STRUCT URAL CALCU LATIS O - Pavilion Construction · 1/4/2012 · engineers STRUCT URAL CALCU LATIS O PROJECT: imrciii/tra ESTATES PLAN 3 ST. MICHAELS, AZ PROJECT No: SA1 1 1401

e n g i n e e r s

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

PROJECT: imrcii i / tra ESTATES

PLAN 3

ST. MICHAELS, AZ

PROJECT No: S A 1 1 1 4 0 1

CU£NT: PERLMAN ARCHITECTS

DATE: December 12, 2011

SHEET INDEX

BASIS FOR DESIGN DESICN.LOADS FRAMING KEYPLAN GRAVITY ANALYSIS LATERAL ANALYSIS FOUNDATION DESIGN

.SLAB STRESSES

2 Kl CI LI FT

AT

Phoenix

3115 S. Price Road

Chandler, AZ 85248

(p> 480.463.*.! I I

(f)4a0.4B3.6H2

>ineers.com

Las Vegas

742S Peak Drive

Las Vegas. NVB9I2B

£p) 703.933.-7000

. $ 702,53 j.700(

Irving 2Venture,'SukE*200

Irvine. CA 92618

(p)949.477.400!

(f) 949.477.4009

Salt Lake 9I76S. 30&W.

Suite 12

Sand)-, UT 84070

(pVSOJ.352.20Ol

(0 8OI.3S2.20O6

These calculations are the sole properly of WR3GHT ENGINEERS and may not be reproduced in Whoieor part wi thout written permission. Calculations are valid only for the above named project

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

http://pVSOJ.352.20Ol

e n g i n e e r s BASIS FOR DESIGN

INTERNATIONAL BUILDING CODE 2006 16 PSF (REDUCIBLE) NA REFERTO "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, fc, USED FOR DESIGN = 2500 PSI.

4 1 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 = 60 KSI) DEFORMED BARS U.N.O. REINFORCING IN SLABS ON GRADE MAY BE GRADE 40 {fy - 40 KSI) 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 8'-1"), BLOCKING 2X4 STUDS (OVER 8'-1') 2X6 TOP PLATES 2X6 STUDS (OVER 1Q'-G") 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, {ICC ESR-13B7) 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 8 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 8dAT6" 8dAT12" 3/4" 48/24 10dAT6" 10dAT12" 7/16" 24/16 8dAT6" 8dAT12" V 60/48 10dAT6" 10dAT12" 15/32" 32/16 8dAT6" 8dAT12" 11/8° 60/48 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.

KE BASIS !8Cv2007W2.dac Copyright WRIGHT ENGINEERS \20071112

PROJECT: No: SHEET:

e n g i n e e r s

DESIGN DEAD LOADS

SLOPED ROOF: STANDING SEAM METAL ROOFING

1/2"PLYWO

TRUSSES OR RAFTERS AT 24" O.C.

INSULATION

1/2" GYPBQ CEILING

MECH & MISC

2.0 1.5 3.0 1.0 2.0 5.5

DL(PSF): 15.0 STUCCOSOFHTADD(PSFDL): 12

EXTERIOR WALLS:

INTERIOR WALLS:

7/3" STUCCO

WALL SHEATHING 2x6 STUDS AT 16" O.C.

1/2"GYPBD

INSULATION

MISC.

DL{PSF)

STONE VENEER ADD (PSF DL)

1/2" GYPBD

2x4 STUDS AT 16" O.C.

1/2" GYPBD MISC.

DL IPSF)

10.0 0.5 1.7 2.0 0.7 2,1 17.0 6

2.0 1.1 2.0 1.9 7.0

= l£~pSf

UeSi n Sfttuj i-odi^

0.7 u d, t ^ - \Qf\?£

°* M ho W M not Jess ***** % « Ifff

13 ptf

KE LOADS v03170$.xls RESIDENTIAL

PROJECT:

Copyright WRIGHT ENGINEERS

.NO:

UPDATE 02-12-03

"9. SHEET:

lejtiw. r-tf ROOF FRAMING PLAN - PLAN 3.

•** aEVATTON A

tCM£.W>T-C ROOF FRAMING PLAN - PLAN 3,

• w ELEVATION B

muw.r# .ROOF FRAMING PLAN - PLAN 3.

"* ELEVATION C

\ . B 1 /

fi

• I

\ B3 X

\i

/ B\

iii

PARTIAL ROOF FRAMING PLAN •*» ' -" • PLAN 3 - OPT. EXT. COVERED PATKD

ELEVATION A

PARTIAL ROOF HIAMNG PLAN. «.!*.«. p L A N 3 _ o p T 2 , G A R A G E EXTENSION

ELEVATION A

pna^efi UIL

e n g i n e e r s

•

\ Blfe

j \ s\

\ B3

- ^ tf

,_

BI4

/

PARTIAL ROOF FRAMING PLAN. Mftfc-.it, p L A N 3 _ O R T E X T COVERED PATIO

ELEVATION B

J

,

/ \ .- •» . II" > 1

/ tJiy \

PARTIAL ROOF FRAMING PLAN. «*»"•«' PLAN 3 - OPT. 2' G A R A a EXTENSION

ELfVATKDN B

PROJECT: NO: K5"

SHEET:

% n g t n ^ e r §

PARTIAL ROOF FRAMING PLAN. « — N T p L A N 3 _ O P T EXJ COVERED PATIO

ELEVATION C

PARTIAL ROOF FRAMING PLAN. • a - * - " PLAN 3 - OPT. 2' GARAGE EXTENSION

ELfVATlON C

•WSiEgft USL SHEET: K£

BEAM: B1 SPAN {FT): 5.25

ATL 

LL<psF)

16 40 — 0

D L (LBS)

0

REDUCED

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

16.0 5 40 0 — 3 0 1

UNIFORM LOAD (PLF):

L L (LBS)

0 AT a/L =

155 0 51 20

226

0.00

W, i (PLF)

80 0 — 0

80

COMMENTS

REACTIONS (LBS)

LEFT RIGHT

383 383 210 210 593 593

/ M T L ( L B - F T ) : 7 7 9

DL

LL

TL

OPTIONS:

IV(PSI) @d

fb fpsi) A (IN)

SPAN /A

No. 4x 6

38.2 530 0.05 1266

OFMICROLAMS: 2

{2)1-3/4x5.50 MICROLAMS

38 530 0.04 1504

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

DFNo. 2

40 519 0.04 1409 .

BEAM: B2 SPAN (FT): 3.25

ATL 

LL (PSF)

16

40 — 0

DL (LBS)

0

REDUCED

LL(PSF) TRIB (FT) W T L ( P L F )

16.0 15 40 0 — 3 0 1

UNIFORM LOAD (PLF]

L L (LBS)

0 AT a/L =

465 0

51 20

536

0.00

W|| (PLF)

240 0

— 0

240

COMMENTS

REACTIONS (LBS)

LEFT RIGHT

481 481 390 390 871 ,871

/ M T L ( L B - F T ) : 7 0 8

DL

LL

TL

NO. OF MICROLAMS: 2 Built-up Header (plies): 2 (2) 2X 6 OPTIONS: 4x6 (2) 1-3/4X 5,50

MICROLAM DFNo. 2

BEAM: B3

fv (ps i ) @ d

fb (psi)

A (IN).

S P A N / A '

SPAN (FT): 6.25 ATL 

LL (PSF)

16 40 — 0

DL (LBS)

0

REDUCED

L L (PSF) TRIB (FT) WTL (PLF)

16.0 15 40 0

3 0 1

UNIFORM LOAD (PLF)

LL (LBS)

0 AT a/L =

465 0

51 20 536

0.00

WM (PLF)

240 0

.... 0

240

COMMENTS

50 472 0.02 2504

REACTIONS (LBS)

LEFT RIGHT

925 925

7 5 0 7 5 0

1675 y 1 6 7 5

M T L ( L B - F T ) : 2 ,617

DL

LL

TL

No. OF MICROLAMS: 2 Built-up Header (plies): 2 4x8 (2) 1-3/4x 5.50

MICROLAM

(2) 2x 10 DF No. 2

fv(psi) @d: fb (psi ) :

A (IN):

SPAN / A :

79.2 1024 0.10 725

111 1780 0.20 376

61 628 0.05 1630

KE Plan 3 AZ_W<xxi Beam IBC IRC v012407.xls Beam-1

PROJECT:

Copyriphi WRIGHT ENGINEERS UPDATE 01-24-07

No: SHEET: &l

n g i


ATL 

LL(PSF)

16 40 — 0

D L (LBS)

0

REDUCED

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

16.0 40

. —

15 0 3

0 1 UNIFORM LOAD (PLF]:

LL (LBS) 0 A T a / L =

465 0

51 20

536

0.00

WLL (PLF)

240 0

— 0

240

COMMENTS

REACTIONS (LBS)

LEFT

1221 990

2211 . V

M T L ( L B - F T ) : '

RIGHT

1221. 990

2211

1.560

DL

LL

TL

NO. OF MICROLAMS: 2 Built-up Header (plies): 2 OPTIONS: 4x 10 (2) 1-3/4x 7.25

MICROLAMS

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

tv(PSi) @ d

fb (PSi)

A (IN)

SPAN It,

BEAM: B5 SPAN (FT)

82.8 1096 0.15 654

7.25 A T L 

120 1BG8 0.28 350

REDUCED

LL(PSF) LL(PSF) TRIB (FT) Wn (PLF)

16 40 — 0

16.0 8 40 0 — t 0 1

UNIFORM LOAD (PLF):

D L (LBS) LL (LBS)

0 0 AT a/L =

344 0 17 20

381

0.00

W„ (PLF) 128 0

— 0

128

COMMENTS

70 760 0.08 1225

REACTIONS (LBS)

LEFT RIGHT

9 1 7 9 1 7

4 6 4 4 6 4

1 3 8 1 1381

M T L ( L B - F T ) : 2 , 5 0 3

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

BEAM:

fv<psi) @ d

fb (PSI )

A (IN)

SPAN / A

6 7 . 6

9 8 0

0 .13

6 5 3

B 5 ( w / p t Id)

SPAN (FT): 7 .25

ATL 

LL (PSF)

16 40 — 0

D L (LBS)

3 2 4

REDUCED

LL(PSF) TRIB (FT)

16.0 5 40 0

1

0 1 UNIFORM LOAD (PLF):

L L (LBS)

192 AT a/L =

WTL (PLF) WLL (PLF)

215 80 0 0 17 — 20 0

252 80

COMMENTS

0.29 GT

53 601 0.06 1469

REACTIONS (LBS)

LEFT RIGHT

855 716 427 345 1282 1061

WITT. [LB-FT) : 2 , 2 3 3

DL

LL

T L

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

MICROLAM

(2) 2X 8

OF No. 2

fv (PSI) @ d: fb (psi ) :

A (IN):

SPAN / A :

66.5 874 0.12 734

91 1519 0.23 381

70 837 0.10 846

Kg Han J AZJVood Beam IBCJRC v012407.xls Beam-1 (2) Copyright WRIGHT ENGINEERS UPDATE 01-24-07

[PROJECT: No: L SHEET: -,GJ

n g I

BEAM: B6 REDUCED REACTIONS (LBS)

LEFT RIGHT

SPAN (FT): 12.00 ATL < U 240 ALL < U 360

CD: 1.15 SHOW? [WN]: Y ATRIB (SQ FT) : 0

ROOF SLOPE: 4.0:12

ROOF

FLOOR

WALL

MISC

27 20 17 20

16 4D — 0

P L (LBS)

16.0 40

. —

5 0 3

0 1 UNIFORM LOAD (PLF)!

LL (LBS)

215 0 51 20 266

60 0

.... 0

80

COMMENTS

1236 1236 480 480 1716 1716

M-a(LB-FT): 5 , 1 4 8

DL

LL

TL

POINT LOAD • AT a/L = 0.00 NO. OF MICROLAMS: 2 Built-up Header (piles):

OPTIONS: 4x10 (2) 1-3/4x 9.50 MICROLAMS

3-1/8 x 9 GLULAM

5-1/8x7.5 6-3/4x7.5 (2) 2x 12 DF No. 2

B E A M : B 7

fv(PSi) @ d

fb (PSi)

A (IN)

SPAN /A

69.0 1238 0,36 399

SPAN (FT): 22 .75

ATL < U 2 4 0

ALL < U 3 6 0

CD: 1.15 SNOW? [Y7N]: Y ATRIB (SQ FTJ : 0

ROOF SLOPE: 5 .0 :12

67 1173 0.28 513

P L (PSF)

ROOF

FLOOR

WALL

MISC

27 20 17 20

POINT LOAD—»

80 1464 0.39 369

REDUCED

LL (PSF) LL (PSF)

16 40 — 0

16.0 40 -—

60 1286 0.41 350

TRIB (FT) W-n. (PLF)

5 0 1


DL (LBS) LL (L8S)

0 0 AT a/L

215 0 17 20 252

= 0.00

46 976 0.31 461

WLL (PLF)

80 0

— 0 80

COMMENTS

60 858 0.19 746

REACTIONS (LBS)

LEFT RIGHT

1957 1957 910 910 2867 2867

MTL(LB-FTJ: 16,303

DL LL

TL

NO. OF MICROLAMS: 2 Built-up Header (plies): OPTIONS: (2) 1-3/4X 14.00

MICROLAM

3-1/8 X 15

GLULAM

5-1/8 X 12

GLULAM

6-3/4 X 12 GLULAM

BEAM: B8

fv fps i ) @ d

fb (Psi)

A (IN)

SPAN /A

SPAN (FT)

A T L 

82 1669 0.96 284

REDUCED

LL (PSF) L L (PSF)

16 16.0 40 — 0

40 —

64 1591 1.14 239

TRIB (FT) W-n. (PLF)

0 0 0 3


DL (LBS) LL (LBS)

247' i 2 6 4 0 ftTa/L

0 51 20 71

= 0.50

4B 1208 0.87 314

wLL (PLF)

O 0

— 0 0

COMMENTS

GT

REACTIONS (LBS)

LEFT RIGHT

1344 1344 1320 1320 2664 2664

MTL(LB-FT>: 3,916

DL

LL

TL

OPTIONS:

fv(psi) @d fb (psi)

A (IN)

SPAN /A

No. 4x 10

120.8 942 0.01 2607

OF MICROLAMS: 2

(2) 1-3/4X 5,50 MICROLAM

205 2663 0.06 651

Built-up Header (plies): 2 (2)2X 12

DF No. 2

108 653 0.01 4378

KE Plan 3 AZ_Wbod Beam IBCJRC v0124O7.xls Beam-f (3) Copyright WRIGHT ENGINEERS UPDATE 01-24-OT

PROJECT: No: SHEET: :(B

RIGHT e n g i n e e r s


An. 

LL (PSF)

16

40

.__ 0

DL (LBS)

0

REDUCED

LL (PSF) TRIB (FT) \u-n_ (PLFJ

16.0 5

40 0

3

0 1

UNIFORM IOAD (PLF)

LL (LBS)

0 AT a/L =

155

0

51

20

226

0.00

WLL<PLF) 80

O

— O

80

COMMENTS

REACTIONS (LBS)

LEFT 1205

660

1865

RIGHT 1205

660

1865

MTL(LB-FT): 7,691

DL

LL

TL

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

OPTIONS: 4x 14 (2) 1-3/4* 9.50 MICROLAMS

3-1/8x10.5

GLULAM

5-1/8 x 9 GLULAM

6-3/4 x 9

GLULAM

{ 2 ) 2 X 14

DF No. 2

BEAM: B10

fv(pst) @ d

fb (psi)

A (IN)

SPAN/A

SPAN (FT) 6.75

ATL 

76

1607

0.69

285

REDUCED

LL (PSF) L L (PSF)

16

40

— 0

16.0

40

—

55

1334

0.67

294

TRIB (FT) WTL(PLF)

15.5

0

5

0 1

UNIFORM LOAD (PLF) ;

DL {LBS) LL (LBS)

0 0

481

0

85

20

586

AT a/L = 0.00

42

1013

0.51

388

WLL (PLF) 24B

0

— 0

248

COMMENTS

57

942

0,34

577

REACTIONS (LBS)

LEFT RIGHT

1139 1139

837 837

1976 1976

Mn-(LB-FT): 3,335

DL

LL

TL

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

OPTIONS: 4x 8 (2) 1-3/4x 5.50 MICROLAM

(2)2x10

OF No. 2

BEAM: B11

fv (PSI) @ d

fb (psi)

A (IN)

SPAN/A

95.2

1305

0.15

527

SPAN (FT): 2.75

ATL 

REDUCED

LL (PSF) LL (PSF) TRIB (FT) WJL (PLF) WL|_ (PLF)

16 16.0 15

40 40 0 3

0 0 1

UNIFORM LOAD (PLF):

PL (LBS) LL (LBS)

675 720 AT a/L =

465 240

0 0

51

20 0

536 240

COMMENTS

0.25 GT

74

800

0.07

1185

REACTIONS (LBS)

LEFT RIGHT

913 576

870 510

1783 1086

Y MTL(LB-FT): 1,100

DL

LL

TL

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

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

(2) 2x 6 DFNo.2

fv (psi) @ d :

lb (psi):

A ON) :

SPAN/A :

119.8

748

0.02

1B20

120

748

0.02

2161

126 733 0.02 2025

KE Plan 3 AZ_Wood Beam IBCJRC v012407.xls Beam-1 (4f Copyright WRIGHT ENGINEERS UPDATE 01-24-07

PROJECT! No: SHEET: : &H

URIGHT e n g i n e e r s


ATL 

LL (PSF) 16

40

— 0

DL (LB9)

495

REDUCED

LL (PSF) TRIB (FT) 16.0 15

40 0 3


LL (LBS)

526 AT a/L =

Wn (PLF) 465

0

51 20

536

0.50

WLL (PLF)

240

0

— 0

240

COMMENTS

GT

REACTIONS (LBS)

LEFT

1469

1254

2723

MTL (LB-FT) :

RIGHT

1469

1254

2723

6,670

DL

LL

TL

OPTIONS:

N(PSi) @d fb (ps i)

A (IN) SPAN /A

No.

4X12

34.1

1034 0.12

B59

OF MICROLAMS: 2

(2) 1-3/4X 7.25 MICROLAMS

142

2610 0.36

273

3-1 /8x7.5

153 2732

0.39 256

5 -1 /8x7 .5

93

1666

0.24 419

Built-up Header (plies): 2

(2) 2x 14 OF No. 2

75

817 0,07

1420


ATL 

LL(PSF)

16

40

— 0

DL (LBS)

840

REDUCED

LL (PSF) TRIB (FT)

16.0 0

40 0 3

0 1 UNIFORM LOAD (PLF) \

L L (LBS)

896 AT a/L =

WTL (PLF)

0 0

51

20

71

0.45

WLL (PLF)

0

0

0

0

COMMENTS

GT

REACTIONS (LBS)

LEFT RIGHT

577 493

493 403

1070 897

MTL(LB-FT)-; 1,363

DL

LL

TL

OPTIONS:

M P S I ) @ d

fb (PSI)

A (IN)

SPAN /A

No. 4 x 6

80.9 927

0.03 1319

OF MICROLAMS: 2

(2)1-3/4x5.50 MICROLAM

81

927

0.02 1567


(2) 2x 8 DF No. 2

64

511 0.01

3480

BEAM: B14 REDUCED REACTIONS (LBS)

LEFT RIGHT

SPAN (FT): 3.25

ATL < U 240

ALL < U 360

C 0 : 1.15

SNOW? [Y/N]: Y

ATRIB(SQFT) : 0

ROOF SLOPE: 5.0:12

ROOF

FLOOR

WALL

MISC

15

20

17 20

16 40

— 0

DL (LBS)

16.0 40

—

15

0

3

0 1

UNIFORM LOAD (PLF):

LL (LBS)

465

0 51

20

536

240

0

— 0

240

COMMENTS

MTL

819 594

750 510

1569 1104

(LB-FT): 1,136

DL LL

TL

POINT LOAD —> 4 5 0 480 AT a/L = 0.25 GT

OPTIONS:

fv(psi) @ d

fc (psi)

A (IN)

SPAN /A

No.

4 x 6

103.1 772

0,03

1418

OF MICROLAMS; 2

(2)1-3/4x5.50 MICROLAM

103

772 0.02

1684


(2) 2x 6 DF No. 2

108

757 0.02

1578

KB Plan 3 A2LW«x) Beam IBCJRC vO12407.xls Beam-1 (5) Copyright WRIGHT ENGINEERS UPDATE 01-24-07

PROJECT: No: SHEET: :G5



ATL < U 240 ALi < \J 360

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

ATRIB (SQ FT): 0

R O O F S L O P E : 4.0:12

REDUCED PL (PSF) LL (PSF) LL (PSF) TRIB (FT) W n (PLF) WLL (PLF)

16.0 14 6G2 224 ROOF 27

FLOOR 20 WALL 17

MISC 20

POINT LOAD —'-

16 16.0 14 602 40 40 0 0

1 17

0 0 1 20

UNIFORM LOM) (PLF)! 639

PL (LB9) LL (LBS)

224

0

224

COMMENTS

REACTIONS (LBS) LEFT RIGHT

1747 1639 DL

956 692 LL

2703 2531 TL

(<*>M r M I L [LB-FT): 5,014

378 224 ATa/L= 0.36 GT


MICROLAMS 3-1/8x7.5 ( 2 ) 2 x 1 2

DF No. 2

BEAM: B16

fv (ps i ) @ d

ft> (PSI)

A (IN)

SPAN /A

101.8

1205

0.13

6 8 3

SPAN (FT): 22 .75

ATL 

1 4 7

2 0 5 4

0 .24

3 6 6

REDUCED

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

16

4 0

— 0

16 .0 3.5

40 0

1

0 1

UNIFORM LOAD (PLF)

P L (LBS) L L (LBS)

0 0 A T a /L =

151

0

17

20

188

0 .45

WU (PLF)

56

0

— 0

5 6

COMMENTS

Mn

86

836

0 .07

1278

REACTIONS (LBS)

LEFT RIGHT

1 4 9 6 1 4 9 6

6 3 7 6 3 7

2 1 3 3 2 1 3 3

U*T (LB-FT): 12 ,130

DL

LL

TL

NO. OF MICROLAMS: 2 Built-up Header (piles): 2 OPTIONS: (2) 1-3/4X 14.00

MICROLAM 3-1/6 x 13.5

GLULAM 5 -1 /8x12 GLULAM

6-3/4 x 10.5 GLULAM DFNo. 2

BEAM: B17

fv(PSI) @ d

fb(PS|)

A (IN) SPAN M

SPAN (FT): 7.25

ATL 

68

1 5 3 4

0 .98

279

REDUCED

LL (PSF) LL (PSF)

16

4 0

— 0

16.0

4 0

4 7

1183

0.85

3 2 1

TRIB (FT) W ^ (PLF)

14

0

1

0 1

UNIFORM LOAD (PLF):

DL(LBS) LL(LBS)

0 0 AT a/L

6 0 2

0

17

2 0

639

= 0 .25

42

1174

0 .96

2 8 3

WLL(PLF)

2 2 4

0

— 0

2 2 4

COMMENTS

REACTIONS (LBS)

LEFT RIGHT

1504 1504

8 1 2 8 1 2

2 3 1 6 2 3 1 6

M T L ( L B - F T ) : 4 , 1 9 8

DL

LL

TL

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

OPTIONS: 4X 10 (2) 1-3/4x 7.25 MICROLAM

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

fw(psi) @ d

fb (PSi)

A (IN)

SPAN/A

B3.9

1009

0.11

809

114

1643

0 .19

4 6 3

123

1 7 2 0

0.2O

4 3 3

70 700 0.06 1514

KE Han 3 AZ_WoodBeam IBC IRC vQ124Q7.xls Beam-1 (6) Copyrighl WRIGHT ENGINEERS UPDATE 01-24-C7

PROJECT: No; SHEET: • G6


BEAM: B18 SPAN (FT): 13 .00

ATL 

LL (PSF)

16

40

— 0

DL (LB3)

0

REDUCED

LL (PSF) TRIB (FT)

16.0 4

40 0 1

0 1

UNIFORM LOAD (PLF):

LL {L3S}

0 AT a/L =

WTL (PLF) 172

0

17

20

209

0.36

WN (PLF)

64

0

— 0

64

COMMENTS

REACTIONS (LBS)

LEFT

943

416

1 3 5 9

M T L (LS-FT)

R I G H T

943

416

1359

4 , 4 1 5

DL

LL

TL

O P T I O N S :

fv (psi) @ d

fb (psi)

A (IN)

SPAN /A

No.

4 x 1D

5 5 . 3

1062

0 .36

429

OF MICROLAMS; 2

(2) 1-3/4X 7.25

MICROLAMS

73

1728

0.64

245

3-1/8 X 9

GLULAM

64 1 2 5 6

0 .39

397

5-1 /8x7 .5

48

1103

0.41

377

Built up Header (plies): 2

(2) 2x 12 DF No. 2

48

736

0,19

803

BEAM: B19

SPAN (FT): 7.25

ATL 

LL (PSF)

16

40

— 0

P L (LBS)

0

REDUCED

LL [PSF) TRIB (FT)

16 .0 8

40 0 1

0 1

UNIFORM LOAD (PLF):

LL (LBS)

0 AT aft. =

W R (PLF)

344

0

17

20

381

0.45

Wu {PLF)

128

0

— 0

126

COMMENTS

REACTIONS (LBS)

LEFT

917

464

1381

MTMLB-FT]

RIGHT

917

464

1381

2,503

DL

LL

TL


MICROLAM

(2)2x 10 OF No. 2

BEAM: B20

fv(psi) @ d

fb (PSI)

A (IN)

SPAN/A

SPAN (FT)

A U 

LL (PSF)

16

40

— 0

P L (LBS)

0

REDUCED

LL (PSF) TRIB (FT)

16.0 15

40 0 1

0 1

UNIFORM LOAD (PLF) I

LL (L8S)

0 AT a/L =

Wn. (PLF) 555

0

17

20

592

0.25

Wu. (PLF)

240

0

— 0

240

COMMENTS

53

601

0.06

1469

REACTIONS (LBS)

LEFT RIGhfT

748 748

510 510

1258 1258

MTL(LB-FT): 1,337

DL

LL

TL

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

MICROLAM

(2) 2x 8 DF No, 2

fv(psi) @ d :

fb (psi):

A (IN):

SPAN/A:

76.9

909

0.06

911

77

909

0.05

1082

54 501 0.02 2403

KE Plan 3 AZ_Wootj Beam IBGJRC vO12407.xls Beam-1 (7) Copyright WRIGHT ENGINEERS UPDATE 01-24-0?

PROJECT: No: SHEET: G7

WOOD POST AXIAL LOAD CAPACITY {KIPSJ * ASSUMES POST 15 8KACED IN WEAK DIRECTION

DF SOLE PLATE

e n g i n e e r s

CD : 1.00

POST

2 X 4 DF STUD *

4 X 4 DF No 2

4 x 6 D F N o 2

4 x 6 DF No 2

4X10DFN02

4 x 12 DF No 2

2X6 DF STUD*

2X6DFNo2»

6X6DFN0 1

6 X 6 DF No 1

6X10DFN0 1

6 X l 2 D F N o 1

8X8DFN01

SOL£ PLATE CRUSHING

3.28

7.66

12.03

15.S3

20.24

24.61

5.16

5.16

18.91

25.78

32.66

39.53

35.16

7

2*39

6.68

13.51

17.62

22.21

27.01

6.14

9.66

26.34

35.92

42.66

51.64

52.79

8

2.41

6.96

10.87

14.22

18.00

2189

5.80

B.ee

24.80

33.61

40.43

48.94

51.52

8.71

£.12

9.00

9.36

12.29

15.58

1S.95

5.51

7.95

23.51

3207

3B.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

45.66

49.96

POST HEIGHT (FT)

10 11

1.8B

4.67

7.31

9.60

12.19

14.83

4.93

6.67

20.92

28.52

34.69

41.99

48.09

1.42

3.90

6.12

8.04

10.23

12.44

4.45

5.79

18.83

25.66

31.48

36.11

45.89

12

1.22

3.31

5.19

6,83

8.69

10.57

3.99

5.04

16.B2

22.94

28.32

34.26

43.41

13

1.05

2.64

4.46

5,86

7.46

9.08

3.56

4.40

14.98

20.43

25.36

30.70

40.69

14

0.91

2.48

3.66

5.08

6.48

7.87

3,18

3.BB

13.35

18.20

22.69

27.46

37.66

15

—

-— —

2.84

3.41

11.92

16.25

20.31

24.59

35.D1

16

—

_ — —

2.55

3.03

10.67

14.55

18.23

22.07

32.25

Co: 1.15

POST

2X4DFSTUD*

4 x 4 D F N o 2

4 x 6 D F N o 2

4 x B DF No 2

4x10DFNo2

4x12DFNo2

2 X 6 DF STUD *

2 x 6 D F N o 2 *

6 X 6 DF No 1

6 x 8 D F N o 1

6x10DFNo1

6X12DFN01

8 x 8 D F N o 1

SOLE PLATE CRUSHING

3.28

7.66

12.03

15.BB

20.24

24.61

5.16

18.91

25.78

32.66

39.53

35.16

7

<r£§? 8.91

13.90

18,16

22.95

27.91

10,56

29.44

40.14

47.82

57.89

60.00

8

2.50

7.08

11.07

14.51

18.40

22.37

6.41

9.30

27.33

37.26

44.76

54.18

58.25

8.71

Cm) 6.DB

8.62

12.49

15.85

19.28

6.02

6.41

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

24.69

33.94

41.15

49.81

56.09

POST HEIGHT (FT)

10 11

171

4.71

7.33

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

5.9B

19.80

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

23.66

29.60

35.83

47.22

13

1.D6

2.85

4.48

5,89

7.51

9.13

3,69

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

13.68

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

C D : 1.60

P08T

2 x 4 DF STUD "

4 x 4 DF No 2

4 X 6 DF No 2

4 X 8 DF NO 2

4x10DFNo2

4 x l 2 D F N o 2

2X6 DF STUD*

2 X 6 DF NO 2 *

6 X 6 DF No 1

6 X B DF No 1

Bx10DFNo1

6 x 12 DF No 1

8 x 8 D F N o 1

SOLE PLATE CRUSHING

3.28

7.6B

12.03

15.66

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

12.4B

37.18

50.70

61.04

73.89

60.33

8

2.64

7.30

11.44

15.02

18.09

23.21

7.80

10.49

33.07

45.10

54.90

66.45

76.55

8.71

2.27

6.23

9.76

12.83

16.32

19.85

7.11

9.24

30,07

41.00

50.28

60.67

73.37

9

2.14

6.65

9.1B

12.07

15.35

16.67

6.84

8.78

28.87

39.37

48.40

58.59

71.65

POST HEIGHT (FT)

10 11

1.76

4.79

7.51

9.88

12.58

15.3D

5.93 !

7.37

24.97

34.05

42.20

51 .OB

66.67

1.46

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

5.25

6.9S

6.85

10.78

4.46

5,34

18,69

25.46

31.67

39.58

55.22

13

1.07

2.88

4.52

5.95

7.59

9.23

3.69

4.61

16.28

22.20

27.B3

33.69

49.72

14

0.93

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

21.69

26.13

40.11

16

„

-• -

._ —

2.67

3.11

11.16

15.22

19.18

23.21

36.09

KE Wood Studs A PostlBC v20110510.xb Paul CopyriflM WRIGHT ENGINEERS UPDATE HWCL06

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.

STUD BEE (fncTies)

2 X 3b

2 x 4 3 x 4 2 X 5

2 x 6

TABLE R602.3(S) SEE, HEIGHT AND SPACINQ OF WOOD STUDS*

BEARING WALLS

Laterally unsupported stud

height" fleet)

— 10 10 10

10

Maxim urn spacing when

supporting roof and ceiling only

(Inches) — 24 24 24 24

Maximum spacing when

supporting one floor, roof and

ceiling (inches)

— 16 24 24

24

Maximum spacing whan

supporting two floors, roof and

ceiling (inches)

— — 16 — 16

Maximum E pacing wtwn

supporting one floor only (Inches)

— 24 24 24 24

\ NOHBEARINQ WALLS /

LafiMUly unsupported stud

hefghlN. (feel) X ,

10 / -

1 4 /

x*> / 1C

/ 20

\ IP

^ w \ 2 4

^ 2 4 \ 24 \

ForSL l i n e n = 25.4 mm. a, Listedheiglilsaxe distances between points of h t e i ^ s a p p o i t p l a c ^ p e ^

justified by analysis.

b . Stall not be used in exterior walls.

KB Wood Studs & Post fflC v20110S10.xls IRC Copyright WRIGHT ENGINEERS v2007.05.21

http://v2007.05.21


WOOD STUD W A L L : TYPICAL 2x6 Exter iorWal l STUD DESIGN IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE

WIND

STUD LENGTH (FT): fl.71

STUD SPACING : 16" O.C.

16" 0.c.

LUMBER GRADE : DF STUD GRADE

STUD SIZE: 2 x 6

TEAST HORlZ. Dllrf."(FT): 44

MEAN ROOF HT.h (FT): 15

ROOFPrtCH: 5:12

EXPOSURE;C

V<MPM): BO

K r t : 1.00

hv: 1.00

GCp, (+/-): 0.18

EFFECTIVE AREA: 25.3

K d : 0.85

i Kh.csc: 0.85

qh,csc(PSFj: 14.93

GCp: 1.03

WIND LOAD (PSF): 18.1

SEISMIC

KING STUDS AND POSTS

IE: 1.00

SDS : 0.253

SESMJC LOAD (P») : 1.7

RESISTONLY HORIZONTAL LOAD

Co: Fb' (psi):

MOAPfLBfT):

CRITERIA

Ma WIND: AaWlND:

Ma SEISMIC: i s SEISMIC:

1,6 1120

706

4.38 16.50

61.81

162.62

MAX OPENING (FT)

KING STUPfPOST

(1)2x6 14'-6" (2)2x6 22'-11"

(3)2X8 31'-6"

(4) 2x0 40'-4"

6x4DFNo.2 34'-11"

6x6 DF No.1 59'-4"

6x8 DF No.1 60-0"

6x10DFNo,1 8B'-7"

KE Wood Studs & Past fflC V2Ct10510_xts KS Cupyrfghl WRIGHT ENGINEERS V20O8W.17

KE Wood Sfarfs I Post IBC ifZ0110510.tf* KS ft) Copyriglit WRIGHT ENGINEERS


WOOD STUD W A L L : 2x4Exter lo rWal l STUO DESIGN IN ACCORDANCE VWffl THE INTEWiATKWlALBUI-DING CODE

STUD LENGTH (FT): 8.71

STUD SPACING: 16"o.C.

16" O.C.

LUMBER GRADE : DF No. 2

STUD SIZE; 2 x 4

WIND T E S S T HOftlZ. blM. (FT): 44

MEAN ROOT 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

K d : 0.85

1 Kh.C&c; 0.85

qh,cao(PSF>: 14.80

GCp: 1.03

WIND LOAD (PSF): 1B.1

SEISMIC

KING STUDS AND POSTS

IS: 1.00

Sos: 0.253

SESMICLOAD(PSF): 1.7

RE5I5T ONLY HORIZONTAL LOAD

Co

Fb' (psu

MCAP (LB-FT)

CRfTEBIA

Ma WIND AaWlND

Ma SEISMIC ia SEISMIC

1.8 2160

551

3.34 4.73

48.27 47.SS

MAX OPENING (FT)

KINS STUD/POST

(1) 2x4

(2) 2x4

(3)2x4

(4) 2x4

4x4 DF No.2

4x6 DF No.2

4X8 DF No.2

4jdODFNo_2

9'-5"

15'-D"

20'-B"

27'-3n

1S'-10"

24'-5"

31'-3"

39'-0"

PROJECT: No: SHEET: -. GH

e n g i n e e r s

DESIGN WIND LOADS MAIN WIND FORCE-RESISTING SYSTEM

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

p = qGCp - qi[GCpi} q* = 0.00256KzKztKdV*l

MEAN ROOF HT, h (FT): 14

ROOFPITCH : 5 :12

EXPOSURE: C

V(MPH): 9 0

Kzt: 1.00 Kd : 0.85

I: 1.00 GCP, (+/-): 0.18

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

HORIZOWTAI niMFWRinMS

LEAST (FT): 4 2

GREATEST (FT): 58

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 qhi

NOTE: THE NEGATIVE WINDWARD ROOF Cp IS THE MAXIMUM UPLIFT

I.E. HORIZONTAL DISTANCE FROM WINDWARD EDGE FROM O TO h/2

LATERAL DESIGN PRESSURES USING POSITIVE Cp AT WINDWARD ROOF ELEV. (FT) Kz qz (PSF)

WINDWARD WALUPSF) NET WALL P (PSF)

Kh: 0.85 qh(PSF): 14 .96

LEEWARD WALL (PSF) 1 6.4

WINDWARD ROOF (PSF) : 3.2

LEEWARD ROOF (PSF) : 7.6

NET ROOF P (PSF) : 10 .8

INTERNAL P (PSF) I 2.7

15 20 25 30 40 50 60

70 80 90 100 120 140 160 180

200

0.85 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.S

23.9

VERTICAL DESIGN PRESSURES WIND NORMAL TO R10GE

Cp: -0.6 PUPUFT(PSF) : 10.3

FLAT ROOF OR WIND PARALLEL TO RIDGE

C p : -0.9

P U P U F T [ P S F ) : 14.1

K£WndA$GEfvO32107.3.XiaMWfiR$- Copyright WRIGHT ENGINEERS

. PROJECT: No:

-ueoAJt oa ae<pe

SHEET: •, U

e n g i n e e r s

?v

PROJECT: No; SHEET:

e n g i n e e r s

(Braoed Wall Design Per IRC 2006 R602.10)

L I N E : 1 WALL SEGMENTS TOTAL

LENGTH (FT):

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

TOTAL LINE LENGTH (FT) 50

PERCENT OF WALL PROVIDED 24.0%

PERCENT OF WALL REQD 18.3%

FLOOR 1

TOTAL FLOORS AT LINE 1

MAX SPACING BETWEEN LINES 40

MAX ON CENTER SPACING 25

MAX DIST - WALL TO CORNER 12.0

4.00

9.00

BRACE TYPE plwd no hda

MIN LENGTH 3.50

OK

8.00

9.00

gypboartj no hds

8.00

8.00

9.00

gypboard no hds

8.00

12.00

OK

OK

Etf Length

sw 4.0

SW9

OK

4.0

SW5

O K

4.0

SW5

OK

UPLIFT

STRAP

HOLDOWN

0

none

none

0

none

none

0

none

none

L INE: WALL SEGMENTS TOTAL

LENGTH (FT)

SEISMIC CAT./WIND SPEED A, S ocMOOmph HEIGHT(FT)

TOTAL LINE LENGTH (FT) 50 BRACE TYPE

PERCENT OF WALL PROVIDED 24.0% MIN LENGTH

PERCENT OF WALL REQ'D 1fl.3% OK

FLOOR 1


MAX SPACING BETWEEN LINES 40 OK

MAX ON CENTER SPACING 25 OK


4.00

9.00

plwd no hds

3.50

4.00

9.00

plwd no hds

3.50

B.00

9.00

gypboard no hds

6.00

12.00

EK Length

SW

4.D

SW9

OK

4.0

SW9

OK

4.0

SW5

O K

•UPUFT

STRAP

HOLDOWN

0 none

none

0

none

none

0

none

none

L I N E : WALL SEGMENTS TOTAL

LENGTH (FT):

SEISMIC CAT./WWD SPEED A, B or<100 mph HEIGHT (FT):

TOTAL LINE LENGTH (FT) 50 BRACE TYPE:

PERCENT OF WALL PROVIDED 24.0% MIN LENGTH

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

FLOOR 1

TOTAL FLOORS AT LWE 1

MAX SPACING BETWEEN LINES 44 OK

MAX ON CENTER SPACING 25 OK

MAX DIST - WALL TO CORNER 1 Z 0

4.00

9.00

plwd no hds

3.50

4.00

9.00

plwd no hds

3.50

4.00

9.00

plwd no hds

3.50

12.00

Eft Length

SW

4.0

SW9

OK

4.0

SW9

O K

4.0

SW9

OK

UPLIFT

SIRAP

HOLDOWN

0

none

none

0

none

none

0

none

none

KF Plan a fimrerf iw lh IffC <!?».» iriMftflnfJlxfe Wills 1-3 funriafa) Copyright WRIGHT ENGINEERS v200B.01.31

PROJECT: NO; SHEET:

http://v200B.01.31


(Braced Wall Design Per IRC 2006 R602.10)

L INE:

LENGTH (FT)

SEISMIC CAT./WIND SPEED A. 8or<100mph HEIGHT(FT)



PERCENT OF WALL REQ'D 16.0%

FLOOR 1





BRACE TYPE

MIN LENGTH

OK

EffLongth

OK SW

OK

UPLIFT

STRAP

HOLDOWN

4.00

9.00

ptwd no hds

3.50

4.0

SW9

OK 0

none

none

WALL SEGMENTS TOTAL

4.00

L I N E :

LENGTH (FT)

SEISMIC CAT. I WIND SPEED A. B or-; 100 mph HEIGHT (FT)

TOTAL LINE LENGTH (FT) 5B



FLOOR 1




MAX DIST-WALL TO CORNER 12.0

BRACE TYPE

MIN LENGTH

OK

Eff Length

OK SW

OK

UPLIFT

STRAP

HOLOOWN

4.00

9.00

phwdnohda

3.50

4.0

SW9

OK 0

none

none

WALL SEGMENTS TOTAL

4,00

9.00

plwdrwhds

3.50

4.0

SW9

OK

0

none

none

4.00

9.00

ptwd no hds

3.50

4.0

SW9

OK 0

none

nana

12.00

KE Plan 3 Braced walls IRC OTsup v200BQ131.xls Wells 1-3 (update) (2) Copyright WRIGHT ENGINEERS v5Q0S.O1.21

PROJECT; ,No: ,SHEET:

http://v5Q0S.O1.21


LINE; S SHEAR WALL SEGMENTS

WIND FORCE. W(LB)

SEEMIC FORCE, 0 . 7 * Q E ( I B )

ROOF UPLIFT (PSF)

ROOF PITCH

ROOF DL (PSF)

ROOFLL(P8F|

FLOOR DL (PSF)

FLOOR LL |PSF|

W A L L B E L F ( P S F J

P ik,

frWIND(PLF)

fV SEISMIC [PLP)

UIH. SHEAHWALL NO

1 SHEAR WALL SELECTION

SDC-B; SOS*0.3; 6PF-HFBTUO

3,100

01

14.1

5:12

21

19

12

40

12

1.00

2.5

310

0

sure

SW9 SAT 16

LENGTH (FTj

HEIGHT (FT]

ROOF T R B (FTJ

FLOOR T R B (FT)

HOLDOWN LOCATION

END POST

[ W ] A t m UPLIFT (LBJ

[W) ADL7L DOWN (LBJ

[Si A D D ! UPLIFT (L8|

[SJ AUDI. DOWN (U3)

[W] UPLIFT (LB|

[W]DOWN(LB|

(SJ UPLIFT (LB]

[S] DOWN |LB)

| CHECK BUCKLING

CHECK TENSION

| ELEVATED

F ATLe

I AT CRNR

I A.B. OPTS

S

10.00 1 0 0 ° g.co

14.00

0.00

ATLe (J) 2 x fl STUD

O

0

0

0

2612

3324

0

827

OK

OK

(2) CS16

9THD10

STH01D

HDU4

HDLM

HTT'l

KE Fto 3 Wood SWIBC itfiH t07U.rH, SW CWiTlohl WRIGHT ENGINEERS

PROJECT: No; SHEET:

http://t07U.rH


(Braced Wall Design Per IRC 2008 R602.10)

LINE:

LENGTH (FT)

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




FLOOR 1





BRACE TYPE

MIN LENGTH

OK

EffLenglh

OK SW

OK

UPLIFT

STRAP

HOLDOWN

2.67

9.00

plwd alt w/hds

2.66

2.7

SW9

OK

WALL SEGMENTS TOTAL

1 8 0 0

S T H D 1 0

H T T 1 6

2.67

9.00

plwd alt w/ hds

2.66

5.34

2.7

SW9

© K

1800

S T H D 1 0

H T T 1 6

L INE:

LENGTH (FT)

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




FLOOR 1


MAX SPACIMG BETWEEN LINES 22



BRACE TYPE:

MIN LENGTH

OK

Sf Length

OK SW

OK

UPLIFT

STRAP

HOLDOWN

8.00

9.00

gypboard no hds

a oo

4.0

SW5

O K

0

none

none

WALL SEGMENTS TOTAL

4.00

KE Plan 3 SfacetJ walls IRC P7stm v200a0131.xl$ Walls 1-3 fwxtate) (3) Copyright WRIGHT ENGINEERS V2O0B.01.31

. PROJECT; .No: SHEET;


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 SOIL/SLAB FRICTION LOSSES

MEASURED TENDON ELONGATION (IN): [0.70x270/27E3]xL = 0.007 L where L is in inches

DESCRIPTION : P lan 3 ,

C O N C R E T E

UNIT WEIGHT, W (PCF)

fO {PSI)

EC {KSI)

Ecr<KSi)

ALLOWABLE ft (PSI)

ALLOWABLE fc (PSI)

S O I L P A R A M E T E R S

qALLOW{PSF}

ESOIL(PSI)

|J 3UBGFWDE FRICTION

em (FT)

ym (IN)

C i

150

3000

3321

1660

-329

1350

2000

1000

1.00

CENTER

5.50

3.20

360

GENERAL S L A B INFORMATION

RECTANGLE (FT)

PERIM.LOAD. P(PLF)

CENTER LIFT

Ao

B

C

M(FT-K/FT)

RECTO, Mcr(FT-K)

V(K/FT)

E D G E LIFT

M(FT-K/FT)

REQ/D-MCffFT-K)

V(K/FT>

58.00

SOD

LONG

0.58

0.73

1.94

4.64

64.9

0.B3

LONG

5.42

75.8

3,25

EDGE

5.50

2.40

720

28 .00

SHORT

4.91

142.3

1.02

SHORT

5.32

154.2

3.09

RIBBED FOUNDATION

t SLAB ON):

RECTANGLE DIRECTION !

NUM. SLABfTOP TENDONS :

SLAB TENDON DEPTH (IN) :

NUM. RIBS, n :

RIB h ON) :

RIB b ( I N ) :

NUM. TENDONS PER RIB :

RIB TENDON HEIGHT (IN) :

RIB SPACING, S (FT) :

A ( IN^) :

1 (INM) :

Si (IN*3> :

Sb (iN"3i:

p(FT) :

Z (FT):

S G AT 6 [K):

REQ'D. Pe (K):

P e [ K ) :

P r A T | J [ K ) :

ALLOWABLE Vc (PSI) :

#a STIRRUPS :

CENTER LIFT

REQ'D, 1 (INM) :

f i (psi ) :

fo (psi):

v (psi):

a (IN):

Mcr(FT-K):

E D G E L IFT

REQ'D. 1 (INM) :

fi (psi) :

fb (psi):

V(p3t ) :

a (IN):

Mcr( fT-K):

4.00

LONG

7

2.00

29

11.00

9.85

1

4.55

6.00

3343

34262

6.479

5999

7.24

43.42

26.2

167.1

958.4

932.2

187.2

—

LONG

14670

-4

585

7.4

0.26

137.8

LONG

34262

517

22

28.9

0.90

386.0

SHORT

14

2 .00

20

11.00

13.24

1

2.87

6.00

4637

44939 OK

10704

6607

7.74

28.00

58.1

231.9

905.1 OK

847.0

168.0

_

SHORT

20737

-248 OK

880 O K

20.3 OK

0.55

271.0 OK

SHORT

44939

4 1 7 OK

-197 OK

61.4 OK

0.30

353.9 O K

UNIFORM THICKNESS FO

H CALC (IN) :

H ACTUAL (IN) !

SLAB TENDON DEPTH (IN) :

CONT. PERIMETER RIB?

EMBEDMENT (IN):

WIDTH (IN):

NUM. TENDONS !

TENDON SPACING (FT)!

B<FT>:

SG AT p (K>:

REQ'D. Pe (K):

P e ( K ) :

Pr AT p (K):

fpr MIN (PSI):

A (IN*2):

I ( INM) :

s (IH*3) :

ALLOWABLE VC (PSI):

CENTER LIFT

ft (psi) :

fb (psi):

v (psi):

a (IN):

Mcr(FT-K):

EDGE LIFT

ft (psi ) :

fc (psi):

v p s i ) :

a (IN):

Mcr(FT-K):

UNDATION

10.70

11.00

5.50

YES

30

12

LONG

18

1.59

7.39

35.3

199.8

479 .2

443.9

79

3696

37268

6776

155.5

LONG

-110

350

6.3

0.56

208.5

LONG

369

-148

24 .6

0.56

208.5

SHORT

29

2.04

8.87

87.7

397.8

772.0 O K

684.3

77

7658

77198

14036

149.3

SHORT

-154 OK

333 OK

7.7 OK

0.44

339.9 OK

SHORT

353 OK

-174 OK

23.4 OK

0.44

339.9 OK

KE_PTI 2004 WJ).0&xfc PTSOG (3) CopyriallL WRIGHT ENGINEERS V01.05

PROJECT: ,Na; SHEET: f

POST-TENSIONED SLAB-ON-GROUND UNIFORM THICKNESS FOUNDATION FLEXURAL CAPACITY

DESCRIPTION : Plan 3

H(iN): 11.00

OH

ML

, 6 "

I ^ -«-

* H

•i * j t - j -

\

("F

b

Yl -6hL X-t

H 0 on

y i = DIST.FROMTOPOFSLABTONEUTRW.AXIS

h (IN) : 36 TYP. EDGE OF SLAB

b[ IN) : 12 DIST.FROMANCHOR.MFT);

y i [ iN j ; 10.2 S G A I X ( K ) ;

A(WA2): 1158 fprATXtPSij:

I (IN*4) : 96295 SECTION PrATX(K):

St (INA3) I 9475 SECTION Pr e [KIN) I

LONG DIRECTION

0 14.50 29.00 69 95

110

515

0

112

129

602

139

79

92

426

SHORT DIRECTION

0 7.00 14.00 0 69 139

94 85 77 108 99 89

505 460 414

Sb (IN*3)

e(iN)

hOT

b{iN)

yttiN}

A [lN*2)

1{IN*4)

St (INA3)

Sb <IN*3>

eQN)

h(tN)

b(iN)

yi(IN)

A (IN*2)

I <IN*4)

S i (Wk3>

Sb (INA3)

e(IN)

yuiN)

A(iN*2)

I (IN"4)

St (IN*3>

Sb tit^a)

e(iN>

h<iN)

b(iifl

Vi W

A (INA2)

I (IN*4)

St (IN*3>

Sb (IN^))

eQN)

3727

4.66

36.00

12

8,6

1128

85558

4826

2925

3.09

30

12

8.6

1086

56040

6479

2625

3.15

5.5

1452

14641

2662

2662

0.00

12

24

6,6

1740

18157

3252

2829

0.08

MALLOW UPPER BOUND (K-FT):

MALLOW LOWER BOUND (K-FT) :

TYP. CURB AT EDGE

LUST. FROM ANCHOR, X (FT) :

SGATX(K):

fprAT x (psi):

SECTION Pr AT X(K):

SECTION Pr e [K-IN) I


MALLOW LOWER BOUND (K-FT):

TYP. DEPRESSED EDGE

DIST. FROM ANCHOR. X (FT):

SGATX(K):

fprATX(psi):

SECTION PrATX(Kj:

SECTION Pr 6 [K-IN):


MALLOW LOWER BOUND {K-FT):

TYP. SLAB

DIST. FROM ANCHOR, X (FT):

S G A T X ( K ) ;

fprAT x(psi):

SECTION PrATX(K):

SECTION Pr e (K-IN):

Ml>LLCW UPPER BOUND (K-FT/FT)'.

MALLOW LOWER BOUND (K-FT/FT):

TYP.THICKENED SUB

DIST. FROM ANCHOR, X (FT) :

SGMX(K) :

fprAT X(PSl):

SECTION Pr AT X(K):

SECTION Pr S (K-IN):

MALLOW UPPER BOUND (K-FT/FT):

MALLOW LOWER SOUND (K-FT/FT) \

83.5

-397.7

88.6

-377.8

91.0

-357.8

LONG DIRECTION

0

0

112

126

386

74.9

-209.4

14.50

69

95

108

332

75.7

-198.2

29.00

139

79

89

276

76.4

-187.0

LONG DIRECTION

0

0

112

121

3S1

64.5

-269.5

14.50

69

95

104

326

65.6

-256.2

29.00

139

79

86

271

66.6

-242.9

LONG DIRECTION

0

0

112

162

0

8.9

-8.9

14.50

69

95

139

0

8.6

-8.6

29.00

139

79

115

0

S.2

-8.2

LONG DIRECTION

0

0

112

194

16

7.9

-9.3

14.50

69

95

166

14

7.6

-8.9

29.00

139

79

138

11

7,3

-8,6

89.0

-375.4

90.2

-365.0

91.4

-354.6

SHORT DIRECTION

0

0

94

105

325

75.8

-196.9

7. GO

69

85

96

296

76.2

-191.1

14.00

139

77

87

267

7B.5

-185.3

SHORT DIRECTION

0

0

94

102

320

65.7

-254.6

7.00

69

85

92

291

66.2

-247.7

14.00

139

77

B3

262

66.8

-240.7

SHORT DIRECTION

0

0

94

136

D

8.5

-8.5

7.00

69

85

124

0

8.3

-8.3

14.00

139

77

111

0

8.2

-8.2

SHORT DIRECTION

0

0

94

163

13

7.6

-8.9

7.00

69

85

148

12

7.4

-8.7

14.00

139

77

134

11

7.3

-8.5

KE_PTI 2004 v01.OS.xls PTSOG (3) Copyright WRIGI IT ENGINEERS

n

http://DIST.FROMTOPOFSLABTONEUTRW.AXIS

http://v01.OS.xls

LOAD (PLF) EXTERIOR W A L L

SLAB MOMENT (K-FT/n; 1200

1500 1500 2100 2400 2700

3.00 a.oo 3,00

a.01 0.D1 0.01

0.00 o.ai 0.03 0,04

0.05 o.oe

0.02

0.05 0.06 0.10 0.12 0.14

o.oa 0.11 0.16 0.20 0.23

D.26

0.13 0.20

0.26 0,32

0.37 0,12

0.23

0,32 0.40 0 48

0,55 0.62

0.36

0,16 0,57 0,66 0.75 0.85

0,51

0,64 0.75 0.88 0.99 1.11

0.G7 0.B2

0.97 1.12 1.26 1.40

0.00 0.99

1.15 1,32 1.49 1.66

0.83

0,98

1,15 1.32 1.49 1.66

0.69 Q.B5

1.01 1.06 1.32 1.47

l

2

3

4

5

1

9"

2

9-

3

9

t

9"

5

9"

6

9-

7

9"

6

9"

9

S"

10

9"

It

9"

1Z

S"

13

5.5"

14

u1 LOAD {PLF) SOIL PRESSURE <PSF)

1200

1500 1800

2100 2400

2700

23

14 0 0 0 0

M 0 0

0 0 D

0

0 0

0 0 0

0

0 0 0 0 0

0 D 0 0

0 0

0 0 0

0

0 0

0

0 n 0

o o

58

59 43

14 0 0

158 173 187

202 216 216

302 360 418

475 516 576

518

619 720

835 936 1037

778 936

1109

1282 1440 1613

950

1152 1368

1570 1766 2002

1051 1262" 1526

1726 2002

"'2246

SLAB MOMEWT CONTOURS RDIt P R F R R l l R F m N T n t l R R

LOAD (PLF) INTERIOR W A L L

SLAB MOMENT (K-FTffT; 1200 I 0.00

1500 1800

2100 2400 2700

-0,01 -O.01

-0.01

-0,01

-0,02 -0.02

-0.02

-0.D3 -0.O3

-0.01 -0.Q3

-0.02 J 0.01 -0.O2

-0.03 -0.O3 -0,03

-0.04

aot 001

0.01

0.01 0.02

0.05 0.10 0.12

D.14 0.16 0.18

0.21

0.27

0.32 0.37 0.43 0.48

0.41

0.54

0 6 5 0.75 0 3 6

097

0.75 0.93

1.12 1.31 149

1.70

0.93

1.16 1.39

1.62 1.65

2.13

0.75 0.93 1.12

1,31 1.49

1.70

0.43

Q.54 0.65

0.75 0.85 0 97

a.2l

0.27 0.32

0,37 0.43

0,48

O.OB

0.10 0.12

0,14 0,16

0.18

o.ai 0.01

0.01

0.01 0.01

0.02

-0.02

-D.OZ

-0.03 -0,03 -0,03

-0.04

-0,03

-0.02 -0.02 -0.03 -0.03

•0.03

0.00

-0.01

-0.01 -0.01 -0.01

-0.01

!'2 It* !'5 ;>6 I'7

LOAD {PLF) I 9" i 9" ; 3.5"

SOIL PRESSURE {PSF)

- ' J -

? 2~ I t j SLAB MOMENT CONTOURS

: IB

1200 1500

1600

2100 2400

2700

43

29

14 14 0

0

72

72 72

72 72

72

101

115 115

130 144 144

144 153

173 187 202

216

173 202

230 245

274

302

216 245

274 302

346

374

245

274

317 360 403

446

259

302

360 403 446

490

274

317 374 418 475

518

259

302 360 403

440

490

245

274

317 360

403

446

216 j

245 274 302

348

374

173

202 230

245 274

302

144

15B

173 187

202 216

101

115

" us 130

144

144

72

72 72 72

72 72

43

29 14

14

0

0

,| pRPCU |pp .

CapyofPisW F.E.Anaiysis.x(s X-WALI-WAL VERSION 1-2-98

PROJECT: No: SHEET: M

one source

LOAD (PLF)

1200 1500 1800

2100 2400

2700

0.00

-0.01

-0.01 -0.01 -0.01

-0.01

-0.04 -0.04 -0.04

-0.04 -0.D4

-0.04

-o.oe •0.09

-Q.10 -0.10 -0,10 -0.10

-0.14 -0 . t5

-0.16 -0.16 -0.17

-0.18

-0.13 -0.15 -0.15

-D.16 -0.16

-0.17

-0.03 -0.02

0.00 0.02 0.04

0.05

INTERIOR PARTY WALL SLAB MOMENT (K-FT/FT)

0.24

0.31

0.39 0.47 0.E0

0.63

0,72

0.91 1.11 1.31 1.S1

1.71

1.09 1 37

1f i6 1.96

2.24

2.53

1.09 1.37 I.6S

1.95

2.24 2.53

0.72 0.91

1.11 1,31 155

1.71

0.24 0.31

0.39 0,47

0,50 0,63

-0.03

-0.D2 0.00

0.02 0.04 0.05

-0.13 -0.15

-0.15 -0,16

-0.16 -0.17

-0.14 -0.15

-0.16 -0.16

-0.17

-0.18

-0.09 -0.09

-0.10 -0.10

-0.10

-0.10

-0.04

-0.04 -0.04

-0.04 -0.04

-0.04

0.00 -0,01

-0.01 -0.01

-0.01

-0.01

1

•1

3

i

i,

1 2

9 1

3

9"

4 5

911

e

911

7

9"

S

9"

9 11 12 1! H 15

5J

16

5U

17

9"

16

9"

19

9"

20

9"

9"

9"

9"

LOAD(PLF) ; SOIL PRESSURE(P5F) 1200 1500 1830 2100 2400 2700

O 0 0 0 0 0

0 0 0 0 0 0

14 0

a 0 0 0

101 101 86 66 72 2

187 216 245 259 286 317

268 346 403 446 304 552

389 475 562 648 734 621

490 605 706 B21 936 1051

547 ft77 SOS S3B 1066 1195

490 605 703 621 036 1051

359 475 £62 646 734 821

2B8 346 403 446 504 552

167 216 246 25S 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

SLAB MOMENT CONTOURS SOIL PRESSURE CONTOURS

Copy of Plslab RE. Analysis.xls P-WAL VERSIQN1-2-98

PROJECT: .Ha: SHEET: hf

source

LOAD (LS) INTERIOR POST

SLABMOMENTJK-FTVFT;

2000 4000 aooo 8000

1 12000 16000 20000

0.00 -0.01 -0.01 -0.02 -0.03 -0.04 -0.04

1

-O.D2 -O.03 -0.05 -0.06 -0.09 - 0 . 1 ! -0.14

2

-0.03 -0.05 •0.08 -0.10 -0.15 •0.20 -0.24

1

•0.03 •0.07 -0.10 -0.13 -0.19 •0.25 -0.31

4

-0.03 -0.OS -0.09 •0.12 -0.19 -0.24 -0.30

E

-0.01 .0.02 43,04 -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 0.63 1.39 1.66 2.33

a

0.40 0.50 1 ?0 1 RO 2.41 3.Z1 4.0?

6

0.23 0.46 0.70 0.93 1.39 1.86 2.33

10

0.04 0.09 0.13 0.18 0.27 0.36 0.46

11

-0.01 -0,02 -0.04 -0.05 -0.07 -0.09 -0.11

12

-0.03 -0.06 -0.09 -0.12 -0,19 -0.24 -0.30

13

-0.03 -0.07 -0.10 -0.13 -0.19 -0.25 -0,31

14

-0.03 -0.05 -0.08 -0.10 -0.1E -0.20 -0.24

IS

-0.02 -0.03 -0.05 -0.06 -0.03 •0.12 -0.14

ia

0,00 -0.01 -0,01 -0.02 -0.03 -0.04 •0.04

17

LOAD (LB) 9" ; 9" J 3.5"; 0" ; S"

SOIL PRESSURE (PSF) 2000 4000 SOOO aooo 12000 16000 2DOO0

43 43 29 29 14 0

-29

58 56 5B 58 58 5B 43

5B 72 72 86 101 115 130

72 86 101 115 144 187 216

7 2 ' 101 130 1SB 216 27-1 331

86 130 173 216 302 309 475

101 173 230 268 403 516 634

130 202 274 346 504 648 806

144 207 317 403 576 740 922

130 202 274 346 504 646 806

101 173 230 2BB 403 S16 534

as 130 173 216 302 389 475

r 72 101 130 158 216 274 331

72 66 101 115 144 167 216

58 72 72 66 101 115 130

58 56 58 5B 53 58 43

43 43 29 29 14 0

•29

Rl AR MOMFNT r.ONTOI JRR SOIL PRESSURE COFfTOURS

CopyalPtslab F.E. Anaty$ts.x!s l-PST VERSION 1-2-38

PROJECT: ,N0: SHEET: /\9

LOAD (LB) CORNER POST

EDGE BEAM MOMENT (K-FT)

2000 4000 6000 SOOO 12000 16000

.0.05 •0 03

•0.12 -0.16 -0.23 -0.38

1

-0.17

-0.32 -0.16 -0.60 -0.89 -1.47

!

-0.36 -0.65

-0.B5

-1.24 -1.83

-3.00

3

-0,60

-1.09

•1,57 -2.05 -3.01 -4.94

4

-0.88

-1.57 -2.25 -2.94 -4.31 -7.06

S

-1.15 -2.05 -2.B3 -3.83 -5.61

-9.17

6

-1.40 -2.48 -3.55 -4.62

-6,77 -11.05

7

-1.60 -2.B1 -4.01

-5.22 -7.64

-12.47

8

-1.71 -3.B9

-4.26 -5.53 -8.08

-13.16

9

-1.71 -2.96

-4.20 -5.44 -7.33

-12.89

-tee -2 67

-3.77 -4.85

-7.04 -11.42

11

•1.26 -2.09 -2.9D -3.72 -5,35

-8.59

12

-G.B3

-1.25 -1.67 -2.09 -2.93 -4.61

13

-0.36 -0.42

-0.46 -0.54 -o.ee •0.81

|4

-0.05 0.02

0.C5 0.14 027 0.52

IS 16

LOAD (LS) 9" ; 9"

SOIL PRESSURE (PSF) 5.5" ns*.

2000 4000

6000 3000 12000

16O00

101 66

72 58

29 -29

115 115

115 115 115 115

130

144 156

173 202

259

144 167

216

245 302

418

173

216 259 302 369

576

187 245 317

374 490

734

202 286 360

446 590

907

230

33) 418

518 706 1094

2E9

374

490 605 835

1296

274

418

547 691 965

1512

302

461 619 77B 1109

1742

331

518 706 £93

1253

1987

374 576 792

403 634

S64 994 ! 1109

1411 : 1570

2246 2506

416 677 S22

1166

1670

2664

FW5F REAM MOMFNT CONTOURS smi p»FK«:i ISF m w r n i ins

CopyofPISlab F.E. Analysis.jita C-PST VERSION 1-2-98

PROJECT: No; SHEET:

http://-o.ee

LOAD<LB) EDGE POST

EDGE BEAM MOMENT (K-FT)

2000 4000

6000

8000 1200D 16000

0.02 0.04 0.06

o.oe 0.11 0.17

1

O.D8 0,14 0.20

0.27 0.39 0.6S

2

0.19 0.35 0.52

0,66 1.01

1.68

3

0.36

0.71 1.04

1.38 2.06 3.41

4

0.62 1.22 1.82

2.41 3.60

S.9B

5

0.97

1.93 2.87

3.83 S.73 9.53

s

1.43 2.86 4.27

5,69 8.5!

14,18

7

2.04 4.07

6.09

8.11 12.17 20.18

8

2.44

4.S8

7.30 9.72 14.58

24.26

9

2.04

4.07 6.09

8.11 12.17

20,18

10

1.43 2.86 -1.27

"5 .69 8.53

14.18

11

0.97 1.93 2.87

3.83 5.73 9.53

U

0.62 1.22

1.82 3.41

3.60 5.98

13

0.36

0.71 1.04 1.38 2.06

3.41

14

0.10

0.35 052 0.68 1.01

1.68

IS

0.08 0.14

0.20 0 2 7

0.39

0.65

16

0.02 0.04

0.06 1)08

0.11 0.17

17

1

2

3

4

! 6

7

e

9

10

11

12

13

14

15

16

17

IS

LOAD (LB)

2000

4000 6000

8000 12000 16000

9"

274 331

418 518 720 922

9"

230

346 446

S47 763 979

9"

245 350

461 576 606 1037

B"

245 374

490

605 850 1094

o-

259

389

504 634 893 1152

9"

259

403 533

' 6 6 2 " 922 1181

S"

274 403

547 677 950

1224

s" ; 3.5" ; 9"

SOIL PRESSURE (PSF

274 I 274 416

562 706 970 1253

*1B

562 705 904

1282

274 41B

562 706 979 1253

9"

274 403

547 677 950 1224

9"

259 403

£33 662 922 1181

9"

259 339 504 634

B93

1152

9"

245

374

490 60S 850 1094

9"

245

360

461 576 906 1037

9"

230

346 446 £47

763 979

9"

274

331 416 516

720 922

3.£

5.

r

9"

S"

g"

9"

9"

8"

9"

9"

B"

3"

r

r

8*

B'

•ig^Pi^pg r I T "i i ~-

_ ^ . . . * "£"•-i v "V '

\ / _ - \ .7Z •"

1 - :\ _ . L _. .

EDGE BEAM MOMENT CONTOURS

CopyofPtslab F.E. Ar\3tysts.xls E-PST VERSION 1-2-99

PROJECT: No: SHEET: M

one source

LOAD (LB) INTERIOR POST UPLIFT

SLAS MOMENT (K-FT/FT; 1500

2500

3500

5000

BQ0O

10000

COO 0.01

0.01

0.02

COS 0.03

0.01

0.02

0.04

0.06

0.07

0.07

0.02

0.04

0.D6

0.07

0.07

007

0.03

O.OS

007 006 0.03 0.01

0.03

004 0.04

0.01

-0.OS

-0.11

0 01 DO! -0.02 -0.09 -0.23 -0.32

-0.02 -0.06 -0.13 -0.26 -0.51 -Q.67

-0.13 -0,25 -OJO -0.65 -1.14 -1.46

-3.31 -0.55 -0.B3 -1-26 -2.11 -2.67

-0.23 -0.42 -0.64 -0.99 -1.63 .2.14

-0.05 •an -0.31 -0.37 -068 -0.89

0.00 -0.01 -0.06 -0.14 -0.32

0.02 0.03 002 -0.03 -0.12

-0.43 -0,18

0.02 0,05 0.05

_ 0 O 4 _ , -Q.OI -0.03

00? 004 0.06 0.06 0.05 0.05

D.01 0.03 0.04 0.06 o.oe 0.07

0.00 0.01 0.02 0.02 0.03 0.03

16 9" 9" 3.5" 9"

SLAB MOMENT CONTOURS

CopyofPlslab F.E. Anatysts.xls l-UP VERSION 1-2-9B

PROJECT: No: SHEET;

one source

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

1500 2500

35D0 5000 8000 10000

0.02 0.0S 0.06

0.09 0.14 0.18

o.oe 0.02

0.32 0.32 0.53 Q.67

0.14 0.29

0.42 6.63 1.05 1.33

0,22

0.45 0.6S 1.02 1.70 2.10

0.30 0.62 0.95 1.43

2.41 3.05

0.37 0.73

1.21 1.84 3.09 3.93

042 0 92

143 ?1S 3.68 169

0.45

1.01 1.57 2.41 4.10

5.21

0,44 1.02 1.61 2,48

4.24 5,41

0,38 0.93

1,49 2.34 4.02 5.15

024 0.72 120 193

3.37 4.33

0.04

0,37 0.71 1.21 2.21

2.69

-0.21 -0.08

0.06 0.26 0.66

0.92

-0.40

-0.47 -0.53 -0.64

-0.64 -0.96

-0.23 -0 32 -0,40 -0,52

-0.77 -0.94

9" 5.5" 3.5"

EOGE BEAM MOMENT CONTOURS

Copy of Pislab F.E. Anaiysis.xls C-UP VERSION 1-2-98

PROJECT: No: SHEET:

one sou

LOAD (LB) EDGE POST UPLIFT

EDGE BEAM MOMENT (K-FT1 1500 2500

3500

50O0 8000 10000

1

2

a

t

5

6

7

S

9

10

11

12

1J

H

IS

16

17

13

•0.0) -0.02 •0.03

-0.04

-0.06 -0.08

1

3"

-0.03 -0.07

-0.11 -0.15 -0.2G

-0.32

2

9"

-0.11 -0.20

-0.29 -0,43

-0,71 -0.89

3

9"

-0.26 -0.44 -0.62 -0.90 -1.45

-1.82

4

9"

-0.46

-0.78 -1.10

-1.58 -2,55

-3.20

5

9"

-0.74

-1.25 -1.76 -2.53 -4.05

-5.07

6

9"

-1.11

-1.60 -2.62 -3.74 -6,01

-7.52

7

9"

-1.S8

-2 65

-3.71 -5.31 -8.51

-10.64

8

9"

-1.76 -2.B3 -4.11 -5.33 -9.43

-11.79

a

3.5'

-1.38 -2.32

-3.26 -4.66 -7,46

-9.34

10

9"

-0.67

-1.62 -2.28

-3.26 -£.23 -6.54

11

9"

-0.64

-1.07 -1.51 •2.17 -3.47

-4.35

12

9"

-0.38 -0.65 -0.92 -1.34 -2.15

-2.69

IS

9"

-0.20 -0.36 -0.51 -0.74

-1,19

-1,49

1*

&"

-0.09

-0.16 -0.23 -0.34

-0.56 -0.71

16

B"

•0.02

-0.05 -0.08

-0.11 -0.20

-0.25

16

9n

0.00

-0.01 -0.02 -D.02 -D.05

-0.06

17

9'1

18

3.

5

9-

9'

9"

ff

3'

9*

9*

ff

91

9"

31

9"

91

9'

9'

EDKF BFAM MOMENT CONTOURS

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

PROJECT: No; SHEET;

Documents

STRUCT URAL CALCU LATIS O - Pavilion Construction · 1/4/2012 · engineers STRUCT URAL CALCU LATIS O PROJECT: imrciii/tra ESTATES PLAN 3 ST. MICHAELS, AZ PROJECT No: SA1 1 1401