CUNLIFFE & ASSOCIATES - Nicolini

all footings are to bear on natural undisturbed soil. # ott-00020737-co 1 exp services inc. sls= 125 kpa/uls= 190 kpa 1. 38 x (0.91 or 1.21) overlappi...

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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