SEISMIC SYSTEM/LOADING DATA:
MAIN BUILDING
MAIN BUILDING
SEISMIC FORCE RESISTING SYSTEM (SFRS)
SEISMIC FORCE RESISTING SYSTEM (SFRS)
SFRS:
SYSTEM FOUNDATIONS: (2006 OBC CLAUSE 4.1.8.16)
CSA STANDARD: CAN/CSA A23.3-04
FOR ANCHORED FOOTINGS
APPLICABLE CLAUSE(S): 15.2 TO 15.11
FOR UNANCHORED FOOTINGS
CONFIRMATION:
CONFIRMATION:
X
FOUNDATIONS HAVE BEEN DESIGNED TO RESIST THE LATERAL
LOAD CAPACITY OF THE SFRS INCLUDING ALL APPLICABLE
AMPLIFICATION FACTORS
SEISMIC IMPORTANCE FACTOR: (2006 OBC CLAUSE 4.1.8.5)
Ie = 1.0
PROJECT CITY: OTTAWA
PROJECT CITY: OTTAWA
SITE CLASS:
SITE CLASS:
B
PGA: 0.42
X
C
D
E
F
A
X
B
PGA: 0.42
13.
4.
C
D
E
F
RESPONSE SPECTRUM DATA:
5% DAMPED SPECTRAL RESPONSE ACCELERATION VALUES: (2006 OBC SUPPLEMENT STANDARD SB-1)
5% DAMPED SPECTRAL RESPONSE ACCELERATION VALUES: (2006 OBC SUPPLEMENT STANDARD SB-1)
Sa (0.2)
Sa (0.5)
Sa (1.0)
Sa (2.0)
Sa (0.2)
Sa (0.5)
Sa (1.0)
Sa (2.0)
DESIGN SPECTRAL RESPONSE ACCELERATION VALUES (DSRAV): (2006 OBC CLAUSE 4.1.8.4)
X CLASS C: (Fa=1.0/Fv=1.0)
X CLASS C: (Fa=1.0/Fv=1.0)
S (0)
S (0.2)
S (0.5)
S (1.0)
S (2.0)
S (4.0)
S (0)
S (0.2)
S (0.5)
S (1.0)
S (2.0)
S (4.0)
= 0.660
= 0.660
= 0.320
= 0.130
= 0.044
= 0.022
X
PERIOD DATA:
PERIOD DATA:
STATIC PERIOD: (2006 OBC CLAUSE 4.1.8.11(3))
Ta (STATIC) NS = 0.159 sec
Ta (STATIC) EW = 0.159 sec
Ta (STATIC) NS = 0.234 sec
Ta (STATIC) EW = 0.234 sec
MODAL PERIOD: (2006 OBC CLAUSE 4.1.8.11(3) AND 4.1.8.3(8))
MODAL PERIOD: (2006 OBC CLAUSE 4.1.8.11(3) AND 4.1.8.3(8))
Ta (MODAL) NS = N/A
Ta (MODAL) EW = N/A
Ta (MODAL) NS = 0.327 sec
Ta (MODAL) EW = 0.376 sec
DESIGN PERIODS/MODE & MOMENT FACTORS: (2006 OBC CLAUSE (4.1.8.11(5))
DESIGN PERIODS/MODE & MOMENT FACTORS: (2006 OBC CLAUSE (4.1.8.11(5))
X YES
= 15.0 > 8.0
Sa(0.2)
Sa(2.0)
NO
Ta (DESIGN) NS = 0.159 sec
Ta (DESIGN) EW = 0.159 sec
MV = 1
MV = 1
J=1
J=1
X YES
= 15.0 > 8.0
NO
Ta (DESIGN) NS = 0.234 sec
Ta (DESIGN) EW = 0.234 sec
DESIGN FUNDEMENTAL PERIOD BASED DSRAV:
VERTICAL STIFFNESS:
WEIGHT:
VERTICAL GEOMETRIC:
IN PLANE DISCONTINUITY:
OUT OF PLANE:
WEAK STOREY:
TORSIONAL:
B NS = 1.25
B EW = 1.36
NON-ORTHAGONAL:
YES
YES
YES
YES
YES
YES
YES
X NO
X NO
X NO
NO
X NO
X NO
X NO
1.
2.
3.
4.
5.
6.
7.
X YES
NO
8.
X
X
X
CONCLUSION: BUILDING IS
DYNAMIC ANALYSIS:
DYNAMIC PROCEDURE METHOD:
TORSIONAL ECCENTRICITY:
REGULAR
IRREGULAR
REQUIRED
NOT REQUIRED
MODAL RESPONSE SPECTRUM
NUMERICAL INTEGRATION TIME HISTORY
VERTICAL STIFFNESS:
WEIGHT:
VERTICAL GEOMETRIC:
IN PLANE DISCONTINUITY:
OUT OF PLANE:
WEAK STOREY:
TORSIONAL:
B NS = 1.31
B EW = 1.43
NON-ORTHAGONAL:
CONCLUSION: BUILDING IS
DYNAMIC ANALYSIS:
DYNAMIC PROCEDURE METHOD:
X N/A
X ± 0.10 Dnx (4.1.8.11(10a), B < 1.7 EQUIV. STATIC FORCE PROCEDURE)
X THE NEW AND EXISTING STRUCTURES HAVE BEEN SEPARATED IN ACCORDANCE WITH
X YES
X
10.
NO
11.
X
X
REGULAR
IRREGULAR
REQUIRED
NOT REQUIRED
MODAL RESPONSE SPECTRUM
NUMERICAL INTEGRATION TIME HISTORY
REINFORCING STEEL SPLICES
REINFORCING STEEL SPLICES TO BE AS NOTED IN
REINFORCING BAR LAP LENGTH TABLE ON S01 U/N.
N/A
STATIC LOADS
DYNAMIC LOADS
4.1.8.14(1) OF THE 2006 O.B.C.
N/A
W = 2689 kN
Vstatic = S(Ta)MvIeW/(RdRo) = 1990 kN
STATIC MAXIMUM/MINIMUM VALUES:
NORTH-SOUTH:
W = 2689 kN
W = 2689 kN
Vmin = S(2.0)MvIeW/(RdRo) = 54 kN
Vmax = 2/3 S(0.2)IeW/(RdRo) = 526 kN
EAST-WEST: (
W = 2689 kN
W = 2689 kN
8.
GENERAL NOTES
S02
TYPICAL DETAILS
S03
SCHEDULES
S100
PILE / GRADE BEAM & GROUND FLOOR ISOMETRIC
S101
PILE & GRADE BEAM FLOOR PLAN
S102
FOUNDATION / GROUND FLOOR PLAN
S103
SECOND FLOOR ISOMETRIC
S104
SECOND FLOOR PLAN
S105
ROOF PLAN ISOMETRIC
S106
ROOF PLAN
S200
BRACE FRAME ELEVATIONS
S201
INFRASTRUCTURE SERVICES & COMMUNITY SUSTAINABILITY /
SERVICES D'INFRASTRUCTURE ET VIABILITÉ DES COLLECTIVITÉS
INFRASTRUCTURE SERVICES BRANCH /
DIRECTION D'INFRASTRUCTURE
DESIGN AND CONSTRUCTION DIVISION /
DIVISION DE LA CONCEPTION ET DE LA CONSTRUCTION
)
W = 6250 kN
W = 6250 kN
SECTIONS & DETAILS
S301
SECTIONS & DETAILS
S302
SECTIONS & DETAILS
S303
SECTIONS & DETAILS
S304
SECTIONS & DETAILS
S305
SECTIONS & DETAILS
S306
SECTIONS & DETAILS
q
1.4 (pe-pi) - 0.9 D
Pe = Iw q Ce Cp Cg
Pf = 1.4 Pw NET - 0.9 Pd
Pw NET = Pe - Pi
Pw NET INTERIOR = 0.9 kPa
Pw NET PERIMETER = 1.14 kPa
Pi = Iw q Ce Cpi Cgi
z=
1.88 m
DESIGN SNOW LOAD PARAMETERS
OTTAWA, ONTARIO, CANADA
Ss = 2.4 kPa
Sr = 0.4 kPa
Is = 1.0 FOR NORMAL
=
0.41 kPa
X
1.0
(Iw) sls =
0.75
Ce
=
0.9 TO 1.0
CpCg
=
1.3 OR 1.95
N.S
E.W
UNITS
90
210
126
296
KN
KN.m
WIND
q
1.4 (pe-pi) - 0.9 D
Pf = 1.4 Pw NET - 0.9 Pd
Pw NET = Pe - Pi
Pw NET INTERIOR = 0.99 kPa
Pw NET PERIMETER = 1.26 kPa
Pi = Iw q Ce Cpi Cgi
z=
3.7 m
DESIGN SNOW LOAD PARAMETERS
OTTAWA, ONTARIO, CANADA
Ss = 2.4 kPa
Sr = 0.4 kPa
Is = 1.0 FOR NORMAL
NORTH FOR THE PURPOSES OF THIS
DATA IS AT THE TOP SIDE OF ALL
PLANS IN THIS SET OF DRAWINGS
CONCRETE
STRENGTH
(MPa)
20M
P= Iw q Ce Cg Cp
=
Vdew = 1410 kN
Mdew = 9480 kNm
0.41 kPa
(Iw) uls =
1.0
(Iw) sls =
0.75
Ce
=
0.9 TO 1.0
CpCg
=
1.3 OR 1.95
VBASE
MBASE
X
YES: Vdew = 0.8 Vstew
NO: Vdew > 0.8 Vstew
N/A: BUILDING IS IRREGULAR
Vdew > 1.0 Vstew
N.S
E.W
UNITS
241
1127
204
955
KN
KN.m
NORTH FOR THE PURPOSES OF THIS
DATA IS AT THE TOP SIDE OF ALL
PLANS IN THIS SET OF DRAWINGS
24/7
1575
1400
1275
1200
1125
50 WD x 3 THK STEEL
STRAP PLATE WELDED
TO HSS COLUMN @
400 o/c. (AT ALTERNATE
HORIZ. BLOCK JOINTS.)
1875
1675
1525
1425
1325
1201 TO 1800
L 102 x 89 x 8 LLV
1801 - 2400
FOR SPECIAL CONDITIONS MULTIPLY THE VALUES LISTED ABOVE BY THE
FOLLOWING FACTORS:
1. EPOXY COATED REINFORCING (X 1.5)
2. HORIZONTAL REINFORCING WITH >300 mm CONCRETE BELOW (X 1.3)
3. FOR CONDITIONS 1 & 2 OCCURING SIMULTANEOUSLY (X 1.7)
100 mm
TYPICAL FASTENER PATTERNS @ SUPPORT
FOR 76 THK STEEL DECK
L 127 x 89 x 8 LLV
L 152 x 102 x 8 LLV
150 mm
3001 - 3400
L 152 x 102 x 9.5 LLV
175 mm
(ex) MASONRY
NEW CONC BLOCK
WALL C/W 15M @ 750
VERT WITH MATCHING
DWLS TOP. SECURE
DWLS IN DRILLED HOLES
WITH HILTI HY20
ADHESIVE WITH SCREENS
ALL DRILLED HOLES 125 DP
DRILL 125 DP HOLES TO
ACCEPT 15M x 750 LG
DWLS @ 400. SECURE IN
HOLE WITH HILTI HY20
ADHESIVE. EXTEND INTO
"LOW WEB" BLOCKS
GROUT COURSE SOLID
SECTION @ HEAD
CONC. BLOCK WALL
SEE ARCH'L FOR
LOCATION.
TYP. PLAN @ BLOCK & COLUMN INTERSECTION
ALL LINTELS TO BE HOT DIPPED GALVANIZED
STEEL DECK NOTES: TYPICAL FLOOR DECK (SEE PLAN ALSO)
1. 76 x 0.76 ACOUSTIC INTERLOCKING (CANAM P-2436 OR EQUIVILENT)
2. BUTTON PUNCH SIDE LAPS @ 150 o/c
3. 24/7 WELDING PATTERN UNLESS NOTED OTHERWISE ON PLAN
4. 19 mm EFFECTIVE DIAMETER ARC SPOT WELDS
5. WELD SPACING AROUND PERIMETER & OPENINGS TO BE 150 o/c
6. DECK BE 2 SPAN MINIMUM
7. STEEL WASHERS ARE TO BE USED TO AS NECESSARY TO PREVENT
BURN THROUGH OF DECK ON STEEL MEMBERS BY WELDS
8. STEEL DECK IS NOT TO BE USED FOR SUPPORT OF ARCH'L,
MECH'L OR ELECT'L ITEMS. USE STEEL STRUCTURE FOR SUPPORT.
HORIZ BLOCK REINF'G
@ 200 o/c
2
ISSUE FOR 95% COSTING
2013/01/14
1
BUILDING PERMIT APPLICATION
2012/12/12
MILESTONE / FAIT SAILLANT
DATE:
ELEVATION @ HEAD & SIDE
NEW CONC BLOCK
WALL C/W 15M @ 800
VERT WITH MATCHING
DWLS BOT. SECURE
DWLS IN DRILLED HOLES
WITH HILTI HY20
ADHESIVE (WITH SCREENS)
HORIZ BLOCK REINF'G
@ 200 o/c
ALL DRILLED HOLES 125 DP
(ex) MASONRY
(ex) MASONRY
(Y/M/D)
(A/M/J)
INITIALS
INITIALES
CHECKED BY / VERIFIE PAR
RIC
RIC
DRAWN BY / DESSINE PAR
SCALE
1 : 100
DETAIL NUMBER
1 DRAWING TITLE
A1.1 SCALE:
SHEET NUMBER
THIS DRAWING IS THE PROPERTY OF
THE CITY OF OTTAWA AND ALL
COPYRIGHT IS RESERVED.
DIMENSIONS ON DRAWING ARE FOR
ESTIMATING PURPOSES ONLY. IT IS
THE RESPONSIBILITY OF EACH
CONTRACTOR AND
SUB-CONTRACTOR OR CONSULTANT
TO CHECK AND VERIFY ALL
DIMENSIONS AND CONDITIONS ON
SITE. NOTIFY OWNER OF ANY
ERRORS OR OMISSIONS PRIOR TO
COMMENCING THE WORK. DO NOT
SCALE THE DRAWINGS.
ARCHITECT / ARCHITECTE
CE DESSIN CONSTITUE LA PROPRIÉTÉ
DE LA VILLE D'OTTAWA ET TOUT
DROIT D'AUTEUR EST RÉSERVÉ. LES
DIMENSIONS UTILISÉES LE SONT À
DES FINS D'ESTIMATION SEULEMENT.
IL INCOMBE À CHAQUE
ENTREPRENEUR,
SOUS-CONTRACTANT OU
CONSULTANT DE VÉRIFIER TOUTES
LES DIMENSIONS ET LES CONDITIONS
SUR LE CHANTIER. VEUILLEZ
INFORMER LE PROPRIÉTAIRE DE
TOUTE ERREUR OU OMISSION AVANT
D'ENTAMER LES TRAVAUX. NE
DRESSEZ PAS LES PLANS À
L'ÉCHELLE.
CONSULTANT / EXPERT-CONSEIL
OFESS I ONAL
PR
JAN 31,2013
R . I.
DRILL 125 DP HOLES TO
ACCEPT 15M x 750 LG
DWLS @ 400. SECURE IN
HOLE WITH HILTI HY20
ADHESIVE. EXTEND INTO
"LOW WEB" BLOCKS
GROUT COURSE SOLID
NEW CONC BLOCK
WALL C/W 15M x 750
VERT WITH MATCHING
DWLS BOT. SECURE
DWLS IN DRILLED HOLES
WITH HILTI HY20
ADHESIVE WITH SCREENS
HORIZ BLOCK REINF'G
@ 200 o/c
NEW CONC BLOCK
WALL C/W 15M @ 800
VERT WITH MATCHING
DWLS TOP. SECURE
DWLS IN DRILLED HOLES
WITH HILTI HY20
ADHESIVE (WITH SCREENS)
BLOCK TIGHT TO U/S (ex)
HORIZ BLOCK REINF'G
@ 200 o/c
100 mm
2401 - 3000
STEEL DECK NOTES: TYPICAL ROOF DECK (SEE PLAN ALSO)
1. 76 x (0.91 OR 1.21) ACOUSTIC INTERLOCKING (CANAM P-2436 OR EQUIVILENT)
2. BUTTON PUNCH SIDE LAPS @ 150 o/c
3. 24/7 WELDING PATTERN UNLESS NOTED OTHERWISE ON PLAN
4. 19 mm EFFECTIVE DIAMETER ARC SPOT WELDS
5. WELD SPACING AROUND PERIMETER & OPENINGS TO BE 150 o/c
6. DECK BE 2 SPAN MINIMUM
7. STEEL WASHERS ARE TO BE USED TO AS NECESSARY TO PREVENT
BURN THROUGH OF DECK ON STEEL MEMBERS BY WELDS
8. STEEL DECK IS NOT TO BE USED FOR SUPPORT OF ARCH'L,
MECH'L OR ELECT'L ITEMS. USE STEEL STRUCTURE FOR SUPPORT.
(ex) MASONRY
HSS COLUMN SEE PLAN
& SCHEDULE.
100 mm
2013/01/31
JW
Ie. = 0.513 g
RdRo
2) DESIGN LOAD SHEAR VALUES ARE BASED ON THE EVALUATION OF
Vst AND Vdyn IN ACCORDANCE WITH 4.1.8.12 (5),(6) AND (7) OF
THE 2006 OBC. LOADS INDICATED SHOW THE DESIGN BASE SHEAR
AND CORRESPONDING OVERTURNING MOMENT.
ISSUE FOR TENDER
DESIGNED BY / CONCU PAR
1) DYNAMIC LOAD SCALING FACTOR
S.F. = g
3
910 (36 in)
152 (6 in)
CONSULTANT / EXPERT-CONSEIL
NEER
1325
1200
1100
1000
950
L 89 x 89 x 8
DO NOT SCALE DRAWINGS
NUMBER/
NUMÉRO
24/5
NOTES:
BEARING EE
0 - 1200 mm
4.
152 (6 in)
Vdyew > 0.8 Vstatic (2006 OBC 4.1.8.12(6))
150
35M
ADDITIONAL INFORMATION MAY BE ISSUED FOR CLARIFICATION TO
ASSIST PROPER EXECUTION OF WORK. SUCH DRAWINGS WILL HAVE
THE SAME MEANING AND INTENT AS IF THEY WERE INCLUDED WITH
THE DRAWINGS IN THE CONTRACT DOCUMENTS
GI
EN
850
750
675
625
600
30M
3.
CUNLIFFE
IN
V
700
600
550
525
475
25M
THIS DRAWING IS TO BE READ IN CONJUNCTION WITH ALL MATERIAL
RELEVANT TO THE PROJECT
O
475
425
400
375
350
15M
2.
PR
20
25
30
35
40
10M
SIZE
THE CONTRACTOR IS RESPONSIBLE FOR CHECKING AND VERIFYING ALL
DIMENSIONS. ANY DISCREPANCY SHALL BE REPORTED TO THE ENGINEER
)
Vdyew = 1218 kN
Mdyew = 7935 kNm
MPMR = 100 %
MASONRY VENEER LOOSE LINTEL SCHEDULE
SPAN
REINFORCING BAR LAP LENGTH (mm)
1.
610 (24 in)
BLOCK TIGHT TO U/S (ex)
REINFORCING BAR LAP LENGTH TABLE
CONSULTING STRUCTURAL ENGINEERS
102-1737 WOODWARD DR. OTTAWA ON. K2C 0P9
TEL (613) 729-7242 FAX (613) 728-1461
Email <cunliffe@cunliffe.ca>
Vdns = 1410 kN
Mdns = 9480 kNm
YES: Vdns = 0.8 Vstns
NO: Vdns > 0.8 Vstns
N/A: BUILDING IS IRREGULAR
Vdns > 1.0 Vstns
EAST-WEST: (
W = 6250 kN
W = 6250 kN
(REF FIG I-9 NBC 2005 STRUCTURAL COMMENTARY I)
Pe = Iw q Ce Cp Cg
(Iw) uls =
VBASE
MBASE
PNET =
CUNLIFFE & ASSOCIATES
NOTE: INSPECTION REPORTS CREATED AS A RESULT OF THE
ABOVE NOTED WORK MUST BE SUBMITTED TO THE
CONSTRUCTION MANAGER. CONSTRUCTION MANAGER IS TO
PROVIDE COPIES TO THE CONSULTANTS.
38 (1 1/2 in)
PNET =
WIND UPLIFT
P= Iw q Ce Cg Cp
INFRASTRUCTURE SERVICES
DESIGN & CONSTRUCTION - BUILDINGS
SEISMIC RESTRAINT OF MECH'L EQUIPMENT & PIPING
SEISMIC RESTRAINT OF MECH'L EQUIPMENT & PIPING
TO BE DETAILED BY MECH'L EQUIPMENT & PIPING
SUPPLIER OR CONTRACTOR. SHOP
DRAWINGS ARE TO BE SUBMITTED TO CUNLIFFE &
ASSOCIATES FOR REVIEW. SHOP DRAWINGS ARE TO BE
STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER
LICENSED IN THE PROVINCE OF ONTARIO. ALL
SEISMIC RESTRAINT INSTALLATIONS ARE TO BE INSPECTED
DURING CONSTRUCTION BY THE DESIGN ENGINEER OF
RECORD
WOOD COLUMNS
WOOD COLUMNS ARE TO BE DESIGNED
AND DETAILED BY WOOD COLUMN SUPPLIER. SHOP
DRAWINGS ARE TO BE SUBMITTED TO DESIGN TEAM
FOR REVIEW. SHOP DRAWINGS ARE TO BE
STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER
LICENSED IN THE PROVINCE OF ONTARIO.
24/3
WIND
INFRASTRUCTURE SERVICES & COMMUNITY SUSTAINABILITY
BRACE FRAME ELEVATIONS
S300
)
Vmin = S(2.0)MvIeW/(RdRo) = 141 kN
Vmax = 2/3 S(0.2)IeW/(RdRo) = 1410 kN
(REF FIG I-9 NBC 2005 STRUCTURAL COMMENTARY I)
FOR / POUR
Vdyns > 0.8 Vstatic (2006 OBC 4.1.8.12(6))
Vstew = 1410
W = 6250 kN
Mstew = 9480 kNm
WIND UPLIFT
DEPUTY CITY MANAGER / DIRECTEUR DES SERVICES MUNICIPAUX
DIRECTOR / DIRECTEUR
MANAGER / GESTIONNAIRE
)
Vdyns = 1260 kN
Mdyns = 8260 kNm
MPMR = 100 %
Vstns = 1410 kN
W = 6250 kN
Mstns = 9480 kNm
W = 6250 kN
Vmin = S(2.0)MvIeW/(RdRo) = 141 kN
Vmax = 2/3 S(0.2)IeW/(RdRo) = 1410 kN
)
Vmin = S(2.0)MvIeW/(RdRo) = 54 kN
Vmax = 2/3 S(0.2)IeW/(RdRo) = 526 kN
(
7.
BOTTOM
BOTTOM LOWER LAYER
BOTTOM UPPER LAYER
BOTTOM LOWER LAYER
BEAM (OR OWSJ) BEARING PLATE NUMBER
BASE PLATE NUMBER
BOTTOM UPPER LAYER
COLUMN NUMBER
DEPTH
EACH FACE
ELEVATION
EACH SIDE
EACH WAY
PAD FOOTING NUMBER
HORIZONTAL
HOOKED BAR
ON CENTER
PIER NUMBER
TOP
TOP UPPER LAYER
TOP LOWER LAYER
TOP LOWER LAYER
TOP UPPER LAYER
UNLESS NOTED OTHERWISE
VERTICAL
WALL FOOTING NUMBER
S01
DESIGN LOADS
NORTH-SOUTH: (
STATIC MAXIMUM/MINIMUM VALUES:
)
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
COVER SHEET
SEISMIC LOADS
BASE SHEARS/MOMENTS:
Vstatic = S(Ta)MvIeW/(RdRo) = 780 kN
DOWELS
DOWELS TO FOOTINGS TO BE OF SAME
DIAMETER AS THE LOWEST LIFT OF VERTICAL REINFORCING
IN COLUMNS, PIERS OR WALLS.
X THE NEW AND EXISTING STRUCTURES HAVE BEEN SEPARATED IN ACCORDANCE WITH
STRUCTURAL SEPARATION:
BASE SHEARS/MOMENTS:
EAST-WEST: (
X
X
NO
NO
NO
NO
± 0.10 Dnx (4.1.8.12(4a), B > 1.7)
± 0.05 Dnx (4.1.8.12(4b), B < 1.7, 3-D DYNAMIC ANALYSIS)
4.1.8.14(1) OF THE 2006 O.B.C.
N/A
(
X
X
X NO
X NO
X NO
YES
YES
YES
YES
YES
YES
YES
LEGEND
B
B1
B2
BLL
BBP1
BP1
BUL
C1
DP
EF
EL
ES
EW
F1
H
(H)
O/C
P1
T
T1
T2
TLL
TUL
U/N
V
WF1
8
= NUMBER OF BARS
20M
= SIZE OF BARS
1500 = LENGTH OF BARS
T
= BAR LOCATION- TOP
B
= BAR LOCATION- BOT
LENGTH OF BARS DOES NOT INCLUDE HOOKS OR BENDS
6.
S00
X ± 0.10 Dnx (4.1.8.11(10a), B < 1.7 EQUIV. STATIC FORCE PROCEDURE)
TORSIONAL ECCENTRICITY:
± 0.10 Dnx (4.1.8.12(4a), B > 1.7)
± 0.05 Dnx (4.1.8.12(4b), B < 1.7, 3-D DYNAMIC ANALYSIS)
STRUCTURAL SEPARATION:
17.
8-20M x 1500 T/B
IRREGULARITY REVIEW (2006 OBC CLAUSE 4.1.8.6)
5.
.5 SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR
TYING MASONRY TO BACK UP WALLS.
.6 SPECIAL WALLS - SEE NOTES ON PLANS FOR ADDITIONAL
REINFORCING AND GROUTING OTHER THAN INDICATED ABOVE
.7 REINFORCE CELLS @ END OF WALLS AT INTERSECTING WALLS
& BESIDE OPENINGS.
.8 GROUT MASONRY SOLID BELOW BEARING BASE PLATES FOR
500mm MIN.
.9 PROVIDE "CLEAN OUTS" AT BOTTOM OF CELLS TO BE GROUTED
TO ENSURE PROPER LAP LENGTH AND THAT CELL IS FILLED
SOLIDLY. MAXIMUM GROUT LIFT IS 3 metres. GROUT TO HAVE
250mm SLUMP.
.10 EMBEDMENT OF MASONRY DOWELS IN CONCRETE STRUCTURE
BELOW CONCRETE BLOCK WALLS TO BE AS FOLLOWS:
15M DOWELS = 600 mm EMBEDMENT - 1300 Lg. DOWEL
20M DOWELS = 800 mm EMBEDMENT - 1700 Lg. DOWEL
.11 BLOCK CONTROL JOINT SPACED AT 9000 mm MAXIMUM
VENEER CONTROL JOINT SPACED AT 12000 mm MAXIMUM
COORDINATE LOCATION OF JOINTS WITH ARCHITECT & ENGINEER
REINFORCING STEEL DESIGNATION
9.
4.
5 mm LONGITUDINAL WIRES
9 GAUGE CROSS WIRES
L- LADDER TYPE REINFORCEMENT
T- TRUSS TYPE REINFORCEMENT
2- 2 LONGITUDINAL WIRES
75 mm BOTTOM
50 mm SIDES
40 mm UNLESS NOTED OTHERWISE
40 mm
.2 WALLS/PIERS
.3 COLUMNS
CONCRETE BLOCK MASONRY
H- HEAVY
CONCRETE COVER
.1 FOOTINGS
J=1
J=1
S(Ta) NS = 0.621
S(Ta) EW = 0.621
IRREGULARITY REVIEW (2006 OBC CLAUSE 4.1.8.6)
NORTH-SOUTH:
MV = 1
MV = 1
3.
LEGEND
S- STANDARD 9 GAUGE LONGITUDINAL & CROSS WIRES
MATERIALS
8.
DESIGN FUNDEMENTAL PERIOD BASED DSRAV:
S(Ta) NS = 0.66
S(Ta) EW = 0.66
8.
X
LOADS
.1 140 mm CONCRETE BLOCK:
1-15M @ 800 o/c
VERT:
HORIZ: SL2 @ 200 o/c OR HL2 @ 400 o/c
.2 190 mm CONCRETE BLOCK
1-15M @ 800 o/c
VERT:
HORIZ: HL2 @ 200 o/c
.3 240 mm CONCRETE BLOCK
1-20M @ 800 o/c
VERT:
HORIZ: HL2 @ 200 o/c
.4 290 mm CONCRETE BLOCK
1-20M @ 600 o/c
VERT:
HORIZ: HL2 @ 200 o/c
.1 CONCRETE STRENGTH AT 28 DAYS TO BE AS NOTED
ON THESE DRAWINGS
.2 REINFORCING STEEL TO BE DEFORMED GRADE 400R WITH
Fy= 400 MPa.
.3 HOLLOW STRUCTURAL STEEL SECTIONS TO BE ASTM A500
GRADE C OR G40.21 350W CLASS C.
.4 ALL `W' & `WWF' SHAPE STEEL SECTIONS TO BE GRADE
G40.21 350W WITH Fy= 350 MPa.
.5 ALL OTHER STRUCTURAL STEEL TO BE GRADE G40.21 300W
WITH Fy= 300 MPa UNLESS NOTED OTHERWISE.
.6 ALL STRUCTURAL STEEL TO RECEIVE 1 SHOP APPLIED COAT
OF PRIMER UNLESS NOTED.
.7 ALL STRUCTURAL STEEL EXPOSED TO EXTERIOR IS TO
BE HOT DIP GALVANIZED UNLESS NOTED.
.8 ANCHOR BOLTS TO BE A307.
.9 ALL OTHER BOLTS TO BE A325.
.10 A325 BOLTS EXPOSED TO EXTERIOR ARE TO BE STAINLESS STEEL
.11 A307 BOLTS EXPOSED TO EXTERIOR ARE TO BE GALVANIZED.
.12 CONCRETE BLOCK TO BE H/15/A/M
YES
NO
STATIC PERIOD: (2006 OBC CLAUSE 4.1.8.11(3))
Sa(0.2)
Sa(2.0)
1.
2.
3.
4.
5.
6.
7.
7.
SYSTEM RESTRICTION VALUE: IeFaSa(0.2) = 0.66 > 0.35
YES
NO
15.
.1 SLABS ON GRADE TO BE UNREINFORCED UNLESS NOTED.
.2 FOR COMPOSITION & COMPACTION OF FILL SUPPORTING
SLABS ON GRADE SEE GEOTECHNICAL REPORT.
.3 PROVIDE 12 mm ASPHALT IMPREGNATED FIBREBOARD
BETWEEN SLABS ON GRADE & FOUNDATION WALLS OR
COLUMNS
.4 SAWCUT SLAB ON GRADE TO (1/4 x SLAB DEPTH) 8 HOURS
AFTER CONCRETE PLACEMENT.
.5 SPACE SAWCUTS ON A 3000 mm x 3000 mm MAXIMUM GRID.
AVOID LONG & NARROW SAWCUT PATTERNS. LOCATE SAWCUTS
ALONG COLUMN LINES WHERE POSSIBLE. CONTRACTOR IS TO
PROVIDE THE ENGINEER WITH DOCUMENTATION SHOWING PROPOSED
SAWCUT LOCATIONS FOR APPROVAL UNLESS SAWCUTS LOCATIONS
ARE OTHEREWISE INDICATED ON THESE DRAWINGS.
= 0.660
= 0.660
= 0.320
= 0.130
= 0.044
= 0.022
SUSPENDED SLABS
ALL LOADS & FORCES INDICATED ON THESE DRAWINGS
ARE UNFACTORED WORKING LOADS UNLESS NOTED.
SLABS ON GRADE
6.
= 0.660
= 0.320
= 0.130
= 0.044
DESIGN SPECTRAL RESPONSE ACCELERATION VALUES (DSRAV): (2006 OBC CLAUSE 4.1.8.4)
14.
FOUNDATIONS
.1 ALL FOOTINGS ARE TO BEAR ON NATURAL UNDISTURBED SOIL.
.2 BEARING CAPACITY USED IN THE FOOTING
DESIGN IS ASSUMED TO BE SLS= 125 kPa/ULS= 190 kPa
.3 BEARING SURFACE IS TO BE INSPECTED BY GEOTECHNICAL
ENGINEER PRIOR TO PLACING CONCRETE.
.4 FOR FURTHER INFORMATION SEE GEOTECHNICAL REPORT
No. # OTT-00020737-CO PREPARED BY EXP SERVICES INC.
.5 STEP FOOTINGS WHERE INDICATED ON PLAN AT THE RATE
OF 1
VERTICAL.
HORIZONTAL TO 1
(SITE SPECIFIC SPECTRUM: OTTAWA)
2.
.1 ALL BEAMS ARE TO BE PLACED MONOLITHICALLY WITH SLAB.
.2 AT SLAB OPENINGS DISPLACE SLAB REINFORCING TO
EACH SIDE. DO NOT CUT BARS.
ANY MODIFICATIONS TO EXISTING STRUCTURES ARE TO BE LIMITED
TO WORK NOTED ON THESE DRAWINGS. ANY ADDITIONAL OR
PROPOSED MODIFICATIONS TO EXISTING STRUCTURES MUST
BE APPROVED BY ENGINEER.
5.
RESPONSE SPECTRUM DATA:
SYSTEM RESTRICTION VALUE: IeFaSa(0.2) = 0.66 > 0.35
-CSA STANDARD A23.3-04 DESIGN OF CONCRETE STRUCTURES
-CAN/CSA-S16-01 (INCLUDING S16S1-05)
LIMIT STATES DESIGNS OF STEEL STRUCTURES
THE NOTED SITE CLASSIFICATION FOR SEISMIC SITE RESPONSE AND SHEAR WAVE VELOCITY
PARAMETERS INDICATED ARE AS REPORTED IN THE GEOTECHNICAL REPORT
# OTT-00020737-CO BY EXP SERVICES INC.
REFER TO THE NOTED GEOTECHNICAL REPORT FOR V's, N60, AND/OR Su VALUES
USED TO DETERMINE SITE CLASSIFICATION.
(SITE SPECIFIC SPECTRUM: OTTAWA)
= 0.660
= 0.320
= 0.130
= 0.044
STANDARDS
3.
FOUNDATIONS HAVE BEEN DESIGNED TO RESIST THE LATERAL
LOAD CAPACITY OF THE SFRS INCLUDING ALL APPLICABLE
AMPLIFICATION FACTORS
SEISMIC IMPORTANCE FACTOR: (2006 OBC CLAUSE 4.1.8.5)
Ie = 1.0
A
(2006 EDITION) ONTARIO REGULATION 350/06 (AS AMENDED)
X
THE NOTED SITE CLASSIFICATION FOR SEISMIC SITE RESPONSE AND SHEAR WAVE VELOCITY
PARAMETERS INDICATED ARE AS REPORTED IN THE GEOTECHNICAL REPORT
# OTT-00020737-CO BY EXP SERVICES INC.
REFER TO THE NOTED GEOTECHNICAL REPORT FOR V's, N60, AND/OR Su VALUES
USED TO DETERMINE SITE CLASSIFICATION.
THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE
WITH THE REQUIREMENTS OF PART 4 OF THE O.B.C.
2.
DIAPHRAGMS & CONNECTIONS: (2006 OBC CLAUSE 4.1.8.15)
CSA STANDARD: CAN/CSA S16-01
APPLICABLE CLAUSE(S): 27.10(b)
SYSTEM FOUNDATIONS: (2006 OBC CLAUSE 4.1.8.16)
CSA STANDARD: CAN/CSA A23.3-04
FOR ANCHORED FOOTINGS
APPLICABLE CLAUSE(S): 15.2 TO 15.11
FOR UNANCHORED FOOTINGS
.1 AT OPENINGS IN FLOOR SLABS PROVIDE 1-15M x 1500 Lg
TOP & BOTTOM DIAGONALLY AT CORNERS OF OPENINGS.
.2 AT OPENINGS IN WALLS PROVIDE 2-20M T & B OF
OPENING EXTENDING 600 mm MIN. BEYOND CORNERS
OF OPENINGS.
.3 FOR ADDITIONAL OPENINGS 300 x 300 OR SMALLER SEE
ARCHITECTURAL & MECHANICAL DRAWINGS.
.4 REPORT ANY OPENINGS LARGER THAN 300 x 300 NOT
SHOWN ON THESE DRAWINGS TO THE ENGINEER.
CURTAIN WALLS
SUPPORTS FOR CURTAIN WALLS ARE TO BE DESIGNED
AND DETAILED BY CURTAIN WALL SUPPLIER. SHOP
DRAWINGS ARE TO BE SUBMITTED TO DESIGN TEAM
FOR REVIEW. SHOP DRAWINGS ARE TO BE
STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER
LICENSED IN THE PROVINCE OF ONTARIO. ALL SUPPORTS
ARE TO BE INSPECTED DURING CONSTRUCTION BY THE
SUPPORT DESIGN ENGINEER.
PRECAST PANELS
SUPPORTS FOR PRECAST PANELS ARE TO BE DESIGNED
AND DETAILED BY PRECAST PANEL SUPPLIER. SHOP
DRAWINGS ARE TO BE SUBMITTED TO DESIGN TEAM
FOR REVIEW. SHOP DRAWINGS ARE TO BE
STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER
LICENSED IN THE PROVINCE OF ONTARIO. ALL SUPPORTS
ARE TO BE INSPECTED DURING CONSTRUCTION BY THE
SUPPORT DESIGN ENGINEER.
MISCELLANEOUS METALS & STEEL STAIRS
MISC METALS & STEEL STAIRS ARE TO BE DESIGNED AND
DETAILED BY MISC METALS & STEEL STAIRS SUPPLIER. SHOP
DRAWINGS ARE TO BE SUBMITTED TO DESIGN TEAM
FOR REVIEW. SHOP DRAWINGS ARE TO BE
STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER
LICENSED IN THE PROVINCE OF ONTARIO. ALL
MISC METAL & STEEL STAIR WORK IS TO BE INSPECTED
DURING CONSTRUCTION BY THE MISC METALS &
STEEL STAIRS DESIGN ENGINEER.
COLD FORMED STEEL STUDS & JOISTS
STEEL STUDS & JOISTS ARE TO BE DESIGNED AND
DETAILED BY STEEL STUDS & JOISTS SUPPLIER. SHOP
DRAWINGS ARE TO BE SUBMITTED TO DESIGN TEAM
FOR REVIEW. SHOP DRAWINGS ARE TO BE
STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER
LICENSED IN THE PROVINCE OF ONTARIO. ALL
STEEL STUD & JOIST WORK IS TO BE INSPECTED
DURING CONSTRUCTION BY THE STEEL STUD & JOIST
DESIGN ENGINEER.
STRUCTURAL STEEL CONNECTIONS
STRUCTURAL STEEL CONNECTIONS ARE TO BE DESIGNED
AND DETAILED BY STRUCTURAL STEEL SUPPLIER. SHOP
DRAWINGS ARE TO BE SUBMITTED TO DESIGN TEAM
FOR REVIEW. SHOP DRAWINGS ARE TO BE
STAMPED AND SIGNED `FOR CONNECTIONS ONLY' BY A
PROFESSIONAL ENGINEER LICENSED IN THE PROVINCE
OF ONTARIO.
GUARDS & HANDRAILS
GUARDS & HANDRAILS ARE TO BE DESIGNED AND
DETAILED BY STEEL SUPPLIER. SHOP
DRAWINGS ARE TO BE SUBMITTED TO DESIGN TEAM
FOR REVIEW. SHOP DRAWINGS ARE TO BE
STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER
LICENSED IN THE PROVINCE OF ONTARIO. ALL
GUARDS & HANDRAIL WORK IS TO BE INSPECTED
DURING CONSTRUCTION BY THE GUARD &
HANDRAIL DESIGN ENGINEER.
IO
DIAPHRAGMS & CONNECTIONS: (2006 OBC CLAUSE 4.1.8.15)
CSA STANDARD: CAN/CSA S16-01
APPLICABLE CLAUSE(S): 27.10(b)
SYSTEM & CONNECTIONS: (2006 OBC CLAUSE 4.1.8.9/4.1.8.10)
LATERAL LOAD RESISTING SYSTEM: CONVENTIONAL CONSTRUCTION (STEEL BRACED FRAMES)
Rd = 1.5
Ro = 1.3
CSA STANDARD: CAN/CSA S16-01
APPLICABLE CLAUSE(S): 27.10
OPENINGS
R
SFRS:
12.
L I CEN
SE
D
SFRS:
SYSTEM & CONNECTIONS: (2006 OBC CLAUSE 4.1.8.9/4.1.8.10)
LATERAL LOAD RESISTING SYSTEM: CONVENTIONAL CONSTRUCTION (MASONRY SHEAR WALLS)
Rd = 1.5
Ro = 1.5
CSA STANDARD: CAN/CSA S16-01
APPLICABLE CLAUSE(S): 27.10
1.
ANY DEVIATION FROM THE CONDITIONS SHOWN ON THESE
DRAWINGS MUST BE REPORTED TO THE ENGINEER.
1.
DRAWING LIST
76 (3 in)
SFRS:
DESIGN & DETAILING CRITERIA FOR SUPPLIERS
GENERAL NOTES
SEISMIC SYSTEM/LOADING DATA: (EXISTING BUILDING)
CE
OF
ON
T
A
CONSULTANT / EXPERT-CONSEIL
36/4
36/7
JOIST/BEAM
LOW WEB COURSE
BELOW OPENING C/W
1-20M CONT. GROUT
SOLID
200 MIN
VERTICAL BAR
G
NIN
PE
O
LL
WA
LOW WEB COURSE
BELOW OPENING C/W
1-20M CONT. GROUT
SOLID
CONC. BLOCK WALL
SEE ARCH'L FOR
LOCATION.
NEW CONC BLOCK
WALL C/W 15M x 750
VERT WITH MATCHING
DWLS BOT. SECURE
DWLS IN DRILLED HOLES
WITH HILTI HY150 MAX
ADHESIVE
DRILL 125 DP HOLES TO
ACCEPT 15M x 750 LG
DWLS @ 400. SECURE IN
HOLE WITH HILTI HY20
ADHESIVE. EXTEND INTO
"LOW WEB" BLOCKS
GROUT COURSE SOLID
HORIZ BLOCK REINF'G
@ 200 o/c
(ex) CONC SLAB
ALL DRILLED HOLES 125 DP
ELEVATION-MECHANICAL OPENING THRU LOAD BEARING
CONCRETE BLOCK MASONRY (LOCATED BETWEEN JOISTS)
NEW CONC BLOCK
WALL C/W 15M @ 800
VERT WITH MATCHING
DWLS BOT. SECURE
DWLS IN DRILLED HOLES
WITH HILTI HY150 MAX
ADHESIVE
HORIZ BLOCK REINF'G
@ 200 o/c
GROUT WALL SOLID
(ex) CONC SLAB
200
200 MIN
SECTION @ SILL
AT (ex) CONCRETE SLAB SILL LOCATIONS
ELEVATION-MECHANICAL OPENING THRU LOAD BEARING
CONCRETE BLOCK MASONRY (LOCATED BELOW JOISTS)
AT (ex) MASONRY SILL LOCATIONS
AT (ex) MASONRY SILL LOCATIONS
50 WD x 3 THK STEEL
STRAP PLATE WELDED
TO HSS COLUMN @
400 o/c. (AT ALTERNATE
HORIZ. BLOCK JOINTS.)
CONCRETE BLOCK
WALL. SEE GENERAL
NOTES FOR REINF'G
ELEVATION @ SILL & SIDE
50
TOP OF WALL
CONCRETE BLOCK
WALL. SEE GENERAL
NOTES FOR REINF'G
SECTION @ SILL
HSS COLUMN SEE PLAN
& SCHEDULE.
50
JOIST/BEAM
CONT. BOND BEAM C/W
1-20M CONT IN LOW WEB
BLOCK. GROUT SOLID
VERTICAL BAR
G
O
PE
N
IN
W
AL
L
VERTICAL BAR
200
MIN
TOP OF WALL
LOCATE OPENING BETWEEN JOISTS
1000 MIN
200
MIN
1000 MIN
CONT. BOND BEAM C/W
1-20M CONT IN LOW WEB
BLOCK. GROUT SOLID
VERTICAL BAR
102
HSS 152 x 102 x 7.9
C/W 12 x 167 Lg
NELSON STUDS @ 600.
GROUT INTO BLOCK
JOIST/BEAM
JOIST/BEAM
JOIST/BEAM
36/9
TYP. DETAIL @ BLOCK & COLUMN INTERSECTION
ELEVATION @ SILL & SIDE
AT (ex) CONCRETE SLAB SILL LOCATIONS
DETAILS FOR INFILLING EXISTING OPENINGS IN MASONRY WALLS
SEE ARCH'L DWGS FOR LOCATIONS OF OPENINGS TO BE INFILLED
PROJECT / LOCATION / PROJET / ENDROIT
36/11
TYPICAL FASTENER PATTERNS @ SUPPORT
FOR 38 THK STEEL DECK
STEEL DECK NOTES: TYPICAL ROOF DECK (SEE PLAN ALSO)
1. 38 x (0.91 OR 1.21) OVERLAPPING (CANAM P-3606 OR EQUIVILENT)
2. #10 SCREWS IN SIDE LAPS @ 150 o/c
3. 36/11 WELDING PATTERN UNLESS NOTED OTHERWISE ON PLAN
4. 19 mm EFFECTIVE DIAMETER ARC SPOT WELDS
5. WELD SPACING AROUND PERIMETER & OPENINGS TO BE 150 o/c
6. DECK BE 3 SPAN MINIMUM
7. STEEL WASHERS ARE TO BE USED TO AS NECESSARY TO PREVENT
BURN THROUGH OF DECK ON STEEL MEMBERS BY WELDS
8. STEEL DECK IS NOT TO BE USED FOR SUPPORT OF ARCH'L,
MECH'L OR ELECT'L ITEMS. USE STEEL STRUCTURE FOR SUPPORT.
STEEL DECK NOTES: TYPICAL LANDING DECK (SEE PLAN ALSO)
1. 38 x 0.76 COMPOSITE INTERLOCKING (CANAM P-3615 OR EQUIVILENT)
2. BUTTON PUNCH SIDE LAPS @ 150 o/c
3. 36/9 WELDING PATTERN (SEE ABOVE)
4. 19 mm EFFECTIVE DIAMETER ARC SPOT WELDS
5. WELD SPACING AROUND PERIMETER & OPENINGS TO BE 150 o/c
6. DECK BE 3 SPAN MINIMUM
7. STEEL WASHERS ARE TO BE USED TO AS NECESSARY TO PREVENT
BURN THROUGH OF DECK ON STEEL MEMBERS BY WELDS
8. STEEL DECK IS NOT TO BE USED FOR SUPPORT OF ARCH'L,
MECH'L OR ELECT'L ITEMS. USE STEEL STRUCTURE FOR SUPPORT.
NEW WEST DISTRIC LIBRARY
OTTAWA PUBLIC LIBRARY
2500 CAMPEAU DRIVE, KANATA
OTTAWA, ONTARIO
DRAWING / DESSIN
GENERAL NOTES
BUSINESS ENTITY / NUMÉRO DE L'ENTITÉ
SHEET NO. / FEUILLE No.
BUILDING NUMBER / NUMÉRO DU BÂTIMENT
1404
PROJECT NO. / NUMÉRO DE PROJET
CR006230
CUNLIFFE & ASSOCIATES
PROJECT NO. / NUMÉRO DE PROJET
11-111
S01