#
TRANSFORMER GROUND SIZING TABLE
208/120 VOLT SECONDARY
KVA
AWG/KCMIL
3 WIRE
4 WIRE
4W1
2W1A
M-E ENGINEERS, INC.
M-E ENGINEERS, INC.
UCCS GENERATOR
LOCATION: ELEC RM. A144
480Y/277V, 3PH-4W+GND
LOCATION: ELEC. RM. A126
208Y/120V, 3PH-4W+GND
MOUNTING: SURFACE
MLO
MOUNTING: SURFACE
MLO
RATING: EXISTING
225A BUS
RATING: EXISTING
UCCS GENERATOR
225A BUS
VA
VA
N
DESCRIPTION
#
TYPE
BRKR
LT
20A/1P
1
LTG - EQUIP REPAIR
1
3
SPARE
20A/1P
1
5
SPARE
20A/1P
1
7
SPARE
20A/1P
9
LTG - CONTROL 114
LT
20A/1P
11 LTG - CONTROL 108
LT
20A/1P
13 LTG - EQUIP/ STORAGE
LT
20A/1P
15 LTG - EDIT ROOMS
LT
20A/1P
17 LTG - CORRIDOR
LT
20A/1P
19 LTG - CORRIDOR
LT
20A/1P
21 LTG - STAIRWELL
LT
20A/1P
PHASE C
PHASE B
PHASE A
4432
3052
2124
3330
3420
3420
2400
1100
1440
3400
2520
3400
2680
1104
1724
4432
900
4432
3620
4432
20A/1P
23 SPARE
LT
25 EXTERIOR UP LIGHTING
20A/1P
4432
#
DESCRIPTION
N
BRKR
TYPE
TYPE
BRKR
20A/1P
LT
LOW VOLTAGE SWITCHING
2
1
CONT ROOM
R
20A/1P
20A/1P
LT
LTG - NIGHT LITES
4
3
CONT ROOM
R
20A/1P
20A/1P
LT
LTG - LOADING EXT
6
5
CONT ROOM
R
20A/1P
20A/1P
LT
LTG - LOADING EXT
8
7
CONT ROOM
R
20A/1P
20A/1P
LT
LTG - LOADING EXT
10
9
CONT ROOM
R
20A/1P
20A/1P
LT
LTG - PRINTERS
12
11 CONT ROOM
R
20A/1P
20A/1P
LT
LTG - COMPUTER
14
13 CONT ROOM
R
20A/1P
20A/1P
LT
LTG - COMPUTER
16
15 AUDIO BOOTH
R
20A/1P
20A/1P
LT
LTG - COMPUTER
18
17 ANNIC BOOTH
R
20A/1P
20A/1P
LT
POLE LIGHTS EXT
20
19 ON LINE EDIT
R
20A/1P
20A/1P
LT
POLE LIGHTS EXT
22
21 ON LINE EDIT
R
20A/1P
20A/1P
LT
WALL LIGHTS
24
23 ON LINE EDIT
R
20A/1P
20A/1P
SPARE
26
25 ON LINE EDIT
R
20A/1P
N
DESCRIPTION
#
27 SPARE
20A/1P
20A/1P
SPARE
28
27 ON LINE EDIT
R
20A/1P
29 SPARE
20A/1P
20A/1P
SPARE
30
29 TAPE CONT
R
20A/1P
31 SPARE
20A/1P
20A/1P
SPARE
32
31 TAPE CONT
R
20A/1P
33 SPARE
20A/1P
20A/1P
SPARE
34
33 ELEV MACHINE
R
20A/1P
35 SPARE
20A/1P
20A/1P
SPARE
36
35 ELEC CAB
LT
20A/1P
37 SPACE
SPACE
38
37 ELEV PIT
LT
20A/1P
39 SPACE
SPACE
40
39 ELEC/ JAN
R
20A/1P
41 SPACE
SPACE
42
41 ELEV PIT STAND
R
20A/1P
VA
43 FLOOR BOX TELE
R
20A/1P
AMPS
45 TELECONFERENCE
R
20A/1P
OPTIONS:
47 TELECONFERENCE
R
20A/1P
* ALL LOADS EXISTING U.O.N.
49 TELECONFERENCE
R
20A/1P
TOTAL CONNECTED PHASE LOAD
26588
22076
13130
96.0
79.7
47.4
KVA
AMPS
TOTAL CONNECTED LOAD
61.79
74.3
51 TELECONFERENCE
R
20A/1P
LONG CONTINUOUS LOADS * 25%
15.45
18.6
53 TELECONFERENCE
R
20A/1P
NOTES:
55 TELECONFERENCE
R
20A/1P
1. EXISTING LOAD MADE SPARE.
57 TELECONFERENCE
R
20A/1P
59 TELECONFERENCE
R
20A/1P
61 TELECONFERENCE
R
20A/1P
63 TELECONFERENCE
R
20A/1P
65 TELECONFERENCE
R
20A/1P
67 TELECONFERENCE
R
20A/1P
69 TELECONFERENCE
R
20A/1P
71 TELECONFERENCE
R
20A/1P
73 TELECONFERENCE
R
20A/1P
LARGEST MOTOR LOAD * 25%
(RECEPTACLE LOADS - 10KVA) * 50%
KITCHEN LOADS * 0%
92.9
77.24
TOTAL LOAD
MOTOR CONTROL CENTER
"MCC-1 SECTION - 1"
LOAD SCHEDULE
DESCRIPTION
CKT
MOTOR CONTROL CENTER
"MCC-1 SECTION - 2"
LOAD SCHEDULE
CKT
-
1
PUMP P - 1B
11.0
7.6
2
PUMP P - 8A
11.0
11.0
DESCRIPTION
SPACE
2
PUMP P - 9A
3
PUMP P - 9B
7.6
3
PUMP P - 6B
4
PUMP P - 13A
11.0
4
SPARE
-
5
B-1
7.6
5
SPACE
-
6
PUMP P - 13B
11.0
6
PUMP P - 7A
7
B-2
7.6
7
SPARE
8
B-3
3.4
8
PUMP P - 1A
11.0
4.8
4.8
-
9
FC - 402
1.8
9
PUMP P - 7B
10
PUMP P - 11A
7.6
10
SPACE
11
PUMP P - 11B
7.6
11
PUMP P - 4B
12
EF - 402
7.6
12
PUMP P - 5B
4.8
13
PUMP P - 10A
7.6
13
PUMP P - 8B
11.0
14
EF - 403
4.8
14
PUMP P - 4A
4.8
15
CT - 1
46.0
15
SPACE
16
TCAC - 1
15.2
16
PUMP P - 15
11.0
17
BFP FOR B - 3
17
EF - 401
1.8
18
FC - 401
1.8
18
SPACE
-
19
PUMP P - 2B
14.0
19
SPACE
20
PUMP P - 3B
3.4
SUB TOTAL
21
PUMP P - 2A
14.0
LCL x 25%
22
PUMP P - 10A
7.6
LML x 25%
23
AHU - 1R
65.0
RECEPTACLE DIVERSITY
24
AHU - 2R
65.0
KITCHEN DIVERSITY
25
PUMP P - 6A
11.0
TOTAL LOAD
26
PUMP P - 5A
4.8
27
PUMP P - 14
3.4
28
PUMP P - 3A
3.4
29
SPACE
30
MCC-1 SECTION - 2
91.8
SUB TOTAL
439.2
LCL x 25%
LML x 25%
16.3
RECEPTACLE DIVERSITY
KITCHEN DIVERSITY
TOTAL LOAD
455.5
180
180
180
180
180
180
180
180
180
180
180
180
180
180
180
180
720
180
180
180
180
180
360
180
696
180
360
180
500
380
720
280
720
720
360
720
360
360
360
360
360
360
180
360
180
360
180
360
540
360
360
360
720
360
360
360
360
360
360
360
R
TAPE CONT
2
20A/1P
R
TAPE CONT
4
20A/1P
R
TAPE CONT
6
20A/1P
R
TAPE CONT
8
20A/1P
R
TAPE CONT
10
20A/1P
R
TAPE CONT
12
20A/1P
R
CONT ROOM
14
20A/1P
R
ON LINE EDIT
16
20A/1P
R
TAPE CONT
18
20A/1P
R
STUDIO
20
20A/1P
R
SET SHOP
22
20A/1P
R
SET SHOP
24
SPARE
26
R
DATA
28
20A/1P
R
DATA
30
20A/1P
M
ELEV PIT SUMP
32
20A/1P
R
CONTROL
34
20A/1P
EQ
DIMMER CONTROL
36
20A/1P
R
TELECONFERENCE
38
20A/1P
R
TELECONFERENCE
40
20A/1P
R
FLOOR BOX TELE
42
20A/1P
R
CONTROL
44
20A/1P
R
TELECONFERENCE
46
20A/1P
R
CONTROL
48
20A/1P
R
STUDIO
50
20A/1P
R
STUDIO
52
20A/1P
R
STUDIO
54
20A/1P
R
TELECONFERENCE
56
20A/1P
R
TELECONFERENCE
58
20A/1P
R
TELECONFERENCE
60
20A/1P
SPARE
62
20A/1P
SPARE
64
20A/1P
SPARE
66
20A/1P
SPARE
68
20A/1P
SPARE
70
20A/1P
SPARE
72
SPACE
74
360
20A/1P
SPACE
76
77 SPARE
20A/1P
SPACE
78
79 SURGE SUPPRESSOR
40A/3P
SPACE
80
81 -
-
-
SPACE
82
83 -
-
-
SPACE
84
7276
6660
7000
VA
60.6
55.5
58.3
AMPS
OPTIONS:
KVA
AMPS
TOTAL CONNECTED LOAD
20.94
58.1
LONG CONTINUOUS LOADS * 25%
0.17
0.5
LARGEST MOTOR LOAD * 25%
0.17
0.5
(RECEPTACLE LOADS - 10KVA) * 50%
-4.54
-12.6
16.74
46.5
* ALL LOADS EXISTING U.O.N.
NOTES:
1. EXISTING BREAKER MADE SPARE.
KITCHEN LOADS * 0%
TOTAL LOAD
4.8
-
91.8
LOAD CALCULATION FOR EXISTING SERVICE 480Y/277V, 3 PHASE, 4 WIRE, 3000A SERVICE
2.8
94.6
#
TYPE
20A/1P
360
180
DESCRIPTION
BRKR
20A/1P
20A/1P
180
AMPS
1
-
180
75 SPARE
TOTAL CONNECTED PHASE LOAD
AMPS
PHASE C
PHASE B
PHASE A
180
MAXIMUM DEMAND LOAD RECORDED BY THE UTILITY COMPANY
AVERAGED OVER A 15 MIN PERIOD FROM THE LAST 12 MONTHS:
MAXIMUM DEMAND LOAD * 25%:
EXISTING LOAD PER NEC 220.87:
NEW LOAD TO BE ADDED FROM NEW WORK:
TOTAL CALCULATED LOAD FOR THIS PROJECT:
738.7 AMPS
184.7 AMPS
923.4 AMPS
+
9.9 AMPS
933.3 AMPS
N
1
2W1Ca
UCCS GENERATOR
2W1Cb
M-E ENGINEERS, INC.
UCCS GENERATOR
LOCATION: TELCOM RM
208Y/120V, 3PH-4W+GND
LOCATION: TELECOM RM
208Y/120V, 3PH-4W+GND
MOUNTING: SURFACE
250A MCB
MOUNTING: SURFACE
MLO
RATING: 10K AIC
400A BUS
RATING: 10K AIC
400A BUS
VA
N
#
TYPE
BRKR
1
ADMIN SERV 1 REC
DESCRIPTION
R
20A/1P
3
ADMIN SERV 1 REC
R
20A/1P
5
ADMIN SERV 2 REC
R
20A/1P
7
ADMIN SERV 2 REC
R
20A/1P
9
ADMIN SERV 3 REC
R
20A/1P
11 ADMIN SERV 3 REC
R
20A/1P
13 ADMIN SERV 4 REC
R
20A/1P
15 ADMIN SERV 4 REC
R
20A/1P
17 ADMIN SERV 4 REC
R
20A/1P
19 SPARE
20A/1P
21 SPARE
20A/1P
23 SPARE
20A/1P
25 ADMIN SERV 5 REC
R
20A/1P
27 ADMIN SERV 5 REC
R
20A/1P
29 COMP NET 1 GB 1 PLUGMOLD
R
20A/1P
31 COMP NET 1 GBA 2 PLUGMOLD
R
20A/1P
33 COMP NET 1 GBA 2 PLUGMOLD
R
20A/1P
35 COMP NET 5 GB 1 PLUGMOLD
R
20A/1P
37 COMP DIAL 1 GB 1 PLUGMOLD
R
20A/1P
39 MEDIA MASTER 1 GBA 2 PLUGMOLD
R
20A/1P
41 MEDIA MASTER 2 GBA 2 PLUGMOLD
R
20A/1P
PHASE A
475
VA
PHASE B
PHASE C
475
200
240
475
250
475
800
200
200
250
475
1190
800
300
200
200
625
475
475
180
775
180
200
485
800
550
550
200
200
610
529
M-E ENGINEERS, INC.
800
800
800
200
1000
400
FEED-THRU PANEL 2W1Cb PHASE LOAD
21130
25100
15350
TOTAL CONNECTED PHASE LOAD
28514
28695
237.6
239.1
BRKR
TYPE
TYPE
BRKR
20A/1P
R
COMP SERV 1 REC
2
1
MEDIA MASTER 3 GBA 2 PLUGMOLD
R
20A/1P
20A/1P
R
COMP SERV 1 REC
4
3
MEDIA MASTER 4 GBA 2 PLUGMOLD
R
20A/1P
20A/1P
R
COMP SERV 1 REC
6
5
MEDIA MASTER 5 GBA 2 PLUGMOLD
R
20A/1P
20A/1P
R
COMP SERV 3 REC
8
7
MEDIA MASTER 6 GBA 2 PLUGMOLD
R
20A/1P
20A/1P
R
COMP SERV 3 REC
10
9
MEDIA MASTER 7 GBA 2 PLUGMOLD
R
20A/1P
20A/1P
R
COMP SERV 4 REC
12
11 MEDIA MASTER 8 GBA 2 PLUGMOLD
R
20A/1P
20A/1P
R
COMP SERV 4 REC
14
13 MEDIA TRANS 1 & 2 PLUGMOLD
EQ
20A/1P
20A/1P
R
COMP SERV 5 REC
16
15 MEDIA TRANS 3, 4 & 5
EQ
20A/1P
20A/1P
R
COMP SERV 5 REC
18
17 MEDIA TRANS 6 & 7
EQ
20A/1P
20A/1P
R
COMP SERV 6 REC
20
19 MEDIA TRANS 8 & 9
EQ
20A/1P
20A/1P
EQ
COMP SERV 7 REC
22
21 TELECOM SW 1
EQ
20A/1P
20A/1P
EQ
COMP SERV 7 SHUNT TRIP
24
23 TELECOM SW 1
EQ
20A/1P
20A/1P
R
COMP LAB 1 REC
26
25 BLADES
EQ
20A/1P
20A/1P
R
COMP LAB 1 REC
28
27 RECEPTACLES
R
20A/1P
20A/1P
R
COMP LAB 2 REC
30
29 SPARE
20A/1P
20A/1P
R
COMP LAB 2 REC
32
31 SPARE
20A/1P
20A/1P
R
COMP LAB 3 REC
34
33 BLADES
20A/1P
R
COMP LAB 4 REC
36
35 -
20A/1P
R
COMP LAB 5 REC
38
37 BLADES
20A/1P
R
COMP LAB 6 REC
40
39 -
20A/1P
R
COMP LAB 6 REC
42
41
DESCRIPTION
#
N
N
#
DESCRIPTION
EQ
30A/2P
-
-
EQ
30A/2P
-
-
PHASE A
500
PHASE B
PHASE C
500
200
500
1000
500
800
500
200
500
1000
800
1150
540
200
500
200
180
800
500
200
500
360
360
1000
800
1440
300
400
250
1000
360
1000
360
500
TOTAL CONNECTED LOAD
AMPS
79.62
221.0
R
COMP LAB 7 REC
2
20A/1P
R
COMP LAB 7 REC
4
20A/1P
R
COMP LAB 7 REC
6
20A/1P
R
COMP LAB 8 REC
8
20A/1P
R
COMP LAB 8 REC
10
20A/1P
R
COMP LAB 8 REC
12
20A/1P
R
COMP LAB 9 REC
14
20A/1P
R
MEDIA DIST 1A PLUGMOLD
16
20A/1P
R
MEDIA DIST 1B PLUGMOLD
18
20A/1P
R
MEDIA DIST 1C PLUGMOLD
20
20A/1P
R
MEDIA DIST 2A PLUGMOLD
22
20A/1P
R
MEDIA DIST 2B PLUGMOLD
24
20A/1P
R
MEDIA DIST 2C PLUGMOLD
26
20A/1P
R
MEDIA DIST 3 & 4A REC
28
20A/1P
R
MEDIA DIST 4B & 4C REC
30
20A/1P
R
MEDIA DIST 5 REC
32
20A/1P
COMP NET
34
20A/1P
COMP NET
36
80A/3P
SPARE
38
500
20A/1P
-
-
-
40
-
-
-
42
VA
FEED-THRU PANEL 2W1Cc PHASE LOAD
15200
18700
7280
22410
VA
TOTAL CONNECTED PHASE LOAD
21130
25100
15350
VA
186.8
AMPS
176.1
209.2
127.9
AMPS
TOTAL CONNECTED LOAD
VA
KVA
AMPS
61.58
170.9
-4.78
-13.3
56.80
157.7
* ALL LOADS ARE EXISTING U.O.N.
* FEED-THRU LUGS
LONG CONTINUOUS LOADS * 25%
LARGEST MOTOR LOAD * 25%
LARGEST MOTOR LOAD * 25%
(RECEPTACLE LOADS - 10KVA) * 50%
-13.56
(RECEPTACLE LOADS - 10KVA) * 50%
-37.6
KITCHEN LOADS * 0%
KITCHEN LOADS * 0%
TOTAL LOAD
66.06
TOTAL LOAD
183.4
2W1Cc
UCCS GENERATOR
GW1
M-E ENGINEERS, INC.
UCCS GENERATOR
LOCATION: TELECOM RM
208Y/120V, 3PH-4W+GND
LOCATION: MAIN ELEC RM
480Y/277V, 3PH-4W+GND
MOUNTING: SURFACE
MLO
MOUNTING: SURFACE
400A MCB
RATING: 10K AIC
400A BUS
RATING: 35K AIC
DESCRIPTION
TYPE
BRKR
R
20A/1P
PHASE A
VA
BRKR
TYPE
60A/3P
EQ
40A/2P
-
-
-
1
MACHINE ROOM
3
SPARE
5
-
-
7
MACHINE ROOM
R
20A/1P
9
MACHINE ROOM
R
20A/1P
11 MACHINE ROOM
R
PHASE B
PHASE C
1080
1080
360
500
800
N
#
DESCRIPTION
TYPE
BRKR
LT
20A/1P
LTG MACHINE RM
LT
20A/1P
3KVA TRANSFORMER
EQ
20A/1P
7
CRAC-1
EQ
60A/3P
10
9
-
-
-
SIMPLEX PANEL
12
11 -
POWER POLE
14
13 CRAC-2
POWER POLE
16
SPACE
1
LTG MACHINE RM
-
-
4
3
-
-
6
5
20A/1P
R
LOBBY MEDIA REC
8
20A/1P
EQ
CLOCK TOWER CHIME CAB
20A/1P
EQ
20A/1P
EQ
20A/1P
EQ
-
15 -
-
-
18
17 -
-
-
SPACE
20
19 SPARE
20A/1P
21 SPACE
SPACE
22
21 SPARE
20A/1P
23 SPACE
SPACE
24
23 SPARE
20A/1P
25 SPACE
SPACE
26
25 SPARE
20A/1P
27 SPACE
SPACE
28
29 SPACE
SPACE
31 SPACE
-
400
N
2
60A/3P
100A/2P
1080
#
-
15 -
20A/1P
DESCRIPTION
SURGE SUPPRESSOR
EQ
13 UPS SYSTEM
5800
-
5800
17 SPACE
19 MACHINE ROOM
R
20A/1P
1080
33 SPACE
5800
35 SPACE
5800
39 SPARE
41 -
100A/2P
EQ
-
-
100A/2P
EQ
-
-
5800
37 SPACE
50A/2P
-
5800
-
TOTAL CONNECTED PHASE LOAD
M-E ENGINEERS, INC.
400A BUS
VA
#
15200
18700
7280
VA
126.7
155.8
60.7
AMPS
PHASE A
PHASE B
PHASE C
1840
KVA
AMPS
41.18
114.3
2080
15430
15430
2
SPARE
4
LT
LTG STUDIO A116
6
15A/3P
M
CU-1
8
-
-
-
10
-
-
-
12
M
CU-2
14
-
-
-
16
-
-
-
18
20A/1P
SPARE
20
20A/1P
SPARE
22
JACKET WATER HEATER
24
-
26
27 SPACE
SPACE
28
30
29 SPACE
SPACE
30
SPACE
32
31 SPACE
SPACE
32
UPS SYSTEM
34
33 SPACE
SPACE
34
-
36
35 SPACE
SPACE
36
UPS SYSTEM
38
37 2W1CA
P
125A/3P
SPACE
38
-
40
39 -
-
-
SPACE
40
SPACE
42
41 -
-
-
SPACE
42
15430
1142
1142
15430
1142
15430
1142
3210
20A/2P
EQ
-
-
3210
28514
28695
22410
66708
63919
62448
VA
240.8
230.8
225.4
AMPS
* ALL LOADS ARE EXISTING U.O.N.
TOTAL CONNECTED LOAD
KVA
AMPS
193.08
232.2
1.7
LARGEST MOTOR LOAD * 25%
LARGEST MOTOR LOAD * 25%
0.86
1.0
(RECEPTACLE LOADS - 10KVA) * 50%
(RECEPTACLE LOADS - 10KVA) * 50%
-13.56
-16.3
181.81
218.7
KITCHEN LOADS * 0%
114.3
#
15A/3P
TOTAL CONNECTED PHASE LOAD
15430
DESCRIPTION
SPARE
20A/1P
1142
1.44
41.18
1848
1142
LONG CONTINUOUS LOADS * 25%
TOTAL LOAD
TYPE
20A/1P
1836
LONG CONTINUOUS LOADS * 25%
KITCHEN LOADS * 0%
BRKR
20A/1P
OPTIONS:
TOTAL CONNECTED LOAD
N
OPTIONS:
* ALL LOADS ARE EXISTING U.O.N.
* FEED-THRU LUGS
LONG CONTINUOUS LOADS * 25%
N
#
TYPE
OPTIONS:
KVA
DESCRIPTION
BRKR
20A/1P
TOTAL LOAD
N
”
GENERAL NOTES
11'-1" ±
3
S100
METAL CAP FLASHING
NEW EXTERIOR
PAVING BY OWNER
BOND BM. W/ 2 - #5
CONT.
CHAIN LINK
FENCE AND
GATE - SEE
2/S100
#5 AT 16" FULL HT.
8" MAS. WALL
EXIST. CONC. FTG.
BRICK VENEER
TYPES AND BANDING
TO MATCH EXIST.
COORDINATE W/
OWNER
NEW GENERATOR SEE MECH. AND
ELECT. DWGS.
2
S100
#4x2'-6"+3'-6" AT 12" O.C.
3"
CLR.
8"
27'-0"
CONC. SLAB - TOP OF SLAB
EL. = 100'-0"
#5 AT 16" O.C. W/ HOOK
INTO FTG. TOE
2 - #5 TOP AND BOT.
#4 AT 18" O.C. VERT.
5 - #5 TOP - CONT.
3 - #5 BOT. - CONT.
#5 AT 16" O.C.
3'-0"
THICKENED EDGE
OF CONC. SLAB SEE DETAILS
CLR.
COORD. W/
EQUIP. MANUF.
#4 AT 16" O.C. HORIZ. EA. FACE
#5 CONT. UNDER LEDGE
5'-3" ±
100'-0"
3"
CLR.
1'-10"
1'-0"
EXIST. TREE TO REMAIN
- TAKE PRECAUTIONS TO
NOT DAMAGE TREE
DURING CONSTRUCTION
2'-2"
1
1/2"=1'-0"
S100
94'-0"
1
96'-0"
S100
12'-0"
NORTH
GENERATOR - SEE PLAN
- CONNECT TO SLAB PER
MANUFACTURER'S
RECOMMENDATIONS
3'-6" (TYP.)
EXIST. SCREEN
WALL
__'-__"
3'-0" CLR.
CHAIN LINK FENCE AND
POSTS BY CONTRACTOR
2"
CLR.
FINISHED GRADE
VARIES
EXIST. WEEP/DRAIN
HOLE IS BELOW TOP
OF SLAB 2 LOC.
#4 AT 12" O.C. EA. WAY
2 - #5 TOP AND BOT.
1 1/2"
CLR.
MATCH ELEVATION AT
EAST EDGE OF SLAB
2
1
8"
1/2"=1'-0"
S100
EXIST. BRICK
VENEER
EXIST. CONC.
RETAINING WALL
EXIST. PAVING
3"
CLR.
1
CONNECT NEW PVC PIPE
TO WEEP/DRAIN HOLE
AND DAYLIGHT AT SOUTH
WALL - SEE 1/S100 (SLOPE
1/4" / FT. MIN.)
2
1'-0"
8" CONC. SLAB
INDICATES TOP OF WALL ELEVATION.
INDICATES TOP OF FOOTING ELEVATION.
#4
#13
#3
#10
#5
#6
#19
#16
#7
#22
#8
#25
#9
#29
#10
#32
#11
#36
8. See sheet S200 for concrete specifications.
TYPICAL MINIMUM REINFORCING BAR LAP LENGTHS
In inches.
Use for normal weight concrete f'c = 4500 psi, unless noted otherwise.
BAR SIZE
#3
#4
#5
#6
#7
#8
#9
#10
#11
TOP
BARS
Non-staggered
25
33
41
49
71
81
91
102
114
Staggered
19
25
31
37
54
62
70
79
87
OTHER
BARS
Non-staggered
19
25
31
37
54
62
70
79
87
Staggered
15
19
24
29
42
48
54
61
67
"Top Bars" are any horizontal reinforcing bars so placed that more than 12"
of fresh concrete is cast in the member below the splice.
#4 AT 12" O.C.
(TYP.)
2
6"
BRICK LEDGE
- SEE 1/S100
IT EMERGENCY GENERATOR
FOUNDATION / SCREEN WALL
PLAN
__'-__"
English
Metric
1'-0" FDN. WALL
1/4" = 1'-0"
4 1/2" TO
EDGE OF POST
1. Material and workmanship shall be in accordance with the requirements
of "Building Code Requirements for Structural Concrete" (ACI 318-08).
2. All concrete shall have a minimum cementitious materials content of 470 lbs.
per cubic yard unless otherwise specified.
3. Bar bending details and placing drawings shall be in accordance with the
"Manual of Standard Practice for Detailing Reinforced Concrete Structures"
(ACI 315, latest edition).
4. Provide bar supports and spacers to place all bars in proper location, and wire
adequately at intersections to hold bars firmly in position while concrete is
placed. Vertical dowels shall be supported in place prior to placing concrete.
5. Bar supports and spacers which rest on or against exposed surface shall be
hot dipped galvanized or plastic coated.
6. Continuous bars shall lap and dowels shall project adequately to provide a
Class B splice but not less than 12 inches unless shown otherwise on the
drawings. Do not splice near maximum stress locations.
7. Reinforcing bar sizes shown are english designation. The bars may be
furnished with the following equivalent metric markings:
"Staggered" laps are laps located such that no more than half of the total
reinforcement is spliced within the lap length.
MASONRY GENERAL NOTES
1. Grout shall be proportioned by volume and shall have sufficient water added to
produce consistency for pouring without segregation. Grout shall be composed
of one part Portland cement to which may be added not more than one-tenth
part hydrated lime or lime putty, and two and one fourth to three parts sand.
2. Reinforcing steel shall conform to ASTM A-615, Grade 60 or ASTM A-706.
3. Reinforcing bars shall be lapped 48 bar diameters minimum when spliced. All
vertical bar lengths to be 4'-8" plus required lap.
4. When a foundation dowel does not line up with the vertical core to be reinforced,
it shall not be bent over, but shall be grouted into a core in direct vertical
alignment, even though it is in an adjacent cell to the vertical wall reinforcing.
5. Vertical reinforcing bars shall be held in position at top and bottom. All debris
and projecting mortar shall be cleaned out before pouring grout.
6. Vertical cells to be filled shall have vertical alignment to maintain a continuous
unobstructed cell area not less than 2" x 3".
7. Cells containing reinforcing shall be solidly filled with grout in pours not to
exceed 4'-8" and pours shall be stopped 1-1/2" below the top of a course to
form a key at pour joints.
8. Grout shall be consolidated by mechanical vibration during placing before lossof
plasticity in a manner to fill grout space. Grout pours greater than 12 inches
shall be reconsolidated by mechanical vibration to minimize voids due to water
loss. Grout pours 12 inches or less in height shall be mechanically vibrated, or
puddle.
9. Mortar for all exterior walls and bearing walls shall be Type S.
10. Specified Compressive Strength, f'm, of concrete masonry shall be 1500 psi at
the age of 28 days.
11. Brick masonry units minimum f'm shall be 1500 psi.
12. All concrete block below grade shall be grouted solid.
13. See specifications for horizontal joint reinforcing and other masonry reinforcing
not shown on structural drawings.
14. Masonry design is based on full allowable design stresses.
15. See sheet S201 for masonry specifications.
2'-6"
SPECIAL INSPECTION GENERAL NOTES
#4 AT 12" O.C.
1. A statement of special inspections for structural items has been prepared by HCDA
Engineering, Inc. for submittal to the Building Official. This was submitted as a
condition for permit issuance in accordance with the Structural Testing and Special
Inspection requirements of the International Building Code, 2012 edition.
2. The Structural Engineer will perform periodic observations of construction. These
observations shall not replace required inspections by the Building Official. These
observations also do not serve as "Special Inspections" as required by section 1704
of the International Building Code.
3. Steel Fabricators shall be approved in accordance with IBC section 1704.2.2 of the
International Building Code, 2012 Edition, or are required to have shop inspections of
the fabricated items for the project by the special inspector hired by the Owner as
required by section 1704.2.
#5 TOP AND
BOT.
3"
CLR.
(FIELD VERIFY)
8"
1'-6" MIN.
#4 AT 12" O.C.
EA. WAY
JOB NO.:
3
S100
1/2"=1'-0"
DESIGN LOADS
Active Soil Pressure
35 pcf
University of Colorado Colorado Springs
1420 Austin Bluffs Parkway
Colorado Springs, CO 80918
1 1/2" CLR.
TYP.
3'-0"
3"
CLR.
4'-0"
8"
CONCRETE GENERAL NOTES
1'-0"
(VERIFY IN FIELD)
2"
CLR.
4" BRICK LEDGE
2'-0" MIN.
NEW PVC CONNECTED TO
EXIST. WEEP/DRAIN HOLE SEE 2/S100
2 - #5 TOP AND BOT.
2
1
1. Recommendations for foundation type and design criteria, including bearing
pressures, were provided by "Consultation, Generator Pad Construction,
Engineering and Applied Science Building, University of Colorado Colorado
Springs, Colorado Springs, Colorado", dated November 27, 2015, by
CTL/Thompson, Inc., a separate consultant to the Owner.
2. Maximum bearing pressure used in footing design: 1,500 psf.
3. All footings shall bear on solid undisturbed soil or on approved compacted fill.
5. The geotechnical engineer shall perform an open excavation inspection prior
to placing foundations to ensure the bearing capacity is satisfactory.
6. In case conditions found at the site vary from those indicated on the
drawings, the Architect is to be notified so that adjustments to the foundation
can be made to meet actual field conditions.
8. No footings or foundation wall shall be placed without adequate notification to
allow Engineer to observe reinforcing if he deems necessary.
9. No concrete shall be placed in excavation containing water or on frozen
ground.
10. Backfill shall be placed against both sides of walls simultaneously. Walls with
uneven backfill shall be backfilled evenly until the grade on the lower side of
the wall is reached before continuing with backfill operations.
EL POMAR IT EMERGENCY GENERATOR
#5x6'-0" DOWELS
AT 16" O.C.
(PROJECT 3'-0")
FOUNDATION GENERAL NOTES
12'-8" ±
9'-0"
TOP OF EXISTING WALL
EL. = 109'-0"±
COORD. W/
EQUIP. MANUF.
CLR
3'-0"
EXISTING SITE RETAINING /
SCREEN WALL AT EAST
SIDE OF ENGINEERNG AND
APPLIED SCIENCE BUILDING
1. Material and workmanship shall be in accordance with the requirements of
"The International Building Code", 2012 Edition.
2. Contractor shall field measure and verify all existing conditions and
dimensions at job site.
3. In case existing conditions or dimensions vary from those shown on
drawing, Contractor shall notify the Engineer so proper adjustments
can be made.
4. Where the Structural Drawings appear to conflict with OSHA requirements, the
Structural Drawings represent final conditions only; the contractor shall shore
existing walls and new excavations as may be necessary to comply with OSHA.
5. Take all necessary precautions to avoid existing utilities during excavation,
shoring, and construction.
DATE:
15194
12/16/2015
DRAWN:
JEB, DJH
CHECKED:
ABB
SCALE:
AS NOTED
REVISIONS:
SHEET #
S100
SECTION 03 20 00 CONCRETE REINFORCEMENT
SECTION 03 30 00 CAST-IN-PLACE CONCRETE (cont'd)
SECTION 03 30 00 CAST-IN-PLACE CONCRETE (cont'd)
PART 1 - GENERAL
PART 2 - PRODUCTS
3.02
A.
1.01
SUMMARY
A. Section Includes: Concrete Reinforcement
2.01
A.
1.01
1.02
1.03
REFERENCE STANDARDS
Design and construction shall follow recommendations of ACI 301.
QUALITY ASSURANCE
Contractor shall assume all responsibility for the strength and safety of the formwork. Provide
necessary design, construction, materials and maintenance to produce the required concrete
work safely.
ENVIRONMENTAL REQUIREMENTS
Contractor shall take special precautions to protect and keep finished interior concrete slab and
blotter layer beneath slab dry until installation of finished floor.
1.02
A.
SUBMITTALS
Submit shop drawings. Show size, configuration, pertinent dimensions, number, exact position,
and spacing of reinforcement and the exact location of all openings, framing, or special
conditions affecting the work.
1.03
A.
QUALITY ASSURANCE
Reference Standards:
1. Detailing, fabrication, and placement: Follow ACI 301, 315 and 318, latest editions, unless
otherwise noted herein or on the drawings.
2. Bar Bending Details and Placing Drawings: In accordance with the "Manual of Standard
Practice for Detailing Reinforced Concrete Structures" (ACI 315, latest edition).
PART 2 - PRODUCTS
2.01
A.
FORMWORK MATERIALS
Plywood, steel, or dressed lumber.
2.02
A.
FORMWORK ACCESSORIES
Form Ties: Adjustable in length to permit tightening of forms and of such type to leave no
metal closer than 1" to the surface nor holes or depressions larger than 7/8" in diameter.
B.
2.03
A.
Clamps, Brackets, Braces, Washers, Wedges, Walers, Etc.: Contractor's option.
MISCELLANEOUS MATERIALS
Form Oil: Non-staining. Contractor's option.
1.04
B.
DELIVERY, STORAGE AND HANDLING
Unload and store reinforcing bars so they will be kept free of mud. Store on timber skids while
awaiting use.
PART 2 - PRODUCTS
2.01
A.
MATERIALS
Reinforcing Bars: Conform to Structural General Notes on the drawings.
B.
Bar Supports and Spacers: Contractor's option. Refer to Structural General Notes on the
drawings.
PART 3 - EXECUTION
C.
Tie Wire: No. 14 or No. 16 gauge, black, soft iron wire.
3.01
A.
D.
Welded Wire Fabric: Conform to ASTM A185. Welded wire fabric shall be supplied in flat
sheets. Refer to individual specification Sections and drawings for size and gauge of fabric.
2.02
A.
MATERIALS
Concrete Materials:
1. General: Use ready-mixed concrete conforming with ASTM C94. No on-job mixed
concrete will be allowed.
2. Cement: Conform to ASTM C150, Type I / II Cement.
3. Aggregates: Fine aggregate (natural sand) and coarse aggregate (gravel or crushed
stone), shall conform to ASTM C33. Maximum coarse aggregate size shall be as
indicated in mix design.
4. Air Entraining Agent: Conform to ASTM C260.
5. Chemical Admixtures: Conform to ASTM C494.
6. Mineral Admixtures: Conform to ASTM C618.
Miscellaneous Materials:
1. Curing Compound: Conform to ASTM C309, Type 1. Ensure compatibility of proposed
curing compound with any finish or treatment to be applied to concrete surface.
2. Floor Sealer at Non-Colored Concrete:
a. BASF Kure-N-Harden
b. US Spec Industraseal
c. or approved substitute
3. Polyethylene Sheeting: 6 mil minimum thickness, White color.
MIXES
Design: Conform to Structural General Notes on the drawings. Proportion ingredients for
mixes in accordance with ACI 301, Section 4.2.3. Obtain this information in accordance with
the latest ASTM Specifications. Should a special mix be required due to structural
requirements, weather, or materials, the Contractor shall submit samples of cement and
aggregate to be used to an approved testing laboratory. At the expense of the Owner, the
testing laboratory will make an analysis of the materials and design the proper mix to be used.
B.
Patching: Patch voids, form tie holes, honeycombs, or damaged areas in accordance with the
ACI Standard 301, Section 5. Cut out large defective areas a minimum of one (1) inch deep,
and patch as specified. Add white cement to patching grout as required to match color of
existing concrete where patches are exposed to view. Patch tie holes.
C.
Laitance: Remove deposits of laitance occurring on the top of the concrete surfaces as soon
as the concrete has hardened sufficiently to prevent injury to the concrete. Repair areas where
laitance is removed as specified in Article 3.02 Paragraph B.
D.
Unexposed Concrete Surfaces: Treat surfaces of concrete wall, slabs, beams, and columns,
which are to be covered by subsequent work, as specified in Article 3.02 Paragraph B. Below
grade unexposed concrete surfaces to be coated with fluid applied waterproofing shall be
filled to the extent required by the manufacturer of the waterproofing material.
E.
Exposed Concrete Surfaces: Concrete surfaces, both interior and exterior, to remain exposed
shall be carefully protected from damage and soiling during the progress of the work. Patch
where required as specified in Article 3.02 Paragraph B. Upon completion of the work, any
damaged or soiled surface shall be recleaned as required. At the discretion of the Owner,
exposed concrete surfaces may be ordered to be "sack rubbed" if formed surfaces are not
satisfactory in appearance, at no additional cost to the Owner.
3.03
A.
B.
B.
C.
D.
3.02
PLACEMENT
Walls, Footings: The use of earth as a form will not be allowed unless specifically detailed on
drawings. Lap forming with dressed lumber or plywood will not be allowed. Forms shall
conform to shape, lines and dimensions of the members shown on the drawings and shall be
substantial and sufficiently tight to prevent leakage of concrete. Properly brace or tie to
maintain position, shape, and lateral stability, and provide sufficient strength to carry
construction operations and material dead loads without deflection or vibration. Forms shall
be designed to be capable of needed adjustments and shall be carefully watched as work
proceeds with all faults promptly corrected. Where finished concrete is to remain exposed,
joints shall be regularly spaced and held to a minimum both horizontally and vertically. Provide
access panels in formwork for cleanout or pouring as required. Install voids where indicated.
Rustication Joints, Molding or Bevels: Securely nail within the forms using finish nails. All
exposed exterior corners of concrete, including top of foundation walls, shall be chamfered
3/4" unless otherwise indicated.
PART 3 - EXECUTION
3.01
3.02
A.
B.
EXAMINATION
Provide 48 hours minimum notice to the Engineer to allow observation of concrete
reinforcement before placing concrete.
PLACEMENT
Bending: Bend reinforcement cold. Bars shall be full length as required and accurately bent
according to details. Bars shall be bent only once. No bar partially embedded in concrete
shall be field bent except as shown on the drawings or specifically permitted by the Engineer.
Tolerances: Conform to placing tolerance specifications of ACI 301.
Construction Joints: Use construction joints at temporary stopping of concrete placement or
as shown on the drawings. Submit to the Engineer for approval, the locations of desired
construction joints. Leave joints in reinforced structural members rough and provide
longitudinal or vertical keys at least 1-1/2" deep.
1. Install continuous waterstop between pours wherever exterior grade is above interior finish
floor level or crawlspace floor.
a. Waterstop field splices shall be heat fused welded using a Teflon covered
thermostatically controlled waterstop splicing iron at approximately 380 degrees F.
Follow approved waterstop manufacturer recommendations. Lapping of waterstop,
use of adhesives, or solvents shall not be allowed.
3.03
WELDED WIRE FABRIC
Lay welded wire fabric continuously, with edges and ends overlapping adjoining sheets a
minimum of one full mesh plus 2", tied and placed over all piping and conduit. Properly
support the fabric by chairs or other approved methods to the center of all the slabs during the
depositing of concrete. Where required, construct bulkheads at construction joints and
screeds to place the fabric in the proper position.
3.04
CLEANING
Clean reinforcement prior to placing concrete to remove scale, oil, ice, or other coatings that
will destroy or reduce the bond, including concrete from previous concrete placements.
Anchors, Inserts, Blockouts, and Built-In Items: Anchor bolts, inserts, form blockouts and
other items built into the concrete shall be securely fastened to formwork or held in place with
templates. Insertion into concrete after placement will not be allowed.
3.05
FORM COATING
Coat the surface of formwork prior to concrete placement. Apply coating in strict accordance
with manufacturer's directions. Apply coating prior to the placing of the reinforcement.
Promptly remove any excess coating material.
SECTION 03 10 00 CONCRETE FORMS AND ACCESSORIES
3.03
A.
FORM REMOVAL
Remove forms in such a manner as to ensure the complete safety of the structure. Forms in
general may be removed from vertical surfaces after 24 hours from time of placing and from
horizontal surfaces 72 hours from time of concrete placement.
3.04
REUSE
Clean reusable form material prior to construction of forms. No form material will be
acceptable for reuse if, in the opinion of the Owner, it will not produce a finished surface
required by these Specifications.
B.
FIELD QUALITY CONTROL
Special Inspection of reinforcement shall be performed if required by the Building Official.
This inspection shall be performed by an approved special inspector selected and paid for by
the Owner.
Admixtures:
1. General: No admixtures will be allowed except as specified herein, unless authorized by
the Engineer. All requests for approval or substitution must be made by the Contractor
and be accompanied by sufficient information and test data for evaluation. No calcium
chloride, thyocyanates, or admixtures containing more than 0.05 percent chloride ions
shall be added to concrete.
2. Acceptable Manufacturers: Admixtures shall be approved by the Engineer and supplied by
one of the following manufacturers:
a. Master Builders
b. Cormix Construction Chemicals
c. Sika
d. Euclid
e. W. R. Grace
f. Degussa
g. US Spec
3. Accelerating Admixtures: Do not use unless authorized by the Engineer. Conform to
ASTM C494, Type C or E. Dosage shall be per manufacturer's recommendations.
4. Water Reducing and Retarding Admixtures: Do not use unless authorized by the
Engineer. Conform to ASTM C494, Type A or D. Dosage shall be per manufacturer's
recommendations and as set forth in approved mix designs.
5. Fly ash as a substitute for cement will be permitted in mix designs, unless otherwise
noted. Fly ash shall conform to ASTM C618, Class C or F. Substitution of fly ash for
cement shall not exceed twenty (20) percent of total cementitious materials by weight
where permitted in mix design. Minimum replacement factor shall be 1 to 1.
C.
Chloride Ion Content: The maximum water soluble chloride ion concentration in the concrete
mix shall not exceed 0.15 percent by weight of cement.
D.
Slump: Design mix to provide slumps indicated under mix type at placement. Concrete to be
placed by pumping shall have a maximum slump as specified at the end of the hose.
E.
Mixing: Ready-mixed concrete shall conform to provisions of ASTM C94.
2.03
PART 1 - GENERAL
1.01
SUMMARY
Section Includes: Cast-in-Place Concrete
1.02
A.
REFERENCES
Reference Standards: Follow American Concrete Institute (ACI) Standards 301, 305R, 306R,
308R and 309, latest edition, except as modified by these specifications.
1.03
A.
SUBMITTALS
Quality Control Submittals:
1. Mix Designs: Prior to placing concrete, the Contractor shall submit concrete mixes to the
Engineer for approval. Separate mix designs shall be submitted for each application of
concrete to be used in the project. Submittals shall include all information used in
designing the mixes. See Article 2.02 for design procedures.
2. Test Reports: Reports of control tests, special tests or core tests specified under Article
3.09 shall be distributed by the testing laboratory as listed under Section 01 45 00.
END OF SECTION
03100-1
1.04
A.
QUALITY ASSURANCE
Design Criteria: See Article 2.02.
B.
Testing Agency: Testing shall be done by an approved testing laboratory selected and paid by
the Owner.
1.05
A.
DELIVERY, STORAGE AND HANDLING
Hauling Time: Discharge concrete transmitted in a truck mixer, agitator or other transportation
device within 1-1/2 hours after the mixing water has been added to the cement and aggregate.
B.
Additional Water: Deliver concrete to the job in exact quantities required by the design mix.
Should additional water be required before placing the concrete, the Contractor shall have sole
authority to authorize the addition of water. Any added water shall not exceed the maximum
water / cement ratio or maximum slump of the approved mix design and, under no
circumstance shall more than one half gallon per yard be added. Any additional water added
to the mix after leaving the batch plant shall be indicated on the truck ticket and signed by the
Contractor. Where extra water is added to the concrete it shall be mixed thoroughly for 40
revolutions of the drum or 3-1/2 minutes at mixing speed, whichever is greater.
1.06
A.
PROJECT CONDITIONS
Protection: Protect newly finished concrete from rain or hail damage. Cover adjacent masonry
walls, glazing, and other finish materials with polyethylene sheeting or otherwise protect from
damage due to placing of concrete slabs or sidewalks.
A.
CONCRETE MIX TYPES
General: Water reducing admixtures shall be used in mix designs as indicated and shall be
optional for mixes not specifically noted. Mix designs shall be identified by the mix
identification letter indicated below. Concrete shall have a minimum cementitious material
content of 470 lbs. per cubic yard unless noted otherwise.
Mix A - For footings, foundation walls, and concrete slabs.
4500 psi
Type I / II Cement
3/4" maximum aggregate size
6% plus or minus 1-1/2% entrained air
4" maximum slump
Maximum Water / Cement Ratio of 0.45 in this mix.
Fly Ash may be substituted in specified amounts in this mix.
PART 3 - EXECUTION
3.01
A.
CONCRETE PLACEMENT
Placement: Place concrete in approximately uniform horizontal layers not over two (2) feet in
height. Piling up of the concrete in the forms or chuting in such a manner to separate the
aggregates will not be permitted.
B.
The recommendations of ACI 301, Section 5, shall be followed for placing concrete into forms.
No concrete shall be dropped over four (4) feet. Accumulations of water on the surface of the
concrete due to water gain, segregation, or other causes, during placement or consolidation,
shall be prevented as far as possible by adjustments in the mixture. Provision shall be made
for removal of such water as may accumulate.
C.
Consolidation: Consolidate concrete during and immediately after placement by means of
mechanical vibrators. Supplement by hand spading at corners and angles of the forms,
around embedded fixtures, and in other difficult areas. Mechanical vibrator to cycle at 10,000
cycles per minute or more. Use and type of vibrators shall conform to ACI 309,
"Recommended Practice for Consolidation of Concrete".
CURING AND PROTECTION
General: Protect exposed surfaces of concrete from premature drying and frost. Protect
freshly placed concrete from rain and rapid drying. Adhere to special conditions as specified
under Article 1.06.
Protection: Protect concrete surfaces from staining, cracking, chipping and other damage
during progress of work. Leave concrete in good condition upon completion.
3.04
A.
FIELD QUALITY CONTROL
General: Testing shall be done by an approved testing laboratory, selected and paid for by the
Owner. Contractor shall make additional slump tests as
required to maintain specified slump for each mix design.
B.
Tests: (the following are guidelines for testing paid by the Owner and as recommended to be
performed by the Contractor.)
1. Test Priority: Control tests shall be used to determine the concrete quality throughout the
project; however, special tests have precedence over control tests, and core tests shall
have precedence over all previous tests. Reports of tests shall be distributed to the owner
and engineer.
2. Slump Tests: In addition to the Owner's testing, the Contractor shall provide necessary
equipment and make tests in conformity with ASTM C143 as frequently as required to
ensure specified slump for each mix design. The tests shall be made by a person
thoroughly familiar with the requirements specified. Should the slump not comply with the
limits stated in Article 2.03, the batch shall be rejected. The Contractor shall keep an
accurate record of the time, location in the work, and the results of slump tests, which
shall be available for inspection by the Owner and the Engineer.
3. Control Tests: Control tests of concrete work shall be made on every fifty (50) cubic
yards or fraction thereof of concrete placed. In any case, a minimum of once during each
day's pour. Samples shall be taken only after any extra water has been added and
thoroughly mixed. Each test shall consist of six standard six (6) inch test cylinders cast
and cured in accordance with ASTM C31 and ASTM C172. Two (2) cylinders shall be
broken at the end of seven (7) days after placing, two (2) cylinders shall be broken at the
end of 28 days after placing, and the remaining two cylinders shall be stored until their
disposition is determined by the Engineer. In general, the two (2) remaining cylinders will
be broken only when the previous test reports indicated unsatisfactory results. When the
7 or 28 day tests indicate unsatisfactory results, all concrete work may be stopped until
proper corrective measures have been taken to insure quality concrete in future work and
all corrections deemed necessary have been made. Tests shall be made at the time
control tests are taken and so stated in the reports to determine the slump, air content,
unit weight, and temperature of the concrete. All tests shall be made in accordance with
ASTM C143, C173 or C231, C138, and C1064 respectively.
C.
Special Inspection: Special Inspection of Structural Concrete Construction shall be performed
if required by the Building Official. This inspection shall be performed by an approved special
inspector selected and paid for by the Owner.
END OF SECTION
03200-2
SECTION 03 30 00 CAST-IN-PLACE CONCRETE
TREATMENT OF FORMED SURFACES
Form Removal: Finish concrete surfaces covered by formwork immediately after forms have
been removed. Do not expose more surface area than can be finished in one working day.
END OF SECTION
03300-4
JOB NO.:
University of Colorado Colorado Springs
1420 Austin Bluffs Parkway
Colorado Springs, CO 80918
PART 1 - GENERAL
EL POMAR IT EMERGENCY GENERATOR
SECTION 03 10 00 CONCRETE FORMS AND ACCESSORIES
DATE:
15194
12/16/2015
DRAWN:
JEB
CHECKED:
ABB
SCALE:
AS NOTED
REVISIONS:
SHEET #
S200
SECTION 04 10 00 MORTAR AND MASONRY GROUT
SECTION 04 15 00
PART 1 - GENERAL
PART 1 - GENERAL
PART 1 - GENERAL
1.01
SUMMARY
A. Section Includes: Mortar and Grout for Unit Masonry.
1.01
SUMMARY
A. Section Includes:
1. Wall Ties and Reinforcing
2. Weep Hole Materials
3. Control Joints
4. Masonry Flashing
5. Column Isolation Material
1.01
SUMMARY
A. Section Includes:
1. Sample Masonry Panels
2. Reinforced Unit Masonry
3. Integrally Colored Regular Face Block Masonry
4. Integrally Colored Split Face Block Masonry
5. Ground Face Block
1.02
1.02
MASONRY ACCESSORIES
SECTION 04 20 00 UNIT MASONRY
SECTION 04 20 00 UNIT MASONRY
PART 2 - PRODUCTS
2.01
QUALITY ASSURANCE
Tests Reports: Reports of quality control tests will be distributed by the testing laboratory.
1.03
DELIVERY, STORAGE AND HANDLING
Store accessories off the ground and under cover.
PART 2 - PRODUCTS
PART 2 - PRODUCTS
2.01
MATERIALS
A. Portland Cement: Conform to ASTM C150, Type I. Masonry cement not allowed.
2.01
WALL TIES AND REINFORCING
A. Acceptable Manufacturers:
1. Dur-O-Wal, Inc.
2. Hohmann & Barnard, Inc.
3. approved substitute
B. Hydrated Lime: Conform to ASTM C207, Type N.
REFERENCES
Reference Standards: Comply with listed recommendations of the following:
1. ASTM
2. Brick Institute of America
3. National Concrete Masonry Association
1.03
SUBMITTALS
A. Samples: Immediately after start of construction of the project, submit CMU color samples to
match the existing building for selection. Cut and deliver samples of selected exterior wall
masonry units to the Owner for preparation of color sample boards. Samples shall be 4” x 8”
and shall be cut to 1/2" thickness. Provide and deliver a single cut sample of each type of
integrally colored and ground face block. Manufacturer shall not make exterior masonry units
until samples have been approved by Owner.
C. Aggregates for Mortar: Conform to ASTM C144.
D. Water: Potable and free from deleterious amounts of acids, alkalies, or organic materials.
E. Aggregates for Grout: Conform to ASTM C404.
B. Finishes: Hot-dipped per ASTM A153 - Class B 2 (1.50 oz. / sq. ft.) at exterior walls. All others
regular mill galvanized per ASTM A641.
C. Horizontal Reinforcing: Dur-O-Wal or equivalent of other acceptable manufacturer. Use
prefabricated corners and tees. Type as follows: Single Wythe Walls: D/A 320 Ladur Type
F. Accelerators and Antifreeze Compounds: Not permitted.
G. Other Admixtures: Only with permission of Engineer.
2.02
MIXES
A. Mortar: Type S containing Type I Portland cement, hydrated lime, and aggregate in the
proportions, by volume, specified in ASTM C270 and IBC Table 2103.8. The use of
accelerators or antifreezes will not be permitted.
Hydrated lime in excess of the proportionate amount specified in ASTM C270 will not be
allowed regardless of the compressive strength developed by the mix.
B. Site-Mixed Grout for Masonry:
1. Proportion by volume with sufficient water added to produce consistency for pouring
without segregation.
2. Coarse Grout: Coarse grout may be used only in grout spaces in brick masonry 2" or more
in horizontal dimension and grout spaces in filled-cell construction 3" or more in both
horizontal dimensions. Coarse grout shall be composed of one part Portland cement with
not more than one-tenth part hydrated lime or lime putty added, and two to three parts
sand, and not more than two parts gravel.
3. Fine Grout: Use fine grout in all locations where coarse grout may not be used. Fine grout
shall be composed of one part Portland cement, with not more than one-tenth part
hydrated lime or lime putty added, and two and one-fourth to three parts sand.
4. Grout shall attain a minimum strength at 28 days of 2,000 psi.
D. Dovetail Anchors: Dur-O-Wal D/A 720-724 3/16" diameter. Size for 2" minimum embedment in
horizontal mortar joint. Provide D/A 100 22 gauge dovetail anchor slots for anchors.
E. Masonry Veneer Wall Ties: Size for 2" minimum embedment in mortar. Fasten with corrosion
resistant self-tapping screws.
2.03
2.04
MASONRY FLASHING
Dur-O-Wal DCF 1501B composite thru-wall flashing with 2” wide D/A 1502 flashing tape and
non-butyl mastic.
PREPARATION
All equipment for mixing, transportation, and placing mortar shall be cleaned before starting
work.
B. Pre-Construction Masonry Prisms: Prior to start of construction, a set of six (6) masonry prisms shall
be constructed in one continuous operation and tested in accordance with ASTM C1314, Method
B. Prism shall be constructed by single mason from single batch of materials and under the
observation of a representative of the Testing Agency. Testing Agency shall divide prisms into
one set of five (5) prisms and one set of three (3) prisms.
Materials, workmanship, mortar bedding, joint thickness, and tooling for prisms shall conform to
this Specification. Prisms shall contain no masonry grout.
3.01
WALL TIES AND REINFORCING
A. Block Walls: Reinforce by use of horizontal steel reinforcement placed continuously in every
second horizontal block course or 16” maximum on center vertically Use preformed corners and
tees at corners and intersections (except at control or expansion joints),. lapped minimum of 6".
B. Mixing: Mix Cementitious materials and aggregate for at least three (3) minutes and not more
than five (5) minutes in a mechanical batch mixer, with the minimum amount of water to
produce a workable consistency.
3.03
FIELD QUALITY CONTROL
1. Compressive strength shall be sampled and tested in accordance with ASTM C1019.
2. Testing Agency: Grout tests will be conducted by a testing laboratory selected and paid by
the Owner.
3. Test Specimens: Take grout samples as grout is being placed into the wall. Construct
three (3) test specimens in accordance with ASTM C1019 under the observation of the
testing agency. Cure, protect, and store specimens on-site for 48 hours. Protect from
freezing and variations in temperature until collected by testing agency.
4. Frequency: Minimum of one (1) sample consisting of three (3) specimens shall be built and
tested for each 5,000 square feet of wall area as masonry construction progresses.
3.03
WEEP HOLES AND MASONRY FLASHING
Install cotton rope weep material 24” on center horizontally. Rope shall project 1/4" past face of
veneer. Lay ropes full depth of veneer course and lay excess length of rope in cavity parallel with
veneer. Install flashing below weep holes in mortar bed, beginning 1/2" back from face of
masonry extending minimum of 8" up face of gypsum sheathing or other backing. Tape top edge
of flashing with flashing tape at gypsum sheathing; set top edge of flashing in mortar joint at
masonry backing.
CONTROL JOINTS
Provide control joints in masonry walls where indicated on the drawings. Joints shall be installed
completely through and full height of masonry unless indicated otherwise.
Horizontal reinforcing shall not continue across control joints. Extend control joints through bond
beams. Bond beam reinforcing shall continue through control joint. Keep the control joint face
free of mortar by using a continuous wood strip (3/8" x 3/4" deep) temporarily set in the wall.
Control joints shall receive caulking.
END OF SECTION
END OF SECTION
Lay masonry plumb and true to lines to the tolerances indicated. Provide full mortar joints.
Mortar beds shall be spread smooth or only slightly furrowed.
In laying masonry, avoid adjustment to units after being set in position. Where an adjustment
must be made after the mortar has started to harden, remove mortar and replace with fresh
mortar.
Where cutting of units is necessary, make cuts with a motor-driven masonry saw.
Joints shall be plumb or level. Tool joints in interior or exterior masonry work, which is to be left
exposed, with a round tool to a depth as directed to make a smooth and concave joint.
Use 100% solid units wherever cores of hollow units would be exposed to view or weather.
Use finished ends wherever ends of block are exposed to view.
B. Masonry Veneer: Where masonry veneer occurs over masonry walls, bond veneer to backing with
masonry veneer ties located and installed as indicated in Section 04 15 00.
C. Built-in Members: Sleeves of proper size shall be provided to permit passage of pipes though
walls. Build in wall sleeves, anchors, plates, lintels and other steel members. Built-in members
shall be properly set in masonry courses as walls progress.
D. Reinforced Masonry: Where indicated on the drawings, reinforce block cores or cavities with
deformed steel reinforcing bars and grout as indicated.
Reinforced hollow unit masonry shall be built to preserve the unobstructed vertical continuity of
the cells to be filled. Maintain a clear, unobstructed vertical opening area measuring not less
than 2" x 3".
Hold vertical reinforcement in position at top and bottom and at intervals not exceeding 192 bar
diameters.
Testing Agency shall cure and test prisms in accordance with ASTM C1314, Method B. The set
of three (3) prisms shall be tested at the age of seven (7) days. The second set of three (3) prisms
shall be tested at the age of 28 days. Testing Agency's report, prepared in accordance with
ASTM C1314, shall include relationship between average 7 day strength and average 28 day
strength of the prism sets, which is to be used for evaluating prism tests during construction.
If average strength of prisms tested at 28 days is less than specified compressive strength of
masonry (f'm), the masonry materials proposed for use in the structure will be rejected, and the
Contractor shall submit alternate materials for approval by the owner that the Contractor believes
will achieve specified f'm strength. If accepted by the owner, new prism sets shall be constructed
using the alternate materials and prism testing process shall be repeated at the Contractor's
expense.
Masonry flashing shall occur over openings in exterior masonry walls, over exterior masonry bond
beams, and at the bottom or sill of exterior masonry walls. Lap and apply mastic over end joints
in flashing. Where masonry meets another wall system or vertical reinforcement in grouted cell,
form an end dam by turning flashing up at least 6”. Lap and apply mastic over area and seal to
end masonry units. Keep wall cavity free of mortar droppings to keep weep pathways open.
C. Retempering: Mortars that have stiffened because of evaporation of water from the mortar shall
be retempered by adding water as frequently as needed to restore required consistency. Mortar
shall be used within 2-1/2 hours after initial mixing.
3.03
INSTALLATION
A. General: Unless indicated otherwise on the drawings, lay masonry units one-half running bond.
Adjust masonry dimensions as required to eliminate small cuts and to maintain one-half bond.
Prism thickness shall be same thickness of concrete block most commonly used for exterior walls,
bearing walls, and shear walls in the structure. Height of prisms shall be at least twice the
thickness, contain at least two mortar joints, and be minimum 15 inches high. If directed by
Testing Agency, top and bottom courses of prisms shall be cut block to limit prism height to 15
inches.
B. Masonry over Concrete: Anchor masonry occurring against concrete by use of dovetailed anchors
inserted in dovetail anchor slots built into the concrete. Space anchors 16" on center vertically
and 24" on center horizontally.
3.02
MORTAR MEASUREMENT AND MIXING
A. Measurement: Method of measuring materials shall be by either volume or weight and such
that specified proportions can be controlled and accurately maintained.
PREPARATION
Surface Preparation: Remove dirt, ice, loose rust and scale from walls, ties and reinforcing prior
to installation.
The sample panels shall be constructed, cleaned, allowed to cure, and water repellent and
graffiti control coating applied prior to owner's approval.
PART 3 - EXECUTION
3.02
3.02
Include in base bid, the cost to construct a maximum of two (2) masonry sample panels, if
required by the owner.
PART 3 - EXECUTION
3.01
EXAMINATION
Verification of Conditions: Before beginning work, inspect foundations or other bearing surfaces
for proper grades and elevations, freedom from dirt and other foreign material.
1.04
QUALITY ASSURANCE
A. Mock Ups: Furnish materials specified in quantity sufficient to construct a minimum 6' x 6'
sample exterior masonry wall panel including types of masonry units if directed by the owner.
Make such modifications as necessary to achieve panels satisfactory to the owner. The panel
shall be erected at a location on the site to be designated by the owner and shall be maintained
by the Contractor until ordered removed.
WEEP HOLE MATERIAL
3/8" diameter by 12” long cotton rope.
CONTROL JOINTS
3/8" thick non-asphaltic fiberboard.
3.01
B. Quality Control Submittals:
1. Test Reports: Reports of masonry prism tests shall be distributed by the testing laboratory.
2. Certificates: Furnish manufacturer's certification and test results indicating that masonry
units meet specified ASTM requirements.
F. Reinforcing Steel: Furnished under Section 03 20 00.
2.02
PART 3 - EXECUTION
Masonry construction shall not begin before prism test results are received from testing laboratory
verifying the specified compressive strength of masonry. Compressive strength f'm, of concrete
masonry shall be minimum 1,500 psi at age of 28 days.
1.05
DELIVERY, STORAGE AND HANDLING
Inspect masonry units upon delivery and handle carefully to avoid chipping and breakage. Store
on pallets until ready for use. Cover and protect against wetting prior to use, allowing air
circulation under stacked units. Do not store near masonry cutting operations.
1.06
JOB CONDITIONS
A. Environmental Requirements:
1. Cold Weather Protection During Installation:
a. Preparation: Before beginning work, remove ice or snow formed on masonry bed by
carefully applying heat until top surface is dry to touch. Remove frozen or damaged
masonry.
b. Air Temperature 40 degrees F. to 25 degrees F.: Heat sand or mixing water to minimum
of 70 degrees F. and maximum of 160 degrees F.
c. Air Temperature 25 degrees F. to 20 degrees F.: Heat sand and mixing water to
minimum of 70 degrees F. and maximum of 160 degrees F. Use salamander or other
sources of heat on both sides of walls under construction. Use windbreaks when wind is in
excess of 15 mph.
d. Air temperature 20 degrees F. and Below: Heat sand and mixing water to minimum of 70
degrees F. and maximum of 160 degrees F. Provide enclosure and auxiliary heat to
maintain air temperature above 32 degrees F. Temperature of units when laid shall be
not less than 20 degrees F.
e. Grout: Place grout in masonry at a minimum temperature of 70 degrees F. and a
maximum temperature of 120 degrees F. Maintain grouted masonry above 32 degrees F.
for 24 hours following placement of grout.
f. Admixtures: No mortar admixtures will be permitted without the written approval of the
owner.
g. Frozen Work: The above paragraphs are designed to permit masonry work to continue
during periods of cold temperature. Any frozen masonry work will be prima facie
evidence that the above requirements have not been complied with. The Contractor
shall be required to remove and replace all frozen materials as directed by the owner.
2. Cold Weather Protection After Installation:
a. Mean Daily Air Temperature 40 degrees F. to 25 degrees F.: Cover and protect masonry
from rain or snow for 24 hours.
b. Mean Daily Air Temperature 25 degrees F. to 20 degrees F.: Cover masonry completely
with insulating blankets for 24 hours.
c. Mean Daily Air Temperature 20 degrees F. and below: Maintain masonry temperature
above 32 degrees F. for 24 hours by enclosure and supplementary heat, by electric
heating blankets, infra-red heat lamps or other approved method.
3. Hot Weather Protection During Installation: When air temperature exceeds 99 degrees F. in
the shade, protect freshly laid masonry from direct exposure to wind and sun.
4. Moisture Protection During Installation: Where exposed to weather, the top of masonry walls
shall be covered at the end of each day's work using a waterproof material weighted down to
ensure its remaining in place. Maintain such protection until final capping of the wall.
B. Protection of Completed Work From Physical Damage: Protect projecting masonry susceptible to
damage after setting by suitable planking well supported. Jambs and sill of openings used for
passage shall be securely boxed.
Replace masonry work showing damage or disfiguration during the progress of work in its entirety.
No patching or hiding of defects will be permitted.
Fill cells containing reinforcement solidly with grout. Pour grout in lifts of 4' maximum.
Consolidate grout at time of pouring by mechanical vibration. Reconsolidate by mechanical
vibration to minimize voids due to water loss.
When the grouting is stopped for one hour or longer, stop pouring of grout 1-1/2" below the top of
the uppermost unit.
E. Allowable Tolerances:
1. Maximum variation from plumb:
a. In lines and surfaces of columns, walls, and arises:
1) 1/4" in 10'
2) 3/8" in any story or 20' maximum
3) 1/2" in 40'
b. For external corners, expansion joints and other conspicuous lines:
1) 1/4" in any story or 20' maximum
2) 1/2" in 40'
2. Maximum variation from level or grades for exposed lintels, sills, parapets, horizontal grooves,
and other conspicuous lines:
a. 1/4" in any bay or 20'
b. 1/2" in 40'
3. Maximum variation of linear building line from an established position in plan and related
portions of columns, walls and partitions:
a. 1/2" in any bay or 20' maximum
b. 3/4" in 40'
F. Cutting and Patching: Cutting and patching of masonry shall be done by mason at his own
expense wherever necessary for other trades. Such work shall be done by experienced
mechanics. No cutting and patching shall be done which will injure the strength or appearance
of finished work. No cutting of finished masonry for the purpose of building-in members will be
allowed.
3.04
FIELD QUALITY CONTROL
A. General: Compressive strength of masonry shall be tested in accordance with ASTM C1314.
B. Testing Agency: preconstruction prism tests will be conducted by a testing laboratory selected
and paid by the Owner.
C. Additional special inspection requirements can be found in the Statement of Special Inspections.
3.05
POINTING AND CLEANING
A. Cut out defective joints and holes in exposed masonry and repoint with mortar. Take care to
match color of exposed joints in masonry, which will not be painted or otherwise covered.
B. Final Cleaning of Masonry:
1. Clean mortar, dirt and construction film from masonry using stiff brush and water when mortar
is at least 7 days and not more than 14 days old.
2. Remove efflorescence or other stain in accordance with masonry unit manufacturer's
recommendations.
3.06
FINAL CLEANING DEVIATIONS FOR MASONRY AND DECORATIVE FACED BLOCK
A. Deviations from final cleaning methods specified in Article 3.05 must be requested in writing and
approved by the Owner prior to starting masonry work. Should the use of commercial brick
cleaners be requested, the written request must be accompanied by the following information:
1. Description of cleaning solution proposed, including manufacturer's name, descriptive
literature, and dilution ratio.
2. Description of cleaning procedure proposed including wetting of walls as required to prevent
chemical penetration into masonry.
3. Written approval from the masonry unit manufacturer. Statement to include same information
required for this Article.
4. Statement from mason assuming responsibility for any deleterious effects to masonry or
mortar, such as staining, darkening or fading of masonry units or mortar color, caused as a
result of use of proposed products or methods of application.
University of Colorado Colorado Springs
1420 Austin Bluffs Parkway
Colorado Springs, CO 80918
1.03
SUBMITTALS
Submit manufacturer's product data for each component and material required plainly identified.
A. Standard Gray Smooth-Face Block:
1. Weight: Lightweight block conforming to ASTM C90.
2. Classification: Type 1.
3. Nominal Size: 8" high x 16" long x width as shown on drawings.
4. Minimum Net Compressive Strength: 2,200 psi.
5. Acceptable Manufacturers: Cla-Lite, McKinney Concrete Products, Inc., Valley Block Co.,
Best Block Co., or approved substitute.
EL POMAR IT EMERGENCY GENERATOR
1.02
SUBMITTALS
A. Mortar Mix Design: Submit five (5) copies of design mix including cement tests and aggregate
tests results for Engineer's review. All tests must be done with material to be used on this
project. Design charts or graphs prepared for other projects will not be accepted. Submit
mortar and / or grout cube compression tests if requested by Engineer. If premixed cement
and lime are proposed, submit full product data or mix proportions.
MASONRY UNITS
B. No high pressure cleaning of brick or decorative faced block will be permitted. Pressure to be 100
psi maximum.
C. Muriatic Acid will not be permitted.
3.07
AREA CLEAN-UP
Upon completion of pointing and cleaning, leave the work area and surrounding surfaces clean
and free of mortar spots, droppings, and broken masonry.
JOB NO.:
DATE:
15194
12/16/2015
DRAWN:
JEB
CHECKED:
ABB
SCALE:
AS NOTED
REVISIONS:
END OF SECTION
SHEET #
S201