ST RUCTURAL CALCULATIO - Pavilion Construction...REINFORCIN G STEEL; REBA R SHAL L CONFOR M TO AST A615 O A70 6 (A70 REQ'D. FO AL REINFORCIN BE WELDED) AND SHALL BE GRADE 60 (fy =

e n g i n e e r s

ST R U C T U R A L C A L C U L A T I O

HIOIECT: KAR1GAN ESTATES PLAN 1 ST, MICHAELS, AZ

PROJECT Ha: SA1 1 1 4 0 1

CLIENT: PERLMAN ARCHITECTS

DATE December 12, 2011.

.SHEET INDEX

BASIS FOR DESIGN

DESIGN LOADS

FRAMING KEYPLAN

GRAVITY ANALYSIS

LATERAL ANALYSIS

FOUNDATION DESIGN

SLAB STRESSES

1

2

Kl

CI LI Fl

Phoenix

3fiSS.PrkeRoad

Chandler, AZ 85248

{p) 480.483:61 I I ,

(f> 4SO.4S3.6J 12

wrigh Ksngtn e m .cam

Las Vegas

"7425 Peak Drive

Las Vegas, NV 69128

(p) 702.931.7W0

(i) 702.933.700!

Irvine

2 Venture, Suite 200

Irvine, CA 926(8

(p) 949.477,4001

(f) 949.477:4009

Salt_L_aj££

9176 S. 300 W.

Suite 12

Sand?, UT 84070

(pJBQI;352.200S

(0801.352:2096

These tabulations are the sals property of WRIGHT ENGINEERS snd may not be reproduced 'm whole or part without written permission. Calculations are valid only for the above named project

and location and are not valid unless engineer's original wet signed seal is affixed.

http://4SO.4S3.6J

http://702.931.7W0

RIGHT e n g i n e e r s

BASIS FOR DESIGN

4.1

INTERNATIONAL BUILDING CODE 2006 16 PSF (REDUCIBLE) NA REFER TO "DESIGN WIND LOADS" SHEET REFER TO "DESIGN SEISMIC LOADS" SHEET 13 PSF

REFER TO "POST-TENSIONED SLAB-ON-GROUND" SHEET

ALL CONCRETE SHALL BE NORMAL WEIGHT OF 145 PCF USING HARDROCK AGGREGATES. MINIMUM 28-DAY COMPRESSIVE STRENGTH, f c, USED FOR DESIGN = 2500 PSI.

REINFORCING STEEL; REBAR SHALL CONFORM TO ASTM A615 OR ASTM A706 (A706 REQ'D. FOR ALL REINFORCING TO BE WELDED) AND SHALL BE GRADE 60 (fy = SO KSl) DEFORMED BARS U.N.O. REINFORCING IN SLABS ON GRADE MAY BE GRADE 40 (fy = 40 KSl) DEFORMED BARS FOR ALL BARS #4 AND SMALLER U.N.O. ON PLANS OR DETAILS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PRESTRESSING STEEL SHALL CONFORM TO ASTM A416, GRADE 270, SEVEN-WIRE LOW RELAXATION STRAND WITH A GUARANTEED ULTIMATE TENSILE STRENGTH OF 41.3 KIPS. NOMINAL DIAMETER SHALL BE 1/2 INCH AND NOMINAL AREA SHALL BE 0.153 SQ. INCHES.

1.1 1.2 1.3 1.4 1.5 1.6

2.1

3.1

BUILDING CODE: ROOF LIVE LOAD: FLOOR LIVE LOAD: WIND LOAD: SEISMIC LOAD: SNOW LOAD:

FOUNDATION:

CONCRETE:

5.1 STRUCTURAL STEEL: STANDARD AND YIELD STRENGTH SHALL BE AS FOLLOWS U.N.O.: SHAPE; STANDARD; THREADED ROD, EPOXY BOLTS, STUDS AND BOLTS IN WOOD CONNECTIONS ASTM A307

Fy:

6.1 SAWN LUMBER:

6.2 GLB: 6.3 LSL:

6.4 LVL:

6.5 PSL:

6.6 PLYWOOD:

6.7 NAILS:

SPECIES AND MINIMUM GRADE SHALL BE AS FOLLOWS U.N.O. SPF-HF-DF IS SPRUCE PINE FIR, HEM FIR OR DOUGLAS FIR. LSL MAY BE USED IN LIEU OF STANDARD OR STUD GRADES. USE: 2X4 TOP PLATES 2X4 STUDS (UP TO S'-1"), BLOCKING 2X4 STUDS (OVER S'-1") 2X6 TOP PLATES 2X6 STUDS (OVER 10'-0") 2X6 STUDS (UP TO 10'-0"), BLOCKING 6X BEAMS AND 6X POSTS

SPECIES AND GRADE SPF-HF-DF STANDARD SPF-HF-DF STUD SPF-HF-DF No. 2 SPF-HF-DF No. 2 SPF-HF-DF No. 2 SPF-HF-DF STUD DOUGLAS FIR No. 1

JOISTS, AND ALL OTHER SAWN LUMBER DOUGLAS FIR No. 2 GLULAM BEAMS (GLB) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 U.N.O. LAMINATED STRAND LUMBER (LSL) SHALL BE TRUS JOIST TIMBERSTRAND LSL, ()OC ESR-1387) GRADE 1.7E OR HIGHER (EXCEPTION: GRADE 1.3E OR HIGHER MAY BE USED FOR BEAMS OR HEADERS WITH DEPTHS LESS THAN OR EQUAL TO S 5/8"). LAMINATED VENEER LUMBER (LVL) SHALL BE TRUS JOIST MICROLLAM LVL (ICC ESR-1387) GRADE 1.9E OR HIGHER, LOUISIANA PACIFIC GANG-LAM W (ICC ESR-1254) GRADE 1.9E OR HIGHER, OR BOISE CASCADE VERSA-LAM (ICC ESR-1040) GRADE 2800 DF OR HIGHER. CONNECTION OF MULTIPLE PLY BEAMS SHALL BE PER MANUFACTURER'S SPECIFICATIONS. PARALLEL STRAND LUMBER (PSL) SHALL BE TRUS JOIST PARALLAM PSL (ICC ESR-1387) GRADE DF 2.0E OR HIGHER. C-D OR C-C SHEATHING CONFORMING TO THE FOLLOWING NOMINAL THICKNESS. SPAN RATING AND NAILING PATTERN U.N.O. NAILING IS ON CENTER SPACING: THICKNESS: SPAN RATING: EDGE NAILING: FIELD NAILING: THICKNESS: SPAN RATING: EDGE NAILING: FIELD NAILING: 3/8" 24/0 Bd AT 6" Sd AT 12" 3/4" 48/24 10d AT 6" 10d AT 12" 7/16" 24/16 8dAT6" 8dAT12" 1" 60/48 10dAT6" 10dAT12" 15/32" 32/16 8dAT6n 8dAT12" 11/8" 60/46 10dAT6" 10dAT12" ALL NAILS EXCEPT 16d NAILS SHALL BE COMMON NAILS U.N.O. 16d NAILS MAY BE 16d SINKER, 16d BOX OR 12d COMMON U.N.O.

K£_fiAS/SJ3C v2O071112.doc Copyrighl WRIGHT ENGINEERS V20071112

PROJECT: ,N0: SHEET:

DESIGN DEAD LOADS

SLOPED ROOF:

EXTERIOR WALLS:

INTERIOR WALLS:

STANDING SEAM METAL ROOFING

1/2" PLYWD

TRUSSES OR RAFTERS AT 24" O.C.

INSULATION

VT GYPBD CEILING

MECH & MISC

2.0 1.5 3.0 1.0 2.0 5.5

DL(PSF): 15.0 STUCCO SOFFIT ADD (PSFDL): 12

7I8T STUCCO

WALL SHEATHING

2x6 STUDS AT 16" O.C.

1/2" GYPBD

INSULATION

MISC.

10.0 0.5 1.7 2.0 0.7 2.1

DL(PSF): 17.0

STONE VENEER ADD (PSFDL): 6

1/2" GYPBD

2X4STUDSAT16"0.C.

1/2" GYPBD

MISC.

2.0 1.1 2.0 1.9

DLJPSFJ: 7.0

= 15",if

Pc5icU\ Sf]t>u> t-odds

6* M 1.0 W M n»f 'f« "*•»" **J * '^V^

r3 Pgf


KE_LOADS v0317OS.xlsf1EStDENTtAL

PROJECT:

Copyright WRIGHT ENGINEERS

.No:

UPDATE 02-12-03

'SHEET: 7

•w&vp-r-p .ROOF FRAMING PLAN - PLAN 1.

• w EUEVATION A

ROOF FRAMING PLAN - PLAN 1. «*<*•«• EEVATION B

E3RIGHT e n g i n e e r s

—ROOF FRAMWG PLAN - PLAN 1. ' " EL£VATION C

G3RIGHT e n g i n e e r s

E U t P i h r

PARTIAL ROOF FRAMNG PLAN - PLAN 1 - 15' EXTW90N-OPT. MUUT-GW - BfVATION A

PARTIAL ROOF —FRAMNG F U N - PLAN 1 - 15' E X T B N B I O N — *w OPT. BONUS ROOM/ BQDROOM 4 / BATH 3

BfVATION A

PROJECT; No: SHEET: ^ '

RIGHT « ngt f i « © f s

•PARTIAL ROOF FRAMING PLAN - PLAN 1 - 15' EXTENSION. feuir.i*- opj^ BEDROOM 3/ BEDROOM 4/ BATH 3

aEVATiON A

fmig&b Net

-

\ E5"

in |

a:

t

^

SSL.

PARTIAL ROOF .FRAMJNG PLAN - PLAN 1 - 15' EXTWSJON. OPT. M U I T - G B N I - EEVATION B

N m N l -

Q

0

_E2fe.

fe

PARTIAL ROOF .FRAMNG PLAN - PLAN 1 - 15* EXTENSION OPT. BONUS ROOM/ BEDROOM 4 / BATH 3 aEVATONB

K6


ROOFFRAMNG .PLAN - PLAN 1 - 15' EXTENSION.

>*,.«• Qpy BHJROOM 3/ BEDROOM 4 / BATH 3 ELEVATION B

PROJECT: No; K7

SHEET: '

e n g i n e e r s

i

"EF" 3D

t

JK6_

E

PARTIAL ROOF • FRAMNG PLAN - PLAN 1 - W EXTENSION. OPT. MULJF-GEN - ELEVATION C

PARTIAL ROOF .FRAMNG PLAN - PLAN 1 - 15' EXTENSION— OPT. BONUS ROOM/ BEDROOM 4 / BATH 3 ELEVATION C

PROJECT: No; SHEET: .. * * ?

• I RIGHT

e n g i n e e r s

PARTIAL ROOF FRAMING PLAN - PLAN 1 - B' EXTMION.

•«»».« opj. BEDROOM 3/ BH3ROOM 4/ BATH 3 ELEVATION C

PROJECT: No: SHEET:


PARTIAL ROOF FRAMING PLAN. « * " • • * PLAN 1 - OPT. EXTENDED COVKED PATIO

ELEVATION A

PARTIAL ROOF FRAMING PUN, W M * PLAN 1 - OPT. 7! GARAGE EXTENSION

ElfVATION A

PROJECT; NO; wxk W

GSRIGHT e n g i n e e r s

PARTIAL ROOF FRAMING PLAN. <—*•"• PLAN 1 - OPT. EXTBslDED COVERED PATTO

EUVATION B

PARTIAL ROOF FRAMING PLAN. — — « - PLAN 1 - OPT. 2' GARAGE EXTENSION

QJEVATION B

PROJECT: Not SHEET: ^


PARTIAL ROOF FRAMING PLAN. *».».** P L A N ! _ opT# EXTWDED COVERED PATIO

EUVATTON C

PARTIAL ROOF FRAMWG PLAN. "*"w PLAN 1 - OPT. 2' GARAGE EXTENSION

ELfVATlON C

PROJECT! No: SHEET; H ^

ESRIGHT e n g i n e e r s

BEAM: B1 5PAN(FT) 4.25

ATL < U 2 4 0

ALL < U 3 6 0

cD SHOW? [Y/N]

ATRIB (SQ FT)

ROOF SLOPE

OPTIONS:

fv(ps i ) @ d

ft) (PSI)

A (IN)

SPAN/A

BEAM: B2 SPAN (FT)

A T L < L

A L L < L

C D

SNOW? [Y/N]

ATRIB (SQ FT)

ROOF SLOPE

O P T I O N S :

fv(psi) @ d

ft> (PSI)

A (IN)

SPAN IA

B E A M : B 3

SPAN (FT)

A T L < L

A L L < U

C D

SNOW? [Y/N]

ATRIB (SQ FT)

ROOF SLOPE

O P T I O N S :

fv (ps i ) @ d

ft) (PSI)

A (IN)

SPAN/A

1.15 Y 0 4.0:12

No 4x4

50.7 857 0.08 615

3.25 '240

350 1.15 Y 0 5.0:12

No. 4x6

48.7 4B1 0.02 2250

5.25 240 360 1.15 Y O 5.0:12

No. 4x6

90.5 1256 0.12 534

DL (PSF)

ROOF 15

FLOOR 2 0

WALL 17

MISC 2 0

POINT LOAD —>

OFMICROLAMS: 2

(2) 1-3/4X 5.50 MICROLAMS

29 347 0.02 2834

P L (PSF)

ROOF 15

FLOOR 2 0

WALL 1 7

MISC 2 0

POINT LOAD —>

OF MICROLAMS: 2

(2) 1-3/4X 5.50

MICROLAM

49 481 0.01 2672

D L (PSF)

ROOF 15

FLOOR 2 0

WALL 17

MISC 20

POINT LOAD —>

OF MICROLAMS: 2

(2) 1-3/4X 5 .50

MICROLAM

90 1256 0.10 634

LL(PSF)

16 40 — 0

D L (LBS)

0 '

LL (PSF)

16 40 — 0

DL (LBS)

0

LL (PSF)

16 40 — 0

DL (LBS)

0

REDUCED

L L (PSF) TRIB (FT) W-n (PLF)

16.0 5 155 40 0 0

3 51 0 1 20

UNIFORM LOAD (PLF); 2 2 6

L L (LBS)

0 AT a/L = 0.00

REDUCED

L L (PSF) TRIB (FT) Wn. <PLF)

16.0 15 465 40 0 0 — 3 51 0 1 20

UNIFORM LOAD (PLF) : 5 3 6

LL(LBS)

0 AT a/L = 0.00

REDUCED

LL(PSF) TRIB (FT) WT, (PLF)

16.0 15 465 40 0 0 — 3 51 0 1 20

UNIFORM LOAD (PLF): 5 3 6

L L (LBS)

0 AT a/L = 0,00

Wu. (PLF)

80 0

— 0

80

COMMENTS

WL[ (PLF)

240 0

— 0

240

COMMENTS

WL| (PLF)

240 0

— 0

240

COMMENTS

REACTIONS (LBS)

LEFT RIGHT

310 310 170 170 480 480

MTL(LB-FT): 510

Built-up Header (plies) (2) 2x 6

DF No. 2

3 1

3 4 0

0 . 0 2

2 6 5 6

REACTIONS (LBS)

LEFT RIGHT

481 481 390 390 871 871

/ Mii.(LB-FT): 7 0 8

Built-up Header (piles) (2) 2x 6

DF No. 2

50 472 0.02 2504

REACTIONS (LBS)

LEFT RIGHT

777 777 630 630

1407 1407

MTL(LB-FT>: 1,847

Built-up Header (plies): (2) 2x 8

DF No. 2

66 693 0.04 1408

DL

LL

TL

2

DL

LL

TL

2

DL

LL

TL

2

KE Plan 1 AZ_ Wood Beam IBCJRC V0124O7,X)S Beam-1 Copyrighl WRIGHT ENGINEERS UPDATE01-24-07

e n g i n e e

BEAM: B4 SPAN (FT) 6.25

ATL < U 2 4 0

A L L < U 3 6 0

CD: 1.15 SNOW? [Y/N): Y

A T R I B ( S Q F T ) : 0

ROOF S L O P E : 4 .0 :12

N o .

O P T I O N S : 4 X 6

fv (psi) @ d

fb (PSI)

A (IN)

SPAN /A

177.4 1198 0.16 462

BEAM: B5 SPAN (FT) 7.50

A T L SI)

A (IN)

SPAN 16,

61.3 8S2 0.09 982

B E A M : B 6

SPAN (FT) 4.75 A T L < U 2 4 0

A L L < U 3 6 0

C D : 1.15

SNOW? [Y/N] : Y

A T R I B (SQ FT) : 0

ROOF S L O P E : 5 .0 :12

No .

O P T I O N S : 4 X 6

f v fps i ) @ d : 37 .6

ft (ps i ) : 4 8 3

A (iN): 0 .04

SPAN /A 1533

P L [PSF)

ROOF 15

FLOOR 2 0

WALL 17

MISC 2 0

POINT LOAD —>

OF MICROLAMS: 2

(2) 1-3/4X 5 .50

MICROLAMS

177

1196 0.14 549

P L (PSF)

ROOF 27

FLOOR 2 0

WALL 17

MISC 2 0

POINT LOAD— >

OF MICROLAMS: 2

(2) 1-3/4X 5 .50

MICROLAM

112 2439 0.37 245

P L (PSF)

ROOF 27

FLOOR 20

WALL 17

MISC 2 0

POINT LOAD —>

OF MICROLAMS: 2

(2) 1-3/4X 5.50 MICROLAM

38

4 6 3

0.03

1821

L L (PSF)

16 40 — 0

DL (LBS)

9 0 0

LL (PSF)

16 40 .... 0

P L (LBS)

405

LL(PSF}

16 40 — 0

P L (LBS)

0

REDUCED

L L (PSF) TRIB (FT) W J I (PLF)

16.0 40 —

5

0

3

0 1 UNIFORM LOAD (PLF):

LL (LBS)

960

REDUCED

L L (PSF)

16.0 40 —

A T a /L =

TRIB (FT)

7

0 1


LL(LBS)

2 4 0

REDUCED

AT a/L =

155 0 51 20 226

0.10

301 0 17 20 338

0.50

LL (PSF) TRIB (FT) w ^ { p L F )

16,0 5 215 40 —

0 1


L L (LBS)

0 AT a /L «

0 17 20 252

0.00

WLL(PLF)

60 0

— 0

80

COMMENTS

GT

Wn.(PLF)

112 0

— 0

112

COMMENTS

GT

WLL (PLF)

80 0

— 0

80

COMMENTS

REACTIONS (LBS)

LEFT RIGHT

1 2 6 6 546

1 1 1 4 3 4 6

2 3 8 0 8 9 2

M i U L f t f T ) : 1.761

Bui l t -up H e a d e r (p l ies)

(2) 2x 6

DFNo.2

139 660 0.06 1219

REACTIONS (LBS)

LEFT RIGHT

1050 1050 540 540 1590 1590

M i l (LB-FT): 3 ,586

Bui l t -up H e a d e r (pOes)

( 2 ) 2 x 10

DFNo.2

65 861 0.08 1063

REACTIONS (LBS)

LEFT RIGHT

4 0 9 4 0 9

1S0 190

599 599

M T L ( L B - F T ) : 711 .

Bui l t -up H e a d e r (p l ies)

{ 2 ) 2 x 6

DF No. 2

39 474 0.03 1706

DL

LL

TL

2

DL

LL

TL

2

DL

LL

TL

2

KE Han 1 AZ_WoodBaam IBCJRC v012407.xls Beam~1 (2) Copyright WRIGHT ENGINEERS UPDATE 01-24-07

n g i

BEAM: B7 SPAN (FT}: 9,75

ATI < U 240

ALL < U 360

CD: 1.15

SNOW7IY7N]; Y

ATRIB(SQFT): 0

ROOF SLOPE: 4.0:12

ROOF

FLOOR

WALL

MISC

POIN

DL (PSF) 27

20

17

20

LOAD —i

LL(PSF) 16

40

— 0

DL (LBS)

0 '

REDUCED

LL (PSF) TRIB (FT) WTL (PLF) 16.0 5

40 0

— 3

0 1

UNIFORM LOAD (PLF)

LL (LBS)

0 AT a/L =

215

0

51

20

286

0.00

Wu. (PLF) 60

0

— 0

80

COMMENTS

REACTIONS (LBS)

LEFT 1004

390

1394

RIGHT 1004

390

1394

MTL(LB-FT): 3,398

DL

LL

TL

No. DF MICROLAMS: 2 Built-up Header (plies): 2

OPTIONS: 4x6 (2) 1-3/4X 7.25

MKROLAMS 3-1/6 x 7.5 (2) 2X 10

DF No. 2

BEAM: B6

fv(psi) @ d

fb (psi>

A (IN)

SPAN /A

71.9

1330

0.33

356

SPAN (FT): 5.25

ATL < U 240

ALL < U 360

C D : 1.15

SNOW?[Y/N]: Y A T R I B ( S Q F T ) : 0

ROOF SLOPE 5,0:12

72

1330

0.28

425

DL (PSF)

ROOF

FLOOR

WALL

MISC

27

20

17

20

78

1392

0.29

398

REDUCED

LL(PSF) LL(PSF) TRIB (FT) WTL (PLF)

16

40

— 0

16.0 5

40 0

1

0 1

UNIFORM LOAD (PLF):

DL(LBS) LL(LBS)

215

0

17

20

252

Wu.(PLF)

80

0

— 0

80

COMMENTS

58

816

0.15

805

REACTIONS (LBS)

LEFT RIGHT

1352 752

1170 530

2522 12B2

MTL(LB-FT): 2,496

DL

LL

TL

POIMTLOAD-> 1200 1280 AT a/L = 0.25 GT

No. OF MICROLAMS: 2 Built-up Header (plies): 2

OPTIONS: 4x8 (2) 1~3/4x 5.50

MICROLAM

(2) 2x 10 OF No. 2

BEAM: B9

fv(PSi) @ d : 139.7

fb (psi): 977

A (IN): 0,07

SPAN /A: 845

SPAN(FTJ : 3.25

ATL < LV 240

ALL 

LL(PSF)

16

40

— 0

DL (LBS)

0

REDUCED

LL [PSF) TRIB (FT)

16.0 23.4

40 0 . _ 2

0 1

UNIFORM LOAD (PLF) I

LL (LBS)

0 AT a/L =

WTL (PLF)

725

0

34

20

779

0.00

WLL (PLF)

374

0

— 0

374

COMMENTS

116

599

0.03

1900

REACTIONS (LBS)

LEFT RIGHT

658 658

608 608

1267 1267

MTL(LB-FTJ: 1,029

DL

LL

TL

No. OF MICROLAMS: 2 Built-up Header (plies): 2

OPTIONS: 4x6 (2) 1-3/4X 5.50 MICROLAM

{ 2 ) 2 X 6 DF No. 2

fv (psi) @ d :

fb (PSI) :

A (IN):

SPAN /&:

70.9

70O

0.03

1548

71

700

0.02

1838

73

686

0.02

1722

KBPIan 1 AZJAfoodBeam I8CJR0 vO1Z407.xls Beem-1 (3) Copyrighl WRIGHT ENGINEERS UPDATE 01-24-07

PROJECT: No: SHEET; 63

e n g i n e e r s

BEAM: B10 SPAN (FT): 3 .25

ATL < L/ 2 4 0

ALL 

LL(PSF)

16

40

— 0

D L (LBS)

660 *

REDUCED

LL (PSF) TRIB (FT) WTL (PLF)

16.0 5 155

40

— 0

3

0 1

UNIFORM LOAD (PLF)

LL(LBS)

704 AT a/L =

0

51

20

226

0.25

Wu. (PLF)

80

0

— 0

80

COMMENTS

GT

REACTIONS (LBS)

LEFT RIGHT

732 402

658 306

1390 708

' M u (LB-FTJ : 1,298

DL

LL

TL

NO. OF MICROLAMS: 2 Built-up Header (plies): 2 OPTIONS: 4x6 (2) 1-3/4X 5.50

MtCROLAMS

( 2 ) 2 X 6

DF No. 2

tv(PSi) @ d

fb (psi)

A(W)

SPAN /A

100.3

683

0.02

1745

BEAM; B11

SPAN (FT): 16.50

ATL 

LL (PSF)

16

40

0

DL (LBS) 0

REDUCED

LL(PSF) TRIB (FT)

16.0 5

40 0

— 1

0 1

UNIFORM LOW (PLF):

LL (LBS)

0 AT a/L =

Wn. (PLF)

155

0

17

20

192

0.00

W, |. (PLF)

80

0

0

80

COMMENTS

106

866

0.02

1941

REACTIONS (LBS)

LEFT RIGHT

924 924

660 660

1584 1584

Mn-(LB-FT): 6,534

DL

LL

TL

OPTIONS:

No. OF MICROLAMS; 2

4x 12 (2)1-3/4x 9.50

MICROLAM

3-1/8 X 10.5

GLULAM

5 - 1 / 8 x 9

GLULAM

Built-up Header (plies): 2

6-3/4 x 7.5 (2) 2x 14

DFNo.2

BEAM: B12

fv(psi) @ d : 53.3

fb(psi>: 1062

A (IN): 0.48

SPAN/A: 411

SPAN (FT): 5.25

ATL 

65

1365

0.59

336

REDUCED

LL(PSF) LL(PSF)

16

40

— 0

16.0

40

47

1133

0.57

347

TRIB (FT) W

5

0

3

0 1

UNIFORM LOAD (PLF):

DL (LBS) L L (LBS)

0 0 AT a/L

n <PLF> 155

0

51

20

226

= 0,00

43

1239

0.75

264

WLL (PLF)

80

0

— 0

80

COMMENTS

49

800

0.29

679

REACTIONS (LBS)

LEFT RIGHT

383 383

210 210

593 593

V

MTL(LB-FT): 779

DL

LL

TL

N o . OF MICROLAMS: 2 Built-up Header (plies): 2 OPTIONS: 4x6 (2) 1-3/4X 5.50

MICROLAM

(2)2x6 DF NO. 2

MPS!) @ d

fb (psi)

A (IN)

SPAN /A

38.2

530

0.05

1266

38

530

0.04

1504

40 519 0.04 1409

KB Plan 1 AZJVood Beam IBCJR.C v012407.xls Beam-1 (4) Copyright WRIGHT ENGINEERS UPOATe 01-24-07

PROJECT: No: SHEET: G1


BEAM; B13 SPAN (FT): 21.00

ATL 

LL(PSF)

16

40

0

DL(LBS)

0 '

REDUCED

LL (PSF) TRIB (FT) WTL (PLF)

16 .0 5 215

40 0

1

0 1

UNIFORM LOAD (PLF):

LL (LBS)

0 AT a/L =

0

17

20

252

0.00

WLL (PLF)

80

0

—

0

80

COMMENTS •

REACTIONS (LBS)

LEFT RIGHT

1806 1806

840

2646

M u (LB-FT):

840

2646

(,

13.892

DL

LL

TL

OPTIONS:

NO. OF MICROLAMS: 3

(3}1-3/4x 11.88

MICROLAMS

3-1/8 X 13.5

GLULAM

5-1/8 X 12

GLULAM


6-3/4 x 10.5

GLULAM OF No. 2

BEAM: B14

fv(psi) @ d

fb(psi)

A (IN)

SPAN /A

SPAN (FT)

A T L 

B4

1756

0.96

264

REDUCED

LL(PSF) LL(PSF)

16

40

—

0

16.0

40

—

58

1355

0.83

304

TRIB (FT) WTL (PLF)

6

0

5

0 2

UNIFORM LOAD (PLF) \

DL(LBS) LL(LBS)

0 0 AT a/L

258

0

85

40

383

= 0.00

51

1344

0.94

268

Wo. (PLF)

96

0

—

O

96

COMMENTS

REACTIONS (LBS)

LEFT RIGHT

753 753

252 252

1005 1005

MTMLB-FT): 1,320

DL

LL

TL

NO. OF MICROLAMS: 2 Built-up Header (piles): 2

OPTIONS: 4x6 (2) 1-3/4X 5.50

MICROLAM

(2) 2x 8

DF No. 2

BEAM: B15

fv(psi) @ d

fb (PSI)

A (IN)

SPAN /A

64.7

897

0.08

747

SPAN (FT): 5.25

. ATL 

L L (PSF)

16

40

—

0

DL (LBS)

0

REDUCED

LL(PSF) TRIB (FT)

16 .0 19.5

40 0

— 3

0 1

UNIFORM LOAD (PLF) I

LL (LBS)

0 AT a/L =

WTL (PLF)

605

0

51

20

676

0.00

W u (PLF)

312

0

—

0

312

COMMENTS

47

495

0.03

1971

REACTIONS (LBS)

LEFT RIGHT

954 954

B19 819

1773 1773

M I L (LB-FT): 2 , 3 2 7

DL

LL

TL

Built-up Header (plies)

OPTIONS: 4x 8 (2)1-3/4x5.50

MICROLAM

(2)2x 10

DF Nc. 2

fv (PSI ) @ d

fb (PSI)

A (IN)

SPAN /A

79.9

911

0.06

970

114

1583

0.13

503

61 559 0.03 2183

KEPian 1 AZ_WoodBeam SBCJRC vO12407.xls Beam-1 (5) Copyright WRIGHT ENGINEERS UPDATE 01-24-07

[PROJECT: .No: [SHEET: ,G*


REDUCED

BEAM: B1G REACTIONS (LBS)

LEFT RIGHT

BEAM: B17

SPAN (FT): 11.50

An. < U 240

ALL < U 350

C D : 1.15

SNOW? [Y/N]: Y

ATRIB(SQFT) : 0

ROOF SLOPE: 4.0:12

ROOF

FLOOR

WALL

MISC

27

20

17

20

16

40

— 0

DL (LBS)

1S.0

40

— 0

UNIFORM LOAC

LL (LBS)

5

0

1

1

(PLF):

215

0

17

20

252

80

0

— 0

80

COMMENTS

989 989 DL

460 460 LL

1449 1449 TL

S MTL(L8-FT): 4,166

POINT LOAD • AT a/L = 0.00

OPTIONS:

NO. OF MICROLAMS: 3

4x 10 (3) 1-3/4X 7.25

MICROLAMS

3-1/8 x 7.5 5-1/8 X 7.5


(2) 2x 12 DFNo.2

fv(PSi) @ d : 57.9

fb (psi); 1002

A {iN>: 0.27

SPAN/A: 514

SPAN(PT): 6.00

ATL 

83

1706

0.50

275

REDUCED

50

1040

0.31

451

LL (PSF) LL (PSF) TRIB (FT) WTL (PLF)

16

40

— 0

16.0

40

23.4

0

3

0 2

UNIFORM LOAD (PLF):

DL (LBS) LL (LBS)

0 0

725

0

51

40

816

AT a/L = 0.00

WU (PLF)

374

0

— 0

374

COMMENTS

50

694

0.14

962

REACTIONS (LBS)

LEFT RIGHT

1326 1326

1123 1123

2449 2449

MTL (LB-FT): 3.674

DL

LL

TL

N o . OF MICROLAMS: 2 Built-up Header (plies): 2 OPTIONS: 4x 10 (2) 1-3/4X 5.50

MICROLAM

(2) 2x 10 DF No. 2

BEAM: B1B

fv(psi) @ d

ft) (PSi)

A (IN)

SPAN/A

83.5

883

0.06

1117

SPAN (FT): 6.25

ATL 

LL(PSF)

16

40

— 0

DL (LBS)

180

REDUCED

LL(PSF) TRIB (R) W-n. (PLF) WLLfPLF)

16.0 12 372 192

40 0

3

0 1

UNIFORM LOAD (PLF)

LL (LBS)

192 AT a/L =

0 0 51

20 0

443 192

COMMENTS

0.50 GT

88

862

0.06

1210

REACTIONS (LBS)

LEFT RIGHT

874 874

696 696

1570 1570

Mil.(LB-FT): 2,744

DL

LL

TL

NO. OF MICROLAMS! 2 Built-up Header (plies): 2 OPTIONS: 4x8 (2) 1-3/4X 5.50

MICROLAM

(2) 2X 10

DF No. 2

fv(PSi) @ d :

fb (psi):

A (IN):

SPAN /A:

76.5

1074

0.10

722

107

1866

0.20

374

60 659 0.05 1623

KE Plan 1 AZ_Wtxxt Beam IBCJRC v0124Q7xts Beam-1 (6) Copyright WRIGHT ENGINEERS UPDATE 01-24-07

PROJECT: .NO: SHEET: : a

BEAM: B19

e n g i n e e r s

REDUCED REACTIONS (LBS)

LEFT RIGHT

SPAN (FT)! 2.75

ATL < U 240

ALL < U 360

C D : 1.15

SNOW? [Y/N]: Y

ATRIB (SQ FT): 0

ROOF SLOPE: 4.0:12

ROOF

FLOOR

WALL

MISC

15

2 0

17

2 0

16

4 0

— 0

D L (LBSJ

1 6 . 0

4 0

— 0

UNIFORM LOAC

L L (LBS)

0

0

3

1

(PLF):

0

0

51

2 0

71

0

0

— 0

0

COMMENTS

M n .

4 5 8 458

3 8 4 3 8 4

8 4 2 6 4 2

(LB-FT): 1,090

DL

LL

TL

POINT LOAD. 720 768 AT a/L = 0.50 GT No. OF MICROLAMS: 3 Built-up Header (plies): 2

OPTIONS: 4x6 (3) 1-3/4X 5.50 MICROLAMS

(2) 2x 6 DF No. 2

BEAM: B20

fv(psi) @ d

fb (psi)

A (IN)

SPAN /A

6 3 . 0

7 4 1

0.02

2 1 2 6

SPAN (FT): 7.50

ATL 

LL(PSF)

16

4 0

'— 0

DL (LBS)

0

REDUCED

LL(PSF) TRIB (FT)

16.0 12.5

4 0 0

— 1

0 1

UNIFORM LOAD (PLF)!

LL (LBS)

0 AT a /L =

WT| (PLF)

538

0

17

2 0

575

0 .00

W|, (PLF)

2 0 0

0

— 0

2 0 0

COMMENTS

6 7

7 2 7

0.01

2 3 6 5

REACTIONS (LBS)

LEFT RIGHT

1 4 0 4 1404

7 5 0 7 5 0

2 1 5 4 2 1 5 4

MTL(LB-FT): 4 , 0 3 9

DL

LL

TL

NO. OF MICROLAMS: 2 Built-up Header (piles): 2 OPTIONS: 4x10 (2) 1-3/4X 7.25

MICROLAM

3-1/8 x 7.5 (2)2x 12 DF No. 2

fv (psi) @ d : 78.7

fb (psi): 971

A (IN) : 0.11

SPAN/A: 813

BEAM: B21

SPAN (FT): 2 1 . 0 0

A T L 

115

1655

0.21

4 3 5

REDUCED

LL (PSF) L L (PSF) TRIB (FT) % (PLF)

16

4 0

— 0

16 .0 2

40 0

1

0 1

UNIFORM LOAD (PLF):

D L (LBS) LL (LBS)

0 0 AT a/L =

86

0

17

2 0

123

0 .00

W L L ( P L F )

3 2

0

— 0

32

COMMENTS

66

673

0 .06

1521

REACTIONS (LBS)

LEFT RIGHT

856 956

3 3 6 3 3 6

1292 1 2 9 2

M I L (LB-FT): 6 ,780

DL

LL

TL

O P T I O N S :

fv (ps i ) @ d

fb (PSI)

A (IN)

SPAN/A

N o .

4x 12

4 4 . 7

1102

0.81

311

OF MICROLAMS: 2

( 2 ) 1 - 3 / 4 x 11 .88

MICROLAM

42

969

0.5B

4 3 4

3 - 1 / 8 x 1 0 . 5

GLULAM

54

1417

0 .99

2 5 4

5 - 1 / 8 x 9

GLULAM

3 9

1176

0.96

2 6 2

6-3 /4 x 9

GLULAM

3 0

893

0.73

3 4 6

Bui l t up H e a d e r (p l ies) : 3

(2) 2x 14

DF No. 2

41

8 3 0

0 .49

5 1 4

KEPfan 1 AZJWood Beam 1BCJRC v012407.xls Beam-1 (7) Copyright WRIGHT ENGINEERS UPDATE 01-24-07

PROJECT: No: SHEET: . 61

e n g i n e e r s

BEAM: B22 SPAN (FT) 5 7 5

ATL < U 240

ALL < L/ 360

Co SNOW? IY'N]

ATRIB (SO FT)

ROOF SLOPE

OPTIONS:

fv{psi) @ d

fb CPSIJ

A (IN)

SPAN /A

BEAM: B23

SPAN (FT)

ATL<L

ALL<L

cD SHOW [Y/N]

ATRIB (SQ FT)

ROOF SLOPE

OPTIONS:

fv(psi) @d

fb (PSl)

A (IN)

SPAN /A

BEAM: B24

SPAN (FT)

A T L < L

A L L < L

cD SNOW? [Y/N]

ATRIB (SQ FT)

ROOF SLOPE

OPTIONS;

fc (psi) @ d

fb (PSl)

A (IN)

SPAN /A

1.15 Y

0

4.0:12

No.

4 x 6

52.2

779

0.09

786

10.50

' 2 4 0

t 360

1.15

Y

0

5.0:12

No.

4x 10

52.1

835

0,19

675

5.25

240

360

1.15

Y

0

5.0:12

DL (PSF) ROOF

FLOOR

WALL

MISC

15

20

17

20

POIMTLOAD—>

OF MICROLAMS; 3

(3) 1-3/4X 5. 50

MICROLAMS

35

519

0.05

1401

PL (PSF)

ROOF

FLOOR

WALL

MISC

27

20

17

20

POINT IOAD —>

OFMICROLAMS: 2

(2) 1-3/4X 7.25 MICROLAM

69

1359

0.33

386

PL (P5F)

ROOF 27

FLOOR

WALL

MISC

20

17

20

POINT LOW; —>

NO. OFMICROLAMS: 2

4x 6

8S.5

951

0.09

705

(2) 1-3/4X 5.50 MICROLAM

69

951

0.08

837

LL(PSF) 16

40

— a

PL (LBS)

Q

LL (PSF]

15

40

0

PL (LBS)

0

REDUCED

LL (PSF)

16.0

40

—

TRIB (FT) WTL (PLF) 5

0

6

0 1 UNIFORM LOAD (PLF)

LL (LBS)

0

REDUCED

LL (PSF)

16.0 40

—

AT a/L =

155

0

102

20

277

0.00

TRIB (FT) Wn (PLF)

5

0

1

0 1 UNIFORM LOAD (PLF)

LL (LBS)

0

3-1 /8x7,5

75

1422

0.35

362

LL (PSF)

16

40

0

DL (LBS)

0

REDUCED

LL (PSF)

16.0

40

—

AT a/L =

215

0

17

20

252

0.00

TRIB (FT) WT| (PLF)

7 301

0

5

0 1 UNIFORM LOAD [PLF)

LL (LBS]

0 AT a/L =

0

85

20

406

0.00

WLL (PLF) 80

0

— 0

80

COMMENTS

WLL (PLF)

80

0

— 0

60

COMMENTS

WLL (PLF)

112

0

— 0

112

COMMENTS

REACTIONS (LBS)

LEFT RIGHT

566 1)66

230 230

796 796 r

MTL(LB-FT): 1,145

Built-up Header (plies^

(2) 2x 6 DF No. 2

55

763

0.08

875

REACTIONS (LHS)

LEFT RIGHT

903 903

420 420

1323. 1323

MTL(LB-FT): 3,473

Built-up Header (plies) (2)2x 10

DF No. 2

56

833

0.17

731

REACTIONS (LBS)

LEFT RIGHT

772 772

294 294

1066 1066

MTL<LB-FTJ: 1,399

Built-up Header (plies)

(2) 2x 8 DF No. 2

50

525

0.03

1859

DL

LL

TL

2

DL

LL

TL

2

DL

LL

TL

2

KE Plan 1 AZJWtxxt Beam IBC_IRC v012407.xls Beam-1 (6) Copyright WRIGHT ENGINEERS UPDATE 01-24-07

e n g i n e e r s

BEAM: B25 SPAN {FT): 20.75

An. 

LL (PSF)

16

4 0

— 0

DL (Las.)

0

REDUCED

L L (PSF) TRIB (FT)

16 .0

4 0

—

2

0

3

0 1

UNIFORM LOAD (PLF):

L L (LBS)

0 A T a / L =

WTI (PLF)

8 6

0

51

20

157

0 .00

W|| (PLF)

32

0

— 0

3 2

COMMENTS

REACTIONS (LBS)

LEFT

1 2 9 7

3 3 2

1 6 2 9

RIGHT

1297

3 3 2

1 6 2 9

M T L ( L B - F T ) : 8 ,450

DL

LL

TL

N o . OF MICROLAMS: 3 Built-up Header (plies): 2

OPTIONS: 4x 14 (3) 1-3/4x 9.50 MICROLAMS

3-1/8 x 12 GLULAM

5-1/8x10,5 GLULAM

6-3/4 X 9 GLULAM OF No. 2

BEAM: B26

fv (PSI) (9) d

fb (PSi)

A (IN)

SPAN /A

4 7 . 0

9 9 0

0 .60

4 1 3

SPAN (FT): 5 .25

ATL 

5 9

1 3 5 2

0.81

308

REDUCED

LL(PSF) LL(PSF)

16

4 0

— 0

16 .0

40

—

4 2

1 0 7 7

0,74

338

TRIB (FT) W

1 0

0

3

O 1

UNIFORM LOAD (PLF):

P L (LBS) L L (LBS)

2 7 0 2 8 8

n <PLF> 558

0

51

2 0

6 2 9

AT a /L = 0 . 2 0

3 7

1 1 1 3

0 .89

2 8 1

WLL (PLF)

288

0

— 0

288

COMMENTS

REACTIONS (LBS)

LEFT RIGHT

1111 9 4 9

9 8 6 6 1 4

2 0 9 8 1 7 6 3

Mu(LB-FT) : 2 , 470

DL

LL

TL

N o . OF MICROLAMS: 2 Built-up Header (plies): 2 OPTIONS: 4x8 (2J1-3/4X5.50

MICROLAM

(2)2x 10 DF Ne. 2

IV (Psi) @ d

fb (PSi)

A (IN)

SPAN /A

100 .8

9 6 7

0.07

9 0 3

BEAM: not used

SPAN (FT) 1.00

A H 

LL (PSF)

16

4 0

— 0

D L (LBS)

0

REDUCED

L L (PSF) TRIB (FT)

16.0 1

4 0 0

_ 3

0 1

UMIfORM LOAD (PLF):

L L (LBS)

0 AT a/L =

W-n. (PLF)

31

0

51

2 0

102

0 ,00

W t|. (PLF)

16

0

— 0

16

COMMENTS

79

5 9 3

0 .03

2 0 3 2

REACTIONS (LBS)

LEFT RIGHT

4 3 4 3 DL

8 8 LL

51 51 TL

M n (LB-FT) : 13

N o . OF MICROLAMS: 2 Built-up Header (plies): 2

OPTIONS : 4x4 (2) 1-3/4x 5.50 MICROLAM

(2) 2X 6

DF No. 2

fv (psi) @ d

fb (PSi)

A (IN)

SPAN /A

2.6

21

0.00

1 0 4 6 1 9

0

9

0.00

4 8 2 0 8 9

0 9

0.00 451765

HE Plan 1 AZ_Wood Beam IBCJRC v012407.xls Beam-1 (9) Copyright WRIGHT ENGINEERS UPDATE OJ-24-07

WOOD POST AXIAL LOAD CAPACITY (KIPSJ * ASSUMES POST IS BRACED IN WEAK DIRECTION

OF SOLE PLATE

©RIGHT e n g i n e e r s

Co: 1.00

POST

2 x 4 DF STUD *

4x4DFNo2

4x6DFNo2

4 x 8 DF No 2

4 x 10 DF No 2

4x12DFNo2

2x6DFSTUD*

2x6DFNo2»

6 x 6 D F N o 1

6 x 8 D F N o 1

6X10DFN01

6 X12 DF No 1

SX8DFN0 1

SOLE PLATE CRUSHING

3.28

7.66

12.03

15.86

20.24

24.61

5.16

5.16

18.91

25.78

32.66

39.53

35.16

7

2.89

8.68

13.51

17.62

22.21

27.01

6.14

9.66

26.34

35.92

42.66

51.64

52.79

8

£41

6.96

10.87

14.22

18.00

21.89

5.80

8.68

24.80

33.81

40.43

48.94

51.52

8.71

2.12

6.00

9.3B

12.29

15.58

18.95

5.51

7.95

23.51

32.07

38.56

46.67

50.44

9

2.01 .

5.66

8.85

11.60

14.72

17.90

5.39

7.65

22.96

31.30

37.73

45.68

49.96

POST HEIGHT (FT)

10 11

1.86

4.67

7.31

9.60

12.18

14.83

4.93

6.67

20.32

2B.52

34.69

41,99

48.09

1.42

3.90

6.12

8.04

10.23

12.44

4.45

5.78

18.83

25.68

31.48

38.11

45.89

12

1.22

3.31

5. IS

6.83

8.69

10,57

3.99

5.04

16.62

22.94

28.32

34.28

43.41

13

1.05

2.64

4.46

5.86

7.48

9.08

3.56

4.40

14.98

20.43

25.36

30.70

40.69

14

0.91

2.46

3.B6

5.08

6.48

7.87

3.18

3.86

13.35

18.20

22.69

27.46

37.86

15

...

„

_. _.

2.B4

3.41

11.92

16.25

20.31

24,59

35.01

16

—

-— . „

2.65

3.03

10.67

14.55

1B.23

22.07

32.25

C D : 1.15

POST

2x4DFSTUD*

4 x 4 OF No 2

4 X 6 DF No 2

4 x 6 DF No 2

4x10DFNo2

4x12DFNo2

2 x 6 DF STUD *

2 x 6 D F N o 2 *

6 x 6 D F N o 1

6 x 8 DF No 1

8x10DFNo1

6 X12 DF No 1

8x8DFNo1

SOLE PLATE CRUSHING

3.28

7.66

12.03

15.86

20.24

24.61

5.16

18.91

25.78

32.66

39.53

35.16

7

<*&> 8.91

13.90

18.16

22.9S

10.56

29.44

40.14

47.82

57.89

60.00

8

2.50

7.03

11.07

14.51

18.40

22.37

6.41

9.30

27.33

37.26

44.76

54,18

58.25

8.71

6.08

9.62

12.49

15.B5

19.2B

6.02

8.41

25.62

34.93

42.24

51.13

56.76

9

2.06

5.73

8.97

11.77

14.95

18.18

5.86

8.05

24.89

33.94

41.15

49.81

56.09

POST HEIGHT (FT)

10 11

1.71

4.71

7.38

9.70

12.33

15.00

5.27

6.92

22.31

30.43

37.23

45.06

53.51

1.44

3.93

6.17

8.11

10.32

12,55

4.70

5.96

19.B0

27.00

33.30

40.31

50.53

12

1.23

3.33

5.22

6.87

8.75

10.64

4.16

5,15

17.50

23.86

29.60

35.83

47.22

13

1.06

2.85

4.4B

5.89

7.51

9.13

3.88

4.47

15.46

21.08

26.26

31.79

43.73

14

0.92

2.47

3.88

5.11

6.51

7.91

3.26

3.91

13.88

18.66

23.33

28.24

40.22

15

—

-„

„

2.90

3.45

12.16

16,58

20.78

25.15

36.82

16

—

-— — .

2.59

3.06

10.85

14.80

18.58

22.49

33.63

CD : 1,60

POST

2x4DFSTUD*

4x4 DF No 2

4 x 6 D F N o 2

4X8DFN0 2

4X10DFNO2

4X12DFN02

2x6DFSTUD*

2 x 6 D F N o 2 *

6X6DFN0 I

6 X 8 DF No 1

6x10DFNo1

6x12DFNo1

8 x 8 DF No 1

SOLE PLATE CRUSHING

3.28

7.66

12.03

15.86

20.24

24.61

5.16

5.16

18.91

25.78

32.66

39.53

35.16

7

3.30

9.32

14.57

19.11

24.23

29.47

8.73

12.48

37.18

50.70

61.04

73.89

80.33

8

2.64

7.30

11.44

15.02

18.09

23.21

7.80

10.49

33.07

45.10

54.90

68.46

76.55

8.71

2.27

8.23

9.76

12.83

16.32

19.85

7.11

9.24

30.07

41.00

50.28

60.87

73.37

9

2.14

5.65

9.16

12.07

15.35

18.67

6.84

8.78

28.87

39.37

48.40

68.69

71.95

POST HEIGHT (FT)

10 11

1.76

4.79

7.51

9.88

12.56

15.30

5.93

7.37

24.97

34,05

42.20

51.08

66.67

1.48

3.99

6.25

8.23

10.48

12.75

5.14

6.24

21.57

29.41

36.65

44.36

60.97

12

1.25

3,37

5.28

6.96

8,86

10.78

4.46

5.34

18.69

25.48

31.87

38.56

55.22

13

1.07

2.88

4.52

5.95

7.59

S.23

3.89

4.61

16.28

22.20

27.83

33.69

49.72

14

0.S3

2.49

3.91

5.15

6.56

7.98

3.41

4.01

14.26

19.45

24.44

29.59

44.65

15

— --._ „

3.01

3.52

12,58

17,16

21.59

26.13

40,11

16

— -

- -— —

2.67

3.11

11.16

15.22

19.18

23.21

36.09

KE Wood studs & Ptal fflC v2QH051Q.xls Past Copyriaht WRIGHT ENGINEERS UPDATE 1M0-06

PROJECT: No: SHEET: :GlD

e n g i n e e r s STUDS AT BEARING WALLS

Typical studs shall be 2x4 or 2x6 studs at 16" o.c. in accordance with IRC Table R602.3(5), unless noted otherwise.

TABLE R6C2.3(E) SEE, HEIGHT AND SPACING OP WOOD STUDS"

STUD SIZE (inctlea) 2 X 3*>

2 X 4

3 x 4

2 X 5

2 X 6

BEARINQ WALLS

Laterally unsupported stud

height" [feet)

— 10 10 10 10

Maximum spacing when

supporting root and celling only

(inchn) — 24 24 24 24

Maximum spacing when

supporting one floor, roof and

ceiling finches)

— 16

2 4

24

2 4

Maximum Spacing when

supporting two floors, roof and

celling (inchM)

— — 16

— 1 6

Maximum spacing when supporting one

floor only (Inches)

— 24 24 24

24

\ NONBEARING WALLS /

Latbrauy unsupported stud

helghPV (ft*t) \ ,

10 /^ \A/

X* / «

/ 20

Maximum f spacing

r (inches)

\ 16 \ 2 4

^ 24 \ 24 \

For SL 1 inch = 25.<l mm. a. I J s t e d b e i ^ are d i s t«H» between points of l a t « a l s ^

justified by analysis,

b. Shall not be used in exterior wills.

HE WoodSluds £ ftwJ IBC v20H0510jits IRC Copyright WRIGHT ENGINEERS v2OO7.0S.21

http://v2OO7.0S.21


WOOD STUD WALL: TYPICAL 2x6 Exterior Wall STUD DESIGN IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE

STUD LENGTH (FT): 8.71

STUD SPACING: 16"o.C.

16" o.C.

LUMBER GRADE : OF STUD GRADE

STUD SIZE: 2 x 6

WIND ~LEASTH0RIZ.DIM.(FTi:44

MEAN ROOF HT,h (FT): 15

ROOF PITCH: 5:12

EXPOSURE:C

V(MPH): go

Kzt ; 1.00

Iw: 1.00

GCp, (+/-): 0.18

EFFECTIVE AREA: 25.3

Kd: 0.85

Kh.ctc: 0.85

qh.C4C (PSF): 14.08

GCp: 1.03

WIND LOAD (PBF): 18.1

SEISMIC

KING STUDS AND POSTS

IE: 1.00

Sos : 0.253

SESMICLOAO(PSF>: 1.7

RESIST ONLY HORIZONTAL LOAD

C D :

Fb' psi):

MCAP(LB-FT):

CRITERIA

Ma WIND: AaWIND:

Ma SEISMIC:

da SEISMIC:

1.6

1120

706

4.39

16.50

61.81

162.62

MAX OPENING {FT)

KIMS STUDfPOST

(1)2x6

(2)2x5

(3)2x6

(4)2xS

6x4 DF No.2

6x6 DF No.1

6x8 DF No.1

6x10 DF No.1

14'-6"

22'-11"

31'-6"

40,-4"

34'-11N

sgM" Stf-O"

Sff-T"

KEW<xKlSlu<iJ&Po3llBCv2011051QjlSKS Copyright WRIGHT ENGINEERS v300e.04.17

PROJECT: .No: SHEET; GO

http://v300e.04.17

KE wood s(w» * Paei IBC vtoisosmms KS {2} Copyrtghl WRIGHT ENGINEERS

II g I

WOOD STUD WALL : 2x4 Exterior Wall STUD DESIGN IN ACCORDANCE WITH THE INTERNATIONAL 8UIL01MQ CODE

STUD LENGTH (FT) : 8.71

STUD SPACING: 16" O.C.

I S " o.c.

LUMBER GRADE: DF No. 2

STUD SEE: 2 x 4

WIND L^ASTHORCI. WW. (FT): 44

KING STUDS AND POSTS

MEAN ROOF HT. h (FT): 15

ROOF PITCH: 5:12

EXPOSURE:C

V(MPH): go

Kzt: 1.00

W/\ 1.00

GC r i (+/-): 0.18

EFFECTIVE AREA: 25.3 Kd: 0.85

i Kh.cac: 0.85

qti.ciC{PSF): 14.98

GCp: 1.03

WINO LOAD (P5F): 18.1

SEISMIC IE

SDS

SESMIC LOAD (PSF)

1.00

0.253

1.7

RESIST ONLY HORIZONTAL LOAD

CD FlVfpsD

MCAP(L&FT)

CRITERIA

Ma WIND AaWINO

Ma SEISMIC Aa SEISMIC

16

21B0

551

3.34

4.73

46.27

47.B9

MAX OPENING (FT)

KING STUUPOS1

{1)2x4

(2)2x4

(3)2x4

(4) 2x4

4x4 DF No.;

4x6 DF No.5

4x8 DF No.;

4x10DFNo.2

9'-5n

15'-0"

20'-8"

2T-T

16'-10"

24'-5"

3V-31

39'-0"

PROJECT: No: SHEET: G\l

e n g i n e e r s

DESIGN WIND LOADS MAIN WIND FORCE-RESISTING SYSTEM

ASCE 7-05, SECTION 6, METHOD 2 - ANALYTICAL PROCEDURE

p = qGCp - qi(GCpi) qz = 0.00256KzKzlKdV;'

MEAN ROOF HT, h (FT): 14

ROOFPfTCH: 5 :12

EXPOSURE: C

V (MPH) : 90 Kzt: 1.00 Kd : 0.S5

I: 1.00 GCP| (+/-); 0.18

G: 0.85 SLOPE, 8 (DEG): 2 2 . 6

HORIZONTAL DIMENSIONS

LEAST (FT): 4 2

GREATEST {FT): 5 8

Cp AS SHOWN IN FIGURE :

0.3 -0.3

WINDWARD

0.8

-0.6

LEEWARD

-0,5

Cp OF WINDWARD WALL IS USED WITH qz. ALL OTHER Cp ARE USED WITH qh

NOTE THE NEGATIVE WINDWARD ROOF Cp IS THE MAXIMUM UPLIFT

I.E. HORIZONTAL DJSTANCE FROM WINDWARD EDGE FROM 0 TO M2

LATERAL DESIGN PRESSURES USING POSITIVE Cp AT WINDWARD ROOF

K h : 0 .85

qh(PSFj : 14 .96

LEEWARD WALL (PSF) I 6 .4

WINDWARD ROOF (PSF): 3.2

LEEWARD ROOF (PSF) : 7.6

NET ROOF P (PSF) I 10.8

INTERNAL P (PSF): 2.7

ELEV. (FT) Kz q i (PSF) WINDWARD WALL (PSF) NET WALL P (PSF)

15 20 25 30 40 50 60

70 80 90 100 120 140 160 180

200

0.65

0.90

0.94

0.98

1.04

1.09 1.13

1.17

1.21

1.24

1.26

1.31

1.36

1.39 1.43

1.46

14.98

15.86

16.57

17.27

18.33

19.21 19.92

20.62

21.33

21.86

22.21

23.09

23.97

24.50 25.20

25.73

10.2

10.8

11.3

11.7

12.5 13.1 13.5

14.0

14.5

14.9

15.1

15.7

16.3

16.7

17.1

17.5

16.5

17.1

17.6

18.1

18.8 19.4 19.9

20.4

20.9

21.2

21.5

22.1

22.7

23.0 23.5

23.9

VERTICAL DESIGN PRESSURES WIND NORMAL TO RIDGE

Cp I -0,6 PUPUFT(PSF) : 10.3

FLAT ROOF OR WIND PARALLEL TO RIDGE

Cp : -0.9 PUPUFT (PSF) : 14.1

fffi Wa/ASGE 7 v0321Q7.3,Hfo MWFR&- C»pyrighl WRIGHT ENGINEERS

PROJECT: .No:

UPOATSQ8 3&&6

SHEET: U

Lateral ncypUvi

ftll Wi A^yei per a I«6 prc4tfi|rilvt boW (^#1'*. iwW**

e n g i n e e r s

©

©

e n g i n e e r s

(Braced Wall Design Per IRC 2006 R6O2.10)

L INE: 1 LENGTH (FT):

SEISMIC CAT./WIND SPEED A,Bor<100mph HEIGHT(FT):

TOTAL LINE LENGTH (FT} 52

PERCENT OF WALL PROVIDED 26.9%

PERCENT OF WALL REQ'D 20 .1%

FLOOR 1

TOTAL FLOORS AT LINE 1

MAX SPACING BETWEEN LINES 44

MAX ON CENTER SPACING 25

MAXOIST-WALL TO CORNER 12.0

4.00

9.00

BRACE TYPE: plwd no nds

MIN LENGTH 3.50

OK

OK

OK

Etf Length

SW

UPLIFT

STRAP

HOLDOWN

4.0

SW9

OK 0

none

none

WALL SEGMENTS TOTAL

4.00

9.00

plwd no hds

3.50

12.00

9.00

gypboard no hds

8.00

14.00

4.0

SW9

QK

0

none

none

6.0

SW5

O K

0

none

none

U N E :

LENGTH (FT)

SEISMIC CAT./WIND SPEED A, Bor<100mph HEIGHT(FT)

TOTAL LINE LENGTH (FT) 39 BRACE TYPE:

PERCENT OF WALL PROVIDED 20.5% MIN LENGTH

PERCENT OF WALL REQ/D 2 0 . 1 % OK

FLOOR 1


MAX SPACING BETWEEN LINES 44 OK

MAX ON CENTER SPACING 25 OK

MAX DIST - WALL TO CORNER 12.0

ER Length

SW

UPLIFT

STRAP

HOLDOWN

4.00

9.00

plwd no hds

3.50

4.0

SW9

OK

0

none

none

4.00

9.00

plwd no hds

3.50

4.0

SW9

OK 0

none

none

WALL SEGMENTS TOTAL

8.00

LINE: 2 (at opt suite)

LENGTH (FT):

SEISMIC CAT./WIND SPEED A.Bor<iOOmph HEIGHT(FT):


PERCENT OF WALL PROVIDED 20.5% MlN LENGTH

PERCENT OF WALL REQ'D 2 0 . 1 % OK

FLOOR 1




MAX DIST-WALL TO CORNER 12.0

Eff Length

SW

UPLIFT

STRAP

HOLDOWN

4.00

9.00

plwd no hds

3.50

4.0

SW9

O K

0

none

none

8.00

9.00

gypboard no hds

B.00

4.0

SW5

O K

0

none

none

WALL SEGMENTS TOTAL

i.oo

KEPlan 1 BmceC walls IRC Q7supv200aoi31.xis Walls 1-3 (update) Copyright WRIGHT ENGINEERS v20O8.0f.31

http://v20O8.0f.31

e n g i n e e r s

(Braced Wall Design Par IRC 2006 R602.10)

LINE: WALL SEGMENTS TOTAL

LENGTH (FT)

SEISMIC CAT J WIND SPEED A, 8 or<lOO mph HEIGHT (FT)

TOTAL LINE LENGTH (FT) 33 BRACE TYPE


PERCENT OF WALL REQ'D 15.0% OK

FLOOR 1




MAXDIST -WALLTO CORNER 12.0

e.oo 9.00

gypboard no hds

8.00

8.00

9.00

gypboard no hds

6.00

8.00

EftLenglh

SW

4.0

SW5

OK

4.0

SW5

O K

UPLIFT

STRAP

HOLDOWN

0

none

none

0

none

none

L I N E : WALL SEGMENTS TOTAL

LENGTH (FT);

SEISMIC CAT. / WIND SPEED A, Bor<10Q mph HEIGHT (FT):



PERCENT OF WALL REQ'D 20 ,1% OK

FLOOR 1





4.00

9.00

plwd no hds

3.50

4.00

9.00

plwd no hds

3.50

2.67

9.00

plwd alt w/ hds

2.66

10.67

Eft Length

SW

4.0

SW9

O K

4.0

SWfl

OK

2.7

SW9

OK

UPLIFT

STRAP

HOLDOWN

0

none

none

0

none

none

1800

STHD10

KTT16

LINE: 4 (at o p t suite)

LENGTH (FT)

SEISMIC CAT./WIND SPEED A,B«<100mph HEIGHT(FT)

WALL SEGMENTS TOTAL

TOTAL LINE LENGTH (FT) 59


PERCENT OF WALL REQ'D 2 0 . 1 %

FLOOR 1


MAX SPACING BETWEEN LIMES 44



BRACE TYPE:

MIN LENGTH

OK

Eft Lenglh

OK SW

OK

4.00

9.00

plwd no hds

3.50

4.00

9.00

plwd no hds

3.50

6.00

9.00

plwd no hds

3.50

14.00

4.0

SW9

O K

4.0

SW9

OK

6.0

SW9

O K

UPLIFT

STRAP

HOI DOWN

0

none

none

0

none

none

0

none

none

KEFiaa 1 Braced walls IRC 07sup v20O80131.xts Welts 1-3 (update) (2) Copyright WRIGHT ENGINEERS v2008.01.3i

^PROJECT: NO: SHEET: W

e n g i n e e r s

{Braced Wall Design Per IRC 2006 R602.10)

LINE:

LENGTH (FT): 8.00

SEISMIC CAT./WIND SPEED A.Bw<100mph HEIGHT (FT): 9.00

TOTAL LINE LENGTH (FT) 44

PERCENT OF WALL PROVIDED 1B.2%

PERCENT OF WALL RECTO 16.0%

FLOOR 1




MAX DIST- WALL TO CORNER 12.0

BRACE TYPE: gypboard no hds

MIN LENGTH 8.00

OK

EH Length

OK SW

OK

UPLIFT

STRAP

HOLDOWN

4.0

SW5

OK

0

none

none

4.00

9.00

plwd no hds

3.50

4.0

SWB

OK 0

none

none

WALL SEGMENTS TOTAL

8.00

LINE: 5 (at opt suite)

LENGTH (FT)

SEISMIC CATJ WIND SPEED A. Bor<100mph HEIGHT (FT)



PERCENT OF WALL REQ'D 16.0% OK

FLOOR 1





Eff Length

SW

. UPLIFT

STRAP

HOLDOWN

WALL SEGMENTS TOTAL

8.00

9.00

gypboard no hds

6.00

4.0

SW5

O K

0

none

none

4.00

9.00

plwd no hds

3.50

4.0

SW9

OK 0

none

none

4.00

9.00

plwd no hds

3.50

12.00

4.0

SW9

OK

0

none

none

L I N E :

LENGTH (FT)

SEISMIC CAT./WIND SPEED A. B or<100 tnph HEIGHT (FT)

TOTAL LINE LENGTH (FT) 22.5


PERCENT OF WALL REQ'D 16.0%

FLOOR 1





BRACE TYPE

MIN LENGTH

OK

EffLenglh

OK SW

OK

UPLIFT

STRAP

HOLDOWN

2.67

9.00

plwd all w/hds

2.B6

2.7

SW9

OK 1800

STHD10

HTT16

2.67

9.00

plwd all w/ hds

2,66

2.7

SW9

OK

1800

STHD10

HTT16

WALL SEGMENTS TOTAL

5.34

KE Plan 1 Braced walls IRC 07sup v2QOd0131,xls Waffs 1-3 (update) (3) Copyrlghl WRIGHT ENGINEERS v3008.O1.31

http://v3008.O1.31


POST-TENSIONED SLAB-ON-GROUND

BUILDING CODE : 2006 IBC SECTION 1805.8.2 PTI METHOD

SOIL REPORT ;

REPORT No :

DATED :

P.T. TENDONS : 270 KSI, 1/2 INCH DIA. SEVEN WIRE LOW RELAXATION

MAX. TEMPORARY JACKING FORCE (K): 33

EFFECTIVE TENDON FORCE (K): 26.6 MINUS SOIUSLAB FRICTION LOSSES

MEASURED TENDON ELONGATION (IN): [0.70x270V27E3]xL = 0.007 L where L is in inches

DESCRIPTION : P l a n 1

CONCRETE UNIT WEIGHT, W(PCF)

f C (PSI)

EC (KSI)

Ecr (KSI)

ALLOWABLE ft <PSI>

ALLOWABLE fc (PSI(

SOIL PARAMETERS

qALLOW (PSF)

ESOIL(PSI)

H SUBGRADE FRICTION

em (FT)

ym (IN)

Cd

GENERAL SLAB INF RECTANGLE (Fl)

PERIM. LOAD. P (PLF)

CENTER L i n

Ao

B

C

M (FT-K/FT)

REQ'D. Mcr (FT-K)

V{K/FT1

EDGE LIR

M (FT-K/FT)

REQ'D. Mcr (FT-K)

V(K/FT)

150

3000

3321

1660

-329

1350

2000

1000

1.00

CENTER

5.50

3.20

360

ORMATION

44.00

525

LONG

0.46

0.73 2.23

3.82

76.5

0.67

LONG

5.62

110.3

3.14

EDGE

5.50

2.40

720

40.00

SHORT

— — —

4.05

89,0

0.87

SHORT

5.42

119.2

3.12

RIBBED FOUNDATION

t SLAB (IN) :

RECTANGLE DKECTION :

NUM. SLAB/TOP TENDONS :

SLAB TENDON DEPTH (IN) :

HUM. RIBS, n :

RIB h (IN): RIB b (iN):

NUM. TENDONS PER RIB :

RIB TENDON HEIGHT (IN) :

RIB SPACING. S (FT) :

A <IN*2) :

I (INN) :

St (IN*3) :

Sb (IN*3J :

P(FT):

2 (FT):

SG AT 6 <ra:

REQ'D. Pe (K):

Pe<Kj:

Pr AT p <K) :

ALLOWABLE Vc (PSI) :

#3 STIRRUPS ;

CENTER LIFT REQ-O. I (INM> :

fi (psi) :

fo (PSI) :

v (PSI) :

a (iN):

Mcr (FT-K):

EDGE LIFT REQ'D. I (INM) :

f\ [PSt):

fi> [PSI) :

y [PSD:

a{W): Mcr (FT-K):

4.00

LONG

10

2.DO

53

11.DO

8.18

1

4.59

6.00

4955

50530 9412

8973

7.98

44.00

43.1 247.8

1677.2 1634.1

197.4

_

LONG

17505

76

596

5,6 0.24

197.0

LONG

50530 553

96

26.4

1.15

685.4

SHORT

11

2.00

41

11.00

9.38

1 4.35

6.00

4805

49619 OK

9763

8365

7.94

40.00

47.2 240.3

1384.3 OK

1337.1

187.1

—

SHORT

18526

-20 oK

626 OK

9.1 OK

0.30

216.0 OK

SHORT

49619

491 OK

30 OK

32.5 OK 0.81

568.0 OK

UNIFORM THICKNESS FO

HCALC(IN):

H ACTUAL (IN):


CONT. PERIMETER RIB?

EMBEDMENT (IN):

WIDTH (IN);

NUM. TENDONS :

TENDON SPACING (FT) :

P(FT>:

SG AT p (K):

REQ'D. Pe (K):

Pe(K) :

P r A T p (K):

fprMIN(PSI):

A (IN*2):

I (INN):

s (IN"3) :

ALLOWABLE Vc (PSI) \

CENTER LIFT

ft (PSl>:

fb (PSI):

v (psi):

a (IN) :

Mcr (FT-K) :

EDGE LIFT

ft (psi):

ft> (psi):

v (psi):

a m: Mcr (FT-K) :

UNDATION 10.81

11.00

5.50

YES

30

12

LONG

23

1.77

8.08 54.1

279.0

612.3

558.2

79

5280

53240

9680

152,6

LONG

-84

295

5.1

0.50

267,9

LONG

379

-168 23.8

0.50 267.9

SHORT

24

1.87

8.28 60.9

305.4

638.9 OK

578.0

77

5808

58564

10648

151.4

SHORT

-101 OK

300 OK

6.6 OK

0.47

280.2 OK

SHORT

363 OK

-169 OK

23.7 OK

0.47 280.2 OK

KE_PTI20<M v01.05.xls PTSOG (5) Copyright WRIGHT ENGINEERS

PROJECT: No: SHEET: . f I

http://v01.05.xls


POST-TENSION ED SLAB-ON-GROUND

UNIFORM THICKNESS FOUNDATION FLEXURAL CAPACITY

DESCRIPTION : Plan 1

H(!N): 11.00

EE 1

ML J—a.

h (IN): 36

b (IN): 12 .

yi(iN): 10.2

A( IH*2 } : 1158

I (INM): 96295

St (IN*3) : 9475

TYP. EDGE OF SLAB

DIST. FROM ANCHOR, X (FT) 1

SGATX(K):

fprATX(pst):

SECTION PrATX(K):

SECTION Pf e (K-IN):

e (IN): 4.66

LONG DIRECTION

0 11.00 22.00

74 147

92 79

106 92

495 427

0

104

121

562

Sb (IN*3): 3727 MALLOW UPPER BOUND (K-FT)'. 87.6 89.3 91.0

SHORT DIRECTION

0 10.00 20.00

74 147

88 77

102 69

476 414

0

100

115

538

MALLOW LOWER BOUNO (K-FT): -388.6 -373.0 -357.5

88.2 39.8 91

-383.1 -368.8 -354

£E

m V

bU

h(iN)

b(iN)

yi(iN)

AON*!)

I (INM)

36.00

12

8.6

1128

65558

St (IN*3): 4826

TYP. CURB AT EDGE

DIST. FROM ANCHOR, X (FT):

SGAIX(K):

fpfATX(Psi):

SECTION PrATX(K| I

LONG DIRECTION

0 11.00 22.00

0 74 147

104 92 79

117 103 89

e (IN): 3.09

ti (INI : 30

b(iN): 12

yi(iN|: 6.6

A (IN*2): 1086

I (INM) : 56040

St p ro ) : 6479

Sb {IN*3): 2625

e<IN): 3.1 S

SECTION Pre(K4N|: 362 319 275

Sb (INM): 2925 MALLOW UPPER BOUND (K-FT) : 75.3 75.9 76.4

SHORT DIRECTION

0 10.00 20.00

74 147

8B 77

100 87

307 267

0

100

112

347

MALLOW LOWER BOUND (K-FT) : -204.2 -195.6 -186.9

75,5 76.0 76.5

-201.2 -193.2 -185.3

TYP. DEPRESSED EDGE

LUST. FROM ANCHOR. X (FT)'

SGATX(K):

fprATX(PSi):

SECTION PrATX(KK

LONG DIRECTION

0 11.00 22.00

0 74 147

104 92 79

113 99 86

SECTION Pr e (K-JN): 356 313 270

SHORT DIRECTION

0 10.00 20.00

74 147

88 77

96 83

302 262

0

100

108

341

MALLOW UPPER BOUND (K-FT): 65.0 65.8 66.6

MALLOWLOWERBOUND(K-FT): -263.3 -253.0 -242.7

65.3 66.0 66.8

-259,7 -250.2 -240.7

Em mmtmspv; fws ss sSs; Li ttti

yi(iN): 5.5

A(iN"2): 1452

I <INM) : 14841

St (IM*3|: 2662

Sb <IN*3): 2662

e (IN): 0.00

TYP. SLAB


SGATX(K):

fprATX(FSi):

SECTION PrATX(K):

SECTION Pr S (K-IN):

LONG DIRECTION

0 11.00 22.00

74

92

133

0

0

104

151

0

147

79

115

0

SHORT DIRECTION

0 10.00 20.00

0 74

100 88

145 128

0 0

147

77

111

0

MALLOWUPPER BOUND (K-FT/FT) : 8.7 8.5 8.2 8.6 8.4 8.2

MALLOWLCWERBOUND(K-FI/FT): -8,7 -8.5 -6.2 -8,6 -B.4 -8,2

NT •t, *. *fc.

ML £>H

n yt = DIST. FROM TOP OF SLAB TO NEUTRAL AXIS

h(INJ

b(IN)

yi«N)

A {IN*2)

[ (INM)

St (IN"3)

Sb (IN*3): 2829

e (IN): 0.08

12

24

5.6

1740

18157

3252

TYP.THICKENED SLAB

DIST. FROM ANCHOR, X (FT) :

SGATX(K):

ffWATK(PSI>;

SECTION Pr AT X(K>:

SECTION P r e (K-IN}:

LONG DIRECTION

0 11.00 22.00

74 147

92 7»

159 138

13 11

0

104

181

15

SHORT DIRECTION

0 10.00 20.00

0 74 147

100 88 77

173 153 134

14 13 11

MALLOW UPPER BOUND (K-FT/FT): 7.8 7.5 7.3 7.7 7.5 7.3

MALLOW LOWER BOUND(K-FTYFT): -9.1 -6.6 -8.6 -9.0 -B.8 -8.5

K£_PTI 2004 V0i.05.xl3 PTSOG (5) Copyrighl WRIGHT ENGINEERS vOLOS

PROJECT: No: (.SHEET: •n

http://V0i.05.xl3


POST-TENSIONED SLAB-ON-GROUND

BUILDING CODE : 2006 IBC SECTION 1B05.8.2 PTI METHOD SOIL REPORT ;

REPORT No :

DATED:

p.T. TENDONS: 270 KSI. 1/2 INCH DIA. SEVEN WIRE LOW RELAXATION

MAX. TEMPORARY JACKING FORCE (K) : 33

EFFECTIVE TENDON FORCE (K) : 26.6 MINUS SOIL/SLAB FRICTION LOSSES

MEASURED TENDON ELONGATION (IN): [0.70x270/27E3JxL - 0.007 L where L is in inches

DESCRIPTION : Plan 1 - with 15 ft extension

CONCRETE UNTTWEIGHT,W(PCF)

f C (PSI)

EC (KSI)

ECT (KSI) ALLOWABLE ft (PSI>

ALLOWABLE fc (PSI)

SOIL PARAMETERS q ALLOW (PSF)

ES0IL(PSI)

H SUBGRAOE FRICTION

em (FT)

Vm (IN)

CA

150

3000

3321

1660 -329

1350

2000

1000

1.00

CENTER

5.50

3.20 360

GENERAL SLAB INFORMATION RECTANGLE (FT)

PERIM. LOAD, P (PLF)

CENTER L IR

Ao B

C M (FT-K/FT)

REQUMcr<FT-K)

V(K/FT)

EDGE LIFT M (FT-K f FT)

REQUMcr(FT-K)

V(K/FT)

59.00

525

LONG

0.46 0.73

2.23 3.84

61.4

0.69

LONG

5.51

88.1

3.21

EDGE

5.50 2.40

720

32.00

SHORT

4.06

119.8

0.S3

SHORT

5.41

159.5

3.08

RIBBED FOUNDATION t SLAB flN) :

RECTANGLE DIRECTION :

NUM. SLAB/TOP TENDONS :

SLAB TENDON DEPTH (IN) ;

NUM. RIBS, n :

RIB h ON) :

RIB b (IN):

NUM. TENDONS PER RIB :

RIB TENDON HEIGHT (IN) :

RIB SPACING, S (FT):

A (IN*2):

I (IN*4) :

St pN*3];

Sb (IN*3) :

P(FT):

Z(FT) :

SG AT 6 (K j :

REQTJ. Pe (K) :

P e { « ) :

P r A T p ( K ) :

ALLOWABLE Vc (PSt) :

#3 STIRRUPS :

CENTER LIFT REQ'D. I (INM) :

ft (PSI):

fb (PSI) :

v (psi):

a (IN):

Mcr (FT-K) :

EDGE LIFT REQ'D. I (INM) :

ft (psi):

fo (PSI) :

v (psi):

a(w>:

Mcr (FT-K):

4.00

LONG

8

2.00

28

11.00

13.26

1

4.06 6.00

4135

41863

7672

7552

7.61

45.65

33.1

206.7

956.4

925.3 176.2

—

LONG

14586

-14

466

5.4 0.22

157.7

LONG

41883

453 -9

25.2

0.76

407.2

SHORT

14

2.00

26

11.00

13.29

1 2.97

6.00

5252

53126 OK

11717

8216

6.06 32.00

64.8

262.6 1064.9 OK

1000.1

169,5

_

SHORT

19950

-173 OK

709 OK

12.9 OK

0.42

273.0 OK

SHORT

53126

399 OK

-107 OK

47.7 OK

0.38

452.1 OK

UNIFORM THICKNESS FO HCALC(iN):

H ACTUAL (IN):


CONT. PERIMETER RIB?

EMBEDMENT (IN):

WIDTH (IN):

NUM. TENDONS :

TENDON SPACING (FT) ;

P(FT>:

SG AT B (KJ :

REQ-D. Pe (K) :

Pew: Pr AT p (K):

fprMIN(PSI):

A (iN f t2j:

I (INN) :

S (IN*3) :

ALLOWABLE Vc (PSI)!

CENTER LIFT ft (PSI) :

ft (psi);

v (psi):

a PN):

Mcr (FT-K):

EDGE LIFT ft (psi) :

fb (psi>:

v(pst):

a (IN): Mcr (FT-K) :

UNDATION 10.94

11.00

5.50

YES

30

12

LONG

20

1.63

7.64 41.0

226.2

532.4 491.4

78

4224

42592

7744

154.7

LONG

-74

307

5.2

0.54

232.0

LONG

389

-157

24.3

0,54 232.0

SHORT

30

2.00 8.90

88.1

404.4

798.7 OK

710.6 76

7788

78529

14278

149.7

SHORT

-110 OK

293 OK

6.3 OK 0.44

351.3 OK

SHORT

359 OK

-177 OK

23.3 OK 0.44

351.3 OK

KE PTI 2004 VOI.05JJSPTSOG Copyright WRIGHT ENGINEERS

PROJECT: MO: SHEET: l_fl


POST-TENS ION ED SLAB-ON-GROUND UNIFORM THICKNESS FOUNDATION FLEXURAL CAPACITY

DESCRIPTION : Plan 1 - with 15 ft extension

ItSsZZS"

6M

fcM I b 1

^ _feW 1 b |

X .x JUL fcW

yt = DIST. FROM TOPOF SLAB TO NEUTRA1AXI5

H(IN)

h(iN)

b [IN}

yt <IN)

A (IN*2)

1 (IN"4)

St (IN*3)

Sb (IN*3)

e(iN)

h(iN)

b (IN)

yi{W)

A (IN*2)

1 (INM)

St (IN"3)

Sb (IN"3)

e«N>

h(iN)

b(iN)

yi(iN)

A (IN*2)

IflNM)

SI (IN"3)

Sb (IN*3)

e(iN)

yt(iN)

A (IN»2)

1 (INM)

St (IN*3)

Sb (IN*3)

e<iN>

h(iw)

b(iN)

yioN>

A (IN*2)

1 <IN"4)

St <IN*3)

S b (IN*3)

et iN)

11.00

36

12 .

10.2

1158

96295

9475

3727

4.66

36.00

12

8.6

112a

65558

4826

2925

3.09

30

12

8.6

1086

56040

6479

2625

3.15

5.5

1452

14641

2662

2662

0.00

12

24

5.6

1740

18157

3252

2829

0.O8

TYP, EDGE OF SLAB


SG AT X (K):

fprATX(PSi):

SECTION Pr*T X (K):

SECTION Pr e (K-IN):

MALLOW UPPER BOUND (K-FT):

MALLOW LOWER BOUND (K-FT):

TYP. CURB AT EDGE

DIST. FROM ANCHOR. X (FT):

SGATX(K):

fprATX(PSi):

SECTION Pr AT X(K):

SECTION Pr e (K-iN):

MALLOW UPPER POUND (K-FT):

MALLOW LOWER BOUND (K-FT);

TYP. DEPRESSED EDGE


SGATX(K):

fprATX(psi):

SECTION PrATX(K):

SECTION Pr e (K-IN):

MALLOW UPPER BOUND (K-FT):

MALLOW LOWER BOUND (K-FT):

TYP. SLAB

DJST. FROM ANCHOR, X(FT) :

SG AT X (K) :

fpfATX(PSI):

SECTION PrATX(K}:

SECTION Pr 6 (K-IN):

MALLOW UPPER BOUND (K-FT/FT) :

MALLOW LOWER BOUND (K-FT/FT) :

TYP .THICKENED SLAB

DIST. FROM ANCHOR. X (FT):

SGATX(K):

fpfflTX(PSI):

SECTION PfATX(K):

SECTION Pr e (K-IN) :

MALLOW UPPER BOUND (K-FT/FT):

MALLOW LOWER BOUND (K-FT/FT) :

LONG DIRECTION

0

0

110

128

596

86.7

-396.3

14.75

79

94

109

507

89.0

-376.0

29.50

158

78

90

419

91.3

-355.6

LONG DIRECTION

0

0

110

125

3S4

75.0

-208.6

14.75

79

94

106

327

75.7

-197.2

29.50

158

78

88

270

76.5

-185.8

LONG DIRECTION

0

0

110

120

377

64.6

-263.5

14.75

79

94

102

321

65.7

-255.0

29.50

158

78

84

265

66.7

-241.4

LONG DIRECTION

0

0

110

160

0

8.9

-8.9

14.75

79

94

136

0

8.5

-8.5

29.50

158

78

113

0

8.2

-8.2

LONG DIRECTION

0

0

110

192

16

7.9

-9.3

14.75

79

94

164

14

7.6

-8.9

29.50

158

78

135

11

7.3

-8.5

SHORT DIRECTION

0

0

35

110

514

88.8

-377.5

8.00

79

86

99

463

90.1

-365.8

16.00

158

76

86

412

91.4

-354.1

SHORT DIRECTION

0

0

95

107

331

75.7

-198.1

8.00

79

86

97

299

76.1

-191.5

16.00

158

76

66

266

76.6

-185.0

SHORT DIRECTION

0

0

95

103

326

65.6

-258.0

8.00

79

B6

93

293

66.2

-248.2

16.00

158

76

83

261

66.8

-240.4

SHORT DIRECTION

0

0

95

138

0

8.5

-8.5

8.00

79

86

125

0

8.4

-8.4

16.00

158

76

111

0

8.2

-8.2

SHORT DIRECTION

0

0

95

166

14

7.6

-8.9

8.00

79

66

149

12

7.4

-8.7

16.00

158

76

133

11

7.3

-8.5

KE_PTim4vOt.05jdsPTSOG CopyrlgrilWRIGHTENGINEERS; yOi.05

PROJECT: No: SHEET: f*

one source

LOAD(PLF) EXTERIOR WALL

SLAB MOMENT(K-FT/FT) 1200

1500

1800

210D

2400

2700

0.00

0.00

0.00

0.01 0.01

0.01

0.00

0.01

0.03

0.04

0.05

0.06

0.02

0.05

o.oe 0.10

0.12

0.14

o.oe 0.11

0.16

0.20

0.23

0.26

0.13

0.20

0.26

0.32

0.37

0.42

0.23

0.32

0.40

0.4B

0.SS

0.62

0.36

0.46

0.57 0.66

0.75

0.65

0.51

0.64

0.76 0.68

0.99

1.11

0.67

0.82

0,97 1.12

1.26

1.40

0.80

0.93

1.15 1.32

1.49

1.66

0.63

0.96

1.15

1.32

' .49

1.66

0.69

0.65

1.01

1.06

1.32

1.47

H 15

9"

91 9" 9" 9" 9" 9" 9" 9" g1' 9"

LOAD (PLF) SOIL PRESSURE (PSF)

1200

1500

1800

2100

2400

2700

29

14

0

0

0

0

14

0

0

0

0

°

o 0

0

0

o o

0

0

0

0

0

0

0

0

0

0

0

0

0

0 0

0

0

0

0

0

0

0

D

0

58

58 43

14

0

0

158

173

187

202

216

216

302

360 41S

475

518

576

518

619

720

835

936

1337

778

936

1109

1262

1440

1613

953

1152 1368

1570

1786

2002

1051

1282

1526

1728

2002

" 2 2 4 6 '

if_J _ SLAB MOMENT CONTOURS ftmi PRPRRI inF nriNTm IRR

LOAD (PLF) INTERIOR W A L L

SLAB MOMENT (K-FT/FT;

1200

1500

1800

2100

2400

270O

0.00

-0.01

•0.01

-G.01

-0.01

•0.01

-0.02

-0.02

-0.02

-0.03

-0.03 -0.03

-0,02 •0.O2

-0.03

-0.03

-0.03

-0.04

0.01 0.01

0,01

0.01

0.01

0.02

0.08

0.10

0.12

0.14

0.16

0.18

0.21

0.27

0.32

0.37 0 4 3

0.48

0.43

0.64

0.65

0 7 5

0 8 6

0.97

0 75

093

1.12

1.31

1.49

1.70

0.93

1.16

1.39

1f i? 1.85

2.13

0.7S

0.93

1.12

1.31

149

1.70

0.43

0.54

0.65

0.75 0 8 5

0 97

0.21

0.27

0.32

0.37

0.43

0.48

0.03

0.1O

0.12

0.14 0.16

0.18

0.01

0.O1

o.tn 0.01

0.01

0.02

-0.02

-0,02

•0.03

-0.03

-0.03

-Q.D4

•O.02

-0.02

•0.02

-0.03

-0.03

•0,03

0.00

-0.01

-0.01

'-0.01

-0.01

-0.01

5. 9"

!" ;t2 ;n !'5 ;ie ;i7 tie

LOAD (PLF) I 9" ; B" ; 3.5" j 9° ; 9"

SOIL PRESSURE (PSF)

SLAB MOMENT CONTOURS snu PPFRSI IRF rYwrnnas

1200

1500

180O

2100

2400

2700

43

29

14

14

0

0

72

72

72

72

72

72

101

115

115

130

144

144

144

158

173

1B7 202

216

173

202

230

245

274

302

216

245

274

302

346

374

246

274

317 360

403

446

259

302

360

403

446

490

274

317

374

418

475

518

259

302

360

403

446

490

245

274

317

360

403

446

216

245

274

302

346

374

173

202

230

245

274

302

144

158

173

187

202

216

101

115

" ' 1 1 5

13C

144

144

72

72 _ i

72

72

72

72

43

29

14

U

0

0

CopyoIPISlBD F.E.AnatysiS.XlS X-WALI-WAL VERSION 1-2-98

PROJECT: , No: SHEET; H

one source

LOAD (PLF) INTERIOR PARTY W A L L

SLAB MOMENT (K-FT/FT; 1200 1500

1800

2100 2400 2700

0.00 -0.01_j -Q.01

-0.01 -0.01

-0.01

-0.04 -0.04

-0.04

-0,04 -0.04

-0.04

-COB

-0.09

-0.10 -0.10 -0.10

-0.10

-0.14 -0.15

•0,16 -0.16 -0.17

-0.18

-0.13

-0.15 -0.15 -0.16

-Q.1S

-0.17

-0.03

-o.oz 0.00 0.02 0.04

0,05

0.24 0.31

0.39 0.47

O.50 0.63

0.72

0.91

1.11 1,31

1,51

1,71

1.09 1,37

1.66 1.95 2.24

2,53

1.09

1.37 1.66

1.95 2.24

2.53

0 7 2

0.91 1.11 1.31

1.51

1.71

0.24 0.31

0.39

0.47 0.50 0.63

•0.03

-0.02 COO 0.02 0.04

0.05

-0.13 -0.15

-0,15 -0.16

-0,16 -0.17

- 0 , 4

-0.15

-0.16 -0.16 -0.17

-0.18

-0,09

-0.09 -0.10 •0.1O

-0.1O

-0.10

-0.O4 -0,04 -0 04

-0,04 -0.04

-0.04

0.00 -0.01 -0.01

-0.01

-0.01 -0,01

LOAD (PLF) J T 6" ' 3.511 ' ' 3.J" ' 9"

SOIL PRESSURE(PSF) 1200 150O

1800 2 )00

2400 2700

0 0 0 0 0

0

0 0

0 0 0 0

14

0 0 0 0

0

101 101 86

ee 72

72

167 216 245 259 288

317

28B

346 403

446 504 562

3B9

475 5S2 646 734

B21

490 605 706

621 936

1C51

547 677 306

933 1066

1195

490

605 706

821 936 1051

369 475 562

646 734

821

266 346 403 446

K M 552

167 216 245 259 286

317 '

101 101 86

86 72

72

14 0

0 0 0 0

0 0 0

0 0 0

0 0

0 0 0 0

0 0 0

0 0 0

SLAB MOMENT CONTOURS SOIL PRESSURE CONTOURS

CopyofPtslab F.E. Anafys's.Kls P-WAL VERSION 1-2-98

PROJECT;

one sou

LOAD (LB) INTERIOR POST

SLABMOMENT(K-FT/R: 2000 •1000

6000

8000 12000 16OO0

20000

O.D0 -0,01 •0.01

-0.02 -003

-O.04 -0.04

1

-0.07

-0.03 -0.05

-0,06 •0.09

•0.12

-0.11

2

-0.03 -COS

-Q.08

-0.10 -0.15 -0.20

-0.24

3

•0.03 -0.07

-0.10 -0.13 -0.19

-0.25 -0.31

4

-0.03

-0.06 -0.09

-0.12 -0.19 -0.24

-0,30

e

-0.01 •0.02

-0,01

-0.05 •0,07 •0.09

-0,11

B

0.04 0.09

0,13 0.18 0.27 0,36

0.46

7

0.23 0.46

0.70

0.93 1.30 1.66

2,33

8

0.40

0.80 1.20

1 6 0 2.41 3.21

in?

S

0.23 0.46

0.70 0.93

1.39

1.86

2.33

ID

0.04 D.OB 0.13

0 1 8 0.27

0.36 0.48

11

•0.01 -0.02

-0.04 -0.05 -0.07

-0,09

-0,11

I !

-Q.D3

-0.O6 -0.Q9 -0.12 -0.19

-0.24

-0.30

13

-0,03 -0.07

-0.10 -0.13

-0.19 -0.25

-0.31

H

-0.03

-0,05

-0,08 -0.10 -0.15

-0.20 -0.24

u

-0.02 -0.O3 -0.05

-O.OB -0.09

-0.12 -D.14

IS

0,00 -0.01

-0.01 -0.02 -0.03

-0.O4 -0.04

17

LOAD (LB) 9" ; 8U ; 3.5";"" 9" • 9"

SOIL PRESSURE (PSF) 2000 4000

aooo sow 12000

16O0Q 20000

43 43

29 29 14 0

-2S

58 58 58

SB 58 58 43

58 72

72 86

101

115 130

72

88 101 115 144 187

216

72 101 130

158 216

274 331

86 130

173 216 302

389 475

101

173 230

288 403

518 631

130

202 274 346 504 648

606

144 202

317 403

576 749 922

130

202

274 316 504 648 806

101

173 230 288 403

518

534

86 130

173 216

302 389 175

72

101 130 15B 216

274 331

72

88 101 115 144

187

216

58

72

72 88

101 115 130

58 56 56 5B

59 58

43

43 43

29 29

14

0 -29

SI AB MOMFNT OTNTOI IRR SO/L PRESSURE CONTOURS

Copy ofPtstab F.B. Anaiysls.xls l-PST VERSION 1-2-9

, PROJECT: .NO: [SHEET; f\?

one source

LOAD (L3) CORNER POST

EDGE BEAM MOMENT (K-FT) 2000 4000 6000 6000 12000 16000

-0,05

-0.08 -0.12 -0.16 -0.23 -0.38

-0.17 -D.32 -0.46

-0.60 -0.89

-1,47

-0.36 -0.65 -0.95

-1.24 -1.83 -3.00

-O.60 -1.09 -1.57 -2.05 -3.01

-4.94

-0.88 -1.57 -2.25

-2.94 -1.31 -7.D6

-1.15

-2.05 -2.93 -3 83 -5.61 -9.17

-1.40 -2.48 -3.55 -4.62 -6.77

-1.S0 -2.ai

-4.01 -522 -7.64

-11.03 | -12.47

-1.71 -2.99 -4.26 -5.53 -8.0S

-13.16

-1.71 -2.96 -4.20 -5.44 -7.93

-12.89

-1.SQ

-267 -3.77 -4B5

-7.04 -11.42

-1.28 -2.09

-2.90 -3.72 -5.35

-6.59

-0,83

-1.25 -1.67

-2.09 -2.93 -4.61

•0.36 -0.42 -0.46

-0.54 -0.6C

•0.91

-0.05 0.D2

o.oe 0.14

0.27 0.52

15 IS

3.5'

5.5"

9"

9"

9"

9"

9"

LOAD (L5)

2000 4000

6000

8000 17000

16000

101 66 72

56 29

-29

115

115 115

115 115 115

130 144 158

173 202

259

144 187

216 245 302 418

173

216 259

302 389 576

187

245

317 374 490

734

202 266 360

446 590

907

SOIL PRESSURE (PSF)

230 259 331

418 518 706 1094

374

490 605 635

1296

274

416 547 691

065

1512

302

461 619

778 1109

1742

331

518 706 S93 1253

1987

374

576 792 994

1411

2246

403 634

864 11D9 1570

2506

418

677 922

1166 1670 2664

FDGf BEAM MOMENT CONTOURS snff PRFSSI IOC mUTnilBS

CopyofPlslab F.E.Analysis.xls C-PST VERSION 1-2-9B

PROJECT: No: SHEET; A 1

one source

LOAD (LB) EDGE POST

EDGE BEAM MOMENT <K-fT| 2000 40<W 6000

8000 12000 16000

0.02 0.04

D.06

0.06 0.11 0.17

0.08 0,14

0.20 0.27 0.39

D.65

0.19 0.35 0.S2

0.68 1.D1 I.6B

0.38

0.71 1.04 1.33

2.06

3.4!

0.62

1.22

1.82 2.41 3.60 5.98

0.97

1.93 2.87 3.S3 5.73

9,53

1.43 2.86 4.27

5.69 8.52

14.1 6

2.04

4.07

6.09

8.1 l_ j 12.17

20.18

2.44 4.86

7.30 9.72 14.58

24.26

2.04 4.07 6.09

8.1t 12.17 20.19

1.43

2.86 427

" '5.69 6.52

14.18

0.B7

1.93 _, 2.67 3.83 5.73

3.53

0.62 1.22 1.82 2.41

3.60

5.98

0.36 0.71

1.04 1.38

2.06 3.41

0.19 0.35

0.52 0.68 1.01

1.66

0.08 0.14

0.20 0.27 0.3B

0.6S

0.02 0.04

0.06 0.08

0.11 0.17

11 .12 .11 i M i15 .16 17 Ifi

3.5"

LOAD (LB) ( T i f f ' ; 3.5" 9" J 9"

SOIL PRESSURE (PSF) 2000 4000 6000

6000 12000

16000

274

331

418 518 720 922

230 346

446

547 763 979

245 350

451 576 BOG 1037

245

374 49D

605 850 1094

259 389

504 634 893 1152

259

403

533 662 622 1161

274

4D3 547 677 950

12Z4

274 418

562 706

979 1253

274 418

562 706 994

1282

274 418 562 706 979

1Z53

274 403

547 677

950 1224

259

403

533 662 922

1181

259 3S9

504 634 893 1152

245 374

490 605

850

1094

245

360

461 576 805 1037

230 346

446 547 763 979

274 331

416 518 720

922

CopyofPtstab F.E. Analysls.xls E-PST VERSION 1-2-S8

.PROJECT: No: SHEET: M

one source

LOAD (LB)

1500 2500

3500

5000 8000 1OD00

COO 0.01

0.01

0.02 0.03 0,03

0.01

C.02

D.04 0.06 0.07

0.07

0.02 0.04

0.06

0,07 0.07

0,07

003

0.05

0 07 0.06 0.03

D01

003 0.04

0.04 0.01

-0.06

-011

001

0.01

-0.02 -009 -0.23

INTERIOR POST UPLIFT

SLAB MOMENT {K-FT/FT!

-0.02

-0.06

-0.13 -026

-0,51 •032 -0.67

-0.13

-0,25

-O.40 -0.85

-1.14

-1.46

-0.31 -nss

-0 83 -1.26 -2.11

-2,67

-0.23 ! -0.05

-0.42

-0.64 -0.99

-1.68

-0.11

-0.21 -0.37

•0.68

-2,14 | -0.89

0.00

-0.01 -0.06

-0.14 -0.32

-0,43

0.02

0.03 003 -0.03

-0.12

-0,18

0.02 0,05

0.05 0 04

-0.01 -0.D3

002

0,04 0.06" 0.06

0.05

0.05

0.01 0.03

0.04 0.06

o.oe 0.D7

0.00

0.01 C.02 0.02 0.03

0.03

9" 3.5" 0"

SLAB MOMENT CONTOURS

CopyotPtslab F.E.Analysis.*!* I-UP VERSION 1-2-SB

PROJECT: No: SHEET; Mp

LOAD (LB) CORNER POST UPLIFT EDGE BEAM MOMENT (K-FT)

150Q

2500 3500 5000 8000 10000

0.02 0.05

0.06 0.09 0.14 0.18

0.08

0.02 0.22

0.32 0.53 0.67

0.14 0.29

0.42 0.63" 1.05 1.33

0.22 0.i15 O.B8

1.02 1.70

2.10

3.30

0.62 0.95 U 3 2 / 1 3.05

0.3? 0 7 9 1.21 1.84 3.09

3.93

0 42

0 92 143 318 3 68 4 69

0,45 1.01 1.57 2.41 4.10 5.21

0,44 1,02

1,61 2 * 8

4.24 5,41

0.38 0,93

1.49 2.34 4.02 5.15

0.24

0,72 120 1.93

0.04 0.37 0.71 1.21

3,37 1 2.21 4.33 | 2.89

-0.21 -0.08 0.06 0.36 0.66 0.92

-0,40 -0.47

•0.53 -0.6/ -0.84

-0.9S

•0,23 -0 32 -0.40 -0 52

-0.77 -0.94

IS ff

,9 -10 <11 -12 .13 -14 15 16

'3.5"

SBgpgB^®ffi^^BS!SE»:si*l= EDGE BEAM MOMENT CONTOURS

Cc<py of Ptalab EE.Analysis.xls C-UP VERSION 1-2-98

PROJECT: ,No: SHEET: At

LOAD (LB) EDGE POST UPLIFT

EDGE BEAM MOMENT (K-FT) 1500 2500

3500 5000

8000 10000

•0.01 -0.03

-0.02 -0 .M

•0.06 -0.08

-0.03 -0.07 -0.11

-0.15 -0.26

-0.32

-0.11 -0.20 -0.29

-0.43 -0.71

-0.89

-026

-0.4* -0.62 -0.90

-1.45 -1.82

-0.46 -0.76 -1.10

-1.58 -2.55 -3.20

-0.74

-1.25 -1.76

-2.53 -4.05 -5.07

-1.11

-1.59

-2.6Z -3.74 -6.01 -7.52

-158 -2.65 -3.71

-5.31 -851

-10.04

-1.76 -2.93

-4.11 -5.36

-9.43 -11.79

-1.3B -2.32

-3.26 -4.66 -7.46

-9.34

-0.97 -1.62

-2.2a -3.25

-5.23 -6.54

-0.64

-1.07 -1.51 -2.17 3.47

-4.35

-0.38

-0.65 -0.92 -1.34

-2.15 -2.69

-0.20 -0.36 -0.51

-0.74

-1.19 -1.4B

- 0 0 9

-0.16 -0.23 -0.34 -0.5G

•0.71

-0.02 -0,05

-o.oa -0.11

-0.20 -0,25

0.00 -0.01

-D.02 -0.02

-0,05 -0.06

In

9" 9" 8" 9" T 9" 3.5' 8"

EDGE BEAM MOMENT CONTOURS

Copy atPtstab F.E. Anaiysis.xls E-UP VERSION 1-2-98

PROJECT: No: SHEET:

Documents

ST RUCTURAL CALCULATIO - Pavilion Construction...REINFORCIN G STEEL; REBA R SHAL L CONFOR M TO AST A615 O A70 6 (A70 REQ'D. FO AL REINFORCIN BE WELDED) AND SHALL BE GRADE 60 (fy =