FIR2022-0002+SEISMIC_BRACING+1.6.2022_12.13.45_PM+2607060FIR2022-0002 TOLBraceTM Seismic Bracing Calculations
Contractor: Fire Systems West
Project Address: EDMONDS WWTF II Address: 206 Frontage Rd. N, Suite C
1
Pacific, WA 98047
200 2ND AVE. S Patnrenrrg8r3sinesslNorfdwrde
E C E I V E D
Phone: 253-833-1248
Jan 11 2022 EDMONDS, WA Licence: FIRESWI1401131
CITY OF EDMONDS
DEVELOPMENT SERVICES Job # 2-11-11859
DEPARTMENT Calculations based on 2013 NFPA Pamphlet #13
Brace Information
TOLCOTM Brace Components
Maximum Brace Length TO" (2.134 m)
TOLCOTIM Component Listed Load Adjusted Load
Diameter of Brace 1
Fig. 1001 Clamp 2015 Ibs (914 kg) 1425 Ibs (646 kg)
Fig.980 Universal Swivel 2015 Ibs (914 kg) 1425 Ibs (646 kg)
Type of Brace Sch.40
See Fastener Information
Angle of Brace 45' Min.
*Calculation Based on CONCENTRIC Loading
*Please
Note: These calculations are for TOLCOTM components only. Use of any
other components voids these calculations and the listing of the assembly.
Least Rad. of Gyration 0.42" (11 mm)
Seismic Brace Assembly Detail
L/R Value 200
Max Horizontal Load 1310 Ibs (594 kg)
TOLCO FIG. 980
UNIVERSAL SWAY BRACE
ATTACHMENT
Fastener Information
O
STEEL PIPE
Orientation to Connecting Surface NFPAType B
Fastener
.f
Type POWERS POWER -STUD +SD2
i
Diameter 1/2in.
1 '
Length 3 1/4in.
TOLCO FIG. 1001
FAST CLAMP
Maximum Load 412 Ibs (187 kg)
Brace Identification on Plans 31N. LATERAL CONC. NO LINES
Prying Factor 1.156
Brace Type Lateral [X] Longitudinal [ ] 4-Way [ ]
Sprinkler System Load Calculation (Fpw = CpWp)
C = 0.601
Diameter Type Length
Total Length Weight Per Unit Length
Total Weight
3" (80 mm) I Sch. 10 140 ft (12.2 m)
I40 ft (12.2 m) 17.94 Ib/ft (11.82 kg/m)
1318 Ibs (144 kg)
Subtotal Weight
318 Ibs (144 kg)
Wp (incl. 15%)
366 Ibs (166 kg)
Main Size Type/Sch. Spacing (ft)
3" Sch. 10 40
Total (Fpw)
Maximum Fpw per 9.3.5.5.2 (if applicable)
220 Ibs (100 kg)
454 lb (205 kg)
{TOLBraceTM Version 81 Use of TOLBraceTM is subject to terms and conditions per the end user license agreement
TOLBraceT"" Seismic Calculations
EDMONDS WWTF II
200 2ND AVE. S
Brace Identification
Brace Type (Per NFPA#13)
Braced Pipe (ft)
Spacing of Brace
Orientation of Brace
Bracing Material
Maximum Brace Length
Slenderness Ratio used for Load Calculation
True Angle of Brace for Calculation
Type of Fastener
Length of Fastener
Job # 2-11-11859
FAT*N
PommW Sus aw ft fdvAW
31N. LATERAL CONC. NO LINES
NFPA Type B
3" Sch.10 Steel Pipe
40' 0" (12.19 m)
Lateral
1" Sch.40
7' 0" (2.13 m)
200
45'
POWERS POWER -STUD +SD2 1/2in. x 3 1/4in. (3,000 PSI Normal Weigh
3 1/4in.
Summary of Pipe within Zone of Influence
3" Sch.10 Steel Pipe (76.2 mm) 40 ft (12.2 m)
G-Factor Used 0.601
Allowance for Heads and Fittings 15%
Conclusions
Total Adjusted Load of Pipe in Zone of Influence 220 Ibs (100 kg)
Material Capacity 1310 Ibs (594 kg)
Fastener Capacity 412 Ibs (187 kg)
Fig. 1001 Clamp 1425 Ibs (646 kg)
Fig.980 Universal Swivel 1425 Ibs (646 kg)
Structural Member CONCRETE BEAM
Calculations prepared by KEVIN RIDER
* The description of the Structural Member is for informational purposes only.
TOLBrace"" software calculates the brace assembly only, not the structure it is attached to.
Calculated with TOLBrace'"' 8
Visit us at www.tolco.com
POWERS POWER-STUD+SD2 WEDGE ANCHORS IN 3,000 PSI
NORMAL WEIGHT CONCRETE
a 4 a • • � • Y
d +
a.
H
TOLCO SM SERIES ATTACHMENT.
POWERS POWER -STUPID
•SD2 CARBON STEEL
WEDGE ANCHOR.
NFPA BRACE ORIENTATIONS A, B, AND C SHOWN ABOVE (MINUS ANGLES), OTHER ORIENTATIONS SIMILAR
Fig- 980/ Fig. 910
ANCHOR
DIA
NOMINAL
EMBED.
DEPTH
"E" MIN.
EFFECTIVE
EMBED.
DEPTH
"D"
DESIGN
EDGE
DISTANCE
"H" MIN.
BASE
MATERIAL
THICKNESS
ALLOWABLE STRENGTH DESIGN (ASD)
MAX- ALLOWABLE HORIZONTAL LOAD (LBS.)
NFPA BRACE ORIENTATION
I PRYING FACTOR
A
B
C
D
E
F
G
H
1
3.275
1.156
1.739
1.461
1.850
2.894
3,478
Z.459
2.D08
3/8"
2 3/6"
2"
4"
4"
93
198
151
136
145
109
75
106
131
1/2"
3 3/4"
3 1/4"
6"
S 3/4"
19S
412
315
294
302
226
157
222
273
5/8"
3 7/8"
3 1/4"
6"
5 3/4"
221
464
356
320
341
257
178
250
308
3/4"
4 1/2"
3 3/4"
1 8"
7"
281
1 620
1 467
434
446
319
233
329
405
VALUES CALCULATED IN ACCORDANCE WITH ACI 318-11 AND INCLUDE OVER STRENGTH FACTOR Q - 26
Fig. 9D9
ANCHOR
DIA
NOMINAL
EMBED.
DEPTH
"E" MIN.
EFFECTIVE
EMBED.
DEPTH
"D"
DESIGN
EDGE
DISTANCE
"H' MIN.
BASE
MATERIAL
THICKNESS
ALLOWABLE STRENGTH DESIGN (ASD)
MAX. ALLOWABLE HORIZONTAL LOAD (LBS.)
NFPA BRACE ORIENTATION
I PRYING FACTOR
A
B
C
D
E
F
G
H
2.626
1.DO2
1.230
1.513
1A87
2.226
2.460
1.740
1.4ZD
3/8"
1 2 3/8"
2"
4"
4"
111
215
190
134
168
141
95
133
165
1/2"
3 3/4"
1 3 1/4"
6"
5 3/4"
232
448
397
279
351
294
198
278
343
5/8"
3 7/8"
3 1/4"
6"
S 3/4"
263
SOS
447
314
396
334
223
314
387
3/4"
4 1/2"
3 3/4"
8"
7"
340
678
1 595
425
523
415
1 297
418
51
VALUES CALCULATED IN ACCORDANCE WITH AC1318-11 AND INCLUDE OVER STRENGTH FACTOR 0.26
NOTES:
I j ALLOWABLE LOADS ARE FOR ANCHORS INSTALLED IN STONE AGGREGATE CONCRETE HAVING A MIN. COMPRESSIVE STRENTH OF 3,000 PSI AT THE TIME OF
INSTALLATION AND DETERMINED PER ICC ESR-2502 FOR ANCHORS IN CRACKED CONCRETE. ALLOWABLE LOADS HAVE BEEN CALCULATED IN ACCORDANCE WITH
ACI31,341, APPENDIX D
24 PER ICC-ESR, PERIODIC SPECIAL INSPECTIONS ARE REQUIRED IN ACCORDANCE WITH SECTION 1706.1.1 AND TABLE 1705.3 OF THE 2015 AND 2012 IBC;
❑R SECTION 1704.16 AND TABLE 1704A OF THE 2009 IBC, AS APPLICABLE. THE SPECIAL INSPECTOR MUST MAKE PERIODIC INSPECTIONS DURING THE
ANCHOR I NSTAL LATION TO VERIFY ANCHOR TYPE, ANCHOR 01MENSIONS CONCRETE TYPE, CONCRETE COMPRESSIVE STRENGTH, HOLE DIMENSIONS,
HOLE CLEANING PROCEDURE, ANCHOR SPACING, EDGE DISTANCES, CONCRETE MEMBERTHICKNESS, ANCHOR EMBEDMENT, TIGHTENING TORQUE AN
ADHERENCE TO THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. CONSULT LOCAL CODES FOR ANY ADDITIONAL SPECIAL INSPECTION REQUIREMENTS.
3,1 FOLLOW ALL WEDGE ANCHOR INSTALLATION REQUIREMENTS PER IC ESR,25D2
4.1 WHEN INSTA ILL ING ANCHORS IN REINFORCED CONCRETE, AVOID DAMAGING REINF0RCI NG STEEL
5.I WHEN INSTALLING ANCHORS IN PRESTRESSED CONCRETE. LOCATE PRESTR ES 8I NG STEEL AND AVOID DAMAGING PRESTRESSING STEEL.
6.I STRUCTURAL ENGINEER OF RECORD SHALL VERIFY ADEC UACY OF THE STRUCTURE FOR THE TABULATED ALLOWABLE LOADS.
7.I TO LC 900 SERIES ATTAC NM E NT DIAMETER SHALL BE EQUAL TO THE ANCHOR DIAMETER
8.I 1F SUBSTRATE CONDITIONS DIFFER FROM WHAT IS LISTED IN THE ABOVE TA BLES, CONTACT EATON B-LI NE AT TOLCO SUPPO RT@EATO N. COM
DETAIL PER NFPA 13, 2016 FIGURE A . .5.1 .1(a - c)
iY:PlcriErC NJC11�R
-2[r
2 2M
SF¢JY+N UImti1+5K:N S5AML:
FOR 7{:1CORG9!D�
TOLCO FIG- 990
TOLC-O FIG. 009
I - a�;, + IR
P- i n.ss Farton ppr N FPA 13, 21316 Se rf on !13.4.12 r,hr.n i nstal!pd in mr r. •w.tp s ah ceus
Fig. FMO/1M]
A
9
C
d
is
F
G
F
I
Pr
R,.
P,
Pr
?r
Pr
Pr
P.
P.
3.275
1.156
1.73E
1.4C1
1.K-0 j
2-8-94
1.478
2.459
2.00E
Fi0. S, i9
A
6
C
d
E
F
G
1-
I
P.
P,
P
P,
Pr
Pr
P,
P.
F.
2,6215
1.002
1.230
1.513
1.437
2.226
2.460
1.740
1.420
PingFactn•s per NFPA 1.4,20165pct'.nnq..1.5.12 when i L,," IM'n onnrroc. mP..talr.acks tvitr.1"rante,nttsat
Fig. 4d4d f91!]
A
9
C
d
E
I F
G
1
I
Pr
Pr
P-
Pr
P.
P,
Pr
P.
#.
3.275
1.156
1.73E
Fig. 909
A
9
C
d
f
F
G
I
P,
F
P.
P,
F.
P.
P.
P.
P.
2.626
1.002
1.230
P--jngFuclo-sDu-VFflA13,201rxS-cliu:r9.35.12!-jhc-rn-LallccintuncrcLurnclu dUtts!!,'Lh1.125"cu7leruMd
Fig. �W!910
A
B
C
d
E
F
G
L-
I
Fr
Pr.
P.
Pr
Pr
Pr
Pr
P:
P-
3,275
1.156
1.738
-
fig- W9
1
B
C
d
E
F
G
L-
I
Pr
Pr
Pr
P.
P.
P.
P.
P.
P.
2.52fi
1.003
1.230
-
'Wh� -i irlt5al led i n a �o-.cm.tP meta dec a {TV,)p. Vi 41 /� " x .i'1: d:mprrsipr, W wore r.' hF depe. %ent upon
Me. contact area. For S Q2 a-.chors 1*.P max oftspt is 1" s o 'S' wou d he 1.25'. Frir $a'ic-It am
Wow. -Knor:kr• 11 # anr.nnrs. the max nffsr.t is 1.125" so W tjnu d of 1.12.;"-
TOLBraceTM Seismic Bracing Calculations
Contractor: Fire Systems West
Project Address: EDMONDS WWTF II Address: 206 Frontage Rd. N, Suite C
1
Pacific, WA 98047 ,i
200 2ND AVE. S pomwng8�esinessl4brumde
Phone: 253-833-1248
EDMONDS, WA Licence: FIRESWI1401131
Job # 2-11-11859 Calculations based on 2013 NFPA Pamphlet #13
Brace Information
TOLCOTM Brace Components
Maximum Brace Length TO" (2.134 m)
TOLCOTM Component Listed Load Adjusted Load
Diameter of Brace 1
Fig. 1001 Clamp 2015 Ibs (914 kg) 1425 Ibs (646 kg)
Fig.980 Universal Swivel 2015 Ibs (914 kg) 1425 Ibs (646 kg)
Type of Brace Sch.40
See Fastener Information
Angle of Brace 45' Min.
*Calculation Based on CONCENTRIC Loading
*Please
Note: These calculations are for TOLCOTM components only. Use of any
other components voids these calculations and the listing of the assembly.
Least Rad. of Gyration 0.42" (11 mm)
Seismic Brace Assembly Detail
L/R Value 200
Max Horizontal Load 1310 Ibs (594 kg)
TOLCO FIG. 980
UNIVERSAL SWAY BRACE
ATTACHMENT
Fastener Information
O
STEEL PIPE
Orientation to Connecting Surface NFPAType B
Fastener
.f
Type POWERS POWER -STUD +SD2
i
Diameter 1/2in.
1 '
Length 3 1/4in.
TOLCO FIG. 1001
FAST CLAMP
Maximum Load 412 Ibs (187 kg)
Brace Identification on Plans 31N. LATERAL CONC.
Prying Factor 1.156
Brace Type Lateral [X] Longitudinal [ ] 4-Way [ ]
Sprinkler System Load Calculation (Fpw = CpWp)
C = 0.601
Diameter
Type
Length
Total Length
Weight Per Unit Length
Total Weight
3" (80 mm)
Sch. 10
20 ft (6.1 m)
20 ft (6.1 m)
7.94 Ib/ft (11.82 kg/m)
159 Ibs (72 kg)
1.5" (40 mm)
Sch. 40
77 ft (23.5 m)
77 ft (23.5 m)
3.61 lb/ft (5.37 kg/m)
278 Ibs (126 kg)
1.25" (32 mm)
Sch. 40
18 ft (5.5 m)
18 ft (5.5 m)
2.93 lb/ft (4.36 kg/m)
53 Ibs (24 kg)
1" (25 mm)
Sch. 40
46 ft (14 m)
46 ft (14 m)
2.05 Ib/ft (3.05 kg/m)
94 Ibs (43 kg)
Subtotal Weight
584 Ibs (265 kg)
Wp (incl. 15%)
672 Ibs (305 kg)
Main Size
3"
Type/Sch.
Sch. 10
Spacing (ft)
20
Total (Fpw)
Maximum Fpw per 9.3.5.5.2 (if applicable)
404 Ibs (183 kg)
966 lb (438 kg)
{TOLBraceTM Version 81 Use of TOLBraceTM is subject to terms and conditions per the end user license agreement
TOLBraceT"" Seismic Calculations
EDMONDS WWTF II
200 2ND AVE. S
Brace Identification
Brace Type (Per NFPA#13)
Braced Pipe (ft)
Spacing of Brace
Orientation of Brace
Bracing Material
Maximum Brace Length
Slenderness Ratio used for Load Calculation
True Angle of Brace for Calculation
Type of Fastener
Length of Fastener
Job # 2-11-11859
FAT*N
PommW Sus aw ft fdvAW
31N. LATERAL CONC.
NFPA Type B
3" Sch.10 Steel Pipe
20' 0" (6.1 m)
Lateral
1" Sch.40
7' 0" (2.13 m)
200
45'
POWERS POWER -STUD +SD2 1/2in. x 3 1/4in. (3,000 PSI Normal Weigh
3 1/4in.
Summary of Pipe within Zone of Influence
3" Sch.10 Steel Pipe (76.2 mm)
20 ft (6.1 m)
1.5" Sch.40 Steel Pipe (38.1 mm)
77 ft (23.5 m)
1.25" Sch.40 Steel Pipe (31.75 mm)
18 ft (5.5 m)
1" Sch.40 Steel Pipe (25.4 mm)
46 ft (14 m)
G-Factor Used 0.601
Allowance for Heads and Fittings 15%
Conclusions
Total Adjusted Load of Pipe in Zone of Influence 404 Ibs (183 kg)
Material Capacity 1310 Ibs (594 kg)
Fastener Capacity 412 Ibs (187 kg)
Fig. 1001 Clamp 1425 Ibs (646 kg)
Fig.980 Universal Swivel 1425 Ibs (646 kg)
Structural Member CONCRETE BEAM
Calculations prepared by KEVIN RIDER
* The description of the Structural Member is for informational purposes only.
TOLBrace"" software calculates the brace assembly only, not the structure it is attached to.
Calculated with TOLBrace'"' 8
Visit us at www.tolco.com
POWERS POWER-STUD+SD2 WEDGE ANCHORS IN 3,000 PSI
NORMAL WEIGHT CONCRETE
a 4 a • • � • Y
d +
a.
H
TOLCO SM SERIES ATTACHMENT.
POWERS POWER -STUPID
•SD2 CARBON STEEL
WEDGE ANCHOR.
NFPA BRACE ORIENTATIONS A, B, AND C SHOWN ABOVE (MINUS ANGLES), OTHER ORIENTATIONS SIMILAR
Fig- 980/ Fig. 910
ANCHOR
DIA
NOMINAL
EMBED.
DEPTH
"E" MIN.
EFFECTIVE
EMBED.
DEPTH
"D"
DESIGN
EDGE
DISTANCE
"H" MIN.
BASE
MATERIAL
THICKNESS
ALLOWABLE STRENGTH DESIGN (ASD)
MAX- ALLOWABLE HORIZONTAL LOAD (LBS.)
NFPA BRACE ORIENTATION
I PRYING FACTOR
A
B
C
D
E
F
G
H
1
3.275
1.156
1.739
1.461
1.850
2.894
3,478
Z.459
2.D08
3/8"
2 3/6"
2"
4"
4"
93
198
151
136
145
109
75
106
131
1/2"
3 3/4"
3 1/4"
6"
S 3/4"
19S
412
315
294
302
226
157
222
273
5/8"
3 7/8"
3 1/4"
6"
5 3/4"
221
464
356
320
341
257
178
250
308
3/4"
4 1/2"
3 3/4"
1 8"
7"
281
1 620
1 467
434
446
319
233
329
405
VALUES CALCULATED IN ACCORDANCE WITH ACI 318-11 AND INCLUDE OVER STRENGTH FACTOR Q - 26
Fig. 9D9
ANCHOR
DIA
NOMINAL
EMBED.
DEPTH
"E" MIN.
EFFECTIVE
EMBED.
DEPTH
"D"
DESIGN
EDGE
DISTANCE
"H' MIN.
BASE
MATERIAL
THICKNESS
ALLOWABLE STRENGTH DESIGN (ASD)
MAX. ALLOWABLE HORIZONTAL LOAD (LBS.)
NFPA BRACE ORIENTATION
I PRYING FACTOR
A
B
C
D
E
F
G
H
2.626
1.DO2
1.230
1.513
1A87
2.226
2.460
1.740
1.4ZD
3/8"
1 2 3/8"
2"
4"
4"
111
215
190
134
168
141
95
133
165
1/2"
3 3/4"
1 3 1/4"
6"
5 3/4"
232
448
397
279
351
294
198
278
343
5/8"
3 7/8"
3 1/4"
6"
S 3/4"
263
SOS
447
314
396
334
223
314
387
3/4"
4 1/2"
3 3/4"
8"
7"
340
678
1 595
425
523
415
1 297
418
51
VALUES CALCULATED IN ACCORDANCE WITH AC1318-11 AND INCLUDE OVER STRENGTH FACTOR 0.26
NOTES:
I j ALLOWABLE LOADS ARE FOR ANCHORS INSTALLED IN STONE AGGREGATE CONCRETE HAVING A MIN. COMPRESSIVE STRENTH OF 3,000 PSI AT THE TIME OF
INSTALLATION AND DETERMINED PER ICC ESR-2502 FOR ANCHORS IN CRACKED CONCRETE. ALLOWABLE LOADS HAVE BEEN CALCULATED IN ACCORDANCE WITH
ACI31,341, APPENDIX D
24 PER ICC-ESR, PERIODIC SPECIAL INSPECTIONS ARE REQUIRED IN ACCORDANCE WITH SECTION 1706.1.1 AND TABLE 1705.3 OF THE 2015 AND 2012 IBC;
❑R SECTION 1704.16 AND TABLE 1704A OF THE 2009 IBC, AS APPLICABLE. THE SPECIAL INSPECTOR MUST MAKE PERIODIC INSPECTIONS DURING THE
ANCHOR I NSTAL LATION TO VERIFY ANCHOR TYPE, ANCHOR 01MENSIONS CONCRETE TYPE, CONCRETE COMPRESSIVE STRENGTH, HOLE DIMENSIONS,
HOLE CLEANING PROCEDURE, ANCHOR SPACING, EDGE DISTANCES, CONCRETE MEMBERTHICKNESS, ANCHOR EMBEDMENT, TIGHTENING TORQUE AN
ADHERENCE TO THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. CONSULT LOCAL CODES FOR ANY ADDITIONAL SPECIAL INSPECTION REQUIREMENTS.
3,1 FOLLOW ALL WEDGE ANCHOR INSTALLATION REQUIREMENTS PER IC ESR,25D2
4.1 WHEN INSTA ILL ING ANCHORS IN REINFORCED CONCRETE, AVOID DAMAGING REINF0RCI NG STEEL
5.I WHEN INSTALLING ANCHORS IN PRESTRESSED CONCRETE. LOCATE PRESTR ES 8I NG STEEL AND AVOID DAMAGING PRESTRESSING STEEL.
6.I STRUCTURAL ENGINEER OF RECORD SHALL VERIFY ADEC UACY OF THE STRUCTURE FOR THE TABULATED ALLOWABLE LOADS.
7.I TO LC 900 SERIES ATTAC NM E NT DIAMETER SHALL BE EQUAL TO THE ANCHOR DIAMETER
8.I 1F SUBSTRATE CONDITIONS DIFFER FROM WHAT IS LISTED IN THE ABOVE TA BLES, CONTACT EATON B-LI NE AT TOLCO SUPPO RT@EATO N. COM
DETAIL PER NFPA 13, 2016 FIGURE A . .5.1 .1(a - c)
iY:PlcriErC NJC11�R
-2[r
2 2M
SF¢JY+N UImti1+5K:N S5AML:
FOR 7{:1CORG9!D�
TOLCO FIG- 990
TOLC-O FIG. 009
I - a�;, + IR
P- i n.ss Farton ppr N FPA 13, 21316 Se rf on !13.4.12 r,hr.n i nstal!pd in mr r. •w.tp s ah ceus
Fig. FMO/1M]
A
9
C
d
is
F
G
F
I
Pr
R,.
P,
Pr
?r
Pr
Pr
P.
P.
3.275
1.156
1.73E
1.4C1
1.K-0 j
2-8-94
1.478
2.459
2.00E
Fi0. S, i9
A
6
C
d
E
F
G
1-
I
P.
P,
P
P,
Pr
Pr
P,
P.
F.
2,6215
1.002
1.230
1.513
1.437
2.226
2.460
1.740
1.420
PingFactn•s per NFPA 1.4,20165pct'.nnq..1.5.12 when i L,," IM'n onnrroc. mP..talr.acks tvitr.1"rante,nttsat
Fig. 4d4d f91!]
A
9
C
d
E
I F
G
1
I
Pr
Pr
P-
Pr
P.
P,
Pr
P.
#.
3.275
1.156
1.73E
Fig. 909
A
9
C
d
f
F
G
I
P,
F
P.
P,
F.
P.
P.
P.
P.
2.626
1.002
1.230
P--jngFuclo-sDu-VFflA13,201rxS-cliu:r9.35.12!-jhc-rn-LallccintuncrcLurnclu dUtts!!,'Lh1.125"cu7leruMd
Fig. �W!910
A
B
C
d
E
F
G
L-
I
Fr
Pr.
P.
Pr
Pr
Pr
Pr
P:
P-
3,275
1.156
1.738
-
fig- W9
1
B
C
d
E
F
G
L-
I
Pr
Pr
Pr
P.
P.
P.
P.
P.
P.
2.52fi
1.003
1.230
-
'Wh� -i irlt5al led i n a �o-.cm.tP meta dec a {TV,)p. Vi 41 /� " x .i'1: d:mprrsipr, W wore r.' hF depe. %ent upon
Me. contact area. For S Q2 a-.chors 1*.P max oftspt is 1" s o 'S' wou d he 1.25'. Frir $a'ic-It am
Wow. -Knor:kr• 11 # anr.nnrs. the max nffsr.t is 1.125" so W tjnu d of 1.12.;"-
TOLBraceTM Seismic Bracing Calculations
Contractor: Fire Systems West
Project Address: EDMONDS WWTF II Address: 206 Frontage Rd. N, Suite C
1
Pacific, WA 98047 ,i
200 2ND AVE. S pomwng8�esinessl4brumde
Phone: 253-833-1248
EDMONDS, WA Licence: FIRESWI1401131
Job # 2-11-11859 Calculations based on 2013 NFPA Pamphlet #13
Brace Information
TOLCOTM Brace Components
Maximum Brace Length TO" (2.134 m)
TOLCOTM Component Listed Load Adjusted Load
Diameter of Brace 1
Fig. 1001 Clamp 2015 Ibs (914 kg) 1425 Ibs (646 kg)
Fig.980 Universal Swivel 2015 Ibs (914 kg) 1425 Ibs (646 kg)
Type of Brace Sch.40
See Fastener Information
Angle of Brace 45' Min.
*Calculation Based on CONCENTRIC Loading
*Please
Note: These calculations are for TOLCOTM components only. Use of any
other components voids these calculations and the listing of the assembly.
Least Rad. of Gyration 0.42" (11 mm)
Seismic Brace Assembly Detail
L/R Value 200
Max Horizontal Load 1310 Ibs (594 kg)
TOLCO FIG. 980
UNIVERSAL SWAY BRACE
ATTACHMENT
Fastener Information
O
STEEL PIPE
Orientation to Connecting Surface NFPAType B
Fastener
.f
Type Bolt
i,
Diameter 1/2n. (12 mm)
i
Length N/A
TOLCO FIG.
FAST CLAMP
Maximum Load 2050 Ibs (930 kg)
Brace Identification on Plans 31N. LATERAL STEEL
Prying Factor N/A
Brace Type Lateral [X] Longitudinal [ ] 4-Way [ ]
Sprinkler System Load Calculation (Fpw = CpWp)
C = 0.601
Diameter
Type
Length
Total Length
Weight Per Unit Length
Total Weight
3" (80 mm)
Sch. 10
30 ft (9.1 m)
30 ft (9.1 m)
7.94 Ib/ft (11.82 kg/m)
238 Ibs (108 kg)
1.5" (40 mm)
Sch. 40
40 ft (12.2 m)
40 ft (12.2 m)
3.61 lb/ft (5.37 kg/m)
144 Ibs (65 kg)
1.25" (32 mm)
Sch. 40
10 ft (3 m)
10 ft (3 m)
2.93 lb/ft (4.36 kg/m)
29 Ibs (13 kg)
1" (25 mm)
Sch. 40
18 ft (5.5 m)
18 ft (5.5 m)
2.05 Ib/ft (3.05 kg/m)
37 Ibs (17 kg)
Subtotal Weight
448 Ibs (203 kg)
Wp (incl. 15%)
515 Ibs (234 kg)
Main Size
3"
Type/Sch.
Sch. 10
Spacing (ft)
30
Total (Fpw)
Maximum Fpw per 9.3.5.5.2 (if applicable)
310 Ibs (140 kg)
633 lb (287 kg)
{TOLBraceTM Version 81 Use of TOLBraceTM is subject to terms and conditions per the end user license agreement
TOLBraceT"" Seismic Calculations
EDMONDS WWTF II
200 2ND AVE. S
Job # 2-11-11859
FAT*N
PommW Sus aw ft fdvAW
Brace Identification
Brace Type (Per NFPA#13)
Braced Pipe (ft)
Spacing of Brace
Orientation of Brace
Bracing Material
Maximum Brace Length
Slenderness Ratio used for Load Calculation
True Angle of Brace for Calculation
Type of Fastener
Length of Fastener
31N. LATERAL STEEL
NFPA Type B
3" Sch.10 Steel Pipe
30' 0" (9.14 m)
Lateral
1" Sch.40
7' 0" (2.13 m)
200
45'
1/2 (12mm) Bolt
N/A
Summary of Pipe within Zone of Influence
3" Sch.10 Steel Pipe (76.2 mm)
30 ft (9.1 m)
1.5" Sch.40 Steel Pipe (38.1 mm)
40 ft (12.2 m)
1.25" Sch.40 Steel Pipe (31.75 mm)
10 ft (3 m)
1" Sch.40 Steel Pipe (25.4 mm)
18 ft (5.5 m)
G-Factor Used 0.601
Allowance for Heads and Fittings 15%
Conclusions
Total Adjusted Load of Pipe in Zone of Influence 310 Ibs (141 kg)
Material Capacity 1310 Ibs (594 kg)
Fastener Capacity 2050 Ibs (930 kg)
Fig. 1001 Clamp 1425 Ibs (646 kg)
Fig.980 Universal Swivel 1425 Ibs (646 kg)
Structural Member STEEL BEAM
Calculations prepared by KEVIN RIDER
* The description of the Structural Member is for informational purposes only.
TOLBrace"" software calculates the brace assembly only, not the structure it is attached to.
Calculated with TOLBrace- 8
Visit us at www.tolco.com
TOLBraceTM Seismic Bracing Calculations
Contractor: Fire Systems West
Project Address: EDMONDS WWTF II Address: 206 Frontage Rd. N, Suite C
iTeN
Pacific, WA 98047 m
200 2ND AVE. S PawenogRURs IessWorwimde
Phone: 253-833-1248
EDMONDS, WA Licence: FIRESWI1401131
Job # 2-11-11859 Calculations based on 2013 NFPA Pamphlet #13
Brace Information
TOLCOTM Brace Components
Maximum Brace Length TO" (2.134 m)
TOLCOTM Component Listed Load Adjusted Load
Diameter of Brace 1
Fig. 41-A Clamp 1000 Ibs (454 kg) 707 Ibs (321 kg)
Fig.980 Universal Swivel 2015 Ibs (914 kg) 1425 Ibs (646 kg)
Type of Brace Sch.40
See Fastener Information
Angle of Brace 45' Min.
*Calculation Based on CONCENTRIC Loading
*Please
Note: These calculations are for TOLCOTIM components only. Use of any
other components voids these calculations and the listing of the assembly.
Least Rad. of Gyration 0.42" (11 mm)
Seismic Brace Assembly Detail
L/R Value 200
Max Horizontal Load 1310 Ibs (594 kg)
B LINE T-ROW
BR F1aINENT - -
BRACE PIPE
Y uHE I roLca .0
Fastener Information
Orientation to Connecting Surface NFFAType B
Fastener
"IW4HE""OSWAT
BRACE ATTACHMENT
Type Bolt
Diameter 1/2n. (12 mm)
I
Length N/A
wo ----- — ---�-
Maximum Load 2050 Ibs (930 kg)
Fn A A
"A I ,. "..",
Brace Identification on Plans 31N. LONG. STEEL
Prying Factor N/A
Brace Type Lateral [ ] Longitudinal [X] 4-Way [ ]
Sprinkler System Load Calculation (Fpw = CpWp)
C = 0.601
Diameter Type Length
Total Length Weight Per Unit Length
Total Weight
3" (80 mm) Sch. 10 80 ft (24.4 m)
80 ft (24.4 m) 7.94 Ib/ft (11.82 kg/m)
635 Ibs (288 kg)
Subtotal Weight
635 Ibs (288 kg)
Wp (incl. 15%)
730 Ibs (331 kg)
Main Size Type/Sch. Spacing (ft)
3" Sch. 10 80
Total (Fpw)
Maximum Fpw per 9.3.5.5.2 (if applicable)
439 Ibs (199 kg)
N/A
{TOLBraceTIM Version 81 Use of TOLBraceTM is subject to terms and conditions per the end user license agreement
TOLBraceT"" Seismic Calculations
EDMONDS WWTF II
200 2ND AVE. S
Brace Identification
Brace Type (Per NFPA#13)
Braced Pipe (ft)
Spacing of Brace
Orientation of Brace
Bracing Material
Maximum Brace Length
Slenderness Ratio used for Load Calculation
True Angle of Brace for Calculation
Type of Fastener
Length of Fastener
Job # 2-11-11859
31N. LONG. STEEL
NFPA Type B
3" Sch.10 Steel Pipe
80' 0" (24.38 m)
Longitudinal
1" Sch.40
7' 0" (2.13 m)
200
45'
1/2 (12mm) Bolt
N/A
Summary of Pipe within Zone of Influence
3" Sch.10 Steel Pipe (76.2 mm) 80 TEE m)
G-Factor Used 0.601
Allowance for Heads and Fittings 15%
Conclusions
Total Adjusted Load of Pipe in Zone of Influence 439 Ibs (199 kg)
Material Capacity 1310 Ibs (594 kg)
Fastener Capacity 2050 Ibs (930 kg)
Fig. 4LA Clamp 707 Ibs (321 kg)
Fig.980 Universal Swivel 1425 Ibs (646 kg)
Structural Member STEEL BEAM
Calculations prepared by KEVIN RIDER
* The description of the Structural Member is for informational purposes only.
TOLBrace"" software calculates the brace assembly only, not the structure it is attached to.
Calculated with TOLBrace- 8
Visit us at www.tolco.com
FAT*N
PommW Sus aw ft fdvAW
TOLBraceTM Seismic Bracing Calculations
Contractor: Fire Systems West
Project Address: EDMONDS WWTF II Address: 206 Frontage Rd. N, Suite C
iTeN
Pacific, WA 98047 m
200 2ND AVE. S PawenogRURs IessWorwimde
Phone: 253-833-1248
EDMONDS, WA Licence: FIRESWI1401131
Job # 2-11-11859 Calculations based on 2013 NFPA Pamphlet #13
Brace Information
TOLCOTM Brace Components
Maximum Brace Length TO" (2.134 m)
TOLCOTM Component Listed Load Adjusted Load
Diameter of Brace 1
Fig. 4LA Clamp 1000 Ibs (454 kg) 707 Ibs (321 kg)
Fig.980 Universal Swivel 2015 Ibs (914 kg) 1425 Ibs (646 kg)
Type of Brace Sch.40
See Fastener Information
Angle of Brace 45' Min.
*Calculation Based on CONCENTRIC Loading
*Please
Note: These calculations are for TOLCOTIM components only. Use of any
other components voids these calculations and the listing of the assembly.
Least Rad. of Gyration 0.42" (11 mm)
Seismic Brace Assembly Detail
L/R Value 200
Max Horizontal Load 1310 Ibs (594 kg)
B LINE T—ROW
BR F1aINENT - -
BRACE PIPE
Y uHE I roLca .0
Fastener Information
Orientation to Connecting Surface NFPAType B
Fastener
"IW4HE""OSWAT
BRACE ATTACHMENT
Type POWERS POWER -STUD +SD2
Diameter 1/2in.
I
Length 3 1/4in.
to
Maximum Load 449 Ibs (204 kg)
Fn A A
"A I ,. "..",
Brace Identification on Plans 31N. LONG. CONC.
Prying Factor 1.156
Brace Type Lateral [ ] Longitudinal [X] 4-Way [ ]
Sprinkler System Load Calculation (Fpw = CpWp)
C = 0.601
Diameter Type Length
Total Length Weight Per Unit Length
Total Weight
3" (80 mm) Sch. 10 80 ft (24.4 m)
80 ft (24.4 m) 7.94 Ib/ft (11.82 kg/m)
635 Ibs (288 kg)
Subtotal Weight
635 Ibs (288 kg)
Wp (incl. 15%)
730 Ibs (331 kg)
Main Size Type/Sch. Spacing (ft)
3" Sch. 10 80
Total (Fpw)
Maximum Fpw per 9.3.5.5.2 (if applicable)
439 Ibs (199 kg)
N/A
{TOLBraceTIM Version 81 Use of TOLBraceTM is subject to terms and conditions per the end user license agreement
TOLBraceT"" Seismic Calculations
EDMONDS WWTF II
200 2ND AVE. S
Brace Identification
Brace Type (Per NFPA#13)
Braced Pipe (ft)
Spacing of Brace
Orientation of Brace
Bracing Material
Maximum Brace Length
Slenderness Ratio used for Load Calculation
True Angle of Brace for Calculation
Type of Fastener
Length of Fastener
Job # 2-11-11859
FAT*N
PommW Sus aw ft fdvAW
31N. LONG. CONC.
NFPA Type B
3" Sch.10 Steel Pipe
80' 0" (24.38 m)
Longitudinal
1" Sch.40
7' 0" (2.13 m)
200
45'
POWERS POWER -STUD +SD2 1/2in. x 3 1/4in. (4,000 PSI Normal Weigh
3 1/4in.
Summary of Pipe within Zone of Influence
3" Sch.10 Steel Pipe (76.2 mm) 80 TEE m)
G-Factor Used 0.601
Allowance for Heads and Fittings 15%
Conclusions
Total Adjusted Load of Pipe in Zone of Influence 439 Ibs (199 kg)
Material Capacity 1310 Ibs (594 kg)
Fastener Capacity 449 Ibs (204 kg)
Fig. 4LA Clamp 707 Ibs (321 kg)
Fig.980 Universal Swivel 1425 Ibs (646 kg)
Structural Member CONCRETE BEAM
Calculations prepared by KEVIN RIDER
* The description of the Structural Member is for informational purposes only.
TOLBrace"" software calculates the brace assembly only, not the structure it is attached to.
Calculated with TOLBrace'"' 8
Visit us at www.tolco.com
POWERS POWER-STUD+SD2 WEDGE ANCHORS IN 4,000 PSI
NORMAL WEIGHT CONCRETE
a 4 a • • � • Y
d +
a.
H
TOLCO SM SERIES ATTACHMENT.
POWERS POWER -STUPID
•SD2 CARBON STEEL
WEDGE ANCHOR.
NFPA BRACE ORIENTATIONS A, B, AND C SHOWN ABOVE (MINUS ANGLES), OTHER ORIENTATIONS SIMILAR
Fig- 980/ Fig. 910
ANCHOR
DIA
NOMINAL
EMBED.
DEPTH
"E" MIN.
EFFECTIVE
EMBED.
DEPTH
"D"
DESIGN
EDGE
DISTANCE
"H" MIN.
BASE
MATERIAL
THICKNESS
ALLOWABLE STRENGTH DESIGN (ASD)
MAX- ALLOWABLE HORIZONTAL LOAD (LBS.)
NFPA BRACE ORIENTATION
I PRYING FACTOR
A
B
C
D
E
F
G
H
1
3.275
1.156
1.739
1.461
1.850
2.894
3,478
Z.459
2.D08
3/8"
2 3/6"
2"
4"
4"
102
215
165
148
158
119
82
116
143
1/2"
3 3/4"
3 1/4"
6"
S 3/4"
219
449
348
306
334
261
174
24S
301
5/8"
3 7/8"
3 1/4"
6"
5 3/4"
255
536
411
369
394
297
205
289
356
3/4"
4 1/2"
3 3/4"
1 8"
7"
319
1 679
1 518
470
496
368
259
364
449
VALUES CALCULATED IN ACCORDANCE WITH ACI 318-11 AND INCLUDE OVER STRENGTH FACTOR Q - 26
Fig. 9D9
ANCHOR
DIA
NOMINAL
EMBED.
DEPTH
"E" MIN.
EFFECTIVE
EMBED.
DEPTH
"D"
DESIGN
EDGE
DISTANCE
"H' MIN.
BASE
MATERIAL
THICKNESS
ALLOWABLE STRENGTH DESIGN (ASD)
MAX. ALLOWABLE HORIZONTAL LOAD (LBS.)
NFPA BRACE ORIENTATION
I PRYING FACTOR
A
B
C
D
E
F
G
H
1
2.626
1.DO2
1.230
1.513
1A87
2.226
2.460
1.740
1.4ZD
3/8"
1 2 3/8"
2"
4"
4"
122
233
207
145
183
155
103
145
179
1/2"
3 3/4'.1
3 1/4"
6"
5 3/4"
259
486
433
301
385
332
216
304
375
5/8"
1 3 7/8"
3 1/4"
6"
S 3/4"
304
583
516
363
457
386
258
362
447
3/4"
1 4 1/2"
3 3/4"
8"
7"
381
1 739
1 653
461
577
479
1 326
459
566
VALUES CALCULATED IN ACCORDANCE WITH ACI318-11 AND INCLUDE OVER STRENGTH FACTOR 0.26
NOTES:
I j ALLOWABLE LOADS ARE FOR ANCHORS INSTALLED IN STONE AGGREGATE CONCRETE HAVING A MIN. COMPRESSIVE STRENTH OF 4,000 PSI AT THE TIME OF
INSTALLATION AND DETERMINED PER ICC ESR-2502 FOR ANCHORS IN CRACKED CONCRETE. ALLOWABLE LOADS HAVE BEEN CALCULATED IN ACCORDANCE WITH
ACI31841, APPENDIX D
24 PER ICC-ESR, PERIODIC SPECIAL INSPECTIONS ARE REQUIRED IN ACCORDANCE WITH SECTION 1706.1.1 AND TABLE 1705.3 OF THE 2015 AND 2012 IBC;
❑R SECTION 1704.16 AND TABLE 1704A OF THE 2009 IBC, AS APPLICABLE. THE SPECIAL INSPECTOR MUST MAKE PERIODIC INSPECTIONS DURING THE
ANCHOR I NSTAL LATION TO VERIFY ANCHOR TYPE, ANCHOR 01MENSIONS CONCRETE TYPE, CONCRETE COMPRESSIVE STRENGTH, HOLE DIMENSIONS,
HOLE CLEANING PROCEDURE, ANCHOR SPACING, EDGE DISTANCES, CONCRETE MEMBERTHICKNESS, ANCHOR EMBEDMENT, TIGHTENING TORQUE AN
ADHERENCE TO THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. CONSULT LOCAL CODES FOR ANY ADDITIONAL SPECIAL INSPECTION REQUIREMENTS.
3,1 FOLLOW ALL WEDGE ANCHOR INSTALLATION REQUIREMENTS PER IC ESR,25D2
4.1 WHEN INSTA ILL ING ANCHORS IN REINFORCED CONCRETE, AVOID DAMAGING REINF0RCI NG STEEL
5.I WHEN INSTALLING ANCHORS IN PRESTRESSED CONCRETE. LOCATE PRESTR ES 8I NG STEEL AND AVOID DAMAGING PRESTRESSING STEEL.
6.I STRUCTURAL ENGINEER OF RECORD SHALL VERIFY ADEC UACY OF THE STRUCTURE FOR THE TABULATED ALLOWABLE LOADS.
7.I TO LC 900 SERIES ATTAC NM E NT DIAMETER SHALL BE EQUAL TO THE ANCHOR DIAMETER
8.I 1F SUBSTRATE CONDITIONS DIFFER FROM WHAT IS LISTED IN THE ABOVE TA BLES, CONTACT EATON B-LI NE AT TOLCO SUPPO RT@EATO N. COM
DETAIL PER NFPA 13, 2016 FIGURE A . .5.1 .1(a - c)
iY:PlcriErC NJC11�R
-2[r
2 2M
SF¢JY+N UImti1+5K:N S5AML:
FOR 7{:1CORG9!D�
TOLCO FIG- 990
TOLC-O FIG. 009
I - a�;, + IR
P- i n.ss Farton ppr N FPA 13, 21316 Se rf on !13.4.12 r,hr.n i nstal!pd in mr r. •w.tp s ah ceus
Fig. FMO/1M]
A
9
C
d
is
F
G
F
I
Pr
R,.
P,
Pr
?r
Pr
Pr
P.
P.
3.275
1.156
1.73E
1.4C1
1.K-0 j
2-8-94
1.478
2.459
2.00E
Fi0. S, i9
A
6
C
d
E
F
G
1-
I
P.
P,
P
P,
Pr
Pr
P,
P.
F.
2,6215
1.002
1.230
1.513
1.437
2.226
2.460
1.740
1.420
PingFactn•s per NFPA 1.4,20165pct'.nnq..1.5.12 when i L,," IM'n onnrroc. mP..talr.acks tvitr.1"rante,nttsat
Fig. 4d4d f91!]
A
9
C
d
E
I F
G
1
I
Pr
Pr
P-
Pr
P.
P,
Pr
P.
#.
3.275
1.156
1.73E
Fig. 909
A
9
C
d
f
F
G
I
P,
F
P.
P,
F.
P.
P.
P.
P.
2.626
1.002
1.230
P--jngFuclo-sDu-VFflA13,201rxS-cliu:r9.35.12!-jhc-rn-LallccintuncrcLurnclu dUtts!!,'Lh1.125"cu7leruMd
Fig. �W!910
A
B
C
d
E
F
G
L-
I
Fr
Pr.
P.
Pr
Pr
Pr
Pr
P:
P-
3,275
1.156
1.738
-
fig- W9
1
B
C
d
E
F
G
L-
I
Pr
Pr
Pr
P.
P.
P.
P.
P.
P.
2.52fi
1.003
1.230
-
'Wh� -i irlt5al led i n a �o-.cm.tP meta dec a {TV,)p. Vi 41 /� " x .i'1: d:mprrsipr, W wore r.' hF depe. %ent upon
Me. contact area. For S Q2 a-.chors 1*.P max oftspt is 1" s o 'S' wou d he 1.25'. Frir $a'ic-It am
Wow. -Knor:kr• 11 # anr.nnrs. the max nffsr.t is 1.125" so W tjnu d of 1.12.;"-