Staff Report - Contract and Fund Transfer for Mangan Park Improvements Project — Sacramento City Council, October 11, 2022 (part 2 of 2)

CEC #22-125

1 DESIGN CRITERIA
2 BUILDING MATERIALS
3 SUPPORT REACTIONS
4 STRUCTURAL GEOMETRY AND COMPUTER MODEL
5 STRUCTURAL ANALYSIS AND DESIGN
6 CONNECTION / FOOTING DESIGN
7 FABRIC / HARDWARE DATA

TABLE OF CONTENTS
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CEC #22-125
Risk Category: I
Dead Loads, D : Weight of Roofing System = 1.00 psf + Structure Dead Weight Snow Loads, S : Basic Ground Snow Load, Pg = 0.00 psf
Importance Factor, IS = 0.80
Slope Factor, CS = 1.00
Thermal Factor, Ct = 1.20
Exposure Factor, Ce = 1.00
Flat Roof Snow Load, Pf = 0.00 psf
Sloped Roof Snow Load, Ps = 0.00 psf
Unbalanced Roof Snow Load, W<20 ft = 0.00 psf
Live Loads, L r : Roof Live Load, Lr = 5.00 psf
Wind Loads, W : Basic Design Wind Speed = V = 115.00 mph Allowable Stress Design Wind Speed = Vasd = 90.00 mph
See Wind Analysis Sheets
Seismic Loads, E : Hazard loads are provided by the U.S. Geological Survey (USGS) unless noted otherwise.

Equivalent Lateral Force Procedure
Seismic Site Class = D
Seismic Force Resisting System = Steel Ordinary Cantilever Column System Short Spectral Response Paramenter, SS = 0.587
1-Sec Spectral Response Paramenter, S1 = 0.257
Seismic Design Category = D
Importance Factor, Ie = 1.00
Response Modification Coefficient, R = 1.25
Redundancy Factor, p = 1.30
Overstrength Factor, Ωo = 1.25
Site Coefficient, Fa = 1.330
Site Coefficient, Fv (Per USGS) = Null See Note #1 Below Site Coefficient, Fv (Per ASCE 7-16, Table 11.4-2) = 2.086 Use if Fv (Per USGS) is "Null" Adjusted Short Spectral Response Paramenter, SMS = 0.781 Adjusted 1-Sec Spectral Response Paramenter, SM1 = 0.536 Design Short Spectral Response Parameter, SDS = 0.520
Design 1-Sec Spectral Response Parameter, SD1 = 0.357
Seismic Response Coefficient, CS = 0.416
Effective Seismic Weight, W = 4003.84 lbs
Seismic Base Shear, V = 1667.11 lbs
Seismic Load, E = 2167.25 lbs
Seimic Load with Overstrength Factor, Em = 2083.89 lbs
Load Combinations:

Basic Load Combinations Per Local Building Codes
Strength Design Load Combinations
Allowable Stress Design Load Combinations

1.4D (Equation 16-1) 1.0D (Equation 16-8)

1.2D + 1.6(Lr or S) + 0.5W (Equation 16-3) 1.0D + 1.0(Lr or S) (Equation 16-10)

1.2D + 1.0W + 0.5(Lr or S) (Equation 16-4) 1.0D + (0.6W or 0.7E) (Equation 16-12)

1.2D + 1.0E + 0.2S (Equation 16-5) 1.0D + 0.75(0.6W) + 0.75(Lr or S) (Equation 16-13)

0.9D + 1.0W (Equation 16-6) 1.0D + 0.75(0.7E) + 0.75(Lr or S) (Equation 16-14)

0.9D + 1.0E (Equation 16-7) 0.6D + 0.6W (Equation 16-15)

0.6D + 0.7E (Equation 16-16)

DESIGN CRITERIA
2019 CALIFORNIA BUILDING CODE
Note #1:

1. If Site Coefficient Fv (Per USGS) is "Null", use ASCE 7-16, Table 11.4-2 values and check Exception #2 for ASCE 7-16, Section 11.4.8.

2. Refer to Design Criteria (Continued) for Exception #2 analysis.

Fabric top must be removed before any snow accumulation or in the event of winds exceeding 90 mph.

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CEC #22-125
Exception #2 for ASCE 7-16, Section 11.4.8 states if T ≤ 1.5TS, no ground motion hazard analysis is required.

T ≤ 1.5TS
T = Ta
Ta = Cthn
x
Structure Average Roof Height, hn = 20.08 Mean Roof Height of the Structure Building Period Coefficient, Ct = 0.02 Per ASCE 7-16, Table 12.8-2 Coefficient, x = 0.75 Per ASCE 7-16, Table 12.8-2
Approximate Fundamental Period, Ta = 0.190
Ts = SD1/SDS
Design 1-Sec Spectral Response Parameter, SD1 = 0.357
Design Short Spectral Response Parameter, SDS = 0.520
Ts = 0.687

1.5Ts = 1.030

0.190 ≤ 1.030 OK, therefore no ground motion hazard analysis requi red

DESIGN CRITERIA (CONTINUED)
2019 CALIFORNIA BUILDING CODE
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CEC #22-125
Design Wind Pressure, p, Equation 27.3-2 (ASCE 7-16)
Where : Constant

½ · [ ( Air density lb/ cu ft ) / ( 32.2 ft/s² )]
[( mi/h )( 5280 ft/mi ) · (1 hr/3600 s )] ²

0.00256

0.00 ft
I
C
115.00 mph
900.00 ft

9.50 20.08 ft
(Section 26.7.3)
Mean Sea Level
Air Density @MSL
Exposure Category
Zg
Basic Wind Speed
Structure Height
Main Wind Force Resisting System Rigid Structures
of all Heights
Free Pitched Roofs
= qh G Cn
: velocity pressure at h
p
qh
G
Cn
: Section 26.11.4
: Figure 27.3-5 & 27.3-7
(Directional Procedure)
System Type Structure Type Equation
Kzt Topographic factor
(1 + K1 · K2 · K3) ²

1.00 NoneTopography
Kd

0.85 0.0765 lb/cu ft
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
Kh Velocity pressure coefficient @ height h

0.90 =
=
=
=
Numerical constant
Wind directionality factor
Velocity Pressure Calculations:

Velocity pressure qh is calculated in accordance with section 26.10 qh = Velocity pressure @ height (h)
qh = Constant · Kh · Kzt · Kd · V ² (Eq. 26.10-1)
(Section C26.10)
(Table C26.10)
Occupancy Category (Table 1.5-1)
ɲ (Table 26.11-1)
(Table 26.11-1)
(Figure 26.5-1&2 A-D)

2.01·( Z/Zg) ^ (2/ɲ) for 15 ft <= Z <= Zg (Table 26.10-1)

2.01 · (15/Zg) ^ ;ϮͬɲͿfor Z < 15 ft
(Figure 26.8-1)
Kzt @ h
(Table 26.6-1)
Width
Depth
=
=

35.23 ft

35.23 ft
Location :

Subject :

Project : File :

Eng :

Date :

ON COVERON COVER

WIND ANALYSIS

ON COVER
2/24/2022

ON COVER
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CEC #22-125
Gust Effect Factor, Gf, Obtained by Rational Analysis
The gust effect factor Gf obtained by rational analysis uses the dynamic properties of the system.

Values Obtained from Table 26.11-1
15 ftZmin
̿ 0.2
500 ftы
c 0.2
Calculated Values
Category II : Rigid Structure-Complete AnalysisAnalysis z;ȍͿ 15 ft
c · (33/z;ȍͿ) ^ (1/6)Iz

0.2280869
ы· (z;ȍͿ/33) ^̿Lz
427.0566 ft
Sqr [ 1/ ( 1+ 0.63 · [(b+h)/Lz]^0.63 )]Q

0.923

3.4gq

3.4gv

0.925 · [(1 + 1.7 · gq · Iz · Q) / ( 1 + 1.7 · gv · Iz )]Gust Factor ( G )

0.884G
(Eq. 26.11-7)
(Eq. 26.11-9)
(Eq. 26.11-8)
(Eq. 26.11-6)
Location :

Subject :

Project : File :

Eng :

Date :

ON COVERON COVER

WIND ANALYSIS

ON COVER
2/24/2022

ON COVER
Poligon Fabric #72117

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CEC #22-125
Figure 27.3-5 (Pitched Free Roofs)

18.43 deg.

20.08 ft
Roof Angle
Roof Height =
=
Load Case Gamma Side kz K3 Kzt Kd qh (psf) G Cn p (psf) A 0 or 180 Windward 0.90 1.00 1.00 0.85 25.98 0.884 1.10 25.27 A 0 or 180 Leeward 0.90 1.00 1.00 0.85 25.98 0.884 -0.17 -3.94 B 0 or 180 Windward 0.90 1.00 1.00 0.85 25.98 0.884 0.01 0.20 B 0 or 180 Leeward 0.90 1.00 1.00 0.85 25.98 0.884 -0.96 -22.12 Clear Flow
Load Case Gamma Side kz K3 Kzt Kd qh (psf) G Cn p (psf) A 0 or 180 Windward 0.90 1.00 1.00 0.85 25.98 0.884 -1.20 -27.57 A 0 or 180 Leeward 0.90 1.00 1.00 0.85 25.98 0.884 -1.09 -25.08 B 0 or 180 Windward 0.90 1.00 1.00 0.85 25.98 0.884 -0.69 -15.89 B 0 or 180 Leeward 0.90 1.00 1.00 0.85 25.98 0.884 -1.65 -37.81 Obstructed Flow
Design Wind Pressure, p, Equation 27.3-2
h/L = 0.57
Location :

Subject :

Project : File :

Eng :

Date :

ON COVERON COVER

WIND ANALYSIS

ON COVER
2/24/2022

ON COVER
Poligon Fabric #72117

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CEC #22-125
Design Wind Pressure, p, Equation 27.3-2

18.43 deg.

20.08 ft
Roof Angle
Roof Height =
=
Horizontal
Distance from
Windward Edge
Load Case kz K3 Kzt Kd qh (psf) G Cn p (psf)
<= h A 1.00 1.00 1.00 0.85 25.98 0.884 -0.80 -18.38
<= h B 1.00 1.00 1.00 0.85 25.98 0.884 0.80 18.38
>h, <=2h A 1.00 1.00 1.00 0.85 25.98 0.884 -0.60 -13.79 >h, <=2h B 1.00 1.00 1.00 0.85 25.98 0.884 0.50 11.49
>2h A 1.00 1.00 1.00 0.85 25.98 0.884 -0.30 -6.89
>2h B 1.00 1.00 1.00 0.85 25.98 0.884 0.30 6.89
Clear Flow
Horizontal
Distance from
Windward Edge
Load Case kz K3 Kzt Kd qh(psf) G Cn p (psf)
<= h A 1.00 1.00 1.00 0.85 25.98 0.884 -1.20 -27.57
<= h B 1.00 1.00 1.00 0.85 25.98 0.884 0.50 11.49
>h, <=2h A 1.00 1.00 1.00 0.85 25.98 0.884 -0.90 -20.68 >h, <=2h B 1.00 1.00 1.00 0.85 25.98 0.884 0.50 11.49
>2h A 1.00 1.00 1.00 0.85 25.98 0.884 -0.60 -13.79
>2h B 1.00 1.00 1.00 0.85 25.98 0.884 0.30 6.89
Obstructed Flow
Wind pressures are for gamma = 90 and 270 degrees.

Figure 27.3-7 (Free Roofs -wind parallel to ridge)

0.57h/L =
Location :

Subject :

Project : File :

Eng :

Date :

ON COVERON COVER

WIND ANALYSIS

ON COVER
2/24/2022

ON COVER
Poligon Fabric #72117

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CEC #22-125
Steel & Hardware Shop Notes:

1. All steel is to be ASTM A-36 except steel tubes.

2. Steel tubes shall be ASTM A-500 Grade B.

3. All welding is to be done in accordance with the latest AWS standards and all welds are to develop full strength of component parts. (E7081 Electrodes).

4. Anchor bolts shall be ASTM F1554 (Grade 55).

5. High strength bolts shall be ASTM F3125 (A325, Type 1) material.

6. High strength nuts shall be ASTM A563 (Grade DH) material.

7. High strength washers shall conform to ASTM F436.

8. All steel framing will recieve a SPG commercial blast to a profile of 1.0 mil with a zinc-rich epoxy primer applied to 2.0 mil thickness and baked at 400 degrees F finished by a TGIC Polyester top coat applied to a 3.0 to 5.0 mil thickness and baked at 400 degrees F.

Truss HSS8x6x3/16" 46
Cable

BUILDING MATERIALS
Column
Compression Tube
Member Description Member Size: Steel Fy (ksi)
46 46
HSS8x6x3/16"
HSS8x8x5/8"
1/4" Dia. 7x19
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CEC #22-125

SUPPORT REACTIONS
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CEC #22-125
Support Reactions
Units: Force Reactions Rx, Ry, Rz [lb]; Moment Reactions Rox, Roy, Roz [lb-ft] Load Combination 26: ASCE7-16_1.4D
Node Rx Ry Rz Rox Roy Roz -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 204.811 1401.344 204.811 1538.727 0.000 -1538.727 3 -204.811 1401.344 204.811 1538.727 -0.000 1538.727 5 -204.811 1401.344 -204.811 -1538.727 0.000 1538.727 7 204.811 1401.344 -204.811 -1538.727 -0.000 -1538.727 Load Combination 27: ASCE7-16_1.2D+1.6LrorS+0.5WA-Z
Node Rx Ry Rz Rox Roy Roz -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 727.228 3378.864 782.518 6330.315 -12.487 -5640.442 3 -727.228 3378.864 782.518 6330.315 12.487 5640.442 5 -650.860 5353.244 -596.716 -4217.053 12.492 4905.713 7 650.860 5353.244 -596.716 -4217.053 -12.492 -4905.713 Load Combination 28: ASCE7-16_1.2D+1.6LrorS+0.5WB-Z
Node Rx Ry Rz Rox Roy Roz -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 817.004 277.732 718.619 4183.931 18.591 -5473.477 3 -817.004 277.732 718.619 4183.931 -18.591 5473.477 5 -622.957 3870.280 -717.166 -6331.894 -18.608 5047.525 7 622.957 3870.280 -717.166 -6331.894 18.608 -5047.525 Load Combination 29: ASCE7-16_1.2D+1.0WA-Z+0.5LrorS
Node Rx Ry Rz Rox Roy Roz -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 684.272 1323.193 796.600 6687.677 -25.195 -5314.095 3 -684.272 1323.193 796.600 6687.677 25.195 5314.095 5 -532.785 5272.551 -424.994 -2481.843 25.217 3850.643 7 532.785 5272.551 -424.994 -2481.843 -25.217 -3850.643 Load Combination 30: ASCE7-16_1.2D+1.0WB-Z+0.5LrorS
Node Rx Ry Rz Rox Roy Roz -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 863.929 -4874.749 661.926 2496.927 39.264 -5004.606 3 -863.929 -4874.749 661.926 2496.927 -39.264 5004.606 5 -472.954 2302.301 -659.020 -6588.762 -39.321 4100.654 7 472.954 2302.301 -659.020 -6588.762 39.321 -4100.654 Load Combination 31: ASCE7-16_1.2D+1.0E-Z+0.2LrorS
Node Rx Ry Rz Rox Roy Roz -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 410.380 1705.042 739.638 8075.116 123.519 -3356.387 3 -410.380 1705.042 739.638 8075.116 -123.519 3356.387 5 -28.608 1324.386 302.362 4759.207 -123.548 -38.271 7 28.608 1324.386 302.362 4759.207 123.548 38.271 Load Combination 32: ASCE7-16_0.9D+1.0WA-Z
Node Rx Ry Rz Rox Roy Roz -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 529.266 238.794 642.218 5483.428 -25.294 -4116.110 3 -529.266 238.794 642.218 5483.428 25.294 4116.110 5 -379.069 4188.565 -270.613 -1292.953 25.315 2655.549 7 379.069 4188.565 -270.613 -1292.953 -25.315 -2655.549 Load Combination 33: ASCE7-16_0.9D+1.0WB-Z
Node Rx Ry Rz Rox Roy Roz -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 708.501 -5957.697 506.796 1348.310 39.751 -3825.711 3 -708.501 -5957.697 506.796 1348.310 -39.751 3825.711 5 -317.846 1216.863 -503.889 -5356.993 -39.799 2898.772 7 317.846 1216.863 -503.889 -5356.993 39.799 -2898.772 Load Combination 34: ASCE7-16_0.9D+1.0E-Z
Node Rx Ry Rz Rox Roy Roz -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 321.540 1090.319 651.839 7376.487 122.956 -2675.990 Poligon Fabric #72117

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CEC #22-125
3 -321.540 1090.319 651.839 7376.487 -122.956 2675.990 5 58.168 711.409 390.161 5402.481 -122.983 -699.803 7 -58.168 711.409 390.161 5402.481 122.983 699.803 Load Combination 35: ASD_ASCE7-16_1.0D
Node Rx Ry Rz Rox Roy Roz -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 146.250 1000.960 146.250 1097.996 0.000 -1097.996 3 -146.250 1000.960 146.250 1097.996 -0.000 1097.996 5 -146.250 1000.960 -146.250 -1097.996 0.000 1097.996 7 146.250 1000.960 -146.250 -1097.996 -0.000 -1097.996 Load Combination 36: ASD_ASCE7-16_1.0D+1.0LrorS
Node Rx Ry Rz Rox Roy Roz -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 365.824 2568.769 365.824 2805.255 0.000 -2805.255 3 -365.824 2568.769 365.824 2805.255 -0.000 2805.255 5 -365.824 2568.769 -365.824 -2805.255 0.000 2805.255 7 365.824 2568.769 -365.824 -2805.255 -0.000 -2805.255 Load Combination 37: ASD_ASCE7-16_1.0D+0.6WA-Z
Node Rx Ry Rz Rox Roy Roz -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 384.466 603.702 451.878 3791.336 -15.155 -2972.722 3 -384.466 603.702 451.878 3791.336 15.155 2972.722 5 -294.714 2973.596 -228.915 -1279.043 15.161 2095.963 7 294.714 2973.596 -228.915 -1279.043 -15.161 -2095.963 Load Combination 38: ASD_ASCE7-16_1.0D+0.6WB-Z
Node Rx Ry Rz Rox Roy Roz -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 491.740 -3115.109 373.268 1304.183 23.271 -2801.342 3 -491.740 -3115.109 373.268 1304.183 -23.271 2801.342 5 -258.779 1191.492 -371.524 -3742.044 -23.288 2251.928 7 258.779 1191.492 -371.524 -3742.044 23.288 -2251.928 Load Combination 39: ASD_ASCE7-16_1.0D+0.7E-Z
Node Rx Ry Rz Rox Roy Roz -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 279.290 1133.670 510.569 5573.084 86.130 -2280.581 3 -279.290 1133.670 510.569 5573.084 -86.130 2280.581 5 -13.280 868.250 218.831 3378.022 -86.143 -84.449 7 13.280 868.250 218.831 3378.022 86.143 84.449 Load Combination 40: ASD_ASCE7-16_1.0D+0.45WA-Z+0.75LrorS Node Rx Ry Rz Rox Roy Roz -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 490.080 1878.972 540.227 4406.289 -11.306 -3789.740 3 -490.080 1878.972 540.227 4406.289 11.306 3789.740 5 -422.237 3656.195 -373.005 -2514.900 11.310 3130.485 7 422.237 3656.195 -373.005 -2514.900 -11.310 -3130.485 Load Combination 41: ASD_ASCE7-16_1.0D+0.45WB-Z+0.75LrorS Node Rx Ry Rz Rox Roy Roz -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 570.629 -911.135 482.433 2511.588 17.027 -3652.613 3 -570.629 -911.135 482.433 2511.588 -17.027 3652.613 5 -396.233 2320.616 -481.125 -4391.001 -17.038 3254.059 7 396.233 2320.616 -481.125 -4391.001 17.038 -3254.059 Load Combination 42: ASD_ASCE7-16_1.0D+0.525E-Z+0.75LrorS Node Rx Ry Rz Rox Roy Roz -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 411.799 2277.300 584.201 5763.497 65.223 -3274.291 3 -411.799 2277.300 584.201 5763.497 -65.223 3274.291 5 -210.031 2076.334 -37.151 1009.845 -65.231 1479.978 7 210.031 2076.334 -37.151 1009.845 65.231 -1479.978 Load Combination 43: ASD_ASCE7-16_0.6D+0.6WA-Z
Node Rx Ry Rz Rox Roy Roz -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 325.656 203.279 393.193 3347.213 -15.168 -2529.791 3 -325.656 203.279 393.193 3347.213 15.168 2529.791 Poligon Fabric #72117

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CEC #22-125
5 -236.159 2573.251 -170.230 -837.700 15.175 1653.436 7 236.159 2573.251 -170.230 -837.700 -15.175 -1653.436 Load Combination 44: ASD_ASCE7-16_0.6D+0.6WB-Z
Node Rx Ry Rz Rox Roy Roz -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 432.836 -3515.242 314.422 871.459 23.364 -2362.432 3 -432.836 -3515.242 314.422 871.459 -23.364 2362.432 5 -199.957 790.857 -312.678 -3292.172 -23.380 1808.195 7 199.957 790.857 -312.678 -3292.172 23.380 -1808.195 Load Combination 45: ASD_ASCE7-16_0.6D+0.7E-Z
Node Rx Ry Rz Rox Roy Roz -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 220.335 732.921 452.046 5121.605 85.899 -1836.785 3 -220.335 732.921 452.046 5121.605 -85.899 1836.785 5 44.818 468.231 277.354 3806.243 -85.912 -520.360 7 -44.818 468.231 277.354 3806.243 85.912 520.360 Poligon Fabric #72117

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CEC #22-125

STRUCTURAL GEOMETRY AND COMPUTER MODEL
Poligon Fabric #72117

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CEC #22-125
Company/Project: CEC, INC. / ON COVER
Engineer: BMR
VersaFrame V9.0 (609.0)
(C) Digital Canal Corp.

Page 1 ends

Node Numbers
Poligon Fabric #72117

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CEC #22-125
Company/Project: CEC, INC. / ON COVER
Engineer: BMR
VersaFrame V9.0 (609.0)
(C) Digital Canal Corp.

Page 1 ends

Member Numbers
Poligon Fabric #72117

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CEC #22-125
Company/Project: CEC, INC. / ON COVER
Engineer: BMR
VersaFrame V9.0 (609.0)
(C) Digital Canal Corp.

Page 1 ends

Member Lengths
Poligon Fabric #72117

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CEC #22-125

STRUCTURAL ANALYSIS AND DESIGN
Poligon Fabric #72117

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CEC #22-125
Member End Forces and Moments
Units: Force Fx, Fy, Fz [lb]; Moment Mx, My, Mz [lb-ft] Load Combination 26: ASCE7-16_1.4D
Member Node Fx(Axial) Fy (Major) Fz (Minor) Mx (Torsion) My (Minor) Mz (Major) -------- -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 1 -1401.344 -290.197 -0.000 -0.000 0.000 2176.089 2 -1009.633 -290.197 -0.000 -0.000 -0.000 -2998.478 2 3 -1401.344 290.197 -0.000 0.000 0.000 -2176.089 4 -1009.633 290.197 -0.000 0.000 -0.000 2998.478 3 5 -1401.344 290.197 0.000 -0.000 -0.000 -2176.089 6 -1009.633 290.197 0.000 -0.000 0.000 2998.478 4 7 -1401.344 -290.197 0.000 0.000 -0.000 2176.089 8 -1009.633 -290.197 0.000 0.000 0.000 -2998.478 5 11 -255.695 -252.813 -0.000 0.000 -0.000 0.000 2 -239.857 -320.009 -0.000 0.000 -0.000 -835.517 6 10 -255.695 -252.813 0.000 0.000 0.000 0.000 8 -239.857 -320.009 0.000 0.000 0.000 -835.517 7 12 -255.695 -252.813 0.000 0.000 0.000 0.000 4 -239.857 -320.009 0.000 0.000 0.000 -835.517 8 13 -255.695 -252.813 -0.000 0.000 -0.000 0.000 6 -239.857 -320.009 -0.000 0.000 -0.000 -835.517 9 13 217.023 4.195 0.000 0.000 0.000 0.000 10 217.023 -4.195 0.000 0.000 0.000 -0.000 10 10 217.023 4.195 0.000 0.000 0.000 0.000 11 217.023 -4.195 0.000 0.000 0.000 0.000 11 11 217.023 4.195 0.000 0.000 0.000 0.000 12 217.023 -4.195 0.000 0.000 0.000 0.000 12 12 217.023 4.195 0.000 0.000 0.000 0.000 13 217.023 -4.195 0.000 0.000 0.000 0.000 13 2 -753.404 597.119 -0.000 0.000 0.000 -3833.995 9 -580.652 -135.804 -0.000 0.000 -0.000 1535.393 14 8 -753.404 597.119 -0.000 -0.000 0.000 -3833.995 9 -580.652 -135.804 -0.000 -0.000 -0.000 1535.393 15 4 -753.404 597.119 -0.000 -0.000 -0.000 -3833.995 9 -580.652 -135.804 -0.000 -0.000 -0.000 1535.393 16 6 -753.404 597.119 0.000 0.000 -0.000 -3833.995 9 -580.652 -135.804 0.000 0.000 0.000 1535.393 Load Combination 27: ASCE7-16_1.2D+1.6LrorS+0.5WA-Z
Member Node Fx(Axial) Fy (Major) Fz (Minor) Mx (Torsion) My (Minor) Mz (Major) -------- -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 1 -3378.864 -1074.301 40.358 12.487 -487.814 8464.603 2 -3043.112 -1074.301 40.358 12.487 231.815 -10691.500 2 3 -3378.864 1074.301 40.358 -12.487 -487.814 -8464.603 4 -3043.112 1074.301 40.358 -12.487 231.815 10691.500 3 5 -5353.244 888.244 40.329 -12.492 -486.956 -6450.770 6 -5017.492 888.244 40.329 -12.492 232.164 9387.715 4 7 -5353.244 -888.244 40.329 12.492 -486.956 6450.770 8 -5017.492 -888.244 40.329 12.492 232.164 -9387.715 5 11 -949.844 -838.216 -27.952 -0.000 -0.000 -0.000 Poligon Fabric #72117

Page 19 of 59 ends

CEC #22-125
2 -930.004 -922.393 -27.952 -0.000 -81.763 -2560.086 6 10 -581.992 -2157.582 -27.333 -0.000 -0.000 0.000 8 -562.152 -2262.829 -27.333 -0.000 -79.953 -6439.922 7 12 -949.844 -838.216 27.952 0.000 0.000 -0.000 4 -930.004 -922.393 27.952 0.000 81.763 -2560.086 8 13 -581.992 -2157.582 27.333 0.000 0.000 0.000 6 -562.152 -2262.829 27.333 0.000 79.953 -6439.922 9 13 731.442 3.596 0.000 0.000 0.000 0.000 10 731.442 -3.596 0.000 0.000 0.000 0.000 10 10 770.156 3.596 0.000 0.000 0.000 0.000 11 770.156 -3.596 0.000 0.000 0.000 0.000 11 11 809.814 3.596 0.000 0.000 0.000 0.000 12 809.814 -3.596 0.000 0.000 0.000 0.000 12 12 770.156 3.596 0.000 0.000 0.000 0.000 13 770.156 -3.596 0.000 0.000 0.000 0.000 13 2 -2667.220 1806.571 11.156 228.497 -40.735 -13251.585 9 -2184.846 -239.968 11.156 228.497 212.165 5428.646 14 8 -2571.884 2430.371 11.005 228.837 -38.850 -15827.637 9 -2089.510 -740.463 11.005 228.837 210.633 4886.512 15 4 -2667.220 1806.571 -11.156 -228.497 40.735 -13251.585 9 -2184.846 -239.968 -11.156 -228.497 -212.165 5428.646 16 6 -2571.884 2430.371 -11.005 -228.837 38.850 -15827.637 9 -2089.510 -740.463 -11.005 -228.837 -210.633 4886.512 Load Combination 28: ASCE7-16_1.2D+1.6LrorS+0.5WB-Z
Member Node Fx(Axial) Fy (Major) Fz (Minor) Mx (Torsion) My (Minor) Mz (Major) -------- -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 1 -277.732 -1085.891 -69.654 -18.591 911.847 6828.819 2 58.020 -1085.891 -69.654 -18.591 -330.178 -12533.961 2 3 -277.732 1085.891 -69.654 18.591 911.847 -6828.819 4 58.020 1085.891 -69.654 18.591 -330.178 12533.961 3 5 -3870.280 956.471 -69.526 18.608 908.186 -8046.465 6 -3534.528 956.471 -69.526 18.608 -331.553 9008.595 4 7 -3870.280 -956.471 -69.526 -18.608 908.186 8046.465 8 -3534.528 -956.471 -69.526 -18.608 -331.553 -9008.595 5 11 -1368.959 1844.952 50.721 -0.001 -0.000 -0.001 2 -1349.118 1760.775 50.721 -0.001 148.365 5288.479 6 10 -710.746 -1390.752 48.500 -0.001 -0.000 0.001 8 -690.905 -1475.093 48.500 -0.001 141.868 -4176.475 7 12 -1368.959 1844.952 -50.721 0.001 0.000 -0.001 4 -1349.118 1760.775 -50.721 0.001 -148.365 5288.479 8 13 -710.746 -1390.752 -48.500 0.001 0.000 0.001 6 -690.905 -1475.093 -48.500 0.001 -141.868 -4176.475 9 13 749.188 3.596 0.000 0.000 0.000 0.000 10 749.188 -3.596 0.000 0.000 0.000 0.000 10 10 680.413 3.596 -0.000 0.000 0.000 0.000 11 680.413 -3.596 -0.000 0.000 -0.000 0.000 11 11 608.256 3.596 -0.000 0.000 0.000 -0.000 12 608.256 -3.596 -0.000 0.000 -0.000 0.000 12 12 680.413 3.596 0.000 0.000 0.000 0.000 Poligon Fabric #72117

Page 20 of 59 ends

CEC #22-125
13 680.413 -3.596 0.000 0.000 0.000 0.000 13 2 -2392.696 1456.927 -18.879 -325.637 90.712 -7245.483 9 -1910.322 -589.613 -18.879 -325.637 -337.264 3508.442 14 8 -2424.118 1757.897 -18.316 -326.980 83.916 -13185.068 9 -1941.744 -297.436 -18.316 -326.980 -331.297 4297.033 15 4 -2392.696 1456.927 18.879 325.637 -90.712 -7245.483 9 -1910.322 -589.613 18.879 325.637 337.264 3508.442 16 6 -2424.118 1757.897 18.316 326.980 -83.916 -13185.068 9 -1941.744 -297.436 18.316 326.980 331.297 4297.033 Load Combination 29: ASCE7-16_1.2D+1.0WA-Z+0.5LrorS
Member Node Fx(Axial) Fy (Major) Fz (Minor) Mx (Torsion) My (Minor) Mz (Major) -------- -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 1 -1323.193 -1049.764 80.326 25.195 -971.269 8486.535 2 -987.441 -1049.764 80.326 25.195 461.043 -10232.045 2 3 -1323.193 1049.764 80.326 -25.195 -971.269 -8486.535 4 -987.441 1049.764 80.326 -25.195 461.043 10232.045 3 5 -5272.551 679.429 80.214 -25.217 -967.888 -4477.744 6 -4936.799 679.429 80.214 -25.217 462.419 7637.318 4 7 -5272.551 -679.429 80.214 25.217 -967.888 4477.744 8 -4936.799 -679.429 80.214 25.217 462.419 -7637.318 5 11 -1097.870 451.433 -56.800 -0.000 -0.000 -0.000 2 -1082.337 385.530 -56.800 -0.000 -166.145 1230.098 6 10 -361.625 -2187.242 -54.350 -0.000 -0.000 0.000 8 -346.091 -2295.285 -54.350 -0.000 -158.980 -6529.407 7 12 -1097.870 451.433 56.800 0.000 0.000 -0.000 4 -1082.337 385.530 56.800 0.000 166.145 1230.098 8 13 -361.625 -2187.242 54.350 0.000 0.000 0.000 6 -346.091 -2295.285 54.350 0.000 158.980 -6529.407 9 13 565.433 3.596 -0.000 0.000 0.000 0.000 10 565.433 -3.596 -0.000 0.000 -0.000 0.000 10 10 642.348 3.596 -0.000 0.000 0.000 0.000 11 642.348 -3.596 -0.000 0.000 -0.000 -0.000 11 11 722.996 3.596 0.000 0.000 0.000 0.000 12 722.996 -3.596 0.000 0.000 0.000 0.000 12 12 642.348 3.596 -0.000 0.000 0.000 0.000 13 642.348 -3.596 -0.000 0.000 -0.000 0.000 13 2 -2328.077 1114.689 22.593 454.526 -84.898 -9001.946 9 -2075.535 43.245 22.593 454.526 427.268 4494.258 14 8 -2137.860 2363.001 21.996 455.870 -77.439 -14166.725 9 -1885.318 -957.031 21.996 455.870 421.209 3413.488 15 4 -2328.077 1114.689 -22.593 -454.526 84.898 -9001.946 9 -2075.535 43.245 -22.593 -454.526 -427.268 4494.258 16 6 -2137.860 2363.001 -21.996 -455.870 77.439 -14166.725 9 -1885.318 -957.031 -21.996 -455.870 -421.209 3413.488 Load Combination 30: ASCE7-16_1.2D+1.0WB-Z+0.5LrorS
Member Node Fx(Axial) Fy (Major) Fz (Minor) Mx (Torsion) My (Minor) Mz (Major) -------- -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 1 4874.749 -1084.490 -135.284 -39.264 1773.197 5304.385 2 5210.501 -1084.490 -135.284 -39.264 -639.076 -14033.413 Poligon Fabric #72117

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CEC #22-125
2 3 4874.749 1084.490 -135.284 39.264 1773.197 -5304.385 4 5210.501 1084.490 -135.284 39.264 -639.076 14033.413 3 5 -2302.301 806.418 -134.800 39.321 1759.358 -7558.558 6 -1966.549 806.418 -134.800 39.321 -644.300 6820.872 4 7 -2302.301 -806.418 -134.800 -39.321 1759.358 7558.558 8 -1966.549 -806.418 -134.800 -39.321 -644.300 -6820.872 5 11 -1937.798 5822.385 103.768 -0.002 -0.000 -0.002 2 -1922.264 5756.482 103.768 -0.002 303.533 16940.733 6 10 -622.111 -654.091 95.309 -0.002 -0.000 0.002 8 -606.577 -720.324 95.309 -0.002 278.790 -2004.003 7 12 -1937.798 5822.385 -103.768 0.002 0.000 -0.002 4 -1922.264 5756.482 -103.768 0.002 -303.533 16940.733 8 13 -622.111 -654.091 -95.309 0.002 0.000 0.002 6 -606.577 -720.324 -95.309 0.002 -278.790 -2004.003 9 13 601.692 3.596 0.000 0.000 0.000 0.000 10 601.692 -3.596 0.000 0.000 0.000 0.000 10 10 466.556 3.596 0.000 0.000 0.000 0.000 11 466.556 -3.596 0.000 0.000 0.000 0.000 11 11 318.517 3.596 -0.000 0.000 0.000 0.000 12 318.517 -3.596 -0.000 0.000 -0.000 0.000 12 12 466.556 3.596 0.000 0.000 0.000 0.000 13 466.556 -3.596 0.000 0.000 0.000 0.000 13 2 -1777.059 421.940 -38.684 -631.040 195.135 2907.319 9 -1524.517 -649.505 -38.684 -631.040 -681.807 699.152 14 8 -1836.812 1015.800 -36.539 -636.138 169.250 -8824.874 9 -1584.270 -73.231 -36.539 -636.138 -659.065 2240.151 15 4 -1777.059 421.940 38.684 631.040 -195.135 2907.319 9 -1524.517 -649.505 38.684 631.040 681.807 699.152 16 6 -1836.812 1015.800 36.539 636.138 -169.250 -8824.874 9 -1584.270 -73.231 36.539 636.138 659.065 2240.151 Load Combination 31: ASCE7-16_1.2D+1.0E-Z+0.2LrorS
Member Node Fx(Axial) Fy (Major) Fz (Minor) Mx (Torsion) My (Minor) Mz (Major) -------- -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 1 -1705.042 -818.209 237.489 -123.519 -3336.645 8083.293 2 -1369.290 -818.209 237.489 -123.519 898.084 -6506.384 2 3 -1705.042 818.209 237.489 123.519 -3336.645 -8083.293 4 -1369.290 818.209 237.489 123.519 898.084 6506.384 3 5 -1324.386 -196.189 237.542 123.548 -3338.206 3392.329 6 -988.634 -196.189 237.542 123.548 897.464 -105.968 4 7 -1324.386 196.189 237.542 -123.548 -3338.206 -3392.329 8 -988.634 196.189 237.542 -123.548 897.464 105.968 5 11 -170.052 -336.969 94.555 -0.001 -0.000 -0.001 2 -155.694 -397.888 94.555 -0.001 276.583 -1071.206 6 10 -352.966 -378.887 93.627 -0.001 -0.000 0.001 8 -338.607 -439.806 93.627 -0.001 273.870 -1193.821 7 12 -170.052 -336.969 -94.555 0.001 0.000 -0.001 4 -155.694 -397.888 -94.555 0.001 -276.583 -1071.206 8 13 -352.966 -378.887 -93.627 0.001 0.000 0.001 6 -338.607 -439.806 -93.627 0.001 -273.870 -1193.821 Poligon Fabric #72117

Page 22 of 59 ends

CEC #22-125
9 13 370.624 3.596 0.000 0.000 0.000 -0.000 10 370.624 -3.596 0.000 0.000 0.000 -0.000 10 10 238.469 3.596 0.000 0.000 0.000 0.000 11 238.469 -3.596 0.000 0.000 0.000 -0.000 11 11 104.895 3.596 -0.000 0.000 0.000 0.000 12 104.895 -3.596 -0.000 0.000 -0.000 0.000 12 12 238.469 3.596 -0.000 0.000 0.000 -0.000 13 238.469 -3.596 -0.000 0.000 0.000 0.000 13 2 -902.750 834.532 -41.268 845.793 602.842 -7577.590 9 -712.890 29.023 -41.268 845.793 -332.692 2431.384 14 8 -735.581 482.361 -41.024 845.183 600.015 -1087.854 9 -545.721 -323.148 -41.024 845.183 -329.975 937.535 15 4 -902.750 834.532 41.268 -845.793 -602.842 -7577.590 9 -712.890 29.023 41.268 -845.793 332.692 2431.384 16 6 -735.581 482.361 41.024 -845.183 -600.015 -1087.854 9 -545.721 -323.148 41.024 -845.183 329.975 937.535 Load Combination 32: ASCE7-16_0.9D+1.0WA-Z
Member Node Fx(Axial) Fy (Major) Fz (Minor) Mx (Torsion) My (Minor) Mz (Major) -------- -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 1 -238.794 -828.577 79.956 25.294 -966.840 6787.898 2 13.020 -828.577 79.956 25.294 458.882 -7986.655 2 3 -238.794 828.577 79.956 -25.294 -966.840 -6787.898 4 13.020 828.577 79.956 -25.294 458.882 7986.655 3 5 -4188.565 459.590 79.845 -25.315 -963.501 -2792.013 6 -3936.751 459.590 79.845 -25.315 460.243 5403.051 4 7 -4188.565 -459.590 79.845 25.315 -963.501 2792.013 8 -3936.751 -459.590 79.845 25.315 460.243 -5403.051 5 11 -933.980 859.420 -57.087 -0.000 -0.000 -0.000 2 -923.798 816.223 -57.087 -0.000 -166.986 2452.179 6 10 -197.238 -1778.914 -54.662 -0.000 -0.000 0.000 8 -187.057 -1864.251 -54.662 -0.000 -159.894 -5306.330 7 12 -933.980 859.420 57.087 0.000 0.000 -0.000 4 -923.798 816.223 57.087 0.000 166.986 2452.179 8 13 -197.238 -1778.914 54.662 0.000 0.000 0.000 6 -187.057 -1864.251 54.662 0.000 159.894 -5306.330 9 13 385.762 2.697 0.000 0.000 0.000 0.000 10 385.762 -2.697 0.000 0.000 0.000 0.000 10 10 463.080 2.697 0.000 0.000 -0.000 0.000 11 463.080 -2.697 0.000 0.000 0.000 0.000 11 11 544.096 2.697 0.000 0.000 0.000 0.000 12 544.096 -2.697 0.000 0.000 0.000 0.000 12 12 463.080 2.697 0.000 0.000 0.000 0.000 13 463.080 -2.697 0.000 0.000 0.000 -0.000 13 2 -1727.082 617.776 22.732 452.445 -86.331 -5534.476 9 -1616.027 146.612 22.732 452.445 428.987 3220.016 14 8 -1537.351 1866.679 22.141 453.775 -78.946 -10709.381 9 -1426.297 -853.073 22.141 453.775 422.988 2142.509 15 4 -1727.082 617.776 -22.732 -452.445 86.331 -5534.476 9 -1616.027 146.612 -22.732 -452.445 -428.987 3220.016 Poligon Fabric #72117

Page 23 of 59 ends

CEC #22-125
16 6 -1537.351 1866.679 -22.141 -453.775 78.946 -10709.381 9 -1426.297 -853.073 -22.141 -453.775 -422.988 2142.509 Load Combination 33: ASCE7-16_0.9D+1.0WB-Z
Member Node Fx(Axial) Fy (Major) Fz (Minor) Mx (Torsion) My (Minor) Mz (Major) -------- -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 1 5957.697 -868.205 -133.652 -39.751 1751.787 3658.586 2 6209.511 -868.205 -133.652 -39.751 -631.400 -11822.587 2 3 5957.697 868.205 -133.652 39.751 1751.787 -3658.586 4 6209.511 868.205 -133.652 39.751 -631.400 11822.587 3 5 -1216.863 583.676 -133.179 39.799 1738.225 -5837.707 6 -965.049 583.676 -133.179 39.799 -636.527 4569.953 4 7 -1216.863 -583.676 -133.179 -39.799 1738.225 5837.707 8 -965.049 -583.676 -133.179 -39.799 -636.527 -4569.953 5 11 -1776.024 6228.270 103.420 -0.002 -0.000 -0.002 2 -1765.842 6185.073 103.420 -0.002 302.514 18156.664 6 10 -459.564 -245.915 95.119 -0.002 -0.000 0.002 8 -449.382 -289.442 95.119 -0.002 278.234 -781.369 7 12 -1776.024 6228.270 -103.420 0.002 0.000 -0.002 4 -1765.842 6185.073 -103.420 0.002 -302.514 18156.664 8 13 -459.564 -245.915 -95.119 0.002 0.000 0.002 6 -449.382 -289.442 -95.119 0.002 -278.234 -781.369 9 13 423.445 2.697 0.000 0.000 0.000 0.000 10 423.445 -2.697 0.000 0.000 0.000 0.000 10 10 288.659 2.697 -0.000 0.000 0.000 0.000 11 288.659 -2.697 -0.000 0.000 -0.000 0.000 11 11 141.198 2.697 -0.000 0.000 0.000 0.000 12 141.198 -2.697 -0.000 0.000 -0.000 0.000 12 12 288.659 2.697 0.000 0.000 0.000 0.000 13 288.659 -2.697 0.000 0.000 0.000 -0.000 13 2 -1177.707 -72.033 -38.717 -623.681 196.352 6334.076 9 -1066.652 -543.197 -38.717 -623.681 -681.357 -549.136 14 8 -1236.336 519.122 -36.612 -628.682 170.942 -5351.322 9 -1125.282 30.371 -36.612 -628.682 -659.028 977.330 15 4 -1177.707 -72.033 38.717 623.681 -196.352 6334.076 9 -1066.652 -543.197 38.717 623.681 681.357 -549.136 16 6 -1236.336 519.122 36.612 628.682 -170.942 -5351.322 9 -1125.282 30.371 36.612 628.682 659.028 977.330 Load Combination 34: ASCE7-16_0.9D+1.0E-Z
Member Node Fx(Axial) Fy (Major) Fz (Minor) Mx (Torsion) My (Minor) Mz (Major) -------- -------- ------------ ------------ ------------ ------------ ------------ ------------ 1 1 -1090.319 -691.218 236.470 -122.956 -3323.753 7108.174 2 -838.505 -691.218 236.470 -122.956 892.801 -5217.089 2 3 -1090.319 691.218 236.470 122.956 -3323.753 -7108.174 4 -838.505 691.218 236.470 122.956 892.801 5217.089 3 5 -711.409 -318.455 236.522 122.983 -3325.296 4314.967 6 -459.595 -318.455 236.522 122.983 892.188 -1363.478 4 7 -711.409 318.455 236.522 -122.983 -3325.296 -4314.967 8 -459.595 318.455 236.522 -122.983 892.188 1363.478 5 11 -73.292 -141.251 93.963 -0.001 -0.000 -0.001 2 -63.111 -184.448 93.963
-0.001 274.851 -474.895
Poligon Fabric #72117

Page 24 of 59 ends

CEC #22-125
6 10 -255.159 -183.364 93.045 -0.001 -0.000 0.001 8 -244.977 -226.561 93.045 -0.001 272.168 -598.080 7 12 -73.292 -141.251 -93.963 0.001 0.000 -0.001 4 -63.111 -184.448 -93.963 0.001 -274.851 -474.895 8 13 -255.159 -183.364 -93.045 0.001 0.000 0.001 6 -244.977 -226.561 -93.045 0.001 -272.168 -598.080 9 13 271.168 2.697 0.000 0.000 0.000 0.000 10 271.168 -2.697 0.000 0.000 0.000 0.000 10 10 139.757 2.697 -0.000 0.000 0.000 0.000 11 139.757 -2.697 -0.000 0.000 -0.000 0.000 11 11 6.943 2.697 -0.000 0.000 0.000 0.000 12 6.943 -2.697 -0.000 0.000 -0.000 0.000 12 12 139.757 2.697 -0.000 0.000 0.000 0.000 13 139.757 -2.697 -0.000 0.000 -0.000 0.000 13 2 -566.825 558.962 -41.020 840.780 599.349 -5691.984 9 -455.771 87.798 -41.020 840.780 -330.566 1729.215 14 8 -400.431 208.606 -40.779 840.177 596.553 765.398 9 -289.377 -262.559 -40.779 840.177 -327.880 244.149 15 4 -566.825 558.962 41.020 -840.780 -599.349 -5691.984 9 -455.771 87.798 41.020 -840.780 330.566 1729.215 16 6 -400.431 208.606 40.779 -840.177 -596.553 765.398 9 -289.377 -262.559 40.779 -840.177 327.880 244.149 Poligon Fabric #72117

Page 25 of 59 ends

CEC #22-125

Steel Check Report

Project:: ON COVER Company: CEC, INC.

Description: User: BMR
Software: Digital Canal VersaFrame

Code Check Results (LRFD15)

CCRRIITTIICCAALL SSTTRREESSSS SSUUMMMMAARRYY
ID Section Name Status Governing Criteria Stress
Ratio
Load Combination Distance
(ft)
1 HSS8X6X3/16 OK Axial-Bending 0.3740 ASCE7-16_1.2D+1.0WB-Z+0.5LrorS 17.831 2 HSS8X6X3/16 O K Axial-Bending 0.3740 ASCE7-16_1.2D+1.0WB-Z+0.5LrorS 17.831 3 HSS8X6X3/16 OK Axial-Bending 0.3047 ASCE7-16_1.2D+1.6LrorS+0.5WA-Z 17.831 4 HSS8X6X3/16 O K Axial-Bending 0.3047 ASCE7-16_1.2D+1.6LrorS+0.5WA-Z 17.831 5 HSS8X6X3/16 OK Axial-Bending 0.4538 ASCE7-16_0.9D+1.0WB-Z 2.9251 6 HSS8X6X3/16 O K Axial-Bending 0.1641 ASCE7-16_1.2D+1.0WA-Z+0.5LrorS 2.9251 7 HSS8X6X3/16 OK Axial-Bending 0.4538 ASCE7-16_0.9D+1.0WB-Z 2.9251 8 HSS8X6X3/16 O K Axial-Bending 0.1641 ASCE7-16_1.2D+1.0WA-Z+0.5LrorS 2.9251 13 HSS8X6X3/16 OK Axial-Bending 0.3423 ASCE7-16_1.2D+1.6LrorS+0.5WA-Z 0.0000 14 HSS8X6X3/16 O K Axial-Bending 0.4047 ASCE7-16_1.2D+1.6LrorS+0.5WA-Z 0.0000 15 HSS8X6X3/16 OK Axial-Bending 0.3423 ASCE7-16_1.2D+1.6LrorS+0.5WA-Z 0.0000 16 HSS8X6X3/16 O K Axial-Bending 0.4047 ASCE7-16_1.2D+1.6LrorS+0.5WA-Z 0.0000

SSEELLEECCTTEEDD LLOOAADD CCOOMMBBIINNAATTIIOONNSS
Load Combination Code Check Total Live Dependent Conditional ASCE7-16_1.4D x - -
ASCE7-16_1.2D+1.6LrorS+0.5WA-Z x - -
ASCE7-16_1.2D+1.6LrorS+0.5WB-Z x - -
ASCE7-16_1.2D+1.0WA-Z+0.5LrorS x - -
ASCE7-16_1.2D+1.0WB-Z+0.5LrorS x - -
ASCE7-16_1.2D+1.0E-Z+0.2LrorS x - -
ASCE7-16_0.9D+1.0WA-Z x - -
ASCE7-16_0.9D+1.0WB-Z x - -
ASCE7-16_0.9D+1.0E-Z x - -
ASD_ASCE7-16_1.0D x - -
ASD_ASCE7-16_1.0D+1.0LrorS x - -
ASD_ASCE7-16_1.0D+0.6WA-Z x - -
ASD_ASCE7-16_1.0D+0.6WB-Z x - -
ASD_ASCE7-16_1.0D+0.7E-Z x - -
ASD_ASCE7-16_1.0D+0.45WA-Z+0.75LrorS x - -
ASD_ASCE7-16_1.0D+0.45WB-Z+0.75LrorS x - -
ASD_ASCE7-16_1.0D+0.525E-Z+0.75LrorS x - -
ASD_ASCE7-16_0.6D+0.6WA-Z x - -
ASD_ASCE7-16_0.6D+0.6WB-Z x - -
ASD_ASCE7-16_0.6D+0.7E-Z x - -

Poligon Fabric #72117

Page 26 of 59 ends

CEC #22-125
Shade Cable Pre-Stress Ten. To Ten. Length Length, S Radius, r Cat., dH V Turn Buckle Wind A Wind B Pretension Live Load 1-2 5 plf 35.23 ft. 35.23 ft. 74.45 ft. 2.1138 ft. 367 lbs. 88 lbs. 1 1557 lbs. 1191 lbs. 534 lbs. 534 lbs. 2-3 5 plf 35.23 ft. 35.23 ft. 74.45 ft. 2.1138 ft. 367 lbs. 88 lbs. 2 1557 lbs. 1191 lbs. 534 lbs. 534 lbs. 3-4 5 plf 35.23 ft. 35.23 ft. 74.45 ft. 2.1138 ft. 367 lbs. 88 lbs. 2 1557 lbs. 1191 lbs. 534 lbs. 534 lbs. 4-1 5 plf 35.23 ft. 35.23 ft. 74.45 ft. 2.1138 ft. 367 lbs. 88 lbs. 3 1557 lbs. 1191 lbs. 534 lbs. 534 lbs.

Cable Type: 1/4" Dia. 7x19
Minimum Breaking Strength: 5031 lbs.

Working Load Limit (1/3 Breaking Strength): 1677 lbs.

ASD Load Combinations Cable Tension Working Load Limit

1.0D 534 lbs. < 1677 lbs. OK

1.0D + 1.0(Lr or S) 1067 lbs. < 1677 lbs. OK

1.0D + (0.6W or 0.7E) 1468 lbs. < 1677 lbs. OK

1.0D + 0.75(0.6W) + 0.75(Lr or S) 1635 lbs. < 1677 lbs. OK

0.6D + 0.6W 1255 lbs. < 1677 lbs. OK
A
Cable Tension Analysis
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CEC #22-125

CONNECTION / FOOTING DESIGN
Poligon Fabric #72117

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CEC #22-125

TRUSS TO COLUMN CONNECTION
(4) 3/4" DIA. BOLTS / 5/8" END PLATE / 5/8" FLANGE PLATE Member End Results:

Fx (Axial) Fy (Major Shear) Fz (Minor Shear) Mx (Torsion) My (Minor Moment) Mz (Major Moment) Combination 1: 58 lbs. 1086 lbs. 70 lbs. 19 lb-ft 330 lb-ft 12534 lb- ft Combination 2: 5211 lbs. 1084 lbs. 135 lbs. 39 lb-ft 639 lb-ft 14033 lb-ft # of Bottom Bolts: 2 Bolts dw = 6.000 in. plate width
# of Top Bolts: 2 Bolts d = 8.219 in. plate depth
Bolt Diameter: 0.53 in Use: 0.75 in tp = 0.625 in. plate thickness Fy = 46000 psi beam Weld = 0.188 in.

Fy = 36000 psi plate E= 1.5 in.

Member Pitch = 13.26 degrees D= 1.5 in.
g = 3.0 in.

Member Size: d1 = 6.6 in.

Dm = 8.000 in. Flange Plate = 0.625 in. plate thickness Wm = 6.000 in.
t = 0.188 in. rn = 14880 lbs/Bolt (tension)
Bolt Size: 0.53 in. rn = 5334 lbs/Bolt (shear)
Puf = 18329 lbs combination 1: Tb = 11373 lbs/Bolt (actual bolt tension) Puf = 23094 lbs combination 2: Tb = 14330 lbs/Bolt (actual bolt tension) Bolt Design:
combination 1: db,reqd = 2M u
Ftd1
db,reqd = 0.46 < 0.530 dia OK
nmin = Ru/rn
= 0.20 Bolts < 2 Bolts OK
combination 2: db,reqd = 2M u
Ftd1
db,reqd = 0.52 < 0.530 dia OK
nmin = Ru/rn
= 0.20 Bolts < 2 Bolts OK
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CEC #22-125
End Plate Design:

Check End Plate Thickness
s = 2.12 in.
pf = 1.31 in.

Y = 39.70 in.

Pt = db
2Ft/4
= 19840 lbs
Mnp = [2Pt(dn]
= 197097 in-lb
tp, reqd = 1.11r(Mnp)
bFpyY
= 0.46 in < 0.625 in OK
Check Shear yealding:
combination 1: Rn =2 x (0.6FyAg)
= 145800 lbs > 1088 lbs OK
combination 2: Rn =2 x (0.6FyAg)
= 145800 lbs > 1093 lbs OK
Check Fillet Welds:
(sidewall to end plate)
Dmin = 0.9Fyt/(2 x 1.392L)

0.37 sixteenths -> 1/16 inch weld OK
combination 1: Dmin = Ru/(2x1.392L)
= 0.05 sixteenths -> 1/16 inch weld OK
(top and bottom wall to end plate)
Dmin = Puf/(1.392L)
= 2.19 sixteenths -> 3/16 inch weld OK
combination 2: Dmin = Ru/(2x1.392L)
= 0.05 sixteenths -> 1/16 inch weld OK
(top and bottom wall to end plate)
Dmin = Puf/(1.392L)
= 2.77 sixteenths -> 3/16 inch weld OK
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CEC #22-125

TRUSS TO COMPRESSION TUBE
(4) 3/4" DIA. BOLTS / 5/8" END PLATE / 5/8" COMPRESSION PLATE Member End Results:

Fx (Axial) Fy (Major Shear) Fz (Minor Shear) Mx (Torsion) My (Minor Moment) Mz (Major Moment) Combination 1: 2185 lbs. 240 lbs. 11 lbs. 228 lb-ft 212 lb-ft 5429 lb-ft Combination 2: 2090 lbs. 740 lbs. 11 lbs. 229 lb-ft 211 lb-ft 4887 lb-ft # of Bottom Bolts: 2 Bolts dw = 6.000 in. plate width
# of Top Bolts: 2 Bolts d = 8.219 in. plate depth
Min. Bolt Diameter: 0.34 in Use: 0.75 in. tp = 0.625 in. plate thickness Fy = 46000 psi beam Weld = 0.188 in.

Fy = 36000 psi plate E= 1.5 in.

Member Pitch = 13.26 degrees D= 1.5 in.
g = 3.0 in.

Member Size: d1 = 6.6 in.

Dm = 8.000 in. Compression Plate = 0.625 in. plate thickness Wm = 6.000 in.
t = 0.188 in. rn = 6124 lbs/Bolt (tension)
Bolt Size: 0.34 in. rn = 2195 lbs/Bolt (shear)
Puf = 9018 lbs combination 1: Tb = 5596 lbs/Bolt (actual bolt tension) Puf = 8179 lbs combination 2: Tb = 5075 lbs/Bolt (actual bolt tension) Bolt Design:
combination 1: db,reqd = 2M u
Ftd1
db,reqd = 0.32 < 0.340 dia OK
nmin = Ru/rn
= 0.11 Bolts < 2 Bolts OK
combination 2: db,reqd = 2M u
Ftd1
db,reqd = 0.31 < 0.340 dia OK
nmin = Ru/rn
= 0.34 Bolts < 2 Bolts OK
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CEC #22-125
End Plate Design:

Check End Plate Thickness
s = 2.12 in.
pf = 1.31 in.

Y = 39.70 in.

Pt = db
2Ft/4
= 8165 lbs
Mnp = [2Pt(dn]
= 81112 in-lb
tp, reqd = 1.11r(Mnp)
bFpyY
= 0.29 in < 0.625 in OK
Check Shear yealding:
combination 1: Rn =2 x (0.6FyAg)
= 145800 lbs > 240 lbs OK
combination 2: Rn =2 x (0.6FyAg)
= 145800 lbs > 741 lbs OK
Check Fillet Welds:
(sidewall to end plate)
Dmin = 0.9Fyt/(2 x 1.392L)

0.37 sixteenths -> 1/16 inch weld OK
combination 1: Dmin = Ru/(2x1.392L)
= 0.01 sixteenths -> 1/16 inch weld OK
(top and bottom wall to end plate)
Dmin = Puf/(1.392L)
= 1.08 sixteenths -> 2/16 inch weld OK
combination 2: Dmin = Ru/(2x1.392L)
= 0.03 sixteenths -> 1/16 inch weld OK
(top and bottom wall to end plate)
Dmin = Puf/(1.392L)
= 0.98 sixteenths -> 1/16 inch weld OK
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CEC #22-125
BASE PLATE DESIGN:

Column and Base Plate Perameters:

Column Depth, D = 8.00 in.

Column Width, W = 6.00 in.

Col. Thickness, t
c = 0.1875 in.

Plate Length, L = 14.00 in.

Plate Thickness, t
p = 1.00 in.

Bolt Diameter, d =
Bolt Spacing, C =
Bolt Embedment, E =
Applied Forces:

Max Axial, P
dn = 3.66 kips
Max Shear, V = 0.58 kips
Moment, M = 6.63 kip-ft
Uplift, Pup = 3.52 kips
Check Plate:
critical section = 3.20 in.
combination 1: Mpl =
tp = 0.31 in. OK
combination 2: Mpl =
tp = 0.33 in. OK
combination 3: Mp =
tp = 0.45 in. OK
Check Weld:

Weld Thickness, t
w = 0.1875 in
te = 0.133 in
A = 3.64 in 2
I = 34.84 in4
S = 8.71 in3
Weld Analysis:

Weld Type: Fillet
Weld Thickness, tw: 0.1875 in.
**E70 Electrodes
fv = P/A

1.16 ksi
fb = Mc/I

0.76 ksi
f
r = sqrt(fv
2 + fb
2)

1.39 ksi < 31.50 ksi OK

0.43 in.-kips/in
Use: 14 in. x 12 in. x 1 in. thick baseplate

0.49 in.-kips/in

0.90 in.-kips/in
Poligon Fabric #72117

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Material: ASTM F 1554
Evaluation Service Report: Hilti Technical Data
Issued I Valid: - | -
Proof: Design Method ACI 318-14 / CIP
Stand-off installation: eb = 0.000 in. (no stand-off); t = 1.000 in.

Anchor plate
R
: lx x ly x t = 12.000 in. x 14.000 in. x 1.000 in.; (Recommended plate thickness: not calculated) Profile: Rectangular HSS (AISC), HSS8X6X.1875; (L x W x T) = 8.000 in. x 6.000 in. x 0.188 in.

Base material: cracked concrete, , fc' = 4,500 psi; h = 30.000 in.

Reinforcement: tension: condition B, shear: condition B; 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, ft.lb]
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CEC #22-125
Hilti PROFIS Engineering 3.0.75
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 1.1 Design results
Case Description Forces [lb] / Moments [ft.lb] Seismic Max. Util. Anchor [%] 1 Combination 1 N = -1,706; Vx = 411; Vy = 740;
Mx = 8,076.000; My = -3,357.000; Mz = 124.000;
yes 39
Tension
Compression
1 2
3 4
x
y2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y 1 0 209 143 152
2 403 261 143 218
3 3,079 164 62 152
4 4,743 227 62 218
max. concrete compressive strain: 0.22 [‰]
max. concrete compressive stress: 957 [psi]
resulting tension force in (x/y)=(1.131/4.961): 8,225 [lb] resulting compression force in (x/y)=(-3.120/-5.650): 9,931 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load
Load Nua [lb] Capacity f Nn [lb] Utilization bN = Nua/f Nn Status Steel Strength* 4,743 18,787 26 OK
Pullout Strength* 4,743 12,361 39 OK
Concrete Breakout Failure** 8,225 23,791 35 OK
Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A * highest loaded anchor **anchor group (anchors in tension)

3.1 Steel Strength
Nsa = Ase,N futa ACI 318-14 Eq. (17.4.1.2)
f Nsa ³ Nua ACI 318-14 Table 17.3.1.1
Variables
Ase,N [in.
2 ] futa [psi]

0.33 75,000
Calculations
Nsa [lb]
25,050
Results
Nsa [lb] f steel f Nsa [lb] Nua [lb]
25,050 0.750 18,787 4,743
Poligon Fabric #72117

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CEC #22-125
Hilti PROFIS Engineering 3.0.75
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 3.2 Pullout Strength
NpN = y c,p Np ACI 318-14 Eq. (17.4.3.1)
Np = 8 Abrg f
'
c ACI 318-14 Eq. (17.4.3.4)
f NpN ³ Nua ACI 318-14 Table 17.3.1.1
Variables
y c,p Abrg [in.
2 ] l a f
'
c [psi]

1.000 0.65 1.000 4,500
Calculations
Np [lb]
23,544
Results
Npn [lb] f concrete f seismic f nonductile f Npn [lb] Nua [lb] 23,544 0.700 0.750 1.000 12,361 4,743

3.3 Concrete Breakout Failure
Ncbg = (
ANc
ANc0
) y ec,N y ed,N y c,N y cp,N Nb ACI 318-14 Eq. (17.4.2.1b) f Ncbg ³ 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 h
2 ef ACI 318-14 Eq. (17.4.2.1c)
y ec,N = (
1 1 + 2 e
'
N
3 hef
) £ 1.0 ACI 318-14 Eq. (17.4.2.4)
y ed,N = 0.7 + 0.3 (
ca,min

1.5hef
) £ 1.0 ACI 318-14 Eq. (17.4.2.5b)
y cp,N = MAX(
ca,min
cac
, 1.5hef
cac
) £ 1.0 ACI 318-14 Eq. (17.4.2.7b)
Nb = kc l a √f
'
c
h

1.5 ef ACI 318-14 Eq. (17.4.2.2a)
Variables
hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] y c,N

7.250 0.369 3.128 10.875 1.000
cac [in.] kc l a f
'
c [psi]
- 24 1.000 4,500
Calculations
ANc [in.
2 ] ANc0 [in.
2 ] y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
908.06 473.06 0.967 0.777 1.000 1.000 31,429
Results
Ncbg [lb] f concrete f seismic f nonductile f Ncbg [lb] Nua [lb] 45,316 0.700 0.750 1.000 23,791 8,225
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4.1 Steel Strength
Vsa = 0.6 Ase,V futa ACI 318-14 Eq. (17.5.1.2b) f Vsteel ³ Vua ACI 318-14 Table 17.3.1.1
Variables
Ase,V [in.
2 ] futa [psi]

0.33 75,000
Calculations
Vsa [lb]
15,030
Results
Vsa [lb] f steel f Vsa,eq [lb] Vua [lb]
15,030 0.650 9,769 261
Poligon Fabric #72117

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CEC #22-125
Hilti PROFIS Engineering 3.0.75
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 4.2 Pryout Strength
Vcpg = kcp [(
ANc
ANc0
) y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-14 Eq. (17.5.3.1b) f Vcpg ³ 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 h
2 ef ACI 318-14 Eq. (17.4.2.1c)
y ec,N = (
1 1 + 2 e
'
N
3 hef
) £ 1.0 ACI 318-14 Eq. (17.4.2.4)
y ed,N = 0.7 + 0.3 (
ca,min

1.5hef
) £ 1.0 ACI 318-14 Eq. (17.4.2.5b)
y cp,N = MAX(
ca,min
cac
, 1.5hef
cac
) £ 1.0 ACI 318-14 Eq. (17.4.2.7b)
Nb = kc l a √f
'
c
h

1.5 ef ACI 318-14 Eq. (17.4.2.2a)
Variables
kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.]
2 7.250 1.537 0.854 10.875
y c,N cac [in.] kc l a f
'
c [psi]

1.000 ∞ 24 1.000 4,500
Calculations
ANc [in.
2 ] ANc0 [in.
2 ] y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
1,007.06 473.06 0.876 0.927 1.000 1.000 31,429
Results
Vcpg [lb] f concrete f seismic f nonductile f Vcpg [lb] Vua [lb] 108,711 0.700 1.000 1.000 76,098 846
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1.5ca1
) £ 1.0 ACI 318-14 Eq. (17.5.2.6b)
y h,V = √

1.5ca1
ha
³ 1.0 ACI 318-14 Eq. (17.5.2.8)
Vb = 9 l a √f
'
c
c

1.5 a1 ACI 318-14 Eq. (17.5.2.2b)
Variables
ca1 [in.] ca2 [in.] ecV [in.] y c,V ha [in.]

10.875 10.875 0.705 1.000 30.000
le [in.] l a da [in.] f
'
c [psi]
y parallel,V

6.000 1.000 0.750 4,500 1.000
Calculations
AVc [in.
2 ] AVc0 [in.
2 ] y ec,V y ed,V y h,V Vb [lb]
501.61 532.20 0.959 0.900 1.000 21,652
Results
Vcbg [lb] f concrete f seismic f nonductile f Vcbg [lb] Vua [lb] 17,606 0.700 1.000 1.000 12,324 846
5 Combined tension and shear loads
bN bV z Utilization bN,V [%] Status

0.384 0.069 5/3 22 OK
bNV = b
z
N + b
z
V <= 1
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CEC #22-125
Hilti PROFIS Engineering 3.0.75
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, 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 Engineering calculates the minimum required anchor plate thickness with CBFEM 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 Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs.
• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • 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 w0.

Fastening meets the design criteria!
Poligon Fabric #72117

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6.000 in. x 0.188 in.

Item number: not available
Hole diameter in the fixture: df = 0.812 in. Maximum installation torque: - Plate thickness (input): 1.000 in. Hole diameter in the base material: - in.

Recommended plate thickness: not calculated Hole depth in the base material: 11.000 in.

Minimum thickness of the base material: 12.000 in.

Hilti Hex Head headed stud anchor with 11 in embedment, 3/4, Steel galvanized, installation per instruction for use 1 2
3 4
x
y

6.000 6.000

1.500 9.000 1.500

1.500 11.000 1.500

7.0007.000
Poligon Fabric #72117

Page 41 of 59 ends

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.

Poligon Fabric #72117

Page 42 of 59 ends

Base material: cracked concrete, , fc' = 4,500 psi; h = 30.000 in., Temp. short/long: 32/32 °F 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))
Application also possible with HVU2 + HAS-E-55 3/4 under the selected boundary conditions.

More information in section Alternative fastening data of this report.

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

Geometry [in.] & Loading [lb, ft.lb]
Poligon Fabric #72117

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CEC #22-125
Hilti PROFIS Engineering 3.0.75
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 1.1 Design results
Case Description Forces [lb] / Moments [ft.lb] Seismic Max. Util. Anchor [%] 1 Combination 1 N = -1,706; Vx = 411; Vy = 740;
Mx = 8,076.000; My = -3,357.000; Mz = 124.000;
Nsus = 0; Mx,sus = 0.000; My,sus = 0.000;
yes 53
Tension
Compression
1 2
3 4
x
y2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y 1 0 209 143 152
2 402 261 143 218
3 3,078 164 62 152
4 4,744 227 62 218
max. concrete compressive strain: 0.22 [‰]
max. concrete compressive stress: 957 [psi]
resulting tension force in (x/y)=(1.132/4.962): 8,225 [lb] resulting compression force in (x/y)=(-3.119/-5.649): 9,931 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load
Load Nua [lb] Capacity f Nn [lb] Utilization bN = Nua/f Nn Status Steel Strength* 4,744 18,817 26 OK
Bond Strength** 8,225 24,152 35 OK
Sustained Tension Load Bond Strength* N/A N/A N/A N/A
Concrete Breakout Failure** 8,225 15,648 53 OK
* highest loaded anchor **anchor group (anchors in tension)

3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-3187
f Nsa ³ Nua ACI 318-14 Table 17.3.1.1
Variables
Ase,N [in.
2 ] futa [psi]

0.33 75,000
Calculations
Nsa [lb]
25,090
Results
Nsa [lb] f steel f Nsa [lb] Nua [lb]
25,090 0.750 18,817 4,744
Poligon Fabric #72117

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CEC #22-125
Hilti PROFIS Engineering 3.0.75
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 3.2 Bond Strength
Nag = (
ANa
ANa0
) y ec1,Na y ec2,Na y ed,Na y cp,Na Nba ACI 318-14 Eq. (17.4.5.1b) f Nag ³ Nua ACI 318-14 Table 17.3.1.1
ANa see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) ANa0 = (2 cNa)
2 ACI 318-14 Eq. (17.4.5.1c)
cNa = 10 da √
t uncr
1100 ACI 318-14 Eq. (17.4.5.1d)
y ec,Na = (
1 1 + e
'
N
cNa
) £ 1.0 ACI 318-14 Eq. (17.4.5.3)
y ed,Na = 0.7 + 0.3 (
ca,min
cNa
) £ 1.0 ACI 318-14 Eq. (17.4.5.4b)
y cp,Na = MAX(
ca,min
cac
, cNa
cac
) £ 1.0 ACI 318-14 Eq. (17.4.5.5b)
Nba = l a · t k,c · aN,seis · p · da · hef ACI 318-14 Eq. (17.4.5.2) Variables
t k,c,uncr [psi] da [in.] hef [in.] ca,min [in.] aoverhead t k,c [psi] 2,354 0.750 11.000 10.875 1.000 1,336
ec1,N [in.] ec2,N [in.] cac [in.] l a aN,seis

0.368 3.128 20.131 1.000 1.000
Calculations
cNa [in.] ANa [in.
2 ] ANa0 [in.
2 ] y ed,Na

10.923 909.02 477.24 0.999
y ec1,Na y ec2,Na y cp,Na Nba [lb]

0.967 0.777 1.000 34,634
Results
Nag [lb] f bond f seismic f nonductile f Nag [lb] Nua [lb] 49,542 0.650 0.750 1.000 24,152 8,225
Poligon Fabric #72117

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1.5hef
) £ 1.0 ACI 318-14 Eq. (17.4.2.5b)
y cp,N = MAX(
ca,min
cac
, 1.5hef
cac
) £ 1.0 ACI 318-14 Eq. (17.4.2.7b)
Nb = kc l a √f
'
c
h

1.5 ef ACI 318-14 Eq. (17.4.2.2a)
Variables
hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] y c,N

7.250 0.368 3.128 10.875 1.000
cac [in.] kc l a f
'
c [psi]

20.131 17 1.000 4,500
Calculations
ANc [in.
2 ] ANc0 [in.
2 ] y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
908.06 473.06 0.967 0.777 1.000 1.000 22,262
Results
Ncbg [lb] f concrete f seismic f nonductile f Ncbg [lb] Nua [lb] 32,099 0.650 0.750 1.000 15,648 8,225
Poligon Fabric #72117

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4.1 Steel Strength
Vsa,eq = ESR value refer to ICC-ES ESR-3187
f Vsteel ³ Vua ACI 318-14 Table 17.3.1.1
Variables
Ase,V [in.
2 ] futa [psi] aV,seis

0.33 75,000 0.700
Calculations
Vsa,eq [lb]
10,538
Results
Vsa,eq [lb] f steel f Vsa,eq [lb] Vua [lb]
10,538 0.650 6,850 261
Poligon Fabric #72117

Page 47 of 59 ends

1.5hef
) £ 1.0 ACI 318-14 Eq. (17.4.2.5b)
y cp,N = MAX(
ca,min
cac
, 1.5hef
cac
) £ 1.0 ACI 318-14 Eq. (17.4.2.7b)
Nb = kc l a √f
'
c
h

1.5 ef ACI 318-14 Eq. (17.4.2.2a)
Variables
kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.]
2 7.250 1.537 0.854 10.875
y c,N cac [in.] kc l a f
'
c [psi]

1.000 20.131 17 1.000 4,500
Calculations
ANc [in.
2 ] ANc0 [in.
2 ] y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
1,007.06 473.06 0.876 0.927 1.000 1.000 22,262
Results
Vcpg [lb] f concrete f seismic f nonductile f Vcpg [lb] Vua [lb] 77,004 0.700 1.000 1.000 53,903 846
Poligon Fabric #72117

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1.5ca1
) £ 1.0 ACI 318-14 Eq. (17.5.2.6b)
y h,V = √

1.5ca1
ha
³ 1.0 ACI 318-14 Eq. (17.5.2.8)
Vb = 9 l a √f
'
c
c

1.5 a1 ACI 318-14 Eq. (17.5.2.2b)
Variables
ca1 [in.] ca2 [in.] ecV [in.] y c,V ha [in.]

10.875 10.875 0.705 1.000 30.000
le [in.] l a da [in.] f
'
c [psi]
y parallel,V

0.526 0.069 5/3 36 OK
bNV = b
z
N + b
z
V <= 1
Poligon Fabric #72117

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CEC #22-125
Hilti PROFIS Engineering 3.0.75
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, 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 Engineering calculates the minimum required anchor plate thickness with CBFEM 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 Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs.
• Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • 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

Fastening meets the design criteria!
Poligon Fabric #72117

Page 50 of 59 ends

6.000 in. x 0.188 in.

Item number: 2198002 HAS-E-55 3/4"x14" (element) /
2022791 HIT-HY 200-A (adhesive)
Hole diameter in the fixture: df = 0.812 in. Maximum installation torque: 100.000 ft.lb Plate thickness (input): 1.000 in. Hole diameter in the base material: 0.875 in.

Recommended plate thickness: not calculated Hole depth in the base material: 11.000 in.

Drilling method: Hammer drilled Minimum thickness of the base material: 12.750 in.

Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required
3/4 Hilti HAS Carbon steel threaded rod with Hilti HIT-HY 200 Safe Set System

7.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Compressed air with required accessories
to blow from the bottom of the hole
• Proper diameter wire brush
• Dispenser including cassette and mixer
• Torque wrench
1 2
3 4
x
y

6.000 6.000

1.500 9.000 1.500

1.500 11.000 1.500

7.0007.000
Poligon Fabric #72117

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8.1 Alternative fastening data
Anchor type and diameter: HVU2 + HAS-E-55 3/4
Item number: 2197999 HAS-E-55 3/4"x10" (element) / not available (capsule)
Effective embedment depth: h ef,act = 6.625 in., hnom = 6.625 in.

Material: ASTM F1554 Grade 55
Evaluation Service Report: ESR-4372
Issued I Valid: 9/1/2021 | 6/1/2022
Proof: Design Method ACI 318-14 / Chem
Stand-off installation: eb = 0.000 in. (no stand-off); t = 1.000 in.

Base material: cracked concrete, , fc' = 4,500 psi; h = 30.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry, Installation direction: vertical downward 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))
Max. Utilization with HVU2 + HAS-E-55 3/4: 66 %
Fastening meets the design criteria!

8.2 Installation data
Anchor type and diameter: HVU2 + HAS-E-55 3/4
Profile: Rectangular HSS (AISC), HSS8X6X.1875; (L x W x T) = 8.000 in. x

6.000 in. x 0.188 in.

Item number: 2197999 HAS-E-55 3/4"x10" (element) / not
available (capsule)
Hole diameter in the fixture: df = 0.812 in. Maximum installation torque: 100.000 ft.lb Plate thickness (input): 1.000 in. Hole diameter in the base material: 0.875 in.

Recommended plate thickness: not calculated Hole depth in the base material: 6.625 in.

Drilling method: Hammer drilled Minimum thickness of the base material: 8.375 in.

Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required
3/4 Hilti HAS Carbon steel threaded rod with Hilti HVU2

8.2.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Compressed air with required accessories
to blow from the bottom of the hole
• Proper diameter wire brush
• HVA square drive shafts
• Torque wrench
Poligon Fabric #72117

Page 52 of 59 ends

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.

Poligon Fabric #72117

Page 53 of 59 ends

CEC #22-125

DRILLED SHAFT FOUNDATION DESIGN WITHOUT GROUND SURFACE CONSTRAINT Rx [lb] Ry [lb] Rz [lb] Rox [lb-ft] Roy [lb-ft] Roz [lb-ft] Combination 1: -422.237 3656.195 -373.005 -2514.9 11.31 3130.485 max vertical Combination 2: 432.836 -3515.242 314.422 871.459 23.364 -2362.432 max uplift Combination 3: 411.799 2277.3 584.201 5763. 497 65.223 -3274.291 max overturning Foundation Dimensions:

Diameter, W = 3.00 ft
Depth, D = 5.50 ft
Soil Conditions:

Allowable Soil Bearing Pressure, Bf = 1500.00 psf
Allowable Lateral Soil Bearing Pressure Lpa = 100.00 psf/f Foundation Properties:
f'c = 4500 psi
Number of Vertical Reinforcement Bars = (12)
Vertical Reinforcement Bar Size = #6
Horizontal Tie Size = #4
Horizontal Tie Spacing = 8 in. o.c.
fy = 60000 psi
Ground Surface Constraint (0=No / 1=Yes) = 0
Bearing Pressure Analysis:

Area of Footing, Af = W2/4 = 7.07 sq. ft.

Actual Bearing Pressure, Bp = (Pdn / Af)*1000 = 517.25 psf Allowable Soil Bearing Pressure Exceeds Actual Soil Bearing Pressure - OK Uplift Analysis:

Factored Wind Uplift Load = ((Pup*1.5)*1000) = 5272.86 lbs.

Weight of Footing, Wf = 5637.20 lbs.

Weight of Footing Exceeds Factored Wind Uplift Load - OK Foundation Lateral / Overturning Analysis (Nonconstrained):

Allowable Lateral Pressure, S1 = (Lpa*D*1/3) = 366.67 pcf Equivalent Column Height, h = M/V = 0.00 ft
Nonconstrained Factor, A = (2.34V)/(S1*W) = 1.20 ft
Embedment Depth, d = (A/2)(1+(1+(4.36h)/A)^1/2 = 1.20 ft Comb - 1 Footing Depth Exceeds Embedment Depth - OK
Allowable Lateral Pressure, S1 = (Lpa*D*1/3) = 366.67 pcf Equivalent Column Height, h = M/V = 0.00 ft
Nonconstrained Factor, A = (2.34V)/(S1*W) = 1.14 ft
Embedment Depth, d = (A/2)(1+(1+(4.36h)/A)^1/2 = 1.14 ft Comb - 2
Footing Depth Exceeds Embedment Depth - OK
Allowable Lateral Pressure, S1 = (Lpa*D*1/3) = 366.67 pcf Equivalent Column Height, h = M/V = 0.00 ft
Nonconstrained Factor, A = (2.34V)/(S1*W) = 1.52 ft
Embedment Depth, d = (A/2)(1+(1+(4.36h)/A)^1/2 = 1.52 ft Comb - 3
Footing Depth Exceeds Embedment Depth - OK
Steel Reinforcement Analysis:

Minimum Required Reinforcment, As-min = 5.09 in^2
Actual Reinforcement, As-act = 5.30 in^2
Actual Reinforcement Exceeds Minimum Required Reinforcement - OK Use: 3 Ft. Diameter x 5.5 Ft. Deep Concrete Footing. w/ 12 No. 6 Bars Vertical and No. 4 Ties at 8 Inches O.C.

Notes:

1. The foundation design is based on Table 1806.2 of the building code, Class 5 soil material. If different soil conditions are encountered, it is recommended that a site specific geotechnical report is conducted to determine the load bearing values of the soil.

2. If the footing depth does not meet local frost requirements, footings shall be re-designed under the direction of an engineer. It is the contractor's responsibility to verify the local frost depth.

Poligon Fabric #72117

Page 54 of 59 ends

CEC #22-125
SQUARE COLUMN FOOTING:

Footing Parameters: Applied Loads: Soil Conditions:

W = 5.00 ft P = 3.66 kips Soil Bearing Pressure, q = 1500.00 psf Thickness = 2.50 ft Pu = 3.52 kips Maximum Passive = 1500.00 psf Pftg = 9062.50 lbs Mo = 15.42 k-ft Allowable Passive = 100.00 pcf Total No.of Hor. Bars Each Way Top & Bottom: (6)
Bar size (#): #6
f'c = 4500 psi
fy = 60000 psi
Pressure @ Base:

Qlat = 250.00 psf
Overturning Stability:

Mo = 15416.75 lb-ft
Ms = 25269.56 lb-ft
25269.56 >
F.S. = 1.64 OK
Actual Bearing Pressure:
q = 508.75 psf
508.75 < OK
Footing Reinforcement:

As Min = 4.50 in2
As actual = 5.30 in2
Pall = 220238.08 lb > 12719 lb OK
Use: Use: 5 ft. x 5 ft. x 2.5 ft. deep concrete footing with (6) #6 bars each way top & bottom 15416.75
1500.00
Notes:

Poligon Fabric #72117

Page 55 of 59 ends

CEC #22-125

FABRIC / HARDWARE DATA
Poligon Fabric #72117

Page 56 of 59 ends

CEC #22-125
Provides the optimal combination
of sun protection, strength and
durability to ensure low maintenance
and long-life performance.

The most expansive color assortment
in the HDPE shade fabric market.

Offering 22 rich, vibrant and on-trend
colors to fulﬁll a wide range of design
requirements.

A mid-weight fabric (340 gsm)
suitable for applications spanning
a wide array of sizes and designs,
making Commercial Ninety-Five
340 one of the most versatile HDPE
shade fabrics in the industry.

Commercial Ninety-Five 340
Only GALE Paciﬁc offers the WIDEST
RANGE of FLAME RETARDANT
knitted fabrics globally.

Our FR fabrics meet the most
stringent Fire Standards for shade
fabrics including CSFM 1237.1 &
NFPA 701 across all color variants.

Offering premium biaxial stability
and tensile properties, for minimal
maintenance and improved fabric life.

Commercial
Ninety-Five 340
delivers the utmost
in versatility across
a wide range of
applications.

Backed by a full
10-year warranty
against UV
degradation
Industry-leading
stentering process
provides premium
lay ﬂat characteristics
A mid-weight
fabric suitable
for a wide array
of applications
and designs
Designed to
withstand the
world’s harshest
environments
Durability and FR
compliance are now
combined to create
premium fabrics
providing maximum
performance.

Aquatic Blue
444938
495671
Navy Blue
445010
495602
Turquoise
445065
495664
Royal Purple
459185
495725
Deep Ochre
444990
495688
Cayenne
455255
495701
Cherry Red
444976
495695
Orange
459215
495633
Brown
481254
495657
Cedar
465360
495534
Desert Sand
444983
495565
Yellow
445072
495619
Brunswick Green
444952
495572
Rivergum
445027
495589
Steel Grey
445041
495718
Bright Green
459208
495596
Black
444945
495640
Charcoal
444969
495558
Sky Blue
445034
495626
White
497736
495732
Gun Metal
455262
495527
Natural
445003
495541
Poligon Fabric #72117

Page 57 of 59 ends

CEC #22-125
Architectural

SHADE FABRIC
Tension Structures
Awnings
Shade Sails
Car Park Structures
The most trusted
HDPE shade
fabric in the
industry.
100% LEAD & PH
TH

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100% LEAD & PH

THALATE FREE
*The results listed in this brochure are typical averages from independent testing and quality assurance testing and are not to be taken as a minimum speciﬁcation nor as forming any contract between GALE Paciﬁc and another party. Due to continuous product improvement, refer to the GALE Paciﬁc Commercial Fabrics website for latest technical performance information. 1 Please note, Check with your local waste handler to conﬁrm recyclability 2 Please note, Oeko-Tex & Greenguard applicable to non FR products only * Please note, due to limitations of the printing process, colors pictured may not represent the true color 2 Gale Paciﬁc AU
145 Woodlands Drive,
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Toll Free: 1 800 331 521
galecommercial.com
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285 West Central Parkway, Ste. 1704
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Toll Free: 1 800 560 4667
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JAFZA 15, 6th Floor, Room 604,
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2 Nominal Fabric Mass
Flammability Index - 12
Ingnitability Index - 10
Spread of Flame Index - 7
Heat Evolved Index - 5
Smoke Developed Index - 4
Flammability Index - 1
Ingnitability Index - 13
Spread of Flame Index - 8
Heat Evolved Index - 3
Smoke Developed Index - 6
ASTM E84 19B Class A
CSFM Title 19 1237.1
NFPA 701 Test
Methods 1&2
ASTM E84 19B Class A
340 gsm ± 20340 gsm ± 20 340 gsm ± 20340 gsm ± 20
3m (folded)
40m
3m (folded)
40m
9 ft. 10 in. (folded)
131 ft. 3 in.
9 ft. 10 in. (folded)
131 ft. 3 in.

Width
Length
Commercial 95 340 Commercial 95 340
Performance
Commercial 95 340 FR Commercial 95 340 FR
Roll Speciﬁcation
Fabric Properties
Flammability Info
Maximum force
Elongation at max. force
Maximum force
Elongation at max. force
Breaking force
Breaking force
Tear strength
Tear strength
Bursting pressure
Bursting force
warp
warp
weft
weft
warp
weft
warp
weft
warp
warp
weft
weft
warp
weft
670 N/50mm
117%
2400 N/50mm
83%
990 N
2000 N
184 N
347 N
3500 kPa
1937 N
580 N/50mm
98%
2000 N/50mm

71.5%
930 N
2000 N
194 N
282 N
3600 kPa
1944 N
189.1 lbf
103.67%
462.3 lbf
63%

52.2 lbf

52.2 lbf
422 lbf
158.6 lbf

88.7%
412.3 lbf
49%

43 lbf

39.6 lbf
408 lbf
AS Standards ASTM Standards
1 Poligon Fabric #72117

Page 58 of 59 ends

CEC #22-125
Poligon Fabric #72117

Page 59 of 59 ends

CEC #22-125
Jason Wiesemann
6/24/22
06242022

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PLAYGROUND EQUIPMENT LIST

PLAYGROUND EQUIPMENT TO BE PROVIDED BY CITY OF SACRAMENTO ITEM
CUSTOM ROUND 5 STEEL PLAY SYSTEM

RAPTOR JET
8FT ARCH SWINGS (1 INCLUSIVE SEAT)
5' DIA. POSTS
8FT ARCH SWING -A DD-A-BAY (2 BELTS)
5" DIA. POSTS
8FT ARCH SWING -A DD-A-BAY
(2 FULL BUCKETS) 5" DIA. POSTS
CUSTOM ROUND 5 STEEL PLAY SYSTEM
R50PC7602

TODDLER HELICOPTER SPRING RIDER
CUSTOM ROUND 5 STEEL PLAY SYSTEM
R509D0BBA

DUAL SKY JET SPRING RIDER
5-12 AGE APPROPRIATE SIGN
11 2-5 AGE APPROPRIATE SIGN
MO.#
PR-RS
A2-1054
A2-2120-ADAX1
A2-2120-2BAB
A2-2120-2FBAB
PR-RS
A2-1344
PR-R5
A2-1393
A2-1303
A2-1302
QTY.
1 1
1 1
1 1
1 1
1 1
1 LAYOUT NOTES

1. SEE GENERAL NOTES ON COVER
SHEET L-1.

2. SEE SPECIAL PROVISIONS FOR

ADDITIONAL INFORMATION AND
REQUIREMENTS.

3. WRITTEN DIMENSIONS SHALL TAKE

PRECEDENT OVER SCALED
DIMENSIONS. ALL FIELD ADJUSTMENTS

MUST BE APPROVED BY THE PARK

CONSTRUCTION INSPECTOR PRIOR TO
INSTALLATION. ALL DIMENSIONS ARE

TO INSIDE EDGE OF CONCRETE

FLATWORK/MOWSTRIP, FACE OF CURB,
OR CENTER POINT OF RADIUS.

CONTRACTOR SHALL PROVIDE SMOOTH

TRANSITIONS BETWEEN POINT
STATIONS ALONG WALKWAY.

4. VERIFY EXISTING CONDITIONS BEFORE
BEGINNING WORK. NOTIFY PARK

CONSTRUCTION INSPECTOR IF THERE
ARE SUBSTANTIAL DISCREPANCIES.

5. NEW CONCRETE FLATWORK SHALL

MEET GRADE OF EXISTING CONCRETE
FLATWORK OR ASPHALT PAVING.

WHERE NEW CONCRETE IS PLACED

ADJACENT TO CURBS OR EXISTING

CONCRETE PAVING, A CONTINUOUS

EXPANSION JOINT SHALL BE INSTALLED

BETWEEN THE NEW CONCRETE

FLATWORK & CURBS, EXISTING

CONCRETE FLATWORK, OR EXISTING
ASPHALT PAVING. ANY NEW CONCRETE

WALKWAY SHALL BE STAKED AND

REVIEWED BY LANDSCAPE ARCHITECT
BEFORE CONCRETE IS TO BE POURED.

6. SLEEVING SHALL BE INSTALLED PRIOR
TO PLACING CONCRETE WORK.

7. ALL MATERIALS & FINISHES SHALL BE
AS PER DRAWINGS. REFER TO

SPECIFICATIONS & DETAILS FOR
ADDITIONAL INFORMATION. SOME

MATERIALS MAY REQUIRE SEVERAL
WEEKS OR MONTHS ORDER LEAD TIME.

CONTRACTOR IS RESPONSIBLE FOR

DETERMINING ANY & ALL ORDERING

LEAD TIMES & PROVIDING REQUIRED

MATERIALS AT THE PROJECT SITE IN A
TIMELY MANNER. NO UNAPPROVED
SUBSTITUTIONS WILL BE ALLOWED.

CONTACT THE LANDSCAPE ARCHITECT

IMMEDIATELY IF A SPECIFIED MATERIAL
IS NOT AVAILABLE.

8. EXPANSION JOINTS IF NOT SHOWN ON
THE PLANS SHALL BE INSTALLED AT 20'
OR 24' +/- O.C. IN WALKWAYS, OTHER

AREAS EXPANSION JOINTS TO BE
PLACED AS SHOWN ON PLANS.

9. SCORE JOINTS TO BE SPACED AS
SHOWN ON PLANS.

LAYOUT KEYNOTES
0 0
0 0
0 0
0 0
0 G
0 e
e
G
.-/�/-,�/ /,.., NEW ASPHALT SURFACING BASKETBALL COURT SEE DETAIL ///// ///// (4/L4) 2" WHITE COURT STRIPING SEE DETAIL 4/L6 FOR LAYOUT
TRUE BOUNCE BASKETBALL HOOP, POLE AND BACKBOARD MO.# PA666 (SEE DETAIL 3/L6)

NEW PLAYGROUND EQUIPMENT SEE ENLARGEMENT A FOR
PLAYGROUND LAYOUT. AVAILABLE THROUGH PARK PLANET PLAY

SYSTEMS
CONTACT: GARY KIMBROUGH
PHONE: 530-410-5436
EMAIL: [email protected]
CONCRETE PLAY AREA ACCESS RAMP SEE DETAIL 6/LS
� CONCRETE PAD PER DETAIL 1/L4
--- CONCRETE DOWELING PER DETAIL 3/L4
11111111111111111111111 6' METAL BENCH W/ CENTER ARMREST AND CAST IRON ENDS BY SITESCAPES. CITYVIEW MO. # CV1-1211 COLOR FOREST BRONZE.

QTY:3

CONTACT JEFF WHITMAN AT NORCAL OUTDOOR SUPPLY
PHONE: 925-984-2075
EMAIL: [email protected]
(SEE DETAIL 2/L5)
;; '.;; NEW 2" ASPHALT OVERLAY TO PARKING LOT. (SEE DETAIL 4/L4) 3" WHITE PARKING LOT STRIPING
3" BLUE ADA PARKING STALL STRIPING
(SEE DETAIL 6/L4 FOR LAYOUT)

ADA ACCESS RAMP WITH TRUNCATED DOMES
(SEE DETAIL 8/L4)

ADA ACCESSIBLE PARKING STALLS
(SEE DETAIL 6/L4)
POLIGON IHIP35 36'X36' CLOTH SHADE CANOPY.

FABRIC COLOR: BEIGE
STRUCTURE COLOR: BLUE

PROVIDED BY CITY CONTRACTOR TO COORDINATE DELIVERY AND

INSTALLATION

CONTACT TIN-WAH WONG
PHONE: 916-808-5540
EMAIL: [email protected]
SEE SHEET L6-L 10 FOR DETAILS
9" CONCRETE MOW CURB PER DETAIL 3/LS
P7 L...c_J
r--.---..,,
I I
DECOMPOSED GRANITE SURFACING PER DETAIL 4/L5

CONTRACTOR TO INSTALL WEED CLOTH PRIOR TO
INSTALLATION. TOPDRESS EXISTING D.G. FLUSH TO EXISTING
CURB
I• • I 3' OF TURF SOD ON AREAS DISTURBED BY CONSTRUCTION L------.IM.I
CONCRETE PARK SIGN BY OUTDOOR CREATIONS SEE DETAIL 1-2/L6

CONTACT CHAD SMITH
PHONE: 530-365-6106
EMAIL: [email protected]
@ ARCHERY RULES SIGN TO BE MOUNTED ON EXISTING SIGN POSTS.

SIGN TO BE PROVIDED BY CITY OF SACRAMENTO, CONTRACTOR TO INSTALL.

CONTRACTOR TO LOCATE EXISTING PLAY AREA DRAIN AND CLEAN DRAIN INLET (SEE DETAIL 5/L5). CONTRACTOR TO LOCATE AND VERIFY EXISTING DRAIN LINE DRAINS TO NEAREST MANHOLE. CONTRACTOR TO CLEAR ANY BLOCKAGES IN DRAIN LINE.

PLAYGROUND EQUIPMENT NOTES

1. CONTRACTOR SHALL HAVE PLAY EQUIPMENT INSTALLED BY CERTIFIED PLAYGROUND EQUIPMENT INSTALLER. SEE SPECIFICATIONS FOR PLAY EQUIPMENT CERTIFICATION

REQUIREMENTS

2. THE PARTS LISTED IN THE PLAY EQUIPMENT LIST IS ONLY A PARTIAL LIST OF PARTS NECESSARY FOR CONSTRUCTION OF PLAY EQUIPMENT. THE MANUFACTURER SHALL

SUPPLY ALL PARTS, COMPONENTS AND HARDWARE NEEDED TO COMPLETELY

CONSTRUCT THE PLAY STRUCTURE & COMPLY WITH SAFETY, LIABILITY AND WARRANTY

REQUIREMENTS

3. CONTRACTOR SHALL SUBMIT WOOD FIBER SAMPLE, PRODUCT TEST SPECIFICATIONS

AND LIABILITY INSURANCE TO THE CITY LANDSCAPE ARCHITECT FOR APPROVAL PRIOR TO INSTALLATION.

4. PLAYGROUND WOOD FIBER SHALL BE IN PLACE WITHIN 48 HOURS OF COMPLETION OF PLAYG ROUND EQUIPMENT INSTALLATION. WOOD FIBER SHALL HAVE A MINIMUM DEPTH OF 12" AT EDGES OF PLAY AREA AND INCREASED DEPTH TOWARD CENTER. WOOD FIBER SHALL BE COMPACTED AND LEVEL AT TIME OF FINAL ACCEPTANCE.

5. PLAY EQUIPMENT SHALL BE INSPECTED BY A CERTIFIED PLAYGROUND AUDITOR AND THE REPORT SHALL BE SUBMITTED TO THE CITY INSPECTOR. PLAY EQUIPMENT SHALL BE INSPECTED BY CITY PLAYGROUND INSPECTOR XXXX CALL 48 HOURS PRIOR TO FOOTING INSTALLATION.

6. ALL DECK HEIGHTS ARE MEASURED FROM TOP OF RESILIENT SURFACE FINISH GRADE, AND ARE IDENTIFIED BY TEXT SHOWING THE DECK HEIGHT I.E. 48 REPRESENTS 48" DECK HEIGHT.

CONTRACTOR TO INSTALL PLAYGROUND FIBER. CONTRACTOR TO

INSTALL WOOD FIBER TO BRING FIBER FINISH GRADE TO LEVEL SHOWN IN DETAIL 1/L5
WOOD CARPET SWING MAT BY ZEAGER BROS. PER DETAIL 8/L5
REPLACE EXISTING PARK RULES SIGN MOUNTED ON LIGHT POST. CITY OF SACRAMENTO TO PROVIDE SIGN, CONTRACTOR TO INSTALL.
5' SQUARE ACCESSIBLE SPACE FOR WHEELCHAIR
GRADE BOTTOM OF PLAY AREA TO SLOPE 1% MIN TO DRAIN
6" CONCRETE PLAY AREA CURB (SEE DETAIL 1/L5)
ADA PARKING SIGNAGE SEE DETAIL 5/L4
EXISTING ARCHERY HAY BALE STANDS TO REMAIN. STANDS TO BE

REPAINTED
SCORE JOINTS TYP. SEE DETAIL 2/L4 FOR INSTALLATION
SEE DETAIL 9/L5 FOR LAYOUT
EXPANSION JOINTS TYP. SEE DETAIL 2/L4 FOR INSTALLATION
SEE DETAIL 9/L5 FOR LAYOUT
0 9" CONCRETE SPORTS COURT CURB SEE DETAIL 5/L6
e

ADDITIVE ALTERNATIVES
48" X48" X16" LOW POUNDAGE ARCHERY TARGETS BY BIG BOY
ARCHERY TARGETS CONTACT: SHAWN THOMPSON @ BIG BOY

TARGETS
PHONE: 517-639 -2525
LJD•u
ADD ALT�6' PICNICTA:LE W/ VERTl;ALS TRAP BY.DUMOR MO.:
7 464-60VS
COLOR: FOREST GREEN POWDER COAT
I (SEE DETAIL 2/L5 FOR ATTACHMENT) I
I
I
QTY: 1
AVAILABLE THROUGH ROSS RECREATION INC.

CONTACT JON BAWDEN , PH: 530-392-2869
EMAIL: [email protected]
ILJ[LJ ADD ALT. 8' ADA ACCESSIBLE PICNIC TABLE W/ VERTICAL STRAP BY DUMOR MO. # 464-68VS
COLOR: FOREST GREEN POWDER COAT
I
I
6� �ETAIL 2/L5 FOR ATTACHMENT)
AVAILABLE THROUGH ROSS RECREATION INC.

CONTACT JON BAWDEN , PH: 530-392-2869
I
I
I
I
I
I EMAIL: [email protected] I
I D

SINGLE STAND BARBECUE W/ ADJUSTABLE GRILL BY IRON MOUNTAIN IFORGE INC. MO.# 200X SURFACE MOUNTED
I (SEE DETAIL 2/L5 FOR ATTACHMENT) I
L

AVAILABLE THROUGH ALL ABOUT PLAY
J
CONTACT DAN BAXTER, PH: 916-923-2180
EMAIL: [email protected]
----- ----------------
@ DA LT. CONCRETE WALKWAY SEE DETAIL 1/L4
E' _, _,,_ ,_ ,_,,]
I -I -II- I- 1-11

IRRIGATION SYMBOLS

SYMBOL DESCRIPTION

NEW IRRIGATION LATERAL LINE
S RELOCATED EXISTING IRRIGATION VALVE.
• RELOCATED EXISTING IRRIGATION HEAD
- - - - EXISTING IRRIGATION MAIN LINE

GRADING AND

DRAINAGE SYMBOLS
SYMBOL
A
n + +
--

DESCRIPTION

ALIGN PROPOSED TO EXISTING ELEMENTS

FLUSH CONDITION

SURFACE FLOW SLOPE

EXISTING AREA DRAIN

HIGH POINT
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SCAI E AS SHOWN
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LANDSCAPE

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DESIGN BY/DRAWN BY

REVISIONS

YOUTH, PARKS & COMMUNITY ENRICHMENT
T WONG
915 I STREET, 3RD FLOOR, SACRAMENTO, CA 95814

PARK PLANNING & DEVELOPMENT SERVICES
MANGAN PARK IMPROVEMENTS City of Sacramento
MANGAN PARK IMPROVEMENTS L19210200
Apr. 8, 22

SHADE STRUCTURE DETAILS
L8
SHEET NO.

L19210200

AS SHOWN

L RYNEARSON
DATE
SCALE
P. N.

CAD FILE

LANDSCAPE

ARCHITECT

DESIGN BY/DRAWN BY

REVISIONS

YOUTH, PARKS & COMMUNITY ENRICHMENT
T WONG
915 I STREET, 3RD FLOOR, SACRAMENTO, CA 95814

PARK PLANNING & DEVELOPMENT SERVICES
MANGAN PARK IMPROVEMENTS City of Sacramento
MANGAN PARK IMPROVEMENTS L19210200
Apr. 8, 22

SHADE STRUCTURE DETAIL
L9
SHEET NO.

L19210200

AS SHOWN

L RYNEARSON
DATE
SCALE
P. N.

CAD FILE

LANDSCAPE

ARCHITECT

DESIGN BY/DRAWN BY

REVISIONS

YOUTH, PARKS & COMMUNITY ENRICHMENT
T WONG
915 I STREET, 3RD FLOOR, SACRAMENTO, CA 95814

PARK PLANNING & DEVELOPMENT SERVICES
MANGAN PARK IMPROVEMENTS City of Sacramento
MANGAN PARK IMPROVEMENTS L19210200
Apr. 8, 22

SHADE STRUCTURE DETAILS
L10
SHEET NO.

L19210200

AS SHOWN

L RYNEARSON
DATE
SCALE
P. N.

CAD FILE

LANDSCAPE

ARCHITECT

DESIGN BY/DRAWN BY

REVISIONS

YOUTH, PARKS & COMMUNITY ENRICHMENT
T WONG
915 I STREET, 3RD FLOOR, SACRAMENTO, CA 95814

PARK PLANNING & DEVELOPMENT SERVICES
MANGAN PARK IMPROVEMENTS City of Sacramento
MANGAN PARK IMPROVEMENTS L19210200
Apr. 8, 22

SHADE STRUCTURE DETAILS
L11
SHEET NO.

L19210200

AS SHOWN

L RYNEARSON
DATE
SCALE
P. N.

CAD FILE

LANDSCAPE

ARCHITECT

DESIGN BY/DRAWN BY

REVISIONS

YOUTH, PARKS & COMMUNITY ENRICHMENT
T WONG
915 I STREET, 3RD FLOOR, SACRAMENTO, CA 95814

PARK PLANNING & DEVELOPMENT SERVICES
MANGAN PARK IMPROVEMENTS City of Sacramento
MANGAN PARK IMPROVEMENTS L19210200
Apr. 8, 22

Sacramento City CouncilOctober 11, 2022

Sacramento City Council
October 11, 2022