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
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
