downtown branch - rpr constructionrprconstruction.com/wp-content/uploads/2017/09/... · steel...

1

1

2

2

3

3

A A

B B

C C

D D

E E

7' -

4"

7' -

4 1

/16"

5' - 9" 3' - 9 3/8"

ELEVATOR PIT

UP

STAIR

8" CMU WALL

CL OF INTERIOR BEARING

10 1/2" 4 1/4" 15' - 6 3/4" 5' - 10 3/4" 4 1/4" 1' - 1 1/2"

10 1/2" 4 1/4" 15' - 6 3/4" 5' - 10 3/4"4 1/4" 1' - 1 1/2"

11' -

11 1

1/1

6"

15' -

3"

14' -

11"

26' -

2 1

/2"

12' -

4 1

/2"

7' -

11"

8"

EXIST 2x13-1/2 @ 16" OC

3/4" PLYWOOD DECKING ON 2x12 @ 16" OC

24' - 2" (FV)

24' - 2" (FV)

SLO

PE

1

S101

F F

2

S101

5" CONC SLAB REINF W/ #5 @ 12" OC EA WAY ON VAPOR BARRIER, 4" SAND CUSHION & COMPACTED SELECT FILL

3

S101

EXIST 12"x20" CONC BEAM@ TOC= 0'-8" (FV)

4

S101

5

S101

HSS4X

4X1/

4

COL

HSS4X4X1/4

COL

HSS4X4X1/4

COL

HSS4X4X1/4

COL

1B

HSS4X4X1/4

COL

14' - 7"

W12

X58

COL

W12X58

COL

W12

X58

COL

W12X58

COL

HSS5X

5X1/

4

COL

HSS5X5X1/4

COL

89' -

3 1

1/1

6"

1A

1A

FACE OF MASONRY

13' - 0" (FV)

3A

3A

3'x3'x1' FOOTING REINFW/ (3)-#6 EA WAYTOF EL= -3'-0" FV

CONNX SIM TO 5/S101BLOCK & FASTEN TO EXIST 2x (4)-2x12 W/ 2x12 NAILER

CENTER UNDER STAIR STRINGERS

18" SQ PIER

3

S101

SUMP - SEE TYP DETAIL REF MFR FOR LOCATION

6

S101

6

S101

6

S101

1' -

0"

6 3

/4"

7

S101

DOWEL VERT BARS INTO EXIST FTG SIM TO 3/S101

HS

S8X

4X

1/4

HS

S8X

4X

1/4

BUILT-UP FLOOR SEE ARCH'L FOR LIMITS

3/4" WOOD FLOORING ON 3/4" PLYWOOD DECKING ON 2X6 @ 16" OC (TOE NAIL FRAMING TO FLOOR BELOW)

PROVIDE BLOCKING UNDER ENTIRE STRINGER BASE

3

4' -

0"

5' - 9" x (7'-4")

1' - 6" (TYP)

1' -

6"

FV

2' - 6" ±

EXIST MASONRY WALL

EXIST CONC FTGFV

EXIST JOIST

NEW 2x12

2' - 0"

EXIST SUPPORT LINE (FV)

EXIST 2x JOISTS (FV)

WATERPROOFING SEE ARCH'L

CONT 2x12 W/ 5/8"Ø EXP ANCH @ 12" OC

3/4" PLYWOOD 2' - 0"

NEW 2x12 @ ENDS ONLY

3' - 3 1/8" 4 1/4" 2"

FIELD DETERMINE

3A

#8 @ 12" OC EA WAY

CONT (2)-2x6 W/ 5/8"Ø RODS EMBEDDED 6" W/ HILTI HIT-HY 70 ANCH @ 16" OC

(6)-10d NAILS

(8)-10d NAILS

2x12 x 2'-0" LG W/ (4)-5/8"Ø EXP ANCH

#5 @ 24" OC GROUT REINF CELLS

(2)-8" BOND BEAM @ FLOOR LEVEL W/ (2)-#5 CONT

SIMPSON FACE MOUNT HANGER


GROUT FILLED NORMAL WEIGHT BLOCK BELOW FLOOR LINE

#5 @ 8" OC 24" ABOVE 1ST FLOOR

A B

16" MAX

EL= -3' - 0" FV

EL= 0' - 0"

3/4" PLYWOOD

EXIST JOIST

BUILDING LINE

EXIST BEAM

2' - 6"

9" 1' - 0" 9"

EXIST SLABSLAB - SEE PLAN

VAPOR BARRIER

4" SAND CUSHION

2% CROSS SLOPE MAX

MIN6"

10"

SELECT FILL

6"

HILTI HIT-HY 200

#4 DOWELS @ 12" OC

24"


#5 VERT @ 14" OC W/ #4 @ 12" EA FACE

(3)-#5 CONTW/ #5 @ 14" OC

#4 DOWELS @ 16" OC24"

24"

8"

EDGE NAILING

EXIST MASONRY WALL

EXIST CONC FTGFV

BUILDING LINE

VA

RIE

S

5"

8"

1/2" ISOLATION JT W/ SEALANT

VAPOR BARRIER4" SAND CUSHION

SELECT FILL

SLAB - SEE PLAN

4" CLR

(2)-#5

1A

6 1/4"

COL BEYONDSEE PLAN

VERIFY W/ ARCH'L

1' - 6 1/2"

6"

#4 DOWEL @ 16" OCW/ HILTI HIT-HY 70

12"

1-1/2" NS GROUT

(3)-#5 CONT EA FACE #5 VERT @ 16" OC

STAGGER FACE

HILTI HIT-HY 200

FV

2' - 6" ±

6"

COL BLOCK-OUT

2' -

4"

(F

V)

8"

ROUGHEN TO 1/4" AMPLITUDE

B

EL= 0' - 0"

2' - 6"

9" 1' - 0" 9"

EL= -3' - 0" FV

3/4" PLYWOOD

6"

MIN

EXIST JOIST

10"


#5 VERT @ 14" OC W/ #4 @ 12"

(3)-#5 CONTW/ #5 @ 14" OC

5"

16" MAX

#4 DOWELS @ 16" OC

24"

24"

VAPOR BARRIER

4" SAND CUSHION

SELECT FILL

8"

SLAB - SEE PLAN

EDGE NAILING

3

FV

2' - 6" ±

EXIST CONC FTGFV

2' - 6"

9" 1' - 0" 9"

EL= -3' - 0" FV

VA

RIE

S

EXIST MASONRY WALL

MIN6"

10"

8"

7 9

/16"



SELECT FILL

SLAB - SEE PLAN

(2)-#5

4 1/4" 2"

3A

#5 VERT @ 14" OC W/ #4 @ 12" EA FACE

(3)-#5 CONTW/ #5 @ 14" OC

8"


SELECT FILL

#4 DOWEL @ 16" OCW/ HILTI HIT-HY 70

12"

(3)-#5 CONT EA FACE

6"

6 3/4"

#4 DOWELS @ 16" OC

24"

24"

#4 DOWELS @ 16" OC

24"

18"

#5 VERT @ 16" OC STAGGER FACE

SLAB - SEE PLAN8"

4"

BRICK VENEERSEE ARCH'L

ROUGHEN TO 1/4" AMPLITUDE

362S162-43 @ 16" OC6"

HILTI-HIT HY 200

30" SQ OPENING FOR INSTALLATION OF JACK CYLINDER, THEN FILL W/ CONCRETE - VERIFY W/ MFR PRIOR TO PLACEMENT1' - 0" 1' - 0"

VERT REINF TO MATCH WALLS

#5 DOWELS @ 12" OC

12" CONCRETE SLAB W/ #5 @ 12" OC EACH WAY TOP & BOT

SE

E M

FR

1' -

0"

FTG BEYOND

1 1/2"x3/16" GALV STEEL GRATING

L4x4x3/8 EACH FACE W/ 3/4"Ø EXP ANCH @ 18" OC

TYPICAL ELEVATOR SUMP PIT

SUMP SEE MFR

EXIST MASONRY WALL

EXIST CONC FTG FV

FV

2' - 6" ±

SEE PLAN

1ST FLOOR

2' -

4"

±

COL - SEE PLAN

1-1/2" NS GROUT

1' -

0"

HILTI HIT-HY 200

(4)-1"Ø ASTM F1554 THREADED RODS

A

BRICK VENEERSEE ARCH'L


SELECT FILL

#4 DOWELS @ 16" OC

24"

18"

SLAB - SEE PLAN

5"

6 3/4"

1' -

8"

(F

V)

8"

EXIST GRADE BEAM - FV

3' - 0"

1' - 0"(3)-#5 CONTW/ #5 @ 14" OC

10"

#4 DOWELS @ 24" OC

CLR

4"

CLR

4"

8"

#5 VERT @ 14" OC W/ #4 @ 12" EA FACE

ROUGHEN EXIST EDGE TO 1/4" AMPLITUDE

8"

14"

HILTI HIT-HY 200

EXTERIOR SLAB

EXIST PAVING


CONT #5 W/ #3 HOOP @ 18" OC 12"

6"

362S162-43 @ 16" OC

©

5201 S BROADWAY AVENUESUITE 200

TYLER, TEXAS 75703903.592.0728

903.595.0369 [email protected]

JOB NUMBER

SHEET NUMBER

DATE

SHEET REVISION HISTORY

E

D

C

B

A

1 2 3 4 5 6

PROJECT MANAGER

IF THE ABOVE DIMENSION DOES NOT MEASURE ONE INCH (1")EXACTLY, THIS DRAWING HAS BEEN ENLARGED OR REDUCED,

AFFECTING ALL LABELED SCALES.

PAIGE ENGEL

17-022

THESE DRAWINGS DO NOT INCLUDE NECESSARYCOMPONENTS FOR CONSTRUCTION SAFETY.

ENGINEER:

LICENSE NO.

CONSULTING ENGINEERS

FIRM REGISTRATION NO. 667

3003 KNIGHT STREET, SUITE 120SHREVEPORT, LOUISIANA 71105

phone: 318-425-7452 fax: 318-425-4622www.AFJMc.com

COPYRIGHT NOTICE: THIS ENGINEERING DRAWING SHALL BE USED ONLY PURSUANT TO THE AGREEMENT WITH AFJMC. NO OTHER USE DISSEMINATION OR DUPLICATION MAY BE MADE WITHOUT PRIOR WRITTEN CONSENT OF AFJMC. ALL COMMON LAW RIGHTS OF COPYRIGHT AND OTHERWISE ARE HEREBY SPECIFICALLY RESERVED.

107065

J. DANIEL THOMPSON, P.E.

S101FIRST FLOOR FRAMING

PLAN & SECTIONS

SO

UT

HS

IDE

BA

NK

DO

WN

TO

WN

BR

AN

CH

TY

LE

R, T

EX

AS

09/11/1719.093

SCALE: 1/4" = 1'-0"

FIRST FLOOR FRAMING PLAN

N

SECTIONSCALE: S101 3/4" = 1'-0"

1


2 SECTIONSCALE: S101 3/4" = 1'-0"

3


4


5


6


7

FE1

1

1

2

2

3

3

A A

B B

C C

D D

E E

ELEVATOR

EXIST 2x12 @ 16" OC FV

EXIST W12 STEEL BEAM BELOW JOISTS

ROD HANGERS FROM ABOVE TO BE REMOVED AFTER NEW BEAMS & COLS ARE INSTALLED (3 LOCATIONS)

7' -

4"

7' -

4 1

/16"

5' - 9" 3' - 9 3/8"

FACE OF MASONRY

24' - 2" (FV)

10 1/2" 4 1/4" 15' - 6 3/4" 5' - 10 3/4" 4 1/4" 1' - 1 1/2"

24' - 2" (FV)

10 1/2" 4 1/4"15' - 6 3/4" 5' - 10 3/4"

4 1/4" 1' - 1 1/2"

11' -

11 1

1/1

6"

15' -

3"

14' -

11"

26' -

2 1

/2"

12' -

4 1

/2"

7' -

11"

8"

F F

11' - 3" (FV)

3/4" T&G PLYWOOD DECKING

1B

14' - 7"

HSS4X

4X1/

4

COL

HSS4X4X1/4

COL

HSS4X4X1/4

COL

HSS4X4X1/4

COL

HSS4X4X1/4

COL

W12

X58

COL

W12X58

COL

W12

X58

COL

W12X58

COL

HSS5X

5X1/

4

COL

HSS5X5X1/4

COL

89' -

3 1

1/1

6"

W12X26

W12X26

W12X58

HSS12X10X3/8

W12X

65

1A

1A

W12X

58

W12X

58

W12X

58

W12X

58

HI

LO

HSS12X8X5/16

W12X26

W12X

58

W12X

58

W12X

14

W12X

14

LO HI

3" LW CONC (110 pcf) REINF W/ 6x6-W2.1xW2.1 WWF ON 1"x 26GA TYPE "C" GALV METAL DECK TOC EL= 9'-2 1/2"

3' - 0 1/2" W12x14 @ 5 EQ SPACES 3' - 0 1/2"

1

S102

2

S102

3

S102

4

S102

5

S102

6

S102

OPEN TO BELOW

7

S102

8

S102

9

S102

10

S102

6 1/4"

11 1/2"

HSS12X4X1/4

L3X3X1/4 (TYP)

HS

S8X

4X

1/4

UP

DO

WN

3A

3A

W12X

14

W12X

14

LO

LO

2x12 BLOCKING B/W JOISTS

1

S201

2

S201

HS

S8X

4X

1/4

2' - 0 1/4" 3' - 6" 10' - 8" 3' - 6" 1' - 9 1/4"

HS

S8X

4X

1/4

HS

S8X

4X

1/4

1

S201

SIM

2x12

THIS RIGID FRAME SHALL BE INSTALLED PRIOR TO EXIST FACADE DEMOLITION

3

S201

3

S201

PROVIDE 8"x6"x1/2" BEARING PL ON 1" GROUT W/ (2)-3/4"Øx8" LG HEADED ANCHORS

FLOOR DIFFUSER OPENING SEE MECH

3

EL= + 9' - 2 1/2"

VERIFY W/ ARCH'L

SLAB - SEE PLAN

EL= + 13' - 0" +/-

EXIST MASONRY

8"

CONT L4x4x3/8 W/ 1/2"Ø HILTI RODS & HIT-H70 @ 18" OC(INSTALL BEFORE ERECTING BEAM)

6 1/4"

1/2"Ø BOX BOLT @ 36" OC

W12X58

W12X14STEEL BEAMSEE PLAN

L3x3x1/4

3A

A B

W12X26HSS12X8X5/16

1' - 6 1/4"

TOS EL= + 9' - 4"

SLAB - SEE PLAN

STEEL BEAMSEE PLAN

3"

HSS12X4X1/4

L3X3X1/4

L3X3X1/4

L3X3X1/4

3/16

3/16

3/16

3/16

CURTAIN WALL SEE ARCH'L

EL= + 9' - 2 1/2"

3

W12X58

W12X14

COL - SEE PLAN

EL= + 9' - 2 1/2"

4 1

/2"

VERIFY W/ ARCH'L

1A

EXIST MASONRY

6 1/4"

3A

FACE OF MASONRY BEYOND

CHIP OUT MASONRY AS NEEDED FOR COL INSTALLATION

3

W12X58

EL= + 13' - 0"

EXIST MASONRY

6 1/4"

CONT L4x4x3/8 W/ 1/2"Ø HILTI RODS & HIT-H70 @ 18" OC(INSTALL BEFORE ERECTING BEAM)

1/2"Ø BOX BOLT @ 36" OC

8"

3A

C

HSS12X10X3/8

EL= + 14' - 0"

W12X65

3/4" PLYWOOD FASTEN TO BEAM W/ #12 SCREWS @ 6" OC

EXIST JOIST

SHIM AS REQ'D

3/8" STIFF PL EA SIDE

GUARDRAIL SEE ARCH'L / MFR

3/16 2-12

(4)-3/4"Ø A325 FULLY TENSIONED BOX BOLTS

CONNX PL BY GUARDRAIL MFR 3" 4"

FV

D

EXIST JOIST

EL= + 14' - 0"

W12X58

EL= + 13' - 0" +/-

EXIST W12

W12X65

2x12 BLOCKING

3/8" STIFF PL NS & FS

1/2" PL NS & FSW/ (3)-3/4"Ø BOLTS EA SIDE

(4)-1"Ø BOLTS FULLY TIGHTEN


FV

F

EL= + 14' - 0"

W12X26

HSS4X4X1/4COL

EXIST MASONRY WALL

6x6x3/8 BENT PL W/ 1/2"Ø x8" LG ROD W/ HILTI HIT HY70 INTO EXIST WALL (NS & FS)

EXIST JOIST


FV

F

3/4" PLYWOOD

EXIST JOIST

W12X26

HSS4X4X1/4COL

6x6x3/8 BENT PL W/ (2)-1/2"Ø LAG BOLTS

EL= + 14' - 0"

2x12 BLOCK FASTENED TO EXIST WALL STUDS BEYOND W/ (2)-8d NAILS @ EA STUD

FV

3

EXIST MASONRY

EL= + 14' - 0"

FV

3/4" PLYWOOD

NEW 2x12

EXIST 2x JOISTS (FV)

2' - 0"

6 1/4"

2x12 BLOCKING

3A

(2)-2x6 x 2'-0" LG W/ (4)-5/8"Ø RODS EMBEDDED 6" W/ HILTI HIT-HY 70 ANCH

(6)-10d NAILS

TOENAIL TO JOIST

EXIST W12

3/4" PLYWOOD

3/4" PLYWOOD8" CMU ELEVATOR WALL

VERIFY W/ MFR

5' - 9" x (7'-4")

EXIST JOISTNEW 2x12 @ ENDS

2x12 BLOCKING B/W EA JOIST

16" BOND BEAM W/ (4)-#5 CONT TOP & BOT

W8 HOIST BEAM ELEV PER MFR VERIFY QUANTITY & LOCATION W/ MFR (W8 TO BEAR ON 10"x7"x1/2" PL W/ (3)-3/4"Ø x6" LG HEADED STUDS

CONT 6" 18 GA BLOCKING

STIFF CLIP CL400-68 W/ 3/8" EXP ANCH IN CMU & (4)-#2 SCREWS

600S200-43 JOISTS @ 16" OC

16" BOND BEAM W/ (4)-#5 @ FLOOR LEVEL

16" BOND BEAM W/ (4)-#5 @ FLOOR LEVEL




TOENAIL TO JOIST

14' - 0"

NEW 2x6 VERT

(4)-8d NAILS

SIMPSON H4 ANCH

2x4 DIAG NEW @ SUPPORT

EXIST TRUSS @ 24" OC (FV)

CONT 2x6 W/ (2)-#12 SELF DRILLING SCREWS @ 12" OC

L6x6x3/8 CONT W/ 5/8"Øx6" LG HILTI HIT-HY 70 @ 12" OC

FV

(4)-8d NAILS

(4)-8d NAILS

EL= + 30' - 0"

VERIFY W/ ARCH'L

1-1/2"x22 GA TYPE "B" GALV MTL DECK FASTEN W/ #12 TEK SCREWS @ 36/4 PATTERN W/ PERIMETER SCREWS @ 6"

2x6 BLOCKING W/ 5/8"Øx6" LG EXP ANCH @ 12" OC

8d NAILS @ 6" OC THRU EXIST WOOD DECK

EXIST ROOF

©


TYLER, TEXAS 75703903.592.0728


JOB NUMBER

SHEET NUMBER

DATE


E

D

C

B

A

1 2 3 4 5 6

PROJECT MANAGER



PAIGE ENGEL

17-022


ENGINEER:

LICENSE NO.






107065


S102SECOND FLOOR FRAMING

PLAN & SECTIONS

SO

UT

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BA

NK

DO

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TO

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BR

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EX

AS

09/11/1719.093

N

SCALE: 1/4" = 1'-0"

SECOND FLOOR FRAMING PLAN

SECTIONSCALE: S102 1" = 1'-0"

1


2


3


4 SECTIONSCALE: S102 1" = 1'-0"

5


6 SECTIONSCALE: S102 1" = 1'-0"

7


8


9SECTIONSCALE: S102 1" = 1'-0"

10NOTES:

1. MOMENT CONNECTION, SEE TYPICAL DETAIL.

2. THE LATERAL STABILITY OF THE STRUCTURE REQUIRES MC TO BE COMPLETE, DECK TO BE INSTALLED & CONNECTIONS TO MASONRY TO BE COMPLETE.

3

3

A A

C C

W12

X58

COLW

12X58

COL

1A

1A

W12X58

DEMO ROOF BACK TO FIRST ROOF TRUSS PAST C LINE SHORE AS REQ'D

24' - 2" (FV)

10

S102

W8X

24

HO

IST

BE

AM

FV1' - 2 3/4"

FV

21' - 5 1/2" FV1' - 5 3/4"

W12

X58

COL

W12

X58

COL

W12X58

W12X

22

W12X

22

20' -

3 1

/2"

BOD EL= 31'-4"

BOD EL= 30'-10 7/8"

SLO

PE

1/4

"/F

T

W12X

22

W12X

22

W12X

22

EQ EQ EQ EQ 1-1/2"x22 GA TYPE "B" GALV METAL DECK

1' - 2 3/4" 21' - 5 1/2" 1' - 5 3/4"

1

S103

2

S103

3

S103

3

S103

1-1/2"x22 GA TYPE "B" GALV METAL DECK

THIS RIGID FRAME SHALL BE INSTALLED PRIOR TO EXIST FACADE DEMOLITION

EXIST TRUSSES TO BE MODIFIED FV - SHORE TO FOUNDATION UNTIL NEW SUPPORTS ARE IN PLACE

PROVIDE "X" BRACING W/ 2x6 FRAMING B/W TRUSSES IN AREAS OF LAY-IN CEILING

CONNECT BRIDGING TO CMU W/ L3x3x1/4 x6" CLIP W/ (2)-5/8"Øx6" LG RODS IN HILTI HIT-HY 70

EXIST WOOD TRUSSES @ 24" OC FV

2x6 CONT BRIDGING @ BOT CHORD OF EXIST TRUSS @ 1/3 POINTS FASTEN TO EACH TRUSS W/ (2)-10d NAILS (INSTALL DURING CEILING DEMOLITION)

A

CURTAIN WALL SEE ARCH'L

BOD EL= 31'-4"

CONT HSS6x2x3/16

C6x8.2 @ 48" OCINFILL W/ 600S162-43 @ 16" OC

EL = 27' - 4"

TOS EL = 33' - 8 1/2"

8"

1/2"x6" LG PL EA @ CHANNEL LOCATIONS

1/2"x6" LG PL EA @ CHANNEL LOCATIONS

BENT PL 3"x3/8" @ CHANNELS

BEAM - SEE PLAN

BEAM - SEE PLAN

METAL DECKSEE PLAN

L3x3x1/4 @ EA BEAM LOCATION

C6x8.2 @ 48" OCINFILL W/ 600S162-43 @ 16" OC

CONT HSS6x2x3/16

CONT L4x4x1/4

3/16 2-12

1/8 4

1/8 4

3/16

3/16

1/8 4

1/8 4

CONT L6x6x5/16 CONNX TO CURTAIN WALL BY MFR

C

METAL DECKSEE PLAN

EXIST WOOD DECKING FV

(2)-2x6 NAILER

EXIST TRUSSFV

3/8" STIFF PL @ L4X4 LOCATIONS

BEAM - SEE PLAN

CONT L4x4x1/4

RECONNECT EXIST TRUSS BRACING FV

3/16

3/16

3/16

3/16

FIELD DETERMINE

#12 SELF DRILLING SCREWS INTO BENT PL @ 12" OC - STAGGER FACE

10d NAILS @ 6" OC

L3x3x1/4 DIAG BRACING @ 2 LOCATIONS (1/3 POINTS OF BEAM SPAN)

L4x4x1/4 HANGER @ 48" OC

CONT BENT PL 6"x4"x1/4" (LLH)

3/16 2-12

BOD EL= 30'-10 7/8"

6"

EXIST MASONRY WALL

6 1/4"

5/8"Ø RODS EMBEDDED 6" W/ HILTI HIT-HY 70 @ 16" OC

1/4 3-12

METAL DECKSEE PLAN

BEAM - SEE PLAN

CONT BENT PL 6"x3/8"

©


TYLER, TEXAS 75703903.592.0728


JOB NUMBER

SHEET NUMBER

DATE


E

D

C

B

A

1 2 3 4 5 6

PROJECT MANAGER



PAIGE ENGEL

17-022


ENGINEER:

LICENSE NO.






107065


S103ROOF FRAMING PLAN &

SECTIONS

SO

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EX

AS

09/11/1719.093

N

SCALE: 1/4" = 1'-0"

ROOF FRAMING PLAN

NOTES:

1. MOMENT CONNECTION, SEE TYPICAL DETAIL.

2. THE LATERAL STABILITY OF THE STRUCTURE REQUIRES MC TO BE COMPLETE, DECK TO BE INSTALLED & CONNECTIONS TO MASONRY TO BE COMPLETE.


1


2


3

DESIGN WIND PRESSURE FOR COMPONENTS & CLADDING

PRESSURE (PSF)

(+) PRESSURE ACTING TOWARD SURFACE (-) PRESSURE ACTING AWAY FROM SURFACE

BUILDING AREA ZONE

+16

-41 1

+16

-642

+16

-873

+28

-294

+28

-505

+92

+115

4

5

ROOF & WALLS

PARAPET

PRESSURES BASED ON Vult (A=32 FT²)

BASE PLATE SCHEDULE

COLUMN BASE PLATE SIZE ANCHOR BOLTS REMARKS

HSS4x4x1/4 9"x5/8"x0'-9" (4)-3/4"Ø x 1'-4" LG HEADED

HSS5x5x1/4 12"x3/4"x1'-0"

12"x1-1/8"x1'-0"W12x58

* ALL COLUMNS TO HAVE 4 ANCHOR BOLTS. ORIENTATION OF BASE PLATES MAY VARY AT CORNER LOCATIONS.* EXTERIOR COLUMN BASE PLATES TO REMAIN CLEAR OF BRICK BEARING.

(4)-3/4"Ø x 1'-4" LG HEADED

(4)-1"Ø x 1'-4" LG HEADED

PLAN AT TYPICAL CORNER REINFORCING

(FOR ALL REINFORCED CONCRETE BEAMS, WALLS AND REINFORCED MASONRY.)

30 D

IA

30 DIA

20 D

IA

20 DIA

TYPICAL MOMENT CONNECTION DETAIL

PLATE "T" = TF

BACKER BAR

PLATE 3/8" W/ MAX ROWS OF 7/8"Ø A325 BOLTS

TF

(LA

RG

ES

T)

K+

1/8

"

1/4

1/4

TYPICAL MASONRY REINF. AT INTERSECTIONS AND CORNERS

ARCH'L.

SEE

16" NOM.

(3)-#5 VERT. (MIN.) @ CORNERS

HORIZ. LADDER TYPE REINF. @ 16" NOT SHOWN (TYP.)

FULL-HT. VERT. REINF. @ "T" INTERSECTIONS & CORNERS (PLATE ANCHORS NOT SHOWN FOR CLARITY)

(4)-#5 VERT. (MIN.) @ "T" INTERSECTIONS

REINF. SHOWN IS MIN. - MATCH REINF. SHOWN ON PLANS

LINTEL DETAILS

LINTEL _ LINTEL _

UP TO 4'-8" UP TO 6'-8"

1/2"

L4x3-1/2x5/16 (LLV) x MO +8" MINIMUM BEARING EACH END

1/2"

L5x3-1/2x5/16 (LLV) x MO +8" MINIMUM BEARING EACH END

A B LINTEL _

8" NOM

4 5

/8"

16" DEEP "U" BLOCK W/ (2)-#7 @ BOT x MO +12" MIN BEARING EACH END

C

B

3

S201

TYP

11"

AR

CH

SE

E

TY

P2 1

/8"

TYP3 3/8"

3/16

1/8TYP

3/16" PL

HSS8X4X1/4CONT

HSS12X4X1/4

W12X26

1' - 6 1/4"

SLAB - SEE PLAN

COORDINATE TOP ELEVATION W/ ARCH'L - STAIR TO RECEIVE WOOD SURFACE

C

3/16

TYP

11"

AR

CH

SE

E

FLOORING ON 3/4" PLYWOOD

EXIST JOISTSHSS12X10X3/8

TYP3 3/4"

TY

P

2 1

/8"

3/16" PL

1/8TYP

3

S201

HSS8X4X1/4CONT

1/8

1/8TYP

EDGE FASTENERS PER 5/S102

COORDINATE TOP ELEVATION W/ ARCH'L - STAIR TO RECEIVE WOOD SURFACE

CONNX PL BY GUARDRAIL MFR

GUARDRAIL SEE ARCH'L / MFR

1/8

1/8TYP

HSS8X4X1/4

6"3' - 6"6"

1/83/16" PL

FIELD DRILL HOLES TO MOUNT WOOD FLOORING - SEE ARCH'L

©


TYLER, TEXAS 75703903.592.0728


JOB NUMBER

SHEET NUMBER

DATE


E

D

C

B

A

1 2 3 4 5 6

PROJECT MANAGER



PAIGE ENGEL

17-022


ENGINEER:

LICENSE NO.






107065


S201GENERAL NOTES &TYPICAL DETAILS

SO

UT

HS

IDE

BA

NK

DO

WN

TO

WN

BR

AN

CH

TY

LE

R, T

EX

AS

09/11/1719.093

GENERAL NOTES:__________________________________________________________________

GENERAL:

1. THE CONTRACTOR SHALL VERIFY FIELD DIMENSIONS AND CONDITIONS BEFORE CONSTRUCTION AND NOTIFY THE ARCHITECT OF ANY DISCREPANCIES OR INCONSISTENCIES IN THE DRAWINGS BEFORE PROCEEDING WITH THE WORK.

2. THESE DRAWINGS ARE NOT TO BE SCALED. CALLED DIMENSIONS GOVERN SCALED DIMENSIONS.

3. THE CONTRACTOR SHALL VERIFY LOCATIONS AND SIZES OF ALL OPENINGS IN FLOORS AND ROOFS AND ALL INSERTS AND EMBEDDED ITEMS WITH MECHANICAL, ELECTRICAL, AND ARCHITECTURAL DRAWINGS BEFORE PLACING CONCRETE, INSTALLING METAL DECKING OR ERECTING ANY STRUCTURAL LOAD BEARING MATERIAL. THE GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL COORDINATION WITH SUB-CONTRACTORS.

4. ADEQUATE TEMPORARY BRACING WILL BE REQUIRED OF ALL STRUCTURAL PIECES OR UNITS UNTIL THE FLOOR AND ROOF DECK ARE IN PLACE, AND ALL CONCRETE HAS BEEN PLACED AND GAINED ITS ULTIMATE STRENGTH.

5. IN CASE OF DRAWING DISCREPANCIES IN DIMENSIONS AND ELEVATIONS BETWEEN STRUCTURAL AND ARCHITECTURAL DRAWINGS, CONTRACTOR SHALL VERIFY WITH ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION.

6. THE LATEST EDITION OF IBC, ACI, AISC, AWS, CRSI, AND NDS SPECIFICATIONS SHALL GOVERN ALL PHASES OF FABRICATION AND CONSTRUCTION.

7. STRUCTURAL DESIGN CRITERIA (REF IBC 2012 AND ASCE 7-10):

ROOF DEAD LOAD - 20 PSF ROOF LIVE LOAD - 20 PSF

FLOOR LIVE LOAD - 100 PSF

OCCUPANCY CATEGORY II

WIND LOAD Vult - 115 MPH PER ASCE 7-10 Vasd - 90 MPH PER IBC 2012 EXPOSURE C GCpi = +/- 0.18 SEE CHART FOR COMPONENTS AND CLADDING DESIGN PRESSURES

SEISMIC LOAD IMPORTANCE FACTOR, Ie = 1.0 Ss = 0.11 S1 = 0.06 SITE CLASSIFICATION D Sds = 0.11 Sd1 = 0.09 SEISMIC DESIGN CATEGORY B SEISMIC FORCE RESISTING SYSTEM - ORDINARY PLAIN MASONRY SHEAR WALLS RESPONSE MODIFICATION COEFFICIENT, R = 1-1/2 SEISMIC RESPONSE COEFFICIENT, Cs = 0.07 ANALYSIS PER EQUIVALENT LATERAL FORCE PROCEDURE DESIGN BASE SHEAR - 5.8-KIPS

SNOW LOAD IMPORTANCE FACTOR, Is = 1.0 GROUND SNOW LOAD, Pg = 5 PSF 8. CONTRACTOR SHALL REVIEW AND STAMP ALL SUBMITTALS BEFORE FORWARDING TO ARCHITECT/ENGINEER FOR REVIEW. CONTRACTOR SHOULD INCORPORATE TEN (10) WORKING DAYS FOR ENGINEER REVIEW.

QUALITY ASSURANCE:

1. TESTING LABORATORY SHALL SUBMIT REPORTS INDICATING RESULTS AND OBSERVATIONS OF TESTS AND INSPECTIONS AND STATING COMPLIANCE OR NONCOMPLIANCE WITH CONTRACT DOCUMENTS TO ARCHITECT (STRUCTURAL ENGINEER) PER IBC 1704 AND 1705 AND GOVERNING CODE AUTHORITY. CONTRACTOR SHALL COORDINATE WITH TESTING AGENCY FOR ACCESS AND TESTING OF MATERIALS AND CONSTRUCTION. CONTRACTOR SHALL REIMBURSE OWNER FOR COSTS RELATED TO TESTS AND INSPECTIONS OF UNIDENTIFIABLE MATERIALS OR MATERIALS FURNISHED WITHOUT CERTIFIED LABORATORY TEST REPORTS, MATERIALS FOUND DEFICIENT AFTER INITIAL TESTS AND INSPECTIONS, OR MATERIALS REPLACING DEFICIENT MATERIALS. SEE SPECIFICATIONS FOR ADDITIONAL TESTING AND INSPECTION REQUIREMENTS.

2. PROVIDE CEMENT, AGGREGATES, REINFORCING STEEL, STRUCTURAL STEEL, HIGH-STRENGTH BOLTS, OPEN-WEB STEEL JOISTS, ETC., FROM IDENTIFIABLE TESTED STOCK. SUBMIT CERTIFIED LABORATORY TEST REPORTS TO ARCHITECT (STRUCTURAL ENGINEER) AND GOVERNING CODE AUTHORITY. IF MATERIALS CANNOT BE IDENTIFIED OR IF CERTIFIED LABORATORY TEST REPORTS CANNOT BE MADE AVAILABLE, TESTING LABORATORY WILL PERFORM TESTS TO DETERMINE CONFORMANCE WITH CONTRACT DOCUMENTS AS DIRECTED BY ARCHITECT (STRUCTURAL ENGINEER).

3. THE OWNER SHALL ENGAGE AN APPROVED AGENCY TO PROVIDE SPECIAL INSPECTIONS COMPLYING WITH IBC CHAPTER 17 AND THE STATEMENT OF SPECIAL INSPECTIONS PROVIDED BY THE STRUCTURAL ENGINEER OF RECORD (SER) FOR THE FOLLOWING: a. STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL PER TABLE 1705.2.2 b. STRUCTURAL STEEL CONSTRUCTION PER AISC 360-10 c. CONCRETE CONSTRUCTION PER TABLE 1705.3 d. MASONRY CONSTRUCTION PER TABLE 1.19.2 (TMS 402-11/ACI 530-11/ASCE 5-11) e. WOOD CONSTRUCTION PER SECTION 1705.5 f. SHALLOW FOUNDATION AND FILL INSTALLATION PER TABLE 1705.6

4. SPECIAL INSPECTIONS AND OBSERVATIONS COMPLYING WITH IBC 1705.10 FOR WIND RESISTANCE ARE NOT REQUIRED FOR THIS PROJECT.

5. SPECIAL INSPECTIONS AND OBSERVATIONS COMPLYING WITH IBC 1705.11 FOR SEISMIC RESISTANCE ARE NOT REQUIRED FOR THIS PROJECT.

FOUNDATION:

1. SHALLOW FOOTINGS SHALL BEAR A MINIMUM OF 1'-4" BELOW LOWEST ADJACENT FINISHED GRADE ON FIRM NATURAL SOIL WITH A MINIMUM ALLOWABLE NET BEARING CAPACITY OF 2,000. CONTINUOUS FOOTINGS SHALL HAVE MINIMUM ALLOWABLE BEARING CAPACITY OF 3,000-PSF.

2. EXPOSED SURFACE AREAS TO RECEIVE SELECT FILL SHOULD BE SCARIFIED TO A MINIMUM DEPTH OF 8 INCHES, THE MOISTURE CONTENT ADJUSTED TO WITHIN ONE PERCENT BELOW AND THREE PERCENT ABOVE OPTIMUM AND COMPACTED TO A MINIMUM OF 95% ASTM D698 DENSITY. SUBGRADE ELEVATION SHALL BE LEVEL OR BENCHED WITH A TRANSITION OF 3H:1V. DO NOT PLACE FILL ON SLOPING SUBGRADE.

3. ALL SOIL USED AS FILL SHALL BE A CLAYEY SAND (SC) OR LOW PLASTICITY SANDY CLAY (CL) WITH A LIQUID LIMIT LESS THAN 40, PLASTICITY INDEX BETWEEN 7 AND 18, AND LESS THAN 70% PASSING THE No. 200 SIEVE. ALL FILL SHALL BE PLACED IN 8" LIFTS AND COMPACTED TO 95% ASTM D698 DENSITY.

4. EACH LIFT OF COMPACTED SOIL SHALL BE TESTED PRIOR TO PLACEMENT OF SUBSEQUENT LIFTS (1 TEST PER 2,500-SF WITH 4 TESTS MINIMUM PER LIFT).

5. EARTH FORMED GRADE BEAMS WILL NOT BE ALLOWED. ALL GRADE BEAMS SHALL BE FORMED WITH PLYWOOD OR METAL FORMS ON BOTH SIDES. 6. CONTRACTOR SHALL PROVIDE FOR DEWATERING AT EXCAVATIONS FROM EITHER SURFACE WATER OR SEEPAGE.

7. CONTRACTOR SHALL PROVIDE ADEQUATE EXCAVATION SHORING TO PREVENT CAVE-INS.

REINFORCING STEEL:

1. ALL REINFORCING STEEL SHALL BE NEW BILLET, ASTM A615 GRADE 60 DEFORMED DOMESTIC BARS. ALL DETAILING, FABRICATION, PLACING AND SUPPORTING SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF ACI 318 AND CRSI.

2. ALL DOWELS SHALL BE THE SAME SIZE AND SPACING AS ADJOINING MAIN BARS (MIN. LAP 30 BAR DIA.), UNLESS NOTED OR DETAILED OTHERWISE. THE MINIMUM SPLICE OF ALL CONTINUOUS BARS SHALL BE 40 BAR DIA. (2'-0" MIN.). PROVIDE OUTSIDE CORNER BARS IN ALL BEAMS, BARS SHALL BE SAME SIZE AS MAIN BEAM STEEL; LAP 30 BAR DIA.

3. CLEAR MINIMUM COVERAGE OF CONCRETE OVER REINFORCING BARS SHALL BE PER ACI 318 AND AS FOLLOWS:

CONCRETE CAST AGAINST EARTH -------------------- 3" FORMED CONCRETE AGAINST EARTH --------------- 1-1/2" TOP OF SLABS-ON-GRADE -------------------------------- 3/4" TOP AND BOTTOM OF SUSPENDED SLABS --------- 3/4" OR BAR DIA. 4. ALL REINFORCING BARS, WELDED WIRE FABRIC, BOLTS, DOWELS, INSERTS, ETC., SHALL BE RIGIDLY SECURED IN POSITION PRIOR TO PLACING CONCRETE.

5. CONTRACTOR SHALL SUBMIT COMPLETE SHOP AND PLACING DRAWINGS AND OBTAIN APPROVAL PRIOR TO FABRICATION.

CONCRETE:

1. CONCRETE SHALL HAVE THE FOLLOWING 28-DAY STRENGTHS: FOOTINGS, GRADE BEAMS, AND SLABS-ON-GRADE - 3,000 PSI SLAB-ON-METAL DECK - 3,500 PSI

AIR ENTRAINMENT SHALL NOT EXCEED 3% AND WATER/CEMENT RATIO SHALL NOT EXCEED 0.50 FOR INTERIOR SLABS WITH A STEEL TROWEL FINISH.

2. CHAMFER ALL EXPOSED EDGES TO 3/4" UNLESS OTHERWISE NOTED.

3. MAXIMUM AGGREGATE SHALL BE AS FOLLOWS: FOOTINGS, GRADE BEAMS, AND SLABS-ON-GRADE - 1-1/2" SLABS ON METAL DECK - 1"

4. ALL CONSTRUCTION JOINTS IN BEAMS SHALL BE KEYED USING A HORIZONTAL KEYWAY AND JOINT SHALL BE LOCATED AT MIDDLE THIRD OF SPAN. REINFORCING SHALL BE CONTINUOUS THROUGH JOINT.

5. SAND LAYER UNDER VAPOR BARRIER SHALL BE CLEAN MIXTURE OF CRUSHED STONE, CRUSHED GRAVEL, AND MANUFACTURED OR NATURAL SAND; ASTM D448 SIZE 10, WITH 100% PASSING A 3/8" SIEVE, 10% TO 30% PASSING A No. 100 SIEVE, AND AT LEAST 5% PASSING THE No. 200 SIEVE. MATERIAL SHALL COMPLY WITH DELETERIOUS SUBSTANCE LIMITS OF ASTM C33 FOR FINE AGGREGATES.

6. FOR EXPOSED SLABS, AFJMc RECOMMENDS APPLYING AN EVAPORATION RETARDER TO THE CONCRETE SLAB TO PREVENT PLASTIC SHRINKAGE CRACKING. EVAPORATION RETARDER SHOULD BE APPLIED PRIOR TO SAWCUTTING AND APPLICATION OF THE CURING COMPOUND. THIS IS A RECOMMENDATION ONLY AND THE CONTRACTOR REMAINS RESPONSIBLE FOR SLAB FINISHING MEANS AND METHODS AND FOR THE QUALITY OF THE FLOOR FINISH.

7. ALL EXPOSED CONCRETE TO RECEIVE RUBBED FINISH UNLESS OTHERWISE NOTED.

STRUCTURAL STEEL:

1. ALL STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL CONFORM TO THE 14TH EDITION OF THE AISC MANUAL OF STEEL CONSTRUCTION AND AISC 360-10 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS". STEEL FOR WIDE FLANGE, CHANNEL, AND S-SHAPES SHALL CONFORM TO ASTM A992, HSS SQUARE AND RECTANGULAR SECTIONS SHALL CONFORM TO ASTM A500 GRADE C (50-KSI), HSS ROUND SECTIONS SHALL CONFORM TO ASTM A500 GRADE B (46-KSI), ALL OTHER STRUCTURAL STEEL SHAPES AND PLATE SHALL CONFORM TO ASTM A36.

2. UNLESS NOTED OTHERWISE, CONNECTIONS BETWEEN STRUCTURAL STEEL MEMBERS SHALL BE SELECTED OR COMPLETED BY AN EXPERIENCED STEEL DETAILER PER SECTION 3.1.2 OPTION #2 OF THE CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.

3. CONNECTIONS OF STRUCTURAL STEEL BEAMS TO COLUMNS AND BEAMS TO BEAMS SHALL BE BEARING TYPE WITH STANDARD CLIP ANGLES WITH THE MAXIMUM NUMBER OF BOLT ROWS USING 3" SPACING PERMITTED BY THE INDIVIDUAL BEAM SIZE, UNLESS NOTED OTHERWISE. STRUCTURAL STEEL FLOOR OR ROOF FILLER BEAMS CARRYING GRAVITY LOAD ONLY MAY BE CONNECTED TO GIRDERS USING SINGLE ANGLE SHEAR CONNECTIONS SIZED TO DEVELOP THE ASD LEVEL DESIGN REACTIONS SHOWN.

4. LOAD-BEARING STRUCTURAL MEMBERS AND ASSEMBLIES FABRICATED IN THE SHOP SHALL BE INSPECTED PER IBC 1704.2.5 UNLESS THE FABRICATOR IS APPROVED BY THE BUILDING OFFICIAL. APPROVED FABRICATORS SHALL SUBMIT A CERTIFICATE OF COMPLIANCE AT THE COMPLETION OF FABRICATION IN LIEU OF THE INSPECTIONS SPECIFIED IN IBC 1704.2.5. 5. ALL WELDING SHALL CONFORM TO THE RECOMMENDATIONS OF THE AWS, AND ALL WELDS, INCLUDING FIELD, SHALL BE MADE ONLY BY CERTIFIED WELDERS USING E7OXX ELECTRODES.

6. ALL STRUCTURAL BOLTS SHALL BE 3/4"-DIAMETER ASTM A325-N, BEARING TYPE UNLESS NOTED OTHERWISE.

7. ANCHOR RODS SHALL BE ASTM F1554 GRADE 36. ALL ANCHOR RODS SHALL BE SET WITH TEMPLATES TO THE TOLERANCES GIVEN IN SECTION 7.5.1 OF THE CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. CEMENTITIOUS NON-SHRINK GROUT UNDER BASE PLATES AND BEARING PLATES SHALL HAVE A MINIMUM STRENGTH OF 6,000-PSI.

8. FLOOR DECKING SHALL BE 1", 26 GAGE, TYPE C, GALVANIZED STEEL DECK. ATTACH FLOOR DECK TO SUPPORTS WITH #12 TEK SCREWS (30/4 FASTENER PATTERN). PROVIDE ONE (1) #10 TEK SCREW SIDE LAP FASTENER AT MIDSPAN OF DECK, TYPICAL UNLESS NOTED OTHERWISE. ATTACH DECK TO PERIMETER SUPPORTS WITH #12 TEK SCREW AT 12" O.C. ALONG FLOOR EDGES.

9. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR MISCELLANEOUS STEEL ITEMS NOT SHOWN ON STRUCTURAL DRAWINGS.

10. CONTRACTOR SHALL SUBMIT COMPLETE SHOP DRAWINGS AND OBTAIN APPROVAL PRIOR TO FABRICATION.

MASONRY:

1. ALL CMU SHALL BE VERTICALLY REINFORCED WITH 1#5 AT 24" O.C. UNLESS NOTED OTHERWISE. PROVIDE #5 X 38" DOWEL INTO FOUNDATION AT ALL VERTICALLY REINFORCED CELLS. ALL CMU SHALL HAVE HORIZONTAL WIRE LADDER REINFORCING EVERY OTHER COURSE. HORIZONTAL WIRE LADDER REINFORCING SHALL HAVE PREFABRICATED CORNERS AND PREFABRICATED "T's" (TEES) AT WALL INTERSECTIONS.

2. USE 1/4"x1"x16" HB 344 RIGID ANCHORS AT ALL BLOCK WALL INTERSECTIONS OR CORNERS TO BE BUILT INTEGRALLY. SPACE ANCHORS AT 16" O.C. (STAGGER WITH HORIZONTAL WIRE LADDER REINFORCING). GROUT ALL CELLS WITH HB 344 ANCHORS.

3. MINIMUM COMPRESSION STRENGTH OF MASONRY ASSEMBLIES SHALL BE 1500-PSI (f'm = 1500-PSI).

4. ALL CONCRETE BLOCK ABOVE GRADE SHALL BE LIGHT WEIGHT (105 PCF DENSITY) AND ALL CONCRETE BLOCK BELOW GRADE SHALL BE NORMAL WEIGHT DENSITY (135 PCF DENSITY). CONCRETE BLOCK SHALL HAVE A MINIMUM ULTIMATE COMPRESSIVE STRENGTH BASED ON THE NET AREA OF THE BLOCK OF 1,900 PSI.

5. MORTAR FOR CONCRETE BLOCK UNIT MASONRY CONSTRUCTION SHALL CONFORM WITH ASTM C 270. MORTAR FOR ALL APPLICATIONS SHALL BE TYPE S (COMPRESSIVE STRENGTH AT 28-DAYS = 1,800-PSI). 6. GROUT SHALL HAVE A SLUMP OF 9" WITH A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI. ALL BLOCK CELLS WITH VERTICAL REINFORCING SHALL BE GROUTED FULL HEIGHT. ALL BOND BEAMS SHALL BE GROUTED FULL. ALL BELOW GRADE MASONRY SHALL BE FULLY GROUTED.

7. BOND BEAMS SHALL BE PROVIDED AT THE TOP OF ALL MASONRY WALLS. BOND BEAMS SHALL HAVE TWO (2) #5's CONTINUOUS UNLESS NOTED OTHERWISE. INSTALL #5 CORNER BARS AT WALL INTERSECTIONS OR WALL CORNERS.

TIMBER FRAMING:

1. SAWN LUMBER SHALL BE #2 K.D. SOUTHERN YELLOW PINE, MOISTURE CONTENT 15% WITH THE FOLLOWING ALLOWABLE STRESSES BASED ON A 2X12 SIZE PER NDS 2012:

F(b) = 975 psi, F(t) = 550 psi, F(c)(parallel to grain) = 1,450 psi F(c)(perpendicular to grain) = 565 psi, F(v) = 175 psi, E = 1,600,000 psi

2. ENGINEERED AND/OR SAWN TIMBER MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION STANDARDS (AITC) AND NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) LATEST EDITIONS.

3. ALL TIMBER MEMBERS IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH A WATER BORNE TREATMENT TO A NET RETENTION OF 0.3 POUNDS PER CUBIC FOOT.

4. PLYWOOD FOR ROOF SHEATHING SHALL BE 19/32" MIN, EXTERIOR GLUE (SPAN INDEX 40/20). NAILING FOR PLYWOOD ROOF SHEATHING SHALL BE 10d NAILS AT 6" O.C. ALONG PLYWOOD EDGES AND 12" O.C. ALONG INTERMEDIATE MEMBERS. BLOCK ALL PLYWOOD EDGES IF SUPPORTING FRAMING IS GREATER THAN 24" O.C.

5. PLYWOOD FOR FLOOR SHEATHING SHALL BE 3/4" MIN. NAILING FOR PLYWOOD SHEATHING SHALL BE 10d NAILS AT 6" O.C. ALONG PLYWOOD EDGES AND 12" O.C. ALONG INTERMEDIATE MEMBERS. BLOCK ALL PLYWOOD EDGES.

6. UNLESS NOTED OTHERWISE WOOD MEMBERS SHALL BE FASTENED PER IBC 2012 FASTENING SCHEDULE TABLE 2304.9.1.


1


2


3

EXPOSED STAIR STEEL SHALL MEET REQUIREMENTS PER AISC 360-10

STRINGERS SHALL BE CONT SHOP WELDED TO MATCH ARCH'L PROFILE

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