2. TO: (Receiving Organization)

WHC, Nuclear Safety Regulatory Compl i ance 5. Proj./Prog./Dept./Div.:

57200

3. F r a : (Or ig inat ing organizat ion) 4. Related EDT No.:

ICF-KH, Engineering and Technical Support Services

R. A. Giller 6. Cog. Ewr.: 7. Purchase Order No. :

12. l t a jo r Assm. Dug. No.:

13. P e r m i t l P e n i t Appl icat ion No.:

I 11. Receiver Remarks:

8. o r i g i n a t o r Remarks:

This i s an enaineerinq studv for the cornDarison o f wind load

14. Required Response Date:

9. Equip./Caponent No.:

criteria. (ASCE 7, 1995) i s compared to the Hanford Site wind load criteria (ASCE 7, 1988).

The Nationilly recognized code for wind design

E. 5. 0. 0 or NIA 1. Approval 4. Review 4. Rwiawod nolmmmsnt 1s-e WHC-CM-34. 2. Ra1ea.e 5. Porn-Review 2. Approved Wlmmmmt 5. Raviawod wlmmmsnt

IJI Name 1K1 Signature IL I Dale (MI MSIN

Systern/BLdg.,Facility:

I r i Safety I

1 mmal aitmn dtion

WHC-SD-GN-ER-502 0 Wind Load Comparison NA 1 1 for the A X E Standard 7 and the Hanford Site Design Criteria

80-7400-172-2 (04/94) GEF097

18. 20.

P A ' ~ 6-27-76

originator Slpnatum 01 EDT Oats

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21. DOE APPROVAL ( i f required)

[I Approved [I Approved w / c m n t r [I Disepproved u/comrrnts

C t r l . No.

8 D 7 W 1 7 2 . 1

WHC-SD-GN-ER-502, Rev. 0

Wind Load Comparison for the ASCE Standard 7 and the Hanford Site Design Criteria.

R. A. Giller ICF-KH, Richland, WA 99352 U.S. Department o f Energy Contract DE-AC06-87RL10930

Org Code: 57200 Charge Code: E30734 B&R Code: YNlOOOOO T o t a l Pages: 18

Key Words: Wind Load/Comparison/ASCE 7, 1995/Design C r i t e r i a

A b s t r a c t : Th is document p rov ides c a l c u l a t i o n s and d iscuss ions t o compare Hanford S i t e wind l o a d c r i t e r i a w i t h t h e c u r r e n t n a t i o n a l standard f o r wind loads ( A X E 7, 1995). S i t e c r i t e r i a uses t h e 1988 e d i t i o n ASCE 7.

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WHC-SD-GN-ER-502 Rev. 0

WIND LOAD COMPARISON

FOR THE ASCE STANDARD 7

AND THE HANFORD S ITE DESIGN CRITERIA

Prepared By: Date: 6-27-96 Richard A. Giller, Senior Engineer Engineering and Technical Support Services ICF Kaiser Hanford Company

Reviewed By: L J L Date: 6 - 27 - SF. Nguyen D.'Ha, Senior Engineer Engineering and Technical Support Services ICF Kaiser Hanford Company

Reviewed By: Date: $/$h Michael's. Ruben, Manager Engineering and Technical Support Services ICF Kaiser Hanford Company

Approved By: &Ltj&J Date: .//A6 omas J. nrads, Advisory Engineer

Nuclear Sa ety Regulatory Compliance Westinghouse Hanford Company

Westinghouse Hanford Company Hanford Operations and Engineering Contractor

for the Department of Energy

i

WHC-SD-GN-ER-502 Rev. 0

1.0 INTRODUCTION

The American Soc ie ty o f C i v i l Engineers standard 7 (ASCE-7) i s t h e n a t i o n a l l y recognized standard f o r wind loads. Th is standard a l s o conta ins guidance f o r snow, r a i n and seismic loads. r e v i s e d i n 1993 and 1995. Current s i t e design c r i t e r i a re fe rence t h e 1988 e d i t i o n o f ASCE-7 f o r t h e design o f wind loads. r e v i s i o n s t a t e s t h a t "The major r e v i s i o n o f t h i s standard i n v o l v e s t h e s e c t i o n on wind." wind l o a d and o t h e r l o a d changes made i n t h e 1995 e d i t i o n .

Th is standard was f i r s t issued i n 1988 and

The a b s t r a c t t o t h e 1995

An e v a l u a t i o n i s needed t o determine t h e impact and e x t e n t o f t h e

1.1 Purpose

The purpose o f t h i s e v a l u a t i o n i s t o i n v e s t i g a t e t h e changes made i n t h e 1995 r e v i s i o n o f ASCE-7. Wind, snow and r a i n loads s h a l l s p e c i f i c a l l y be i n v e s t i g a t e d , seismic loads are n o t t o be a p a r t o f t h i s i n v e s t i g a t i o n . de termina t ion i s needed f o r t h e impact these changes w i l l make t o s i t e design c r i t e r i a and i f changes t o t h e s i t e design c r i t e r i a a re necessary.

A

1.2 Background

Wind speed da ta i s recorded and arch ived a t Nat iona l Weather S t a t i o n s (NWS) around t h e count ry . The Nat iona l Weather Serv ice has phased o u t t h e measurement o f f a s t e s t m i l e wind speeds i n f a v o r o f peak gus t wind speeds. Along w i t h t h e change from f a s t e s t - m i l e t o peak-gust wind speed, i s an adjustment i n gus t f a c t o r s such t h a t most reg ions o f t h e count ry w i l l n o t see s i g n i f i c a n t l y d i f f e r e n t wind pressures. t h e count ry have repor ted l a r g e r c a l c u l a t e d wind pressures.

Only hur r i cane s u s c e p t i b l e reg ions o f

Changes t o ASCE 7 a l s o i n c l u d e new wind l o a d cons idera t ions f o r s t r u c t u r e s . Wind produced t o r s i o n and b i a x i a l l o a d i n g on b u i l d i n g s and wind speed increase on b u i l d i n g s l o c a t e d on i s o l a t e d h i l l s r e q u i r e a d d i t i o n a l i n v e s t i g a t i o n . These a d d i t i o n a l cons idera t ions can be s i g n i f i c a n t .

2.0 SITE DESIGN CRITERIA

The f o l l o w i n g l i s t p rov ides t h e c u r r e n t s i t e design c r i t e r i a documents t h a t have sec t ions d e a l i n g w i t h wind loads.

GC-LOAD-01, UCRL-15910,

UBC-1994, AXE-7, 1988,

WHC-CM-1-12, DOE-STD-1020,

Design Loads f o r F a c i l i t i e s . March, 1996. Design and E v a l u a t i o n Gu ide l ines f o r DOE F a c i l i t i e s Subjected t o N a t u r a l Phenomena Hazards. June, 1990. Un i fo rm B u i l d i n g Code. May, 1994. Minimum Design Loads f o r B u i l d i n g s and Other S t r u c t u r e s December, 1988. S t r u c t u r a l Design and E v a l u a t i o n C r i t e r i a . D r a f t May, 1996. Natura7 Phenomena Hazards Design and E v a l u a t i o n C r i t e r i a f o r Department o f Energy F a c i l i t i e s . A p r i l , 1994.

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WHC-SD-GN-ER-502 Rev. 0

3.0 ASCE STANUARD-7 WIND LOAD COMPARISON

The 1995 e d i t i o n o f AXE-7 has major wind l o a d changes and a d d i t i o n s f rom t h e 1988 e d i t i o n . cases, decrease t h e wind l o a d i n g on a s t r u c t u r e . descr ibe t h e changes i n t h e 1995 e d i t i o n o f AXE-7.

3.1 Wind V e l o c i t y D i f f e r e n c e

The annual p r o b a b i l i t y o f maximum wind speed remains unchanged a t 0.02 i n t h e 1995 e d i t i o n o f AXE-7. However, t h e method o f r e p o r t i n g t h a t wind speed has changed from a f a s t e s t - m i l e t o a three-second-gust wind des ignat ion . b a s i c wind speed map prov ided i n AXE-7 has a l s o changed. t h r e e d i f f e r e n t wind speeds (exc lus ive o f t h e g u l f coas t and Alaska), t h e 1995 map has one wind speed f o r t h e west coast and one f o r t h e r e s t o f t h e c o u n t r y ( e x c l u s i v e o f t h e g u l f coast and Alaska).

These changes and a d d i t i o n s i n some cases inc rease and i n o t h e r The f o l l o w i n g sec t ions

The The 1988 map had

3.2 Bas ic V e l o c i t y Pressure D i f fe rences

The b a s i c formula f o r c a l c u l a t i n g v e l o c i t y pressure i s unchanged i n t h e 1995 e d i t i o n o f AXE-7 (see below). However, some o f t h e values o f t h e terms i n t h e fo rmula have changed. The wind v e l o c i t y ( V ) has changed from f a s t e s t - m i l e t o three-second-gust, t h e exposure c o e f f i c i e n t (K) has been rep laced by two exposure c o e f f i c i e n t s , and t h e importance f a c t o r ( I ) i s no l o n g e r squared w i t h t h e v e l o c i t y term as i t was i n the 1988 e d i t i o n .

(ASCE 7, 1988)

(ASCE 7, 1995)

3.3 Design Wind Pressure D i f fe rences

q, = 0.00256K,(I~z

q, = 0.00256K&vI

The design wind pressure used i n the e v a l u a t i o n o f s t r u c t u r e s f o r wind loads i s c a l c u l a t e d from t h e bas ic v e l o c i t y pressure. Wind pressure c o e f f i c i e n t s t h a t vary by t h e b u i l d i n g component under cons idera t ion are used t o modify t h i s pressure. Because o f t h e many f a c t o r s , c o e f f i c i e n t s , and v a r i a b l e s t h a t go i n t o t h e c a l c u l a t i o n o f t h e design wind pressure, i t i s imposs ib le t o determine t h e d i f f e r e n c e s unless case s tud ies are performed.

F i v e case s t u d i e s were performed t o c a l c u l a t e design wind pressures on b u i l d i n g s , c ladd ing , and components f o r t h e 1988 and 1995 e d i t i o n s o f AXE-7. These case s t u d i e s are prov ided i n Appendix 6. Table 1 shows t h e design wind pressure r e s u l t s f o r t h r e e o f these s tud ies , t h e two remaining case s t u d i e s showed no changes. Table 1 shows some design wind pressure d i f f e r e n c e s f o r 1 ow-r i se b u i l d i n g main 1 oad-resi s t i n g frame.

2

WHC-SD-GN-ER-502 Rev. 0

Main Load- R e s i s t i n g Frame

Table 1. Case Study

Design Pressure Resu l ts

Maximum Roof Maximum Wall Component o r Component o r C1 adding C1 adding Pressure Pressure

Load Case

CASE 1 F l a t Roof, LOW Rise Bldg

CASE 2 Sloped Roof LOW Rise Bldg

H=50'

h=50'

ASCE-1988 22.3 p s f 60.4 p s f 32.0 p s f

~ ~ ~ ~ - 1 9 9 5 13.9 p s f 60.2 p s f 31.9 p s f

ASCE- 1988 22.3 psf 46.1 p s f 32.0 p s f

~ ~ ~ ~ - 1 9 9 5 19.4 p s f 46.1 p s f 31.9 p s f

CASE 3 High Rise h=80'

~

ASCE-1988 24.9 p s f 85.0 p s f 44.6 p s f

ASCE-1995 24.8 p s f 75.7 p s f 44.4 p s f

Table 2. C l a s s i f i c a t i o n and Importance f a c t o r s

f o r B u i l d i n g s and Other S t r u c t u r e s

0.95

1.0

1.07

1.07

~

C1 a s s i f i c a t i o n o f B u i l d i n g s

I

I 1

1 1 1

I V

B u i l d i n g s and o t h e r s t r u c t u r e s t h a t represent a low hazard t o human l i f e i n t h e event o f f a i l u r e .

A l l b u i l d i n g s and o t h e r s t r u c t u r e s except those l i s t e d i n t h e o t h e r ca tegor ies .

B u i l d i n g s and o t h e r s t r u c t u r e s t h a t represent a s u b s t a n t i a l hazard t o human l i f e i n t h e event o f f a i 1 u re .

B u i l d i n g s and o t h e r s t r u c t u r e s designated as e s s e n t i a l f a c i 1 i t i es .

Category 1988

IV

I

I1

I11

I 1995

0.87

1.0

1.15

1.15

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WHC-SD-GN-ER-502 Rev. 0

3.4 Importance Fac tor

B u i l d i n g c l a s s i f i c a t i o n d e f i n i t i o n s and category numbers have been r e v i s e d t o make them more l o g i c a l . r e f l e c t t h i s l o g i c and have been ad jus ted and inc luded i n t h e wind v e l o c i t y formula (Page 2) t o t h e f i r s t power. Table 2 provides a comparison f o r t h e b u i l d i n g c l a s s i f i c a t i o n d e f i n i t i o n s , category and t h e corresponding I values. With t h e except ion o f Category I V (1988) b u i l d i n g s , t h e n e t r e s u l t o f t h e importance f a c t o r r e v i s i o n s i s no e f f e c t . Category I V c a l c u l a t i o n would be conserva t ive .

3.5 A d d i t i o n a l Wind Load Considerat ions

The 1995 e d i t i o n o f ASCE-7 inc ludes t h r e e new wind l o a d design cons idera t ions . These new cons idera t ions c o n s i s t o f wind speed-up and pressure inc rease a t t h e c r e s t o f h i l l s o r escarpments, b u i l d i n g t o r s i o n produced by wind a t b u i l d i n g corners, and b i a x i a l wind load ing . S p e c i f i c methods have been inc luded i n ASCE-7 1995 t o c a l c u l a t e these a d d i t i o n a l wind pressures and loads, and t o apply them t o b u i l d i n g s t r u c t u r e s .

The importance f a c t o r s (I) have been changed t o

I n t h e above except ion t h e 1988

4.0 ASCE STD-7 OTHER LOADS COMPARISON

4.1 Seismic Load Comparison

The s e c t i o n on seismic loads had major r e v i s i o n s i n t h e 1993 e d i t i o n o f ASCE-7. However, t h e Hanford S i t e does n o t use t h e ASCE-7 seismic l o a d p r o v i s i o n s and f u r t h e r d iscuss ion i s n o t needed here.

4.2 Snow Load Comparison

The b a s i c equat ion f o r c a l c u l a t i n g snow loads on r o o f s has n o t been changed from 1988 t o 1995. have changed. The r o o f exposure c o e f f i c i e n t C, has been changed t o add more choices and d e f i n i t i o n s . 1.2, now t h e r e are 15 choices rang ing from 0.7 t o 1.3.

One o t h e r change i n the snow l o a d c r i t e r i a i s t h e ground snow l o a d map. The new map has b e t t e r d e f i n i t i o n because county l i n e s are shown f o r each s t a t e . The ground snow l o a d magnitudes are s l i g h t l y changed through o u t t h e count ry b u t are unchanged f o r t h e Hanford s i t e .

4.3 Rain Load Comparison

The 1995 e d i t i o n o f ASCE-7 prov ides an equat ion t o c a l c u l a t e r a i n loads on r o o f s t h a t have d r a i n systems. The 1995 e d i t i o n a l s o r e q u i r e s a r a i n l o a d s t r u c t u r a l a n a l y s i s f o r r o o f s w i t h s lopes l e s s than 1/4 i n . / f t . requirements a re new i n t h e 1995 e d i t i o n o f ASCE-7.

However, the values o f one c o e f f i c i e n t i n t h e equat ion

Prev ious ly t h e r e were 5 choices rang ing from 0.8 t o

Both o f these

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WHC-SO-GN-ER-502 Rev. 0

5.0 CONCLUSIONS AND RECOMMENDATIONS

5.1 Wind Load Results

The most visible revision in the ASCE-7 1995 document is the change of wind speed reporting designation from fastest-mile to three-second-gust winds. However, this change in wind speed reporting designation has minor overall wind load effects. significant effects, for example the wind load effects on the main load- resisting frames of low rise buildings is reduced from the 1988 document. Additionally, the revised ASCE-7 1995 document provides increased wind load effects for torsion, biaxial loading and pressure at hill crests.

Table 1 summarizes the results from three case studies for the calculation design wind pressures. from 1988 to 1995.

Some revisions in the ASCE-7 1995 document do have

Following is an itemization of the wind load changes

Main Frame design wind pressures have been reduced for low rise buildings, and flat roofed low rise buildings have been reduced more than sloped roofed low rise buildings.

Increased design wind pressures are required for buildings at the crest of hills or escarpments where wind can speed up.

Wind hitting a building corner causes torsion in buildings, and a method is provided in the 1995 edition to calculated this effect.

The effects of biaxial wind loading is a new requirement in the 1995 edition,

Three new roof types and one new building type has been added to ASCE-7 Monoslope, stepped, and sawtooth roof types, and a partially-open building type are now available for use by design professionals.

The site design criteria listed in Section 2.0 of this document all have wind load design information that will require changing when the 1995 edition of ASCE-7 is adopted. fastest-mile wind to three-second-gust and an importance factor change. Appendix A provides a recommended wind load criteria table for use in these existing criteria documents.

5.2 Snow Load Results

The 1995 edition of ASCE-7 has new values for the snow load coefficients and a new ground snow load map. change is required to the site design criteria.

5.3 Rain Load Results

The 1995 edition of ASCE-7 has new requirements for rain loads. drainage systems and roofs with slopes less than 1/4 in./ft require analysis. The Hanford Site design criteria will need to include this when ASCE-7 1995 is adopted.

This includes a wind reporting designation change from

The change to the Hanford Site is minor and no

Roofs with

5

WHC-SD-GN-ER-502 Rev. 0

APPENDIX A

Table 1A. Wind Load and M i s s i l e C r i t e r i a

(1 )

(2)

( 3 )

50 X 100 mm (2x4) t imber p lank weighing 7 kg (15 l b ) @ 22 m/s (50 mi/h). maximum t r a j e c t o r y he igh t = 15 m (50 f t . ) 50 X 100 mm (2x4) t imber p l a n k weighing 7 kg (15 l b ) @ 22 m/s (50 mi /h ) . maximum t r a j e c t o r y he igh t = 9 m (30 f t . ) Wind pressures c a l c u l a t e d i n accordance w i t h ASCE 7, 1988 vary accord ing t o t h e square o f t h e " I " te rm (Iz$. The UBC and A X E 7, 1995 Importance Factors f o r wind corresponds t o I f rom ASCE 7, 1988. Exposure " C " , f l a t and g e n e r a l l y open t e r r a i n , should be used f o r a l l c o n s t r u c t i o n unless i t can be shown t h a t t h e necessary permanent s h i e l d i n g w i l l be provided by n a t u r a l t e r r a i n ( n o t i n c l u d i n g s h i e l d i n g from t r e e s o r adjacent b u i l d i n g s ) .

ASCE 7, 1995 uses a Three Second Gust wind v e l o c i t y i n p lace o f t h e Fas tes t M i l e wind v e l o c i t y .

( 4 )

( 5 ) See WHC-SO-GN-ER-501. (6 )

The wind pressure inc rease due t o nearby t e r r a i n fea tures , b u i l d i n g t o r s i o n produced by wind and b i a x i a l wind l o a d i n g o f b u i l d i n g s a re e f f e c t s t h a t must be s t r u c t u r a l l y i n v e s t i g a t e d as descr ibed i n ASCE 7, 1995.

A- 1

WHL -50 -6N -€Pi -502 KAISER ENGINEERS Calc. NO. Ped o

HANFORD APP&ND/x 6 Revision DESIGN ANALYSIS Page NO. & of -

Wind Load Comparison f o r t he ASCE Standard & and the Hanford S i t e Design C r i t e r i a

Purpose:

Compare t h e ASCE-7 1988 and 1995 e d i t i o n s o f t h i s standard. e f f e c t s and impact t h a t these changes w i l l have t o t h e Hanford S i t e Design C r i t e r i a .

Scope:

Th is eva lua t i on and comparison w i l l i n v e s t i g a t e the changes i n ASCE-7 f o r wind, snow, and o the r loads except seismic. The r e s u l t s s h a l l be repo r ted i n an SD document.

S i t e Design C r i t e r i a :

GC-LOAD-01, Design Loads f o r F a c i l i t i e s . UCRL-15910,

UBC-1994, Uni form B u i l d i n g Code. ASCE-7, 1988,

DOE-STD-1020,

Evaluate the

Design and Eva lua t i on Guidel ines f o r DOE F a c i l i t i e s Subjected t o Na tu ra l Phenomena Hazards.

Minimum Design Loads f o r B u i l d i n g s and Other s t ruc tu res .

Na tu ra l Phenomena Hazards Design and Eva lua t i on C r i t e r i a f o r DOE Fac i 1 i t ies .

-,. - K Z T 1 ; : si;.;:

Conclusions:

The wind des ignat ion change from f a s t e s t m i l e t o 3 second gus t winds does n o t change t h e wind loads a t t h e Hanford S i t e . a l s o does n o t change the wind loads a t Hanford. changes i n ASCE-7 1995 t h a t do change wind loads a t Hanford and they are l i s t e d as fo l l ows .

1.

2.

3 .

Snow, a n d A a i n loads have some small changes as discussed i n the r e p o r t . o f t he above s i t e design c r i t e r i a documents g i v e wind l oad in fo rma t ion based on t h e ASCE-7, 1988 which w i l l r e q u i r e changing t o match the 1995 e d i t i o n .

The wind speed contours map change There are t h r e e s i g n i f i c a n t

Low r i s e b u i l d i n g s have lower wind l oad ing i n AXE-7, 1995.

A l l b u i l d i n g s must now be evaluated f o r t o r s i o n wind e f f e c t s .

Wind loads i n b i a x i a l d i r e c t i o n s must now be combined. I-

Most

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HANFORD DESIGN ANALYSIS

Client h J H L WONob No. Subjecr Date 4-5-96 By /?A G ;flee

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54-4300-037 KEH-0037.00 1081921

bwsb-&h-ce- soz Rev o KAISER ENGINEERS Calc. No. HANFORP Revision

DESIGN ANALYSIS Page NO. of - Client LVHC WONob No. Subject Date 6-5-96 By R A 6 ; / fer

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54-4300-037 KEH-0037.00 lOW921

To From WHC, Nuclear Safe ty ICF-KH, Engineering and Regulatory Coml i ance Technical Support Services. Project Title/Work Order Wind Load Comparison f o r t he ASCE Standard 7 and the Hanford S i t e Design C r i t e r i a .

WHC T. J . Conrads

Page 1 of 1 Date 6-27-96

EDT No. 615763 ECN No.

81-17

Text Text Only Attach./ Name MSlN With All Appendix

Attach. Only

X

EDT/ECN Only

ICF-KH R. A. G i l l e r E6-46 X M. S. Ruben E6-46 X N. D. Ha E6-46 X

C e n t r a l F i l e s A3-88 X -

1-6000-135 (01/93) YEF067