L, LL Comb Run (L***L) 9.048 5.392 5.004 11.632 5.676 3.928 D+L, LL Comb Run (L**L*) 8.966 5.382 4.588 11.722 8.184 2.175 D+L, LL Comb Run (L**LL) 11.312 5.384 4.688 11.700 7.797 3.734 Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Joist J-1 (betw. gl 2 & 3; assembly)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Vertical Reactions - Unfactored Support notation : Far left is #1 D+L, LL Comb Run (L*L**) 6.196 5.439 8.790 11.206 9.206 2.453 D+L, LL Comb Run (L*L*L) 8.543 5.442 8.890 11.185 8.819 4.012 D+L, LL Comb Run (L*LL*) 8.461 5.432 8.474 11.273 11.326 2.260 D+L, LL Comb Run (L*LLL) 10.808 5.434 8.574 11.252 10.940 3.818 D+L, LL Comb Run (LL***) 6.882 5.290 9.425 15.003 5.342 2.339 D+L, LL Comb Run (LL**L) 9.228 5.289 9.521 14.987 4.956 3.898 D+L, LL Comb Run (LL*L*) 9.147 5.290 9.122 15.052 7.460 2.145 D+L, LL Comb Run (LL*LL) 11.493 5.290 9.218 15.037 7.074 3.704 D+L, LL Comb Run (LLL**) 6.371 5.279 13.218 14.691 8.507 2.424 D+L, LL Comb Run (LLL*L) 8.717 5.278 13.314 14.676 8.122 3.983 D+L, LL Comb Run (LLLL*) 8.636 5.281 12.917 14.737 10.625 2.230 D+L, LL Comb Run (LLLLL) 10.983 5.280 13.012 14.723 10.239 3.789 .Shear Stirrup Requirements
Between 0.00 to 19.80 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 20.40 to 27.00 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 6.000 in Between 27.60 to 45.00 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 45.60 to 50.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 6.000 in Between 51.00 to 70.20 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 70.80 to 71.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 6.000 in Between 72.00 to 95.40 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 96.00 to 96.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 6.000 in Between 97.20 to 119.40 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in .Maximum Forces & Stresses for Load Combinations
Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span
MAXimum BENDING Envelope
Span # 1 1 23.400 -43.98 57.52 0.76
Span # 2 2 24.000 -50.72 57.52 0.88
Span # 3 3 48.000 -42.92 57.52 0.75
Span # 4 4 72.000 -35.54 57.52 0.62
Span # 5 5 96.000 -35.80 57.52 0.62
+1.40D
Span # 1 1 23.400 -18.16 57.52 0.32
Span # 2 2 24.000 -21.14 57.52 0.37
Span # 3 3 48.000 -15.85 57.52 0.28
Span # 4 4 95.400 -18.56 57.52 0.32
Span # 5 5 96.000 -21.14 57.52 0.37
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.400 -15.40 57.52 0.27
Span # 2 2 24.000 -17.95 57.52 0.31
Span # 3 3 48.000 -14.25 57.52 0.25
Span # 4 4 95.400 -24.87 57.52 0.43
Span # 5 5 96.000 -27.38 57.52 0.48
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.400 -16.07 57.52 0.28
Span # 2 2 24.000 -18.64 57.52 0.32
Span # 3 3 71.400 -19.05 57.52 0.33
Span # 4 4 84.000 16.39 35.90 0.46
Span # 5 5 96.000 -25.55 57.52 0.44
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.400 -15.91 57.52 0.28
Span # 2 2 24.000 -18.47 57.52 0.32
Span # 3 3 71.400 -16.65 57.52 0.29
Span # 4 4 95.400 -30.37 57.52 0.53
Span # 5 5 96.000 -34.81 57.52 0.61
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 3.600 8.77 35.90 0.24
Span # 2 2 47.400 -24.96 57.52 0.43
Span # 3 3 48.000 -27.37 57.52 0.48
Span # 4 4 72.000 -26.40 57.52 0.46
Span # 5 5 96.000 -14.91 57.52 0.26
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 3.600 8.80 35.90 0.25
Span # 2 2 47.400 -25.60 57.52 0.45
Span # 3 3 48.000 -28.04 57.52 0.49
Span # 4 4 72.000 -23.92 57.52 0.42
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Joist J-1 (betw. gl 2 & 3; assembly)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span
Span # 2 2 24.000 -27.01 57.52 0.47
Span # 3 3 48.000 -21.20 57.52 0.37
Span # 4 4 95.400 -18.01 57.52 0.31
Span # 5 5 96.000 -20.22 57.52 0.35
+1.20D+0.50L+0.20S+E, LL Comb Run (
Span # 1 1 23.400 -23.40 57.52 0.41
Span # 2 2 24.000 -27.23 57.52 0.47
Span # 3 3 48.000 -20.35 57.52 0.35
Span # 4 4 72.000 -19.21 57.52 0.33
Span # 5 5 96.000 -19.65 57.52 0.34
+1.20D+0.50L+0.20S+E, LL Comb Run (
Span # 1 1 23.400 -23.35 57.52 0.41
Span # 2 2 24.000 -27.18 57.52 0.47
Span # 3 3 48.000 -20.55 57.52 0.36
Span # 4 4 95.400 -19.73 57.52 0.34
Span # 5 5 96.000 -22.54 57.52 0.39
+0.90D+1.60W+1.60H
Span # 1 1 23.400 -11.67 57.52 0.20
Span # 2 2 24.000 -13.59 57.52 0.24
Span # 3 3 48.000 -10.19 57.52 0.18
Span # 4 4 95.400 -11.93 57.52 0.21
Span # 5 5 96.000 -13.59 57.52 0.24
+0.90D+E+1.60H
Span # 1 1 23.400 -11.67 57.52 0.20
Span # 2 2 24.000 -13.59 57.52 0.24
Span # 3 3 48.000 -10.19 57.52 0.18
Span # 4 4 95.400 -11.93 57.52 0.21
Span # 5 5 96.000 -13.59 57.52 0.24
.

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads
D+L, LL Comb Run (L*L*L)D+L, LL Comb Run (L*L*L) 1 0.1540 10.800 -0.0109 25.200 D+L, LL Comb Run (L*L*L)D+L, LL Comb Run (*L*L*) 2 0.0641 13.200 -0.0280 3.600 D+L, LL Comb Run (L*L*L)D+L, LL Comb Run (L*L*L) 3 0.0787 10.800 -0.0060 25.200 D+L, LL Comb Run (L*L*L)D+L, LL Comb Run (*L*L*) 4 0.0427 10.800 -0.0149 20.400 D+L, LL Comb Run (L*L*L) 5 0.0843 13.200 0.0000 20.400 Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Joist J-1 (betw. gl 1 & 2; corridor)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05

3.50 7.50
145.0
Elastic Modulus 3,372.17ksi
1 =40.0
29,000.0

40.0 29,000.0
3=
2 = 0.90

0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c * 443.71
pcf
E - Main Rebar
ksi
psi
= 1.0λ LtWt Factor
Fy - Stirrups ksi
==
=
E - Stirrups ksi
60 in
12 in
15 in
3 inβ 0.850
==
=
Shear :

Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values
Flexure :
ψ
#
φ
Load Combination : 2006 IBC & ASCE 7-05
12" w x 15" hSpan=24.0 ft 12" w x 15" hSpan=24.0 ft 12" w x 15" hSpan=24.0 ft 12" w x 15" hSpan=24.0 ft 12" w x 15" hSpan=24.0 ft D(0.2490) L(0.30)
.Cross Section & Reinforcing Details
Tee Section, Stem Width = 12.0 in, Total Height = 15.0 in, Top Flange Width = 60.0 in, Flange Thickness = 3.0 in Span #1 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 20.0 ft in this span 1-#8 at 1.50 in from Bottom, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 20.0 ft in this span 1-#8 at 2.0 in from Top, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 16.0 to 24.0 ft in this span Span #2 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 20.0 ft in this span 1-#8 at 1.50 in from Bottom, from 16.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 8.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 20.0 ft in this span 1-#8 at 2.0 in from Top, from 16.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 18.0 to 24.0 ft in this span Span #3 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 24.0 ft in this span 1-#8 at 1.50 in from Bottom, from 6.0 to 18.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 6.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 18.0 to 24.0 ft in this span Span #4 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 8.0 ft in this span 1-#8 at 1.50 in from Bottom, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 6.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 8.0 ft in this span 1-#8 at 2.0 in from Top, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 16.0 to 24.0 ft in this span Span #5 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 20.0 ft in this span 1-#8 at 1.50 in from Bottom, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 20.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 8.0 ft in this span 1-#8 at 2.0 in from Top, from 4.0 to 24.0 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Loads on all spans...

D = 0.0830, L = 0.10
Uniform Load on ALL spans : D = 0.0830, L = 0.10 ksf, Tributary Width = 3.0 ft .Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio = 0.890: 1
Load Combination +1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (*L*LL) Span # where maximum occurs Span # 5
Location of maximum on span 0.000ft
Mn * Phi : Allowable 57.522 k-ft
Typical SectionSection used for this span
Mu : Applied -51.188k-ft
Maximum Deflection
4301
1846
Ratio = 6573
Max Downward L+Lr+S Deflection 0.113in 2549Ratio =
Max Upward L+Lr+S Deflection -0.067in Ratio =
Max Downward Total Deflection 0.156in Ratio =
Max Upward Total Deflection -0.044in
.

Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Joist J-1 (betw. gl 1 & 2; corridor)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 15.107 5.448 14.275 15.098 14.275 5.448 D Only 6.762 2.359 5.819 6.762 5.819 2.359 L Only, LL Comb Run (****L) 4.694 0.009 0.207 -0.052 -0.775 3.118 L Only, LL Comb Run (***L*) 3.919 -0.026 -0.620 0.155 4.125 -0.353 L Only, LL Comb Run (***LL) 8.612 -0.017 -0.413 0.103 3.350 2.765 L Only, LL Comb Run (**L**) -0.568 0.095 4.074 -0.568 4.074 0.095 L Only, LL Comb Run (**L*L) 4.125 0.103 4.280 -0.620 3.299 3.212 L Only, LL Comb Run (**LL*) 3.350 0.069 3.454 -0.413 8.199 -0.258 L Only, LL Comb Run (**LLL) 8.044 0.078 3.660 -0.465 7.424 2.859 L Only, LL Comb Run (*L***) 0.155 -0.353 4.125 3.919 -0.620 -0.026 L Only, LL Comb Run (*L**L) 4.849 -0.344 4.332 3.867 -1.395 3.092 L Only, LL Comb Run (*L*L*) 4.074 -0.379 3.505 4.074 3.505 -0.379 L Only, LL Comb Run (*L*LL) 8.767 -0.370 3.712 4.022 2.730 2.739 L Only, LL Comb Run (*LL**) -0.413 -0.258 8.199 3.350 3.454 0.069 L Only, LL Comb Run (*LL*L) 4.280 -0.250 8.406 3.299 2.678 3.187 L Only, LL Comb Run (*LLL*) 3.505 -0.284 7.579 3.505 7.579 -0.284 L Only, LL Comb Run (*LLLL) 8.199 -0.276 7.786 3.454 6.804 2.833 L Only, LL Comb Run (L****) -0.052 3.118 -0.775 4.694 0.207 0.009 L Only, LL Comb Run (L***L) 4.642 3.126 -0.568 4.642 -0.568 3.126 L Only, LL Comb Run (L**L*) 3.867 3.092 -1.395 4.849 4.332 -0.344 L Only, LL Comb Run (L**LL) 8.561 3.100 -1.189 4.797 3.557 2.773 L Only, LL Comb Run (L*L**) -0.620 3.212 3.299 4.125 4.280 0.103 L Only, LL Comb Run (L*L*L) 4.074 3.221 3.505 4.074 3.505 3.221 L Only, LL Comb Run (L*LL*) 3.299 3.187 2.678 4.280 8.406 -0.250 L Only, LL Comb Run (L*LLL) 7.992 3.195 2.885 4.229 7.631 2.868 L Only, LL Comb Run (LL***) 0.103 2.765 3.350 8.612 -0.413 -0.017 L Only, LL Comb Run (LL**L) 4.797 2.773 3.557 8.561 -1.189 3.100 L Only, LL Comb Run (LL*L*) 4.022 2.739 2.730 8.767 3.712 -0.370 L Only, LL Comb Run (LL*LL) 8.716 2.747 2.937 8.716 2.937 2.747 L Only, LL Comb Run (LLL**) -0.465 2.859 7.424 8.044 3.660 0.078 L Only, LL Comb Run (LLL*L) 4.229 2.868 7.631 7.992 2.885 3.195 L Only, LL Comb Run (LLLL*) 3.454 2.833 6.804 8.199 7.786 -0.276 L Only, LL Comb Run (LLLLL) 8.147 2.842 7.011 8.147 7.011 2.842 D+L, LL Comb Run (****L) 11.653 2.369 6.063 6.701 4.904 5.390 D+L, LL Comb Run (***L*) 10.681 2.333 5.199 6.917 9.944 2.006 D+L, LL Comb Run (***LL) 15.013 2.339 5.343 6.881 9.419 5.285 D+L, LL Comb Run (**L**) 6.194 2.454 9.892 6.194 9.892 2.454 D+L, LL Comb Run (**L*L) 11.181 2.465 10.155 6.128 8.909 5.442 D+L, LL Comb Run (**LL*) 10.113 2.428 9.272 6.349 14.018 2.101 D+L, LL Comb Run (**LLL) 14.684 2.436 9.459 6.302 13.325 5.273 D+L, LL Comb Run (*L***) 6.917 2.006 9.944 10.681 5.199 2.333 D+L, LL Comb Run (*L**L) 11.784 2.016 10.183 10.621 4.301 5.375 D+L, LL Comb Run (*L*L*) 10.836 1.980 9.324 10.836 9.324 1.980 D+L, LL Comb Run (*L*LL) 15.107 1.986 9.457 10.803 8.841 5.286 D+L, LL Comb Run (*LL**) 6.349 2.101 14.018 10.113 9.272 2.428 D+L, LL Comb Run (*LL*L) 11.309 2.111 14.275 10.048 8.308 5.428 D+L, LL Comb Run (*LLL*) 10.268 2.075 13.398 10.268 13.398 2.075 D+L, LL Comb Run (*LLLL) 14.774 2.082 13.573 10.224 12.751 5.276 D+L, LL Comb Run (L****) 6.701 5.390 4.904 11.653 6.063 2.369 D+L, LL Comb Run (L***L) 11.601 5.396 5.143 11.601 5.143 5.396 D+L, LL Comb Run (L**L*) 10.621 5.375 4.301 11.784 10.183 2.016 D+L, LL Comb Run (L**LL) 14.974 5.377 4.443 11.755 9.645 5.285 D+L, LL Comb Run (L*L**) 6.128 5.442 8.909 11.181 10.155 2.465 D+L, LL Comb Run (L*L*L) 11.125 5.448 9.166 11.125 9.166 5.448 D+L, LL Comb Run (L*LL*) 10.048 5.428 8.308 11.309 14.275 2.111 D+L, LL Comb Run (L*LLL) 14.642 5.432 8.493 11.270 13.569 5.274 D+L, LL Comb Run (LL***) 6.882 5.290 9.425 15.003 5.342 2.339 D+L, LL Comb Run (LL**L) 11.755 5.290 9.651 14.964 4.442 5.377 D+L, LL Comb Run (LL*L*) 10.803 5.290 8.846 15.098 9.457 1.986 D+L, LL Comb Run (LL*LL) 15.092 5.288 8.970 15.082 8.964 5.283 D+L, LL Comb Run (LLL**) 6.303 5.278 13.333 14.673 9.458 2.436 D+L, LL Comb Run (LLL*L) 11.271 5.279 13.576 14.631 8.491 5.432 D+L, LL Comb Run (LLLL*) 10.224 5.282 12.758 14.763 13.571 2.082 D+L, LL Comb Run (LLLLL) 14.751 5.279 12.922 14.740 12.914 5.274 Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Joist J-1 (betw. gl 1 & 2; corridor)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :
.Shear Stirrup Requirements
Between 0.00 to 19.80 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 20.40 to 27.00 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 6.000 in Between 27.60 to 45.00 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 45.60 to 51.00 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 6.000 in Between 51.60 to 68.40 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 69.00 to 74.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 6.000 in Between 75.00 to 92.40 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 93.00 to 99.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 6.000 in Between 100.20 to 119.40 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in .Maximum Forces & Stresses for Load Combinations
Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span
MAXimum BENDING Envelope
Span # 1 1 23.400 -44.44 57.52 0.77
Span # 2 2 24.000 -51.19 57.52 0.89
Span # 3 3 48.000 -44.34 57.52 0.77
Span # 4 4 95.400 -44.93 57.52 0.78
Span # 5 5 96.000 -51.19 57.52 0.89
+1.40D
Span # 1 1 23.400 -18.16 57.52 0.32
Span # 2 2 24.000 -21.14 57.52 0.37
Span # 3 3 48.000 -15.85 57.52 0.28
Span # 4 4 95.400 -18.56 57.52 0.32
Span # 5 5 96.000 -21.14 57.52 0.37
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.400 -15.24 57.52 0.27
Span # 2 2 24.000 -17.79 57.52 0.31
Span # 3 3 48.000 -14.91 57.52 0.26
Span # 4 4 95.400 -33.84 57.52 0.59
Span # 5 5 ##.### 23.10 35.90 0.64
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.400 -16.53 57.52 0.29
Span # 2 2 24.000 -19.11 57.52 0.33
Span # 3 3 71.400 -25.90 57.52 0.45
Span # 4 4 84.000 26.00 35.90 0.72
Span # 5 5 96.000 -31.68 57.52 0.55
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.400 -16.21 57.52 0.28
Span # 2 2 24.000 -18.78 57.52 0.33
Span # 3 3 71.400 -21.10 57.52 0.37
Span # 4 4 95.400 -44.06 57.52 0.77
Span # 5 5 96.000 -50.20 57.52 0.87
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 3.600 8.80 35.90 0.25
Span # 2 2 47.400 -25.70 57.52 0.45
Span # 3 3 48.000 -28.14 57.52 0.49
Span # 4 4 72.000 -28.14 57.52 0.49
Span # 5 5 96.000 -14.48 57.52 0.25
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 3.600 8.85 35.90 0.25
Span # 2 2 47.400 -26.98 57.52 0.47
Span # 3 3 48.000 -29.46 57.52 0.51
Span # 4 4 95.400 -30.66 57.52 0.53
Span # 5 5 ##.### 23.65 35.90 0.66
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 3.600 8.65 35.90 0.24
Span # 2 2 47.400 -21.86 57.52 0.38
Span # 3 3 71.400 -37.08 57.52 0.64
Span # 4 4 72.000 -43.02 57.52 0.75
Span # 5 5 96.000 -28.04 57.52 0.49
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 3.600 8.70 35.90 0.24
Span # 2 2 47.400 -23.14 57.52 0.40
Span # 3 3 71.400 -32.28 57.52 0.56
Span # 4 4 95.400 -40.88 57.52 0.71
Span # 5 5 96.000 -46.56 57.52 0.81
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.400 -28.79 57.52 0.50
Span # 2 2 36.000 26.00 35.90 0.72
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Joist J-1 (betw. gl 1 & 2; corridor)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span
+0.90D+1.60W+1.60H
Span # 1 1 23.400 -11.67 57.52 0.20
Span # 2 2 24.000 -13.59 57.52 0.24
Span # 3 3 48.000 -10.19 57.52 0.18
Span # 4 4 95.400 -11.93 57.52 0.21
Span # 5 5 96.000 -13.59 57.52 0.24
+0.90D+E+1.60H
Span # 1 1 23.400 -11.67 57.52 0.20
Span # 2 2 24.000 -13.59 57.52 0.24
Span # 3 3 48.000 -10.19 57.52 0.18
Span # 4 4 95.400 -11.93 57.52 0.21
Span # 5 5 96.000 -13.59 57.52 0.24
.

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads
D+L, LL Comb Run (L*L*L)D+L, LL Comb Run (L*L*L) 1 0.1560 10.800 -0.0112 25.200 D+L, LL Comb Run (L*L*L)D+L, LL Comb Run (*L*L*) 2 0.0667 13.200 -0.0289 3.600 D+L, LL Comb Run (L*L*L) 3 0.0869 13.200 0.0000 3.600 D+L, LL Comb Run (L*L*L)D+L, LL Comb Run (*L*L*) 4 0.0667 10.800 -0.0289 20.400 D+L, LL Comb Run (L*L*L) 5 0.1560 13.200 0.0000 20.400 Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Girder G1 (gridline B)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05

3.50 7.50
145.0
Elastic Modulus 3,372.17ksi
1 =60.0
29,000.0

40.0 29,000.0
3=
2 = 0.90

0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c * 443.71
pcf
E - Main Rebar
ksi
psi
= 1.0λ LtWt Factor
Fy - Stirrups ksi
==
=
E - Stirrups ksi
64 in
16 in
36 in
3 in
β 0.850
==
=
Shear :

Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values
Flexure :
ψ
#
φ
Load Combination : 2009 IBC & ASCE 7-05
16" w x 36" hSpan=24.0 ft 16" w x 36" hSpan=24.0 ft 16" w x 36" hSpan=24.0 ft 16" w x 36" hSpan=24.0 ft L(0.504) L(0.768) L(0.768)
L(1.536) L(0.768) L(0.504) L(0.768) L(0.504)D(2.616)
.Cross Section & Reinforcing Details
Tee Section, Stem Width = 16.0 in, Total Height = 36.0 in, Top Flange Width = 64.0 in, Flange Thickness = 3.0 in Span #1 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 2-#8 at 3.0 in from Top, from 8.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 1-#8 at 3.0 in from Bottom, from 4.0 to 24.0 ft in this span Span #2 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 6.0 ft in this span 2-#8 at 3.0 in from Bottom, from 2.0 to 22.0 ft in this span 1-#8 at 3.0 in from Bottom, from 0.0 to 20.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 2-#8 at 3.0 in from Top, from 0.0 to 8.0 ft in this span 2-#8 at 3.0 in from Bottom, from 16.0 to 24.0 ft in this span Span #3 Reinforcing....
2-#8 at 3.0 in from Bottom, from 2.0 to 22.0 ft in this span 1-#8 at 3.0 in from Bottom, from 0.0 to 20.0 ft in this span 1-#8 at 3.0 in from Bottom, from 4.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 1-#8 at 3.0 in from Top, from 0.0 to 8.0 ft in this span 1-#11 at 3.0 in from Top, from 16.0 to 24.0 ft in this span Span #4 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 1-#8 at 3.0 in from Bottom, from 0.0 to 20.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 1-#11 at 3.0 in from Top, from 0.0 to 8.0 ft in this span 1-#8 at 3.0 in from Top, from 0.0 to 8.0 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Loads on all spans...

D = 0.1090
Uniform Load on ALL spans : D = 0.1090 ksf, Tributary Width = 24.0 ft Load for Span Number 1
Uniform Load : L = 0.0420 ksf, Extent = 0.0 -->> 16.0 ft, Tributary Width = 12.0 ft, (Multiuse LL) Uniform Load : L = 0.0640 ksf, Tributary Width = 12.0 ft, (corridor LL) Uniform Load : L = 0.0640 ksf, Extent = 16.0 -->> 24.0 ft, Tributary Width = 12.0 ft, (corridor LL) Load for Span Number 2
Uniform Load : L = 0.0640 ksf, Tributary Width = 24.0 ft, (corridor LL) Load for Span Number 3
Uniform Load : L = 0.0640 ksf, Tributary Width = 12.0 ft, (corridor LL) Uniform Load : L = 0.0420 ksf, Tributary Width = 12.0 ft, (Office LL) Load for Span Number 4
Uniform Load : L = 0.0640 ksf, Tributary Width = 12.0 ft, (corridor LL) Uniform Load : L = 0.0420 ksf, Tributary Width = 12.0 ft, (office LL) .

Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Girder G1 (gridline B)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio = 0.542: 1
Load Combination +1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (LL*L) Span # where maximum occurs Span # 2
Location of maximum on span 0.000ft
Mn * Phi : Allowable 649.56k-ft
Typical SectionSection used for this span
Mu : Applied -352.01k-ft
Maximum Deflection
7683
4605
Ratio =32410
Max Downward L+Lr+S Deflection 0.032in 8907Ratio =
Max Upward L+Lr+S Deflection -0.037in Ratio =
Max Downward Total Deflection 0.063in Ratio =
Max Upward Total Deflection -0.009in
.

Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 37.978 38.150 96.809 111.577 106.834 D Only 24.665 24.665 58.299 71.753 71.753
L Only, LL Comb Run (***L) 13.220 -0.136 -3.271 0.818 19.898 L Only, LL Comb Run (**L*) -1.499 0.409 17.445 -2.453 16.627 L Only, LL Comb Run (**LL) 11.721 0.273 14.174 -1.635 36.525 L Only, LL Comb Run (*L**) 0.494 -1.810 21.065 20.078 -2.962 L Only, LL Comb Run (*L*L) 13.713 -1.947 17.794 20.895 16.935 L Only, LL Comb Run (*LL*) -1.005 -1.401 38.510 17.625 13.665 L Only, LL Comb Run (*LLL) 12.214 -1.538 35.239 18.442 33.562 L Only, LL Comb Run (L***) -0.145 13.441 -3.480 21.955 0.870 L Only, LL Comb Run (L**L) 13.075 13.304 -6.751 22.772 20.768 L Only, LL Comb Run (L*L*) -1.644 13.850 13.964 19.501 17.497 L Only, LL Comb Run (L*LL) 11.576 13.713 10.693 20.319 37.395 L Only, LL Comb Run (LL**) 0.349 11.630 17.585 42.032 -2.092 L Only, LL Comb Run (LL*L) 13.568 11.494 14.314 42.850 17.806 L Only, LL Comb Run (LLL*) -1.150 12.039 35.029 39.579 14.535 L Only, LL Comb Run (LLLL) 12.069 11.903 31.758 40.397 34.432 D+L, LL Comb Run (***L) 37.742 24.517 54.783 72.639 91.982 D+L, LL Comb Run (**L*) 23.166 25.074 75.744 69.300 88.380 D+L, LL Comb Run (**LL) 37.333 24.995 73.933 69.776 106.155 D+L, LL Comb Run (*L**) 25.159 22.855 79.365 91.831 68.791 D+L, LL Comb Run (*L*L) 37.956 22.712 75.451 92.768 89.640 D+L, LL Comb Run (*LL*) 23.660 23.264 96.809 89.378 85.418 D+L, LL Comb Run (*LLL) 37.332 23.153 94.223 90.040 104.307 D+L, LL Comb Run (L***) 24.510 38.005 54.631 93.947 72.681 D+L, LL Comb Run (L**L) 37.673 37.947 51.366 94.617 92.701 D+L, LL Comb Run (L*L*) 22.994 38.122 71.626 92.149 89.413 D+L, LL Comb Run (L*LL) 37.308 38.150 70.188 92.351 106.834 D+L, LL Comb Run (LL**) 25.091 37.585 77.866 110.898 69.199 D+L, LL Comb Run (LL*L) 37.978 37.550 74.239 111.577 89.824 D+L, LL Comb Run (LLL*) 23.567 37.593 94.685 109.348 85.976 D+L, LL Comb Run (LLLL) 37.387 37.622 92.523 109.663 104.501 .Shear Stirrup Requirements
Between 0.00 to 4.80 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 5.40 to 13.80 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 14.40 to 20.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 21.00 to 25.80 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 10.000 in Between 26.40 to 32.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 33.00 to 40.80 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 41.40 to 45.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 46.20 to 49.80 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 12.000 in Between 50.40 to 54.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 55.20 to 64.20 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 64.80 to 69.00 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 69.60 to 74.40 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 10.000 in Between 75.00 to 81.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 82.20 to 90.60 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 91.20 to 95.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in .Maximum Forces & Stresses for Load Combinations
Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span
MAXimum BENDING Envelope
Span # 1 1 23.400 -305.27 649.56 0.47
Span # 2 2 24.000 -352.01 649.56 0.54
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Girder G1 (gridline B)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span
Span # 4 4 72.000 -145.30 751.89 0.19
.

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads
D+L, LL Comb Run (L*L*)D+L, LL Comb Run (L*L*) 1 0.0625 10.800 -0.0033 25.200 D+L, LL Comb Run (*L*L) 2 0.0291 13.200 0.0000 25.200 D+L, LL Comb Run (*L*L)D+L, LL Comb Run (L*L*) 3 0.0261 10.800 -0.0078 20.400 D+L, LL Comb Run (*L*L) 4 0.0608 13.200 0.0000 20.400 Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Girder G2 (gridline C; fixed seating)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05

3.50 7.50
145.0
Elastic Modulus 3,372.17ksi
1 =40.0
29,000.0

40.0 29,000.0
3=
2 = 0.90

0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c * 443.71
pcf
E - Main Rebar
ksi
psi
= 1.0λ LtWt Factor
Fy - Stirrups ksi
==
=
E - Stirrups ksi
64 in
16 in
36 in
3 in
β 0.850
==
=
Shear :

Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values
Flexure :
ψ
#
φ
Load Combination : 2009 IBC & ASCE 7-05
16" w x 36" hSpan=24.0 ft 16" w x 36" hSpan=32.0 ft 16" w x 36" hSpan=16.0 ft 16" w x 36" hSpan=24.0 ft L(1.008) L(1.536) L(1.44) L(1.536) L(1.008) L(1.008)D(2.616) .Cross Section & Reinforcing Details
Tee Section, Stem Width = 16.0 in, Total Height = 36.0 in, Top Flange Width = 64.0 in, Flange Thickness = 3.0 in Span #1 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 1-#8 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 15.750 to 24.0 ft in this span Span #2 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 2-#8 at 3.0 in from Bottom, from 6.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 21.750 ft in this span 2-#11 at 3.0 in from Top, from 17.10 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 15.0 ft in this span 2-#8 at 3.0 in from Top, from 17.10 to 24.0 ft in this span Span #3 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 8.0 ft in this span 2-#11 at 3.0 in from Bottom, from 1.0 to 16.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 16.0 ft in this span 2-#8 at 3.0 in from Top, from 0.0 to 16.0 ft in this span 2-#11 at 3.0 in from Top, from 10.0 to 16.0 ft in this span Span #4 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 2-#8 at 3.0 in from Bottom, from 4.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 9.250 ft in this span 2-#8 at 3.0 in from Top, from 0.0 to 9.250 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Loads on all spans...

D = 0.1090
Uniform Load on ALL spans : D = 0.1090 ksf, Tributary Width = 24.0 ft Load for Span Number 1
Uniform Load : L = 0.0420 ksf, Extent = 0.0 -->> 16.0 ft, Tributary Width = 24.0 ft, (Office LL) Uniform Load : L = 0.0640 ksf, Extent = 16.0 -->> 24.0 ft, Tributary Width = 24.0 ft, (Corridor LL) Load for Span Number 2
Uniform Load : L = 0.060 ksf, Tributary Width = 24.0 ft, (Assembly LL) Load for Span Number 3
Uniform Load : L = 0.0640 ksf, Extent = 0.0 -->> 8.0 ft, Tributary Width = 24.0 ft, (Corridor LL) Uniform Load : L = 0.0420 ksf, Extent = 8.0 -->> 16.0 ft, Tributary Width = 24.0 ft, (Office LL) Load for Span Number 4
Uniform Load : L = 0.0420 ksf, Extent = 0.0 -->> 24.0 ft, Tributary Width = 24.0 ft, (Office LL) .

Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Girder G2 (gridline C; fixed seating)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio = 0.841: 1
Load Combination +1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (*LL*) Span # where maximum occurs Span # 3
Location of maximum on span 0.000ft
Mn * Phi : Allowable 439.06k-ft
Typical SectionSection used for this span
Mu : Applied -369.18k-ft
Maximum Deflection
5289
2118
Ratio = 6791
Max Downward L+Lr+S Deflection 0.120in 3204Ratio =
Max Upward L+Lr+S Deflection -0.073in Ratio =
Max Downward Total Deflection 0.181in Ratio =
Max Upward Total Deflection -0.028in
.

Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 37.310 34.529 108.545 124.971 82.567 D Only 26.609 22.211 63.586 84.361 54.369
L Only, LL Comb Run (***L) 10.212 -0.099 -3.681 0.434 17.326 L Only, LL Comb Run (**L*) -0.553 0.154 11.731 -0.674 9.694 L Only, LL Comb Run (**LL) 9.659 0.055 8.050 -0.240 27.020 L Only, LL Comb Run (*L**) 0.839 -3.190 31.350 25.474 -8.393 L Only, LL Comb Run (*L*L) 11.052 -3.289 27.669 25.908 8.933 L Only, LL Comb Run (*LL*) 0.286 -3.035 43.081 24.800 1.300 L Only, LL Comb Run (*LLL) 10.499 -3.135 39.400 25.234 18.626 L Only, LL Comb Run (L***) -0.115 11.130 -2.721 18.971 1.152 L Only, LL Comb Run (L**L) 10.097 11.031 -6.402 19.404 18.478 L Only, LL Comb Run (L*L*) -0.668 11.284 9.010 18.297 10.845 L Only, LL Comb Run (L*LL) 9.544 11.185 5.329 18.730 28.171 L Only, LL Comb Run (LL**) 0.724 7.940 28.628 44.445 -7.242 L Only, LL Comb Run (LL*L) 10.936 7.841 24.948 44.878 10.084 L Only, LL Comb Run (LLL*) 0.171 8.094 40.360 43.771 2.452 L Only, LL Comb Run (LLLL) 10.383 7.995 36.679 44.204 19.778 D+L, LL Comb Run (***L) 36.362 22.159 59.111 84.759 72.937 D+L, LL Comb Run (**L*) 26.051 22.294 75.204 83.829 64.110 D+L, LL Comb Run (**LL) 35.989 22.213 71.035 84.260 82.183 D+L, LL Comb Run (*L**) 27.860 19.060 98.305 108.859 43.131 D+L, LL Comb Run (*L*L) 37.310 18.992 94.061 109.053 61.991 D+L, LL Comb Run (*LL*) 27.166 19.140 108.545 108.723 53.993 D+L, LL Comb Run (*LLL) 36.883 19.095 105.038 108.770 71.975 D+L, LL Comb Run (L***) 26.564 34.487 62.618 101.063 54.820 D+L, LL Comb Run (L**L) 36.362 34.441 58.234 101.444 73.263 D+L, LL Comb Run (L*L*) 26.004 34.529 74.175 100.611 64.584 D+L, LL Comb Run (L*LL) 35.968 34.491 70.115 100.956 82.567 D+L, LL Comb Run (LL**) 27.765 31.840 97.656 124.675 43.696 D+L, LL Comb Run (LL*L) 37.249 31.741 93.294 124.971 62.569 D+L, LL Comb Run (LLL*) 27.113 31.974 108.401 124.310 54.186 D+L, LL Comb Run (LLLL) 36.858 31.909 104.758 124.446 72.205 .Shear Stirrup Requirements
Between 0.00 to 3.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 4.20 to 13.80 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 14.40 to 19.80 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 20.40 to 28.80 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 5.000 in Between 29.60 to 36.00 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 36.80 to 44.00 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 44.80 to 50.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 51.20 to 56.80 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 8.000 in Between 57.20 to 61.20 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 61.60 to 68.80 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 69.20 to 71.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 72.00 to 72.60 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 12.000 in Between 73.20 to 79.80 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 80.40 to 90.60 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 91.20 to 95.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in .Maximum Forces & Stresses for Load Combinations
Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span
MAXimum BENDING Envelope
Span # 1 1 23.400 -415.20 646.99 0.64
Span # 2 2 24.000 -463.37 576.91 0.80
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:52PM
Description : Girder G2 (gridline D)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span
Span # 4 4 85.800 121.61 474.11 0.26
.

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads
D+L, LL Comb Run (*L*L)D+L, LL Comb Run (L*L*) 1 0.0426 10.800 -0.0155 20.400 D+L, LL Comb Run (*L*L)D+L, LL Comb Run (*L*L) 2 0.2161 17.600 -0.0085 32.800 D+L, LL Comb Run (*L*L)D+L, LL Comb Run (*L*L) 3 0.0089 17.200 -0.0315 7.200 D+L, LL Comb Run (*L*L) 4 0.0744 13.200 0.0000 7.200 Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:52PM
Description : Girder G2 (gridline D)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05

3.50 7.50
145.0
Elastic Modulus 3,372.17ksi
1 =40.0
29,000.0

40.0 29,000.0
3=
2 = 0.90

0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c * 443.71
pcf
E - Main Rebar
ksi
psi
= 1.0λ LtWt Factor
Fy - Stirrups ksi
==
=
E - Stirrups ksi
64 in
16 in
36 in
3 in
β 0.850
==
=
Shear :

Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values
Flexure :
ψ
#
φ
Load Combination : 2009 IBC & ASCE 7-05
16" w x 36" hSpan=24.0 ft 16" w x 36" hSpan=32.0 ft 16" w x 36" hSpan=16.0 ft 16" w x 36" hSpan=24.0 ft L(1.008) L(1.536) L(1.2) L(0.504) L(1.536) L(0.045) L(1.008)D(2.616) .Cross Section & Reinforcing Details
Tee Section, Stem Width = 16.0 in, Total Height = 36.0 in, Top Flange Width = 64.0 in, Flange Thickness = 3.0 in Span #1 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 1-#8 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 15.750 to 24.0 ft in this span Span #2 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 2-#8 at 3.0 in from Bottom, from 6.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 21.750 ft in this span 2-#11 at 3.0 in from Top, from 25.250 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 16.0 ft in this span 2-#8 at 3.0 in from Top, from 25.250 to 24.0 ft in this span Span #3 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 8.0 ft in this span 2-#11 at 3.0 in from Bottom, from 1.0 to 16.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 16.0 ft in this span 2-#8 at 3.0 in from Top, from 0.0 to 16.0 ft in this span 2-#11 at 3.0 in from Bottom, from 11.0 to 16.0 ft in this span Span #4 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 2-#8 at 3.0 in from Bottom, from 2.0 to 22.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 9.250 ft in this span 2-#8 at 3.0 in from Top, from 0.0 to 9.250 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Loads on all spans...

D = 0.1090
Uniform Load on ALL spans : D = 0.1090 ksf, Tributary Width = 24.0 ft Load for Span Number 1
Uniform Load : L = 0.0420 ksf, Extent = 0.0 -->> 16.0 ft, Tributary Width = 24.0 ft, (Office LL) Uniform Load : L = 0.0640 ksf, Extent = 16.0 -->> 24.0 ft, Tributary Width = 24.0 ft, (Corridor LL) Load for Span Number 2
Uniform Load : L = 0.10 ksf, Tributary Width = 12.0 ft, (Assembly LL) Uniform Load : L = 0.0420 ksf, Tributary Width = 12.0 ft, (office LL) Load for Span Number 3
Uniform Load : L = 0.0640 ksf, Extent = 0.0 -->> 8.0 ft, Tributary Width = 24.0 ft, (Corridor LL) Uniform Load : L = 0.0450 k/ft, Extent = 8.0 -->> 16.0 ft, Tributary Width = 1.0 ft, (Office LL) Load for Span Number 4
Uniform Load : L = 0.0420 ksf, Extent = 0.0 -->> 24.0 ft, Tributary Width = 24.0 ft, (Office LL) .

Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:52PM
Description : Girder G2 (gridline D)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio = 0.894: 1
Load Combination +1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (*LL*) Span # where maximum occurs Span # 3
Location of maximum on span 0.000ft
Mn * Phi : Allowable 439.06k-ft
Typical SectionSection used for this span
Mu : Applied -392.60k-ft
Maximum Deflection
5354
1776
Ratio =6086
Max Downward L+Lr+S Deflection 0.155in 2481Ratio =
Max Upward L+Lr+S Deflection -0.072in Ratio =
Max Downward Total Deflection 0.216in Ratio =
Max Upward Total Deflection -0.032in
.

Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 37.528 34.517 112.925 129.909 76.522 D Only 26.609 22.211 63.586 84.361 54.369
L Only, LL Comb Run (***L) 10.212 -0.099 -3.681 0.434 17.326 L Only, LL Comb Run (**L*) -0.296 0.108 9.797 -0.474 3.513 L Only, LL Comb Run (**LL) 9.916 0.009 6.117 -0.041 20.839 L Only, LL Comb Run (*L**) 0.993 -3.774 37.097 30.144 -9.932 L Only, LL Comb Run (*L*L) 11.205 -3.873 33.416 30.578 7.394 L Only, LL Comb Run (*LL*) 0.697 -3.666 46.894 29.670 -6.420 L Only, LL Comb Run (*LLL) 10.909 -3.765 43.213 30.104 10.906 L Only, LL Comb Run (L***) -0.115 11.130 -2.721 18.971 1.152 L Only, LL Comb Run (L**L) 10.097 11.031 -6.402 19.404 18.478 L Only, LL Comb Run (L*L*) -0.411 11.238 7.076 18.496 4.664 L Only, LL Comb Run (L*LL) 9.801 11.139 3.395 18.930 21.990 L Only, LL Comb Run (LL**) 0.878 7.356 34.376 49.115 -8.780 L Only, LL Comb Run (LL*L) 11.090 7.257 30.695 49.549 8.546 L Only, LL Comb Run (LLL*) 0.582 7.464 44.173 48.640 -5.268 L Only, LL Comb Run (LLLL) 10.794 7.365 40.492 49.074 12.058 D+L, LL Comb Run (***L) 36.362 22.159 59.111 84.759 72.937 D+L, LL Comb Run (**L*) 26.309 22.263 73.294 83.999 57.918 D+L, LL Comb Run (**LL) 36.179 22.196 69.017 84.412 76.172 D+L, LL Comb Run (*L**) 28.113 18.191 103.990 114.026 41.343 D+L, LL Comb Run (*L*L) 37.528 18.140 99.805 114.157 60.226 D+L, LL Comb Run (*LL*) 27.703 18.258 112.925 113.845 45.582 D+L, LL Comb Run (*LLL) 37.240 18.228 109.103 113.884 64.048 D+L, LL Comb Run (L***) 26.564 34.487 62.618 101.063 54.820 D+L, LL Comb Run (L**L) 36.362 34.441 58.234 101.444 73.263 D+L, LL Comb Run (L*L*) 26.263 34.517 72.293 100.745 58.382 D+L, LL Comb Run (L*LL) 36.170 34.476 68.122 101.102 76.522 D+L, LL Comb Run (LL**) 28.037 30.957 103.781 129.726 41.580 D+L, LL Comb Run (LL*L) 37.470 30.883 99.567 129.909 60.443 D+L, LL Comb Run (LLL*) 27.638 31.029 112.628 129.570 45.862 D+L, LL Comb Run (LLLL) 37.225 30.985 108.922 129.618 64.170 .Shear Stirrup Requirements
Between 0.00 to 3.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 4.20 to 13.80 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 14.40 to 19.80 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 20.40 to 29.60 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 4.000 in Between 30.40 to 36.00 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 36.80 to 44.00 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 44.80 to 49.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 50.40 to 56.80 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 6.000 in Between 57.20 to 61.20 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 61.60 to 69.60 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 70.00 to 71.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 72.00 to 72.00 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 12.000 in Between 72.60 to 79.80 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 80.40 to 90.60 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 91.20 to 95.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in .Maximum Forces & Stresses for Load Combinations
Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span
MAXimum BENDING Envelope
Span # 1 1 23.400 -437.09 646.99 0.68
Span # 2 2 24.000 -485.82 576.91 0.84
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:52PM
Description : Girder G2 (gridline D)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span
Span # 4 4 85.800 121.61 474.11 0.26
.

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads
D+L, LL Comb Run (*L*L)D+L, LL Comb Run (L*L*) 1 0.0426 10.800 -0.0155 20.400 D+L, LL Comb Run (*L*L)D+L, LL Comb Run (*L*L) 2 0.2161 17.600 -0.0085 32.800 D+L, LL Comb Run (*L*L)D+L, LL Comb Run (*L*L) 3 0.0089 17.200 -0.0315 7.200 D+L, LL Comb Run (*L*L) 4 0.0744 13.200 0.0000 7.200 Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:52PM
Description : Girder G3 (gridline E)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05

3.50 7.50
145.0
Elastic Modulus 3,372.17ksi
1 =40.0
29,000.0

40.0 29,000.0
3=
2 = 0.90

0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c * 443.71
pcf
E - Main Rebar
ksi
psi
= 1.0λ LtWt Factor
Fy - Stirrups ksi
==
=
E - Stirrups ksi
64 in
16 in
36 in
3 in
β 0.850
==
=
Shear :

Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values
Flexure :
ψ
#
φ
Load Combination : 2009 IBC & ASCE 7-05
16" w x 36" hSpan=24.0 ft 16" w x 36" hSpan=24.0 ft 16" w x 36" hSpan=24.0 ft D(2.6)
L(0.768) L(0.504)
D(0.456)
L(0.768) L(1.008)
L(0.504)
L(1.008)D(2.40)
.Cross Section & Reinforcing Details
Tee Section, Stem Width = 16.0 in, Total Height = 36.0 in, Top Flange Width = 64.0 in, Flange Thickness = 3.0 in Span #1 Reinforcing....
1-#8 at 3.0 in from Bottom, from 0.0 to 19.0 ft in this span 2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 8.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 1-#8 at 3.0 in from Top, from 18.0 to 24.0 ft in this span Span #2 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 6.0 ft in this span 1-#8 at 3.0 in from Bottom, from 2.0 to 22.0 ft in this span 2-#11 at 3.0 in from Bottom, from 18.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 16.0 ft in this span 1-#8 at 3.0 in from Top, from 0.0 to 6.0 ft in this span 2-#11 at 3.0 in from Top, from 8.0 to 24.0 ft in this span Span #3 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 1-#8 at 3.0 in from Bottom, from 4.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 1-#8 at 3.0 in from Top, from 0.0 to 6.0 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Loads on all spans...

D = 0.10
Uniform Load on ALL spans : D = 0.10 ksf, Tributary Width = 24.0 ft Load for Span Number 1
Uniform Load : L = 0.0640 ksf, Tributary Width = 12.0 ft, (corridor LL) Uniform Load : L = 0.0420 ksf, Tributary Width = 12.0 ft, (office LL) Uniform Load : D = 0.0380 ksf, Extent = 0.0 -->> 14.0 ft, Tributary Width = 12.0 ft, (addl slab DL) Point Load : D = 2.60 k @ 14.0 ft
Load for Span Number 2
Uniform Load : L = 0.0640 ksf, Extent = 0.0 -->> 16.0 ft, Tributary Width = 12.0 ft, (corridor LL) Uniform Load : L = 0.0420 ksf, Extent = 16.0 -->> 24.0 ft, Tributary Width = 24.0 ft, (office LL) Uniform Load : L = 0.0420 ksf, Extent = 0.0 -->> 16.0 ft, Tributary Width = 12.0 ft, (office LL) Load for Span Number 3
Uniform Load : L = 0.0420 ksf, Tributary Width = 24.0 ft, (office LL) .Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio = 0.997: 1
Load Combination +1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (*L*) Span # where maximum occurs Span # 2
Location of maximum on span 12.200ft
Mn * Phi : Allowable 118.80k-ft
Typical SectionSection used for this span
Mu : Applied 118.47k-ft
Maximum Deflection
6969
3572
Ratio =16621
Max Downward L+Lr+S Deflection 0.043in 6648Ratio =
Max Upward L+Lr+S Deflection -0.041in Ratio =
Max Downward Total Deflection 0.081in Ratio =
Max Upward Total Deflection -0.017in
.

Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:52PM
Description : Girder G3 (gridline E)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions - Unfactored Support notation : Far left is #1 Overall MAXimum 40.666 92.137 103.500 34.360
D Only 27.966 62.342 68.266 23.210
L Only, LL Comb Run (**L) 0.403 15.725 -2.419 10.483 L Only, LL Comb Run (*L*) -1.470 14.870 16.434 -1.418 L Only, LL Comb Run (*LL) -1.067 30.595 14.015 9.065 L Only, LL Comb Run (L**) 13.229 -3.053 19.843 0.509 L Only, LL Comb Run (L*L) 13.632 12.672 17.424 10.992 L Only, LL Comb Run (LL*) 11.758 11.817 36.278 -0.909 L Only, LL Comb Run (LLL) 12.162 27.542 33.858 9.574 D+L, LL Comb Run (**L) 28.375 78.111 65.818 33.673 D+L, LL Comb Run (*L*) 26.550 77.292 84.579 21.778 D+L, LL Comb Run (*LL) 26.815 92.137 82.807 32.632 D+L, LL Comb Run (L**) 40.558 58.323 89.547 23.883 D+L, LL Comb Run (L*L) 40.666 73.764 87.714 34.360 D+L, LL Comb Run (LL*) 40.193 74.841 103.500 22.194 D+L, LL Comb Run (LLL) 40.274 89.845 101.926 32.876 .Shear Stirrup Requirements
Between 0.00 to 5.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 5.60 to 13.80 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 14.00 to 20.00 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 20.20 to 25.80 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 9.000 in Between 26.00 to 31.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 31.80 to 40.60 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 40.80 to 46.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 46.80 to 49.80 ft, PhiVc < Vu, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 12.000 in Between 50.00 to 56.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in Between 56.80 to 67.40 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 67.60 to 71.80 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 11.000 in .Maximum Forces & Stresses for Load Combinations
Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span
MAXimum BENDING Envelope
Span # 1 1 23.800 -304.88 367.89 0.83
Span # 2 2 36.200 118.47 118.80 1.00
Span # 3 3 48.000 -277.39 367.89 0.75
+1.40D
Span # 1 1 23.800 -205.60 367.89 0.56
Span # 2 2 47.800 -180.07 296.54 0.61
Span # 3 3 48.000 -187.83 367.89 0.51
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.800 -160.88 367.89 0.44
Span # 2 2 47.800 -215.64 296.54 0.73
Span # 3 3 48.000 -222.93 367.89 0.61
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.800 -232.22 367.89 0.63
Span # 2 2 36.200 118.47 118.80 1.00
Span # 3 3 48.000 -215.46 367.89 0.59
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.800 -216.87 367.89 0.59
Span # 2 2 47.800 -265.82 296.54 0.90
Span # 3 3 48.000 -277.39 367.89 0.75
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 10.000 274.14 399.60 0.69
Span # 2 2 24.000 -263.59 367.89 0.72
Span # 3 3 48.000 -141.46 367.89 0.38
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 10.200 280.63 399.60 0.70
Span # 2 2 24.000 -248.11 367.89 0.67
Span # 3 3 61.800 229.76 399.60 0.57
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.800 -304.88 367.89 0.83
Span # 2 2 24.000 -320.05 367.89 0.87
Span # 3 3 48.000 -195.92 367.89 0.53
+1.20D+0.50Lr+1.60L+1.60H, LL Comb
Span # 1 1 23.800 -289.52 367.89 0.79
Span # 2 2 47.800 -247.10 296.54 0.83
Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:52PM
Description : Girder G3 (gridline E)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span
Span # 3 3 48.000 -257.85 367.89 0.70
+1.20D+1.60L+0.50S+1.60H, LL Comb R
Span # 1 1 23.800 -160.88 367.89 0.44
Span # 2 2 47.800 -215.64 296.54 0.73
Span # 3 3 48.000 -222.93 367.89 0.61
+1.20D+1.60L+0.50S+1.60H, LL Comb R
Span # 1 1 23.800 -232.22 367.89 0.63
Span # 2 2 36.200 118.47 118.80 1.00
Span # 3 3 48.000 -215.46 367.89 0.59
+1.20D+1.60L+0.50S+1.60H, LL Comb R
Span # 1 1 23.800 -216.87 367.89 0.59
Span # 2 2 47.800 -265.82 296.54 0.90
Span # 3 3 48.000 -277.39 367.89 0.75
+1.20D+1.60L+0.50S+1.60H, LL Comb R
Span # 1 1 10.000 274.14 399.60 0.69
Span # 2 2 24.000 -263.59 367.89 0.72
Span # 3 3 48.000 -141.46 367.89 0.38
+1.20D+1.60L+0.50S+1.60H, LL Comb R
Span # 1 1 10.200 280.63 399.60 0.70
Span # 2 2 24.000 -248.11 367.89 0.67
Span # 3 3 61.800 229.76 399.60 0.57
+1.20D+1.60L+0.50S+1.60H, LL Comb R
Span # 1 1 23.800 -304.88 367.89 0.83
Span # 2 2 24.000 -320.05 367.89 0.87
Span # 3 3 48.000 -195.92 367.89 0.53
+1.20D+1.60L+0.50S+1.60H, LL Comb R
Span # 1 1 23.800 -289.52 367.89 0.79
Span # 2 2 47.800 -247.10 296.54 0.83
Span # 3 3 48.000 -257.85 367.89 0.70
+1.20D+1.60Lr+0.50L, LL Comb Run (*
Span # 1 1 23.800 -171.43 367.89 0.47
Span # 2 2 47.800 -173.50 296.54 0.59
Span # 3 3 48.000 -180.35 367.89 0.49
+1.20D+1.60Lr+0.50L, LL Comb Run (*
Span # 1 1 23.800 -193.73 367.89 0.53
Span # 2 2 47.800 -170.03 296.54 0.57
Span # 3 3 48.000 -178.02 367.89 0.48
+1.20D+1.60Lr+0.50L, LL Comb Run (*
Span # 1 1 23.800 -188.93 367.89 0.51
Span # 2 2 47.800 -189.18 296.54 0.64
Span # 3 3 48.000 -197.37 367.89 0.54
+1.20D+1.60Lr+0.50L, LL Comb Run (L
Span # 1 1 23.800 -198.93 367.89 0.54
Span # 2 2 24.000 -209.86 367.89 0.57
Span # 3 3 48.000 -154.89 367.89 0.42
+1.20D+1.60Lr+0.50L, LL Comb Run (L
Span # 1 1 23.800 -194.14 367.89 0.53
Span # 2 2 47.800 -167.65 296.54 0.57
Span # 3 3 48.000 -174.25 367.89 0.47
+1.20D+1.60Lr+0.50L, LL Comb Run (L
Span # 1 1 23.800 -216.43 367.89 0.59
Span # 2 2 24.000 -227.51 367.89 0.62
Span # 3 3 48.000 -171.91 367.89 0.47
+1.20D+1.60Lr+0.50L, LL Comb Run (L
Span # 1 1 23.800 -211.63 367.89 0.58
Span # 2 2 47.800 -183.33 296.54 0.62
Span # 3 3 48.000 -191.27 367.89 0.52
.

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads
D+L, LL Comb Run (L*L)D+L, LL Comb Run (L*L) 1 0.0806 10.200 -0.0029 24.600 D+L, LL Comb Run (L*L)D+L, LL Comb Run (L*L) 2 0.0027 24.600 -0.0173 9.000 D+L, LL Comb Run (L*L) 3 0.0519 12.600 0.0000 9.000 Concrete Slender Wall ENERCALC, INC. 1983-2011, Build:6.11.9.30, Ver:6.11.8.1 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 5 OCT 2011, 12:38PM
Description : Existing 6" wall
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

1.0λ
Rebar "d" distance in3.0
Lower Level Rebar . . .

Temp Diff across thickness
deg F=3.50ksi

40.0ksi
Fr : Rupture Modulus 295.80psi
ρ
3,372.17ksi
Max % of balanced 0.60
144.0pcf=
=Max Pu/Ag = f'c *
=

12.0 B
Roof Attachment
A
Floor Attachment
B Parapet height ft=
=Clear Height
Top & Bottom Pinned
A ft
Wall Support Condition
Vertical Loads

15.0 Fp 1.0 = 34.0psf
Full area WIND load psf Wall Weight Seismic Load Input Method : Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 34.0psf

DESIGN SUMMARY
Actual Values . . . Allowable Values . . .Governing Load Combination . . .

Axial Load Check
+1.40D at 5.20 to 5.60
Max Pu / Ag 26.631psi 0.06 * f'c 210.0psi
Reinforcing Limit Check As/bd =0.005556Controlling As/bd +1.40D

Results reported for "Strip Width" of 12.0 in

0.2040k

Dsgnr:

Project Notes :

Moment Values 0.6 *
Design Maximum Combinations - Moments

0.06*f'c*b*t
Axial Load
Load Combination Phi MnMu
k
Pu Mcr As RatioAs EffAs rho bal
in^2k-ft in^2k k-ftk-ft
Phi

0.0056 0.248 0.00 2.08 15.120 0.200 0.0260 1.917 0.88 1.77+1.40D at 5.20 to 5.60

0.0056 0.243 0.86 2.05 15.120 0.200 0.0260 1.736 0.88 1.77+1.050D+1.280Lr+1.40E at 5.60 to 6.00

Total Lateral Load: 104330 lbs.

Overall Collector Length: 121 ft.

Wall No. Length (ft) Begin (ft.)* Wall No. Length (ft) Begin (ft.)* 1 7 1 6
2 7 113 7
3 8
4 9
5 10
* Begin location is distance from left end of overall collector length to left end of shear wall.

Collector Load = 862.2 plf
Shear Wall Load = 7452.1 plf
Collector Loads:

Total Lateral Load: 104330 lbs.

Overall Collector Length: 97 ft.

Collector Load = 1075.6 plf
Shear Wall Load = 5796.1 plf
Collector Loads:

Total Lateral Load: 104330 lbs.

Overall Collector Length: 97 ft.

Wall No. Length (ft) Begin (ft.)* Wall No. Length (ft) Begin (ft.)* 1 13 25 6
2 7 89 7
3 8
4 9
5 10
* Begin location is distance from left end of overall collector length to left end of shear wall.

Collector Load = 1075.6 plf
Shear Wall Load = 5216.5 plf
Collector Loads:

Wall Length 7 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Boundary Member Required: YES
Minimum Boundary Member Length = 12.6 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.6 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.6 sq.in. Supplied Number Of Bars = 2 Maximum Tie Spacing = 0.0 in.

Wall Length 8.5 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Single Reinforcing Curtain Allowed Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check:
φ = 0.85
Vu = 68.2 kips φVn = 120.1 kips OK DCR = 0.57
Bending Check: φ = 0.88
Mu left = 805.1 ft-kips φMn = 285.4 ft-kips Overstressed! DCR = 2.82 Mu right = 805.1 ft-kips φMn = 285.4 ft-kips Overstressed! DCR = 2.82 Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 15.3 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.7 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.0 sq.in. Supplied Number Of Bars = 1 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SWA-2-1 - Tile
10/6/2011 Page 1
Program: PC-03 CONCRETE SHEAR WALL
Designation: SWA.2.2 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 9.5 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check:
φ = 0.85
Vu = 82.6 kips φVn = 134.2 kips OK DCR = 0.62
Bending Check: φ = 0.88
Mu left = 976.2 ft-kips φMn = 406.2 ft-kips Overstressed! DCR = 2.40 Mu right = 976.2 ft-kips φMn = 406.2 ft-kips Overstressed! DCR = 2.40 Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 17.1 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.8 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.3 sq.in. Supplied Number Of Bars = 1 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SWA-2-2 - Tile
10/6/2011 Page 1
Program: PC-03 CONCRETE SHEAR WALL
Designation: SWF.2.1 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 13 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check:
φ = 0.85
Vu = 111.7 kips φVn = 183.7 kips OK DCR = 0.61
Bending Check: φ = 0.88
Mu left = 1320.0 ft-kips φMn = 699.2 ft-kips Overstressed! DCR = 1.89 Mu right =1320.0 ft-kips φMn = 699.2 ft-kips Overstressed! DCR = 1.89 Boundary Member Check:

Wall Length 8.5 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Single Reinforcing Curtain Allowed Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check:
φ = 0.85
Vu = 68.2 kips φVn = 120.1 kips OK DCR = 0.57
Bending Check: φ = 0.88
Mu left = 805.1 ft-kips φMn = 285.4 ft-kips Overstressed! DCR = 2.82 Mu right = 805.1 ft-kips φMn = 285.4 ft-kips Overstressed! DCR = 2.82 Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 15.3 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.7 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.0 sq.in. Supplied Number Of Bars = 1 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SWA-2-1 - Tile
10/6/2011 Page 1
Program: PC-03 CONCRETE SHEAR WALL
Designation: SWA.2.2 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 9.5 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check:
φ = 0.85
Vu = 82.6 kips φVn = 134.2 kips OK DCR = 0.62
Bending Check: φ = 0.88
Mu left = 976.2 ft-kips φMn = 406.2 ft-kips Overstressed! DCR = 2.40 Mu right = 976.2 ft-kips φMn = 406.2 ft-kips Overstressed! DCR = 2.40 Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 17.1 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.8 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.3 sq.in. Supplied Number Of Bars = 1 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SWA-2-2 - Tile
10/6/2011 Page 1
Program: PC-03 CONCRETE SHEAR WALL
Designation: SWF.2.1 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 13 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check:
φ = 0.85
Vu = 111.7 kips φVn = 183.7 kips OK DCR = 0.61
Bending Check: φ = 0.88
Mu left = 1320.0 ft-kips φMn = 699.2 ft-kips Overstressed! DCR = 1.89 Mu right =1320.0 ft-kips φMn = 699.2 ft-kips Overstressed! DCR = 1.89 Boundary Member Check:

Wall Length 7 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 6 in. Distance measured from left end of wall, ft.

Minimum Wall Vertical Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0025 Actual: 0.0028 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 12 OK Double Curtain Reinforcing Check: Single Reinforcing Curtain Allowed Hooked Shear Reinforcing Check: Hooked Shear Reinforcing IS Required Maximum Axial Load Check: OK
Shear Check:
φ = 0.85
Vu = 39.6 kips φVn = 107.6 kips OK DCR = 0.37
Bending Check: φ = 0.88
Mu left = 464.7 ft-kips φMn = 232.4 ft-kips Overstressed! DCR = 2.00 Mu right =464.7 ft-kips φMn = 232.4 ft-kips Overstressed! DCR = 2.00 Boundary Member Check:

Boundary Member Required: YES
Minimum Boundary Member Length = 12.6 in.

Minimum Boundary Member Thickness = 9.0 in.

Minimum Boundary Member Steel = 0.6 sq.in. Minimum Number Of Bars = 4 Actual Boundary Member Steel = 1.0 sq.in. Supplied Number Of Bars = 1 Maximum Tie Spacing = 0.0 in.

Length/Width Ratio Of Hoop Ties Shall Not Exceed 3
Cross Ties Or Hoops Shall Be Spaced 12 in. o.c. Maximum Alternate Vertical Bars Shall Be Confined By Cross Tie Or Hoop Corner Ties At Vertical Bar Splices Shall Be Spaced At 4 in. o.c. Maximum Horizontal Wall Reinforcing Shall Be Hooked At Boundary Edge Lap Splices Of Horizontal Reinforcing Not Allowed In Boundary Members Program PC-03: Shear Wall SWF-2-2 - Tile
10/6/2011 Page 1
Program: PC-03 CONCRETE SHEAR WALL
Designation: SW1.1.1 1998 CBC (1985 UBC Sim.)
Input Data:

Wall Length 49 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 12 in. Distance measured from left end of wall, ft.

Wall Length 25 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 12 in. Distance measured from left end of wall, ft.

Minimum Wall Vertical Reinforcing Ratio: 0.0015 Actual: 0.0031 OK Minimum Wall Horizontal Reinforcing Ratio: 0.0020 Actual: 0.0026 OK Maximum Vertical Reinforing Spacing: 18 Actual: 12 OK
Maximum Horizontal Reinforing Spacing: 18 Actual: 10 OK Double Curtain Reinforcing Check: Double Reinforcing Curtain Required Hooked Shear Reinforcing Check: Hooked Shear Reinforcing Not Required Maximum Axial Load Check: OK
Shear Check:
φ = 0.85
Vu = 181.6 kips φVn = 687.4 kips OK DCR = 0.26
Bending Check: φ = 0.89
Mu left = 2267.7 ft-kips φMn = 2292.8 ft-kips OK DCR = 0.99 Mu right = 2267.7 ft-kips φMn = 2292.8 ft-kips OK DCR = 0.99 Boundary Member Check:

Wall Length 5.67 ft. Vertical Loads, kips: (Special = assembly, > 100 psf or garage) Wall Thickness 18 in. Distance measured from left end of wall, ft.

Dsgnr:

Project Notes :

Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05

3.50 7.50
145.0
Elastic Modulus 3,372.17ksi
1 =40.0
29,000.0

40.0 29,000.0
3=
2 = 0.90

0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c * 443.71
pcf
E - Main Rebar
ksi
psi
= 1.0λ LtWt Factor
Fy - Stirrups ksi
==
=
E - Stirrups ksi
60 in
12 in
15 in
3 inβ 0.850
==
=
Shear :

Dsgnr:

Project Notes :

Dsgnr:

Project Notes :

Dsgnr:

Project Notes :

Dsgnr:

Project Notes :

Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05

3.50 7.50
145.0
Elastic Modulus 3,372.17ksi
1 =40.0
29,000.0

40.0 29,000.0
3=
2 = 0.90

0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c * 443.71
pcf
E - Main Rebar
ksi
psi
= 1.0λ LtWt Factor
Fy - Stirrups ksi
==
=
E - Stirrups ksi
60 in
12 in
15 in
3 inβ 0.850
==
=
Shear :

Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values
Flexure :
ψ
#
φ
Load Combination : 2006 IBC & ASCE 7-05
12" w x 15" hSpan=24.0 ft 12" w x 15" hSpan=24.0 ft 12" w x 15" hSpan=24.0 ft 12" w x 15" hSpan=24.0 ft 12" w x 15" hSpan=24.0 ft D(0.2490) L(0.30)
.Cross Section & Reinforcing Details
Tee Section, Stem Width = 12.0 in, Total Height = 15.0 in, Top Flange Width = 60.0 in, Flange Thickness = 3.0 in Span #1 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 20.0 ft in this span 1-#8 at 1.50 in from Bottom, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 20.0 ft in this span 1-#8 at 2.0 in from Top, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 16.0 to 24.0 ft in this span Span #2 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 20.0 ft in this span 1-#8 at 1.50 in from Bottom, from 16.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 8.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 20.0 ft in this span 1-#8 at 2.0 in from Top, from 16.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 18.0 to 24.0 ft in this span Span #3 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 24.0 ft in this span 1-#8 at 1.50 in from Bottom, from 6.0 to 18.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 6.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 18.0 to 24.0 ft in this span Span #4 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 8.0 ft in this span 1-#8 at 1.50 in from Bottom, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 6.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 8.0 ft in this span 1-#8 at 2.0 in from Top, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 16.0 to 24.0 ft in this span Span #5 Reinforcing....
1-#8 at 1.50 in from Bottom, from 0.0 to 20.0 ft in this span 1-#8 at 1.50 in from Bottom, from 4.0 to 24.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 20.0 ft in this span 1-#8 at 2.0 in from Top, from 0.0 to 8.0 ft in this span 1-#8 at 2.0 in from Top, from 4.0 to 24.0 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Loads on all spans...

Dsgnr:

Project Notes :

Dsgnr:

Project Notes :

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads
D+L, LL Comb Run (L*L*L)D+L, LL Comb Run (L*L*L) 1 0.1560 10.800 -0.0112 25.200 D+L, LL Comb Run (L*L*L)D+L, LL Comb Run (*L*L*) 2 0.0667 13.200 -0.0289 3.600 D+L, LL Comb Run (L*L*L) 3 0.0869 13.200 0.0000 3.600 D+L, LL Comb Run (L*L*L)D+L, LL Comb Run (*L*L*) 4 0.0667 10.800 -0.0289 20.400 D+L, LL Comb Run (L*L*L) 5 0.1560 13.200 0.0000 20.400 Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Girder G1 (gridline B)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05

3.50 7.50
145.0
Elastic Modulus 3,372.17ksi
1 =60.0
29,000.0

40.0 29,000.0
3=
2 = 0.90

0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c * 443.71
pcf
E - Main Rebar
ksi
psi
= 1.0λ LtWt Factor
Fy - Stirrups ksi
==
=
E - Stirrups ksi
64 in
16 in
36 in
3 in
β 0.850
==
=
Shear :

Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Girder G1 (gridline B)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Dsgnr:

Project Notes :

Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span
Span # 4 4 72.000 -145.30 751.89 0.19
.

Dsgnr:

Project Notes :

Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05

3.50 7.50
145.0
Elastic Modulus 3,372.17ksi
1 =40.0
29,000.0

40.0 29,000.0
3=
2 = 0.90

0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c * 443.71
pcf
E - Main Rebar
ksi
psi
= 1.0λ LtWt Factor
Fy - Stirrups ksi
==
=
E - Stirrups ksi
64 in
16 in
36 in
3 in
β 0.850
==
=
Shear :

Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:51PM
Description : Girder G2 (gridline C; fixed seating)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Dsgnr:

Project Notes :

Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span
Span # 4 4 85.800 121.61 474.11 0.26
.

Dsgnr:

Project Notes :

Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05

3.50 7.50
145.0
Elastic Modulus 3,372.17ksi
1 =40.0
29,000.0

40.0 29,000.0
3=
2 = 0.90

0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c * 443.71
pcf
E - Main Rebar
ksi
psi
= 1.0λ LtWt Factor
Fy - Stirrups ksi
==
=
E - Stirrups ksi
64 in
16 in
36 in
3 in
β 0.850
==
=
Shear :

Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values
Flexure :
ψ
#
φ
Load Combination : 2009 IBC & ASCE 7-05
16" w x 36" hSpan=24.0 ft 16" w x 36" hSpan=32.0 ft 16" w x 36" hSpan=16.0 ft 16" w x 36" hSpan=24.0 ft L(1.008) L(1.536) L(1.2) L(0.504) L(1.536) L(0.045) L(1.008)D(2.616) .Cross Section & Reinforcing Details
Tee Section, Stem Width = 16.0 in, Total Height = 36.0 in, Top Flange Width = 64.0 in, Flange Thickness = 3.0 in Span #1 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 1-#8 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 15.750 to 24.0 ft in this span Span #2 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 2-#8 at 3.0 in from Bottom, from 6.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 21.750 ft in this span 2-#11 at 3.0 in from Top, from 25.250 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 16.0 ft in this span 2-#8 at 3.0 in from Top, from 25.250 to 24.0 ft in this span Span #3 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 8.0 ft in this span 2-#11 at 3.0 in from Bottom, from 1.0 to 16.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 16.0 ft in this span 2-#8 at 3.0 in from Top, from 0.0 to 16.0 ft in this span 2-#11 at 3.0 in from Bottom, from 11.0 to 16.0 ft in this span Span #4 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 2-#8 at 3.0 in from Bottom, from 2.0 to 22.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 9.250 ft in this span 2-#8 at 3.0 in from Top, from 0.0 to 9.250 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Loads on all spans...

D = 0.1090
Uniform Load on ALL spans : D = 0.1090 ksf, Tributary Width = 24.0 ft Load for Span Number 1
Uniform Load : L = 0.0420 ksf, Extent = 0.0 -->> 16.0 ft, Tributary Width = 24.0 ft, (Office LL) Uniform Load : L = 0.0640 ksf, Extent = 16.0 -->> 24.0 ft, Tributary Width = 24.0 ft, (Corridor LL) Load for Span Number 2
Uniform Load : L = 0.10 ksf, Tributary Width = 12.0 ft, (Assembly LL) Uniform Load : L = 0.0420 ksf, Tributary Width = 12.0 ft, (office LL) Load for Span Number 3
Uniform Load : L = 0.0640 ksf, Extent = 0.0 -->> 8.0 ft, Tributary Width = 24.0 ft, (Corridor LL) Uniform Load : L = 0.0450 k/ft, Extent = 8.0 -->> 16.0 ft, Tributary Width = 1.0 ft, (Office LL) Load for Span Number 4
Uniform Load : L = 0.0420 ksf, Extent = 0.0 -->> 24.0 ft, Tributary Width = 24.0 ft, (Office LL) .

Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:52PM
Description : Girder G2 (gridline D)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Dsgnr:

Project Notes :

Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span
Span # 4 4 85.800 121.61 474.11 0.26
.

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads
D+L, LL Comb Run (*L*L)D+L, LL Comb Run (L*L*) 1 0.0426 10.800 -0.0155 20.400 D+L, LL Comb Run (*L*L)D+L, LL Comb Run (*L*L) 2 0.2161 17.600 -0.0085 32.800 D+L, LL Comb Run (*L*L)D+L, LL Comb Run (*L*L) 3 0.0089 17.200 -0.0315 7.200 D+L, LL Comb Run (*L*L) 4 0.0744 13.200 0.0000 7.200 Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:52PM
Description : Girder G3 (gridline E)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05

3.50 7.50
145.0
Elastic Modulus 3,372.17ksi
1 =40.0
29,000.0

40.0 29,000.0
3=
2 = 0.90

0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c * 443.71
pcf
E - Main Rebar
ksi
psi
= 1.0λ LtWt Factor
Fy - Stirrups ksi
==
=
E - Stirrups ksi
64 in
16 in
36 in
3 in
β 0.850
==
=
Shear :

Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values
Flexure :
ψ
#
φ
Load Combination : 2009 IBC & ASCE 7-05
16" w x 36" hSpan=24.0 ft 16" w x 36" hSpan=24.0 ft 16" w x 36" hSpan=24.0 ft D(2.6)
L(0.768) L(0.504)
D(0.456)
L(0.768) L(1.008)
L(0.504)
L(1.008)D(2.40)
.Cross Section & Reinforcing Details
Tee Section, Stem Width = 16.0 in, Total Height = 36.0 in, Top Flange Width = 64.0 in, Flange Thickness = 3.0 in Span #1 Reinforcing....
1-#8 at 3.0 in from Bottom, from 0.0 to 19.0 ft in this span 2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 8.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 1-#8 at 3.0 in from Top, from 18.0 to 24.0 ft in this span Span #2 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 6.0 ft in this span 1-#8 at 3.0 in from Bottom, from 2.0 to 22.0 ft in this span 2-#11 at 3.0 in from Bottom, from 18.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 16.0 ft in this span 1-#8 at 3.0 in from Top, from 0.0 to 6.0 ft in this span 2-#11 at 3.0 in from Top, from 8.0 to 24.0 ft in this span Span #3 Reinforcing....
2-#11 at 3.0 in from Bottom, from 0.0 to 24.0 ft in this span 1-#8 at 3.0 in from Bottom, from 4.0 to 24.0 ft in this span 2-#11 at 3.0 in from Top, from 0.0 to 24.0 ft in this span 1-#8 at 3.0 in from Top, from 0.0 to 6.0 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Loads on all spans...

Concrete Beam ENERCALC, INC. 1983-2011, Build:6.11.9.9, Ver:6.11.9.9 Licensee : AHEARN & KNOX, INCLic. # : KW-06003381
File: P:\Cupertino\M11-040 City Hall Analysis\Calcs\m11-040 enercalc.ec6 Printed: 15 SEP 2011, 12:52PM
Description : Girder G3 (gridline E)
1505 Meridian Avenue, Suite B
San Jose, CA 95125
(408) 978-1970
WWW.AKHSE.COM
Title : Cupertino City Hall
Job # M11-040
Project Desc.:

Dsgnr:

Project Notes :

Dsgnr:

Project Notes :

Cupertino City CouncilMay 17, 2022

Cupertino City Council
May 17, 2022