Agenda packet — San Carlos City Council, May 23, 2022 (part 6 of 10)

Engineer:

Project ID:

Printed: 17 SEP 2020, 1:34PM
Project Descr:

Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Steel Stress Grade
Analysis Method : Top & Bottom Pinned
Overall Column Height 8.0
Load Resistance Factor Top & Bottom Fixity
Fy : Steel Yield
29,000.0 ksi
ksi
Steel Section Name : HSS4x4x3/16

46.0 ft
E : Elastic Bending Modulus
Y-Y (depth) axis :

X-X (width) axis :

Unbraced Length for buckling ABOUT Y-Y Axis = 8.0 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 8.0 ft, K = 1.0 Brace condition for deflection (buckling) along columns :

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 75.360 lbs * Dead Load Factor AXIAL LOADS . . .

Axial Load at 8.0 ft, D = 2.50, LR = 1.10 k
BENDING LOADS . . .

Lat. Uniform Load from 4.0-->7.0 ft creating Mx-x, W = 0.1150 k/ft

DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio = 0.06011
Location of max.above base 4.940 ft

3.640 k

82.519 k

0.4818 k-ft
Load Combination +1.20D+0.50Lr+W
Load Combination +1.20D+0.50Lr+W

12.662 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =

0.2372 k

0.009467 : 1
Location of max.above base 7.034 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
Pu

0.9 * Pn
Mu-x
Vu : Applied
Vn * Phi : Allowable

0.9 * Mn-x :

0.9 * Mn-y :

Mu-y

12.662 k-ft

0.0 k-ft
Maximum Load Reactions . .

Top along X-X 0.0 k
Bottom along X-X 0.0 k
Top along Y-Y 0.2372 k
Bottom along Y-Y 0.1078 k
Maximum Load Deflections . . .

Along Y-Y 0.02770 in at 4.349ft above base
for load combination :W Only
Along X-X 0.0 in at 0.0ft above base
for load combination :

25.054
39 of 179 7.j.2
Packet Pg. 1274 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) 19576
Key plan 9/18/2020
Job # Engineer: LSW/KN San Carlos FS 16
A
A
B
B
C
C
1 1
2 2
3 3
4 4
6x6 POST
6x6
+SS10x6x

+SS5x5x
6x6
:10x33
:10x33
:10x45
:10x45:10x45
:10x45
5 S501

BBBBBBBBBBB
4 S501

BBBBBBBBBBB
2 S501

BBBBBBBBBBB
1 S501

BBBBBBBBBBB
2 S501

BBBBBBBBBBB
1 S501

BBBBBBBBBBB
:8x28
6x15 GLB
+SS10x6x

C15x339
C15x339
C15x339
3x11 L9L 3x11 L9L 3x11 L9L
3x11 L9L 3x11 L9L
3x11 L9L
3x11
L9L
3x11
L9L
:10x45
1 S505

BBBBBBBBBBB
2 S501

BBBBBBBBBBB
1 S501

BBBBBBBBBBB
2 S501

BBBBBBBBBBB
:8x28
+SS8x4x

+SS8x4x

+SS8x4x

+SS8x4x

3 S501

BBBBBBBBBBB
6x12
1 S501

BBBBBBBBBBB
3x11 L9L
3x11
L9L
3x11 L9L
3x11 L9L
+SS4x4x 6x6
A6
A6
B4
B4
2 S502

BBBBBBBBBBB
8 S502

BBBBBBBBBBB
40 of 179
TYP STL BM BM 2 1.5, 3-4

RIDGE SUPPORT
BM

CANT BALC BM

APP BAY HDR STL

APP BAY HDR WD
C1 APP BAY JAMB
C1 APP BAY JAMB
C2
CORNER COL A4

STAIR COL

STAIR BM

STAIR WD BM

7.j.2
Packet Pg. 1275 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 718 @ 2 1/2" 1202 (2.25") Passed (60%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 700 @ 3 1/2" 1705 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2684 @ 7' 9 1/2" 6180 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.194 @ 7' 9 1/2" 0.379 Passed (L/937) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.272 @ 7' 9 1/2" 0.758 Passed (L/669) -- 1.0 D + 1.0 L (All Spans) 7-3UR5DWLQJ 51 45 Passed -- --
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Deflection criteria: LL (L/480) and TL (L/240).
Allowed moment does not reflect the adjustment for the beam stability factor. A structural analysis of the deck has not been performed. 'HIOHFWLRQDQDO\VLVLVEDVHGRQFRPSRVLWHDFWLRQZLWKDVLQJOHOD\HURI:H\HUKDHXVHU(GJH3DQHO 6SDQ5DWLQJ
WKDWLVJOXHGDQGQDLOHGGRZQ
$GGLWLRQDOFRQVLGHUDWLRQVIRUWKH7-3UR5DWLQJLQFOXGH 1RQH
5LP%RDUGLVDVVXPHGWRFDUU\DOOORDGVDSSOLHGGLUHFWO\DERYHLWE\SDVVLQJWKHPHPEHUEHLQJGHVLJQHG Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50" 2.25" 1.75" 208 519 727 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 208 519 727 1 1/4" Rim Board 7-,MRLVWVDUHRQO\DQDO\]HGXVLQJ0D[LPXP$OORZDEOHEUDFLQJVROXWLRQV 0D[LPXPDOORZDEOHEUDFLQJLQWHUYDOVEDVHGRQDSSOLHGORDG Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) 5' 9" o/c
Bottom Edge (Lu) 15' 5" o/c
Dead Floor Live
Vertical Load Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 15' 7" 16" 20.0 50.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.

The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.

MEMBER REPORT PASSED
Level, J1
1 piece(s) 11 7/8" TJI® 360 @ 16" OC
ForteWEB Software Operator Job Notes 10/5/2020 11:17:05 PM UTC Kyle Chase
ZFA Structural Engineers
(707) 526-0992
[email protected]
ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0
File Name: San Carlos FS

Page 1 ends

41 of 179 7.j.2
Packet Pg. 1276 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Typ Stl BM
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 5 OCT 2020, 6:00PM
Project Descr:

CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16
Material Properties
Analysis Method :
ksi
Bending Axis : Major Axis Bending
Completely Unbraced
Load Resistance Factor Design Fy : Steel Yield : 50.0 ksi Beam Bracing : E: Modulus : 29,000.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.020, L = 0.050 ksf, Tributary Width = 14.0 ft Load for Span Number 2
Uniform Load : D = 0.020, L = 0.050 ksf, Tributary Width = 14.0 ft DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.349 : 1
Load Combination+1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (LL) Span # where maximum occurs Span # 1
Location of maximum on span 18.000ft

19.133 k
Mn * Phi : Allowable 205.875 k-ft Vn * Phi : Allowable
Section used for this span W10x45
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination+1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (LL) 106.050 k
Section used for this span W10x45
Mu : Applied
Maximum Shear Stress Ratio = 0.180 : 1

18.000 ft

71.926 k-ft Vu : Applied
2,132 >=360
676
Ratio = 2739 >=180
Maximum Deflection
Max Downward Transient Deflection 0.278 in Ratio = 895 >=360 Max Upward Transient Deflection -0.101 in Ratio =
Max Downward Total Deflection 0.368 in Ratio = >=180
Max Upward Total Deflection -0.079 in
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length MV max Mu + Rm Vn max Mu - Mu Max Mnx Phi*Mnx Cb VuMax x Phi*Vnx +1.40D+1.60H
Dsgn. L = 18.00 ft 1 0.105 0.054 9.18 -21.67 21.67 228.75 205.88 2.31 1.00 5.77 106.05 106.05 Dsgn. L = 20.75 ft 2 0.105 0.054 14.85 -21.67 21.67 228.75 205.88 1.76 1.00 5.77 106.05 106.05 +1.20D+0.50Lr+1.60L+1.60H, LL Comb
Dsgn. L = 18.00 ft 1 0.247 0.171 0.60 -50.86 50.86 228.75 205.88 2.57 1.00 18.12 106.05 106.05 Dsgn. L = 20.75 ft 2 0.304 0.171 57.83 -50.86 57.83 211.47 190.32 1.25 1.00 18.12 106.05 106.05 +1.20D+0.50Lr+1.60L+1.60H, LL Comb
Dsgn. L = 18.00 ft 1 0.209 0.149 42.94 -39.65 42.94 228.24 205.42 1.26 1.00 15.79 106.05 106.05 Dsgn. L = 20.75 ft 2 0.193 0.056 5.85 -39.65 39.65 228.75 205.88 3.00 1.00 5.96 106.05 106.05 +1.20D+0.50Lr+1.60L+1.60H, LL Comb
Dsgn. L = 18.00 ft 1 0.349 0.180 30.48 -71.93 71.93 228.75 205.88 2.31 1.00 19.13 106.05 106.05 Dsgn. L = 20.75 ft 2 0.349 0.180 49.28 -71.93 71.93 228.75 205.88 1.76 1.00 19.13 106.05 106.05 +1.20D+1.60L+0.50S+1.60H, LL Comb R
Dsgn. L = 18.00 ft 1 0.247 0.171 0.60 -50.86 50.86 228.75 205.88 2.57 1.00 18.12 106.05 106.05 Dsgn. L = 20.75 ft 2 0.304 0.171 57.83 -50.86 57.83 211.47 190.32 1.25 1.00 18.12 106.05 106.05 +1.20D+1.60L+0.50S+1.60H, LL Comb R
Dsgn. L = 18.00 ft 1 0.209 0.149 42.94 -39.65 42.94 228.24 205.42 1.26 1.00 15.79 106.05 106.05 Dsgn. L = 20.75 ft 2 0.193 0.056 5.85 -39.65 39.65 228.75 205.88 3.00 1.00 5.96 106.05 106.05 +1.20D+1.60L+0.50S+1.60H, LL Comb R
42 of 179 7.j.2
Packet Pg. 1277 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Typ Stl BM
Title Block Line 1
You can change this area
using the "Settings" menu item
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Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 5 OCT 2020, 6:00PM
Project Descr:

Span #
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length MV max Mu + Rm Vn max Mu - Mu Max Mnx Phi*Mnx Cb VuMax x Phi*Vnx Dsgn. L = 18.00 ft 1 0.349 0.180 30.48 -71.93 71.93 228.75 205.88 2.31 1.00 19.13 106.05 106.05 Dsgn. L = 20.75 ft 2 0.349 0.180 49.28 -71.93 71.93 228.75 205.88 1.76 1.00 19.13 106.05 106.05 +1.20D+1.60Lr+L+1.60H, LL Comb Run
Dsgn. L = 18.00 ft 1 0.188 0.124 2.36 -38.75 38.75 228.75 205.88 2.85 1.00 13.18 106.05 106.05 Dsgn. L = 20.75 ft 2 0.213 0.124 40.89 -38.75 40.89 213.51 192.16 1.26 1.00 13.18 106.05 106.05 +1.20D+1.60Lr+L+1.60H, LL Comb Run
Dsgn. L = 18.00 ft 1 0.154 0.109 29.70 -31.75 31.75 228.75 205.88 1.35 1.00 11.57 106.05 106.05 Dsgn. L = 20.75 ft 2 0.154 0.053 8.12 -31.75 31.75 228.75 205.88 2.68 1.00 5.58 106.05 106.05 +1.20D+1.60Lr+L+1.60H, LL Comb Run
Dsgn. L = 18.00 ft 1 0.252 0.130 22.00 -51.92 51.92 228.75 205.88 2.31 1.00 13.81 106.05 106.05 Dsgn. L = 20.75 ft 2 0.252 0.130 35.58 -51.92 51.92 228.75 205.88 1.76 1.00 13.81 106.05 106.05 +1.20D+1.60Lr+0.50W+1.60H, LL Comb
Dsgn. L = 18.00 ft 1 0.090 0.047 7.87 -18.58 18.58 228.75 205.88 2.31 1.00 4.94 106.05 106.05 Dsgn. L = 20.75 ft 2 0.090 0.047 12.73 -18.58 18.58 228.75 205.88 1.76 1.00 4.94 106.05 106.05 +1.20D+1.60Lr+0.50W+1.60H, LL Comb
Dsgn. L = 18.00 ft 1 0.090 0.047 7.87 -18.58 18.58 228.75 205.88 2.31 1.00 4.94 106.05 106.05 Dsgn. L = 20.75 ft 2 0.090 0.047 12.73 -18.58 18.58 228.75 205.88 1.76 1.00 4.94 106.05 106.05 +1.20D+1.60Lr+0.50W+1.60H, LL Comb
Dsgn. L = 18.00 ft 1 0.090 0.047 7.87 -18.58 18.58 228.75 205.88 2.31 1.00 4.94 106.05 106.05 Dsgn. L = 20.75 ft 2 0.090 0.047 12.73 -18.58 18.58 228.75 205.88 1.76 1.00 4.94 106.05 106.05 +1.20D+L+1.60S+1.60H, LL Comb Run (
Dsgn. L = 18.00 ft 1 0.188 0.124 2.36 -38.75 38.75 228.75 205.88 2.85 1.00 13.18 106.05 106.05 Dsgn. L = 20.75 ft 2 0.213 0.124 40.89 -38.75 40.89 213.51 192.16 1.26 1.00 13.18 106.05 106.05 +1.20D+L+1.60S+1.60H, LL Comb Run (
Dsgn. L = 18.00 ft 1 0.154 0.109 29.70 -31.75 31.75 228.75 205.88 1.35 1.00 11.57 106.05 106.05 Dsgn. L = 20.75 ft 2 0.154 0.053 8.12 -31.75 31.75 228.75 205.88 2.68 1.00 5.58 106.05 106.05 +1.20D+L+1.60S+1.60H, LL Comb Run (
Dsgn. L = 18.00 ft 1 0.252 0.130 22.00 -51.92 51.92 228.75 205.88 2.31 1.00 13.81 106.05 106.05 Dsgn. L = 20.75 ft 2 0.252 0.130 35.58 -51.92 51.92 228.75 205.88 1.76 1.00 13.81 106.05 106.05 +1.20D+1.60S+0.50W+1.60H
Dsgn. L = 18.00 ft 1 0.090 0.047 7.87 -18.58 18.58 228.75 205.88 2.31 1.00 4.94 106.05 106.05 Dsgn. L = 20.75 ft 2 0.090 0.047 12.73 -18.58 18.58 228.75 205.88 1.76 1.00 4.94 106.05 106.05 +1.20D+0.50Lr+L+W+1.60H, LL Comb R
Dsgn. L = 18.00 ft 1 0.188 0.124 2.36 -38.75 38.75 228.75 205.88 2.85 1.00 13.18 106.05 106.05 Dsgn. L = 20.75 ft 2 0.213 0.124 40.89 -38.75 40.89 213.51 192.16 1.26 1.00 13.18 106.05 106.05 +1.20D+0.50Lr+L+W+1.60H, LL Comb R
Dsgn. L = 18.00 ft 1 0.154 0.109 29.70 -31.75 31.75 228.75 205.88 1.35 1.00 11.57 106.05 106.05 Dsgn. L = 20.75 ft 2 0.154 0.053 8.12 -31.75 31.75 228.75 205.88 2.68 1.00 5.58 106.05 106.05 +1.20D+0.50Lr+L+W+1.60H, LL Comb R
Dsgn. L = 18.00 ft 1 0.252 0.130 22.00 -51.92 51.92 228.75 205.88 2.31 1.00 13.81 106.05 106.05 Dsgn. L = 20.75 ft 2 0.252 0.130 35.58 -51.92 51.92 228.75 205.88 1.76 1.00 13.81 106.05 106.05 +1.20D+L+0.50S+W+1.60H, LL Comb Ru
Dsgn. L = 18.00 ft 1 0.188 0.124 2.36 -38.75 38.75 228.75 205.88 2.85 1.00 13.18 106.05 106.05 Dsgn. L = 20.75 ft 2 0.213 0.124 40.89 -38.75 40.89 213.51 192.16 1.26 1.00 13.18 106.05 106.05 +1.20D+L+0.50S+W+1.60H, LL Comb Ru
Dsgn. L = 18.00 ft 1 0.154 0.109 29.70 -31.75 31.75 228.75 205.88 1.35 1.00 11.57 106.05 106.05 Dsgn. L = 20.75 ft 2 0.154 0.053 8.12 -31.75 31.75 228.75 205.88 2.68 1.00 5.58 106.05 106.05 +1.20D+L+0.50S+W+1.60H, LL Comb Ru
Dsgn. L = 18.00 ft 1 0.252 0.130 22.00 -51.92 51.92 228.75 205.88 2.31 1.00 13.81 106.05 106.05 Dsgn. L = 20.75 ft 2 0.252 0.130 35.58 -51.92 51.92 228.75 205.88 1.76 1.00 13.81 106.05 106.05 +0.90D+W+1.60H
Dsgn. L = 18.00 ft 1 0.068 0.035 5.90 -13.93 13.93 228.75 205.88 2.31 1.00 3.71 106.05 106.05 Dsgn. L = 20.75 ft 2 0.068 0.035 9.55 -13.93 13.93 228.75 205.88 1.76 1.00 3.71 106.05 106.05 +1.20D+L+0.20S+E+1.60H, LL Comb Ru
Dsgn. L = 18.00 ft 1 0.188 0.124 2.36 -38.75 38.75 228.75 205.88 2.85 1.00 13.18 106.05 106.05 Dsgn. L = 20.75 ft 2 0.213 0.124 40.89 -38.75 40.89 213.51 192.16 1.26 1.00 13.18 106.05 106.05 +1.20D+L+0.20S+E+1.60H, LL Comb Ru
Dsgn. L = 18.00 ft 1 0.154 0.109 29.70 -31.75 31.75 228.75 205.88 1.35 1.00 11.57 106.05 106.05 Dsgn. L = 20.75 ft 2 0.154 0.053 8.12 -31.75 31.75 228.75 205.88 2.68 1.00 5.58 106.05 106.05 +1.20D+L+0.20S+E+1.60H, LL Comb Ru
Dsgn. L = 18.00 ft 1 0.252 0.130 22.00 -51.92 51.92 228.75 205.88 2.31 1.00 13.81 106.05 106.05 Dsgn. L = 20.75 ft 2 0.252 0.130 35.58 -51.92 51.92 228.75 205.88 1.76 1.00 13.81 106.05 106.05 +0.90D+E+0.90H
Dsgn. L = 18.00 ft 1 0.068 0.035 5.90 -13.93 13.93 228.75 205.88 2.31 1.00 3.71 106.05 106.05 Dsgn. L = 20.75 ft 2 0.068 0.035 9.55 -13.93 13.93 228.75 205.88 1.76 1.00 3.71 106.05 106.05 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+L+H 1 0.2007 8.280 -0.0491 16.056 +D+L+H
43 of 179 7.j.2
Packet Pg. 1278 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Typ Stl BM
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 5 OCT 2020, 6:00PM
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+L+H 2 0.3683 11.205 0.0000 16.056
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 7.633 8.916 24.925
Overall MINimum 0.944 -0.635 4.742
+D+H 2.065 2.626 7.903
+D+L+H, LL Comb Run (*L) 0.944 8.916 17.258
+D+L+H, LL Comb Run (L*) 7.633 1.991 15.569
+D+L+H, LL Comb Run (LL) 6.513 8.281 24.925
+D+Lr+H, LL Comb Run (*L) 2.065 2.626 7.903
+D+Lr+H, LL Comb Run (L*) 2.065 2.626 7.903
+D+Lr+H, LL Comb Run (LL) 2.065 2.626 7.903
+D+S+H 2.065 2.626 7.903
+D+0.750Lr+0.750L+H, LL Comb Run (* 1.224 7.344 14.920
+D+0.750Lr+0.750L+H, LL Comb Run (L 6.241 2.150 13.653
+D+0.750Lr+0.750L+H, LL Comb Run (L 5.401 6.868 20.669
+D+0.750L+0.750S+H, LL Comb Run (*L 1.224 7.344 14.920
+D+0.750L+0.750S+H, LL Comb Run (L* 6.241 2.150 13.653
+D+0.750L+0.750S+H, LL Comb Run (LL 5.401 6.868 20.669
+D+0.60W+H 2.065 2.626 7.903
+D+0.750Lr+0.750L+0.450W+H, LL Com 1.224 7.344 14.920
+D+0.750Lr+0.750L+0.450W+H, LL Com 6.241 2.150 13.653
+D+0.750Lr+0.750L+0.450W+H, LL Com 5.401 6.868 20.669
+D+0.750L+0.750S+0.450W+H, LL Com 1.224 7.344 14.920
+D+0.750L+0.750S+0.450W+H, LL Com 6.241 2.150 13.653
+D+0.750L+0.750S+0.450W+H, LL Com 5.401 6.868 20.669
+0.60D+0.60W+0.60H 1.239 1.575 4.742
+D+0.70E+0.60H 2.065 2.626 7.903
+D+0.750L+0.750S+0.5250E+H, LL Com 1.224 7.344 14.920
+D+0.750L+0.750S+0.5250E+H, LL Com 6.241 2.150 13.653
+D+0.750L+0.750S+0.5250E+H, LL Com 5.401 6.868 20.669
+0.60D+0.70E+H 1.239 1.575 4.742
D Only 2.065 2.626 7.903
L Only, LL Comb Run (*L) -1.121 6.290 9.356
L Only, LL Comb Run (L*) 5.568 -0.635 7.666
L Only, LL Comb Run (LL) 4.448 5.656 17.022
H Only
44 of 179 7.j.2
Packet Pg. 1279 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: BM 2 1.5, 3 - 4
Title Block Line 1
You can change this area
using the "Settings" menu item
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Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 5 OCT 2020, 6:00PM
Project Descr:

Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.020, L = 0.050 ksf, Tributary Width = 14.50 ft Point Load : D = 0.10, L = -1.40, W = 0.840 k @ 13.250 ft Load for Span Number 2
Uniform Load : D = 0.020, L = 0.050 ksf, Tributary Width = 14.50 ft Point Load : D = 0.10, L = -1.40, W = 0.840 k @ 2.830 ft DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.205 : 1
Load Combination+1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (LL) Span # where maximum occurs Span # 1
Location of maximum on span 18.000ft

14.841 k
Mn * Phi : Allowable 205.875 k-ft Vn * Phi : Allowable
Section used for this span W10x45
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination+1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (LL) 106.050 k
Section used for this span W10x45
Mu : Applied
Maximum Shear Stress Ratio = 0.140 : 1

18.000 ft

42.186 k-ft Vu : Applied
4,772 >=360
1107
Ratio = 3879 >=180
Maximum Deflection
Max Downward Transient Deflection 0.133 in Ratio = 1,626 >=360 Max Upward Transient Deflection -0.025 in Ratio =
Max Downward Total Deflection 0.195 in Ratio = >=180
Max Upward Total Deflection -0.031 in
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length MV max Mu + Rm Vn max Mu - Mu Max Mnx Phi*Mnx Cb VuMax x Phi*Vnx +1.40D+1.60H
Dsgn. L = 18.00 ft 1 0.071 0.048 12.64 -14.66 14.66 228.75 205.88 1.44 1.00 5.14 106.05 106.05 Dsgn. L = 10.00 ft 2 0.071 0.037 0.90 -14.66 14.66 228.75 205.88 2.89 1.00 3.91 106.05 106.05 +1.20D+0.50Lr+1.60L+1.60H, LL Comb
Dsgn. L = 18.00 ft 1 0.079 0.075 9.34 -16.35 16.35 228.75 205.88 2.05 1.00 7.93 106.05 106.05 Dsgn. L = 10.00 ft 2 0.079 0.075 9.95 -16.35 16.35 228.75 205.88 1.93 1.00 7.93 106.05 106.05 +1.20D+0.50Lr+1.60L+1.60H, LL Comb
Dsgn. L = 18.00 ft 1 0.201 0.138 41.35 -38.40 41.35 228.75 205.88 1.30 1.00 14.63 106.05 106.05 Dsgn. L = 10.00 ft 2 0.187 0.056 -38.40 38.40 228.75 205.88 1.97 1.00 5.94 106.05 106.05 +1.20D+0.50Lr+1.60L+1.60H, LL Comb
Dsgn. L = 18.00 ft 1 0.205 0.140 39.83 -42.19 42.19 228.75 205.88 1.38 1.00 14.84 106.05 106.05 Dsgn. L = 10.00 ft 2 0.205 0.099 2.86 -42.19 42.19 228.75 205.88 2.72 1.00 10.51 106.05 106.05 +1.20D+1.60L+0.50S+1.60H, LL Comb R
45 of 179 7.j.2
Packet Pg. 1280 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: BM 2 1.5, 3 - 4
Title Block Line 1
You can change this area
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Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 5 OCT 2020, 6:00PM
Project Descr:

Span #
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length MV max Mu + Rm Vn max Mu - Mu Max Mnx Phi*Mnx Cb VuMax x Phi*Vnx Dsgn. L = 18.00 ft 1 0.079 0.075 9.34 -16.35 16.35 228.75 205.88 2.05 1.00 7.93 106.05 106.05 Dsgn. L = 10.00 ft 2 0.079 0.075 9.95 -16.35 16.35 228.75 205.88 1.93 1.00 7.93 106.05 106.05 +1.20D+1.60L+0.50S+1.60H, LL Comb R
Dsgn. L = 18.00 ft 1 0.201 0.138 41.35 -38.40 41.35 228.75 205.88 1.30 1.00 14.63 106.05 106.05 Dsgn. L = 10.00 ft 2 0.187 0.056 -38.40 38.40 228.75 205.88 1.97 1.00 5.94 106.05 106.05 +1.20D+1.60L+0.50S+1.60H, LL Comb R
Dsgn. L = 18.00 ft 1 0.205 0.140 39.83 -42.19 42.19 228.75 205.88 1.38 1.00 14.84 106.05 106.05 Dsgn. L = 10.00 ft 2 0.205 0.099 2.86 -42.19 42.19 228.75 205.88 2.72 1.00 10.51 106.05 106.05 +1.20D+1.60Lr+L+1.60H, LL Comb Run
Dsgn. L = 18.00 ft 1 0.073 0.059 9.89 -14.94 14.94 228.75 205.88 1.81 1.00 6.21 106.05 106.05 Dsgn. L = 10.00 ft 2 0.073 0.059 6.34 -14.94 14.94 228.75 205.88 2.24 1.00 6.21 106.05 106.05 +1.20D+1.60Lr+L+1.60H, LL Comb Run
Dsgn. L = 18.00 ft 1 0.145 0.102 29.90 -28.71 29.90 228.75 205.88 1.30 1.00 10.80 106.05 106.05 Dsgn. L = 10.00 ft 2 0.139 0.047 -28.71 28.71 228.75 205.88 2.09 1.00 4.97 106.05 106.05 +1.20D+1.60Lr+L+1.60H, LL Comb Run
Dsgn. L = 18.00 ft 1 0.151 0.103 28.95 -31.08 31.08 228.75 205.88 1.39 1.00 10.93 106.05 106.05 Dsgn. L = 10.00 ft 2 0.151 0.074 2.08 -31.08 31.08 228.75 205.88 2.74 1.00 7.83 106.05 106.05 +1.20D+1.60Lr+0.50W+1.60H, LL Comb
Dsgn. L = 18.00 ft 1 0.066 0.045 11.21 -13.65 13.65 228.75 205.88 1.47 1.00 4.77 106.05 106.05 Dsgn. L = 10.00 ft 2 0.066 0.035 0.79 -13.65 13.65 228.75 205.88 2.99 1.00 3.76 106.05 106.05 +1.20D+1.60Lr+0.50W+1.60H, LL Comb
Dsgn. L = 18.00 ft 1 0.066 0.045 11.21 -13.65 13.65 228.75 205.88 1.47 1.00 4.77 106.05 106.05 Dsgn. L = 10.00 ft 2 0.066 0.035 0.79 -13.65 13.65 228.75 205.88 2.99 1.00 3.76 106.05 106.05 +1.20D+1.60Lr+0.50W+1.60H, LL Comb
Dsgn. L = 18.00 ft 1 0.066 0.045 11.21 -13.65 13.65 228.75 205.88 1.47 1.00 4.77 106.05 106.05 Dsgn. L = 10.00 ft 2 0.066 0.035 0.79 -13.65 13.65 228.75 205.88 2.99 1.00 3.76 106.05 106.05 +1.20D+L+1.60S+1.60H, LL Comb Run (
Dsgn. L = 18.00 ft 1 0.073 0.059 9.89 -14.94 14.94 228.75 205.88 1.81 1.00 6.21 106.05 106.05 Dsgn. L = 10.00 ft 2 0.073 0.059 6.34 -14.94 14.94 228.75 205.88 2.24 1.00 6.21 106.05 106.05 +1.20D+L+1.60S+1.60H, LL Comb Run (
Dsgn. L = 18.00 ft 1 0.145 0.102 29.90 -28.71 29.90 228.75 205.88 1.30 1.00 10.80 106.05 106.05 Dsgn. L = 10.00 ft 2 0.139 0.047 -28.71 28.71 228.75 205.88 2.09 1.00 4.97 106.05 106.05 +1.20D+L+1.60S+1.60H, LL Comb Run (
Dsgn. L = 18.00 ft 1 0.151 0.103 28.95 -31.08 31.08 228.75 205.88 1.39 1.00 10.93 106.05 106.05 Dsgn. L = 10.00 ft 2 0.151 0.074 2.08 -31.08 31.08 228.75 205.88 2.74 1.00 7.83 106.05 106.05 +1.20D+1.60S+0.50W+1.60H
Dsgn. L = 18.00 ft 1 0.066 0.045 11.21 -13.65 13.65 228.75 205.88 1.47 1.00 4.77 106.05 106.05 Dsgn. L = 10.00 ft 2 0.066 0.035 0.79 -13.65 13.65 228.75 205.88 2.99 1.00 3.76 106.05 106.05 +1.20D+0.50Lr+L+W+1.60H, LL Comb R
Dsgn. L = 18.00 ft 1 0.083 0.066 10.62 -17.10 17.10 228.75 205.88 1.82 1.00 7.03 106.05 106.05 Dsgn. L = 10.00 ft 2 0.083 0.066 6.41 -17.10 17.10 228.75 205.88 2.38 1.00 7.03 106.05 106.05 +1.20D+0.50Lr+L+W+1.60H, LL Comb R
Dsgn. L = 18.00 ft 1 0.150 0.109 30.65 -30.88 30.88 228.75 205.88 1.29 1.00 11.53 106.05 106.05 Dsgn. L = 10.00 ft 2 0.150 0.055 -30.88 30.88 228.75 205.88 2.19 1.00 5.79 106.05 106.05 +1.20D+0.50Lr+L+W+1.60H, LL Comb R
Dsgn. L = 18.00 ft 1 0.161 0.110 29.69 -33.24 33.24 228.75 205.88 1.42 1.00 11.67 106.05 106.05 Dsgn. L = 10.00 ft 2 0.161 0.082 2.12 -33.24 33.24 228.75 205.88 2.82 1.00 8.64 106.05 106.05 +1.20D+L+0.50S+W+1.60H, LL Comb Ru
Dsgn. L = 18.00 ft 1 0.083 0.066 10.62 -17.10 17.10 228.75 205.88 1.82 1.00 7.03 106.05 106.05 Dsgn. L = 10.00 ft 2 0.083 0.066 6.41 -17.10 17.10 228.75 205.88 2.38 1.00 7.03 106.05 106.05 +1.20D+L+0.50S+W+1.60H, LL Comb Ru
Dsgn. L = 18.00 ft 1 0.150 0.109 30.65 -30.88 30.88 228.75 205.88 1.29 1.00 11.53 106.05 106.05 Dsgn. L = 10.00 ft 2 0.150 0.055 -30.88 30.88 228.75 205.88 2.19 1.00 5.79 106.05 106.05 +1.20D+L+0.50S+W+1.60H, LL Comb Ru
Dsgn. L = 18.00 ft 1 0.161 0.110 29.69 -33.24 33.24 228.75 205.88 1.42 1.00 11.67 106.05 106.05 Dsgn. L = 10.00 ft 2 0.161 0.082 2.12 -33.24 33.24 228.75 205.88 2.82 1.00 8.64 106.05 106.05 +0.90D+W+1.60H
Dsgn. L = 18.00 ft 1 0.056 0.038 8.89 -11.59 11.59 228.75 205.88 1.51 1.00 4.04 106.05 106.05 Dsgn. L = 10.00 ft 2 0.056 0.031 0.62 -11.59 11.59 228.75 205.88 3.00 1.00 3.33 106.05 106.05 +1.20D+L+0.20S+E+1.60H, LL Comb Ru
Dsgn. L = 18.00 ft 1 0.073 0.059 9.89 -14.94 14.94 228.75 205.88 1.81 1.00 6.21 106.05 106.05 Dsgn. L = 10.00 ft 2 0.073 0.059 6.34 -14.94 14.94 228.75 205.88 2.24 1.00 6.21 106.05 106.05 +1.20D+L+0.20S+E+1.60H, LL Comb Ru
Dsgn. L = 18.00 ft 1 0.145 0.102 29.90 -28.71 29.90 228.75 205.88 1.30 1.00 10.80 106.05 106.05 Dsgn. L = 10.00 ft 2 0.139 0.047 -28.71 28.71 228.75 205.88 2.09 1.00 4.97 106.05 106.05 +1.20D+L+0.20S+E+1.60H, LL Comb Ru
Dsgn. L = 18.00 ft 1 0.151 0.103 28.95 -31.08 31.08 228.75 205.88 1.39 1.00 10.93 106.05 106.05 Dsgn. L = 10.00 ft 2 0.151 0.074 2.08 -31.08 31.08 228.75 205.88 2.74 1.00 7.83 106.05 106.05 +0.90D+E+0.90H
46 of 179 7.j.2
Packet Pg. 1281 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: BM 2 1.5, 3 - 4
Title Block Line 1
You can change this area
using the "Settings" menu item
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Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 5 OCT 2020, 6:00PM
Project Descr:

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 13 OCT 2020, 12:13PM
Project Descr:

Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.020, L = 0.050 ksf, Tributary Width = 14.0 ft Load for Span Number 2
Uniform Load : D = 0.020, L = 0.050 ksf, Tributary Width = 14.0 ft Point Load : D = 7.10, Lr = 4.0 k @ 7.0 ft
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.455 : 1
Load Combination+1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (LL) Span # where maximum occurs Span # 1
Location of maximum on span 18.000ft

27.151 k
Mn * Phi : Allowable 205.875 k-ft Vn * Phi : Allowable
Section used for this span W10x45
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination+1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (LL) 106.050 k
Section used for this span W10x45
Mu : Applied
Maximum Shear Stress Ratio = 0.256 : 1

18.000 ft

93.648 k-ft Vu : Applied
2,132 >=360
452
Ratio = 1383 >=180
Maximum Deflection
Max Downward Transient Deflection 0.278 in Ratio = 895 >=360 Max Upward Transient Deflection -0.101 in Ratio =
Max Downward Total Deflection 0.551 in Ratio = >=180
Max Upward Total Deflection -0.156 in
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length MV max Mu + Rm Vn max Mu - Mu Max Mnx Phi*Mnx Cb VuMax x Phi*Vnx +1.40D+1.60H
Dsgn. L = 18.00 ft 1 0.205 0.126 3.37 -42.20 42.20 228.75 205.88 2.93 1.00 13.34 106.05 106.05 Dsgn. L = 20.75 ft 2 0.207 0.126 40.09 -42.20 42.20 226.42 203.78 1.33 1.00 13.34 106.05 106.05 +1.20D+0.50Lr+1.60L+1.60H, LL Comb
Dsgn. L = 18.00 ft 1 0.353 0.246 -72.58 72.58 228.75 205.88 2.21 1.00 26.14 106.05 106.05 Dsgn. L = 20.75 ft 2 0.441 0.246 81.80 -72.58 81.80 206.21 185.59 1.21 1.00 26.14 106.05 106.05 +1.20D+0.50Lr+1.60L+1.60H, LL Comb
Dsgn. L = 18.00 ft 1 0.278 0.158 35.88 -57.24 57.24 228.75 205.88 1.91 1.00 16.77 106.05 106.05 Dsgn. L = 20.75 ft 2 0.278 0.117 22.21 -57.24 57.24 228.75 205.88 2.50 1.00 12.45 106.05 106.05 +1.20D+0.50Lr+1.60L+1.60H, LL Comb
Dsgn. L = 18.00 ft 1 0.455 0.256 23.29 -93.65 93.65 228.75 205.88 2.70 1.00 27.15 106.05 106.05 Dsgn. L = 20.75 ft 2 0.455 0.256 71.57 -93.65 93.65 228.75 205.88 1.53 1.00 27.15 106.05 106.05 +1.20D+1.60L+0.50S+1.60H, LL Comb R
Dsgn. L = 18.00 ft 1 0.332 0.232 -68.45 68.45 228.75 205.88 2.26 1.00 24.61 106.05 106.05 Dsgn. L = 20.75 ft 2 0.414 0.232 76.92 -68.45 76.92 206.38 185.74 1.22 1.00 24.61 106.05 106.05 +1.20D+1.60L+0.50S+1.60H, LL Comb R
48 of 179 7.j.2
Packet Pg. 1283 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Typ Stl BM w/ ridge support
Title Block Line 1
You can change this area
using the "Settings" menu item
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Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 13 OCT 2020, 12:13PM
Project Descr:

Span #
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length MV max Mu + Rm Vn max Mu - Mu Max Mnx Phi*Mnx Cb VuMax x Phi*Vnx Dsgn. L = 18.00 ft 1 0.278 0.158 35.88 -57.24 57.24 228.75 205.88 1.91 1.00 16.77 106.05 106.05 Dsgn. L = 20.75 ft 2 0.278 0.117 22.21 -57.24 57.24 228.75 205.88 2.50 1.00 12.45 106.05 106.05 +1.20D+1.60L+0.50S+1.60H, LL Comb R
Dsgn. L = 18.00 ft 1 0.435 0.242 24.59 -89.52 89.52 228.75 205.88 2.64 1.00 25.63 106.05 106.05 Dsgn. L = 20.75 ft 2 0.435 0.242 67.01 -89.52 89.52 228.75 205.88 1.56 1.00 25.63 106.05 106.05 +1.20D+1.60Lr+L+1.60H, LL Comb Run
Dsgn. L = 18.00 ft 1 0.338 0.231 -69.56 69.56 228.75 205.88 2.24 1.00 24.55 106.05 106.05 Dsgn. L = 20.75 ft 2 0.410 0.231 77.40 -69.56 77.40 209.60 188.64 1.23 1.00 24.55 106.05 106.05 +1.20D+1.60Lr+L+1.60H, LL Comb Run
Dsgn. L = 18.00 ft 1 0.240 0.118 22.92 -49.34 49.34 228.75 205.88 2.24 1.00 12.55 106.05 106.05 Dsgn. L = 20.75 ft 2 0.240 0.114 26.46 -49.34 49.34 228.75 205.88 2.02 1.00 12.07 106.05 106.05 +1.20D+1.60Lr+L+1.60H, LL Comb Run
Dsgn. L = 18.00 ft 1 0.402 0.237 12.47 -82.73 82.73 228.75 205.88 3.00 1.00 25.18 106.05 106.05 Dsgn. L = 20.75 ft 2 0.402 0.237 70.02 -82.73 82.73 228.75 205.88 1.41 1.00 25.18 106.05 106.05 +1.20D+1.60Lr+0.50W+1.60H, LL Comb
Dsgn. L = 18.00 ft 1 0.240 0.154 0.75 -49.39 49.39 228.75 205.88 2.61 1.00 16.31 106.05 106.05 Dsgn. L = 20.75 ft 2 0.268 0.154 55.18 -49.39 55.18 228.75 205.88 1.35 1.00 16.31 106.05 106.05 +1.20D+1.60Lr+0.50W+1.60H, LL Comb
Dsgn. L = 18.00 ft 1 0.176 0.108 2.89 -36.17 36.17 228.75 205.88 2.93 1.00 11.44 106.05 106.05 Dsgn. L = 20.75 ft 2 0.177 0.108 34.37 -36.17 36.17 226.42 203.78 1.33 1.00 11.44 106.05 106.05 +1.20D+1.60Lr+0.50W+1.60H, LL Comb
Dsgn. L = 18.00 ft 1 0.240 0.154 0.75 -49.39 49.39 228.75 205.88 2.61 1.00 16.31 106.05 106.05 Dsgn. L = 20.75 ft 2 0.268 0.154 55.18 -49.39 55.18 228.75 205.88 1.35 1.00 16.31 106.05 106.05 +1.20D+L+1.60S+1.60H, LL Comb Run (
Dsgn. L = 18.00 ft 1 0.274 0.185 0.18 -56.34 56.34 228.75 205.88 2.44 1.00 19.67 106.05 106.05 Dsgn. L = 20.75 ft 2 0.324 0.185 60.32 -56.34 60.32 207.06 186.35 1.22 1.00 19.67 106.05 106.05 +1.20D+L+1.60S+1.60H, LL Comb Run (
Dsgn. L = 18.00 ft 1 0.240 0.118 22.92 -49.34 49.34 228.75 205.88 2.24 1.00 12.55 106.05 106.05 Dsgn. L = 20.75 ft 2 0.240 0.114 26.46 -49.34 49.34 228.75 205.88 2.02 1.00 12.07 106.05 106.05 +1.20D+L+1.60S+1.60H, LL Comb Run (
Dsgn. L = 18.00 ft 1 0.338 0.191 16.23 -69.51 69.51 228.75 205.88 2.75 1.00 20.30 106.05 106.05 Dsgn. L = 20.75 ft 2 0.338 0.191 53.83 -69.51 69.51 228.75 205.88 1.51 1.00 20.30 106.05 106.05 +1.20D+1.60S+0.50W+1.60H
Dsgn. L = 18.00 ft 1 0.176 0.108 2.89 -36.17 36.17 228.75 205.88 2.93 1.00 11.44 106.05 106.05 Dsgn. L = 20.75 ft 2 0.177 0.108 34.37 -36.17 36.17 226.42 203.78 1.33 1.00 11.44 106.05 106.05 +1.20D+0.50Lr+L+W+1.60H, LL Comb R
Dsgn. L = 18.00 ft 1 0.294 0.200 0.03 -60.47 60.47 228.75 205.88 2.37 1.00 21.19 106.05 106.05 Dsgn. L = 20.75 ft 2 0.351 0.200 65.43 -60.47 65.43 207.40 186.66 1.22 1.00 21.19 106.05 106.05 +1.20D+0.50Lr+L+W+1.60H, LL Comb R
Dsgn. L = 18.00 ft 1 0.240 0.118 22.92 -49.34 49.34 228.75 205.88 2.24 1.00 12.55 106.05 106.05 Dsgn. L = 20.75 ft 2 0.240 0.114 26.46 -49.34 49.34 228.75 205.88 2.02 1.00 12.07 106.05 106.05 +1.20D+0.50Lr+L+W+1.60H, LL Comb R
Dsgn. L = 18.00 ft 1 0.358 0.206 15.00 -73.64 73.64 228.75 205.88 2.84 1.00 21.83 106.05 106.05 Dsgn. L = 20.75 ft 2 0.358 0.206 58.66 -73.64 73.64 228.75 205.88 1.48 1.00 21.83 106.05 106.05 +1.20D+L+0.50S+W+1.60H, LL Comb Ru
Dsgn. L = 18.00 ft 1 0.274 0.185 0.18 -56.34 56.34 228.75 205.88 2.44 1.00 19.67 106.05 106.05 Dsgn. L = 20.75 ft 2 0.324 0.185 60.32 -56.34 60.32 207.06 186.35 1.22 1.00 19.67 106.05 106.05 +1.20D+L+0.50S+W+1.60H, LL Comb Ru
Dsgn. L = 18.00 ft 1 0.240 0.118 22.92 -49.34 49.34 228.75 205.88 2.24 1.00 12.55 106.05 106.05 Dsgn. L = 20.75 ft 2 0.240 0.114 26.46 -49.34 49.34 228.75 205.88 2.02 1.00 12.07 106.05 106.05 +1.20D+L+0.50S+W+1.60H, LL Comb Ru
Dsgn. L = 18.00 ft 1 0.338 0.191 16.23 -69.51 69.51 228.75 205.88 2.75 1.00 20.30 106.05 106.05 Dsgn. L = 20.75 ft 2 0.338 0.191 53.83 -69.51 69.51 228.75 205.88 1.51 1.00 20.30 106.05 106.05 +0.90D+W+1.60H
Dsgn. L = 18.00 ft 1 0.132 0.081 2.16 -27.13 27.13 228.75 205.88 2.93 1.00 8.58 106.05 106.05 Dsgn. L = 20.75 ft 2 0.133 0.081 25.77 -27.13 27.13 226.42 203.78 1.33 1.00 8.58 106.05 106.05 +1.20D+L+0.20S+E+1.60H, LL Comb Ru
Dsgn. L = 18.00 ft 1 0.274 0.185 0.18 -56.34 56.34 228.75 205.88 2.44 1.00 19.67 106.05 106.05 Dsgn. L = 20.75 ft 2 0.324 0.185 60.32 -56.34 60.32 207.06 186.35 1.22 1.00 19.67 106.05 106.05 +1.20D+L+0.20S+E+1.60H, LL Comb Ru
Dsgn. L = 18.00 ft 1 0.240 0.118 22.92 -49.34 49.34 228.75 205.88 2.24 1.00 12.55 106.05 106.05 Dsgn. L = 20.75 ft 2 0.240 0.114 26.46 -49.34 49.34 228.75 205.88 2.02 1.00 12.07 106.05 106.05 +1.20D+L+0.20S+E+1.60H, LL Comb Ru
Dsgn. L = 18.00 ft 1 0.338 0.191 16.23 -69.51 69.51 228.75 205.88 2.75 1.00 20.30 106.05 106.05 Dsgn. L = 20.75 ft 2 0.338 0.191 53.83 -69.51 69.51 228.75 205.88 1.51 1.00 20.30 106.05 106.05 +0.90D+E+0.90H
Dsgn. L = 18.00 ft 1 0.132 0.081 2.16 -27.13 27.13 228.75 205.88 2.93 1.00 8.58 106.05 106.05 Dsgn. L = 20.75 ft 2 0.133 0.081 25.77 -27.13 27.13 226.42 203.78 1.33 1.00 8.58 106.05 106.05 49 of 179 7.j.2
Packet Pg. 1284 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Typ Stl BM w/ ridge support
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 13 OCT 2020, 12:13PM
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
L Only 1 0.1675 8.568 -0.1562 11.376 +D+0.750Lr+0.750L+0.450W+H +D+0.750Lr+0.750L+0.450W+H 2 0.5505 10.624 0.0000 11.376 Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 6.819 10.605 31.151
Overall MINimum 0.066 -0.635 3.508
+D+H 1.250 4.314 14.129
+D+L+H, LL Comb Run (*L) 0.130 10.605 23.484
+D+L+H, LL Comb Run (L*) 6.819 3.680 21.795
+D+L+H, LL Comb Run (LL) 5.698 9.970 31.151
+D+Lr+H, LL Comb Run (*L) 0.792 5.266 17.636
+D+Lr+H, LL Comb Run (L*) 1.250 4.314 14.129
+D+Lr+H, LL Comb Run (LL) 0.792 5.266 17.636
+D+S+H 1.250 4.314 14.129
+D+0.750Lr+0.750L+H, LL Comb Run (* 0.066 9.746 23.776
+D+0.750Lr+0.750L+H, LL Comb Run (L 5.427 3.838 19.879
+D+0.750Lr+0.750L+H, LL Comb Run (L 4.242 9.270 29.526
+D+0.750L+0.750S+H, LL Comb Run (*L 0.410 9.032 21.145
+D+0.750L+0.750S+H, LL Comb Run (L* 5.427 3.838 19.879
+D+0.750L+0.750S+H, LL Comb Run (LL 4.586 8.556 26.895
+D+0.60W+H 1.250 4.314 14.129
+D+0.750Lr+0.750L+0.450W+H, LL Com 0.066 9.746 23.776
+D+0.750Lr+0.750L+0.450W+H, LL Com 5.427 3.838 19.879
+D+0.750Lr+0.750L+0.450W+H, LL Com 4.242 9.270 29.526
+D+0.750L+0.750S+0.450W+H, LL Com 0.410 9.032 21.145
+D+0.750L+0.750S+0.450W+H, LL Com 5.427 3.838 19.879
+D+0.750L+0.750S+0.450W+H, LL Com 4.586 8.556 26.895
+0.60D+0.60W+0.60H 0.750 2.589 8.477
+D+0.70E+0.60H 1.250 4.314 14.129
+D+0.750L+0.750S+0.5250E+H, LL Com 0.410 9.032 21.145
+D+0.750L+0.750S+0.5250E+H, LL Com 5.427 3.838 19.879
+D+0.750L+0.750S+0.5250E+H, LL Com 4.586 8.556 26.895
+0.60D+0.70E+H 0.750 2.589 8.477
D Only 1.250 4.314 14.129
Lr Only, LL Comb Run (*L) -0.459 0.951 3.508
Lr Only, LL Comb Run (LL) -0.459 0.951 3.508
L Only, LL Comb Run (*L) -1.121 6.290 9.356
L Only, LL Comb Run (L*) 5.568 -0.635 7.666
L Only, LL Comb Run (LL) 4.448 5.656 17.022
H Only
50 of 179 7.j.2
Packet Pg. 1285 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Ridge support beam
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 5 OCT 2020, 6:00PM
Project Descr:

Beam self weight calculated and added to loading
Uniform Load : D = 0.020, L = 0.050 ksf, Tributary Width = 1.330 ft Point Load : D = 11.30, Lr = 6.650 k @ 5.670 ft
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.830 : 1
Load Combination +1.20D+1.60Lr+L
Span # where maximum occurs Span # 1
Location of maximum on span 5.680ft

15.323 k
Mn * Phi : Allowable 102.000 k-ft Vn * Phi : Allowable
Section used for this span W8x28
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +1.20D+1.60Lr+L

68.913 k
Section used for this span W8x28
Mu : Applied
Maximum Shear Stress Ratio = 0.222 : 1

0.000 ft

84.664 k-ft Vu : Applied
0 <360
274
Ratio = 0 <180
Maximum Deflection
Max Downward Transient Deflection 0.221 in Ratio = 759 >=360 Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.614 in Ratio = >=180
Max Upward Total Deflection 0.000 in
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length MV max Mu + Rm Vn max Mu - Mu Max Mnx Phi*Mnx Cb VuMax x Phi*Vnx +1.40D
Dsgn. L = 14.00 ft 1 0.540 0.144 55.11 55.11 113.33 102.00 1.38 1.00 9.95 68.91 68.91 +1.20D+0.50Lr+1.60L
Dsgn. L = 14.00 ft 1 0.598 0.163 60.96 60.96 113.33 102.00 1.37 1.00 11.25 68.91 68.91 +1.20D+1.60L
Dsgn. L = 14.00 ft 1 0.488 0.135 49.75 49.75 113.33 102.00 1.36 1.00 9.27 68.91 68.91 +1.20D+1.60Lr+L
Dsgn. L = 14.00 ft 1 0.830 0.222 84.66 84.66 113.33 102.00 1.38 1.00 15.32 68.91 68.91 +1.20D+1.60Lr
Dsgn. L = 14.00 ft 1 0.815 0.216 83.09 83.09 113.33 102.00 1.39 1.00 14.86 68.91 68.91 +1.20D+L
Dsgn. L = 14.00 ft 1 0.479 0.130 48.81 48.81 113.33 102.00 1.37 1.00 8.99 68.91 68.91 +1.20D
Dsgn. L = 14.00 ft 1 0.463 0.124 47.24 47.24 113.33 102.00 1.38 1.00 8.53 68.91 68.91 +1.20D+0.50Lr+L
Dsgn. L = 14.00 ft 1 0.588 0.159 60.02 60.02 113.33 102.00 1.37 1.00 10.97 68.91 68.91 +0.90D
Dsgn. L = 14.00 ft 1 0.347 0.093 35.43 35.43 113.33 102.00 1.38 1.00 6.40 68.91 68.91 51 of 179 7.j.2
Packet Pg. 1286 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Ridge support beam
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 5 OCT 2020, 6:00PM
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 0.6141 6.640 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 11.062 7.652
Overall MINimum 0.466 0.466
D Only 7.106 4.959
+D+L 7.571 5.424
+D+Lr 11.062 7.652
+D+0.750Lr+0.750L 10.422 7.328
+D+0.750L 7.455 5.308
+0.60D 4.263 2.975
Lr Only 3.957 2.693
L Only 0.466 0.466
52 of 179 7.j.2
Packet Pg. 1287 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Cant Balcony BM
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 5 OCT 2020, 6:01PM
Project Descr:

Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.020, L = 0.050 ksf, Tributary Width = 1.330 ft Load for Span Number 2
Uniform Load : D = 0.020, L = 0.10, W = -0.060 ksf, Tributary Width = 1.330 ft Point Load : D = 0.50, L = 2.50, W = -1.50 k @ 7.0 ft
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.270 : 1
Load Combination+1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (LL) Span # where maximum occurs Span # 2
Location of maximum on span 0.000ft

6.590 k
Mn * Phi : Allowable 144.972 k-ft Vn * Phi : Allowable
Section used for this span W10x33
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination+1.20D+0.50Lr+1.60L+1.60H, LL Comb Run (LL)

84.651 k
Section used for this span W10x33
Mu : Applied
Maximum Shear Stress Ratio = 0.078 : 1

14.750 ft

39.166 k-ft Vu : Applied
1,744 >=360
392
Ratio = 1563 >=180
Maximum Deflection
Max Downward Transient Deflection 0.362 in Ratio = 463 >=360 Max Upward Transient Deflection -0.101 in Ratio =
Max Downward Total Deflection 0.428 in Ratio = >=180
Max Upward Total Deflection -0.113 in
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length MV max Mu + Rm Vn max Mu - Mu Max Mnx Phi*Mnx Cb VuMax x Phi*Vnx +1.40D+1.60H
Dsgn. L = 14.75 ft 1 0.048 0.015 0.13 -6.94 6.94 161.67 145.50 2.64 1.00 1.28 84.65 84.65 Dsgn. L = 7.00 ft 2 0.048 0.015 -6.94 6.94 161.08 144.97 1.00 1.00 1.28 84.65 84.65 +1.20D+0.50Lr+1.60L+1.60H, LL Comb
Dsgn. L = 14.75 ft 1 0.269 0.078 -39.17 39.17 161.67 145.50 1.77 1.00 6.59 84.65 84.65 Dsgn. L = 7.00 ft 2 0.270 0.078 -39.17 39.17 161.08 144.97 1.00 1.00 6.59 84.65 84.65 +1.20D+0.50Lr+1.60L+1.60H, LL Comb
Dsgn. L = 14.75 ft 1 0.041 0.020 2.32 -5.95 5.95 161.67 145.50 2.38 1.00 1.72 84.65 84.65 Dsgn. L = 7.00 ft 2 0.041 0.013 -5.95 5.95 161.08 144.97 1.00 1.00 1.10 84.65 84.65 +1.20D+0.50Lr+1.60L+1.60H, LL Comb
Dsgn. L = 14.75 ft 1 0.269 0.078 -39.17 39.17 161.67 145.50 1.94 1.00 6.59 84.65 84.65 Dsgn. L = 7.00 ft 2 0.270 0.078 -39.17 39.17 161.08 144.97 1.00 1.00 6.59 84.65 84.65 +1.20D+1.60L+0.50S+1.60H, LL Comb R
Dsgn. L = 14.75 ft 1 0.269 0.078 -39.17 39.17 161.67 145.50 1.77 1.00 6.59 84.65 84.65 Dsgn. L = 7.00 ft 2 0.270 0.078 -39.17 39.17 161.08 144.97 1.00 1.00 6.59 84.65 84.65 +1.20D+1.60L+0.50S+1.60H, LL Comb R
53 of 179 7.j.2
Packet Pg. 1288 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Cant Balcony BM
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 5 OCT 2020, 6:01PM
Project Descr:

Span #
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length MV max Mu + Rm Vn max Mu - Mu Max Mnx Phi*Mnx Cb VuMax x Phi*Vnx Dsgn. L = 14.75 ft 1 0.041 0.020 2.32 -5.95 5.95 161.67 145.50 2.38 1.00 1.72 84.65 84.65 Dsgn. L = 7.00 ft 2 0.041 0.013 -5.95 5.95 161.08 144.97 1.00 1.00 1.10 84.65 84.65 +1.20D+1.60L+0.50S+1.60H, LL Comb R
Dsgn. L = 14.75 ft 1 0.269 0.078 -39.17 39.17 161.67 145.50 1.94 1.00 6.59 84.65 84.65 Dsgn. L = 7.00 ft 2 0.270 0.078 -39.17 39.17 161.08 144.97 1.00 1.00 6.59 84.65 84.65 +1.20D+1.60Lr+L+1.60H, LL Comb Run
Dsgn. L = 14.75 ft 1 0.184 0.054 -26.71 26.71 161.67 145.50 1.82 1.00 4.53 84.65 84.65 Dsgn. L = 7.00 ft 2 0.184 0.054 -26.71 26.71 161.08 144.97 1.00 1.00 4.53 84.65 84.65 +1.20D+1.60Lr+L+1.60H, LL Comb Run
Dsgn. L = 14.75 ft 1 0.041 0.017 1.37 -5.95 5.95 161.67 145.50 2.76 1.00 1.42 84.65 84.65 Dsgn. L = 7.00 ft 2 0.041 0.013 -5.95 5.95 161.08 144.97 1.00 1.00 1.10 84.65 84.65 +1.20D+1.60Lr+L+1.60H, LL Comb Run
Dsgn. L = 14.75 ft 1 0.184 0.054 -26.71 26.71 161.67 145.50 1.98 1.00 4.53 84.65 84.65 Dsgn. L = 7.00 ft 2 0.184 0.054 -26.71 26.71 161.08 144.97 1.00 1.00 4.53 84.65 84.65 +1.20D+1.60Lr+0.50W+1.60H, LL Comb
Dsgn. L = 14.75 ft 1 0.016 0.006 2.09 2.09 147.17 132.46 1.13 1.00 0.55 84.65 84.65 Dsgn. L = 7.00 ft 2 0.002 0.002 0.36 0.36 161.08 144.97 1.00 1.00 0.15 84.65 84.65 +1.20D+1.60Lr+0.50W+1.60H, LL Comb
Dsgn. L = 14.75 ft 1 0.016 0.006 2.09 2.09 147.17 132.46 1.13 1.00 0.55 84.65 84.65 Dsgn. L = 7.00 ft 2 0.002 0.002 0.36 0.36 161.08 144.97 1.00 1.00 0.15 84.65 84.65 +1.20D+1.60Lr+0.50W+1.60H, LL Comb
Dsgn. L = 14.75 ft 1 0.016 0.006 2.09 2.09 147.17 132.46 1.13 1.00 0.55 84.65 84.65 Dsgn. L = 7.00 ft 2 0.002 0.002 0.36 0.36 161.08 144.97 1.00 1.00 0.15 84.65 84.65 +1.20D+L+1.60S+1.60H, LL Comb Run (
Dsgn. L = 14.75 ft 1 0.184 0.054 -26.71 26.71 161.67 145.50 1.82 1.00 4.53 84.65 84.65 Dsgn. L = 7.00 ft 2 0.184 0.054 -26.71 26.71 161.08 144.97 1.00 1.00 4.53 84.65 84.65 +1.20D+L+1.60S+1.60H, LL Comb Run (
Dsgn. L = 14.75 ft 1 0.041 0.017 1.37 -5.95 5.95 161.67 145.50 2.76 1.00 1.42 84.65 84.65 Dsgn. L = 7.00 ft 2 0.041 0.013 -5.95 5.95 161.08 144.97 1.00 1.00 1.10 84.65 84.65 +1.20D+L+1.60S+1.60H, LL Comb Run (
Dsgn. L = 14.75 ft 1 0.184 0.054 -26.71 26.71 161.67 145.50 1.98 1.00 4.53 84.65 84.65 Dsgn. L = 7.00 ft 2 0.184 0.054 -26.71 26.71 161.08 144.97 1.00 1.00 4.53 84.65 84.65 +1.20D+1.60S+0.50W+1.60H
Dsgn. L = 14.75 ft 1 0.016 0.006 2.09 2.09 147.17 132.46 1.13 1.00 0.55 84.65 84.65 Dsgn. L = 7.00 ft 2 0.002 0.002 0.36 0.36 161.08 144.97 1.00 1.00 0.15 84.65 84.65 +1.20D+0.50Lr+L+W+1.60H, LL Comb R
Dsgn. L = 14.75 ft 1 0.098 0.029 -14.26 14.26 161.67 145.50 1.97 1.00 2.47 84.65 84.65 Dsgn. L = 7.00 ft 2 0.098 0.029 -14.26 14.26 161.08 144.97 1.00 1.00 2.47 84.65 84.65 +1.20D+0.50Lr+L+W+1.60H, LL Comb R
Dsgn. L = 14.75 ft 1 0.057 0.017 7.71 7.71 150.17 135.15 1.15 1.00 1.46 84.65 84.65 Dsgn. L = 7.00 ft 2 0.045 0.011 6.50 6.50 161.08 144.97 1.00 1.00 0.96 84.65 84.65 +1.20D+0.50Lr+L+W+1.60H, LL Comb R
Dsgn. L = 14.75 ft 1 0.098 0.029 0.01 -14.26 14.26 161.67 145.50 2.37 1.00 2.47 84.65 84.65 Dsgn. L = 7.00 ft 2 0.098 0.029 -14.26 14.26 161.08 144.97 1.00 1.00 2.47 84.65 84.65 +1.20D+L+0.50S+W+1.60H, LL Comb Ru
Dsgn. L = 14.75 ft 1 0.098 0.029 -14.26 14.26 161.67 145.50 1.97 1.00 2.47 84.65 84.65 Dsgn. L = 7.00 ft 2 0.098 0.029 -14.26 14.26 161.08 144.97 1.00 1.00 2.47 84.65 84.65 +1.20D+L+0.50S+W+1.60H, LL Comb Ru
Dsgn. L = 14.75 ft 1 0.057 0.017 7.71 7.71 150.17 135.15 1.15 1.00 1.46 84.65 84.65 Dsgn. L = 7.00 ft 2 0.045 0.011 6.50 6.50 161.08 144.97 1.00 1.00 0.96 84.65 84.65 +1.20D+L+0.50S+W+1.60H, LL Comb Ru
Dsgn. L = 14.75 ft 1 0.098 0.029 0.01 -14.26 14.26 161.67 145.50 2.37 1.00 2.47 84.65 84.65 Dsgn. L = 7.00 ft 2 0.098 0.029 -14.26 14.26 161.08 144.97 1.00 1.00 2.47 84.65 84.65 +0.90D+W+1.60H
Dsgn. L = 14.75 ft 1 0.055 0.015 7.99 7.99 161.67 145.50 1.38 1.00 1.23 84.65 84.65 Dsgn. L = 7.00 ft 2 0.055 0.015 7.99 7.99 161.08 144.97 1.00 1.00 1.23 84.65 84.65 +1.20D+L+0.20S+E+1.60H, LL Comb Ru
Dsgn. L = 14.75 ft 1 0.184 0.054 -26.71 26.71 161.67 145.50 1.82 1.00 4.53 84.65 84.65 Dsgn. L = 7.00 ft 2 0.184 0.054 -26.71 26.71 161.08 144.97 1.00 1.00 4.53 84.65 84.65 +1.20D+L+0.20S+E+1.60H, LL Comb Ru
Dsgn. L = 14.75 ft 1 0.041 0.017 1.37 -5.95 5.95 161.67 145.50 2.76 1.00 1.42 84.65 84.65 Dsgn. L = 7.00 ft 2 0.041 0.013 -5.95 5.95 161.08 144.97 1.00 1.00 1.10 84.65 84.65 +1.20D+L+0.20S+E+1.60H, LL Comb Ru
Dsgn. L = 14.75 ft 1 0.184 0.054 -26.71 26.71 161.67 145.50 1.98 1.00 4.53 84.65 84.65 Dsgn. L = 7.00 ft 2 0.184 0.054 -26.71 26.71 161.08 144.97 1.00 1.00 4.53 84.65 84.65 +0.90D+E+0.90H
Dsgn. L = 14.75 ft 1 0.031 0.010 0.08 -4.46 4.46 161.67 145.50 2.64 1.00 0.83 84.65 84.65 Dsgn. L = 7.00 ft 2 0.031 0.010 -4.46 4.46 161.08 144.97 1.00 1.00 0.83 84.65 84.65 54 of 179 7.j.2
Packet Pg. 1289 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Cant Balcony BM
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 5 OCT 2020, 6:01PM
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
1 0.0000 0.000 -0.1133 8.673 +D+L+H
+D+L+H 2 0.4282 7.000 0.0000 8.673
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum -1.407 7.022
Overall MINimum 0.062 -0.049
+D+H 0.103 1.693
+D+L+H, LL Comb Run (*L) -1.304 6.531
+D+L+H, LL Comb Run (L*) 0.594 2.183
+D+L+H, LL Comb Run (LL) -0.814 7.022
+D+Lr+H, LL Comb Run (*L) 0.103 1.693
+D+Lr+H, LL Comb Run (L*) 0.103 1.693
+D+Lr+H, LL Comb Run (LL) 0.103 1.693
+D+S+H 0.103 1.693
+D+0.750Lr+0.750L+H, LL Comb Run (* -0.952 5.322
+D+0.750Lr+0.750L+H, LL Comb Run (L 0.471 2.061
+D+0.750Lr+0.750L+H, LL Comb Run (L -0.584 5.690
+D+0.750L+0.750S+H, LL Comb Run (*L -0.952 5.322
+D+0.750L+0.750S+H, LL Comb Run (L* 0.471 2.061
+D+0.750L+0.750S+H, LL Comb Run (LL-0.584 5.690
+D+0.60W+H 0.610 -0.049
+D+0.750Lr+0.750L+0.450W+H, LL Com-0.572 4.015
+D+0.750Lr+0.750L+0.450W+H, LL Com 0.851 0.755
+D+0.750Lr+0.750L+0.450W+H, LL Com-0.204 4.383
+D+0.750L+0.750S+0.450W+H, LL Com -0.572 4.015
+D+0.750L+0.750S+0.450W+H, LL Com 0.851 0.755
+D+0.750L+0.750S+0.450W+H, LL Com -0.204 4.383
+0.60D+0.60W+0.60H 0.569 -0.726
+D+0.70E+0.60H 0.103 1.693
+D+0.750L+0.750S+0.5250E+H, LL Com-0.952 5.322
+D+0.750L+0.750S+0.5250E+H, LL Com 0.471 2.061
+D+0.750L+0.750S+0.5250E+H, LL Com-0.584 5.690
+0.60D+0.70E+H 0.062 1.016
D Only 0.103 1.693
L Only, LL Comb Run (*L) -1.407 4.838
L Only, LL Comb Run (L*) 0.490 0.490
L Only, LL Comb Run (LL) -0.917 5.329
W Only 0.844 -2.903
H Only
55 of 179 7.j.2
Packet Pg. 1290 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: C edge
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Printed: 29 SEP 2020, 3:10PM
Project Descr:

CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16
Material Properties
Analysis Method :
ksi
Bending Axis : Major Axis Bending
Beam is Fully Braced against lateral-torsional buckling Load Resistance Factor Design Fy : Steel Yield : 36.0 ksi Beam Bracing : E: Modulus : 29,000.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading
Uniform Load : D = 0.020, L = 0.10, W = -0.060 ksf, Tributary Width = 0.6670 ft DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.007 : 1
Load Combination +1.20D+0.50Lr+1.60L+1.60H
Span # where maximum occurs Span # 1
Location of maximum on span 3.500ft

0.5719 k
Mn * Phi : Allowable 137.160 k-ft Vn * Phi : Allowable
Section used for this span C15x33.9
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +1.20D+0.50Lr+1.60L+1.60H
116.640 k
Section used for this span C15x33.9
Mu : Applied
Maximum Shear Stress Ratio = 0.005 : 1

0.000 ft

1.001 k-ft Vu : Applied
0 <360
124096
Ratio = 0 <180
Maximum Deflection
Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.001 in Ratio = >=180
Max Upward Total Deflection 0.000 in
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length MV max Mu + Rm Vn max Mu - Mu Max Mnx Phi*Mnx Cb VuMax x Phi*Vnx +1.40D+1.60H
Dsgn. L = 7.00 ft 1 0.003 0.002 0.41 0.41 152.40 137.16 1.00 1.00 0.23 129.60 116.64 +1.20D+0.50Lr+1.60L+1.60H
Dsgn. L = 7.00 ft 1 0.007 0.005 1.00 1.00 152.40 137.16 1.00 1.00 0.57 129.60 116.64 +1.20D+1.60L+0.50S+1.60H
Dsgn. L = 7.00 ft 1 0.007 0.005 1.00 1.00 152.40 137.16 1.00 1.00 0.57 129.60 116.64 +1.20D+1.60Lr+L+1.60H
Dsgn. L = 7.00 ft 1 0.006 0.004 0.76 0.76 152.40 137.16 1.00 1.00 0.43 129.60 116.64 +1.20D+1.60Lr+0.50W+1.60H
Dsgn. L = 7.00 ft 1 0.002 0.001 0.22 0.22 152.40 137.16 1.00 1.00 0.13 129.60 116.64 +1.20D+L+1.60S+1.60H
Dsgn. L = 7.00 ft 1 0.006 0.004 0.76 0.76 152.40 137.16 1.00 1.00 0.43 129.60 116.64 +1.20D+1.60S+0.50W+1.60H
Dsgn. L = 7.00 ft 1 0.002 0.001 0.22 0.22 152.40 137.16 1.00 1.00 0.13 129.60 116.64 +1.20D+0.50Lr+L+W+1.60H
Dsgn. L = 7.00 ft 1 0.004 0.003 0.51 0.51 152.40 137.16 1.00 1.00 0.29 129.60 116.64 +1.20D+L+0.50S+W+1.60H
Dsgn. L = 7.00 ft 1 0.004 0.003 0.51 0.51 152.40 137.16 1.00 1.00 0.29 129.60 116.64 +0.90D+W+1.60H
Dsgn. L = 7.00 ft 1 0.000 0.000 0.02 0.02 152.40 137.16 1.00 1.00 0.01 129.60 116.64 +1.20D+L+0.20S+E+1.60H
Dsgn. L = 7.00 ft 1 0.006 0.004 0.76 0.76 152.40 137.16 1.00 1.00 0.43 129.60 116.64 +0.90D+E+0.90H
Dsgn. L = 7.00 ft 1 0.002 0.001 0.26 0.26 152.40 137.16 1.00 1.00 0.15 129.60 116.64 56 of 179 7.j.2
Packet Pg. 1291 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: C edge
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Printed: 29 SEP 2020, 3:10PM
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+L+H 1 0.0007 3.520 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.399 0.399
Overall MINimum 0.015 0.015
+D+H 0.165 0.165
+D+L+H 0.399 0.399
+D+Lr+H 0.165 0.165
+D+S+H 0.165 0.165
+D+0.750Lr+0.750L+H 0.340 0.340
+D+0.750L+0.750S+H 0.340 0.340
+D+0.60W+H 0.081 0.081
+D+0.750Lr+0.750L+0.450W+H 0.277 0.277
+D+0.750L+0.750S+0.450W+H 0.277 0.277
+0.60D+0.60W+0.60H 0.015 0.015
+D+0.70E+0.60H 0.165 0.165
+D+0.750L+0.750S+0.5250E+H 0.340 0.340
+0.60D+0.70E+H 0.099 0.099
D Only 0.165 0.165
L Only 0.233 0.233
W Only -0.140 -0.140
H Only
57 of 179 7.j.2
Packet Pg. 1292 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: App Bay HDR STL
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Printed: 17 SEP 2020, 1:30PM
Project Descr:

Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Steel Stress Grade
Analysis Method : Top & Bottom Pinned
Overall Column Height 17.0
Load Resistance Factor Top & Bottom Fixity
Fy : Steel Yield
29,000.0 ksi
ksi
Steel Section Name : HSS10x6x3/8

46.0 ft
E : Elastic Bending Modulus
Y-Y (depth) axis :

X-X (width) axis :

Unbraced Length for buckling ABOUT Y-Y Axis = 17.0 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 17.0 ft, K = 1.0 Brace condition for deflection (buckling) along columns :

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 640.73 lbs * Dead Load Factor BENDING LOADS . . .
flr: Lat. Uniform Load creating Mx-x, D = 0.150, L = 0.3750 k/ft wall: Lat. Uniform Load creating Mx-x, D = 0.120 k/ft
Roof: Lat. Uniform Load creating Mx-x, D = 0.260, LR = 0.20 k/ft Wind oop: Lat. Uniform Load creating My-y, W = 0.180 k/ft Lat. Point Load at 2.750 ft creating Mx-x, E = -9.0 k
Lat. Point Load at 13.160 ft creating Mx-x, E = -9.0 k
Lat. Point Load at 6.225 ft creating Mx-x, E = 9.0 k

DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio = 0.4251
Location of max.above base 8.443 ft

0.7689 k
269.045 k

40.133 k-ft
Load Combination +1.20D+0.50Lr+L+W
Load Combination +1.20D+L-E

81.765 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =

13.721 k

0.1061 : 1
Location of max.above base 17.0 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
Pu

0.9 * Pn
Mu-x
Vu : Applied
Vn * Phi : Allowable

0.9 * Mn-x :

0.9 * Mn-y :

Mu-y
116.610 k-ft

6.502 k-ft
Maximum Load Reactions . .

Top along X-X 1.530 k
Bottom along X-X 1.530 k
Top along Y-Y 9.587 k
Bottom along Y-Y 8.929 k
Maximum Load Deflections . . .

Along Y-Y 0.4596 in at 8.557ft above base
for load combination :+D+0.750Lr+0.750L
Along X-X 0.1908 in at 8.557ft above base
for load combination :W Only
129.358
58 of 179 7.j.2
Packet Pg. 1293 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: App Bay HDR WD
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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
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Printed: 17 SEP 2020, 1:31PM
Project Descr:

Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Analysis Method : Wood Section Name 5.125x18
Overall Column Height ft 17
Allowable Stress Design
( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned
Wood Species DF/DF
Wood Grade 24F - V4
Fb + 2,400.0
1,850.0 psi
1,650.0
650.0
265.0
1,100.0

31.210
psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1,800.0
950.0
1,600.0
850.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 0.9808
Use Cr : Repetitive ?
Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 5.125 in
Exact Depth 18.0 in
Area 92.250 in^2
Ix 2,490.75 in^4
Iy 201.917 in^4
Wood Grading/Manuf. Western
Wood Member Type GLB
Ct : Temperature Factor 1.0
Cf or Cv for Compression 0.9808
1,800.0
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 0.9808
x-x Bending y-y Bending
ksi No
Minimum
Basic
Y-Y (depth) axis :

X-X (width) axis :

Unbraced Length for buckling ABOUT X-X Axis = 17 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 17 ft, K = 1.0 Brace condition for deflection (buckling) along columns :

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 339.896 lbs * Dead Load Factor BENDING LOADS . . .

FLR: Lat. Uniform Load creating Mx-x, D = 0.150, L = 0.3750 k/ft Roof: Lat. Uniform Load creating Mx-x, D = 0.260, LR = 0.20 k/ft Wall: Lat. Uniform Load creating Mx-x, D = 0.120 k/ft
Lat. Uniform Load creating My-y, W = 0.180 k/ft
Lat. Point Load at 6.225 ft creating Mx-x, E = -9.0 k
Lat. Point Load at 13.160 ft creating Mx-x, E = -9.0 k
Lat. Point Load at 2.750 ft creating Mx-x, E = -9.0 k

DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.7664
Location of max.above base 6.275 ft
Applied Axial 0.3399 k
Applied Mx 62.436 k-ft
Load Combination +D-0.70E
Load Combination +D-0.70E
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 247.187 psi
Allowable Shear psi 424.0

0.5830 : 1 Bending Compression Tension
Location of max.above base 0.0 ft
: 1
At maximum location values are . . .

Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .

Top along Y-Y 13.048 k Bottom along Y-Y 15.281 k
Governing NDS Forumla11Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 1.530 k Bottom along X-X 1.530 k Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y -0.7196 in at 8.329 ft above base
for load combination : E Only
Along X-X 1.058 in at 8.557 ft above base
Fc : Allowable 482.089 psi
Other Factors used to calculate allowable stresses . . . for load combination : W Only
59 of 179 7.j.2
Packet Pg. 1294 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: C1 - App Bay Jamb
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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
Project Title:

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Project ID:

Printed: 17 SEP 2020, 1:32PM
Project Descr:

Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Steel Stress Grade
Analysis Method : Top & Bottom Pinned
Overall Column Height 17.0
Load Resistance Factor Top & Bottom Fixity
Fy : Steel Yield
29,000.0 ksi
ksi
Steel Section Name : HSS6x4x1/4

46.0 ft
E : Elastic Bending Modulus
Y-Y (depth) axis :

X-X (width) axis :

Unbraced Length for buckling ABOUT Y-Y Axis = 17.0 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 17.0 ft, K = 1.0 Brace condition for deflection (buckling) along columns :

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 265.540 lbs * Dead Load Factor AXIAL LOADS . . .

Axial Load at 17.0 ft, D = 4.50, LR = 1.70, L = 3.10, E = 15.30 k BENDING LOADS . . .

Lat. Uniform Load creating Mx-x, W = 0.480 k/ft
Lat. Point Load at 16.0 ft creating Mx-x, W = 1.530 k

DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio = 0.6954
Location of max.above base 8.671 ft

9.669 k

60.506 k

18.113 k-ft
Load Combination +1.20D+0.50Lr+L+W
Load Combination +1.20D+0.50Lr+L+W

22.253 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =

5.520 k

0.1080 : 1
Location of max.above base 17.0 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
Pu

0.9 * Pn
Mu-x
Vu : Applied
Vn * Phi : Allowable

0.9 * Mn-x :

0.9 * Mn-y :

Mu-y

29.429 k-ft

0.0 k-ft
Maximum Load Reactions . .

Top along X-X 0.0 k
Bottom along X-X 0.0 k
Top along Y-Y 5.520 k
Bottom along Y-Y 4.170 k
Maximum Load Deflections . . .

Along Y-Y 1.583 in at 8.671ft above base
for load combination :W Only
Along X-X 0.0 in at 0.0ft above base
for load combination :

51.135
60 of 179 7.j.2
Packet Pg. 1295 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: C1- App Bay Jamb
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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
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Project ID:

Printed: 17 SEP 2020, 1:33PM
Project Descr:

Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Analysis Method : Wood Section Name 5.25x9.25
Overall Column Height ft 17
Allowable Stress Design
( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned
Wood Species iLevel Truss Joist
Wood Grade Parallam PSL 2.0E
Fb + 2900
2900 psi
2900
750
290
2025

45.07 psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
2000
1016.535
2000
1016.535
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 5.250 in
Exact Depth 9.250 in
Area 48.563 in^2
Ix 346.261 in^4
Iy 111.542 in^4
Wood Grading/Manuf. Trus Joist
Wood Member Type Parallam PSL
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
2000
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bending
ksi No
Minimum
Basic
Y-Y (depth) axis :

X-X (width) axis :

Fully braced against buckling ABOUT X-X Axis
Fully braced against buckling ABOUT Y-Y Axis
Brace condition for deflection (buckling) along columns :

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 258.392 lbs * Dead Load Factor AXIAL LOADS . . .

Axial Load at 17.0 ft, D = 4.50, Lr = 1.70, L = 3.10 k
BENDING LOADS . . .

Lat. Point Load at 16.0 ft creating Mx-x, W = 1.530 k
Lat. Uniform Load creating Mx-x, W = 0.480 k/ft

DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.3759
Location of max.above base 8.671 ft
Applied Axial 4.758 k
Applied Mx 10.868 k-ft
Load Combination +D+0.60W+H
Load Combination +D+0.60W+H
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 102.301 psi
Allowable Shear psi 464.0

0.2205 : 1 Bending Compression Tension
Location of max.above base 17.0 ft
: 1
At maximum location values are . . .

Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .

Top along Y-Y 5.520 k Bottom along Y-Y 4.170 k
Governing NDS Forumla11Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y 1.386 in at 8.671 ft above base
for load combination : W Only
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 4,640.0 psi
Other Factors used to calculate allowable stresses . . . for load combination : n/a
61 of 179 7.j.2
Packet Pg. 1296 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: C1- App Bay Jamb SUPPORT
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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 7 OCT 2020, 5:13PM
Project Descr:

Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Analysis Method : Wood Section Name 3.5x11.875
Overall Column Height ft 11.75
Allowable Stress Design
( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned
Wood Species iLevel Truss Joist
Wood Grade MicroLam LVL 1.9 E
Fb + 2600
2600 psi
2510
750
285
1555

42.01 psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1900
965.71
1900
965.71
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 3.50 in
Exact Depth 11.875 in
Area 41.563 in^2
Ix 488.413 in^4
Iy 42.428 in^4
Wood Grading/Manuf. Trus Joist
Wood Member Type TimberStrand LSL
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
1900
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bending
ksi No
Minimum
Basic
Y-Y (depth) axis :

X-X (width) axis :

Unbraced Length for buckling ABOUT X-X Axis = 11.75 ft, K = Unbraced Length for buckling ABOUT Y-Y Axis = 11.75 ft, K = Brace condition for deflection (buckling) along columns :

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 142.474 lbs * Dead Load Factor AXIAL LOADS . . .

Axial Load at 11.750 ft, W = 5.520 k

DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.1722
Location of max.above base 0.0 ft
Applied Axial 3.454 k
Applied Mx 0.0 k-ft
Load Combination +D+0.60W+H
Load Combination +0.60D+0.70E+H
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 0.0 psi
Allowable Shear psi 456.0

0.0 : 1 Bending Compression Tension
Location of max.above base 11.750 ft
: 1
At maximum location values are . . .

Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .

Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y 0.0 in at 0.0 ft above base
for load combination : n/a
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 482.532 psi
Other Factors used to calculate allowable stresses . . . for load combination : n/a
62 of 179 7.j.2
Packet Pg. 1297 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Corner Col A4
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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 17 SEP 2020, 1:33PM
Project Descr:

Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Steel Stress Grade
Analysis Method : Top & Bottom Pinned
, A500, Grade B, Fy = 46 ksi, Carbon
Overall Column Height 17.0
Load Resistance Factor Top & Bottom Fixity
Fy : Steel Yield
29,000.0 ksi
ksi
Steel Section Name : HSS4x4x1/4

46.0 ft
E : Elastic Bending Modulus
Y-Y (depth) axis :

X-X (width) axis :

Fully braced against buckling ABOUT Y-Y Axis
Fully braced against buckling ABOUT X-X Axis
Brace condition for deflection (buckling) along columns :

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 207.570 lbs * Dead Load Factor AXIAL LOADS . . .

Axial Load at 17.0 ft, D = 1.70 k
BENDING LOADS . . .

Lat. Uniform Load from 6.0-->8.670 ft creating Mx-x, W = 0.1150 k/ft Lat. Uniform Load from 6.0-->8.670 ft creating My-y, W = 0.1150 k/ft Lat. Point Load at 6.0 ft creating Mx-x, W = 0.320 k
Lat. Point Load at 6.0 ft creating My-y, W = 0.320 k
Lat. Point Load at 8.670 ft creating My-y, W = 0.440 k
Lat. Point Load at 8.670 ft creating Mx-x, W = 0.440 k

DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio = 0.0
Location of max.above base 0.0 ft

0.0 k

0.0 k-ft
Load Combination 0.0
Load Combination 0.0

0.0 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =

0.0 k

0.0 : 1
Location of max.above base 0.0 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
Pu

0.9 * Pn
Mu-x
Vu : Applied
Vn * Phi : Allowable

0.9 * Mn-x :

0.9 * Mn-y :

Mu-y

0.0 k-ft

0.0 k-ft
Maximum Load Reactions . .

Top along X-X 0.4698 k
Bottom along X-X 0.5972 k
Top along Y-Y 0.4698 k
Bottom along Y-Y 0.5972 k
Maximum Load Deflections . . .

Along Y-Y 0.3382 in at 8.329ft above base
for load combination :+D+0.420W
Along X-X 0.3382 in at 8.329ft above base
for load combination :+D+0.420W

0.0 63 of 179 7.j.2
Packet Pg. 1298 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: C2 - W10x45 Support
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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 13 OCT 2020, 12:15PM
Project Descr:

Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Steel Stress Grade
Analysis Method : Top & Bottom Pinned
Overall Column Height 17.0
Load Resistance Factor Top & Bottom Fixity
Fy : Steel Yield
29,000.0 ksi
ksi
Steel Section Name : HSS4x4x3/8

46.0 ft
E : Elastic Bending Modulus
Y-Y (depth) axis :

X-X (width) axis :

Unbraced Length for buckling ABOUT Y-Y Axis = 17.0 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 17.0 ft, K = 1.0 Brace condition for deflection (buckling) along columns :

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 293.590 lbs * Dead Load Factor AXIAL LOADS . . .

Axial Load at 17.0 ft, D = 14.130, LR = 3.50, L = 17.830 k

DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio = 0.8487
Location of max.above base 0.0 ft

47.586 k

56.071 k

0.0 k-ft
Load Combination +1.20D+0.50Lr+1.60L
Load Combination 0.0

22.046 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =

0.0 k

0.0 : 1
Location of max.above base 0.0 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
Pu

0.9 * Pn
Mu-x
Vu : Applied
Vn * Phi : Allowable

0.9 * Mn-x :

0.9 * Mn-y :

Mu-y

22.046 k-ft

0.0 k-ft
Maximum Load Reactions . .

Top along X-X 0.0 k
Bottom along X-X 0.0 k
Top along Y-Y 0.0 k
Bottom along Y-Y 0.0 k
Maximum Load Deflections . . .

Along Y-Y 0.0 in at 0.0ft above base
for load combination :

Along X-X 0.0 in at 0.0ft above base
for load combination :

0.0 64 of 179 7.j.2
Packet Pg. 1299 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Int wall stud point load
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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 .

File = \\zfa.com\SR\Projects\2019\19576 San Carlos Fire Station 16\Calculations\San Carlos Fire Station.ec6 .

Project Title:

Engineer:

Project ID:

Printed: 15 APR 2020, 10:11AM
Project Descr:

Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Analysis Method : Wood Section Name 2x6
Overall Column Height ft 16
Allowable Stress Design
( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned
Wood Species Douglas Fir-Larch
Wood Grade No.1
Fb + 1,000.0
1,000.0 psi
1,500.0
625.0
180.0
675.0

31.210
psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1,700.0
620.0
1,700.0
620.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.30
Use Cr : Repetitive ?
Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 1.50 in
Exact Depth 5.50 in
Area 8.250 in^2
Ix 20.797 in^4
Iy 1.547 in^4
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.10
1,700.0
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.30
x-x Bending y-y Bending
ksi Yes
Minimum
Basic
Y-Y (depth) axis :

X-X (width) axis :

Fully braced against buckling ABOUT X-X Axis
Fully braced against buckling ABOUT Y-Y Axis
Brace condition for deflection (buckling) along columns :

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 28.609 lbs * Dead Load Factor AXIAL LOADS . . .

Axial Load at 16.0 ft, D = 3.20, L = 7.50 k
BENDING LOADS . . .

Lat. Uniform Load creating Mx-x, W = 0.00670 k/ft

DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.7881
Location of max.above base 0.0 ft
Applied Axial 10.729 k
Applied Mx 0.0 k-ft
Load Combination +D+L
Load Combination +D+0.60W
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 5.847 psi
Allowable Shear psi 288.0

0.02030 : 1 Bending Compression Tension
Location of max.above base 0.0 ft
: 1
At maximum location values are . . .

Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .

Top along Y-Y 0.05360 k Bottom along Y-Y 0.05360 k
Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y 0.1186 in at 8.054 ft above base
for load combination : +D+0.420W
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 1,650.0 psi
Other Factors used to calculate allowable stresses . . . for load combination : n/a
65 of 179 7.j.2
Packet Pg. 1300 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Stair BM
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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 .

File = \\zfa.com\SR\Projects\2019\19576 San Carlos Fire Station 16\Calculations\San Carlos Fire Station.ec6 .

Project Title:

Engineer:

Project ID:

Printed: 15 MAY 2020, 10:24AM
Project Descr:

CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16
Material Properties
Analysis Method :
ksi
Bending Axis : Major Axis Bending
Beam is Fully Braced against lateral-torsional buckling Load Resistance Factor Design Fy : Steel Yield : 46.0 ksi Beam Bracing : E: Modulus : 29,000.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading
Load(s) for Span Number 1
Point Load : D = 0.710, L = 2.650, W = -1.590 k @ 4.50 ft Point Load : D = 0.710, L = 2.650, W = -1.590 k @ 0.50 ft DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.560 : 1
Load Combination +1.20D+0.50Lr+1.60L+1.60H
Span # where maximum occurs Span # 1
Location of maximum on span 0.000ft

10.287 k
Mn * Phi : Allowable 45.885 k-ft Vn * Phi : Allowable
Section used for this span HSS8x4x1/4
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +1.20D+0.50Lr+1.60L+1.60H

84.512 k
Section used for this span HSS8x4x1/4
Mu : Applied
Maximum Shear Stress Ratio = 0.122 : 1

0.000 ft

25.691 k-ft Vu : Applied
1,570 >=360
736
Ratio = 4905 >=180
Maximum Deflection
Max Downward Transient Deflection 0.115 in Ratio = 942 >=360 Max Upward Transient Deflection -0.069 in Ratio =
Max Downward Total Deflection 0.147 in Ratio = >=180
Max Upward Total Deflection -0.022 in
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length MV max Mu + Rm Vn max Mu - Mu Max Phi*Mn Mnx x Cb VuMax x Phi*Vnx +1.40D+1.60H
Dsgn. L = 4.50 ft 1 0.114 0.025 -5.24 5.24 50.98 45.89 1.00 1.00 2.11 93.90 84.51 +1.20D+0.50Lr+1.60L+1.60H
Dsgn. L = 4.50 ft 1 0.560 0.122 -25.69 25.69 50.98 45.89 1.00 1.00 10.29 93.90 84.51 +1.20D+1.60L+0.50S+1.60H
Dsgn. L = 4.50 ft 1 0.560 0.122 -25.69 25.69 50.98 45.89 1.00 1.00 10.29 93.90 84.51 +1.20D+1.60Lr+L+1.60H
Dsgn. L = 4.50 ft 1 0.387 0.084 -17.74 17.74 50.98 45.89 1.00 1.00 7.11 93.90 84.51 +1.20D+1.60Lr+0.50W+1.60H
Dsgn. L = 4.50 ft 1 0.011 0.003 -0.52 0.52 50.98 45.89 1.00 1.00 0.22 93.90 84.51 +1.20D+L+1.60S+1.60H
Dsgn. L = 4.50 ft 1 0.387 0.084 -17.74 17.74 50.98 45.89 1.00 1.00 7.11 93.90 84.51 +1.20D+1.60S+0.50W+1.60H
Dsgn. L = 4.50 ft 1 0.011 0.003 -0.52 0.52 50.98 45.89 1.00 1.00 0.22 93.90 84.51 +1.20D+0.50Lr+L+W+1.60H
Dsgn. L = 4.50 ft 1 0.213 0.046 -9.79 9.79 50.98 45.89 1.00 1.00 3.93 93.90 84.51 +1.20D+L+0.50S+W+1.60H
Dsgn. L = 4.50 ft 1 0.213 0.046 -9.79 9.79 50.98 45.89 1.00 1.00 3.93 93.90 84.51 +0.90D+W+1.60H
Dsgn. L = 4.50 ft 1 0.100 0.022 4.58 4.58 50.98 45.89 1.00 1.00 1.83 93.90 84.51 66 of 179 7.j.2
Packet Pg. 1301 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Stair BM
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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 .

File = \\zfa.com\SR\Projects\2019\19576 San Carlos Fire Station 16\Calculations\San Carlos Fire Station.ec6 .

Project Title:

Engineer:

Project ID:

Printed: 15 MAY 2020, 10:24AM
Project Descr:

Span #
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length MV max Mu + Rm Vn max Mu - Mu Max Phi*Mn Mnx x Cb VuMax x Phi*Vnx +1.20D+L+0.20S+E+1.60H
Dsgn. L = 4.50 ft 1 0.387 0.084 -17.74 17.74 50.98 45.89 1.00 1.00 7.11 93.90 84.51 +0.90D+E+0.90H
Dsgn. L = 4.50 ft 1 0.073 0.016 -3.37 3.37 50.98 45.89 1.00 1.00 1.36 93.90 84.51 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+L+H 1 0.1467 4.500 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 6.806
Overall MINimum -0.402
+D+H 1.506
+D+L+H 6.806
+D+Lr+H 1.506
+D+S+H 1.506
+D+0.750Lr+0.750L+H 5.481
+D+0.750L+0.750S+H 5.481
+D+0.60W+H -0.402
+D+0.750Lr+0.750L+0.450W+H 4.050
+D+0.750L+0.750S+0.450W+H 4.050
+0.60D+0.60W+0.60H -1.005
+D+0.70E+0.60H 1.506
+D+0.750L+0.750S+0.5250E+H 5.481
+0.60D+0.70E+H 0.903
D Only 1.506
Lr Only
L Only 5.300
S Only
W Only -3.180
E Only
H Only
67 of 179 7.j.2
Packet Pg. 1302 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Stair Col
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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 6 OCT 2020, 12:36PM
Project Descr:

Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Steel Stress Grade
Analysis Method : Top & Bottom Pinned
Overall Column Height 17.0
Load Resistance Factor Top & Bottom Fixity
Fy : Steel Yield
29,000.0 ksi
ksi
Steel Section Name : HSS5x5x3/8

46.0 ft
E : Elastic Bending Modulus
Y-Y (depth) axis :

X-X (width) axis :

Unbraced Length for buckling ABOUT Y-Y Axis = 17.0 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 17.0 ft, K = 1.0 Brace condition for deflection (buckling) along columns :

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 380.290 lbs * Dead Load Factor AXIAL LOADS . . .

Axial Load at 12.0 ft, Yecc = 6.0 in, D = 0.710, L = 2.650, W = -1.590 k Axial Load at 12.0 ft, Yecc = 54.0 in, D = 0.710, L = 2.650, W = -1.590 k

DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio = 0.5369
Location of max.above base 11.980 ft

10.640 k
114.899 k
-17.942 k-ft
Load Combination +1.20D+1.60L
Load Combination +1.20D+1.60L

36.570 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =

1.498 k

0.02622 : 1
Location of max.above base 0.0 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
Pu

0.9 * Pn
Mu-x
Vu : Applied
Vn * Phi : Allowable

0.9 * Mn-x :

0.9 * Mn-y :

Mu-y

36.570 k-ft

0.0 k-ft
Maximum Load Reactions . .

Top along X-X 0.0 k
Bottom along X-X 0.0 k
Top along Y-Y 0.9882 k
Bottom along Y-Y 0.9882 k
Maximum Load Deflections . . .

Along Y-Y -0.5505 in at 8.557ft above base
for load combination :+D+L
Along X-X 0.0 in at 0.0ft above base
for load combination :

57.115
68 of 179 7.j.2
Packet Pg. 1303 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Stair WD Bm
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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 26 OCT 2020, 9:02AM
Project Descr:

Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Analysis Method : Wood Section Name 6x12
Overall Column Height ft 8.5
Allowable Stress Design
( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned
Wood Species Douglas Fir-Larch
Wood Grade No.1
Fb + 1350
1350 psi
925
625
170
675

31.21 psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1600
580
1600
580
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 5.50 in
Exact Depth 11.50 in
Area 63.250 in^2
Ix 697.07 in^4
Iy 159.443 in^4
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
1600
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bending
ksi No
Minimum
Basic
Y-Y (depth) axis :

X-X (width) axis :

Fully braced against buckling ABOUT X-X Axis
Fully braced against buckling ABOUT Y-Y Axis
Brace condition for deflection (buckling) along columns :

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 116.523 lbs * Dead Load Factor BENDING LOADS . . .

Lat. Point Load at 3.250 ft creating Mx-x, E = -2.230 k Lat. Point Load at 6.750 ft creating Mx-x, E = -2.230 k Lat. Uniform Load creating My-y, W = 0.20 k/ft
Lat. Uniform Load creating Mx-x, D = 0.3630, LR = 0.290 k/ft Lat. Uniform Load creating Mx-x, D = 0.120 k/ft

DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.4095
Location of max.above base 4.279 ft
Applied Axial 0.1165 k
Applied Mx 6.981 k-ft
Load Combination +D+Lr
Load Combination +D+Lr
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 77.911 psi
Allowable Shear psi 212.50

0.3666 : 1 Bending Compression Tension
Location of max.above base 0.0 ft
: 1
At maximum location values are . . .

Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .

Top along Y-Y 3.889 k Bottom along Y-Y 3.338 k
Governing NDS Forumla11Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.850 k Bottom along X-X 0.850 k Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y 0.08228 in at 4.279 ft above base
for load combination : +D+Lr
Along X-X 0.09307 in at 4.279 ft above base
Fc : Allowable 1,156.25 psi
Other Factors used to calculate allowable stresses . . . for load combination : W Only
69 of 179 7.j.2
Packet Pg. 1304 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) 70 of 179 7.j.2
Packet Pg. 1305 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
------------LATERAL------------
Engineer: KNC
10/27/2020
San Carlos FS 16

LATERAL
71 of 179 7.j.2
Packet Pg. 1306 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
Diaphragm Weight Info
Engineer: KNC
10/27/2020
San Carlos FS 16
Diaphragm Weight Information:

Area Diaphragm Diaphragm Ext Wall Ext Wall Ext Wall Int Wall Int Wall Int Wall Wall Level Weight Weight Weight Trib Length Weight Trib Length Weight Weight (sq ft) (psf) (kips) (psf) (ft) (ft) (psf) (ft) (ft) (kips) (kips) 00 0
00 0
00 0
00 0
00 0
ROOF 2843 27 76 15 4.0 220.0 10.0 13 90
2nd 2843 21 59 15 12.5 220 10.0 41 101
Ȉ 136 54 190
Level
72 of 179 7.j.2
Packet Pg. 1307 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
Story Force Distribution N-S
Engineer: KNC
10/27/2020
San Carlos FS 16
Seismic Story Force Distribution based on ASCE 7-16
SDS= 1.327 Ta Period (12.8-7)= 0.237 k= 1.0 (12.8.3)
Iseismic= 1.50 rho (U) = 1.0
ASD OR ULT? ULT Direction? N-S
V(ULT)= 0.306 Base V (ULT)= 58
Story Force Vertical Distribution (ASCE 7-16 12.8.3)
Level wx (kips) hx (ft.) hx
k
wxhx
k Fx , ULT Fx w/rho, ULT Cvx%

0.0 0 0 0 0.0

0.0 0 0 0 0.0
ROOF 90 25.0 25.0 2240 33 33 56.7
2nd 101 17.0 17.0 1711 25 25 43.3
6 190 3951 58 58
Vertical Diaphragm Distribution (ASCE 7-16 12.10.1.1)
Level wpx (kips) wx (kips) Ȉwx Fx ȈFx Fpx , ULT
0000 0 0
0000 0 0
0000 0 0
0000 0 0
0000 0 0
ROOF 90 90 90 33 33 36 <--Fpmin
2nd 101 101 190 25 58 40 <--Fpmin
Ȉ 190 190 58
Where Fpmin = 0.2 SDS I Wx, ULT
Fpmax = 0.4 SDS I Wx, ULT
73 of 179 7.j.2
Packet Pg. 1308 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
Story Force Distribution E-W
Engineer: KNC
10/27/2020
San Carlos FS 16
Seismic Story Force Distribution based on ASCE 7-16
SDS= 1.327 Ta Period (12.8-7)= 0.237 k= 1.0 (12.8.3)
Iseismic= 1.50 rho (U) = 1.0
ASD OR ULT? ULT Direction? E-W
V(ULT)= 0.306 Base V (ULT)= 58
Story Force Vertical Distribution (ASCE 7-16 12.8.3)
Level wx (kips) hx (ft.) hx
k
wxhx
k Fx , ULT Fx w/rho, ULT Cvx%

0.0 0 0 0 0.0

0.0 0 0 0 0.0
0 0 0 0.0

0.0 0 0 0 0.0
ROOF 90 25.0 25.0 2240 33 33 56.7
2nd 101 17.0 17.0 1711 25 25 43.3
6 190 3951 58 58
Vertical Diaphragm Distribution (ASCE 7-16 12.10.1.1)
Level wpx (kips) wx (kips) Ȉwx Fx ȈFx Fpx , ULT
0000 0 0
0000 0 0
0000 0 0
0000 0 0
0000 0 0
ROOF 90 90 90 33 33 36 <--Fpmin
2nd 101 101 190 25 58 40 <--Fpmin
Ȉ 190 190 58
Where Fpmin = 0.2 SDS I Wx, ULT
Fpmax = 0.4 SDS I Wx, ULT
74 of 179 7.j.2
Packet Pg. 1309 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
Seismic
Engineer: KNC
10/27/2020
San Carlos FS 16
N/S
Roof V (k) = 33 Fpx (k) = 36
Vroof(psf) = 11.6 Fpx (psf) = 12.5
Roof Line
Gridline
Atrib (ft) Roof
Width
Atrib (ft) Roof
Length Vline (k) Vline (k) (ASD) Vline (k) Vline (k) (ASD) 1 41.5 34.25 16.5 11.6 17.8 12.5
3 00 0.0 0.0 0.0 0.0
4 41.5 34.25 16.5 11.6 17.8 12.5

33.0 >= 33.0
2nd flr V (k) = 25 Fpx (k) = 40
Vroof(psf) = 8.9 Fpx (psf) = 14.1
2nd flr Line
Gridline
Atrib (ft) Roof
Width
Atrib (ft) Roof
Length Vline (k) Vline (k) (ASD) Vline (k) Vline (k) (ASD) 1 41.5 21.125 7.8 5.4 12.4 8.6
3 41.5 34.25 12.6 8.8 20.0 14.0
4 41.5 13.125 4.8 3.4 7.7 5.4

25.2 >= 25.2
E/W
Roof V (k) = 33 Fpx (k) = 36
Vroof(psf) = 11.6 Fpx (psf) = 12.5
Roof Line
Gridline
Atrib (ft) Roof
Width
Atrib (ft) Roof
Length Vline (k) Vline (k) (ASD) Vline (k) Vline (k) (ASD) A 68.5 20.75 16.5 11.6 17.8 12.5
B 00 0.0 0.0 0.0 0.0
C 68.5 20.75 16.5 11.6 17.8 12.5

33.0 >= 33.0
2nd flr V (k) = 25 Fpx (k) = 40
Vroof(psf) = 8.9 Fpx (psf) = 14.1
2nd flr Line
Gridline
Atrib (ft) Roof
Width
Atrib (ft) Roof
Length Vline (k) Vline (k) (ASD) Vline (k) Vline (k) (ASD) A 68.5 20.75 12.6 8.8 20.0 14.0
B 00 0.0 0.0 0.0 0.0
C 68.5 20.75 12.6 8.8 20.0 14.0

25.2 >= 25.2

SEISMIC LOADS
MLFRS (Fx) DIAPHRAGM FORCES (Fpx)
75 of 179 7.j.2
Packet Pg. 1310 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) 19576
Key plan 9/18/2020
Job # Engineer: LSW/KN San Carlos FS 16
A
A
B
B
C
C
1 1
2 2
3 3
4 4
5x21 GLB
6x10 6x10
6x10
6x10
6x10
6x10
A.6
A.6
B.4
B.4
76 of 179

11.6k 11.6k

11.6k

7.j.2
Packet Pg. 1311 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) 19576
Key plan 9/18/2020
Job # Engineer: LSW/KN San Carlos FS 16
A
A
B
B
C
C
1 1
2 2
3 3
4 4
6x6 POST
6x6
HSS10x6x

HSS5x5x
6x6
W10x33
W10x33
W10x45 W10x45
W10x45 W10x45
5 S-501

BBBBBBBBBBB
4 S-501

BBBBBBBBBBB
2 S-501

BBBBBBBBBBB
1 S-501

BBBBBBBBBBB
2 S-501

BBBBBBBBBBB
1 S-501

BBBBBBBBBBB
W8x28
6x15 GLB
HSS10x6x

C15x33.9
C15x33.9
C15x33.9
3x11 L9L 3x11 L9L 3x11 L9L
3x11 L9L 3x11 L9L
3x11 L9L
3x11
L9L
3x11
L9L
W10x45
1 S-505

BBBBBBBBBBB
2 S-501

BBBBBBBBBBB
1 S-501

BBBBBBBBBBB
2 S-501

BBBBBBBBBBB
W8x28
HSS8x4x

HSS8x4x

HSS8x4x

HSS8x4x

3 S-501

BBBBBBBBBBB
6x12
1 S-501

BBBBBBBBBBB
3x11 L9L
3x11
L9L
3x11 L9L
3x11 L9L
HSS4x4x 6x6
A.6
A.6
B.4
B.4
2 S-502

BBBBBBBBBBB
8 S-502

BBBBBBBBBBB
77 of 179

8.8k 8.8k

5.4k

8.8k

3.4k

7.j.2
Packet Pg. 1312 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
Roof SW
Engineer: KNC
10/27/2020
San Carlos FS 16
DSA? YES
DIRECTION: N/S ȍo N/S 2.5
WALL LINE: Sds= 1.33 ȡ N/S 1
Total Wall Line Shear (ASD)= V (lb) = 0.6
Wall Lengths = L (ft) = 12.8 6 10.3
Total Wall Length = L total (ft.) = 29
Minimum Wall Length = L min. (ft.) = 6
Wall Height = h (ft.) = 7.5
Wall shear per lineal foot = v (plf) = V / L = 399
Nail Size = 10d Ply Grade = 8
Use SW 10d@ 4"o.c. (Capacity = 460 plf) DCR = 0.87
Tributary Dead Load = DL (psf) = 24 24 24 0 0 0 0 0 0
Tributary Width = TW (ft.) = 222 0 0000 0
Wall Dead Load = WDL (psf) = 15 15 15 0 0 0 0 0 0
Total Dead Load at Wall = wDL (plf) = 161 161 161
Uplift Force at Tie Down for "L" noted above = 2783 3347 2934 Minimum Holdown for each "L" noted above = HDU4 HDU4 HDU4 Max. Uplift Force at Tie Down = UASD (lb) ={(v*h*L) - [(0.6-.14Sds)*wDL*L2/2]} / (L-1')= 3347 Holdown Type = HDU
Use: (Capacity = 3652 lb) DCR = 0.92
Max. LRFD Uplift Force = ULRFD (lb) 4757
Max. Overstrength Uplift Force= ȍoULRFD (lb) 12443
Max. Comp Force at End Post = CASD (lb) 3560
DIRECTION: N/S ȍo N/S 2.5
WALL LINE: Sds= 1.33 ȡ N/S 1
Total Wall Line Shear (ASD)= V (lb) = 0.6
Wall Lengths = L (ft) = 20.5
Total Wall Length = L total (ft.) = 20.5
Minimum Wall Length = L min. (ft.) = 20.5
Wall Height = h (ft.) = 11
Wall shear per lineal foot = v (plf) = V / L = 564
Nail Size = 10d Ply Grade = 9
Use SW 10d@ 3"o.c. (Capacity = 600 plf) DCR = 0.94
Point Load At Ridge 7387 lbs
Tributary Dead Load = DL (psf) = 22 0 0 0 0 0 0 0 0
Tributary Width = TW (ft.) = 200 0 0000 0
Wall Dead Load = WDL (psf) = 15 0 0 0 0 0 0 0 0
Total Dead Load at Wall = wDL (plf) = 209
Uplift Force at Tie Down for "L" noted above = 5587 -3060 -1371 Minimum Holdown for each "L" noted above = HDU8
Max. Uplift Force at Tie Down = UASD (lb) ={(v*h*L) - [(0.6-.14Sds)*wDL*L2/2]} / (L-1')= 5587 Holdown Type = HDU
Use: (Capacity = 6296 lb) DCR = 0.89
Max. LRFD Uplift Force = ULRFD (lb) 7884
Max. Overstrength Uplift Force= ȍoULRFD (lb) 21855
Max. Comp Force at End Post = CASD (lb) 8742
1 SEISMIC
11557
={(v/.7*h*L) - [(.9-.2Sds)*wDL*L2/2]} / (L-1')=
={(ȍo*v/.7/ȡ*h*L) - [(.9-.2Sds)*wDL*L2/2]} / (L-1')=
={(v*h*L) + [(1.0+.14Sds)*wDL*L2/2]} / (L)=
4 SEISMIC
CD / OSB CALC MARK:

CD / OSB w/
HDU4
HDU8
={(v/.7*h*L) - [(.9-.2Sds)*wDL*L2/2]} / (L-1')=
={(ȍo*v/.7/ȡ*h*L) - [(.9-.2Sds)*wDL*L2/2]} / (L-1')=
={(v*h*L) + [(1.0+.14Sds)*wDL*L2/2]} / (L)=
11557
CD / OSB CALC MARK:

CD / OSB w/
78 of 179 7.j.2
Packet Pg. 1313 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
Roof SW
Engineer: KNC
10/27/2020
San Carlos FS 16
DIRECTION: E/W ȍo E/W 2.5
WALL LINE: Sds= 1.33 ȡ E/W 1
Total Wall Line Shear (ASD)= V (lb) = 0.6
Wall Lengths = L (ft) = 35 10 14.3
Total Wall Length = L total (ft.) = 59.3
Minimum Wall Length = L min. (ft.) = 10
Wall Height = h (ft.) = 8
Wall shear per lineal foot = v (plf) = V / L = 195
Nail Size = 10d Ply Grade = 7
Use SW 10d@ 6"o.c. (Capacity = 310 plf) DCR = 0.63
Tributary Dead Load = DL (psf) = 24 24 24 0 0 0 0 0 0
Tributary Width = TW (ft.) = 14.5 14.5 14.5 0 0 0 0 0 0 Wall Dead Load = WDL (psf) = 15 15 15 0 0 0 0 0 0
Total Dead Load at Wall = wDL (plf) = 468 468 468
Uplift Force at Tie Down for "L" noted above = 0 654 182 Minimum Holdown for each "L" noted above = No Uplift HDU2 Neglect Max. Uplift Force at Tie Down = UASD (lb) ={(v*h*L) - [(0.6-.14Sds)*wDL*L2/2]} / (L-1')= 654 Holdown Type = HDU
Use: (Capacity = 2460 lb) DCR = 0.27
Max. LRFD Uplift Force = ULRFD (lb) 823
Max. Overstrength Uplift Force= ȍoULRFD (lb) 4534
Max. Comp Force at End Post = CASD (lb) 4333
DIRECTION: E/W ȍo E/W 2.5
WALL LINE: Sds= 1.33 ȡ E/W 1
Total Wall Line Shear (ASD)= V (lb) = 0.6
Wall Lengths = L (ft) = 10 6 6.75 7.33 7.33 4
Total Wall Length = L total (ft.) = 41.4
Minimum Wall Length = L min. (ft.) = 4
Wall Height = h (ft.) = 8
Wall shear per lineal foot = v (plf) = V / L = 279
Nail Size = 10d Ply Grade = 7
Use SW 10d@ 6"o.c. (Capacity = 310 plf) DCR = 0.90
Tributary Dead Load = DL (psf) = 25 25 25 25 25 25 0 0 0 Tributary Width = TW (ft.) = 14.5 14.5 14.5 14.5 14.5 14.5 0 0 0 Wall Dead Load = WDL (psf) = 15 15 15 15 15 15 0 0 0
Total Dead Load at Wall = wDL (plf) = 483 483 483 482.5 483 483 Uplift Force at Tie Down for "L" noted above = 1370 1960 1829 1737 1737 2444 Minimum Holdown for each "L" noted above = HDU2 HDU2 HDU2 HDU2 HDU2 HDU2 Max. Uplift Force at Tie Down = UASD (lb) ={(v*h*L) - [(0.6-.14Sds)*wDL*L2/2]} / (L-1')= 2444 Holdown Type = HDU
Use: (Capacity = 2460 lb) DCR = 0.99
Max. LRFD Uplift Force = ULRFD (lb) 3436
Max. Overstrength Uplift Force= ȍoULRFD (lb) 9816
Max. Comp Force at End Post = CASD (lb) 3377

A SEISMIC
HDU2
={(v/.7*h*L) - [(.9-.2Sds)*wDL*L2/2]} / (L-1')=
={(ȍo*v/.7/ȡ*h*L) - [(.9-.2Sds)*wDL*L2/2]} / (L-1')=
={(v*h*L) + [(1.0+.14Sds)*wDL*L2/2]} / (L)=

C SEISMIC
11557
CD / OSB CALC MARK:

CD / OSB w/
HDU2
={(v/.7*h*L) - [(.9-.2Sds)*wDL*L2/2]} / (L-1')=
={(ȍo*v/.7/ȡ*h*L) - [(.9-.2Sds)*wDL*L2/2]} / (L-1')=
={(v*h*L) + [(1.0+.14Sds)*wDL*L2/2]} / (L)=
11557
CD / OSB CALC MARK:

CD / OSB w/
79 of 179 7.j.2
Packet Pg. 1314 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
2nd Floor SW
Engineer: KNC
10/27/2020
San Carlos FS 16
DSA? YES
DIRECTION: N/S ȍo N/S 2.5
WALL LINE: Sds= 1.33 ȡ N/S 1
Total Wall Line Shear (ASD)= V (lb) = 0.6
Wall Lengths = L (ft) = 36
Total Wall Length = L total (ft.) = 36
Minimum Wall Length = L min. (ft.) = 36
Wall Height = h (ft.) = 17
Wall shear per lineal foot = v (plf) = V / L = 472
Nail Size = 10d Ply Grade = 9
Use SW 10d@ 3"o.c. (Capacity = 600 plf) DCR = 0.79
Tributary Dead Load = DL (psf) = 24 24 24 0 0 0 0 0 0
Tributary Width = TW (ft.) = 222 0 0000 0
Wall Dead Load = WDL (psf) = 15 15 15 0 0 0 0 0 0
Total Dead Load at Wall = wDL (plf) = 303
Uplift Force at Tie Down for "L" noted above = 5935
Minimum Holdown for each "L" noted above = HDU8
Max. Uplift Force at Tie Down = UASD (lb) ={(v*h*L) - [(0.6-.14Sds)*wDL*L2/2]} / (L-1')= 5935 Holdown Type = HDU
Use: (Capacity = 6296 lb) DCR = 0.94
Max. LRFD Uplift Force = ULRFD (lb) 8238
Max. Overstrength Uplift Force= ȍoULRFD (lb) 25935
Max. Comp Force at End Post = CASD (lb) 14496
DIRECTION: N/S ȍo N/S 2.5
WALL LINE: Sds= 1.33 ȡ N/S 1
Total Wall Line Shear (ASD)= V (lb) = 0.6
Wall Lengths = L (ft) = 6.75 6 13.5
Total Wall Length = L total (ft.) = 26.3
Minimum Wall Length = L min. (ft.) = 6
Wall Height = h (ft.) = 8
Wall shear per lineal foot = v (plf) = V / L = 336
Nail Size = 10d Ply Grade = 8
Use SW 10d@ 4"o.c. (Capacity = 460 plf) DCR = 0.73
Tributary Dead Load = DL (psf) = 20 20 20 0 0 0 0 0 0
Tributary Width = TW (ft.) = 222 0 0000 0
Wall Dead Load = WDL (psf) = 15 15 15 0 0 0 0 0 0
Total Dead Load at Wall = wDL (plf) = 160 160 160
Uplift Force at Tie Down for "L" noted above = 2896 2991 2423 Minimum Holdown for each "L" noted above = HDU4 HDU4 HDU2 Max. Uplift Force at Tie Down = UASD (lb) ={(v*h*L) - [(0.6-.14Sds)*wDL*L2/2]} / (L-1')= 2991 Holdown Type = HDU
Use: (Capacity = 3652 lb) DCR = 0.82
Max. LRFD Uplift Force = ULRFD (lb) 4248
Max. Overstrength Uplift Force= ȍoULRFD (lb) 11167
Max. Comp Force at End Post = CASD (lb) 3260
1 SEISMIC
17003
={(v/.7*h*L) - [(.9-.2Sds)*wDL*L2/2]} / (L-1')=
={(ȍo*v/.7/ȡ*h*L) - [(.9-.2Sds)*wDL*L2/2]} / (L-1')=
={(v*h*L) + [(1.0+.14Sds)*wDL*L2/2]} / (L)=
3 SEISMIC
CD / OSB CALC MARK:

CD / OSB w/
HDU8
HDU4
={(v/.7*h*L) - [(.9-.2Sds)*wDL*L2/2]} / (L-1')=
={(ȍo*v/.7/ȡ*h*L) - [(.9-.2Sds)*wDL*L2/2]} / (L-1')=
={(v*h*L) + [(1.0+.14Sds)*wDL*L2/2]} / (L)=
8830
CD / OSB CALC MARK:

CD / OSB w/
80 of 179 7.j.2
Packet Pg. 1315 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
2nd Floor SW
Engineer: KNC
10/27/2020
San Carlos FS 16
DIRECTION: E/W ȍo E/W 2.5
WALL LINE: Sds= 1.33 ȡ E/W 1
Total Wall Line Shear (ASD)= V (lb) = 0.6
Wall Lengths = L (ft) = 22.5 7 10
Total Wall Length = L total (ft.) = 39.5
Minimum Wall Length = L min. (ft.) = 7
Wall Height = h (ft.) = 8
Wall shear per lineal foot = v (plf) = V / L = 516
Nail Size = 10d Ply Grade = 9
Use SW 10d@ 3"o.c. (Capacity = 600 plf) DCR = 0.86
Tributary Dead Load = DL (psf) = 20 20 20 0 0 0 0 0 0
Tributary Width = TW (ft.) = 7.5 7.5 7.5 0 0 0 0 0 0
Wall Dead Load = WDL (psf) = 22 22 22 0 0 0 0 0 0
Total Dead Load at Wall = wDL (plf) = 586 586 586
Uplift Force at Tie Down for "L" noted above = 1463 3826 3239 Minimum Holdown for each "L" noted above = HDU2 HDU5 HDU4 Max. Uplift Force at Tie Down = UASD (lb) ={(v*h*L) - [(0.6-.14Sds)*wDL*L2/2]} / (L-1')= 3826 Holdown Type = HDU
Use: (Capacity = 4516 lb) DCR = 0.85
Max. LRFD Uplift Force = ULRFD (lb) 5363
Max. Overstrength Uplift Force= ȍoULRFD (lb) 15686
Max. Comp Force at End Post = CASD (lb) 6561
DIRECTION: E/W ȍo E/W 2.5
WALL LINE: Sds= 1.33 ȡ E/W 1
Total Wall Line Shear (ASD)= V (lb) = 0.6
Wall Lengths = L (ft) = 30
Total Wall Length = L total (ft.) = 30
Minimum Wall Length = L min. (ft.) = 30
Wall Height = h (ft.) = 17
Wall shear per lineal foot = v (plf) = V / L = 680
Nail Size = 10d Ply Grade = 10
Use SW 10d@ 2"o.c. (Capacity = 770 plf) DCR = 0.88
Tributary Dead Load = DL (psf) = 26 26 0 0 0 0 0 0 0
Tributary Width = TW (ft.) = 6.5 10 0 0 0 0 0 0 0
Wall Dead Load = WDL (psf) = 22 22 0 0 0 0 0 0 0
Total Dead Load at Wall = wDL (plf) = 803
Uplift Force at Tie Down for "L" noted above = 6789
Minimum Holdown for each "L" noted above = HDU11
Max. Uplift Force at Tie Down = UASD (lb) ={(v*h*L) - [(0.6-.14Sds)*wDL*L2/2]} / (L-1')= 6789 Holdown Type = HDU
Use: (Capacity = 7468 lb) DCR = 0.91
Max. LRFD Uplift Force = ULRFD (lb) 9165
Max. Overstrength Uplift Force= ȍoULRFD (lb) 34774
Max. Comp Force at End Post = CASD (lb) 25835

A SEISMIC
HDU5
={(v/.7*h*L) - [(.9-.2Sds)*wDL*L2/2]} / (L-1')=
={(ȍo*v/.7/ȡ*h*L) - [(.9-.2Sds)*wDL*L2/2]} / (L-1')=
={(v*h*L) + [(1.0+.14Sds)*wDL*L2/2]} / (L)=

C SEISMIC
20387
CD / OSB CALC MARK:

CD / OSB w/
HDU11
={(v/.7*h*L) - [(.9-.2Sds)*wDL*L2/2]} / (L-1')=
={(ȍo*v/.7/ȡ*h*L) - [(.9-.2Sds)*wDL*L2/2]} / (L-1')=
={(v*h*L) + [(1.0+.14Sds)*wDL*L2/2]} / (L)=
20387
CD / OSB CALC MARK:

CD / OSB w/
81 of 179 7.j.2
Packet Pg. 1316 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
2nd Floor SW
Engineer: KNC
10/27/2020
San Carlos FS 16
DIRECTION: N/S ȍo N/S 2.5
WALL LINE: Sds= 1.33 ȡ N/S 1
Total Wall Line Shear (ASD)= V (lb) = 0.6
Wall Lengths = L (ft) = 20.5 12.7
Total Wall Length = L total (ft.) = 33.2
Minimum Wall Length = L min. (ft.) = 12.7
Wall Height = h (ft.) = 17
Wall shear per lineal foot = v (plf) = V / L = 450
Nail Size = 10d Ply Grade = 8
Use SW 10d@ 4"o.c. (Capacity = 460 plf) DCR = 0.98
Tributary Dead Load = DL (psf) = 26 26 0 0 0 0 0 0 0
Tributary Width = TW (ft.) = 110 0 0000 0
Wall Dead Load = WDL (psf) = 22 22 0 0 0 0 0 0 0
Total Dead Load at Wall = wDL (plf) = 400 400
Uplift Force at Tie Down for "L" noted above = 6264 7174 Minimum Holdown for each "L" noted above = HDU8 HDU11
Max. Uplift Force at Tie Down = UASD (lb) ={(v*h*L) - [(0.6-.14Sds)*wDL*L2/2]} / (L-1')= 7174 Holdown Type = HDU
Use: (Capacity = 7468 lb) DCR = 0.96
Max. LRFD Uplift Force = ULRFD (lb) 10130
Max. Overstrength Uplift Force= ȍoULRFD (lb) 27945
Max. Comp Force at End Post = CASD (lb) 10662
4 SEISMIC
HDU11
={(v/.7*h*L) - [(.9-.2Sds)*wDL*L2/2]} / (L-1')=
={(ȍo*v/.7/ȡ*h*L) - [(.9-.2Sds)*wDL*L2/2]} / (L-1')=
={(v*h*L) + [(1.0+.14Sds)*wDL*L2/2]} / (L)=
14941
CD / OSB CALC MARK:

CD / OSB w/
82 of 179 7.j.2
Packet Pg. 1317 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
Multi-Story Shear Wall
Engineer: KNC
10/27/2020
San Carlos FS 16
DSA? YES
DIRECTION: N/S ȍo N/S 2.5
WALL LINE: Sds= 1.33 ȡ N/S 1
Total Wall Line Shear (ASD)= V (lb) = 0.6
Wall Lengths = L (ft) = 20.5 12.67
Total Wall Length = L total (ft.) = 33.17
Minimum Wall Length = L min. (ft.) = 12.67
Wall Height = h (ft.) = 17
Wall shear per lineal foot = v (plf) = V / L = 450
Nail Size = 10d Ply Grade = 8
Use SW 10d@ 4"o.c. (Capacity = 460 plf) DCR = 0.98
ASD Uplift Force at Tie Down from story above = 5587 0 100 100 100 100 100 100 100 LRFD Uplift Force at Tie Down from story above = 7884 0 1414 1414 1414 1414 1414 1414 1414 Omega Uplift Force at Tie Down from story above = 21855 0 2720 2720 2720 2720 2720 2720 2720 Tributary Dead Load = DL (psf) = 20 20 0 0 0 0 0 0 0
Tributary Width = TW (ft.) = 4.5 4.5 0 0 0 0 0 0 0
Wall Dead Load = WDL (psf) = 15 15 0 0 0 0 0 0 0
Total Dead Load at Wall = wDL (plf) = 345 345
Uplift Force at Tie Down for "L" noted above = 12097 7331 Minimum Holdown for each "L" noted above = HD19 HDU11
Holdown Type = HDU Max. Uplift Force at Tie Down = UASD (lb) 12097 Use: (Capacity = 15488 lb) DCR = 0.78
Max. LRFD Uplift Force = ULRFD (lb) 17025
Max. Overstrength Uplift Force= ȍoULRFD (lb) 48245
Max. Comp Force at End Post = C (lb) 10249
CD / OSB CALC MARK:

CD / OSB w/
4 SEISMIC
14941
HD19
={(v/.7*h*L) - [(.9-.2*Sds)*wDL*L2/2]} / (L-1')=
={(ȍo*v/.7/ȡ*h*L) - [(.9-.2Sds)*wDL*L2/2]} / (L-1')=
={(v*h*Lmin) + [(1.0+.14Sds)*wDL*Lmin2/2]} / (Lmin)=
83 of 179 7.j.2
Packet Pg. 1318 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) 84 of 179 7.j.2
Packet Pg. 1319 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) 85 of 179 7.j.2
Packet Pg. 1320 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
2ND FLR LINE A
Engineer: KNC
10/27/2020
San Carlos FS 16
Drag / Collector Force Diagram Generator for Wood Top Plates and Ledgers

INPUT DATA
Diaphragm Force per ASCE 7 §12.10.1.1 (ASD) Fp, ASD = 20 kips EQ/Wind force (Cd=1.6)? Yes NUMBER OF SEGMENTS n = 4 Irregularity Increase per ASCE 7 §12.3.3.4? No Segment 1234
Length, ft 4 20.5 21.25 22.5
Shear Wall ? No Yes No Yes

ANALYSIS
TOTAL DRAG LENGTH Ldrag = 68.25 ft
TOTAL SHEAR WALL LENGTH Lwall = 43 ft
DIAPHRAGM SHEAR STRESS vdiaphragm =Fp / vdrag = 299 plf SHEAR WALL SHEAR STRESS vshear wall =Fp / vwall = 474 plf Section Point 0 1 2 3 4
Distance, ft 0 4 24.5 45.75 68.25
Axial Force 0 -1.19 2.40 -3.95 0.00
ABBA
ACCA
Ledger Splice:
1 (12) 16d PER 4' MIN LAP or MSTC28 1 MSTA24
2 (22) 16d PER 4' MIN LAP or MSTC40 2 MSTI48
3 (22) 16d PER 4' MIN LAP or MSTC40 3 MSTI48
4 (12) 16d PER 4' MIN LAP or MSTC28 4 MSTA24
Conservatively use B For ALL top plate splices on this line.

Conservatively use C For ALL ledger splices on this line.

DRAG / COLLECTOR FORCE DIAGRAM

SHEAR WALL & DRAG SCHEMATIC ELEVATION
LOCATION: 2nd Floor Line A
Double Top Plate Splice:
-5
-4
-3
-2
-1
0 1
2 3
Drag Axial Force,
kips
86 of 179 7.j.2
Packet Pg. 1321 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
2ND FLR LINE C
Engineer: KNC
10/27/2020
San Carlos FS 16
Drag / Collector Force Diagram Generator for Wood Top Plates and Ledgers

INPUT DATA
Diaphragm Force per ASCE 7 §12.10.1.1 (ASD) Fp, ASD = 20.387 kips EQ/Wind force (Cd=1.6)? Yes NUMBER OF SEGMENTS n = 5 Irregularity Increase per ASCE 7 §12.3.3.4? No Segment 12345
Length, ft 30 17 2.5 16 4
Shear Wall ? Yes No No No No

ANALYSIS
TOTAL DRAG LENGTH Ldrag = 69.5 ft
TOTAL SHEAR WALL LENGTH Lwall = 30 ft
DIAPHRAGM SHEAR STRESS vdiaphragm =Fp / vdrag = 293 plf SHEAR WALL SHEAR STRESS vshear wall =Fp / vwall = 680 plf Section Point 0 1 2 3 4 5
Distance, ft 0 30 47 49.5 65.5 69.5
Axial Force 0 11.59 6.60 5.87 1.17 0.00
HEEAA
GEDAA
Ledger Splice:
1 MSTC66 EA SIDE 1 (2) 1/4" PL w/ (6) 3/4" Dia MB EE at 2x 2 (36) 16d PER 8' MIN LAP or MSTC28 EA SIDE 2 (2) MSTI48 3 (36) 16d PER 8' MIN LAP or MSTC28 EA SIDE 3 CMST14x5'-6" 4 (12) 16d PER 4' MIN LAP or MSTC28 4 MSTA24
5 (12) 16d PER 4' MIN LAP or MSTC28 5 MSTA24
Conservatively use H For ALL top plate splices on this line.

Conservatively use G For ALL ledger splices on this line.

DRAG / COLLECTOR FORCE DIAGRAM

SHEAR WALL & DRAG SCHEMATIC ELEVATION
LOCATION: 2nd Floor Line C
Double Top Plate Splice:
0 2
4 6
8 10
12 14
Drag Axial Force,
kips
87 of 179

NO SPLICE
ALLOWED IN 1RST
AND 2ND 20FT

SEGEMNTS

7.j.2
Packet Pg. 1322 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
2ND FLR LINE 1
Engineer: KNC
10/27/2020
San Carlos FS 16
Drag / Collector Force Diagram Generator for Wood Top Plates and Ledgers

INPUT DATA
Diaphragm Force per ASCE 7 §12.10.1.1 (ASD) Fp, ASD = 17 kips EQ/Wind force (Cd=1.6)? Yes NUMBER OF SEGMENTS n = 2 Irregularity Increase per ASCE 7 §12.3.3.4? No Segment 12
Length, ft 35.75 5.75
Shear Wall ? Yes No

ANALYSIS
TOTAL DRAG LENGTH Ldrag = 41.5 ft
TOTAL SHEAR WALL LENGTH Lwall = 35.75 ft
DIAPHRAGM SHEAR STRESS vdiaphragm =Fp / vdrag = 410 plf SHEAR WALL SHEAR STRESS vshear wall =Fp / vwall = 476 plf Section Point 0 1 2
Distance, ft 0 35.75 41.5
Axial Force 0 2.36 0.00
BA
CA
Ledger Splice:
1 (22) 16d PER 4' MIN LAP or MSTC40 1 MSTI48
2 (12) 16d PER 4' MIN LAP or MSTC28 2 MSTA24
Conservatively use B For ALL top plate splices on this line.

Conservatively use C For ALL ledger splices on this line.

DRAG / COLLECTOR FORCE DIAGRAM

SHEAR WALL & DRAG SCHEMATIC ELEVATION
LOCATION: 2nd Floor Line 1
Double Top Plate Splice:
0 0.5
1 1.5
2 2.5
Drag Axial Force,
kips
88 of 179 7.j.2
Packet Pg. 1323 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
2ND FLR LINE 3
Engineer: KNC
10/27/2020
San Carlos FS 16
Drag / Collector Force Diagram Generator for Wood Top Plates and Ledgers

INPUT DATA
Diaphragm Force per ASCE 7 §12.10.1.1 (ASD) Fp, ASD = 9 kips EQ/Wind force (Cd=1.6)? Yes NUMBER OF SEGMENTS n = 4 Irregularity Increase per ASCE 7 §12.3.3.4? No Segment 1234
Length, ft 4.75 16 6.25 14
Shear Wall ? No Yes No Yes

ANALYSIS
TOTAL DRAG LENGTH Ldrag = 41 ft
TOTAL SHEAR WALL LENGTH Lwall = 30 ft
DIAPHRAGM SHEAR STRESS vdiaphragm =Fp / vdrag = 215 plf SHEAR WALL SHEAR STRESS vshear wall =Fp / vwall = 294 plf Section Point 0 1 2 3 4
Distance, ft 0 4.75 20.75 27 41
Axial Force 0 -1.02 0.24 -1.11 0.00
AAAA
AAAA
Ledger Splice:
1 (12) 16d PER 4' MIN LAP or MSTC28 1 MSTA24
2 (12) 16d PER 4' MIN LAP or MSTC28 2 MSTA24
3 (12) 16d PER 4' MIN LAP or MSTC28 3 MSTA24
4 (12) 16d PER 4' MIN LAP or MSTC28 4 MSTA24
Conservatively use A For ALL top plate splices on this line.

Conservatively use A For ALL ledger splices on this line.

DRAG / COLLECTOR FORCE DIAGRAM

SHEAR WALL & DRAG SCHEMATIC ELEVATION
LOCATION: 2nd Floor Line 3
Double Top Plate Splice:
-1.5
-1
-0.5
0 0.5
Drag Axial Force,
kips
89 of 179 7.j.2
Packet Pg. 1324 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
2ND FLR LINE 4
Engineer: KNC
10/27/2020
San Carlos FS 16
Drag / Collector Force Diagram Generator for Wood Top Plates and Ledgers

INPUT DATA
Diaphragm Force per ASCE 7 §12.10.1.1 (ASD) Fp, ASD = 15 kips EQ/Wind force (Cd=1.6)? Yes NUMBER OF SEGMENTS n = 4 Irregularity Increase per ASCE 7 §12.3.3.4? No Segment 1234
Length, ft 9.67 11.75 8.25 12.5
Shear Wall ? No Yes No Yes

ANALYSIS
TOTAL DRAG LENGTH Ldrag = 42.17 ft
TOTAL SHEAR WALL LENGTH Lwall = 24.25 ft
DIAPHRAGM SHEAR STRESS vdiaphragm =Fp / vdrag = 354 plf SHEAR WALL SHEAR STRESS vshear wall =Fp / vwall = 616 plf Section Point 0 1 2 3 4
Distance, ft 0 9.67 21.42 29.67 42.17
Axial Force 0 -3.43 -0.35 -3.27 0.00
BABA
CACA
Ledger Splice:
1 (22) 16d PER 4' MIN LAP or MSTC40 1 MSTI48
2 (12) 16d PER 4' MIN LAP or MSTC28 2 MSTA24
3 (22) 16d PER 4' MIN LAP or MSTC40 3 MSTI48
4 (12) 16d PER 4' MIN LAP or MSTC28 4 MSTA24
Conservatively use B For ALL top plate splices on this line.

Conservatively use C For ALL ledger splices on this line.

DRAG / COLLECTOR FORCE DIAGRAM

SHEAR WALL & DRAG SCHEMATIC ELEVATION
LOCATION: 2nd Floor Line 4
Double Top Plate Splice:
-4
-3
-2
-1
0 Drag Axial Force,
kips
90 of 179 7.j.2
Packet Pg. 1325 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576

RF LINE A
Engineer: KNC
10/27/2020
San Carlos FS 16
Drag / Collector Force Diagram Generator for Wood Top Plates and Ledgers

INPUT DATA
Diaphragm Force per ASCE 7 §12.10.1.1 (ASD) Fp, ASD = 12 kips EQ/Wind force (Cd=1.6)? Yes NUMBER OF SEGMENTS n = 5 Irregularity Increase per ASCE 7 §12.3.3.4? No Segment 12345
Length, ft 14 6 10 3 35
Shear Wall ? Yes No Yes No Yes

ANALYSIS
TOTAL DRAG LENGTH Ldrag = 68 ft
TOTAL SHEAR WALL LENGTH Lwall = 59 ft
DIAPHRAGM SHEAR STRESS vdiaphragm =Fp / vdrag = 170 plf SHEAR WALL SHEAR STRESS vshear wall =Fp / vwall = 196 plf Section Point 0 1 2 3 4 5
Distance, ft 0 14 20 30 33 68
Axial Force 0 0.36 -0.66 -0.40 -0.91 0.00
AAAAA
AAAAA
Ledger Splice:
1 (12) 16d PER 4' MIN LAP or MSTC28 1 MSTA24
2 (12) 16d PER 4' MIN LAP or MSTC28 2 MSTA24
3 (12) 16d PER 4' MIN LAP or MSTC28 3 MSTA24
4 (12) 16d PER 4' MIN LAP or MSTC28 4 MSTA24
5 (12) 16d PER 4' MIN LAP or MSTC28 5 MSTA24
Conservatively use A For ALL top plate splices on this line.

Conservatively use A For ALL ledger splices on this line.

DRAG / COLLECTOR FORCE DIAGRAM

SHEAR WALL & DRAG SCHEMATIC ELEVATION
LOCATION: RF Line A
Double Top Plate Splice:
-1
-0.8
-0.6
-0.4
-0.2
0 0.2

0.4 0.6
Drag Axial Force,
kips
91 of 179 7.j.2
Packet Pg. 1326 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576

RF LINE C
Engineer: KNC
10/27/2020
San Carlos FS 16
Drag / Collector Force Diagram Generator for Wood Top Plates and Ledgers

INPUT DATA
Diaphragm Force per ASCE 7 §12.10.1.1 (ASD) Fp, ASD = 12 kips EQ/Wind force (Cd=1.6)? Yes NUMBER OF SEGMENTS n = 12 Irregularity Increase per ASCE 7 §12.3.3.4? No Segment 1 2 3 4 5 6 7 8 9 10 11 12
Length, ft 10.75 10 3 6 3.33 6.75 3.25 7.33 3.25 7.33 3.25 4 Shear Wall ? No Yes No Yes No Yes No Yes No Yes No Yes

ANALYSIS
TOTAL DRAG LENGTH Ldrag = 68.24 ft
TOTAL SHEAR WALL LENGTH Lwall = 41.41 ft
DIAPHRAGM SHEAR STRESS vdiaphragm =Fp / vdrag = 169 plf SHEAR WALL SHEAR STRESS vshear wall =Fp / vwall = 279 plf Section Point 0 1 2 3 4 5 6 7 8 9 10 11 12
Distance, ft 0 10.75 20.75 23.75 29.75 33.08 39.83 43.08 50.41 53.66 60.99 64.24 68.24 Axial Force 0 -1.82 -0.72 -1.23 -0.57 -1.14 -0.40 -0.95 -0.14 -0.69 0.11 -0.44 0.00

AAAAAAAAAAAA

BAAAAAAAAAAA
Ledger Splice:
1 (12) 16d PER 4' MIN LAP or MSTC28 1 MSTA30
2 (12) 16d PER 4' MIN LAP or MSTC28 2 MSTA24
3 (12) 16d PER 4' MIN LAP or MSTC28 3 MSTA24
4 (12) 16d PER 4' MIN LAP or MSTC28 4 MSTA24
5 (12) 16d PER 4' MIN LAP or MSTC28 5 MSTA24
6 (12) 16d PER 4' MIN LAP or MSTC28 6 MSTA24
7 (12) 16d PER 4' MIN LAP or MSTC28 7 MSTA24
8 (12) 16d PER 4' MIN LAP or MSTC28 8 MSTA24
9 (12) 16d PER 4' MIN LAP or MSTC28 9 MSTA24
10 (12) 16d PER 4' MIN LAP or MSTC28 10 MSTA24
11 (12) 16d PER 4' MIN LAP or MSTC28 11 MSTA24
12 (12) 16d PER 4' MIN LAP or MSTC28 12 MSTA24
Conservatively use A For ALL top plate splices on this line.

Conservatively use B For ALL ledger splices on this line.

DRAG / COLLECTOR FORCE DIAGRAM

SHEAR WALL & DRAG SCHEMATIC ELEVATION
LOCATION: RF Line C
Double Top Plate Splice:
-2
-1.5
-1
-0.5
0 0.5
Drag Axial Force,
kips
92 of 179 7.j.2
Packet Pg. 1327 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
RF LINE 1
Engineer: KNC
10/27/2020
San Carlos FS 16
Drag / Collector Force Diagram Generator for Wood Top Plates and Ledgers

ANALYSIS
TOTAL DRAG LENGTH Ldrag = 42.41 ft
TOTAL SHEAR WALL LENGTH Lwall = 37.08 ft
DIAPHRAGM SHEAR STRESS vdiaphragm =Fp / vdrag = 273 plf SHEAR WALL SHEAR STRESS vshear wall =Fp / vwall = 312 plf Section Point 0 1 2 3 4 5
Distance, ft 0 16.75 18.75 25.75 29.08 42.41
Axial Force 0 0.66 0.11 0.39 -0.52 0.00
AAAAA
AAAAA
Ledger Splice:
1 (12) 16d PER 4' MIN LAP or MSTC28 1 MSTA24
2 (12) 16d PER 4' MIN LAP or MSTC28 2 MSTA24
3 (12) 16d PER 4' MIN LAP or MSTC28 3 MSTA24
4 (12) 16d PER 4' MIN LAP or MSTC28 4 MSTA24
5 (12) 16d PER 4' MIN LAP or MSTC28 5 MSTA24
Conservatively use A For ALL top plate splices on this line.

Conservatively use A For ALL ledger splices on this line.

DRAG / COLLECTOR FORCE DIAGRAM

SHEAR WALL & DRAG SCHEMATIC ELEVATION
LOCATION: RF Line 1
Double Top Plate Splice:
-0.6
-0.4
-0.2
0 0.2

0.4 0.6

0.8 Drag Axial Force,
kips
93 of 179 7.j.2
Packet Pg. 1328 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
RF LINE 4
Engineer: KNC
10/27/2020
San Carlos FS 16
Drag / Collector Force Diagram Generator for Wood Top Plates and Ledgers

INPUT DATA
Diaphragm Force per ASCE 7 §12.10.1.1 (ASD) Fp, ASD = 12 kips EQ/Wind force (Cd=1.6)? Yes NUMBER OF SEGMENTS n = 2 Irregularity Increase per ASCE 7 §12.3.3.4? No Segment 12
Length, ft 20.75 20.75
Shear Wall ? Yes No

ANALYSIS
TOTAL DRAG LENGTH Ldrag = 41.5 ft
TOTAL SHEAR WALL LENGTH Lwall = 20.75 ft
DIAPHRAGM SHEAR STRESS vdiaphragm =Fp / vdrag = 278 plf SHEAR WALL SHEAR STRESS vshear wall =Fp / vwall = 557 plf Section Point 0 1 2
Distance, ft 0 20.75 41.5
Axial Force 0 5.78 0.00
DA
DA
Ledger Splice:
1 (32) 16d PER 6' MIN LAP or MSTC66 1 CMST14x5'-6"
2 (12) 16d PER 4' MIN LAP or MSTC28 2 MSTA24
Conservatively use D For ALL top plate splices on this line.

Conservatively use D For ALL ledger splices on this line.

DRAG / COLLECTOR FORCE DIAGRAM

SHEAR WALL & DRAG SCHEMATIC ELEVATION
LOCATION: RF Line 4
Double Top Plate Splice:
0 1
2 3
4 5
6 7
Drag Axial Force,
kips
94 of 179 7.j.2
Packet Pg. 1329 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: TOP PLATE
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 27 OCT 2020, 2:37PM
Project Descr:

Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Analysis Method : Wood Section Name 2-1.75x9.5
Overall Column Height ft 20
Allowable Stress Design
( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned
Wood Species iLevel Truss Joist
Wood Grade MicroLam LVL 2.0 E
Fb + 2,600.0
2,600.0 psi
2,510.0
750.0
285.0
1,555.0

42.010
psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
2,000.0
1,016.54
2,000.0
1,016.54
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 3.50 in
Exact Depth 9.50 in
Area 33.250 in^2
Ix 250.068 in^4
Iy 33.943 in^4
Wood Grading/Manuf. Trus Joist
Wood Member Type Microllam LVL
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
2,000.0
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bending
ksi No
Minimum
Basic
Y-Y (depth) axis :

X-X (width) axis :

Fully braced against buckling ABOUT X-X Axis
Fully braced against buckling ABOUT Y-Y Axis
Brace condition for deflection (buckling) along columns :

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 194.005 lbs * Dead Load Factor AXIAL LOADS . . .

Axial Load at 20.0 ft, E = 8.30 k
BENDING LOADS . . .

Lat. Uniform Load creating Mx-x, W = 0.3230 k/ft

DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.5309
Location of max.above base 9.933 ft
Applied Axial 0.1940 k
Applied Mx 9.690 k-ft
Load Combination +D+0.60W
Load Combination +D+0.60W
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 87.429 psi
Allowable Shear psi 456.0

0.1917 : 1 Bending Compression Tension
Location of max.above base 0.0 ft
: 1
At maximum location values are . . .

Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .

Top along Y-Y 3.230 k Bottom along Y-Y 3.230 k
Governing NDS Forumla11Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y 0.9870 in at 10.067 ft above base
for load combination : +D+0.420W
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 4,016.0 psi
Other Factors used to calculate allowable stresses . . . for load combination : n/a
95 of 179 7.j.2
Packet Pg. 1330 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
Plates & Bars in Compression
Engineer: KNC
10/27/2020
San Carlos FS 16
Allowable compressive strength for flexural buckling of members (Plates and Bars):

Reference: AISC 360 Section E
Cross Section Shape = Rectangle
Plate Width, W = 0.25 in
Plate Length, L = 5.5 in
Modulous of Elasticity, E = 29000 ksi
Yeilding Stress, FY = 36 ksi

4.71xsqrt(E/FY) = 133.7
Effective Length Factor, K = 1
Unbraced Length, L = 8.5 in
Gross Area, Ag = 1.375 in2
Moment of Inertia, I = 0.007 in4 (Assumes worst case)
Radius of Gyration, r = 0.07 in
Slenderness Ratio = KL/r = Lc/r = 117.8 NON-SLENDER, L_c/r<200 : Okay Fy/Fe = 1.7
Elastic Buckling Stress, Fe = 20.6 ksi (AISC 360-16 Eq. E3-4) Critical Stress, Fcr = 17.3 ksi (AISC 360-16 Eq. E3-2 or E3-3) Nominal Compressive Strength, Pn = 23.8 kips
Allowable Compressive Strength, Pn/ёc = 14.280 kips
96 of 179

STEEL PLATE AT TOP PLATE

BRAKE AT HSS COLUMN
>8.3 kips OK

7.j.2
Packet Pg. 1331 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

Specifier:

Address:

Phone I Fax:

E-Mail:
|
Page:

Project:

Sub-Project I Pos. No.:

Date:
1 10/27/2020
Specifier's comments:
1 Input data
Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 7/8 Effective embedment depth: hef = 18.000 in.

Material: ASTM F 1554
Proof: Design method ACI 318-14 / CIP
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.

Anchor plate: lx x ly x t = 5.500 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: Square HSS (AISC), HSS5X5X.125; (L x W x T) = 5.000 in. x 5.000 in. x 0.125 in.

Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 24.000 in.

Reinforcement: tension: condition A, shear: condition B; anchor reinforcement: tension edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c))

R - The anchor calculation is based on a rigid anchor plate assumption.

Geometry [in.] & Loading [lb, in.lb]
97 of 179 7.j.2
Packet Pg. 1332 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

Specifier:

Address:

Phone I Fax:

E-Mail:
|
Page:

Project:

Sub-Project I Pos. No.:

Date:
2 10/27/2020
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y 1 17,387 0 0 0
2 17,387 0 0 0
max. concrete compressive strain: - [‰]
max. concrete compressive stress: - [psi]
resulting tension force in (x/y)=(0.000/0.000): 34,774 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb]

Anchor forces are calculated based on the assumption of a rigid anchor plate.

Tension
1 2
x
y
3 Tension load
Load Nua [lb] Capacity INn [lb] Utilization EN = Nua/INn Status Steel Strength* 17,387 20,097 87 OK
Pullout Strength* 17,387 11,227 155 not recommended
Concrete Breakout Strength**1 N/A N/A N/A N/A
Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) 1 Tension Anchor Reinforcement has been selected!

3.1 Steel Strength
Nsa = Ase,N futa ACI 318-14 Eq. (17.4.1.2)
I Nsa Nua ACI 318-14 Table 17.3.1.1
Variables
Ase,N [in.2] futa [psi]

0.46 58,000
Calculations
Nsa [lb]
26,796
Results
Nsa [lb] Isteel I Nsa [lb] Nua [lb]
26,796 0.750 20,097 17,387
98 of 179 7.j.2
Packet Pg. 1333 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

Specifier:

Address:

Phone I Fax:

E-Mail:
|
Page:

Project:

Sub-Project I Pos. No.:

Date:
3 10/27/2020

3.2 Pullout Strength
NpN = \c,p Np ACI 318-14 Eq. (17.4.3.1)
Np = 8 Abrg f'
c ACI 318-14 Eq. (17.4.3.4)
I NpN Nua ACI 318-14 Table 17.3.1.1
Variables
\c,p Abrg [in.2
] Oa f
'
c [psi]

1.000 0.89 1.000 3,000
Calculations
Np [lb]
21,384
Results
Npn [lb] Iconcrete Iseismic Inonductile I Npn [lb] Nua [lb] 21,384 0.700 0.750 1.000 11,227 17,387
99 of 179 7.j.2
Packet Pg. 1334 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

Specifier:

Address:

Phone I Fax:

E-Mail:
|
Page:

Project:

Sub-Project I Pos. No.:

Date:
4 10/27/2020
4 Shear load
Load Vua [lb] Capacity IVn [lb] Utilization EV = Vua/IVn Status Steel Strength* N/A N/A N/A N/A
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength* N/A N/A N/A N/A
Concrete edge failure in direction ** N/A N/A N/A N/A
* anchor having the highest loading **anchor group (relevant anchors) 5 Warnings
• The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility!
• Condition A applies when supplementary reinforcement is used. The ĭ factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard.
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section

17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by Z0.
• The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI 318-14, Section 17.4.2.9 for information about Anchor Reinforcement.
• Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Anchor calculations.

Fastening does not meet the design criteria!
100 of 179 7.j.2
Packet Pg. 1335 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

Specifier:

Address:

Phone I Fax:

E-Mail:
|
Page:

Project:

Sub-Project I Pos. No.:

Date:
5 10/27/2020
Coordinates Anchor in.

Anchor x y c-x c+x c-y c+y
1 0.000 -4.500 10.000 14.000 - -
2 0.000 4.500 10.000 14.000 - -
6 Installation data
Anchor plate, steel: - Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 7/8 Profile: Square HSS (AISC), HSS5X5X.125; (L x W x T) = 5.000 in. x

5.000 in. x 0.125 in.

Installation torque: -
Hole diameter in the fixture: df = 0.938 in. Hole diameter in the base material: - in.

Plate thickness (input): 0.500 in. Hole depth in the base material: 18.000 in.

Recommended plate thickness: not calculated Minimum thickness of the base material: 19.052 in.

1 2

2.750 2.750

1.500 9.000 1.500
x
y

2.750 2.750

6.000 6.000
101 of 179 7.j.2
Packet Pg. 1336 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

Specifier:

Address:

Phone I Fax:

E-Mail:
|
Page:

Project:

Sub-Project I Pos. No.:

Date:
6 10/27/2020
7 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.

Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.

FOUNDATIONS
104 of 179 7.j.2
Packet Pg. 1339 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) General Footing
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: FTG 1
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 13 OCT 2020, 12:18PM
Project Descr:

Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Material Properties Soil Design Values

3.0 Analysis Settings
ksi 250.0
No
Allowable Soil Bearing = ksf
=

3.0 60.0
3,122.0
145.0 = 0.30
Flexure = 0.90
Shear =
M Values

0.00180

3.0 Soil Passive Resistance (for Sliding)

1.0 =
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure : No
Use Pedestal wt for stability, mom & shear : No
Allowable pressure increase per foot of depth
= ksf
when max. length or width is greater than
= ft
:
=
Add Ftg Wt for Soil Pressure Yes
Use ftg wt for stability, moments & shears : Yes
when footing base is below ft
pcf
Increase Bearing By Footing Weight
= pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth 0.750
=
Soil/Concrete Friction Coeff.

Ec : Concrete Elastic Modulus
=
= Footing base depth below soil surface ft
Allow press. increase per foot of depth ksf =
=
Min. Sliding Safety Factor = 1.0 : 1
=
Concrete Density
=
Min Allow % Temp Reinf.
f'c : Concrete 28 day strength ksi
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
#
Dimensions
Width parallel to X-X Axis 4.0 ft
Length parallel to Z-Z Axis
=

4.0 ft
= Pedestal dimensions...
px : parallel to X-X Axis in
pz : parallel to Z-Z Axis in
Height =
=
in
Footing Thickness
=
= 24.0 in
Rebar Centerline to Edge of Concrete... at Bottom of footing = in 3.0 Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
5 Number of Bars =
7 Bars parallel to Z-Z Axis
Reinforcing Bar Size = 5
Number of Bars = 7
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads

14.130 3.50 17.020
D Lr
ksf
LS
P : Column Load
OB : Overburden =
k
WE
M-zz
V-x
=
= k
V-z k
M-xx =
= k-ft
k-ft
H
=
105 of 179 7.j.2
Packet Pg. 1340 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) General Footing
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: FTG 1
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 13 OCT 2020, 12:18PM
Project Descr:

PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OK
Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.7823 Soil Bearing 2.347 ksf 3.0 ksf +D+L+H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.1149 Z Flexure (+X) 5.742 k-ft/ft 49.968 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1149 Z Flexure (-X) 5.742 k-ft/ft 49.968 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1149 X Flexure (+Z) 5.742 k-ft/ft 49.968 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1149 X Flexure (-Z) 5.742 k-ft/ft 49.968 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.03328 1-way Shear (+X) 2.734 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.03328 1-way Shear (-X) 2.734 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.03328 1-way Shear (+Z) 2.734 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.03328 1-way Shear (-Z) 2.734 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1278 2-way Punching 21.0 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results
Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing
Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, +D+H 3.0 n/a n/a 0.0 1.283 1.283 n/a 0.428
X-X, +D+L+H 3.0 n/a n/a 0.0 2.347 2.347 n/a 0.782
X-X, +D+Lr+H 3.0 n/a n/a 0.0 1.502 1.502 n/a 0.501
X-X, +D+S+H 3.0 n/a n/a 0.0 1.283 1.283 n/a 0.428
X-X, +D+0.750Lr+0.750L+H 3.0 n/a n/a 0.0 2.245 2.245 n/a 0.748 X-X, +D+0.750L+0.750S+H 3.0 n/a n/a 0.0 2.081 2.081 n/a 0.694 X-X, +D+0.60W+H 3.0 n/a n/a 0.0 1.283 1.283 n/a 0.428
X-X, +D+0.750Lr+0.750L+0.450W+H 3.0 n/a n/a 0.0 2.245 2.245 n/a 0.748 X-X, +D+0.750L+0.750S+0.450W+H 3.0 n/a n/a 0.0 2.081 2.081 n/a 0.694 X-X, +0.60D+0.60W+0.60H 3.0 n/a n/a 0.0 0.7699 0.7699 n/a 0.257 X-X, +D+0.70E+0.60H 3.0 n/a n/a 0.0 1.283 1.283 n/a 0.428 X-X, +D+0.750L+0.750S+0.5250E+H 3.0 n/a n/a 0.0 2.081 2.081 n/a 0.694 X-X, +0.60D+0.70E+H 3.0 n/a n/a 0.0 0.7699 0.7699 n/a 0.257 Z-Z, +D+H 3.0 1.283 0.0 n/a n/a n/a 1.283 0.428
Z-Z, +D+L+H 3.0 2.347 0.0 n/a n/a n/a 2.347 0.782
Z-Z, +D+Lr+H 3.0 1.502 0.0 n/a n/a n/a 1.502 0.501
Z-Z, +D+S+H 3.0 1.283 0.0 n/a n/a n/a 1.283 0.428
Z-Z, +D+0.750Lr+0.750L+H 3.0 2.245 0.0 n/a n/a n/a 2.245 0.748 Z-Z, +D+0.750L+0.750S+H 3.0 2.081 0.0 n/a n/a n/a 2.081 0.694 Z-Z, +D+0.60W+H 3.0 1.283 0.0 n/a n/a n/a 1.283 0.428
Z-Z, +D+0.750Lr+0.750L+0.450W+H 3.0 2.245 0.0 n/a n/a n/a 2.245 0.748 Z-Z, +D+0.750L+0.750S+0.450W+H 3.0 2.081 0.0 n/a n/a n/a 2.081 0.694 Z-Z, +0.60D+0.60W+0.60H 3.0 0.7699 0.0 n/a n/a n/a 0.7699 0.257 Z-Z, +D+0.70E+0.60H 3.0 1.283 0.0 n/a n/a n/a 1.283 0.428 Z-Z, +D+0.750L+0.750S+0.5250E+H 3.0 2.081 0.0 n/a n/a n/a 2.081 0.694 Z-Z, +0.60D+0.70E+H 3.0 0.7699 0.0 n/a n/a n/a 0.7699 0.257 Rotation Axis &
Overturning Stability
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning
Force Application Axis
Sliding Stability All units k
Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding
106 of 179 7.j.2
Packet Pg. 1341 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) General Footing
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: FTG 1
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 13 OCT 2020, 12:18PM
Project Descr:

Flexure Axis & Load Combination in^2 in^2 in^2 k-ft
As Req'd
Footing Flexure
Tension
k-ft
Actual As Status Mu Side
Surface
Gvrn. As Phi*Mn
X-X, +1.40D+1.60H 2.473 +Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +1.40D+1.60H 2.473 -Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 5.742 +Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 5.742 -Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +1.20D+1.60L+0.50S+1.60H 5.524 +Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +1.20D+1.60L+0.50S+1.60H 5.524 -Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +1.20D+1.60Lr+L+1.60H 4.947 +Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +1.20D+1.60Lr+L+1.60H 4.947 -Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 2.820 +Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +1.20D+1.60Lr+0.50W+1.60H 2.820 -Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +1.20D+L+1.60S+1.60H 4.247 +Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +1.20D+L+1.60S+1.60H 4.247 -Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +1.20D+1.60S+0.50W+1.60H 2.120 +Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +1.20D+1.60S+0.50W+1.60H 2.120 -Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +1.20D+0.50Lr+L+W+1.60H 4.466 +Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +1.20D+0.50Lr+L+W+1.60H 4.466 -Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +1.20D+L+0.50S+W+1.60H 4.247 +Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +1.20D+L+0.50S+W+1.60H 4.247 -Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +0.90D+W+1.60H 1.590 +Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +0.90D+W+1.60H 1.590 -Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +1.20D+L+0.20S+E+1.60H 4.247 +Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +1.20D+L+0.20S+E+1.60H 4.247 -Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +0.90D+E+0.90H 1.590 +Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK X-X, +0.90D+E+0.90H 1.590 -Z Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +1.40D+1.60H 2.473 -X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +1.40D+1.60H 2.473 +X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 5.742 -X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 5.742 +X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 5.524 -X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 5.524 +X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +1.20D+1.60Lr+L+1.60H 4.947 -X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +1.20D+1.60Lr+L+1.60H 4.947 +X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 2.820 -X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 2.820 +X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +1.20D+L+1.60S+1.60H 4.247 -X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +1.20D+L+1.60S+1.60H 4.247 +X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 2.120 -X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 2.120 +X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 4.466 -X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 4.466 +X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +1.20D+L+0.50S+W+1.60H 4.247 -X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +1.20D+L+0.50S+W+1.60H 4.247 +X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +0.90D+W+1.60H 1.590 -X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +0.90D+W+1.60H 1.590 +X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +1.20D+L+0.20S+E+1.60H 4.247 -X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +1.20D+L+0.20S+E+1.60H 4.247 +X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +0.90D+E+0.90H 1.590 -X Bottom 0.5184 Min Temp % 0.5425 49.968 OK Z-Z, +0.90D+E+0.90H 1.590 +X Bottom 0.5184 Min Temp % 0.5425 49.968 OK One Way Shear
Load Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu @ +X Phi Vn Vu / Phi*Vn Status +1.40D+1.60H 1.18 psi 1.18 1.18 1.18 1.18 82.16 0.01 psi psi psi psi psi OK +1.20D+0.50Lr+1.60L+1.60H 2.73 psi 2.73 2.73 2.73 2.73 82.16 0.03 psi psi psi psi psi OK +1.20D+1.60L+0.50S+1.60H 2.63 psi 2.63 2.63 2.63 2.63 82.16 0.03 psi psi psi psi psi OK +1.20D+1.60Lr+L+1.60H 2.36 psi 2.36 2.36 2.36 2.36 82.16 0.03 psi psi psi psi psi OK +1.20D+1.60Lr+0.50W+1.60H 1.34 psi 1.34 1.34 1.34 1.34 82.16 0.02 psi psi psi psi psi OK +1.20D+L+1.60S+1.60H 2.02 psi 2.02 2.02 2.02 2.02 82.16 0.02 psi psi psi psi psi OK +1.20D+1.60S+0.50W+1.60H 1.01 psi 1.01 1.01 1.01 1.01 82.16 0.01 psi psi psi psi psi OK +1.20D+0.50Lr+L+W+1.60H 2.13 psi 2.13 2.13 2.13 2.13 82.16 0.03 psi psi psi psi psi OK +1.20D+L+0.50S+W+1.60H 2.02 psi 2.02 2.02 2.02 2.02 82.16 0.02 psi psi psi psi psi OK +0.90D+W+1.60H 0.76 psi 0.76 0.76 0.76 0.76 82.16 0.01 psi psi psi psi psi OK +1.20D+L+0.20S+E+1.60H 2.02 psi 2.02 2.02 2.02 2.02 82.16 0.02 psi psi psi psi psi OK 107 of 179 7.j.2
Packet Pg. 1342 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) General Footing
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: FTG 1
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 13 OCT 2020, 12:18PM
Project Descr:

One Way Shear
Load Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu @ +X Phi Vn Vu / Phi*Vn Status +0.90D+E+0.90H 0.76 psi 0.76 0.76 0.76 0.76 82.16 0.01 psi psi psi psi psi OK Vu / Phi*Vn
Two-Way "Punching" Shear All units k
Load Combination... Vu Phi*Vn Status
+1.40D+1.60H 9.04 164.32 0.05504 psi psi OK
+1.20D+0.50Lr+1.60L+1.60H 21.00 164.32 0.1278 psi psi OK +1.20D+1.60L+0.50S+1.60H 20.20 164.32 0.1229 psi psi OK +1.20D+1.60Lr+L+1.60H 18.09 164.32 0.1101 psi psi OK
+1.20D+1.60Lr+0.50W+1.60H 10.31 164.32 0.06275 psi psi OK +1.20D+L+1.60S+1.60H 15.53 164.32 0.09452 psi psi OK
+1.20D+1.60S+0.50W+1.60H 7.75 164.32 0.04717 psi psi OK +1.20D+0.50Lr+L+W+1.60H 16.33 164.32 0.09939 psi psi OK +1.20D+L+0.50S+W+1.60H 15.53 164.32 0.09452 psi psi OK
+0.90D+W+1.60H 5.81 164.32 0.03538 psi psi OK
+1.20D+L+0.20S+E+1.60H 15.53 164.32 0.09452 psi psi OK
+0.90D+E+0.90H 5.81 164.32 0.03538 psi psi OK
108 of 179 7.j.2
Packet Pg. 1343 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Combined Footing
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Double Jamb FTG
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 23 SEP 2020, 8:56AM
Project Descr:

Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Material Properties Analysis/Design Settings
Calculate footing weight as dead load ? Yes
Calculate Pedestal weight as dead load ? No

3.0 60.0
3,122.0 ksi
145.0 0.00180

1.0 1.0
pcf
Min. Overturning Safety Factor : 1
Ec : Concrete Elastic Modulus
Min. Sliding Safety Factor : 1
Concrete Density Min Allow % Temp Reinf (based on thick) f'c : Concrete 28 day strength ksi
fy : Rebar Yield ksi
Min Steel % Bending Reinf (based on 'd')

0.90 0.750
: Phi Values Flexure :

Shear : I
Soil Information
Soil Bearing Increase 3.0
No
250.0

0.30 3.0 ksf
(Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.)
Increases based on footing Depth . . . .

Increases based on footing Width . . .

Footing base depth below soil surface Allowable Soil Bearing ksf Increase Bearing By Footing Weight
Coefficient of Soil/Concrete Friction
Adjusted Allowable Soil Bearing
Soil Passive Sliding Resistance pcf Allowable pressure increase per foot ksf when base of footing is below ft
Allowable pressure increase per foot ksf
when maximum length or width is greater than ft
(Uses entry for "Footing base depth below soil surface" for force) Maximum Allowed Bearing Pressure 10.0 ksf
(A value of zero implies no limit)
ft
Dimensions & Reinforcing
Distance Left of Column #1 =
=
=

1.125 ft
Between Columns 1.750 ft
Distance Right of Column #2 1.125 ft
Total Footing Length = 4.0
Col #1
ft
=
Footing Width = ft 4.0
Pedestal dimensions...

Col #2
Sq. Dim. = 12.0 12.0 in
Height in =
in^2
Footing Thickness 30.0 in in^2
Rebar Center to Concrete Edge @ Top 3.0 in
Rebar Center to Concrete Edge @ Bottom 3.0 in
=
=

6.0 6

6.0 6
Bottom Bars
Size #
As As
Count

2.640 2.592 in^2
Provided Req'd

2.592 in^2
Bars Btwn Cols
Bottom Bars 2.640

2.640 2.592 in^2
Top Bars 2.640 0.0 in^2
Bars Right of Col #2
Top Bars 2.640 2.592
Top Bars 2.640 2.592
Bottom Bars
Bars left of Col #1
Applied Loads
Applied @ Left Column
Axial Load Downward
Moment (+CW) =
Shear (+X) =
D Lr L S EH W
k
Applied @ Right Column
=
k-ft
Axial Load Downward
k-ft
k
k
Moment (+CW) =
Shear (+X) =
= 4.766 3.10 4.170 -5.127

4.170

4.766 3.10 1.70 -5.127

4.170 k
Overburden =
109 of 179 7.j.2
Packet Pg. 1344 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Combined Footing
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Double Jamb FTG
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 23 SEP 2020, 8:56AM
Project Descr:

DESIGN SUMMARY Design N.G.

Factor of Safety Item Applied Capacity Governing Load Combination PASS 0.7963 Soil Bearing 2.389 ksf 3.0 ksf +0.60D+0.60W PASS 1.282 Overturning 14.356 k-ft 18.398 k-ft +0.60D+0.70E FAIL 0.5515 Sliding 5.004 k 2.760 k +0.60D+0.60W
PASS 1.282 Uplift 7.178 k 9.199 k +0.60D+0.70E
Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.000257 Flexure - Right of Col #2 - Top
Flexure - Left of Col #1 - Top -0.3168 k-ft

0.004625 Flexure - Left of Col #1 - Bottom 1.448 k-ft
+1.20D+L+W
PASS
313.073 +1.20D+1.60Lr+L
PASS
k-ft

0.005051 Flexure - Between Cols - Top 313.073 -1.581 k-ft +0.90D+W
k-ft

0.02084 313.073 k-ft Flexure - Between Cols - Bottom 6.525 k-ft -0.08049 k-ft 313.073 k-ft +0.90D+E
PASS 0.009121 Flexure - Right of Col #2 - Bottom 2.856 k-ft 313.073 k-ft +0.90D+W PASS 0.07776 1-way Shear - Col #1 6.389 psi 82.158 psi +1.20D+L+W PASS 0.07776 1-way Shear - Col #2 6.389 psi 82.158 psi +1.20D+L+W PASS 0.01082 2-way Punching - Col #1 1.778 psi 164.317 psi +0.90D+W 2-way Punching - Col #2 0.9952 psi 164.317 psi +1.20D+0.50Lr+L+W PASS 0.001012 +1.20D+L+W
PASS
313.073 k-ft
PASS 0.006056
Soil Bearing
Eccentricity Actual Soil Bearing Stress Actual / Allow
Load Combination... Total Bearing @ Left Edge @ Right Edge from Ftg CL Allowable Ratio D Only 15.33 0.96 0.96 3.00 k ft ksf ksf ksf 0.000 0.319 +D+L 21.20 1.53 1.12 3.00 k ft ksf ksf ksf -0.102 0.509 +D+Lr 21.53 1.35 1.35 3.00 k ft ksf ksf ksf 0.000 0.449 +D+0.750Lr+0.750L 24.38 1.68 1.37 3.00 k ft ksf ksf ksf -0.066 0.559 +D+0.750L 19.73 1.38 1.08 3.00 k ft ksf ksf ksf -0.082 0.462 +D+0.60W 15.33 0.00 2.16 3.00 k ft ksf ksf ksf 0.816 0.718 +D+0.750Lr+0.750L+0.450W 24.38 0.80 2.25 3.00 k ft ksf ksf ksf 0.318 0.750 +D+0.750L+0.450W 19.73 0.51 1.96 3.00 k ft ksf ksf ksf 0.393 0.653 +0.60D+0.60W 9.20 0.00 2.39 3.00 k ft ksf ksf ksf 1.360 0.796 +D+0.70E 8.15 0.51 0.51 3.00 k ft ksf ksf ksf 0.000 0.170 +D+0.750L+0.5250E 14.35 1.05 0.75 3.00 k ft ksf ksf ksf -0.113 0.350 +0.60D+0.70E 2.02 0.13 0.13 3.00 k ft ksf ksf ksf 0.000 0.042 Moments about Left Edge k-ft k-ft Moments about Right Edge Overturning Stability
Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0.00 999.000 0.00 0.00 999.000
+D+L 0.00 0.00 999.000 0.00 0.00 999.000
+D+Lr 0.00 0.00 999.000 0.00 0.00 999.000
+D+0.750Lr+0.750L 0.00 0.00 999.000 0.00 0.00 999.000
+D+0.750L 0.00 0.00 999.000 0.00 0.00 999.000
+D+0.60W 0.00 0.00 999.000 12.51 30.66 2.451
+D+0.750Lr+0.750L+0.450W 0.00 0.00 999.000 9.38 50.39 5.371 +D+0.750L+0.450W 0.00 0.00 999.000 9.38 41.09 4.379
+0.60D+0.60W 0.00 0.00 999.000 12.51 18.40 1.471
+D+0.70E 14.36 30.66 2.136 14.36 30.66 2.136
+D+0.750L+0.5250E 10.77 37.85 3.515 10.77 41.09 3.816
+0.60D+0.70E 14.36 18.40 1.282 14.36 18.40 1.282
Sliding Stability
Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D Only 0.00 4.60 999 k k
+D+L 0.00 6.36 999 k k
+D+Lr 0.00 6.46 999 k k
+D+0.750Lr+0.750L 0.00 7.32 999 k k
+D+0.750L 0.00 5.92 999 k k
+D+0.60W 5.00 4.60 0.9192 k k
+D+0.750Lr+0.750L+0.450W 3.75 7.32 1.949 k k
+D+0.750L+0.450W 3.75 5.92 1.578 k k
110 of 179

SLAB RESISTS

SLIDING, OK

7.j.2
Packet Pg. 1345 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Combined Footing
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Double Jamb FTG
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 23 SEP 2020, 8:56AM
Project Descr:

Sliding Stability
Load Combination... Sliding Force Resisting Force Sliding SafetyRatio +0.60D+0.60W 5.00 2.76 0.5515 k k
+D+0.70E 0.00 2.45 999 k k
+D+0.750L+0.5250E 0.00 4.31 999 k k
+0.60D+0.70E 0.00 0.61 999 k k
As Req'd
Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension
Actual As Mu / PhiMn
(ft-k) (ft-k) (ft) (in^2) (in^2)
Mu from left Side by
Governed
Load Combination... Phi*Mn
+0.60D+0.70E 0.000 0.000 0 0.000 0 0.000 0.000 0.000
+0.60D+0.70E 0.000 0.010 0 0.000 0 0.000 0.000 0.000
+0.60D+0.70E 0.000 0.020 0 0.000 0 0.000 0.000 0.000
+0.60D+0.70E 0.000 0.030 0 0.000 0 0.000 0.000 0.000
+0.60D+0.70E 0.000 0.040 0 0.000 0 0.000 0.000 0.000
+0.60D+0.70E 0.000 0.050 0 0.000 0 0.000 0.000 0.000
+1.20D+1.60Lr+L 0.014 0.060 Bottom 2.592 Min Temp % 2.640 313.073 0.000 +1.20D+1.60Lr+L 0.019 0.070 Bottom 2.592 Min Temp % 2.640 313.073 0.000 +1.20D+1.60Lr+L 0.024 0.080 Bottom 2.592 Min Temp % 2.640 313.073 0.000 +1.20D+1.60Lr+L 0.031 0.090 Bottom 2.592 Min Temp % 2.640 313.073 0.000 +1.20D+1.60Lr+L 0.038 0.100 Bottom 2.592 Min Temp % 2.640 313.073 0.000 +1.20D+1.60Lr+L 0.046 0.110 Bottom 2.592 Min Temp % 2.640 313.073 0.000 +1.20D+1.60Lr+L 0.055 0.120 Bottom 2.592 Min Temp % 2.640 313.073 0.000 +1.20D+1.60Lr+L 0.064 0.130 Bottom 2.592 Min Temp % 2.640 313.073 0.000 +1.20D+1.60Lr+L 0.074 0.140 Bottom 2.592 Min Temp % 2.640 313.073 0.000 +1.20D+1.60Lr+L 0.085 0.150 Bottom 2.592 Min Temp % 2.640 313.073 0.000 +1.20D+1.60Lr+L 0.097 0.160 Bottom 2.592 Min Temp % 2.640 313.073 0.000 +1.20D+1.60Lr+L 0.110 0.170 Bottom 2.592 Min Temp % 2.640 313.073 0.000 +1.20D+1.60Lr+L 0.123 0.180 Bottom 2.592 Min Temp % 2.640 313.073 0.000 +1.20D+1.60Lr+L 0.137 0.190 Bottom 2.592 Min Temp % 2.640 313.073 0.000 +1.20D+1.60Lr+L 0.152 0.200 Bottom 2.592 Min Temp % 2.640 313.073 0.000 +1.20D+1.60Lr+L 0.167 0.210 Bottom 2.592 Min Temp % 2.640 313.073 0.001 +1.20D+1.60Lr+L 0.184 0.220 Bottom 2.592 Min Temp % 2.640 313.073 0.001 +1.20D+1.60Lr+L 0.201 0.230 Bottom 2.592 Min Temp % 2.640 313.073 0.001 +1.20D+1.60Lr+L 0.218 0.240 Bottom 2.592 Min Temp % 2.640 313.073 0.001 +1.20D+1.60Lr+L 0.237 0.250 Bottom 2.592 Min Temp % 2.640 313.073 0.001 +1.20D+1.60Lr+L 0.256 0.260 Bottom 2.592 Min Temp % 2.640 313.073 0.001 +1.20D+1.60Lr+L 0.276 0.270 Bottom 2.592 Min Temp % 2.640 313.073 0.001 +1.20D+1.60Lr+L 0.297 0.280 Bottom 2.592 Min Temp % 2.640 313.073 0.001 +1.20D+1.60Lr+L 0.319 0.290 Bottom 2.592 Min Temp % 2.640 313.073 0.001 +1.20D+1.60Lr+L 0.341 0.300 Bottom 2.592 Min Temp % 2.640 313.073 0.001 +1.20D+1.60Lr+L 0.364 0.310 Bottom 2.592 Min Temp % 2.640 313.073 0.001 +1.20D+1.60Lr+L 0.388 0.320 Bottom 2.592 Min Temp % 2.640 313.073 0.001 +1.20D+1.60Lr+L 0.412 0.330 Bottom 2.592 Min Temp % 2.640 313.073 0.001 +1.20D+1.60Lr+L 0.438 0.340 Bottom 2.592 Min Temp % 2.640 313.073 0.001 +1.20D+1.60Lr+L 0.464 0.350 Bottom 2.592 Min Temp % 2.640 313.073 0.001 +1.20D+1.60Lr+L 0.490 0.360 Bottom 2.592 Min Temp % 2.640 313.073 0.002 +1.20D+1.60Lr+L 0.518 0.370 Bottom 2.592 Min Temp % 2.640 313.073 0.002 +1.20D+1.60Lr+L 0.546 0.380 Bottom 2.592 Min Temp % 2.640 313.073 0.002 +1.20D+1.60Lr+L 0.575 0.390 Bottom 2.592 Min Temp % 2.640 313.073 0.002 +1.20D+1.60Lr+L 0.605 0.400 Bottom 2.592 Min Temp % 2.640 313.073 0.002 +1.20D+1.60Lr+L 0.636 0.410 Bottom 2.592 Min Temp % 2.640 313.073 0.002 +1.20D+1.60Lr+L 0.667 0.420 Bottom 2.592 Min Temp % 2.640 313.073 0.002 +1.20D+1.60Lr+L 0.699 0.430 Bottom 2.592 Min Temp % 2.640 313.073 0.002 +1.20D+1.60Lr+L 0.732 0.440 Bottom 2.592 Min Temp % 2.640 313.073 0.002 +1.20D+1.60Lr+L 0.765 0.450 Bottom 2.592 Min Temp % 2.640 313.073 0.002 +1.20D+1.60Lr+L 0.799 0.460 Bottom 2.592 Min Temp % 2.640 313.073 0.003 +1.20D+1.60Lr+L 0.834 0.470 Bottom 2.592 Min Temp % 2.640 313.073 0.003 +1.20D+1.60Lr+L 0.870 0.480 Bottom 2.592 Min Temp % 2.640 313.073 0.003 +1.20D+1.60Lr+L 0.907 0.490 Bottom 2.592 Min Temp % 2.640 313.073 0.003 +1.20D+1.60Lr+L 0.944 0.500 Bottom 2.592 Min Temp % 2.640 313.073 0.003 +1.20D+1.60Lr+L 0.982 0.510 Bottom 2.592 Min Temp % 2.640 313.073 0.003 +1.20D+1.60Lr+L 1.020 0.520 Bottom 2.592 Min Temp % 2.640 313.073 0.003 +1.20D+1.60Lr+L 1.060 0.530 Bottom 2.592 Min Temp % 2.640 313.073 0.003 +1.20D+1.60Lr+L 1.100 0.540 Bottom 2.592 Min Temp % 2.640 313.073 0.004 +1.20D+1.60Lr+L 1.141 0.550 Bottom 2.592 Min Temp % 2.640 313.073 0.004 111 of 179 7.j.2
Packet Pg. 1346 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Combined Footing
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Double Jamb FTG
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 23 SEP 2020, 8:56AM
Project Descr:

As Req'd
Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension
Actual As Mu / PhiMn
(ft-k) (ft-k) (ft) (in^2) (in^2)
Mu from left Side by
Governed
Load Combination... Phi*Mn
+1.20D+1.60Lr+L 1.183 0.560 Bottom 2.592 Min Temp % 2.640 313.073 0.004 +1.20D+1.60Lr+L 1.225 0.570 Bottom 2.592 Min Temp % 2.640 313.073 0.004 +1.20D+1.60Lr+L 1.268 0.580 Bottom 2.592 Min Temp % 2.640 313.073 0.004 +1.20D+1.60Lr+L 1.312 0.590 Bottom 2.592 Min Temp % 2.640 313.073 0.004 +1.20D+1.60Lr+L 1.357 0.600 Bottom 2.592 Min Temp % 2.640 313.073 0.004 +1.20D+1.60Lr+L 1.402 0.610 Bottom 2.592 Min Temp % 2.640 313.073 0.004 +1.20D+1.60Lr+L 1.448 0.620 Bottom 2.592 Min Temp % 2.640 313.073 0.005 +1.20D+1.60Lr+L 1.495 0.630 Bottom 2.592 Min Temp % 2.640 313.073 0.005 +1.20D+1.60Lr+L 1.541 0.640 Bottom 2.592 Min Temp % 2.640 313.073 0.005 +1.20D+1.60Lr+L 1.586 0.650 Bottom 2.592 Min Temp % 2.640 313.073 0.005 +1.20D+1.60Lr+L 1.631 0.660 Bottom 2.592 Min Temp % 2.640 313.073 0.005 +1.20D+1.60Lr+L 1.674 0.670 Bottom 2.592 Min Temp % 2.640 313.073 0.005 +1.20D+1.60Lr+L 1.717 0.680 Bottom 2.592 Min Temp % 2.640 313.073 0.005 +1.20D+1.60Lr+L 1.760 0.690 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +1.20D+1.60Lr+L 1.801 0.700 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +1.20D+1.60Lr+L 1.842 0.710 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +1.20D+1.60Lr+L 1.882 0.720 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +1.20D+1.60Lr+L 1.922 0.730 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +1.20D+1.60Lr+L 1.960 0.740 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +1.20D+1.60Lr+L 1.998 0.750 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +1.20D+1.60Lr+L 2.035 0.760 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +1.20D+1.60Lr+L 2.071 0.770 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +1.20D+1.60Lr+L 2.107 0.780 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +1.20D+1.60Lr+L 2.142 0.790 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +1.20D+1.60Lr+L 2.176 0.800 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +1.20D+1.60Lr+L 2.209 0.810 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +1.20D+1.60Lr+L 2.241 0.820 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +1.20D+1.60Lr+L 2.273 0.830 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +1.20D+1.60Lr+L 2.304 0.840 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +1.20D+1.60Lr+L 2.334 0.850 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +1.20D+1.60Lr+L 2.364 0.860 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +1.20D+1.60Lr+L 2.393 0.870 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +1.20D+1.60Lr+L 2.421 0.880 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +1.20D+1.60Lr+L 2.448 0.890 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +1.20D+1.60Lr+L 2.474 0.900 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +1.20D+1.60Lr+L 2.500 0.910 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +1.20D+1.60Lr+L 2.525 0.920 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +1.20D+1.60Lr+L 2.549 0.930 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +1.20D+1.60Lr+L 2.573 0.940 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +1.20D+1.60Lr+L 2.595 0.950 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +1.20D+1.60Lr+L 2.617 0.960 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +1.20D+1.60Lr+L 2.638 0.970 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +1.20D+1.60Lr+L 2.659 0.980 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +1.20D+1.60Lr+L 2.678 0.990 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +1.20D+1.60Lr+L 2.697 1.000 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +1.20D+1.60Lr+L 2.715 1.010 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +1.20D+1.60Lr+L 2.733 1.020 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +1.20D+1.60Lr+L 2.749 1.030 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +1.20D+1.60Lr+L 2.765 1.040 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +1.20D+1.60Lr+L 2.780 1.050 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +1.20D+1.60Lr+L 2.794 1.060 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +1.20D+1.60Lr+L 2.808 1.070 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +1.20D+1.60Lr+L 2.820 1.080 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +1.20D+1.60Lr+L 2.832 1.090 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +1.20D+1.60Lr+L 2.844 1.100 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +1.20D+1.60Lr+L 2.854 1.110 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +1.20D+1.60Lr+L 2.864 1.120 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +0.90D+W 9.045 1.130 Bottom 2.592 Min Temp % 2.640 313.073 0.029 +0.90D+W 9.008 1.140 Bottom 2.592 Min Temp % 2.640 313.073 0.029 +0.90D+W 8.971 1.150 Bottom 2.592 Min Temp % 2.640 313.073 0.029 +0.90D+W 8.933 1.160 Bottom 2.592 Min Temp % 2.640 313.073 0.029 +0.90D+W 8.895 1.170 Bottom 2.592 Min Temp % 2.640 313.073 0.028 +0.90D+W 8.856 1.180 Bottom 2.592 Min Temp % 2.640 313.073 0.028 112 of 179 7.j.2
Packet Pg. 1347 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Combined Footing
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Double Jamb FTG
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 23 SEP 2020, 8:56AM
Project Descr:

As Req'd
Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension
Actual As Mu / PhiMn
(ft-k) (ft-k) (ft) (in^2) (in^2)
Mu from left Side by
Governed
Load Combination... Phi*Mn
+0.90D+W 8.816 1.190 Bottom 2.592 Min Temp % 2.640 313.073 0.028 +0.90D+W 8.776 1.200 Bottom 2.592 Min Temp % 2.640 313.073 0.028 +0.90D+W 8.736 1.210 Bottom 2.592 Min Temp % 2.640 313.073 0.028 +0.90D+W 8.695 1.220 Bottom 2.592 Min Temp % 2.640 313.073 0.028 +0.90D+W 8.653 1.230 Bottom 2.592 Min Temp % 2.640 313.073 0.028 +0.90D+W 8.611 1.240 Bottom 2.592 Min Temp % 2.640 313.073 0.028 +0.90D+W 8.568 1.250 Bottom 2.592 Min Temp % 2.640 313.073 0.027 +0.90D+W 8.524 1.260 Bottom 2.592 Min Temp % 2.640 313.073 0.027 +0.90D+W 8.480 1.270 Bottom 2.592 Min Temp % 2.640 313.073 0.027 +0.90D+W 8.436 1.280 Bottom 2.592 Min Temp % 2.640 313.073 0.027 +0.90D+W 8.391 1.290 Bottom 2.592 Min Temp % 2.640 313.073 0.027 +0.90D+W 8.345 1.300 Bottom 2.592 Min Temp % 2.640 313.073 0.027 +0.90D+W 8.299 1.310 Bottom 2.592 Min Temp % 2.640 313.073 0.027 +0.90D+W 8.252 1.320 Bottom 2.592 Min Temp % 2.640 313.073 0.026 +0.90D+W 8.205 1.330 Bottom 2.592 Min Temp % 2.640 313.073 0.026 +0.90D+W 8.157 1.340 Bottom 2.592 Min Temp % 2.640 313.073 0.026 +0.90D+W 8.108 1.350 Bottom 2.592 Min Temp % 2.640 313.073 0.026 +0.90D+W 8.059 1.360 Bottom 2.592 Min Temp % 2.640 313.073 0.026 +0.90D+W 8.010 1.370 Bottom 2.592 Min Temp % 2.640 313.073 0.026 +0.90D+W 7.960 1.380 Bottom 2.592 Min Temp % 2.640 313.073 0.025 +0.90D+W 7.909 1.390 Bottom 2.592 Min Temp % 2.640 313.073 0.025 +0.90D+W 7.858 1.400 Bottom 2.592 Min Temp % 2.640 313.073 0.025 +0.90D+W 7.806 1.410 Bottom 2.592 Min Temp % 2.640 313.073 0.025 +0.90D+W 7.754 1.420 Bottom 2.592 Min Temp % 2.640 313.073 0.025 +0.90D+W 7.701 1.430 Bottom 2.592 Min Temp % 2.640 313.073 0.025 +0.90D+W 7.647 1.440 Bottom 2.592 Min Temp % 2.640 313.073 0.024 +0.90D+W 7.593 1.450 Bottom 2.592 Min Temp % 2.640 313.073 0.024 +0.90D+W 7.539 1.460 Bottom 2.592 Min Temp % 2.640 313.073 0.024 +0.90D+W 7.484 1.470 Bottom 2.592 Min Temp % 2.640 313.073 0.024 +0.90D+W 7.428 1.480 Bottom 2.592 Min Temp % 2.640 313.073 0.024 +0.90D+W 7.372 1.490 Bottom 2.592 Min Temp % 2.640 313.073 0.024 +0.90D+W 7.315 1.500 Bottom 2.592 Min Temp % 2.640 313.073 0.023 +0.90D+W 7.257 1.510 Bottom 2.592 Min Temp % 2.640 313.073 0.023 +0.90D+W 7.199 1.520 Bottom 2.592 Min Temp % 2.640 313.073 0.023 +0.90D+W 7.141 1.530 Bottom 2.592 Min Temp % 2.640 313.073 0.023 +0.90D+W 7.082 1.540 Bottom 2.592 Min Temp % 2.640 313.073 0.023 +0.90D+W 7.022 1.550 Bottom 2.592 Min Temp % 2.640 313.073 0.022 +0.90D+W 6.962 1.560 Bottom 2.592 Min Temp % 2.640 313.073 0.022 +0.90D+W 6.901 1.570 Bottom 2.592 Min Temp % 2.640 313.073 0.022 +0.90D+W 6.840 1.580 Bottom 2.592 Min Temp % 2.640 313.073 0.022 +0.90D+W 6.778 1.590 Bottom 2.592 Min Temp % 2.640 313.073 0.022 +0.90D+W 6.716 1.600 Bottom 2.592 Min Temp % 2.640 313.073 0.021 +0.90D+W 6.653 1.610 Bottom 2.592 Min Temp % 2.640 313.073 0.021 +0.90D+W 6.589 1.620 Bottom 2.592 Min Temp % 2.640 313.073 0.021 +0.90D+W 6.525 1.630 Bottom 2.592 Min Temp % 2.640 313.073 0.021 +0.90D+W 6.461 1.640 Bottom 2.592 Min Temp % 2.640 313.073 0.021 +0.90D+W 6.397 1.650 Bottom 2.592 Min Temp % 2.640 313.073 0.020 +0.90D+W 6.332 1.660 Bottom 2.592 Min Temp % 2.640 313.073 0.020 +0.90D+W 6.267 1.670 Bottom 2.592 Min Temp % 2.640 313.073 0.020 +0.90D+W 6.203 1.680 Bottom 2.592 Min Temp % 2.640 313.073 0.020 +0.90D+W 6.138 1.690 Bottom 2.592 Min Temp % 2.640 313.073 0.020 +0.90D+W 6.073 1.700 Bottom 2.592 Min Temp % 2.640 313.073 0.019 +0.90D+W 6.008 1.710 Bottom 2.592 Min Temp % 2.640 313.073 0.019 +0.90D+W 5.942 1.720 Bottom 2.592 Min Temp % 2.640 313.073 0.019 +0.90D+W 5.877 1.730 Bottom 2.592 Min Temp % 2.640 313.073 0.019 +0.90D+W 5.811 1.740 Bottom 2.592 Min Temp % 2.640 313.073 0.019 +0.90D+W 5.746 1.750 Bottom 2.592 Min Temp % 2.640 313.073 0.018 +0.90D+W 5.680 1.760 Bottom 2.592 Min Temp % 2.640 313.073 0.018 +0.90D+W 5.614 1.770 Bottom 2.592 Min Temp % 2.640 313.073 0.018 +0.90D+W 5.548 1.780 Bottom 2.592 Min Temp % 2.640 313.073 0.018 +0.90D+W 5.482 1.790 Bottom 2.592 Min Temp % 2.640 313.073 0.018 +0.90D+W 5.416 1.800 Bottom 2.592 Min Temp % 2.640 313.073 0.017 +0.90D+W 5.349 1.810 Bottom 2.592 Min Temp % 2.640 313.073 0.017 113 of 179 7.j.2
Packet Pg. 1348 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Combined Footing
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Double Jamb FTG
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 23 SEP 2020, 8:56AM
Project Descr:

As Req'd
Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension
Actual As Mu / PhiMn
(ft-k) (ft-k) (ft) (in^2) (in^2)
Mu from left Side by
Governed
Load Combination... Phi*Mn
+0.90D+W 5.282 1.820 Bottom 2.592 Min Temp % 2.640 313.073 0.017 +0.90D+W 5.216 1.830 Bottom 2.592 Min Temp % 2.640 313.073 0.017 +0.90D+W 5.149 1.840 Bottom 2.592 Min Temp % 2.640 313.073 0.016 +0.90D+W 5.082 1.850 Bottom 2.592 Min Temp % 2.640 313.073 0.016 +0.90D+W 5.015 1.860 Bottom 2.592 Min Temp % 2.640 313.073 0.016 +0.90D+W 4.948 1.870 Bottom 2.592 Min Temp % 2.640 313.073 0.016 +0.90D+W 4.880 1.880 Bottom 2.592 Min Temp % 2.640 313.073 0.016 +0.90D+W 4.813 1.890 Bottom 2.592 Min Temp % 2.640 313.073 0.015 +0.90D+W 4.745 1.900 Bottom 2.592 Min Temp % 2.640 313.073 0.015 +0.90D+W 4.677 1.910 Bottom 2.592 Min Temp % 2.640 313.073 0.015 +0.90D+W 4.610 1.920 Bottom 2.592 Min Temp % 2.640 313.073 0.015 +0.90D+W 4.542 1.930 Bottom 2.592 Min Temp % 2.640 313.073 0.015 +0.90D+W 4.473 1.940 Bottom 2.592 Min Temp % 2.640 313.073 0.014 +0.90D+W 4.405 1.950 Bottom 2.592 Min Temp % 2.640 313.073 0.014 +0.90D+W 4.337 1.960 Bottom 2.592 Min Temp % 2.640 313.073 0.014 +0.90D+W 4.268 1.970 Bottom 2.592 Min Temp % 2.640 313.073 0.014 +0.90D+W 4.199 1.980 Bottom 2.592 Min Temp % 2.640 313.073 0.013 +0.90D+W 4.131 1.990 Bottom 2.592 Min Temp % 2.640 313.073 0.013 +0.90D+W 4.062 2.000 Bottom 2.592 Min Temp % 2.640 313.073 0.013 +0.90D+W 3.993 2.010 Bottom 2.592 Min Temp % 2.640 313.073 0.013 +0.90D+W 3.923 2.020 Bottom 2.592 Min Temp % 2.640 313.073 0.013 +0.90D+W 3.854 2.030 Bottom 2.592 Min Temp % 2.640 313.073 0.012 +0.90D+W 3.785 2.040 Bottom 2.592 Min Temp % 2.640 313.073 0.012 +0.90D+W 3.715 2.050 Bottom 2.592 Min Temp % 2.640 313.073 0.012 +0.90D+W 3.645 2.060 Bottom 2.592 Min Temp % 2.640 313.073 0.012 +0.90D+W 3.576 2.070 Bottom 2.592 Min Temp % 2.640 313.073 0.011 +0.90D+W 3.506 2.080 Bottom 2.592 Min Temp % 2.640 313.073 0.011 +0.90D+W 3.436 2.090 Bottom 2.592 Min Temp % 2.640 313.073 0.011 +0.90D+W 3.365 2.100 Bottom 2.592 Min Temp % 2.640 313.073 0.011 +0.90D+W 3.295 2.110 Bottom 2.592 Min Temp % 2.640 313.073 0.011 +0.90D+W 3.224 2.120 Bottom 2.592 Min Temp % 2.640 313.073 0.010 +0.90D+W 3.154 2.130 Bottom 2.592 Min Temp % 2.640 313.073 0.010 +0.90D+W 3.083 2.140 Bottom 2.592 Min Temp % 2.640 313.073 0.010 +0.90D+W 3.012 2.150 Bottom 2.592 Min Temp % 2.640 313.073 0.010 +0.90D+W 2.941 2.160 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +0.90D+W 2.870 2.170 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +0.90D+W 2.799 2.180 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +0.90D+W 2.727 2.190 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +0.90D+W 2.656 2.200 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +0.90D+W 2.584 2.210 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +0.90D+W 2.512 2.220 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +0.90D+W 2.440 2.230 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +0.90D+W 2.368 2.240 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +0.90D+W 2.296 2.250 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +0.90D+W 2.224 2.260 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +0.90D+W 2.151 2.270 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +0.90D+W 2.079 2.280 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +0.90D+W 2.006 2.290 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +0.90D+W 1.933 2.300 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +1.20D+1.60Lr+L 1.895 2.310 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +1.20D+1.60Lr+L 1.912 2.320 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +1.20D+1.60Lr+L 1.930 2.330 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +1.20D+1.60Lr+L 1.948 2.340 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +1.20D+1.60Lr+L 1.967 2.350 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +1.20D+1.60Lr+L 1.987 2.360 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +1.20D+1.60Lr+L 2.007 2.370 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +1.20D+1.60Lr+L 2.028 2.380 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +1.20D+1.60Lr+L 2.048 2.390 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +1.20D+1.60Lr+L 2.068 2.400 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +1.20D+1.60Lr+L 2.088 2.410 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +1.20D+1.60Lr+L 2.106 2.420 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +1.20D+1.60Lr+L 2.124 2.430 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +1.20D+1.60Lr+L 2.142 2.440 Bottom 2.592 Min Temp % 2.640 313.073 0.007 114 of 179 7.j.2
Packet Pg. 1349 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Combined Footing
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Double Jamb FTG
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 23 SEP 2020, 8:56AM
Project Descr:

As Req'd
Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension
Actual As Mu / PhiMn
(ft-k) (ft-k) (ft) (in^2) (in^2)
Mu from left Side by
Governed
Load Combination... Phi*Mn
+1.20D+1.60Lr+L 2.159 2.450 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +1.20D+1.60Lr+L 2.175 2.460 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +1.20D+L+W -2.231 2.470 Top 2.592 Min Temp % 2.640 313.073 0.007 +1.20D+L+W -2.297 2.480 Top 2.592 Min Temp % 2.640 313.073 0.007 +1.20D+L+W -2.363 2.490 Top 2.592 Min Temp % 2.640 313.073 0.008 +1.20D+L+W -2.429 2.500 Top 2.592 Min Temp % 2.640 313.073 0.008 +1.20D+L+W -2.495 2.510 Top 2.592 Min Temp % 2.640 313.073 0.008 +1.20D+L+W -2.562 2.520 Top 2.592 Min Temp % 2.640 313.073 0.008 +1.20D+L+W -2.628 2.530 Top 2.592 Min Temp % 2.640 313.073 0.008 +1.20D+L+W -2.695 2.540 Top 2.592 Min Temp % 2.640 313.073 0.009 +1.20D+L+W -2.762 2.550 Top 2.592 Min Temp % 2.640 313.073 0.009 +1.20D+L+W -2.829 2.560 Top 2.592 Min Temp % 2.640 313.073 0.009 +1.20D+L+W -2.896 2.570 Top 2.592 Min Temp % 2.640 313.073 0.009 +1.20D+L+W -2.963 2.580 Top 2.592 Min Temp % 2.640 313.073 0.009 +1.20D+L+W -3.030 2.590 Top 2.592 Min Temp % 2.640 313.073 0.010 +1.20D+L+W -3.097 2.600 Top 2.592 Min Temp % 2.640 313.073 0.010 +1.20D+L+W -3.165 2.610 Top 2.592 Min Temp % 2.640 313.073 0.010 +1.20D+L+W -3.232 2.620 Top 2.592 Min Temp % 2.640 313.073 0.010 +1.20D+L+W -3.300 2.630 Top 2.592 Min Temp % 2.640 313.073 0.011 +1.20D+L+W -3.368 2.640 Top 2.592 Min Temp % 2.640 313.073 0.011 +1.20D+L+W -3.435 2.650 Top 2.592 Min Temp % 2.640 313.073 0.011 +1.20D+L+W -3.503 2.660 Top 2.592 Min Temp % 2.640 313.073 0.011 +1.20D+L+W -3.571 2.670 Top 2.592 Min Temp % 2.640 313.073 0.011 +1.20D+L+W -3.639 2.680 Top 2.592 Min Temp % 2.640 313.073 0.012 +1.20D+L+W -3.707 2.690 Top 2.592 Min Temp % 2.640 313.073 0.012 +1.20D+L+W -3.775 2.700 Top 2.592 Min Temp % 2.640 313.073 0.012 +1.20D+L+W -3.844 2.710 Top 2.592 Min Temp % 2.640 313.073 0.012 +1.20D+L+W -3.912 2.720 Top 2.592 Min Temp % 2.640 313.073 0.012 +1.20D+L+W -3.980 2.730 Top 2.592 Min Temp % 2.640 313.073 0.013 +1.20D+L+W -4.049 2.740 Top 2.592 Min Temp % 2.640 313.073 0.013 +1.20D+L+W -4.117 2.750 Top 2.592 Min Temp % 2.640 313.073 0.013 +1.20D+L+W -4.185 2.760 Top 2.592 Min Temp % 2.640 313.073 0.013 +1.20D+L+W -4.254 2.770 Top 2.592 Min Temp % 2.640 313.073 0.014 +1.20D+L+W -4.323 2.780 Top 2.592 Min Temp % 2.640 313.073 0.014 +1.20D+L+W -4.391 2.790 Top 2.592 Min Temp % 2.640 313.073 0.014 +1.20D+L+W -4.460 2.800 Top 2.592 Min Temp % 2.640 313.073 0.014 +1.20D+L+W -4.528 2.810 Top 2.592 Min Temp % 2.640 313.073 0.014 +1.20D+L+W -4.597 2.820 Top 2.592 Min Temp % 2.640 313.073 0.015 +1.20D+L+W -4.666 2.830 Top 2.592 Min Temp % 2.640 313.073 0.015 +1.20D+L+W -4.735 2.840 Top 2.592 Min Temp % 2.640 313.073 0.015 +1.20D+L+W -4.803 2.850 Top 2.592 Min Temp % 2.640 313.073 0.015 +1.20D+L+W -4.872 2.860 Top 2.592 Min Temp % 2.640 313.073 0.016 +1.20D+L+W -4.941 2.870 Top 2.592 Min Temp % 2.640 313.073 0.016 +0.90D+W 7.452 2.880 Bottom 2.592 Min Temp % 2.640 313.073 0.024 +0.90D+W 7.358 2.890 Bottom 2.592 Min Temp % 2.640 313.073 0.024 +0.90D+W 7.263 2.900 Bottom 2.592 Min Temp % 2.640 313.073 0.023 +0.90D+W 7.169 2.910 Bottom 2.592 Min Temp % 2.640 313.073 0.023 +0.90D+W 7.074 2.920 Bottom 2.592 Min Temp % 2.640 313.073 0.023 +0.90D+W 6.979 2.930 Bottom 2.592 Min Temp % 2.640 313.073 0.022 +0.90D+W 6.884 2.940 Bottom 2.592 Min Temp % 2.640 313.073 0.022 +0.90D+W 6.789 2.950 Bottom 2.592 Min Temp % 2.640 313.073 0.022 +0.90D+W 6.694 2.960 Bottom 2.592 Min Temp % 2.640 313.073 0.021 +0.90D+W 6.599 2.970 Bottom 2.592 Min Temp % 2.640 313.073 0.021 +0.90D+W 6.505 2.980 Bottom 2.592 Min Temp % 2.640 313.073 0.021 +0.90D+W 6.410 2.990 Bottom 2.592 Min Temp % 2.640 313.073 0.020 +0.90D+W 6.315 3.000 Bottom 2.592 Min Temp % 2.640 313.073 0.020 +0.90D+W 6.220 3.010 Bottom 2.592 Min Temp % 2.640 313.073 0.020 +0.90D+W 6.125 3.020 Bottom 2.592 Min Temp % 2.640 313.073 0.020 +0.90D+W 6.030 3.030 Bottom 2.592 Min Temp % 2.640 313.073 0.019 +0.90D+W 5.936 3.040 Bottom 2.592 Min Temp % 2.640 313.073 0.019 +0.90D+W 5.841 3.050 Bottom 2.592 Min Temp % 2.640 313.073 0.019 +0.90D+W 5.747 3.060 Bottom 2.592 Min Temp % 2.640 313.073 0.018 +0.90D+W 5.652 3.070 Bottom 2.592 Min Temp % 2.640 313.073 0.018 115 of 179 7.j.2
Packet Pg. 1350 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Combined Footing
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Double Jamb FTG
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 23 SEP 2020, 8:56AM
Project Descr:

As Req'd
Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension
Actual As Mu / PhiMn
(ft-k) (ft-k) (ft) (in^2) (in^2)
Mu from left Side by
Governed
Load Combination... Phi*Mn
+0.90D+W 5.558 3.080 Bottom 2.592 Min Temp % 2.640 313.073 0.018 +0.90D+W 5.464 3.090 Bottom 2.592 Min Temp % 2.640 313.073 0.017 +0.90D+W 5.370 3.100 Bottom 2.592 Min Temp % 2.640 313.073 0.017 +0.90D+W 5.276 3.110 Bottom 2.592 Min Temp % 2.640 313.073 0.017 +0.90D+W 5.183 3.120 Bottom 2.592 Min Temp % 2.640 313.073 0.017 +0.90D+W 5.089 3.130 Bottom 2.592 Min Temp % 2.640 313.073 0.016 +0.90D+W 4.996 3.140 Bottom 2.592 Min Temp % 2.640 313.073 0.016 +0.90D+W 4.903 3.150 Bottom 2.592 Min Temp % 2.640 313.073 0.016 +0.90D+W 4.811 3.160 Bottom 2.592 Min Temp % 2.640 313.073 0.015 +0.90D+W 4.718 3.170 Bottom 2.592 Min Temp % 2.640 313.073 0.015 +0.90D+W 4.626 3.180 Bottom 2.592 Min Temp % 2.640 313.073 0.015 +0.90D+W 4.534 3.190 Bottom 2.592 Min Temp % 2.640 313.073 0.014 +0.90D+W 4.442 3.200 Bottom 2.592 Min Temp % 2.640 313.073 0.014 +0.90D+W 4.351 3.210 Bottom 2.592 Min Temp % 2.640 313.073 0.014 +0.90D+W 4.260 3.220 Bottom 2.592 Min Temp % 2.640 313.073 0.014 +0.90D+W 4.169 3.230 Bottom 2.592 Min Temp % 2.640 313.073 0.013 +0.90D+W 4.079 3.240 Bottom 2.592 Min Temp % 2.640 313.073 0.013 +0.90D+W 3.989 3.250 Bottom 2.592 Min Temp % 2.640 313.073 0.013 +0.90D+W 3.899 3.260 Bottom 2.592 Min Temp % 2.640 313.073 0.012 +0.90D+W 3.810 3.270 Bottom 2.592 Min Temp % 2.640 313.073 0.012 +0.90D+W 3.721 3.280 Bottom 2.592 Min Temp % 2.640 313.073 0.012 +0.90D+W 3.632 3.290 Bottom 2.592 Min Temp % 2.640 313.073 0.012 +0.90D+W 3.544 3.300 Bottom 2.592 Min Temp % 2.640 313.073 0.011 +0.90D+W 3.456 3.310 Bottom 2.592 Min Temp % 2.640 313.073 0.011 +0.90D+W 3.369 3.320 Bottom 2.592 Min Temp % 2.640 313.073 0.011 +0.90D+W 3.282 3.330 Bottom 2.592 Min Temp % 2.640 313.073 0.010 +0.90D+W 3.196 3.340 Bottom 2.592 Min Temp % 2.640 313.073 0.010 +0.90D+W 3.110 3.350 Bottom 2.592 Min Temp % 2.640 313.073 0.010 +0.90D+W 3.025 3.360 Bottom 2.592 Min Temp % 2.640 313.073 0.010 +0.90D+W 2.940 3.370 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +0.90D+W 2.856 3.380 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +0.90D+W 2.772 3.390 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +0.90D+W 2.690 3.400 Bottom 2.592 Min Temp % 2.640 313.073 0.009 +0.90D+W 2.608 3.410 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +0.90D+W 2.528 3.420 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +0.90D+W 2.448 3.430 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +0.90D+W 2.370 3.440 Bottom 2.592 Min Temp % 2.640 313.073 0.008 +0.90D+W 2.292 3.450 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +0.90D+W 2.216 3.460 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +0.90D+W 2.141 3.470 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +0.90D+W 2.066 3.480 Bottom 2.592 Min Temp % 2.640 313.073 0.007 +0.90D+W 1.993 3.490 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +0.90D+W 1.921 3.500 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +0.90D+W 1.850 3.510 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +0.90D+W 1.780 3.520 Bottom 2.592 Min Temp % 2.640 313.073 0.006 +0.90D+W 1.712 3.530 Bottom 2.592 Min Temp % 2.640 313.073 0.005 +0.90D+W 1.644 3.540 Bottom 2.592 Min Temp % 2.640 313.073 0.005 +0.90D+W 1.578 3.550 Bottom 2.592 Min Temp % 2.640 313.073 0.005 +0.90D+W 1.513 3.560 Bottom 2.592 Min Temp % 2.640 313.073 0.005 +0.90D+W 1.449 3.570 Bottom 2.592 Min Temp % 2.640 313.073 0.005 +0.90D+W 1.386 3.580 Bottom 2.592 Min Temp % 2.640 313.073 0.004 +0.90D+W 1.324 3.590 Bottom 2.592 Min Temp % 2.640 313.073 0.004 +0.90D+W 1.264 3.600 Bottom 2.592 Min Temp % 2.640 313.073 0.004 +0.90D+W 1.205 3.610 Bottom 2.592 Min Temp % 2.640 313.073 0.004 +0.90D+W 1.147 3.620 Bottom 2.592 Min Temp % 2.640 313.073 0.004 +0.90D+W 1.090 3.630 Bottom 2.592 Min Temp % 2.640 313.073 0.003 +0.90D+W 1.035 3.640 Bottom 2.592 Min Temp % 2.640 313.073 0.003 +0.90D+W 0.981 3.650 Bottom 2.592 Min Temp % 2.640 313.073 0.003 +0.90D+W 0.928 3.660 Bottom 2.592 Min Temp % 2.640 313.073 0.003 +0.90D+W 0.876 3.670 Bottom 2.592 Min Temp % 2.640 313.073 0.003 +0.90D+W 0.826 3.680 Bottom 2.592 Min Temp % 2.640 313.073 0.003 +0.90D+W 0.778 3.690 Bottom 2.592 Min Temp % 2.640 313.073 0.002 +0.90D+W 0.730 3.700 Bottom 2.592 Min Temp % 2.640 313.073 0.002 116 of 179 7.j.2
Packet Pg. 1351 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Combined Footing
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Double Jamb FTG
Title Block Line 1
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using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 23 SEP 2020, 8:56AM
Project Descr:

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 18 SEP 2020, 4:11PM
Project Descr:

CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16
Material Properties
Analysis Method :
ksi
Bending Axis : Major Axis Bending
Completely Unbraced
Load Resistance Factor Design Fy : Steel Yield : 36.0 ksi Beam Bracing : E: Modulus : 29,000.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading
Uniform Load : D = 0.0050, W = -0.060 ksf, Tributary Width = 4.750 ft DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.194 : 1
Load Combination +0.90D+W
Span # where maximum occurs Span # 1
Location of maximum on span 0.000ft

1.110 k
Mn * Phi : Allowable 12.362 k-ft Vn * Phi : Allowable
Section used for this span C6x8.2
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +0.90D+W

23.328 k
Section used for this span C6x8.2
Mu : Applied
Maximum Shear Stress Ratio = 0.048 : 1

0.000 ft

2.402 k-ft Vu : Applied
4,352 >=360
16305
Ratio = 5182 >=180
Maximum Deflection
Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Max Upward Transient Deflection -0.024 in Ratio =
Max Downward Total Deflection 0.006 in Ratio = >=180
Max Upward Total Deflection -0.020 in
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length MV max Mu + Rm Vn max Mu - Mu Max Mnx Phi*Mnx Cb VuMax x Phi*Vnx +1.40D
Dsgn. L = 4.33 ft 1 0.034 0.008 -0.42 0.42 13.74 12.36 1.00 1.00 0.19 25.92 23.33 +1.20D
Dsgn. L = 4.33 ft 1 0.029 0.007 -0.36 0.36 13.74 12.36 1.00 1.00 0.17 25.92 23.33 +1.20D+0.50W
Dsgn. L = 4.33 ft 1 0.079 0.019 0.98 0.98 13.74 12.36 1.00 1.00 0.45 25.92 23.33 +1.20D+W
Dsgn. L = 4.33 ft 1 0.187 0.046 2.31 2.31 13.74 12.36 1.00 1.00 1.07 25.92 23.33 +0.90D+W
Dsgn. L = 4.33 ft 1 0.194 0.048 2.40 2.40 13.74 12.36 1.00 1.00 1.11 25.92 23.33 +0.90D
Dsgn. L = 4.33 ft 1 0.022 0.005 -0.27 0.27 13.74 12.36 1.00 1.00 0.12 25.92 23.33 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
1 0.0000 0.000 -0.0239 4.330 +0.420W
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum -1.234
Overall MINimum 0.083
D Only 0.138
+D+0.60W -0.602
118 of 179 7.j.2
Packet Pg. 1353 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Canopy JST
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 18 SEP 2020, 4:11PM
Project Descr:

Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.450W -0.417
+0.60D+0.60W -0.657
+0.60D 0.083
W Only -1.234
119 of 179 7.j.2
Packet Pg. 1354 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
SW FTG Line 1
Engineer: KNC
10/27/2020
San Carlos FS 16
INPUT DATA: L1
WALL LENGTH Lw = 36 ft
WALL HEIGHT h = 21 ft
WALL THICKNESS t = 8 in
FOOTING LENGTH L = 38 ft
L1 = 1 ft
FOOTING WIDTH B = 1.5 ft
FOOTING THICKNESS T = 24 in
FOOTING EMBEDMENT DEPTH D = 3 ft
ALLOWABLE SOIL PRESSURE (D+L) qa = 3000 psf
ALLOW. SOIL (D+L+0.7E)OR(D+L+0.6W) qb = 4000 psf
UNFACTORED DEAD LOAD AT TOP WAL Pr,DL = 5.5 kips
UNFACTORED LIVE LOAD AT TOP WALL Pr,LL = 0 kips
TOP LOAD LOCATION a = 20.75 ft Demands Summary
WALL SELF WEIGHT Pw = 11.34 kips Stability 0.47 Bearing 0.36 LATERAL LOAD TYPE (0=wind,1=seismic) 1 seismic Flexure-Top Steel 0.00 Flexure-Bot Steel 0.32 SEISMIC LOADS AT TOP (E/1.4 , ASD) F = 17 kips Shear 0.08 T&S Steel 0.72 M = 0 ft-kips
CONCRETE STRENGTH fc' = 3000 psi THE FOOTING DESIGN IS ADEQUATE.

REBAR YIELD STRESS fy = 60 ksi
TOP BARS, LONGITUDINAL 3 # 5 < == Not Required
BOTTOM BARS, LONGITUDINAL 3 # 5
BOTTOM BARS, TRANSVERSE # 3 @ 24 in o.c. < == Not Required

ANALYSIS
CHECK OVERTURNING FACTOR (CBC 1605.2, 1808.3.1)
F = MR / MO = 2.12 > 1.4 / 0.9 for seismic [Satisfactory] Where Pf
= 16.53 kips (footing self weight)

0.75 Mo = 0.75 [F (h + D) + M] = 306 ft-kips (overturning moment) ASCE 7 §12.13.4 MR = (Pr,DL) (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw) = 649 ft-kips (resisting moment without live load)

CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN)
P = (Pr,DL + Pr,LL) + Pw + Pf = 33.37 kips (total vertical net load) MR = (Pr,DL + Pr, LL) (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw) = 649 ft-kips (resisting moment with live load) e = 0.5 L - (MR - MO) / P = 8.72 ft (eccentricity from middle of footing) = 1.44 ksf < qb
[Satisfactory]
Where e = 8.72 ft, > (L / 6)

CHECK FOOTING CAPACITY (STRENGTH DESIGN)
Mu,R = 1.2 [Pr,DL (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw)] + 0.5 Pr, LL(L1 + a) = 779 ft-kips Mu,o = 1.4 [F(h + D) + M] = 428 ft-kips
Pu = 1.2 (Pr,DL + Pf + Pw ) + 0.5 Pr, LL = 40 kips
eu = 0.5L - (Mu,R - Mu,O) / Pu = 10.25 ft

2.03 ksf
(cont'd)

BENDING MOMENT & SHEAR AT EACH FOOTING SECTION
Footing Design of Shear Wall Based on ACI 318-14
6 1
, 6
2 , 3 (0.5 ) 6
MAX
e P
L L for e
q BL
PL for e B Le
§·¨¸ ° ©¹ ° d ®
°
° !
¯
,
6 1
, 6
2 , 3 (0.5 ) 6
u
u
u
u MAX
u
u
u
e P L L for e q BL
P L for e BL e
§·¨¸ ° ©¹ ° d ®
°
° !
¯
120 of 179 7.j.2
Packet Pg. 1355 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
SW FTG Line 1
Engineer: KNC
10/27/2020
San Carlos FS 16
Section 0 1/10 L 2/10 L 3/10 L 4/10 L 5/10 L 6/10 L 7/10 L 8/10 L 9/10 L L Xu (ft) 0 3.80 7.60 11.40 15.20 19.00 22.80 26.60 30.40 34.20 38.00 Pu,w (klf) 0.0 2.2 1.8 1.4 1.0 0.6 0.2 -0.2 -0.6 -1.0 0.0 Mu,w (ft-k) 0 -9 -49 -113 -198 -296 -403 -511 -617 -713 -794 Vu,w (kips) 0 -6 -14 -20 -24 -27 -29 -28 -27 -24 -20
Pu,f (ksf) 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3
Mu,f (ft-k) 0 -4 -15 -34 -60 -94 -136 -185 -241 -305 -377 Vu,f (kips) 0 -2 -4 -6 -8 -10 -12 -14 -16 -18 -20
qu (ksf) -2.0 -1.7 -1.4 -1.2 -0.9 -0.6 -0.3 0.0 0.0 0.0 0.0 Mu,q (ft-k) 0 21 80 170 284 418 563 715 867 1019 1171
Vu,q (kips) 0 11 20 27 33 37 39 40 40 40 40
6Mu (ft-k) 0 8 16 22 26 27 25 19 9 1 0
6Vu (kips) 0 2 2 1 1 0 -1 -2 -3 -1 0
Location Mu,max d (in) UreqD UprovD Vu,max IVc = 2 Ib d (fc')0.5 Top Longitudinal 0 ft-k 20.69 0.0000 0.0000 3 kips 31 kips Bottom Longitudinal 27 ft-k 20.69 0.0008 0.0025 3 kips 31 kips Bottom Transverse 0 ft-k / ft 20.19 0.0000 0.0000 0 kips / ft 20 kips / ft Where U min = 0.0018
U tot = 0.0025

0.0155 [Satisfactory]
'
2 ' 0.85 1 1

0.383
u
c
c
y
M f bd f
f U
§·¨¸ ¨¸©¹
0 10
20 30
M
-4
-2
0 2
4 V
'
1 0.85
MAX
f cu
f y ut
E H U HH
121 of 179 7.j.2
Packet Pg. 1356 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
SW FTG Line 3
Engineer: KNC
10/27/2020
San Carlos FS 16
INPUT DATA: L3
WALL LENGTH Lw = 16 ft
WALL HEIGHT h = 17 ft
WALL THICKNESS t = 8 in
FOOTING LENGTH L = 15.25 ft
L1 = 1 ft
FOOTING WIDTH B = 1.5 ft
FOOTING THICKNESS T = 24 in
FOOTING EMBEDMENT DEPTH D = 3 ft
ALLOWABLE SOIL PRESSURE (D+L) qa = 3000 psf
ALLOW. SOIL (D+L+0.7E)OR(D+L+0.6W) qb = 4000 psf
UNFACTORED DEAD LOAD AT TOP WAL Pr,DL = 3 kips
UNFACTORED LIVE LOAD AT TOP WALL Pr,LL = 0 kips
TOP LOAD LOCATION a = 8 ft Demands Summary
WALL SELF WEIGHT Pw = 4.1 kips Stability 0.64 Bearing 0.50 LATERAL LOAD TYPE (0=wind,1=seismic) 1 seismic Flexure-Top Steel 0.00 Flexure-Bot Steel 0.29 SEISMIC LOADS AT TOP (E/1.4 , ASD) F = 5 kips Shear 0.16 T&S Steel 0.72 M = 0 ft-kips
CONCRETE STRENGTH fc' = 3000 psi THE FOOTING DESIGN IS ADEQUATE.

REBAR YIELD STRESS fy = 60 ksi
TOP BARS, LONGITUDINAL 3 # 5 < == Not Required
BOTTOM BARS, LONGITUDINAL 3 # 5
BOTTOM BARS, TRANSVERSE # 3 @ 24 in o.c. < == Not Required

ANALYSIS
CHECK OVERTURNING FACTOR (CBC 1605.2, 1808.3.1)
F = MR / MO = 1.57 > 1.4 / 0.9 for seismic [Satisfactory] Where Pf
= 6.63375 kips (footing self weight)

0.75 Mo = 0.75 [F (h + D) + M] = 73 ft-kips (overturning moment) ASCE 7 §12.13.4 MR = (Pr,DL) (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw) = 114 ft-kips (resisting moment without live load)

CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN)
P = (Pr,DL + Pr,LL) + Pw + Pf = 13.71 kips (total vertical net load) MR = (Pr,DL + Pr, LL) (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw) = 114 ft-kips (resisting moment with live load) e = 0.5 L - (MR - MO) / P = 4.59 ft (eccentricity from middle of footing) = 2.01 ksf < qb
[Satisfactory]
Where e = 4.59 ft, > (L / 6)

CHECK FOOTING CAPACITY (STRENGTH DESIGN)
Mu,R = 1.2 [Pr,DL (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw)] + 0.5 Pr, LL(L1 + a) = 137 ft-kips Mu,o = 1.4 [F(h + D) + M] = 102 ft-kips
Pu = 1.2 (Pr,DL + Pf + Pw ) + 0.5 Pr, LL = 16 kips
eu = 0.5L - (Mu,R - Mu,O) / Pu = 5.47 ft

3.40 ksf
(cont'd)

BENDING MOMENT & SHEAR AT EACH FOOTING SECTION
Footing Design of Shear Wall Based on ACI 318-14
6 1
, 6
2 , 3 (0.5 ) 6
MAX
e P
L L for e
q BL
PL for e B Le
§·¨¸ ° ©¹ ° d ®
°
° !
¯
,
6 1
, 6
2 , 3 (0.5 ) 6
u
u
u
u MAX
u
u
u
e P L L for e q BL
P L for e BL e
§·¨¸ ° ©¹ ° d ®
°
° !
¯
122 of 179 7.j.2
Packet Pg. 1357 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
SW FTG Line 3
Engineer: KNC
10/27/2020
San Carlos FS 16
Section 0 1/10 L 2/10 L 3/10 L 4/10 L 5/10 L 6/10 L 7/10 L 8/10 L 9/10 L L Xu (ft) 0 1.53 3.05 4.58 6.10 7.63 9.15 10.68 12.20 13.73 15.25 Pu,w (klf) 0.0 2.8 2.3 1.9 1.4 0.9 0.5 0.0 -0.4 -0.9 -1.3 Mu,w (ft-k) 0 0 -6 -16 -31 -50 -70 -91 -113 -134 -152
Vu,w (kips) 0 -1 -5 -9 -11 -13 -14 -14 -14 -13 -11
Pu,f (ksf) 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3
Mu,f (ft-k) 0 -1 -2 -5 -10 -15 -22 -30 -39 -49 -61
Vu,f (kips) 0 -1 -2 -2 -3 -4 -5 -6 -6 -7 -8
qu (ksf) -3.4 -2.6 -1.8 -1.0 -0.2 0.0 0.0 0.0 0.0 0.0 0.0 Mu,q (ft-k) 0 5 20 41 65 90 115 140 165 190 216
Vu,q (kips) 0 7 12 15 16 16 16 16 16 16 16
6Mu (ft-k) 0 4 12 19 24 25 23 19 13 8 3
6Vu (kips) 0 5 5 4 2 0 -2 -3 -4 -4 -3
Location Mu,max d (in) UreqD UprovD Vu,max IVc = 2 Ib d (fc')0.5 Top Longitudinal 0 ft-k 20.69 0.0000 0.0000 5 kips 31 kips Bottom Longitudinal 25 ft-k 20.69 0.0007 0.0025 5 kips 31 kips Bottom Transverse 0 ft-k / ft 20.19 0.0000 0.0000 0 kips / ft 20 kips / ft Where U min = 0.0018
U tot = 0.0025

0.0155 [Satisfactory]
'
2 ' 0.85 1 1

0.383
u
c
c
y
M f bd f
f U
§·¨¸ ¨¸©¹
0 10
20 30
M
-5
0 5
10 V
'
1 0.85
MAX
f cu
f y ut
E H U HH
123 of 179 7.j.2
Packet Pg. 1358 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
SW FTG Line 4
Engineer: KNC
10/27/2020
San Carlos FS 16
INPUT DATA: L4
WALL LENGTH Lw = 20.5 ft
WALL HEIGHT h = 21 ft
WALL THICKNESS t = 8 in
FOOTING LENGTH L = 26 ft
L1 = 2 ft
FOOTING WIDTH B = 1.5 ft
FOOTING THICKNESS T = 24 in
FOOTING EMBEDMENT DEPTH D = 3 ft
ALLOWABLE SOIL PRESSURE (D+L) qa = 3000 psf
ALLOW. SOIL (D+L+0.7E)OR(D+L+0.6W) qb = 4000 psf
UNFACTORED DEAD LOAD AT TOP WAL Pr,DL = 3 kips
UNFACTORED LIVE LOAD AT TOP WALL Pr,LL = 0 kips
TOP LOAD LOCATION a = 10.25 ft Demands Summary
WALL SELF WEIGHT Pw = 6.5 kips Stability 0.63 Bearing 0.50 LATERAL LOAD TYPE (0=wind,1=seismic) 1 seismic Flexure-Top Steel 0.03 Flexure-Bot Steel 0.37 SEISMIC LOADS AT TOP (E/1.4 , ASD) F = 9 kips Shear 0.25 T&S Steel 0.26 M = 0 ft-kips
CONCRETE STRENGTH fc' = 3000 psi THE FOOTING DESIGN IS ADEQUATE.

REBAR YIELD STRESS fy = 60 ksi
TOP BARS, LONGITUDINAL 4 # 5
BOTTOM BARS, LONGITUDINAL 4 # 5
BOTTOM BARS, TRANSVERSE # 3 @ 24 in o.c. < == Not Required

ANALYSIS
CHECK OVERTURNING FACTOR (CBC 1605.2, 1808.3.1)
F = MR / MO = 1.58 > 1.4 / 0.9 for seismic [Satisfactory] Where Pf
= 11.31 kips (footing self weight)

0.75 Mo = 0.75 [F (h + D) + M] = 166 ft-kips (overturning moment) ASCE 7 §12.13.4 MR = (Pr,DL) (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw) = 263 ft-kips (resisting moment without live load)

CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN)
P = (Pr,DL + Pr,LL) + Pw + Pf = 20.77 kips (total vertical net load) MR = (Pr,DL + Pr, LL) (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw) = 263 ft-kips (resisting moment with live load) e = 0.5 L - (MR - MO) / P = 8.34 ft (eccentricity from middle of footing) = 1.98 ksf < qb
[Satisfactory]
Where e = 8.34 ft, > (L / 6)

CHECK FOOTING CAPACITY (STRENGTH DESIGN)
Mu,R = 1.2 [Pr,DL (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw)] + 0.5 Pr, LL(L1 + a) = 315 ft-kips Mu,o = 1.4 [F(h + D) + M] = 233 ft-kips
Pu = 1.2 (Pr,DL + Pf + Pw ) + 0.5 Pr, LL = 25 kips
eu = 0.5L - (Mu,R - Mu,O) / Pu = 9.68 ft

3.33 ksf
(cont'd)

BENDING MOMENT & SHEAR AT EACH FOOTING SECTION
Footing Design of Shear Wall Based on ACI 318-14
6 1
, 6
2 , 3 (0.5 ) 6
MAX
e P
L L for e
q BL
PL for e B Le
§·¨¸ ° ©¹ ° d ®
°
° !
¯
,
6 1
, 6
2 , 3 (0.5 ) 6
u
u
u
u MAX
u
u
u
e P L L for e q BL
P L for e BL e
§·¨¸ ° ©¹ ° d ®
°
° !
¯
124 of 179 7.j.2
Packet Pg. 1359 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
SW FTG Line 4
Engineer: KNC
10/27/2020
San Carlos FS 16
Section 0 1/10 L 2/10 L 3/10 L 4/10 L 5/10 L 6/10 L 7/10 L 8/10 L 9/10 L L Xu (ft) 0 2.60 5.20 7.80 10.40 13.00 15.60 18.20 20.80 23.40 26.00 Pu,w (klf) 0.0 3.7 2.8 2.0 1.2 0.3 -0.5 -1.4 -2.2 0.0 0.0 Mu,w (ft-k) 0 -1 -18 -55 -105 -163 -223 -279 -326 -359 -389 Vu,w (kips) 0 -2 -11 -17 -21 -23 -23 -20 -16 -11 -11
Pu,f (ksf) 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3
Mu,f (ft-k) 0 -2 -7 -16 -28 -44 -64 -86 -113 -143 -176
Vu,f (kips) 0 -1 -3 -4 -5 -7 -8 -10 -11 -12 -14
qu (ksf) -3.3 -2.5 -1.6 -0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Mu,q (ft-k) 0 15 56 112 176 241 306 371 436 500 565
Vu,q (kips) 0 11 19 24 25 25 25 25 25 25 25
6Mu (ft-k) 0 13 31 42 43 35 20 5 -3 -2 0
6Vu (kips) 0 8 6 3 -2 -5 -6 -5 -2 1 0
Location Mu,max d (in) UreqD UprovD Vu,max IVc = 2 Ib d (fc')0.5 Top Longitudinal -3 ft-k 20.69 0.0001 0.0034 8 kips 31 kips Bottom Longitudinal 43 ft-k 20.69 0.0013 0.0034 8 kips 31 kips Bottom Transverse 0 ft-k / ft 20.19 0.0000 0.0000 0 kips / ft 20 kips / ft Where U min = 0.0018
U tot = 0.0068

0.0155 [Satisfactory]
'
2 ' 0.85 1 1

0.383
u
c
c
y
M f bd f
f U
§·¨¸ ¨¸©¹
-20
0 20
40 60
M
-10
0 10
V
'
1 0.85
MAX
f cu
f y ut
E H U HH
125 of 179 7.j.2
Packet Pg. 1360 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
SW FTG Line 4 - 2
Engineer: KNC
10/27/2020
San Carlos FS 16
INPUT DATA: L4
WALL LENGTH Lw = 12.67 ft
WALL HEIGHT h = 21 ft
WALL THICKNESS t = 8 in
FOOTING LENGTH L = 16.47 ft
L1 = 2 ft
FOOTING WIDTH B = 2 ft
FOOTING THICKNESS T = 24 in
FOOTING EMBEDMENT DEPTH D = 3 ft
ALLOWABLE SOIL PRESSURE (D+L) qa = 3000 psf
ALLOW. SOIL (D+L+0.7E)OR(D+L+0.6W) qb = 4000 psf
UNFACTORED DEAD LOAD AT TOP WAL Pr,DL = 3 kips
UNFACTORED LIVE LOAD AT TOP WALL Pr,LL = 0 kips
TOP LOAD LOCATION a = 6.335 ft Demands Summary
WALL SELF WEIGHT Pw = 4.0 kips Stability 0.75 Bearing 0.67 LATERAL LOAD TYPE (0=wind,1=seismic) 1 seismic Flexure-Top Steel 0.01 Flexure-Bot Steel 0.54 SEISMIC LOADS AT TOP (E/1.4 , ASD) F = 6 kips Shear 0.35 T&S Steel 0.47 M = 0 ft-kips
CONCRETE STRENGTH fc' = 3000 psi THE FOOTING DESIGN IS ADEQUATE.

REBAR YIELD STRESS fy = 60 ksi
TOP BARS, LONGITUDINAL 3 # 5
BOTTOM BARS, LONGITUDINAL 3 # 5
BOTTOM BARS, TRANSVERSE # 3 @ 24 in o.c. < == Not Required

ANALYSIS
CHECK OVERTURNING FACTOR (CBC 1605.2, 1808.3.1)
F = MR / MO = 1.33 > 1.4 / 0.9 for seismic [Satisfactory] Where Pf
= 9.5526 kips (footing self weight)

0.75 Mo = 0.75 [F (h + D) + M] = 103 ft-kips (overturning moment) ASCE 7 §12.13.4 MR = (Pr,DL) (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw) = 137 ft-kips (resisting moment without live load)

CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN)
P = (Pr,DL + Pr,LL) + Pw + Pf = 16.54 kips (total vertical net load) MR = (Pr,DL + Pr, LL) (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw) = 137 ft-kips (resisting moment with live load) e = 0.5 L - (MR - MO) / P = 6.17 ft (eccentricity from middle of footing) = 2.67 ksf < qb
[Satisfactory]
Where e = 6.17 ft, > (L / 6)

CHECK FOOTING CAPACITY (STRENGTH DESIGN)
Mu,R = 1.2 [Pr,DL (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw)] + 0.5 Pr, LL(L1 + a) = 164 ft-kips Mu,o = 1.4 [F(h + D) + M] = 144 ft-kips
Pu = 1.2 (Pr,DL + Pf + Pw ) + 0.5 Pr, LL = 20 kips
eu = 0.5L - (Mu,R - Mu,O) / Pu = 7.20 ft

6.41 ksf
(cont'd)

BENDING MOMENT & SHEAR AT EACH FOOTING SECTION
Footing Design of Shear Wall Based on ACI 318-14
6 1
, 6
2 , 3 (0.5 ) 6
MAX
e P
L L for e
q BL
PL for e B Le
§·¨¸ ° ©¹ ° d ®
°
° !
¯
,
6 1
, 6
2 , 3 (0.5 ) 6
u
u
u
u MAX
u
u
u
e P L L for e q BL
P L for e BL e
§·¨¸ ° ©¹ ° d ®
°
° !
¯
126 of 179 7.j.2
Packet Pg. 1361 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
SW FTG Line 4 - 2
Engineer: KNC
10/27/2020
San Carlos FS 16
Section 0 1/10 L 2/10 L 3/10 L 4/10 L 5/10 L 6/10 L 7/10 L 8/10 L 9/10 L L Xu (ft) 0 1.65 3.29 4.94 6.59 8.24 9.88 11.53 13.18 14.82 16.47 Pu,w (klf) 0.0 0.0 4.9 3.5 2.1 0.7 -0.7 -2.0 -3.4 0.0 0.0 Mu,w (ft-k) 0 0 -5 -23 -50 -83 -118 -152 -180 -198 -212 Vu,w (kips) 0 0 -7 -14 -19 -21 -21 -19 -14 -8 -8
Pu,f (ksf) 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3
Mu,f (ft-k) 0 -1 -4 -8 -15 -24 -34 -46 -60 -76 -94
Vu,f (kips) 0 -1 -2 -3 -5 -6 -7 -8 -9 -10 -11
qu (ksf) -6.4 -3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Mu,q (ft-k) 0 14 45 78 110 143 176 208 241 274 306
Vu,q (kips) 0 15 20 20 20 20 20 20 20 20 20
6Mu (ft-k) 0 13 36 47 45 36 23 10 1 -1 0
6Vu (kips) 0 14 10 2 -4 -7 -8 -7 -4 1 0
Location Mu,max d (in) UreqD UprovD Vu,max IVc = 2 Ib d (fc')0.5 Top Longitudinal -1 ft-k 20.69 0.0000 0.0019 14 kips 41 kips Bottom Longitudinal 47 ft-k 20.69 0.0010 0.0019 14 kips 41 kips Bottom Transverse 0 ft-k / ft 20.19 0.0000 0.0000 0 kips / ft 20 kips / ft Where U min = 0.0018
U tot = 0.0038

0.0155 [Satisfactory]
'
2 ' 0.85 1 1

0.383
u
c
c
y
M f bd f
f U
§·¨¸ ¨¸©¹
-20
0 20
40 60
M
-10
0 10
20 V
'
1 0.85
MAX
f cu
f y ut
E H U HH
127 of 179 7.j.2
Packet Pg. 1362 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
SW FTG Line A
Engineer: KNC
10/27/2020
San Carlos FS 16
INPUT DATA: LA
WALL LENGTH Lw = 22.5 ft
WALL HEIGHT h = 21 ft
WALL THICKNESS t = 8 in
FOOTING LENGTH L = 23.75 ft
L1 = 1 ft
FOOTING WIDTH B = 2 ft
FOOTING THICKNESS T = 24 in
FOOTING EMBEDMENT DEPTH D = 3 ft
ALLOWABLE SOIL PRESSURE (D+L) qa = 3000 psf
ALLOW. SOIL (D+L+0.7E)OR(D+L+0.6W) qb = 4000 psf
UNFACTORED DEAD LOAD AT TOP WAL Pr,DL = 9.6 kips
UNFACTORED LIVE LOAD AT TOP WALL Pr,LL = 0 kips
TOP LOAD LOCATION a = 11.25 ft Demands Summary
WALL SELF WEIGHT Pw = 7.1 kips Stability 0.57 Bearing 0.49 LATERAL LOAD TYPE (0=wind,1=seismic) 1 seismic Flexure-Top Steel 0.00 Flexure-Bot Steel 0.51 SEISMIC LOADS AT TOP (E/1.4 , ASD) F = 12 kips Shear 0.13 T&S Steel 0.95 M = 0 ft-kips
CONCRETE STRENGTH fc' = 3000 psi THE FOOTING DESIGN IS ADEQUATE.

REBAR YIELD STRESS fy = 60 ksi
TOP BARS, LONGITUDINAL 3 # 5 < == Not Required
BOTTOM BARS, LONGITUDINAL 3 # 5
BOTTOM BARS, TRANSVERSE # 3 @ 24 in o.c. < == Not Required

ANALYSIS
CHECK OVERTURNING FACTOR (CBC 1605.2, 1808.3.1)
F = MR / MO = 1.76 > 1.4 / 0.9 for seismic [Satisfactory] Where Pf
= 13.775 kips (footing self weight)

0.75 Mo = 0.75 [F (h + D) + M] = 209 ft-kips (overturning moment) ASCE 7 §12.13.4 MR = (Pr,DL) (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw) = 368 ft-kips (resisting moment without live load)

CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN)
P = (Pr,DL + Pr,LL) + Pw + Pf = 30.46 kips (total vertical net load) MR = (Pr,DL + Pr, LL) (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw) = 368 ft-kips (resisting moment with live load) e = 0.5 L - (MR - MO) / P = 6.66 ft (eccentricity from middle of footing) = 1.95 ksf < qb
[Satisfactory]
Where e = 6.66 ft, > (L / 6)

CHECK FOOTING CAPACITY (STRENGTH DESIGN)
Mu,R = 1.2 [Pr,DL (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw)] + 0.5 Pr, LL(L1 + a) = 442 ft-kips Mu,o = 1.4 [F(h + D) + M] = 293 ft-kips
Pu = 1.2 (Pr,DL + Pf + Pw ) + 0.5 Pr, LL = 37 kips
eu = 0.5L - (Mu,R - Mu,O) / Pu = 7.80 ft

2.99 ksf
(cont'd)

BENDING MOMENT & SHEAR AT EACH FOOTING SECTION
Footing Design of Shear Wall Based on ACI 318-14
6 1
, 6
2 , 3 (0.5 ) 6
MAX
e P
L L for e
q BL
PL for e B Le
§·¨¸ ° ©¹ ° d ®
°
° !
¯
,
6 1
, 6
2 , 3 (0.5 ) 6
u
u
u
u MAX
u
u
u
e P L L for e q BL
P L for e BL e
§·¨¸ ° ©¹ ° d ®
°
° !
¯
128 of 179 7.j.2
Packet Pg. 1363 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
SW FTG Line A
Engineer: KNC
10/27/2020
San Carlos FS 16
Section 0 1/10 L 2/10 L 3/10 L 4/10 L 5/10 L 6/10 L 7/10 L 8/10 L 9/10 L L Xu (ft) 0 2.38 4.75 7.13 9.50 11.88 14.25 16.63 19.00 21.38 23.75 Pu,w (klf) 0.0 3.9 3.2 2.5 1.7 1.0 0.3 -0.5 -1.2 -1.9 0.0 Mu,w (ft-k) 0 -4 -28 -70 -126 -192 -263 -336 -406 -470 -523 Vu,w (kips) 0 -6 -14 -21 -26 -29 -31 -30 -29 -25 -20
Pu,f (ksf) 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3
Mu,f (ft-k) 0 -2 -8 -18 -31 -49 -71 -96 -126 -159 -196
Vu,f (kips) 0 -2 -3 -5 -7 -8 -10 -12 -13 -15 -17
qu (ksf) -3.0 -2.4 -1.8 -1.2 -0.7 -0.1 0.0 0.0 0.0 0.0 0.0 Mu,q (ft-k) 0 16 59 122 200 285 372 459 546 632 719
Vu,q (kips) 0 13 23 30 35 37 37 37 37 37 37
6Mu (ft-k) 0 10 23 35 43 44 38 27 14 3 0
6Vu (kips) 0 5 5 4 2 -1 -4 -5 -5 -3 0
Location Mu,max d (in) UreqD UprovD Vu,max IVc = 2 Ib d (fc')0.5 Top Longitudinal 0 ft-k 20.69 0.0000 0.0000 5 kips 41 kips Bottom Longitudinal 44 ft-k 20.69 0.0010 0.0019 5 kips 41 kips Bottom Transverse 0 ft-k / ft 20.19 0.0000 0.0000 1 kips / ft 20 kips / ft Where U min = 0.0018
U tot = 0.0019

0.0155 [Satisfactory]
'
2 ' 0.85 1 1

0.383
u
c
c
y
M f bd f
f U
§·¨¸ ¨¸©¹
0 10
20 30
40 50
M
-10
-5
0 5
10 V
'
1 0.85
MAX
f cu
f y ut
E H U HH
129 of 179 7.j.2
Packet Pg. 1364 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
SW FTG Line C
Engineer: KNC
10/27/2020
San Carlos FS 16
INPUT DATA: LC
WALL LENGTH Lw = 30 ft
WALL HEIGHT h = 21 ft
WALL THICKNESS t = 8 in
FOOTING LENGTH L = 32 ft
L1 = 1 ft
FOOTING WIDTH B = 2 ft
FOOTING THICKNESS T = 24 in
FOOTING EMBEDMENT DEPTH D = 3 ft
ALLOWABLE SOIL PRESSURE (D+L) qa = 3000 psf
ALLOW. SOIL (D+L+0.7E)OR(D+L+0.6W) qb = 4000 psf
UNFACTORED DEAD LOAD AT TOP WAL Pr,DL = 11 kips
UNFACTORED LIVE LOAD AT TOP WALL Pr,LL = 0 kips
TOP LOAD LOCATION a = 15 ft Demands Summary
WALL SELF WEIGHT Pw = 9.5 kips Stability 0.59 Bearing 0.49 LATERAL LOAD TYPE (0=wind,1=seismic) 1 seismic Flexure-Top Steel 0.00 Flexure-Bot Steel 0.88 SEISMIC LOADS AT TOP (E/1.4 , ASD) F = 20 kips Shear 0.18 T&S Steel 0.95 M = 0 ft-kips
CONCRETE STRENGTH fc' = 3000 psi THE FOOTING DESIGN IS ADEQUATE.

REBAR YIELD STRESS fy = 60 ksi
TOP BARS, LONGITUDINAL 3 # 5 < == Not Required
BOTTOM BARS, LONGITUDINAL 3 # 5
BOTTOM BARS, TRANSVERSE # 3 @ 24 in o.c. < == Not Required

ANALYSIS
CHECK OVERTURNING FACTOR (CBC 1605.2, 1808.3.1)
F = MR / MO = 1.70 > 1.4 / 0.9 for seismic [Satisfactory] Where Pf
= 18.56 kips (footing self weight)

0.75 Mo = 0.75 [F (h + D) + M] = 367 ft-kips (overturning moment) ASCE 7 §12.13.4 MR = (Pr,DL) (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw) = 624 ft-kips (resisting moment without live load)

CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN)
P = (Pr,DL + Pr,LL) + Pw + Pf = 39.01 kips (total vertical net load) MR = (Pr,DL + Pr, LL) (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw) = 624 ft-kips (resisting moment with live load) e = 0.5 L - (MR - MO) / P = 9.41 ft (eccentricity from middle of footing) = 1.97 ksf < qb
[Satisfactory]
Where e = 9.41 ft, > (L / 6)

CHECK FOOTING CAPACITY (STRENGTH DESIGN)
Mu,R = 1.2 [Pr,DL (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw)] + 0.5 Pr, LL(L1 + a) = 749 ft-kips Mu,o = 1.4 [F(h + D) + M] = 514 ft-kips
Pu = 1.2 (Pr,DL + Pf + Pw ) + 0.5 Pr, LL = 47 kips
eu = 0.5L - (Mu,R - Mu,O) / Pu = 10.97 ft

3.11 ksf
(cont'd)

BENDING MOMENT & SHEAR AT EACH FOOTING SECTION
Footing Design of Shear Wall Based on ACI 318-14
6 1
, 6
2 , 3 (0.5 ) 6
MAX
e P
L L for e
q BL
PL for e B Le
§·¨¸ ° ©¹ ° d ®
°
° !
¯
,
6 1
, 6
2 , 3 (0.5 ) 6
u
u
u
u MAX
u
u
u
e P L L for e q BL
P L for e BL e
§·¨¸ ° ©¹ ° d ®
°
° !
¯
130 of 179 7.j.2
Packet Pg. 1365 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
SW FTG Line C
Engineer: KNC
10/27/2020
San Carlos FS 16
Section 0 1/10 L 2/10 L 3/10 L 4/10 L 5/10 L 6/10 L 7/10 L 8/10 L 9/10 L L Xu (ft) 0 3.20 6.40 9.60 12.80 16.00 19.20 22.40 25.60 28.80 32.00 Pu,w (klf) 0.0 3.7 3.0 2.3 1.5 0.8 0.1 -0.6 -1.4 -2.1 0.0 Mu,w (ft-k) 0 -10 -56 -133 -233 -349 -473 -599 -717 -822 -906 Vu,w (kips) 0 -9 -20 -28 -34 -38 -39 -39 -35 -30 -25
Pu,f (ksf) 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3
Mu,f (ft-k) 0 -4 -14 -32 -57 -89 -128 -175 -228 -289 -356 Vu,f (kips) 0 -2 -4 -7 -9 -11 -13 -16 -18 -20 -22
qu (ksf) -3.1 -2.4 -1.8 -1.1 -0.5 0.0 0.0 0.0 0.0 0.0 0.0 Mu,q (ft-k) 0 30 109 225 365 514 664 813 963 1113 1263
Vu,q (kips) 0 18 31 41 46 47 47 47 47 47 47
6Mu (ft-k) 0 16 39 61 75 76 62 40 18 2 0
6Vu (kips) 0 7 7 6 3 -2 -6 -7 -6 -3 0
Location Mu,max d (in) UreqD UprovD Vu,max IVc = 2 Ib d (fc')0.5 Top Longitudinal 0 ft-k 20.69 0.0000 0.0000 7 kips 41 kips Bottom Longitudinal 76 ft-k 20.69 0.0017 0.0019 7 kips 41 kips Bottom Transverse 0 ft-k / ft 20.19 0.0000 0.0000 0 kips / ft 20 kips / ft Where U min = 0.0018
U tot = 0.0019

0.0155 [Satisfactory]
'
2 ' 0.85 1 1

0.383
u
c
c
y
M f bd f
f U
§·¨¸ ¨¸©¹
0 20
40 60
80 M
-10
0 10
V
'
1 0.85
MAX
f cu
f y ut
E H U HH
131 of 179 7.j.2
Packet Pg. 1366 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
----------ANCHORAGE-----------
Engineer: KNC
10/27/2020
San Carlos FS 16

ANCHORAGE
132 of 179 7.j.2
Packet Pg. 1367 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
Switchboard
Engineer: KNC
10/27/2020
San Carlos FS 16
CBC 2019, ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA Soil Site Class D Table 20.3-1
Response Spectral Acc. (0.2 sec) Ss = 1.990g = 199.00%g Figure 22-1, 22-3, 22-5, and 22-6 Response Spectral Acc.( 1.0 sec) S1 = 0.825g = 82.50%g Figure 22-2, 22-4, 22-5, and 22-6 Site Coefficient Fa = 1.000 Table 11.4-1
Site Coefficient Fv = 1.700 Table 11.4-2
Max Considered Earthquake Acc. SMS =Fa.Ss = 1.990 (11.4-1) Max Considered Earthquake Acc. SM1 =Fv.S1 = 1.403 (11.4-2) @ 5% Damped Design SDS = 2/3(SMS) = 1.327 (11.4-3)
SD1 = 2/3(SM1) = 0.935 (11.4-4)
EQUIPMENT: Description =
Wp = 2159.0 lbs
Anchored to Concrete and using :o for anchorage = YES T-13.5-1 or 13.6-1 footnote C Supplement No. 1 Vibration Isolators with air gap > 0.25" = NO
FORCE:

Fp = 0.4apSDSWp(1+2z/h) SDS = 1.327
(Rp/Ip) (13.3-1)
ap = 2.5 Rp = 6.0 T-13.5-1 or 13.6-1
:o = 2.0 T-13.5-1 or 13.6-1 Supplement No. 1
Ip = 1.5 13.1.3
z = 0 ft h = 27 ft Omega Fp = 0.663 Wp
Max Fp = 1.6SDSIpWp
:R 6.368Wp (13.3-2)
Min Fp = 0.3SDSIpWp
:R 1.194Wp (13.3-3)
Fp = 1.194 Wp (13.4.2a)
Fp = 2.578 Kips Fp (ASD) = 1.804 Kips
Vertical Component of Seismic = +/- 0.2SDSWp = 0.265Wp 0.573 Kips Vertical Component of Seismic (ASD) = +/- 0.14SDSWp = 0.186Wp 0.401 Kips OVERTURNING FORCES: Method: LRFD
Distance between anchors, b = 21 in
Height, h = 91.5 in
Frame base, a = 1 in
C.G., x = a + h/2 = 46.75 in
Mo = Fpx = 120.514 kip-in
Mra = Wp(0.9-0.2SDS)b/2 = 14.388 kip-in
Mrb = Wp(1.2+0.2SDS)b/2 = 33.218 kip-in
Tp - MAX = (Mo-Mra)/b = 5.054 kips
Cp - MAX = (Mo+Mrb)/b = 7.321 kips

13.3 Seismic Demands on Nonstructural Components
SwitchBoard
b
x
Tp Cp
Fp
Wp
a
h
133 of 179 7.j.2
Packet Pg. 1368 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
Switchboard
Engineer: KNC
10/27/2020
San Carlos FS 16
ANCHORS: Anchor Type =
Anchors per side, N = 6
T = Tp/N 0.842 kips
V = Fp/2/N 0.215 kips
1/2"I Exp Anchor
Ignore anchors at
the short side
Anchors at the uplift side are
checked for combined T & V
134 of 179 7.j.2
Packet Pg. 1369 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) General Footing
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Switchboard Slab
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 27 OCT 2020, 5:52PM
Project Descr:

Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Material Properties Soil Design Values

3.0 Analysis Settings
ksi 250.0
No
Allowable Soil Bearing = ksf
=

3.0 60.0
3,122.02
150.0 = 0.30
Flexure = 0.90
Shear =
M Values

0.00180

0.670
Soil Passive Resistance (for Sliding)

8.50 ft
= Pedestal dimensions...
px : parallel to X-X Axis 24.0 in
pz : parallel to Z-Z Axis 91.50 in
Height =
=

46.750 in
Footing Thickness
=
= 8.0 in
Rebar Centerline to Edge of Concrete... at Bottom of footing = in 3.0 Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
4 Number of Bars =
8 Bars parallel to Z-Z Axis
Reinforcing Bar Size = 4
Number of Bars = 4
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
Bars along X-X Axis
# Bars required within zone 58.3 %
# Bars required on each side of zone 41.7 %
Applied Loads

1.50 D Lr
ksf
LS
P : Column Load
OB : Overburden =
k
WE
M-zz
V-x
=
= 1.30 k
V-z 1.30 k
M-xx =
= k-ft
k-ft
H
=
135 of 179 7.j.2
Packet Pg. 1370 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) General Footing
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Switchboard Slab
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

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Printed: 27 OCT 2020, 5:52PM
Project Descr:

PASS 1.410 Sliding - X-X 0.910 k 1.283 k +0.60D+0.70E
PASS 1.102 Sliding - Z-Z 0.910 k 1.003 k +0.60D+0.70E
DESIGN SUMMARY Design OK
Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.3323 Soil Bearing 0.9968 ksf 3.0 ksf +0.60D+0.70E about Z-Z axis PASS 2.752 Overturning - X-X 4.152 k-ft 11.425 k-ft +0.60D+0.70E PASS 1.133 Overturning - Z-Z 4.152 k-ft 4.704 k-ft +0.60D+0.70E PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.04855 Z Flexure (+X) 0.1980 k-ft/ft 4.079 k-ft/ft +0.90D+E PASS 0.008301 Z Flexure (-X) 0.03386 k-ft/ft 4.079 k-ft/ft +1.20D+E PASS 0.003817 X Flexure (+Z) 0.01875 k-ft/ft 4.912 k-ft/ft +1.20D+E PASS 0.001734 X Flexure (-Z) 0.008519 k-ft/ft 4.912 k-ft/ft +0.90D+E PASS 0.05723 1-way Shear (+X) 4.702 psi 82.158 psi +0.90D+E PASS 0.008551 1-way Shear (-X) 0.7026 psi 82.158 psi +1.20D+E PASS n/a 1-way Shear (+Z) 0.0 psi 82.158 psi n/a
PASS n/a 1-way Shear (-Z) 0.0 psi 82.158 psi n/a
PASS 0.006618 2-way Punching 0.7603 psi 114.891 psi +0.90D+E Detailed Results
Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing
Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 3.0 n/a n/a 0.0 0.1506 0.1506 n/a 0.050
X-X, +0.60D 3.0 n/a n/a 0.0 0.09036 0.09036 n/a 0.030
X-X, +D+0.70E 3.0 n/a n/a 11.120 0.05307 0.2481 n/a 0.083 X-X, +D+0.5250E 3.0 n/a n/a 8.340 0.07745 0.2237 n/a 0.075 X-X, +0.60D+0.70E 3.0 n/a n/a 18.534 0.0 0.1883 n/a 0.063 Z-Z, D Only 3.0 0.1506 0.0 n/a n/a n/a 0.1506 0.050
Z-Z, +0.60D 3.0 0.09036 0.0 n/a n/a n/a 0.09036 0.030
Z-Z, +D+0.70E 3.0 0.0 11.120 n/a n/a n/a 0.4238 0.141
Z-Z, +D+0.5250E 3.0 0.0 8.340 n/a n/a n/a 0.3312 0.110
Z-Z, +0.60D+0.70E 3.0 0.0 18.534 n/a n/a n/a 0.9968 0.332 Rotation Axis &
Overturning Stability
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, D Only None 0.0 k-ft Infinity OK
X-X, +0.60D None 0.0 k-ft Infinity OK
X-X, +D+0.70E 4.152 k-ft 19.041 k-ft 4.586 OK
X-X, +D+0.5250E 3.114 k-ft 19.041 k-ft 6.115 OK
X-X, +0.60D+0.70E 4.152 k-ft 11.425 k-ft 2.752 OK
Z-Z, D Only None 0.0 k-ft Infinity OK
Z-Z, +0.60D None 0.0 k-ft Infinity OK
Z-Z, +D+0.70E 4.152 k-ft 7.841 k-ft 1.888 OK
Z-Z, +D+0.5250E 3.114 k-ft 7.841 k-ft 2.518 OK
Z-Z, +0.60D+0.70E 4.152 k-ft 4.704 k-ft 1.133 OK
Force Application Axis
Sliding Stability All units k
Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, D Only 0.0 k 1.821 k No Sliding OK
X-X, +0.60D 0.0 k 1.283 k No Sliding OK
X-X, +D+0.70E 0.910 k 1.821 k 2.001 OK
X-X, +D+0.5250E 0.6825 k 1.821 k 2.668 OK
X-X, +0.60D+0.70E 0.910 k 1.283 k 1.410 OK
Z-Z, D Only 0.0 k 1.540 k No Sliding OK
Z-Z, +0.60D 0.0 k 1.003 k No Sliding OK
Z-Z, +D+0.70E 0.910 k 1.540 k 1.693 OK
Z-Z, +D+0.5250E 0.6825 k 1.540 k 2.257 OK
Z-Z, +0.60D+0.70E 0.910 k 1.003 k 1.102 OK
136 of 179 7.j.2
Packet Pg. 1371 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) General Footing
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Switchboard Slab
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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
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Printed: 27 OCT 2020, 5:52PM
Project Descr:

Flexure Axis & Load Combination in^2 in^2 in^2 k-ft
As Req'd
Footing Flexure
Tension
k-ft
Actual As Status Mu Side
Surface
Gvrn. As Phi*Mn
X-X, +1.40D 0.006725 +Z Bottom 0.1728 Min Temp % 0.2286 4.912 OK X-X, +1.40D 0.006725 -Z Bottom 0.1728 Min Temp % 0.2286 4.912 OK X-X, +1.20D 0.005764 +Z Bottom 0.1728 Min Temp % 0.2286 4.912 OK X-X, +1.20D 0.005764 -Z Bottom 0.1728 Min Temp % 0.2286 4.912 OK X-X, +0.90D 0.004323 +Z Bottom 0.1728 Min Temp % 0.2286 4.912 OK X-X, +0.90D 0.004323 -Z Bottom 0.1728 Min Temp % 0.2286 4.912 OK X-X, +1.20D+E 0.01875 +Z Bottom 0.1728 Min Temp % 0.2286 4.912 OK X-X, +1.20D+E 0.007224 -Z Top 0.1728 Min Temp % 0.2286 4.912 OK X-X, +0.90D+E 0.01732 +Z Bottom 0.1728 Min Temp % 0.2286 4.912 OK X-X, +0.90D+E 0.008519 -Z Top 0.1728 Min Temp % 0.2286 4.912 OK Z-Z, +1.40D 0.01977 -X Bottom 0.1728 Min Temp % 0.1882 4.079 OK Z-Z, +1.40D 0.01977 +X Bottom 0.1728 Min Temp % 0.1882 4.079 OK Z-Z, +1.20D 0.01695 -X Bottom 0.1728 Min Temp % 0.1882 4.079 OK Z-Z, +1.20D 0.01695 +X Bottom 0.1728 Min Temp % 0.1882 4.079 OK Z-Z, +0.90D 0.01271 -X Bottom 0.1728 Min Temp % 0.1882 4.079 OK Z-Z, +0.90D 0.01271 +X Bottom 0.1728 Min Temp % 0.1882 4.079 OK Z-Z, +1.20D+E 0.03386 -X Top 0.1728 Min Temp % 0.1882 4.079 OK Z-Z, +1.20D+E 0.1258 +X Bottom 0.1728 Min Temp % 0.1882 4.079 OK Z-Z, +0.90D+E 0.02540 -X Top 0.1728 Min Temp % 0.1882 4.079 OK Z-Z, +0.90D+E 0.1980 +X Bottom 0.1728 Min Temp % 0.1882 4.079 OK One Way Shear
Load Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu @ +X Phi Vn Vu / Phi*Vn Status +1.40D 0.41 psi 0.41 0.00 0.00 0.41 82.16 0.00 psi psi psi psi psi OK +1.20D 0.35 psi 0.35 0.00 0.00 0.35 82.16 0.00 psi psi psi psi psi OK +0.90D 0.26 psi 0.26 0.00 0.00 0.26 82.16 0.00 psi psi psi psi psi OK +1.20D+E 0.70 psi 2.76 0.00 0.00 2.76 82.16 0.03 psi psi psi psi psi OK +0.90D+E 0.53 psi 4.70 0.00 0.00 4.70 82.16 0.06 psi psi psi psi psi OK Vu / Phi*Vn
Two-Way "Punching" Shear All units k
Load Combination... Vu Phi*Vn Status
+1.40D 0.57 114.89 0.004962 psi psi OK
+1.20D 0.49 114.89 0.004254 psi psi OK
+0.90D 0.37 114.89 0.00319 psi psi OK
+1.20D+E 0.62 114.89 0.005435 psi psi OK
+0.90D+E 0.76 114.89 0.006618 psi psi OK
137 of 179 7.j.2
Packet Pg. 1372 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

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Date:
1 10/27/2020
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ - SS 304 1/2 (3 1/4) Effective embedment depth: hef,act = 3.250 in., hnom = 3.625 in.

Material: AISI 304
Evaluation Service Report: ESR-1917
Issued I Valid: 5/1/2019 | 5/1/2021
Proof: Design method ACI 318-14 / Mech.

Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.

Anchor plate: lx x ly x t = 2.000 in. x 2.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: no profile
Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 6.000 in.

Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c))

R - The anchor calculation is based on a rigid anchor plate assumption.

Geometry [in.] & Loading [lb, in.lb]
138 of 179 7.j.2
Packet Pg. 1373 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

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Date:
2 10/27/2020
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y 1 842 304 215 215
max. concrete compressive strain: - [‰]
max. concrete compressive stress: - [psi]
resulting tension force in (x/y)=(0.000/0.000): 842 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb]

Anchor forces are calculated based on the assumption of a rigid anchor plate.

Tension
1 x
y
3 Tension load
Load Nua [lb] Capacity INn [lb] Utilization EN = Nua/INn Status Steel Strength* 842 8,665 10 OK
Pullout Strength* N/A N/A N/A N/A
Concrete Breakout Strength** 842 2,660 32 OK
* anchor having the highest loading **anchor group (anchors in tension)

3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-1917
I Nsa Nua ACI 318-14 Table 17.3.1.1
Variables
Ase,N [in.2] futa [psi]

0.10 115,000
Calculations
Nsa [lb]
11,554
Results
Nsa [lb] Isteel Inonductile I Nsa [lb] Nua [lb]
11,554 0.750 1.000 8,665 842
139 of 179 7.j.2
Packet Pg. 1374 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

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3 10/27/2020

3.2 Concrete Breakout Strength
Ncb = (
ANc
ANc0) \ed,N \c,N \cp,N Nb ACI 318-14 Eq. (17.4.2.1a) I Ncb Nua ACI 318-14 Table 17.3.1.1
ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2
ef ACI 318-14 Eq. (17.4.2.1c)
\ec,N = ( 1
1 + 2 e'
N
3 hef
) 1.0 ACI 318-14 Eq. (17.4.2.4)
\ed,N = 0.7 + 0.3 (
ca,min

1.5hef) 1.0 ACI 318-14 Eq. (17.4.2.5b)
\cp,N = MAX(
ca,min
cac
,

1.5hef
cac ) 1.0 ACI 318-14 Eq. (17.4.2.7b)
Nb = kc Oa ¥f
'
c h1.5
ef ACI 318-14 Eq. (17.4.2.2a)
Variables
hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] \c,N

3.250 0.000 0.000 6.000 1.000
cac [in.] kc Oa f
'
c [psi]

7.500 17 1.000 3,000
Calculations
ANc [in.2] ANc0 [in.2
] \ec1,N \ec2,N \ed,N \cp,N Nb [lb]

95.06 95.06 1.000 1.000 1.000 1.000 5,455
Results
Ncb [lb] Iconcrete Iseismic Inonductile I Ncb [lb] Nua [lb] 5,455 0.650 0.750 1.000 2,660 842
140 of 179 7.j.2
Packet Pg. 1375 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

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Date:
4 10/27/2020
4 Shear load
Load Vua [lb] Capacity IVn [lb] Utilization EV = Vua/IVn Status Steel Strength* 304 4,472 7 OK
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength** 304 7,638 4 OK
Concrete edge failure in direction x+** 304 2,208 14 OK * anchor having the highest loading **anchor group (relevant anchors)

4.1 Steel Strength
Vsa,eq = ESR value refer to ICC-ES ESR-1917
I Vsteel Vua ACI 318-14 Table 17.3.1.1
Variables
Ase,V [in.2] futa [psi] DV,seis

0.10 115,000 1.000
Calculations
Vsa,eq [lb]
6,880
Results
Vsa,eq [lb] Isteel Inonductile I Vsa [lb] Vua [lb]
6,880 0.650 1.000 4,472 304

4.2 Pryout Strength
Vcp = kcp [( ANc
ANc0) \ed,N \c,N \cp,N Nb] ACI 318-14 Eq. (17.5.3.1a) I Vcp Vua ACI 318-14 Table 17.3.1.1
ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2
ef ACI 318-14 Eq. (17.4.2.1c)
\ec,N = ( 1
1 + 2 e'
N
3 hef
) 1.0 ACI 318-14 Eq. (17.4.2.4)
\ed,N = 0.7 + 0.3 (
ca,min

1.5hef) 1.0 ACI 318-14 Eq. (17.4.2.5b)
\cp,N = MAX(
ca,min
cac
,

1.5hef
cac ) 1.0 ACI 318-14 Eq. (17.4.2.7b)
Nb = kc Oa ¥f
'
c h1.5
ef ACI 318-14 Eq. (17.4.2.2a)
Variables
kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.]
2 3.250 0.000 0.000 6.000
\c,N cac [in.] kc Oa f
'
c [psi]

1.000 7.500 17 1.000 3,000
Calculations
ANc [in.2] ANc0 [in.2
] \ec1,N \ec2,N \ed,N \cp,N Nb [lb]

95.06 95.06 1.000 1.000 1.000 1.000 5,455
Results
Vcp [lb] Iconcrete Iseismic Inonductile I Vcp [lb] Vua [lb] 10,911 0.700 1.000 1.000 7,638 304
141 of 179 7.j.2
Packet Pg. 1376 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

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Date:
5 10/27/2020

4.3 Concrete edge failure in direction x+
Vcb = (
AVc
AVc0) \ed,V \c,V \h,V \parallel,V Vb ACI 318-14 Eq. (17.5.2.1a) I Vcb Vua ACI 318-14 Table 17.3.1.1
AVc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) AVc0 = 4.5 c2
a1 ACI 318-14 Eq. (17.5.2.1c)
\ec,V = ( 1
1 + 2e'
v
3ca1
) 1.0 ACI 318-14 Eq. (17.5.2.5)
\ed,V = 0.7 + 0.3( ca2

1.5ca1) 1.0 ACI 318-14 Eq. (17.5.2.6b)
\h,V = ¥1.5ca1
ha
1.0 ACI 318-14 Eq. (17.5.2.8)
Vb = (7 (
le
da
)

0.2 ¥da) Oa ¥f
'
c c1.5
a1 ACI 318-14 Eq. (17.5.2.2a)
Variables
ca1 [in.] ca2 [in.] ecV [in.] \c,V ha [in.]

4.000 6.000 0.000 1.000 6.000
le [in.] Oa da [in.] f
'
c [psi] \parallel,V

3.250 1.000 0.500 3,000 1.000
Calculations
AVc [in.2] AVc0 [in.2
] \ec,V \ed,V \h,V Vb [lb]

72.00 72.00 1.000 1.000 1.000 3,154
Results
Vcb [lb] Iconcrete Iseismic Inonductile I Vcb [lb] Vua [lb] 3,154 0.700 1.000 1.000 2,208 304
5 Combined tension and shear loads
EN EV ] Utilization EN,V [%] Status

0.317 0.138 5/3 19 OK
ENV = E]
N + E]V <= 1
142 of 179 7.j.2
Packet Pg. 1377 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

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Date:
6 10/27/2020
6 Warnings
• The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility!
• Condition A applies when supplementary reinforcement is used. The ĭ factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard.
• Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section

17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by Z0.
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1.

Fastening meets the design criteria!
143 of 179 7.j.2
Packet Pg. 1378 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

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Sub-Project I Pos. No.:

Date:
7 10/27/2020
Coordinates Anchor in.

Anchor x y c-x c+x c-y c+y
1 0.000 0.000 6.000 6.000 6.000 6.000
7 Installation data
Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - SS 304 1/2 (3 1/4) Profile: no profile Installation torque: 480.001 in.lb
Hole diameter in the fixture: df = 0.563 in. Hole diameter in the base material: 0.500 in.

Plate thickness (input): 0.500 in. Hole depth in the base material: 4.000 in.

Recommended plate thickness: not calculated Minimum thickness of the base material: 6.000 in.

Drilling method: Hammer drilled
Cleaning: Manual cleaning of the drilled hole according to instructions for use is required.

7.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Manual blow-out pump • Torque controlled cordless impact tool (Hilti Safeset System)
• Torque wrench
• Hammer
1 1.000 1.000

1.000 1.000
x
y

1.000 1.000

1.000 1.000
144 of 179 7.j.2
Packet Pg. 1379 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

Specifier:

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Date:
8 10/27/2020
8 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.

Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.

Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 145 of 179 7.j.2
Packet Pg. 1380 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
Generator
Engineer: KNC
10/27/2020
San Carlos FS 16
CBC 2019, ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA Soil Site Class D Table 20.3-1
Response Spectral Acc. (0.2 sec) Ss = 1.990g = 199.00%g Figure 22-1, 22-3, 22-5, and 22-6 Response Spectral Acc.( 1.0 sec) S1 = 0.825g = 82.50%g Figure 22-2, 22-4, 22-5, and 22-6 Site Coefficient Fa = 1.000 Table 11.4-1
Site Coefficient Fv = 1.700 Table 11.4-2
Max Considered Earthquake Acc. SMS =Fa.Ss = 1.990 (11.4-1) Max Considered Earthquake Acc. SM1 =Fv.S1 = 1.403 (11.4-2) @ 5% Damped Design SDS = 2/3(SMS) = 1.327 (11.4-3)
SD1 = 2/3(SM1) = 0.935 (11.4-4)
EQUIPMENT: Description =
Wp = 8006.0 lbs
Anchored to Concrete and using :o for anchorage = YES T-13.5-1 or 13.6-1 footnote C Supplement No. 1 Vibration Isolators with air gap > 0.25" = NO
FORCE:

Fp = 0.4apSDSWp(1+2z/h) SDS = 1.327
(Rp/Ip) (13.3-1)
ap = 1.0 Rp = 2.5 T-13.5-1 or 13.6-1
:o = 2.0 T-13.5-1 or 13.6-1 Supplement No. 1
Ip = 1.5 13.1.3
z = 0 ft h = 27 ft Omega Fp = 0.637 Wp
Max Fp = 1.6SDSIpWp
:R 6.368Wp (13.3-2)
Min Fp = 0.3SDSIpWp
:R 1.194Wp (13.3-3)
Fp = 1.194 Wp (13.4.2a)
Fp = 9.559 Kips Fp (ASD) = 6.691 Kips
Vertical Component of Seismic = +/- 0.2SDSWp = 0.265Wp 2.124 Kips Vertical Component of Seismic (ASD) = +/- 0.14SDSWp = 0.186Wp 1.487 Kips OVERTURNING FORCES: Method: LRFD
Distance between anchors, b = 45.52 in
Height, h = 89.6 in
Frame base, a = 0 in
C.G., x = a + h/2 = 44.8 in
Mo = Fpx = 428.251 kip-in
Mra = Wp(0.9-0.2SDS)b/2 = 115.647 kip-in
Mrb = Wp(1.2+0.2SDS)b/2 = 267.008 kip-in
Tp - MAX = (Mo-Mra)/b = 6.867 kips
Cp - MAX = (Mo+Mrb)/b = 15.274 kips

13.3 Seismic Demands on Nonstructural Components
Generator
b
x
Tp Cp
Fp
Wp
a
h
146 of 179 7.j.2
Packet Pg. 1381 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
Generator
Engineer: KNC
10/27/2020
San Carlos FS 16
ANCHORS: Anchor Type =
Anchors per side, N = 8
T = Tp/N 0.858 kips
V = Fp/2/N 0.597 kips
3/4"I Exp Anchor
Ignore anchors at
the short side
Anchors at the uplift side are
checked for combined T & V
147 of 179 7.j.2
Packet Pg. 1382 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) General Footing
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Generator Slab
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 6 OCT 2020, 2:07PM
Project Descr:

Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Material Properties Soil Design Values

3.0 Analysis Settings
ksi 250.0
No
Allowable Soil Bearing = ksf
=

3.0 60.0
3,122.02
150.0 = 0.30
Flexure = 0.90
Shear =
M Values

0.00180

1.0 Soil Passive Resistance (for Sliding)

13.0 ft
= Pedestal dimensions...
px : parallel to X-X Axis 46.0 in
pz : parallel to Z-Z Axis 135.0 in
Height =
=

45.0 in
Footing Thickness
=
= 12.0 in
Rebar Centerline to Edge of Concrete... at Bottom of footing = in 3.0 Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
4 Number of Bars =
18 Bars parallel to Z-Z Axis
Reinforcing Bar Size = 4
Number of Bars = 9
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
Bars along X-X Axis
# Bars required within zone 63.2 %
# Bars required on each side of zone 36.8 %
Applied Loads

8.0 D Lr
ksf
LS
P : Column Load
OB : Overburden =
k
WE
M-zz
V-x
=
= 4.80 k
V-z 4.80 k
M-xx =
= k-ft
k-ft
H
=
148 of 179 7.j.2
Packet Pg. 1383 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) General Footing
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Generator Slab
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 6 OCT 2020, 2:07PM
Project Descr:

PASS 1.539 Sliding - X-X 3.360 k 5.171 k +0.60D+0.70E
PASS 1.279 Sliding - Z-Z 3.360 k 4.296 k +0.60D+0.70E
DESIGN SUMMARY Design OK
Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.1517 Soil Bearing 0.4551 ksf 3.0 ksf +D+0.70E about Z-Z axis PASS 4.814 Overturning - X-X 15.960 k-ft 76.830 k-ft +0.60D+0.70E PASS 2.222 Overturning - Z-Z 15.960 k-ft 35.460 k-ft +0.60D+0.70E PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.02051 Z Flexure (+X) 0.2231 k-ft/ft 10.877 k-ft/ft +1.20D+E PASS 0.007746 Z Flexure (-X) 0.08426 k-ft/ft 10.877 k-ft/ft +1.40D PASS 0.008191 X Flexure (+Z) 0.09627 k-ft/ft 11.753 k-ft/ft +1.20D+E PASS 0.004669 X Flexure (-Z) 0.05488 k-ft/ft 11.753 k-ft/ft +1.40D PASS 0.01614 1-way Shear (+X) 1.326 psi 82.158 psi +1.20D+E PASS 0.006154 1-way Shear (-X) 0.5056 psi 82.158 psi +1.20D+E PASS 0.003760 1-way Shear (+Z) 0.3089 psi 82.158 psi +1.20D+E PASS 0.002104 1-way Shear (-Z) 0.1728 psi 82.158 psi +1.40D PASS 0.007883 2-way Punching 0.9405 psi 119.315 psi +1.40D Detailed Results
Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing
Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 3.0 n/a n/a 0.0 0.2526 0.2526 n/a 0.084
X-X, +0.60D 3.0 n/a n/a 0.0 0.1515 0.1515 n/a 0.051
X-X, +D+0.70E 3.0 n/a n/a 9.722 0.1591 0.3461 n/a 0.115 X-X, +D+0.5250E 3.0 n/a n/a 7.291 0.1824 0.3227 n/a 0.108 X-X, +0.60D+0.70E 3.0 n/a n/a 16.203 0.05805 0.2450 n/a 0.082 Z-Z, D Only 3.0 0.2526 0.0 n/a n/a n/a 0.2526 0.084
Z-Z, +0.60D 3.0 0.1515 0.0 n/a n/a n/a 0.1515 0.051
Z-Z, +D+0.70E 3.0 0.050 9.722 n/a n/a n/a 0.4551 0.152
Z-Z, +D+0.5250E 3.0 0.1006 7.291 n/a n/a n/a 0.4045 0.135 Z-Z, +0.60D+0.70E 3.0 0.0 16.203 n/a n/a n/a 0.3652 0.122 Rotation Axis &
Overturning Stability
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, D Only None 0.0 k-ft Infinity OK
X-X, +0.60D None 0.0 k-ft Infinity OK
X-X, +D+0.70E 15.960 k-ft 128.050 k-ft 8.023 OK
X-X, +D+0.5250E 11.970 k-ft 128.050 k-ft 10.698 OK
X-X, +0.60D+0.70E 15.960 k-ft 76.830 k-ft 4.814 OK
Z-Z, D Only None 0.0 k-ft Infinity OK
Z-Z, +0.60D None 0.0 k-ft Infinity OK
Z-Z, +D+0.70E 15.960 k-ft 59.10 k-ft 3.703 OK
Z-Z, +D+0.5250E 11.970 k-ft 59.10 k-ft 4.937 OK
Z-Z, +0.60D+0.70E 15.960 k-ft 35.460 k-ft 2.222 OK
Force Application Axis
Sliding Stability All units k
Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, D Only 0.0 k 7.535 k No Sliding OK
X-X, +0.60D 0.0 k 5.171 k No Sliding OK
X-X, +D+0.70E 3.360 k 7.535 k 2.243 OK
X-X, +D+0.5250E 2.520 k 7.535 k 2.990 OK
X-X, +0.60D+0.70E 3.360 k 5.171 k 1.539 OK
Z-Z, D Only 0.0 k 6.660 k No Sliding OK
Z-Z, +0.60D 0.0 k 4.296 k No Sliding OK
Z-Z, +D+0.70E 3.360 k 6.660 k 1.982 OK
Z-Z, +D+0.5250E 2.520 k 6.660 k 2.643 OK
Z-Z, +0.60D+0.70E 3.360 k 4.296 k 1.279 OK
149 of 179 7.j.2
Packet Pg. 1384 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) General Footing
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Generator Slab
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 6 OCT 2020, 2:07PM
Project Descr:

Flexure Axis & Load Combination in^2 in^2 in^2 k-ft
As Req'd
Footing Flexure
Tension
k-ft
Actual As Status Mu Side
Surface
Gvrn. As Phi*Mn
X-X, +1.40D 0.05488 +Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X-X, +1.40D 0.05488 -Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X-X, +1.20D 0.04704 +Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X-X, +1.20D 0.04704 -Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X-X, +0.90D 0.03528 +Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X-X, +0.90D 0.03528 -Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X-X, +1.20D+E 0.09627 +Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X-X, +1.20D+E 0.002190 -Z Top 0.2592 Min Temp % 0.30 11.753 OK X-X, +0.90D+E 0.08451 +Z Bottom 0.2592 Min Temp % 0.30 11.753 OK X-X, +0.90D+E 0.01395 -Z Top 0.2592 Min Temp % 0.30 11.753 OK Z-Z, +1.40D 0.08426 -X Bottom 0.2592 Min Temp % 0.2769 10.877 OK Z-Z, +1.40D 0.08426 +X Bottom 0.2592 Min Temp % 0.2769 10.877 OK Z-Z, +1.20D 0.07222 -X Bottom 0.2592 Min Temp % 0.2769 10.877 OK Z-Z, +1.20D 0.07222 +X Bottom 0.2592 Min Temp % 0.2769 10.877 OK Z-Z, +0.90D 0.05417 -X Bottom 0.2592 Min Temp % 0.2769 10.877 OK Z-Z, +0.90D 0.05417 +X Bottom 0.2592 Min Temp % 0.2769 10.877 OK Z-Z, +1.20D+E 0.07863 -X Top 0.2592 Min Temp % 0.2769 10.877 OK Z-Z, +1.20D+E 0.2231 +X Bottom 0.2592 Min Temp % 0.2769 10.877 OK Z-Z, +0.90D+E 0.07902 -X Top 0.2592 Min Temp % 0.2769 10.877 OK Z-Z, +0.90D+E 0.2102 +X Bottom 0.2592 Min Temp % 0.2769 10.877 OK One Way Shear
Load Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu @ +X Phi Vn Vu / Phi*Vn Status +1.40D 0.48 psi 0.48 0.17 0.17 0.48 82.16 0.01 psi psi psi psi psi OK +1.20D 0.41 psi 0.41 0.15 0.15 0.41 82.16 0.00 psi psi psi psi psi OK +0.90D 0.31 psi 0.31 0.11 0.11 0.31 82.16 0.00 psi psi psi psi psi OK +1.20D+E 0.51 psi 1.33 0.01 0.31 1.33 82.16 0.02 psi psi psi psi psi OK +0.90D+E 0.45 psi 1.26 0.05 0.27 1.26 82.16 0.02 psi psi psi psi psi OK Vu / Phi*Vn
Two-Way "Punching" Shear All units k
Load Combination... Vu Phi*Vn Status
+1.40D 0.94 119.32 0.007883 psi psi OK
+1.20D 0.81 119.32 0.006757 psi psi OK
+0.90D 0.60 119.32 0.005067 psi psi OK
+1.20D+E 0.81 119.32 0.006757 psi psi OK
+0.90D+E 0.65 119.32 0.005419 psi psi OK
150 of 179 7.j.2
Packet Pg. 1385 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

Specifier:

Address:

Phone I Fax:

E-Mail:
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Page:

Project:

Sub-Project I Pos. No.:

Date:
1 10/27/2020
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ - SS 304 3/4 (4 3/4) Effective embedment depth: hef,act = 4.750 in., hnom = 5.563 in.

Material: AISI 304
Evaluation Service Report: ESR-1917
Issued I Valid: 5/1/2019 | 5/1/2021
Proof: Design method ACI 318-14 / Mech.

Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.

Anchor plate: lx x ly x t = 3.000 in. x 3.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: no profile
Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 12.000 in.

R - The anchor calculation is based on a rigid anchor plate assumption.

Geometry [in.] & Loading [lb, in.lb]
151 of 179 7.j.2
Packet Pg. 1386 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

Specifier:

Address:

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Date:
2 10/27/2020
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y 1 858 844 597 597
max. concrete compressive strain: - [‰]
max. concrete compressive stress: - [psi]
resulting tension force in (x/y)=(0.000/0.000): 858 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb]

Anchor forces are calculated based on the assumption of a rigid anchor plate.

Tension
1 x
y
3 Tension load
Load Nua [lb] Capacity INn [lb] Utilization EN = Nua/INn Status Steel Strength* 858 18,041 5 OK
Pullout Strength* N/A N/A N/A N/A
Concrete Breakout Strength** 858 4,699 19 OK
* anchor having the highest loading **anchor group (anchors in tension)

3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-1917
I Nsa Nua ACI 318-14 Table 17.3.1.1
Variables
Ase,N [in.2] futa [psi]

0.24 101,500
Calculations
Nsa [lb]
24,055
Results
Nsa [lb] Isteel Inonductile I Nsa [lb] Nua [lb]
24,055 0.750 1.000 18,041 858
152 of 179 7.j.2
Packet Pg. 1387 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

Specifier:

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Date:
3 10/27/2020

1.5hef) 1.0 ACI 318-14 Eq. (17.4.2.5b)
\cp,N = MAX(
ca,min
cac
,

1.5hef
cac ) 1.0 ACI 318-14 Eq. (17.4.2.7b)
Nb = kc Oa ¥f
'
c h1.5
ef ACI 318-14 Eq. (17.4.2.2a)
Variables
hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] \c,N

4.750 0.000 0.000 12.000 1.000
cac [in.] kc Oa f
'
c [psi]

9.000 17 1.000 3,000
Calculations
ANc [in.2] ANc0 [in.2
] \ec1,N \ec2,N \ed,N \cp,N Nb [lb]
203.06 203.06 1.000 1.000 1.000 1.000 9,639
Results
Ncb [lb] Iconcrete Iseismic Inonductile I Ncb [lb] Nua [lb] 9,639 0.650 0.750 1.000 4,699 858
153 of 179 7.j.2
Packet Pg. 1388 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

Specifier:

Address:

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Sub-Project I Pos. No.:

Date:
4 10/27/2020
4 Shear load
Load Vua [lb] Capacity IVn [lb] Utilization EV = Vua/IVn Status Steel Strength* 844 8,379 11 OK
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength** 844 13,495 7 OK
Concrete edge failure in direction x+** 844 7,608 12 OK * anchor having the highest loading **anchor group (relevant anchors)

4.1 Steel Strength
Vsa,eq = ESR value refer to ICC-ES ESR-1917
I Vsteel Vua ACI 318-14 Table 17.3.1.1
Variables
Ase,V [in.2] futa [psi] DV,seis

0.24 101,500 0.820
Calculations
Vsa,eq [lb]
12,890
Results
Vsa,eq [lb] Isteel Inonductile I Vsa [lb] Vua [lb]
12,890 0.650 1.000 8,379 844

1.5hef) 1.0 ACI 318-14 Eq. (17.4.2.5b)
\cp,N = MAX(
ca,min
cac
,

1.5hef
cac ) 1.0 ACI 318-14 Eq. (17.4.2.7b)
Nb = kc Oa ¥f
'
c h1.5
ef ACI 318-14 Eq. (17.4.2.2a)
Variables
kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.]
2 4.750 0.000 0.000 12.000
\c,N cac [in.] kc Oa f
'
c [psi]

1.000 9.000 17 1.000 3,000
Calculations
ANc [in.2] ANc0 [in.2
] \ec1,N \ec2,N \ed,N \cp,N Nb [lb]
203.06 203.06 1.000 1.000 1.000 1.000 9,639
Results
Vcp [lb] Iconcrete Iseismic Inonductile I Vcp [lb] Vua [lb] 19,279 0.700 1.000 1.000 13,495 844
154 of 179 7.j.2
Packet Pg. 1389 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

Specifier:

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Date:
5 10/27/2020

1.5ca1) 1.0 ACI 318-14 Eq. (17.5.2.6b)
\h,V = ¥1.5ca1
ha
1.0 ACI 318-14 Eq. (17.5.2.8)
Vb = (7 (
le
da
)

0.2 ¥da) Oa ¥f
'
c c1.5
a1 ACI 318-14 Eq. (17.5.2.2a)
Variables
ca1 [in.] ca2 [in.] ecV [in.] \c,V ha [in.]

8.000 12.000 0.000 1.000 12.000
le [in.] Oa da [in.] f
'
c [psi] \parallel,V

4.750 1.000 0.750 3,000 1.000
Calculations
AVc [in.2] AVc0 [in.2
] \ec,V \ed,V \h,V Vb [lb]
288.00 288.00 1.000 1.000 1.000 10,868
Results
Vcb [lb] Iconcrete Iseismic Inonductile I Vcb [lb] Vua [lb] 10,868 0.700 1.000 1.000 7,608 844
5 Combined tension and shear loads
EN EV ] Utilization EN,V [%] Status

0.183 0.111 5/3 9 OK
ENV = E]
N + E]V <= 1
155 of 179 7.j.2
Packet Pg. 1390 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

Specifier:

Address:

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17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by Z0.
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1.

Fastening meets the design criteria!
156 of 179 7.j.2
Packet Pg. 1391 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

Specifier:

Address:

Phone I Fax:

E-Mail:
|
Page:

Project:

Sub-Project I Pos. No.:

Date:
7 10/27/2020
Coordinates Anchor in.

Anchor x y c-x c+x c-y c+y
1 0.000 0.000 12.000 12.000 12.000 12.000
7 Installation data
Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - SS 304 3/4 (4 3/4) Profile: no profile Installation torque: 1,320.002 in.lb Hole diameter in the fixture: df = 0.813 in. Hole diameter in the base material: 0.750 in.

Plate thickness (input): 0.500 in. Hole depth in the base material: 5.750 in.

Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in.

Drilling method: Hammer drilled
Cleaning: Manual cleaning of the drilled hole according to instructions for use is required.

7.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Manual blow-out pump • Torque wrench
• Hammer
1 1.500 1.500

1.500 1.500
x
y

1.500 1.500

1.500 1.500
157 of 179 7.j.2
Packet Pg. 1392 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) www.hilti.us Profis Anchor 2.8.8
Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company:

Specifier:

Address:

Phone I Fax:

E-Mail:
|
Page:

Project:

Sub-Project I Pos. No.:

Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.

MISCELLANEOUS
159 of 179 7.j.2
Packet Pg. 1394 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
Guardrail
Engineer: KNC
10/27/2020
San Carlos FS 16
Steel Guardrail Design (ASD)
Top Rail Span = 4.5 ft
Guardrail Height = 42.5 in
Fy = 36 ksi
Top Rail
Zreq top rail = 0.13 in3
dtop rail = 1.5 in3
treq = 0.223 in3
t = 0.500 in3
ȴ = 0.16 in3
Upright (two per 200# point load)
Zreq upright = 0.22 in3
dupright = 1.5 in3
treq = 0.394 in3
t = 0.500 in3
ȴ = 0.19 in3
Weld T/C = 6.38 k
Lweld = 1.5 in
tweld, req = 4.58 /16 ths
160 of 179 7.j.2
Packet Pg. 1395 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Ladder Pipe
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 30 SEP 2020, 1:50PM
Project Descr:

CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16
Material Properties
Analysis Method :
ksi
Bending Axis : Major Axis Bending
Completely Unbraced
Load Resistance Factor Design Fy : Steel Yield : 35.0 ksi Beam Bracing : E: Modulus : 29,000.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading
Load(s) for Span Number 1
Point Load : D = 1.0 k @ 5.0 ft
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.347 : 1
Load Combination +1.40D
Span # where maximum occurs Span # 1
Location of maximum on span 5.000ft

0.7756 k
Mn * Phi : Allowable 10.631 k-ft Vn * Phi : Allowable
Section used for this span Pipe4STD
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +1.40D

27.972 k
Section used for this span Pipe4STD
Mu : Applied
Maximum Shear Stress Ratio = 0.028 : 1

0.000 ft

3.689 k-ft Vu : Applied
0 <360
615
Ratio = 0 <180
Maximum Deflection
Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.195 in Ratio = >=180
Max Upward Total Deflection 0.000 in
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length MV max Mu + Rm Vn max Mu - Mu Max Mnx Phi*Mnx Cb VuMax x Phi*Vnx +1.40D
Dsgn. L = 10.00 ft 1 0.347 0.028 3.69 3.69 11.81 10.63 1.31 1.00 0.78 31.08 27.97 +1.20D
Dsgn. L = 10.00 ft 1 0.297 0.024 3.16 3.16 11.81 10.63 1.31 1.00 0.66 31.08 27.97 +0.90D
Dsgn. L = 10.00 ft 1 0.223 0.018 2.37 2.37 11.81 10.63 1.31 1.00 0.50 31.08 27.97 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
D Only 1 0.1951 5.029 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.554 0.554
Overall MINimum 0.332 0.332
D Only 0.554 0.554
+0.60D 0.332 0.332
161 of 179 7.j.2
Packet Pg. 1396 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Ladder Post
Title Block Line 1
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using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 30 SEP 2020, 2:02PM
Project Descr:

Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Analysis Method : Wood Section Name 6x6
Overall Column Height ft 8
Allowable Stress Design
( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned
Wood Species Douglas Fir-Larch
Wood Grade No.1
Fb + 1350
1350 psi
925
625
170
675

31.21 psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1600
580
1600
580
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 5.50 in
Exact Depth 5.50 in
Area 30.250 in^2
Ix 76.255 in^4
Iy 76.255 in^4
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
1600
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bending
ksi No
Minimum
Basic
Y-Y (depth) axis :

X-X (width) axis :

Unbraced Length for buckling ABOUT X-X Axis = 8 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 8 ft, K = 1.0 Brace condition for deflection (buckling) along columns :

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 52.450 lbs * Dead Load Factor AXIAL LOADS . . .

Axial Load at 5.0 ft, Xecc = 16.0 in, D = 0.80 k
BENDING LOADS . . .

Lat. Uniform Load creating Mx-x, W = 0.0330 k/ft

DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.2430
Location of max.above base 4.993 ft
Applied Axial 0.8525 k
Applied Mx 0.0 k-ft
Load Combination D Only
Load Combination D Only
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 6.612 psi
Allowable Shear psi 153.0

0.04321 : 1 Bending Compression Tension
Location of max.above base 8.0 ft
: 1
At maximum location values are . . .

Applied My -0.6658 k-ft
Maximum SERVICE Lateral Load Reactions . .

Top along Y-Y 0.1320 k Bottom along Y-Y 0.1320 k
Governing NDS Forumla Comp + Myy, NDS Eq. 3.9-3 Top along X-X 0.1333 k Bottom along X-X 0.1333 k Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y 0.02520 in at 4.027 ft above base
for load combination : W Only
Along X-X -0.02758 in at 3.544 ft above base
Fc : Allowable 713.10 psi
Other Factors used to calculate allowable stresses . . . for load combination : D Only
162 of 179 7.j.2
Packet Pg. 1397 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Ladder C
Title Block Line 1
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using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 30 SEP 2020, 9:13AM
Project Descr:

CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16
Material Properties
Analysis Method :
ksi
Bending Axis : Major Axis Bending
Completely Unbraced
Load Resistance Factor Design Fy : Steel Yield : 36.0 ksi Beam Bracing : E: Modulus : 29,000.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading
Load(s) for Span Number 1
Point Load : D = 0.80 k @ 1.0 ft
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.043 : 1
Load Combination +1.40D
Span # where maximum occurs Span # 1
Location of maximum on span 0.000ft

1.136 k
Mn * Phi : Allowable 26.001 k-ft Vn * Phi : Allowable
Section used for this span C8x11.5
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +1.40D

34.214 k
Section used for this span C8x11.5
Mu : Applied
Maximum Shear Stress Ratio = 0.033 : 1

0.000 ft

1.128 k-ft Vu : Applied
0 <360
48930
Ratio = 0 <180
Maximum Deflection
Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.000 in Ratio = >=180
Max Upward Total Deflection 0.000 in
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length MV max Mu + Rm Vn max Mu - Mu Max Mnx Phi*Mnx Cb VuMax x Phi*Vnx +1.40D
Dsgn. L = 1.00 ft 1 0.043 0.033 -1.13 1.13 28.89 26.00 1.00 1.00 1.14 38.02 34.21 +1.20D
Dsgn. L = 1.00 ft 1 0.037 0.028 -0.97 0.97 28.89 26.00 1.00 1.00 0.97 38.02 34.21 +0.90D
Dsgn. L = 1.00 ft 1 0.028 0.021 -0.73 0.73 28.89 26.00 1.00 1.00 0.73 38.02 34.21 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
D Only 1 0.0005 1.000 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.811
Overall MINimum 0.487
D Only 0.811
+0.60D 0.487
163 of 179 7.j.2
Packet Pg. 1398 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) 164 of 179 7.j.2
Packet Pg. 1399 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) 165 of 179 7.j.2
Packet Pg. 1400 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: TE Pipe
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 29 SEP 2020, 5:16PM
Project Descr:

Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Steel Stress Grade
Analysis Method : Top Fixed, Bottom Pinned
Overall Column Height .833
Load Resistance Factor Top & Bottom Fixity
Fy : Steel Yield
29,000.0 ksi
ksi
Steel Section Name : Pipe1-1/2STD

35.0 ft
E : Elastic Bending Modulus
Y-Y (depth) axis :

X-X (width) axis :

Unbraced Length for buckling ABOUT Y-Y Axis = .833 ft, K = 2 Unbraced Length for buckling ABOUT X-X Axis = .833 ft, K = 2 Brace condition for deflection (buckling) along columns :

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 2.266 lbs * Dead Load Factor AXIAL LOADS . . .

Axial Load at 0.8330 ft, D = 0.20, LR = 0.6660, W = 0.370 k BENDING LOADS . . .

Lat. Point Load at 0.8330 ft creating Mx-x, E = 0.430 k

DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio = 0.06667
Location of max.above base 0.0 ft

1.493 k

22.398 k

0.0 k-ft
Load Combination +1.20D+1.60Lr+0.50W
Load Combination +1.20D+E

1.105 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =

0.430 k

0.07290 : 1
Location of max.above base 0.8330 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
Pu

0.9 * Pn
Mu-x
Vu : Applied
Vn * Phi : Allowable

0.9 * Mn-x :

0.9 * Mn-y :

Mu-y

1.105 k-ft

0.0 k-ft
Maximum Load Reactions . .

Top along X-X 0.0 k
Bottom along X-X 0.0 k
Top along Y-Y 0.430 k
Bottom along Y-Y 0.0 k
Maximum Load Deflections . . .

Along Y-Y 0.0 in at 0.0ft above base
for load combination :

Along X-X 0.0 in at 0.0ft above base
for load combination :

5.898
166 of 179 7.j.2
Packet Pg. 1401 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Elevator Rail
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.

Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:

Engineer:

Project ID:

Printed: 28 OCT 2020, 11:11AM
Project Descr:

CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16
Material Properties
Analysis Method :
ksi
Bending Axis : Major Axis Bending
Completely Unbraced
Load Resistance Factor Design Fy : Steel Yield : 46.0 ksi Beam Bracing : E: Modulus : 29,000.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight NOT internally calculated and added
Load(s) for Span Number 1
Point Load : E = 0.8450 k @ 4.750 ft
Point Load : E = -0.8450 k @ 12.250 ft
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.067 : 1
Load Combination E Only
Span # where maximum occurs Span # 1
Location of maximum on span 4.760ft

0.4722 k
Mn * Phi : Allowable 26.255 k-ft Vn * Phi : Allowable
Section used for this span HSS5x5x1/4
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination E Only

49.786 k
Section used for this span HSS5x5x1/4
Mu : Applied
Maximum Shear Stress Ratio = 0.009 : 1

4.760 ft

1.766 k-ft Vu : Applied
5,204 >=360
7312
Ratio = 7434 >=180
Maximum Deflection
Max Downward Transient Deflection 0.040 in Ratio = 5,118 >=360 Max Upward Transient Deflection -0.039 in Ratio =
Max Downward Total Deflection 0.028 in Ratio = >=180
Max Upward Total Deflection -0.027 in
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length MV max Mu + Rm Vn max Mu - Mu Max Mnx Phi*Mnx Cb VuMax x Phi*Vnx Dsgn. L = 17.00 ft 1 0.000 29.17 26.25 1.00 1.00 -0.00 55.32 49.79 E Only
Dsgn. L = 17.00 ft 1 0.067 0.009 1.77 -1.77 1.77 29.17 26.25 1.59 1.00 0.47 55.32 49.79 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
E Only 1 0.0399 4.420 -0.0392 12.629 E Only
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.373 -0.373
Overall MINimum 0.196 -0.196
E Only * 0.70 0.261 -0.261
E Only * 0.5250 0.196 -0.196
E Only 0.373 -0.373
167 of 179 7.j.2
Packet Pg. 1402 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Company
Designer
Job Number
Model Name
:
:
:
:

ZFA Structural Engineers
RPK
19576
SC Fire Station Canopy
Checked By : __________
RISA-3D Version 18 [ SC Fire Station Canopy.r3d ] Page 3 Model Settings
Solution
Members
Number of Reported Sections 5
Number of Internal Sections 100
Member Area Load Mesh Size (in2) 144
Consider Shear Deformation Yes
Consider Torsional Warping Yes
Wall Panels
Approximate Mesh Size (in) 24
Transfer Forces Between Intersecting Wood Walls Yes
Increase Wood Wall Nailing Capacity for Wind Loads Yes
Include P-Delta for Walls Yes
Optimize Masonry and Wood Walls Yes
Maximum Number of Iterations 3
Processor Core Utilization
Single No
Multiple (Optimum) Yes
Maximum No
Axis
Vertical Global Axis
Global Axis corresponding to vertical direction Z
Convert Existing Data Yes
Default Member Orientation
Default Global Plane for z-axis XY
Plate Axis
Plate Local Axis Orientation Global
Concrete
Column Design
Analysis Methodology Exact Integration Method
Parme Beta Factor 0.65
Compression Stress Block Rectangular Stress Block
Analyze using Cracked Sections Yes
Leave room for horizontal rebar splices (2*d bar spacing) No 168 of 179
Codes
Hot Rolled Steel AISC 15th (360-16): LRFD
Stiffness Adjustment Yes (Iterative)
Notional Annex None
Connections AISC 15th (360-16): LRFD
Cold Formed Steel AISI S100-16: ASD
Stiffness Adjustment Yes (Iterative)
Wood AWC NDS-18: ASD
Temperature < 100F
Concrete ACI 318-14
Masonry TMS 402-16: ASD
Aluminum AA ADM1-15: ASD
Structure Type Building
Stiffness Adjustment Yes (Iterative)
Stainless AISC 14th (360-10): ASD
Stiffness Adjustment Yes (Iterative)
Stiffness Adjustment Yes (Iterative)
Notional Annex None
Connections AISC 15th (360-16): LRFD
Cold Formed Steel AISI S100-16: ASD
Stiffness Adjustment Yes (Iterative)
Wood AWC NDS-18: ASD
Temperature < 100F
Concrete ACI 318-14
Masonry TMS 402-16: ASD
Aluminum AA ADM1-15: ASD
Structure Type Building
Stiffness Adjustment Yes (Iterative)
Stainless AISC 14th (360-10): ASD
Stiffness Adjustment Yes () Iterative)
Not Used
Canopy Calculations 7.j.2
Packet Pg. 1403 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Company
Designer
Job Number
Model Name
:
:
:
:

ZFA Structural Engineers
RPK
19576
SC Fire Station Canopy
Checked By : __________
RISA-3D Version 18 [ SC Fire Station Canopy.r3d ] Page 1 Hot Rolled Steel Properties
Label E [ksi] G [ksi] Nu Therm. Coeff. [1e຿°Fࢡ¹ [Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt 1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1
2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2
3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1
4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2
7 A1085 29000 11154 0.3 0.65 0.49 50 1.25 65 1.15
8 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1
9 A500 Gr.C Rect 29000 11154 0.3 0.65 0.527 50 1.4 62 1.3 Hot Rolled Steel Section Sets
Label Shape Type Design List Material Design Rule Area [in²] Iyy [in຾] Izz [in຾] J [in຾] 1 C8x C8X18.75 Beam Channel A36 Gr.36 Typical 5.51 1.97 43.9 0.434 2 C4x C4X7.25 Beam Channel A36 Gr.36 Typical 2.13 0.425 4.58 0.082 3 HSS5x5x6 Col HSS5X5X6 Column Tube A500 Gr.C Rect Typical 6.18 21.7 21.7 36.1 4 HSS5x5x4 Col HSS5X5X4 Column Tube A500 Gr.C Rect Typical 4.3 16 16 25.8 5 HSS6x6x4 Col HSS6X6X4 Column Tube A500 Gr.C Rect Typical 5.24 28.6 28.6 45.6 6 HSS5x5x6 Bm HSS5X5X6 Beam Tube A500 Gr.C Rect Typical 6.18 21.7 21.7 36.1 7 HSS8x6x6 Bm HSS8X6X6 Beam Tube A500 Gr.C Rect Typical 8.97 50.6 79.1 100 Member Primary Data
Label I Node J Node Rotate(deg) Section/Shape Type Design List Material Design Rule 1 M1 N27 N33 HSS5x5x4 Col Column Tube A500 Gr.C Rect Typical 2 M2 N29 N35 HSS5x5x4 Col Column Tube A500 Gr.C Rect Typical 3 M3 N28 N34 HSS6x6x4 Col Column Tube A500 Gr.C Rect Typical 4 M4 N30 N36 HSS6x6x4 Col Column Tube A500 Gr.C Rect Typical 5 M5 N32 N38 HSS5x5x6 Col Column Tube A500 Gr.C Rect Typical 6 M6 N31 N37 HSS5x5x6 Col Column Tube A500 Gr.C Rect Typical 7 M7 N2 N5 HSS5x5x6 Bm Beam Tube A500 Gr.C Rect Typical 8 M8 N3 N6 HSS8x6x6 Bm Beam Tube A500 Gr.C Rect Typical 9 M9 N12 N11 C8x Beam Channel A36 Gr.36 Typical
10 M10 N11 N1 C8x Beam Channel A36 Gr.36 Typical
11 M11 N1 N20 C8x Beam Channel A36 Gr.36 Typical
12 M12 N20 N25 C8x Beam Channel A36 Gr.36 Typical
13 M13 N25 N26 C8x Beam Channel A36 Gr.36 Typical
14 M14 N15 N14 180 C8x Beam Channel A36 Gr.36 Typical
15 M15 N16 N17 180 C8x Beam Channel A36 Gr.36 Typical
16 M16 N22 N19 180 C8x Beam Channel A36 Gr.36 Typical
17 M17 N22 N21 180 C8x Beam Channel A36 Gr.36 Typical
18 M18 N24 N23 180 C8x Beam Channel A36 Gr.36 Typical
19 M19 N7 N8 180 C8x Beam Channel A36 Gr.36 Typical
20 M20 N8 N9 180 C8x Beam Channel A36 Gr.36 Typical
21 M21 N13 N10 180 C4x Beam Channel A36 Gr.36 Typical
22 M22 N10 N4 180 C4x Beam Channel A36 Gr.36 Typical
23 M25 N18 N22 HSS8x6x6 Bm Beam Tube A500 Gr.C Rect Typical Member Area Loads
Node A Node B Node C Node D Direction Load Direction Magnitude [ksf] Inactive [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 N4 N13 N7 N9 Z Two Way -0.005 Active
Member Area Loads
Node A Node B Node C Node D Direction Load Direction Magnitude [ksf] Inactive [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 N4 N13 N7 N9 Z Two Way -0.02 Active
169 of 179
3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1
4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2
7 A1085 29000 11154 0.3 0.65 0.49 50 1.25 65 1.15
8 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1
1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1
Used for channels Not used
Used for HSS members
Metal Deck DL
Metal Deck Lr

7.j.2
Packet Pg. 1404 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Company
Designer
Job Number
Model Name
:
:
:
:

ZFA Structural Engineers
RPK
19576
SC Fire Station Canopy
Checked By : __________
RISA-3D Version 18 [ SC Fire Station Canopy.r3d ] Page 2 Member Area Loads
Node A Node B Node C Node D Direction Load Direction Magnitude [ksf] Inactive [(k, k-ft), (in, rad), (k*s²/ft, k*s²*ft)] 1 N4 N13 N7 N9 Z Two Way 0.038 Active
Basic Load Cases
BLC Description Category Z Gravity Distributed Area(Member) 1 Dead Load DL -1 2 1
2 Roof Lr RLL 2 1
3 C&C WL 1
4 BLC 1 Transient Area Loads None 28
5 BLC 2 Transient Area Loads None 28
6 BLC 3 Transient Area Loads None 28
Load Combinations
Description Solve PDelta BLC Factor BLC Factor BLC Factor 1 Deflection 1 Yes Y DL 1
2 Deflection 2 Yes Y RLL 1
3 Deflection 3 Yes Y DL 1 RLL 1
4 ASCE Strength 1 Yes Y DL 1.4
5 ASCE Strength 2 Yes Y DL 1.2 RLL 0.5
6 ASCE Strength 3 Yes Y DL 1.2 RLL 1.6 WL 0.5
7 ASCE Strength 4 Yes Y DL 1.2 WL 1 RLL 0.5
8 ASCE Strength 5 Yes Y DL 0.9 WL 1
Envelope AISC 15th (360-16): LRFD Steel Code Checks
Member Shape Code CheckLoc[ft]LCShear CheckLoc[ft]Dir LCphi*Pnc [k]phi*Pnt [k]phi*Mn y-y [k-ft]phi*Mn z-z [k-ft] Cb Eqn 1 M1 HSS5X5X4 0.052 11 6 0.003 11 z 6 93.774 193.5 28.537 28.537 1.743H1-1b 2 M2 HSS5X5X4 0.11 11 6 0.006 11 y 6 93.774 193.5 28.537 28.537 1.85 H1-1b 3 M3 HSS6X6X4 0.007 11 6 0 11 y 6 143.903 235.8 42 42 1.736H1-1b 4 M4 HSS6X6X4 0.013 11 6 0 11 y 6 143.903 235.8 42 42 1.718H1-1b 5 M5 HSS5X5X6 0.299 11 6 0.016 11 y 6 129.07 278.1 39.75 39.75 1.842H1-1b 6 M6 HSS5X5X6 0.05 11 6 0.009 11 z 6 129.07 278.1 39.75 39.75 1.691H1-1b 7 M7 HSS5X5X6 0.04 8.25 6 0.133 8.25 y 6 226.76 278.1 39.75 39.75 1.727H1-1b 8 M8 HSS8X6X6 0.009 7.93 6 0.011 8.021 y 6 349.899 403.65 74.25 90.375 3 H1-1b 9 M9 C8X18.75 0.066 4 6 0.012 4 y 6 127.163 178.524 4.331 37.53 1.703H1-1b 10 M10 C8X18.75 0.107 0 6 0.008 0 y 6 97.745 178.524 4.331 37.53 1.719H1-1b 11 M11 C8X18.75 0.135 15.938 6 0.015 20.984 y 6 4.753 178.524 4.331 21.299 1.65 H1-1b 12 M12 C8X18.75 0.08 9 6 0.01 4.5 y 6 16.958 178.524 4.331 36.503 1.526H1-1b 13 M13 C8X18.75 0.129 5.5 6 0.009 5.5 y 6 94.003 178.524 4.331 37.53 1.717H1-1b 14 M14 C8X18.75 0.002 2.5 4 0 5 y 4 105.072 178.524 4.331 37.53 1.136H1-1b 15 M15 C8X18.75 0.003 2.5 6 0 5 y 4 105.072 178.524 4.331 37.53 1.136H1-1b 16 M16 C8X18.75 0.221 0 6 0.043 0 y 6 116.205 178.524 4.331 37.53 1.68 H1-1b 17 M17 C8X18.75 0.173 0 6 0.034 0 y 6 116.205 178.524 4.331 37.53 1.685H1-1b 18 M18 C8X18.75 0.003 2.5 6 0 5 y 4 105.072 178.524 4.331 37.53 1.136H1-1b 19 M19 C8X18.75 0.189 4 6 0.028 4 y 6 127.163 178.524 4.331 37.53 1.687H1-1b 20 M20 C8X18.75 0.298 0 6 0.039 0 y 6 97.745 178.524 4.331 37.53 1.702H1-1b 21 M21 C4X7.25 0.008 2 3 0.004 4 y 6 37.577 69.012 1.456 7.668 1.176H1-1b 22 M22 C4X7.25 0.022 2.665 3 0.008 5.33 y 6 23.47 69.012 1.456 7.668 1.176H1-1b 23 M25 HSS8X6X6 0.165 0 6 0.048 0 y 6 402.146 403.65 74.25 90.375 1.146H1-1b 170 of 179
Metal Deck Wind C&C
Code & Shear Check < 1.0
therefore OK

7.j.2
Packet Pg. 1405 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) ZFA Structural Engineers
RPK
19576
SC Fire Station Canopy Overview Rendered 1
Oct 08, 2020
SC Fire Station Canopy.r3d
171 of 179 7.j.2
Packet Pg. 1406 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) ZFA Structural Engineers
RPK
19576
SC Fire Station Canopy Overview Stick 2
Oct 08, 2020
SC Fire Station Canopy.r3d
172 of 179
Fully fixed
connection, typical
Pinned
connection
(no moment
fixity), typical
Pinned
connection
(no moment
fixity), typical
Restrained in X &
Y directions, typical
Rigid connection
where no empty
circle on any member
at connection. See
drawing details

7.j.2
Packet Pg. 1407 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) ZFA Structural Engineers
RPK
19576
SC Fire Station Canopy Member Labels 2
Oct 08, 2020
SC Fire Station Canopy.r3d
173 of 179
See previous pages
for member sizes
corresponding to
member labels

7.j.2
Packet Pg. 1408 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) ZFA Structural Engineers
RPK
19576
SC Fire Station Canopy BLC 1: DL 3
Oct 08, 2020
SC Fire Station Canopy.r3d
174 of 179
Additional 30plf DL
applied on exterior
canopy channels for
architectural lettering
Member self-weight
gravity loads applied
on all members
Metal deck DL

7.j.2
Packet Pg. 1409 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) ZFA Structural Engineers
RPK
19576
SC Fire Station Canopy BLC 2: Roof Lr 4
Oct 08, 2020
SC Fire Station Canopy.r3d
175 of 179
20psf Lr applied over entire
canopy area for possible
scaffolding or other roof live
loads. 20psf x (5'/2) = 50 plf
on exterior canopy channels
20psf Lr applied over
metal decking

7.j.2
Packet Pg. 1410 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) ZFA Structural Engineers
RPK
19576
SC Fire Station Canopy BLC 3: Wind C&C 5
Oct 08, 2020
SC Fire Station Canopy.r3d
176 of 179
Wind C&C uplift applied
to metal decking

7.j.2
Packet Pg. 1411 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) ZFA Structural Engineers
RPK
19576
SC Fire Station Canopy Code Chceck 6
Oct 08, 2020
SC Fire Station Canopy.r3d
177 of 179
Highest member code
check DCR = 0.30, OK

7.j.2
Packet Pg. 1412 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) ZFA Structural Engineers
RPK
19576
SC Fire Station Canopy Code Shear Chceck 7
Oct 08, 2020
SC Fire Station Canopy.r3d
178 of 179
Highest member shear
code check DCR = 0.13,
OK

7.j.2
Packet Pg. 1413 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) ZFA Structural Engineers
RPK
19576
SC Fire Station Canopy Deflected Shape: DL + Lr 8
Oct 08, 2020
SC Fire Station Canopy.r3d
179 of 179
Maximum Deflections
Non-deflected shape
Deflected shape
Maximum deflected node
DL only deflection = 0.20"
Lr only deflection = 0.18"
DL + Lr deflection = 0.38"
Member deflections
within limits of 2019 CBC
deflection criteria.

Note
Deflected shape
scale factor = 32

7.j.2
Packet Pg. 1414 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs)

APPENDIX D

SUPPLEMENTAL CALCULATIONS
(RETAINING WALLS)

7.j.2
Packet Pg. 1415 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) This Page Intentionally Left Blank

7.j.2
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Page 1 of 166 ends

San Carlos City CouncilMay 23, 2022

San Carlos City Council
May 23, 2022