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***REQUEST TO CONTINUE (SEE ATTACHED MEMO)*** Public Hearing and
Ordinance Adoption - Rezoning Application Z-117-23-7 - Approximately 450 Feet
North of the Northeast Corner of 7th Avenue and Van Buren Street (Ordinance G-
7254)

Request to hold a public hearing on a proposal to amend the Phoenix Zoning
Ordinance, Section 601, the Zoning Map of the City of Phoenix, and adopting
Rezoning Application Z-117-23-7 to rezone the site from DTC-Van Buren (Downtown
Code, Van Buren Character Area) to DTC-Van Buren HP (Downtown Code, Van Buren
Character Area, Historic Preservation Overlay) to allow for a Historic Preservation
Overlay for the Phoenix Laundry & Dry Cleaning Company.

Summary
Current Zoning: DTC-Van Buren
Proposed Zoning: DTC-Van Buren HP
Acreage: 1.31
Proposal: Historic Preservation Overlay for the Phoenix Laundry & Dry Cleaning
Company

Owner: Milum Textile Services Co.
Applicant: City of Phoenix, Historic Preservation Commission
Representative: Kevin Weight, City of Phoenix, Historic Preservation Office

Staff Recommendation: Approval of the Historic Preservation Overlay
HPC Action: The Historic Preservation Commission heard this item on Feb. 12, 2024,
and recommended approval, per the staff recommendation, by a vote of 7-0.
VPC Action: The Central City Village Planning Committee heard this item on March 11,
2024, and recommended approval, per the staff recommendation, by a vote of 7-6.
PC Action: The Planning Commission heard this item on April 4, 2024, and
recommended denial, by a vote of 4-3-1.

The Planning Commission recommendation was appealed by a community member
on April 11, 2024.

Location

Page 919

Approximately 450 feet north of the northeast corner of 7th Avenue and Van Buren
Street
Council District: 7
Parcel Address: 333 and 337 N. 7th Ave.

Responsible Department
This item is submitted by Deputy City Manager Alan Stephenson and the Planning and
Development Department.

Page 920
ATTACHMENT A

THIS IS A DRAFT COPY ONLY AND IS NOT AN OFFICIAL COPY OF THE FINAL,
ADOPTED ORDINANCE

ORDINANCE G-

AN ORDINANCE AMENDING THE ZONING DISTRICT MAP
ADOPTED PURSUANT TO SECTION 601 OF THE CITY OF
PHOENIX ZONING ORDINANCE BY CHANGING THE ZONING
DISTRICT CLASSIFICATION FOR THE PARCEL DESCRIBED
HEREIN (CASE Z-117-23-7) FROM DTC-VAN BUREN
(DOWNTOWN CODE, VAN BUREN CHARACTER AREA) TO
DTC-VAN BUREN HP (DOWNTOWN CODE, VAN BUREN
CHARACTER AREA, HISTORIC PRESERVATION OVERLAY).

____________

BE IT ORDAINED BY THE COUNCIL OF THE CITY OF PHOENIX, as

follows:

SECTION 1. The zoning of a 1.31-acre site located approximately 450 feet

north of the northeast corner of 7th Avenue and Van Buren Street in a portion of Section

5, Township 1 North, Range 3 East, as described more specifically in Exhibit “A,” is

hereby changed from “DTC-Van Buren” (Downtown Code, Van Buren Character Area)

to “DTC-Van Buren HP” (Downtown Code, Van Buren Character Area, Historic

Preservation Overlay).

SECTION 2. The Planning and Development Director is instructed to

modify the Zoning Map of the City of Phoenix to reflect this use district classification

change as shown in Exhibit “B.”

Page 921
SECTION 3. If any section, subsection, sentence, clause, phrase or

portion of this ordinance is for any reason held to be invalid or unconstitutional by the

decision of any court of competent jurisdiction, such decision shall not affect the validity

of the remaining portions hereof.

PASSED by the Council of the City of Phoenix this 1st day of May, 2024.

________________________________
MAYOR

ATTEST:

_________________________
Denise Archibald, City Clerk

APPROVED AS TO FORM:
Julie M. Kriegh, City Attorney

By:
_________________________
_________________________

REVIEWED BY:

_________________________
Jeffrey Barton, City Manager

Exhibits:
A – Legal Description (1 Page)
B – Ordinance Location Map (1 Page)

Page 922
EXHIBIT A

LEGAL DESCRIPTION FOR Z-117-23-7

WITHIN A PORTION OF SECTION 5, TOWNSHIP 1 NORTH, RANGE 3 EAST OF THE
GILA AND SALT RIVER BASE AND MERIDIAN, MARICOPA COUNTY, ARIZONA,
BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS:

PARCEL #1:

LOTS 12-16, 20-25 AND TRACTS A & B OF LAMBERT & LANGLEY SUBDIVISION,
AS RECORDED IN BOOK 8 OF MAPS, PAGE 45, RECORDS OF MARICOPA
COUNTY, ARIZONA

EXCEPT THE NORTH 40 FEET AND SOUTH 75 FEET OF TRACT A.

PARCEL #2:

THAT PORTION OF THE SOUTHWEST QUARTER OF SECTION 5, TOWNSHIP 1
NORTH, RANGE 3 EAST, OF THE GILA AND SALT RIVER BASE AND MERIDIAN,
MARICOPA COUNTY, ARIZONA, MEASURING 40 FEET IN WIDTH AND 137.5 FEET
IN LENGTH, LYING IN BETWEEN LOTS 16 AND 17 OF LAMBERT & LANGLEY
SUBDIVISION, AS RECORDED IN BOOK 8 OF MAPS, PAGE 45, RECORDS OF
MARICOPA COUNTY, ARIZONA.

Page 923
Page 924
ATTACHMENT B

Staff Report: Z-117-23-7
February 7, 2024

INTRODUCTION

Z-117-23-7 is a request to establish Historic Preservation (HP) overlay zoning for the
property located approximately 450 feet north of the northeast corner of 7th Avenue and
Van Buren Street [333-337 North 7th Avenue, a.k.a. 332-334 North 6th Avenue], known
historically as Phoenix Laundry & Dry Cleaning (a.k.a. Milum Textile Services). Maps
and photos of the subject property are attached.

STAFF RECOMMENDATION

Staff recommends that rezoning request Z-117-23-7 be approved but notes the property
owners are opposed to the request.

BACKGROUND

The subject property was first recommended eligible for historic designation in 1984 as
part of the Historic Phoenix Commercial Properties Survey commissioned by the Junior
League of Phoenix, Inc., and conducted by Janus Associates, Inc. It is not currently
listed on the National Register of Historic Places.

In October 2023, the property owners, Craig & Marilyn Milum of Milum Textile Services,
submitted a request to demolish the subject property. Because the property was
commercial and over 50 years old (as well as historically eligible and in the Downtown
Code area), the request was subject to a 30-day hold, which started on October 31,
2023. During the 30-day period, HP staff researched the property and confirmed it was
eligible for HP zoning, concurring with the previous recommendation of eligibility from
1984.

On November 20, 2023, prior to the expiration of the 30-day hold, the HP Commission
initiated HP zoning for the northern portion of the property. The Commission agreed to
exclude the southern portion of the property, in order to allow redevelopment on that
part of the site. This action was approved by a 4-1 vote.

Once the HP zoning was initiated, the HP Officer revisited the demolition requests
under Section 806 of the Zoning Ordinance and denied them, since the property was
deemed to have historic value. A hearing was then scheduled, per Section 806.E.3 of
the Zoning Ordinance, to allow the applicant to dispute the historic eligibility of the

Page 925
property or to establish that an economic hardship exists. The HP Hearing Officer
heard the case on December 8, 2023, and denied the demolition requests, finding that
the applicant had failed to establish that the property was ineligible or that an economic
hardship existed.

The property owners appealed the HP Hearing Officer’s decision, and the case went to
the HP Commission on January 8, 2024, with the Commission upholding the hearing
officer’s decision by an 8-0 vote. The following day, the owners filed an appeal for the
February 21, 2024.

Meanwhile, this HP zoning case is moving forward on a parallel track. The post-
application meeting took place on January 10, 2024, and hearings and meetings before
the HP Commission, Central City Village Planning Committee, Planning Commission,
and City Council are scheduled for February 12, 2024, March 11, 2024, April 4, 2024,
and May 1, 2024, respectively.

PROPERTY DESCRIPTION & HISTORY

The subject property (as initiated for HP zoning) consists of one parcel in its entirety
(111-41-028) and portions of two other parcels (111-41-024C and 111-41-029). The
gross acreage for the property is 1.31 acres. The property owned by Milum Textile
Services extends further to the south and includes 12 more parcels with additional
structures slated for demolition, but the southern portion of the property was not initiated
for HP zoning.

Within the proposed HP overlay is a single building that fronts both 6th and 7th Avenues.
It has an irregular plan and varies from one to two stories in height. The entire building
is painted brick, with a roof that is generally flat, although there are two vaulted sections
with wood lamella roofs. The primary façade, which faces 7th Avenue, is designed in
the Streamlined Modern style, while the east façade is representative of early 20th-
century brick commercial architecture.

The building was originally constructed in 1924 by A.H. & G.H. Lawrence as Phoenix
Laundry & Dry Cleaning Company, which occupied the site since 1909. However, the
1924 building was almost entirely rebuilt in 1935 following a devastating fire at the site.
Portions of the original 1924 exterior walls are extant, and the interior layout is similar to
the original 1924 layout. The rebuilt facilities incorporated new wood lamella roofs—a
roughly 3,000 sq. ft. roof on the 7th Avenue side of the building, and an approximately
10,000 sq. ft. roof on the 6th Avenue side.

Boyd Milum purchased Phoenix Laundry & Dry Cleaning Company in 1956 and founded
Milum Textile Services, which first appeared in Phoenix city directories in 1974. Milum
Textile Services provided textile cleaning services to medical facilities and restaurants.

Page 926
Boyd’s son, Craig Milum, took over as president of the company in 1985 and is the
current owner of the property, along with his wife, Marilyn. Milum Textile Services
remained in operation until 2020.

Over the years, several improvements have been made to the property. Permit records
show a concrete block addition in 1937, a new show window in 1939, and a brick
addition in 1941. Awnings and canopies were installed in 1939, 1949, and 1954. It is
unclear when the addition to the north was constructed or when the second vertical
element at the front of the building was added, but they are present in a 1957 oblique
aerial. The inventory form photo from the 1984 Historic Phoenix Commercial Properties
Survey shows a canopy at the front of the building, which has since been removed, and
an infilled window at the north end of the original building, which remains filled in today.

ELIGIBILITY CRITERIA

The eligibility criteria for HP overlay zoning and listing on the PHPR are set forth in
Section 807.D of the City of Phoenix Zoning Ordinance. To qualify, a property must
demonstrate significance in local, regional, state, or national history, architecture,
archaeology, engineering, or culture, according to one or more of the following criteria:

A. The property is associated with the events that have made a significant
contribution to the broad pattern of our history;
B. The property is associated with the lives of persons significant in our past;
C. The property embodies the distinctive characteristics of a type, period, or method
of construction, represents the work of a master, possesses high artistic values,
or represents a significant and distinguishable entity whose components may
lack individual distinction; or
D. The property has yielded or may likely yield information integral to the
understanding of our prehistory or history.

In addition to the significance requirement, the property must also be at least 50 years
old or have achieved significance within the past 50 years if it is of exceptional
importance. The property must also possess sufficient integrity of location, design,
setting, materials, workmanship, feeling, and association to convey its significance.

EVALUATION

In this case, the Phoenix Dry Cleaning & Laundry property qualifies for historic
designation under Criteria A and C. It is significant for its association with commercial
development in early Phoenix and for its architectural style and method of construction.

It is an excellent representation of the property type “New Deal Era Industrial
Architecture, 1933-1942” set forth in the historic context report Commerce in Phoenix,

Page 927
1870-1942, prepared by Janus Associates, Inc. for the Arizona State Historic
Preservation Office. The following information is taken from the historic context report:

As the economy of Phoenix slowly recovered from the Depression during
the latter half of the 1930s, new businesses and industries related to rail
transportation increased.

While the number of new businesses rose significantly, especially at the
end of the decade, the number of buildings constructed was comparatively
small. Many businesses occupied subdivided portions of earlier
warehouses and industrial buildings. This is particularly true of produce-
related wholesale and shipping businesses.

The physical characteristics of industrial architecture from this period are
distinguished by their design, use of building materials, and location.
Masonry included brick, hollow clay tile, and the newest material, concrete
block. Walls were rarely stuccoed, instead painted surfaces were
common. Steel truss roof systems almost completely replaced the use of
wood trusses, and sheet metal, either corrugated or crimped, was the
dominant roof sheathing.

Cast-in-place concrete continued to be used as a structural system,
primarily as columns and beams. Experiments with pre-cast wall panels
were rare but can be found.

The designs for the industrial architecture of the 1930s and early 1940s
were distinctively progressive. The buildings no longer reflected the
eclectic period images popular in the 1920s. Rather, their designs were
based on the concepts of modernism that dominated the era. Modernistic
and Streamlined Moderne Styles were most frequently used, with simple,
smooth walls and facades, punctuated by groupings of steel casement
windows. If no reference was made to the contemporary styles, the
designs were utilitarian. The location of warehouses and other industrial
buildings of the period is another distinguishing characteristic. Some
buildings were built as infill in the already dense warehouse district
between 5th Avenue and 5th Street. The majority, however, were located
on the fringes of the district and along outlying major thoroughfares. The
New Deal Era buildings can be found outside of the original townsite
boundaries along Jefferson, Buchanan, and Lincoln Streets, as well as
north and south 7th and 19th Avenues.

Interestingly, the Commerce in Phoenix, 1870-1942 report lists eight examples of this
property type, including the subject property. However, only two of the eight examples
remain intact today.

Page 928
The Phoenix Dry Cleaning & Laundry building is also significant for its use of two
separate lamella roofs. The following is an overview of lamella roof construction:

Lamella roof construction had a relatively short life. It began with Friedrich Reinhart
Baltasar Zollinger, who was Town Building Advisor at Merseburg, Germany from 1918
to 1932. It was widely adopted in both its timber and steel form, but by the 1950s it had
effectively become history.

At Merseburg in 1918 Zollinger was faced with a crisis in house building. No houses
had been built during World War I, and the area saw the arrival of thousands of new
laborers for the new ammonia works and the coal mines. In 1922 Zollinger planned a
new town area and founded the Merseburg Building Company, which constructed 1,250
residences. The residences were built using the “Zollbau Lammellen Dach” (timber
lamella), for which on October 3, 1921, he had applied for a patent in Germany.

This construction method, as stated by the American Institute of Timber Construction,
comprises:

A roof frame consisting of a series of intersecting skewed arches, made
up of relatively short members, called lamellas, fastened together at an
angle so that each is intersected by two similar adjacent members at its
midpoint, forming a network of interlocking diamonds. This network of
lamellas forms a structure of mutually braced and stiffened units, arching
over the structure between supports; with the sheathing it forms a
diaphragm for resistance to vertical and lateral loads.

Lamella roofs proved beneficial for their ability to span great distances without requiring
obstructive supports in the form of columns or trusses. They also allowed for the
advantageous use of short lengths of wood in their construction. Because the system
relied on a great number of small elements, generally mass-produced, rather than a few
large ones, assembly could be accomplished through simple hand-and-tool techniques,
such as bolting.

In November 1924, German engineer Hugo Junkers applied for his own lamella patent.
Junkers’ patent was for lamella roof construction utilizing steel elements arranged in a
network of triangles rather than diamonds. A year later, Junkers also applied for a
patent in England.

In 1925, the technology was introduced to the United States and, as in Europe, it was
governed by a proprietary system. Holding the United States patent was the Lamella
Roof Syndicate in New York City. Two firms sharing the name Roof Structures, Inc.,
though unrelated, were major lamella promoters located in New York City and St. Louis,

Page 929
while Summerbell Roof Structures, of Los Angeles, and Timber Structures, Inc., of
Portland, Oregon, were the primary distributors on the West Coast.

Between 1925 and 1942, lamella roofs appeared in many different types of buildings,
including hangars, factories, garages, ice rinks, sports arenas, and market halls. The
system would become widely used in Europe, America, and elsewhere for arched roofs.

One of the most remarkable buildings in the United States constructed with a lamella
roof was the St. Louis Arena, which opened in 1929. The architect for the project was
Gustav R. Kiewit, with the Boaz-Kiel Construction Company as general contractor.
Kiewit’s design called for a lamella roof upheld by 20 cantilevered steel trusses. The
lamella design consisted of Douglas fir ribs, 3.75 inches thick, 17.5 inches wide, and 15
feet long, fitted together diagonally giving the appearance of fish scales. The huge
structure was completed in just over a year. At 476 feet long and 276 feet wide, it was,
next to Madison Square Garden, the largest indoor entertainment space in the country.
The arena was demolished in 1999.

The Ralph’s Grocery Company chain began using lamella construction as early as 1929
and would continue to incorporate that construction method into their new buildings in
southern California through at least the early 1940s. The Los Angeles Times reported
on the advantageous nature of Lamella construction in a 1939 article describing Ralph’s
newest market:

One of the most unusual architectural features in the new Ralph’s market,
and one that has proven its worth in other Ralph’s outlets, is the Lamella
trussless roof which eliminates both view-obstructing columns and
unsightly trusses. Its high-arched character makes for greater clearance
and imparts an air of roominess to the interior. Secret of this novel roof
construction is the diamond-shaped bracing formed of short lengths of
lumber so arranged as to brace each other against forces from any
direction. These roofs are said to be unusually resistant to wind and
earthquake stresses. Nearly all Ralph’s markets incorporate this type of
roof construction.

A 1931 article appearing in Architect & Engineer stated that hundreds of timber-framed
lamella roofs had already been built in the United States. It further stated that this type
of construction was highly economical, offering “a remarkably low fire hazard, damaged
members being easily replaced.”

Steel-framed lamella construction was also utilized in the United States. The first
structure to incorporate a steel-framed lamella roof on the West Coast was a warehouse
for the Coca-Cola Bottling Works in Los Angeles, debuting just five years after timber-
framed lamella was first used in the area. While lamella construction utilizing steel had

Page 930
advantages over timber, namely in fireproofing, the steel shortage brought about by
World War II increasingly stimulated the use of lamella construction in wood.

However, in the years following World War II, the wooden lamella technology was no
longer utilized. A more versatile technology was glued laminated timber, which
according to architectural historian Andreas Jordahl Rhude, “may have helped to ease
lamella into the extinct genre.” And improving upon steel-framed lamella construction
was the geodesic dome, patented by R. Buckminster Fuller in 1947.

Constructed in 1935, the lamella roofs at the Phoenix Laundry & Dry Cleaning building
were among the earliest in Arizona. They predate the Cattle Barns (1936) and
Agricultural Building (1938) at the Arizona State Fairgrounds, and the gymnasium at
Chandler High School (1939), which also utilize lamella roofs and are the only such
structures remaining in Maricopa County. According to the Arizona State Historic
Preservation Office, only one other similar building is known to exist in Arizona (in
Kingman), making these structures significant at the state level.

Despite the aforementioned changes, the property retains a relatively high degree of
historic integrity, still resembling its 1930s appearance. It remains sufficiently intact to
convey both its historical and architectural significance.

BOUNDARY JUSTIFICATION

Section 807.E states that, when applying the evaluation criteria in Section 807.D, the
boundaries of a historic district should be drawn as carefully as possible to ensure that:

1. The district contains documented historic, architectural, archaeological, or natural
resources;
2. The district boundaries coincide with documented historic boundaries such as
early roadways, canals, subdivision plats or property lines;
3. Other district boundaries coincide with logical physical or manmade features and
reflect recognized neighborhood or area boundaries; and
4. Other non-historic resources or vacant land is included where necessary to
create appropriate boundaries to assist in meeting the criteria in Section 807.D.

The proposed HP zoning boundary encompasses 1.31 gross acres. As mentioned
previously, only the northern portion with the rebuilt 1935 building has been included in
the proposed boundary, with the southern portion excluded to allow redevelopment on
that part of the site. The proposed boundary contains the documented historic building
and follows parcel lines and street monument lines as much as possible. It also
includes the adjacent portion of the right way, as is customary in rezoning cases.

Page 931
OWNER OPPOSITION

The property owners have not signed an Ownership Authorization Form or Waiver of
Claims under Proposition 207 for this rezoning case and have stated their opposition to
the proposed HP zoning, as it would delay their demolition of the property by an
additional year. They have further stated that they plan to file a claim for loss of value
under Proposition 207 if the HP zoning is approved.

CONCLUSION

The rezoning request Z-117-23-7 to establish HP overlay zoning for the subject property
should be approved for the following reasons:

1. The property meets the significance, age, and integrity requirements for HP
overlay zoning set forth in Section 807.D of the Zoning Ordinance; and
2. The proposed boundaries meet the eligibility criteria outlined in Section 807.E.

However, the owners’ opposition to the case and their stated intention to file a
Proposition 207 claim if it is approved may have financial impact to the City.

Writer
K. Weight
2/7/24

Team Leader
H. Ruter

Attachments:
Sketch Maps (2 pages)
Aerial Photo (1 page)
Historic Property Inventory Form (2 pages)
Historic Newspaper Articles and Photos (4 pages)
Site Photos (2 pages)

Page 932
61-22

C-3 CMOD
ACOD *
Z-92-17 DTC-Van Buren *
Z-1-10

6TH AVE
TAYLOR ST
POLK ST

C-3 5TH AVE

C-3 HP* R 7TH AVE DTC-
Z-12-12 G
AN Van Buren
D
E HP
AV
Z-51-22

VAN BUREN ST
I
Miles
Z-117-23
MC DOWELL RD
I - 10

VAN BUREN ST
0.03 0.015 0 0.03 JEFFERSON ST

CENTRAL CITY VILLAGE BUCKEYE RD

CITY COUNCIL DISTRICT: 7 I - 17
LOWER BUCKEYE RD

40TH ST

CENTRAL AVE
7TH ST 32ND ST
7TH AVE 16TH ST 24TH ST

19TH AVE

APPLICANT'S NAME: REQUESTED CHANGE:
DTC-Van Buren ( 1.31 a.c.)
APPLICATION NO. DATE:
12/20/2023
Z-117-23 REVISION DATES:

GROSS AREA INCLUDING 1/2 STREET
AND ALLEY DEDICATION IS APPROX.
AERIAL PHOTO & ZONING MAP
QUARTER SEC. NO.
1.31 Acres QS 11-27 F-8 TO: DTC-Van Buren HP ( 1.31 a.c.)
MULTIPLES PERMITTED CONVENTIONAL OPTION * UNITS P.R.D. OPTION
DTC-Van Buren 285 N/A
DTC-Van Buren HP 285 N/A

* Maximum Units Allowed with P.R.D. Bonus
Document Path: S:\Department Share\Information Systems\PL GIS\IS_Team\Core_Functions\Zoning\sketch_maps\2023\Z-117-23.mxd

Page 933
61-22

C-3 CMOD
ACOD *
Z-92-17 DTC-Van Buren *
Z-1-10

6TH AVE
TAYLOR ST
POLK ST

C-3 5TH AVE

C-3 HP* R 7TH AVE DTC-
Z-12-12 G
AN Van Buren
D
E HP
AV
Z-51-22

VAN BUREN ST
I
Miles
Z-117-23
MC DOWELL RD
I - 10

VAN BUREN ST
0.03 0.015 0 0.03
CENTRAL CITY VILLAGE
JEFFERSON ST
BUCKEYE RD

CITY COUNCIL DISTRICT: 7 I - 17
LOWER BUCKEYE RD

40TH ST

CENTRAL AVE
7TH ST 32ND ST
7TH AVE 16TH ST 24TH ST

19TH AVE

APPLICANT'S NAME: REQUESTED CHANGE:
DTC-Van Buren ( 1.31 a.c.)
APPLICATION NO. DATE:
12/20/2023
Z-117-23 REVISION DATES:

GROSS AREA INCLUDING 1/2 STREET
AND ALLEY DEDICATION IS APPROX.
AERIAL PHOTO & ZONING MAP
QUARTER SEC. NO.
1.31 Acres QS 11-27 F-8 TO: DTC-Van Buren HP ( 1.31 a.c.)
MULTIPLES PERMITTED CONVENTIONAL OPTION * UNITS P.R.D. OPTION
DTC-Van Buren 285 N/A
DTC-Van Buren HP 285 N/A

* Maximum Units Allowed with P.R.D. Bonus
Document Path: S:\Department Share\Information Systems\PL GIS\IS_Team\Core_Functions\Zoning\sketch_maps\2023\Z-117-23.mxd

Page 934
Page 935
Phoenix Laundry & Dry Cleaning
333-337 North 7th Avenue (a.k.a. 332-334 North 6th Avenue)
Proposed Historic Preservation (HP) Zoning Overlay shown in purple
Page 936
Page 937
Page 938
Page 939
Page 940
Page 941
View from 7th Avenue, 10/20/2023

View from 6th Avenue, 10/20/2023

Page 942
Interior view, 10/20/2023

Interior view, 10/20/2023

Page 943
ATTACHMENT C

PHOENIX HISTORIC PRESERVATION COMMISSION
Final Meeting Minutes

Date: February 12, 2024
Time: 4:30 p.m.
Location: Hybrid Meeting: In-person at City Council Chambers & Virtual via Webex

Commission Members Present Staff Present
Dan Garcia, Chair Helana Ruter
Dan Klocke Kevin Weight
Brenda Thomson Desiree Aranda
Tricia Amato, Vice Chair (virtual) Cletus Montoya
Christina Noble (virtual) Emma Collins
Greta Rayle (virtual) Bridget Collins
Keely Varvel Hartsell (virtual) Paul Li
Jodey Elsner (virtual)
Crystal Carrancho (virtual)
Maura Jackson (virtual)

Commission Members Absent Staff Absent
Taz Khatri

1. Call meeting to order Dan Garcia,
HP Commission
Chair Garcia verified that a quorum was established and called the Chair
meeting to order at 4:32 p.m.

2. Introduction of Commission Members and Staff HP Commission &
Staff
The Commission members and HP staff made their introductions.

3. Review of meeting minutes from the monthly meeting held on HP Commission
January 8, 2024.

Action Requested: Approval of minutes

Chair Garcia asked the Commission for questions or comments about
the draft minutes from the January 8th meeting. None were posed.

Chair Garcia then asked the Commission for a motion on the draft
minutes from the January 8th monthly meeting.

Commissioner Thomson made a motion to approve the minutes as
submitted for the January 8, 2024, HP Commission monthly meeting.

Commissioner Klocke seconded the motion.

The Commission voted, as follows:

Page 944
as well as prioritization of projects, cost estimates, and possible grant
funding opportunity.

Vice Chair Amato thanked Mr. Weight. She said that she was the real
estate agent for the previous property owners and that they had ideas
for various community uses of the site. However, due to the pandemic
and other issues, the previous owners needed to sell the property. She
mentioned that this property was special to her and that she was very
happy that Mr. Fabian has plans to rehabilitate the property and restore
it to a much more usable state.

Ms. Ruter mentioned that the property owner, Mr. Fabian, was attending
the meeting via phone and he was available for questions from the
Commission.

Chair Garcia asked the Commission for any questions for Mr. Fabian.
None were posed.

Chair Garcia verified there were no further discussions or comments,
and he asked the Commission for a motion.

Vice Chair Amato made a motion to approve staff’s recommendation for
HP overlay zoning (Application Number Z-116-23-8) for Yaun Ah Gim
Groceries at 1002 South 4th Avenue.

Commissioner Thomson seconded the motion.

The Commission voted, as follows:
Chair Garcia – Yes
Vice Chair Amato – Yes
Commissioner Klocke – Yes
Commissioner Noble – Yes
Commissioner Rayle – Yes
Commissioner Thomson – Yes
Commissioner Varvel Hartsell – Yes

Approved 7 – 0.

6. Public Hearing for Application No. Z-117-23-7, Phoenix Laundry & Kevin Weight,
Dry Cleaning (Milum Textile Services) at 333-337 North 7th Avenue, HP Staff
a.k.a. 332-334 North 6th Avenue.

Action Requested: Recommendation on Historic Preservation (HP)
Overlay Zoning

Chair Garcia introduced this agenda item and said that this property has
come before the HP Commission at the two previous meetings. He said
that this would be the third case for this property to be presented to the
HP Commission. He then invited Kevin Weight to give a summary of the
reason for this case today.

Page 945
Mr. Weight said that Case Z-117-23-7 was a request to establish
Historic Preservation (HP) overlay zoning for the property located at
333-337 North 7th Avenue (a.k.a. 332-334 North 6th Avenue, known
historically as Phoenix Laundry & Dry Cleaning (a.k.a. Milum Textile
Services). He said that staff was recommending that rezoning request Z-
117-23-7 be approved but notes the property owners are opposed to the
request. He then briefly reviewed the following background information,
which was also shared at the previous Commission meetings:
• Location: 333-337 North 7th Avenue (a.k.a. 332-334 North 6th
Avenue)
• Property Owner: Milum Textile Services
• Zoning: DTC-Van Buren (Downtown Code - Van Buren
Character Area) with HP overlay pending
• Recommended eligible in 1984 in Historic Phoenix Commercial
Properties Survey
• In October 2023, owners submitted request to demolish property
• 30-day hold began on October 31, 2023
• HP Commission formally initiated HP zoning on November 20,
• Z-117-23-7 filed by HP staff on December 29, 2023

Mr. Weight reviewed the concurrent timelines of the Demolition Hearing
and the HP Zoning Hearing, as follows:
• Demolition hearing timeline:
o 10/31/2023: 30-day demolition hold began
o 11/20/2023: HP zoning initiated by HP Commission
o 11/21/2023: Demolition reviewed by HP Officer under Section
806 (Decision: Denied)
o 11/21/2023: Demolition hearing scheduled per 806.E.3
o 12/08/2023: HP Hearing Officer hearing (Decision: Denied)
o 01/08/2024: HP Commission hearing
• HP Zoning hearing timeline:
o 10/31/2023: 30-day demolition hold began
o 11/20/2023: HP zoning initiated by HP Commission
o 02/12/2024: HP Commission hearing
o 03/11/2024: HP Central City VPC meeting
o 04/04/2024: Planning Commission meeting
o 05/01/2024: City Council hearing

Mr. Weight once again displayed photos and reiterated the property
description and its history. Then he restated the HP overlay zoning
criteria, as follows:
1. Age (at least 50 years old or exceptionally significant)
2. Integrity (location, setting, design, materials, workmanship,
feeling, association)
3. Significance:
A. Associated with events or patterns of events significant in
Phoenix history
B. Associated with persons significant in Phoenix history

Page 946
C. Represents a type, period, or method of construction;
represents the work of a master; or has high artistic values
D. Has yielded or has the potential to yield information about
Phoenix history or prehistory

Mr. Weight restated the findings from the evaluation of the property, as
follows:
• Phoenix Dry Cleaning & Laundry property qualifies for historic
designation under Criteria A and C. It is significant for its
association with commercial development in early Phoenix and
for its architectural style and method of construction
• Excellent representation of the property type “New Deal Era
Industrial Architecture, 1933-1942” set forth in the historic
context report Commerce in Phoenix,1870-1942, prepared by
Janus Associates, Inc. for the Arizona State Historic Preservation
Office.
o This report lists eight examples of this property type,
including the subject property. However, only two of the
eight examples remain intact today
• Phoenix Dry Cleaning & Laundry building is also significant for its
use of two separate lamella roofs
o Constructed in 1935, the lamella roofs at the Phoenix
Laundry & Dry Cleaning building were among the earliest
in Arizona. They predate the Cattle Barns (1936) and
Agricultural Building (1938) at the Arizona State
Fairgrounds, and the gymnasium at Chandler High
School (1939), which also utilize lamella roofs and are the
only such structures remaining in Maricopa County.
According to the Arizona State Historic Preservation
Office, only one other similar building is known to exist in
Arizona (in Kingman), making these structures significant
at the state level
o The property retains a relatively high degree of historic
integrity, still resembling its 1930s appearance. It remains
sufficiently intact to convey both its historical and
architectural significance

Mr. Weight restated that the proposed boundary encompasses 1.31
acres. As mentioned previously, only the northern portion with the rebuilt
1935 building has been included in the proposed boundary, with the
southern portion excluded to allow redevelopment on that part of the
site. The proposed boundary contains the documented historic building
and follows parcel lines and street monument lines as much as possible.
It also includes the adjacent portion of the right of way, as is customary
in rezoning cases.

Mr. Weight said that the property owners have not signed an Ownership
Authorization Form or Waiver of Claims under Proposition 207 for this
rezoning case and have started their opposition to the proposed HP
zoning, as it would delay their demolition of the property by an additional

Page 947
year. They have further stated that they plan to file a claim for loss of
value under Proposition 207 if the HP zoning is approved.

In conclusion, Mr. Weight stated that staff was recommending approval
of the rezoning request Z-117-23-7 to establish HP overlay zoning for
the subject property, per the following reasons:
1. The property meets the significance, age, and integrity
requirements for HP overlay zoning set forth in Section 807.D of
the Zoning Ordinance; and
2. The proposed boundaries meet the eligibility criteria outlined in
Section 807.E.

However, the owners’ opposition to the case and their stated intention to
file a Proposition 207 claim if it is approved may have financial impact to
the City.

Chair Garcia thanked Mr. Weight. Next, he verified that the property
owners were in attendance. He invited Mr. and Mrs. Milum to present
their comments to the Commission.

Mrs. Milum presented photos as examples of damage to the roof. She
said that they think that mold has gotten into the wood of the roof.
However, there has not been any investigation of the roof structure for
the presence of mold, lead, or asbestos. She expressed her concerns
regarding possible collapse of roof due to damage and possible public
safety concerns. Therefore, she does not see a viable future for the
roofs. She said that she has sent reports to Ms. Ruter in the HP Office
as well as to City Council.

Chair Garcia thanked Mrs. Milum for sharing the photos and comments.
He said that there would be more time for their rebuttal after the
Commission discussion and public comments.

Next, Chair Garcia asked the Commission for any questions for staff or
property owners. None were posed.

Chair Garcia mentioned that the HP Commission had received several
letters of support for the HP overlay zoning. He read the following
excerpt from one of the letters that was submitted by Erika Ross
Lindsay, of the Phoenix Art Deco Society:
“It seems common for individuals to drive by buildings and
landmarks without questioning their origins. And this is in part
because the increasing number of historic properties demolitions.
Saving these properties saves the connection to our past and
cultivates a sense of pride, understanding, and community in the
city, something that Phoenix should value. Without this connection
to our past and what defines our culture as Phoenicians, a city
cannot really flourish. Once these buildings are demolished, they
will be gone forever and with it some of our history.”

Page 948
Chair Garcia said that he shared the above excerpt as a counterpoint
to demolition.

Next, Chair Garcia said that one request was submitted by Julia
Taggart for public comment on this item. He invited Ms. Taggart to the
podium for comment.

Ms. Taggart said that she is a Board Member of the Sunnyslope
Historical Society as well as a member of the Phoenix Art Deco
Society. She agreed with the comments in the excerpt of the letter that
Chair Garcia had shared. She feels that an HP overlay needs to be
placed on the subject property, especially since the city has already
lost a lot of art deco buildings, such as the Fox Theater. She said that
it is important to save the Art Deco building on the subject property.
She also believes it is as important as it is plausible to rehabilitate and
save the roof structures and these buildings. She urged the
Commission to approve the HP overlay zoning to save this part of
Phoenix history for present and future generations.

Chair Garcia verified that there was another request from Roger
Brevoort for public comment on this item. He then invited Mr. Brevoort to
the podium to share his comments.

Mr. Brevoort said he contributed to the 1983 survey of the subject
property. He mentioned that at that time, there was a discrepancy on
whether the building was commercial or industrial and how to define
those two types of structures. He said that if the survey was expanded,
at that time, the property would have been nominated. He agrees that
the property still meets the eligibility criteria. He mentioned that the
lamella roofs are only components, they are not the sum total of the
property. He thinks that there could be viable options for adaptive reuse
for the north portion of the property, especially applying private sector
funding and Federal Reinvestment Tax Credits.

Chair Garcia verified that there were no further public comments on this
item. He then invited Mr. and Mrs. Milum for their rebuttal.

Mrs. Milum said that this property has been vacant since 2019. She also
said that nine out of ten developers have declined purchasing the
property due to Historic Preservation requirements. She said that they
have spent years trying to sell the property and it continues to be a
burden on them to pay for maintenance and taxes on the property. She
said that this property was an industrial laundry that exposed the
structure to hard chemicals for many years. She reiterated that they
have done their due diligence and they just want to move on with their
lives. She said that they would be open to selling the property to the city
of Phoenix. Otherwise, they want the property to be demolished.

Chair Garcia asked the Commission for any further discussion or
questions for staff or property owners.

Page 949
Commissioner Thomson referenced the report mentioned by Mrs. Milum
and asked staff what the report was and has staff reviewed it.

Ms. Ruter said that it was a thesis-style document on the study of
lamella roof structures, which was submitted by Mrs. Milum to the HP
Office. It was not included in the rezoning case. However, portions of the
report would be included in the economic hardship case going before

Commissioner Thomson then asked staff for clarification on the earlier
comments that no one had examined the roof structures for integrity or
possibility of collapse.

Ms. Ruter responded that she was not aware of the property owners
contracting any structural engineers to assess the property. She also
stated that the city had not contracted any structural engineers.

Chair Garcia verified there were no further questions. He then closed the
floor to public comments.

Chair Garcia commented on the challenge set before the HP
Commission, where there are claims against the structural integrity
versus the historical integrity of the property. He stated that the HP
Commission previously voted to initiate the HP overlay on the subject
property, and an approval today would complete that process. He also
referenced the possibility of a Proposition 207 claim and the implications
upon the city if the HP overlay zoning would be approved today. He then
asked the commission for any further discussions.

Commissioner Thomson felt that a critical piece of information was still
missing since there was no structural assessment provided as part of
the overall consideration of the integrity and value of the property.

Chair Garcia said that there have been previous cases where there have
been compelling claims of integrity. He said that without having
documentation demonstrating structural deficiencies, it was challenging
for the HP Commission to decide based only on the available
information.

Vice Chair Amato said that if the property owners had an assessment
done on the property and provided that report to the HP Commission,
then the Commission would have had an opportunity to review the report
prior to deciding. However, she suggested that the Commission look to
the previous agenda item, pertaining to the request for HP overlay
zoning on the Yaun Ah Gim Grocery Store, which is in much worse
condition than the Phoenix Laundry & Dry Cleaning buildings. She
stressed that the condition of a building does not lessen the historic
significance of a property. She said that it was important for the
Commission to consider the significance of a property and see its value
to the community regardless of its condition.

Page 950
Commissioner Noble agreed with Vice Chair Amato’s comments. She
also referenced the report on the previous agenda item that the burden
of proof is on the property owners. She understands that the subject
property owners have expressed the financial burdens on them, and that
they have opted out of providing the proof. She said that since that
information is not available, then the focus of the HP Commission should
be on whether the subject property has historic significance and value.
She also mentioned that this case would move on to other commissions
to consider other factors.

Commissioner Klocke addressed Mr. and Mrs. Milum and said that he
recognized that this situation is painful for them as property owners. He
said that he previously had gone through a similar situation, and he
understands how difficult this is to go through. He also said that the HP
Commission has been very conservative in terms of pushing these kinds
of cases forward. In fact, there have been cases that were not pushed
forward when the public wanted those outcomes. He stated that since
Proposition 207 was established nearly 20 years ago, there has only
been one claim filed against the city. He said that this Commission does
not take this situation lightly. He believes that the Phoenix Laundry &
Dry Cleaning buildings are very special because of their history in the
community. He said that they are very valuable and worthy of saving
and said that he would be voting in support of the HP overlay zoning.

Chair Garcia said he appreciated Commissioner Klocke’s comments. He
also mentioned that this situation exposes pain points in historic
preservation where there is a strong desire by the city and citizens in the
community to preserve buildings that are significant without having to
pay to preserve the buildings. He said that it is important to support
preservation of significant buildings and opportunities for funding
preservation efforts.

Next, Chair Garcia asked the Commission for a motion on this item.

Prior to making a motion, Vice Chair Amato expressed her appreciation
to Commissioner Klocke and Chair Garcia for their comments. She
agreed that it was a difficult situation.

Vice Chair Amato made a motion that the HP Commission approve HP
overlay zoning on Application No. Z-117-23-7 for Phoenix Laundry & Dry
Cleaning (Milum Textile Services) at 333-337 North 7th Avenue, a.k.a.
332-334 North 6th Avenue.

Commissioner Klocke seconded the motion.

The Commission voted, as follows:
Chair Garcia – Yes
Vice Chair Amato – Yes
Commissioner Klocke – Yes
Commissioner Noble – Yes
Commissioner Rayle – Yes

Page 951
Commissioner Thomson – Yes
Commissioner Varvel Hartsell – Yes

Approved 7 – 0.

7. CLG Review of the National Register Nomination for Dr. Bertram Crystal Carrancho,
Snyder Residence (8122 North 10th Avenue). HP Staff

Action Requested: Recommendation to the Historic Sites Review
Committee

Chair Garcia invited Crystal Carrancho to present this item.

Ms. Carrancho briefly reviewed the staff report on the CLG Review of
the National Register Nomination for the Dr. Bertram Snyder Residence,
located at 8122 North 10th Street, as follows:
• MAR 2023: Subject property was listed on the Phoenix Historic
Property Register
• JAN 2024: Phoenix HP Office received National Register of
Historic Places (NHRP) draft nomination from SHPO
o Courtney Widmer, current owner, requested NRHP
nomination for subject property; Nomination was
prepared by Vincent Murray
• FEB 12, 2024: HP Commission scheduled to review subject draft
nomination pursuant to Phoenix CLG Agreement and forward its
recommendation to HSRC for review at next meeting
• MAR 8, 2024: HSRC scheduled to review subject draft
nomination

Ms. Carrancho said that staff had reviewed the draft nomination and
found that the documentation is generally accurate and complete. She
mentioned that staff had noted minor edits on the draft nomination form.

In conclusion, Ms. Carrancho stated that staff was requesting the HP
Commission to recommend that the draft NRHP Nomination be
forwarded to the HSRC for approval subject to the noted edits on the
nomination form.

Chair Garcia thanked Ms. Carrancho for the report. He then asked the
Commission for questions or comments on this item. None were posed.

Chair Garcia verified that there were no requests for public comment.

Then Chair Garcia verified that the Commission had no further
discussions or comments, and he asked the Commission for a motion.

Commissioner Klocke made a motion that the HP Commission
recommend to the Historic Sites Review Committee, the CLG review of

Page 952
ATTACHMENT D

Village Planning Committee Meeting Summary
Z-117-23-7

Date of VPC Meeting March 11, 2024
Request From DTC-Van Buren
Request To DTC-Van Buren HP
Proposal Historic Preservation Overlay for the Phoenix Laundry
& Dry Cleaning Company
Location Approximately 450 feet north of the northeast corner of
7th Avenue and Van Buren Street
VPC Recommendation Approval, per the staff recommendation
VPC Vote 7-6

VPC DISCUSSION:

Three members of the public registered to speak on this item, one in favor, two in
opposition.

STAFF PRESENTATION
Kevin Weight with the City of Phoenix Historic Preservation Office provided a
presentation regarding the history of the building at the subject site, highlighting the
age, integrity, and significance criteria required for the Historic Preservation Overlay
and stating that the staff recommendation is approval.

QUESTIONS FROM COMMITTEE
Committee Member Greenman asked if the building was still in operation. Mr. Weight
replied that the business closed in 2019. Mr. Greenman asked if the lamella roof was
visible from the right-of-way. Mr. Weight replied that it is not.

Chair O’Grady asked about the vote count at the City Council hearing on the
demolition request. Mr. Weight replied that the vote was 8-1.

PUBLIC COMMENTS
Donna Reiner introduced herself as representing Preserve Phoenix and spoke in favor
of the proposal, stating that it is important to save buildings that are symbols of our
history, including commercial properties, and that developers have been interested in
the site, which could be repurposed.

Page 953
Committee Member Olivas expressed concern about how to pay for the rehabilitation
of a building like this, highlighting that HP zoning requirements can deter someone
from purchasing a property.

Marilyn Milum introduced herself as the property owner and provided a presentation in
opposition to the request, highlighting the poor condition of several aspects of the
building, including safety concerns with the lamella roof, and the lack of success in
working with potential developers to buy the site for rehabilitation.

Committee Member Rachel Frazier Johnson commented that Proposition 207 is an
option for the property owners and asked about compensation. Mrs. Milum replied that
this is a quality-of-life issue, and they have tried to work with the City on a solution.

Faith Burton asked about the history of the building, including ownership, the last time
the roof was insured, and environmental testing. Mrs. Milum noted that they owned the
property for 60 years, the roof was insured six years ago, and they have a “no further
action” from the EPA. Ms. Burton asked whether developers discussed maintaining
the Art Deco features of the building. Mrs. Milum noted that the focus has been on the
ceilings.

Committee Member Martinez asked about the potential agreement if a developer
agreed to purchase the property. Mrs. Milum stated that the developer would use an 8-
year tax abatement from the City for adaptive reuse. Ms. Martinez asked if there was
only one developer interested. Mrs. Milum confirmed there was only the one
developer. Ms. Burton asked when the discussions with the developer took place.
Mrs. Milum replied it was last year.

Committee Member Olivas asked at what point the structural assessment happens.
Chair O’Grady stated that question could be directed to staff.

Chair O’Grady asked if there was a developer offer for the land if the building were
demolished. Mrs. Milum stated there was no offer.

Committee Member Starks asked if a developer was interested if the site had the HP
overlay. Mrs. Milum stated that it would be if it did not have the overlay.

Committee Member Panetta asked about the costs to have a structural assessment
done. Mrs. Milum replied that it would be $60,000.

Craig Milum introduced himself as the property owner and spoke in opposition to the
request, highlighting safety concerns with lamella ceilings.

Ms. Martinez asked about the age of the lamella ceiling. Mrs. Milum replied that it was
90 years old.

Page 954
STAFF RESPONSE
Mr. Weight stated that there are examples of lamella roofs being used today in
gymnasiums in Arizona, the Historic Preservation Commission felt strongly about
preserving this history, and that a structural assessment had not been done.

Ms. Burton noted that the examples of lamella roofs in operation are all publicly-owned
buildings and asked if there were any privately-owned examples. Mr. Weight replied
that he wasn’t aware of any.

Committee Member Greenman stated that the zoning at this site would allow 600 feet
of height and asked if HP zoning would permit a building to punch through the roof to
construct a tower. Mr. Weight replied that such a building would not be allowed under
HP zoning.

Ms. Olivas stated that the determination so far has not factored in a structural report
and asked what the economic hardship decision was based on. Mr. Weight replied that
the applicant must demonstrate the rate of return based on cost estimates. Ms. Olivas
stated that if the property owners can’t afford to rehabilitate the building, it will simply sit
vacant after HP approval.

Committee Member Burns asked if there is anything keeping the building from being
used now. Mr. Weight replied that from a regulatory perspective, there is nothing
preventing it.

Ms. Martinez asked for clarification on the economic hardship hearing. Mr. Weight
replied with a detailed description of how economic hardship is determined.

Ms. Johnson asked if the City has a planned use. Mr. Weight replied that there is no
planned use.

Chair O’Grady asked if a GPLET was considered for the site. Mr. Weight replied that
a GPLET was part of the discussion regarding the site.

COMMITTEE DISCUSSION
Ms. Burton stated that the property owners are arguing a very complicated case and
that this is a difficult building, considering insurance and other requirements.

Committee Member Sonoskey asked about a façade easement, which was done at a
site in the Warehouse District. Mr. Weight stated that the HP overlay was removed in
that case.

Ms. Olivas stated that there are no comparisons in Arizona, no structural report, and
the Committee doesn’t know details about the negotiations to this point.

Page 955
Ms. Johnson stated that there needs to be a creative solution to move forward that
acknowledges both sides of the issue.

Mr. Panetta asked if HP designation would make funding available for an assessment.
Mr. Weight replied that it would.

Mr. Burns asked for clarification that the HP designation is only effective for one year.
Mr. Weight replied that the HP zoning delays demolition for one year, after which there
is nothing preventing demolition.

Ms. Martinez noted that the HP overlay could provide funding for the assessment.

Mr. Panetta stated that even if the HP overlay is approved, it only delays demolition by
one year, and the property owners would still end up demolishing the building.

Mr. Burns stated that he understands the hardship, but the purpose of the HP overlay
is for preservation. Mr. Panetta replied that the property owner doesn’t have any
interest in pursuing preservation of the building.

Committee Member Vargas asked how common it is for buildings to be demolished
after receiving an HP overlay. Mr. Weight stated that multiple buildings have been
demolished with HP overlays.

Committee Member Starks stated that the property owners had options that they
haven’t pursued.

Mr. Sonoskey stated that if the HP overlay is approved, it gives time for experts to
document the building before the building is demolished.

Chair O’Grady stated that historic preservation requires a property owner to go along
with it, which is not the case here.

MOTION
Zach Burns made a motion to recommend approval of Z-117-23-7, per the staff
recommendation. Vice Chair Gaughan seconded the motion.

Mr. Burns stated that the HP overlay would allow additional time to find a preservation
solution and could allow funding for the structural analysis.

Mr. Vargas stated that the HP overlay could allow additional archiving of information.

Ms. Olivas stated concerns about the funding. Mr. Weight stated that there is funding
in the budget to use for property assessments.

Ms. Johnson asked if funding is contingent on HP zoning approval. Mr. Weight stated
that it is not.

Page 956
VOTE
7-6; Motion to recommend approval of Z-117-23-7, per the staff recommendation,
passed; Committee Members Burns, Panetta, Sonoskey, Starks, Vargas, Gaughan,
and O’Grady in favor; Committee Members Burton, Greenman, R. Johnson, Lockhart,
Martinez, and Olivas opposed.

STAFF COMMENTS REGARDING VPC RECOMMENDATION:

None.

Page 957
ATTACHMENT E

REPORT OF PLANNING COMMISSION ACTION
April 4, 2024

ITEM NO: 8
DISTRICT NO.: 7
SUBJECT:

Application #: Z-117-23-7
Location: Approximately 450 feet north of the northeast corner of 7th Avenue and
Van Buren Street
From: Downtown Code-Van Buren
To: Downtown Code-Van Buren HP
Acreage: 1.31
Proposal: Historic Preservation Zoning Overlay for Phoenix Laundry & Dry Cleaning
Company
Applicant: City of Phoenix, Historic Preservation Commission
Owner: Milum Textile Services Co.
Representative: Kevin Weight, City of Phoenix, Historic Preservation Office

ACTIONS:

Staff Recommendation: Approval.

Historic Preservation Commission: 2/12/2024 Approval. Vote: 7-0.

Village Planning Committee (VPC) Recommendation:
Central City 3/11/2024 Approval, per the staff recommendation. Vote: 7-6.

Planning Commission Recommendation: Denial.

Motion Discussion:

The property owner expressed that they do not wish to be granted HP zoning overlay on the site
due to the challenges and cost in building upkeep and their struggles in finding a buyer willing to
purchase the property with HP zoning given their end goal is to sell the property.

Commissioner Matthews made a MOTION to approve Z-117-23-7, per the Historic Preservation
Commission and Central City Village Planning Committee recommendations.

Chairman Gaynor stated that the motion died for lack of a second. He asked for a different
motion.

Vice-Chairperson Busching stated, before she made a motion, she thought a continuance would
be best, she just questioned how long would be an appropriate continuance to allow the City to
work the Milums. She asked Mr. Weight (staff/representative) for his thoughts on that.

Mr. Weight responded that he knows the Milums would like some resolution sooner rather than
later, but if they are open to the possibility of extending the process to for the City to work with
them and do an assessment, he would welcome that, but he knows they have been somewhat
reluctant up until today to do that. If they feel it is something they think would be helpful, he is
happy to do that. They could take a little more time to make that happen, otherwise, it might be
best to just seek a resolution.

Page 958
Commissioner Matthews made a MOTION to approve Z-117-23-7, per the Historic Preservation
Commission and Central City Village Planning Committee recommendations.

Commissioner Boyd SECONDED.

Chairman Gaynor asked for a roll call.

Commissioner Gorraiz stated that in interest of compassion and sanity, this building is falling
apart and should not be given an HP Overlay and force the Milums another year or two with a
process that they have already spent two to three years having to fight.

Commissioner Hu abstained from the vote. She does not feel she has enough information about
the property to make a decision.

Commissioner Matthews stated that we have an appropriate rezoning request before us from an
applicant, within the City Code. Generally, buildings that are 90 years old are usually not in the
best condition and typically need rehabilitation in order to receive their full value to the overall
city.

The motion failed with a vote of 3-4-1 (Hu abstained) (Gaynor, Gorraiz, Jaramillo, Perez).

Commissioner Boyd suggested that someone make the negative motion.

Commissioner Gorraiz made a MOTION to deny the Historic Preservation Overlay.

Commissioner Jaramillo SECONDED.

The motion passed with a vote of 4-3-1 (Hu abstained) (Boyd, Busching, Matthews)

Motion details: Commissioner Gorraiz made a MOTION to deny Z-117-23-7.

Maker: Gorraiz
Second: Jaramillo
Vote: 4-3-1 (Boyd, Busching, Matthews) (Hu abstaining)
Absent: Mangum
Opposition Present: Yes

Findings: Although the proposal meets eligibility criteria regarding the significance, age, and
integrity requirements for HP overlay zoning set forth in Section 807.D of the Zoning Ordinance
and the proposed boundaries meet the eligibility criteria outlined in Section 807.E, the Planning
Commission recommends denial to not impede the property rights of the owner.

This publication can be made available in alternate format upon request. Please contact Teleia
Galaviz at 602-291-2559, teleia.galaviz@phoenix.gov, TTY: Use 7-1-1.

Page 959
ATTACHMENT F

CITY OF PHOENIX
PLANNING AND DEVELOPMENT DEPARTMENT

FORM TO REQUEST PC to CC
I HEREBY REQUEST THAT THE CC HOLD A PUBLIC HEARING ON:

APPLICATION NO/ Z-117-23-7 (SIGNATURE ON ORIGINAL IN FILE)
LOCATION Milum Textile opposition x applicant
Services Company
7th Avenue and
Van Buren Street

APPEALED FROM: PC April 4, 2024 734 West Polk Street
Phoenix, AZ 85007

PC DATE STREET/ADDRESS/CITY/STATE/ZIP
TO PC/CC May 1, 2024 Roger Brevoort
HEARING 602-690-8080
historichouseguyphx@gmail.com

CC DATE NAME / PHONE / EMAIL
REASON FOR REQUEST:

Preserve Phoenix objects to the decision of the Planning Commission and are filing
an appeal hoping for a positive outcome that enables preservation of some aspect of
the Milum Textile Services Property.

RECEIVED BY: Julia Loewen RECEIVED ON: 4/11/2024

Alan Stephenson Camryn Thompson
Joshua Bednarek Paul M. Li
Tricia Gomes GIS
Racelle Escolar Byron Easton (for PHO Appeals only)
Sarah Stockham Vikki Cipolla-Murillo
Stephanie Vasquez Village Planner
Heather Klotz Applicant

Page 960
Page 961
ATTACHMENT G

From: Michele Chinichian
To: Helana Ruter; Council District 7 PCC; hello@preservephx.org
Subject: Enact the Historic Preservation Overlay on the total property at 333 & 337 N 7th Ave.
Date: Thursday, November 9, 2023 7:13:15 PM

Dear Councilwoman Ansari's Office,

This letter is to ask for the Historic Preservation Commission to take action and Enact the
Historic Preservation Overlay on the total property at 333 & 337 N 7th Ave. Please help us
save this iconic architecture so it can remain intact and adaptively reused for future
generations of Arizonans to benefit from.

This is the community's only chance to save a highly visible, uniquely historic property and
retain the community's opportunity to have input on future large-scale development.
Downtown Phoenix and the Roosevelt Neighborhood deserve better and deserve to participate
in the planning process for such a sizable site. It would be a devastating loss to scrape an
important historic building, especially one that is primed to be an exemplary adaptive reuse
redevelopment.

Architecture with character is what makes Phoenix an appealing and desirable place to live.
Please don't support the destruction of what makes this city so special. It is heartbreaking
when the city does not take action to preserve these beloved buildings. I urge you to take
action and enact the Historic Preservation Overlay.

Thank you for your consideration.

All the best,

Michele Chinichian, LCSW
Phone: (480) 409-2915
Website: http://royapllc.weebly.com/ [royapllc.weebly.com]
Scheduling: https://michele-chinichian.clientsecure.me [michele-chinichian.clientsecure.me]
Google Reviews: https://g.page/r/CSkdzyvcV7exEB0/review [g.page]

PLEASE NOTE: My practice maintains a cancellation policy of 48 hours prior to
your appointment time. There is a missed session fee applied to all cancellations or
reschedulings under 48 hours.

IN CASE OF AN EMERGENCY: If you are experiencing a psychiatric crisis,
please call the 24-hour crisis hotline at 602-222-9444 or go directly to your nearest
emergency room.

CONFIDENTIALITY NOTICE: The information contained in this e-mail message is intended only for the personal and
confidential use of the recipient(s) named above. If the reader of this message is not the intended recipient or an agent
responsible for delivering it to the intended recipient, you are hereby notified that you have received this document in error
and that any review, dissemination, distribution, or copying of this message is strictly prohibited. If you have received this
communication in error, please immediately notify the sender of this email, and delete the original message. Regarding the
Use of Email -- Although I use a firewall and my computer is password protected, my emails are not encrypted. Therefore, I
cannot guarantee the confidentiality of email communication. If you choose to communicate confidential information with
me via email, I will assume that you have made an informed decision and I will view it as your agreement to take the risk that
email may be intercepted. Please be aware that email is never an appropriate vehicle for emergency communication. This
message is private and confidential communication intended for the addressee only. WARNING: the unauthorized
interception or retrieval of e-mail may be a criminal violation of the Electronic Communications Privacy Act, 18 USC 2510-
2521. Thank you for respecting privacy and observing the law.

Page 962
From: G.G. George
To: Helana Ruter
Cc: Council District 7 PCC; Council District 4; Michael Petersen-Incorvaia
Subject: Request for Consideration
Date: Friday, November 10, 2023 4:26:50 PM
Attachments: Request for consideration.doc

Hello Helana,

Please see the attached from the PHNC for distribution to the Historic Preservation
Commission.

Thank you,

GGG

Page 963
Phoenix Historic Neighborhoods Coalition

HISTORIC FRANKLIN SCHOOL

November 10, 2023
Phoenix Historic Preservation Commission
200 W. Washington Street, 2nd Floor
Phoenix, AZ 85003-1611
Via Email
helana.ruter@phoenix.gov

RE: HP-87-23-DEM, HP-88-23-DEM, HP-120-23-DEM

Dear Chairman Garcia and Members of the Commission,

I am writing on behalf of the Phoenix Historic Neighborhoods Coalition. We are a
coalition of people who live throughout the historic neighborhoods within the City of
Phoenix. We come together because we value the history of Phoenix and we seek to
share our love of our city’s historic neighborhoods to preserve not only the buildings but
to help stabilize and build strong communities.

The HP office has advised the Coalition that a total demolition application has been filed
for the Milum Textile Buildings at 333 N. 7th Avenue. These properties requested for
demolition have been identified as individually eligible for the Phoenix Historic Property
Register in a survey by the Junior League of Phoenix in 1984, which recommended them
eligible for listing on the National Register of Historic Places. They are considered
eligible not only for the Streamline Moderne style but most importantly, they contain a
rare Lamella roof. It is one of only two properties thus far identified in Phoenix with the
Lamella roof style.

Page 964
PHNC, P. 2

A wide-span Lamella roof is a vaulted roof consisting of a crisscrossing pattern of parallel
arches, comprised of short wooden members hinged together to form an interlocking
network in a diamond pattern.

The only other Lamella roofs of which I am aware are in the Cattle Barns on the State
Fairgrounds, identified and pictured in my book, “The Arizona State Fair”.

Two of the Cattle Barns were built prior to World War II, and often sheltered troops
overnight during the war. Two of the Barns were built after the war in the exact same
style, all with Lamella roofs.

These Lamella roofs have statewide historical significance.

Therefore, the Coalition requests denial of the demolition permits and action by the
Commission to enact the Historic Preservation Overlay for the total properties at 333 N.
7th Ave. (primary address), 337 N. 7th Ave., 357 N. 7th Ave., and 326 N. 6th Ave, as
identified in the 30 Day Demolition Hold for 333 N. 7th Ave.

Thank you for your time and attention to this request.

G.G. George, President
Phoenix Historic Neighborhoods Coalition

1102 W. Palm Lane
Phoenix, AZ 85007
602-252-3151

Page 965
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Page 966
November 17, 2023

Helana Ruter
Historic Preservation Officer
200 West Washington St., 3rd Floor
Phoenix, AZ 85003

Re: 30 Day Demolition Hold for Milum Textile Buildings 1 and 2, Seventh Avenue site

Dear Helana:

Preserve Phoenix wishes to go on record in support of initiation for the two primary buildings on the northern
portion of the Milum Textile Buildings on 7th Avenue. Constructed in 1924 and substantially rebuilt after a fire in
1935, the Milum complex is an important site that attests to the commercial and industrial heritage of what was
then the west side of downtown Phoenix. The buildings were identified as potentially eligible for listing on the
National Register of Historic Places and consequently the Phoenix Historic Property Register since 1985. Building
One is also notable for its unique lamella roof construction. While this is an interior feature, it is nonetheless
part of the building and an increasingly rare example of this construction technique. There are only a few other
examples in Phoenix and Arizona as a whole.

It is our understanding that developers are actively looking at the Milum property. There are also two
applications for demolition, simplistically for Building 1 (north side) and Building 2 (south side). While we would
advocate for the designation of the entire parcel, we understand that the north parcel contains the more
notable property.

We hope the Phoenix Historic Preservation Commission will subsequently initiate designation of the two Milum
properties to the Phoenix Historic Property Register. Initiation will recognize the architectural merit of the
buildings and site and allow time for the owners to consider the various development proposals that include for
reuse or the buildings as an alternative to demolition.

Sincerely,

Roger Brevoort
Chair, Advocacy Committee

Page 967
November 17, 2023

Helana Ruter
City Historic Preservation Officer
300 West Washington St., 3rd Floor
Phoenix, AZ 85003

Dear Helana:

On behalf of the Arizona Preservation Foundation board of directors, I am writing to highlight the
urgent need for the preservation and designation of the properties at 333, 335, and 337 N. 7th
Avenue in downtown Phoenix, formerly known as Milum Textile Services. These structures, with
their remarkable lamella truss roof structures, embody an essential part of Arizona's heritage and
architectural legacy.

Downtown Voices Coalition, Grand Avenue Arts and Preservation, Phoenix Historic Neighborhoods
Coalition, and Preserve Phoenix have all eloquently voiced the significance of these buildings. Their
historical and architectural value extends far beyond mere structures; they are a testament to the
industrious spirit that shaped our capital city's past. Moreover, these structures are not just relics
of history; they hold immense potential for adaptive reuse that could invigorate Downtown
Phoenix’s urban landscape.

The call for a Historic Preservation Overlay is not just about safeguarding the physical structures
but about signaling a commitment to honoring our history and ensuring a thoughtful blueprint for
future development. This initiative isn't solely about nostalgia; it's a prudent step toward creating
vibrant, livable spaces that offer a unique sense of place and attract both locals and visitors.

The unique lamella roof construction, the interior craftsmanship, and the historical significance of
these buildings make them invaluable. They stand as a reminder of our commercial and industrial
heritage and deserve recognition and protection.

Therefore, I urge the Phoenix Historic Preservation Commission to take decisive action by initiating
the designation of the Milum properties to the Phoenix Historic Property Register. Such
recognition would provide the necessary time for stakeholders to explore viable alternatives to
demolition and consider adaptive reuse options that honor the site's history and contribute
positively to our community's future.

P.O. Box 13492, Phoenix, AZ 85002 • 602-687-7092 • info@azpreservation.org • EIN 86-0371336
Page 968
Helana Ruter
Page Two
November 17, 2023

Preservation isn't merely about conserving the past; it's about building a sustainable and culturally
rich future for Arizona and its capital city. Let's take this opportunity to showcase our commitment
to preserving our heritage while paving the way for innovative and inclusive development.

Sincerely yours,

Jim McPherson
President, Board of Directors
Arizona Preservation Foundation

cc: Board Members, Arizona Preservation Foundation
Jeff Sherman, Downtown Voices Coalition
Beatrice Moore, Grand Avenue Arts and Preservation
G.G. George, Phoenix Historic Neighborhoods Coalition
Roger Brevoort, Preserve Phoenix
Kathryn Leonard, State Historic Preservation Office

Page 969
November 17 2023

Re: Request for Milum Textile Building Protection and Preservation.

Councilwoman Ansari and Helana Ruter, City of Phoenix Historic Preservation Office:

I am writing to request your action to enact a Historic Preservation Overlay for the properties at 333 &
337 N 7th Ave (parcels: 111-41-029 and 111-41-024C). The ever-diminishing stock of industrial
warehouse structures left in Downtown Phoenix leaves these buildings as an important artifact of our
pre-war Phoenix heritage. Our downtown history is based in the utilitarian nature of the structures,
workers, and residents that built our City. The interiors of these buildings signify the industrious nature
of our city's migrant and craftsman workforce and therefore, they should be preserved and utilized in a
way that shows off that amazing interior craftsmanship. (Public art studios, maker spaces, Public event
venues, or Public Markets)

Hopefully by enacting the overlay sufficient time will be given to find a reasonable solution besides
total demolition.

Sincerely yours,

Jeff Sherman
Steering Committee Chair
Downtown Voices Coalition

cc:
Steering Committee Members, Downtown Voices Coalition
Mayor Gallego, City of Phoenix
Chris Mackay, Community & Economic Development Department

A community organization working to make Downtown Phoenix sustainable for all through
smart growth, great neighborhoods, vibrant ideas, and honest, open discussion...
downtownvoices.org / @downtownvoices / info@downtownvoices.org

Page 970
Grand Avenue Arts & Preservation
1301 Grand Avenue #8
Phoenix, AZ 85007
602.391.4016

November 17, 2023

Helana Ruter
200 W. Washington St.
Phoenix, AZ 85003

Ms. Ruter and City of Phoenix Historic Preservation Commission:

Grand Avenue Arts and Preservation requests that the Phoenix Historic Preservation
Commission enact a Historic Preservation Overlay on the total property at 333, 335
and 337 N. 7th Avenue (now known as Milum Textile Services) at the upcoming
Monday, November 20th HP Commission meeting.

A tour of the historic buildings at this site and their amazing lamella truss roof
structures were a highlight over the years on the Grand Avenue Festival’s “Under the
Vintage Roof Tours”. The public was honored to be able to enter the site to view the
incomparable lamellla trusses as well as other notable historic building features, and
were fascinated by the intriguing history of the site. The main buildings at the site are
truly some of the most beautiful warehouse buildings in the State of Arizona.

This 7th Avenue corridor adjacent to downtown Phoenix (which is also part of the
downtown core) should be lined with more than a series of look-alike lofts and fast
food restaraunts. Initiating an Overlay on historically eligible buildings will attract
developers to the site who have the needed skills to create a valuable adaptive reuse
project. One with housing, retail, office, restaurants and/or other small scale uses.

Scraping this site clean not only eliminates the opportunity for a unique adaptive reuse
project, but sends the wrong message to developers and land speculators moving
forward: that we don’t care about the longevity of our historic architecture and sites
nor do we care about creating a quality blueprint for development into the future.

Adaptive re-use projects have proven to be finacially viable in many cities, creating a
unique sense of place and quality of life to the built environment. When done well, the
distinction of these adaptive reuse projects not only lifts us out of the mundane, but
become exciting destinations for locals, out-of-town visitors, and future residents.

Sincerely,

Beatrice Moore, Director

Page 971
November 17, 2023

Ms. Helena Ruter
Historic Preservation Officer
200 W. Washington St.
Phoenix, AZ 85003

Dear Ms. Ruter:

As a longstanding business and property owner within the Roosevelt Neighborhood with experience
in both adaptive reuse and historic preservation projects I am writing today to urgently request that
the Phoenix Historic Preservation Commission take action and initiate designation of the Milum
Textile Services Buildings 333 & 337 N 7th Ave (parcels: 111-41-029 and 111-41-024C) to the
Phoenix Historic Property Register. The City of Phoenix Historic Preservation Office has well-
documented the nearly century-old buildings’ historic significance and integrity. Of note, the City of
Phoenix Historic Preservation Office has determined the property Individually Eligible for the Phoenix
Historic Property Register under Criterion A & C. Additionally, the property was surveyed as part of
the Historic Phoenix Commercial Properties Survey (Junior League of Phoenix, 1984), which
recommended it as eligible for listing on the National Register of Historic Places.

Originally known as Phoenix Dry Cleaning & Laundry Co. and designed by architect Fred Whittlesey,
the Streamline Moderne style brick building(s) contain rare, magnificent, and well-preserved
examples of the gorgeous wide-span wood lamella truss roofs found in Arizona. Both inside and out
the architecture is unique, historic and valuable due to its rare occurrence in our city’s downtown
core. The buildings’ demolition would greatly impact the character of the historic neighborhood that
has seen an unfair share of demolition and blight through the years. The loss of these important
historic buildings would squander our city’s only opportunity to have the Milum Textile Services’ be
an exemplary adaptive reuse redevelopment that showcases our unique heritage and character and
a benefit to the community.

I respectfully request the Historic Preservation Commission take action and initiate the Historic
Preservation Overlay on the total property. I am dismayed that historic buildings in Phoenix are

Harder Development
2323 N Central Ave. Ste 801 Phoenix, AZ 85004

info@harderdevelopment.com භǁǁǁ͘ŚĂƌĚĞƌdevelopment.com

Page 972
Ms. Helena Ruter
Novembet 17, 2023
Page 2

routinely threatened by demolition versus adaptively reused and incorporated into new
developments.

As the National Trust for Historic Preservation has argued for decades, adaptive reuse should be the
default, and demolition as a last resort. When sufficient time and consideration are not given to our
city’s diminishing inventory of historic properties, we lose our opportunity to achieve the city our
leaders envision: vibrant, diverse, innovative, and prosperous. We achieve that vision through
thoughtful planning where historic preservation and its many subsequent benefits are considered at
every step.

Please allow this property to remain intact and adaptively reused so that future generations of
Phoenicians can enjoy and benefit from it. Ideally, the overlay determination will provide the needed
time and enable the HP office, and perhaps, the CED department to work with the property owner to
evaluate a preservation option and possible incentives for the buildings to be preserved.

Please contact me if you have any questions. I would be happy to address them.

Thank you for your consideration, service to our community, and all you do to protect Phoenix’s
heritage.

Yours sincerely,

Ashley Harder
Principal
Harder Development

Cc: Mayor Kate Gallego
Vice Mayor Yassamin Ansari

Harder Development

2323 N Central Ave. Ste 801 Phoenix, AZ 85004

info@harderdevelopment.com භǁǁǁ͘ŚĂƌĚĞƌĚĞǀĞůŽƉŵĞŶƚ͘ĐŽŵ

Page 973
January 8, 2024

Re: Request to uphold decision regarding Milum Textile Building Protection and Preservation.

Historic Preservation Commissioners:

I am writing on behalf of Downtown Voices Coalition to support upholding the decision of the Historic Preservation Hearing
Officer in the matter of the Milum Textile Services Building (item 6 on your agenda) at 333 & 337 N 7th Ave (parcels: 111-
41-029 and 111-41-024C).

Simply put, the facts do not support a finding of economic hardship for this property, which has been demonstrated to be in
good condition and quite marketable- largely because of its historic nature. Not long ago, this site was the subject of very
serious negotiation by an interested party who wanted to purchase the property and incorporate its historic features into
the project; in fact, the “jewel” of the proposed project was the historic structure. Additionally, we understand there was
serious consideration by City policymakers to support such a decision with available historic preservation tools.

These discussions and reviews brought to light the functional and adaptable condition of the building, its historical
significance and the possibility for a profitable future. Failure to diligently solicit and retain tenants or new users for this
property would not be a cause of economic hardship, nor would the willful acts to reject offers of purchase in order to seek
a total demolition of the building.

For these reasons, we urge you to uphold the decision. Thank you for the opportunity to provide our input.

Sincerely yours,

Andie Abkarian
Steering Committee Chair
Downtown Voices Coalition

cc:
Steering Committee Members, Downtown Voices Coalition
Helena Ruter, Historic Preserve Officer, City of Phoenix
Mayor Gallego, City of Phoenix
Councilwoman Ansari, City of Phoenix
Chris Mackay, Community & Economic Development Department

A community organization working to make Downtown Phoenix sustainable for all through
smart growth, great neighborhoods, vibrant ideas, and honest, open discussion...
downtownvoices.org / @downtownvoices / info@downtownvoices.org

Page 974
Kevin Weight

From: robertdyerbelair@aol.com
Sent: Tuesday, January 9, 2024 10:20 AM
To: Kevin Weight
Subject: Milum
Attachments: 44 E. Hoover St..JPG; Aunt Elsie's House 2309 N. Central Ave Phoenix.jpg; scoville house
living room by blaine drake.jpg

Dear Mr. Weight, I just read of the Milum Textile buildings, they're special and I applaud the city's attempt to save them.
Much has been lost even in the past decade; two Blaine Drake houses in Bartlett Estates, one the Scoville house, the
round bank building/Washburn piano store formerly located on E. Camelback at N. 20th St. The older homes in Phoenix
Country Club have been restored to death, they're unrecognizable. The home of Barry Goldwater's parents was pure Art
Deco with a two story glass block staircase, removed during restoration. Most of the lovely old homes in Biltmore Estates
are gone, too.
My grandparent's lovely home remains on E. Hoover Street between Central & 3rd Streets, I've attached a pic below
however the landscaping has changed. The second pic is another Collins family home on Central at Hoover, now part of
the Heard parking lot. That house uninteresting however I show it to make a point. Fortunately Hoover and Alvarado
remain lovely and for the most part well maintained, but much is lost. Thank you for your efforts.
My extended family, the Dyer, Entz, Collins families are now in their seventh generation in this town. I confess my heart
remains an Angeleno, I was involved in many historic efforts in Los Angeles, for some decades was my home. Keep up
the good work!

Robert Dyer

Page 975
Page 976
Page 977
Page 978
From: Preserve PHX
To: Helana Ruter; Council District 7 PCC
Subject: Fwd:
Date: Thursday, February 8, 2024 1:55:13 PM

Hello,

Please see the letter below from a concerned citizen supporting the preservation of the Milum
Textile property in south Roosevelt.

Thank you,

PreservePHX.org [preservephx.org] | Facebook [facebook.com] | Instagram
[instagram.com]

---------- Forwarded message ---------
From: viki reed
Date: Wed, Feb 7, 2024 at 2:38ௗPM
Subject:
To:

Please preserve the Milum Textiles Building in Phoenix and keep it from being demolished. It
is a part of Phoenix's history we need reminders of our Arizona roots.

A concerned citizen

Page 979
Helana Ruter
helana.ruter@phoenix.gov

February 9, 2024

RE: Milum Textile Services Building

Dear Helana Ruter,

I am writing this letter of support as the president of the Phoenix Art Deco Society, a 501(c)3
non-profit organization. Our mission is to create experiences for the public and our members that
encourage the preservation, education, and celebration of Art Deco in Phoenix and around the
world and I believe that investing in the protection of our historic buildings is a large part of that
mission.

In the special case of Milum Textile Services, this property provides an example of Streamline
Moderne architecture of the 1930s and its lamella roof holds incredible value. Such a unique
piece of art should be preserved.

Because of this, I would like to formally voice my support in protecting the Milum Textile
Services property from demolition. These buildings serve a greater purpose than as structures
alone. They are part of the rich and integral history of my hometown, Phoenix, AZ.

As a native, I found it easy to be detached from our Phoenix history. It seems common for
individuals to drive by buildings and landmarks without questioning their origin - and this is in
part because of the increasing number of historic property demolitions. Saving these properties
saves the connection to our past and cultivates a sense of pride, understanding, and community in
a city - something that Phoenix should value. Without this connection to our past and what
defines our culture as Phoenicians, a city cannot truly flourish.
Once these historic buildings are demolished, they will be gone forever, and with it, some of our
history.

Sincerely,
Erin Ross Lindsey
President, Phoenix Art Deco Society

CC:
Mayor Kate Gallego
Councilmember Yassamin Ansari

Page 980
From: Preserve PHX
To: Helana Ruter; Council District 7 PCC
Subject: Fwd: Preserving Milum Textiles
Date: Friday, February 9, 2024 2:41:37 PM

Hello,

Please see the letter below from Heather Ross supporting the preservation of the Milum
Textile property in south Roosevelt.

Thank you,

PreservePHX.org [preservephx.org] | Facebook [facebook.com] | Instagram
[instagram.com]

---------- Forwarded message ---------
From: Heather Ross
Date: Fri, Feb 9, 2024 at 12:39ௗPM
Subject: Preserving Milum Textiles
To:

This email is in support of preserving the historic Milum Textiles buildings. Please do not
allow these to be demolished!

We need to hold on to our history and architecture and do our best to protect these buildings
and find ways to repurpose and reuse them.

Thank you,

Heather Ross

Page 981
From: Preserve PHX
To: Mayor Gallego; Yassamin Ansari; Council District 7 PCC; Helana Ruter
Cc: Christine Mackay; Joshua Bednarek
Subject: Urgent: Economic Hardship Hearing - Milum Textile - Agenda Item #79
Date: Wednesday, February 21, 2024 7:59:17 AM
Attachments: Economic Hardship Hearing_Milum Textile Buildings_Preserve Phoenix.pdf

Dear Mayor Gallego,

I hope this message finds you well. I am writing on behalf of Preserve Phoenix to express our
strong support for the Historic Preservation Commission's initiation of the Historic
Preservation Overlay to the Milum Textile Buildings. Our organization fully endorses the
commission's efforts to apply a Historic Preservation Overlay to the buildings in question,
recognizing its profound eligibility for comprehensive historic preservation. This includes
accessing all federal and city incentives available to properties of significant historical value.

We are, however, deeply concerned about the apparent oversight regarding the environmental
hazards associated with the buildings. It is our understanding that these issues have not been
adequately verified by the city. Not only would demolition fail to address these environmental
concerns, but it could also significantly worsen them, posing a greater risk to our community's
well-being.

We urge the City Council to consider the irreversible impact of demolition on our city's
heritage and the environment. Preserving these buildings not only honors our shared history
but also aligns with sustainable development practices that benefit our city in the long term.

Regarding the economic hardship hearing on today's City Council Meeting Agenda #79 it is
our understanding that the owners were engaged in an agreement with a buyer until the
summer of 2023, a buyer who was actively collaborating with the city on the adaptive reuse of
the buildings to revitalize the property and provide community benefits that the community
was enthusiastically receptive too. It is our hope that the Milum family will work in good faith
with all buyers interested in redeveloping the property and be patient with the standard process
of a substantial commercial real estate transaction.

Thank you for your attention to this critical matter. We look forward to your support in
safeguarding our city's historic treasures and ensuring a thorough evaluation of the
environmental implications involved. Our letter is attached for your consideration.

Best regards,

Ashley Harder

PreservePHX.org [preservephx.org] | Facebook [facebook.com] | Instagram
[instagram.com]

Page 982
February 20, 2024

The Honorable Kate Gallego
Mayor, City of Phoenix
200 W. Washington St.
Phoenix, AZ 85003

Re: Economic Hardship Hearing, Milum Textile Buildings

Dear Mayor Gallego:

The Historic Preservation Commission has correctly moved forward with initiation of the two prominent
buildings at the Milum Industries complex on North 7th Avenue to the Phoenix Historic Property
Register. We note that the justification for the designation is based on their significance as
representative of the Art Deco/Streamline Moderne design and the history of the Milum business as a
long-standing industrial enterprise in Phoenix. Both factors are in conformance with Criteria A and C of
the Phoenix Historic Property Register. While the owners may present concerns over the condition of the
structures and their roof design, there is no substantive evidence on the record of specific deterioration
or structural deficiency specific to the Milum buildings.

The owners are making an application for demolition under the guise of economic hardship. While we
understand their financial concerns and the burden they may be under, the Milum complex was under
active consideration for redevelopment by a developer working with the City until the summer of 2023.
The owner has stated in prior hearings there are no longer any environmental/contamination issues with
the site. That is hard to confirm, but such clearance should be a matter for verification before the City
takes any action that would facilitate demolition. Any soil contamination issues would not go away if the
buildings were to be demolished.

The demolition application pertains to the two primary buildings on the north portion of the site that are
viable candidates for rehabilitation. Both buildings would be potentially eligible to be funded by an
interested applicant under various City funding programs related to historic preservation or thoughtful
downtown development, especially now that the buildings have been formally initiated for formal
historic designation. From the perspective of Preserve Phoenix, it is our position that in 2024, historic

Preserve Phoenix • 734 W. Polk St., Phoenix, AZ 85007
www.PreservePHX.org
Page 983
buildings offer more latent potential and economic value to a site as a development asset compared to
demolition and clearance for more vacant land.

We hope that you and Members of Council will deny the request for demolition based on economic
hardship and allow the two buildings on the northern portion to remain standing so all parties can once
again seek positive future development on the Milum site and our downtown’s 7th Avenue corridor.

Sincerely,

Roger A. Brevoort
Chair, Advocacy Committee
Preserve Phoenix

Preserve Phoenix • 734 W. Polk St., Phoenix, AZ 85007
www.PreservePHX.org
Page 984
Grand Avenue Arts & Preservation
1301 Grand Avenue #8
Phoenix, AZ 85007
602.391.4016

February 20, 2024

Councilmember Yassamin Ansari
200 W. Washington St.
Phoenix, AZ 85003

Dear Councilmember Ansari:

Grand Avenue Arts and Preservation requests that Mayor and Councilmembers
support the City of Phoenix Historic Preservation Office’s request for a historic overlay
on several key buildings at the Phoenix Laundry and Dry Cleaning site (now known as
Milum Textile Services).

A tour of the historic buildings at this site (2 with beautiful lamella truss roof
structures) were a highlight over the years on the Grand Avenue Festival’s “Under the
Vintage Roof Tours”. The public was honored to be able to enter the site to view the
unique architectural lamella roof construction as well as other notable historic
building features, and were fascinated by the intriguing history of the site. The main
buildings at the site are truly some of the most beautiful warehouse buildings in the
State of Arizona.

Adaptive re-use projects have proven finacially viable in many cities, Phoenix being
one, creating a unique sense of place and quality of life to the built environment. The
distinction of adaptive reuse projects not only lift us out of the mundane, but become
active and exciting destinations for locals, out-of-town visitors, and future residents.

Sincerely,

Beatrice Moore, Director (via electronic signature)
CC: Mayor Kate Gallegos and Councilmembers: Betty Guardado; Kesha Hodge
Washington; Ann O’Brien; Laura Pastor; Kevin Robinson; Debra Stark; Jim Waring;
Helana Ruter, City of Phoenix Preservation Officer; Ashley Harder, Preserve Phoenix;
GG George, Phoenix Historic Neighborhoods Coalition; James McPherson, Arizona
Preservation Foundation; Bob Graham, Grand Avenue Members Assoc.

Page 985
RE: Milum Textile Services Building

March 5, 2024

Dear Anthony Grande and Helana Ruter,

I am writing this letter of support as the president of the Phoenix Art Deco Society, a 501(c)3
non-profit organization. Our mission is to create experiences for the public and our members that
encourage the preservation, education, and celebration of Art Deco in Phoenix and around the
world and I believe that investing in the protection of our historic buildings is a large part of that
mission.

In the special case of Milum Textile Services, this property provides an example of Streamline
Moderne architecture of the 1930s and its lamella roof holds incredible value. Such a unique
piece of art should be preserved.

Because of this, I would like to formally voice my support in protecting the Milum Textile
Services property from demolition and support the Historic Preservation Commission's
recommendation to put a Historic Preservation Overlay on the Milum buildings and attest to the
building's significance. These buildings serve a greater purpose than as structures alone. They are
part of the rich and integral history of my hometown, Phoenix, AZ.

As a native, I found it easy to be detached from our Phoenix history. It seems common for
individuals to drive by buildings and landmarks without questioning their origin - and this is in
part because of the increasing number of historic property demolitions. Saving these properties
saves the connection to our past and cultivates a sense of pride, understanding, and community in
a city - something that Phoenix should value. Without this connection to our past and what
defines our culture as Phoenicians, a city cannot truly flourish.

Once these historic buildings are demolished, they will be gone forever, and with it, some of our
history.

Sincerely,
Erin Ross Lindsey
President, Phoenix Art Deco Society

CC:
Mayor Kate Gallego,
Council Member Yassamin Ansari
Preserve PHX

Page 986
ATTACHMENT H

Kevin Weight

From: marilyn milum
Sent: Wednesday, December 6, 2023 7:03 AM
To: Kevin Weight; Helana Ruter
Subject: Fw: 333 N 7th Ave.

Hi Kevin,
The letter below is from one of our brokers we have been using for the last few years representing the property at 333 N
7th Ave.
Please include this for our file concerning the hardship meeting. Thank you.
Sincerely,
Marilyn Milum

Sent from Yahoo Mail for iPhone [mail.onelink.me]

Begin forwarded message:

On Tuesday, December 5, 2023, 1:25 PM, Justin Horwitz wrote:

Craig/Marilyn,
Please let this email serve as my insight on the value of the property and particularly how the value has
been impacted by the existing structures over the course of 3+ years of attempting to sell your property.
Generally speaking, the majority of developers that are willing to pay market pricing for development
property are not structured for nor interested in pursuing sites that require historic preservation as part
of a planned development. We are finding that most of the development community is interested solely
in the land so that they can more freely plan a development with a clearer path to entitlements. We are
currently asking $9.2mm for the 2.39 AC site. That is ±$88 PSF on land value which I believe is right in
line with the market and I do believe the site would have sold long ago if it weren't for the complexities
created by the push for historic preservation. It's hard to specifically gauge how much loss in value will
occur if a developer is to incorporate these structures, but at this moment and certainly for the
foreseeable future, we are finding that there is not any interested parties at any price.

Justin Horwitz, SIOR | Senior Advisor
SVN Desert Commercial Advisors | AZ O/I CRE Sales Team
5343 N. 16th St., Suite 100 | Phoenix, AZ 85016
Phone 480.425.5518 | Mobile 480.220.2674
justin.horwitz@svn.com | www.svndesertcommercial.com [svndesertcommercial.com]
AZ O/I LinkedIn [linkedin.com]

All SVN® Offices Independently Owned and Operated.

Page 987
Kevin Weight

From: marilyn milum
Sent: Thursday, December 7, 2023 10:30 AM
To: Kevin Weight; Helana Ruter
Subject: Another break-in

Thepolicewerethereagainthismorning.
Homelesspeoplesleepinginthebuilding.
MorewastedresourcesofPhoenixPD
Thepolicehavetoclearthepropertyeachtimeandmakesurenooneisinside,thatisabigjob.Andadangerousjob.
Swatunits,canineunitsandtheuseofmanyofficerswasnotmeanttobeusedinthisway.
Marilyn

SentfromYahooMailforiPhone[mail.onelink.me]

Page 988
Kevin Weight

From: marilyn milum
Sent: Wednesday, December 6, 2023 11:14 PM
To: Kevin Weight; Helana Ruter
Subject: Fw: 333 N 7th Ave.

HiKevin,
Pleaseaddthisletterofopinionfromoneoftheprimarybrokerswhohashaditlistedsince2019.
Thanyou,
MarilynMilum

SentfromYahooMailforiPhone[mail.onelink.me]

Beginforwardedmessage:

OnWednesday,December6,2023,9:35PM,PaulBorgesenwrote:

Marilyn,

ItismyopinionthatpotentialHPrestrictionshavekeptmultiplegroupsfrommakinganofferonthe
propertyasitisnotfinanciallyfeasibletobringthecurrentstructureuptocodeaswellasincorporateit
intoanewdevelopment.MostdevelopersarenotwillingtotakeonthecityorHPtryanddealwiththis
potentialhurdle.MostgroupshearthattheremaybeaninterestinthepropertyfromHPandthatisthe
endoftheconversationabouttheproject.Thepropertyiszonedtoallowapartmentsandis
surroundedbynewapartmentdevelopmentandthisinmyopinionwouldbethehighestandbestuse
forthelandthiswouldalsobringyouasthesellerthehighestvalue.

Paul Borgesen, SIOR
Senior Vice President

Capital Markets | Investment Sales

TRANSWESTERN
2501 E. Camelback Rd, Suite 1

Phoenix, Arizona 85016

Direct: 602.296.6377

Cell: 602.214.9033

transwestern.com [transwestern.com]

Page 989

From:marilynmilum
Sent:Tuesday,December5,20231:44PM
To:PaulBorgesen
Subject:Fw:333N7thAve.

HiPaul,PleasewriteusasimilarletterandalsostatewemissedthatwindowofopportunitieswhereJustinalsotoldmeearliertheremayhavewellbeenmultiplebidders,biddingwarifHPbuildingsdidnotneedtostayandinterestsratesandbuildingrateswerelower,etcTh

HiPaul,

PleasewriteusasimilarletterandalsostatewemissedthatwindowofopportunitieswhereJustinalso
toldmeearliertheremayhavewellbeenmultiplebidders,biddingwarifHPbuildingsdidnotneedto
stayandinterestsratesandbuildingrateswerelower,etc

┰
Thankyou┭
┯
┮

PSthisisbeingusedinourhardshiphearingandtheywantedastatementofthissortfor

Anargumentinadditiontowhatyouhadprovidedpreviously.

SentfromYahooMailforiPhone[mail.onelink.me]

Beginforwardedmessage:

OnTuesday,December5,2023,1:25PM,JustinHorwitzwrote:

Craig/Marilyn,
Please let this email serve as my insight on the value of the property and
particularly how the value has been impacted by the existing structures over the
course of 3+ years of attempting to sell your property. Generally speaking, the
majority of developers that are willing to pay market pricing for development
property are not structured for nor interested in pursuing sites that require historic
preservation as part of a planned development. We are finding that most of the
development community is interested solely in the land so that they can more
freely plan a development with a clearer path to entitlements. We are currently
asking $9.2mm for the 2.39 AC site. That is ±$88 PSF on land value which I
believe is right in line with the market and I do believe the site would have
sold long ago if it weren't for the complexities created by the push for historic
preservation. It's hard to specifically gauge how much loss in value will occur if a
developer is to incorporate these structures, but at this moment and certainly for
the foreseeable future, we are finding that there is not any interested parties at
any price.

JustinHorwitz,SIOR|SeniorAdvisor
SVNDesertCommercialAdvisors|AZO/ICRESalesTeam

Page 990
5343N.16thSt.,Suite100|Phoenix,AZ85016
Phone480.425.5518|Mobile480.220.2674
justin.horwitz@svn.com|www.svndesertcommercial.com[svndesertcommercial.com]
AZO/ILinkedIn[linkedin.com]

AllSVN®OfficesIndependentlyOwnedandOperated.

ThisemailandanyfilestransmittedwithitarethepropertyofTranswesternanditsaffiliated
companies,areconfidential,andareintendedsolelyfortheuseoftheindividualorentitytowhichthis
emailisaddressed.Ifyouarenotoneofthenamedrecipientsorifyouhavereasontobelieveyouhave
receivedthismessageinerror,pleasenotifythesenderanddeletethismessageimmediatelyfromyour
computer.Anyotheruse,retention,dissemination,forwarding,printingorcopyingofthisemailis
strictlyprohibited.

Page 991
Kevin Weight

From: marilyn milum
Sent: Thursday, December 7, 2023 1:26 AM
To: Kevin Weight; Helana Ruter
Subject: 333 N 7th ave

Kevin,
You may wonder why two different brokers letters.
The two brokers have been working since 2019 on trying to sell our property on &th ave.
Justin is still at SVN and Paul has chosen to change companies but they are still co-
listing since the two had it listed at the one compant when they were associates.
You are possibly wondering why I am up so late my husband just left to check on the
property on 7th since we are have had tresspassers coming in at night sleepng, and
making messes,very hazadous.
After multiple breakends we secured the building further and he needs to check if the
barriers we used are working or weather they are down, meaning they got in again.
Marilyn

Page 992
Kevin Weight

From: marilyn milum
Sent: Thursday, December 7, 2023 9:08 PM
To: Kevin Weight; Helana Ruter; marilyn milum
Subject: Invoice for one year

Please note that this is just for one year in which we extended it it for as long as we were under contract with the
developer which was in the purchase agreement.
We have a different carrier now and at this moment I cannot locate our invoice.

Page 993
Kevin Weight

From: marilyn milum
Sent: Thursday, December 7, 2023 9:15 PM
To: Kevin Weight; Helana Ruter
Subject: insurance and taxes

I have been trying to download our tax amounts we have paid for the last two years.
The site has been down.
It is public knowledge so I will say when I looked up a few days ago it was a little over
$40,000.00 and has been that amout approx., for the last two years.

Page 994

Page 995
Sent from Yahoo Mail for iPhone [mail.onelink.me]

Page 996
Kevin Weight

From: marilyn milum
Sent: Thursday, December 7, 2023 11:11 PM
To: Kevin Weight; Helana Ruter
Subject: comments about 333N 7th ave

To:marilyn milum
Thu, Dec 7 at 11:06 PM
Kevin,

Please include this in the files. Thank you.

In case you are wondering why there are two different companies with our brokers, Justin and Paul were
associates at the same firm before Paul went to work for a different firm. Both of these gentlemen have worked
very hard to represent us and are still working on the listing. They have reported to us during the last several
years their obstacles in selling our property that have been mainly the “Historical Preservation” (“HP”) problem
we have with the City that prevents successful sales efforts. Non one wants to buy such a property, which has
been confirmed repeatedly by our brokers’ many sales contacts.

Both have told us repeatedly that buyers are not interested in dealing with HP. We have also have had
extensive feedback that it would be cost prohibitive to even try to save these structures.

We can no longer maintain them. It has caused a huge burden financially on us not to mention what is has done
to us mentally and physically and our quality of life. We are septuagenarians that want to retire and the property
is our retirement fund. My husband is ill and this is not equitable for us to bear the burden and expense of this
property. It has been debilitating. We can no longer deal with these costs after four years of determined sales
efforts. To impose such a mandate on two individuals is criminal or at least unconstitutional. We feel like
someone has stolen our property and we have to bear the burden of paying a ransom for it as well as in the
interim maintaining the property for the thieves.

Property taxes, Insurance, utilities, and to maintain such as broken windows, kicked in doors, trash, feces,
graffiti, and our precious time.

Prop 207 was a clear indication that the citizens in Arizona do not want this abuse by government officials.

I hate to be so blunt, but that is now how we are feeling . We have earnestly tried to work with the City, we are
in the fifth year of this tyrany and we are tired of all the red tape and emotional, physical, financial abuse we
have been dealt by the city and it is truly time for the City to release this terrible burden. We feel the City has
gone too far.

We are asking for fairness and justice. We also think there are political schemes behind this to stop more
contemporary development rather than just to save a “priceless” building. There is no significant historic value
to preserve, it is simply a manipulation and political effort by primarily a very small number of people who
want to limit the density.

We have been damaged. These are dilapidated buildings that have outlived their use.

Page 997
We believe this mandate has enough severe impact to our rights that it warrants compensation. The whole idea
of "historic" is so subjective. The City should bear the cost and pay for it if they want a museum.
Instead the City wants to give rich developers, taxpayers money at their whim and when the taxpayer will
probably never see the inside of these buildings they want to keep. I s that fair and equitable?
The City is on record telling us over and over do not pursue a demo permit , it will be turned down and told us
they would not let the buildings go.

These are decaying buildings that need to be torn down for useful housing.

Since it has gotten cold now, the homeless are trespassing causing the SWAT teams, the canine teams and
multiple officers (a dozen or more, yesterday), more today. Every time a break in occurs, we call the police
they have to search the property and clear it. What a horrible use of our police resources. This is inviting
criminal activity downtown. These officers could lose their lives going into the dilapidated buildings to search
nooks and corners, closets, all room by room. These intruders are scared inside the building and could react
with violence towards our City’s finest.

Our freedom has been taken from us.

All of this has occurred because a very small number of people have a whim for saving these junky, old
buildings with no modern times commercial, viable use.

Please help resolve these serious matters in the near future well before October by when these issues would be
five years with out resolution.

A solution will also help our efforts to sell the property which has been substantially slowed by other
substantially more complex matters than HP considerations for a building that does not seem to meet any
realistic HP concerns compared to other HP properties.

We have reviewed the check lists requested and feel like most of these requests i.e., getting itemized
construction costs to restore the 100 year old property are burdensome and are not applicable to the site. We
never plan on using the property for another commercial laundry and to get an itemized costs would be so
expensive and unrealistic it assumed these request would be for much smaller projects. To do what you are
requesting would be a hardship and speaking with a contractor undoable.

It would be 10’s of thousands of dollars and a waste of the contractors time and ours.

The contractors would not take us seriously.

Thank you.

Sincerely,

Marilyn Milum

Page 998
Kevin Weight

From: marilyn milum
Sent: Friday, December 8, 2023 8:50 AM
To: Kevin Weight; Helana Ruter
Subject: Property Taxes, Utilities, maintanence , insurance

Good morning Kevin,

TO add to file please
WE have calclated between $ in excess of 100,000 a year saving the property for PHOENIX

Multiple insurance companies turned us down for insuranc

Insuring an empty building is risky and to keeping this place up is simply
unsastainable for us

In the last couple of weeks we have turned off utilities

Aps we beleive has left one meter on by mistake.

We need to call them to turn off the last meter

Page 999
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Page 1001
Kevin Weight

From: marilyn milum
Sent: Thursday, December 21, 2023 12:30 AM
To: Helana Ruter; Kevin Weight
Subject: A little more complicated Lamella

https://www.google.com/gasearch?q=lamella%20roof%20collapses&tbm=&shem=rime&source=sh/x/gs/m2/5#fpstate=
ive&vld=cid:2426b60c,vid:YsJqJKtrwlk,st:0[google.com]

SentfromYahooMailforiPhone[mail.onelink.me]

Page 1002
Kevin Weight

From: marilyn milum
Sent: Thursday, December 21, 2023 12:40 AM
To: Helana Ruter; Kevin Weight
Subject: Complicated

PoliticallyI’mnotsuretheLamellaenthusiast
WouldbeassupportiveiftheyknewZollingerwaspartoftheNaziparty.IsthepublicgoingtobeacceptingoftheNazi
linkwiththeNaziexampleofsuperiorengineering…?
https://www.youtube.com/watch?v=YsJqJKtrwlk[youtube.com]

SentfromYahooMailforiPhone[mail.onelink.me]

Page 1003
Kevin Weight

From: marilyn milum
Sent: Thursday, December 28, 2023 3:48 PM
To: Helana Ruter; Kevin Weight
Subject: Roof collapse

NotsureifIsentthisone

Page 1004

Page 1005
SentfromYahooMailforiPhone[mail.onelink.me]

Page 1006
Justin Horwitz - SVN
Paul Borgesen - Transwestern
5343 N. 16th St. #100
Phoenix, AZ 85016

Helena Ruter
200 W. Washington St.
Phoenix, AZ 85003

Dear Ms. Ruter,

On behalf of Paul Borgesen, Senior Vice President with Transwestern, and myself, Justin Horwitz, Senior
Advisor with SVN, please accept this letter in relation to the Milum Textile property located at 333 N 7th
Ave, Phoenix, AZ 85007.

Paul and I are commercial real estate agents with substantial experience selling development properties
particularly in Downtown Phoenix. In April 2020, we began actively listing the subject property for sale and
to this point, we have been unsuccessful in solidifying a buyer for the property. Throughout the course of
our listing, the subject property has received good interest from prospective buyers. However, following
initial conversation with various zoning attorneys, the overwhelming majority of prospective buyers do not
pursue the purchase of the property due to concerns over multiple City of Phoenix interests in historical
preservation of several major structures. This has presented a number of challenges, but a few of the
main issues are as follows:

1. The process is relatively more complex. Incorporating historical structures on any site adds
multiple layers of processes to the design, planning, and zoning stages that eliminates a number
of quality developers. The majority of developers we have presented the site to ultimately are not
equipped to handle an abnormal development process or do not have an interest in taking on the
risk given the amount of unpredictable expenses in the pre-development and construction
phases. Simply put, our experience has been that most developers want a “cookie cutter” site that
allows them to repeat their typical planning, zoning, design, and construction processes. This site
does not allow for that with historical structures in place.
2. Historical structures in their current location dramatically hinder design capabilities and limit a
developers ability to maximize density in its planned development. This directly impacts the
ultimate price they are willing to pay for the property.
3. Retaining the structures creates liability that adds significant costs to a project making it
infeasible. The existing structures are quite old and have had years of industrial wear and tear
placed on them. Again placing more unpredictability and liability into a project than any
prospective buyer has been willing to take on.
4. Items 1-3 listed above are primarily addressing the items of contention solely from a
redevelopment perspective. We have also spent countless hours over these last few years
attempting to identify end users that have an interest in retaining and using the existing
structures. While we have had groups acknowledge the unique elements of the structures and
have a vision for an end use, the estimated costs of renovations steer groups away from pursuing
a purchase of the property. To be more specific, we had a licensed general contractor walk the
property and while we could not get a specific bid, we were provided with a rough estimate
upwards of $10MM to simply bring the building up to code. This was purely contemplating the

Page 1007
costs to bring the building up to current code (i.e. remove and replace the existing complex utility
system, replace the electrical system, treat any asbestos due to the age of the structure, sure up
the roof system that requires significant inspection to even understand its current condition,
redesign and replace the entire HVAC system, and address general ADA items just to name a
few). Again, this is only to bring the building to code in a “vanilla shell” condition and does not
include the cost to customize the interior layout for an end user.

The main purpose of this letter is to attempt to identify how much the property is worth as raw land with all
structures demolished as opposed to its value with various structures historically preserved. This proves
to be a rather difficult task. While we have contemplated comparable sales for land sites in the immediate
area (please see Exhibit “A” - Comparable Sales enclosed), it’s virtually impossible to identify a value for
the property with structures in place. As mentioned above, in over three years of tireless efforts to find a
buyer, we have come up empty handed. One could argue that there is no buyer in the foreseeable future
for this property at any price given the significant cost of improvements due to the issues listed above.
Alternatively, as it pertains to the potential value of the land with all structures demolished, we have
identified seven comparable sites based on location, land size, and/or intended use for the property. The
sales comparables range from $111 PSF to $316 PSF on land value only. The average of the seven
comparable sales is $201 PSF. Relative to the subject property, one could argue that without any
historically preserved structures, the land’s value is upwards of $21MM for the 2.39 AC of land. Our
current asking price for the property is $9.2MM with no qualified parties pursuing at this price. We do
however have a number of groups that have indicated a high level of interest in the property if the owner
of the property can deliver the property with either a demo permit for the entirety of the site or with all
structures fully demolished.

In closing and as mentioned above, without any prospective buyers to currently reference, it is difficult for
Paul or I to determine the value of the property with historically preserved structures in place. However, it
is safe to assume that the loss in value to the property would be significant relative to the comparable
sales in the area.

Please feel free to reach out should you have any questions.

Sincerely,

Justin Horwitz Paul Borgesen

Page 1008
Exhibit “A” - Comparable Sales

Site Land Size Sale Price/ Sale Date Notes
Land PSF

520 S. 5th St. 2.56 AC $17,300,000 12/8/23 Existing parking lots;
Phoenix, AZ 85004 $155 PSF Covered land purchase.

840 N. Central Ave. 1.11 AC $10,500,000 12/8/23 Part of assemblage.
Phoenix, AZ 85004 $217 PSF

343 E. Lincoln St. 1.00 AC $8,643,000 10/2/23 Future use for Phoenix
Phoenix, AZ 85004 $198 PSF Suns/Mercury.

114 E. Portland St. 0.64 AC $8,820,000 2/2023 Future development site.
Phoenix, AZ 85004 $316 PSF

510 E. Lincoln St. 1.60 AC $9,500,000 1/5/23 Future development site.
Phoenix, AZ 85004 $136 PSF

601 N. Central Ave. 1.83 AC $22,000,000 3/2/22 Future development site.
Phoenix, AZ 85004 $275 PSF

362 N. 3rd Ave. 0.76 AC $3,700,000 12/29/21 Future development site
Phoenix, AZ 85003 $111 PSF

AVERAGES $201 PSF

Page 1009
Kevin Weight

From: marilyn milum
Sent: Monday, January 8, 2024 2:22 PM
To: Kevin Weight; Helana Ruter
Subject: Important information

Please add this to our HP file and please make available to HP commission and city council members.

We feel like the city of Phoenix has not done their due diligence in insisting on keeping structures when they know
virtually nothing about their safety.

This is very risky.
Sincerely,
Marilyn Milum

Sent from Yahoo Mail for iPhone [mail.onelink.me]

Page 1010
Kevin Weight

From: marilyn milum
Sent: Monday, January 8, 2024 2:17 PM
To: Kevin Weight; Helana Ruter; Roger Strassburg
Subject: Sensitivity analysis of Kiewitt-Lamella reticulated domes due to member loss -
ScienceDirect

https://urldefense.com/v3/__https://www.sciencedirect.com/science/article/abs/pii/S0143974X21004983__;!!Lkj
WUF49MRd51_ry!YS_y5Q2hnymJZQY8-OEQ-SbJlQ36tP5gb5x5whpMlF5Upyv_9NY1x9eMw_Z-
NMfaAnWPo1FVyLmapJpS4ssrj66u9Lqs-Q$

Sent from my iPhone

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Page 1019
From: marilyn milum
To: Helana Ruter
Subject: Failures of Lamella
Date: Thursday, January 25, 2024 11:15:43 AM
Attachments: image.png

A lot of the integrity is no longer there, not up to US safety standards.

Page 1020
Sent from Yahoo Mail for iPhone [mail.onelink.me]

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buildings
Article
The Geometry of Timber Lamella Vaults: Prototype Analysis
Milica Petrović 1, *, Isidora Ilić 1 , Svetislav Mijatović 2 and Nenad Šekularac 1, *

1 Faculty of Architecture, University of Belgrade, 11000 Belgrade, Serbia
2 Faculty of Physics, University of Belgrade, 11000 Belgrade, Serbia
* Correspondence: milica.petrovic@arh.bg.ac.rs (M.P.); nenad.sekularac@arh.bg.ac.rs (N.Š.)

Abstract: This paper presents timber lamella structures applied to the circular cylinder surface when
all lamellae axes intersect at the nodes. To achieve the uniformity of all elements in this structure,
the geometry of the structure must be carefully designed. The main methods for the research are
graphical and numerical methods for geometric design and a prototype construction for a speciﬁc
geometric pattern. The methods are discussed for their ease of replication, as well as the possibility of
reinterpretation on other surfaces, while the prototype design and construction give insight into the
process from design to execution. The combination of these methods allows for a thorough analysis of
the geometry for lamella structures. The analysis shows that geometrical design must begin from the
whole to the lamella, and that the number of element types in the structure depends on the disposition
of the elements and the angle of the pattern. The discussion shows the advantages and limitations of
the proposed methods, while the conclusions give the guidelines for the implementation of lamella
structures into new design projects.

Keywords: right circular cylinder; parametric equations; graphical method; timber structures

Citation: Petrović, M.; Ilić, I.; 1. Introduction
Mijatović, S.; Šekularac, N. The Lamella structures are spatial structures in a diamond pattern formed by ribs called
Geometry of Timber Lamella Vaults:
lamellae [1]. They are usually classiﬁed as braced structures—vaults and domes [1,2]. This
Prototype Analysis. Buildings 2022,
paper will present timber lamella vaults when the diamond pattern of lamellae is applied to
12, 1653. https://doi.org/10.3390/
a circular cylinder surface. Contemporary tendencies in architecture, following the sustain-
buildings12101653
able development trend, have led architects to think about the return to natural materials
Academic Editor: Reinhard and the reduction of pollution created by the construction industry. The advantages of
Brandner historical timber structures are being examined for possible modiﬁcation and application
in contemporary architectural practice. Lamella structures have stood out because of their
Received: 3 September 2022
Accepted: 8 October 2022
aesthetics, economy and ease of construction.
Published: 11 October 2022
1.1. Literature Review
Publisher’s Note: MDPI stays neutral
The design of the Zollinger roof structure made an impact on the construction industry
with regard to jurisdictional claims in
after World War I. The roof of modernism [3] was designed by the architect Friedrich Zollinger
published maps and institutional afﬁl-
and patented in 1921 [4]. When invited to the City Council meeting for the rebuilding
iations.
of Merseburg, Germany at the end of 1918, the architect Zollinger had an idea of how to
design a simple construction model for new houses. The loadbearing elements of the house
would be made out of cast-in-place concrete, and the innovative roof structure would be
Copyright: © 2022 by the authors.
constructed out of timber lamellae, easily prefabricated and assembled even by untrained
Licensee MDPI, Basel, Switzerland. workers. The diamond pattern of the structure, reinforced with decking, required no
This article is an open access article additional structural elements, making it cost-efﬁcient compared to traditional roofs. The
distributed under the terms and analysis of material consumption showed that traditional roofs require twice as much
conditions of the Creative Commons material per square meter of the ﬂoor plan as the Zollinger roof. The section of this timber
Attribution (CC BY) license (https:// lamella structure shows that the roof shape is a segmental arch consisting of two circular
creativecommons.org/licenses/by/ segments. This form provides additional volume, so two ﬂoors could have been placed
4.0/). under the roof as shown in Figure 1 [5].

Buildings 2022, 12, 1653. https://doi.org/10.3390/buildings12101653Page 1039 https://www.mdpi.com/journal/buildings
Buildings 2022, 12, 1653 2 of 20

Figure 1. Lamella roofs for (a) housing, (b) halls and (c) barns [5].

The roof is constructed out of timber lamellae with variable cross-section and the
upper edge was shaped to follow the arch of the roof. Lamellae were all uniform in shape
and size. Two types of lamellae were applied, based on the roof span. The dimensions
of the ﬁrst type were width/height/length = b/h/L = 2.5/15/190 cm and the second
were b/h/L = 5/30/150 cm (Figure 2) [6]. When the need for production halls with large
spans increased, so did the cross-section of the lamellae, which showed great deﬂections
right after the construction [7]. Other architects started experimenting with the change of
disposition and the doubling of the lamellae [7,8], but soon new types of lamella structures
were designed, using steel elements and purlins as reinforcement [7,9].

Figure 2. Zollinger lamella roof design: (a) lamella detail with dimensions, (b) joints of lamellae, (c)
transverse section and (d) longitudinal section of the roof for housing [6].

The geometry of the ﬁrst lamella roofs was half of a circular cylinder surface or its
segment, in the span to rise ratio between 1:2 (semicircle) to 1:8 (ﬂat arch) [10]. Later, the
diamond pattern was applied to the spherical surface for dome structures and to this day,
examples on free-form geometries can be found. Lamella structures were built all over the
world, from timber to concrete, all following the geometry of a cylinder [7,9–11]. Other
types of geometries were too complex to calculate without a computer. If the geometry
is symmetrical on both axes, the number of equations is smaller, and the calculation is
simpler [10]. With the use of computer software, new lamella structures on free-form
geometries were erected.
The aesthetics and expressiveness of the diamond pattern have made lamella structures
the primary choice for large-span objects where the structure remains visible. The advantage
of lamella structures is the uniformity of the elements—the lamellae and their joints, which

Page 1040
Buildings 2022, 12, 1653 3 of 20

lead to the ease of production and assembly, the speed of erection and the minimised cost
of the overall structure regarding the volume it covers. In order to preserve its advantages,
it is necessary to ﬁnd a suitable geometrical pattern for the lamellae axes to be applied to a
circular cylinder surface. Throughout the years, several solutions were designed in timber
and steel. The original structure, the Zollinger roof, was made out of timber planks placed
vertically to the ﬂoor. Each lamella is twice the size of the diamond, and they are connected
interchangeably, one in the middle of the other [1]. Three lamellae intersect at the node,
with one central and two connecting lamellae shown in Figure 2. They are spaced apart
for three widths of the lamella to mount the bolts [12]. This spacing also allows for the
lamellae to be placed vertically and to follow the curve of the vault. The length of lamellae
in steel lamella structures by engineers Emil M. Hünnebeck and Hugo Junkers is the size of
the diamond, which allows them to put the connecting lamellae closer and to still follow
the vaulted surface [13]. In these structures, the lamellae are rotated or translated in the
horizontal plane to have all uniform elements and to follow the envelope of the cylinder,
as presented in Figure 3. This creates an eccentricity at the node, resulting in the moment
around the vertical lamella axis for the dominant axial forces in the structure.

Figure 3. Diagrams showing three types of lamella vaults and the rotation/translation of the lamellae
(up) with different types of nodes (down) [13].

Recent developments in lamella structures have shown the possibility to apply the
diamond pattern on a number of forms using contemporary tools. Authors research regu-
larities in different geometries trying to ﬁnd the best structural pattern and the construction
strategy for timber structures [14–16]. In recent years, a development in lamella struc-
tures was presented through workshops, experiments and built objects such as TIJ Bird
Observatory [17–19].

1.2. The Aim of the Study
This paper discusses the geometry of timber lamella vaults. The design and position
of the lamellae on the cylindrical surface have to be precisely deﬁned in order to maintain
the diamond pattern and the uniformity of the elements. The focus of this research is
the lamella structure where all lamellae axes intersect at the node to avoid eccentricity
(Figure 4). This will create a problem of rotation of lamellae in relation to the cylindrical
surface, which is analysed and presented in this paper. The aim of this study is to better
understand the geometry of lamella structures to be easily modiﬁed and adapted for use

Page 1041
Buildings 2022, 12, 1653 4 of 20

in contemporary structures. The idea is to comprehend the regularities of the geometrical
design for cylindrical surfaces for the purpose of interpretation on other surfaces.

Figure 4. Diagram showing the node with one central lamella and two connecting lamellae when
lamellae axes intersect.

The methods applied in this paper are the graphical method, the numerical method
and prototype design. The graphical method presented in this paper is a novel approach,
not found in the literature. The authors used different software to ﬁnd the best possible
solution for the geometric design of the lamellae axes. To expand the analysis, and to
precisely deﬁne the geometry of the axes, a numerical method was applied. The authors
presented a new method for deﬁning the geometry of the axes and compared it to the
method presented by Tutsch [13]. The prototype design was derived from result comparison
of the graphical and numerical method. This prototype shows the level of uniformity of
the elements and the time needed for prefabrication and construction. The erection of the
prototype followed the instructions presented by Hosseinzadeh [10] since no other authors
describe the method of erection.
The discussion includes all three approaches for the geometrical analysis and presen-
tation of timber lamella vaults: (1) the graphical method, (2) the numerical method and
(3) the physical model. The conclusions of this research afﬁrm the aim of the study and
open new questions for further research.

2. The Geometrical Design Methods
To obtain the precise geometry of the lamellae, the research was carried out using
graphical and numerical methods. The main criterion is that the uniformity of the elements
needs to be preserved since this is one of the main advantages of lamella structures.
The chosen geometry for the lamella vault is a cylinder surface. The cylinder type is a
right circular cylinder, consisting of two of the same parallel bases the shape of a circle. The
envelope of a cylinder is a perpendicular surface with all the same and parallel lines equal
to the height of the cylinder, which is the vertical distance between the two bases.
The original lamella structure, the Zollinger roof, was designed as two circular cylinder
surface segments of the same radius that meet along the ridge. Cylinder surface segments
were also used for other types of buildings, such as halls and barns [5,7,9,11].

2.1. The Graphical Method
2.1.1. Connecting of the Arched Lamellae
The ﬁrst iteration for the geometrical design of the lamella structure using the graphical
method was based on the analysis of the lamella joint. The observed joint is a modiﬁcation
of the original joint for a Zollinger roof. In this joint, the axes of the lamellae intersect at
the node, reducing the eccentricity. The three lamellae at the node are connected using
steel plates bolted to the lamellae [20]. The research conducted by engineers Scheer and
Purnomo at TU Berlin has shown a layout of the lamella structure, with a span of 21.5 m,
a length of 21 m, an arch rise of 6.2 m and arch segments for the angle 120◦ [21]. The
presented layout was used to design one lamella as a starting point for the geometry of
the structure. Lamellae were connected one to another, forming an arch in one direction.
The other direction of the lamellae was obtained by the rotation of the arch for 120◦ . The
idea was for all lamellae to be vertical to the ﬂoor plane, that is, for the arches to move
translationally and to form the vaulted structure.

Page 1042
Buildings 2022, 12, 1653 5 of 20

This design process turned out to be wrong because the lamellae cannot be placed
vertically and intersect at the node at the same time. When all the arches made from
lamellae are in place, it can be observed that the node of the lamellae is not where it should
be placed—each lamella should be connected to the middle of the lamella from the other
direction. Figure 5 shows the details A, B and C with respect to the structure. Detail A
shows the only position where it is possible to place a lamella vertically to the ﬂoor plane
and that is the ridge of the vault. Detail B shows the slight distance of the lamella from the
middle of the other one, at 1/4 of the arch, while detail C shows the greatest deviation of
one lamella to the middle of the other, observed at the point of support of the structure.

Figure 5. The plan and details of the lamella vault for the graphical method of connecting the lamellae
in an arch with details A, B and C showing the misplacement of the connecting lamellae in the node.

The conclusion is that lamella structures cannot be designed starting from an individ-
ual element to the whole assembly because the ends of connecting lamellae do not meet at
the middle of the central lamella. It is necessary to start with the whole to obtain a more
accurate geometry of the lamellae. Vertical sections through the circular cylinder give an
ellipse in the section, which cannot give uniform lamellae.

2.1.2. Projection of the Pattern to the Cylinder Surface
The second iteration was led by the idea that the fastest and simplest way of obtaining
the diamond pattern structure on a cylinder surface is to project the pattern to the cylinder
surface in software for 3D design, such as Rhino [22]. The half-radius of the base circle for
the cylinder was r = 12.4 m and the length of the cylinder was l = 21 m. The arch segment
had a span of a = 21.5 m and a rise of f = 6.2 m, giving the length of the arch a1 = 26 m.
The network was made with angles of 60◦ and 120◦ , the length of the cylinder surface
l = 21 m and the width equal to the length of the arch segment of the cylinder a1 = 26 m.
The proportions of the cylinder were obtained from the layout by Scheer and Purnomo [21].
When the network is projected onto the cylinder the disposition of lamellae is obtained.
This process is shown in Figure 6, which shows the detail of the structure with different
lengths of lamellae from support to the ridge.

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Figure 6. The axonometric view and detail of the lamella vault for the graphical method of projection
of the diamond pattern to the cylinder surface: (a) the projection plane and the cylinder surface for
projection, (b) the axis of the lamellae lying on the cylinder surface, (c) detail of the lamellae axes
showing their different lengths.

This process of geometrical design has many advantages. It is easily understandable,
so it is easy to replicate and apply to any surface. It is not time-consuming, nor it is
necessary to always apply the same diamond pattern with angles of 60◦ and 120◦ , allowing
more design freedom. The lamellae are vertical to the ﬂoor plane and intersect at the node,
creating a continuous surface for placement of any roof tiling. The only problem is the
different lengths of the lamellae, which is why this design does not fulﬁl the main criteria
of the uniform elements. On the other hand, each horizontal segment of the vault has the
same lamellae with the same joints, thus making sets of uniform elements. From the ridge
to the supports, the length of the lamellae decreases and the angle of the bevelling increases.
This structure could be easily prefabricated using a CNC machine for the shaping of the
lamellae, in order to decrease the time for their production. If steel plates are used for the
joints, a large number of different sets would not be economical to make. However, there
are lamella structures constructed like this, such as the ice rink structure in Toronto from
2019 with T-section joints [23].

2.1.3. Division of Cylinder Surface to Equal Parts
The third iteration for the geometric design was also led starting from the whole to
the elements with the aim for the lamellae of the same geometric characteristics to have
uniform elements and to fulﬁl the main criteria. Based on the layout presented by Scheer
and Purnomo [21], a segment of the cylinder surface was divided into equal parts, radially
into 20 segments and longitudinally at every 0.75 m to obtain all the nodes of the lamellae.
Lamellae rest on supports every 1.5 m and the nodes are placed interchangeably as each

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lamella connects to the middle of the one from the other direction (Figure 7a). The nodes
were connected with lines passing two lengths of the diamond to obtain the desired length
of the lamellae. Two types of lamellae were obtained, the ones 3 m in length and the ones
on the perimeter with a length of 1.5 m. These lamellae axes do not intersect at the nodes,
so the connection was simulated by a short line, which presented the joint (Figure 7b).
Straight axis lamellae create a structure similar to a folded plate, which was not the idea
behind the design. The lamellae needed to have the arched axis that lies on the cylinder
surface in order to have all the same lamellae and a uniform surface of the structure.

Figure 7. The process of division of cylinder surface to equal parts: (a) axonometric view of the
lamellae vault with nodes of the lamellae spaced 1.5 m apart, (b) detail of each lamellae span and
the connections at the nodes, (c) segment of a lamellae vault with all arched axes of the lamellae
intersecting in the node and (d) detail of the arched lamellae deﬁned by the span and rise lines.

The arched axis of the lamellae was designed using the two lines, which deﬁned the
plane for each lamella in the structure. The ends of the line connecting the nodes and the
top of the line presenting the connection deﬁne the arch span and rise (Figure 7d). The most
precise geometry is derived this way and the geometrical model fulﬁls the main criteria.
All lamellae have the same geometry and uniform joints, making the production of the
elements easy for mass prefabrication.

2.2. The Numerical Method
The geometrical shape that connects all the nodes and divides the cylindrical surface
into uniform segments is a helix.

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Starting with the parametric equation of a circle [13]

y Rcosϕ
xk = = (1)
z Rsinϕ

from which the parametric equation for a circular cylinder is obtained
⎛ ⎞ ⎛ ⎞
x x
xkz = ⎝y⎠ = ⎝Rcosϕ⎠ (2)
z Rsinϕ

the parametric equation of the helix can be derived
⎛ ⎞ ⎛ ⎞
x ( ϕ − ϕ0 )tanβ s
xs = ⎝ y ⎠ = R ⎝ cosϕ ⎠ (3)
z sinϕ

with pitch
hs = 2πRtanβ s . (4)
The angle formed by the lamellae is constant and can be derived from the parameters,
i.e., the length of the roof—L, the length of the arch—B, the number of cylinder divisions in
the X-direction—m and the number of cylinder divisions in the Y-direction—n, as shown in
Figure 8a, with its equation given as follows:

n·L
tan β s = (5)
m·B
n·L
β s = arctan (6)
m·B
The radius of curvature of the helix is
R
Rs = (7)
cos2 β s

and its arch length is
B
Bs = (8)
cos β s
deriving the abstract angle of the opening of the helix

Bs B · cos β s
αs = = = α · cos β s (9)
Rs R

Based on the elements of the lamella roof structures, as presented in Figure 8b, the
authors of this paper derive the following parametric equations for the two helixes that
form the basic geometry of the lamella roof:
⎛ ⎞
⎛ ⎞ α ·ϕ
h
x ⎜ ⎟
⎜ ⎟ ⎜ k1 ⎟
xs1 = ⎝y⎠ = ⎜Rcos ϕ + 2 · α ⎟ (10)
⎝ ⎠
z Rsin ϕ + k21 · α

⎛ ⎞
⎛ ⎞
α ·ϕ
h
x ⎜ ⎟
⎜ ⎟ ⎜ Rcos ϕ + k22 · α ⎟
xs2 = ⎝y⎠ = ⎜ ⎟ (11)
⎝ ⎠
z −Rsin ϕ + k22 · α

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-h is the length of the helix for one lamella,

L
h= (12)
m
-α is the angle of the helix needed for one lamella,

B
α= (13)
n
-ϕ is a variable that deﬁnes the segment of the helix (the length of the lamella axis is the
angle of 24◦ );
-k1 is a coefﬁcient that is an even number;
-k2 is a coefﬁcient that is an odd number.
Coefﬁcients k1 and k2 deﬁne the movement of the helixes relative to one another for
half of the length of a lamella to get the right geometry for each lamella to connect to the
middle of the one from the other direction.

Figure 8. Floor plan and section of the lamella vault for geometrical analysis (a) by Tutsch [13]; (b) by
the authors.

In comparison to the parametric equation of the helix by Tutsch [13], the parametric
equations provided by the authors deﬁne each lamella axis, taking into account the mutual

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relation of lamellae. The helix equation by Tutsch deﬁnes the helix that follows the segment
of the cylinder envelope, not taking into account that the helix from the other direction
has to be translated for half of the length of the lamella. The authors deﬁne the length of a
lamella as a segment of the helix with the variable ϕ, while the coefﬁcients k1 and k2 enable
the connection of the lamellae in the middle of the central lamellae. The graphic output of
the equations by the authors was developed in Wolfram Mathematica and is presented in
Figure 9.

Figure 9. The graphic presentation of the parametric equations for the helixes developed in Wolfram
Mathematica. The blue graph shows the helix from one direction and the green one shows the helix
from the other, translated for half of the lamella length.

When applying the numerical method for the geometrical design, the conclusion is
that even the inﬁnitely small segment of a helix is a spatial curve. This results in lamellae
torqued around their longitudinal axes, which complicates the manufacture, see Figure 10a.
For lamellae to be manufactured, an idealisation is needed. Each segment of a helix needs
to be converted to an arch, as it was shown in the graphical method, in order to deﬁne a
planar curve for the lamellae manufacture. This leads to a slight rotation of the connecting
lamellae in the node, as presented in Figure 10b.

Figure 10. The axonometric view of the intersection of the lamellae at the node (a) showing the lamel-
lae axes following the helix curve obtained by the numerical method, and (b) showing vertical axial
planes of the lamellae in order to present the rotation at the node obtained by the graphical method.

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3. The Physical Model of a Lamella Vault
In architecture, physical models help to solve problems during the design process,
working in parallel with drawings, 3D models and construction with materials correspond-
ing to the designed structure [24]. During this process, different aspects of the design can
be modiﬁed or changed due to the design process on various scales and with a variety
of tools. Design problems can be resolved from the level of the node to the structure
as a whole. This practice was common in historical constructions when knowledge was
acquired by model design and construction and their analysis. This process of constant
iterations and relations between designing on a computer and designing a physical model
is called complex modelling in contemporary architecture [25]. The hypothesis is that it
helps with better observation and learning about the design.
Following the conclusions of the geometry analysis, the prototype was designed from
the lamellae with axes as planar arches to be easily manufactured. The axes of the lamellae
intersect at the node, eliminating the eccentricity that appeared at the original joint, making
this prototype an improvement of the historical lamella structure.

3.1. The Design of the 3D Model
The ﬁrst step towards the design of a physical model of a timber lamella vault was
the design of a 3D model with all the necessary details of the lamellae and their joints. The
model was based on the arched lamellae axes obtained by the graphical method presented
in Figure 7, since the geometry of the axes provided by the numerical method results in
torqued lamellae, see Figure 10a,b. The cross-section was ﬁrst assigned to the lamella placed
vertically to the ﬂoor plane and their connecting lamellae in the middle. The ends of the
lamellae were bevelled following the vertical axis planes of the lamellae so that the whole
cross-section of the connecting lamellae was pressed onto the middle of the central one.
The lamellae were then rotated around the axis of the cylinder in order to obtain the whole
structure. Thus, all lamellae are the same and all lamellae axes lie in the envelope of the
cylinder. Arches along the gables were designed as three-hinged arches. Lamellae pressed
onto the gable were cut obliquely by following the vertical plane of the three-hinged arch.
The joints for the lamellae were designed with steel plates bolted to the lamellae. The
inspiration was a T-section joint presented in the Timber Construction Manual [26]. This
joint is designed using two steel plates welded to each other to form a T-section. The
difference between this joint and the applied one is that, in this design, two steel plates
were placed on the outside edges of the lamellae and welded to the central steel plate. The
T-section joint is placed inside the lamellae and requires additional shaping, as opposed to
the applied joint. The supports were designed as point supports following the same design
logic as the joints.
The ﬁnal design is presented in Figures 11 and 12. The 3D model of the structure can
be observed in Figure 11, while Figure 12 presents ﬂoor plans and sections of the structure,
providing information about its dimensions.

3.2. Elements for the Physical Model
The designed structure has a span of 10.75 m, it is 3.1 m high and requires 81 lamellae.
Based on the position of the lamellae in the structure, six types can be distinguished. All
lamellae have the same radius of curvature because they all lie on the cylinder surface.
The length of most lamellae is approximately 3 m, except the ones along the perimeter,
which are 1.5 m long (Table 1). Type 1 has a span of 289 cm and it is the most used type in
the structure. Type 3 shows the lamellae next to the supports, and type 4 are the lamellae
lying on the gable arch. Two special types are types 5 and 6, which lie on the arch and the
supports at the same time. The differences between the lamella types are created by the
length and the different angles of the bevelling of the ends. The disposition of the lamellae
in the diamond pattern with angles 60◦ and 120◦ requires this number of types, and it
cannot be reduced. The cross-section of the lamellae is width/height = b/h = 6/16 cm.

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Figure 11. Three-dimensional model of the designed lamella vault.

Figure 12. Floor plan and sections of the lamella vault of the physical model.

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Table 1. Speciﬁcation of timber lamellae.

Span of a Number of Total Volume for
Type
Lamella [cm] Lamellae the Type [m3 ]

1 289 33 1.007

2 289 24 0.732

3 149.5 12 0.189

4 153 8 0.129

5 292 2 0.062

6 148 2 0.031

Total: 2.15

The structure has six types of joints based on their position inside the structure:
two types of lamellae joints, the arch and the lamellae joints, the support joints and two
types of arch and lamella support joints. The dimensions of the steel plates depended on
the position of the node and its geometry, as well as the position of the bolts according
to technical regulations (Table 2). The width of the steel plates was 3 mm for all of the
joints, except for the supports made from 5 mm thick steel plates. The used bolts were M12,
class 5.6.
The majority of the lamellae belong to types 1 and 2 (Table 1) where the bevelling of
the lamellae shows that they are mirrored one in reference to the other. Other types of
lamellae are derived from types 1 and 2. The same goes for the joints.

3.3. Construction of the Physical Model
The prefabrication of the elements preceded the construction of the designed timber
lamella vault. The base for lamellae was made from an arched glued laminated timber
beam, with an arch radius of 844 cm and outer edge length of 630 cm. In order to have
81 lamellae, 35 base arches needed to be made. The gable three-hinged arches were made
from four equal arched glued laminated timber beams, with an arch radius of 635 cm
and an outer edge length of 680 cm. Steel plate joints were prefabricated in a workshop
according to the design, out of 3 mm and 5 mm steel plates with mechanically predrilled
holes for bolts. The anchor plates were made from 10 mm thick steel plates.

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Table 2. Speciﬁcation of steel joints.

Number of Total Volume for the Total Weight for the
Type
Joints Type [m3 ] Type [kg]

1 70 0.0132 103.620

2 48 0.00904 70.964

3 8 0.00249 19.547

4 12 0.00391 30.694

5 2 0.000855 6.712

6 2 0.000855 6.712

Total: 238.25

The construction of the lamella vault started with the placement and levelling of the
anchor plates, anchored to the ground with M16 anchor bolts. Support joints were welded
to anchor plates at the designed positions to provide a good starting point for mounting
timber elements. The shaping and placement of three-hinged arches was the next step.
The gable arches were measured and shaped on the ground, connected with steel plates
at the hinge, and then lifted and placed into the supports. The positions of the joints for
the lamella and the arch were measured and marked. The joints were then mounted to the

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three-hinged arch. To achieve the stability of the gable arch, the ﬁrst lamellae needed to be
placed near the arch supports, as presented in Figure 13. The construction layout dictated
the sequence of the lamellae assembly, starting from one gable to the next, forming one
bay at a time in order to check the dimensions and the positions of the lamellae and the
joints. The described process of bay-by-bay construction was presented as the best manner
of construction for a lamella vault [10].

Figure 13. A diagram of the construction process of the physical model.

The base arches for the lamellae were delivered to the building site where they were
measured and bevelled according to the speciﬁcations. During the construction, it was
concluded that the base arches tended to elongate because of high temperatures, so the
position of the joints had to be measured according to the triangle between the edge joints
and the middle one. The joints were mounted onto the middle of each lamella on the
ground. The lamellae would be then placed at the designed position in the structure and
controlled by the position of the stings marking the height of the nodes. The lamellae

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would be temporarily secured with screws until the whole bay was positioned, after which
the holes for the bolts would be drilled and the bolts mounted.
At the beginning of the construction, there was a need for additional supports, since
the structure was very unstable. With the increase of the bays, the structure began to adapt
to the cylinder shape. The larger number of lamellae showed that every other lamella
reinforced the previous one and set its position in the structure. This was observed as a
successive relief in the construction process right after the construction of the ﬁrst bay, and
it was conﬁrmed after half of the structure was constructed.
The construction experience contributed to a better understanding of the timber
lamella vault. Conclusions were drawn regarding the method of assembly and the prepa-
ration of the structural elements. This experience also opened questions related to the
modiﬁcation of the structure.
The construction process and the physical model are shown in Figure 14.

Figure 14. Photo of the construction process and the physical model in detail.

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4. Discussion
Lamella structures are a speciﬁc type of spatial structure primarily because of their
diamond pattern. They have the advantage of the uniformity of elements, leading to an
economical structure that is easily assembled. This pattern creates an unstable system if
no additional structural elements are applied. One of the ways to solve this problem is to
form moment connections between lamellae. In order to design a lamella structure, the
geometry must be precisely deﬁned.
The original joint has a large moment of eccentricity compared to the other types of
joints and the load capacity of the bolts connecting the three lamellae at the node is much
smaller [12,26]. Throughout the years, engineers have suggested a modiﬁcation of the
original joint and have designed a joint with all three lamellae axes intersecting at the node,
thus eliminating the eccentricity [20,21,26]. The proposed joints are usually designed with
steel plates, having a greater loading capacity than the original one. The geometrical design
and the prototype presented in this paper are for the lamella structure where all lamellae
axes intersect at the node, and the eccentricity is eliminated.
The chosen geometry of the lamella structure in this paper is a lamella vault. The
diamond pattern is applied to the envelope of the right circular cylinder. The material of
the lamellae is timber, and the joints are formed out of steel plates bolted to the lamellae.
The discussion in this paper is led by the following criteria:
1. The geometry of the structure must provide uniformity of all structural elements.
2. The lamellae must intersect at the nodes to reduce the eccentricity of the joints.
3. The construction must be simple and performed in a short period.
4. The designed structure must be economical.
The criteria are derived from the advantages of historical lamella structures, which
must not be damaged by the modiﬁcation of the structure.
The geometrical design of the lamella vault was approached using the graphical
method and the numerical method. The numerical method for geometrical design opens
the possibility of easy modiﬁcation of set parameters. The diamond pattern of the lamellae
can be applied to any type of surface by following the methodology shown in Section 2.2.
The authors’ numerical method presents a further observation of the speciﬁc pattern of
lamellae and gives the possibility of adaptation, which would include the interchangeability
of the original connection—one lamella connects to the middle of the next one from the
other direction. The presented parametric equations can also be used for 3D modelling
in different software plug-ins, such as Grasshopper for Rhino. This enables the fast and
precise design of the geometrical model [15,16,19]. For the physical model, the axis curves
of the lamellae would have to be optimised. The parametric deﬁnition of the helix, even
for an inﬁnitesimal segment, gives a spatial curve, so it is necessary to modify it into a
planar curve—an arch that will deﬁne the axis of the lamella for the construction. One
of the graphical methods has shown this modiﬁcation. The presented graphical methods
have shown two possible approaches to geometric design: (1) from lamella to the whole
structure and (2) from the whole to the lamella. The analysis has shown that the right
process of design is the second one and both graphical methods that followed this process
have proven successful.
The method of pattern projection to the cylinder surface creates a reasonable structure
with all vertical lamellae that intersect at the nodes. This geometry does not fulﬁl the ﬁrst
criteria since there are numerous sets of uniform lamellae, depending on the density of
the structural pattern. This could be overcome by the production of lamellae on a CNC
machine, thus reducing the prefabrication time. The number of joint sets would be the same
as the number of lamellae sets, so a simple joint must be designed to be easily modiﬁed for
different angles in the structure. If the elements were to be mass-produced, this structure
would have complied with all the criteria except the ﬁrst one.
The method of division of the cylinder surface into equal parts was applied to the
design of the physical model of the lamella vault. This method gives a uniform structure
with six types of lamellae and the corresponding joints, no matter the density of the pattern

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since the types of the elements depend on their position in the structure. The differences
among lamellae are created because of different angles for bevelling, which also inﬂuences
the angles in the joints. Types 1 and 2 are mirrored elements, which are the consequence of
the diamond pattern and the angles of 60◦ and 120◦ . The number of types could be reduced
for one if the pattern was created with 90◦ angles. This proves that the structure fulﬁls the
ﬁrst two criteria. The only problem with this structure is the rotation of lamellae at the
nodes because the axes of the lamellae intersect at the nodes.
In historical lamella structures, the rotation/translation of the lamellae was applied
in the horizontal plane to have all lamellae vertical to the ﬂoor [13]. This resulted in a
variety of joints that had large moments of eccentricity, since the lamellae do not intersect
at the nodes, but the criteria for uniform elements was fulﬁlled. The advantage of Junkers’
structure, over the ones of Zollinger and Hünnebeck, was that all the joint elements were
the same. In comparison to these structures, the designed joint for the presented physical
model has reduced the eccentricity in the node, leaving the axes of lamellae to intersect.
On the other hand, the rotation of the lamellae appears in the vertical plane, making a
torsional movement around the axis, so they are not vertical in relation to the ﬂoor. The
rotation of the lamellae at the node is the consequence of the approximation of the arched
axis of the lamella corresponding to the helix curve, as presented in Sections 2.1.3 and 2.2.
This rotation of the lamellae demands further shaping after the construction is ﬁnished, to
provide a continuous surface, as it would be for the vertically placed lamellae.
The construction of the physical model for the timber lamella vault with a 10.75 m
span and a length of 10.5 m lasted seven days with only three workers. The hypothesis
is that ﬁve workers would ﬁnish the construction in a smaller amount of time, thus also
fulﬁlling the third criterion. The number of workers and the period of construction affect
the economy of the structure [27], i.e., the cost of construction is reduced for a small number
of workers and the short construction time. In comparison to standardised timber vaults,
this structure is not economical because all the elements are specially designed only for this
structure, while standardised vaults use mass-produced elements.
The discussion and analysis of the presented geometry of timber lamella vaults still
leave an open question for choosing the best way to design a lamella structure, thus giving
the designer the possibility to adapt the structure to its needs.

5. Conclusions
The presented research shows the problems of the geometrical design of timber lamella
vaults. The diamond pattern of the lamellae is applied to the right circular cylinder
envelope with the idea to explore different methodologies for geometrical design that could
be replicated on any type of surface. The physical model of the structure has presented
problems that emerge during the construction, contributing to the thorough analysis from
design to execution.
The conclusions about the geometry of timber lamella vaults are drawn as follows:
• The graphical geometrical design method needs to follow the process of design from
the whole to the lamella to obtain the correct geometry with as many possible uni-
form elements.
• The graphical method following the process of projection of the pattern to the cylinder
surface gives various sets of uniform elements—lamellae and the corresponding
joints—leaving them vertical to the ﬂoor plan. This process is easily replicated and the
lamellae pattern is easily modiﬁed to meet designers’ needs.
• The graphical method of the division of the cylinder surface into equal parts results in
the most uniform elements. The lamellae are rotated around their longitudinal axis, so
they are not vertical to the ﬂoor plan.
• The smallest possible number of element types is ﬁve for timber lamella vaults where
the axes of lamellae intersect at the nodes. This can be achieved only for the 90◦ angle
between the lamellae, that is, for the square pattern of lamellae.

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• The geometrical design approach using the numerical method gives parametric equa-
tions that are easily modiﬁed in 3D modelling software to meet designers’ needs.
The presented geometrical analysis and physical model of a timber lamella vault have
shown the adaptability of lamella structures and the possibility to use them in different
contemporary architectural projects.

Author Contributions: Conceptualization, M.P.; methodology, M.P. and S.M.; software, S.M.; val-
idation, N.Š.; formal analysis, M.P., I.I. and S.M.; investigation, M.P. and I.I.; resources, M.P.; data
curation, M.P., I.I. and S.M.; writing—original draft preparation, M.P.; writing—review and editing,
M.P. and N.Š.; visualization, M.P. and I.I.; supervision, N.Š.; project administration, M.P.; funding
acquisition, N.Š. All authors have read and agreed to the published version of the manuscript.
Funding: This research received no external funding.
Institutional Review Board Statement: Not applicable.
Informed Consent Statement: Not applicable.
Acknowledgments: This research was supported by LAB—Architectural Engineering Laboratory—
Structural Problems of Architectural Buildings in the Faculty of Architecture at the University
of Belgrade.
Conﬂicts of Interest: The authors declare no conﬂict of interest.

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https://mediatum.ub.tum.de/doc/1380458/982932173316.pdf (accessed on 7 October 2022).
9. Weller, B.; Tasche, M.; Baatz, J. Lamella Roof Constructions by Hugo Junkers. In Proceedings of the International Association for
Shell and Spatial Structures (IASS) Symposium, Valencia, Spain, 28 September–2 October 2009; Domingo, A., Lazaro, C., Eds.;
Universidad Politecnica de Valencia: Valencia, Spain, 2009; pp. 1611–1621.
10. Hosseinzadeh, H. Analysis of Lamella Structural Systems with Particular Reference to Lamella Barrel Vaults. Master’s Thesis,
Department of Civil Engineering, University of Surrey, Guildford, UK, 1967.
11. Leslie, T. Laborious and Difﬁcult: The Evolution of Pier Luigi Nervi’s Hangar Roofs, 1935–1941. In Proceedings of the 6th
International Congress on Construction History, Brussels, Belgium, 9–13 July 2018.
12. Franke, L.; Stahr, A.; Dijoux, C.; Heidenreich, C. How does the Zollinger Node really work? A Structural Experimental
Investigation to a Better Understanding of the Nodal Behavior. In Proceedings of the IASS Annual Symposium 2017, Hamburg,
Germany, 25–28 September 2017.
13. Tutsch, J.F. Weitgespannte Lamellendächer der Frühen Moderne: Konstruktionsgeschichte, Geometrie und Tragverhalten. Ph.D.
Dissertation, Fakultät für Architektur, Technische Universität, München, Germany, 2020.
14. Petrović, M.; Ilić, I. Structural patterns in architecture. In Proceedings of the IASS Anual Symposium 2020/21, Guildford, UK,
23–27 August 2021; pp. 858–864.
15. Löschke, H.; Stahr, A.; Schröder, T.H.; Schmidt-Kleespies, F.; Hallahan, R. Segmentation and assembly atrategy for lamella roof
shell structures. In Proceedings of the IASS Anual Symposium 2020/21, Guildford, UK, 23–27 August 2021; pp. 2800–2807.
16. Jin, J.; Han, L.; Chai, H.; Zhang, X.; Yuan, P.F. Digital design and construction of lightweight steel-timber composite gridshell
for large span roof. In Intelligent & Informed, Proceedings of the 24th International Conference of the Association for Computer-Aided
Architectural Design Research in Asia (CAADRIA), Wellington, New Zeland, 18 April 2019; Victoria University of Wellington:
Wellington, New Zeland, 2019; Volume 1, pp. 183–192.
17. FLEX. ZolinkR Wave IASS 2015 Amsterdam. Available online: https://vimeo.com/135884817 (accessed on 2 September 2022).
18. Adieste. Digitally Fabricated Lamella Structure. Available online: https://issuu.com/adieste/docs/mp3ad (accessed on
2 September 2022).
19. Pintos, P. Tij Observatory/RAU Architects + RO&AD Architecten. 2019. Available online: https://www.archdaily.com/915456
/tij-observatory-ro-and-ad-architecten (accessed on 2 September 2022).

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21. Scheer, C.; Purnomo, J. Recent Research on Timber Lamella Barrel Vaults. In Analysis, Design and Construction of Braced Barrel
Vaults; Makowski, Z.S., Ed.; Elsevier: New York, NY, USA, 1985; pp. 406–421.
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12 August 2022).
24. Stojanović, Ð.V. Adaptivni Principi u Arhitektonskom Projektovanju. Ph.D. Thesis, Faculty of Architecture, University of Belgrade,
Beograd, Serbia, 2013.
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26. Herzog, T.; Natterer, J.; Schweitzer, R.; Volz, M.; Winter, W. Timber Construction Manual; Detail: Munich, Germany, 2004.
27. Šekularac, N. Oblikovanje Naborastih Konstrukcija Primenom Drvenih Rešetkastih Nosača. Ph.D. Thesis, Faculty of Architecture,
University of Belgrade, Belgrade, Serbia, 2010.

Page 1058
Design and Analysis of

Timber Lamella Segmental Arches

by

Glenn Frazee

A Report Submitted to the Faculty of the

Milwaukee School of Engineering

In Partial Fulfillment of the

Requirements for the Degree of

Master of Science in Structural Engineering

Milwaukee, WI

May 2011

Page 1059

Abstract

A lamella roof offers a unique architectural feature in its interwoven network of timbers.

As a roof system, the stiffness created by the interlocking members results in a curved

roof that uses less material than a traditional rafter and purlin design. The goal of this

paper is for the reader to be able to create a preliminary design of a lamella roof that will

be strong enough to withstand the loads stipulated by the most current ASCE 7-10

Minimum Design Loads for Buildings and Other Structures. This design is facilitated by

load tables developed by the author using the finite element method and connection

tables in compliance with the National Design Specification for Wood Construction 2005

Edition using the Allowable Stress Design (ASD) procedure. In reality, the values used

for this preliminary design will give a conservative design that could most likely be

lightened with a more in-depth structural analysis. Testing on a steel lamella model

shows inconclusive results when compared to those predicted by the load table program

developed by the author and should be investigated further.

Page 1060

Acknowledgments

I would like to thank the following people:

Dr. John Zachar for advising me, suggesting the project topic, keeping me on track,
providing suggestions and commentary, and generally being a great professor and
mentor.
Dr. H. P. Huttelmaier for his role on my committee and teaching me the finite element
analysis method, as well as helping me apply it to my project.
Professor Michael McGeen also for his duties as a committee member and helpful input
on multiple topics, especially the architectural considerations of lamella design.
H. Kubenik Metals for fabricating and donating a complete lamella arch for proof-of-
concept and testing.
Denise Gergetz for her tireless work in finding many obscure texts on lamella
construction and engineering.
Tim Warner for his helpful email correspondences and enlightening monograph.

Page 1061

Table of Contents

List of Figures ..................................................................................................................... 7

List of Tables .................................................................................................................... 10

Nomenclature .................................................................................................................... 11

Glossary ............................................................................................................................ 14

1 Introduction ............................................................................................................... 15

1.1 History of Lamella Construction ........................................................................ 16
1.2 Previous Roof Failures ....................................................................................... 18

2 Fabrication of Lamella Pieces ................................................................................... 20

2.1 Template Creation .............................................................................................. 24
2.1.1 Connection Requirements ........................................................................... 24
2.1.2 Actual Lamella Length ............................................................................... 33
2.1.3 Top Curve Cut............................................................................................. 41

3 Analysis of the Lamella Arch ................................................................................... 44

3.1 Arch Approximation Methods ........................................................................... 44
3.1.1 von Kármán Method ................................................................................... 44
3.1.2 Scofield Method .......................................................................................... 51
3.1.3 Finite Element Method ............................................................................... 56

3.2 Comparison of Analysis Methods ...................................................................... 66
3.2.1 Dead Loads ................................................................................................. 67
3.2.2 Live Loads .................................................................................................. 68
3.2.3 Wind Load .................................................................................................. 70
3.2.4 Snow Drift Load ......................................................................................... 72

3.3 Effects of Curvature on Arch Forces.................................................................. 73
3.3.1 Dead Load ................................................................................................... 74

Page 1062

3.3.2 Construction Load ....................................................................................... 75
3.3.3 Wind Load .................................................................................................. 76
3.3.4 Snow Drift Load ......................................................................................... 78
3.3.5 Balanced Snow Load .................................................................................. 80
3.3.6 Application for Load Tables ....................................................................... 81
3.3.7 Example Moment Diagrams ....................................................................... 82

4 Development of Design Tables ................................................................................. 84

4.1 Load Tables ........................................................................................................ 84
4.2 Connection Tables .............................................................................................. 86

5 Lamella Strength and Connection Design ................................................................ 90

5.1 Lamella Strength Analysis ................................................................................. 90
5.2 Connection Design ............................................................................................. 96

6 Design Example ...................................................................................................... 102

6.1 Lamella Strength Check ................................................................................... 102
6.2 Connection Design ........................................................................................... 108

7 Prototype Models .................................................................................................... 112

7.2 Matboard Model ............................................................................................... 112
7.3 Steel Model ...................................................................................................... 113
7.3.1 Load Testing ............................................................................................. 116

8 Conclusion .............................................................................................................. 128

References ....................................................................................................................... 129

Bibliography ................................................................................................................... 131

Appendix A: NDS 2005 Tables and Figures .................................................................. 133

Appendix B: Curvature versus Length Tables ................................................................ 136

Page 1063

Appendix C: ASCE 7-10 Tables and Figures ................................................................. 146

Appendix D: Load versus Curvature Graphs .................................................................. 149

Appendix E: Arched Roof Load Tables.......................................................................... 160

Appendix F: Connection Tables ..................................................................................... 217

Page 1064

List of Figures

Figure 1 - Hale County Animal Shelter. ........................................................................... 15
Figure 2 - Types of Lamella Roofs. .................................................................................. 16
Figure 3 - Friedrich Zollinger. .......................................................................................... 17
Figure 4 - Lamella Roof Using the Zollbau Method. ....................................................... 18
Figure 5 - Lamella Roof Plan View. ................................................................................. 20

Figure 6 - Lamella Planks with a Radius of Curvature of 12 Feet. .................................. 22
Figure 7 - Three Lamellas Per Arch. ................................................................................ 23
Figure 8 - Nine Lamellas Per Arch. .................................................................................. 23
Figure 9 - Example Lamella Connections. ....................................................................... 24
Figure 10 - Connection Edge Distance Requirements. ..................................................... 26

Figure 11 - Connection End Distance Requirements. ....................................................... 27
Figure 12 - Connection Spacing for Fasteners in a Row. ................................................. 27
Figure 13 - Diagram of Bolt Spacing. ............................................................................... 28
Figure 14 - Connection Spacing Between Rows. ............................................................. 28
Figure 15 - Connection Detail for Cǻ = 0.5. ..................................................................... 29

Figure 16 - Connection Detail for Cǻ = 1.0. ..................................................................... 30
Figure 17 - Connection Slot Plan View. ........................................................................... 31
Figure 18 - Connection Slots Elevation View for Cǻ = 0.5. ............................................. 32
Figure 19 - Connection Slots Elevation View for Cǻ = 1.0. ............................................. 33
Figure 20 - Roof Arch as a Portion of a Circle. ................................................................ 34

Figure 21 - Lamella as a Portion of the Roof Arch........................................................... 34
Figure 22 - Lamella Length and Spacing. ......................................................................... 37
Figure 23 - Additional Length Due to Eccentricity. ......................................................... 38
Figure 24 - Lamella End Bevels. ...................................................................................... 39
Figure 25 - "Shift" of the Lamella Connection. ................................................................ 40

Figure 26 - Top Curvature Cut Detail ............................................................................... 43
Figure 27 - Live Load Replacement. ................................................................................ 45

Page 1065

Figure 28 - Wind Load on the Arch. ................................................................................. 50
Figure 29 - Dead Load. ..................................................................................................... 52
Figure 30 - Construction Live Load.................................................................................. 53

Figure 31 - Snow Drift Load. ............................................................................................ 54
Figure 32 - Wind Load. ..................................................................................................... 55
Figure 33 - Beam Element. ............................................................................................... 56
Figure 34 - Rotated Beam Element. .................................................................................. 58
Figure 35 - Graphs for Determining Roof Slope Factor Cs. ............................................. 61

Figure 36 - Pressure Coefficients Cp for Arched Roof. .................................................... 65
Figure 37 - Dead Load Positive Moment Graph. .............................................................. 75
Figure 38 - Construction Load Positive Moment Graph. ................................................. 76
Figure 39 - Wind Load Negative Moment Graph. ............................................................ 77
Figure 40 - Wind Load Positive Moment Graph. ............................................................. 78

Figure 41 - Drift Load Negative Moment Graph. ............................................................. 79
Figure 42 - Drift Load Positive Moment Graph. .............................................................. 80
Figure 43 - Balanced Snow Load Positive Moment Graph. ............................................. 81
Figure 44 - Moment Diagram for Arch with Low Rise. ................................................... 82
Figure 45 - Moment Diagram for Arch with Medium Rise. ............................................. 82

Figure 46 - Moment Diagram for Semi-Circular Arch. .................................................... 83
Figure 47 - Double Shear Bolted Connection. .................................................................. 86
Figure 48 - Reduction Term, Rd. ....................................................................................... 89
Figure 49 - Matboard Proof-of-Concept Model.............................................................. 112
Figure 50 - Plasma Cutting of Steel Lamellas. ............................................................... 113

Figure 51 - Bending of Steel Lamellas. .......................................................................... 114
Figure 52 - Assembled Steel Lamella Arch. ................................................................... 115
Figure 53 - Steel Model Bearing Plates. ......................................................................... 117
Figure 54 - Strain Gauge Close-up. ................................................................................ 118
Figure 55 - Strain Gauge Locations. ............................................................................... 119

Figure 56 - Balanced Snow Load Simulation. ................................................................ 120

Page 1066

Figure 57 - Snow Drift Load Simulation. ....................................................................... 121
Figure 58 - Point Load Simulation. ................................................................................ 122
Figure 59 - Horizontal Reaction Test Setup. .................................................................. 126

Page 1067

List of Tables

Table 1 - Spacing of Lamellas with a Given Skew Angle. ............................................... 36
Table 2 - Lamella Connection Shift. ................................................................................. 41
Table 3 - Flexible Arch Analyses Comparison for Dead Load ........................................ 67
Table 4 - Stiff Arch Analyses Comparison for Dead Load. ............................................. 68
Table 5 - Flexible Arch Analyses Comparison for Live Load.......................................... 69

Table 6 - Stiff Arch Analyses Comparison for Live Load................................................ 70
Table 7 - Flexible Arch Analyses Comparison for Wind Load. ....................................... 71
Table 8 - Stiff Arch Analyses Comparison for Wind Load. ............................................. 71
Table 9 - Flexible Arch Analyses Comparison for Snow Drift Load. .............................. 72
Table 10 - Stiff Arch Analyses Comparison for Snow Drift Load. .................................. 73

Table 11 - Strength Properties for Standard Hex Bolts. ................................................... 99
Table 12 - Strain Gauge Testing Data............................................................................. 123
Table 13 - Predicted Fiber Stresses. ................................................................................ 124
Table 14 - Percent Difference in Predicted versus Observed Stress. .............................. 124
Table 15 - Horizontal Reaction Comparison. ................................................................. 127

Page 1068

Nomenclature

Symbols

a = one-half span of arch (von Kármán method only)

A = area

A = vertical reaction (Scofield method only)

b = breadth or thickness of lumber section

B = vertical reaction #2 (Scofield method only, used if reactions are unbalanced)

Ce = exposure factor

Cs = slope factor

Ct = thermal factor

d = dead load (Scofield Method only)

d = depth of lumber section

D = axial thrust in lamella arch

E = Young’s modulus (modulus of elasticity)

f = rise of arch (von Kármán method only)

f = beam element forces vector

F = combined forces vector

I = moment of inertia about the X-X axis

k = beam element stiffness matrix

Page 1069

K = combined stiffness matrix

Ɛ = length of lamella between top bolt centers

Ɛc-c = center-to-center length of lamella

Lr = construction live load

n = number of lamellas in the span of an arch

p = live load per unit length of horizontal projection (von Kármán method only)

pg = ground snow load

pf = flat roof snow load

q = dead load per unit length of arc (von Kármán method only)

r = Rise-to-Span ratio (T/S)

R = radius of curvature of lamella arch

s = snow load (Scofield method only)

s = shift of lamella connection

S = span of lamella arch

Sb = balanced snow load

Su = unbalanced snow load

Sxx = section modulus about the X-X axis

T = rise of lamella arch

u = beam element displacement matrix

Page 1070

U = combined displacement matrix

W = wind load (Scofield method only)

x = distance measured from arch line of symmetry, distance from origin

ș = skew angle (or angle of inclination) of transverse lamella arches

Abbreviations

AISC American Institute of Steel Construction

ASCE American Society of Civil Engineers

DL Dead Load (Gravity Load)

FEA finite element analysis

LL Live Load (Gravity Load)

mph miles per hour

NDS National Design Specification

plf pounds per lineal foot

psf pounds per square foot

SL Snow Load (Gravity Load)

WL Wind Load

Page 1071

Glossary

Rise – Height of curved roof from springing points to apex

Span – Clear distance covered by a roof

Springing Point – Hinging point in a two-pinned arch

Thrust – Force on a lamella parallel to its long dimension

Page 1072

1 Introduction

A lamella roof is made up of a series of intersecting skewed arches, each arch made up of

smaller individual pieces called lamellas. These skewed arches come together to form a

curved roof profile. J. S. Allen puts it well:

The timber arched roof was made up of relatively short timbers referred to as ‘lamellas’

varying in thickness and depth depending upon the span but identical for any given span.

These lamellas are curved on their top edges and beveled at the ends which are radial to

the curvature and are bolted together on edge with the curved side uppermost, to form a

rhomboid network of framing timbers. In this manner the external surface of the roof

takes up the arched form [1].

Figure 1 displays the recently completed Hale County Animal Shelter, a project designed

and constructed by the Rural Studio of Auburn University. Easily visible are the

individual lamella pieces and the rhomboid patterns they create. The tops are cut to fit

the curved profile of the roof. Connection details will be discussed later.

Figure 1 - Hale County Animal Shelter [2].

Page 1073

Figure 2 shows four different configurations for a lamella roof. This paper will focus on

the segmental arch, where the profile of the roof follows a segment of a circle rather than

a parabola or a gothic arch [3].

Figure 2 - Types of Lamella Roofs [3].

End support conditions, such as the tied arch or the buttressed arch, account for the

resulting horizontal thrust in the springing ends of the arch [4]. While such supports

should be taken into consideration in the roof design, it is beyond the scope of this project

to delve into the different design calculations pertaining to each.

1.1 History of Lamella Construction

Lamella construction originated from the German architect Friedrich Zollinger (Figure 3)

around 1920. Zollinger was appointed Town Building Advisor at Merseburg/Saale in

1918 at a time when Merseburg was experiencing a housing crunch [1].

Page 1074

Figure 3 - Friedrich Zollinger [5].

Because of the new ammonia factories and coal mines, thousands of workers moved to

the city for work. Unsurprisingly, no new houses were built during World War I and

there was a housing shortage for the new workers [1].

To solve this problem, architects of the time improved upon existing ideas or created new

building techniques [5]. Zollinger created the “Zollbau Lamellen Dach” system, which

utilized precast concrete panels and gothic arched roofs to create dwellings. He created

the Merseburg Building Company which then went on to build over 1,250 apartments.

Interestingly, the Zollbau method also encouraged the tenants of these flats to help out

with construction and, given the assembly-line nature of the method, this was easy to

achieve [1]. The Merseburg Building Company acquired material and land for the “self-

help settlers” and also looked after the planning and organization of construction projects

[5].

Zollinger applied for and received patents in Germany (1921), Australia (1922), and in

the United Kingdom (1923). His patent documents show roofs using gothic arches and

Page 1075

“a number of similar curved or straight wood, iron, or reinforced concrete units, bars, or

battens” [1]. Figure 4 shows a drawing of a typical house built with the Zollbau method.

Figure 4 - Lamella Roof Using the Zollbau Method [6].

Over time Zollinger refined his Zollbau method for larger spans, such as for churches,

schools, and large halls. The idea caught on in Europe and was used widely for arched

roofs [1]. In 1925, the idea spread to America as well [3].

1.2 Previous Roof Failures

Due to the curve of the lamella roof, these structures are susceptible to failure from high

wind loads. In 1926, hurricane winds caused the destruction of two lamella buildings in

Page 1076

Florida with one roof being torn off completely and deposited upside-down a few

hundred feet away [1, 7].

Lamella roof construction was principally in use from its introduction by Zollinger up

until the 1940s, with construction mostly halted because of wind failures. Engineers at

the time used a wind load of 10 psf on the vertical projection for normal wind areas and

37.5 psf for high-wind regions. The latter wind pressure correlated with a 130 mph wind

speed, the highest measured in that era [1].

In modern times, the wind loads on a curved roof are better known thanks to modern

wind tunnel testing and computer simulations. It is now known that wind flowing over a

curved roof creates uplift (similar to an aircraft wing), not simply a uniform horizontal

load on the vertical projection. This creates a very different loading condition than the

horizontal load which could potentially explain the failures of some lamella roofs in the

first half of the 1900s.

Page 1077

2 Fabrication of Lamella Pieces

The advantage of the circular segmental lamella arch is that a lamella cut to fit the curve

of the arch will fit anywhere on the arch. Because of this, if one creates a template for a

lamella on the arch, this same template can be used for every lamella. The only

difference is due to the right and left skew of the intersecting arches. Depending on the

skew, the bevels on the lamella ends will have to be cut one way or the other. The left-

and right-hand lamellas are mirror copies of each other, however. Figure 5 illustrates the

difference in the left- and right-handed lamellas in that the bevel angles change direction

based on the direction of skew.

Figure 5 - Lamella Roof Plan View [3].

Page 1078

The designer most likely will know two properties of the arch: its span, S, and its rise, T.

From this information, one can find the radius, R [8]:

4T 2 + S 2
R= . (1)
8T

Since the roof arch is circular, skewing the arch results in a lamella arch that follows an

elliptical curve [4]. If the radius of the circular roof arch is given by R and the skew of

the lamella arches is given by ș, the minor axis of the elliptical path the lamella arches

follow has a length of 2R and the length of the major axis would be given by

2R
A major = . (2)
cos θ

The length of the individual lamella planks is a function of the load capacity of the plank,

the curvature of the roof, and the general aesthetics of the roof design. Depending on the

loading conditions of the roof, lamella sizes may need to be chosen based off of the load

resistance capacity of the board cross-section.

A smaller radius of curvature of the roof limits the length that a lamella plank can reach

depending on its depth. A board with a shallower depth will need to be shorter so that

cutting out the curvature of the roof on the top of the plank still leaves enough depth on

the ends for adequate connection detailing. Figure 6 depicts this relationship.

Page 1079

Figure 6 - Lamella Planks with a Radius of Curvature of 12 Feet.

From Figure 6, one can see that the 2x6 plank would not have adequate space on the ends

for proper connection detailing while the 2x10 example with the same top radius of

curvature would.

Several maximum length tables were developed by the author based on connection

detailing considerations. These tables can be found in Appendix B pages 133-142.

Section 2.1.1 delves into the connection considerations in more detail.

In designing for aesthetics, having too few boards making up the arch of the lamella roof

would appear clunky, boxy, and awkward. Figure 7 illustrates this situation. The inside

of the roof appears more angular and harsh and the lamellas themselves are hulking and

ungainly. However, this roof uses less lamellas, requiring fewer connections and less

labor to install. Also, since the spacing between lamellas increases, the load that each

lamella takes on increases, necessitating an increase in size.

Page 1080

Figure 7 - Three Lamellas Per Arch.

Increasing the number of lamellas per arch makes for a more aesthetically pleasing roof

structure. Figure 8 is an image of a lamella roof with nine lamellas per arch. Instead of

the roof feeling boxy, the curves are more flowing and the lamellas themselves are more

elegant and lithe. Less ceiling space is wasted with the extra depth of the deeper

members from Figure 7, resulting in an eye-pleasing ceiling.

Figure 8 - Nine Lamellas Per Arch.

Page 1081

The number of lamellas per arch is up to the designer, though there is an upward bound

on the number of lamellas that can fit into one arch. While having more planks per curve

would reduce the spacing between them, resulting in lower loads per lamella which could

reduce the necessary cross-section, this trade off may not be cost effective. The trick is

finding the right balance between aesthetics and constructability.

2.1 Template Creation

Since the lamellas are essentially modular and can be used anywhere on the roof, creating

a cut template is the most efficient means of mass-producing the lamellas. The following

sections will further explain the parameters that go into the template creation.

2.1.1 Connection Requirements

Connections in lamella structures are generally handled by bolts or nails or some

combination thereof. Depending on the size of the members, specially-made connection

plates can also be used [3]. Figure 9 shows the two connection types.

Figure 9 - Example Lamella Connections [3].

Page 1082

Generally, the connection detail labeled “Special joint” in Figure 9 is used for material

thicknesses greater than three inches nominal [1]. These allow for the load paths in the

lamellas to follow a concentric path which reduces the forces in the connections and the

lamellas themselves, as opposed to the eccentric connection of the “Common joint.”

Having the connection detail of the “Special joint” simplifies the connection to a simple

compression connection [9]. Due to the fact that these types of connections need to be

specially fabricated and engineered for each project, their design is beyond the scope of

this project.

The National Design Specification for Wood Construction (NDS) specifies certain

conditions that must be met for wood connections. The direction of the load path through

the connection dictates the edge and end distances as well as bolt spacing. These

conditions are tabulated in Tables 11.5.1A, 11.5.1B, 11.5.1C, and 11.5.1D of the NDS

2005 Specification, which are displayed in the Appendix A page 130-131 as well as in

the rest of the section. These tables give the distances in a multiple of the connector

dowel diameter, D.

Table 11.5.1A, shown in Figure 10, dictates the edge distance requirements. Though the

primary load path is axial compression, there is still a bit of shear perpendicular to grain

that must be accounted for.

Page 1083

Figure 10 - Connection Edge Distance Requirements [10].

The loaded edge (top edge) of the lamella must have an edge distance of 4D while the

bottom edge must have 1.5D. The second part of the parallel to grain consideration does

not apply since the Ɛ/D ratio will never be greater than six. A 2x member would need a

bolt smaller than ¼Ǝ for the Ɛ/D ratio to exceed six; however, anything smaller than that

would not be used in construction.

Tables 11.5.1B (Figure 11) and 11.5.1C (Figure 12) have two columns for the connection

parameters. Choosing a distance from one of the columns instead of the others will affect

the Geometry Factor Cǻ, which is a reduction factor used in determining dowel fastener

connection strength. In order to make Cǻ equal to one, the minimum edge distances and

fastener spacings must all be met.

Page 1084

Figure 11 - Connection End Distance Requirements [10].

Figure 11 displays the minimum end distances to the cut end of the board. Since the

primary load on the lamella connections is a perpendicular to grain load through shear

and compression parallel to grain from the axial load, the top two rows of the table in

Figure 11 govern. While under wind loading there may be some tension developed due

to uplift of the roof, this tension force is so much smaller than the compressive force that

the connection, properly designed for the compressive load, will most likely be able to

resist it anyway.

Figure 12 - Connection Spacing for Fasteners in a Row [10].

Page 1085

Understanding what “fasteners in a row” means is seen in Figure 13.

Figure 13 - Diagram of Bolt Spacing [10].

Determining “fasteners in a row” depends on the direction of load. Figure 13 shows how

the direction of load changes the designation of spacing between rows and between bolts

in a row. Figure 14 then shows the minimum distances for spacing between rows.

Figure 14 - Connection Spacing Between Rows [10].

Since the orientation of the row changes depending on the load path, one must take the

greater of the two spacing conditions. Since the ratio of Ɛ/D will never exceed six and the

Page 1086

next highest spacing is 4D from Figure 12, the spacing between bolts in the lamella

connection will, at most, be four times the bolt diameter. Whether or not the 2 < Ɛ/D < 6

condition from Figure 14 will apply depends on the member thickness and bolt diameter

and whether or not its associated minimum spacing will be greater than 4D. For 2x

lumber, this only happens with ¼Ǝ bolts; because of this, using ¼Ǝ bolts will result in

having a Cǻ value of 1.0 for all cases.

Combining all of these requirements results in the following two connection details,

shown in Figure 15 and Figure 16. One should note that the bolt connection line is at an

angle to the perpendicular due to the geometry of the connection.

Figure 15 - Connection Detail for Cǻ = 0.5.

Page 1087

In most cases, the end distance requirement of 2D is already met or exceeded due to the

bevel at the end of the lamella. Even with a bevel cut of 45°, a 2x member will still have

about 2Ǝ end distance, taking bolt diameter into consideration, adequate for even 1Ǝ

diameter bolts.

Figure 16 - Connection Detail for Cǻ = 1.0.

One may notice that the end distance requirement of 4D changes the geometry of the

connection significantly. In order to keep the edge of the bolt on line with the end of the

bevel (see Figure 17) and still comply with Figure 16, a 2x member will need bolts with a

diameter equal to or smaller than one-half inch. A 3x member could have bolts as large

as ǬƎ in diameter and still comply; however, 3x members would use the “Special joint”

Page 1088

found in Figure 9 so the spacing found in Figure 15 and Figure 16 do not apply. Because

of this, only connections using bolts smaller than those just listed can use a Cǻ value of

1.0.

One should note that although there are only two bolts shown in the connection on Figure

15 and Figure 16, having more than two bolts is perfectly acceptable so long as the

minimum spacing and end distances are met.

Also, complying with the connection detail such that Cǻ = 1.0 necessitates increasing the

member depth to accommodate the increased spacing or using a shorter lamella while

keeping the same radius of curvature on the top.

In order to connect the side lamellas through the continuous lamella, the middle of each

lamella must have slotted holes.

Figure 17 - Connection Slot Plan View.

Page 1089

The slots are located with the same spacing as the bolts. The slot length Ɛs is

D
A s = t tan 2θ + + 0.25′′. (3)
cos 2θ

In the author’s opinion, adding an extra quarter inch to the slot length will allow a little

tolerance for fabrication error and make for easier construction.

Since the bolts on the ends can be in two configurations depending on the Cǻ value, so

too can the slots. Figure 18 and Figure 19 show both configurations. The same spacing

and end distances used on the end bolt connection should be used on the slots.

Figure 18 - Connection Slots Elevation View for Cǻ = 0.5.

Page 1090

Figure 19 - Connection Slots Elevation View for Cǻ = 1.0.

2.1.2 Actual Lamella Length

The arc of the lamella roof is in itself a chord of a larger circle. Using simple

trigonometry, one can find the angle ȕ that this big arc subtends of the circle:

§ R −T ·
β = 2 arccos ¨ ¸. (4)
© R ¹

Figure 20 depicts this layout.

Page 1091

Figure 20 - Roof Arch as a Portion of a Circle.

From there, finding the length of the individual lamellas begins by choosing the number

of lamellas, n, that the span of the roof arch. After doing so, one then divides the arch

into a series of chords. The secant line between the ends of these chords is the center-to-

center length of the lamella Ɛc-c, as shown in Figure 21.

Figure 21 - Lamella as a Portion of the Roof Arch.

Page 1092

This secant line subtends a portion of the arc of the roof where the angle that it subtends

is 2ࢥ, found by

β 2 § R −T ·
2φ = = arccos ¨ ¸. (5)
n n © R ¹

The center-to-center length is then found as

A c−c = 2 R sin φ. (6)

From there, the spacing is simply

Spacing = A c −c tan θ . (7)

Then, the length of the lamella between bolt centerlines is

A c −c 2 R sin φ
A= = . (8)
cos θ cos θ

This length represents the length of the lamella from where its centerline crosses the

centerline of the bolts. Combining Equations (7) and (8) results in Table 1.

Page 1093

Table 1 - Spacing of Lamellas with a Given Skew Angle.

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ϭϮ͘ϱ ϰ͘Ϭϳ ϰ͘ϭϳ ϰ͘Ϯϴ ϰ͘ϯϴ ϰ͘ϰϴ ϰ͘ϱϴ ϰ͘ϲϴ ϰ͘ϳϴ
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Figure 22 shows a plan view of this situation while Figure 23 shows a detailed view.

Page 1094

Figure 22 - Lamella Length and Spacing.

Since the lamellas are connected eccentrically, their length must be adjusted to take the

eccentricity into account. The center-to-center length of the lamella is found by the

designer by using Equation (6) and is used for calculations (see Section 5.2). The

additional length is a function of the skew of the lamella arches, the diameter of the bolts,

and the thickness of the lamellas themselves.

Page 1095

Figure 23 - Additional Length Due to Eccentricity.

This additional length, ǻƐ, can be found through simple trigonometry, though the

derivation is somewhat lengthy and thus omitted:

1 ª t + 2 D tan 2θ t º
ΔA = + . (9)
2 ¬ 2sin θ cos θ tan 2θ »¼
«

Then, since this ǻƐ is added on each end of the lamella, the total lamella length becomes

A T = A + 2ΔA. (10)

Substituting Equations (8) and (9) into Equation (10) yields

2 R sin φ t + 2 D tan 2θ t
AT = + + . (11)
cos θ 2sin θ cos θ tan 2θ

Page 1096

Now the lamella subtends an angle 2ࢥT in its own skewed plane, similar to Equation (5),

where according to Warner [11],

§ AT ·
φT = arcsin ¨ ¸. (12)
© 2R ¹

After this, one must find the bevel angles on the ends of the lamellas. There are two that

must be found – the radial bevel and the skew bevel. Warner goes through a derivation in

his monograph that shows that for typical lamella roofs, where there are sufficient

lamellas per arch such that ࢥT is around or less than 10°, the radial bevel can be

approximated to ࢥT and the skew bevel to 2ș [11]. It should be noted that the bolt holes

are also skewed to approximately the same ࢥT angle. These two bevels are illustrated in

Figure 24.

Figure 24 - Lamella End Bevels.

Page 1097

While one could firm down a more exact value for the bevel angles, expecting typical

construction power tools to cut an angle to anything more precise than a whole number is

impractical. The same holds true for the bolt line skew.

Another factor for constructability considerations is the “shift” of the connection, as

illustrated in Figure 25.

Figure 25 - "Shift" of the Lamella Connection.

The shift is determined by the thickness of the lamella, the skew angle of the lamella

arch, and the bolt diameter. From trigonometry, the shift can be found by

t
s = D tan 2θ + + t, (13)
cos 2θ

or reduced, according to Masani [4], as

s = t (1 + sec 2θ ) + D tan 2θ . (14)

Page 1098

This information is easily tabulated as shown in Table 2. Note that this table only applies

to 2x lumber with an actual thickness of 1.5 inches.

Table 2 - Lamella Connection Shift.

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From here one can determine the length of bolt needed for the connection by adding a

thickness of lamella and extra for the nut and washers. An inch to an inch and half extra

should suffice. Thus,

A bolt ≥ t ( 2 + sec 2θ ) + D tan 2θ + ( extra ) = s + t + ( extra ) . (15)

Obviously the builder would want to choose a length of bolt commonly available by

manufacturers.

2.1.3 Top Curve Cut

When looking at a section view of the roof arch, the top curve of the lamella follows the

same circular curve as the entire roof. However, since the lamellas themselves are

skewed, the curvature on the top is elliptic.

Page 1099

Masani states that the elliptic curve on the top of the lamella can be approximated by a

simple circular arc with a radius slightly larger than that of the roof itself [4]. This is

probably due to the fact that since the lamella is so short in comparison to the entire

curvature of the roof, the minute differences between the elliptic curve and the circular

curve will be indistinguishable. In fact, when the author attempted to draw an illustration

depicting the difference between the elliptic curve and the circular curve, the difference

was so minute that unless he zoomed in very close, it was impossible to differentiate

between the two.

This arc would have a span of ƐT and a rise of

AT
T′ = R − , (16)
2 tan φT

along with a radius of

§ AT ·
4¨ R − ¸ + A 2T
4 (T ′ ) + A T
2 2
2 tan φT ¹
R′ = = © . (17)
8 (T ′ ) § AT ·
8¨ R − ¸
© 2 tan φT ¹

This arc would have a point of tangency at the midpoint of the lamella at the very top of

the plank. The detail for the top curve is shown in Figure 26 (d is the depth of the

lamella).

Page 1100

Figure 26 - Top Curvature Cut Detail.

Page 1101

3 Analysis of the Lamella Arch

Analysis of the lamella roof is carried out assuming that it acts like a two-hinged

arch [1, 4]. Unfortunately, there exists no closed-form analytical solution for the

moments, thrusts, and horizontal reactions of such an arch.

3.1 Arch Approximation Methods

Before the advent of calculators and computerized structural analysis packages, several

approximate analytical methods were developed to solve for the forces in a two-hinged

arch under a given loading condition. Two of those methods were the von Kármán

Method and the Scofield Method. The author has also conducted a computer analysis of

the arch using a finite element analysis method, which will also be discussed.

3.1.1 von Kármán Method

Sometime in the late 1930’s Theodore von Kármán developed an approximate analysis

for the two-hinged arch while working at the California Institute of Technology. His

approximation assumes the arch follows a parabolic curve instead of a circular to

simplify the derivations. As von Kármán developed this method while in California, it is

perhaps not surprising that snow loading is not included; however, he includes radial

loads from the structure weight, uniform vertical loads from live loads, and uniform

horizontal loads from wind loads [12]. In the following sections, Equations (18) through

(52) are taken from or derived from von Kármán’s paper [12].

Page 1102

3.1.1.1 Live Load (Uniform Vertical Load)

For live loads, von Kármán replaces the uniform vertical load with a uniform

perpendicular load (perpendicular to the curve of the arch along its entire length) and a

uniform horizontal load along the vertical section, as depicted in Figure 27.

Figure 27 - Live Load Replacement [12].

The vertical reaction from the perpendicular load is

V1 = pR sin φ0 (18)

where

a
sin φ0 = (19)
R

so

§a·
V1 = pR ¨ ¸ . (20)
©R¹

Since a is half the span, Equation (20) can be rewritten as

pS
VA = , (21)

Page 1103

which should come as no surprise as it is the same as one would find through elementary

statics from a uniform vertical load on the projected member length.

The horizontal reaction is a combination of the reaction due to the perpendicular load and

the uniform vertical load. For this von Kármán writes

H A = H1 + H 2 = pR cos φ0 + pf . (22)

Substituting

R− f
cos φ0 = , (23)
R

the total horizontal reaction due to live load becomes

H A = pR − pf . (24)

After this, the thrust at the springing points can then be approximately found as

§ 3 ·
TA = p ¨ R + f ¸ . (25)
© 7 ¹

The moment equation for the arch is

pf 2 § x2 x4 ·
MA = ¨1 − 8 2 + 7 4 ¸ , (26)
14 © a a ¹

but since a is half the arch span,

pf 2 § x2 x4 ·
MA = ¨ 1 − 32 + 112 ¸. (27)
14 © S2 S4 ¹

Page 1104

At the center point of the arch the positive moment will be greatest. This is also the spot

where x is equal to zero, which simplifies Equation (27) to

pf 2
MA = . (28)

3.1.1.2 Dead Load (Radial Load)

For this analysis, the dead load q is defined as the load per unit length of the arc. Since

the curvature of the arc changes with its distance from the centerpoint, the load on the

horizontal projection of the arch also changes. Coincidentally, the dead load can be

considered to have a load q plus an additional variably distributed load. This load

increases as it gets closer to the springing points of the arch.

Because of this, the total horizontal reaction is the sum of the reaction from the uniform

load and the reaction of the variable load:

H d = H3 + H4 , (29)

where

H 3 = qR − qf (30)

and

H4 = qf . (31)

Combining Equations (30) and (31), the equation for the dead load horizontal reaction

becomes

Page 1105

H d = qR − qf . (32)

Since the additional variably distributed load changes with distance from the center of the

arch, the vertical component of the force in the arch also changes. The equation for the

vertical component can be expressed as

f x3
Vxd = qx + q . (33)
R 3a 2

At the arch springing points, x equals a, which makes the vertical reaction

§ f ·
Vd = qa ¨1 + ¸. (34)
© 3R ¹

Substituting half of the span for a yields

qS § f ·
Vd = ¨1 + ¸. (35)
2 © 3R ¹

The thrust at any point in the arch can be found by

Td = H d2 + Vxd2 . (36)

One can substitute Equations (32) and (34) for Hd and Vxd in the above equations, then

solve for the sill thrust by substituting a for x:

2 2
§ 8 · § f ·
Td = q ¨ R − f ¸ + a 2 ¨1 − ¸ , (37)
© 21 ¹ © 3R ¹

which can be approximated as

§ 13 ·
Td = q ¨ R + f ¸. (38)
© 21 ¹

Page 1106

Like the horizontal reaction, the moment due to dead load is also a combination of a

uniform load and the variably distributed load:

Md = M3 + M4 , (39)

where

qf 2 § x2 x4 ·
M3 = ¨ 1 − 8 + 7 ¸ (40)
14 © a2 a4 ¹

and

− qf 2 § x2 x4 ·
M4 = ¨ 1 − 8 + 7 ¸. (41)
42 © a2 a4 ¹

Combining these results in the dead load moment equation, we have

qf 2 § x2 x4 ·
Md = ¨1 − 8 2 + 7 4 ¸ . (42)
21 © a a ¹

Or, since a is half of the arch span,

qf 2 § x2 x4 ·
Md = ¨ 1 − 32 + 112 ¸. (43)
21 © S2 S4 ¹

Also, the positive moment will be the greatest in the middle of the arch which is where x

is equal to zero. At this point, the maximum positive moment is given by:

qf 2
Md = . (44)

Here von Kármán comments that the dead load moment is 2/3 the live load moment with

the same load magnitude.

Page 1107

3.1.1.3 Wind Load (Uniform Vertical Load)

The wind load acting on the arch is assumed to be a uniformly distributed vertical load w

acting on the vertical projection of the arch, as shown in Figure 28.

Figure 28 - Wind Load on the Arch [12].

The vertical reactions are equal and opposite and can be found through simple statics.

They are:

− wf 2
VA = −Vb = . (45)
4a

Since a is half of the span, Equation (45) becomes

− wf 2
VA = −Vb = . (46)
2S

From here, the two horizontal reactions are found to be:

H A = − wf (47)

and

HB = wf , (48)

Page 1108

with the direction of each horizontal reaction being opposite that of the direction of the

wind load, as expected.

The moment equation for the arch changes depending on which side of the arch is being

examined. On the windward side of the arch, the moment formula is

wf 2 ª § x· º
2 4
x § x·
Mw = « −1 − 7 + 8 ¨ ¸ − 14 ¨ ¸ » . (49)
28 «¬ a ©a¹ © a ¹ »¼

If one substitutes half of the span for a, it becomes

wf 2 ª §x· º
2 4
x §x·
Mw = « −1 − 14 + 32 ¨ ¸ − 224 ¨ ¸ » . (50)
28 «¬ S ©S¹ © S ¹ »¼

On the leeward side of the arch, the moment formula is:

wf 2 ª §x· º
x
Mw = « −1 − 7 + 8 ¨ ¸ » (51)
28 «¬ a © a ¹ »¼

or

wf 2 ª §x· º
x
Mw = « −1 − 14 + 32 ¨ ¸ » . (52)
28 «¬ S © S ¹ »¼

3.1.2 Scofield Method

This method comes from the book Modern Timber Engineering, 5th ed. published in

1963 [3]. Scofield appears to partially base his design calculations on the von Kármán

method. In this analysis, four primary load patterns are considered: radial loads from the

dead weight of the structure, uniform vertical loads from live load, uniform horizontal

Page 1109

loads from wind load, and uniform vertical loads on half of the structure from snow drift

loads [3]. In the following sections, Equations (53) through (71) are from Scofield [3].

3.1.2.1 Dead Load (Radial Load)

The dead load on an arch acts upon its entire curved length, not just the projected

horizontal length. The loading diagram appears in Figure 29.

Figure 29 - Dead Load [3].

Scofield lists the following equations to solve for the arch forces:

16 § T ·
A = 0.5dS 1 + ¨ ¸ , (53)
3 ©S¹

AS
H= − dR, (54)
2T

§ R − T · AS
D=H¨ ¸+ , (55)
© R ¹ 2R

and

Maximum M = 0.068dT 2 . (56)

Page 1110

3.1.2.2 Construction Live Load (Uniform Vertical Load)

The loading for a construction live load, acts on the horizontal projection of the arch,

making the vertical reactions easily solved by elementary statics. The loading diagram is

shown in Figure 30.

Figure 30 - Construction Live Load [3].

Equations (57) through (59) can be employed to calculate the roof live load forces:

A = 0.5 Lr S , (57)

H = Lr ( R − 0.57356T ) , (58)

and

Maximum M = −0.09092 LrT 2 . (59)

The thrust, D, is the same as Equation (55) in the radial load case.

3.1.2.3 Snow Drift Load (Uniform Vertical Load on Half of Structure)

Snow is assumed to accumulate on the leeward face of the lamella roof with a uniform

weight distribution, as seen in Figure 31.

Page 1111

Figure 31 - Snow Drift Load [3].

The unbalanced loading creates unbalanced vertical support conditions, necessitating the

addition of reaction B. This loading also creates two different thrusts, D1 and D2.

Equations (60) through (65) are employed to determine the forces for the snow drift load:

sS
A= , (60)

3sS
B= , (61)

s
H= ( R − 0.57356T ) , (62)

§ R − T · BS
D1 = H ¨ ¸+ , (63)
© R ¹ 2R

§ R − T · AS
D2 = H ¨ ¸+ , (64)
© R ¹ 2R

and

Maximum M =
AS
− HT − R ( A + H − H ).
2 2
(65)

Page 1112

3.1.2.4 Wind Load (Uniform Horizontal Load)

Wind is assumed to be uniformly distributed over the rise of the arch with the load

projected on the height of the arch, as seen in Figure 32.

Figure 32 - Wind Load [3].

The horizontal load adds different vertical, horizontal, and thrust reactions at each

springing point. These forces are:

WT 2
A = −B = , (66)
2S

19WT
H1 = , (67)

45WT
H2 = , (68)

WT § 3T ·
D1 = ¨13 − ¸, (69)
64 © R ¹

WT § 29T ·
D2 = ¨ 45 − ¸, (70)
64 © R ¹

and

Maximum M = 0.154WT 2 . (71)

Page 1113

3.1.3 Finite Element Method

As stated in Section 4.1, there is no closed-form analytical solution for the forces and

reactions in an arch. The only way to truly “solve” for the forces and reactions is to

perform a finite element analysis.

Beam elements are the finite elements of choice for this model. They are made up of

individual linear elements with end reactions on the local x- and y-axes as well as

moment reactions on either end, giving six degrees of freedom per element. Figure 33

depicts this layout.

Figure 33 - Beam Element.

The author chose to approximate the lamella arch with 40 beam elements of the same

length Ɛ, cross-sectional area A, moment of inertia I, and modulus of elasticity E. The

beam elements follow the curve of the arch with the nodes falling on the line of the

circular arch, creating a series of secant lines. Obviously, the more beam elements used,

the closer the analysis will be to the “exact” solution. However, 40 beam elements give a

good enough approximation for design purposes.

Gravity loads are placed at the nodes between beam elements. To solve for the end

reactions in the arch is a multi-step process. First, one must solve for the displacements

of the nodal points [13]:

Page 1114

U = K −1 F . (72)

These matrices have already been reduced to include only the unrestrained degrees of

freedom (i.e., the end support conditions were removed). Once the nodal displacements

are found, the end support conditions are added back into the U matrix and the K matrix

is expanded to include the end stiffnesses. The nodal reactions at the springing ends are

then found by [13]:

F = KU
. (73)

However, in order to do this process, one must begin with both the combined stiffness

matrix K and the combined force vector F . The K matrix is made up of all the

stiffness matrices from all the beam elements. The beam element stiffness matrix, k , is

as follows [14]:

ª EA − EA º
« A 0 0 0 0 »
A
« »
« 0 12 EI 6 EI −12 EI 6 EI »
« A3 A2 A3 A2 »
« 6 EI 4 EI −6 EI 2 EI »»
« 0 0
k = ««
A2 A A2 A »
− EA EA ». (74)
« 0 0 0 0 »
« A A »
« −12 EI −6 EI 12 EI −6 EI »
« 0 0 »
« A3 A2 A3 A2 »
« 6 EI 2 EI −6 EI 4 EI »
«¬ 0 A2 A
A2 A »¼

This stiffness matrix only applies when the beam element is oriented so that it runs

parallel to the horizon. However, the 40 beam elements that approximate the arch are all

Page 1115

rotated to different angles. A generalized image of the rotated beam elements is shown in

Figure 34.

Figure 34 - Rotated Beam Element.

Since the 40 beam elements are all rotated to some degree, the stiffness matrix for each

must be changed. To do this, the beam stiffness matrix must be multiplied by a

transformation matrix as such [13]:

krot = T T kT
, (75)

where

ª cos α sin α 0 0 0 0º
« − sin α cos α 0 0 0 0 »»
«
« 0 0 1 0 0 0»
T =« », (76)
« 0 0 0 cos α sin α 0»
« 0 0 0 − sin α cos α 0»
« »
¬ 0 0 0 0 0 1¼

Page 1116

which gives the stiffness matrix for a beam element rotated to an angle Į. This process

must be carried out individually for all 40 beam elements in the arch. After that, all of

the individual krot matrices must be combined by aligning corresponding degrees of

freedom [13]. This results in a K matrix of size 123 x 123. Obviously, this matrix math

is far too cumbersome to do manually, so computer aid is required.

The next part of the process is assembling the forces vector, F . As stated before, the

uniform loads are converted to nodal loads at each of the nodes between beam elements.

The loads are developed for the various load cases as described in the following

subsections.

3.1.3.1 Dead Loads

The dead load is a function of the length of the beam elements adjacent to the

corresponding node. Simply stated, the dead load acting on the node is the weight per

unit length of the beam element (and other structure load assumed to be included with

dead load) multiplied by half of the beam element length on either side of the node. If all

beam elements are the same length, the nodal loads at every node besides the nodes at the

springing points of the arch should be exactly the same. The loads at the springing point

nodes should be exactly half of the loads on the rest of the nodes.

3.1.3.2 Live Load

The live load is a function of the horizontal projection of the beam elements around a

node. As each beam element has some rotation of angle Į, the horizontal component of

the beam element is the beam element length multiplied by the cosine of the angle, or

Page 1117

A x = A cos α . (77)

The live load on a node will then be the product of the uniform vertical load and the sum

of half of the horizontal components of the adjacent beam elements. These values will

vary depending on the curvature of the arch. If the arch was flat, all of the nodal loads

would be the same since the beam element horizontal components would be the same as

their lengths.

3.1.3.3 Snow Loads

The loads due to snow come in two varieties: balanced snow loads (Sb) and unbalanced

snow loads (Su) or drift loads. Since the lamella roof is curved, this complicates things

slightly in finding the balanced and unbalanced snow loads. To find these loads, section

7.4.3 of the ASCE 7-10 code was used. The code specifies that the loading diagrams for

the different curvature cases should be based on Figure 7-3 of the ASCE 7-10 code,

which can be found in Appendix C, page 144. The flat roof snow load, pf, is used to find

the sloped roof snow loads and can be found by

p f = 0.7Ce Ct I s pg , (78)

where

Ce = Exposure Factor,
Ct = Temperature Factor,
I s = Importance Factor,
pg = Ground Snow Load.

To simplify calculations and the generation of load tables, some assumptions were made.

The thermal factor Ct is assumed to be 1.2 based on ASCE 7-10, Table 7-3. The

Page 1118

assumption is that the lamella roof will be covering an unheated space or one that is open

to the air. This may not be true for all cases but will give the worst case for a

conservative design. From this thermal factor, the slope factor Cs can be found from the

graphs in Figure 35.

Figure 35 - Graphs for Determining Roof Slope Factor Cs [15].

Since the thermal factor is 1.2, the far right graph in Figure 35 must be used. Also, the

roofing surface is assumed to not be an unobstructed slippery surface, demarked by the

solid line.

ASCE Figure 7-3 (see Appendix C, page 144) has variables Cs* and Cs** used for

calculations. For Case 1, Cs* will be equal to 1.0, found by reading the rightmost chart

above at an eave slope of 30°. From here, it is easy to see that Cs** for all cases will also

be 1.0, since that value is taken at a 30° slope, too. It is also assumed that the lamella

Page 1119

roof will not be abutting any other structure so the alternate distribution for Case 2 and

Case 3 in ASCE Figure 7-3 need not be used.

ASCE Figure 7-3 also necessitates finding the exposure factor Ce for the roof. This

factor is listed in Table 7-2 of the ASCE 7-10 and ranges from 0.7 to 1.2. Here it is

assumed that the lamella roof falls under Exposure Category C and that the structure is

“Fully Exposed,” giving a Ce value of 0.9 (see Appendix C, page 143 for Table 7-2). For

the majority of buildings, this Ce value will be a conservative design value.

Using these assumptions, ASCE Figure 7-3 was adjusted by the author to become the

Simplified Figure 7-3 found in Appendix C, page 145. The loading patterns from that

table are used for snow load calculations.

The Importance Factor Is for the roof is assumed to be 1.10, which correlates to a

building that falls under Risk Category III.

Section 7.3.4 of the ASCE 7-10 also stipulates a Minimum Snow Load for Low-Slope

Roofs, pm. For curved roofs, this occurs when the angle between the springing end and

the apex of the roof is less than ten degrees [15]. In order to ignore this case, loads were

only calculated for roofs where that angle exceeds ten degrees. It should also be noted

that for ground snow loads greater than 20 psf,

pm = ( 20 psf ) I s , (79)

which would always be less than the pf loads for anything over 30 psf.

Page 1120

3.1.3.4 Wind Loads

It should be noted that the wind loads stipulated in ASCE 7-10 are very generalized and

most likely far greater than anything the building structure will ever experience. In many

cases, lower wind loads can be found by doing wind tunnel testing with a scale model of

the building and surrounding area, including other buildings and topological

configurations. Since it is unrealistic to perform this analysis for every possible arch

configuration, the approximate method from ASCE 7-10 is used.

Wind loads on the lamella roof are based on the Directional Procedure from ASCE 7-10,

Chapter 27 [15]. First, one must find the velocity pressure:

qz = 0.00256 K z K zt K dV 2 (lb/ft 2 ). (80)

From this, the design wind pressures can be calculated:

p = qGC p − qiGC pi . (81)

The wind directionality factor, Kd, is given as 0.85 for an arched roof according to Table

26.6-1 in ASCE 7-10 [15]. It is assumed that the lamella structure is on flat ground with

no topographic irregularities, so the topographic factor Kzt can be set equal to 1.0, as

shown in Section 26.8.2 in ASCE 7-10 [15].

For ease of calculation, the building is assumed to be in Exposure Category C, the

second-windiest Category. This means that the building is assumed to be in an area of

flat, open country or flatlands. The next-windiest is Category D, which assumes

conditions like open water and/or similar for over 5,000 feet upwind.

Page 1121

The Exposure Category affects the calculation of Kz, the velocity pressure exposure

coefficient, as found by

ª ( 2α ) ( 2α ) º
§ z · § 15 ·
K z = max « 2.01¨ ¸ , 2.01¨ z ¸ » , (82)
«¬ © zg ¹ © g ¹ »¼

where z is the height above ground where the pressure is taken and zg and Į are two

coefficients found in Table 26.9-1 of ASCE 7-10. For Exposure Category C, they are

900 and 9.5, respectively [15].

The Directional Procedure also specifies finding a Pressure Coefficient Cp for the

structure. It specifies two different scenarios for an arched roof: one with the roof

springing from an elevated wall and one with the roof springing from ground level. It is

assumed that the lamella arch is part of a roof and thus springs from an elevated wall.

The arch acts kind of like the wing of an airplane in that the windward side receives

downward pressure while the middle and leeward parts receive uplift. This loading

scenario is presented in Figure 36, which graphically depicts that which is shown in

ASCE 7-10 Figure 27.4-3. Areas that receive uplift have a negative value for Cp value.

The windward and middle portions of the arch have a Cp value that is dependent on r, the

ratio of the rise, R to the span, S [15].

Page 1122

Figure 36 - Pressure Coefficients Cp for Arched Roof [15].

One can easily see the effect of uplift on the middle and leeward portions of the arched

roof. It should also be noted that the Cp coefficient for the windward portion changes

depending on the Rise-to-Span ratio.

The final necessary piece is the internal pressure coefficient GCpi. It is assumed that the

roof will be enclosed as per Section 26.10 in the ASCE 7-10. This gives a GCpi value of

±0.18 according to Table 26.11-1.

It should also be noted that this procedure is only valid for buildings classified as “low-

rise,” meaning buildings under 60 feet in height. Because of this, the load tables

developed by the author do not list rises above this 60-foot limit.

Page 1123

3.2 Comparison of Analysis Methods

The three analysis methods discussed previously will now be compared to see if the von

Kármán method or the Scofield method can be used for a close approximation instead of

a complicated computer analysis.

The methods were tested using an arch with the following characteristics:

• Risk Category III structure

• 40 ft span

• 10 psf dead load

• 120 mph wind zone (equates to 10 psf for von Kármán/Scofield)

• 30 psf ground snow

• 20 psf construction live load

The loads on the arch were found in intervals for rises between two and twenty feet.

Since, in the finite element model, the moment capacity of the arch is dependent on the

stiffness, two tables for each loading case were developed. One reflects a flexible arch

with the ratio of the moment of inertia to the area (I/A) equal to one, and the other a stiff

arch with the I/A ratio equal to one hundred.

For a comparison to real lumber shapes, a 24x24 sawn lumber member has the greatest

I/A ratio at about 46. A 2x3 has the smallest I/A ratio at about 0.52 but is not a deep

enough member to use for lamella construction. Any lumber with at least a 4 inch

nominal depth has an I/A of at least 1.

In Table 3 through Table 10, the highlighted light grey cells feature values found through

the von Kármán or Scofield methods, which are within ten percent of the FEA model

Page 1124

values. Also note that entries with a positive percent difference have values higher than

those from the FEA model and thus are conservative design values. These values are

highlighted in dark gray. Essentially, any highlighted entries would be suitable

approximations for the given Rise-to-Span ratio. Dashed entries are greater than 1000%

difference.

3.2.1 Dead Loads

The values given by von Kármán and Scofield for the end reactions and arch thrusts are,

for the most part, close to those found through the finite element analysis.

Table 3 - Flexible Arch Analyses Comparison for Dead Load.

The values for the von Kármán method are fairly close except for the moment

calculation. Since few, if any, arched lamella roofs have such a small r ratio, it would be

safe to say that the von Kármán method fails for the moment calculation. The values for

Page 1125

the Scofield method match very well for all r values except for the moment entries, which

are within range until the Rise is about one-quarter of the span.

Table 4 - Stiff Arch Analyses Comparison for Dead Load.

Making the arch stiffer lowers the axial thrust in the arch, which in turn lowers the

horizontal reaction. For this reason, there is more highlighted in dark gray in Table 4 as

compared to Table 3, as the forces are being overestimated.

3.2.2 Live Loads

Surprisingly, the values predicted by the von Kármán and Scofield methods were both

very close to the FEA analysis, except for the von Kármán moment. For the flexible arch

(Table 5), the values for horizontal reaction were all within 1% of the FEA model. All of

the thrust values for each analysis were either within 10% of the FEA model or at least

overestimated the thrust for a conservative design.

Page 1126

Table 5 - Flexible Arch Analyses Comparison for Live Load.

Unfortunately, the moments predicted by the von Kármán method were almost all far too

low to be acceptable approximations. However, almost all of the moments found in the

Scofield method were within the 10% margin, which demonstrates that the Scofield

method accurately predicts the forces in a flexible arch for live load.

Similar to the results in Table 4, Table 6 for the stiff arch shows that the forces predicted

by the two approximation methods are overestimates.

Page 1127

Table 6 - Stiff Arch Analyses Comparison for Live Load.

3.2.3 Wind Load

Since the wind loading assumed by the von Kármán and Scofield methods is completely

different than the loading dictated by ASCE 7-10, the values for the arch forces are

nowhere near those found with the finite element analysis. There is no way one could

use the approximation methods for wind loads.

Page 1128

Table 7 - Flexible Arch Analyses Comparison for Wind Load.

Table 8 - Stiff Arch Analyses Comparison for Wind Load.

Page 1129

3.2.4 Snow Drift Load

The loading pattern for snow drifts followed by Scofield is similar to the one stipulated in

ASCE 7-10 in that they only affect one half of the arch. After that, the similarities end.

ASCE takes into account snow piling and snow slipping due to the roof curvature,

whereas Scofield just assumed the drift was a uniform lineal load.

Table 9 - Flexible Arch Analyses Comparison for Snow Drift Load.

For the most part the Scofield analysis overestimates the forces in the arch due to drift

loading even though the load patterns are different. Unfortunately, it underestimates the

moment in a couple of cases for the flexible arch and in about half of the cases for the

stiff arch.

Page 1130

Table 10 - Stiff Arch Analyses Comparison for Snow Drift Load.

3.3 Effects of Curvature on Arch Forces

Changing the amount of curvature in the arch has a profound effect on the distribution of

forces in the arch. An arch with a low rise will, not surprisingly, act more like a straight

beam. A half-circle arch will act much differently.

Appendix D displays twenty graphs that show the horizontal reaction, axial force, and

moments plotted against the Rise-to-Span ratio for all five load types. The graphs show

two lines, one representing the forces on a stiff arch (I/A = 100), and one for a flexible

one (I/A = 1). This design is to show how changing the stiffness of the arch changes the

force-resisting characteristics of the arch and to give an envelope of acceptable forces.

For the most part, the two curves are very similar. In a few cases they differ. A few

specific cases are highlighted in the following sections.

Page 1131

The graphs are based on the following arch characteristics:

• 40 foot span

• 10 psf dead load

• 20 psf construction load

• 115 mph wind

• 30 psf ground snow load

Graphs based on different spans and loadings would obviously have different values, but

the general shape of the curves would be the same.

3.3.1 Dead Load

The curves on the dead load graphs are, for the most part, very similar. A flexible arch

has slightly higher forces for the horizontal reaction, axial force, and negative moment.

This difference is more apparent as the Rise-to-Span ratio decreases. However, the

positive moment graph shows a large difference between a stiff and flexible arch in the

low rise ranges with the stiff arch curve looking like a V, as seen in Figure 37.

Page 1132

Dead Load Positive Moment

Moment [M] (in-lbs)

3000 Stiff
Flexible

0.00 0.10 0.20 0.30 0.40 0.50 0.60
Rise/Span [T/S] (-)

Figure 37 - Dead Load Positive Moment Graph.

The stiff arch curve gives greater values for design forces for all r values. Its greater

stiffness gathers more moment than the flexible arch.

3.3.2 Construction Load

Since the construction load type is very similar to the dead load, the graphs are also

similar. The same holds true here where the horizontal reaction, axial force, and negative

moment graphs have the stiff and flexible curves very similar. The positive moment

graph has the curves very different but the graph is similar to the dead load case, as seen

in Figure 38.

Page 1133

Construction Load Positive Moment

Moment [M] (in-lbs)

6000 Stiff
Flexible

0.00 0.10 0.20 0.30 0.40 0.50 0.60
Rise/Span [T/S] (-)

Figure 38 - Construction Load Positive Moment Graph.

Again, the same V-shaped curve appears for the stiff arch, showing that its stiffness

allows it to accrue more moment than the flexible arch.

3.3.3 Wind Load

Since uplift plays a large role in the wind load, the graphs for the axial force, negative

moment, and positive moment look a little different than for the other gravity loads. For

starters, the axial force is in tension instead of compression, and looks like the reverse

view of the dead load or construction load graphs for axial force. The horizontal reaction

graph is similar to the previous two loading types. The two moment graphs are different,

however, as shown in Figure 39 and Figure 40.

Page 1134

Wind Load Negative Moment
0.00 0.10 0.20 0.30 0.40 0.50 0.60
-2000

-4000

-6000

Moment [M] (in-lbs)
-8000

-10000 Stiff

-12000 Flexible

-14000

-16000

-18000

-20000
Rise/Span [T/S] (-)

Figure 39 - Wind Load Negative Moment Graph.

The stiff arch has greater forces early on and then follows the flexible curve closely after

the r ratio passes 0.17.

Page 1135

Wind Load Positive Moment

Moment [M] (in-lbs)

15000 Stiff
Flexible

0.00 0.10 0.20 0.30 0.40 0.50 0.60
Rise/Span [T/S] (-)

Figure 40 - Wind Load Positive Moment Graph.

In Figure 40 the curves follow closer to the dead load and construction load positive

moment curve for a flexible arch. There is little difference between the stiff and flexible

arch.

3.3.4 Snow Drift Load

The drift load horizontal reaction and axial force graphs are similar to the other gravity

load types but have bumps due to the changing loadings as the curvature of the roof

changes. The two moment graphs are nothing like the others, as seen in Figure 41 and

Figure 42.

Page 1136

Drift Load Negative Moment
0.00 0.10 0.20 0.30 0.40 0.50 0.60
-2000

Moment [M] (in-lbs)
-4000

-6000 Stiff
Flexible
-8000

-10000

-12000
Rise/Span [T/S] (-)

Figure 41 - Drift Load Negative Moment Graph.

Figure 41 shows that the flexible arch takes on a little more moment for lower rises but

then the two curves follow each other when r is greater than 0.15. The bumps in Figure

41 are due to the changing curvature of the roof affecting the load pattern.

Page 1137

Drift Load Positive Moment

Moment [M] (in-lbs)

6000 Stiff
Flexible

0.00 0.10 0.20 0.30 0.40 0.50 0.60
Rise/Span [T/S] (-)

Figure 42 - Drift Load Positive Moment Graph.

The curves in Figure 42 are close, for the most part, with the stiff arch getting more

moment in low rises. The bumps are again due to the changing loading patterns.

3.3.5 Balanced Snow Load

The balanced snow load is a similar loading to the construction load except where the

load tapers off at the ends due to the roof slope. Because of this, the four graphs for each

of the arch forces are very similar to the corresponding dead load and construction load

graphs, including the V-shaped curve for the stiff arch positive moment. Figure 43

displays one of these graphs.

Page 1138

Balanced Snow Load Positive Moment

Moment [M] (in-lbs)

Stiff
4000 Flexible

0.00 0.10 0.20 0.30 0.40 0.50 0.60
Rise/Span [T/S] (-)

Figure 43 - Balanced Snow Load Positive Moment Graph.

Like the two other balanced gravity loads, the stiff arch takes on much higher positive

moment in low rises.

3.3.6 Application for Load Tables

The load tables developed by the author will use the stiff arch curves instead of the

flexible curves. There are two reasons for this choice. One is that the stiff arch gives

higher moments (for the most part) and moment contributes more to the stress in the

lamella than axial loads do. Second is that the roof will more likely act like a stiff arch

because of the interplay in the rhomboid grid of the lamellas and the fact that the roof

diaphragm over the lamellas will stiffen them as well.

It should also be noted that arched roofs are generally not designed to have r values close

to 0 or 0.5, but fall somewhere in between. The most disparity between the stiff and

Page 1139

flexible arch curves occurs in the low rise range in which few, if any, arched roofs are

built.

3.3.7 Example Moment Diagrams

As the arch starts out with a low rise, under uniform vertical loading, the majority of the

moment will be positive moment, which would be analogous to the bending of a simple

beam. As the rise of the arch increases, the “sides” of the arch will incur negative

moment from the arch resisting outward buckling. This is illustrated in Figure 44, Figure

45, and Figure 46.

Figure 44 - Moment Diagram for Arch with Low Rise.

Figure 45 - Moment Diagram for Arch with Medium Rise.

Page 1140

Figure 46 - Moment Diagram for Semi-Circular Arch.

The cut-off point for the beginning of negative moment depends on the stiffness of the

arch. The stiffer the arch, the more moment capacity it has and the sooner it can take on

negative moment as the rise increases. Generally, this point appears to be where the rise

of the arch is around 10% of the span.

Page 1141

4 Development of Design Tables

To facilitate the design of a lamella roof, the author developed a set of design tables – one

for the loads on the lamella roof (Section 4.1) and another for the connection between the

lamellas (Section 4.2).

4.1 Load Tables

These tables display roof spans from 20 to 120 feet and show loads based on a changing

rise. Two different sets were developed: one in the 115 mph wind zone with varying

snow loads and one with zero snow loading but with varying wind speeds. The former is

meant to be used in non-hurricane regions of the United States and the latter in hurricane

regions, like Florida, which can expect zero annual snowfall.

The tables were created in Microsoft Excel using the finite element analysis approach

discussed in Section 3.1.3 and using the ASD load combinations and loading patterns

stipulated in ASCE 7-10. To aid in table generation, the author programmed a macro in

which the user inputs the system parameters (span, rise, cross-sectional area, moment of

inertia, and loadings) and the macro runs the various rise-to-span ratios through the FEA

matrices, finds loads for each load case, and takes the worst loading from all cases for the

design loads. This means that the maximum moment may come from one load case and

the maximum axial force from another. The same can be said about the base reactions.

Also, the point of maximum moment and maximum axial force most likely do not

coincide, but designing a lumber beam-column (i.e., lamella) to resist those simultaneous

maximum forces will give a conservative design.

Values in the tables are given in units per foot of arch.

Page 1142

Discussed earlier was the notion of the arch stiffness being a function of the moment of

inertia over the cross-sectional area. In keeping with the conclusions drawn in Section

3.3.6, the author uses an I/A value of 100, representing a stiff arch, for the FEA

calculations.

Additionally, when designing for ASD while using the NDS design specification, one

must pay attention to the load duration factor CD. Since wood has a load carrying

capacity that increases when the load duration decreases, the NDS assigns different CD

values based on the load case. For example, NDS Table 2.3.2 specifies that an

occupancy live load with a ten-year duration gets a CD value of 1.0 while a wind load

with a ten-minute duration gets a CD value of 1.6. The load duration factor is used to

increase (or decrease, if the dead load controls) the design values of the lumber used,

essentially making the wood stronger.

Since the load duration factor changes depending on the loads used in the load

combination, the various loads found through the FEA method must be normalized.

Consider, for example, the load case D + 0.75(0.6W) + 0.75S. The NDS specification

states that the CD value for the shortest duration load be used for the combination, which

means that the above load combination has a CD value of 1.6. To normalize it, the loads

found by the FEA spreadsheet are divided by that CD value. Then, when designing the

lamella to carry the load, the load duration factors can all be assumed to be 1.0.

The finished load tables are found in Appendix F.

Page 1143

4.2 Connection Tables

Connection design is based on the assumption that the lamella connection can be

modeled as a double-shear connection, as shown in Figure 47.

Figure 47 - Double Shear Bolted Connection [10].

As seen in Section 2.1.1, the actual geometry is a little more complicated (see Figure 17)

but the approximation is close enough. Since the lamellas are all the same thickness, Ɛs

would be equal to t, the thickness of the member, and

t
Am = . (83)
cos 2θ

These two values are used in determining the shear capacity of the connection.

The NDS stipulates finding several yield limit states for a double shear connection.

These limit states are shown in Appendix A, Figure A-1. Since the connection is double

shear, only modes Im, Is, IIIs, and IV apply, each with its own yield limit equation. They

are

DA m Fem
Im : Z = , (84)
Rd

Page 1144

DA s Fes
Is : Z = , (85)
Rd

2k3 DA s Fem
IIIs : Z = , (86)
( 2 + Re ) Rd

and

2D2 2 Fem Fyb
IV : Z = , (87)
Rd 3 (1 + Re )

where

D = dowel diameter, in,
Fyb = dowel bending yield strength, psi,
Rd = reduction term,
Re = Fem Fes ,
A m = main member dowel bearing length, in,
A s = side member dowel bearing length, in,
Fem = main member dowel bearing strength, psi,
Fes = side member dowel bearing strength, psi,

and

2 (1 + Re ) 2 Fyb ( 2 + Re ) D 2
k3 = −1 + + . (88)
Re 3Fem A 2s

At this point some simplifications and substitutions can be made. To start, Fem and Fes

are dependent only on the wood specific gravity and the dowel diameter, making them

the same value [10]:

6,100G1.45
Fem = Fes = Fe ⊥ = .
D

Page 1145

The Fe ⊥ equation is used since the shear load acts perpendicular to grain. Since Fem and

Fes are the same value, Re simplifies to one. Completing the substitutions yields:

Fyb D 2.5
k3 = −1 + 4 + , (89)
3, 050t 2G1.45

6,100G1.45t D
Im : Z = , (90)
Rd cos 2θ

12, 200G1.45t D
Is : Z = , (91)
Rd

12, 200k3G1.45t D
IIIm : Z = , (92)
3Rd

and

2D2 6,100G1.45 Fyb
IV : Z = . (93)
Rd 9 D

The Rd value changes depending on the yield mode. Figure 48 shows how it is

determined. The footnote in the table notes that for threaded fasteners with a nomimal

diameter greater than or equal to ¼Ǝ and a root diameter, Dr, less than ¼Ǝ (i.e., ¼Ǝ and

5/16Ǝ bolts),

Rd = K D Kθ ,

where

K D = 10 Dr + 0.5,

Page 1146

and Kș is the same as shown in Figure 48. In all cases, since the shear is perpendicular to

grain, ș is 90° and Kș becomes 1.25.

Figure 48 - Reduction Term, Rd [10].

Page 1147

5 Lamella Strength and Connection Design

The following sections will display how one analyzes a lamella section for design

adequacy and how one would design the connection to withstand the loads applied on it.

5.1 Lamella Strength Analysis

The lamella is designed based on the assumption that it acts like a beam-column with

biaxial bending and compression. Testing done by the author (see Section 7.3.1) backs

up this assumption. According to the NDS Section 3.9.2, the equation for bending and

axial compression is

ª fc º fb1 fb 2
« ′» + ′ + ≤ 1.0 (94)
¬ Fc ¼ Fb1 ¬ª1 − ( f c FcE1 ) ¼º Fb′2 ¬ª1 − ( f c FcE 2 ) − ( f b1 FbE ) ¼º

where

′
0.822 Emin
f c < FcE1 = 2
, (95)
§ A e1 ·
¨ ¸
© d1 ¹

′
0.822 Emin
f c < FcE 2 = 2
, (96)
§ A e2 ·
¨ ¸
© d2 ¹

′
1.20 Emin
f b1 < FbE = , (97)
( RB )

with

Page 1148

fb1 = actual edgewise bending stress (bending load applied to narrow face of member),
f b 2 = actual flatwise bending stress (bending load applied to wide face of member),
f c = actual compressive stress from axial load,
d1 = wide face dimension (lamella depth),
d 2 = narrow face dimension (lamella thickness),
A e = effective column length (NDS Section 3.7.1.2),

and

Fb′1 = FbCDCM Ct CLCF C fu Ci Cr , (98)

Fb′2 = FbCD CM Ct CL CF C fu Ci Cr , (99)

Fc′ = FcCDCM Ct CF Ci CP (100)

and

E ′min = Emin CM Ct Ci CT . (101)

Since the lamella is continually braced in the weak direction by the roof diaphragm,

Equation (96) essentially becomes infinite, which reduces Equation (94) to

ª fc º f b1 fb 2
« ′» + ′ + ≤ 1.0. (102)
F
¬ c¼ F ª
b1 ¬1 − ( f c F )
cE1 ¼º F ′ ª
b2 ¬1 − ( b1 bE ) ¼
f F
º

As stated before, the CD factor has already been normalized to 1.0. Also, for most of the

adjustment factor C values, the values can be eliminated by setting them equal to 1.0, as

well. Since the lamella roof is most likely going to be built indoors, the moisture,

temperature, and incising factors - CM, Ct, and Ci, respectively - will be equal to 1.0.

In strong-axis bending, the flat use factor Cfu drops to 1.0 since it is bending edge-wise.

For the maximum positive moment, the compression edge of the lamella is continually

Page 1149

braced by the sheathing on top, and the beam stability factor CL becomes 1.0, as well.

For the maximum negative moment, the compression edge is only braced at the lamella

ends and at the halfway point by the adjacent lamellas. Assuming the lamella is loaded

with a uniformly distributed load, the effective length Ɛe can be one of two values. If the

unsupported length Ɛu divided by the lamella depth is less than seven (Ɛu/d < 7), then

A e = 2.06A u . (103)

If the ratio is above seven, then the effective length becomes

A e = 1.63A u + 3d . (104)

The beam stability factor is then found by

1 + ( FbE Fb* ) ª1 + ( FbE Fb* ) º F F *

CL = − « » − bE b , (105)
1.9 «¬ 1.9 »¼ 0.95

where

Fb* = FbCDCM Ct CF Ci Cr ,

′
1.20 Emin
FbE = 2
, (106)
RB

and

Aed
RB = , (107)
b2

where b is the thickness of the lamella and RB shall not exceed 50. The two different CL

values must be used in conjunction with their respective moments when using Equation

(102) to check the beam-column.

Page 1150

In weak-axis bending, the flat-use factor Cfu is given by Tables 4A, 4B, 4C, and 4F of the

NDS 2005 Supplement. The beam stability factor CL is 1.0 since its depth is less than its

width.

The size factor CF depends on the size of the member and the species and will change

depending on the lamella size. Unless the lamellas are spaced at 24 inches or less, the

repetitive member factor Cr will be equal to 1.0, as well (it will be 1.15 otherwise). Since

the lamella roof does not meet any of the specifications of NDS Section 4.4.2, the

buckling stability factor CT is also equal to 1.0.

Finding the column stability factor CP is a little more involved. For starters, the NDS

limits the slenderness ratio Ɛe/d to 50 (75 during construction), where

A e = K e A. (108)

The connections between the lamellas are assumed to be pinned-pinned so the effective

length factor Ke is equal to 1.0. The lamellas are braced continuously in the weak

direction by the roof sheathing so the Y-Y axis slenderness ratio is zero. The side

lamellas, though they brace the continuous lamella at the half-points, only brace in the

weak direction; thus, the effective length in the X-X axis is

A e = A. (109)

In reality, the lamella would have to be very long and very shallow in order for the

slenderness ratio to be greater than 50. For example, a 2x8 lamella with a depth of 7.25

inches would have to be over 30 feet long for this to happen.

Equation 3.7-1 of the NDS then gives the column stability factor as

Page 1151

1 + ( FcE Fc* ) ª1 + ( FcE Fc* ) º F F *

CP = − « » − cE c , (110)
2c «¬ 2c »¼ c

where

Fc* = Fc CD CM Ct CF Ci ,
c = 0.8 for sawn lumber,
c = 0.85 for round timber poles and piles,
c = 0.9 for structural glued laminated timber or structural composite lumber,

and FcE is the same as in Equation (95).

The thrust and moments found in the Load Tables must be adjusted to take the skew of

the lamella arches and the length of the lamellas into consideration. The moment in the

strong direction must be multiplied by the spacing of the lamellas and divided by the

cosine of the skew angle since the lamella follows the skewed arch [3]:

M x ,lam =
(Spacing )( M load table ) . (111)
cos θ

The thrust is taken up by two lamellas, since the compressive force can go two ways in

each connection node [3]:

( Spacing ) ( Fa ,load table )
Fa ,lam = . (112)
2 cos θ

In the weak direction, the moment is generated by the force couple created by the side

lamellas abutting the middle lamella, which is simply the axial thrust multiplied by the

shift of the connection:

M y ,lam = ( Fa ,lam ) ( s ) . (113)

Page 1152

With a chosen trial section one can begin the process of checking the section for

adequacy. First, one finds the bending and compressive stresses by

M x ,lam
f b1 = , (114)
S xx

M y ,lam
fb 2 = , (115)
S yy

and

Fa ,lam
fc = . (116)
A

After these calculations, it is a simple matter of checking the calculated stresses for

compliance in the interaction equation from Equation (102). It is important to note that

this calculation must be done twice – once for the maximum positive moment and once

for the maximum negative moment, each calculated with their respective CL values.

Page 1153

5.2 Connection Design

Since the connections between lamellas are achieved using dowel-type fasteners, the

equation for the reference design value is

Z ′ = ZCDCM Ct Cg CΔ Ceg CdiCtn , (117)

where

CD = Load Duration Factor,
CM = Wet Service Factor,
Ct = Temperature Factor,
Cg = Group Action Factor,
CΔ = Geometry Factor,
Ceg = End Grain Factor,
Cdi = Diaphragm Factor,
Ctn = Toe-Nail Factor.

Again, the CD factor is normalized to 1.0 as in Section 4.1. Unless the building is

exposed to the elements, the CM and Ct factors will most likely be 1.0 as well.

The calculation for the group action factor is rather long. To begin,

ª m (1 − m 2 n ) º 1+ R
Cg = « »ª EA º
, (118)
« n ª(1 + REA m ) (1 + m ) − 1 + m º » ¬ 1 − m »¼
n 2n «
¬ ¬ ¼¼

where

Page 1154

n = number of fasteners in a row,
ªEA E A º
REA = min « s s , m m » ,
¬ Em Am Es As ¼
Em = modulus of elasticity of main member, psi,
ES = modulus of elasticity of side member, psi,
Am = cross-sectional area of main member, in 2 ,
As = cross-sectional area of side member, in 2 ,
m = u − u 2 − 1,
sª 1 1 º
u = 1+ γ « + »,
2 ¬ Em Am Es As ¼
s = center-to-center spacing between adjacent fasteners in a row, in,
γ = 180, 000 D1.5 (for dowel-type fasteners in wood-to-wood connections).

However, since the side member and main members are the same material, and the side

lamella area will always be less than the middle lamella due to the curvature cut,

Em = Es = E ,
As
REA = ,
Am
180, 000 D1.5 s ª 1 1º
u = 1+ « + ».
2E ¬ Am As ¼

The geometry factor, if the designer follows the diagrams in Figure 15 and Figure 16, can

be equal to the value shown for those figures. If it falls somewhere between, Cǻ can be

found through one of two ways. To quote the NDS,

When dowel-type fasteners are used and the actual end distance for parallel or perpendicular to

grain loading is greater than or equal to the minimum end distance (see Figure 11) for Cǻ = 0.5,

but less than the minimum end distance for Cǻ = 1.0, the geometry factor, Cǻ, shall be determined

as follows:

actual end distance
CΔ = ,
minimum end distance for CΔ = 1.0

Page 1155

and

When the actual spacing between dowel-type fasteners in a row for parallel or perpendicular to

grain loading is greater than or equal to the minimum spacing (see Figure 12), but less than the

minimum spacing for Cǻ = 1.0, the geometry factor, Cǻ, shall be determined as follows:

actual spacing
CΔ = . [10]
minimum spacing for CΔ = 1.0

The end grain factor, Ceg, only applies when a fastener is loaded in withdrawal from the

end grain of a member and can be set to 1.0. Since the lamella connection is not part of a

diaphragm, the Cdi is also 1.0. And, since the connections are not toe-nailed, Ctn is equal

to 1.0 as well.

The connection joint between the continuous and non-continuous lamellas must be

designed to handle both vertical shear perpendicular to grain and thrust parallel to grain

as a result of the eccentric connection. The vertical shear can be found by [16]:

4 M x ,lam
V⊥ = , (119)
A

where Mx,lam is the moment in the strong axis of the lamella resulting from the chosen

loading combination.

The thrust parallel to grain results in tension in the bolts. According to Scofield [3], the

magnitude of this tension is found by

2 Fa ,lam cos θ
Tbolts = , (120)
tan 2θ

where Fa,lam is the thrust in each lamella and ș is the skew angle of the lamella arch. This

tension would be split evenly between the bolts in the connection. Also, the tension in

Page 1156

the bolt would need to be transferred to the lamella through a washer of appropriate

surface area so as not to crush the surrounding wood, as discussed later in this section

[16].

The tensile capacity of a bolt is found by multiplying the diameter of the bolt by its

yielding stress [4]. However, since there is a reduction in area due to the threads at the

end of the bolt, one must use the root diameter Dr for calculations:

Tcap = Dr Fy ,bolt . (121)

The yielding stress of the bolts is usually 36,000 psi. Using this information, Table 11

was created.

Table 11 - Strength Properties for Standard Hex Bolts.

WƌŽƉĞƌƚŝĞƐĨŽƌ^ƚĂŶĚĂƌĚ,ĞǆŽůƚƐ
ZŽŽƚ ZŽŽƚ dĞŶƐŝůĞ
ŝĂŵĞƚĞƌ
ŝĂŵĞƚĞƌ ƌĞĂ΀ƌ ΁ ĂƉĂĐŝƚǇ
΀΁ Ϯ
΀ƌ ΁;ŝŶͿ ;ŝŶ Ϳ ΀΁;ůďƐͿ
ϭͬϰΗ Ϭ͘ϭϴϵ Ϭ͘ϬϮϴ ϭϬϬϱ
ϱͬϭϲΗ Ϭ͘Ϯϰϱ Ϭ͘Ϭϰϳ ϭϲϵϱ
ϯͬϴΗ Ϭ͘Ϯϵϴ Ϭ͘ϬϳϬ ϮϱϭϬ
ϭͬϮΗ Ϭ͘ϰϬϲ Ϭ͘ϭϮϵ ϰϲϲϬ
ϱͬϴΗ Ϭ͘ϱϭϰ Ϭ͘ϮϬϳ ϳϰϲϱ
ϯͬϰΗ Ϭ͘ϲϮϳ Ϭ͘ϯϬϵ ϭϭϭϭϱ
ϳͬϴΗ Ϭ͘ϳϯϵ Ϭ͘ϰϮϵ ϭϱϰϰϬ
ϭΗ Ϭ͘ϴϰϳ Ϭ͘ϱϲϯ ϮϬϮϴϬ

Washers are used to transfer the tension load from the bolts to the lamellas and must be

designed so as not to crush the surrounding wood. First, one must compute the

compression strength of the wood perpendicular to grain [10]:

Fc′⊥ = Fc ⊥CM Ct Ci Cb . (122)

Page 1157

If the lamella roof is enclosed such that the lamellas are indoors, the CM, Ct, and Ci,

factors will all drop to 1.0. The NDS has the following to say about the bearing area

factor Cb:

Reference compression design values perpendicular to grain, Fc ⊥ ,apply to bearings of any length

at the ends of a member, and to all bearings 6Ǝ or more in length at any other location. For

bearings less than 6Ǝ in length and not nearer than 3Ǝ to the end of a member, the reference

compression design value perpendicular to grain, Fc ⊥ , shall be permitted to be multiplied by the

following bearing area factor, Cb:

A b + 0.375
Cb = (123)
Ab

where

Ɛb = bearing length measured parallel to grain, in. [10]

Since the bolts, and therefore the washers, are closer than 3Ǝ to the end of the lamella, the

bearing area factor does not increase the design compression strength perpendicular to

grain and can be set to 1.0, as well.

From there, the necessary washer area needed for the tension developed in the bolts is

found by

Tbolts
Awasher ≥ . (124)
Fc′⊥

This washer area is split between the bolts in the connection and applies for the entire

connection. In other words, half of the washer area is for one side of the connection and

the other half for the other side.

Page 1158

It should be noted that due to friction between the bolts and the surrounding wood, the

forces in the connection will be slightly less than those computed, yielding slightly

conservative design values [16].

Page 1159

6 Design Example

In this section, the tables developed by the author are used to design an example lamella

roof. The example is designed following the NDS 2005 Specification using the

Allowable Stress Design (ASD) process. It should be noted that Load & Resistance

Factor Design (LRFD) is a perfectly acceptable design approach; however, the tables

developed by the author use ASD load combinations.

In this example, the combination of snow drift and dead loads likely generates the largest

loads on the structure; however, due to the nature of the load tables it is impossible to tell.

The following design criteria apply:

• 40 ft span (S = 40 ft)

• 10 ft rise (T = 10 ft)

• Southern Pine No.1 lumber

• Structure dead load (D) = 10 psf

• Construction live load (Lr) = 20 psf

• Grounld snow load (pg) = 30 psf

• Basic wind speed (V) = 120 mph

• 10 lamellas per arch (n = 10)

• Skew angle of 19° (ș = 19°)

6.1 Lamella Strength Check

First one must find the nominal length Ɛ of the lamellas. Thus,

Page 1160

4T 2 + S 2 4 (10′ ) + ( 40′ )
2 2

R= = = 25′,
8T 8 (10′ )

β 2 § R −T · 2 § 25′ − 10′ ·
2φ = = arccos ¨ ¸ = arccos ¨ ¸ = 10.62°,
n n © R ¹ 10 © 25′ ¹

§ 10.62° ·
A c − c = 2 R sin φ = 2 ( 25′ ) sin ¨ ¸ = 4.63′,
© 2 ¹

A c−c 6.604′
A= = = 4.90′ .
cos θ cos (19° )

Looking at Table 1, this length of lamella at a skew of 19° gives a spacing of about 1.59

feet. From looking at the load tables in Appendix E, the following loads (per foot section

of arch) are caused by the aforementioned design criteria:

• Ry = 545 lbs

• Rx = 520 lbs

• Fa = 755 lbs

• M - = -8800 in-lbs

• M + = 10110 in-lbs

The axial thrust in each lamella is then found by

Fa ,lam =
( 755 lbs ) (1.59′ )
ft = 636 lbs ,
2 cos (19° )

and the moments are

Page 1161

−
(1.59′ ) ( −8800 in-lbs ft )
M = = −14837 in-lbs ,
cos (19° )
x ,lam

(1.59′ ) (10110 in-lbs ft )
M x+,lam = = 17046 in-lbs ,
cos (19° )
M y ,lam = ( 636 lbs )( 3.79′′ ) = 2865 in-lbs .

The lamella must now be designed as a biaxial beam-column to withstand the combined

thrust and moment for both positive and negative moment. For the positive moment, the

compression side of the member is assumed to be braced continuously by the sheathing

on the rooftop. For the negative moment, the side lamellas abut the continuous lamella at

the half-points providing lateral bracing, giving an unbraced length of half of the lamella

length. The weak-axis bending is assumed to be braced at the endpoints only. A 2x10

trial section will be used for the strength checks – it has the following characteristics

[10]:

• A = 13.88 in2

• Sxx = 21.39 in3

• Syy = 3.469 in3

• Fb = 1300 psi

• Fc = 1600 psi

• Emin = 620,000 psi

Since the size of the bolts is unknown, the shift of the connection cannot be immediately

found. The author assumes ½Ǝ bolts in design which, according to Table 2, gives a shift

of 3.79Ǝ. The forces due to the thrust and moments are as follows:

Page 1162

Fa ,lam 636 lbs
fc = = = 45.9 psi ,
A 13.88 in 2
−
M 14837 in-lbs
fb−1 = x ,lam
= = 693.6 psi ,
S xx 21.39 in 3
M x+,lam 17046 in-lbs
f b+1 = = = 796.9 psi ,
S xx 21.39 in 3

and

M y ,lam 2865 in-lbs
fb 2 = = = 825.8 psi .
S yy 3.469 in 3

Now the adjustment factors must be found. Since the lamellas are spaced at less than 24Ǝ

on-center, the repetitive member factor Cr can be set to 1.15, which increases the bending

strength of the lumber. From here, the beam stability factor CL for the negative moment

is calculated:

Au
=
( 4.90′ 2 )(12 in ft ) = 3.18′ < 7.0,
d1 9.25′′
A e = 2.06A u = 2.06 4.90′ ( 2 )(12 in ft ) = 60.52′′,

RB =
A ed
=
( 60.52′′ )( 9.25′′) = 15.77,
(1.5′′)
b2

′ = Emin CM Ct Ci CT = ( 620, 000 psi )(1.0 )(1.0 )(1.0 )(1.0 ) = 620, 000 psi,
Emin

′
1.20 Emin 1.20 ( 620, 000 psi )
FbE = = = 2990 psi,
(15.77 )
2 2
RB
Fb* = Fb CD CM Ct CF Ci Cr = (1300 psi )(1.0 )(1.0 )(1.0 )(1.0 )(1.0 )(1.15 ) ,
Fb* = 1495 psi,

Page 1163

1 + ( FbE Fb* ) ª1 + ( FbE Fb* ) º F F *

CL = − « » − bE b ,
1.9 «¬ 1.9 »¼ 0.95
1 + ( 2990 1495 ) ª1 + ( 2990 1495 ) º 2990 1495
CL = − « » − ,
1.9 ¬ 1.9 ¼ 0.95
CL = 0.956 .

Now, the column stability factor CP is determined:

′
0.822 Emin 0.822 ( 620, 000 psi )
FcE = 2
= 2
= 12630 psi,
§ Ae · § ( 4.90′ )(12 in ft ) ·
¨ ¸ ¨ ¸
©d ¹ © 9.25′′ ¹
Fc* = Fc CD CM Ct CF Ci = (1600 psi )(1.0 )(1.0 )(1.0 )(1.0 )(1.0 ) = 1600 psi,
c = 0.8,

1 + ( FcE Fc* ) ª1 + ( FcE Fc* ) º F F *

CP = − « » − cE c ,
2c «¬ 2 c »¼ c
1 + (12630 1600 ) ª1 + (12630 1600 ) º 12630 1600
CP = − « » − ,
2 ( 0.8 ) ¬ 2 ( 0.8 ) ¼ 0.8
CP = 0.973 .

Now, the remaining three design stresses for the unity check equation follow:

Fb′1 = FbCD CM Ct CL CF C fu Ci Cr = (1300 psi )(1.0 )(1.0 )(1.0 )( 0.956 )(1.0 )(1.0 )(1.0 )(1.15 ) ,
Fb′1 = 1430 psi.

The above Fb′1 applies to the negative moment since the CL value is for an unbraced

length of 2.45 feet. For the positive moment with the compression edge continually

braced, CL = 1.0 and

Page 1164

Fb′1 = FbCDCM Ct CLCF C fu Ci Cr = (1300 psi )(1.0 )(1.0 )(1.0 )(1.0 )(1.0 )(1.0 )(1.0 )(1.15) ,
Fb′1 = 1495 psi.

For the compressive strength parallel to grain,

Fc′ = Fc CD CM Ct CF Ci CP = (1600 psi )(1.0 )(1.0 )(1.0 )(1.0 )(1.0 )( 0.973) ,
Fc′ = 1556 psi.

From here, it is a simple matter to plug the values into the modified unity equation. For
the negative moment:
ª fc º fb1 fb 2
« ′» + ′ + ≤ 1.0,
¬ Fc ¼ Fb1 ª¬1 − ( f c FcE1 ) º¼ Fb′2 ¬ª1 − ( f b1 FbE ) ¼º

ª 45.9 psi º 693.6 psi 825.8 psi
«1556 psi » + ª § 45.9 psi · º
+
ª § 693.6 psi ·2 º
≤ 1.0,
¬ ¼
(1430 psi ) «1 − ¨ ¸ » (1794 psi ) «1 − ¨ ¸ »
¬ © 12630 psi ¹ ¼ «¬ © 2990 psi ¹ »¼
0.974 < 1.0 O.K. ,

and the positive moment is

ª 45.9 psi º 796.9 psi 825.8 psi
«1556 psi » + ª § 45.9 psi · º
+
ª § 796.9 psi · 2 º
≤ 1.0,
¬ ¼
(1495 psi ) «1 − ¨ ¸ » (1794 psi ) «1 − ¨ ¸ »
¬ © 12630 psi ¹ ¼ «¬ © 2990 psi ¹ »¼
1.031 > 1.0 .

The unity equation checks out for the negative moment but is about 3% high for the

positive moment. However, since the loads on the arch are generally overstated and the

stiffness of the roof will increase with the addition of the roof diaphragm, this extra 3% is

of small concern and can most likely be ignored. Thus, a 2x10 section is adequate for

design.

Page 1165

It should also be noted that the end supports of the arch need to be designed to carry 520

lbs. of lateral force per foot and 545 lbs. of gravity load per foot.

6.2 Connection Design

As mentioned in Section 4, there are two load paths in the connection. First, the vertical

shear through the connection is found by

4 M x+,lam 4 (17046 in-lbs )
V⊥ = = = 1160 lbs .
A (
4.90′ 12 in
ft)
The positive moment is used because its magnitude is greater than that of the negative

moment.

The tension due to the eccentric connection is

2 Fa ,lam cos θ 2 ( 636 lbs )( cos19° )
Tbolts = = = 1540 lbs .
tan 2θ tan 38°

From Equation (117), we know that the strength of a connection is determined by

Z ′ = ZCD CM Ct Cg CΔ Ceg Cdi Ctn .

The duration, moisture, temperature, end grain, diaphragm action, and toe-nail factors can

all be set to 1.0 as discussed in Section 5.2. For determining the group action factor, a

couple properties of the lamella must be found first. From Equation (11), the total length

of the lamella, assuming ½Ǝ bolts, is

Page 1166

2 R sin φ t + 2 D tan 2θ t
AT = + + ,
cos θ 2sin θ cos θ tan 2θ

AT =
( )
2 ( 25′ ) 12′′ ′ sin ( 5.31° ) 1.5′′ + 2 ( 0.5′′ ) tan ( 38° )
1 + +
1.5′′
,
cos (19° ) 2sin (19° ) cos (19° ) tan ( 38° )
A T = 65.09′′ ≈ 5′ − 5 3 32′′ .

Then, the angle ࢥT is

§ ·
§ AT · ¨ 65.09′′ ¸ = 6.228°,
φT = arcsin ¨ ¸ = arcsin
© 2R ¹ (
¨ 2 ( 25′ ) 12′′ ¸
© 1′ ¹ )
which means that the rise of the individual lamella, according to Equation (16), is

65.09′′
T′ = R −
AT
2 tan φT
(
= ( 25′ ) 12′′ ′ − )
1 2 tan ( 6.228° )
= 1.77′′,

which must be subtracted from the depth of the lamella to find its depth at the connecting

end. Since a 2x10 has a depth of 9.25Ǝ, the depth at the connecting ends would be 7.48Ǝ.

Looking at Table B-4, the maximum length of a lamella for ½Ǝ bolts while still keeping

the geometry factor Cǻ equal to 1.0 is 8.5ƍ for three bolts and a radius of 25ƍ. Since the

total length of lamella is under that maximum, the spacing for keeping Cǻ equal to 1.0

should be used. According to Figure 16, this spacing is 4D, which would be 2Ǝ for ½Ǝ

bolts.

For the group action factor,

Em = Es = E = 620, 000 psi,
As ( 7.48′′ )(1.5′′ )
REA = = = 0.808.
Am 13.88 in 2

Then, with a spacing of 2Ǝ,

Page 1167

180, 000 D1.5 s ª 1 1º
u = 1+ « + »,
2E ¬ Am As ¼
180, 000 ( 0.5′′ )( 2′′) ª 1 +
1.5
1 º
u = 1+ « »,
2 ( 620, 000 psi ) ¬13.88 in ( 7.48′′ )(1.5′′ ) ¼

u = 1.107,
m = u − u 2 − 1 = (1.107 ) − (1.107 ) − 1 = 0.8339.

Plugging these values in to solve for the geometry factor yields

ª m (1 − m 2 n ) º 1+ R
Cg = « »ª EA º
,
« n ª(1 + REA m ) (1 + m ) − 1 + m º » ¬ 1 − m »¼
n 2n «
¬ ¬ ¼¼
ª
Cg = «« (
( 0.8339 ) 1 − ( 0.8339 ) ( )
2 3
) º
» ª 1 + 0.808 º ,
2( 3 ) » «
(
ª ) º ¬1 − 0.8339 ¼»
«¬ ( 3) ¬ 1 + ( 0.808 )( 0.8339 ) (1 + 0.8339 ) − 1 + ( 0.8339 ) ¼ »¼

C g = 0.990.

Essentially, the design strength of the connection will only be reduced by 1% since the

geometry factor is the only one not equal to 1.0.

Table F-1 shows that a ½Ǝ bolt can withstand 530 lbs of shear for southern pine (G =

0.55), so three bolts would have a shear capacity of

Z ′ = ZCD CM Ct C g CΔ Ceg Cdi Ctn ,
Z ′ = ( 3)( 530 lbs )(1.0 )(1.0 )(1.0 )( 0.990 )(1.0 )(1.0 )(1.0 )(1.0 ) = 1570 lbs,

which is greater than the 1160 lbs required. Table 11 shows that a ½Ǝ bolt has a tensile

capacity of 4460 lbs so by observation, three of them are more than sufficient for the

1540 lbs required.

The compression strength perpendicular to grain of the lamella is

Page 1168

Fc′⊥ = Fc ⊥ CM Ct Ci Cb = ( 565 psi )(1.0 )(1.0 )(1.0 )(1.0 ) = 565 psi ,

and the required area of washers is then

Tbolts 1540 lbs
Awasher ≥ = = 2.72 in 2 .
Fc′⊥ 565 psi

Washer size should be specified by the engineer based on availability of materials. If

regular stamped washers have insufficient area, oversized square washers may need to be

used.

Page 1169

7 Prototype Models

In order to better visualize and demonstrate the concept of the lamella roof, two models

were created. They gave the author a better understanding of how the lamella roof fits

together and also demonstrated the ease of assembly of the system. Also, a steel model

allowed the author to perform load testing with strain gauges.

7.2 Matboard Model

A proof-of-concept model was created using matboard connected with #3 solid brass

fasteners. The lamella pieces were cut using a laser cutter and assembled by hand. While

assembling the model (shown in Figure 49), the author noted that as more pieces were

added to the lamella arch, the arch itself became more stiff, indicating an interaction

having to do with the interesting connection style used by lamella construction.

Figure 49 - Matboard Proof-of-Concept Model.

Page 1170

7.3 Steel Model

After the proof-of-concept model was made, a model made of sheet steel was fabricated

and donated by H. Kubenik Metals of Milwaukee, WI. The model was precision-cut

using a computer-controlled plasma cutter with the ends bent in a machine press (see

Figure 50 and Figure 51). The steel model was approximately a two-times scale copy of

the matboard model.

Figure 50 - Plasma Cutting of Steel Lamellas.

Page 1171

Figure 51 - Bending of Steel Lamellas.

After cutting and bending, the lamellas were assembled with machine screws, lock

washers, and nuts to create a section of a lamella arch. The finished product is displayed

in Figure 52.

Page 1172

Figure 52 - Assembled Steel Lamella Arch.

Though hard to see in Figure 52, the top of the arch had a distinct curvature in the short

direction, resulting in “cupping” of the entire structure. This is most likely due to the fact

that the drafting model used for fabrication was not as exact as required for a perfect fit.

The properties of the steel arch ended up being:

• Span [S] = 75Ǝ

• Rise [T] = 37Ǝ

• Arch width of 24Ǝ

Page 1173

• 12 ga. A36 steel (thickness [t] = 0.1084Ǝ)

• 10-32 x ½Ǝ machine screws

• 8.5 lamellas per arch (n = 8.5)

• Spacing = 4.145Ǝ

• Nominal depth of lamella [d] = 2.05Ǝ

7.3.1 Load Testing

The steel model was tested to see if the resultant stresses on the model fit with those

predicted by the load table program created by the author. Special bearing plates were

fabricated out of 2x4 lumber to act like pinned connections at the springing ends of the

arch as shown in Figure 53.

Page 1174

Figure 53 - Steel Model Bearing Plates.

To find the stresses in the lamellas during testing, several strain gauges were affixed to

the model, as depicted in Figure 54.

Page 1175

Figure 54 - Strain Gauge Close-up.

The strain gauges were placed in the middle of a lamella span to reduce any affects that

stress concentrations might have had on the results. They were placed in three groups at

different parts of the arch, as shown in Figure 55. The gauge groups are depicted with a

black rectangle.

Page 1176

Figure 55 - Strain Gauge Locations.

The numbers next to the rectangles represent the locations of the numbered strain gauges.

The gauge with the lower number is closer to the outside of the arch, i.e., SG1 is at the

very top of the arch while SG3 is directly below it on the inside of the arch.

Three different loading patterns were used for testing, shown in Figure 56, Figure 57, and

Figure 58, each to simulate a different real-world loading. Plastic bags, each filled with

ten pounds of sand, were used to control the amount of load. The first series was to

simulate a balanced snow load.

Page 1177

Figure 56 - Balanced Snow Load Simulation.

The second simulated a snow drift load by stacking sand bags on half of the structure.

The sand bag loading does not exactly reflect the loading pattern depicted in the

Simplified Figure 7-3 found in Appendix C since the loading is uniform. To counter this

discrepancy, the loading pattern in the Simplified Figure 7-3 was averaged to 1.35pf and

the load put into the load table program was adjusted to match this value.

Page 1178

Figure 57 - Snow Drift Load Simulation.

The final loading stacked bags on the apex of the arch to simulate a point load. This

point load would essentially be a lineal load along the length of the apex if the roof.

Page 1179

Figure 58 - Point Load Simulation.

Since the bags had a total bearing area of 10Ǝ by 10Ǝ (or 100 in2), the corresponding area

load would be 14.4 psf. Also, the point load simulation is modeled as a lineal load on the

length of the apex, which would correlate to 12 plf per bag. These corresponding loads

were inputted into the load table program developed by the author, then adjusted using

the process outlined in the end of Section 5.1 to find the predicted stresses on the

lamellas. Since the lamellas are in biaxial bending and compression, the stresses are

summed to reflect correlate to the correct combination of compression and moment.

Table 12 displays a list of data found during the different loading tests. Perhaps most

interesting are the data from Strain Gauges 6-8. It appears that weak axis bending was so

Page 1180

large that on the face the strain gauges were attached, the effects of strong axis bending

and compression were not enough to put compressive stress into the fibers.

Table 12 - Strain Gauge Testing Data.

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The data showing the predicted stress values are shown in Table 13.

Page 1181

Table 13 - Predicted Fiber Stresses.

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One can compare the predicted stresses to the actual stresses, which results in Table 14.

Table 14 - Percent Difference in Predicted versus Observed Stress.

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ϭϲ ϭϲďĂŐƐ ϳϮй ϯϮϬй Ϯϳй ͲϰϬй ϯϬй Ϯϰй Ͳϰϵй ϭϵϬй
ϭϳ ϮϬďĂŐƐ ϳϮй ϯϭϯй Ϯϲй Ͳϱϰй Ϯϳй ϭϵй Ͳϱϲй ϮϬϰй
ϭϴ ϮϰďĂŐƐ ϳϱй ϯϮϯй Ϯϰй Ͳϱϴй Ϯϳй ϭϴй ͲϲϬй ϮϭϬй

Page 1182

Unfortunately, this comparison of values appears to be inconclusive. There are enough

values within the 10-40% overestimate range to make one wonder if the matrix program

is predicting values correctly. Yet there are also plenty of values so far out of range that

the predictions seem wildly incorrect. More testing would help clarify these

inconsistencies.

Another factor that may contribute to the discrepancy in values is the stiffness of the steel

arch. The exact stiffness is difficult to determine due to the nature of the lattice structure,

and, as mentioned before, a stiffer structure has a tendency to take on more moment. A

more flexible arch would see more axial thrust, which could help bring some of the

values closer to those predicted by the matrix program.

The author also tested to see if the horizontal reaction of the arch matched that predicted

by the matrix program. For testing, two tension gauges were attached to either end of the

steel lamella arch to measure the horizontal reaction. One end of the arch was placed

atop rollers to facilitate the stretching of the tension gauges while the other end was held

in place. This setup is show in Figure 59.

Page 1183

Figure 59 - Horizontal Reaction Test Setup.

The steel arch was subjected to the same loading conditions as the strain gauge tests. The

measurements found on the tension gauges were averaged. Since the arch was two feet

wide, the average of the two reactions is directly proportionate to the horizontal reaction

per foot given by the matrix program developed by the author. The actual values are

compared to the predicted values in Table 15.

Page 1184

Table 15 - Horizontal Reaction Comparison.

,ŽƌŝǌŽŶƚĂůZĞĂĐƚŝŽŶ
ĐƚƵĂů WƌĞĚŝĐƚĞĚ
>ŽĂĚ йŝĨĨ
;ůďƐͿ ;ůďƐͿ
ϭ ϭϮďĂŐƐ ϲ͘Ϯϱ ϭϳ ϲϯй

ĂůĂŶĐĞĚ^ŶŽǁ
Ϯ ϮϰďĂŐƐ ϭϯ͘ϱ ϯϰ͘ϭ ϲϬй
ϯ ϯϲďĂŐƐ ϭϵ͘ϳϱ ϱϭ͘ϭ ϲϭй
ϰ ϰϴďĂŐƐ Ϯϳ͘ϳϱ ϲϴ͘ϭ ϱϵй
ϱ ϲϬďĂŐƐ ϯϳ͘ϱ ϴϱ͘ϭ ϱϲй
ϲ ϳϮďĂŐƐ Ͳ ϭϬϮ͘Ϯ Ͳ
ϳ ϲďĂŐƐ ϰ͘Ϯϱ ϭϳ͘ϰ ϳϲй
ϴ ϭϮďĂŐƐ ϴ͘Ϯϱ ϯϰ͘ϴ ϳϲй

^ŶŽǁƌŝĨƚ
ϵ ϭϴďĂŐƐ ϭϮ͘ϳϱ ϱϮ͘ϭ ϳϲй
ϭϬ ϮϰďĂŐƐ ϭϲ ϲϵ͘ϱ ϳϳй
ϭϭ ϯϬďĂŐƐ ϮϮ͘Ϯϱ ϴϲ͘ϵ ϳϰй
ϭϮ ϯϲďĂŐƐ Ϯϳ͘Ϯϱ ϭϬϰ͘ϯ ϳϰй
ϭϯ ϰďĂŐƐ ϯ͘ϱ ϴ͘ϳ ϲϬй
ϭϰ ϴďĂŐƐ ϲ͘ϱ ϭϳ͘ϯ ϲϮй

WŽŝŶƚ>ŽĂĚ
ϭϱ ϭϮďĂŐƐ ϴ͘ϱ Ϯϲ ϲϳй
ϭϲ ϭϲďĂŐƐ ϭϰ͘ϱ ϯϰ͘ϲ ϱϴй
ϭϳ ϮϬďĂŐƐ ϭϳ͘Ϯϱ ϰϯ͘ϯ ϲϬй
ϭϴ ϮϰďĂŐƐ ϮϬ͘ϳϱ ϱϭ͘ϵ ϲϬй

In all cases, the predicted values are gross overestimates of the actual horizontal

reactions. Again, this could have to do with the stiffness of the steel arch being different

than that used in the matrix program. Fortunately, none of the values are underestimates

and the design horizontal reaction would be a conservative design value.

Page 1185

8 Conclusion

The lamella structure offers a unique and aesthetically pleasing architectural roof that has

the added bonus of using less material than what a “traditional” roof spanning the same

distance might. Its modular nature makes fabrication a cost-effective, repetitive task, and

its use of widely-available dimensional lumber makes its construction an attainable goal

for many smaller projects.

Previous efforts to engineer the structure relied on approximations due to the lack of

computer analysis. Modern matrix systems can be used to accurately solve for the forces

in a two-pinned arch with a given stiffness and updated building codes allow the engineer

the peace of mind to know that he or she is designing for a real-life loading scenario.

The load tables developed by the author, coupled with a detailed explanation of the

calculations necessary to check for member and connection adequacy, should allow one

to perform an introductory strength check and come up with a preliminary design for a

lamella roof. However, due to the fact that the loading patterns employed by the ASCE

7-10 are generally overestimates and due to the fact that the calculations assume

absolutely worst case loads, a more in-depth analysis should be undertaken to more

accurately find the forces in the arched roof.

Through testing, the author was unfortunately unable to find conclusive evidence that the

values predicted by his matrix program matched those found from testing. Some values

were close enough to be matches while others were clearly not. More testing and refining

of the matrix program should be undertaken to determine how exactly the two relate.

Page 1186

References

[1] Allen, J. S. 1999. “A Short History of ‘Lamella’ Roof Construction.”
Transactions of the Newcomen Society Vol. 71 (1).

[2] “Design Forum IX Features Adjaye, Eizenberg, Freear, Cruz.” 15 January 2010.
[Internet, WWW]. Available: Available from ArchiThings website; Address:
http://www.archithings.com/design-forum-ix-features-adjaye-eizenberg-freear-
cruz/2010/01/15. [Accessed 30 January 2010]. A copy of this article is available
from the author.

[3] Scofield, W. Fleming and W. H. O’Brien. 1963. Modern Timber Engineering, 5th
ed. New Orleans: Southern Pine Association.

[4] Masani, N. J. 1982. “Theory & Practice of Timber and Lamella Frames.” Timber
Engineering Manual Part III. Delhi: F.R.I. Press

[5] Heise, Karen. 2004. “Ingenieurporträt: Friedrich Reinhardt Balthasar Zollinger.”
[Internet, WWW, PDF]. Available: Available in .PDF format from Deutsche
Bauzeitung; Address: http://bauzeitung.de/files/db_essays/
ingportrait_imp_0402.pdf. [Accessed 30 January, 2011].

[6] Otzen, Robert. 1926. Handbibliothek für Bauingenieure. Julius Springer: Berlin.

[7] “The Lamella Roof (Revised Edition).” 1931. Volume IV: Construction
Information Series. Washington D.C.: National Lumber Manufacturers
Association. Ch. 12.

[8] American Institute of Steel Construction (AISC). 2005. Steel Construction
Manual, 13th ed. Chicago: American Institute of Steel Construction.

[9] “The Lamella Roof (Revised Edition).” 1931. Volume IV: Construction
Information Series. Washington D.C.: National Lumber Manufacturers
Association. Ch. 12.

[10] American Forest & Paper Association. 2006. National Design Specification for
Wood Construction, 2005 Edition. Washington D.C.: American Forest & Paper
Association.

[11] Warner, Tim. January 2011. “The Geometry of a Lamella Roof.” Paper received
in email from the author. Milwaukee, WI.

[12] von Kármán, Theodor. Late 1930’s. “Analysis of the Lamella Roof.” Paper
borrowed from California Institute of Technology. Pasadena, CA.

Page 1187

[13] Frazee, Glenn. 28 September, 2009. “The Beam Element Stiffness.” Class notes
from AE-610: Finite Element Analysis. Professor H. P. Huttelmaier. Milwaukee
School of Engineering, Milwaukee, Wisconsin. Available from the author.

[14] Chandrupatla, Tirupathi R. and Ashok D. Belegundu. 2002. Introduction to Finite
Elements in Engineering, 3rd ed. Upper Saddle River, New Jersey: Prentice Hall.

[15] American Society of Civil Engineers (ASCE). 2010. ASCE 7-10 Minimum Design
Loads for Buildings and Other Structures. New York: American Society of Civil
Engineers.

[16] Timber Design and Construction Handbook. 1956. New York: McGraw-Hill
Book Company, Inc.

Page 1188

Bibliography

Allen, J. S. 1999. “A Short History of ‘Lamella’ Roof Construction.” Transactions of the
Newcomen Society Vol. 71 (1).

American Forest & Paper Association. 2006. National Design Specification for Wood
Construction, 2005 Edition. Washington D.C.: American Forest & Paper Association.

American Institute of Steel Construction (AISC). 2005. Steel Construction Manual, 13th
ed. Chicago: American Institute of Steel Construction.

American Society of Civil Engineers (ASCE). 2010. ASCE 7-10 Minimum Design Loads
for Buildings and Other Structures. New York: American Society of Civil Engineers.

Chandrupatla, Tirupathi R. and Ashok D. Belegundu. 2002. Introduction to Finite
Elements in Engineering, 3rd ed. Upper Saddle River, New Jersey: Prentice Hall.

Cuoco, Daniel A. 1981. “State-of-the-Art of Space Frame Roof Structures.” Long Span
Roof Structures. New York: American Society of Civil Engineers.

Dean, Donald L. 1964. “Lamella Beams and Grids.” Journal of the Engineering
Mechanics Division. New York: American Society of Civil Engineers.

“Design Forum IX Features Adjaye, Eizenberg, Freear, Cruz.” 15 January 2010.
[Internet, WWW]. Available: Available from ArchiThings website; Address:
http://www.archithings.com/design-forum-ix-features-adjaye-eizenberg-freear-
cruz/2010/01/15. [Accessed 30 January 2010]. A copy of this article is available from
the author.

Frazee, Glenn. 28 September, 2009. “The Beam Element Stiffness.” Class notes from
AE-610: Finite Element Analysis. Professor H. P. Huttelmaier. Milwaukee School of
Engineering, Milwaukee, Wisconsin. Available from the author.

Heise, Karen. 2004. “Ingenieurporträt: Friedrich Reinhardt Balthasar Zollinger.”
[Internet, WWW, PDF]. Available: Available in .PDF format from Deutsche
Bauzeitung; Address: http://bauzeitung.de/files/db_essays/ingportrait_imp_0402.pdf.
[Accessed 30 January 2011].

Holzer, Siegfried M., Layne T. Watson, and Phap Vu. 1981. “Stability Analysis of
Lamella Domes.” Long Span Roof Structures. New York: American Society of Civil
Engineers.

Masani, N. J. 1961. “Theory & Practice of a Three-Hinged Arch Nail-Jointed Timber
Truss.” Timber Engineering Manual Part I. Delhi: Government of India Press.

Page 1189

Masani, N. J. 1982. “Theory & Practice of Timber and Lamella Frames.” Timber
Engineering Manual Part III. Delhi: F.R.I. Press

Nathern, Mark S. and Jan J. Tuma. 1979. “Analysis of Spherical Lamella Domes.”
Electronic Computation. New York: American Society of Civil Engineers.

Otzen, Robert. 1926. Handbibliothek für Bauingenieure. Berlin: Julius Springer.

Scofield, W. Fleming and W. H. O’Brien. 1963. Modern Timber Engineering, 5th ed.
New Orleans: Southern Pine Association.

Sherman, D. R. 1976. “Latticed Structures: State-of-the-Art Report.” Journal of the
Structural Division, Vol. 102 (11), pp. 2197-2230.

“The Lamella Roof (Revised Edition).” 1931. Volume IV: Construction Information
Series. Washington D.C.: National Lumber Manufacturers Association. Ch. 12.

Timber Design and Construction Handbook. 1956. New York: McGraw-Hill Book
Company, Inc.

Timoshenko, S. P. and D. H. Young. 1965. Theory of Structures, 2nd ed. New York:
McGraw-Hill.

von Kármán, Theodor. Late 1930’s. “Analysis of the Lamella Roof.” Paper borrowed
from California Institute of Technology. Pasadena, CA.

Warner, Tim. January 2011. “The Geometry of a Lamella Roof.” Paper received in
email from the author. Milwaukee, WI.

Page 1190

Appendix A: NDS 2005 Tables and Figures

This appendix features a copy of a relevant figure (Figure A-1) and copies of relevant

tables (Tables A-1 through A-5) from the American Forest and Paper Association’s

National Design Specification for Wood Construction.1

Table A-1 – Edge Distance Requirements.

Table A-2 – End Distance Requirements.

American Forest & Paper Association. 2006. National Design Specification for Wood
Construction, 2005 Edition. Washington D.C.: American Forest & Paper Association.

Page 1191

Table A-3 – Spacing Requirements for Fasteners in a Row.

Table A-4 – Spacing Requirements Between Rows.

Table A-5 – Reduction Term, Rd.

Page 1192

Figure A-1 – Connection Yield Modes.

Page 1193

Appendix B: Curvature versus Length Tables

Tables B-1 through B-10 feature curvature versus lamella length data for 1/4Ǝ, 5/16Ǝ,

3/8Ǝ, 1/2Ǝ, 3/4Ǝ, 7/8Ǝ, and 1Ǝ bolts.

Table B-1 - 1/4" Bolts - Maximum Lamella Length [Ɛ] (ft)
Cǻ = 1.0

ZĂĚŝƵƐ ;ϮͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ ;ϯͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ ;ϰͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ
΀Z΁;ĨƚͿ Ϯǆϰ Ϯǆϲ Ϯǆϴ ϮǆϭϬ Ϯǆϲ Ϯǆϴ ϮǆϭϬ Ϯǆϲ Ϯǆϴ ϮǆϭϬ
ϭϬϬϬ ϯϭ͘Ϭ ϱϱ͘ϵ ϳϬ͘ϴ ϴϰ͘ϳ ϰϮ͘ϭ ϲϬ͘ϱ ϳϲ͘ϯ ϮϬ͘ϰ ϰϴ͘ϭ ϲϲ͘ϵ
ϵϬϬ Ϯϵ͘ϰ ϱϯ͘ϭ ϲϳ͘Ϯ ϴϬ͘ϰ ϰϬ͘Ϭ ϱϳ͘ϱ ϳϮ͘ϰ ϭϵ͘ϰ ϰϱ͘ϳ ϲϯ͘ϱ
ϴϬϬ Ϯϳ͘ϴ ϱϬ͘Ϭ ϲϯ͘ϰ ϳϱ͘ϴ ϯϳ͘ϳ ϱϰ͘Ϯ ϲϴ͘ϯ ϭϴ͘ϯ ϰϯ͘ϭ ϱϵ͘ϵ
ϳϬϬ Ϯϲ͘Ϭ ϰϲ͘ϴ ϱϵ͘ϯ ϳϬ͘ϵ ϯϱ͘ϯ ϱϬ͘ϳ ϲϯ͘ϵ ϭϳ͘ϭ ϰϬ͘ϯ ϱϲ͘Ϭ
ϲϬϬ Ϯϰ͘ϭ ϰϯ͘ϰ ϱϰ͘ϵ ϲϱ͘ϳ ϯϮ͘ϳ ϰϳ͘Ϭ ϱϵ͘Ϯ ϭϱ͘ϵ ϯϳ͘ϰ ϱϭ͘ϵ
ϱϬϬ ϮϮ͘Ϭ ϯϵ͘ϲ ϱϬ͘Ϯ ϲϬ͘Ϭ Ϯϵ͘ϵ ϰϮ͘ϵ ϱϰ͘ϭ ϭϰ͘ϱ ϯϰ͘ϭ ϰϳ͘ϰ
ϰϬϬ ϭϵ͘ϳ ϯϱ͘ϱ ϰϰ͘ϵ ϱϯ͘ϳ Ϯϲ͘ϴ ϯϴ͘ϰ ϰϴ͘ϰ ϭϯ͘Ϭ ϯϬ͘ϲ ϰϮ͘ϰ
ϰϱϬ ϮϬ͘ϵ ϯϳ͘ϲ ϰϳ͘ϲ ϱϲ͘ϵ Ϯϴ͘ϰ ϰϬ͘ϳ ϱϭ͘ϯ ϭϯ͘ϴ ϯϮ͘ϰ ϰϱ͘Ϭ
ϰϬϬ ϭϵ͘ϳ ϯϱ͘ϱ ϰϰ͘ϵ ϱϯ͘ϳ Ϯϲ͘ϴ ϯϴ͘ϰ ϰϴ͘ϰ ϭϯ͘Ϭ ϯϬ͘ϲ ϰϮ͘ϰ
ϯϱϬ ϭϴ͘ϱ ϯϯ͘Ϯ ϰϮ͘Ϭ ϱϬ͘Ϯ Ϯϱ͘ϭ ϯϲ͘Ϭ ϰϱ͘ϯ ϭϮ͘Ϯ Ϯϴ͘ϲ ϯϵ͘ϳ
ϯϬϬ ϭϳ͘ϭ ϯϬ͘ϴ ϯϴ͘ϵ ϰϲ͘ϱ Ϯϯ͘Ϯ ϯϯ͘ϯ ϰϭ͘ϵ ϭϭ͘ϯ Ϯϲ͘ϱ ϯϲ͘ϴ
Ϯϳϱ ϭϲ͘ϰ Ϯϵ͘ϱ ϯϳ͘ϯ ϰϰ͘ϲ ϮϮ͘ϯ ϯϭ͘ϵ ϰϬ͘Ϯ ϭϬ͘ϵ Ϯϱ͘ϰ ϯϱ͘Ϯ
ϮϱϬ ϭϱ͘ϳ Ϯϴ͘ϭ ϯϱ͘ϲ ϰϮ͘ϱ Ϯϭ͘Ϯ ϯϬ͘ϰ ϯϴ͘ϯ ϭϬ͘ϰ Ϯϰ͘Ϯ ϯϯ͘ϲ
ϮϮϱ ϭϰ͘ϵ Ϯϲ͘ϳ ϯϯ͘ϴ ϰϬ͘ϯ ϮϬ͘Ϯ Ϯϴ͘ϵ ϯϲ͘ϰ ϵ͘ϵ Ϯϯ͘Ϭ ϯϭ͘ϵ
ϮϬϬ ϭϰ͘ϭ Ϯϱ͘Ϯ ϯϭ͘ϵ ϯϴ͘Ϭ ϭϵ͘Ϭ Ϯϳ͘ϯ ϯϰ͘ϯ ϵ͘ϯ Ϯϭ͘ϳ ϯϬ͘ϭ
ϭϳϱ ϭϯ͘Ϯ Ϯϯ͘ϲ Ϯϵ͘ϴ ϯϱ͘ϲ ϭϳ͘ϴ Ϯϱ͘ϱ ϯϮ͘ϭ ϴ͘ϳ ϮϬ͘ϯ Ϯϴ͘Ϯ
ϭϱϬ ϭϮ͘Ϯ Ϯϭ͘ϵ Ϯϳ͘ϲ ϯϯ͘Ϭ ϭϲ͘ϱ Ϯϯ͘ϳ Ϯϵ͘ϴ ϴ͘ϭ ϭϴ͘ϴ Ϯϲ͘ϭ
ϭϮϱ ϭϭ͘Ϯ ϮϬ͘Ϭ Ϯϱ͘ϯ ϯϬ͘ϭ ϭϱ͘ϭ Ϯϭ͘ϲ Ϯϳ͘Ϯ ϳ͘ϰ ϭϳ͘Ϯ Ϯϯ͘ϵ
ϭϬϬ ϭϬ͘Ϭ ϭϳ͘ϵ ϮϮ͘ϲ Ϯϳ͘Ϭ ϭϯ͘ϲ ϭϵ͘ϰ Ϯϰ͘ϰ ϲ͘ϳ ϭϱ͘ϱ Ϯϭ͘ϰ
ϵϬ ϵ͘ϱ ϭϳ͘Ϭ Ϯϭ͘ϱ Ϯϱ͘ϲ ϭϮ͘ϵ ϭϴ͘ϰ Ϯϯ͘ϭ ϲ͘ϰ ϭϰ͘ϳ ϮϬ͘ϯ
ϴϬ ϵ͘Ϭ ϭϲ͘ϭ ϮϬ͘ϯ Ϯϰ͘Ϯ ϭϮ͘Ϯ ϭϳ͘ϰ Ϯϭ͘ϴ ϲ͘Ϭ ϭϯ͘ϵ ϭϵ͘Ϯ
ϳϬ ϴ͘ϱ ϭϱ͘Ϭ ϭϵ͘Ϭ ϮϮ͘ϲ ϭϭ͘ϰ ϭϲ͘ϯ ϮϬ͘ϰ ϱ͘ϳ ϭϯ͘Ϭ ϭϳ͘ϵ
ϲϬ ϳ͘ϵ ϭϰ͘Ϭ ϭϳ͘ϲ Ϯϭ͘Ϭ ϭϬ͘ϲ ϭϱ͘ϭ ϭϴ͘ϵ ϱ͘ϯ ϭϮ͘Ϭ ϭϲ͘ϲ
ϱϬ ϳ͘Ϯ ϭϮ͘ϴ ϭϲ͘ϭ ϭϵ͘Ϯ ϵ͘ϳ ϭϯ͘ϴ ϭϳ͘ϯ ϰ͘ϴ ϭϭ͘Ϭ ϭϱ͘Ϯ
ϰϬ ϲ͘ϱ ϭϭ͘ϱ ϭϰ͘ϰ ϭϳ͘Ϯ ϴ͘ϳ ϭϮ͘ϰ ϭϱ͘ϱ ϰ͘ϰ ϵ͘ϵ ϭϯ͘ϲ
ϯϬ ϱ͘ϳ ϭϬ͘Ϭ ϭϮ͘ϱ ϭϰ͘ϵ ϳ͘ϲ ϭϬ͘ϴ ϭϯ͘ϱ ϯ͘ϴ ϴ͘ϲ ϭϭ͘ϴ
ϮϬ ϰ͘ϳ ϴ͘Ϯ ϭϬ͘ϯ ϭϮ͘Ϯ ϲ͘ϯ ϴ͘ϴ ϭϭ͘Ϭ ϯ͘Ϯ ϳ͘ϭ ϵ͘ϳ
ϭϴ ϰ͘ϱ ϳ͘ϴ ϵ͘ϴ ϭϭ͘ϲ ϱ͘ϵ ϴ͘ϰ ϭϬ͘ϱ ϯ͘Ϭ ϲ͘ϳ ϵ͘Ϯ
ϭϲ ϰ͘Ϯ ϳ͘ϰ ϵ͘Ϯ ϭϬ͘ϵ ϱ͘ϲ ϳ͘ϵ ϵ͘ϵ Ϯ͘ϵ ϲ͘ϰ ϴ͘ϳ
ϭϰ ϰ͘Ϭ ϲ͘ϵ ϴ͘ϲ ϭϬ͘Ϯ ϱ͘ϯ ϳ͘ϰ ϵ͘ϯ Ϯ͘ϳ ϲ͘Ϭ ϴ͘Ϯ
ϭϮ ϯ͘ϳ ϲ͘ϰ ϴ͘Ϭ ϵ͘ϱ ϰ͘ϵ ϲ͘ϵ ϴ͘ϲ Ϯ͘ϲ ϱ͘ϲ ϳ͘ϲ
ϭϬ ϯ͘ϰ ϱ͘ϵ ϳ͘ϯ ϴ͘ϳ ϰ͘ϱ ϲ͘ϯ ϳ͘ϵ Ϯ͘ϰ ϱ͘ϭ ϳ͘Ϭ

Page 1194

Table B-2 - 5/16" Bolts - Maximum Lamella Length [Ɛ] (ft)
Cǻ = 1.0

ZĂĚŝƵƐ ;ϮͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ ;ϯͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ ;ϰͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ
΀Z΁;ĨƚͿ Ϯǆϰ Ϯǆϲ Ϯǆϴ ϮǆϭϬ Ϯǆϲ Ϯǆϴ ϮǆϭϬ Ϯǆϴ ϮǆϭϬ ϮǆϭϮ
ϭϬϬϬ ϮϮ͘ϰ ϱϭ͘ϳ ϲϳ͘ϱ ϴϮ͘Ϭ ϯϱ͘ϭ ϱϱ͘ϵ ϳϮ͘ϳ ϰϭ͘ϭ ϲϮ͘ϭ ϳϳ͘ϱ
ϵϬϬ Ϯϭ͘ϯ ϰϵ͘Ϭ ϲϰ͘ϭ ϳϳ͘ϴ ϯϯ͘ϯ ϱϯ͘ϭ ϲϵ͘Ϭ ϯϵ͘Ϭ ϱϴ͘ϵ ϳϯ͘ϲ
ϴϬϬ ϮϬ͘ϭ ϰϲ͘ϯ ϲϬ͘ϰ ϳϯ͘ϯ ϯϭ͘ϰ ϱϬ͘Ϭ ϲϱ͘ϭ ϯϲ͘ϴ ϱϱ͘ϱ ϲϵ͘ϰ
ϳϬϬ ϭϴ͘ϴ ϰϯ͘ϯ ϱϲ͘ϲ ϲϴ͘ϲ Ϯϵ͘ϰ ϰϲ͘ϴ ϲϬ͘ϵ ϯϰ͘ϱ ϱϮ͘Ϭ ϲϰ͘ϵ
ϲϬϬ ϭϳ͘ϰ ϰϬ͘ϭ ϱϮ͘ϰ ϲϯ͘ϲ Ϯϳ͘ϯ ϰϯ͘ϰ ϱϲ͘ϰ ϯϭ͘ϵ ϰϴ͘ϭ ϲϬ͘ϭ
ϱϬϬ ϭϲ͘Ϭ ϯϲ͘ϲ ϰϳ͘ϴ ϱϴ͘Ϭ Ϯϰ͘ϵ ϯϵ͘ϲ ϱϭ͘ϱ Ϯϵ͘Ϯ ϰϰ͘Ϭ ϱϰ͘ϵ
ϰϬϬ ϭϰ͘ϯ ϯϮ͘ϴ ϰϮ͘ϴ ϱϮ͘Ϭ ϮϮ͘ϯ ϯϱ͘ϱ ϰϲ͘ϭ Ϯϲ͘ϭ ϯϵ͘ϰ ϰϵ͘ϭ
ϰϱϬ ϭϱ͘Ϯ ϯϰ͘ϴ ϰϱ͘ϰ ϱϱ͘ϭ Ϯϯ͘ϳ ϯϳ͘ϲ ϰϴ͘ϵ Ϯϳ͘ϳ ϰϭ͘ϳ ϱϮ͘ϭ
ϰϬϬ ϭϰ͘ϯ ϯϮ͘ϴ ϰϮ͘ϴ ϱϮ͘Ϭ ϮϮ͘ϯ ϯϱ͘ϱ ϰϲ͘ϭ Ϯϲ͘ϭ ϯϵ͘ϰ ϰϵ͘ϭ
ϯϱϬ ϭϯ͘ϰ ϯϬ͘ϳ ϰϬ͘ϭ ϰϴ͘ϲ ϮϬ͘ϵ ϯϯ͘Ϯ ϰϯ͘ϭ Ϯϰ͘ϱ ϯϲ͘ϵ ϰϲ͘Ϭ
ϯϬϬ ϭϮ͘ϰ Ϯϴ͘ϱ ϯϳ͘ϭ ϰϱ͘Ϭ ϭϵ͘ϰ ϯϬ͘ϴ ϰϬ͘Ϭ ϮϮ͘ϳ ϯϰ͘ϭ ϰϮ͘ϲ
Ϯϳϱ ϭϭ͘ϵ Ϯϳ͘ϯ ϯϱ͘ϲ ϰϯ͘ϭ ϭϴ͘ϲ Ϯϵ͘ϱ ϯϴ͘ϯ Ϯϭ͘ϳ ϯϮ͘ϳ ϰϬ͘ϴ
ϮϱϬ ϭϭ͘ϰ Ϯϲ͘Ϭ ϯϯ͘ϵ ϰϭ͘ϭ ϭϳ͘ϳ Ϯϴ͘ϭ ϯϲ͘ϱ ϮϬ͘ϳ ϯϭ͘Ϯ ϯϴ͘ϵ
ϮϮϱ ϭϬ͘ϴ Ϯϰ͘ϳ ϯϮ͘Ϯ ϯϵ͘Ϭ ϭϲ͘ϴ Ϯϲ͘ϳ ϯϰ͘ϳ ϭϵ͘ϳ Ϯϵ͘ϲ ϯϲ͘ϵ
ϮϬϬ ϭϬ͘Ϯ Ϯϯ͘ϯ ϯϬ͘ϰ ϯϲ͘ϴ ϭϱ͘ϵ Ϯϱ͘Ϯ ϯϮ͘ϳ ϭϴ͘ϲ Ϯϳ͘ϵ ϯϰ͘ϴ
ϭϳϱ ϵ͘ϲ Ϯϭ͘ϴ Ϯϴ͘ϰ ϯϰ͘ϱ ϭϰ͘ϵ Ϯϯ͘ϲ ϯϬ͘ϲ ϭϳ͘ϰ Ϯϲ͘Ϯ ϯϮ͘ϲ
ϭϱϬ ϴ͘ϵ ϮϬ͘Ϯ Ϯϲ͘ϰ ϯϭ͘ϵ ϭϯ͘ϴ Ϯϭ͘ϵ Ϯϴ͘ϰ ϭϲ͘ϭ Ϯϰ͘Ϯ ϯϬ͘Ϯ
ϭϮϱ ϴ͘Ϯ ϭϴ͘ϱ Ϯϰ͘ϭ Ϯϵ͘Ϯ ϭϮ͘ϲ ϮϬ͘Ϭ Ϯϱ͘ϵ ϭϰ͘ϴ ϮϮ͘Ϯ Ϯϳ͘ϲ
ϭϬϬ ϳ͘ϯ ϭϲ͘ϲ Ϯϭ͘ϲ Ϯϲ͘ϭ ϭϭ͘ϯ ϭϳ͘ϵ Ϯϯ͘Ϯ ϭϯ͘Ϯ ϭϵ͘ϵ Ϯϰ͘ϳ
ϵϬ ϳ͘Ϭ ϭϱ͘ϳ ϮϬ͘ϱ Ϯϰ͘ϴ ϭϬ͘ϴ ϭϳ͘Ϭ ϮϮ͘Ϭ ϭϮ͘ϲ ϭϴ͘ϵ Ϯϯ͘ϱ
ϴϬ ϲ͘ϲ ϭϰ͘ϵ ϭϵ͘ϯ Ϯϯ͘ϰ ϭϬ͘Ϯ ϭϲ͘ϭ ϮϬ͘ϴ ϭϭ͘ϵ ϭϳ͘ϴ ϮϮ͘Ϯ
ϳϬ ϲ͘Ϯ ϭϯ͘ϵ ϭϴ͘ϭ Ϯϭ͘ϵ ϵ͘ϱ ϭϱ͘Ϭ ϭϵ͘ϱ ϭϭ͘ϭ ϭϲ͘ϳ ϮϬ͘ϳ
ϲϬ ϱ͘ϴ ϭϮ͘ϵ ϭϲ͘ϴ ϮϬ͘ϯ ϴ͘ϵ ϭϰ͘Ϭ ϭϴ͘Ϭ ϭϬ͘ϯ ϭϱ͘ϱ ϭϵ͘Ϯ
ϱϬ ϱ͘ϯ ϭϭ͘ϴ ϭϱ͘ϰ ϭϴ͘ϲ ϴ͘ϭ ϭϮ͘ϴ ϭϲ͘ϱ ϵ͘ϱ ϭϰ͘ϭ ϭϳ͘ϲ
ϰϬ ϰ͘ϴ ϭϬ͘ϲ ϭϯ͘ϴ ϭϲ͘ϲ ϳ͘ϯ ϭϭ͘ϱ ϭϰ͘ϴ ϴ͘ϱ ϭϮ͘ϳ ϭϱ͘ϳ
ϯϬ ϰ͘Ϯ ϵ͘Ϯ ϭϮ͘Ϭ ϭϰ͘ϰ ϲ͘ϰ ϭϬ͘Ϭ ϭϮ͘ϴ ϳ͘ϰ ϭϭ͘Ϭ ϭϯ͘ϳ
ϮϬ ϯ͘ϱ ϳ͘ϲ ϵ͘ϴ ϭϭ͘ϴ ϱ͘ϯ ϴ͘Ϯ ϭϬ͘ϱ ϲ͘ϭ ϵ͘ϭ ϭϭ͘Ϯ
ϭϴ ϯ͘ϯ ϳ͘Ϯ ϵ͘ϯ ϭϭ͘Ϯ ϱ͘Ϭ ϳ͘ϴ ϭϬ͘Ϭ ϱ͘ϴ ϴ͘ϲ ϭϬ͘ϲ
ϭϲ ϯ͘ϭ ϲ͘ϴ ϴ͘ϴ ϭϬ͘ϲ ϰ͘ϳ ϳ͘ϰ ϵ͘ϰ ϱ͘ϱ ϴ͘ϭ ϭϬ͘Ϭ
ϭϰ ϯ͘Ϭ ϲ͘ϰ ϴ͘ϯ ϵ͘ϵ ϰ͘ϱ ϲ͘ϵ ϴ͘ϵ ϱ͘Ϯ ϳ͘ϲ ϵ͘ϰ
ϭϮ Ϯ͘ϴ ϲ͘Ϭ ϳ͘ϳ ϵ͘Ϯ ϰ͘Ϯ ϲ͘ϰ ϴ͘Ϯ ϰ͘ϴ ϳ͘ϭ ϴ͘ϳ
ϭϬ Ϯ͘ϲ ϱ͘ϱ ϳ͘Ϭ ϴ͘ϰ ϯ͘ϴ ϱ͘ϵ ϳ͘ϱ ϰ͘ϰ ϲ͘ϱ ϴ͘Ϭ

Page 1195

Table B-3 - 3/8" Bolts - Maximum Lamella Length [Ɛ] (ft)
Cǻ = 1.0

ZĂĚŝƵƐ ;ϮͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ ;ϯͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ ;ϰͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ
΀Z΁;ĨƚͿ Ϯǆϲ Ϯǆϴ ϮǆϭϬ Ϯǆϲ Ϯǆϴ ϮǆϭϬ Ϯǆϴ ϮǆϭϬ ϮǆϭϮ
ϭϬϬϬ ϰϲ͘Ϭ ϲϯ͘ϯ ϳϴ͘ϱ ϮϮ͘Ϭ ϰϴ͘ϴ ϲϳ͘ϰ Ϯϳ͘ϱ ϱϰ͘ϭ ϳϭ͘ϯ
ϵϬϬ ϰϯ͘ϲ ϲϬ͘Ϭ ϳϰ͘ϱ ϮϬ͘ϵ ϰϲ͘ϯ ϲϰ͘Ϭ Ϯϲ͘ϭ ϱϭ͘ϯ ϲϳ͘ϲ
ϴϬϬ ϰϭ͘ϭ ϱϲ͘ϲ ϳϬ͘Ϯ ϭϵ͘ϳ ϰϯ͘ϳ ϲϬ͘ϯ Ϯϰ͘ϳ ϰϴ͘ϰ ϲϯ͘ϴ
ϳϬϬ ϯϴ͘ϱ ϱϯ͘Ϭ ϲϱ͘ϳ ϭϴ͘ϱ ϰϬ͘ϵ ϱϲ͘ϰ Ϯϯ͘ϭ ϰϱ͘ϯ ϱϵ͘ϳ
ϲϬϬ ϯϱ͘ϳ ϰϵ͘ϭ ϲϬ͘ϵ ϭϳ͘ϭ ϯϳ͘ϵ ϱϮ͘ϯ Ϯϭ͘ϰ ϰϮ͘Ϭ ϱϱ͘ϯ
ϱϬϬ ϯϮ͘ϲ ϰϰ͘ϴ ϱϱ͘ϲ ϭϱ͘ϳ ϯϰ͘ϲ ϰϳ͘ϴ ϭϵ͘ϲ ϯϴ͘ϯ ϱϬ͘ϱ
ϰϬϬ Ϯϵ͘Ϯ ϰϬ͘ϭ ϰϵ͘ϴ ϭϰ͘ϭ ϯϭ͘Ϭ ϰϮ͘ϴ ϭϳ͘ϱ ϯϰ͘ϯ ϰϱ͘Ϯ
ϰϱϬ ϯϬ͘ϵ ϰϮ͘ϲ ϱϮ͘ϴ ϭϰ͘ϵ ϯϮ͘ϵ ϰϱ͘ϯ ϭϴ͘ϲ ϯϲ͘ϰ ϰϳ͘ϵ
ϰϬϬ Ϯϵ͘Ϯ ϰϬ͘ϭ ϰϵ͘ϴ ϭϰ͘ϭ ϯϭ͘Ϭ ϰϮ͘ϴ ϭϳ͘ϱ ϯϰ͘ϯ ϰϱ͘Ϯ
ϯϱϬ Ϯϳ͘ϯ ϯϳ͘ϲ ϰϲ͘ϲ ϭϯ͘Ϯ Ϯϵ͘Ϭ ϰϬ͘Ϭ ϭϲ͘ϰ ϯϮ͘ϭ ϰϮ͘ϯ
ϯϬϬ Ϯϱ͘ϯ ϯϰ͘ϴ ϰϯ͘ϭ ϭϮ͘Ϯ Ϯϲ͘ϵ ϯϳ͘ϭ ϭϱ͘Ϯ Ϯϵ͘ϴ ϯϵ͘Ϯ
Ϯϳϱ Ϯϰ͘ϯ ϯϯ͘ϯ ϰϭ͘ϯ ϭϭ͘ϳ Ϯϱ͘ϴ ϯϱ͘ϱ ϭϰ͘ϲ Ϯϴ͘ϱ ϯϳ͘ϱ
ϮϱϬ Ϯϯ͘Ϯ ϯϭ͘ϴ ϯϵ͘ϰ ϭϭ͘Ϯ Ϯϰ͘ϲ ϯϯ͘ϵ ϭϯ͘ϵ Ϯϳ͘Ϯ ϯϱ͘ϴ
ϮϮϱ ϮϮ͘Ϭ ϯϬ͘Ϯ ϯϳ͘ϰ ϭϬ͘ϲ Ϯϯ͘ϯ ϯϮ͘ϭ ϭϯ͘Ϯ Ϯϱ͘ϴ ϯϰ͘Ϭ
ϮϬϬ ϮϬ͘ϳ Ϯϴ͘ϱ ϯϱ͘ϯ ϭϬ͘Ϭ ϮϮ͘Ϭ ϯϬ͘ϯ ϭϮ͘ϱ Ϯϰ͘ϰ ϯϮ͘ϭ
ϭϳϱ ϭϵ͘ϰ Ϯϲ͘ϳ ϯϯ͘Ϭ ϵ͘ϰ ϮϬ͘ϲ Ϯϴ͘ϰ ϭϭ͘ϳ ϮϮ͘ϴ ϯϬ͘Ϭ
ϭϱϬ ϭϴ͘Ϭ Ϯϰ͘ϳ ϯϬ͘ϲ ϴ͘ϳ ϭϵ͘ϭ Ϯϲ͘ϯ ϭϬ͘ϵ Ϯϭ͘Ϯ Ϯϳ͘ϴ
ϭϮϱ ϭϲ͘ϱ ϮϮ͘ϲ Ϯϴ͘Ϭ ϴ͘Ϭ ϭϳ͘ϱ Ϯϰ͘Ϭ ϭϬ͘Ϭ ϭϵ͘ϯ Ϯϱ͘ϰ
ϭϬϬ ϭϰ͘ϴ ϮϬ͘Ϯ Ϯϱ͘Ϭ ϳ͘Ϯ ϭϱ͘ϳ Ϯϭ͘ϱ ϴ͘ϵ ϭϳ͘ϯ ϮϮ͘ϴ
ϵϬ ϭϰ͘Ϭ ϭϵ͘Ϯ Ϯϯ͘ϴ ϲ͘ϵ ϭϰ͘ϵ ϮϬ͘ϱ ϴ͘ϱ ϭϲ͘ϱ Ϯϭ͘ϲ
ϴϬ ϭϯ͘Ϯ ϭϴ͘ϭ ϮϮ͘ϰ ϲ͘ϱ ϭϰ͘ϭ ϭϵ͘ϯ ϴ͘Ϭ ϭϱ͘ϱ ϮϬ͘ϰ
ϳϬ ϭϮ͘ϰ ϭϳ͘Ϭ Ϯϭ͘Ϭ ϲ͘ϭ ϭϯ͘Ϯ ϭϴ͘ϭ ϳ͘ϱ ϭϰ͘ϲ ϭϵ͘ϭ
ϲϬ ϭϭ͘ϱ ϭϱ͘ϳ ϭϵ͘ϱ ϱ͘ϳ ϭϮ͘Ϯ ϭϲ͘ϴ ϳ͘Ϭ ϭϯ͘ϱ ϭϳ͘ϳ
ϱϬ ϭϬ͘ϱ ϭϰ͘ϰ ϭϳ͘ϴ ϱ͘Ϯ ϭϭ͘Ϯ ϭϱ͘ϯ ϲ͘ϰ ϭϮ͘ϰ ϭϲ͘Ϯ
ϰϬ ϵ͘ϱ ϭϮ͘ϵ ϭϱ͘ϵ ϰ͘ϳ ϭϬ͘Ϭ ϭϯ͘ϳ ϱ͘ϴ ϭϭ͘ϭ ϭϰ͘ϱ
ϯϬ ϴ͘Ϯ ϭϭ͘Ϯ ϭϯ͘ϴ ϰ͘ϭ ϴ͘ϳ ϭϭ͘ϵ ϱ͘ϭ ϵ͘ϲ ϭϮ͘ϲ
ϮϬ ϲ͘ϴ ϵ͘Ϯ ϭϭ͘ϯ ϯ͘ϰ ϳ͘Ϯ ϵ͘ϴ ϰ͘Ϯ ϳ͘ϵ ϭϬ͘ϯ
ϭϴ ϲ͘ϱ ϴ͘ϴ ϭϬ͘ϴ ϯ͘ϯ ϲ͘ϴ ϵ͘ϯ ϰ͘Ϭ ϳ͘ϱ ϵ͘ϴ
ϭϲ ϲ͘ϭ ϴ͘ϯ ϭϬ͘Ϯ ϯ͘ϭ ϲ͘ϱ ϴ͘ϴ ϯ͘ϴ ϳ͘ϭ ϵ͘ϯ
ϭϰ ϱ͘ϳ ϳ͘ϴ ϵ͘ϱ Ϯ͘ϵ ϲ͘ϭ ϴ͘Ϯ ϯ͘ϲ ϲ͘ϳ ϴ͘ϳ
ϭϮ ϱ͘ϯ ϳ͘Ϯ ϴ͘ϴ Ϯ͘ϳ ϱ͘ϲ ϳ͘ϲ ϯ͘ϯ ϲ͘Ϯ ϴ͘ϭ
ϭϬ ϰ͘ϵ ϲ͘ϲ ϴ͘ϭ Ϯ͘ϱ ϱ͘Ϯ ϳ͘Ϭ ϯ͘ϭ ϱ͘ϳ ϳ͘ϰ

Page 1196

Table B-4 - 1/2" Bolts - Maximum Lamella Length [Ɛ] (ft)
Cǻ = 1.0

ZĂĚŝƵƐ ;ϮͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ ;ϯͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ ;ϰͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ
΀Z΁;ĨƚͿ Ϯǆϲ Ϯǆϴ ϮǆϭϬ ϮǆϭϮ Ϯǆϴ ϮǆϭϬ ϮǆϭϮ ϮǆϭϬ ϮǆϭϮ Ϯǆϭϰ
ϭϬϬϬ Ϯϴ͘ϳ ϱϮ͘Ϯ ϲϵ͘ϵ ϴϯ͘ϵ Ϯϯ͘ϱ ϱϮ͘Ϯ ϲϵ͘ϵ Ϯϯ͘ϱ ϱϮ͘Ϯ ϲϵ͘ϵ
ϵϬϬ Ϯϳ͘ϯ ϰϵ͘ϱ ϲϲ͘ϯ ϳϵ͘ϲ ϮϮ͘ϯ ϰϵ͘ϱ ϲϲ͘ϯ ϮϮ͘ϯ ϰϵ͘ϱ ϲϲ͘ϯ
ϴϬϬ Ϯϱ͘ϳ ϰϲ͘ϳ ϲϮ͘ϱ ϳϱ͘ϭ Ϯϭ͘ϭ ϰϲ͘ϳ ϲϮ͘ϱ Ϯϭ͘ϭ ϰϲ͘ϳ ϲϮ͘ϱ
ϳϬϬ Ϯϰ͘ϭ ϰϯ͘ϳ ϱϴ͘ϱ ϳϬ͘Ϯ ϭϵ͘ϳ ϰϯ͘ϳ ϱϴ͘ϱ ϭϵ͘ϳ ϰϯ͘ϳ ϱϴ͘ϱ
ϲϬϬ ϮϮ͘ϯ ϰϬ͘ϱ ϱϰ͘Ϯ ϲϱ͘Ϭ ϭϴ͘ϯ ϰϬ͘ϱ ϱϰ͘Ϯ ϭϴ͘ϯ ϰϬ͘ϱ ϱϰ͘Ϯ
ϱϬϬ ϮϬ͘ϰ ϯϳ͘Ϭ ϰϵ͘ϱ ϱϵ͘ϰ ϭϲ͘ϳ ϯϳ͘Ϭ ϰϵ͘ϱ ϭϲ͘ϳ ϯϳ͘Ϭ ϰϵ͘ϱ
ϰϬϬ ϭϴ͘ϯ ϯϯ͘ϭ ϰϰ͘ϯ ϱϯ͘Ϯ ϭϱ͘Ϭ ϯϯ͘ϭ ϰϰ͘ϯ ϭϱ͘Ϭ ϯϯ͘ϭ ϰϰ͘ϯ
ϰϱϬ ϭϵ͘ϰ ϯϱ͘ϭ ϰϳ͘Ϭ ϱϲ͘ϰ ϭϱ͘ϵ ϯϱ͘ϭ ϰϳ͘Ϭ ϭϱ͘ϵ ϯϱ͘ϭ ϰϳ͘Ϭ
ϰϬϬ ϭϴ͘ϯ ϯϯ͘ϭ ϰϰ͘ϯ ϱϯ͘Ϯ ϭϱ͘Ϭ ϯϯ͘ϭ ϰϰ͘ϯ ϭϱ͘Ϭ ϯϯ͘ϭ ϰϰ͘ϯ
ϯϱϬ ϭϳ͘ϭ ϯϭ͘Ϭ ϰϭ͘ϱ ϰϵ͘ϴ ϭϰ͘ϭ ϯϭ͘Ϭ ϰϭ͘ϱ ϭϰ͘ϭ ϯϭ͘Ϭ ϰϭ͘ϱ
ϯϬϬ ϭϱ͘ϵ Ϯϴ͘ϳ ϯϴ͘ϰ ϰϲ͘ϭ ϭϯ͘Ϭ Ϯϴ͘ϳ ϯϴ͘ϰ ϭϯ͘Ϭ Ϯϴ͘ϳ ϯϴ͘ϰ
Ϯϳϱ ϭϱ͘Ϯ Ϯϳ͘ϱ ϯϲ͘ϴ ϰϰ͘ϭ ϭϮ͘ϱ Ϯϳ͘ϱ ϯϲ͘ϴ ϭϮ͘ϱ Ϯϳ͘ϱ ϯϲ͘ϴ
ϮϱϬ ϭϰ͘ϱ Ϯϲ͘ϯ ϯϱ͘ϭ ϰϮ͘ϭ ϭϭ͘ϵ Ϯϲ͘ϯ ϯϱ͘ϭ ϭϭ͘ϵ Ϯϲ͘ϯ ϯϱ͘ϭ
ϮϮϱ ϭϯ͘ϴ Ϯϰ͘ϵ ϯϯ͘ϯ ϰϬ͘Ϭ ϭϭ͘ϯ Ϯϰ͘ϵ ϯϯ͘ϯ ϭϭ͘ϯ Ϯϰ͘ϵ ϯϯ͘ϯ
ϮϬϬ ϭϯ͘Ϭ Ϯϯ͘ϱ ϯϭ͘ϰ ϯϳ͘ϳ ϭϬ͘ϳ Ϯϯ͘ϱ ϯϭ͘ϰ ϭϬ͘ϳ Ϯϯ͘ϱ ϯϭ͘ϰ
ϭϳϱ ϭϮ͘Ϯ ϮϮ͘Ϭ Ϯϵ͘ϰ ϯϱ͘ϯ ϭϬ͘Ϭ ϮϮ͘Ϭ Ϯϵ͘ϰ ϭϬ͘Ϭ ϮϮ͘Ϭ Ϯϵ͘ϰ
ϭϱϬ ϭϭ͘ϯ ϮϬ͘ϰ Ϯϳ͘ϯ ϯϮ͘ϳ ϵ͘ϯ ϮϬ͘ϰ Ϯϳ͘ϯ ϵ͘ϯ ϮϬ͘ϰ Ϯϳ͘ϯ
ϭϮϱ ϭϬ͘ϰ ϭϴ͘ϳ Ϯϰ͘ϵ Ϯϵ͘ϵ ϴ͘ϱ ϭϴ͘ϳ Ϯϰ͘ϵ ϴ͘ϱ ϭϴ͘ϳ Ϯϰ͘ϵ
ϭϬϬ ϵ͘ϯ ϭϲ͘ϳ ϮϮ͘ϯ Ϯϲ͘ϳ ϳ͘ϳ ϭϲ͘ϳ ϮϮ͘ϯ ϳ͘ϳ ϭϲ͘ϳ ϮϮ͘ϯ
ϵϬ ϴ͘ϵ ϭϱ͘ϵ Ϯϭ͘Ϯ Ϯϱ͘ϰ ϳ͘ϯ ϭϱ͘ϵ Ϯϭ͘Ϯ ϳ͘ϯ ϭϱ͘ϵ Ϯϭ͘Ϯ
ϴϬ ϴ͘ϰ ϭϱ͘Ϭ ϮϬ͘Ϭ Ϯϯ͘ϵ ϲ͘ϵ ϭϱ͘Ϭ ϮϬ͘Ϭ ϲ͘ϵ ϭϱ͘Ϭ ϮϬ͘Ϭ
ϳϬ ϳ͘ϵ ϭϰ͘ϭ ϭϴ͘ϳ ϮϮ͘ϰ ϲ͘ϱ ϭϰ͘ϭ ϭϴ͘ϳ ϲ͘ϱ ϭϰ͘ϭ ϭϴ͘ϳ
ϲϬ ϳ͘ϯ ϭϯ͘Ϭ ϭϳ͘ϰ ϮϬ͘ϴ ϲ͘Ϭ ϭϯ͘Ϭ ϭϳ͘ϰ ϲ͘Ϭ ϭϯ͘Ϭ ϭϳ͘ϰ
ϱϬ ϲ͘ϳ ϭϭ͘ϵ ϭϱ͘ϵ ϭϵ͘Ϭ ϱ͘ϱ ϭϭ͘ϵ ϭϱ͘ϵ ϱ͘ϱ ϭϭ͘ϵ ϭϱ͘ϵ
ϰϬ ϲ͘Ϭ ϭϬ͘ϳ ϭϰ͘Ϯ ϭϳ͘Ϭ ϱ͘Ϭ ϭϬ͘ϳ ϭϰ͘Ϯ ϱ͘Ϭ ϭϬ͘ϳ ϭϰ͘Ϯ
ϯϬ ϱ͘ϯ ϵ͘ϯ ϭϮ͘ϰ ϭϰ͘ϴ ϰ͘ϰ ϵ͘ϯ ϭϮ͘ϰ ϰ͘ϰ ϵ͘ϯ ϭϮ͘ϰ
ϮϬ ϰ͘ϰ ϳ͘ϳ ϭϬ͘ϭ ϭϮ͘ϭ ϯ͘ϲ ϳ͘ϳ ϭϬ͘ϭ ϯ͘ϲ ϳ͘ϳ ϭϬ͘ϭ
ϭϴ ϰ͘Ϯ ϳ͘ϯ ϵ͘ϲ ϭϭ͘ϱ ϯ͘ϱ ϳ͘ϯ ϵ͘ϲ ϯ͘ϱ ϳ͘ϯ ϵ͘ϲ
ϭϲ ϯ͘ϵ ϲ͘ϵ ϵ͘ϭ ϭϬ͘ϴ ϯ͘ϯ ϲ͘ϵ ϵ͘ϭ ϯ͘ϯ ϲ͘ϵ ϵ͘ϭ
ϭϰ ϯ͘ϳ ϲ͘ϱ ϴ͘ϱ ϭϬ͘ϭ ϯ͘ϭ ϲ͘ϱ ϴ͘ϱ ϯ͘ϭ ϲ͘ϱ ϴ͘ϱ
ϭϮ ϯ͘ϱ ϲ͘Ϭ ϳ͘ϵ ϵ͘ϰ Ϯ͘ϵ ϲ͘Ϭ ϳ͘ϵ Ϯ͘ϵ ϲ͘Ϭ ϳ͘ϵ
ϭϬ ϯ͘Ϯ ϱ͘ϱ ϳ͘Ϯ ϴ͘ϲ Ϯ͘ϳ ϱ͘ϱ ϳ͘Ϯ Ϯ͘ϳ ϱ͘ϱ ϳ͘Ϯ

Page 1197

Table B-5 - 3/8" Bolts - Maximum Lamella Length [Ɛ] (ft)
Cǻ = 0.5

ZĂĚŝƵƐ ;ϮͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ ;ϯͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ ;ϰͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ
΀Z΁;ĨƚͿ Ϯǆϰ Ϯǆϲ Ϯǆϴ ϮǆϭϬ Ϯǆϲ Ϯǆϴ ϮǆϭϬ Ϯǆϴ ϮǆϭϬ ϮǆϭϮ
ϭϬϬϬ ϲ͘ϭ ϰϳ͘ϭ ϲϰ͘ϭ ϳϵ͘ϭ Ϯϲ͘ϯ ϱϬ͘ϴ ϲϴ͘ϵ ϯϮ͘ϲ ϱϲ͘ϴ ϳϯ͘ϰ
ϵϬϬ ϱ͘ϵ ϰϰ͘ϳ ϲϬ͘ϴ ϳϱ͘ϭ Ϯϰ͘ϵ ϰϴ͘ϯ ϲϱ͘ϰ ϯϭ͘Ϭ ϱϯ͘ϵ ϲϵ͘ϲ
ϴϬϬ ϱ͘ϱ ϰϮ͘ϭ ϱϳ͘ϯ ϳϬ͘ϴ Ϯϯ͘ϱ ϰϱ͘ϱ ϲϭ͘ϲ Ϯϵ͘Ϯ ϱϬ͘ϴ ϲϱ͘ϳ
ϳϬϬ ϱ͘Ϯ ϯϵ͘ϰ ϱϯ͘ϳ ϲϲ͘ϯ ϮϮ͘Ϭ ϰϮ͘ϲ ϱϳ͘ϳ Ϯϳ͘ϯ ϰϳ͘ϲ ϲϭ͘ϱ
ϲϬϬ ϰ͘ϴ ϯϲ͘ϱ ϰϵ͘ϳ ϲϭ͘ϰ ϮϬ͘ϰ ϯϵ͘ϱ ϱϯ͘ϰ Ϯϱ͘ϯ ϰϰ͘ϭ ϱϲ͘ϵ
ϱϬϬ ϰ͘ϱ ϯϯ͘ϰ ϰϱ͘ϰ ϱϲ͘ϭ ϭϴ͘ϳ ϯϲ͘ϭ ϰϴ͘ϴ Ϯϯ͘Ϯ ϰϬ͘ϯ ϱϮ͘Ϭ
ϰϬϬ ϰ͘Ϭ Ϯϵ͘ϵ ϰϬ͘ϲ ϱϬ͘Ϯ ϭϲ͘ϳ ϯϮ͘ϯ ϰϯ͘ϳ ϮϬ͘ϴ ϯϲ͘ϭ ϰϲ͘ϱ
ϰϱϬ ϰ͘Ϯ ϯϭ͘ϳ ϰϯ͘ϭ ϱϯ͘Ϯ ϭϳ͘ϳ ϯϰ͘Ϯ ϰϲ͘ϯ ϮϮ͘Ϭ ϯϴ͘Ϯ ϰϵ͘ϯ
ϰϬϬ ϰ͘Ϭ Ϯϵ͘ϵ ϰϬ͘ϲ ϱϬ͘Ϯ ϭϲ͘ϳ ϯϮ͘ϯ ϰϯ͘ϳ ϮϬ͘ϴ ϯϲ͘ϭ ϰϲ͘ϱ
ϯϱϬ ϯ͘ϴ Ϯϴ͘Ϭ ϯϴ͘Ϭ ϰϲ͘ϵ ϭϱ͘ϳ ϯϬ͘Ϯ ϰϬ͘ϵ ϭϵ͘ϰ ϯϯ͘ϳ ϰϯ͘ϲ
ϯϬϬ ϯ͘ϱ Ϯϱ͘ϵ ϯϱ͘Ϯ ϰϯ͘ϱ ϭϰ͘ϱ Ϯϴ͘Ϭ ϯϳ͘ϵ ϭϴ͘Ϭ ϯϭ͘ϯ ϰϬ͘ϯ
Ϯϳϱ ϯ͘ϰ Ϯϰ͘ϴ ϯϯ͘ϴ ϰϭ͘ϳ ϭϯ͘ϵ Ϯϲ͘ϴ ϯϲ͘ϯ ϭϳ͘ϯ ϯϬ͘Ϭ ϯϴ͘ϲ
ϮϱϬ ϯ͘ϯ Ϯϯ͘ϳ ϯϮ͘Ϯ ϯϵ͘ϳ ϭϯ͘ϯ Ϯϱ͘ϲ ϯϰ͘ϲ ϭϲ͘ϱ Ϯϴ͘ϲ ϯϲ͘ϵ
ϮϮϱ ϯ͘ϭ ϮϮ͘ϱ ϯϬ͘ϲ ϯϳ͘ϳ ϭϮ͘ϲ Ϯϰ͘ϯ ϯϮ͘ϵ ϭϱ͘ϳ Ϯϳ͘ϭ ϯϱ͘Ϭ
ϮϬϬ Ϯ͘ϵ Ϯϭ͘Ϯ Ϯϴ͘ϴ ϯϱ͘ϲ ϭϭ͘ϵ ϮϮ͘ϵ ϯϭ͘Ϭ ϭϰ͘ϴ Ϯϱ͘ϲ ϯϯ͘Ϭ
ϭϳϱ Ϯ͘ϴ ϭϵ͘ϵ Ϯϳ͘Ϭ ϯϯ͘ϯ ϭϭ͘Ϯ Ϯϭ͘ϱ Ϯϵ͘Ϭ ϭϯ͘ϴ Ϯϰ͘Ϭ ϯϬ͘ϵ
ϭϱϬ Ϯ͘ϲ ϭϴ͘ϰ Ϯϱ͘Ϭ ϯϬ͘ϴ ϭϬ͘ϰ ϭϵ͘ϵ Ϯϲ͘ϵ ϭϮ͘ϴ ϮϮ͘Ϯ Ϯϴ͘ϲ
ϭϮϱ Ϯ͘ϰ ϭϲ͘ϵ ϮϮ͘ϵ Ϯϴ͘Ϯ ϵ͘ϱ ϭϴ͘Ϯ Ϯϰ͘ϲ ϭϭ͘ϴ ϮϬ͘ϯ Ϯϲ͘Ϯ
ϭϬϬ Ϯ͘Ϯ ϭϱ͘ϭ ϮϬ͘ϱ Ϯϱ͘Ϯ ϴ͘ϱ ϭϲ͘ϯ ϮϮ͘Ϭ ϭϬ͘ϲ ϭϴ͘Ϯ Ϯϯ͘ϰ
ϵϬ Ϯ͘ϭ ϭϰ͘ϰ ϭϵ͘ϱ Ϯϰ͘Ϭ ϴ͘ϭ ϭϱ͘ϱ ϮϬ͘ϵ ϭϬ͘Ϭ ϭϳ͘ϯ ϮϮ͘Ϯ
ϴϬ Ϯ͘Ϭ ϭϯ͘ϲ ϭϴ͘ϰ ϮϮ͘ϲ ϳ͘ϳ ϭϰ͘ϲ ϭϵ͘ϳ ϵ͘ϱ ϭϲ͘ϯ Ϯϭ͘Ϭ
ϳϬ ϭ͘ϵ ϭϮ͘ϳ ϭϳ͘Ϯ Ϯϭ͘Ϯ ϳ͘Ϯ ϭϯ͘ϳ ϭϴ͘ϱ ϴ͘ϵ ϭϱ͘ϯ ϭϵ͘ϳ
ϲϬ ϭ͘ϴ ϭϭ͘ϴ ϭϱ͘ϵ ϭϵ͘ϲ ϲ͘ϳ ϭϮ͘ϳ ϭϳ͘ϭ ϴ͘ϯ ϭϰ͘Ϯ ϭϴ͘Ϯ
ϱϬ ϭ͘ϳ ϭϬ͘ϴ ϭϰ͘ϲ ϭϳ͘ϵ ϲ͘ϭ ϭϭ͘ϲ ϭϱ͘ϳ ϳ͘ϲ ϭϯ͘Ϭ ϭϲ͘ϳ
ϰϬ ϭ͘ϱ ϵ͘ϳ ϭϯ͘ϭ ϭϲ͘ϭ ϱ͘ϱ ϭϬ͘ϰ ϭϰ͘Ϭ ϲ͘ϴ ϭϭ͘ϲ ϭϰ͘ϵ
ϯϬ ϭ͘ϰ ϴ͘ϰ ϭϭ͘ϰ ϭϯ͘ϵ ϰ͘ϴ ϵ͘ϭ ϭϮ͘Ϯ ϱ͘ϵ ϭϬ͘ϭ ϭϯ͘Ϭ
ϮϬ ϭ͘Ϯ ϲ͘ϵ ϵ͘ϯ ϭϭ͘ϰ ϰ͘Ϭ ϳ͘ϱ ϭϬ͘Ϭ ϰ͘ϵ ϴ͘ϯ ϭϬ͘ϲ
ϭϴ ϭ͘ϭ ϲ͘ϲ ϴ͘ϵ ϭϬ͘ϵ ϯ͘ϴ ϳ͘ϭ ϵ͘ϱ ϰ͘ϳ ϳ͘ϵ ϭϬ͘ϭ
ϭϲ ϭ͘ϭ ϲ͘Ϯ ϴ͘ϰ ϭϬ͘Ϯ ϯ͘ϲ ϲ͘ϳ ϵ͘Ϭ ϰ͘ϰ ϳ͘ϱ ϵ͘ϱ
ϭϰ ϭ͘Ϭ ϱ͘ϵ ϳ͘ϵ ϵ͘ϲ ϯ͘ϰ ϲ͘ϯ ϴ͘ϰ ϰ͘Ϯ ϳ͘Ϭ ϴ͘ϵ
ϭϮ ϭ͘Ϭ ϱ͘ϱ ϳ͘ϯ ϴ͘ϵ ϯ͘Ϯ ϱ͘ϵ ϳ͘ϴ ϯ͘ϵ ϲ͘ϱ ϴ͘ϯ
ϭϬ Ϭ͘ϵ ϱ͘Ϭ ϲ͘ϳ ϴ͘ϭ Ϯ͘ϵ ϱ͘ϰ ϳ͘ϭ ϯ͘ϲ ϲ͘Ϭ ϳ͘ϲ

Page 1198

Table B-6 - 1/2" Bolts - Maximum Lamella Length [Ɛ] (ft)
Cǻ = 0.5

ZĂĚŝƵƐ ;ϮͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ ;ϯͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ ;ϰͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ
΀Z΁;ĨƚͿ Ϯǆϲ Ϯǆϴ ϮǆϭϬ ϮǆϭϮ Ϯǆϴ ϮǆϭϬ ϮǆϭϮ ϮǆϭϬ ϮǆϭϮ Ϯǆϭϰ
ϭϬϬϬ ϯϲ͘ϭ ϱϲ͘ϱ ϳϯ͘Ϯ ϴϲ͘ϲ ϯϴ͘ϴ ϲϬ͘ϱ ϳϲ͘ϯ ϰϰ͘ϱ ϲϰ͘ϯ ϳϵ͘ϯ
ϵϬϬ ϯϰ͘Ϯ ϱϯ͘ϲ ϲϵ͘ϰ ϴϮ͘Ϯ ϯϲ͘ϴ ϱϳ͘ϱ ϳϮ͘ϰ ϰϮ͘Ϯ ϲϭ͘Ϭ ϳϱ͘ϯ
ϴϬϬ ϯϮ͘ϯ ϱϬ͘ϲ ϲϱ͘ϱ ϳϳ͘ϱ ϯϰ͘ϳ ϱϰ͘Ϯ ϲϴ͘ϯ ϯϵ͘ϴ ϱϳ͘ϲ ϳϭ͘Ϭ
ϳϬϬ ϯϬ͘Ϯ ϰϳ͘ϯ ϲϭ͘ϯ ϳϮ͘ϱ ϯϮ͘ϱ ϱϬ͘ϳ ϲϯ͘ϵ ϯϳ͘ϯ ϱϯ͘ϵ ϲϲ͘ϰ
ϲϬϬ Ϯϴ͘Ϭ ϰϯ͘ϵ ϱϲ͘ϳ ϲϳ͘Ϯ ϯϬ͘ϭ ϰϳ͘Ϭ ϱϵ͘Ϯ ϯϰ͘ϱ ϰϵ͘ϵ ϲϭ͘ϱ
ϱϬϬ Ϯϱ͘ϲ ϰϬ͘ϭ ϱϭ͘ϴ ϲϭ͘ϰ Ϯϳ͘ϱ ϰϮ͘ϵ ϱϰ͘ϭ ϯϭ͘ϱ ϰϱ͘ϲ ϱϲ͘Ϯ
ϰϬϬ ϮϮ͘ϵ ϯϱ͘ϵ ϰϲ͘ϰ ϱϰ͘ϵ Ϯϰ͘ϳ ϯϴ͘ϰ ϰϴ͘ϰ Ϯϴ͘ϯ ϰϬ͘ϴ ϱϬ͘ϯ
ϰϱϬ Ϯϰ͘ϯ ϯϴ͘Ϭ ϰϵ͘Ϯ ϱϴ͘Ϯ Ϯϲ͘ϭ ϰϬ͘ϳ ϱϭ͘ϯ Ϯϵ͘ϵ ϰϯ͘ϯ ϱϯ͘ϯ
ϰϬϬ ϮϮ͘ϵ ϯϱ͘ϵ ϰϲ͘ϰ ϱϰ͘ϵ Ϯϰ͘ϳ ϯϴ͘ϰ ϰϴ͘ϰ Ϯϴ͘ϯ ϰϬ͘ϴ ϱϬ͘ϯ
ϯϱϬ Ϯϭ͘ϱ ϯϯ͘ϲ ϰϯ͘ϰ ϱϭ͘ϰ Ϯϯ͘ϭ ϯϲ͘Ϭ ϰϱ͘ϯ Ϯϲ͘ϱ ϯϴ͘Ϯ ϰϳ͘ϭ
ϯϬϬ ϭϵ͘ϵ ϯϭ͘ϭ ϰϬ͘Ϯ ϰϳ͘ϲ Ϯϭ͘ϰ ϯϯ͘ϯ ϰϭ͘ϵ Ϯϰ͘ϱ ϯϱ͘ϰ ϰϯ͘ϲ
Ϯϳϱ ϭϵ͘ϭ Ϯϵ͘ϴ ϯϴ͘ϱ ϰϱ͘ϲ ϮϬ͘ϱ ϯϭ͘ϵ ϰϬ͘Ϯ Ϯϯ͘ϱ ϯϯ͘ϵ ϰϭ͘ϴ
ϮϱϬ ϭϴ͘Ϯ Ϯϴ͘ϰ ϯϲ͘ϳ ϰϯ͘ϱ ϭϵ͘ϲ ϯϬ͘ϰ ϯϴ͘ϯ ϮϮ͘ϰ ϯϮ͘ϯ ϯϵ͘ϴ
ϮϮϱ ϭϳ͘ϯ Ϯϳ͘Ϭ ϯϰ͘ϵ ϰϭ͘ϯ ϭϴ͘ϲ Ϯϴ͘ϵ ϯϲ͘ϰ Ϯϭ͘ϯ ϯϬ͘ϳ ϯϳ͘ϴ
ϮϬϬ ϭϲ͘ϯ Ϯϱ͘ϱ ϯϮ͘ϵ ϯϴ͘ϵ ϭϳ͘ϱ Ϯϳ͘ϯ ϯϰ͘ϯ ϮϬ͘ϭ Ϯϵ͘Ϭ ϯϱ͘ϳ
ϭϳϱ ϭϱ͘ϯ Ϯϯ͘ϴ ϯϬ͘ϴ ϯϲ͘ϰ ϭϲ͘ϰ Ϯϱ͘ϱ ϯϮ͘ϭ ϭϴ͘ϴ Ϯϳ͘ϭ ϯϯ͘ϰ
ϭϱϬ ϭϰ͘Ϯ ϮϮ͘ϭ Ϯϴ͘ϱ ϯϯ͘ϳ ϭϱ͘Ϯ Ϯϯ͘ϳ Ϯϵ͘ϴ ϭϳ͘ϰ Ϯϱ͘ϭ ϯϬ͘ϵ
ϭϮϱ ϭϯ͘Ϭ ϮϬ͘Ϯ Ϯϲ͘ϭ ϯϬ͘ϴ ϭϯ͘ϵ Ϯϭ͘ϲ Ϯϳ͘Ϯ ϭϱ͘ϵ Ϯϯ͘Ϭ Ϯϴ͘ϯ
ϭϬϬ ϭϭ͘ϲ ϭϴ͘ϭ Ϯϯ͘ϰ Ϯϳ͘ϲ ϭϮ͘ϱ ϭϵ͘ϰ Ϯϰ͘ϰ ϭϰ͘ϯ ϮϬ͘ϲ Ϯϱ͘ϯ
ϵϬ ϭϭ͘ϭ ϭϳ͘Ϯ ϮϮ͘Ϯ Ϯϲ͘Ϯ ϭϭ͘ϵ ϭϴ͘ϰ Ϯϯ͘ϭ ϭϯ͘ϲ ϭϵ͘ϱ Ϯϰ͘Ϭ
ϴϬ ϭϬ͘ϱ ϭϲ͘Ϯ ϮϬ͘ϵ Ϯϰ͘ϳ ϭϭ͘Ϯ ϭϳ͘ϰ Ϯϭ͘ϴ ϭϮ͘ϴ ϭϴ͘ϰ ϮϮ͘ϳ
ϳϬ ϵ͘ϴ ϭϱ͘Ϯ ϭϵ͘ϲ Ϯϯ͘ϭ ϭϬ͘ϱ ϭϲ͘ϯ ϮϬ͘ϰ ϭϮ͘Ϭ ϭϳ͘ϯ Ϯϭ͘Ϯ
ϲϬ ϵ͘ϭ ϭϰ͘ϭ ϭϴ͘Ϯ Ϯϭ͘ϰ ϵ͘ϴ ϭϱ͘ϭ ϭϴ͘ϵ ϭϭ͘Ϯ ϭϲ͘Ϭ ϭϵ͘ϳ
ϱϬ ϴ͘ϯ ϭϮ͘ϵ ϭϲ͘ϲ ϭϵ͘ϲ ϴ͘ϵ ϭϯ͘ϴ ϭϳ͘ϯ ϭϬ͘Ϯ ϭϰ͘ϲ ϭϴ͘Ϭ
ϰϬ ϳ͘ϱ ϭϭ͘ϲ ϭϰ͘ϵ ϭϳ͘ϲ ϴ͘Ϭ ϭϮ͘ϰ ϭϱ͘ϱ ϵ͘Ϯ ϭϯ͘ϭ ϭϲ͘ϭ
ϯϬ ϲ͘ϱ ϭϬ͘ϭ ϭϮ͘ϵ ϭϱ͘Ϯ ϳ͘Ϭ ϭϬ͘ϴ ϭϯ͘ϱ ϴ͘Ϭ ϭϭ͘ϰ ϭϰ͘Ϭ
ϮϬ ϱ͘ϰ ϴ͘ϯ ϭϬ͘ϲ ϭϮ͘ϱ ϱ͘ϴ ϴ͘ϴ ϭϭ͘Ϭ ϲ͘ϲ ϵ͘ϰ ϭϭ͘ϱ
ϭϴ ϱ͘ϭ ϳ͘ϵ ϭϬ͘ϭ ϭϭ͘ϴ ϱ͘ϱ ϴ͘ϰ ϭϬ͘ϱ ϲ͘ϯ ϴ͘ϵ ϭϬ͘ϵ
ϭϲ ϰ͘ϵ ϳ͘ϰ ϵ͘ϱ ϭϭ͘Ϯ ϱ͘Ϯ ϳ͘ϵ ϵ͘ϵ ϱ͘ϵ ϴ͘ϰ ϭϬ͘ϯ
ϭϰ ϰ͘ϲ ϳ͘Ϭ ϴ͘ϵ ϭϬ͘ϱ ϰ͘ϵ ϳ͘ϰ ϵ͘ϯ ϱ͘ϲ ϳ͘ϵ ϵ͘ϲ
ϭϮ ϰ͘ϯ ϲ͘ϱ ϴ͘ϯ ϵ͘ϳ ϰ͘ϲ ϲ͘ϵ ϴ͘ϲ ϱ͘Ϯ ϳ͘ϯ ϴ͘ϵ
ϭϬ ϯ͘ϵ ϱ͘ϵ ϳ͘ϲ ϴ͘ϵ ϰ͘Ϯ ϲ͘ϯ ϳ͘ϵ ϰ͘ϴ ϲ͘ϳ ϴ͘Ϯ

Page 1199

Table B-7 - 5/8" Bolts - Maximum Lamella Length [Ɛ] (ft)
Cǻ = 0.5

ZĂĚŝƵƐ ;ϮͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ ;ϯͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ ;ϰͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ
΀Z΁;ĨƚͿ Ϯǆϲ Ϯǆϴ ϮǆϭϬ ϮǆϭϮ Ϯǆϴ ϮǆϭϬ ϮǆϭϮ ϮǆϭϬ ϮǆϭϮ Ϯǆϭϰ
ϭϬϬϬ ϭϰ͘ϱ ϰϲ͘Ϭ ϲϱ͘ϰ ϴϬ͘Ϯ ϴ͘ϱ ϰϳ͘ϰ ϲϲ͘ϰ ϭϰ͘ϱ ϰϴ͘ϴ ϲϳ͘ϰ
ϵϬϬ ϭϯ͘ϴ ϰϯ͘ϲ ϲϮ͘Ϭ ϳϲ͘ϭ ϴ͘ϭ ϰϱ͘Ϭ ϲϯ͘Ϭ ϭϯ͘ϴ ϰϲ͘ϯ ϲϰ͘Ϭ
ϴϬϬ ϭϯ͘Ϭ ϰϭ͘ϭ ϱϴ͘ϱ ϳϭ͘ϴ ϳ͘ϳ ϰϮ͘ϰ ϱϵ͘ϰ ϭϯ͘Ϭ ϰϯ͘ϳ ϲϬ͘ϯ
ϳϬϬ ϭϮ͘Ϯ ϯϴ͘ϱ ϱϰ͘ϳ ϲϳ͘ϭ ϳ͘Ϯ ϯϵ͘ϳ ϱϱ͘ϲ ϭϮ͘Ϯ ϰϬ͘ϵ ϱϲ͘ϰ
ϲϬϬ ϭϭ͘ϯ ϯϱ͘ϳ ϱϬ͘ϳ ϲϮ͘Ϯ ϲ͘ϳ ϯϲ͘ϴ ϱϭ͘ϱ ϭϭ͘ϯ ϯϳ͘ϵ ϱϮ͘ϯ
ϱϬϬ ϭϬ͘ϰ ϯϮ͘ϲ ϰϲ͘ϯ ϱϲ͘ϴ ϲ͘ϭ ϯϯ͘ϲ ϰϳ͘Ϭ ϭϬ͘ϰ ϯϰ͘ϲ ϰϳ͘ϴ
ϰϬϬ ϵ͘ϯ Ϯϵ͘Ϯ ϰϭ͘ϱ ϱϬ͘ϴ ϱ͘ϱ ϯϬ͘ϭ ϰϮ͘ϭ ϵ͘ϯ ϯϭ͘Ϭ ϰϮ͘ϴ
ϰϱϬ ϵ͘ϵ ϯϬ͘ϵ ϰϰ͘Ϭ ϱϯ͘ϵ ϱ͘ϵ ϯϭ͘ϵ ϰϰ͘ϲ ϵ͘ϵ ϯϮ͘ϵ ϰϱ͘ϯ
ϰϬϬ ϵ͘ϯ Ϯϵ͘Ϯ ϰϭ͘ϱ ϱϬ͘ϴ ϱ͘ϱ ϯϬ͘ϭ ϰϮ͘ϭ ϵ͘ϯ ϯϭ͘Ϭ ϰϮ͘ϴ
ϯϱϬ ϴ͘ϳ Ϯϳ͘ϯ ϯϴ͘ϴ ϰϳ͘ϲ ϱ͘Ϯ Ϯϴ͘Ϯ ϯϵ͘ϰ ϴ͘ϳ Ϯϵ͘Ϭ ϰϬ͘Ϭ
ϯϬϬ ϴ͘ϭ Ϯϱ͘ϯ ϯϲ͘Ϭ ϰϰ͘ϭ ϰ͘ϴ Ϯϲ͘ϭ ϯϲ͘ϱ ϴ͘ϭ Ϯϲ͘ϵ ϯϳ͘ϭ
Ϯϳϱ ϳ͘ϴ Ϯϰ͘ϯ ϯϰ͘ϰ ϰϮ͘Ϯ ϰ͘ϳ Ϯϱ͘Ϭ ϯϱ͘Ϭ ϳ͘ϴ Ϯϱ͘ϴ ϯϱ͘ϱ
ϮϱϬ ϳ͘ϱ Ϯϯ͘Ϯ ϯϮ͘ϵ ϰϬ͘ϯ ϰ͘ϱ Ϯϯ͘ϵ ϯϯ͘ϰ ϳ͘ϱ Ϯϰ͘ϲ ϯϯ͘ϵ
ϮϮϱ ϳ͘ϭ ϮϮ͘Ϭ ϯϭ͘Ϯ ϯϴ͘Ϯ ϰ͘Ϯ ϮϮ͘ϳ ϯϭ͘ϳ ϳ͘ϭ Ϯϯ͘ϯ ϯϮ͘ϭ
ϮϬϬ ϲ͘ϳ ϮϬ͘ϳ Ϯϵ͘ϰ ϯϲ͘Ϭ ϰ͘Ϭ Ϯϭ͘ϰ Ϯϵ͘ϵ ϲ͘ϳ ϮϮ͘Ϭ ϯϬ͘ϯ
ϭϳϱ ϲ͘ϯ ϭϵ͘ϰ Ϯϳ͘ϱ ϯϯ͘ϳ ϯ͘ϴ ϮϬ͘Ϭ Ϯϴ͘Ϭ ϲ͘ϯ ϮϬ͘ϲ Ϯϴ͘ϰ
ϭϱϬ ϱ͘ϵ ϭϴ͘Ϭ Ϯϱ͘ϱ ϯϭ͘ϯ ϯ͘ϱ ϭϴ͘ϲ Ϯϱ͘ϵ ϱ͘ϵ ϭϵ͘ϭ Ϯϲ͘ϯ
ϭϮϱ ϱ͘ϰ ϭϲ͘ϱ Ϯϯ͘ϯ Ϯϴ͘ϲ ϯ͘ϯ ϭϳ͘Ϭ Ϯϯ͘ϳ ϱ͘ϰ ϭϳ͘ϱ Ϯϰ͘Ϭ
ϭϬϬ ϰ͘ϴ ϭϰ͘ϴ ϮϬ͘ϵ Ϯϱ͘ϲ Ϯ͘ϵ ϭϱ͘Ϯ Ϯϭ͘Ϯ ϰ͘ϴ ϭϱ͘ϳ Ϯϭ͘ϱ
ϵϬ ϰ͘ϲ ϭϰ͘Ϭ ϭϵ͘ϴ Ϯϰ͘ϯ Ϯ͘ϴ ϭϰ͘ϱ ϮϬ͘ϭ ϰ͘ϲ ϭϰ͘ϵ ϮϬ͘ϱ
ϴϬ ϰ͘ϰ ϭϯ͘Ϯ ϭϴ͘ϳ ϮϮ͘ϵ Ϯ͘ϳ ϭϯ͘ϳ ϭϵ͘Ϭ ϰ͘ϰ ϭϰ͘ϭ ϭϵ͘ϯ
ϳϬ ϰ͘ϭ ϭϮ͘ϰ ϭϳ͘ϱ Ϯϭ͘ϰ Ϯ͘ϱ ϭϮ͘ϴ ϭϳ͘ϴ ϰ͘ϭ ϭϯ͘Ϯ ϭϴ͘ϭ
ϲϬ ϯ͘ϴ ϭϭ͘ϱ ϭϲ͘ϯ ϭϵ͘ϵ Ϯ͘ϰ ϭϭ͘ϵ ϭϲ͘ϱ ϯ͘ϴ ϭϮ͘Ϯ ϭϲ͘ϴ
ϱϬ ϯ͘ϱ ϭϬ͘ϱ ϭϰ͘ϵ ϭϴ͘Ϯ Ϯ͘Ϯ ϭϬ͘ϵ ϭϱ͘ϭ ϯ͘ϱ ϭϭ͘Ϯ ϭϱ͘ϯ
ϰϬ ϯ͘Ϯ ϵ͘ϱ ϭϯ͘ϯ ϭϲ͘ϯ Ϯ͘Ϭ ϵ͘ϴ ϭϯ͘ϱ ϯ͘Ϯ ϭϬ͘Ϭ ϭϯ͘ϳ
ϯϬ Ϯ͘ϴ ϴ͘Ϯ ϭϭ͘ϲ ϭϰ͘ϭ ϭ͘ϴ ϴ͘ϱ ϭϭ͘ϴ Ϯ͘ϴ ϴ͘ϳ ϭϭ͘ϵ
ϮϬ Ϯ͘ϰ ϲ͘ϴ ϵ͘ϱ ϭϭ͘ϲ ϭ͘ϱ ϳ͘Ϭ ϵ͘ϳ Ϯ͘ϰ ϳ͘Ϯ ϵ͘ϴ
ϭϴ Ϯ͘ϯ ϲ͘ϱ ϵ͘Ϭ ϭϭ͘Ϭ ϭ͘ϱ ϲ͘ϳ ϵ͘Ϯ Ϯ͘ϯ ϲ͘ϴ ϵ͘ϯ
ϭϲ Ϯ͘Ϯ ϲ͘ϭ ϴ͘ϱ ϭϬ͘ϰ ϭ͘ϰ ϲ͘ϯ ϴ͘ϳ Ϯ͘Ϯ ϲ͘ϱ ϴ͘ϴ
ϭϰ Ϯ͘Ϭ ϱ͘ϳ ϴ͘Ϭ ϵ͘ϳ ϭ͘ϯ ϱ͘ϵ ϴ͘ϭ Ϯ͘Ϭ ϲ͘ϭ ϴ͘Ϯ
ϭϮ ϭ͘ϵ ϱ͘ϯ ϳ͘ϰ ϵ͘Ϭ ϭ͘ϯ ϱ͘ϱ ϳ͘ϱ ϭ͘ϵ ϱ͘ϲ ϳ͘ϲ
ϭϬ ϭ͘ϴ ϰ͘ϵ ϲ͘ϴ ϴ͘Ϯ ϭ͘Ϯ ϱ͘Ϭ ϲ͘ϵ ϭ͘ϴ ϱ͘Ϯ ϳ͘Ϭ

Page 1200

Table B-8 - 3/4" Bolts - Maximum Lamella Length [Ɛ] (ft)
Cǻ = 0.5
;ϰͿŽůƚƐƉĞƌ
ZĂĚŝƵƐ ;ϮͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ ;ϯͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ
ŽŶŶĞĐƚŝŽŶ
΀Z΁;ĨƚͿ
Ϯǆϴ ϮǆϭϬ ϮǆϭϮ Ϯǆϭϰ ϮǆϭϬ ϮǆϭϮ Ϯǆϭϰ ϮǆϭϮ Ϯǆϭϰ
ϭϬϬϬ ϯϭ͘Ϭ ϱϱ͘ϵ ϳϮ͘ϳ ϴϲ͘ϯ Ϯϲ͘ϯ ϱϯ͘ϰ ϳϬ͘ϴ ϮϬ͘ϰ ϱϬ͘ϴ
ϵϬϬ Ϯϵ͘ϰ ϱϯ͘ϭ ϲϵ͘Ϭ ϴϭ͘ϴ Ϯϰ͘ϵ ϱϬ͘ϳ ϲϳ͘Ϯ ϭϵ͘ϰ ϰϴ͘ϯ
ϴϬϬ Ϯϳ͘ϴ ϱϬ͘Ϭ ϲϱ͘ϭ ϳϳ͘Ϯ Ϯϯ͘ϱ ϰϳ͘ϴ ϲϯ͘ϰ ϭϴ͘ϯ ϰϱ͘ϱ
ϳϬϬ Ϯϲ͘Ϭ ϰϲ͘ϴ ϲϬ͘ϵ ϳϮ͘Ϯ ϮϮ͘Ϭ ϰϰ͘ϴ ϱϵ͘ϯ ϭϳ͘ϭ ϰϮ͘ϲ
ϲϬϬ Ϯϰ͘ϭ ϰϯ͘ϰ ϱϲ͘ϰ ϲϲ͘ϵ ϮϬ͘ϰ ϰϭ͘ϱ ϱϰ͘ϵ ϭϱ͘ϵ ϯϵ͘ϱ
ϱϬϬ ϮϮ͘Ϭ ϯϵ͘ϲ ϱϭ͘ϱ ϲϭ͘ϭ ϭϴ͘ϳ ϯϳ͘ϵ ϱϬ͘Ϯ ϭϰ͘ϱ ϯϲ͘ϭ
ϰϬϬ ϭϵ͘ϳ ϯϱ͘ϱ ϰϲ͘ϭ ϱϰ͘ϳ ϭϲ͘ϳ ϯϯ͘ϵ ϰϰ͘ϵ ϭϯ͘Ϭ ϯϮ͘ϯ
ϰϱϬ ϮϬ͘ϵ ϯϳ͘ϲ ϰϴ͘ϵ ϱϴ͘Ϭ ϭϳ͘ϳ ϯϲ͘Ϭ ϰϳ͘ϲ ϭϯ͘ϴ ϯϰ͘Ϯ
ϰϬϬ ϭϵ͘ϳ ϯϱ͘ϱ ϰϲ͘ϭ ϱϰ͘ϳ ϭϲ͘ϳ ϯϯ͘ϵ ϰϰ͘ϵ ϭϯ͘Ϭ ϯϮ͘ϯ
ϯϱϬ ϭϴ͘ϱ ϯϯ͘Ϯ ϰϯ͘ϭ ϱϭ͘Ϯ ϭϱ͘ϳ ϯϭ͘ϴ ϰϮ͘Ϭ ϭϮ͘Ϯ ϯϬ͘Ϯ
ϯϬϬ ϭϳ͘ϭ ϯϬ͘ϴ ϰϬ͘Ϭ ϰϳ͘ϰ ϭϰ͘ϱ Ϯϵ͘ϰ ϯϴ͘ϵ ϭϭ͘ϯ Ϯϴ͘Ϭ
Ϯϳϱ ϭϲ͘ϰ Ϯϵ͘ϱ ϯϴ͘ϯ ϰϱ͘ϰ ϭϯ͘ϵ Ϯϴ͘Ϯ ϯϳ͘ϯ ϭϬ͘ϵ Ϯϲ͘ϴ
ϮϱϬ ϭϱ͘ϳ Ϯϴ͘ϭ ϯϲ͘ϱ ϰϯ͘ϯ ϭϯ͘ϯ Ϯϲ͘ϵ ϯϱ͘ϲ ϭϬ͘ϰ Ϯϱ͘ϲ
ϮϮϱ ϭϰ͘ϵ Ϯϲ͘ϳ ϯϰ͘ϳ ϰϭ͘ϭ ϭϮ͘ϲ Ϯϱ͘ϱ ϯϯ͘ϴ ϵ͘ϵ Ϯϰ͘ϯ
ϮϬϬ ϭϰ͘ϭ Ϯϱ͘Ϯ ϯϮ͘ϳ ϯϴ͘ϳ ϭϭ͘ϵ Ϯϰ͘ϭ ϯϭ͘ϵ ϵ͘ϯ ϮϮ͘ϵ
ϭϳϱ ϭϯ͘Ϯ Ϯϯ͘ϲ ϯϬ͘ϲ ϯϲ͘ϯ ϭϭ͘Ϯ ϮϮ͘ϲ Ϯϵ͘ϴ ϴ͘ϳ Ϯϭ͘ϱ
ϭϱϬ ϭϮ͘Ϯ Ϯϭ͘ϵ Ϯϴ͘ϰ ϯϯ͘ϲ ϭϬ͘ϰ ϮϬ͘ϵ Ϯϳ͘ϲ ϴ͘ϭ ϭϵ͘ϵ
ϭϮϱ ϭϭ͘Ϯ ϮϬ͘Ϭ Ϯϱ͘ϵ ϯϬ͘ϳ ϵ͘ϱ ϭϵ͘ϭ Ϯϱ͘ϯ ϳ͘ϰ ϭϴ͘Ϯ
ϭϬϬ ϭϬ͘Ϭ ϭϳ͘ϵ Ϯϯ͘Ϯ Ϯϳ͘ϱ ϴ͘ϱ ϭϳ͘ϭ ϮϮ͘ϲ ϲ͘ϳ ϭϲ͘ϯ
ϵϬ ϵ͘ϱ ϭϳ͘Ϭ ϮϮ͘Ϭ Ϯϲ͘ϭ ϴ͘ϭ ϭϲ͘ϯ Ϯϭ͘ϱ ϲ͘ϰ ϭϱ͘ϱ
ϴϬ ϵ͘Ϭ ϭϲ͘ϭ ϮϬ͘ϴ Ϯϰ͘ϲ ϳ͘ϳ ϭϱ͘ϰ ϮϬ͘ϯ ϲ͘Ϭ ϭϰ͘ϲ
ϳϬ ϴ͘ϱ ϭϱ͘Ϭ ϭϵ͘ϱ Ϯϯ͘Ϭ ϳ͘Ϯ ϭϰ͘ϰ ϭϵ͘Ϭ ϱ͘ϳ ϭϯ͘ϳ
ϲϬ ϳ͘ϵ ϭϰ͘Ϭ ϭϴ͘Ϭ Ϯϭ͘ϰ ϲ͘ϳ ϭϯ͘ϯ ϭϳ͘ϲ ϱ͘ϯ ϭϮ͘ϳ
ϱϬ ϳ͘Ϯ ϭϮ͘ϴ ϭϲ͘ϱ ϭϵ͘ϱ ϲ͘ϭ ϭϮ͘Ϯ ϭϲ͘ϭ ϰ͘ϴ ϭϭ͘ϲ
ϰϬ ϲ͘ϱ ϭϭ͘ϱ ϭϰ͘ϴ ϭϳ͘ϱ ϱ͘ϱ ϭϭ͘Ϭ ϭϰ͘ϰ ϰ͘ϰ ϭϬ͘ϰ
ϯϬ ϱ͘ϳ ϭϬ͘Ϭ ϭϮ͘ϴ ϭϱ͘Ϯ ϰ͘ϴ ϵ͘ϱ ϭϮ͘ϱ ϯ͘ϴ ϵ͘ϭ
ϮϬ ϰ͘ϳ ϴ͘Ϯ ϭϬ͘ϱ ϭϮ͘ϰ ϰ͘Ϭ ϳ͘ϴ ϭϬ͘ϯ ϯ͘Ϯ ϳ͘ϱ
ϭϴ ϰ͘ϱ ϳ͘ϴ ϭϬ͘Ϭ ϭϭ͘ϴ ϯ͘ϴ ϳ͘ϱ ϵ͘ϴ ϯ͘Ϭ ϳ͘ϭ
ϭϲ ϰ͘Ϯ ϳ͘ϰ ϵ͘ϰ ϭϭ͘ϭ ϯ͘ϲ ϳ͘Ϭ ϵ͘Ϯ Ϯ͘ϵ ϲ͘ϳ
ϭϰ ϰ͘Ϭ ϲ͘ϵ ϴ͘ϵ ϭϬ͘ϰ ϯ͘ϰ ϲ͘ϲ ϴ͘ϲ Ϯ͘ϳ ϲ͘ϯ
ϭϮ ϯ͘ϳ ϲ͘ϰ ϴ͘Ϯ ϵ͘ϳ ϯ͘Ϯ ϲ͘ϭ ϴ͘Ϭ Ϯ͘ϲ ϱ͘ϵ
ϭϬ ϯ͘ϰ ϱ͘ϵ ϳ͘ϱ ϴ͘ϴ Ϯ͘ϵ ϱ͘ϲ ϳ͘ϯ Ϯ͘ϰ ϱ͘ϰ

Page 1201

Table B-9 - 7/8" Bolts - Maximum Lamella Length [Ɛ] (ft)
Cǻ = 0.5
;ϯͿŽůƚƐƉĞƌ ;ϰͿŽůƚƐƉĞƌ
ZĂĚŝƵƐ ;ϮͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ
ŽŶŶĞĐƚŝŽŶ ŽŶŶĞĐƚŝŽŶ
΀Z΁;ĨƚͿ
ϮǆϭϬ ϮǆϭϮ Ϯǆϭϰ ϮǆϭϮ Ϯǆϭϰ Ϯǆϭϰ
ϭϬϬϬ ϰϰ͘ϱ ϲϰ͘ϯ ϳϵ͘ϯ ϯϲ͘ϭ ϱϴ͘ϵ Ϯϰ͘ϵ
ϵϬϬ ϰϮ͘Ϯ ϲϭ͘Ϭ ϳϱ͘ϯ ϯϰ͘Ϯ ϱϱ͘ϴ Ϯϯ͘ϳ
ϴϬϬ ϯϵ͘ϴ ϱϳ͘ϲ ϳϭ͘Ϭ ϯϮ͘ϯ ϱϮ͘ϳ ϮϮ͘ϯ
ϳϬϬ ϯϳ͘ϯ ϱϯ͘ϵ ϲϲ͘ϰ ϯϬ͘Ϯ ϰϵ͘ϯ ϮϬ͘ϵ
ϲϬϬ ϯϰ͘ϱ ϰϵ͘ϵ ϲϭ͘ϱ Ϯϴ͘Ϭ ϰϱ͘ϳ ϭϵ͘ϰ
ϱϬϬ ϯϭ͘ϱ ϰϱ͘ϲ ϱϲ͘Ϯ Ϯϱ͘ϲ ϰϭ͘ϳ ϭϳ͘ϳ
ϰϬϬ Ϯϴ͘ϯ ϰϬ͘ϴ ϱϬ͘ϯ ϮϮ͘ϵ ϯϳ͘ϯ ϭϱ͘ϵ
ϰϱϬ Ϯϵ͘ϵ ϰϯ͘ϯ ϱϯ͘ϯ Ϯϰ͘ϯ ϯϵ͘ϲ ϭϲ͘ϴ
ϰϬϬ Ϯϴ͘ϯ ϰϬ͘ϴ ϱϬ͘ϯ ϮϮ͘ϵ ϯϳ͘ϯ ϭϱ͘ϵ
ϯϱϬ Ϯϲ͘ϱ ϯϴ͘Ϯ ϰϳ͘ϭ Ϯϭ͘ϱ ϯϱ͘Ϭ ϭϰ͘ϵ
ϯϬϬ Ϯϰ͘ϱ ϯϱ͘ϰ ϰϯ͘ϲ ϭϵ͘ϵ ϯϮ͘ϰ ϭϯ͘ϴ
Ϯϳϱ Ϯϯ͘ϱ ϯϯ͘ϵ ϰϭ͘ϴ ϭϵ͘ϭ ϯϭ͘Ϭ ϭϯ͘Ϯ
ϮϱϬ ϮϮ͘ϰ ϯϮ͘ϯ ϯϵ͘ϴ ϭϴ͘Ϯ Ϯϵ͘ϲ ϭϮ͘ϲ
ϮϮϱ Ϯϭ͘ϯ ϯϬ͘ϳ ϯϳ͘ϴ ϭϳ͘ϯ Ϯϴ͘ϭ ϭϮ͘Ϭ
ϮϬϬ ϮϬ͘ϭ Ϯϵ͘Ϭ ϯϱ͘ϳ ϭϲ͘ϯ Ϯϲ͘ϱ ϭϭ͘ϯ
ϭϳϱ ϭϴ͘ϴ Ϯϳ͘ϭ ϯϯ͘ϰ ϭϱ͘ϯ Ϯϰ͘ϴ ϭϬ͘ϲ
ϭϱϬ ϭϳ͘ϰ Ϯϱ͘ϭ ϯϬ͘ϵ ϭϰ͘Ϯ Ϯϯ͘Ϭ ϵ͘ϵ
ϭϮϱ ϭϱ͘ϵ Ϯϯ͘Ϭ Ϯϴ͘ϯ ϭϯ͘Ϭ Ϯϭ͘Ϭ ϵ͘Ϭ
ϭϬϬ ϭϰ͘ϯ ϮϬ͘ϲ Ϯϱ͘ϯ ϭϭ͘ϲ ϭϴ͘ϴ ϴ͘ϭ
ϵϬ ϭϯ͘ϲ ϭϵ͘ϱ Ϯϰ͘Ϭ ϭϭ͘ϭ ϭϳ͘ϵ ϳ͘ϳ
ϴϬ ϭϮ͘ϴ ϭϴ͘ϰ ϮϮ͘ϳ ϭϬ͘ϱ ϭϲ͘ϵ ϳ͘ϯ
ϳϬ ϭϮ͘Ϭ ϭϳ͘ϯ Ϯϭ͘Ϯ ϵ͘ϴ ϭϱ͘ϴ ϲ͘ϵ
ϲϬ ϭϭ͘Ϯ ϭϲ͘Ϭ ϭϵ͘ϳ ϵ͘ϭ ϭϰ͘ϳ ϲ͘ϰ
ϱϬ ϭϬ͘Ϯ ϭϰ͘ϲ ϭϴ͘Ϭ ϴ͘ϯ ϭϯ͘ϰ ϱ͘ϴ
ϰϬ ϵ͘Ϯ ϭϯ͘ϭ ϭϲ͘ϭ ϳ͘ϱ ϭϮ͘Ϭ ϱ͘ϯ
ϯϬ ϴ͘Ϭ ϭϭ͘ϰ ϭϰ͘Ϭ ϲ͘ϱ ϭϬ͘ϱ ϰ͘ϲ
ϮϬ ϲ͘ϲ ϵ͘ϰ ϭϭ͘ϱ ϱ͘ϰ ϴ͘ϲ ϯ͘ϴ
ϭϴ ϲ͘ϯ ϴ͘ϵ ϭϬ͘ϵ ϱ͘ϭ ϴ͘Ϯ ϯ͘ϳ
ϭϲ ϱ͘ϵ ϴ͘ϰ ϭϬ͘ϯ ϰ͘ϵ ϳ͘ϳ ϯ͘ϱ
ϭϰ ϱ͘ϲ ϳ͘ϵ ϵ͘ϲ ϰ͘ϲ ϳ͘Ϯ ϯ͘ϯ
ϭϮ ϱ͘Ϯ ϳ͘ϯ ϴ͘ϵ ϰ͘ϯ ϲ͘ϳ ϯ͘Ϭ
ϭϬ ϰ͘ϴ ϲ͘ϳ ϴ͘Ϯ ϯ͘ϵ ϲ͘Ϯ Ϯ͘ϴ

Page 1202

Table B-10 - 1" Bolts - Maximum Lamella Length [Ɛ] (ft)
Cǻ = 0.5
;ϯͿŽůƚƐƉĞƌ
ZĂĚŝƵƐ ;ϮͿŽůƚƐƉĞƌŽŶŶĞĐƚŝŽŶ
ŽŶŶĞĐƚŝŽŶ
΀Z΁;ĨƚͿ
ϮǆϭϬ ϮǆϭϮ Ϯǆϭϰ Ϯǆϭϰ
ϭϬϬϬ Ϯϴ͘ϳ ϱϰ͘ϳ ϳϭ͘ϴ ϰϯ͘ϳ
ϵϬϬ Ϯϳ͘ϯ ϱϭ͘ϵ ϲϴ͘ϭ ϰϭ͘ϱ
ϴϬϬ Ϯϱ͘ϴ ϰϵ͘Ϭ ϲϰ͘Ϯ ϯϵ͘ϭ
ϳϬϬ Ϯϰ͘ϭ ϰϱ͘ϴ ϲϬ͘ϭ ϯϲ͘ϲ
ϲϬϬ ϮϮ͘ϰ ϰϮ͘ϱ ϱϱ͘ϳ ϯϯ͘ϵ
ϱϬϬ ϮϬ͘ϰ ϯϴ͘ϴ ϱϬ͘ϵ ϯϭ͘Ϭ
ϰϬϬ ϭϴ͘ϯ ϯϰ͘ϳ ϰϱ͘ϱ Ϯϳ͘ϴ
ϰϱϬ ϭϵ͘ϰ ϯϲ͘ϴ ϰϴ͘ϯ Ϯϵ͘ϰ
ϰϬϬ ϭϴ͘ϯ ϯϰ͘ϳ ϰϱ͘ϱ Ϯϳ͘ϴ
ϯϱϬ ϭϳ͘Ϯ ϯϮ͘ϱ ϰϮ͘ϲ Ϯϲ͘Ϭ
ϯϬϬ ϭϱ͘ϵ ϯϬ͘ϭ ϯϵ͘ϱ Ϯϰ͘ϭ
Ϯϳϱ ϭϱ͘ϯ Ϯϴ͘ϵ ϯϳ͘ϴ Ϯϯ͘ϭ
ϮϱϬ ϭϰ͘ϲ Ϯϳ͘ϱ ϯϲ͘ϭ ϮϮ͘Ϭ
ϮϮϱ ϭϯ͘ϴ Ϯϲ͘ϭ ϯϰ͘Ϯ ϮϬ͘ϵ
ϮϬϬ ϭϯ͘ϭ Ϯϰ͘ϳ ϯϮ͘ϯ ϭϵ͘ϴ
ϭϳϱ ϭϮ͘Ϯ Ϯϯ͘ϭ ϯϬ͘Ϯ ϭϴ͘ϱ
ϭϱϬ ϭϭ͘ϰ Ϯϭ͘ϰ Ϯϴ͘Ϭ ϭϳ͘Ϯ
ϭϮϱ ϭϬ͘ϰ ϭϵ͘ϲ Ϯϱ͘ϲ ϭϱ͘ϳ
ϭϬϬ ϵ͘ϯ ϭϳ͘ϱ ϮϮ͘ϵ ϭϰ͘ϭ
ϵϬ ϴ͘ϵ ϭϲ͘ϳ Ϯϭ͘ϴ ϭϯ͘ϰ
ϴϬ ϴ͘ϰ ϭϱ͘ϳ ϮϬ͘ϱ ϭϮ͘ϲ
ϳϬ ϳ͘ϵ ϭϰ͘ϳ ϭϵ͘Ϯ ϭϭ͘ϴ
ϲϬ ϳ͘ϯ ϭϯ͘ϳ ϭϳ͘ϴ ϭϭ͘Ϭ
ϱϬ ϲ͘ϳ ϭϮ͘ϱ ϭϲ͘ϯ ϭϬ͘ϭ
ϰϬ ϲ͘Ϭ ϭϭ͘Ϯ ϭϰ͘ϲ ϵ͘Ϭ
ϯϬ ϱ͘ϯ ϵ͘ϴ ϭϮ͘ϳ ϳ͘ϵ
ϮϬ ϰ͘ϰ ϴ͘Ϭ ϭϬ͘ϰ ϲ͘ϱ
ϭϴ ϰ͘Ϯ ϳ͘ϲ ϵ͘ϵ ϲ͘Ϯ
ϭϲ ϰ͘Ϭ ϳ͘Ϯ ϵ͘ϯ ϱ͘ϴ
ϭϰ ϯ͘ϳ ϲ͘ϴ ϴ͘ϴ ϱ͘ϱ
ϭϮ ϯ͘ϱ ϲ͘ϯ ϴ͘ϭ ϱ͘ϭ
ϭϬ ϯ͘Ϯ ϱ͘ϴ ϳ͘ϰ ϰ͘ϳ

Page 1203

Appendix C: ASCE 7-10 Tables and Figures

Appendix C features copies of Table 7-2 and Figure 7-3 (complete and author-simplified

versions) from the ASCE standard 7-10.

Page 1204

FIGURE 7-3 Balanced and Unbalanced Loads for Curved Roofs

Page 1205

SIMPLIFIED FIGURE 7-3 Balanced and Unbalanced Loads for Curved Roofs

Page 1206

Appendix D: Load versus Curvature Graphs

Appendix D displays graphs showing the theoretical behavior of a lamella arch with two

different stiffness characteristics. Results are based on a finite element analysis

conducted by the author.

Dead Load Horizontal Reaction

Horizontal Reaction [Rx] (lbs)

Stiff
400 Flexible

0.00 0.10 0.20 0.30 0.40 0.50 0.60
Rise/Span [T/S] (-)

Figure D-1 – Dead Load Horizontal Reaction.

Page 1207

Dead Load Axial Force
0.00 0.10 0.20 0.30 0.40 0.50 0.60
-200

Axial Force [Fx] (lbs)
-400

-600 Stiff
Flexible
-800

-1000

-1200
Rise/Span [T/S] (-)

Figure D-2 – Dead Load Axial Force.

Dead Load Negative Moment
0.00 0.10 0.20 0.30 0.40 0.50 0.60

-1000

Moment [M] (in-lbs)
-2000

-3000 Stiff
Flexible

-4000

-5000

-6000
Rise/Span [T/S] (-)

Figure D-3 – Dead Load Negative Moment.

Page 1208

Dead Load Positive Moment

Moment [M] (in-lbs)

3000 Stiff
Flexible

0.00 0.10 0.20 0.30 0.40 0.50 0.60
Rise/Span [T/S] (-)

Figure D-4 – Dead Load Negative Moment.

Construction Load Horizontal Reaction

Horizontal Reaction [Rx] (lbs)

Stiff
Flexible

0.00 0.10 0.20 0.30 0.40 0.50 0.60
Rise/Span [T/S] (-)

Figure D-5 – Dead Load Negative Moment.

Page 1209

Construction Load Axial Force
0.00 0.10 0.20 0.30 0.40 0.50 0.60

-500

Axial Force [Fx] (lbs)
-1000

Stiff
Flexible
-1500

-2000

-2500
Rise/Span [T/S] (-)

Figure D-6 – Dead Load Negative Moment.

Construction Load Negative Moment
0.00 0.10 0.20 0.30 0.40 0.50 0.60
-1000

-2000

-3000

Moment [M] (in-lbs)
-4000

-5000 Stiff
Flexible
-6000

-7000

-8000

-9000

-10000
Rise/Span [T/S] (-)

Figure D-7 – Dead Load Negative Moment.

Page 1210

Construction Load Positive Moment

Moment [M] (in-lbs)

6000 Stiff
Flexible

0.00 0.10 0.20 0.30 0.40 0.50 0.60
Rise/Span [T/S] (-)

Figure D-8 – Dead Load Negative Moment.

Wind Load Horizontal Reaction

Horizontal Reaction [Rx] (lbs)

Stiff
600 Flexible

0.00 0.10 0.20 0.30 0.40 0.50 0.60
Rise/Span [T/S] (-)

Figure D-9 – Dead Load Negative Moment.

Page 1211

Wind Load Axial Force

Axial Force [Fx] (lbs)

800 Stiff
600 Flexible

0.00 0.10 0.20 0.30 0.40 0.50 0.60
Rise/Span [T/S] (-)

Figure D-10 – Dead Load Negative Moment.

Wind Load Negative Moment
0.00 0.10 0.20 0.30 0.40 0.50 0.60
-2000

-4000

-6000

Moment [M] (in-lbs)
-8000

-10000 Stiff
Flexible
-12000

-14000

-16000

-18000

-20000
Rise/Span [T/S] (-)

Figure D-11 – Dead Load Negative Moment.

Page 1212

Wind Load Positive Moment

Moment [M] (in-lbs)

15000 Stiff
Flexible

0.00 0.10 0.20 0.30 0.40 0.50 0.60
Rise/Span [T/S] (-)

Figure D-12 – Dead Load Negative Moment.

Drift Load Horizontal Reaction

Horizontal Reaction [Rx] (lbs)

Stiff
400 Flexible

0.00 0.10 0.20 0.30 0.40 0.50 0.60
Rise/Span [T/S] (-)

Figure D-13 – Dead Load Negative Moment.

Page 1213

Drift Load Axial Force
0.00 0.10 0.20 0.30 0.40 0.50 0.60

-200

Axial Force [Fx] (lbs)
-400

-600 Stiff
Flexible

-800

-1000

-1200
Rise/Span [T/S] (-)

Figure D-14 – Dead Load Negative Moment.

Drift Load Negative Moment
0.00 0.10 0.20 0.30 0.40 0.50 0.60

-2000

Moment [M] (in-lbs)
-4000

-6000 Stiff
Flexible
-8000

-10000

-12000
Rise/Span [T/S] (-)

Figure D-15 – Dead Load Negative Moment.

Page 1214

Drift Load Positive Moment

Moment [M] (in-lbs)

6000 Stiff
Flexible

0.00 0.10 0.20 0.30 0.40 0.50 0.60
Rise/Span [T/S] (-)

Figure D-16 – Dead Load Negative Moment.

Balanced Snow Load Horizontal Reaction

Horizontal Reaction [Rx] (lbs)
Stiff
Flexible
0.00 0.10 0.20 0.30 0.40 0.50 0.60
Rise/Span [T/S] (-)

Figure D-17 – Dead Load Negative Moment.

Page 1215

Balanced Snow Load Axial Force
0.00 0.10 0.20 0.30 0.40 0.50 0.60

-500

Axial Force [Fx] (lbs)
-1000

Stiff
Flexible
-1500

-2000

-2500
Rise/Span [T/S] (-)

Figure D-18 – Dead Load Negative Moment.

Balanced Snow Load Negative Moment
0.00 0.10 0.20 0.30 0.40 0.50 0.60
-1000

-2000

Moment [M] (in-lbs)
-3000

-4000
Stiff
-5000 Flexible

-6000

-7000

-8000

-9000
Rise/Span [T/S] (-)

Figure D-19 – Dead Load Negative Moment.

Page 1216

Balanced Snow Load Positive Moment

Moment [M] (in-lbs)

Stiff
4000 Flexible

0.00 0.10 0.20 0.30 0.40 0.50 0.60
Rise/Span [T/S] (-)

Figure D-20 – Dead Load Negative Moment.

Page 1217

Appendix E: Arched Roof Load Tables

Appendix E contains load tables developed by the author for use in the preliminary

design of a lamella roof.

Page 1218
Table E-1 - 20 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϭ
ϭϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱƉƐĨ ϮϬƉƐĨ ϮϱƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
Ϯ Ϯϲ͘ϬϬ Ϯϰϱ ϰϱϬ ϱϭϬ Ͳϰϴϱ ϯϲϲϱ Ϯϰϱ ϰϱϬ ϱϭϬ Ͳϰϴϱ ϯϲϲϱ Ϯϰϱ ϰϱϬ ϱϭϬ Ͳϰϴϱ ϯϲϲϱ
ϯ ϭϴ͘ϭϳ Ϯϰϱ ϯϱϬ ϰϮϱ ͲϰϬϬ ϮϬϮϱ Ϯϰϱ ϯϱϬ ϰϮϱ ͲϱϭϬ ϮϯϯϬ Ϯϰϱ ϯϱϬ ϰϮϱ ͲϲϯϬ ϮϳϴϬ
ϰ ϭϰ͘ϱϬ ϮϱϬ ϮϴϬ ϯϳϬ Ͳϲϱϱ ϭϳϬϬ ϮϱϬ ϮϴϬ ϯϳϬ ͲϵϯϬ Ϯϭϲϱ ϮϱϬ ϮϴϬ ϯϳϬ ͲϭϮϬϱ ϮϲϯϬ
ϱ ϭϮ͘ϱϬ Ϯϱϱ ϮϯϬ ϯϯϱ Ͳϵϭϱ ϭϱϲϬ Ϯϱϱ ϮϯϬ ϯϯϱ ͲϭϮϯϱ ϮϬϭϬ Ϯϱϱ ϮϯϬ ϯϯϱ ͲϭϱϱϬ Ϯϰϱϱ
ϲ ϭϭ͘ϯϯ ϮϲϬ ϭϵϬ ϯϭϱ ͲϭϬϴϱ ϭϰϲϬ ϮϲϬ ϭϵϬ ϯϭϱ Ͳϭϰϭϱ ϭϴϴϬ ϮϲϬ ϭϵϬ ϯϭϱ Ͳϭϳϰϱ ϮϯϬϱ
ϳ ϭϬ͘ϲϰ Ϯϲϱ ϭϲϱ ϯϬϱ ͲϭϮϯϬ ϭϰϯϬ Ϯϲϱ ϭϲϱ ϯϬϱ ͲϭϱϱϬ ϭϴϯϬ Ϯϲϱ ϭϲϱ ϯϬϱ Ͳϭϴϴϱ ϮϮϯϬ
ϴ ϭϬ͘Ϯϱ Ϯϳϱ ϭϰϱ Ϯϵϱ ͲϭϱϬϬ ϭϱϵϱ Ϯϳϱ ϭϰϱ Ϯϵϱ Ͳϭϳϰϱ ϭϵϭϬ Ϯϳϱ ϭϰϱ Ϯϵϱ ͲϮϬϴϬ ϮϯϬϱ
ϵ ϭϬ͘Ϭϲ ϮϴϬ ϭϱϬ ϮϵϬ Ͳϭϵϴϱ ϭϵϳϱ ϮϴϬ ϭϱϬ ϮϵϬ Ͳϭϵϴϱ ϮϬϱϱ ϮϴϬ ϭϱϬ ϮϵϬ ͲϮϯϭϱ ϮϰϲϬ
ϭϬ ϭϬ͘ϬϬ ϮϵϬ ϭϲϬ ϮϵϬ ͲϮϱϮϱ ϮϳϬϬ ϮϵϬ ϭϲϬ ϮϵϬ ͲϮϱϮϱ ϮϳϬϬ ϮϵϬ ϭϲϬ ϮϵϬ ͲϮϱϵϱ ϮϳϬϱ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
Page 1219 ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϯϬƉƐĨ ϯϱƉƐĨ ϰϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
Ϯ Ϯϲ͘ϬϬ Ϯϳϱ ϱϬϱ ϱϲϱ Ͳϰϴϱ ϰϭϲϬ ϯϬϱ ϱϲϬ ϲϯϬ Ͳϰϴϱ ϰϲϴϬ ϯϯϱ ϲϭϱ ϲϵϱ Ͳϰϴϱ ϱϮϬϬ
ϯ ϭϴ͘ϭϳ Ϯϳϱ ϯϵϬ ϰϳϱ ͲϴϮϱ ϯϮϯϱ ϯϬϱ ϰϯϱ ϱϮϱ ͲϭϬϮϬ ϯϲϵϬ ϯϯϱ ϰϳϱ ϱϳϱ ͲϭϮϮϬ ϰϭϱϬ
ϰ ϭϰ͘ϱϬ ϮϴϬ ϯϭϬ ϰϭϬ Ͳϭϰϴϱ ϯϭϬϬ ϯϭϬ ϯϰϱ ϰϱϱ Ͳϭϳϲϱ ϯϱϳϬ ϯϰϬ ϯϳϱ ϱϬϬ ͲϮϬϱϬ ϰϬϰϱ
ϱ ϭϮ͘ϱϬ Ϯϳϱ ϮϱϬ ϯϳϱ ͲϭϴϳϬ ϮϵϭϬ ϯϬϬ ϮϴϬ ϰϭϱ ͲϮϭϵϱ ϯϯϳϬ ϯϯϬ ϯϬϱ ϰϱϱ ͲϮϱϮϬ ϯϴϮϱ
ϲ ϭϭ͘ϯϯ Ϯϲϱ ϮϬϱ ϯϰϱ ͲϮϬϴϬ ϮϳϮϱ ϮϵϬ ϮϯϬ ϯϴϬ ͲϮϰϭϱ ϯϭϰϱ ϯϭϱ ϮϱϬ ϰϭϱ ͲϮϳϱϱ ϯϱϳϬ
ϳ ϭϬ͘ϲϰ Ϯϲϱ ϭϳϬ ϯϭϬ ͲϮϮϭϱ ϮϲϯϬ Ϯϳϱ ϭϵϬ ϯϰϬ ͲϮϱϱϬ ϯϬϯϬ ϯϬϬ ϮϬϱ ϯϳϬ ͲϮϴϴϬ ϯϰϯϬ
ϴ ϭϬ͘Ϯϱ Ϯϳϱ ϭϰϱ ϯϬϬ ͲϮϰϮϬ ϮϳϬϬ ϮϴϬ ϭϲϬ ϯϯϬ ͲϮϳϲϱ ϯϭϬϬ ϯϬϬ ϭϳϱ ϯϱϱ ͲϯϭϭϬ ϯϱϬϱ
ϵ ϭϬ͘Ϭϲ ϮϴϬ ϭϱϬ Ϯϵϱ ͲϮϲϱϱ ϮϴϴϬ Ϯϴϱ ϭϱϬ ϯϮϬ ͲϯϬϭϬ ϯϯϬϬ ϯϬϱ ϭϱϱ ϯϰϱ Ͳϯϯϲϱ ϯϳϮϬ
ϭϬ ϭϬ͘ϬϬ ϮϵϬ ϭϲϬ ϮϵϬ ͲϮϵϰϱ ϯϭϯϱ ϮϵϬ ϭϲϬ ϯϭϱ ͲϯϮϵϱ ϯϱϲϱ ϯϭϬ ϭϲϬ ϯϰϱ Ͳϯϲϱϱ ϯϵϵϱ

Table E-1 - 20 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϭ
ϭϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϱϬƉƐĨ ϲϬƉƐĨ ϳϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
Ϯ Ϯϲ͘ϬϬ ϯϵϱ ϳϯϬ ϴϮϬ Ͳϱϳϱ ϲϮϰϬ ϰϱϱ ϴϰϬ ϵϰϱ ͲϲϵϬ ϳϮϴϬ ϱϭϱ ϵϱϱ ϭϬϳϬ Ͳϴϭϱ ϴϯϮϬ
ϯ ϭϴ͘ϭϳ ϯϵϱ ϱϲϱ ϲϴϬ ͲϭϲϮϱ ϱϬϲϱ ϰϱϱ ϲϱϬ ϳϴϱ ͲϮϬϮϱ ϱϵϴϬ ϱϭϱ ϳϯϱ ϴϵϬ ͲϮϰϯϬ ϲϴϵϱ
ϰ ϭϰ͘ϱϬ ϰϬϬ ϰϰϱ ϱϵϬ ͲϮϲϭϱ ϰϵϵϬ ϰϲϬ ϱϭϱ ϲϴϬ ͲϯϭϴϬ ϱϵϰϬ ϱϮϬ ϱϴϬ ϳϳϬ Ͳϯϳϰϱ ϲϴϴϱ
ϱ ϭϮ͘ϱϬ ϯϴϱ ϯϲϬ ϱϯϱ Ͳϯϭϲϱ ϰϳϰϬ ϰϰϱ ϰϭϱ ϲϭϱ Ͳϯϴϭϱ ϱϲϱϱ ϱϬϬ ϰϲϱ ϲϵϱ ͲϰϰϲϬ ϲϱϲϱ
ϲ ϭϭ͘ϯϯ ϯϲϱ Ϯϵϱ ϰϴϱ ͲϯϰϯϬ ϰϰϮϱ ϰϭϱ ϯϯϱ ϱϲϬ ͲϰϭϭϬ ϱϮϴϱ ϰϳϬ ϯϴϬ ϲϯϬ Ͳϰϳϴϱ ϲϭϰϬ
ϳ ϭϬ͘ϲϰ ϯϰϱ ϮϰϬ ϰϯϱ Ͳϯϱϱϱ ϰϮϯϬ ϯϵϬ Ϯϳϱ ϰϵϱ ͲϰϮϯϱ ϱϬϯϱ ϰϰϬ ϯϭϱ ϱϱϱ Ͳϰϵϭϱ ϱϴϱϬ
ϴ ϭϬ͘Ϯϱ ϯϰϱ ϮϬϱ ϰϭϬ Ͳϯϳϵϱ ϰϯϮϬ ϯϵϬ Ϯϯϱ ϰϳϬ ͲϰϰϴϬ ϱϭϰϬ ϰϯϱ Ϯϲϱ ϱϮϱ Ͳϱϭϳϱ ϱϵϱϱ
ϵ ϭϬ͘Ϭϲ ϯϱϬ ϭϴϬ ϰϬϬ ͲϰϬϳϱ ϰϱϱϱ ϯϵϬ ϮϬϱ ϰϱϱ ͲϰϳϴϬ ϱϯϵϱ ϰϯϱ ϮϯϬ ϱϭϬ ͲϱϰϵϬ ϲϮϯϬ
ϭϬ ϭϬ͘ϬϬ ϯϱϱ ϭϲϬ ϯϵϱ Ͳϰϯϴϱ ϰϴϱϬ ϰϬϬ ϭϴϬ ϰϰϱ ͲϱϭϮϬ ϱϳϯϬ ϰϰϬ ϮϬϬ ϱϬϬ ͲϱϴϱϬ ϲϲϭϱ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
Page 1220 ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϴϬƉƐĨ ϵϬƉƐĨ ϭϬϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
Ϯ Ϯϲ͘ϬϬ ϱϳϱ ϭϬϲϱ ϭϮϬϬ ͲϭϬϮϬ ϵϯϲϬ ϲϯϱ ϭϭϴϬ ϭϯϮϱ ͲϭϮϮϱ ϭϬϰϭϬ ϲϵϱ ϭϮϵϬ ϭϰϱϬ Ͳϭϰϯϱ ϭϭϰϱϱ
ϯ ϭϴ͘ϭϳ ϱϳϱ ϴϮϬ ϵϵϱ ͲϮϴϯϬ ϳϴϭϬ ϲϯϱ ϵϭϬ ϭϭϬϬ ͲϯϮϯϬ ϴϳϯϬ ϲϵϱ ϵϵϱ ϭϮϬϱ ͲϯϲϰϬ ϵϲϰϱ
ϰ ϭϰ͘ϱϬ ϱϴϬ ϲϱϬ ϴϲϬ ͲϰϯϭϬ ϳϴϯϬ ϲϰϬ ϳϭϱ ϵϱϬ Ͳϰϴϳϱ ϴϳϴϬ ϳϬϬ ϳϴϱ ϭϬϰϬ ͲϱϰϰϬ ϵϳϮϱ
ϱ ϭϮ͘ϱϬ ϱϱϱ ϱϮϬ ϳϳϱ ͲϱϭϭϬ ϳϰϴϬ ϲϭϬ ϱϳϱ ϴϱϱ ͲϱϳϲϬ ϴϯϵϱ ϲϳϬ ϲϯϬ ϵϯϱ ͲϲϰϬϱ ϵϯϭϬ
ϲ ϭϭ͘ϯϯ ϱϮϬ ϰϮϱ ϳϬϬ Ͳϱϰϲϱ ϳϬϬϬ ϱϳϬ ϰϲϱ ϳϳϬ ͲϲϭϰϬ ϳϴϱϱ ϲϮϱ ϱϭϬ ϴϰϱ ͲϲϴϮϬ ϴϳϭϱ
ϳ ϭϬ͘ϲϰ ϰϴϱ ϯϱϬ ϲϭϱ Ͳϱϱϵϱ ϲϲϲϬ ϱϯϬ ϯϴϱ ϲϳϱ ͲϲϮϳϱ ϳϰϳϱ ϱϳϱ ϰϮϬ ϳϰϬ Ͳϲϵϱϱ ϴϮϵϬ
ϴ ϭϬ͘Ϯϱ ϰϴϬ Ϯϵϱ ϱϴϬ Ͳϱϴϳϱ ϲϳϳϱ ϱϮϱ ϯϮϱ ϲϰϬ Ͳϲϱϳϱ ϳϱϵϬ ϱϲϱ ϯϱϱ ϲϵϱ ͲϳϮϳϬ ϴϰϭϬ
ϵ ϭϬ͘Ϭϲ ϰϴϬ Ϯϱϱ ϱϲϬ ͲϲϮϬϬ ϳϬϳϬ ϱϮϱ ϮϴϬ ϲϭϱ ͲϲϵϬϱ ϳϵϭϬ ϱϲϱ ϯϬϱ ϲϳϬ ͲϳϲϮϱ ϴϳϰϱ
ϭϬ ϭϬ͘ϬϬ ϰϴϱ ϮϮϬ ϱϱϱ Ͳϲϱϴϱ ϳϰϵϱ ϱϯϬ Ϯϰϱ ϲϬϱ Ͳϳϯϭϱ ϴϯϴϬ ϱϳϬ Ϯϲϱ ϲϲϬ ͲϴϬϱϬ ϵϮϲϱ

Table E-2 - 30 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ Ϯ
ϭϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱƉƐĨ ϮϬƉƐĨ ϮϱƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϯ ϯϵ͘ϬϬ ϯϲϱ ϳϴϱ ϴϲϱ Ͳϳϴϱ ϰϯϬϱ ϯϲϱ ϳϴϱ ϴϲϱ ͲϭϬϭϬ ϰϵϵϱ ϯϲϱ ϳϴϱ ϴϲϱ ͲϭϮϯϬ ϱϵϲϱ
ϰ ϯϬ͘ϭϯ ϯϳϬ ϲϮϱ ϳϮϬ ͲϭϬϭϬ ϯϮϳϱ ϯϳϬ ϲϮϱ ϳϮϬ ͲϭϱϬϬ ϰϭϱϱ ϯϳϬ ϲϮϱ ϳϮϬ ͲϮϬϬϬ ϱϬϯϱ
ϱ Ϯϱ͘ϬϬ ϯϳϬ ϱϭϱ ϲϯϬ ͲϭϱϳϬ ϯϭϵϬ ϯϳϬ ϱϭϱ ϲϯϬ ͲϮϭϵϬ ϰϭϮϱ ϯϳϬ ϱϭϱ ϲϯϬ ͲϮϴϭϱ ϱϬϲϱ
ϲ Ϯϭ͘ϳϱ ϯϳϱ ϰϯϱ ϱϲϱ ͲϮϬϬϬ ϯϭϱϱ ϯϳϱ ϰϯϱ ϱϲϱ ͲϮϳϭϱ ϰϭϯϱ ϯϳϱ ϰϯϱ ϱϲϱ ͲϯϰϮϱ ϱϭϭϱ
ϳ ϭϵ͘ϱϳ ϯϴϬ ϯϳϱ ϱϮϱ ͲϮϯϬϱ ϯϬϴϱ ϯϴϬ ϯϳϱ ϱϮϱ ͲϯϬϳϬ ϰϬϲϬ ϯϴϬ ϯϳϱ ϱϮϱ Ͳϯϴϯϱ ϱϬϯϱ
ϴ ϭϴ͘Ϭϲ ϯϴϱ ϯϯϬ ϰϵϱ ͲϮϱϮϬ ϮϵϵϬ ϯϴϱ ϯϯϬ ϰϵϱ ͲϯϮϵϱ ϯϵϯϬ ϯϴϱ ϯϯϬ ϰϵϱ ͲϰϬϴϱ ϰϴϳϬ
ϵ ϭϳ͘ϬϬ ϯϵϬ ϮϵϬ ϰϳϱ ͲϮϲϵϬ ϮϵϯϬ ϯϵϬ ϮϵϬ ϰϳϱ ͲϯϰϳϬ ϯϴϯϬ ϯϵϬ ϮϵϬ ϰϳϱ ͲϰϮϱϬ ϰϳϯϱ
ϭϬ ϭϲ͘Ϯϱ ϯϵϱ ϮϲϬ ϰϲϬ ͲϮϴϱϬ Ϯϵϯϱ ϯϵϱ ϮϲϬ ϰϲϬ ͲϯϲϮϱ ϯϴϬϬ ϯϵϱ ϮϲϬ ϰϲϬ ͲϰϰϬϬ ϰϲϲϱ
ϭϭ ϭϱ͘ϳϯ ϰϬϬ Ϯϯϱ ϰϱϬ ͲϯϬϰϱ ϯϬϭϬ ϰϬϬ Ϯϯϱ ϰϱϬ ͲϯϴϭϬ ϯϴϲϱ ϰϬϬ Ϯϯϱ ϰϱϬ Ͳϰϱϴϱ ϰϳϰϬ
ϭϮ ϭϱ͘ϯϴ ϰϭϬ Ϯϭϱ ϰϰϱ Ͳϯϱϭϱ ϯϯϰϱ ϰϭϬ Ϯϭϱ ϰϰϱ ͲϰϬϲϱ ϰϬϱϬ ϰϭϬ Ϯϭϱ ϰϰϱ ͲϰϴϱϬ ϰϵϭϱ
Page 1221 ϭϯ ϭϱ͘ϭϱ ϰϭϱ 220 ϰϰϬ ͲϰϮϬϱ ϰϬϱϱ ϰϭϱ ϮϮϬ ϰϰϬ Ͳϰϯϳϱ ϰϮϴϬ ϰϭϱ ϮϮϬ ϰϰϬ ͲϱϭϰϬ ϱϭϴϬ
ϭϰ ϭϱ͘Ϭϰ ϰϮϱ Ϯϯϱ ϰϯϱ Ͳϰϵϱϱ ϱϬϲϬ ϰϮϱ Ϯϯϱ ϰϯϱ Ͳϰϵϱϱ ϱϬϲϬ ϰϮϱ Ϯϯϱ ϰϯϱ ͲϱϱϮϱ ϱϱϬϱ
ϭϱ ϭϱ͘ϬϬ ϰϯϬ ϮϰϬ ϰϯϬ Ͳϱϳϲϱ ϲϬϴϱ ϰϯϬ ϮϰϬ ϰϯϬ Ͳϱϳϲϱ ϲϬϴϱ ϰϯϬ ϮϰϬ ϰϯϬ ͲϱϵϮϱ ϲϬϴϱ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϯϬƉƐĨ ϯϱƉƐĨ ϰϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϯ ϯϵ͘ϬϬ ϰϭϬ ϴϳϱ ϵϲϬ ͲϭϱϵϬ ϲϵϯϱ ϰϱϱ ϵϳϱ ϭϬϳϬ ͲϮϬϬϬ ϳϵϭϬ ϱϬϬ ϭϬϳϱ ϭϭϳϱ ͲϮϰϭϱ ϴϴϴϬ
ϰ ϯϬ͘ϭϯ ϰϭϬ ϲϵϱ ϴϬϱ ͲϮϱϬϱ ϱϵϭϱ ϰϱϱ ϳϳϱ ϴϵϬ ͲϯϬϭϱ ϲϳϵϱ ϱϬϬ ϴϱϬ ϵϴϬ ͲϯϱϮϱ ϳϲϳϱ
ϱ Ϯϱ͘ϬϬ ϰϭϱ ϱϳϱ ϳϬϬ Ͳϯϰϯϱ ϲϬϬϱ ϰϲϬ ϲϯϱ ϳϳϱ ͲϰϬϲϬ ϲϵϰϬ ϱϬϱ ϳϬϬ ϴϱϱ Ͳϰϲϴϱ ϳϴϴϬ
ϲ Ϯϭ͘ϳϱ ϰϮϬ ϰϴϱ ϲϯϬ ͲϰϭϰϬ ϲϭϬϬ ϰϲϱ ϱϯϱ ϳϬϬ ͲϰϴϱϬ ϳϬϴϬ ϱϭϬ ϱϵϬ ϳϳϬ Ͳϱϱϲϱ ϴϬϲϱ
ϳ ϭϵ͘ϱϳ ϰϭϱ ϰϭϱ ϱϴϬ ͲϰϲϬϬ ϲϬϭϬ ϰϱϱ ϰϲϬ ϲϰϬ ͲϱϯϳϬ ϲϵϴϱ ϱϬϬ ϱϬϱ ϳϬϱ Ͳϲϭϯϱ ϳϵϲϬ
ϴ ϭϴ͘Ϭϲ ϰϬϱ ϯϲϬ ϱϱϬ Ͳϰϴϳϱ ϱϴϭϬ ϰϰϱ ϰϬϬ ϲϭϬ Ͳϱϲϲϱ ϲϳϱϱ ϰϴϱ ϰϯϱ ϲϲϱ ͲϲϰϲϬ ϳϲϵϱ
ϵ ϭϳ͘ϬϬ ϯϵϱ ϯϭϱ ϱϭϱ ͲϱϬϱϬ ϱϲϯϱ ϰϯϬ ϯϰϱ ϱϳϬ ͲϱϴϱϬ ϲϱϱϬ ϰϳϬ ϯϴϬ ϲϮϱ ͲϲϲϱϬ ϳϰϳϬ
ϭϬ ϭϲ͘Ϯϱ ϯϵϱ Ϯϳϱ ϰϴϱ Ͳϱϭϳϱ ϱϱϲϬ ϰϮϬ ϯϬϱ ϱϯϬ ͲϱϵϳϬ ϲϰϱϬ ϰϱϱ ϯϯϱ ϱϴϬ Ͳϲϳϲϱ ϳϯϰϱ
ϭϭ ϭϱ͘ϳϯ ϰϬϬ Ϯϰϱ ϰϲϬ Ͳϱϯϲϱ ϱϲϭϱ ϰϭϱ ϮϳϬ ϱϬϱ ͲϲϭϰϬ ϲϰϵϱ ϰϱϬ Ϯϵϱ ϱϱϬ Ͳϲϵϭϱ ϳϯϳϬ
ϭϮ ϭϱ͘ϯϴ ϰϭϬ ϮϮϬ ϰϱϬ Ͳϱϲϯϱ ϱϳϴϱ ϰϭϱ Ϯϰϱ ϰϵϬ ͲϲϰϮϱ ϲϲϱϱ ϰϱϬ Ϯϲϱ ϱϯϱ ͲϳϮϭϬ ϳϱϰϱ
ϭϯ ϭϱ͘ϭϱ ϰϭϱ ϮϮϬ ϰϰϬ Ͳϱϵϰϱ ϲϬϴϱ ϰϮϬ ϮϮϬ ϰϴϬ Ͳϲϳϰϱ ϲϵϴϱ ϰϱϱ ϮϰϬ ϱϮϬ Ͳϳϱϰϱ ϳϴϵϬ
ϭϰ ϭϱ͘Ϭϰ ϰϮϱ Ϯϯϱ ϰϰϬ ͲϲϯϭϬ ϲϰϮϱ ϰϮϱ Ϯϯϱ ϰϴϬ ͲϳϭϯϬ ϳϯϳϬ ϰϲϬ Ϯϯϱ ϱϭϱ Ͳϳϵϰϱ ϴϯϭϬ
ϭϱ ϭϱ͘ϬϬ ϰϯϬ ϮϰϬ ϰϯϱ ͲϲϳϮϱ ϲϴϳϬ ϰϯϱ ϮϰϬ ϰϳϱ ͲϳϱϮϱ ϳϴϭϱ ϰϲϱ ϮϰϬ ϱϭϱ Ͳϴϯϱϱ ϴϳϲϱ

Table E-2 - 30 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ Ϯ
ϭϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϱϬƉƐĨ ϲϬƉƐĨ ϳϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϯ ϯϵ͘ϬϬ ϱϵϬ ϭϮϳϬ ϭϯϵϬ ͲϯϮϱϬ ϭϬϴϮϱ ϲϴϬ ϭϰϲϱ ϭϲϬϱ ͲϰϬϴϬ ϭϮϳϲϱ ϳϳϬ ϭϲϲϬ ϭϴϮϬ Ͳϰϵϭϱ ϭϰϳϭϬ
ϰ ϯϬ͘ϭϯ ϱϵϬ ϭϬϬϱ ϭϭϲϬ Ͳϰϱϰϱ ϵϰϰϬ ϲϴϬ ϭϭϲϬ ϭϯϰϬ ͲϱϱϳϬ ϭϭϮϭϬ ϳϳϬ ϭϯϭϱ ϭϱϭϱ ͲϲϱϵϬ ϭϮϵϴϬ
ϱ Ϯϱ͘ϬϬ ϱϵϱ ϴϮϱ ϭϬϭϬ Ͳϱϵϯϱ ϵϳϱϱ ϲϴϱ ϵϱϱ ϭϭϲϱ Ͳϳϭϴϱ ϭϭϲϯϱ ϳϳϱ ϭϬϴϬ ϭϯϮϬ ͲϴϰϰϬ ϭϯϱϮϬ
ϲ Ϯϭ͘ϳϱ ϲϬϬ ϲϵϱ ϵϭϬ Ͳϲϵϵϱ ϭϬϬϮϱ ϲϵϬ ϴϬϱ ϭϬϰϱ Ͳϴϰϯϱ ϭϭϵϵϬ ϳϴϬ ϵϭϬ ϭϭϴϱ Ͳϵϴϳϱ ϭϯϵϱϱ
ϳ ϭϵ͘ϱϳ ϱϴϱ ϱϵϱ ϴϯϬ ͲϳϲϳϬ ϵϵϭϬ ϲϳϱ ϲϴϱ ϵϱϱ ͲϵϮϭϱ ϭϭϴϲϬ ϳϲϬ ϳϳϱ ϭϬϴϬ ͲϭϬϳϲϱ ϭϯϴϮϱ
ϴ ϭϴ͘Ϭϲ ϱϳϬ ϱϭϱ ϳϴϱ ͲϴϬϰϬ ϵϲϬϬ ϲϱϬ ϱϵϬ ϵϬϬ ͲϵϲϮϱ ϭϭϱϬϱ ϳϯϱ ϲϳϬ ϭϬϮϬ ͲϭϭϮϬϱ ϭϯϰϭϱ
ϵ ϭϳ͘ϬϬ ϱϱϬ ϰϰϱ ϳϯϬ ͲϴϮϰϱ ϵϯϭϬ ϲϮϱ ϱϭϱ ϴϰϬ ͲϵϴϰϬ ϭϭϭϱϱ ϳϬϬ ϱϴϬ ϵϰϱ ͲϭϭϰϰϬ ϭϮϵϵϱ
ϭϬ ϭϲ͘Ϯϱ ϱϯϬ ϯϵϬ ϲϴϬ Ͳϴϯϱϱ ϵϭϯϬ ϲϬϬ ϰϱϬ ϳϳϱ ͲϵϵϱϬ ϭϬϵϭϱ ϲϳϬ ϱϬϱ ϴϳϱ ͲϭϭϱϰϬ ϭϮϳϬϬ
ϭϭ ϭϱ͘ϳϯ ϱϭϱ ϯϰϱ ϲϰϬ ͲϴϱϬϬ ϵϭϮϬ ϱϴϱ ϰϬϬ ϳϮϱ ͲϭϬϬϵϬ ϭϬϴϳϬ ϲϱϱ ϰϱϬ ϴϭϱ ͲϭϭϲϴϬ ϭϮϲϮϱ
ϭϮ ϭϱ͘ϯϴ ϱϭϱ ϯϭϬ ϲϮϬ ͲϴϳϵϬ ϵϯϯϱ ϱϴϱ ϯϱϱ ϳϬϱ ͲϭϬϯϴϱ ϭϭϭϮϱ ϲϱϬ ϰϬϬ ϳϴϱ ͲϭϮϬϬϬ ϭϮϵϭϬ
Page 1222 ϭϯ ϭϱ͘ϭϱ ϱϮϬ ϮϴϬ ϲϬϱ ͲϵϭϱϬ ϵϲϵϬ ϱϴϱ ϯϮϱ ϲϴϱ ͲϭϬϳϱϬ ϭϭϰϵϱ ϲϱϬ ϯϲϱ ϳϲϱ ͲϭϮϯϱϱ ϭϯϯϬϬ
ϭϰ ϭϱ͘Ϭϰ ϱϮϱ Ϯϱϱ ϱϵϱ Ͳϵϱϴϱ ϭϬϭϵϱ ϱϵϬ Ϯϵϱ ϲϳϱ ͲϭϭϮϮϱ ϭϮϬϴϬ ϲϱϱ ϯϯϬ ϳϱϱ ͲϭϮϴϲϱ ϭϯϵϲϱ
ϭϱ ϭϱ͘ϬϬ ϱϯϬ ϮϰϬ ϱϵϬ ͲϭϬϬϮϱ ϭϬϲϲϬ ϱϵϱ ϮϳϬ ϲϳϬ ͲϭϭϲϵϬ ϭϮϲϭϱ ϲϲϬ ϯϬϬ ϳϱϬ ͲϭϯϯϲϬ ϭϰϱϳϬ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϴϬƉƐĨ ϵϬƉƐĨ ϭϬϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϯ ϯϵ͘ϬϬ ϴϲϬ ϭϴϱϱ ϮϬϯϱ ͲϱϳϱϬ ϭϲϲϱϱ ϵϱϬ ϮϬϱϱ ϮϮϱϬ ͲϲϱϵϬ ϭϴϱϵϱ ϭϬϰϬ ϮϮϱϬ Ϯϰϲϱ Ͳϳϰϯϱ ϮϬϱϰϱ
ϰ ϯϬ͘ϭϯ ϴϲϬ ϭϰϳϬ ϭϲϵϱ ͲϳϲϭϬ ϭϰϳϱϱ ϵϱϱ ϭϲϮϱ ϭϴϳϱ Ͳϴϲϯϱ ϭϲϱϯϬ ϭϬϰϱ ϭϳϴϬ ϮϬϱϬ Ͳϵϲϱϱ ϭϴϯϬϱ
ϱ Ϯϱ͘ϬϬ ϴϲϱ ϭϮϬϱ ϭϰϳϬ ͲϵϳϬϬ ϭϱϰϭϬ ϵϱϱ ϭϯϯϱ ϭϲϮϱ ͲϭϬϵϲϬ ϭϳϮϵϱ ϭϬϰϱ ϭϰϲϬ ϭϳϴϬ ͲϭϮϮϮϬ ϭϵϭϴϱ
ϲ Ϯϭ͘ϳϱ ϴϳϬ ϭϬϭϱ ϭϯϮϱ Ͳϭϭϯϭϱ ϭϱϵϮϬ ϵϲϬ ϭϭϮϬ ϭϰϲϬ ͲϭϮϳϱϱ ϭϳϴϴϬ ϭϬϱϬ ϭϮϯϬ ϭϲϬϬ Ͳϭϰϭϵϱ ϭϵϴϰϱ
ϳ ϭϵ͘ϱϳ ϴϱϬ ϴϲϱ ϭϮϬϱ ͲϭϮϯϭϱ ϭϱϳϵϬ ϵϯϱ ϵϱϱ ϭϯϯϬ ͲϭϯϴϲϬ ϭϳϳϱϱ ϭϬϮϱ ϭϬϰϱ ϭϰϱϱ ͲϭϱϰϭϬ ϭϵϳϭϱ
ϴ ϭϴ͘Ϭϲ ϴϭϱ ϳϰϱ ϭϭϯϱ ͲϭϮϴϬϬ ϭϱϯϮϬ ϵϬϬ ϴϮϬ ϭϮϱϬ Ͳϭϰϯϵϱ ϭϳϮϯϬ ϵϴϬ ϵϬϬ ϭϯϳϬ Ͳϭϱϵϵϱ ϭϵϭϯϱ
ϵ ϭϳ͘ϬϬ ϳϴϬ ϲϰϱ ϭϬϱϱ ͲϭϯϬϯϱ ϭϰϴϯϱ ϴϱϱ ϳϭϬ ϭϭϲϬ Ͳϭϰϲϯϱ ϭϲϲϳϱ ϵϯϱ ϳϴϬ ϭϮϳϬ ͲϭϲϮϯϬ ϭϴϱϮϬ
ϭϬ ϭϲ͘Ϯϱ ϳϰϱ ϱϲϱ ϵϳϬ ͲϭϯϭϯϬ ϭϰϰϵϬ ϴϭϱ ϲϮϬ ϭϬϲϱ ͲϭϰϳϮϬ ϭϲϮϳϱ ϴϴϱ ϲϴϬ ϭϭϲϱ Ͳϭϲϯϭϱ ϭϴϬϲϬ
ϭϭ ϭϱ͘ϳϯ ϳϮϬ ϱϬϬ ϵϬϱ ͲϭϯϮϳϬ ϭϰϯϳϱ ϳϵϬ ϱϱϬ ϵϵϱ ͲϭϰϴϲϬ ϭϲϭϮϱ ϴϱϱ ϲϬϬ ϭϬϴϱ ͲϭϲϰϱϬ ϭϳϴϴϬ
ϭϮ ϭϱ͘ϯϴ ϳϭϱ ϰϰϱ ϴϳϬ ͲϭϯϲϭϬ ϭϰϳϬϬ ϳϴϱ ϰϵϬ ϵϱϱ ͲϭϱϮϮϬ ϭϲϰϴϱ ϴϱϬ ϱϯϱ ϭϬϰϬ ͲϭϲϴϯϬ ϭϴϮϳϱ
ϭϯ ϭϱ͘ϭϱ ϳϭϱ ϰϬϱ ϴϱϬ Ͳϭϯϵϴϱ ϭϱϭϬϱ ϳϴϬ ϰϰϱ ϵϯϬ ͲϭϱϲϮϬ ϭϲϵϭϬ ϴϰϱ ϰϴϱ ϭϬϭϱ ͲϭϳϮϱϱ ϭϴϳϭϬ
ϭϰ ϭϱ͘Ϭϰ ϳϮϬ ϯϲϱ ϴϯϱ ͲϭϰϱϬϬ ϭϱϴϱϬ ϳϴϱ ϰϬϱ ϵϮϬ ͲϭϲϭϰϬ ϭϳϳϰϬ ϴϱϬ ϰϰϬ ϭϬϬϬ ͲϭϳϴϬϬ ϭϵϲϮϱ
ϭϱ ϭϱ͘ϬϬ ϳϮϱ ϯϯϱ ϴϯϬ ͲϭϱϬϮϱ ϭϲϱϮϱ ϳϵϬ ϯϳϬ ϵϭϬ Ͳϭϲϲϵϱ ϭϴϰϴϬ ϴϱϱ ϰϬϬ ϵϴϱ Ͳϭϴϯϲϱ ϮϬϰϯϱ

Table E-3 - 40 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϯ
ϭϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱƉƐĨ ϮϬƉƐĨ ϮϱƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϰ ϱϮ͘ϬϬ ϰϴϱ ϭϭϭϬ ϭϮϬϱ ͲϭϳϮϱ ϱϴϲϬ ϰϴϱ ϭϭϭϬ ϭϮϬϱ ͲϮϱϲϱ ϳϰϯϬ ϰϴϱ ϭϭϭϬ ϭϮϬϱ ͲϯϰϰϬ ϵϬϬϬ
ϱ ϰϮ͘ϱϬ ϰϵϬ ϵϭϱ ϭϬϯϬ ͲϮϯϬϱ ϱϭϴϬ ϰϵϬ ϵϭϱ ϭϬϯϬ ͲϯϮϴϱ ϲϲϳϬ ϰϵϬ ϵϭϱ ϭϬϯϬ ͲϰϮϲϱ ϴϭϳϬ
ϲ ϯϲ͘ϯϯ ϰϵϬ ϳϳϬ ϵϭϬ ͲϮϵϬϱ ϱϬϱϱ ϰϵϬ ϳϳϬ ϵϭϬ Ͳϯϵϵϱ ϲϱϵϬ ϰϵϬ ϳϳϬ ϵϭϬ ͲϱϬϴϱ ϴϭϯϬ
ϳ ϯϮ͘Ϭϳ ϰϵϱ ϲϳϬ ϴϮϱ Ͳϯϰϲϱ ϱϭϰϬ ϰϵϱ ϲϳϬ ϴϮϱ ͲϰϲϴϬ ϲϳϲϱ ϰϵϱ ϲϳϬ ϴϮϱ Ͳϱϴϵϱ ϴϯϵϬ
ϴ Ϯϵ͘ϬϬ ϱϬϬ ϱϴϱ ϳϲϬ ͲϯϵϯϬ ϱϮϬϬ ϱϬϬ ϱϴϱ ϳϲϬ ͲϱϮϱϬ ϲϴϵϬ ϱϬϬ ϱϴϱ ϳϲϬ Ͳϲϱϲϱ ϴϱϴϬ
ϵ Ϯϲ͘ϳϮ ϱϬϱ ϱϮϱ ϳϭϱ ͲϰϮϴϬ ϱϭϳϱ ϱϬϱ ϱϮϱ ϳϭϱ Ͳϱϲϲϱ ϲϴϲϬ ϱϬϱ ϱϮϱ ϳϭϱ ͲϳϬϱϬ ϴϱϰϱ
ϭϬ Ϯϱ͘ϬϬ ϱϭϬ ϰϳϬ ϲϴϬ Ͳϰϱϯϱ ϱϬϴϱ ϱϭϬ ϰϳϬ ϲϴϬ Ͳϱϵϱϱ ϲϳϱϬ ϱϭϬ ϰϳϬ ϲϴϬ ͲϳϯϴϬ ϴϰϯϬ
ϭϭ Ϯϯ͘ϲϴ ϱϭϱ ϰϯϬ ϲϱϱ Ͳϰϳϰϱ ϱϬϭϬ ϱϭϱ ϰϯϬ ϲϱϱ ͲϲϭϳϬ ϲϲϰϱ ϱϭϱ ϰϯϬ ϲϱϱ ͲϳϲϭϬ ϴϮϳϱ
ϭϮ ϮϮ͘ϲϳ ϱϮϬ ϯϵϬ ϲϯϱ Ͳϰϵϰϱ ϰϵϴϱ ϱϮϬ ϯϵϬ ϲϯϱ Ͳϲϯϰϱ ϲϱϲϬ ϱϮϬ ϯϵϬ ϲϯϱ ͲϳϳϴϬ ϴϭϯϬ
ϭϯ Ϯϭ͘ϴϴ ϱϮϱ ϯϲϬ ϲϮϬ ͲϱϭϯϬ ϱϬϬϬ ϱϮϱ ϯϲϬ ϲϮϬ ͲϲϱϯϬ ϲϱϮϱ ϱϮϱ ϯϲϬ ϲϮϬ ͲϳϵϯϬ ϴϬϵϱ
Page 1223 ϭϰ Ϯϭ͘Ϯϵ ϱϯϬ 330 ϲϬϱ ͲϱϯϭϬ ϱϬϳϬ ϱϯϬ ϯϯϬ ϲϬϱ Ͳϲϲϵϱ ϲϱϵϬ ϱϯϬ ϯϯϬ ϲϬϱ ͲϴϬϴϬ ϴϭϬϱ
ϭϱ ϮϬ͘ϴϯ ϱϯϱ ϯϭϬ ϱϵϱ ͲϱϲϮϬ ϱϮϴϬ ϱϯϱ ϯϭϬ ϱϵϱ Ͳϲϵϵϱ ϲϳϱϱ ϱϯϱ ϯϭϬ ϱϵϱ Ͳϴϯϵϱ ϴϯϬϱ
ϭϲ ϮϬ͘ϱϬ ϱϰϱ Ϯϴϱ ϱϵϬ ͲϲϯϰϬ ϲϬϰϱ ϱϰϱ Ϯϴϱ ϱϵϬ ͲϳϯϭϬ ϳϬϱϬ ϱϰϱ Ϯϴϱ ϱϵϬ ͲϴϳϮϱ ϴϱϳϱ
ϭϳ ϮϬ͘Ϯϲ ϱϱϬ Ϯϴϱ ϱϴϱ ͲϳϮϯϱ ϳϬϵϬ ϱϱϬ Ϯϴϱ ϱϴϱ ͲϳϳϬϱ ϳϯϳϬ ϱϱϬ Ϯϴϱ ϱϴϱ ͲϵϬϵϱ ϴϵϰϬ
ϭϴ ϮϬ͘ϭϭ ϱϲϬ ϮϵϬ ϱϴϬ Ͳϴϭϵϱ ϴϮϴϬ ϱϲϬ ϮϵϬ ϱϴϬ Ͳϴϭϵϱ ϴϮϴϬ ϱϲϬ ϮϵϬ ϱϴϬ ͲϵϱϰϬ ϵϯϰϱ
ϭϵ ϮϬ͘Ϭϯ ϱϲϱ ϯϭϬ ϱϳϱ ͲϵϮϭϱ ϵϵϱϱ ϱϲϱ ϯϭϬ ϱϳϱ ͲϵϮϭϱ ϵϵϱϱ ϱϲϱ ϯϭϬ ϱϳϱ ͲϭϬϬϱϬ ϵϵϱϱ
ϮϬ ϮϬ͘ϬϬ ϱϳϱ ϯϭϱ ϱϳϱ ͲϭϬϯϬϬ ϭϭϱϲϬ ϱϳϱ ϯϭϱ ϱϳϱ ͲϭϬϯϬϬ ϭϭϱϲϬ ϱϳϱ ϯϭϱ ϱϳϱ ͲϭϬϱϵϬ ϭϭϱϲϬ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϯϬƉƐĨ ϯϱƉƐĨ ϰϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϰ ϱϮ͘ϬϬ ϱϰϱ ϭϮϰϬ ϭϯϰϱ ͲϰϯϰϬ ϭϬϱϴϱ ϲϬϱ ϭϯϳϱ ϭϰϵϱ ͲϱϮϯϱ ϭϮϭϳϱ ϲϲϱ ϭϱϭϱ ϭϲϰϱ ͲϲϭϯϬ ϭϯϳϲϱ
ϱ ϰϮ͘ϱϬ ϱϰϱ ϭϬϮϬ ϭϭϱϬ ͲϱϮϰϬ ϵϲϳϱ ϲϬϱ ϭϭϯϬ ϭϮϳϱ ͲϲϮϮϬ ϭϭϭϴϱ ϲϲϱ ϭϮϰϱ ϭϰϬϱ ͲϳϮϬϬ ϭϮϲϵϬ
ϲ ϯϲ͘ϯϯ ϱϱϬ ϴϲϬ ϭϬϭϱ ͲϲϭϴϬ ϵϲϴϱ ϲϭϬ ϵϱϱ ϭϭϮϱ ͲϳϮϳϬ ϭϭϮϯϱ ϲϳϬ ϭϬϱϬ ϭϮϰϬ Ͳϴϯϳϱ ϭϮϳϴϱ
ϳ ϯϮ͘Ϭϳ ϱϱϬ ϳϰϱ ϵϮϬ Ͳϳϭϭϱ ϭϬϬϭϬ ϲϭϬ ϴϮϱ ϭϬϮϬ Ͳϴϯϰϱ ϭϭϲϯϱ ϲϳϬ ϵϭϬ ϭϭϮϬ Ͳϵϱϳϱ ϭϯϮϳϬ
ϴ Ϯϵ͘ϬϬ ϱϱϱ ϲϱϱ ϴϱϬ Ͳϳϴϴϱ ϭϬϮϳϬ ϲϭϱ ϳϮϱ ϵϰϬ ͲϵϮϮϬ ϭϭϵϲϱ ϲϳϱ ϴϬϬ ϭϬϯϱ ͲϭϬϱϱϱ ϭϯϲϱϱ
ϵ Ϯϲ͘ϳϮ ϱϱϬ ϱϴϬ ϳϵϬ Ͳϴϰϯϱ ϭϬϮϱϬ ϲϭϬ ϲϰϱ ϴϳϱ ͲϵϴϮϱ ϭϭϵϲϬ ϲϳϬ ϳϭϬ ϵϲϬ ͲϭϭϮϮϱ ϭϯϲϲϱ
ϭϬ Ϯϱ͘ϬϬ ϱϰϱ ϱϮϬ ϳϱϱ ͲϴϴϬϬ ϭϬϭϭϬ ϲϬϬ ϱϳϱ ϴϯϱ ͲϭϬϮϮϱ ϭϭϳϵϱ ϲϱϱ ϲϯϬ ϵϭϱ Ͳϭϭϲϰϱ ϭϯϰϳϱ
ϭϭ Ϯϯ͘ϲϴ ϱϯϱ ϰϲϱ ϳϮϬ ͲϵϬϱϬ ϵϵϭϬ ϱϵϬ ϱϭϱ ϴϬϬ ͲϭϬϰϵϬ ϭϭϱϰϱ ϲϰϬ ϱϲϱ ϴϳϱ ͲϭϭϵϮϱ ϭϯϭϳϱ
ϭϮ ϮϮ͘ϲϳ ϱϮϱ ϰϮϬ ϲϵϬ ͲϵϮϮϬ ϵϳϭϬ ϱϳϱ ϰϲϱ ϳϲϬ ͲϭϬϲϲϱ ϭϭϯϭϱ ϲϮϱ ϱϭϬ ϴϯϱ ͲϭϮϭϬϱ ϭϮϵϮϱ
ϭϯ Ϯϭ͘ϴϴ ϱϮϱ ϯϴϬ ϲϱϱ Ͳϵϯϱϱ ϵϲϲϱ ϱϲϱ ϰϮϬ ϳϮϱ ͲϭϬϳϵϬ ϭϭϮϯϱ ϲϭϬ ϰϲϬ ϳϵϬ ͲϭϮϮϯϬ ϭϮϴϬϱ
ϭϰ Ϯϭ͘Ϯϵ ϱϯϬ ϯϱϬ ϲϮϬ Ͳϵϰϲϱ ϵϲϮϱ ϱϱϬ ϯϴϱ ϲϴϱ ͲϭϬϴϲϬ ϭϭϭϰϬ ϲϬϬ ϰϮϬ ϳϰϱ ͲϭϮϮϴϬ ϭϮϲϲϬ
ϭϱ ϮϬ͘ϴϯ ϱϯϱ ϯϮϬ ϲϭϬ ͲϵϳϵϬ ϵϴϱϱ ϱϱϬ ϯϱϱ ϲϲϱ ͲϭϭϭϵϬ ϭϭϰϬϱ ϱϵϱ ϯϴϱ ϳϮϱ ͲϭϮϱϵϬ ϭϮϵϱϬ
ϭϲ ϮϬ͘ϱϬ ϱϰϱ Ϯϵϱ ϱϵϱ ͲϭϬϭϯϱ ϭϬϬϵϱ ϱϱϱ ϯϮϱ ϲϱϱ ͲϭϭϱϱϬ ϭϭϲϯϬ ϲϬϬ ϯϱϱ ϳϭϬ ͲϭϮϵϲϬ ϭϯϮϬϱ 165
ϭϳ ϮϬ͘Ϯϲ ϱϱϬ Ϯϴϱ ϱϵϬ ͲϭϬϱϮϬ ϭϬϱϭϬ ϱϲϬ ϯϬϱ ϲϰϱ Ͳϭϭϵϰϱ ϭϮϬϴϱ ϲϬϬ ϯϯϬ ϳϬϬ Ͳϭϯϯϳϱ ϭϯϲϱϱ
ϭϴ ϮϬ͘ϭϭ ϱϲϬ ϮϵϬ ϱϴϱ ͲϭϬϵϳϬ ϭϬϵϳϬ ϱϲϱ ϮϵϬ ϲϰϬ ͲϭϮϰϮϬ ϭϮϲϬϬ ϲϭϬ ϯϭϬ ϲϵϬ Ͳϭϯϴϲϱ ϭϰϮϮϱ
ϭϵ ϮϬ͘Ϭϯ ϱϲϱ ϯϭϬ ϱϴϬ ͲϭϭϰϲϬ ϭϭϰϱϬ ϱϳϬ ϯϭϬ ϲϯϱ ͲϭϮϵϮϬ ϭϯϭϭϬ ϲϭϱ ϯϭϬ ϲϴϱ ͲϭϰϯϵϬ ϭϰϳϵϬ
ϮϬ ϮϬ͘ϬϬ ϱϳϱ ϯϭϱ ϱϴϬ ͲϭϮϬϮϬ ϭϮϬϵϬ ϱϴϬ ϯϭϱ ϲϯϬ Ͳϭϯϰϰϱ ϭϯϳϲϱ ϲϮϬ ϯϭϱ ϲϴϱ Ͳϭϰϵϯϱ ϭϱϰϰϱ
Table E-3 - 40 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϯ
ϭϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϱϬƉƐĨ ϲϬƉƐĨ ϳϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϰ ϱϮ͘ϬϬ ϳϴϱ ϭϳϵϬ ϭϵϰϱ ͲϳϵϮϱ ϭϲϵϰϱ ϵϬϱ ϮϬϳϬ ϮϮϱϬ ͲϵϳϮϬ ϮϬϭϮϱ ϭϬϮϱ Ϯϯϰϱ ϮϱϱϬ Ͳϭϭϱϭϱ ϮϯϯϬϱ
ϱ ϰϮ͘ϱϬ ϳϴϱ ϭϰϳϬ ϭϲϲϬ Ͳϵϭϱϱ ϭϱϳϬϱ ϵϬϱ ϭϳϬϬ ϭϵϭϱ ͲϭϭϭϯϬ ϭϴϳϮϬ ϭϬϮϱ ϭϵϮϱ ϮϭϳϬ ͲϭϯϭϬϬ ϮϭϳϯϬ
ϲ ϯϲ͘ϯϯ ϳϵϬ ϭϮϰϱ ϭϰϲϬ ͲϭϬϱϴϬ ϭϱϴϵϬ ϵϭϬ ϭϰϯϱ ϭϲϴϱ ͲϭϮϳϴϱ ϭϴϵϵϱ ϭϬϯϬ ϭϲϮϱ ϭϵϭϬ ͲϭϰϵϵϬ ϮϮϬϵϱ
ϳ ϯϮ͘Ϭϳ ϳϵϱ ϭϬϳϱ ϭϯϮϱ ͲϭϮϬϯϬ ϭϲϱϰϱ ϵϭϱ ϭϮϰϬ ϭϱϮϱ ͲϭϰϰϵϬ ϭϵϴϭϱ ϭϬϯϱ ϭϰϬϱ ϭϳϯϬ ͲϭϲϵϱϬ ϮϯϬϵϬ
ϴ Ϯϵ͘ϬϬ ϳϵϱ ϵϰϱ ϭϮϮϬ ͲϭϯϮϮϬ ϭϳϬϯϱ ϵϮϬ ϭϬϴϱ ϭϰϬϱ ͲϭϱϴϵϬ ϮϬϰϮϬ ϭϬϰϬ ϭϮϯϬ ϭϱϵϱ Ͳϭϴϱϱϱ ϮϯϴϬϱ
ϵ Ϯϲ͘ϳϮ ϳϵϬ ϴϯϱ ϭϭϯϱ ͲϭϰϬϯϬ ϭϳϬϴϱ ϵϬϱ ϵϲϬ ϭϯϬϱ Ͳϭϲϴϯϱ ϮϬϱϬϬ ϭϬϮϱ ϭϬϵϬ ϭϰϳϱ ͲϭϵϲϰϬ ϮϯϵϮϬ
ϭϬ Ϯϱ͘ϬϬ ϳϳϬ ϳϰϱ ϭϬϴϬ ͲϭϰϱϭϬ ϭϲϴϯϱ ϴϴϱ ϴϱϱ ϭϮϰϬ Ͳϭϳϯϴϱ ϮϬϮϬϬ ϵϵϱ ϵϳϬ ϭϰϬϱ ͲϮϬϮϲϱ ϮϯϱϲϬ
ϭϭ Ϯϯ͘ϲϴ ϳϱϬ ϲϲϱ ϭϬϯϬ ͲϭϰϴϬϱ ϭϲϰϰϱ ϴϲϬ ϳϲϱ ϭϭϴϱ Ͳϭϳϲϴϱ ϭϵϳϭϬ ϵϲϱ ϴϲϱ ϭϯϯϱ ͲϮϬϱϵϬ ϮϮϵϳϱ
ϭϮ ϮϮ͘ϲϳ ϳϯϬ ϲϬϬ ϵϳϱ ͲϭϰϵϵϬ ϭϲϭϰϬ ϴϯϬ ϲϵϬ ϭϭϮϬ Ͳϭϳϴϳϱ ϭϵϯϲϬ ϵϯϱ ϳϳϱ ϭϮϲϱ ͲϮϬϳϲϬ ϮϮϱϳϱ
ϭϯ Ϯϭ͘ϴϴ ϳϭϬ ϱϰϬ ϵϮϱ ͲϭϱϭϬϱ ϭϱϵϰϱ ϴϬϱ ϲϮϬ ϭϬϱϱ Ͳϭϳϵϳϱ ϭϵϬϴϬ ϵϬϱ ϳϬϬ ϭϭϵϬ ͲϮϬϴϱϬ ϮϮϮϮϬ
Page 1224 ϭϰ Ϯϭ͘Ϯϵ ϲϵϬ ϰϵϬ ϴϲϱ ͲϭϱϭϮϬ ϭϱϳϭϱ ϳϴϬ ϱϲϱ ϵϵϬ ͲϭϳϵϲϬ ϭϴϴϬϱ ϴϳϱ ϲϯϱ ϭϭϭϬ ͲϮϬϴϬϬ ϮϭϵϬϬ
ϭϱ ϮϬ͘ϴϯ ϲϴϱ ϰϱϬ ϴϰϱ Ͳϭϱϰϰϱ ϭϲϬϱϬ ϳϴϬ ϱϮϬ ϵϲϬ Ͳϭϴϯϭϱ ϭϵϭϰϱ ϴϳϬ ϱϴϱ ϭϬϴϬ ͲϮϭϭϴϬ ϮϮϮϰϬ
ϭϲ ϮϬ͘ϱϬ ϲϴϱ ϰϭϱ ϴϮϱ Ͳϭϱϳϴϱ ϭϲϯϱϱ ϳϳϱ ϰϳϱ ϵϯϱ Ͳϭϴϲϲϱ ϭϵϱϬϬ ϴϲϱ ϱϰϬ ϭϬϱϬ ͲϮϭϱϱϱ ϮϮϲϰϱ
ϭϳ ϮϬ͘Ϯϲ ϲϵϬ ϯϴϱ ϴϭϬ ͲϭϲϮϯϬ ϭϲϴϬϬ ϳϴϬ ϰϰϬ ϵϮϬ ͲϭϵϬϴϬ ϭϵϵϰϱ ϴϲϱ ϰϵϱ ϭϬϯϬ ͲϮϭϵϴϬ ϮϯϬϵϬ
ϭϴ ϮϬ͘ϭϭ ϲϵϱ ϯϲϬ ϴϬϬ Ͳϭϲϳϲϱ ϭϳϰϴϬ ϳϴϬ ϰϭϬ ϵϬϱ ͲϭϵϲϲϬ ϮϬϳϯϬ ϴϳϬ ϰϲϬ ϭϬϭϱ ͲϮϮϱϱϱ Ϯϯϵϴϱ
ϭϵ ϮϬ͘Ϭϯ ϳϬϬ ϯϯϱ ϳϵϬ ͲϭϳϯϯϬ ϭϴϭϱϬ ϳϵϬ ϯϴϱ ϵϬϬ ͲϮϬϮϳϬ ϮϭϱϭϬ ϴϳϱ ϰϯϬ ϭϬϬϱ ͲϮϯϮϭϬ Ϯϰϴϲϱ
ϮϬ ϮϬ͘ϬϬ ϳϭϬ ϯϭϱ ϳϵϬ Ͳϭϳϵϭϱ ϭϴϳϵϱ ϳϵϱ ϯϱϱ ϴϵϱ ͲϮϬϴϵϬ ϮϮϮϱϬ ϴϴϬ ϰϬϬ ϭϬϬϬ ͲϮϯϴϳϬ ϮϱϳϬϱ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϴϬƉƐĨ ϵϬƉƐĨ ϭϬϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϰ ϱϮ͘ϬϬ ϭϭϰϱ ϮϲϮϱ ϮϴϱϬ ͲϭϯϯϭϬ Ϯϲϰϴϱ ϭϮϲϱ ϮϵϬϬ ϯϭϱϬ ͲϭϱϭϬϬ Ϯϵϲϲϱ ϭϯϴϱ ϯϭϳϱ ϯϰϱϬ Ͳϭϲϴϵϱ ϯϮϴϰϱ
ϱ ϰϮ͘ϱϬ ϭϭϱϬ Ϯϭϱϱ ϮϰϮϱ ͲϭϱϬϳϱ Ϯϰϳϰϱ ϭϮϳϬ ϮϯϴϬ ϮϲϴϬ ͲϭϳϬϱϬ ϮϳϳϲϬ ϭϯϵϬ ϮϲϬϱ ϮϵϰϬ ͲϭϵϬϮϬ ϯϬϳϳϱ
ϲ ϯϲ͘ϯϯ ϭϭϱϬ ϭϴϭϱ Ϯϭϯϱ ͲϭϳϮϬϬ ϮϱϮϬϬ ϭϮϳϬ ϮϬϭϬ ϮϯϲϬ ͲϭϵϰϬϱ ϮϴϯϬϱ ϭϯϵϬ ϮϮϬϬ Ϯϱϴϱ ͲϮϭϲϭϬ ϯϭϰϬϱ
ϳ ϯϮ͘Ϭϳ ϭϭϱϱ ϭϱϳϬ ϭϵϯϬ ͲϭϵϰϭϬ ϮϲϯϲϬ ϭϮϳϱ ϭϳϯϱ Ϯϭϯϱ ͲϮϭϴϳϬ ϮϵϲϯϬ ϭϯϵϱ ϭϴϵϱ Ϯϯϯϱ ͲϮϰϯϯϬ ϯϮϵϬϱ
ϴ Ϯϵ͘ϬϬ ϭϭϲϬ ϭϯϳϱ ϭϳϴϬ ͲϮϭϮϮϱ Ϯϳϭϴϱ ϭϮϴϬ ϭϱϮϬ ϭϵϲϱ ͲϮϯϴϵϱ ϯϬϱϳϬ ϭϰϬϬ ϭϲϲϱ ϮϭϱϬ ͲϮϲϱϲϬ ϯϯϵϱϬ
ϵ Ϯϲ͘ϳϮ ϭϭϰϬ ϭϮϭϱ ϭϲϰϱ ͲϮϮϰϰϱ Ϯϳϯϯϱ ϭϮϲϬ ϭϯϰϱ ϭϴϮϬ ͲϮϱϮϰϱ ϯϬϳϱϬ ϭϯϳϱ ϭϰϳϬ ϭϵϵϬ ͲϮϴϬϱϬ ϯϰϭϳϬ
ϭϬ Ϯϱ͘ϬϬ ϭϭϭϬ ϭϬϴϬ ϭϱϲϱ ͲϮϯϭϰϬ ϮϲϵϮϱ ϭϮϮϬ ϭϭϵϱ ϭϳϯϬ ͲϮϲϬϭϱ ϯϬϮϵϬ ϭϯϯϱ ϭϯϬϱ ϭϴϵϬ ͲϮϴϴϵϬ ϯϯϲϱϬ
ϭϭ Ϯϯ͘ϲϴ ϭϬϳϱ ϵϲϱ ϭϰϵϬ ͲϮϯϰϵϱ ϮϲϮϲϱ ϭϭϴϬ ϭϬϲϱ ϭϲϰϱ ͲϮϲϰϬϱ ϮϵϱϲϬ ϭϮϵϬ ϭϭϲϱ ϭϴϬϬ ͲϮϵϯϭϬ ϯϮϴϱϬ
ϭϮ ϮϮ͘ϲϳ ϭϬϰϬ ϴϲϱ ϭϰϭϬ ͲϮϯϲϰϱ Ϯϱϳϵϱ ϭϭϰϬ ϵϱϱ ϭϱϱϬ ͲϮϲϱϯϬ ϮϵϬϭϬ ϭϮϰϱ ϭϬϰϱ ϭϲϵϱ ͲϮϵϰϰϬ ϯϮϮϯϬ
ϭϯ Ϯϭ͘ϴϴ ϭϬϬϬ ϳϴϬ ϭϯϮϱ ͲϮϯϳϮϱ ϮϱϯϲϬ ϭϭϬϬ ϴϲϬ ϭϰϱϱ ͲϮϲϲϬϬ ϮϴϱϬϬ ϭϭϵϱ ϵϰϬ ϭϱϵϬ ͲϮϵϰϳϬ ϯϭϲϯϱ
ϭϰ Ϯϭ͘Ϯϵ ϵϲϱ ϳϬϱ ϭϮϯϱ ͲϮϯϲϰϬ Ϯϰϵϵϱ ϭϬϲϬ ϳϴϬ ϭϯϱϱ ͲϮϲϰϴϬ ϮϴϬϵϬ ϭϭϱϬ ϴϱϬ ϭϰϴϬ ͲϮϵϯϮϱ ϯϭϭϴϱ
ϭϱ ϮϬ͘ϴϯ ϵϲϬ ϲϱϬ ϭϭϵϱ ͲϮϰϬϰϱ ϮϱϯϰϬ ϭϬϱϬ ϳϭϱ ϭϯϭϬ ͲϮϲϵϭϬ Ϯϴϰϯϱ ϭϭϰϬ ϳϴϬ ϭϰϯϬ ͲϮϵϳϳϱ ϯϭϱϯϱ
ϭϲ ϮϬ͘ϱϬ ϵϱϱ ϲϬϬ ϭϭϲϱ ͲϮϰϰϰϬ Ϯϱϳϵϱ ϭϬϰϱ ϲϲϬ ϭϮϳϱ ͲϮϳϯϯϬ ϮϴϵϰϬ ϭϭϯϬ ϳϮϬ ϭϯϵϬ ͲϯϬϮϭϱ ϯϮϬϴϱ 166
ϭϳ ϮϬ͘Ϯϲ ϵϱϱ ϱϱϱ ϭϭϰϬ ͲϮϰϴϵϱ ϮϲϮϰϱ ϭϬϰϬ ϲϭϬ ϭϮϱϬ ͲϮϳϴϬϱ ϮϵϰϰϬ ϭϭϯϬ ϲϲϱ ϭϯϲϬ ͲϯϬϳϮϬ ϯϮϲϯϱ
ϭϴ ϮϬ͘ϭϭ ϵϱϱ ϱϭϱ ϭϭϮϱ ͲϮϱϰϳϬ ϮϳϮϯϱ ϭϬϰϱ ϱϲϱ ϭϮϯϬ ͲϮϴϰϮϬ ϯϬϰϵϬ ϭϭϯϬ ϲϭϱ ϭϯϰϬ ͲϯϭϯϳϬ ϯϯϳϰϱ
ϭϵ ϮϬ͘Ϭϯ ϵϲϬ ϰϴϬ ϭϭϭϬ ͲϮϲϭϰϱ ϮϴϮϮϱ ϭϬϱϬ ϱϮϱ ϭϮϮϬ ͲϮϵϬϴϱ ϯϭϱϴϱ ϭϭϯϱ ϱϳϱ ϭϯϮϱ ͲϯϮϬϱϬ ϯϰϵϰϬ
ϮϬ ϮϬ͘ϬϬ ϵϳϬ ϰϰϱ ϭϭϬϱ ͲϮϲϴϱϬ ϮϵϭϲϬ ϭϬϱϱ ϰϵϬ ϭϮϭϬ ͲϮϵϴϮϱ ϯϮϲϭϱ ϭϭϰϬ ϱϯϱ ϭϯϭϱ ͲϯϮϴϬϱ ϯϲϬϳϬ
Table E-4 - 50 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϰ
ϭϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱƉƐĨ ϮϬƉƐĨ ϮϱƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϱ ϲϱ͘ϬϬ ϲϭϬ ϭϰϮϱ ϭϱϰϱ ͲϯϱϭϬ ϴϭϱϬ ϲϭϬ ϭϰϮϱ ϭϱϰϱ ͲϱϬϮϱ ϭϬϱϮϬ ϲϭϬ ϭϰϮϱ ϭϱϰϱ Ͳϲϱϰϱ ϭϮϴϵϬ
ϲ ϱϱ͘Ϭϴ ϲϭϬ ϭϮϬϱ ϭϯϰϱ Ͳϰϭϭϱ ϳϱϰϱ ϲϭϬ ϭϮϬϱ ϭϯϰϱ ͲϱϳϬϱ ϵϴϯϱ ϲϭϬ ϭϮϬϱ ϭϯϰϱ ͲϳϮϵϱ ϭϮϭϯϬ
ϴ ϰϯ͘Ϭϲ ϲϭϱ ϵϮϬ ϭϬϵϱ ͲϱϯϮϬ ϳϱϭϬ ϲϭϱ ϵϮϬ ϭϬϵϱ ͲϳϭϲϬ ϵϵϮϬ ϲϭϱ ϵϮϬ ϭϬϵϱ ͲϵϬϭϱ ϭϮϯϱϬ
ϭϬ ϯϲ͘Ϯϱ ϲϮϱ ϳϰϬ ϵϱϱ ͲϲϰϮϬ ϳϴϮϬ ϲϮϱ ϳϰϬ ϵϱϱ Ͳϴϱϭϱ ϭϬϰϮϱ ϲϮϱ ϳϰϬ ϵϱϱ ͲϭϬϲϭϱ ϭϯϬϮϱ
ϭϮ ϯϮ͘Ϭϰ ϲϯϬ ϲϭϱ ϴϳϬ Ͳϳϭϯϱ ϳϳϳϱ ϲϯϬ ϲϭϱ ϴϳϬ Ͳϵϯϲϱ ϭϬϯϴϬ ϲϯϬ ϲϭϱ ϴϳϬ Ͳϭϭϱϵϱ ϭϮϵϴϱ
ϭϰ Ϯϵ͘ϯϮ ϲϰϬ ϱϮϱ ϴϭϱ Ͳϳϲϭϱ ϳϲϮϬ ϲϰϬ ϱϮϱ ϴϭϱ ͲϵϴϲϬ ϭϬϭϰϬ ϲϰϬ ϱϮϱ ϴϭϱ ͲϭϮϭϯϱ ϭϮϲϲϱ
ϭϲ Ϯϳ͘ϱϯ ϲϱϱ ϰϲϬ ϳϳϱ ͲϴϬϱϱ ϳϲϯϱ ϲϱϱ ϰϲϬ ϳϳϱ ͲϭϬϮϱϱ ϭϬϬϰϱ ϲϱϱ ϰϲϬ ϳϳϱ ͲϭϮϰϲϱ ϭϮϰϴϬ
ϭϴ Ϯϲ͘ϯϲ ϲϲϱ ϰϬϱ ϳϱϱ Ͳϴϱϰϱ ϳϴϵϬ ϲϲϱ ϰϬϱ ϳϱϱ ͲϭϬϳϮϱ ϭϬϮϲϬ ϲϲϱ ϰϬϱ ϳϱϱ ͲϭϮϵϬϱ ϭϮϲϯϱ
ϮϬ Ϯϱ͘ϲϯ ϲϴϬ ϯϲϬ ϳϯϱ Ͳϵϵϲϱ ϵϵϲϱ ϲϴϬ ϯϲϬ ϳϯϱ Ͳϭϭϰϵϱ ϭϬϵϭϬ ϲϴϬ ϯϲϬ ϳϯϱ ͲϭϯϳϭϬ ϭϯϮϳϱ
ϮϮ Ϯϱ͘ϮϬ ϲϵϱ ϯϱϱ ϳϮϱ ͲϭϮϮϰϱ ϭϮϴϯϬ ϲϵϱ ϯϱϱ ϳϮϱ ͲϭϮϱϬϬ ϭϮϴϯϬ ϲϵϱ ϯϱϱ ϳϮϱ ͲϭϰϲϲϬ ϭϰϮϰϬ
Page 1225 Ϯϰ Ϯϱ͘ϬϮ ϳϭϬ 385 ϳϮϬ ͲϭϰϳϳϬ ϭϲϴϴϬ ϳϭϬ ϯϴϱ ϳϮϬ ͲϭϰϳϳϬ ϭϲϴϴϬ ϳϭϬ ϯϴϱ ϳϮϬ ͲϭϱϵϭϬ ϭϲϴϴϬ
Ϯϱ Ϯϱ͘ϬϬ ϳϭϱ ϯϵϬ ϳϮϬ Ͳϭϲϭϯϱ ϭϵϬϮϬ ϳϭϱ ϯϵϬ ϳϮϬ Ͳϭϲϭϯϱ ϭϵϬϮϬ ϳϭϱ ϯϵϬ ϳϮϬ ͲϭϲϱϵϬ ϭϵϬϮϬ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϯϬƉƐĨ ϯϱƉƐĨ ϰϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϱ ϲϱ͘ϬϬ ϲϴϬ ϭϱϵϬ ϭϳϮϬ ͲϴϬϲϬ ϭϱϮϲϬ ϳϱϱ ϭϳϳϬ ϭϵϭϱ Ͳϵϱϳϱ ϭϳϲϯϬ ϴϯϬ ϭϵϰϱ ϮϭϬϱ ͲϭϭϬϵϬ ϮϬϬϬϬ
ϲ ϱϱ͘Ϭϴ ϲϴϬ ϭϯϰϱ ϭϱϬϬ Ͳϴϴϵϱ ϭϰϰϮϬ ϳϱϱ ϭϰϵϱ ϭϲϲϱ ͲϭϬϱϬϱ ϭϲϳϭϱ ϴϯϬ ϭϲϰϱ ϭϴϯϱ ͲϭϮϭϭϬ ϭϵϬϭϬ
ϴ ϰϯ͘Ϭϲ ϲϴϱ ϭϬϮϱ ϭϮϮϱ ͲϭϬϴϳϱ ϭϰϳϴϬ ϳϲϬ ϭϭϰϬ ϭϯϲϬ ͲϭϮϳϰϬ ϭϳϮϭϬ ϴϯϱ ϭϮϱϬ ϭϰϵϱ ͲϭϰϲϬϱ ϭϵϲϰϱ
ϭϬ ϯϲ͘Ϯϱ ϲϵϱ ϴϮϱ ϭϬϲϱ ͲϭϮϳϰϬ ϭϱϲϯϬ ϳϳϬ ϵϭϱ ϭϭϴϬ Ͳϭϰϴϲϱ ϭϴϮϯϬ ϴϰϱ ϭϬϬϱ ϭϯϬϬ Ͳϭϲϵϴϱ ϮϬϴϯϱ
ϭϮ ϯϮ͘Ϭϰ ϲϴϱ ϲϴϬ ϵϲϬ ͲϭϯϴϮϱ ϭϱϱϵϬ ϳϱϱ ϳϱϱ ϭϬϲϱ ͲϭϲϬϱϱ ϭϴϭϵϱ ϴϮϱ ϴϯϬ ϭϭϲϱ Ͳϭϴϯϭϱ ϮϬϴϬϬ
ϭϰ Ϯϵ͘ϯϮ ϲϲϱ ϱϳϬ ϴϵϱ ͲϭϰϰϬϱ ϭϱϭϵϬ ϳϯϬ ϲϯϱ ϵϵϬ ͲϭϲϲϴϬ ϭϳϳϭϱ ϴϬϬ ϲϵϱ ϭϬϴϱ ͲϭϴϵϱϬ ϮϬϮϰϬ
ϭϲ Ϯϳ͘ϱϯ ϲϱϱ ϰϴϱ ϴϯϬ ͲϭϰϳϮϱ ϭϰϵϭϱ ϳϬϱ ϱϰϬ ϵϭϬ Ͳϭϲϵϴϱ ϭϳϯϱϬ ϳϳϬ ϱϵϬ ϵϵϱ ͲϭϵϮϱϬ ϭϵϳϴϱ
ϭϴ Ϯϲ͘ϯϲ ϲϲϱ ϰϮϬ ϳϳϬ ͲϭϱϬϴϱ ϭϱϬϭϬ ϲϵϬ ϰϲϱ ϴϰϱ ͲϭϳϮϲϱ ϭϳϯϴϱ ϳϰϱ ϱϭϬ ϵϮϬ ͲϭϵϱϬϬ ϭϵϳϲϬ
ϮϬ Ϯϱ͘ϲϯ ϲϴϬ ϯϳϬ ϳϰϱ ͲϭϱϵϮϬ ϭϱϲϰϱ ϲϵϬ ϰϭϬ ϴϭϱ Ͳϭϴϭϯϱ ϭϴϬϯϱ ϳϰϱ ϰϰϱ ϴϴϱ ͲϮϬϯϱϬ ϮϬϰϴϬ
ϮϮ Ϯϱ͘ϮϬ ϲϵϱ ϯϱϱ ϳϯϬ Ͳϭϲϵϭϱ ϭϲϳϯϱ ϳϬϬ ϯϲϬ ϴϬϬ ͲϭϵϭϳϬ ϭϵϮϯϱ ϳϱϱ ϯϵϱ ϴϲϱ ͲϮϭϰϮϱ ϮϭϳϯϬ
Ϯϰ Ϯϱ͘ϬϮ ϳϭϬ ϯϴϱ ϳϮϱ ͲϭϴϭϮϬ ϭϳϵϵϬ ϳϭϱ ϯϴϱ ϳϵϬ ͲϮϬϰϬϱ ϮϬϱϰϬ ϳϳϬ ϯϴϱ ϴϱϱ ͲϮϮϳϭϬ ϮϯϭϳϬ
Ϯϱ Ϯϱ͘ϬϬ ϳϭϱ ϯϵϬ ϳϮϱ ͲϭϴϴϮϱ ϭϵϬϮϬ ϳϮϱ ϯϵϬ ϳϵϬ ͲϮϭϬϲϱ ϮϭϰϮϬ ϳϳϱ ϯϵϬ ϴϱϱ ͲϮϯϯϵϱ ϮϰϬϯϬ

Table E-4 - 50 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϰ
ϭϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϱϬƉƐĨ ϲϬƉƐĨ ϳϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϱ ϲϱ͘ϬϬ ϵϴϬ ϮϯϬϱ ϮϰϵϬ Ͳϭϰϭϰϱ Ϯϰϳϯϱ ϭϭϯϬ ϮϲϲϬ Ϯϴϳϱ ͲϭϳϮϬϱ Ϯϵϰϳϱ ϭϮϴϬ ϯϬϭϱ ϯϮϲϬ ͲϮϬϮϲϱ ϯϰϮϭϱ
ϲ ϱϱ͘Ϭϴ ϵϴϬ ϭϵϰϱ ϮϭϳϬ ͲϭϱϯϯϬ Ϯϯϱϵϱ ϭϭϯϬ ϮϮϰϱ ϮϱϬϱ Ͳϭϴϱϰϱ ϮϴϭϴϬ ϭϮϴϱ Ϯϱϰϱ ϮϴϰϬ ͲϮϭϳϲϱ ϯϮϳϲϱ
ϴ ϰϯ͘Ϭϲ ϵϵϬ ϭϰϴϬ ϭϳϲϱ ͲϭϴϯϯϬ ϮϰϱϬϱ ϭϭϰϬ ϭϳϬϱ ϮϬϯϱ ͲϮϮϬϲϬ Ϯϵϯϲϱ ϭϮϵϬ ϭϵϯϱ ϮϯϬϱ ͲϮϱϳϴϱ ϯϰϮϮϱ
ϭϬ ϯϲ͘Ϯϱ ϵϵϱ ϭϭϴϱ ϭϱϯϬ ͲϮϭϮϯϱ ϮϲϬϰϬ ϭϭϰϱ ϭϯϳϬ ϭϳϲϱ ͲϮϱϰϴϱ ϯϭϮϰϱ ϭϮϵϱ ϭϱϱϬ ϮϬϬϬ ͲϮϵϳϯϱ ϯϲϰϱϬ
ϭϮ ϯϮ͘Ϭϰ ϵϳϬ ϵϳϱ ϭϯϳϱ ͲϮϮϴϯϬ ϮϲϬϭϬ ϭϭϭϱ ϭϭϮϱ ϭϱϴϬ ͲϮϳϯϰϱ ϯϭϮϮϬ ϭϮϲϬ ϭϮϳϱ ϭϳϵϬ ͲϯϭϴϲϬ ϯϲϰϯϬ
ϭϰ Ϯϵ͘ϯϮ ϵϯϬ ϴϭϱ ϭϮϳϱ ͲϮϯϰϵϱ ϮϱϮϴϱ ϭϬϲϱ ϵϰϬ ϭϰϲϱ ͲϮϴϬϰϱ ϯϬϯϯϱ ϭϮϬϬ ϭϬϲϬ ϭϲϱϱ ͲϯϮϲϯϬ ϯϱϯϴϬ
ϭϲ Ϯϳ͘ϱϯ ϴϵϬ ϲϵϬ ϭϭϲϱ ͲϮϯϳϳϬ Ϯϰϲϱϱ ϭϬϭϱ ϳϵϱ ϭϯϯϱ ͲϮϴϮϵϱ ϮϵϱϮϱ ϭϭϯϱ ϴϵϱ ϭϱϬϱ ͲϯϮϴϭϱ ϯϰϰϬϬ
ϭϴ Ϯϲ͘ϯϲ ϴϲϬ ϱϵϱ ϭϬϳϬ ͲϮϯϵϳϬ ϮϰϱϭϬ ϵϳϱ ϲϴϬ ϭϮϮϬ ͲϮϴϰϰϱ ϮϵϮϲϬ ϭϬϵϬ ϳϳϬ ϭϯϳϬ ͲϯϮϵϮϬ ϯϰϬϭϬ
ϮϬ Ϯϱ͘ϲϯ ϴϲϬ ϱϮϬ ϭϬϯϬ ͲϮϰϳϴϬ Ϯϱϯϳϱ ϵϳϬ ϱϵϱ ϭϭϳϬ ͲϮϵϯϭϬ ϯϬϮϳϬ ϭϬϴϬ ϲϳϱ ϭϯϭϬ ͲϯϯϴϰϬ ϯϱϭϲϱ
ϮϮ Ϯϱ͘ϮϬ ϴϲϱ ϰϲϬ ϭϬϬϬ ͲϮϱϵϯϱ ϮϲϳϮϱ ϵϳϱ ϱϯϬ ϭϭϯϱ ͲϯϬϰϰϱ ϯϭϳϮϬ ϭϬϴϱ ϱϵϱ ϭϮϳϱ Ͳϯϰϵϱϱ ϯϲϳϭϬ
Page 1226 Ϯϰ Ϯϱ͘ϬϮ ϴϴϬ ϰϭϱ ϵϵϬ ͲϮϳϯϮϱ ϮϴϰϯϬ ϵϴϱ ϰϳϬ ϭϭϮϬ ͲϯϭϵϰϬ ϯϯϲϵϬ ϭϬϵϱ ϱϯϬ ϭϮϱϱ Ͳϯϲϱϱϱ ϯϴϵϱϬ
Ϯϱ Ϯϱ͘ϬϬ ϴϴϱ ϯϵϬ ϵϴϱ ͲϮϴϬϲϬ ϮϵϮϱϱ ϵϵϱ ϰϰϱ ϭϭϭϱ ͲϯϮϳϮϬ ϯϰϲϰϬ ϭϭϬϬ ϱϬϬ ϭϮϰϱ Ͳϯϳϯϴϱ ϰϬϬϮϬ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϴϬƉƐĨ ϵϬƉƐĨ ϭϬϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϱ ϲϱ͘ϬϬ ϭϰϯϬ ϯϯϳϬ ϯϲϰϱ ͲϮϯϯϮϱ ϯϴϵϱϱ ϭϱϴϬ ϯϳϮϱ ϰϬϯϬ ͲϮϲϯϴϱ ϰϯϲϵϬ ϭϳϯϬ ϰϬϴϬ ϰϰϭϱ ͲϮϵϰϰϬ ϰϴϰϯϬ
ϲ ϱϱ͘Ϭϴ ϭϰϯϱ Ϯϴϰϱ ϯϭϳϬ ͲϮϰϵϴϱ ϯϳϯϱϱ ϭϱϴϱ ϯϭϱϬ ϯϱϬϱ ͲϮϴϮϬϬ ϰϭϵϰϬ ϭϳϯϱ ϯϰϱϬ ϯϴϰϬ ͲϯϭϰϮϬ ϰϲϱϮϱ
ϴ ϰϯ͘Ϭϲ ϭϰϰϬ ϮϭϲϬ Ϯϱϳϱ ͲϮϵϱϭϬ ϯϵϬϴϱ ϭϱϵϬ ϮϯϵϬ Ϯϴϰϱ ͲϯϯϮϰϬ ϰϯϵϰϱ ϭϳϰϬ Ϯϲϭϱ ϯϭϮϬ Ͳϯϲϵϲϱ ϰϴϴϬϱ
ϭϬ ϯϲ͘Ϯϱ ϭϰϱϬ ϭϳϯϬ ϮϮϯϱ ͲϯϯϵϴϬ ϰϭϲϱϱ ϭϲϬϬ ϭϵϭϱ Ϯϰϲϱ ͲϯϴϮϯϬ ϰϲϴϲϱ ϭϳϱϬ ϮϬϵϱ ϮϳϬϬ ͲϰϮϰϴϬ ϱϮϬϳϬ
ϭϮ ϯϮ͘Ϭϰ ϭϰϬϬ ϭϰϮϬ ϭϵϵϱ ͲϯϲϯϴϬ ϰϭϲϰϬ ϭϱϰϱ ϭϱϳϬ ϮϮϬϬ ͲϰϬϴϵϱ ϰϲϴϳϬ ϭϲϵϬ ϭϳϮϬ ϮϰϭϬ ͲϰϱϰϭϬ ϱϮϭϬϱ
ϭϰ Ϯϵ͘ϯϮ ϭϯϯϱ ϭϭϴϱ ϭϴϰϱ ͲϯϳϮϮϬ ϰϬϰϯϬ ϭϰϲϱ ϭϯϬϱ ϮϬϯϱ ͲϰϭϴϭϬ ϰϱϰϴϬ ϭϲϬϬ ϭϰϯϬ ϮϮϮϱ Ͳϰϲϯϵϱ ϱϬϱϮϱ
ϭϲ Ϯϳ͘ϱϯ ϭϮϲϬ ϭϬϬϬ ϭϲϳϱ ͲϯϳϯϰϬ ϯϵϮϳϬ ϭϯϴϱ ϭϭϬϬ ϭϴϰϱ ͲϰϭϴϲϬ ϰϰϭϰϬ ϭϱϬϱ ϭϮϬϱ ϮϬϭϱ Ͳϰϲϯϴϱ ϰϵϬϭϬ
ϭϴ Ϯϲ͘ϯϲ ϭϮϬϱ ϴϱϱ ϭϱϮϬ ͲϯϳϯϵϬ ϯϴϳϲϬ ϭϯϭϱ ϵϰϬ ϭϲϳϬ Ͳϰϭϴϲϱ ϰϯϱϳϬ ϭϰϯϬ ϭϬϯϬ ϭϴϮϬ Ͳϰϲϯϯϱ ϰϴϯϳϱ
ϮϬ Ϯϱ͘ϲϯ ϭϭϵϬ ϳϱϬ ϭϰϱϱ ͲϯϴϯϳϬ ϰϬϬϱϱ ϭϯϬϱ ϴϮϱ ϭϱϵϱ ͲϰϮϴϵϱ ϰϰϵϱϬ ϭϰϭϱ ϵϬϬ ϭϳϯϱ ͲϰϳϰϮϱ ϰϵϴϰϱ
ϮϮ Ϯϱ͘ϮϬ ϭϭϵϬ ϲϲϬ ϭϰϭϬ Ͳϯϵϱϱϱ ϰϭϳϬϱ ϭϯϬϬ ϳϯϬ ϭϱϰϱ Ͳϰϰϭϱϱ ϰϲϳϬϬ ϭϰϭϬ ϳϵϱ ϭϲϴϱ Ͳϰϴϳϱϱ ϱϭϲϵϱ
Ϯϰ Ϯϱ͘ϬϮ ϭϮϬϱ ϱϵϬ ϭϯϴϱ Ͳϰϭϭϲϱ ϰϰϮϭϬ ϭϯϭϬ ϲϱϬ ϭϱϮϬ ͲϰϱϳϴϬ ϰϵϰϳϬ ϭϰϮϬ ϳϭϬ ϭϲϱϱ ͲϱϬϰϭϬ ϱϰϳϯϱ
Ϯϱ Ϯϱ͘ϬϬ ϭϮϭϬ ϱϲϬ ϭϯϴϬ ͲϰϮϬϱϬ ϰϱϰϬϱ ϭϯϮϬ ϲϭϱ ϭϱϭϬ ͲϰϲϳϭϬ ϱϬϳϵϬ ϭϰϮϱ ϲϳϬ ϭϲϰϱ Ͳϱϭϯϳϱ ϱϲϭϳϱ

Table E-5 - 60 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϱ
ϭϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱƉƐĨ ϮϬƉƐĨ ϮϱƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϲ ϳϴ͘ϬϬ ϳϯϬ ϭϳϰϬ ϭϴϳϱ ͲϱϴϮϬ ϭϬϵϳϬ ϳϯϬ ϭϳϰϬ ϭϴϳϱ ͲϴϬϵϱ ϭϰϮϵϬ ϳϯϬ ϭϳϰϬ ϭϴϳϱ ͲϭϬϯϴϬ ϭϳϲϭϬ
ϴ ϲϬ͘Ϯϱ ϳϯϱ ϭϯϮϱ ϭϱϬϱ ͲϲϳϵϬ ϵϵϴϱ ϳϯϱ ϭϯϮϱ ϭϱϬϱ Ͳϵϭϵϱ ϭϯϭϴϬ ϳϯϱ ϭϯϮϱ ϭϱϬϱ ͲϭϭϲϮϱ ϭϲϯϳϱ
ϭϬ ϱϬ͘ϬϬ ϳϰϬ ϭϬϲϱ ϭϮϴϱ ͲϴϮϲϬ ϭϬϱϴϬ ϳϰϬ ϭϬϲϱ ϭϮϴϱ ͲϭϭϬϮϱ ϭϰϬϳϱ ϳϰϬ ϭϬϲϱ ϭϮϴϱ ͲϭϯϴϮϱ ϭϳϱϵϬ
ϭϮ ϰϯ͘ϱϬ ϳϰϱ ϴϵϬ ϭϭϱϬ Ͳϵϰϲϱ ϭϭϬϮϱ ϳϰϱ ϴϵϬ ϭϭϱϬ ͲϭϮϱϭϬ ϭϰϳϰϬ ϳϰϱ ϴϵϬ ϭϭϱϬ Ͳϭϱϱϴϱ ϭϴϰϱϱ
ϭϰ ϯϵ͘ϭϰ ϳϱϱ ϳϲϬ ϭϬϲϬ ͲϭϬϯϬϱ ϭϭϬϱϱ ϳϱϱ ϳϲϬ ϭϬϲϬ ͲϭϯϱϮϬ ϭϰϳϴϱ ϳϱϱ ϳϲϬ ϭϬϲϬ ͲϭϲϳϰϬ ϭϴϱϭϱ
ϭϲ ϯϲ͘ϭϯ ϳϲϱ ϲϲϱ ϵϵϱ ͲϭϬϴϲϬ ϭϬϵϬϬ ϳϲϱ ϲϲϱ ϵϵϱ ͲϭϰϭϰϬ ϭϰϱϯϬ ϳϲϱ ϲϲϱ ϵϵϱ ͲϭϳϰϮϬ ϭϴϭϱϱ
ϭϴ ϯϰ͘ϬϬ ϳϳϱ ϱϵϬ ϵϱϬ Ͳϭϭϯϳϱ ϭϬϴϱϬ ϳϳϱ ϱϵϬ ϵϱϬ ͲϭϰϱϳϬ ϭϰϯϰϱ ϳϳϱ ϱϵϬ ϵϱϬ Ͳϭϳϴϱϱ ϭϳϴϰϬ
ϮϬ ϯϮ͘ϱϬ ϳϵϬ ϱϮϱ ϵϮϬ Ͳϭϭϴϴϱ ϭϭϬϭϬ ϳϵϬ ϱϮϱ ϵϮϬ ͲϭϱϬϱϬ ϭϰϯϳϬ ϳϵϬ ϱϮϱ ϵϮϬ ͲϭϴϮϭϱ ϭϳϳϴϱ
ϮϮ ϯϭ͘ϰϱ ϴϬϬ ϰϳϱ ϵϬϬ ͲϭϮϱϰϬ ϭϮϬϰϬ ϴϬϬ ϰϳϱ ϵϬϬ Ͳϭϱϲϴϱ ϭϰϳϴϱ ϴϬϬ ϰϳϱ ϵϬϬ ͲϭϴϴϰϬ ϭϴϮϭϱ
Ϯϰ ϯϬ͘ϳϱ ϴϭϱ ϰϯϬ ϴϴϱ ͲϭϰϰϬϬ ϭϰϵϴϱ ϴϭϱ ϰϯϬ ϴϴϱ ͲϭϲϲϬϱ ϭϱϲϮϬ ϴϭϱ ϰϯϬ ϴϴϱ ͲϭϵϴϬϬ ϭϵϬϮϬ
Page 1227 Ϯϲ ϯϬ͘ϯϭ ϴϯϬ 420 ϴϳϱ ͲϭϳϭϬϬ ϭϴϱϬϱ ϴϯϬ ϰϮϬ ϴϳϱ Ͳϭϳϳϳϱ ϭϴϱϬϱ ϴϯϬ ϰϮϬ ϴϳϱ ͲϮϬϵϭϬ ϮϬϭϴϬ
Ϯϴ ϯϬ͘Ϭϳ ϴϰϱ ϰϱϬ ϴϲϱ ͲϮϬϬϱϬ Ϯϯϯϴϱ ϴϰϱ ϰϱϬ ϴϲϱ ͲϮϬϬϱϬ Ϯϯϯϴϱ ϴϰϱ ϰϱϬ ϴϲϱ ͲϮϮϯϱϬ Ϯϯϯϴϱ
ϯϬ ϯϬ͘ϬϬ ϴϲϬ ϰϲϱ ϴϲϬ ͲϮϯϮϲϱ ϮϴϱϲϬ ϴϲϬ ϰϲϱ ϴϲϬ ͲϮϯϮϲϱ ϮϴϱϲϬ ϴϲϬ ϰϲϱ ϴϲϬ ͲϮϯϵϮϬ ϮϴϱϲϬ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϯϬƉƐĨ ϯϱƉƐĨ ϰϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϲ ϳϴ͘ϬϬ ϴϭϱ ϭϵϰϬ ϮϬϵϱ ͲϭϮϲϴϬ ϮϬϵϮϱ ϵϬϱ Ϯϭϱϱ ϮϯϮϱ Ͳϭϰϵϴϱ ϮϰϮϰϱ ϵϵϱ ϮϯϳϬ ϮϱϲϬ ͲϭϳϮϵϬ Ϯϳϱϲϱ
ϴ ϲϬ͘Ϯϱ ϴϮϬ ϭϰϳϱ ϭϲϳϱ ͲϭϰϬϱϱ ϭϵϱϲϱ ϵϭϬ ϭϲϰϬ ϭϴϲϱ Ͳϭϲϰϴϱ ϮϮϳϲϬ ϭϬϬϬ ϭϴϬϱ ϮϬϱϬ Ͳϭϴϵϭϱ Ϯϱϵϱϱ
ϭϬ ϱϬ͘ϬϬ ϴϮϱ ϭϭϵϬ ϭϰϯϱ ͲϭϲϲϮϬ ϮϭϭϬϱ ϵϭϱ ϭϯϮϬ ϭϱϵϬ Ͳϭϵϰϭϱ ϮϰϲϮϬ ϭϬϬϱ ϭϰϱϬ ϭϳϱϬ ͲϮϮϮϭϬ Ϯϴϭϯϱ
ϭϮ ϰϯ͘ϱϬ ϴϯϱ ϵϵϬ ϭϮϴϬ Ͳϭϴϲϳϱ ϮϮϭϳϱ ϵϮϱ ϭϭϬϬ ϭϰϮϬ ͲϮϭϳϲϱ ϮϱϴϵϬ ϭϬϭϱ ϭϮϭϬ ϭϱϲϬ ͲϮϰϴϱϱ ϮϵϲϬϱ
ϭϰ ϯϵ͘ϭϰ ϴϮϱ ϴϰϱ ϭϭϲϱ Ͳϭϵϵϱϱ ϮϮϮϰϱ ϵϭϬ ϵϯϱ ϭϮϵϬ ͲϮϯϮϭϬ Ϯϱϵϳϱ ϭϬϬϬ ϭϬϯϬ ϭϰϭϱ ͲϮϲϰϳϬ ϮϵϳϯϬ
ϭϲ ϯϲ͘ϭϯ ϴϬϱ ϳϮϱ ϭϭϬϬ ͲϮϬϲϵϱ ϮϭϳϴϬ ϴϴϱ ϴϬϱ ϭϮϮϬ ͲϮϯϵϳϱ ϮϱϰϰϬ ϵϳϬ ϴϴϱ ϭϯϯϱ ͲϮϳϮϱϱ ϮϵϭϮϬ
ϭϴ ϯϰ͘ϬϬ ϳϴϱ ϲϯϱ ϭϬϯϱ ͲϮϭϭϯϱ ϮϭϯϲϬ ϴϲϬ ϳϬϬ ϭϭϰϬ ͲϮϰϰϮϬ ϮϰϵϯϬ ϵϰϬ ϳϲϱ ϭϮϱϬ ͲϮϳϳϬϬ ϮϴϱϬϱ
ϮϬ ϯϮ͘ϱϬ ϳϵϬ ϱϱϱ ϵϲϱ ͲϮϭϰϯϱ ϮϭϮϲϱ ϴϰϬ ϲϭϱ ϭϬϲϱ ͲϮϰϲϵϬ Ϯϰϳϰϱ ϵϭϬ ϲϳϬ ϭϭϲϬ ͲϮϳϵϰϬ ϮϴϮϯϬ
ϮϮ ϯϭ͘ϰϱ ϴϬϬ ϰϵϱ ϵϮϬ ͲϮϭϵϵϱ ϮϭϲϰϬ ϴϮϱ ϱϰϱ ϭϬϬϱ ͲϮϱϭϱϬ ϮϱϬϳϬ ϴϵϱ ϱϵϱ ϭϬϵϱ ͲϮϴϯϲϬ ϮϴϱϬϬ
Ϯϰ ϯϬ͘ϳϱ ϴϭϱ ϰϰϱ ϴϵϱ ͲϮϮϵϵϱ ϮϮϰϮϬ ϴϯϬ ϰϵϬ ϵϴϬ ͲϮϲϭϵϬ ϮϱϴϲϬ ϴϵϱ ϱϯϱ ϭϬϲϱ ͲϮϵϯϴϬ Ϯϵϯϳϱ
Ϯϲ ϯϬ͘ϯϭ ϴϯϬ ϰϮϬ ϴϴϬ ͲϮϰϭϱϬ Ϯϯϳϯϱ ϴϰϬ ϰϰϱ ϵϲϬ ͲϮϳϯϵϬ ϮϳϮϵϬ ϵϬϱ ϰϴϱ ϭϬϰϱ ͲϯϬϲϮϱ ϯϬϴϰϬ
Ϯϴ ϯϬ͘Ϭϳ ϴϰϱ ϰϱϬ ϴϳϱ ͲϮϱϱϱϬ ϮϱϭϵϬ ϴϱϬ ϰϱϬ ϵϱϱ ͲϮϴϴϲϬ Ϯϴϵϭϱ ϵϭϱ ϰϱϬ ϭϬϯϬ ͲϯϮϭϲϱ ϯϮϲϰϬ
ϯϬ ϯϬ͘ϬϬ ϴϲϬ ϰϲϱ ϴϳϬ ͲϮϳϭϰϬ ϮϴϱϲϬ ϴϲϱ ϰϲϱ ϵϰϱ ͲϯϬϯϳϱ ϯϬϳϳϬ ϵϯϬ ϰϲϱ ϭϬϮϱ Ͳϯϯϳϯϱ ϯϰϱϮϱ

Table E-5 - 60 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϱ
ϭϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϱϬƉƐĨ ϲϬƉƐĨ ϳϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϲ ϳϴ͘ϬϬ ϭϭϳϱ ϮϴϬϱ ϯϬϯϬ ͲϮϭϴϵϱ ϯϰϮϬϬ ϭϯϱϱ ϯϮϰϬ ϯϱϬϬ ͲϮϲϱϬϬ ϰϬϴϰϬ ϭϱϯϱ ϯϲϳϱ ϯϵϲϱ ͲϯϭϭϬϱ ϰϳϰϳϱ
ϴ ϲϬ͘Ϯϱ ϭϭϴϬ Ϯϭϯϱ ϮϰϮϱ ͲϮϯϳϳϱ ϯϮϯϰϬ ϭϯϲϬ ϮϰϲϬ Ϯϳϵϱ ͲϮϴϲϯϱ ϯϴϳϮϱ ϭϱϰϬ ϮϳϵϬ ϯϭϳϬ Ͳϯϯϰϵϱ ϰϱϭϭϱ
ϭϬ ϱϬ͘ϬϬ ϭϭϴϱ ϭϳϭϱ ϮϬϳϬ ͲϮϳϴϬϱ ϯϱϭϲϱ ϭϯϲϱ ϭϵϴϬ Ϯϯϴϱ Ͳϯϯϯϵϱ ϰϮϭϵϱ ϭϱϱϬ ϮϮϰϬ ϮϳϬϬ Ͳϯϴϵϴϱ ϰϵϮϮϱ
ϭϮ ϰϯ͘ϱϬ ϭϭϵϱ ϭϰϯϬ ϭϴϰϬ ͲϯϭϬϯϱ ϯϳϬϰϬ ϭϯϳϱ ϭϲϱϬ ϮϭϮϱ ͲϯϳϮϭϱ ϰϰϰϳϱ ϭϱϱϱ ϭϴϲϱ ϮϰϬϱ Ͳϰϯϯϵϱ ϱϭϵϬϱ
ϭϰ ϯϵ͘ϭϰ ϭϭϳϬ ϭϮϭϱ ϭϲϳϬ ͲϯϮϵϴϱ ϯϳϮϲϱ ϭϯϰϱ ϭϯϵϱ ϭϵϮϬ ͲϯϵϱϬϬ ϰϰϳϵϱ ϭϱϮϬ ϭϱϴϬ ϮϭϳϬ ͲϰϲϬϭϱ ϱϮϯϯϬ
ϭϲ ϯϲ͘ϭϯ ϭϭϯϱ ϭϬϰϬ ϭϱϳϬ ͲϯϯϴϰϬ ϯϲϰϴϱ ϭϯϬϬ ϭϭϵϱ ϭϴϬϱ ͲϰϬϰϳϬ ϰϯϴϰϱ ϭϰϲϱ ϭϯϱϱ ϮϬϰϱ ͲϰϳϭϬϬ ϱϭϮϭϬ
ϭϴ ϯϰ͘ϬϬ ϭϬϵϱ ϵϬϬ ϭϰϲϱ ͲϯϰϮϳϬ ϯϱϲϱϱ ϭϮϰϱ ϭϬϯϱ ϭϲϴϬ ͲϰϬϴϯϱ ϰϮϴϬϬ ϭϰϬϬ ϭϭϳϬ ϭϴϵϱ ͲϰϳϰϬϬ ϰϵϵϱϬ
ϮϬ ϯϮ͘ϱϬ ϭϬϱϱ ϳϵϬ ϭϯϱϱ Ͳϯϰϰϰϱ ϯϱϭϵϬ ϭϭϵϱ ϵϬϱ ϭϱϱϬ ͲϰϬϵϱϬ ϰϮϭϱϱ ϭϯϰϬ ϭϬϮϬ ϭϳϰϱ Ͳϰϳϰϱϱ ϰϵϭϮϬ
ϮϮ ϯϭ͘ϰϱ ϭϬϯϬ ϳϬϬ ϭϮϳϱ ͲϯϰϴϯϬ ϯϱϯϱϱ ϭϭϲϱ ϴϬϬ ϭϰϱϱ ͲϰϭϯϬϱ ϰϮϮϭϬ ϭϯϬϱ ϵϬϬ ϭϲϯϬ Ͳϰϳϳϳϱ ϰϵϬϲϱ
Ϯϰ ϯϬ͘ϳϱ ϭϬϯϬ ϲϮϱ ϭϮϯϱ Ͳϯϱϳϴϱ ϯϲϰϬϬ ϭϭϲϱ ϳϭϱ ϭϰϬϱ ͲϰϮϯϮϬ ϰϯϰϯϬ ϭϮϵϱ ϴϭϬ ϭϱϳϱ Ͳϰϴϴϱϱ ϱϬϰϲϬ
Page 1228 Ϯϲ ϯϬ͘ϯϭ ϭϬϯϱ ϱϲϱ ϭϮϬϱ ͲϯϳϭϬϱ ϯϳϵϱϬ ϭϭϲϱ ϲϰϱ ϭϯϳϬ Ͳϰϯϱϴϱ ϰϱϬϲϬ ϭϯϬϬ ϳϯϬ ϭϱϯϬ ͲϱϬϭϯϬ ϱϮϭϳϬ
Ϯϴ ϯϬ͘Ϭϳ ϭϬϰϱ ϱϭϱ ϭϭϵϬ Ͳϯϴϳϳϱ ϰϬϬϵϬ ϭϭϴϬ ϱϵϬ ϭϯϱϬ ͲϰϱϯϵϬ ϰϳϱϰϬ ϭϯϭϬ ϲϲϬ ϭϱϭϬ ͲϱϮϬϬϬ ϱϰϵϵϬ
ϯϬ ϯϬ͘ϬϬ ϭϬϲϬ ϰϳϬ ϭϭϴϬ ͲϰϬϰϲϬ ϰϮϬϯϱ ϭϭϵϬ ϱϯϱ ϭϯϰϬ ͲϰϳϭϴϬ ϰϵϳϴϬ ϭϯϮϬ ϲϬϬ ϭϰϵϱ ͲϱϯϵϬϱ ϱϳϱϮϬ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϴϬƉƐĨ ϵϬƉƐĨ ϭϬϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϲ ϳϴ͘ϬϬ ϭϳϭϱ ϰϭϬϱ ϰϰϯϱ Ͳϯϱϳϭϱ ϱϰϭϭϬ ϭϴϵϱ ϰϱϰϬ ϰϵϬϬ ͲϰϬϯϮϬ ϲϬϳϱϬ ϮϬϴϬ ϰϵϳϱ ϱϯϳϬ ͲϰϰϵϮϱ ϲϳϯϴϱ
ϴ ϲϬ͘Ϯϱ ϭϳϮϬ ϯϭϮϬ ϯϱϰϱ Ͳϯϴϯϱϱ ϱϭϱϬϬ ϭϵϬϱ ϯϰϱϬ ϯϵϭϱ ͲϰϯϮϭϱ ϱϳϴϵϬ ϮϬϴϱ ϯϳϳϱ ϰϮϵϬ ͲϰϴϬϳϱ ϲϰϮϳϱ
ϭϬ ϱϬ͘ϬϬ ϭϳϯϬ ϮϱϬϱ ϯϬϮϬ ͲϰϰϱϴϬ ϱϲϮϲϬ ϭϵϭϬ ϮϳϳϬ ϯϯϯϱ ͲϱϬϭϳϬ ϲϯϮϵϬ ϮϬϵϬ ϯϬϯϬ ϯϲϱϱ Ͳϱϱϳϲϱ ϳϬϯϮϬ
ϭϮ ϰϯ͘ϱϬ ϭϳϯϱ ϮϬϴϱ Ϯϲϴϱ ͲϰϵϱϴϬ ϱϵϯϰϬ ϭϵϭϱ ϮϯϬϱ Ϯϵϲϱ ͲϱϱϳϲϬ ϲϲϳϳϬ ϮϭϬϬ ϮϱϮϱ ϯϮϰϱ ͲϲϭϵϰϬ ϳϰϮϬϱ
ϭϰ ϯϵ͘ϭϰ ϭϲϵϱ ϭϳϲϱ ϮϰϮϱ ͲϱϮϱϯϱ ϱϵϴϲϬ ϭϴϳϬ ϭϵϱϬ Ϯϲϳϱ ͲϱϵϬϱϬ ϲϳϯϵϬ ϮϬϰϱ Ϯϭϯϱ ϮϵϮϱ Ͳϲϱϱϲϱ ϳϰϵϮϱ
ϭϲ ϯϲ͘ϭϯ ϭϲϯϬ ϭϱϭϬ ϮϮϴϬ ͲϱϯϳϯϬ ϱϴϱϳϱ ϭϳϵϱ ϭϲϳϬ Ϯϱϭϱ ͲϲϬϯϲϬ ϲϱϵϯϱ ϭϵϱϱ ϭϴϮϱ ϮϳϱϬ ͲϲϲϵϵϬ ϳϯϯϬϬ
ϭϴ ϯϰ͘ϬϬ ϭϱϱϱ ϭϯϬϱ Ϯϭϭϱ ͲϱϯϵϴϬ ϱϳϭϬϬ ϭϳϭϬ ϭϰϰϬ ϮϯϯϬ ͲϲϬϲϬϬ ϲϰϮϰϱ ϭϴϲϱ ϭϱϳϱ Ϯϱϰϱ ͲϲϳϮϮϱ ϳϭϯϵϱ
ϮϬ ϯϮ͘ϱϬ ϭϰϴϱ ϭϭϯϱ ϭϵϰϬ Ͳϱϯϵϲϱ ϱϲϬϴϬ ϭϲϯϬ ϭϮϱϱ Ϯϭϯϱ ͲϲϬϰϳϬ ϲϯϬϰϱ ϭϳϳϬ ϭϯϳϬ ϮϯϯϬ Ͳϲϲϵϳϱ ϳϬϬϭϬ
ϮϮ ϯϭ͘ϰϱ ϭϰϰϬ ϭϬϬϱ ϭϴϭϬ ͲϱϰϮϰϱ ϱϱϵϮϬ ϭϱϳϱ ϭϭϬϱ ϭϵϵϬ ͲϲϬϳϮϬ ϲϮϳϴϬ ϭϳϭϬ ϭϮϬϱ Ϯϭϲϱ ͲϲϳϭϵϬ ϲϵϲϯϱ
Ϯϰ ϯϬ͘ϳϱ ϭϰϯϬ ϵϬϬ ϭϳϰϱ ͲϱϱϯϵϬ ϱϳϰϵϬ ϭϱϲϱ ϵϵϬ ϭϵϭϱ ͲϲϭϵϮϱ ϲϰϱϭϱ ϭϲϵϱ ϭϬϴϬ ϮϬϴϱ ͲϲϴϰϲϬ ϳϭϱϰϱ
Ϯϲ ϯϬ͘ϯϭ ϭϰϯϬ ϴϭϬ ϭϲϵϱ Ͳϱϲϳϰϱ ϱϵϮϳϱ ϭϱϲϬ ϴϵϬ ϭϴϲϬ Ͳϲϯϯϱϱ ϲϲϯϴϱ ϭϲϵϬ ϵϳϱ ϮϬϮϱ ͲϲϵϵϳϬ ϳϯϰϵϱ
Ϯϴ ϯϬ͘Ϭϳ ϭϰϰϬ ϳϯϱ ϭϲϳϱ Ͳϱϴϲϭϱ ϲϮϰϰϬ ϭϱϳϬ ϴϭϬ ϭϴϯϱ ͲϲϱϮϳϱ ϲϵϴϵϬ ϭϳϬϬ ϴϴϱ ϭϵϵϱ ͲϳϮϬϭϬ ϳϳϯϰϬ
ϯϬ ϯϬ͘ϬϬ ϭϰϱϬ ϲϳϬ ϭϲϱϱ ͲϲϬϲϮϱ ϲϱϮϲϱ ϭϱϴϬ ϳϯϱ ϭϴϭϱ ͲϲϳϯϱϬ ϳϯϬϬϱ ϭϳϭϬ ϴϬϱ ϭϵϳϱ ͲϳϰϬϳϬ ϴϬϳϱϬ

Table E-6 - 70 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϲ
ϭϱƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱƉƐĨ ϮϬƉƐĨ ϮϱƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϲ ϭϬϱ͘Ϭϴ ϵϵϬ ϮϳϲϬ ϮϵϮϱ ͲϳϭϮϱ ϭϱϳϯϱ ϵϵϬ ϮϳϲϬ ϮϵϮϱ ͲϭϬϮϭϬ ϮϬϮϲϱ ϵϵϱ Ϯϳϳϱ ϮϵϰϬ ͲϭϯϮϵϱ Ϯϰϳϵϱ
ϴ ϴϬ͘ϱϲ ϵϵϱ ϮϭϬϱ ϮϯϮϬ Ͳϴϳϲϱ ϭϰϬϴϬ ϵϵϱ ϮϭϬϱ ϮϯϮϬ ͲϭϮϬϭϬ ϭϴϰϱϱ ϭϬϬϬ Ϯϭϭϱ ϮϯϯϬ ͲϭϱϮϳϬ ϮϮϴϮϱ
ϭϬ ϲϲ͘Ϯϱ ϭϬϬϱ ϭϲϵϱ ϭϵϲϬ ͲϭϬϬϴϱ ϭϯϱϴϱ ϭϬϬϱ ϭϲϵϱ ϭϵϲϬ Ͳϭϯϱϯϱ ϭϴϬϬϱ ϭϬϭϬ ϭϳϬϱ ϭϵϳϬ ͲϭϳϬϬϬ ϮϮϰϰϬ
ϭϮ ϱϳ͘Ϭϰ ϭϬϭϱ ϭϰϮϬ ϭϳϯϬ Ͳϭϭϴϯϱ ϭϰϮϱϱ ϭϬϭϱ ϭϰϮϬ ϭϳϯϬ ͲϭϱϲϴϬ ϭϵϬϬϱ ϭϬϮϬ ϭϰϮϱ ϭϳϰϬ ͲϭϵϱϮϱ Ϯϯϳϱϱ
ϭϰ ϱϬ͘ϳϱ ϭϬϮϱ ϭϮϮϬ ϭϱϳϱ Ͳϭϯϯϯϱ ϭϰϲϲϱ ϭϬϮϱ ϭϮϮϬ ϭϱϳϱ ͲϭϳϱϬϱ ϭϵϲϵϱ ϭϬϯϱ ϭϮϮϱ ϭϱϴϱ ͲϮϭϲϳϱ ϮϰϳϯϬ
ϭϲ ϰϲ͘Ϯϴ ϭϬϰϬ ϭϬϲϱ ϭϰϳϬ Ͳϭϰϰϴϱ ϭϰϳϴϬ ϭϬϰϬ ϭϬϲϱ ϭϰϳϬ Ͳϭϴϴϱϱ ϭϵϴϮϱ ϭϬϰϬ ϭϬϳϬ ϭϰϳϬ ͲϮϯϮϯϬ Ϯϰϴϲϱ
ϭϴ ϰϯ͘Ϭϯ ϭϬϱϱ ϵϱϬ ϭϯϵϬ ͲϭϱϰϵϬ ϭϰϳϱϱ ϭϬϱϱ ϵϱϬ ϭϯϵϬ ͲϭϵϴϯϬ ϭϵϲϳϱ ϭϬϱϱ ϵϱϬ ϭϯϵϱ ͲϮϰϯϬϬ Ϯϰϱϵϱ
ϮϬ ϰϬ͘ϲϯ ϭϬϳϬ ϴϱϬ ϭϯϰϬ Ͳϭϲϯϴϱ ϭϰϴϰϱ ϭϬϳϬ ϴϱϬ ϭϯϰϬ ͲϮϬϳϰϬ ϭϵϱϴϬ ϭϬϳϬ ϴϱϬ ϭϯϰϬ ͲϮϱϬϵϱ ϮϰϯϮϬ
ϮϮ ϯϴ͘ϴϰ ϭϬϴϱ ϳϳϬ ϭϯϬϬ ͲϭϳϮϳϬ ϭϱϭϲϬ ϭϬϴϱ ϳϳϬ ϭϯϬϬ ͲϮϭϱϵϱ ϭϵϲϳϬ ϭϬϴϱ ϳϳϬ ϭϯϬϬ ͲϮϱϵϯϬ Ϯϰϯϳϱ
Ϯϰ ϯϳ͘ϱϮ ϭϭϬϱ ϳϬϱ ϭϮϳϬ ͲϭϴϯϳϬ ϭϱϳϰϬ ϭϭϬϱ ϳϬϱ ϭϮϳϬ ͲϮϮϰϴϬ ϮϬϮϬϱ ϭϭϬϱ ϳϬϱ ϭϮϳϬ ͲϮϲϳϳϱ Ϯϰϳϴϱ
Page 1229 Ϯϲ ϯϲ͘ϱϲ ϭϭϮϱ 645 ϭϮϱϬ ͲϭϵϳϵϬ ϭϲϳϵϱ ϭϭϮϱ ϲϰϱ ϭϮϱϬ ͲϮϯϴϵϱ ϮϭϮϯϬ ϭϭϮϱ ϲϰϱ ϭϮϱϬ ͲϮϴϬϱϱ ϮϱϲϳϬ
Ϯϴ ϯϱ͘ϴϴ ϭϭϰϱ ϲϮϱ ϭϮϯϱ ͲϮϮϳϭϱ ϮϬϬϱϱ ϭϭϰϱ ϲϮϱ ϭϮϯϱ ͲϮϱϲϭϱ ϮϮϱϱϬ ϭϭϰϱ ϲϮϱ ϭϮϯϱ ͲϮϵϳϲϱ ϮϳϭϳϬ
ϯϬ ϯϱ͘ϰϮ ϭϭϲϱ ϲϰϬ ϭϮϯϬ ͲϮϲϰϭϬ ϮϰϬϲϱ ϭϭϲϱ ϲϰϬ ϭϮϯϬ ͲϮϳϱϱϱ ϮϰϮϯϬ ϭϭϲϱ ϲϰϬ ϭϮϯϬ ͲϯϭϳϲϬ ϮϴϳϰϬ
ϯϮ ϯϱ͘ϭϰ ϭϭϴϱ ϲϱϱ ϭϮϮϱ ͲϯϬϰϮϱ Ϯϴϳϯϱ ϭϭϴϱ ϲϱϱ ϭϮϮϱ ͲϯϬϰϮϱ Ϯϴϳϯϱ ϭϭϴϱ ϲϱϱ ϭϮϮϱ ͲϯϰϬϳϱ ϯϭϬϯϱ
ϯϰ ϯϱ͘Ϭϭ ϭϮϭϬ ϲϵϱ ϭϮϮϬ Ͳϯϰϳϲϱ ϯϱϰϲϱ ϭϮϭϬ ϲϵϱ ϭϮϮϬ Ͳϯϰϳϲϱ ϯϱϰϲϱ ϭϮϭϬ ϲϵϱ ϭϮϮϬ ͲϯϲϱϲϬ ϯϱϰϲϱ
ϯϱ ϯϱ͘ϬϬ ϭϮϮϬ ϳϭϬ ϭϮϮϬ ͲϯϳϬϲϬ ϯϴϲϭϱ ϭϮϮϬ ϳϭϬ ϭϮϮϬ ͲϯϳϬϲϬ ϯϴϲϭϱ ϭϮϮϬ ϳϭϬ ϭϮϮϬ ͲϯϳϵϬϬ ϯϴϲϭϱ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϯϬƉƐĨ ϯϱƉƐĨ ϰϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϲ ϭϬϱ͘Ϭϴ ϭϭϬϬ ϯϬϳϬ ϯϮϱϬ Ͳϭϲϯϴϱ ϮϵϯϮϱ ϭϮϬϱ ϯϯϲϱ ϯϱϲϱ ͲϭϵϰϵϬ ϯϯϴϱϱ ϭϯϭϬ ϯϲϲϬ ϯϴϳϱ ͲϮϮϲϭϱ ϯϴϯϴϱ
ϴ ϴϬ͘ϱϲ ϭϭϬϱ ϮϯϰϬ Ϯϱϳϱ Ͳϭϴϱϱϱ Ϯϳϭϵϱ ϭϮϭϱ Ϯϱϲϱ ϮϴϮϬ ͲϮϭϴϰϱ ϯϭϱϲϱ ϭϯϮϬ Ϯϳϴϱ ϯϬϳϬ ͲϮϱϭϯϬ ϯϱϵϰϬ
ϭϬ ϲϲ͘Ϯϱ ϭϭϭϱ ϭϴϴϱ Ϯϭϳϱ ͲϮϬϰϵϱ Ϯϲϴϳϱ ϭϮϮϬ ϮϬϲϱ Ϯϯϴϱ ͲϮϯϵϵϱ ϯϭϯϭϬ ϭϯϮϱ ϮϮϰϱ ϮϱϵϬ ͲϮϳϰϵϬ ϯϱϳϰϱ
ϭϮ ϱϳ͘Ϭϰ ϭϭϮϱ ϭϱϳϱ ϭϵϮϬ ͲϮϯϰϮϬ ϮϴϱϰϬ ϭϮϯϬ ϭϳϮϱ ϮϭϬϱ ͲϮϳϯϮϬ ϯϯϯϰϱ ϭϯϰϬ ϭϴϳϱ ϮϮϴϱ ͲϯϭϮϮϱ ϯϴϭϱϬ
ϭϰ ϱϬ͘ϳϱ ϭϭϰϬ ϭϯϱϱ ϭϳϱϬ ͲϮϱϴϱϬ ϮϵϳϲϬ ϭϮϰϱ ϭϰϴϬ ϭϵϭϱ ͲϯϬϬϲϱ ϯϰϳϵϱ ϭϯϱϬ ϭϲϭϬ ϮϬϴϬ ͲϯϰϯϬϬ ϯϵϴϮϱ
ϭϲ ϰϲ͘Ϯϴ ϭϭϯϱ ϭϭϴϬ ϭϲϭϱ ͲϮϳϲϬϬ ϮϵϵϭϬ ϭϮϰϬ ϭϮϵϬ ϭϳϲϱ Ͳϯϭϵϳϱ ϯϰϵϱϱ ϭϯϰϬ ϭϰϬϬ ϭϵϭϱ Ͳϯϲϯϰϱ ϰϬϬϮϬ
ϭϴ ϰϯ͘Ϭϯ ϭϭϮϬ ϭϬϰϬ ϭϱϰϬ ͲϮϴϳϲϱ ϮϵϱϯϬ ϭϮϮϬ ϭϭϯϱ ϭϲϴϬ ͲϯϯϮϯϱ ϯϰϱϲϱ ϭϯϮϬ ϭϮϯϬ ϭϴϮϬ ͲϯϳϳϬϬ ϯϵϲϬϬ
ϮϬ ϰϬ͘ϲϯ ϭϭϭϬ ϵϮϬ ϭϰϲϱ ͲϮϵϱϴϬ ϮϵϮϮϬ ϭϮϬϬ ϭϬϬϱ ϭϱϵϱ ͲϯϰϬϳϬ ϯϰϭϮϬ ϭϮϵϱ ϭϬϵϬ ϭϳϯϬ ͲϯϴϱϲϬ ϯϵϬϮϬ
ϮϮ ϯϴ͘ϴϰ ϭϬϵϱ ϴϮϱ ϭϯϵϱ ͲϯϬϮϲϱ Ϯϵϭϭϱ ϭϭϴϬ ϵϬϬ ϭϱϭϱ Ͳϯϰϲϰϱ ϯϯϴϱϱ ϭϮϳϬ ϵϳϬ ϭϲϯϱ ͲϯϵϭϭϬ ϯϴϲϬϬ
Ϯϰ ϯϳ͘ϱϮ ϭϭϬϱ ϳϰϬ ϭϯϮϱ ͲϯϭϬϲϱ Ϯϵϯϲϱ ϭϭϲϱ ϴϭϬ ϭϰϯϱ ͲϯϱϯϲϬ ϯϯϵϰϱ ϭϮϰϱ ϴϳϱ ϭϱϰϱ Ͳϯϵϲϱϱ ϯϴϱϮϱ
Ϯϲ ϯϲ͘ϱϲ ϭϭϮϱ ϲϳϱ ϭϮϵϬ ͲϯϮϯϲϱ ϯϬϮϰϬ ϭϭϲϱ ϳϯϱ ϭϯϵϬ Ͳϯϲϲϳϱ ϯϰϵϭϱ ϭϮϰϱ ϳϵϬ ϭϰϵϱ ͲϰϬϵϴϱ ϯϵϱϵϱ
Ϯϴ ϯϱ͘ϴϴ ϭϭϰϱ ϲϮϱ ϭϮϲϱ ͲϯϯϵϳϬ ϯϭϳϵϬ ϭϭϴϬ ϲϳϬ ϭϯϲϱ ͲϯϴϯϮϬ ϯϲϰϬϱ ϭϮϱϱ ϳϮϱ ϭϰϲϱ ͲϰϮϲϳϱ ϰϭϬϮϱ
ϯϬ ϯϱ͘ϰϮ ϭϭϲϱ ϲϰϬ ϭϮϱϱ ͲϯϱϵϲϬ ϯϯϱϰϬ ϭϭϵϱ ϲϰϬ ϭϯϱϬ ͲϰϬϭϵϱ ϯϴϯϰϬ ϭϮϳϬ ϲϲϱ ϭϰϰϱ ͲϰϰϲϬϬ ϰϯϭϰϬ
ϯϮ ϯϱ͘ϭϰ ϭϭϴϱ ϲϱϱ ϭϮϱϬ Ͳϯϴϯϱϱ ϯϱϳϲϱ ϭϮϭϱ ϲϱϱ ϭϯϰϱ ͲϰϮϲϰϬ ϰϬϰϵϱ ϭϮϵϬ ϲϱϱ ϭϰϯϱ ͲϰϲϵϮϱ ϰϱϰϴϬ 171
ϯϰ ϯϱ͘Ϭϭ ϭϮϭϬ ϲϵϱ ϭϮϱϬ ͲϰϬϵϭϬ ϯϴϯϵϱ ϭϮϰϬ ϲϵϱ ϭϯϰϬ ͲϰϱϮϲϱ ϰϯϯϳϬ ϭϯϭϱ ϲϵϱ ϭϰϯϬ Ͳϰϵϲϭϱ ϰϴϯϱϬ
ϯϱ ϯϱ͘ϬϬ ϭϮϮϬ ϳϭϬ ϭϮϱϬ ͲϰϮϮϵϬ ϯϵϳϲϱ ϭϮϱϬ ϳϭϬ ϭϯϰϬ ͲϰϲϲϴϬ ϰϰϴϳϬ ϭϯϮϱ ϳϭϬ ϭϰϯϬ ͲϱϭϬϳϬ ϰϵϵϳϬ
Table E-6 - 70 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϲ
ϭϱƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϱϬƉƐĨ ϲϬƉƐĨ ϳϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϲ ϭϬϱ͘Ϭϴ ϭϱϮϬ ϰϮϱϬ ϰϱϬϱ ͲϮϴϴϲϬ ϰϳϰϰϱ ϭϳϯϱ ϰϴϰϬ ϱϭϯϬ ͲϯϱϭϬϱ ϱϲϱϬϱ ϭϵϰϱ ϱϰϯϱ ϱϳϱϱ Ͳϰϭϯϱϱ ϲϱϱϲϱ
ϴ ϴϬ͘ϱϲ ϭϱϯϬ ϯϮϯϱ ϯϱϲϱ ͲϯϭϳϬϱ ϰϰϲϴϬ ϭϳϰϬ ϯϲϴϱ ϰϬϱϱ ͲϯϴϮϴϱ ϱϯϰϮϱ ϭϵϱϬ ϰϭϯϱ ϰϱϱϬ ͲϰϰϴϲϬ ϲϮϭϲϱ
ϭϬ ϲϲ͘Ϯϱ ϭϱϰϬ ϮϲϬϱ ϯϬϬϱ ͲϯϰϰϵϬ ϰϰϲϮϬ ϭϳϱϬ Ϯϵϲϱ ϯϰϮϬ Ͳϰϭϰϴϱ ϱϯϰϵϬ ϭϵϲϬ ϯϯϮϱ ϯϴϯϱ ͲϰϴϰϴϬ ϲϮϯϲϬ
ϭϮ ϱϳ͘Ϭϰ ϭϱϱϬ Ϯϭϳϱ ϮϲϱϬ ͲϯϵϬϯϬ ϰϳϳϲϬ ϭϳϲϬ Ϯϰϳϱ ϯϬϭϬ Ͳϰϲϴϯϱ ϱϳϯϳϱ ϭϵϳϬ Ϯϳϳϱ ϯϯϳϱ ͲϱϰϲϰϬ ϲϲϵϴϱ
ϭϰ ϱϬ͘ϳϱ ϭϱϲϬ ϭϴϲϱ ϮϰϬϱ ͲϰϮϳϲϱ ϰϵϴϵϬ ϭϳϳϬ ϮϭϮϬ Ϯϳϯϱ ͲϱϭϮϯϬ ϱϵϵϱϱ ϭϵϴϱ Ϯϯϳϱ ϯϬϲϬ Ͳϱϵϲϵϱ ϳϬϬϮϬ
ϭϲ ϰϲ͘Ϯϴ ϭϱϰϱ ϭϲϮϬ ϮϮϭϬ Ͳϰϱϭϵϱ ϱϬϮϰϬ ϭϳϱϬ ϭϴϰϬ ϮϱϭϬ ͲϱϰϬϲϬ ϲϬϰϲϬ ϭϵϱϱ ϮϬϲϱ ϮϴϬϱ ͲϲϮϵϮϬ ϳϬϲϴϱ
ϭϴ ϰϯ͘Ϭϯ ϭϱϭϱ ϭϰϮϬ ϮϭϬϬ Ͳϰϲϲϯϱ ϰϵϲϳϬ ϭϳϭϬ ϭϲϭϱ ϮϯϴϬ Ͳϱϱϱϴϱ ϱϵϳϰϬ ϭϵϬϱ ϭϴϬϱ ϮϲϲϬ ͲϲϰϲϮϱ ϲϵϴϭϬ
ϮϬ ϰϬ͘ϲϯ ϭϰϴϬ ϭϮϲϬ ϭϵϵϬ ͲϰϳϱϰϬ ϰϴϴϭϱ ϭϲϲϱ ϭϰϮϱ ϮϮϱϬ ͲϱϲϱϮϬ ϱϴϲϭϱ ϭϴϱϬ ϭϱϵϱ Ϯϱϭϱ ͲϲϱϱϬϬ ϲϴϰϭϱ
ϮϮ ϯϴ͘ϴϰ ϭϰϰϱ ϭϭϮϬ ϭϴϳϱ ͲϰϴϬϯϱ ϰϴϬϴϬ ϭϲϮϬ ϭϮϲϱ ϮϭϮϬ ͲϱϲϵϲϬ ϱϳϱϲϱ ϭϳϵϱ ϭϰϭϱ ϮϯϲϬ Ͳϲϱϴϴϱ ϲϳϬϱϬ
Ϯϰ ϯϳ͘ϱϮ ϭϰϭϬ ϭϬϬϱ ϭϳϲϱ ͲϰϴϯϴϬ ϰϳϳϮϬ ϭϱϳϱ ϭϭϯϱ ϭϵϴϱ ͲϱϳϮϬϱ ϱϳϭϮϱ ϭϳϰϬ ϭϮϲϱ ϮϮϬϱ ͲϲϲϬϮϱ ϲϲϱϯϬ
Page 1230 Ϯϲ ϯϲ͘ϱϲ ϭϰϬϱ ϵϭϬ ϭϳϬϬ ͲϰϵϲϬϱ ϰϴϵϱϬ ϭϱϲϱ ϭϬϮϱ ϭϵϭϬ ͲϱϴϮϵϬ ϱϴϯϬϬ ϭϳϮϬ ϭϭϰϱ Ϯϭϭϱ ͲϲϳϭϯϬ ϲϳϲϱϱ
Ϯϴ ϯϱ͘ϴϴ ϭϰϭϬ ϴϯϬ ϭϲϲϱ ͲϱϭϯϴϬ ϱϬϮϳϬ ϭϱϲϱ ϵϯϱ ϭϴϲϬ ͲϲϬϬϴϱ ϱϵϴϮϬ ϭϳϮϬ ϭϬϰϬ ϮϬϲϬ ͲϲϴϳϵϬ ϲϵϯϳϱ
ϯϬ ϯϱ͘ϰϮ ϭϰϮϱ ϳϲϬ ϭϲϯϱ ͲϱϯϰϬϱ ϱϮϳϰϬ ϭϱϴϬ ϴϲϬ ϭϴϮϱ ͲϲϮϮϭϬ ϲϮϯϯϱ ϭϳϯϬ ϵϱϱ ϮϬϮϬ ͲϳϭϬϭϱ ϳϭϵϯϱ
ϯϮ ϯϱ͘ϭϰ ϭϰϰϱ ϳϬϬ ϭϲϮϱ ͲϱϱϴϲϬ ϱϱϰϴϬ ϭϱϵϱ ϳϵϬ ϭϴϭϬ Ͳϲϰϴϭϱ ϲϱϰϴϬ ϭϳϱϬ ϴϴϬ ϭϵϵϱ ͲϳϯϳϳϬ ϳϱϰϳϱ
ϯϰ ϯϱ͘Ϭϭ ϭϰϲϱ ϲϵϱ ϭϲϭϬ ͲϱϴϰϬϱ ϱϴϯϬϱ ϭϲϭϱ ϳϯϬ ϭϳϵϱ ͲϲϳϰϵϬ ϲϴϰϮϱ ϭϳϳϬ ϴϭϬ ϭϵϳϱ Ͳϳϲϱϳϱ ϳϴϳϳϱ
ϯϱ ϯϱ͘ϬϬ ϭϰϴϬ ϳϭϬ ϭϲϭϬ Ͳϱϵϴϰϱ ϲϬϭϴϬ ϭϲϯϬ ϳϭϬ ϭϳϵϬ Ͳϲϴϵϯϱ ϳϬϯϴϱ ϭϳϴϬ ϳϴϬ ϭϵϳϬ ͲϳϴϬϵϬ ϴϬϱϵϱ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϴϬƉƐĨ ϵϬƉƐĨ ϭϬϬƉƐĨ
Ͳ н Ͳ н Ͳ н
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă D D ZǇ Zǆ &Ă D D ZǇ Zǆ &Ă D D
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϲ ϭϬϱ͘Ϭϴ Ϯϭϱϱ ϲϬϮϱ ϲϯϴϬ ͲϰϳϲϬϬ ϳϰϲϮϱ Ϯϯϲϱ ϲϲϭϱ ϳϬϬϱ ͲϱϯϴϱϬ ϴϯϲϴϱ Ϯϱϳϱ ϳϮϬϱ ϳϲϯϬ ͲϲϬϬϵϱ ϵϮϳϰϱ
ϴ ϴϬ͘ϱϲ ϮϭϲϬ ϰϱϴϬ ϱϬϰϱ Ͳϱϭϰϯϱ ϳϬϵϭϬ Ϯϯϳϱ ϱϬϯϬ ϱϱϰϬ ͲϱϴϬϭϬ ϳϵϲϱϬ Ϯϱϴϱ ϱϰϴϬ ϲϬϯϬ Ͳϲϰϱϴϱ ϴϴϯϵϱ
ϭϬ ϲϲ͘Ϯϱ ϮϭϳϬ ϯϲϴϱ ϰϮϱϬ ͲϱϱϰϴϬ ϳϭϮϯϬ ϮϯϴϬ ϰϬϰϱ ϰϲϲϱ ͲϲϮϰϳϱ ϴϬϭϬϱ Ϯϱϵϱ ϰϰϬϱ ϱϬϴϬ ͲϲϵϰϳϬ ϴϴϵϳϱ
ϭϮ ϱϳ͘Ϭϰ ϮϭϴϬ ϯϬϳϱ ϯϳϰϬ ͲϲϮϰϰϱ ϳϲϱϵϱ ϮϯϵϬ ϯϯϳϱ ϰϭϬϬ ͲϳϬϮϱϬ ϴϲϮϬϱ ϮϲϬϱ ϯϲϳϱ ϰϰϲϱ ͲϳϴϬϱϱ ϵϱϴϭϱ
ϭϰ ϱϬ͘ϳϱ Ϯϭϵϱ Ϯϲϯϱ ϯϯϵϬ ͲϲϴϭϲϬ ϴϬϬϴϱ ϮϰϬϱ ϮϴϵϬ ϯϳϮϬ ͲϳϲϲϮϱ ϵϬϭϱϬ Ϯϲϭϱ ϯϭϰϱ ϰϬϰϱ ͲϴϱϬϵϬ ϭϬϬϮϭϱ
ϭϲ ϰϲ͘Ϯϴ ϮϭϲϬ ϮϮϴϱ ϯϭϬϱ Ͳϳϭϳϴϱ ϴϬϵϬϱ Ϯϯϲϱ ϮϱϬϱ ϯϰϬϬ ͲϴϬϲϱϬ ϵϭϭϯϬ ϮϱϳϬ ϮϳϮϱ ϯϳϬϬ Ͳϴϵϱϭϱ ϭϬϭϯϱϬ
ϭϴ ϰϯ͘Ϭϯ ϮϭϬϬ ϭϵϵϱ ϮϵϰϬ Ͳϳϯϲϲϱ ϳϵϴϴϬ ϮϮϵϱ ϮϭϵϬ ϯϮϮϱ ͲϴϮϳϬϱ ϴϵϵϱϬ ϮϰϵϬ ϮϯϴϬ ϯϱϬϱ Ͳϵϭϳϰϱ ϭϬϬϬϮϬ
ϮϬ ϰϬ͘ϲϯ ϮϬϯϱ ϭϳϲϬ Ϯϳϳϱ ͲϳϰϰϴϬ ϳϴϮϭϱ ϮϮϮϬ ϭϵϯϬ ϯϬϰϬ Ͳϴϯϰϳϱ ϴϴϬϭϱ ϮϰϬϱ ϮϬϵϱ ϯϯϬϬ ͲϵϮϱϰϬ ϵϳϴϭϱ
ϮϮ ϯϴ͘ϴϰ ϭϵϲϱ ϭϱϲϬ ϮϲϬϬ Ͳϳϰϴϭϱ ϳϲϱϯϱ ϮϭϰϬ ϭϳϭϬ Ϯϴϰϱ ͲϴϯϳϰϬ ϴϲϬϭϱ Ϯϯϭϱ ϭϴϱϱ ϯϬϴϱ ͲϵϮϲϲϱ ϵϱϱϬϬ
Ϯϰ ϯϳ͘ϱϮ ϭϵϬϱ ϭϯϵϱ ϮϰϮϱ Ͳϳϰϴϰϱ ϳϱϵϯϱ ϮϬϲϱ ϭϱϮϱ Ϯϲϰϱ Ͳϴϯϲϲϱ ϴϱϯϰϬ ϮϮϯϬ ϭϲϱϱ Ϯϴϲϱ ͲϵϮϰϵϬ ϵϰϳϰϱ
Ϯϲ ϯϲ͘ϱϲ ϭϴϴϬ ϭϮϲϬ ϮϯϮϬ Ͳϳϱϵϲϱ ϳϳϬϭϬ ϮϬϰϬ ϭϯϳϱ ϮϱϯϬ ͲϴϰϴϬϱ ϴϲϯϲϱ Ϯϭϵϱ ϭϰϵϱ Ϯϳϯϱ ͲϵϯϲϰϬ ϵϱϳϮϬ
Ϯϴ ϯϱ͘ϴϴ ϭϴϴϬ ϭϭϰϱ ϮϮϱϱ Ͳϳϳϲϯϱ ϳϴϵϮϱ ϮϬϯϱ ϭϮϱϱ Ϯϰϱϱ Ͳϴϲϱϰϱ ϴϴϰϴϬ ϮϭϵϬ ϭϯϲϬ Ϯϲϱϱ ͲϵϱϰϱϬ ϵϴϬϯϬ
ϯϬ ϯϱ͘ϰϮ ϭϴϴϱ ϭϬϱϬ ϮϮϭϬ ͲϳϵϴϮϬ ϴϭϱϯϱ ϮϬϰϬ ϭϭϰϱ ϮϰϬϬ ͲϴϴϲϮϱ ϵϭϭϯϱ ϮϭϵϬ ϭϮϰϱ ϮϱϵϬ ͲϵϳϱϲϬ ϭϬϬϳϯϱ
ϯϮ ϯϱ͘ϭϰ ϭϵϬϬ ϵϲϱ ϮϭϴϬ ͲϴϮϳϮϱ ϴϱϰϳϱ ϮϬϱϱ ϭϬϱϱ ϮϯϳϬ ͲϵϭϲϴϬ ϵϱϰϳϬ ϮϮϬϱ ϭϭϰϱ ϮϱϲϬ ͲϭϬϬϲϰϬ ϭϬϱϰϳϬ 172
ϯϰ ϯϱ͘Ϭϭ ϭϵϮϬ ϴϵϬ ϮϭϲϬ ͲϴϱϲϲϬ ϴϵϭϯϬ ϮϬϳϬ ϵϳϱ Ϯϯϰϱ ͲϵϰϳϱϬ ϵϵϰϴϬ ϮϮϮϱ ϭϬϱϱ ϮϱϯϬ ͲϭϬϯϴϯϱ ϭϬϵϴϯϬ
ϯϱ ϯϱ͘ϬϬ ϭϵϯϬ ϴϱϱ Ϯϭϱϱ ͲϴϳϮϰϱ ϵϬϵϴϬ ϮϬϴϱ ϵϯϱ ϮϯϰϬ ͲϵϲϰϬϱ ϭϬϭϱϭϬ ϮϮϯϱ ϭϬϭϱ ϮϱϮϱ ͲϭϬϱϱϲϬ ϭϭϮϬϰϬ
Table E-7 - 80 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϳ
ϭϱƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱƉƐĨ ϮϬƉƐĨ ϮϱƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϴ ϭϬϰ͘ϬϬ ϭϭϯϱ ϮϳϱϬ ϮϵϲϬ ͲϭϭϮϴϬ ϭϴϱϳϬ ϭϭϯϱ ϮϳϱϬ ϮϵϲϬ Ͳϭϱϰϵϱ ϮϰϯϬϬ ϭϭϰϬ ϮϳϲϬ Ϯϵϳϱ Ͳϭϵϳϳϱ ϯϬϬϯϬ
ϭϮ ϳϮ͘ϲϳ ϭϭϱϬ ϭϴϱϱ Ϯϭϲϱ ͲϭϰϭϮϬ ϭϳϲϮϬ ϭϭϱϬ ϭϴϱϱ Ϯϭϲϱ Ͳϭϴϳϵϱ Ϯϯϰϵϱ ϭϭϲϬ ϭϴϲϱ Ϯϭϳϱ ͲϮϯϱϮϬ Ϯϵϯϵϱ
ϭϲ ϱϴ͘ϬϬ ϭϭϳϬ ϭϯϵϱ ϭϴϬϬ Ͳϭϳϲϭϱ ϭϴϵϯϱ ϭϭϳϬ ϭϯϵϱ ϭϴϬϬ ͲϮϯϬϴϱ Ϯϱϰϴϱ ϭϭϴϬ ϭϰϬϱ ϭϴϭϱ ͲϮϴϱϱϱ ϯϮϬϯϱ
ϮϬ ϱϬ͘ϬϬ ϭϮϬϬ ϭϭϭϱ ϭϲϭϬ ͲϮϬϬϮϱ ϭϵϭϭϱ ϭϮϬϬ ϭϭϭϱ ϭϲϭϬ ͲϮϱϳϰϬ ϮϱϱϬϱ ϭϮϬϬ ϭϭϭϱ ϭϲϭϱ Ͳϯϭϱϲϱ ϯϭϵϴϱ
Ϯϰ ϰϱ͘ϯϯ ϭϮϯϬ ϵϮϱ ϭϱϬϱ ͲϮϮϬϰϱ ϭϵϯϰϱ ϭϮϯϬ ϵϮϱ ϭϱϬϱ ͲϮϳϳϯϬ ϮϱϱϬϬ ϭϮϯϬ ϵϮϱ ϭϱϬϱ Ͳϯϯϰϭϱ ϯϭϲϴϬ
Ϯϴ ϰϮ͘ϱϳ ϭϮϲϱ ϳϴϱ ϭϰϰϱ ͲϮϰϰϭϱ ϮϬϳϲϬ ϭϮϲϱ ϳϴϱ ϭϰϰϱ ͲϮϵϳϯϱ Ϯϲϰϯϱ ϭϮϲϱ ϳϴϱ ϭϰϰϱ Ͳϯϱϯϭϱ ϯϮϰϮϬ
ϯϮ ϰϭ͘ϬϬ ϭϯϬϱ ϳϭϬ ϭϰϭϱ ͲϮϵϳϭϬ ϮϳϬϰϱ ϭϯϬϱ ϳϭϬ ϭϰϭϱ Ͳϯϯϰϵϱ Ϯϵϯϳϱ ϭϯϬϱ ϳϭϬ ϭϰϭϱ ͲϯϴϵϮϬ ϯϱϰϬϱ
ϯϲ ϰϬ͘ϮϮ ϭϯϱϬ ϳϰϬ ϭϰϬϬ ͲϯϴϰϮϬ ϯϳϬϵϬ ϭϯϱϬ ϳϰϬ ϭϰϬϬ ͲϯϴϰϮϬ ϯϳϬϵϬ ϭϯϱϬ ϳϰϬ ϭϰϬϬ Ͳϰϯϳϰϱ ϯϵϲϴϬ
ϰϬ ϰϬ͘ϬϬ ϭϯϵϱ ϴϬϱ ϭϯϵϱ ͲϰϴϰϯϬ ϱϮϬϲϬ ϭϯϵϱ ϴϬϱ ϭϯϵϱ ͲϰϴϰϯϬ ϱϮϬϲϬ ϭϯϵϱ ϴϬϱ ϭϯϵϱ ͲϰϵϱϯϬ ϱϮϬϲϬ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
Page 1231 ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϯϬƉƐĨ ϯϱƉƐĨ ϰϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϴ ϭϬϰ͘ϬϬ ϭϮϲϬ ϯϬϱϱ ϯϮϵϬ ͲϮϰϬϱϬ ϯϱϳϲϬ ϭϯϴϬ ϯϯϰϱ ϯϲϭϬ ͲϮϴϯϯϬ ϰϭϰϴϱ ϭϱϬϬ ϯϲϰϬ ϯϵϮϱ ͲϯϮϲϬϱ ϰϳϮϭϱ
ϭϮ ϳϮ͘ϲϳ ϭϮϴϬ ϮϬϲϬ ϮϰϬϱ ͲϮϴϮϲϱ ϯϱϮϵϬ ϭϰϬϬ ϮϮϱϱ Ϯϲϯϱ ͲϯϯϬϭϬ ϰϭϭϴϱ ϭϱϮϬ ϮϰϱϬ Ϯϴϲϱ Ͳϯϳϳϱϱ ϰϳϬϴϱ
ϭϲ ϱϴ͘ϬϬ ϭϯϬϬ ϭϱϱϬ ϮϬϬϬ ͲϯϰϬϮϱ ϯϴϱϵϬ ϭϰϮϬ ϭϲϵϱ ϮϭϵϬ Ͳϯϵϱϳϱ ϰϱϭϰϬ ϭϱϰϬ ϭϴϰϬ Ϯϯϳϱ ͲϰϱϭϮϱ ϱϭϲϵϬ
ϮϬ ϱϬ͘ϬϬ ϭϮϴϱ ϭϮϮϱ ϭϳϴϬ ͲϯϳϯϵϬ ϯϴϱϲϬ ϭϰϬϬ ϭϯϰϬ ϭϵϰϬ ͲϰϯϮϭϬ ϰϱϭϯϱ ϭϱϭϬ ϭϰϱϬ ϮϭϬϱ ͲϰϵϬϯϱ ϱϭϳϬϱ
Ϯϰ ϰϱ͘ϯϯ ϭϮϲϬ ϵϵϱ ϭϲϯϱ ͲϯϵϭϱϬ ϯϳϴϲϱ ϭϯϲϬ ϭϬϴϱ ϭϳϳϱ ͲϰϱϬϭϬ ϰϰϬϰϱ ϭϰϲϱ ϭϭϳϱ ϭϵϮϬ ͲϱϬϴϳϬ ϱϬϮϮϱ
Ϯϴ ϰϮ͘ϱϳ ϭϮϲϱ ϴϮϱ ϭϰϵϱ ͲϰϬϵϬϱ ϯϴϰϭϬ ϭϯϮϱ ϵϬϬ ϭϲϮϬ ͲϰϲϱϬϬ ϰϰϯϵϱ ϭϰϮϬ ϵϳϬ ϭϳϰϬ ͲϱϮϬϵϱ ϱϬϯϴϱ
ϯϮ ϰϭ͘ϬϬ ϭϯϬϱ ϳϭϬ ϭϰϱϬ ͲϰϰϰϮϱ ϰϭϰϯϬ ϭϯϰϱ ϳϲϱ ϭϱϲϬ ͲϱϬϭϭϱ ϰϳϰϱϱ ϭϰϯϱ ϴϮϱ ϭϲϳϱ ͲϱϱϴϬϱ ϱϯϰϴϬ
ϯϲ ϰϬ͘ϮϮ ϭϯϱϬ ϳϰϬ ϭϰϯϬ Ͳϰϵϯϭϱ ϰϱϳϲϱ ϭϯϴϬ ϳϰϬ ϭϱϯϱ ͲϱϰϴϴϬ ϱϮϬϳϱ ϭϰϳϬ ϳϰϬ ϭϲϰϱ ͲϲϬϱϭϱ ϱϴϱϯϱ
ϰϬ ϰϬ͘ϬϬ ϭϯϵϱ ϴϬϱ ϭϰϯϬ ͲϱϱϮϲϱ ϱϮϬϲϬ ϭϰϯϬ ϴϬϱ ϭϱϯϬ ͲϲϭϬϬϬ ϱϴϱϰϬ ϭϱϭϱ ϴϬϱ ϭϲϯϱ Ͳϲϲϳϯϱ ϲϱϮϬϱ

Table E-7 - 80 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϳ
ϭϱƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϱϬƉƐĨ ϲϬƉƐĨ ϳϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϴ ϭϬϰ͘ϬϬ ϭϳϰϱ ϰϮϯϬ ϰϱϱϱ ͲϰϭϭϲϬ ϱϴϲϳϱ ϭϵϴϱ ϰϴϭϱ ϱϭϵϬ Ͳϰϵϳϭϱ ϳϬϭϯϱ ϮϮϮϱ ϱϰϬϬ ϱϴϮϬ ͲϱϴϮϳϬ ϴϭϱϵϱ
ϭϮ ϳϮ͘ϲϳ ϭϳϲϬ Ϯϴϰϱ ϯϯϮϬ ͲϰϳϮϰϱ ϱϴϴϴϬ ϮϬϬϬ ϯϮϰϬ ϯϳϴϬ Ͳϱϲϳϯϱ ϳϬϲϳϬ ϮϮϰϬ ϯϲϯϬ ϰϮϰϬ ͲϲϲϮϮϱ ϴϮϰϲϱ
ϭϲ ϱϴ͘ϬϬ ϭϳϴϱ Ϯϭϯϱ ϮϳϱϬ ͲϱϲϮϮϱ ϲϰϳϵϱ ϮϬϮϱ ϮϰϯϬ ϯϭϮϱ ͲϲϳϯϮϱ ϳϳϴϵϱ ϮϮϲϱ ϮϳϮϬ ϯϱϬϬ ͲϳϴϰϮϱ ϵϬϵϵϱ
ϮϬ ϱϬ͘ϬϬ ϭϳϰϬ ϭϲϴϬ ϮϰϯϬ ͲϲϬϲϴϬ ϲϰϴϱϱ ϭϵϲϱ ϭϵϬϱ Ϯϳϱϱ ͲϳϮϰϰϬ ϳϴϬϬϬ ϮϭϵϬ Ϯϭϯϱ ϯϬϴϬ ͲϴϰϮϯϬ ϵϭϭϰϱ
Ϯϰ ϰϱ͘ϯϯ ϭϲϳϬ ϭϯϱϱ ϮϮϭϬ ͲϲϮϱϵϬ ϲϮϴϮϱ ϭϴϳϱ ϭϱϯϱ Ϯϰϵϱ ͲϳϰϯϬϱ ϳϱϰϳϱ ϮϬϴϬ ϭϳϭϱ Ϯϳϴϱ ͲϴϲϬϮϱ ϴϴϭϮϱ
Ϯϴ ϰϮ͘ϱϳ ϭϲϬϱ ϭϭϭϱ ϭϵϴϱ Ͳϲϯϯϳϱ ϲϮϯϲϬ ϭϳϵϬ ϭϮϲϬ ϮϮϯϬ ͲϳϰϴϲϬ ϳϰϯϯϱ ϭϵϳϬ ϭϰϬϱ Ϯϰϳϱ Ͳϴϲϯϰϱ ϴϲϯϳϱ
ϯϮ ϰϭ͘ϬϬ ϭϲϭϬ ϵϱϬ ϭϵϬϬ ͲϲϳϭϴϬ ϲϱϱϱϬ ϭϳϵϬ ϭϬϳϬ ϮϭϮϱ ͲϳϴϱϲϬ ϳϴϬϭϬ ϭϵϳϬ ϭϭϵϬ Ϯϯϱϱ Ͳϴϵϵϯϱ ϵϬϰϳϱ
ϯϲ ϰϬ͘ϮϮ ϭϲϰϱ ϴϮϬ ϭϴϱϱ ͲϳϮϭϲϱ ϳϭϰϰϱ ϭϴϮϬ ϵϮϬ ϮϬϳϬ ͲϴϯϴϭϬ ϴϰϯϲϬ ϭϵϵϬ ϭϬϮϱ ϮϮϴϱ ͲϵϱϰϲϬ ϵϳϮϳϱ
ϰϬ ϰϬ͘ϬϬ ϭϲϵϬ ϴϬϱ ϭϴϰϬ ͲϳϴϮϬϱ ϳϴϱϯϬ ϭϴϲϬ ϴϬϱ ϮϬϰϱ ͲϵϬϬϵϬ ϵϭϴϱϱ ϮϬϯϱ ϴϵϬ ϮϮϱϱ ͲϭϬϮϬϱϬ ϭϬϱϭϳϱ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϴϬƉƐĨ ϵϬƉƐĨ ϭϬϬƉƐĨ
Ͳ н Ͳ н Ͳ н
Page 1232
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă D D ZǇ Zǆ &Ă D D ZǇ Zǆ &Ă D D
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϴ ϭϬϰ͘ϬϬ Ϯϰϲϱ ϱϵϵϬ ϲϰϱϱ ͲϲϲϴϮϱ ϵϯϬϱϱ ϮϳϬϱ ϲϱϳϱ ϳϬϴϱ ͲϳϱϯϴϬ ϭϬϰϱϭϱ ϮϵϱϬ ϳϭϲϱ ϳϳϮϬ Ͳϴϯϵϯϱ ϭϭϱϵϳϱ
ϭϮ ϳϮ͘ϲϳ Ϯϰϴϱ ϰϬϮϱ ϰϲϵϱ ͲϳϱϳϮϬ ϵϰϮϲϬ ϮϳϮϱ ϰϰϭϱ ϱϭϱϱ ͲϴϱϮϭϬ ϭϬϲϬϱϱ Ϯϵϲϱ ϰϴϭϬ ϱϲϭϱ ͲϵϰϳϬϬ ϭϭϳϴϱϬ
ϭϲ ϱϴ͘ϬϬ ϮϱϬϱ ϯϬϭϱ ϯϴϴϬ ͲϴϵϱϯϬ ϭϬϰϭϬϬ ϮϳϱϬ ϯϯϬϱ ϰϮϱϱ ͲϭϬϬϲϯϬ ϭϭϳϮϬϬ ϮϵϵϬ ϯϲϬϬ ϰϲϯϬ ͲϭϭϭϳϯϬ ϭϯϬϯϬϱ
ϮϬ ϱϬ͘ϬϬ ϮϰϮϬ ϮϯϲϬ ϯϰϬϱ ͲϵϲϬϮϬ ϭϬϰϮϵϱ Ϯϲϰϱ Ϯϱϴϱ ϯϳϯϬ ͲϭϬϳϴϭϬ ϭϭϳϰϰϬ ϮϴϳϬ Ϯϴϭϱ ϰϬϱϱ ͲϭϭϵϲϬϬ ϭϯϬϱϵϬ
Ϯϰ ϰϱ͘ϯϯ ϮϮϴϱ ϭϴϵϱ ϯϬϳϱ Ͳϵϳϳϰϱ ϭϬϬϳϳϱ ϮϰϵϬ ϮϬϳϱ ϯϯϲϬ ͲϭϬϵϰϲϱ ϭϭϯϰϮϱ Ϯϲϵϱ ϮϮϱϱ ϯϲϱϬ ͲϭϮϭϭϴϱ ϭϮϲϬϴϬ
Ϯϴ ϰϮ͘ϱϳ Ϯϭϱϱ ϭϱϱϬ ϮϳϮϬ Ͳϵϳϴϯϱ ϵϴϱϵϬ ϮϯϰϬ ϭϲϵϱ Ϯϵϲϱ ͲϭϬϵϯϮϬ ϭϭϬϴϬϱ ϮϱϮϱ ϭϴϰϬ ϯϮϭϬ ͲϭϮϬϴϬϱ ϭϮϯϬϮϱ
ϯϮ ϰϭ͘ϬϬ Ϯϭϰϱ ϭϯϭϬ ϮϱϴϬ ͲϭϬϭϱϭϱ ϭϬϮϵϯϱ ϮϯϮϱ ϭϰϯϱ ϮϴϬϱ Ͳϭϭϯϭϱϱ ϭϭϱϰϬϬ ϮϱϬϬ ϭϱϱϱ ϯϬϯϬ ͲϭϮϰϳϵϱ ϭϮϳϴϲϱ
ϯϲ ϰϬ͘ϮϮ Ϯϭϲϱ ϭϭϯϬ ϮϱϬϬ ͲϭϬϳϭϭϬ ϭϭϬϭϵϬ ϮϯϰϬ ϭϮϯϬ Ϯϳϭϱ ͲϭϭϴϳϲϬ ϭϮϯϭϬϬ Ϯϱϭϱ ϭϯϯϱ ϮϵϯϬ ͲϭϯϬϰϭϬ ϭϯϲϬϭϱ
ϰϬ ϰϬ͘ϬϬ ϮϮϭϬ ϵϴϬ Ϯϰϲϱ ͲϭϭϰϬϭϱ ϭϭϴϳϯϱ ϮϯϴϬ ϭϬϳϬ Ϯϲϳϱ ͲϭϮϱϵϴϬ ϭϯϮϰϴϬ Ϯϱϱϱ ϭϭϲϬ Ϯϴϴϱ ͲϭϯϳϵϰϬ ϭϰϲϮϮϱ

Table E-8 - 90 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϴ
ϭϱƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱƉƐĨ ϮϬƉƐĨ ϮϱƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϴ ϭϯϬ͘ϱϲ ϭϮϳϱ ϯϰϳϱ ϯϲϵϬ ͲϭϰϭϮϱ ϮϯϲϱϬ ϭϮϳϱ ϯϰϳϱ ϯϲϵϬ ͲϭϵϰϴϬ ϯϬϵϮϬ ϭϮϴϬ ϯϰϵϬ ϯϳϭϬ ͲϮϰϴϴϬ ϯϴϭϵϬ
ϭϮ ϵϬ͘ϯϴ ϭϮϵϬ Ϯϯϰϱ ϮϲϲϬ ͲϭϲϱϯϬ ϮϭϮϭϬ ϭϮϵϬ Ϯϯϰϱ ϮϲϲϬ ͲϮϮϭϬϱ ϮϴϮϰϬ ϭϮϵϱ Ϯϯϱϱ Ϯϲϳϱ ͲϮϳϳϰϬ ϯϱϮϳϬ
ϭϲ ϳϭ͘Ϯϴ ϭϯϬϱ ϭϳϲϱ Ϯϭϳϱ ͲϮϬϲϳϬ ϮϯϭϴϬ ϭϯϬϱ ϭϳϲϱ Ϯϭϳϱ ͲϮϳϮϭϬ ϯϭϬϵϱ ϭϯϭϱ ϭϳϳϱ ϮϭϵϬ Ͳϯϯϳϲϱ ϯϵϬϭϬ
ϮϬ ϲϬ͘ϲϯ ϭϯϯϬ ϭϰϭϱ ϭϵϭϱ ͲϮϯϵϮϬ ϮϰϬϱϱ ϭϯϯϬ ϭϰϭϱ ϭϵϭϱ ͲϯϭϭϯϬ ϯϮϯϮϱ ϭϯϯϬ ϭϰϮϬ ϭϵϮϬ ͲϯϴϯϰϬ ϰϬϱϵϬ
Ϯϰ ϱϰ͘ϭϵ ϭϯϲϬ ϭϭϳϱ ϭϳϲϱ ͲϮϲϯϭϬ ϮϯϵϵϬ ϭϯϲϬ ϭϭϳϱ ϭϳϲϱ ͲϯϯϱϬϬ ϯϮϬϴϬ ϭϯϲϬ ϭϭϳϱ ϭϳϳϬ ͲϰϬϵϬϬ ϰϬϭϴϬ
Ϯϴ ϱϬ͘ϭϲ ϭϯϵϬ ϭϬϬϬ ϭϲϳϱ ͲϮϴϱϮϬ ϮϰϳϮϱ ϭϯϵϬ ϭϬϬϬ ϭϲϳϱ ͲϯϱϳϭϬ ϯϮϭϵϱ ϭϯϵϬ ϭϬϬϬ ϭϲϳϱ ͲϰϮϴϵϱ ϰϬϬϭϬ
ϯϮ ϰϳ͘ϲϰ ϭϰϯϬ ϴϳϬ ϭϲϮϬ ͲϯϭϰϭϬ Ϯϲϱϰϱ ϭϰϯϬ ϴϳϬ ϭϲϮϬ Ͳϯϴϭϱϱ ϯϯϲϴϱ ϭϰϯϬ ϴϳϬ ϭϲϮϬ ͲϰϱϭϴϬ ϰϭϮϭϱ
ϯϲ ϰϲ͘ϭϯ ϭϰϳϬ ϳϵϱ ϭϱϵϬ Ͳϯϳϲϯϱ ϯϱϮϬϱ ϭϰϳϬ ϳϵϱ ϭϱϵϬ ͲϰϮϰϯϱ ϯϳϭϭϱ ϭϰϳϬ ϳϵϱ ϭϱϵϬ ͲϰϵϯϬϬ ϰϰϳϯϱ
ϰϬ ϰϱ͘ϯϭ ϭϱϭϱ ϴϮϱ ϭϱϳϱ Ͳϰϳϯϰϱ ϰϲϲϱϬ ϭϱϭϱ ϴϮϱ ϭϱϳϱ Ͳϰϳϲϭϱ ϰϲϲϱϬ ϭϱϭϱ ϴϮϱ ϭϱϳϱ ͲϱϰϲϰϬ ϰϵϯϵϱ
ϰϮ ϰϱ͘ϭϭ ϭϱϯϱ ϴϳϬ ϭϱϳϬ ͲϱϮϲϴϱ ϱϱϰϱϬ ϭϱϯϱ ϴϳϬ ϭϱϳϬ ͲϱϮϲϴϱ ϱϱϰϱϬ ϭϱϯϱ ϴϳϬ ϭϱϳϬ ͲϱϳϳϲϬ ϱϱϰϱϬ
Page 1233 ϰϱ ϰϱ͘ϬϬ ϭϱϳϬ 900 ϭϱϳϬ Ͳϲϭϯϭϱ ϲϳϳϱϱ ϭϱϳϬ ϵϬϬ ϭϱϳϬ Ͳϲϭϯϭϱ ϲϳϳϱϱ ϭϱϳϬ ϵϬϬ ϭϱϳϬ ͲϲϮϳϭϬ ϲϳϳϱϱ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϯϬƉƐĨ ϯϱƉƐĨ ϰϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϴ ϭϯϬ͘ϱϲ ϭϰϭϱ ϯϴϲϱ ϰϭϬϱ ͲϯϬϮϴϬ ϰϱϰϱϱ ϭϱϱϬ ϰϮϯϱ ϰϰϵϱ ͲϯϱϲϴϬ ϱϮϳϮϱ ϭϲϴϱ ϰϲϭϬ ϰϴϵϬ ͲϰϭϬϴϬ ϱϵϵϵϱ
ϭϮ ϵϬ͘ϯϴ ϭϰϯϬ ϮϲϬϱ Ϯϵϱϱ Ͳϯϯϯϳϱ ϰϮϮϵϱ ϭϱϲϱ Ϯϴϱϱ ϯϮϰϬ ͲϯϵϬϭϱ ϰϵϯϮϱ ϭϳϬϬ ϯϭϬϱ ϯϱϮϬ ͲϰϰϲϱϬ ϱϲϯϱϱ
ϭϲ ϳϭ͘Ϯϴ ϭϰϱϬ ϭϵϲϬ ϮϰϮϬ ͲϰϬϰϬϱ ϰϲϵϯϬ ϭϱϴϱ ϮϭϱϬ Ϯϲϰϱ ͲϰϳϬϰϱ ϱϰϵϮϱ ϭϳϮϬ Ϯϯϯϱ Ϯϴϳϱ ͲϱϯϲϴϬ ϲϮϵϮϬ
ϮϬ ϲϬ͘ϲϯ ϭϰϲϬ ϭϱϲϱ Ϯϭϭϱ ͲϰϱϱϱϬ ϰϴϵϰϬ ϭϱϵϱ ϭϳϭϬ ϮϯϭϬ ͲϱϮϳϲϬ ϱϳϯϱϬ ϭϳϯϬ ϭϴϲϬ ϮϱϬϱ ͲϲϬϬϰϬ ϲϱϳϲϱ
Ϯϰ ϱϰ͘ϭϵ ϭϰϯϱ ϭϮϴϱ ϭϵϰϱ ͲϰϴϯϮϱ ϰϴϮϴϬ ϭϱϲϬ ϭϰϬϬ ϮϭϮϬ ͲϱϱϳϱϬ ϱϲϯϳϱ ϭϲϴϱ ϭϱϮϬ ϮϯϬϬ ͲϲϯϭϴϬ ϲϰϰϳϱ
Ϯϴ ϱϬ͘ϭϲ ϭϰϭϬ ϭϬϳϱ ϭϴϬϬ ͲϱϬϬϴϬ ϰϳϴϮϱ ϭϱϮϬ ϭϭϳϬ ϭϵϲϬ Ͳϱϳϰϭϱ ϱϱϲϰϬ ϭϲϯϱ ϭϮϲϱ Ϯϭϭϱ Ͳϲϰϴϭϱ ϲϯϰϱϱ
ϯϮ ϰϳ͘ϲϰ ϭϰϯϬ ϵϭϱ ϭϲϳϱ ͲϱϮϮϳϱ ϰϴϴϮϱ ϭϰϵϱ ϵϵϱ ϭϴϭϬ ͲϱϵϯϳϬ ϱϲϰϯϬ ϭϱϵϱ ϭϬϳϱ ϭϵϱϬ Ͳϲϲϰϲϱ ϲϰϬϯϱ
ϯϲ ϰϲ͘ϭϯ ϭϰϳϬ ϳϵϱ ϭϲϯϬ ͲϱϲϮϳϱ ϱϮϯϱϱ ϭϱϭϱ ϴϲϬ ϭϳϱϱ ͲϲϯϰϴϬ ϱϵϵϳϱ ϭϲϭϱ ϵϯϬ ϭϴϴϱ ͲϳϬϲϴϱ ϲϳϲϬϬ
ϰϬ ϰϱ͘ϯϭ ϭϱϭϱ ϴϮϱ ϭϲϭϬ ͲϲϭϲϲϬ ϱϳϬϰϬ ϭϱϱϬ ϴϮϱ ϭϳϯϬ Ͳϲϴϲϴϱ ϲϱϭϰϬ ϭϲϰϱ ϴϮϱ ϭϴϱϬ Ͳϳϱϴϳϱ ϳϯϮϰϬ
ϰϮ ϰϱ͘ϭϭ ϭϱϯϱ ϴϳϬ ϭϲϬϱ ͲϲϰϴϵϬ ϲϬϰϱϬ ϭϱϳϬ ϴϳϬ ϭϳϮϱ ͲϳϮϬϮϬ ϲϴϰϬϱ ϭϲϳϬ ϴϳϬ ϭϴϰϱ ͲϳϵϭϱϬ ϳϲϯϱϱ
ϰϱ ϰϱ͘ϬϬ ϭϱϳϬ ϵϬϬ ϭϲϬϱ ͲϲϵϵϳϬ ϲϳϳϱϱ ϭϲϬϱ ϵϬϬ ϭϳϮϬ ͲϳϳϮϯϬ ϳϰϬϰϬ ϭϳϬϱ ϵϬϬ ϭϴϰϬ ͲϴϰϰϵϬ ϴϮϰϲϱ

Table E-8 - 90 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϴ
ϭϱƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϱϬƉƐĨ ϲϬƉƐĨ ϳϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϴ ϭϯϬ͘ϱϲ ϭϵϲϬ ϱϯϱϬ ϱϲϴϬ Ͳϱϭϴϳϱ ϳϰϱϯϬ ϮϮϯϬ ϲϬϵϱ ϲϰϳϬ ͲϲϮϲϳϱ ϴϵϬϳϬ ϮϱϬϬ ϲϴϰϬ ϳϮϲϬ ͲϳϯϰϳϬ ϭϬϯϲϬϱ
ϭϮ ϵϬ͘ϯϴ ϭϵϳϱ ϯϲϬϱ ϰϬϴϱ ͲϱϱϵϮϱ ϳϬϰϭϬ ϮϮϰϱ ϰϭϬϬ ϰϲϱϬ Ͳϲϳϭϵϱ ϴϰϰϲϱ Ϯϱϭϱ ϰϲϬϬ ϱϮϭϱ ͲϳϴϰϳϬ ϵϴϱϮϬ
ϭϲ ϳϭ͘Ϯϴ ϭϵϵϱ ϮϳϬϱ ϯϯϯϬ ͲϲϲϵϲϬ ϳϴϵϭϱ ϮϮϲϱ ϯϬϴϬ ϯϳϵϬ ͲϴϬϮϰϬ ϵϰϵϭϬ Ϯϱϯϱ ϯϰϱϬ ϰϮϰϱ ͲϵϯϱϮϬ ϭϭϬϵϬϬ
ϮϬ ϲϬ͘ϲϯ ϭϵϵϱ Ϯϭϱϱ Ϯϴϵϱ Ͳϳϰϲϲϱ ϴϮϱϵϬ ϮϮϲϬ Ϯϰϰϱ ϯϮϵϬ ͲϴϵϮϵϬ ϵϵϰϭϱ ϮϱϮϱ ϮϳϰϬ ϯϲϴϬ ͲϭϬϯϵϭϬ ϭϭϲϮϰϱ
Ϯϰ ϱϰ͘ϭϵ ϭϵϯϬ ϭϳϱϱ ϮϲϱϬ ͲϳϴϬϯϬ ϴϬϳϳϱ Ϯϭϳϱ ϭϵϵϬ ϯϬϬϱ ͲϵϮϴϴϬ ϵϳϮϯϬ ϮϰϮϱ ϮϮϮϱ ϯϯϲϬ ͲϭϬϳϴϯϬ ϭϭϯϲϴϱ
Ϯϴ ϱϬ͘ϭϲ ϭϴϲϬ ϭϰϲϬ ϮϰϯϬ Ͳϳϵϲϭϱ ϳϵϬϵϬ ϮϬϴϱ ϭϲϱϬ Ϯϳϰϱ ͲϵϰϰϮϬ ϵϰϳϮϬ ϮϯϭϬ ϭϴϰϱ ϯϬϱϱ ͲϭϬϵϮϮϱ ϭϭϬϯϱϬ
ϯϮ ϰϳ͘ϲϰ ϭϴϬϱ ϭϮϯϬ ϮϮϮϬ ͲϴϬϲϴϱ ϳϵϮϰϱ ϮϬϭϬ ϭϯϵϬ Ϯϰϵϱ ͲϵϱϮϱϬ ϵϰϰϱϱ ϮϮϭϱ ϭϱϱϬ Ϯϳϲϱ ͲϭϬϵϴϭϱ ϭϬϵϲϳϬ
ϯϲ ϰϲ͘ϭϯ ϭϴϭϱ ϭϬϲϱ ϮϭϰϬ ͲϴϱϬϵϬ ϴϮϴϲϬ ϮϬϭϱ ϭϮϬϱ ϮϯϵϬ ͲϵϵϱϬϬ ϵϴϲϮϱ ϮϮϭϱ ϭϯϰϬ Ϯϲϰϱ ͲϭϭϯϵϬϱ ϭϭϰϯϴϱ
ϰϬ ϰϱ͘ϯϭ ϭϴϰϱ ϵϯϱ ϮϬϵϬ ͲϵϬϱϳϱ ϴϵϰϰϱ ϮϬϰϬ ϭϬϱϱ Ϯϯϯϱ ͲϭϬϱϮϳϬ ϭϬϱϲϱϬ ϮϮϯϱ ϭϭϳϬ Ϯϱϳϱ ͲϭϭϵϵϳϬ ϭϮϭϴϱϱ
ϰϮ ϰϱ͘ϭϭ ϭϴϲϱ ϴϳϱ ϮϬϴϬ Ͳϵϯϴϴϱ ϵϯϬϱϱ ϮϬϲϬ ϵϵϬ ϮϯϮϬ ͲϭϬϴϳϵϬ ϭϬϵϳϴϬ ϮϮϱϱ ϭϭϬϬ Ϯϱϱϱ ͲϭϮϯϲϵϬ ϭϮϲϱϬϬ
Page 1234 ϰϱ ϰϱ͘ϬϬ ϭϵϬϬ ϵϬϬ ϮϬϳϬ ͲϵϵϬϭϱ ϵϵϯϮϱ ϮϬϵϱ ϵϬϬ ϮϯϬϬ ͲϭϭϰϬϲϬ ϭϭϲϭϴϬ ϮϮϵϬ ϭϬϬϬ Ϯϱϯϱ ͲϭϮϵϮϬϱ ϭϯϯϬϯϱ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϴϬƉƐĨ ϵϬƉƐĨ ϭϬϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϴ ϭϯϬ͘ϱϲ ϮϳϳϬ ϳϱϴϱ ϴϬϱϬ ͲϴϰϮϳϬ ϭϭϴϭϰϱ ϯϬϰϬ ϴϯϯϬ ϴϴϰϬ ͲϵϱϬϳϬ ϭϯϮϲϴϬ ϯϯϭϱ ϵϬϳϬ ϵϲϯϬ ͲϭϬϱϴϲϱ ϭϰϳϮϮϬ
ϭϮ ϵϬ͘ϯϴ Ϯϳϴϱ ϱϭϬϬ ϱϳϴϬ Ͳϴϵϳϰϱ ϭϭϮϱϴϬ ϯϬϱϱ ϱϲϬϬ ϲϯϰϱ ͲϭϬϭϬϭϱ ϭϮϲϲϯϱ ϯϯϯϬ ϲϬϵϱ ϲϵϭϬ ͲϭϭϮϮϵϬ ϭϰϬϲϵϬ
ϭϲ ϳϭ͘Ϯϴ ϮϴϬϱ ϯϴϮϱ ϰϳϬϬ ͲϭϬϲϳϵϱ ϭϮϲϴϵϱ ϯϬϴϬ ϰϭϵϱ ϱϭϲϬ ͲϭϮϬϬϳϱ ϭϰϮϴϵϬ ϯϯϱϬ ϰϱϳϬ ϱϲϭϱ Ͳϭϯϯϯϱϱ ϭϱϴϴϴϬ
ϮϬ ϲϬ͘ϲϯ ϮϳϵϬ ϯϬϯϱ ϰϬϳϬ Ͳϭϭϴϱϯϱ ϭϯϯϬϳϬ ϯϬϲϬ ϯϯϯϬ ϰϰϲϱ ͲϭϯϯϭϲϬ ϭϰϵϴϵϱ ϯϯϮϱ ϯϲϮϬ ϰϴϱϱ Ͳϭϰϳϳϴϱ ϭϲϲϳϮϬ
Ϯϰ ϱϰ͘ϭϵ ϮϲϳϬ Ϯϰϲϱ ϯϳϭϱ ͲϭϮϮϴϱϬ ϭϯϬϭϰϱ ϮϵϮϬ ϮϳϬϬ ϰϬϲϱ ͲϭϯϳϴϳϬ ϭϰϲϲϬϬ ϯϭϲϱ Ϯϵϯϱ ϰϰϮϬ ͲϭϱϮϴϵϱ ϭϲϯϬϱϱ
Ϯϴ ϱϬ͘ϭϲ ϮϱϰϬ ϮϬϯϱ ϯϯϳϬ ͲϭϮϰϬϮϱ ϭϮϲϬϬϱ Ϯϳϲϱ ϮϮϯϬ ϯϲϴϱ ͲϭϯϴϴϯϬ ϭϰϭϴϰϱ ϮϵϵϬ ϮϰϮϬ ϯϵϵϱ ͲϭϱϯϲϯϬ ϭϱϳϲϴϱ
ϯϮ ϰϳ͘ϲϰ ϮϰϮϬ ϭϳϭϬ ϯϬϰϬ ͲϭϮϰϯϴϬ ϭϮϰϴϴϬ ϮϲϯϬ ϭϴϳϬ ϯϯϭϬ ͲϭϯϴϵϰϬ ϭϰϬϭϯϱ Ϯϴϯϱ ϮϬϯϬ ϯϱϴϱ ͲϭϱϯϱϬϱ ϭϱϱϱϵϬ
ϯϲ ϰϲ͘ϭϯ Ϯϰϭϱ ϭϰϳϱ ϮϵϬϬ ͲϭϮϴϱϳϱ ϭϯϬϭϱϬ Ϯϲϭϱ ϭϲϭϬ ϯϭϱϱ Ͳϭϰϯϯϭϱ ϭϰϱϵϭϬ Ϯϴϭϱ ϭϳϱϬ ϯϰϭϬ ͲϭϱϴϬϲϬ ϭϲϭϲϳϱ
ϰϬ ϰϱ͘ϯϭ ϮϰϯϬ ϭϮϵϬ Ϯϴϭϱ ͲϭϯϰϲϳϬ ϭϯϴϬϲϬ ϮϲϯϬ ϭϰϬϱ ϯϬϲϬ ͲϭϰϵϯϳϬ ϭϱϰϮϲϱ ϮϴϮϱ ϭϱϮϱ ϯϯϬϱ ͲϭϲϰϬϲϱ ϭϳϬϰϳϬ
ϰϮ ϰϱ͘ϭϭ ϮϰϱϬ ϭϮϭϬ Ϯϳϵϱ Ͳϭϯϴϱϵϱ ϭϰϯϮϮϱ Ϯϲϰϱ ϭϯϮϬ ϯϬϯϱ Ͳϭϱϯϰϵϱ ϭϱϵϵϱϬ Ϯϴϰϱ ϭϰϯϬ ϯϮϴϬ ͲϭϲϴϰϬϬ ϭϳϲϲϳϱ
ϰϱ ϰϱ͘ϬϬ Ϯϰϴϱ ϭϭϬϬ ϮϳϳϬ ͲϭϰϰϯϱϬ ϭϱϬϭϵϱ ϮϲϴϬ ϭϮϬϬ ϯϬϬϱ Ͳϭϱϵϰϵϱ ϭϲϳϱϴϬ Ϯϴϳϱ ϭϯϬϱ ϯϮϰϱ Ͳϭϳϰϲϰϱ ϭϴϰϵϳϬ

Table E-9 - 100 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϵ
ϭϱƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱƉƐĨ ϮϬƉƐĨ ϮϱƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϬ ϭϯϬ͘ϬϬ ϭϰϮϬ ϯϰϲϬ ϯϳϮϱ Ͳϭϴϵϴϱ Ϯϳϲϱϱ ϭϰϮϬ ϯϰϲϬ ϯϳϮϱ ͲϮϱϴϬϱ ϯϲϰϴϱ ϭϰϮϱ ϯϰϳϱ ϯϳϰϬ ͲϯϮϲϮϱ ϰϱϯϭϬ
ϭϰ ϵϲ͘Ϯϵ ϭϰϯϱ ϮϰϵϬ Ϯϴϱϱ ͲϮϭϱϬϬ ϮϲϮϰϬ ϭϰϯϱ ϮϰϵϬ Ϯϴϱϱ ͲϮϴϲϭϬ ϯϱϬϴϱ ϭϰϰϬ ϮϱϬϬ Ϯϴϲϱ ͲϯϱϳϵϬ ϰϯϵϮϱ
ϭϴ ϳϴ͘ϰϰ ϭϰϱϱ ϭϵϰϬ ϮϰϬϬ ͲϮϱϵϰϬ ϮϴϱϭϬ ϭϰϱϱ ϭϵϰϬ ϮϰϬϬ ͲϯϰϬϴϱ ϯϴϯϭϱ ϭϰϲϱ ϭϵϱϬ Ϯϰϭϱ ͲϰϮϮϱϱ ϰϴϭϭϱ
ϮϮ ϲϳ͘ϴϮ ϭϰϳϱ ϭϱϴϱ ϮϭϰϬ ͲϮϵϱϬϱ ϮϵϱϱϬ ϭϰϳϱ ϭϱϴϱ ϮϭϰϬ Ͳϯϴϯϵϱ ϯϵϳϮϱ ϭϰϳϱ ϭϱϵϱ Ϯϭϰϱ ͲϰϳϮϴϱ ϰϵϵϮϬ
Ϯϲ ϲϭ͘Ϭϴ ϭϱϬϱ ϭϯϰϬ ϭϵϴϬ ͲϯϮϭϲϱ Ϯϵϱϳϱ ϭϱϬϱ ϭϯϰϬ ϭϵϴϬ ͲϰϭϬϴϱ ϯϵϱϳϬ ϭϱϬϱ ϭϯϰϬ ϭϵϴϱ ͲϱϬϮϱϱ ϰϵϱϲϬ
ϯϬ ϱϲ͘ϲϳ ϭϱϯϱ ϭϭϱϱ ϭϴϴϬ Ͳϯϰϱϵϱ ϯϬϬϬϱ ϭϱϯϱ ϭϭϱϱ ϭϴϴϬ ͲϰϯϰϵϬ ϯϵϲϬϱ ϭϱϯϱ ϭϭϱϱ ϭϴϴϬ ͲϱϮϯϵϬ ϰϵϮϰϱ
ϯϰ ϱϯ͘ϳϲ ϭϱϳϱ ϭϬϭϱ ϭϴϮϬ ͲϯϳϰϱϬ ϯϭϲϭϬ ϭϱϳϱ ϭϬϭϱ ϭϴϮϬ Ͳϰϱϵϯϱ ϰϬϳϵϬ ϭϱϳϱ ϭϬϭϱ ϭϴϮϬ ͲϱϰϳϯϬ ϱϬϭϬϬ
ϯϴ ϱϭ͘ϴϵ ϭϲϭϬ ϴϵϱ ϭϳϴϬ ͲϰϭϲϭϬ ϯϵϭϲϬ ϭϲϭϬ ϴϵϱ ϭϳϴϬ ͲϰϵϵϴϬ ϰϯϴϴϬ ϭϲϭϬ ϴϵϱ ϭϳϴϬ ͲϱϴϰϮϱ ϱϯϬϯϱ
ϰϮ ϱϬ͘ϳϲ ϭϲϱϱ ϴϵϬ ϭϳϱϱ Ͳϱϭϲϵϱ ϱϬϲϲϱ ϭϲϱϱ ϴϵϬ ϭϳϱϱ ͲϱϱϭϭϬ ϱϬϲϲϱ ϭϲϱϱ ϴϵϬ ϭϳϱϱ Ͳϲϯϲϲϱ ϱϳϰϬϬ
ϰϲ ϱϬ͘ϭϳ ϭϳϬϬ ϵϮϬ ϭϳϰϱ ͲϲϯϬϰϱ ϲϰϵϴϬ ϭϳϬϬ ϵϮϬ ϭϳϰϱ ͲϲϯϬϰϱ ϲϰϵϴϬ ϭϳϬϬ ϵϮϬ ϭϳϰϱ ͲϳϬϭϲϱ ϲϰϵϴϬ
Page 1235 ϱϬ ϱϬ͘ϬϬ ϭϳϰϱ 995 ϭϳϰϱ ͲϳϱϳϮϬ ϴϱϳϱϬ ϭϳϰϱ ϵϵϱ ϭϳϰϱ ͲϳϱϳϮϬ ϴϱϳϱϬ ϭϳϰϱ ϵϵϱ ϭϳϰϱ ͲϳϳϰϰϬ ϴϱϳϱϬ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϯϬƉƐĨ ϯϱƉƐĨ ϰϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϬ ϭϯϬ͘ϬϬ ϭϱϳϱ ϯϴϰϱ ϰϭϰϬ ͲϯϵϰϰϬ ϱϰϭϰϬ ϭϳϮϱ ϰϮϭϱ ϰϱϯϱ ͲϰϲϮϲϬ ϲϮϵϲϱ ϭϴϳϱ ϰϱϴϱ ϰϵϯϱ ͲϱϯϬϴϬ ϳϭϳϵϬ
ϭϰ ϵϲ͘Ϯϵ ϭϱϵϬ Ϯϳϲϱ ϯϭϳϬ ͲϰϮϵϳϬ ϱϮϳϳϬ ϭϳϰϱ ϯϬϯϬ ϯϰϳϬ ͲϱϬϭϱϬ ϲϭϲϭϬ ϭϴϵϱ ϯϮϵϬ ϯϳϳϱ ͲϱϳϯϯϬ ϳϬϰϱϱ
ϭϴ ϳϴ͘ϰϰ ϭϲϭϱ Ϯϭϱϱ Ϯϲϲϱ ͲϱϬϱϯϬ ϱϳϵϮϬ ϭϳϲϱ ϮϯϲϬ ϮϵϮϬ ͲϱϴϴϬϬ ϲϳϳϵϱ ϭϵϭϱ Ϯϱϲϱ ϯϭϳϬ ͲϲϳϬϳϬ ϳϳϲϵϱ
ϮϮ ϲϳ͘ϴϮ ϭϲϮϱ ϭϳϲϬ Ϯϯϲϱ Ͳϱϲϭϳϱ ϲϬϮϵϬ ϭϳϳϱ ϭϵϮϱ Ϯϱϴϱ ͲϲϱϬϲϱ ϳϬϲϲϬ ϭϵϮϬ ϮϬϵϬ ϮϴϬϱ ͲϳϰϬϴϬ ϴϭϬϯϬ
Ϯϲ ϲϭ͘Ϭϴ ϭϲϬϬ ϭϰϲϱ Ϯϭϴϱ ͲϱϵϰϮϬ ϱϵϱϱϬ ϭϳϰϬ ϭϲϬϱ Ϯϯϴϱ Ͳϲϴϱϴϱ ϲϵϲϱϱ ϭϴϴϬ ϭϳϰϬ Ϯϱϴϱ Ͳϳϳϳϱϱ ϳϵϴϲϬ
ϯϬ ϱϲ͘ϲϳ ϭϱϳϬ ϭϮϰϱ ϮϬϰϬ Ͳϲϭϯϴϱ ϱϴϴϴϬ ϭϳϬϬ ϭϯϲϬ ϮϮϮϬ ͲϳϬϱϲϬ ϲϴϱϮϬ ϭϴϯϬ ϭϰϳϬ ϮϰϬϬ ͲϳϵϳϯϬ ϳϴϭϱϱ
ϯϰ ϱϯ͘ϳϲ ϭϱϳϱ ϭϬϳϬ ϭϵϬϱ ͲϲϯϱϯϬ ϱϵϰϬϱ ϭϲϲϱ ϭϭϲϱ ϮϬϲϬ ͲϳϮϯϮϱ ϲϴϳϭϱ ϭϳϴϱ ϭϮϲϬ ϮϮϮϬ ͲϴϭϭϮϬ ϳϴϬϮϬ
ϯϴ ϱϭ͘ϴϵ ϭϲϭϬ ϵϰϬ ϭϴϯϬ ͲϲϳϮϳϱ ϲϮϭϵϱ ϭϲϳϬ ϭϬϮϬ ϭϵϳϱ ͲϳϲϭϮϱ ϳϭϲϰϱ ϭϳϴϬ ϭϭϬϬ ϮϭϮϬ Ͳϴϰϵϳϱ ϴϭϮϰϱ
ϰϮ ϱϬ͘ϳϲ ϭϲϱϱ ϴϵϬ ϭϳϵϱ ͲϳϮϮϭϱ ϲϳϬϲϬ ϭϲϵϱ ϵϬϬ ϭϵϯϱ ͲϴϬϵϵϱ ϳϲϳϮϬ ϭϴϬϱ ϵϳϱ ϮϬϳϬ Ͳϴϵϵϱϱ ϴϲϯϴϬ
ϰϲ ϱϬ͘ϭϳ ϭϳϬϬ ϵϮϬ ϭϳϴϱ ͲϳϴϵϯϬ ϳϯϯϭϬ ϭϳϰϬ ϵϮϬ ϭϵϭϱ ͲϴϳϳϬϬ ϴϯϬϬϬ ϭϴϰϱ ϵϮϬ ϮϬϱϬ ͲϵϲϰϳϬ ϵϯϬϲϬ
ϱϬ ϱϬ͘ϬϬ ϭϳϰϱ ϵϵϱ ϭϳϴϱ ͲϴϲϰϭϬ ϴϱϳϱϬ ϭϳϴϱ ϵϵϱ ϭϵϭϱ Ͳϵϱϯϳϱ ϵϭϯϲϬ ϭϴϵϱ ϵϵϱ ϮϬϰϬ ͲϭϬϰϯϰϬ ϭϬϭϳϲϬ

Table E-9 - 100 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϵ
ϭϱƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϱϬƉƐĨ ϲϬƉƐĨ ϳϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϬ ϭϯϬ͘ϬϬ ϮϭϴϬ ϱϯϮϱ ϱϳϯϬ Ͳϲϲϳϭϱ ϴϵϰϰϱ ϮϰϴϬ ϲϬϲϬ ϲϱϮϱ ͲϴϬϯϱϱ ϭϬϳϭϬϬ ϮϳϴϬ ϲϴϬϬ ϳϯϮϬ ͲϵϯϵϵϬ ϭϮϰϳϱϱ
ϭϰ ϵϲ͘Ϯϵ Ϯϭϵϱ ϯϴϮϬ ϰϯϴϬ ͲϳϭϲϵϬ ϴϴϭϰϬ Ϯϰϵϱ ϰϯϱϬ ϰϵϴϱ ͲϴϲϬϱϬ ϭϬϱϴϮϬ Ϯϳϵϱ ϰϴϴϬ ϱϱϵϬ ͲϭϬϬϰϭϬ ϭϮϯϱϬϱ
ϭϴ ϳϴ͘ϰϰ ϮϮϭϱ Ϯϵϳϱ ϯϲϳϱ Ͳϴϯϲϭϱ ϵϳϰϵϱ Ϯϱϭϱ ϯϯϴϬ ϰϭϳϱ ͲϭϬϬϭϱϱ ϭϭϳϮϵϬ ϮϴϮϬ ϯϳϵϬ ϰϲϴϬ ͲϭϭϲϳϬϬ ϭϯϳϬϵϬ
ϮϮ ϲϳ͘ϴϮ ϮϮϮϬ ϮϰϮϬ ϯϮϰϬ ͲϵϮϭϮϬ ϭϬϭϳϳϬ Ϯϱϭϱ ϮϳϱϬ ϯϲϴϬ ͲϭϭϬϭϱϱ ϭϮϮϱϭϬ ϮϴϭϬ ϯϬϴϬ ϰϭϮϬ ͲϭϮϴϭϵϬ ϭϰϯϮϱϬ
Ϯϲ ϲϭ͘Ϭϴ Ϯϭϱϱ ϮϬϭϬ Ϯϵϴϱ ͲϵϲϬϴϱ ϭϬϬϮϳϬ Ϯϰϯϱ ϮϮϴϬ ϯϯϴϱ Ͳϭϭϰϰϲϱ ϭϮϬϲϴϬ ϮϳϭϬ ϮϱϱϬ ϯϳϴϱ ͲϭϯϯϬϮϬ ϭϰϭϬϵϬ
ϯϬ ϱϲ͘ϲϳ ϮϬϴϱ ϭϲϵϱ ϮϳϲϬ ͲϵϴϬϳϱ ϵϳϴϭϱ Ϯϯϰϱ ϭϵϮϬ ϯϭϮϬ ͲϭϭϲϰϮϬ ϭϭϳϱϰϬ ϮϲϬϬ Ϯϭϰϱ ϯϰϴϬ Ͳϭϯϰϳϲϱ ϭϯϳϮϲϱ
ϯϰ ϱϯ͘ϳϲ ϮϬϮϬ ϭϰϱϬ ϮϱϰϬ ͲϵϵϭϬϬ ϵϳϬϮϱ ϮϮϱϱ ϭϲϰϬ Ϯϴϱϱ ͲϭϭϳϭϴϬ ϭϭϲϭϵϬ ϮϰϵϬ ϭϴϮϱ ϯϭϳϱ ͲϭϯϱϮϲϬ ϭϯϱϯϱϱ
ϯϴ ϱϭ͘ϴϵ ϮϬϭϬ ϭϮϲϱ Ϯϰϭϱ ͲϭϬϮϲϳϬ ϭϬϬϰϰϱ ϮϮϯϱ ϭϰϮϱ ϮϳϬϱ ͲϭϮϬϯϳϬ ϭϭϵϲϰϬ ϮϰϲϬ ϭϱϵϬ Ϯϵϵϱ Ͳϭϯϴϰϴϱ ϭϯϴϴϰϬ
ϰϮ ϱϬ͘ϳϲ ϮϬϮϱ ϭϭϭϱ Ϯϯϰϱ ͲϭϬϳϴϴϬ ϭϬϱϳϬϬ ϮϮϰϱ ϭϮϱϱ ϮϲϮϬ ͲϭϮϱϴϬϱ ϭϮϱϬϮϬ Ϯϰϲϱ ϭϰϬϬ ϮϵϬϬ ͲϭϰϯϳϮϱ ϭϰϰϯϰϬ
ϰϲ ϱϬ͘ϭϳ ϮϬϲϱ ϵϵϱ Ϯϯϭϱ ͲϭϭϰϳϯϬ ϭϭϯϱϮϬ ϮϮϴϬ ϭϭϮϬ ϮϱϴϬ ͲϭϯϯϬϲϬ ϭϯϯϵϳϱ ϮϱϬϬ ϭϮϰϱ Ϯϴϰϱ Ͳϭϱϭϯϵϱ ϭϱϰϰϯϱ
Page 1236 ϱϬ ϱϬ͘ϬϬ ϮϭϭϬ ϵϵϱ ϮϯϬϬ ͲϭϮϮϮϳϬ ϭϮϮϱϲϱ ϮϯϮϱ ϭϬϬϬ Ϯϱϱϱ ͲϭϰϬϴϱϱ ϭϰϯϯϳϬ Ϯϱϰϱ ϭϭϭϬ Ϯϴϭϱ Ͳϭϱϵϱϱϱ ϭϲϰϭϳϱ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϴϬƉƐĨ ϵϬƉƐĨ ϭϬϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϬ ϭϯϬ͘ϬϬ ϯϬϴϬ ϳϱϰϬ ϴϭϮϬ ͲϭϬϳϲϯϬ ϭϰϮϰϭϬ ϯϯϴϱ ϴϮϴϬ ϴϵϭϱ ͲϭϮϭϮϲϱ ϭϲϬϬϲϬ ϯϲϴϱ ϵϬϮϬ ϵϳϭϬ ͲϭϯϰϵϬϱ ϭϳϳϳϭϱ
ϭϰ ϵϲ͘Ϯϵ ϯϭϬϬ ϱϰϬϱ ϲϭϵϱ ͲϭϭϰϳϳϬ ϭϰϭϭϵϬ ϯϰϬϬ ϱϵϯϱ ϲϴϬϬ ͲϭϮϵϭϯϬ ϭϱϴϴϳϱ ϯϳϬϬ ϲϰϲϱ ϳϰϬϱ ͲϭϰϯϰϵϬ ϭϳϲϱϲϬ
ϭϴ ϳϴ͘ϰϰ ϯϭϮϬ ϰϮϬϬ ϱϭϴϱ ͲϭϯϯϮϰϬ ϭϱϲϴϵϬ ϯϰϮϬ ϰϲϭϬ ϱϲϵϬ Ͳϭϰϵϳϴϱ ϭϳϲϲϵϬ ϯϳϮϱ ϱϬϮϬ ϲϭϵϬ ͲϭϲϲϯϯϬ ϭϵϲϰϵϬ
ϮϮ ϲϳ͘ϴϮ ϯϭϬϱ ϯϰϭϬ ϰϱϲϬ ͲϭϰϲϮϮϱ ϭϲϯϵϵϬ ϯϰϬϱ ϯϳϰϬ ϰϵϵϱ ͲϭϲϰϮϲϱ ϭϴϰϳϯϬ ϯϳϬϬ ϰϬϳϬ ϱϰϯϱ ͲϭϴϮϯϬϬ ϮϬϱϰϳϬ
Ϯϲ ϲϭ͘Ϭϴ ϮϵϵϬ ϮϴϮϬ ϰϭϴϬ Ͳϭϱϭϱϳϱ ϭϲϭϱϬϱ ϯϮϳϬ ϯϬϵϬ ϰϱϴϬ ͲϭϳϬϭϮϱ ϭϴϭϵϭϱ ϯϱϰϱ ϯϯϲϬ ϰϵϴϬ ͲϭϴϴϲϴϬ ϮϬϮϯϮϱ
ϯϬ ϱϲ͘ϲϳ Ϯϴϱϱ ϮϯϳϬ ϯϴϰϬ ͲϭϱϯϭϭϬ ϭϱϲϵϵϬ ϯϭϭϱ Ϯϱϵϱ ϰϮϬϬ Ͳϭϳϭϰϱϱ ϭϳϲϳϭϱ ϯϯϳϬ ϮϴϮϬ ϰϱϲϬ ͲϭϴϵϴϬϬ ϭϵϲϰϰϬ
ϯϰ ϱϯ͘ϳϲ ϮϳϮϱ ϮϬϭϱ ϯϰϵϬ ͲϭϱϯϯϰϬ ϭϱϰϱϮϬ Ϯϵϲϱ ϮϮϬϱ ϯϴϭϬ ͲϭϳϭϰϮϬ ϭϳϯϲϴϱ ϯϮϬϬ ϮϯϵϬ ϰϭϮϱ ͲϭϴϵϱϬϬ ϭϵϮϴϱϬ
ϯϴ ϱϭ͘ϴϵ Ϯϲϴϱ ϭϳϱϬ ϯϮϵϬ ͲϭϱϲϲϮϬ ϭϱϴϬϯϱ ϮϵϭϬ ϭϵϭϬ ϯϱϴϬ Ͳϭϳϰϳϱϱ ϭϳϳϮϯϱ ϯϭϯϱ ϮϬϳϱ ϯϴϳϬ ͲϭϵϮϴϵϬ ϭϵϲϰϯϬ
ϰϮ ϱϬ͘ϳϲ Ϯϲϴϱ ϭϱϰϬ ϯϭϳϱ ͲϭϲϭϲϱϬ ϭϲϯϲϲϬ ϮϵϬϱ ϭϲϴϬ ϯϰϱϬ ͲϭϳϵϳϰϬ ϭϴϮϵϴϬ ϯϭϮϱ ϭϴϮϱ ϯϳϮϱ ͲϭϵϴϬϱϱ ϮϬϮϲϬϬ
ϰϲ ϱϬ͘ϭϳ Ϯϳϭϱ ϭϯϳϬ ϯϭϭϬ ͲϭϲϵϳϯϬ ϭϳϰϴϵϬ Ϯϵϯϱ ϭϰϵϱ ϯϯϴϬ ͲϭϴϴϬϲϱ ϭϵϱϯϰϱ ϯϭϱϬ ϭϲϮϬ ϯϲϱϬ ͲϮϬϲϯϵϱ ϮϭϱϴϬϱ
ϱϬ ϱϬ͘ϬϬ ϮϳϲϬ ϭϮϮϱ ϯϬϴϬ ͲϭϳϴϮϱϱ ϭϴϱϯϱϬ Ϯϵϳϱ ϭϯϯϱ ϯϯϰϬ ͲϭϵϲϵϲϬ ϮϬϲϴϭϬ ϯϭϵϱ ϭϰϱϬ ϯϲϬϱ ͲϮϭϱϲϲϬ ϮϮϴϮϳϬ

Table E-10 - 110 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϭϬ
ϮϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱƉƐĨ ϮϬƉƐĨ ϮϱƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϬ ϭϱϲ͘Ϯϱ ϭϳϴϬ ϰϳϴϱ ϱϬϵϬ ͲϮϮϮϲϬ ϯϰϭϳϬ ϭϳϴϬ ϰϳϴϱ ϱϬϵϬ ͲϯϬϰϯϱ ϰϰϴϳϬ ϭϴϭϬ ϰϴϱϱ ϱϭϲϱ ͲϯϴϲϳϬ ϱϱϱϳϬ
ϭϰ ϭϭϱ͘Ϭϰ ϭϴϬϬ ϯϰϰϱ ϯϴϲϱ ͲϮϱϭϬϬ ϯϭϮϵϬ ϭϴϬϬ ϯϰϰϱ ϯϴϲϱ ͲϯϯϰϮϱ ϰϭϳϲϬ ϭϴϯϬ ϯϰϵϱ ϯϵϮϱ ͲϰϭϴϲϬ ϱϮϮϯϬ
ϭϴ ϵϯ͘Ϭϯ ϭϴϮϱ ϮϲϵϬ ϯϮϮϱ ͲϮϵϵϱϱ ϯϯϬϰϱ ϭϴϮϱ ϮϲϵϬ ϯϮϮϱ Ͳϯϵϯϯϱ ϰϰϯϵϬ ϭϴϱϱ ϮϳϯϬ ϯϮϳϱ Ͳϰϴϳϭϱ ϱϱϳϰϱ
ϮϮ ϳϵ͘ϳϱ ϭϴϱϱ ϮϮϬϱ ϮϴϱϬ Ͳϯϰϳϴϱ ϯϰϳϴϱ ϭϴϱϱ ϮϮϬϱ ϮϴϱϬ Ͳϰϱϭϴϱ ϰϲϴϵϬ ϭϴϴϱ ϮϮϰϬ Ϯϴϵϱ Ͳϱϱϱϴϱ ϱϵϮϭϬ
Ϯϲ ϳϭ͘ϭϳ ϭϴϵϬ ϭϴϲϱ Ϯϲϭϱ Ͳϯϴϴϵϱ ϯϱϰϰϬ ϭϴϵϬ ϭϴϲϱ Ϯϲϭϱ Ͳϰϵϰϴϱ ϰϳϯϵϱ ϭϴϵϬ ϭϴϴϱ Ϯϲϰϱ ͲϲϬϰϮϬ ϱϵϳϵϱ
ϯϬ ϲϱ͘ϰϮ ϭϵϯϬ ϭϲϭϱ Ϯϰϲϱ ͲϰϮϰϱϬ ϯϲϭϭϱ ϭϵϯϬ ϭϲϭϱ Ϯϰϲϱ ͲϱϯϮϮϬ ϰϳϲϱϱ ϭϵϯϬ ϭϲϮϬ ϮϱϬϬ ͲϲϯϵϵϬ ϱϵϰϬϱ
ϯϰ ϲϭ͘ϰϵ ϭϵϳϬ ϭϰϮϬ ϮϯϳϬ ͲϰϲϰϳϬ ϯϳϴϯϱ ϭϵϳϬ ϭϰϮϬ ϮϯϳϬ ͲϱϲϳϳϬ ϰϴϴϳϬ ϭϵϳϬ ϭϰϮϬ ϮϯϳϬ ͲϲϳϱϮϬ ϱϵϵϲϱ
ϯϴ ϱϴ͘ϴϬ ϮϬϮϬ ϭϮϲϱ ϮϯϭϬ ͲϱϭϬϳϬ ϰϬϵϴϬ ϮϬϮϬ ϭϮϲϱ ϮϯϭϬ ͲϲϭϭϲϬ ϱϭϰϵϬ ϮϬϮϬ ϭϮϲϱ ϮϯϭϬ ͲϳϭϮϱϬ ϲϮϮϱϬ
ϰϮ ϱϳ͘Ϭϭ ϮϬϳϬ ϭϭϳϱ ϮϮϳϱ ͲϱϳϳϬϬ ϰϲϵϱϱ ϮϬϳϬ ϭϭϳϱ ϮϮϳϱ Ͳϲϳϰϯϱ ϱϲϮϭϬ ϮϬϳϬ ϭϭϳϱ ϮϮϳϱ Ͳϳϳϲϰϱ ϲϳϯϭϱ
ϰϲ ϱϱ͘ϴϴ ϮϭϯϬ ϭϮϭϱ ϮϮϲϬ ͲϳϬϰϴϱ ϱϵϰϮϬ ϮϭϯϬ ϭϮϭϱ ϮϮϲϬ Ͳϳϰϳϰϱ ϲϮϲϬϱ ϮϭϯϬ ϭϮϭϱ ϮϮϲϬ ͲϴϱϬϴϱ ϳϯϯϵϬ
Page 1237 ϱϬ ϱϱ͘Ϯϱ Ϯϭϴϱ 1260 ϮϮϱϬ Ͳϴϰϳϵϱ ϳϰϱϵϱ Ϯϭϴϱ ϭϮϲϬ ϮϮϱϬ Ͳϴϰϳϵϱ ϳϰϱϵϱ Ϯϭϴϱ ϭϮϲϬ ϮϮϱϬ ͲϵϰϬϲϬ ϴϭϳϬϱ
ϱϱ ϱϱ͘ϬϬ ϮϮϲϱ ϭϯϲϬ ϮϮϲϬ ͲϭϬϰϵϮϱ ϭϬϮϬϭϱ ϮϮϲϱ ϭϯϲϬ ϮϮϲϬ ͲϭϬϰϵϮϱ ϭϬϮϬϭϱ ϮϮϲϱ ϭϯϲϬ ϮϮϲϬ ͲϭϬϳϭϳϬ ϭϬϮϬϭϱ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϯϬƉƐĨ ϯϱƉƐĨ ϰϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϬ ϭϱϲ͘Ϯϱ ϭϵϳϱ ϱϯϬϱ ϱϲϰϱ ͲϰϲϵϬϬ ϲϲϮϳϱ ϮϭϰϬ ϱϳϱϬ ϲϭϮϬ Ͳϱϱϭϯϱ ϳϲϵϳϱ ϮϯϬϱ ϲϮϬϬ ϲϱϵϱ Ͳϲϯϯϲϱ ϴϳϲϳϱ
ϭϰ ϭϭϱ͘Ϭϰ ϭϵϵϱ ϯϴϭϱ ϰϮϴϱ ͲϱϬϯϮϬ ϲϮϳϬϬ ϮϭϲϬ ϰϭϰϬ ϰϲϰϬ ͲϱϴϳϴϬ ϳϯϭϲϱ ϮϯϮϱ ϰϰϲϬ ϱϬϬϬ ͲϲϳϮϯϱ ϴϯϲϯϱ
ϭϴ ϵϯ͘Ϭϯ ϮϬϮϬ ϮϵϴϬ ϯϱϳϬ ͲϱϴϭϴϬ ϲϳϮϱϱ Ϯϭϴϱ ϯϮϯϬ ϯϴϲϱ ͲϲϳϳϬϱ ϳϴϳϳϬ ϮϯϱϬ ϯϰϳϱ ϰϭϲϱ ͲϳϳϮϯϱ ϵϬϮϴϬ
ϮϮ ϳϵ͘ϳϱ ϮϬϱϬ ϮϰϰϬ ϯϭϱϱ ͲϲϱϵϴϬ ϳϭϱϯϬ ϮϮϮϬ Ϯϲϰϱ ϯϰϭϱ ͲϳϲϯϴϬ ϴϯϴϱϬ Ϯϯϴϱ Ϯϴϰϱ ϯϲϳϬ Ͳϴϲϴϲϱ ϵϲϭϳϱ
Ϯϲ ϳϭ͘ϭϳ ϮϬϱϬ ϮϬϱϱ Ϯϴϳϱ ͲϳϭϯϳϬ ϳϮϭϵϬ ϮϮϭϬ ϮϮϮϬ ϯϭϬϱ ͲϴϮϯϮϱ ϴϰϱϵϬ ϮϯϳϬ ϮϯϵϬ ϯϯϯϱ ͲϵϯϮϴϬ ϵϲϵϴϱ
ϯϬ ϲϱ͘ϰϮ ϮϬϯϱ ϭϳϲϬ ϮϳϭϬ ͲϳϰϴϱϬ ϳϭϰϳϬ Ϯϭϴϱ ϭϵϬϬ ϮϵϮϱ ͲϴϱϵϳϬ ϴϯϱϯϱ ϮϯϯϬ ϮϬϰϬ ϯϭϯϱ ͲϵϳϬϵϱ ϵϱϲϬϬ
ϯϰ ϲϭ͘ϰϵ ϮϬϮϬ ϭϱϮϱ ϮϱϲϬ ͲϳϴϮϳϱ ϳϭϲϮϬ Ϯϭϱϱ ϭϲϰϱ Ϯϳϱϱ ͲϴϵϬϮϱ ϴϯϮϴϬ ϮϮϵϱ ϭϳϲϱ Ϯϵϰϱ ͲϵϵϳϴϬ ϵϰϵϯϱ
ϯϴ ϱϴ͘ϴϬ ϮϬϮϬ ϭϯϰϬ ϮϰϮϬ Ͳϴϭϳϴϱ ϳϯϱϯϬ Ϯϭϯϱ ϭϰϰϬ ϮϱϵϬ ͲϵϮϰϬϬ ϴϰϴϬϱ ϮϮϲϱ ϭϱϰϬ Ϯϳϲϱ ͲϭϬϯϬϮϬ ϵϲϬϴϱ
ϰϮ ϱϳ͘Ϭϭ ϮϬϳϬ ϭϭϵϬ ϮϯϲϬ Ͳϴϳϴϱϱ ϳϴϰϮϬ ϮϭϲϬ ϭϮϴϬ ϮϱϮϬ ͲϵϴϮϯϬ ϴϵϱϮϱ ϮϮϴϱ ϭϯϳϬ ϮϲϴϬ ͲϭϬϴϵϱϬ ϭϬϬϲϯϬ
ϰϲ ϱϱ͘ϴϴ ϮϭϯϬ ϭϮϭϱ ϮϯϯϬ ͲϵϱϰϯϬ ϴϰϰϮϱ ϮϮϬϱ ϭϮϭϱ ϮϰϴϬ ͲϭϬϱϳϳϬ ϵϲϬϴϱ ϮϯϮϱ ϭϮϮϱ Ϯϲϯϱ ͲϭϭϲϭϭϬ ϭϬϳϳϰϬ
ϱϬ ϱϱ͘Ϯϱ Ϯϭϴϱ ϭϮϲϬ ϮϯϮϱ ͲϭϬϰϲϯϬ ϵϯϯϬϬ ϮϮϲϬ ϭϮϲϬ ϮϰϳϬ ͲϭϭϱϮϬϬ ϭϬϰϴϵϱ ϮϯϴϬ ϭϮϲϬ Ϯϲϭϱ ͲϭϮϱϳϳϬ ϭϭϲϰϵϱ
ϱϱ ϱϱ͘ϬϬ ϮϮϲϱ ϭϯϲϬ Ϯϯϯϱ ͲϭϭϳϳϯϬ ϭϬϱϯϵϬ ϮϯϰϬ ϭϯϲϬ Ϯϰϳϱ ͲϭϮϴϱϴϬ ϭϭϳϵϳϱ ϮϰϲϬ ϭϯϲϬ Ϯϲϭϱ ͲϭϯϵϰϯϬ ϭϯϬϱϱϱ

Table E-10 - 110 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϭϬ
ϮϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϱϬƉƐĨ ϲϬƉƐĨ ϳϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϬ ϭϱϲ͘Ϯϱ Ϯϲϯϱ ϳϬϵϱ ϳϱϰϱ ͲϳϵϴϯϬ ϭϬϵϬϴϬ ϮϵϳϬ ϳϵϵϬ ϴϱϬϬ ͲϵϲϮϵϱ ϭϯϬϰϴϱ ϯϯϬϬ ϴϴϴϱ ϵϰϱϬ ͲϭϭϮϳϲϬ ϭϱϭϴϴϱ
ϭϰ ϭϭϱ͘Ϭϰ Ϯϲϱϱ ϱϭϬϬ ϱϳϮϬ Ͳϴϰϭϱϱ ϭϬϰϱϳϱ ϮϵϵϬ ϱϳϰϬ ϲϰϯϱ ͲϭϬϭϬϳϬ ϭϮϱϱϭϬ ϯϯϮϬ ϲϯϴϬ ϳϭϱϱ ͲϭϭϳϵϵϬ ϭϰϲϰϱϬ
ϭϴ ϵϯ͘Ϭϯ Ϯϲϴϱ ϯϵϳϱ ϰϳϱϱ ͲϵϲϮϵϱ ϭϭϯϯϬϬ ϯϬϭϱ ϰϰϳϬ ϱϯϱϬ Ͳϭϭϱϯϱϱ ϭϯϲϯϮϬ ϯϯϰϱ ϰϵϲϱ ϱϵϰϬ Ͳϭϯϰϰϭϱ ϭϱϵϯϰϬ
ϮϮ ϳϵ͘ϳϱ Ϯϳϭϱ ϯϮϱϬ ϰϭϵϬ ͲϭϬϳϵϴϬ ϭϮϬϴϭϱ ϯϬϰϱ ϯϲϱϱ ϰϳϬϱ ͲϭϮϵϭϬϬ ϭϰϱϰϱϱ ϯϯϴϬ ϰϬϱϱ ϱϮϮϬ ͲϭϱϬϮϭϱ ϭϳϬϭϬϬ
Ϯϲ ϳϭ͘ϭϳ Ϯϲϴϱ ϮϳϮϱ ϯϳϵϬ Ͳϭϭϱϭϴϱ ϭϮϭϳϴϬ ϯϬϬϱ ϯϬϲϬ ϰϮϱϬ ͲϭϯϳϮϬϱ ϭϰϲϱϳϱ ϯϯϮϱ ϯϯϵϱ ϰϳϭϬ ͲϭϱϵϰϭϬ ϭϳϭϯϳϬ
ϯϬ ϲϱ͘ϰϮ ϮϲϯϬ ϮϯϮϬ ϯϱϲϬ Ͳϭϭϵϯϯϱ ϭϭϵϳϯϱ ϮϵϯϬ ϮϲϬϬ ϯϵϵϬ Ͳϭϰϭϱϳϱ ϭϰϯϴϳϬ ϯϮϯϬ ϮϴϴϬ ϰϰϭϱ ͲϭϲϯϴϮϬ ϭϲϴϬϬϬ
ϯϰ ϲϭ͘ϰϵ Ϯϱϳϱ ϮϬϬϬ ϯϯϯϬ ͲϭϮϭϴϲϱ ϭϭϴϮϱϬ ϮϴϱϬ ϮϮϰϬ ϯϳϭϱ ͲϭϰϰϬϭϱ ϭϰϭϱϲϱ ϯϭϯϬ Ϯϰϳϱ ϰϭϬϬ ͲϭϲϲϭϳϬ ϭϲϰϴϴϬ
ϯϴ ϱϴ͘ϴϬ ϮϱϮϬ ϭϳϰϱ ϯϭϬϱ ͲϭϮϰϮϱϱ ϭϭϴϲϰϬ Ϯϳϳϱ ϭϵϰϱ ϯϰϱϬ Ͳϭϰϱϱϯϱ ϭϰϭϭϵϬ ϯϬϯϱ ϮϭϱϬ ϯϳϵϬ ͲϭϲϳϯϱϬ ϭϲϯϳϰϱ
ϰϮ ϱϳ͘Ϭϭ ϮϱϯϬ ϭϱϰϱ ϯϬϬϬ ͲϭϯϬϯϵϬ ϭϮϯϱϭϱ ϮϳϴϬ ϭϳϮϱ ϯϯϮϬ ͲϭϱϭϴϯϬ ϭϰϲϳϳϱ ϯϬϮϱ ϭϵϬϬ ϯϲϰϬ ͲϭϳϯϮϳϱ ϭϳϬϬϯϱ
ϰϲ ϱϱ͘ϴϴ Ϯϱϲϱ ϭϯϴϬ Ϯϵϯϱ Ͳϭϯϳϱϰϱ ϭϯϭϬϱϬ ϮϴϭϬ ϭϱϰϬ ϯϮϰϬ ͲϭϱϵϮϮϬ ϭϱϰϯϲϬ ϯϬϱϬ ϭϲϵϱ ϯϱϰϱ ͲϭϴϬϴϵϱ ϭϳϳϲϳϬ
Page 1238 ϱϬ ϱϱ͘Ϯϱ ϮϲϮϬ ϭϮϲϬ ϮϵϭϬ ͲϭϰϲϵϭϬ ϭϰϬϯϯϱ ϮϴϲϬ ϭϯϴϱ ϯϮϬϱ ͲϭϲϴϳϰϬ ϭϲϰϴϴϬ ϯϬϵϱ ϭϱϮϱ ϯϰϵϱ ͲϭϵϬϴϱϬ ϭϴϵϰϯϬ
ϱϱ ϱϱ͘ϬϬ Ϯϲϵϱ ϭϯϲϬ ϮϵϬϬ ͲϭϲϭϭϯϬ ϭϱϱϳϮϱ Ϯϵϯϱ ϭϯϲϬ ϯϭϴϬ ͲϭϴϮϴϯϬ ϭϴϬϴϵϬ ϯϭϳϬ ϭϯϲϬ ϯϰϲϱ ͲϮϬϰϲϱϱ ϮϬϲϬϲϬ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϴϬƉƐĨ ϵϬƉƐĨ ϭϬϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϬ ϭϱϲ͘Ϯϱ ϯϲϯϬ ϵϳϴϬ ϭϬϰϬϱ ͲϭϮϵϮϮϱ ϭϳϯϮϵϬ ϯϵϲϱ ϭϬϲϳϱ ϭϭϯϱϱ ͲϭϰϱϲϵϬ ϭϵϰϲϵϱ ϰϮϵϱ ϭϭϱϳϱ ϭϮϯϬϱ ͲϭϲϮϭϲϬ ϮϭϲϬϵϱ
ϭϰ ϭϭϱ͘Ϭϰ ϯϲϱϬ ϳϬϮϬ ϳϴϳϬ ͲϭϯϰϵϬϱ ϭϲϳϯϴϱ ϯϵϴϱ ϳϲϲϬ ϴϱϵϬ ͲϭϱϭϴϮϬ ϭϴϴϯϮϱ ϰϯϭϱ ϴϯϬϬ ϵϯϭϬ ͲϭϲϴϳϰϬ ϮϬϵϮϲϬ
ϭϴ ϵϯ͘Ϭϯ ϯϲϳϱ ϱϰϲϬ ϲϱϯϱ Ͳϭϱϯϰϳϱ ϭϴϮϯϲϱ ϰϬϭϬ ϱϵϲϬ ϳϭϮϱ ͲϭϳϮϱϯϬ ϮϬϱϯϴϱ ϰϯϰϬ ϲϰϱϱ ϳϳϮϬ ͲϭϵϭϱϵϬ ϮϮϴϰϬϱ
ϮϮ ϳϵ͘ϳϱ ϯϳϭϬ ϰϰϲϬ ϱϳϰϬ ͲϭϳϭϯϯϬ ϭϵϰϳϰϬ ϰϬϰϬ ϰϴϲϱ ϲϮϱϱ ͲϭϵϮϰϰϱ ϮϭϵϯϴϬ ϰϯϳϬ ϱϮϲϱ ϲϳϳϱ ͲϮϭϯϱϲϱ ϮϰϰϬϮϱ
Ϯϲ ϳϭ͘ϭϳ ϯϲϰϬ ϯϳϮϱ ϱϭϳϬ Ͳϭϴϭϲϭϱ ϭϵϲϭϲϱ ϯϵϲϬ ϰϬϲϬ ϱϲϯϬ ͲϮϬϯϴϮϬ ϮϮϭϭϬϬ ϰϮϴϬ ϰϯϵϱ ϲϬϵϬ ͲϮϮϲϬϮϱ ϮϰϲϭϬϱ
ϯϬ ϲϱ͘ϰϮ ϯϱϮϱ ϯϭϲϬ ϰϴϰϬ ͲϭϴϲϬϲϬ ϭϵϮϭϯϱ ϯϴϮϱ ϯϰϰϬ ϱϮϲϱ ͲϮϬϴϯϬϬ ϮϭϲϮϲϱ ϰϭϮϱ ϯϳϮϬ ϱϲϵϬ ͲϮϯϬϳϯϱ ϮϰϬϱϵϱ
ϯϰ ϲϭ͘ϰϵ ϯϰϬϱ ϮϳϭϬ ϰϰϵϬ ͲϭϴϴϯϮϬ ϭϴϴϮϬϬ ϯϲϴϬ ϮϵϱϬ ϰϴϳϱ ͲϮϭϬϰϳϱ Ϯϭϭϱϭϱ ϯϵϲϬ ϯϭϴϱ ϱϮϲϬ ͲϮϯϮϲϮϱ ϮϯϱϭϲϬ
ϯϴ ϱϴ͘ϴϬ ϯϮϵϬ ϮϯϱϬ ϰϭϯϱ ͲϭϴϵϭϲϬ ϭϴϲϳϳϬ ϯϱϰϱ Ϯϱϱϱ ϰϰϳϱ ͲϮϭϬϵϳϱ ϮϬϵϴϴϬ ϯϴϬϬ Ϯϳϱϱ ϰϴϮϬ ͲϮϯϮϳϵϬ ϮϯϮϵϴϱ
ϰϮ ϱϳ͘Ϭϭ ϯϮϳϱ ϮϬϴϬ ϯϵϲϬ Ͳϭϵϰϳϭϱ ϭϵϯϯϬϬ ϯϱϮϬ ϮϮϱϱ ϰϮϴϬ ͲϮϭϲϱϵϬ ϮϭϲϱϲϬ ϯϳϳϬ Ϯϰϯϱ ϰϲϬϬ ͲϮϯϴϱϲϬ ϮϯϵϴϮϬ
ϰϲ ϱϱ͘ϴϴ ϯϮϵϱ ϭϴϱϱ ϯϴϱϬ ͲϮϬϮϱϳϬ ϮϬϬϵϴϬ ϯϱϯϱ ϮϬϭϬ ϰϭϱϬ ͲϮϮϰϮϰϱ ϮϮϰϮϵϱ ϯϳϳϱ Ϯϭϲϱ ϰϰϱϱ ͲϮϰϱϵϮϱ ϮϰϳϲϬϱ
ϱϬ ϱϱ͘Ϯϱ ϯϯϯϱ ϭϲϲϱ ϯϳϵϬ ͲϮϭϮϵϱϱ ϮϭϯϵϴϬ ϯϱϳϱ ϭϴϬϱ ϰϬϴϱ ͲϮϯϱϬϲϱ ϮϯϴϱϮϱ ϯϴϭϱ ϭϵϰϱ ϰϯϳϱ ͲϮϱϳϭϳϬ ϮϲϯϬϳϱ
ϱϱ ϱϱ͘ϬϬ ϯϰϭϬ ϭϰϲϱ ϯϳϰϱ ͲϮϮϳϮϴϱ ϮϯϭϮϮϱ ϯϲϱϬ ϭϱϵϬ ϰϬϯϱ ͲϮϰϵϵϮϬ Ϯϱϲϯϵϱ ϯϴϴϱ ϭϳϭϬ ϰϯϮϬ ͲϮϳϮϱϱϱ ϮϴϭϲϰϬ

Table E-11 - 120 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϭϭ
ϮϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱƉƐĨ ϮϬƉƐĨ ϮϱƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϭϱϲ͘ϬϬ ϭϵϱϬ ϰϳϲϱ ϱϭϯϬ ͲϮϴϬϵϬ ϯϵϬϲϬ ϭϵϱϬ ϰϳϲϱ ϱϭϯϬ Ͳϯϳϵϴϱ ϱϭϲϳϬ ϭϵϳϱ ϰϴϰϬ ϱϮϬϱ ͲϰϳϵϭϬ ϲϰϮϴϱ
ϭϲ ϭϮϬ͘ϱϬ ϭϵϲϱ ϯϱϵϱ ϰϬϳϱ ͲϯϬϲϱϬ ϯϲϰϰϱ ϭϵϲϱ ϯϱϵϱ ϰϬϳϱ ͲϰϬϲϭϱ ϰϴϴϰϬ ϮϬϬϬ ϯϲϱϬ ϰϭϯϱ ͲϱϬϳϬϱ ϲϭϮϯϱ
ϮϬ ϭϬϬ͘ϬϬ ϭϵϵϬ Ϯϴϴϱ ϯϰϳϱ ͲϯϲϯϳϬ ϯϵϯϭϬ ϭϵϵϬ Ϯϴϴϱ ϯϰϳϱ Ͳϰϳϲϲϱ ϱϮϵϭϬ ϮϬϮϱ ϮϵϯϬ ϯϱϯϬ Ͳϱϴϵϱϱ ϲϲϱϭϱ
Ϯϰ ϴϳ͘ϬϬ ϮϬϮϬ ϮϰϬϱ ϯϭϬϱ ͲϰϭϱϱϬ ϰϭϮϮϬ ϮϬϮϬ ϮϰϬϱ ϯϭϬϱ ͲϱϯϵϰϬ ϱϱϲϮϬ ϮϬϲϬ Ϯϰϰϱ ϯϭϲϬ ͲϲϲϯϮϱ ϳϬϮϳϬ
Ϯϴ ϳϴ͘Ϯϵ ϮϬϱϱ ϮϬϲϬ ϮϴϳϬ ͲϰϲϬϰϬ ϰϮϬϬϱ ϮϬϱϱ ϮϬϲϬ ϮϴϳϬ Ͳϱϴϲϱϱ ϱϲϯϲϬ ϮϬϲϱ ϮϬϴϱ ϮϵϬϬ ͲϳϭϲϳϬ ϳϭϭϬϱ
ϯϮ ϳϮ͘Ϯϱ ϮϬϵϱ ϭϴϬϬ Ϯϳϭϱ ͲϰϵϵϭϬ ϰϮϲϴϱ ϮϬϵϱ ϭϴϬϬ Ϯϳϭϱ ͲϲϮϳϮϬ ϱϲϯϳϬ ϮϬϵϱ ϭϴϭϬ ϮϳϱϬ ͲϳϱϱϯϬ ϳϬϳϯϬ
ϯϲ ϲϴ͘ϬϬ ϮϭϰϬ ϭϲϬϬ ϮϲϭϬ ͲϱϰϭϬϬ ϰϰϯϰϬ ϮϭϰϬ ϭϲϬϬ ϮϲϭϬ Ͳϲϲϱϳϱ ϱϳϯϳϱ ϮϭϰϬ ϭϲϬϬ Ϯϲϭϱ ͲϳϵϰϬϬ ϳϭϭϳϱ
ϰϬ ϲϱ͘ϬϬ Ϯϭϴϱ ϭϰϯϬ ϮϱϰϬ ͲϱϴϵϳϬ ϰϳϯϰϱ Ϯϭϴϱ ϭϰϯϬ ϮϱϰϬ ͲϳϭϬϱϬ ϱϵϴϳϱ Ϯϭϴϱ ϭϰϯϬ ϮϱϰϬ ͲϴϯϯϱϬ ϳϯϮϯϱ
ϰϰ ϲϮ͘ϵϭ ϮϮϯϱ ϭϮϵϬ Ϯϰϵϱ Ͳϲϰϴϱϱ ϱϭϳϭϱ ϮϮϯϱ ϭϮϵϬ Ϯϰϵϱ Ͳϳϲϵϭϱ ϲϰϯϱϬ ϮϮϯϱ ϭϮϵϬ Ϯϰϵϱ ͲϴϴϵϳϬ ϳϳϮϰϱ
ϰϴ ϲϭ͘ϱϬ ϮϮϵϬ ϭϮϵϱ ϮϰϳϬ ͲϳϲϬϴϱ ϲϰϮϵϬ ϮϮϵϬ ϭϮϵϱ ϮϰϳϬ Ͳϴϰϰϯϱ ϳϬϯϲϱ ϮϮϵϬ ϭϮϵϱ ϮϰϳϬ Ͳϵϲϲϱϱ ϴϯϮϬϬ
Page 1239 ϱϮ ϲϬ͘ϲϮ Ϯϯϰϱ 1340 ϮϰϲϬ ͲϵϬϳϳϱ ϳϵϱϬϬ Ϯϯϰϱ ϭϯϰϬ ϮϰϲϬ ͲϵϯϭϬϱ ϳϵϱϬϬ Ϯϯϰϱ ϭϯϰϬ ϮϰϲϬ ͲϭϬϱϱϭϬ ϵϭϮϳϱ
ϱϲ ϲϬ͘ϭϰ ϮϰϬϱ ϭϰϮϱ Ϯϰϱϱ ͲϭϬϳϬϮϱ ϭϬϭϰϯϱ ϮϰϬϱ ϭϰϮϱ Ϯϰϱϱ ͲϭϬϳϬϮϱ ϭϬϭϰϯϱ ϮϰϬϱ ϭϰϮϱ Ϯϰϱϱ Ͳϭϭϱϴϴϱ ϭϬϭϰϯϱ
ϲϬ ϲϬ͘ϬϬ ϮϰϳϬ ϭϰϳϱ Ϯϰϲϱ ͲϭϮϰϴϵϬ ϭϮϰϬϭϬ ϮϰϳϬ ϭϰϳϱ Ϯϰϲϱ ͲϭϮϰϴϵϬ ϭϮϰϬϭϬ ϮϰϳϬ ϭϰϳϱ Ϯϰϲϱ ͲϭϮϳϱϲϬ ϭϮϰϬϭϬ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϯϬƉƐĨ ϯϱƉƐĨ ϰϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϭϱϲ͘ϬϬ ϮϭϲϬ ϱϮϴϱ ϱϲϴϱ ͲϱϳϴϰϬ ϳϲϴϵϱ ϮϯϰϬ ϱϳϯϬ ϲϭϲϱ Ͳϲϳϳϲϱ ϴϵϱϬϱ ϮϱϮϬ ϲϭϳϱ ϲϲϰϱ ͲϳϳϲϵϬ ϭϬϮϭϮϬ
ϭϲ ϭϮϬ͘ϱϬ ϮϭϴϬ ϯϵϴϬ ϰϱϭϱ ͲϲϬϴϯϬ ϳϯϲϯϬ ϮϯϲϬ ϰϯϭϱ ϰϴϵϬ ͲϳϬϵϲϬ ϴϲϬϮϱ ϮϱϰϬ ϰϲϱϬ ϱϮϳϬ ͲϴϭϬϴϱ ϵϴϰϮϬ
ϮϬ ϭϬϬ͘ϬϬ ϮϮϬϱ ϯϭϵϱ ϯϴϱϬ ͲϳϬϯϱϬ ϴϬϮϲϱ Ϯϯϴϱ ϯϰϲϬ ϰϭϳϬ ͲϴϭϴϮϱ ϵϰϬϱϱ ϮϱϳϬ ϯϳϮϱ ϰϰϵϬ ͲϵϯϯϬϬ ϭϬϳϴϱϬ
Ϯϰ ϴϳ͘ϬϬ ϮϮϰϬ Ϯϲϲϱ ϯϰϰϬ Ͳϳϴϳϭϱ ϴϰϵϮϬ ϮϰϮϬ Ϯϴϴϱ ϯϳϮϱ ͲϵϭϭϬϱ ϵϵϱϳϬ ϮϲϬϬ ϯϭϬϱ ϰϬϬϱ ͲϭϬϯϲϭϬ ϭϭϰϮϮϬ
Ϯϴ ϳϴ͘Ϯϵ ϮϮϰϬ ϮϮϳϱ ϯϭϱϬ ͲϴϰϲϵϬ ϴϱϴϰϱ Ϯϰϭϱ ϮϰϲϬ ϯϰϬϬ ͲϵϳϳϬϱ ϭϬϬϱϴϱ Ϯϱϴϱ Ϯϲϰϱ ϯϲϱϱ ͲϭϭϬϳϮϱ ϭϭϱϯϮϱ
ϯϮ ϳϮ͘Ϯϱ ϮϮϮϬ ϭϵϲϱ Ϯϵϴϱ Ͳϴϴϱϵϱ ϴϱϬϵϬ Ϯϯϴϱ ϮϭϮϱ ϯϮϮϬ ͲϭϬϭϴϮϱ ϵϵϰϱϬ ϮϱϱϬ ϮϮϴϬ ϯϰϱϱ ͲϭϭϱϬϲϬ ϭϭϯϴϭϬ
ϯϲ ϲϴ͘ϬϬ ϮϮϬϱ ϭϳϮϱ Ϯϴϯϱ ͲϵϮϮϯϬ ϴϱϬϯϱ ϮϯϲϬ ϭϴϲϬ ϯϬϱϬ ͲϭϬϱϬϱϱ ϵϴϵϬϬ Ϯϱϭϱ ϭϵϵϱ ϯϮϲϱ ͲϭϭϴϬϵϬ ϭϭϮϳϲϬ
ϰϬ ϲϱ͘ϬϬ Ϯϭϵϱ ϭϱϮϱ ϮϲϵϬ ͲϵϲϬϳϬ ϴϲϱϵϱ Ϯϯϯϱ ϭϲϰϬ Ϯϴϴϱ ͲϭϬϴϳϵϱ ϵϵϵϱϱ ϮϰϴϬ ϭϳϱϱ ϯϬϴϬ ͲϭϮϭϱϭϱ ϭϭϯϯϭϬ
ϰϰ ϲϮ͘ϵϭ ϮϮϯϱ ϭϯϲϬ Ϯϱϵϱ ͲϭϬϭϬϯϬ ϵϬϭϰϬ ϮϯϰϬ ϭϰϲϱ ϮϳϳϬ Ͳϭϭϯϲϵϱ ϭϬϯϮϵϬ ϮϰϴϬ ϭϱϲϱ ϮϵϱϬ ͲϭϮϲϯϳϬ ϭϭϲϵϯϬ
ϰϴ ϲϭ͘ϱϬ ϮϮϵϬ ϭϮϵϱ Ϯϱϱϱ ͲϭϬϴϴϳϬ ϵϲϳϯϱ ϮϯϴϬ ϭϯϮϬ ϮϳϮϱ ͲϭϮϭϬϵϬ ϭϭϬϮϲϱ ϮϱϭϬ ϭϰϭϬ Ϯϴϵϱ Ͳϭϯϯϱϴϱ ϭϮϯϴϬϬ
ϱϮ ϲϬ͘ϲϮ Ϯϯϰϱ ϭϯϰϬ Ϯϱϯϱ ͲϭϭϳϵϮϬ ϭϬϰϰϵϱ ϮϰϮϱ ϭϯϰϬ ϮϳϬϬ ͲϭϯϬϯϯϬ ϭϭϳϴϰϬ ϮϱϲϬ ϭϯϰϬ ϮϴϲϬ ͲϭϰϮϳϯϱ ϭϯϮϬϬϬ
ϱϲ ϲϬ͘ϭϰ ϮϰϬϱ ϭϰϮϱ Ϯϱϯϱ ͲϭϮϴϱϲϱ ϭϭϰϴϭϬ Ϯϰϴϱ ϭϰϮϱ Ϯϲϵϱ ͲϭϰϭϮϱϬ ϭϮϴϵϯϱ Ϯϲϭϱ ϭϰϮϱ Ϯϴϱϱ ͲϭϱϯϵϯϬ ϭϰϯϬϲϱ
ϲϬ ϲϬ͘ϬϬ ϮϰϳϬ ϭϰϳϱ Ϯϱϰϱ ͲϭϰϬϭϯϱ ϭϮϱϯϴϬ ϮϱϱϬ ϭϰϳϱ ϮϳϬϬ ͲϭϱϯϬϰϱ ϭϰϬϯϱϱ ϮϲϴϬ ϭϰϳϱ Ϯϴϱϱ ͲϭϲϱϵϲϬ ϭϱϱϯϮϱ

Table E-11 - 120 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϭϭ
ϮϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϱϬƉƐĨ ϲϬƉƐĨ ϳϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϭϱϲ͘ϬϬ ϮϴϴϬ ϳϬϲϱ ϳϲϬϬ ͲϵϳϱϰϬ ϭϮϳϯϰϬ ϯϮϰϱ ϳϵϱϱ ϴϱϲϬ Ͳϭϭϳϯϵϱ ϭϱϮϱϲϱ ϯϲϬϱ ϴϴϰϱ ϵϱϮϬ ͲϭϯϳϮϰϱ ϭϳϳϳϴϱ
ϭϲ ϭϮϬ͘ϱϬ ϮϵϬϱ ϱϯϭϱ ϲϬϮϱ ͲϭϬϭϯϰϬ ϭϮϯϮϭϱ ϯϮϲϱ ϱϵϴϱ ϲϳϴϬ ͲϭϮϭϱϵϱ ϭϰϴϬϬϱ ϯϲϮϱ ϲϲϱϬ ϳϱϯϱ ͲϭϰϭϴϱϬ ϭϳϮϳϵϱ
ϮϬ ϭϬϬ͘ϬϬ ϮϵϯϬ ϰϮϱϱ ϱϭϮϱ ͲϭϭϲϮϱϬ ϭϯϱϰϯϬ ϯϮϵϬ ϰϳϵϬ ϱϳϲϱ Ͳϭϯϵϭϵϱ ϭϲϯϬϭϱ ϯϲϱϱ ϱϯϮϬ ϲϰϬϬ ͲϭϲϮϭϰϱ ϭϵϬϱϵϱ
Ϯϰ ϴϳ͘ϬϬ ϮϵϲϬ ϯϱϰϱ ϰϱϳϬ ͲϭϮϴϳϳϬ ϭϰϯϱϭϱ ϯϯϮϱ ϯϵϴϱ ϱϭϯϱ ͲϭϱϯϵϮϱ ϭϳϮϴϭϱ ϯϲϴϱ ϰϰϮϱ ϱϳϬϬ ͲϭϳϵϬϴϱ ϮϬϮϭϭϱ
Ϯϴ ϳϴ͘Ϯϵ Ϯϵϯϱ ϯϬϭϱ ϰϭϲϬ Ͳϭϯϲϳϱϱ ϭϰϰϴϬϱ ϯϮϴϱ ϯϯϴϱ ϰϲϲϱ ͲϭϲϯϬϮϬ ϭϳϰϮϴϱ ϯϲϯϱ ϯϳϱϱ ϱϭϲϱ Ͳϭϴϵϰϭϱ ϮϬϯϵϱϬ
ϯϮ ϳϮ͘Ϯϱ ϮϴϴϬ Ϯϱϵϱ ϯϵϯϬ ͲϭϰϭϱϮϬ ϭϰϮϱϯϬ ϯϮϭϬ ϮϵϭϬ ϰϰϬϬ Ͳϭϲϳϵϴϱ ϭϳϭϮϱϬ ϯϱϰϬ ϯϮϮϱ ϰϴϳϬ ͲϭϵϰϰϱϬ ϮϬϬϰϮϬ
ϯϲ ϲϴ͘ϬϬ ϮϴϮϬ ϮϮϲϬ ϯϲϵϱ ͲϭϰϰϱϯϬ ϭϰϬϰϴϱ ϯϭϯϬ ϮϱϯϬ ϰϭϯϬ ͲϭϳϬϵϳϱ ϭϲϴϱϮϬ ϯϰϰϬ ϮϴϬϬ ϰϱϲϬ Ͳϭϵϳϰϭϱ ϭϵϲϴϵϱ
ϰϬ ϲϱ͘ϬϬ ϮϳϳϬ ϭϵϵϬ ϯϰϳϬ ͲϭϰϲϵϲϬ ϭϰϬϰϴϬ ϯϬϱϱ ϮϮϮϱ ϯϴϲϬ ͲϭϳϮϵϳϬ ϭϲϴϭϱϱ ϯϯϰϱ Ϯϰϱϱ ϰϮϱϬ Ͳϭϵϵϭϯϱ ϭϵϱϴϯϬ
ϰϰ ϲϮ͘ϵϭ ϮϳϱϬ ϭϳϳϬ ϯϯϭϬ Ͳϭϱϭϳϭϱ ϭϰϰϮϬϬ ϯϬϮϱ ϭϵϳϱ ϯϲϲϱ ͲϭϳϳϬϲϱ ϭϳϭϰϳϱ ϯϮϵϱ ϮϭϴϬ ϰϬϮϬ ͲϮϬϮϰϭϱ ϭϵϴϳϰϱ
ϰϴ ϲϭ͘ϱϬ ϮϳϴϬ ϭϱϵϱ ϯϮϯϱ ͲϭϱϵϮϮϬ ϭϱϬϴϲϱ ϯϬϰϱ ϭϳϳϱ ϯϱϳϬ Ͳϭϴϰϴϱϱ ϭϳϳϵϯϬ ϯϯϭϬ ϭϵϱϱ ϯϵϭϬ ͲϮϭϬϰϵϬ ϮϬϱϯϲϬ
Page 1240 ϱϮ ϲϬ͘ϲϮ ϮϴϮϬ ϭϰϰϬ ϯϭϴϱ ͲϭϲϳϵϱϬ ϭϲϬϯϯϬ ϯϬϴϱ ϭϲϬϱ ϯϱϭϱ ͲϭϵϯϵϰϬ ϭϴϴϲϱϱ ϯϯϰϱ ϭϳϳϬ ϯϴϰϬ ͲϮϭϵϵϮϱ Ϯϭϲϵϴϱ
ϱϲ ϲϬ͘ϭϰ Ϯϴϳϱ ϭϰϮϱ ϯϭϳϬ ͲϭϳϵϮϵϱ ϭϳϭϯϭϱ ϯϭϰϬ ϭϰϲϬ ϯϰϴϱ ͲϮϬϱϬϱϬ ϮϬϬϰϴϱ ϯϰϬϬ ϭϲϭϬ ϯϴϬϱ ͲϮϯϭϱϱϱ ϮϯϬϭϵϬ
ϲϬ ϲϬ͘ϬϬ ϮϵϰϬ ϭϰϳϱ ϯϭϲϬ Ͳϭϵϭϳϴϱ ϭϴϱϮϳϱ ϯϮϬϬ ϭϰϳϱ ϯϰϳϬ ͲϮϭϳϲϭϬ ϮϭϱϮϮϬ ϯϰϲϬ ϭϰϳϱ ϯϳϴϬ ͲϮϰϯϱϵϬ Ϯϰϱϭϲϱ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϴϬƉƐĨ ϵϬƉƐĨ ϭϬϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϭϱϲ͘ϬϬ ϯϵϲϱ ϵϳϯϱ ϭϬϰϳϱ ͲϭϱϳϬϵϱ ϮϬϯϬϭϬ ϰϯϯϬ ϭϬϲϮϱ ϭϭϰϯϱ ͲϭϳϲϵϱϬ ϮϮϴϮϯϱ ϰϲϵϬ ϭϭϱϭϱ ϭϮϯϵϬ ͲϭϵϲϴϬϬ Ϯϱϯϰϱϱ
ϭϲ ϭϮϬ͘ϱϬ ϯϵϴϱ ϳϯϮϬ ϴϮϵϬ ͲϭϲϮϭϬϱ ϭϵϳϱϴϱ ϰϯϱϬ ϳϵϴϱ ϵϬϰϱ ͲϭϴϮϯϲϬ ϮϮϮϯϳϱ ϰϳϭϬ ϴϲϱϱ ϵϴϬϬ ͲϮϬϮϲϭϱ Ϯϰϳϭϲϱ
ϮϬ ϭϬϬ͘ϬϬ ϰϬϭϱ ϱϴϱϱ ϳϬϰϬ ͲϭϴϱϬϵϱ ϮϭϴϭϴϬ ϰϯϳϱ ϲϯϴϱ ϳϲϴϬ ͲϮϬϴϬϰϱ ϮϰϱϳϲϬ ϰϳϯϱ ϲϵϭϱ ϴϯϭϱ ͲϮϯϬϵϵϬ Ϯϳϯϯϰϱ
Ϯϰ ϴϳ͘ϬϬ ϰϬϰϱ ϰϴϲϱ ϲϮϲϬ ͲϮϬϰϮϰϬ ϮϯϭϰϭϬ ϰϰϭϬ ϱϯϭϬ ϲϴϮϱ ͲϮϮϵϰϬϬ ϮϲϬϳϭϬ ϰϳϳϬ ϱϳϱϬ ϳϯϵϬ ͲϮϱϰϱϲϬ ϮϵϬϬϭϬ
Ϯϴ ϳϴ͘Ϯϵ ϯϵϴϱ ϰϭϮϱ ϱϲϳϬ ͲϮϭϱϴϬϱ ϮϯϯϳϱϬ ϰϯϯϬ ϰϰϵϱ ϲϭϳϱ ͲϮϰϮϮϬϬ ϮϲϯϱϱϬ ϰϲϴϬ ϰϴϳϬ ϲϲϴϬ ͲϮϲϴϱϵϱ ϮϵϯϯϱϬ
ϯϮ ϳϮ͘Ϯϱ ϯϴϳϬ ϯϱϰϬ ϱϯϰϱ ͲϮϮϬϵϭϬ ϮϮϵϲϬϱ ϰϮϬϬ ϯϴϱϱ ϱϴϭϱ ͲϮϰϳϱϲϱ ϮϱϴϳϵϬ ϰϱϮϱ ϰϭϳϬ ϲϮϴϱ ͲϮϳϰϯϯϱ Ϯϴϳϵϳϱ
ϯϲ ϲϴ͘ϬϬ ϯϳϰϱ ϯϬϳϬ ϰϵϵϱ ͲϮϮϯϴϲϬ ϮϮϱϮϲϱ ϰϬϱϱ ϯϯϰϬ ϱϰϮϱ ͲϮϱϬϯϬϬ ϮϱϯϲϰϬ ϰϯϲϱ ϯϲϭϬ ϱϴϲϬ ͲϮϳϲϳϰϱ ϮϴϮϬϭϬ
ϰϬ ϲϱ͘ϬϬ ϯϲϯϬ ϮϲϵϬ ϰϲϰϬ ͲϮϮϱϯϬϬ ϮϮϯϱϬϬ ϯϵϭϱ ϮϵϮϬ ϱϬϯϬ ͲϮϱϭϰϲϬ Ϯϱϭϭϳϱ ϰϮϬϱ ϯϭϱϱ ϱϰϮϬ ͲϮϳϳϲϮϱ Ϯϳϴϴϰϱ
ϰϰ ϲϮ͘ϵϭ ϯϱϳϬ ϮϯϴϬ ϰϯϴϬ ͲϮϮϴϯϬϱ ϮϮϲϬϮϬ ϯϴϰϬ Ϯϱϴϱ ϰϳϯϱ ͲϮϱϰϯϬϱ ϮϱϯϮϵϬ ϰϭϭϱ ϮϳϵϬ ϱϬϵϬ ͲϮϴϬϯϬϱ ϮϴϬϱϲϱ
ϰϴ ϲϭ͘ϱϬ ϯϱϴϬ ϮϭϰϬ ϰϮϱϬ ͲϮϯϲϭϮϱ ϮϯϯϯϱϬ ϯϴϰϱ ϮϯϮϬ ϰϱϵϬ ͲϮϲϭϳϲϬ ϮϲϭϯϰϬ ϰϭϭϬ ϮϱϬϬ ϰϵϯϬ ͲϮϴϳϲϰϱ Ϯϴϵϯϯϱ
ϱϮ ϲϬ͘ϲϮ ϯϲϭϬ ϭϵϯϬ ϰϭϲϱ ͲϮϰϱϵϭϬ ϮϰϱϯϭϬ ϯϴϳϬ ϮϬϵϱ ϰϰϵϬ ͲϮϳϭϴϵϱ ϮϳϯϲϰϬ ϰϭϯϱ ϮϮϲϬ ϰϴϭϱ ͲϮϵϳϴϴϬ ϯϬϭϵϲϱ
ϱϲ ϲϬ͘ϭϰ ϯϲϲϬ ϭϳϱϱ ϰϭϮϬ ͲϮϱϴϬϲϱ ϮϱϵϵϬϬ ϯϵϮϬ ϭϵϬϱ ϰϰϰϬ ͲϮϴϰϱϳϱ ϮϴϵϲϬϱ ϰϭϴϬ ϮϬϱϬ ϰϳϱϱ ͲϯϭϭϬϴϱ ϯϭϵϯϭϱ
ϲϬ ϲϬ͘ϬϬ ϯϳϮϬ ϭϲϬϬ ϰϬϵϬ ͲϮϳϬϱϯϬ ϮϳϱϭϭϬ ϯϵϴϬ ϭϳϯϱ ϰϰϬϬ ͲϮϵϳϰϳϬ ϯϬϱϬϲϬ ϰϮϰϬ ϭϴϲϱ ϰϳϭϱ ͲϯϮϰϰϭϬ ϯϯϱϭϬϬ

Table E-12 - 130 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϭϮ
ϮϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱƉƐĨ ϮϬƉƐĨ ϮϱƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϭϴϮ͘Ϭϰ ϮϭϬϱ ϱϱϵϱ ϱϵϲϬ ͲϯϮϳϮϬ ϰϲϭϭϱ ϮϭϬϱ ϱϱϵϱ ϱϵϲϬ ͲϰϰϯϱϬ ϲϬϵϰϬ ϮϭϰϬ ϱϲϳϱ ϲϬϰϱ Ͳϱϱϵϳϱ ϳϱϳϳϬ
ϭϲ ϭϰϬ͘Ϭϯ ϮϭϮϱ ϰϮϭϱ ϰϲϵϱ Ͳϯϱϰϳϱ ϰϯϮϵϬ ϮϭϮϱ ϰϮϭϱ ϰϲϵϱ ͲϰϳϮϬϬ ϱϳϴϴϱ Ϯϭϱϱ ϰϮϴϬ ϰϳϳϬ ͲϱϵϬϱϬ ϳϮϰϴϬ
ϮϬ ϭϭϱ͘ϲϯ Ϯϭϰϱ ϯϯϴϬ ϯϵϳϱ ͲϰϬϯϵϬ ϰϰϲϴϬ Ϯϭϰϱ ϯϯϴϬ ϯϵϳϱ ͲϱϯϬϴϱ ϲϬϬϱϬ ϮϭϴϬ ϯϰϯϱ ϰϬϰϬ ͲϲϱϴϮϬ ϳϱϲϰϬ
Ϯϰ ϭϬϬ͘ϬϮ Ϯϭϳϱ ϮϴϮϱ ϯϱϯϬ Ͳϰϲϭϵϱ ϰϳϮϯϬ Ϯϭϳϱ ϮϴϮϱ ϯϱϯϬ ͲϲϬϭϵϬ ϲϯϵϬϱ ϮϮϭϬ ϮϴϳϬ ϯϱϴϱ Ͳϳϰϭϴϱ ϴϬϱϴϱ
Ϯϴ ϴϵ͘ϰϱ ϮϮϬϱ ϮϰϮϬ ϯϮϯϱ ͲϱϭϰϲϬ ϰϴϴϯϱ ϮϮϬϱ ϮϰϮϬ ϯϮϯϱ ͲϲϲϮϴϱ ϲϱϵϮϱ ϮϮϯϱ ϮϰϲϬ ϯϮϴϬ ͲϴϭϮϲϱ ϴϯϬϭϱ
ϯϮ ϴϮ͘ϬϮ ϮϮϰϱ ϮϭϮϬ ϯϬϯϱ ͲϱϱϴϴϬ ϰϵϯϯϱ ϮϮϰϱ ϮϭϮϬ ϯϬϯϱ ͲϳϬϳϴϱ ϲϲϬϵϬ ϮϮϰϱ Ϯϭϯϱ ϯϬϳϱ ͲϴϱϵϵϬ ϴϮϴϰϱ
ϯϲ ϳϲ͘ϲϴ ϮϮϴϱ ϭϴϴϬ ϮϵϬϬ ͲϲϬϬϭϱ ϱϬϯϲϱ ϮϮϴϱ ϭϴϴϬ ϮϵϬϬ ͲϳϱϬϴϬ ϲϲϱϭϬ ϮϮϴϱ ϭϴϴϬ Ϯϵϯϱ ͲϵϬϭϱϬ ϴϮϲϱϬ
ϰϬ ϳϮ͘ϴϭ ϮϯϯϬ ϭϲϴϱ ϮϴϬϱ Ͳϲϰϳϴϱ ϱϮϱϱϬ ϮϯϯϬ ϭϲϴϱ ϮϴϬϱ ͲϳϵϮϯϬ ϲϳϵϯϱ ϮϯϯϬ ϭϲϴϱ ϮϴϬϱ ͲϵϰϮϲϬ ϴϯϱϯϬ
ϰϰ ϳϬ͘Ϭϭ Ϯϯϳϱ ϭϱϮϱ Ϯϳϰϱ ͲϳϬϭϰϱ ϱϲϭϲϬ Ϯϯϳϱ ϭϱϮϱ Ϯϳϰϱ ͲϴϰϮϵϬ ϳϬϳϭϬ Ϯϯϳϱ ϭϱϮϱ Ϯϳϰϱ ͲϵϴϱϱϬ ϴϲϮϱϬ
ϰϴ ϲϴ͘Ϭϭ ϮϰϮϱ ϭϯϵϬ ϮϳϬϬ Ͳϳϲϳϳϱ ϲϮϴϲϬ ϮϰϮϱ ϭϯϵϬ ϮϳϬϬ ͲϵϬϵϱϬ ϳϱϵϰϬ ϮϰϮϱ ϭϯϵϬ ϮϳϬϬ ͲϭϬϱϭϮϬ ϵϭϭϯϬ
Page 1241 ϱϮ ϲϲ͘ϲϯ ϮϰϴϬ 1400 Ϯϲϳϱ ͲϴϵϯϮϬ ϳϲϵϱϬ ϮϰϴϬ ϭϰϬϬ Ϯϲϳϱ ͲϵϵϭϮϱ ϴϮϱϯϬ ϮϰϴϬ ϭϰϬϬ Ϯϲϳϱ Ͳϭϭϯϰϲϱ ϵϳϱϵϬ
ϱϲ ϲϱ͘ϳϮ ϮϱϰϬ ϭϰϰϬ Ϯϲϲϱ ͲϭϬϱϭϳϬ ϵϯϲϯϱ ϮϱϰϬ ϭϰϰϬ Ϯϲϲϱ ͲϭϬϴϰϱϬ ϵϯϲϯϱ ϮϱϰϬ ϭϰϰϬ Ϯϲϲϱ ͲϭϮϮϵϵϬ ϭϬϲϮϲϬ
ϲϬ ϲϱ͘Ϯϭ ϮϲϬϬ ϭϱϯϬ ϮϲϲϬ ͲϭϮϮϱϳϬ ϭϭϳϲϯϬ ϮϲϬϬ ϭϱϯϬ ϮϲϲϬ ͲϭϮϮϱϳϬ ϭϭϳϲϯϬ ϮϲϬϬ ϭϱϯϬ ϮϲϲϬ ͲϭϯϰϬϵϬ ϭϭϳϲϯϬ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϯϬƉƐĨ ϯϱƉƐĨ ϰϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϭϴϮ͘Ϭϰ Ϯϯϯϱ ϲϮϬϬ ϲϲϬϱ ͲϲϳϲϬϱ ϵϬϱϵϱ ϮϱϯϬ ϲϳϮϬ ϳϭϲϬ ͲϳϵϮϯϱ ϭϬϱϰϮϬ ϮϳϮϱ ϳϮϰϱ ϳϳϭϱ ͲϵϬϴϲϬ ϭϮϬϮϰϱ
ϭϲ ϭϰϬ͘Ϭϯ Ϯϯϱϱ ϰϲϳϬ ϱϮϬϱ ͲϳϬϵϬϬ ϴϳϬϳϱ ϮϱϱϬ ϱϬϲϱ ϱϲϰϬ ͲϴϮϳϰϱ ϭϬϭϲϳϬ Ϯϳϰϱ ϱϰϱϱ ϲϬϳϱ Ͳϵϰϱϵϱ ϭϭϲϮϲϱ
ϮϬ ϭϭϱ͘ϲϯ ϮϯϴϬ ϯϳϰϱ ϰϰϬϱ ͲϳϴϳϮϬ ϵϭϮϮϱ Ϯϱϳϱ ϰϬϲϬ ϰϳϳϬ ͲϵϭϲϮϱ ϭϬϲϴϭϱ ϮϳϳϬ ϰϯϳϱ ϱϭϰϬ ͲϭϬϰϱϮϱ ϭϮϮϰϬϬ
Ϯϰ ϭϬϬ͘ϬϮ ϮϰϭϬ ϯϭϮϱ ϯϵϭϬ Ͳϴϴϭϴϱ ϵϳϮϲϬ ϮϲϬϱ ϯϯϴϱ ϰϮϯϬ ͲϭϬϮϯϯϬ ϭϭϯϵϰϬ ϮϴϬϬ ϯϲϰϱ ϰϱϱϬ ͲϭϭϲϱϱϬ ϭϯϬϲϮϬ
Ϯϴ ϴϵ͘ϰϱ ϮϰϯϬ ϮϲϴϬ ϯϱϳϬ ͲϵϲϮϰϬ ϭϬϬϯϯϱ ϮϲϮϱ ϮϵϬϬ ϯϴϲϱ ͲϭϭϭϮϭϱ ϭϭϳϴϬϬ ϮϴϮϬ ϯϭϮϬ ϰϭϱϱ ͲϭϮϲϭϵϱ ϭϯϱϮϲϱ
ϯϮ ϴϮ͘ϬϮ ϮϰϮϬ ϮϯϮϱ ϯϯϰϬ ͲϭϬϭϰϬϱ ϭϬϬϬϮϱ ϮϲϬϱ Ϯϱϭϱ ϯϲϭϬ ͲϭϭϲϴϮϬ ϭϭϳϯϭϬ ϮϳϵϬ ϮϳϬϬ ϯϴϳϱ ͲϭϯϮϮϯϬ ϭϯϰϱϵϱ
ϯϲ ϳϲ͘ϲϴ ϮϰϬϬ ϮϬϰϱ ϯϭϴϬ ͲϭϬϱϮϰϱ ϵϵϰϬϱ Ϯϱϳϱ ϮϮϬϱ ϯϰϯϬ ͲϭϮϬϴϬϬ ϭϭϲϮϯϬ ϮϳϱϬ ϮϯϳϬ ϯϲϴϬ ͲϭϯϲϯϱϬ ϭϯϯϬϱϱ
ϰϬ ϳϮ͘ϴϭ Ϯϯϴϱ ϭϴϭϱ ϯϬϯϬ ͲϭϬϵϮϵϱ ϵϵϴϬϬ ϮϱϱϬ ϭϵϱϱ ϯϮϲϬ ͲϭϮϰϯϮϱ ϭϭϲϬϲϱ Ϯϳϭϱ ϮϬϵϱ ϯϰϵϬ ͲϭϯϵϯϲϬ ϭϯϮϯϯϱ
ϰϰ ϳϬ͘Ϭϭ Ϯϯϳϱ ϭϲϮϬ ϮϴϵϬ ͲϭϭϯϰϰϬ ϭϬϭϵϱϱ ϮϱϯϬ ϭϳϰϱ ϯϭϬϬ ͲϭϮϴϯϯϬ ϭϭϳϲϱϱ ϮϲϴϬ ϭϴϲϱ ϯϯϬϱ ͲϭϰϯϮϮϱ ϭϯϯϯϱϱ
ϰϴ ϲϴ͘Ϭϭ ϮϰϮϱ ϭϰϲϱ ϮϴϬϱ ͲϭϭϵϮϵϬ ϭϬϲϯϮϬ ϮϱϰϬ ϭϱϳϱ ϯϬϬϬ ͲϭϯϰϭϬϬ ϭϮϭϱϱϱ Ϯϲϴϱ ϭϲϴϬ ϯϭϵϬ ͲϭϰϴϵϵϬ ϭϯϳϱϵϱ
ϱϮ ϲϲ͘ϲϯ ϮϰϴϬ ϭϰϬϬ Ϯϳϲϱ ͲϭϮϳϴϬϱ ϭϭϯϰϳϬ Ϯϱϳϱ ϭϰϯϬ ϮϵϱϬ ͲϭϰϮϭϱϬ ϭϮϵϯϰϱ ϮϳϮϬ ϭϱϯϬ ϯϭϯϱ ͲϭϱϲϴϮϬ ϭϰϱϮϮϱ
ϱϲ ϲϱ͘ϳϮ ϮϱϰϬ ϭϰϰϬ Ϯϳϰϱ Ͳϭϯϳϱϯϱ ϭϮϭϲϵϱ ϮϲϮϱ ϭϰϰϬ ϮϵϮϱ ͲϭϱϮϬϴϬ ϭϯϳϱϮϬ Ϯϳϲϱ ϭϰϰϬ ϯϭϬϬ ͲϭϲϲϲϮϬ ϭϱϰϬϴϬ
ϲϬ ϲϱ͘Ϯϭ ϮϲϬϬ ϭϱϯϬ Ϯϳϰϱ ͲϭϰϴϵϯϬ ϭϯϮϴϮϱ Ϯϲϴϱ ϭϱϯϬ ϮϵϮϬ ͲϭϲϯϳϳϬ ϭϰϵϮϰϱ ϮϴϮϱ ϭϱϯϬ ϯϬϵϬ Ͳϭϳϴϲϭϱ ϭϲϱϲϲϱ

Table E-12 - 130 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϭϮ
ϮϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϱϬƉƐĨ ϲϬƉƐĨ ϳϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϭϴϮ͘Ϭϰ ϯϭϭϱ ϴϮϵϬ ϴϴϯϬ Ͳϭϭϰϭϭϱ ϭϰϵϵϬϬ ϯϱϭϬ ϵϯϯϱ ϵϵϰϱ ͲϭϯϳϯϳϬ ϭϳϵϱϱϬ ϯϵϬϬ ϭϬϯϴϱ ϭϭϬϲϬ ͲϭϲϬϲϮϱ ϮϬϵϮϬϱ
ϭϲ ϭϰϬ͘Ϭϯ ϯϭϯϱ ϲϮϰϬ ϲϵϱϬ ͲϭϭϴϮϵϬ ϭϰϱϰϱϱ ϯϱϯϬ ϳϬϮϱ ϳϴϮϱ ͲϭϰϭϵϵϬ ϭϳϰϲϰϱ ϯϵϮϬ ϳϴϭϬ ϴϲϵϱ Ͳϭϲϱϲϴϱ ϮϬϯϴϯϱ
ϮϬ ϭϭϱ͘ϲϯ ϯϭϲϬ ϱϬϬϬ ϱϴϳϬ ͲϭϯϬϯϮϱ ϭϱϯϱϳϱ ϯϱϱϱ ϱϲϮϱ ϲϲϬϱ ͲϭϱϲϭϯϬ ϭϴϰϳϱϬ ϯϵϰϱ ϲϮϱϬ ϳϯϰϬ ͲϭϴϭϵϯϬ ϮϭϱϵϮϱ
Ϯϰ ϭϬϬ͘ϬϮ ϯϭϵϬ ϰϭϲϱ ϱϭϵϱ Ͳϭϰϰϵϴϱ ϭϲϰϬϯϬ ϯϱϴϱ ϰϲϴϱ ϱϴϰϬ ͲϭϳϯϰϮϬ ϭϵϳϲϳϱ ϯϵϳϱ ϱϮϬϬ ϲϰϴϱ ͲϮϬϭϴϱϱ ϮϯϭϯϮϱ
Ϯϴ ϴϵ͘ϰϱ ϯϮϬϱ ϯϱϲϬ ϰϳϯϱ ͲϭϱϲϰϲϬ ϭϳϬϮϬϬ ϯϱϵϱ ϰϬϬϬ ϱϯϭϱ ͲϭϴϲϴϲϬ ϮϬϱϭϯϬ ϯϵϴϬ ϰϰϰϬ ϱϴϵϱ ͲϮϭϳϮϱϱ ϮϰϬϬϲϱ
ϯϮ ϴϮ͘ϬϮ ϯϭϲϬ ϯϬϴϬ ϰϰϭϬ ͲϭϲϯϬϲϬ ϭϲϵϭϲϬ ϯϱϯϬ ϯϰϱϱ ϰϵϰϱ ͲϭϵϯϴϵϬ ϮϬϯϳϯϬ ϯϵϬϬ ϯϴϯϱ ϱϰϳϱ ͲϮϮϱϬϬϬ ϮϯϴϯϬϬ
ϯϲ ϳϲ͘ϲϴ ϯϭϬϬ Ϯϲϵϱ ϰϭϴϬ ͲϭϲϳϰϲϬ ϭϲϲϳϬϱ ϯϰϱϬ ϯϬϮϬ ϰϲϳϱ ͲϭϵϴϱϳϬ ϮϬϬϯϲϬ ϯϴϬϬ ϯϯϰϱ ϱϭϳϱ ͲϮϮϵϲϴϬ ϮϯϰϬϭϬ
ϰϬ ϳϮ͘ϴϭ ϯϬϰϱ Ϯϯϳϱ ϯϵϰϱ ͲϭϳϬϯϭϬ ϭϲϰϴϲϱ ϯϯϳϬ ϮϲϲϬ ϰϰϬϱ ͲϮϬϭϮϴϱ ϭϵϳϰϬϬ ϯϳϬϬ ϮϵϰϬ ϰϴϲϬ ͲϮϯϮϮϲϬ ϮϮϵϵϯϱ
ϰϰ ϳϬ͘Ϭϭ ϮϵϵϬ Ϯϭϭϱ ϯϳϮϬ ͲϭϳϯϬϭϬ ϭϲϰϳϱϱ ϯϮϵϱ ϮϯϲϬ ϰϭϯϱ ͲϮϬϯϮϮϬ ϭϵϲϳϱϬ ϯϲϬϱ ϮϲϭϬ ϰϱϱϬ ͲϮϯϯϴϯϱ ϮϮϵϭϯϬ
ϰϴ ϲϴ͘Ϭϭ ϮϵϴϬ ϭϵϬϬ ϯϱϳϱ Ͳϭϳϴϳϳϱ ϭϲϵϲϳϬ ϯϮϳϱ ϮϭϮϬ ϯϵϲϬ ͲϮϬϴϱϲϱ ϮϬϭϳϰϱ ϯϱϳϬ ϮϯϰϬ ϰϯϰϱ ͲϮϯϴϯϱϬ ϮϯϯϴϮϬ
Page 1242 ϱϮ ϲϲ͘ϲϯ ϯϬϭϬ ϭϳϮϱ ϯϱϬϬ ͲϭϴϲϵϭϬ ϭϳϲϵϴϬ ϯϯϬϬ ϭϵϮϬ ϯϴϳϬ ͲϮϭϳϬϬϬ ϮϬϴϳϯϱ ϯϱϴϱ ϮϭϮϬ ϰϮϰϬ ͲϮϰϳϬϵϬ ϮϰϬϵϯϬ
ϱϲ ϲϱ͘ϳϮ ϯϬϱϬ ϭϱϳϱ ϯϰϱϱ ͲϭϵϲϮϴϬ ϭϴϳϮϬϬ ϯϯϯϱ ϭϳϱϬ ϯϴϭϬ ͲϮϮϲϳϰϬ ϮϮϬϯϭϱ ϯϲϮϬ ϭϵϯϬ ϰϭϲϱ ͲϮϱϳϮϬϱ Ϯϱϯϰϯϱ
ϲϬ ϲϱ͘Ϯϭ ϯϭϬϱ ϭϱϯϬ ϯϰϯϱ ͲϮϬϴϮϵϱ ϭϵϴϱϰϱ ϯϯϵϬ ϭϲϬϱ ϯϳϴϬ ͲϮϯϴϲϲϬ Ϯϯϯϭϳϱ ϯϲϳϱ ϭϳϲϱ ϰϭϮϱ ͲϮϲϵϲϵϬ ϮϲϳϴϬϱ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϴϬƉƐĨ ϵϬƉƐĨ ϭϬϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϭϴϮ͘Ϭϰ ϰϮϵϬ ϭϭϰϯϬ ϭϮϭϳϬ ͲϭϴϯϴϴϬ Ϯϯϴϴϴϱ ϰϲϴϱ ϭϮϰϳϱ ϭϯϮϴϱ ͲϮϬϳϭϯϱ ϮϲϴϲϬϱ ϱϬϳϱ ϭϯϱϮϬ ϭϰϰϬϬ ͲϮϯϬϯϵϬ ϮϵϴϯϮϱ
ϭϲ ϭϰϬ͘Ϭϯ ϰϯϭϬ ϴϱϵϱ ϵϱϳϬ Ͳϭϴϵϯϴϱ ϮϯϯϬϮϬ ϰϳϬϱ ϵϯϴϬ ϭϬϰϰϬ ͲϮϭϯϬϴϬ ϮϲϮϮϭϬ ϱϬϵϱ ϭϬϭϲϱ ϭϭϯϭϱ ͲϮϯϲϳϳϱ ϮϵϭϰϬϬ
ϮϬ ϭϭϱ͘ϲϯ ϰϯϯϱ ϲϴϳϱ ϴϬϳϬ ͲϮϬϳϳϯϱ ϮϰϳϭϬϬ ϰϳϯϬ ϳϱϬϬ ϴϴϬϱ ͲϮϯϯϱϯϱ ϮϳϴϮϳϱ ϱϭϮϬ ϴϭϮϱ ϵϱϰϬ ͲϮϱϵϯϰϬ ϯϬϵϰϱϬ
Ϯϰ ϭϬϬ͘ϬϮ ϰϯϲϱ ϱϳϮϬ ϳϭϯϬ ͲϮϯϬϮϵϬ ϮϲϰϵϳϬ ϰϳϲϬ ϲϮϰϬ ϳϳϳϱ ͲϮϱϴϳϮϬ Ϯϵϴϲϭϱ ϱϭϱϬ ϲϳϲϬ ϴϰϮϬ ͲϮϴϳϭϱϱ ϯϯϮϮϲϬ
Ϯϴ ϴϵ͘ϰϱ ϰϯϳϬ ϰϴϴϬ ϲϰϳϱ ͲϮϰϳϲϱϱ Ϯϳϰϵϵϱ ϰϳϲϬ ϱϯϮϬ ϳϬϱϱ ͲϮϳϴϬϱϱ ϯϬϵϵϯϬ ϱϭϰϱ ϱϳϲϬ ϳϲϯϱ ͲϯϬϴϰϱϬ ϯϰϰϴϲϬ
ϯϮ ϴϮ͘ϬϮ ϰϮϳϬ ϰϮϭϬ ϲϬϭϬ ͲϮϱϲϮϯϬ ϮϳϮϴϲϱ ϰϲϰϬ ϰϱϴϱ ϲϱϰϱ ͲϮϴϳϰϲϱ ϯϬϳϰϯϱ ϱϬϭϬ ϰϵϲϱ ϳϬϳϱ Ͳϯϭϴϲϵϱ ϯϰϮϬϬϱ
ϯϲ ϳϲ͘ϲϴ ϰϭϱϬ ϯϲϳϬ ϱϲϳϱ ͲϮϲϬϳϴϱ ϮϲϳϲϲϬ ϰϱϬϬ ϯϵϵϱ ϲϭϳϬ ͲϮϵϭϴϵϱ ϯϬϭϯϭϬ ϰϴϱϬ ϰϯϮϬ ϲϲϳϬ ͲϯϮϯϭϬϬ ϯϯϰϵϲϬ
ϰϬ ϳϮ͘ϴϭ ϰϬϯϬ ϯϮϮϱ ϱϯϮϬ ͲϮϲϯϮϯϱ ϮϲϮϰϳϬ ϰϯϲϬ ϯϱϬϱ ϱϳϴϬ ͲϮϵϰϮϭϬ ϮϵϱϰϬϱ ϰϲϴϱ ϯϳϵϬ ϲϮϯϱ ͲϯϮϱϭϴϱ ϯϮϴϰϴϬ
ϰϰ ϳϬ͘Ϭϭ ϯϵϭϱ Ϯϴϱϱ ϰϵϲϱ ͲϮϲϰϰϱϬ ϮϲϭϱϬϱ ϰϮϮϬ ϯϭϬϬ ϱϯϴϬ ͲϮϵϱϬϲϱ Ϯϵϯϴϴϱ ϰϱϯϬ ϯϯϱϬ ϱϳϵϱ ͲϯϮϱϲϴϬ ϯϮϲϮϲϬ
ϰϴ ϲϴ͘Ϭϭ ϯϴϲϱ ϮϱϲϬ ϰϳϯϬ ͲϮϲϴϲϱϬ Ϯϲϱϴϵϱ ϰϭϲϬ ϮϳϴϬ ϱϭϭϱ ͲϮϵϵϭϵϱ Ϯϵϳϵϳϱ ϰϰϱϱ Ϯϵϵϱ ϱϱϬϬ ͲϯϮϵϳϰϬ ϯϯϬϬϱϬ
ϱϮ ϲϲ͘ϲϯ ϯϴϳϱ Ϯϯϭϱ ϰϲϬϱ ͲϮϳϳϭϴϱ ϮϳϯϳϳϬ ϰϭϲϱ Ϯϱϭϱ ϰϵϳϱ ͲϯϬϳϮϳϱ ϯϬϲϲϭϱ ϰϰϱϱ ϮϳϭϬ ϱϯϰϬ Ͳϯϯϳϲϲϱ ϯϯϵϰϱϱ
ϱϲ ϲϱ͘ϳϮ ϯϵϬϱ ϮϭϭϬ ϰϱϭϱ ͲϮϴϳϲϲϱ Ϯϴϲϱϱϱ ϰϭϵϬ ϮϮϴϱ ϰϴϳϬ ͲϯϭϴϭϮϱ ϯϭϵϲϳϬ ϰϰϳϱ Ϯϰϲϱ ϱϮϮϱ Ͳϯϰϴϱϴϱ ϯϱϮϳϵϬ
ϲϬ ϲϱ͘Ϯϭ ϯϵϱϱ ϭϵϯϬ ϰϰϳϬ ͲϯϬϬϳϮϱ ϯϬϮϰϯϱ ϰϮϰϬ ϮϬϵϬ ϰϴϭϱ Ͳϯϯϭϳϱϱ ϯϯϳϬϲϱ ϰϱϮϬ ϮϮϱϱ ϱϭϲϬ ͲϯϲϮϳϴϱ ϯϳϭϲϵϬ

Table E-13 - 140 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϭϯ
ϮϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱƉƐĨ ϮϬƉƐĨ ϮϱƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϮϭϬ͘ϭϳ ϮϮϲϱ ϲϰϴϱ ϲϴϱϬ ͲϯϳϳϲϬ ϱϯϳϯϱ ϮϮϲϱ ϲϰϴϱ ϲϴϱϬ ͲϱϭϮϮϱ ϳϬϵϱϱ ϮϯϬϬ ϲϱϴϬ ϲϵϱϬ ͲϲϰϲϵϬ ϴϴϭϳϬ
ϭϲ ϭϲϭ͘ϭϯ ϮϮϴϬ ϰϴϵϬ ϱϯϳϬ ͲϰϬϲϵϱ ϱϬϲϳϱ ϮϮϴϬ ϰϴϵϬ ϱϯϳϬ Ͳϱϰϯϱϱ ϲϳϲϰϱ Ϯϯϭϱ ϰϵϲϬ ϱϰϱϬ ͲϲϴϬϲϱ ϴϰϲϭϱ
ϮϬ ϭϯϮ͘ϱϬ ϮϯϬϬ ϯϵϮϬ ϰϱϭϱ ͲϰϰϱϭϬ ϱϬϭϯϬ ϮϯϬϬ ϯϵϮϬ ϰϱϭϱ Ͳϱϴϲϰϱ ϲϳϰϵϬ ϮϯϰϬ ϯϵϴϬ ϰϱϴϱ ͲϳϮϵϯϬ ϴϰϴϵϬ
Ϯϰ ϭϭϰ͘Ϭϴ ϮϯϯϬ ϯϮϳϱ ϯϵϴϬ ͲϱϬϵϱϬ ϱϯϱϯϱ ϮϯϯϬ ϯϮϳϱ ϯϵϴϬ Ͳϲϲϱϴϱ ϳϮϮϱϱ ϮϯϳϬ ϯϯϮϱ ϰϬϰϱ ͲϴϮϮϮϱ ϵϬϵϴϬ
Ϯϴ ϭϬϭ͘ϱϬ ϮϯϲϬ ϮϴϭϬ ϯϲϮϱ Ͳϱϲϴϰϱ ϱϱϳϲϱ ϮϯϲϬ ϮϴϭϬ ϯϲϮϱ ͲϳϯϳϯϬ ϳϱϯϲϱ ϮϰϬϬ Ϯϴϱϱ ϯϲϴϱ ͲϵϬϲϮϬ ϵϱϮϳϱ
ϯϮ ϵϮ͘ϱϲ ϮϯϵϬ Ϯϰϱϱ ϯϯϴϬ ͲϲϮϬϰϱ ϱϲϳϬϱ ϮϯϵϬ Ϯϰϱϱ ϯϯϴϬ ͲϳϵϮϳϬ ϳϲϰϳϬ ϮϰϭϬ ϮϰϵϬ ϯϰϭϱ ͲϵϲϵϮϬ ϵϲϰϲϬ
ϯϲ ϴϲ͘Ϭϲ ϮϰϯϬ ϮϭϴϬ ϯϮϭϬ ͲϲϲϲϲϬ ϱϳϰϰϬ ϮϰϯϬ ϮϭϴϬ ϯϮϭϬ ͲϴϰϬϳϬ ϳϲϳϭϱ ϮϰϯϬ Ϯϭϵϱ ϯϮϱϱ ͲϭϬϭϱϱϬ ϵϲϮϰϱ
ϰϬ ϴϭ͘Ϯϱ ϮϰϳϬ ϭϵϲϬ ϯϬϵϬ Ͳϳϭϭϳϱ ϱϴϴϰϱ ϮϰϳϬ ϭϵϲϬ ϯϬϵϬ ͲϴϴϱϴϬ ϳϳϰϵϬ ϮϰϳϬ ϭϵϲϬ ϯϭϮϬ ͲϭϬϲϬϴϱ ϵϲϯϬϬ
ϰϰ ϳϳ͘ϲϴ Ϯϱϭϱ ϭϳϳϱ ϯϬϬϱ ͲϳϲϰϲϬ ϲϭϰϳϱ Ϯϱϭϱ ϭϳϳϱ ϯϬϬϱ ͲϵϯϬϭϬ ϳϵϰϭϬ Ϯϱϭϱ ϭϳϳϱ ϯϬϬϱ ͲϭϭϬϰϮϱ ϵϳϯϰϬ
ϰϴ ϳϱ͘Ϭϰ Ϯϱϲϱ ϭϲϮϬ Ϯϵϰϱ ͲϴϮϯϭϬ ϲϱϳϰϱ Ϯϱϲϱ ϭϲϮϬ Ϯϵϰϱ Ͳϵϴϲϴϱ ϴϮϳϬϬ Ϯϱϲϱ ϭϲϮϬ Ϯϵϰϱ ͲϭϭϱϬϲϬ ϭϬϬϯϰϱ
Page 1243 ϱϮ ϳϯ͘ϭϮ Ϯϲϭϱ 1485 ϮϵϬϱ ͲϴϵϳϬϱ ϳϱϯϰϬ Ϯϲϭϱ ϭϰϴϱ ϮϵϬϱ ͲϭϬϲϭϲϬ ϴϴϱϬϬ Ϯϲϭϱ ϭϰϴϱ ϮϵϬϱ ͲϭϮϮϲϭϱ ϭϬϲϭϳϱ
ϱϲ ϳϭ͘ϳϱ ϮϲϳϬ ϭϱϬϬ ϮϴϴϬ ͲϭϬϯϲϭϱ ϵϬϴϴϱ ϮϲϳϬ ϭϱϬϬ ϮϴϴϬ ͲϭϭϰϵϵϬ ϵϱϲϲϱ ϮϲϳϬ ϭϱϬϬ ϮϴϴϬ ͲϭϯϭϲϮϱ ϭϭϯϭϯϬ
ϲϬ ϳϬ͘ϴϯ ϮϳϯϬ ϭϱϰϬ ϮϴϳϬ ͲϭϮϬϲϮϬ ϭϬϵϬϳϬ ϮϳϯϬ ϭϱϰϬ ϮϴϳϬ ͲϭϮϰϵϳϬ ϭϬϵϬϳϬ ϮϳϯϬ ϭϱϰϬ ϮϴϳϬ Ͳϭϰϭϴϭϱ ϭϮϮϯϵϱ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϯϬƉƐĨ ϯϱƉƐĨ ϰϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϮϭϬ͘ϭϳ ϮϱϭϬ ϳϭϴϱ ϳϱϵϬ Ͳϳϴϭϱϱ ϭϬϱϯϴϱ ϮϳϮϬ ϳϳϵϱ ϴϮϯϱ ͲϵϭϲϮϬ ϭϮϮϲϬϱ ϮϵϯϬ ϴϰϬϬ ϴϴϳϱ ͲϭϬϱϬϴϱ ϭϯϵϴϮϬ
ϭϲ ϭϲϭ͘ϭϯ ϮϱϮϱ ϱϰϭϱ ϱϵϱϬ ͲϴϭϳϳϬ ϭϬϭϱϴϱ ϮϳϰϬ ϱϴϳϬ ϲϰϱϬ ͲϵϱϰϴϬ ϭϭϴϱϱϬ ϮϵϱϬ ϲϯϮϱ ϲϵϱϬ ͲϭϬϵϭϴϱ ϭϯϱϱϮϬ
ϮϬ ϭϯϮ͘ϱϬ ϮϱϱϬ ϰϯϰϱ ϱϬϬϱ ͲϴϳϮϵϬ ϭϬϮϮϵϬ ϮϳϲϬ ϰϳϭϬ ϱϰϮϱ ͲϭϬϭϲϱϬ ϭϭϵϲϵϬ ϮϵϳϬ ϱϬϳϬ ϱϴϰϬ ͲϭϭϲϬϭϱ ϭϯϳϬϵϬ
Ϯϰ ϭϭϰ͘Ϭϴ ϮϱϴϬ ϯϲϮϱ ϰϰϭϬ ͲϵϳϵϴϬ ϭϬϵϳϱϱ ϮϳϵϬ ϯϵϯϬ ϰϳϳϱ ͲϭϭϯϴϳϬ ϭϮϴϳϭϱ ϯϬϬϬ ϰϮϯϬ ϱϭϰϬ ͲϭϮϵϳϲϬ ϭϰϳϲϴϬ
Ϯϴ ϭϬϭ͘ϱϬ ϮϲϭϬ ϯϭϭϬ ϰϬϭϱ ͲϭϬϳϱϬϱ ϭϭϱϭϵϬ ϮϴϮϬ ϯϯϲϱ ϰϯϰϱ ͲϭϮϰϯϵϬ ϭϯϱϭϬϱ ϯϬϯϱ ϯϲϮϱ ϰϲϳϱ ͲϭϰϭϰϳϬ ϭϱϱϬϭϱ
ϯϮ ϵϮ͘ϱϲ Ϯϲϭϱ ϮϳϭϬ ϯϳϭϱ ͲϭϭϰϱϳϬ ϭϭϲϰϱϱ ϮϴϮϬ ϮϵϯϬ ϰϬϭϱ ͲϭϯϮϮϭϱ ϭϯϲϰϱϬ ϯϬϮϱ ϯϭϱϱ ϰϯϭϬ Ͳϭϰϵϴϲϱ ϭϱϲϰϰϬ
ϯϲ ϴϲ͘Ϭϲ ϮϲϬϬ ϮϯϵϬ ϯϱϰϬ ͲϭϭϵϱϰϬ ϭϭϱϳϳϱ Ϯϳϵϱ ϮϱϴϬ ϯϴϮϬ Ͳϭϯϳϱϯϱ ϭϯϱϯϬϬ ϮϵϵϬ Ϯϳϳϱ ϰϭϬϬ ͲϭϱϱϱϯϬ ϭϱϱϬϱϬ
ϰϬ ϴϭ͘Ϯϱ ϮϱϴϬ ϮϭϮϱ ϯϯϴϬ ͲϭϮϯϱϴϱ ϭϭϱϭϬϱ Ϯϳϲϱ ϮϮϵϱ ϯϲϰϱ Ͳϭϰϭϯϵϱ ϭϯϰϮϱϱ ϮϵϱϬ ϮϰϲϬ ϯϵϬϱ Ͳϭϱϵϰϱϱ ϭϱϯϳϯϱ
ϰϰ ϳϳ͘ϲϴ Ϯϱϲϱ ϭϵϬϱ ϯϮϯϬ ͲϭϮϳϴϰϬ ϭϭϱϳϰϱ ϮϳϰϬ ϮϬϱϬ ϯϰϳϱ ͲϭϰϱϮϱϱ ϭϯϰϲϭϬ Ϯϵϭϱ ϮϮϬϬ ϯϳϭϱ ͲϭϲϮϲϲϱ ϭϱϯϰϳϱ
ϰϴ ϳϱ͘Ϭϰ Ϯϱϲϱ ϭϳϮϬ ϯϬϵϱ ͲϭϯϮϮϲϱ ϭϭϴϱϴϬ ϮϳϮϬ ϭϴϱϬ ϯϯϭϱ ͲϭϰϵϱϬϬ ϭϯϲϴϭϬ Ϯϴϴϱ ϭϵϴϬ ϯϱϯϱ Ͳϭϲϲϳϯϱ ϭϱϱϬϰϱ
ϱϮ ϳϯ͘ϭϮ Ϯϲϭϱ ϭϱϲϱ ϯϬϮϬ ͲϭϯϵϬϳϬ ϭϮϯϴϱϬ Ϯϳϯϱ ϭϲϴϬ ϯϮϮϱ ͲϭϱϲϭϵϬ ϭϰϭϱϮϱ Ϯϴϵϱ ϭϴϬϬ ϯϰϯϬ ͲϭϳϯϰϴϬ ϭϱϵϵϱϱ
ϱϲ ϳϭ͘ϳϱ ϮϲϳϬ ϭϱϬϬ ϮϵϴϬ ͲϭϰϴϮϱϱ ϭϯϭϱϰϬ Ϯϳϳϱ ϭϱϰϬ ϯϭϳϱ ͲϭϲϰϴϵϬ ϭϰϵϵϱϱ ϮϵϯϬ ϭϲϰϱ ϯϯϳϱ Ͳϭϴϭϵϭϱ ϭϲϴϯϲϱ
ϲϬ ϳϬ͘ϴϯ ϮϳϯϬ ϭϱϰϬ ϮϵϲϬ Ͳϭϱϴϲϲϱ ϭϰϬϮϭϱ ϮϴϮϬ ϭϱϰϬ ϯϭϱϬ Ͳϭϳϱϱϭϱ ϭϱϴϳϮϱ Ϯϵϳϱ ϭϱϰϬ ϯϯϰϬ ͲϭϵϮϯϲϬ ϭϳϳϴϳϬ

Table E-13 - 140 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϭϯ
ϮϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϱϬƉƐĨ ϲϬƉƐĨ ϳϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϮϭϬ͘ϭϳ ϯϯϱϱ ϵϲϭϱ ϭϬϭϱϱ ͲϭϯϮϬϭϱ ϭϳϰϮϲϬ ϯϳϳϱ ϭϬϴϯϬ ϭϭϰϰϬ Ͳϭϱϴϵϰϱ ϮϬϴϴϬϱ ϰϭϵϱ ϭϮϬϰϱ ϭϮϳϮϬ ͲϭϴϱϴϴϬ ϮϰϯϯϱϬ
ϭϲ ϭϲϭ͘ϭϯ ϯϯϳϬ ϳϮϰϬ ϳϵϱϬ ͲϭϯϲϲϬϬ ϭϲϵϰϲϬ ϯϳϵϱ ϴϭϱϬ ϴϵϱϬ ͲϭϲϰϬϭϱ ϮϬϯϰϬϬ ϰϮϭϱ ϵϬϲϬ ϵϵϱϬ ͲϭϵϭϰϮϱ Ϯϯϳϯϯϱ
ϮϬ ϭϯϮ͘ϱϬ ϯϯϵϱ ϱϴϬϬ ϲϲϳϱ Ͳϭϰϰϳϯϱ ϭϳϭϴϵϬ ϯϴϭϱ ϲϱϮϱ ϳϱϭϬ ͲϭϳϯϰϲϬ ϮϬϲϲϵϬ ϰϮϰϬ ϳϮϱϱ ϴϯϰϱ ͲϮϬϮϭϴϱ ϮϰϭϰϵϬ
Ϯϰ ϭϭϰ͘Ϭϴ ϯϰϮϬ ϰϴϯϱ ϱϴϳϬ ͲϭϲϭϱϰϬ ϭϴϱϲϬϱ ϯϴϰϱ ϱϰϯϱ ϲϲϬϬ ͲϭϵϯϯϮϬ ϮϮϯϱϯϱ ϰϮϲϱ ϲϬϰϬ ϳϯϯϬ ͲϮϮϱϭϬϬ ϮϲϭϰϲϬ
Ϯϴ ϭϬϭ͘ϱϬ ϯϰϱϱ ϰϭϰϬ ϱϯϯϱ Ͳϭϳϱϳϲϱ ϭϵϰϴϰϬ ϯϴϳϱ ϰϲϱϱ ϱϵϵϬ ͲϮϭϬϬϲϬ Ϯϯϰϲϲϱ ϰϯϬϬ ϱϭϲϱ ϲϲϱϬ ͲϮϰϰϯϱϱ Ϯϳϰϰϵϱ
ϯϮ ϵϮ͘ϱϲ ϯϰϯϱ ϯϱϵϱ ϰϵϬϱ Ͳϭϴϱϭϲϱ ϭϵϲϱϲϱ ϯϴϰϱ ϰϬϰϬ ϱϱϬϱ ͲϮϮϬϵϱϱ ϮϯϳϭϭϬ ϰϮϱϱ ϰϰϴϱ ϲϭϬϬ ͲϮϱϲϳϱϱ Ϯϳϳϲϱϱ
ϯϲ ϴϲ͘Ϭϲ ϯϯϴϬ ϯϭϲϬ ϰϲϲϱ Ͳϭϵϭϱϭϱ ϭϵϱϬϰϬ ϯϳϳϬ ϯϱϰϱ ϱϮϮϱ ͲϮϮϳϱϬϬ ϮϯϱϬϯϬ ϰϭϲϬ ϯϵϯϬ ϱϳϵϬ ͲϮϲϯϰϴϱ ϮϳϱϬϮϬ
ϰϬ ϴϭ͘Ϯϱ ϯϯϮϬ Ϯϳϵϱ ϰϰϯϬ Ͳϭϵϱϱϳϱ ϭϵϮϲϴϱ ϯϲϵϬ ϯϭϯϱ ϰϵϱϱ ͲϮϯϭϳϬϬ ϮϯϭϲϰϬ ϰϬϲϱ ϯϰϳϬ ϱϰϴϬ ͲϮϲϳϴϮϬ ϮϳϬϱϵϬ
ϰϰ ϳϳ͘ϲϴ ϯϮϲϱ Ϯϰϵϱ ϰϮϬϬ ͲϭϵϴϮϮϱ ϭϵϭϮϬϬ ϯϲϭϱ ϮϳϵϬ ϰϲϴϬ ͲϮϯϰϬϵϱ ϮϮϴϵϯϬ ϯϵϲϬ ϯϬϴϱ ϱϭϲϱ ͲϮϲϵϵϲϬ Ϯϲϲϲϱϱ
ϰϴ ϳϱ͘Ϭϰ ϯϮϭϬ ϮϮϰϬ ϯϵϳϱ ͲϮϬϭϮϬϱ ϭϵϭϱϭϬ ϯϱϰϬ ϮϱϬϬ ϰϰϭϱ ͲϮϯϱϵϮϱ ϮϮϳϵϳϱ ϯϴϳϬ ϮϳϲϬ ϰϴϱϱ ͲϮϳϭϯϰϬ ϮϲϱϬϰϱ
Page 1244 ϱϮ ϳϯ͘ϭϮ ϯϮϭϬ ϮϬϯϱ ϯϴϰϱ ͲϮϬϴϬϲϬ ϭϵϳϮϮϱ ϯϱϯϬ ϮϮϲϱ ϰϮϲϬ ͲϮϰϮϲϰϱ Ϯϯϰϰϵϱ ϯϴϰϱ ϮϱϬϬ ϰϲϳϬ ͲϮϳϳϮϮϱ Ϯϳϭϳϲϱ
ϱϲ ϳϭ͘ϳϱ ϯϮϰϬ ϭϴϲϬ ϯϳϳϬ ͲϮϭϲϴϭϱ ϮϬϱϭϴϱ ϯϱϱϬ ϮϬϳϬ ϰϭϲϱ ͲϮϱϭϳϮϬ ϮϰϮϬϭϬ ϯϴϲϱ ϮϮϴϬ ϰϱϲϱ ͲϮϴϲϲϮϬ ϮϳϵϯϰϬ
ϲϬ ϳϬ͘ϴϯ ϯϮϴϬ ϭϳϬϱ ϯϳϮϱ ͲϮϮϲϴϮϱ Ϯϭϲϭϱϱ ϯϱϵϬ ϭϵϬϬ ϰϭϬϱ ͲϮϲϮϭϮϬ ϮϱϰϰϰϬ ϯϴϵϱ ϮϬϵϬ ϰϰϴϱ ͲϮϵϳϰϭϬ ϮϵϮϳϮϱ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϴϬƉƐĨ ϵϬƉƐĨ ϭϬϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϮϭϬ͘ϭϳ ϰϲϮϬ ϭϯϮϲϬ ϭϰϬϬϬ ͲϮϭϮϴϭϬ Ϯϳϳϴϵϱ ϱϬϰϬ ϭϰϰϳϬ ϭϱϮϴϱ ͲϮϯϵϳϰϬ ϯϭϮϰϰϱ ϱϰϲϬ ϭϱϲϴϱ ϭϲϱϲϱ ͲϮϲϲϲϳϬ ϯϰϲϵϵϬ
ϭϲ ϭϲϭ͘ϭϯ ϰϲϯϱ ϵϵϳϬ ϭϬϵϱϬ ͲϮϭϴϴϰϬ ϮϳϭϮϳϱ ϱϬϲϬ ϭϬϴϴϱ ϭϭϵϱϬ ͲϮϰϲϮϱϱ ϯϬϱϮϭϱ ϱϰϴϬ ϭϭϳϵϱ ϭϮϵϱϬ ͲϮϳϯϲϳϬ ϯϯϵϭϱϬ
ϮϬ ϭϯϮ͘ϱϬ ϰϲϲϬ ϳϵϴϬ ϵϭϴϱ ͲϮϯϬϵϬϱ ϮϳϲϮϵϬ ϱϬϴϬ ϴϳϬϱ ϭϬϬϮϬ ͲϮϱϵϲϯϬ ϯϭϭϬϵϬ ϱϱϬϱ ϵϰϯϱ ϭϬϴϱϱ ͲϮϴϴϯϱϱ ϯϰϱϴϵϬ
Ϯϰ ϭϭϰ͘Ϭϴ ϰϲϵϬ ϲϲϰϱ ϴϬϲϬ ͲϮϱϲϴϳϱ Ϯϵϵϯϴϱ ϱϭϭϬ ϳϮϰϱ ϴϳϵϱ ͲϮϴϴϲϱϱ ϯϯϳϯϭϱ ϱϱϯϬ ϳϴϱϬ ϵϱϮϱ ͲϯϮϬϰϯϱ ϯϳϱϮϰϬ
Ϯϴ ϭϬϭ͘ϱϬ ϰϳϮϬ ϱϲϴϬ ϳϯϭϬ ͲϮϳϴϲϱϱ ϯϭϰϯϮϬ ϱϭϰϬ ϲϭϵϱ ϳϵϲϱ ͲϯϭϮϵϱϬ ϯϱϰϭϰϱ ϱϱϲϱ ϲϳϭϬ ϴϲϮϱ ͲϯϰϳϮϰϱ ϯϵϯϵϳϬ
ϯϮ ϵϮ͘ϱϲ ϰϲϲϱ ϰϵϮϱ ϲϲϵϱ ͲϮϵϮϱϱϱ ϯϭϴϮϬϱ ϱϬϳϱ ϱϯϳϬ ϳϮϵϱ ͲϯϮϴϯϱϬ ϯϱϴϳϱϬ ϱϰϴϱ ϱϴϭϱ ϳϴϵϬ ͲϯϲϰϭϱϬ ϯϵϵϮϵϱ
ϯϲ ϴϲ͘Ϭϲ ϰϱϱϱ ϰϯϭϬ ϲϯϱϬ ͲϮϵϵϴϬϱ ϯϭϱϬϬϱ ϰϵϰϱ ϰϲϵϱ ϲϵϭϱ ͲϯϯϲϮϰϬ ϯϱϰϵϵϱ ϱϯϯϱ ϱϬϴϬ ϳϰϳϱ ͲϯϳϮϲϳϬ ϯϵϰϵϴϱ
ϰϬ ϴϭ͘Ϯϱ ϰϰϯϱ ϯϴϬϱ ϲϬϬϱ ͲϯϬϯϵϰϬ ϯϬϵϱϰϱ ϰϴϬϱ ϰϭϰϬ ϲϱϯϬ ͲϯϰϬϬϲϬ ϯϰϴϰϵϱ ϱϭϳϱ ϰϰϴϬ ϳϬϱϱ Ͳϯϳϲϭϴϱ ϯϴϳϰϱϬ
ϰϰ ϳϳ͘ϲϴ ϰϯϭϬ ϯϯϴϬ ϱϲϱϬ ͲϯϬϱϴϮϱ ϯϬϰϯϴϱ ϰϲϲϬ ϯϲϳϱ ϲϭϯϬ ͲϯϰϭϲϵϬ ϯϰϮϭϭϬ ϱϬϭϬ ϯϵϳϬ ϲϲϭϱ Ͳϯϳϳϱϱϱ ϯϳϵϴϯϱ
ϰϴ ϳϱ͘Ϭϰ ϰϭϵϱ ϯϬϮϱ ϱϮϵϬ ͲϯϬϲϳϱϱ ϯϬϮϰϵϱ ϰϱϮϱ ϯϮϴϱ ϱϳϯϬ ͲϯϰϮϭϳϬ ϯϯϵϵϰϱ ϰϴϱϬ ϯϱϰϱ ϲϭϳϬ ͲϯϳϳϱϵϬ ϯϳϳϯϵϱ
ϱϮ ϳϯ͘ϭϮ ϰϭϲϱ Ϯϳϯϱ ϱϬϴϱ ͲϯϭϮϮϴϱ ϯϬϵϬϯϱ ϰϰϴϬ ϮϵϳϬ ϱϱϬϬ Ͳϯϰϳϳϰϱ ϯϰϲϯϬϱ ϰϳϵϱ ϯϮϬϱ ϱϵϭϬ ͲϯϴϯϮϬϱ ϯϴϯϱϳϱ
ϱϲ ϳϭ͘ϳϱ ϰϭϳϱ Ϯϰϵϱ ϰϵϲϬ ͲϯϮϭϱϮϱ ϯϭϳϰϮϬ ϰϰϴϱ ϮϳϬϱ ϱϯϱϱ ͲϯϱϲϰϯϬ ϯϱϱϱϬϱ ϰϳϵϱ ϮϵϮϬ ϱϳϱϬ Ͳϯϵϭϲϴϱ ϯϵϯϱϵϬ
ϲϬ ϳϬ͘ϴϯ ϰϮϬϱ ϮϮϴϱ ϰϴϳϬ ͲϯϯϮϳϬϱ ϯϯϭϬϭϬ ϰϱϭϬ ϮϰϴϬ ϱϮϱϬ Ͳϯϲϳϵϵϱ ϯϲϵϮϵϱ ϰϴϭϱ ϮϲϳϬ ϱϲϯϱ ͲϰϬϯϮϵϬ ϰϬϳϱϴϬ

Table E-14 - 150 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϭϰ
ϮϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱƉƐĨ ϮϬƉƐĨ ϮϱƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϰ ϮϬϳ͘ϴϵ ϮϰϯϬ ϲϰϬϬ ϲϴϮϬ Ͳϰϰϵϱϱ ϲϬϬϵϬ ϮϰϯϬ ϲϰϬϬ ϲϴϮϬ ͲϲϬϱϰϬ ϳϵϳϯϬ Ϯϰϲϱ ϲϰϵϬ ϲϵϮϱ ͲϳϲϭϮϱ ϵϵϯϳϬ
ϭϴ ϭϲϱ͘Ϯϱ ϮϰϱϬ ϰϵϵϱ ϱϱϯϱ ͲϰϳϲϭϬ ϱϳϮϲϱ ϮϰϱϬ ϰϵϵϱ ϱϱϯϱ Ͳϲϯϯϯϱ ϳϲϲϳϬ Ϯϰϴϱ ϱϬϳϬ ϱϲϮϬ ͲϳϵϭϰϬ ϵϲϬϳϱ
ϮϮ ϭϯϴ͘ϴϰ ϮϰϳϬ ϰϬϵϱ ϰϳϱϬ ͲϱϮϯϯϱ ϱϳϵϮϬ ϮϰϳϬ ϰϬϵϱ ϰϳϱϬ ͲϲϴϴϮϬ ϳϴϬϱϬ ϮϱϭϬ ϰϭϱϱ ϰϴϮϱ ͲϴϱϰϳϬ ϵϴϮϴϬ
Ϯϲ ϭϮϭ͘ϭϳ Ϯϰϵϱ ϯϰϳϬ ϰϮϯϱ ͲϱϵϭϬϱ ϲϭϰϴϬ Ϯϰϵϱ ϯϰϳϬ ϰϮϯϱ Ͳϳϳϭϳϱ ϴϯϬϲϱ ϮϱϰϬ ϯϱϮϱ ϰϯϬϱ ͲϵϱϮϰϬ ϭϬϰϲϱϬ
ϯϬ ϭϬϴ͘ϳϱ ϮϱϮϱ ϯϬϭϬ ϯϴϴϱ Ͳϲϱϯϳϱ ϲϯϴϴϬ ϮϱϮϱ ϯϬϭϬ ϯϴϴϱ ͲϴϰϳϳϬ ϴϲϯϳϱ ϮϱϳϬ ϯϬϲϬ ϯϵϱϬ ͲϭϬϰϭϲϱ ϭϬϵϮϮϱ
ϯϰ ϵϵ͘ϳϮ ϮϱϲϬ Ϯϲϱϱ ϯϲϰϬ ͲϳϬϵϰϬ ϲϰϴϴϬ ϮϱϲϬ Ϯϲϱϱ ϯϲϰϬ ͲϵϬϳϯϬ ϴϳϲϲϬ ϮϱϴϬ ϮϲϵϬ ϯϲϴϬ ͲϭϭϬϵϱϱ ϭϭϬϱϴϬ
ϯϴ ϵϯ͘Ϭϭ ϮϲϬϬ Ϯϯϳϱ ϯϰϲϬ ͲϳϱϴϴϬ ϲϱϱϰϱ ϮϲϬϬ Ϯϯϳϱ ϯϰϲϬ ͲϵϱϴϮϱ ϴϳϵϬϱ ϮϲϬϬ ϮϯϵϬ ϯϱϭϬ Ͳϭϭϱϵϳϱ ϭϭϬϮϳϱ
ϰϮ ϴϳ͘ϵϲ ϮϲϰϬ Ϯϭϰϱ ϯϯϯϱ ͲϴϬϱϵϬ ϲϳϬϮϬ ϮϲϰϬ Ϯϭϰϱ ϯϯϯϱ ͲϭϬϬϲϳϬ ϴϴϱϯϱ ϮϲϰϬ Ϯϭϰϱ ϯϯϳϬ ͲϭϮϬϳϱϬ ϭϭϬϬϰϱ
ϰϲ ϴϰ͘ϭϰ Ϯϲϴϱ ϭϵϱϬ ϯϮϰϬ ͲϴϲϭϮϬ ϲϵϳϬϬ Ϯϲϴϱ ϭϵϱϬ ϯϮϰϬ ͲϭϬϱϰϭϬ ϵϬϭϱϱ Ϯϲϴϱ ϭϵϱϬ ϯϮϰϬ ͲϭϮϱϰϯϱ ϭϭϭϬϮϬ
ϱϬ ϴϭ͘Ϯϱ ϮϳϯϬ ϭϳϵϬ ϯϭϳϱ ͲϵϮϮϳϬ ϳϯϳϰϱ ϮϳϯϬ ϭϳϵϬ ϯϭϳϱ Ͳϭϭϭϭϱϱ ϵϯϯϮϬ ϮϳϯϬ ϭϳϵϬ ϯϭϳϱ ͲϭϯϬϰϭϬ ϭϭϰϭϳϱ
Page 1245 ϱϰ ϳϵ͘Ϭϴ ϮϳϴϬ 1645 ϯϭϯϬ ͲϵϵϯϮϬ ϴϭϰϳϬ ϮϳϴϬ ϭϲϰϱ ϯϭϯϬ ͲϭϭϴϭϮϬ ϵϴϲϵϱ ϮϳϴϬ ϭϲϰϱ ϯϭϯϬ ͲϭϯϲϵϮϬ ϭϭϴϲϮϬ
ϱϴ ϳϳ͘ϰϵ Ϯϴϯϱ ϭϱϴϱ ϯϭϬϬ ͲϭϭϬϰϱϬ ϵϳϮϴϬ Ϯϴϯϱ ϭϱϴϱ ϯϭϬϬ ͲϭϮϳϮϲϬ ϭϬϱϰϯϱ Ϯϴϯϱ ϭϱϴϱ ϯϭϬϬ ͲϭϰϲϮϴϱ ϭϮϲϮϬϱ
ϲϬ ϳϲ͘ϴϴ ϮϴϲϬ ϭϲϬϱ ϯϬϵϬ ͲϭϭϴϵϳϬ ϭϬϲϭϬϱ ϮϴϲϬ ϭϲϬϱ ϯϬϵϬ ͲϭϯϮϬϮϱ ϭϬϵϳϳϱ ϮϴϲϬ ϭϲϬϱ ϯϬϵϬ ͲϭϱϭϭϮϱ ϭϮϵϴϮϬ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϯϬƉƐĨ ϯϱƉƐĨ ϰϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϰ ϮϬϳ͘ϴϵ Ϯϲϵϱ ϳϬϵϬ ϳϱϲϬ ͲϵϭϳϭϬ ϭϭϵϬϭϬ ϮϵϮϬ ϳϲϵϬ ϴϮϬϬ ͲϭϬϳϮϵϱ ϭϯϴϲϱϱ ϯϭϰϱ ϴϮϴϱ ϴϴϯϱ ͲϭϮϮϴϴϬ ϭϱϴϮϵϱ
ϭϴ ϭϲϱ͘Ϯϱ ϮϳϭϬ ϱϱϯϱ ϲϭϯϬ Ͳϵϰϵϰϱ ϭϭϱϰϴϱ ϮϵϰϬ ϲϬϬϬ ϲϲϰϱ ͲϭϭϬϳϱϱ ϭϯϰϴϵϬ ϯϭϲϱ ϲϰϲϱ ϳϭϲϬ ͲϭϮϲϱϲϬ ϭϱϰϮϵϱ
ϮϮ ϭϯϴ͘ϴϰ Ϯϳϯϱ ϰϱϯϱ ϱϮϲϬ ͲϭϬϮϮϮϱ ϭϭϴϱϭϬ ϮϵϲϬ ϰϵϭϱ ϱϳϬϬ ͲϭϭϴϵϴϬ ϭϯϴϳϰϬ ϯϭϵϬ ϱϮϵϱ ϲϭϰϬ Ͳϭϯϱϳϯϱ ϭϱϴϵϳϱ
Ϯϲ ϭϮϭ͘ϭϳ Ϯϳϲϱ ϯϴϰϱ ϰϲϵϱ ͲϭϭϯϰϯϬ ϭϮϲϮϯϱ ϮϵϵϬ ϰϭϲϱ ϱϬϴϬ ͲϭϯϭϳϵϬ ϭϰϴϬϲϬ ϯϮϭϱ ϰϰϴϱ ϱϰϳϬ ͲϭϱϬϭϱϬ ϭϲϵϵϭϬ
ϯϬ ϭϬϴ͘ϳϱ ϮϴϬϬ ϯϯϯϱ ϰϯϬϱ ͲϭϮϯϱϲϬ ϭϯϮϬϳϬ ϯϬϮϱ ϯϲϭϬ ϰϲϱϱ ͲϭϰϮϵϱϱ ϭϱϰϵϮϬ ϯϮϱϬ ϯϴϴϱ ϱϬϭϬ ͲϭϲϮϱϴϱ ϭϳϳϳϳϬ
ϯϰ ϵϵ͘ϳϮ ϮϴϬϬ ϮϵϯϬ ϰϬϬϬ ͲϭϯϭϭϴϬ ϭϯϯϰϵϱ ϯϬϮϬ ϯϭϳϬ ϰϯϮϬ ͲϭϱϭϰϭϬ ϭϱϲϰϭϱ ϯϮϰϬ ϯϰϭϬ ϰϲϰϱ Ͳϭϳϭϲϯϱ ϭϳϵϯϯϬ
ϯϴ ϵϯ͘Ϭϭ Ϯϳϴϱ ϮϲϬϬ ϯϴϭϱ Ͳϭϯϲϱϵϱ ϭϯϮϲϱϬ Ϯϵϵϱ ϮϴϭϬ ϰϭϭϱ ͲϭϱϳϮϭϱ ϭϱϱϮϵϱ ϯϮϬϱ ϯϬϮϬ ϰϰϮϬ Ͳϭϳϳϴϯϱ ϭϳϴϮϲϬ
ϰϮ ϴϳ͘ϵϲ ϮϳϳϬ ϮϯϯϬ ϯϲϱϱ ͲϭϰϬϴϯϬ ϭϯϭϵϳϱ ϮϵϳϬ Ϯϱϭϱ ϯϵϰϬ ͲϭϲϭϰϵϬ ϭϱϰϯϱϬ ϯϭϳϬ ϮϳϬϬ ϰϮϮϱ ͲϭϴϮϮϮϬ ϭϳϲϳϮϱ
ϰϲ ϴϰ͘ϭϰ Ϯϳϱϱ ϮϭϬϬ ϯϱϬϱ ͲϭϰϱϰϲϬ ϭϯϮϲϲϱ Ϯϵϰϱ ϮϮϲϱ ϯϳϳϬ ͲϭϲϱϰϵϬ ϭϱϰϯϭϬ ϯϭϯϱ ϮϰϮϱ ϰϬϯϱ Ͳϭϴϱϱϰϱ ϭϳϱϵϱϱ
ϱϬ ϴϭ͘Ϯϱ ϮϳϰϬ ϭϵϬϱ ϯϯϲϱ ͲϭϱϬϯϬϬ ϭϯϱϬϯϬ ϮϵϮϬ ϮϬϱϬ ϯϲϭϬ ͲϭϳϬϭϵϬ ϭϱϱϴϴϱ ϯϭϬϬ Ϯϭϵϱ ϯϴϱϬ ͲϭϵϬϬϴϬ ϭϳϲϳϰϬ
ϱϰ ϳϵ͘Ϭϴ ϮϳϴϬ ϭϳϰϬ ϯϮϱϱ ͲϭϱϱϵϴϬ ϭϯϴϲϭϱ ϮϵϮϬ ϭϴϳϬ ϯϰϴϬ ͲϭϳϱϳϱϬ ϭϱϵϳϴϬ ϯϬϵϬ ϮϬϬϬ ϯϳϬϱ Ͳϭϵϱϱϭϱ ϭϴϬϵϰϬ
ϱϴ ϳϳ͘ϰϵ Ϯϴϯϱ ϭϲϬϬ ϯϮϭϬ Ͳϭϲϱϯϭϱ ϭϰϲϵϳϱ Ϯϵϱϱ ϭϳϮϬ ϯϰϮϱ Ͳϭϴϰϰϲϱ ϭϲϳϳϱϬ ϯϭϮϬ ϭϴϯϱ ϯϲϰϱ ͲϮϬϰϰϰϬ ϭϴϴϱϮϬ
ϲϬ ϳϲ͘ϴϴ ϮϴϲϬ ϭϲϬϱ ϯϭϵϬ ͲϭϳϬϮϮϱ ϭϱϬϵϱϱ ϮϵϳϬ ϭϲϱϬ ϯϰϬϱ ͲϭϴϵϯϮϬ ϭϳϮϬϴϱ ϯϭϰϬ ϭϳϲϱ ϯϲϭϱ ͲϮϬϴϴϲϱ ϭϵϯϮϭϱ

Table E-14 - 150 ft Span, Variable Snow Load.
EŽƚĞƐ͗ ^ŶŽǁ>ŽĂĚ tŝŶĚ>ŽĂĚ ϭϰ
ϮϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ Ğ сϬ͘ϵ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ ƚ сϭ͘Ϯ <Ě сϬ͘ϴϱ
ϭϮϬŵƉŚtŝŶĚŽŶĞ /Ɛ сϭ͘ϭϬ

'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϱϬƉƐĨ ϲϬƉƐĨ ϳϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϰ ϮϬϳ͘ϴϵ ϯϱϵϱ ϵϰϴϱ ϭϬϭϭϬ ͲϭϱϰϬϱϱ ϭϵϳϱϳϱ ϰϬϱϬ ϭϬϲϴϬ ϭϭϯϴϱ ͲϭϴϱϮϮϱ Ϯϯϲϴϱϱ ϰϱϬϬ ϭϭϴϳϱ ϭϮϲϲϬ ͲϮϭϲϯϵϱ ϮϳϲϮϮϱ
ϭϴ ϭϲϱ͘Ϯϱ ϯϲϭϱ ϳϯϵϱ ϴϭϵϬ ͲϭϱϴϭϳϬ ϭϵϯϭϭϬ ϰϬϳϬ ϴϯϮϱ ϵϮϮϬ ͲϭϴϵϳϴϬ ϮϯϭϵϮϬ ϰϱϮϬ ϵϮϱϱ ϭϬϮϱϬ ͲϮϮϭϯϵϱ ϮϳϬϳϯϱ
ϮϮ ϭϯϴ͘ϴϰ ϯϲϰϬ ϲϬϱϱ ϳϬϭϱ ͲϭϲϵϮϰϱ ϭϵϵϰϯϱ ϰϬϵϬ ϲϴϭϱ ϳϴϵϱ ͲϮϬϮϳϱϱ Ϯϯϵϴϵϱ ϰϱϰϱ ϳϱϳϬ ϴϳϳϱ ͲϮϯϲϮϲϱ ϮϴϬϯϱϱ
Ϯϲ ϭϮϭ͘ϭϳ ϯϲϳϬ ϱϭϮϬ ϲϮϰϱ Ͳϭϴϲϴϲϱ Ϯϭϯϲϭϱ ϰϭϮϬ ϱϳϲϬ ϳϬϮϱ ͲϮϮϯϱϴϬ Ϯϱϳϯϭϱ ϰϱϳϱ ϲϰϬϬ ϳϴϬϬ ͲϮϲϬϯϬϬ ϯϬϭϬϮϬ
ϯϬ ϭϬϴ͘ϳϱ ϯϳϬϬ ϰϰϯϱ ϱϳϭϱ ͲϮϬϭϵϴϬ ϮϮϯϰϲϱ ϰϭϱϱ ϰϵϴϱ ϲϰϮϬ ͲϮϰϭϯϳϬ ϮϲϵϭϲϬ ϰϲϬϱ ϱϱϯϱ ϳϭϮϱ ͲϮϴϬϳϲϬ ϯϭϰϴϲϬ
ϯϰ ϵϵ͘ϳϮ ϯϲϴϬ ϯϴϵϬ ϱϮϴϱ ͲϮϭϮϭϲϬ ϮϮϱϲϱϱ ϰϭϮϬ ϰϯϳϬ ϱϵϯϬ ͲϮϱϯϭϵϱ ϮϳϮϭϵϬ ϰϱϲϬ ϰϴϱϬ ϲϱϳϱ ͲϮϵϰϮϮϱ ϯϭϴϳϮϬ
ϯϴ ϵϯ͘Ϭϭ ϯϲϯϬ ϯϰϰϬ ϱϬϯϬ ͲϮϭϵϬϳϱ ϮϮϰϭϵϱ ϰϬϱϬ ϯϴϲϬ ϱϲϯϱ ͲϮϲϬϯϭϱ ϮϳϬϭϮϱ ϰϰϳϱ ϰϮϴϬ ϲϮϰϬ ͲϯϬϭϲϮϬ ϯϭϲϬϲϬ
ϰϮ ϴϳ͘ϵϲ ϯϱϳϬ ϯϬϳϬ ϰϳϵϱ ͲϮϮϯϲϳϬ ϮϮϭϰϳϱ ϯϵϳϬ ϯϰϰϬ ϱϯϲϱ ͲϮϲϱϭϮϱ ϮϲϲϮϯϬ ϰϯϳϱ ϯϴϭϬ ϱϵϯϱ ͲϯϬϲϱϴϬ ϯϭϬϵϴϬ
ϰϲ ϴϰ͘ϭϰ ϯϱϭϱ Ϯϳϱϱ ϰϱϲϱ ͲϮϮϲϴϭϱ ϮϭϵϮϰϱ ϯϴϵϱ ϯϬϴϬ ϱϬϵϱ ͲϮϲϴϬϴϱ ϮϲϮϱϯϬ ϰϮϳϱ ϯϰϭϬ ϱϲϮϬ ͲϯϬϵϯϱϱ ϯϬϱϴϮϬ
ϱϬ ϴϭ͘Ϯϱ ϯϰϲϬ Ϯϰϴϱ ϰϯϰϬ ͲϮϮϵϴϲϬ ϮϭϵϭϳϬ ϯϴϮϬ ϮϳϴϬ ϰϴϮϱ ͲϮϳϬϱϱϬ ϮϲϮϯϳϱ ϰϭϴϬ ϯϬϳϬ ϱϯϭϱ Ͳϯϭϭϰϱϱ ϯϬϱϱϴϬ
Page 1246 ϱϰ ϳϵ͘Ϭϴ ϯϰϯϬ ϮϮϲϬ ϰϭϱϱ ͲϮϯϱϬϱϬ ϮϮϯϮϲϱ ϯϳϳϱ ϮϱϮϬ ϰϲϭϬ ͲϮϳϰϱϴϱ ϮϲϱϱϵϬ ϰϭϮϬ Ϯϳϴϱ ϱϬϲϬ Ͳϯϭϰϯϴϱ ϯϬϳϵϭϱ
ϱϴ ϳϳ͘ϰϵ ϯϰϱϱ ϮϬϳϱ ϰϬϳϱ ͲϮϰϰϯϵϬ ϮϯϬϰϭϬ ϯϳϵϱ Ϯϯϭϱ ϰϱϭϬ ͲϮϴϰϯϰϱ Ϯϳϯϳϳϱ ϰϭϯϬ ϮϱϱϬ ϰϵϰϱ ͲϯϮϰϯϬϬ ϯϭϳϭϰϬ
ϲϬ ϳϲ͘ϴϴ ϯϰϳϬ ϭϵϵϬ ϰϬϰϬ ͲϮϰϴϵϯϱ ϮϯϱϰϴϬ ϯϴϬϱ ϮϮϮϬ ϰϰϲϱ ͲϮϴϵϬϭϬ Ϯϳϳϳϰϱ ϰϭϰϬ Ϯϰϰϱ ϰϴϵϬ ͲϯϮϵϬϴϬ ϯϮϬϱϵϱ
'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ΀ƉŐ΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϴϬƉƐĨ ϵϬƉƐĨ ϭϬϬƉƐĨ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϰ ϮϬϳ͘ϴϵ ϰϵϱϱ ϭϯϬϳϱ ϭϯϵϯϱ ͲϮϰϳϱϲϱ ϯϭϱϲϬϱ ϱϰϬϱ ϭϰϮϳϬ ϭϱϮϭϬ ͲϮϳϴϳϰϬ ϯϱϰϵϴϱ ϱϴϱϱ ϭϱϰϲϱ ϭϲϰϴϱ ͲϯϬϵϵϭϬ ϯϵϰϯϳϬ
ϭϴ ϭϲϱ͘Ϯϱ ϰϵϳϬ ϭϬϭϴϱ ϭϭϮϴϬ ͲϮϱϯϬϬϱ ϯϬϵϱϱϬ ϱϰϮϱ ϭϭϭϭϱ ϭϮϯϭϬ ͲϮϴϰϲϭϱ ϯϰϴϯϲϬ ϱϴϳϱ ϭϮϬϰϱ ϭϯϯϰϬ ͲϯϭϲϮϯϬ ϯϴϳϭϳϱ
ϮϮ ϭϯϴ͘ϴϰ ϰϵϵϱ ϴϯϯϬ ϵϲϱϬ ͲϮϲϵϳϳϱ ϯϮϬϴϭϱ ϱϰϱϬ ϵϬϵϬ ϭϬϱϯϬ ͲϯϬϯϮϴϱ ϯϲϭϮϳϱ ϱϵϬϬ ϵϴϱϬ ϭϭϰϬϱ Ͳϯϯϲϳϵϱ ϰϬϭϳϯϱ
Ϯϲ ϭϮϭ͘ϭϳ ϱϬϮϱ ϳϬϰϬ ϴϱϳϱ ͲϮϵϳϬϭϱ ϯϰϰϳϮϬ ϱϰϳϱ ϳϲϴϬ ϵϯϱϬ ͲϯϯϯϳϯϬ ϯϴϴϰϮϬ ϱϵϯϬ ϴϯϮϬ ϭϬϭϯϬ ͲϯϳϬϰϱϬ ϰϯϮϭϮϱ
ϯϬ ϭϬϴ͘ϳϱ ϱϬϱϱ ϲϬϵϬ ϳϴϯϬ ͲϯϮϬϭϱϬ ϯϲϬϱϱϱ ϱϱϭϬ ϲϲϰϬ ϴϱϯϱ ͲϯϱϵϱϰϬ ϰϬϲϮϱϬ ϱϵϲϬ ϳϭϵϬ ϵϮϰϬ ͲϯϵϴϵϯϬ ϰϱϭϵϱϬ
ϯϰ ϵϵ͘ϳϮ ϱϬϬϬ ϱϯϯϬ ϳϮϭϱ ͲϯϯϱϮϱϱ ϯϲϱϮϱϱ ϱϰϰϱ ϱϴϭϬ ϳϴϲϬ ͲϯϳϲϮϴϱ ϰϭϭϳϴϱ ϱϴϴϱ ϲϮϵϬ ϴϱϬϱ Ͳϰϭϳϯϭϱ ϰϱϴϯϭϱ
ϯϴ ϵϯ͘Ϭϭ ϰϴϵϱ ϰϳϬϬ ϲϴϱϬ Ͳϯϰϯϯϴϱ ϯϲϭϵϵϬ ϱϯϭϱ ϱϭϮϬ ϳϰϱϱ Ͳϯϴϱϭϰϱ ϰϬϳϵϮϱ ϱϳϰϬ ϱϱϰϬ ϴϬϲϱ ͲϰϮϲϵϬϱ ϰϱϯϴϱϱ
ϰϮ ϴϳ͘ϵϲ ϰϳϳϱ ϰϭϴϬ ϲϱϬϱ ͲϯϰϴϬϯϬ ϯϱϱϳϯϬ ϱϭϳϱ ϰϱϱϬ ϳϬϴϬ Ͳϯϴϵϰϴϱ ϰϬϬϰϴϬ ϱϱϴϬ ϰϵϭϱ ϳϲϱϬ ͲϰϯϬϵϰϬ ϰϰϱϮϯϬ
ϰϲ ϴϰ͘ϭϰ ϰϲϱϱ ϯϳϯϱ ϲϭϱϬ ͲϯϱϬϲϮϱ ϯϰϵϯϭϬ ϱϬϯϱ ϰϬϲϱ ϲϲϴϬ Ͳϯϵϭϴϵϱ ϯϵϯϯϱϱ ϱϰϭϱ ϰϯϵϬ ϳϮϭϬ Ͳϰϯϯϭϲϱ ϰϯϳϰϬϱ
ϱϬ ϴϭ͘Ϯϱ ϰϱϯϱ ϯϯϲϬ ϱϴϬϬ ͲϯϱϮϯϲϱ ϯϰϴϳϴϱ ϰϴϵϱ ϯϲϱϱ ϲϮϵϬ ͲϯϵϯϮϳϬ ϯϵϭϵϵϬ ϱϮϱϱ ϯϵϰϱ ϲϳϳϱ Ͳϰϯϰϭϳϱ ϰϯϱϭϵϱ
ϱϰ ϳϵ͘Ϭϴ ϰϰϲϬ ϯϬϰϱ ϱϱϭϬ Ͳϯϱϰϵϱϱ ϯϱϬϮϰϬ ϰϴϬϱ ϯϯϬϱ ϱϵϲϬ ͲϯϵϱϱϮϱ ϯϵϮϱϲϱ ϱϭϰϱ ϯϱϳϬ ϲϰϭϱ ͲϰϯϲϬϵϬ ϰϯϰϴϵϬ
ϱϴ ϳϳ͘ϰϵ ϰϰϲϱ ϮϳϵϬ ϱϯϳϱ ͲϯϲϰϮϱϬ ϯϲϬϱϭϬ ϰϴϬϬ ϯϬϮϱ ϱϴϭϬ ͲϰϬϰϲϵϱ ϰϬϯϴϳϱ ϱϭϰϬ ϯϮϲϱ ϲϮϰϱ ͲϰϰϱϲϮϬ ϰϰϳϮϰϬ
ϲϬ ϳϲ͘ϴϴ ϰϰϳϬ ϮϲϳϬ ϱϯϭϱ ͲϯϲϵϭϱϬ ϯϲϰϯϬϱ ϰϴϬϱ ϮϵϬϬ ϱϳϰϬ ͲϰϬϵϮϮϬ ϰϬϴϬϮϬ ϱϭϰϬ ϯϭϮϱ ϲϭϲϬ ͲϰϰϵϳϬϱ ϰϱϭϳϯϬ

Table E-15 - 20 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϭ
ϭϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϬϱŵƉŚ ϭϭϬŵƉŚ ϭϭϱŵƉŚ
Ͳ н Ͳ н Ͳ н
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă D D ZǇ Zǆ &Ă D D ZǇ Zǆ &Ă D D
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
Ϯ Ϯϲ͘ϬϬ Ϯϰϱ ϰϱϬ ϱϭϬ ͲϮϱϱ ϯϲϲϱ Ϯϰϱ ϰϱϬ ϱϭϬ ͲϯϮϱ ϯϲϲϱ Ϯϰϱ ϰϱϬ ϱϭϬ ͲϰϬϱ ϯϲϲϱ
ϯ ϭϴ͘ϭϳ Ϯϰϱ ϯϱϬ ϰϮϱ ͲϮϬϬ ϮϬϮϱ Ϯϰϱ ϯϱϬ ϰϮϱ ͲϮϰϱ ϮϬϮϱ Ϯϰϱ ϯϱϬ ϰϮϱ ͲϮϴϱ ϮϬϮϱ
ϰ ϭϰ͘ϱϬ ϮϱϬ ϮϴϬ ϯϳϬ ͲϮϭϱ ϭϰϭϬ ϮϱϬ ϮϴϬ ϯϳϬ ͲϮϱϱ ϭϰϭϬ ϮϱϬ ϮϴϬ ϯϳϬ ͲϮϵϱ ϭϰϭϬ
ϱ ϭϮ͘ϱϬ Ϯϱϱ ϮϯϬ ϯϯϱ Ͳϯϯϱ ϭϮϭϬ Ϯϱϱ ϮϯϬ ϯϯϱ Ͳϯϯϱ ϭϮϭϬ Ϯϱϱ ϮϯϬ ϯϯϱ Ͳϯϱϱ ϭϮϭϬ
ϲ ϭϭ͘ϯϯ ϮϲϬ ϭϵϬ ϯϭϱ ͲϲϴϬ ϭϮϮϬ ϮϲϬ ϭϵϬ ϯϭϱ ͲϲϴϬ ϭϮϮϬ ϮϲϬ ϭϵϬ ϯϭϱ ͲϲϴϬ ϭϮϮϬ
ϳ ϭϬ͘ϲϰ Ϯϲϱ ϭϲϱ ϯϬϱ ͲϭϬϳϬ ϭϯϲϬ Ϯϲϱ ϭϲϱ ϯϬϱ ͲϭϬϳϬ ϭϯϲϬ Ϯϲϱ ϭϲϱ ϯϬϱ ͲϭϬϳϬ ϭϯϲϬ
ϴ ϭϬ͘Ϯϱ Ϯϳϱ ϭϱϬ Ϯϵϱ ͲϭϱϬϬ ϭϱϵϱ Ϯϳϱ ϭϱϬ Ϯϵϱ ͲϭϱϬϬ ϭϱϵϱ Ϯϳϱ ϭϰϱ Ϯϵϱ ͲϭϱϬϬ ϭϱϵϱ
ϵ ϭϬ͘Ϭϲ ϮϴϬ ϭϲϬ ϮϵϬ Ͳϭϵϴϱ ϭϵϭϱ ϮϴϬ ϭϱϱ ϮϵϬ Ͳϭϵϴϱ ϭϵϭϱ ϮϴϬ ϭϱϬ ϮϵϬ Ͳϭϵϴϱ ϭϵϭϱ
ϭϬ ϭϬ͘ϬϬ ϮϵϬ ϭϳϬ ϮϵϬ ͲϮϱϮϱ ϮϯϭϬ ϮϵϬ ϭϲϱ ϮϵϬ ͲϮϱϮϱ ϮϯϭϬ ϮϵϬ ϭϲϱ ϮϵϬ ͲϮϱϮϱ ϮϰϲϬ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
Page 1247 ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϮϬŵƉŚ ϭϯϬŵƉŚ ϭϰϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
Ϯ Ϯϲ͘ϬϬ Ϯϰϱ ϰϱϬ ϱϭϬ Ͳϰϴϱ ϯϲϲϱ Ϯϰϱ ϰϱϬ ϱϭϬ ͲϲϲϬ ϯϲϲϱ Ϯϰϱ ϰϱϬ ϱϭϬ Ͳϴϱϱ ϯϲϲϱ
ϯ ϭϴ͘ϭϳ Ϯϰϱ ϯϱϬ ϰϮϱ Ͳϯϯϱ ϮϬϮϱ Ϯϰϱ ϯϱϬ ϰϮϱ Ͳϰϯϱ ϮϬϮϱ Ϯϰϱ ϯϱϬ ϰϮϱ ͲϱϱϬ ϮϬϮϱ
ϰ ϭϰ͘ϱϬ ϮϱϬ ϮϴϬ ϯϳϬ Ͳϯϯϱ ϭϰϭϬ ϮϱϬ ϮϴϬ ϯϳϬ ͲϰϮϱ ϭϰϭϬ ϮϱϬ ϮϴϬ ϯϳϬ ͲϱϮϱ ϭϰϭϬ
ϱ ϭϮ͘ϱϬ Ϯϱϱ ϮϯϬ ϯϯϱ ͲϰϬϬ ϭϮϭϬ Ϯϱϱ ϮϯϬ ϯϯϱ Ͳϰϵϱ ϭϮϭϬ Ϯϱϱ ϮϯϬ ϯϯϱ Ͳϱϵϱ ϭϮϭϬ
ϲ ϭϭ͘ϯϯ ϮϲϬ ϭϵϬ ϯϭϱ ͲϲϴϬ ϭϮϮϬ ϮϲϬ ϭϵϬ ϯϭϱ ͲϲϴϬ ϭϮϮϬ ϮϲϬ ϭϵϬ ϯϭϱ ͲϲϴϬ ϭϮϮϬ
ϳ ϭϬ͘ϲϰ Ϯϲϱ ϭϲϱ ϯϬϱ ͲϭϬϳϬ ϭϯϲϬ Ϯϲϱ ϭϲϱ ϯϬϱ ͲϭϬϳϬ ϭϯϲϬ Ϯϲϱ ϭϲϱ ϯϬϱ ͲϭϬϳϬ ϭϰϰϱ
ϴ ϭϬ͘Ϯϱ Ϯϳϱ ϭϰϱ Ϯϵϱ ͲϭϱϬϬ ϭϱϵϱ Ϯϳϱ ϭϰϬ Ϯϵϱ ͲϭϱϬϬ ϭϳϲϬ Ϯϳϱ ϭϰϬ Ϯϵϱ ͲϭϱϬϬ ϮϬϲϱ
ϵ ϭϬ͘Ϭϲ ϮϴϬ ϭϱϬ ϮϵϬ Ͳϭϵϴϱ ϭϵϳϱ ϮϴϬ ϭϰϬ ϮϵϬ Ͳϭϵϴϱ Ϯϯϱϱ ϮϴϬ ϭϯϱ ϮϵϬ Ͳϭϵϴϱ ϮϳϳϬ
ϭϬ ϭϬ͘ϬϬ ϮϵϬ ϭϲϬ ϮϵϬ ͲϮϱϮϱ ϮϳϬϬ ϮϵϬ ϭϱϱ ϮϵϬ ͲϮϱϮϱ ϯϮϭϬ ϮϵϬ ϭϱϬ ϮϵϬ ͲϮϱϳϬ ϯϳϲϱ

Table E-15 - 20 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϭ
ϭϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱϬŵƉŚ ϭϲϬŵƉŚ ϭϳϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
Ϯ Ϯϲ͘ϬϬ Ϯϰϱ ϰϱϬ ϱϭϬ ͲϭϬϲϬ ϯϲϲϱ Ϯϰϱ ϰϱϬ ϱϭϬ ͲϭϮϴϱ ϯϲϲϱ Ϯϰϱ ϰϱϬ ϱϭϬ ͲϭϱϮϬ ϯϲϲϱ
ϯ ϭϴ͘ϭϳ Ϯϰϱ ϯϱϬ ϰϮϱ ͲϲϳϬ ϮϬϮϱ Ϯϰϱ ϯϱϬ ϰϮϱ ͲϴϬϬ ϮϬϮϱ Ϯϰϱ ϯϱϬ ϰϮϱ ͲϵϰϬ ϮϬϮϱ
ϰ ϭϰ͘ϱϬ ϮϱϬ ϮϴϬ ϯϳϬ Ͳϲϯϱ ϭϰϭϬ ϮϱϬ ϮϴϬ ϯϳϬ ͲϳϱϬ ϭϰϭϬ ϮϱϬ ϮϴϬ ϯϳϬ ͲϴϳϬ ϭϰϭϬ
ϱ ϭϮ͘ϱϬ Ϯϱϱ ϮϯϬ ϯϯϱ ͲϳϬϱ ϭϮϭϬ Ϯϱϱ ϮϯϬ ϯϯϱ ͲϴϮϬ ϭϮϭϬ Ϯϱϱ ϮϯϬ ϯϯϱ Ͳϵϰϱ ϭϮϭϬ
ϲ ϭϭ͘ϯϯ ϮϲϬ ϭϵϬ ϯϭϱ ͲϴϬϬ ϭϮϮϬ ϮϲϬ ϭϵϬ ϯϭϱ ͲϵϮϱ ϭϯϲϱ ϮϲϬ ϭϵϬ ϯϭϱ ͲϭϬϲϬ ϭϱϱϬ
ϳ ϭϬ͘ϲϰ Ϯϲϱ ϭϲϱ ϯϬϱ ͲϭϬϳϬ ϭϲϳϱ Ϯϲϱ ϭϲϱ ϯϬϱ ͲϭϭϴϬ ϭϵϭϱ Ϯϲϱ ϭϲϱ ϯϬϱ ͲϭϯϱϬ Ϯϭϳϱ
ϴ ϭϬ͘Ϯϱ Ϯϳϱ ϭϰϬ Ϯϵϱ ͲϭϱϬϬ Ϯϯϵϱ Ϯϳϱ ϭϰϬ Ϯϵϱ ͲϭϲϱϬ Ϯϳϰϱ Ϯϳϱ ϭϰϬ Ϯϵϱ ͲϭϴϴϬ ϯϭϮϬ
ϵ ϭϬ͘Ϭϲ ϮϴϬ ϭϮϱ ϮϵϬ Ͳϭϵϴϱ ϯϮϭϬ ϮϴϬ ϭϮϱ ϮϵϬ ͲϮϭϴϬ ϯϲϴϱ ϮϴϬ ϭϮϱ ϮϵϬ ͲϮϰϳϱ ϰϭϵϬ
ϭϬ ϭϬ͘ϬϬ ϮϵϬ ϭϰϱ ϮϵϬ ͲϮϳϮϱ ϰϯϱϱ ϮϵϬ ϭϯϱ ϮϵϬ ͲϯϬϱϱ ϰϵϵϱ ϮϵϬ ϭϯϱ ϮϵϬ Ͳϯϰϲϱ ϱϲϳϱ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
Page 1248 ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϴϬŵƉŚ ϭϵϬŵƉŚ ϮϬϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
Ϯ Ϯϲ͘ϬϬ Ϯϰϱ ϰϱϬ ϱϭϬ ͲϭϳϳϬ ϯϲϲϱ Ϯϰϱ ϰϱϬ ϱϭϬ ͲϮϬϯϱ ϯϲϲϱ Ϯϰϱ ϰϱϬ ϱϭϬ ͲϮϯϭϱ ϯϲϲϱ
ϯ ϭϴ͘ϭϳ Ϯϰϱ ϯϱϬ ϰϮϱ ͲϭϬϵϬ ϮϬϮϱ Ϯϰϱ ϯϱϬ ϰϮϱ ͲϭϮϰϱ ϮϬϮϱ Ϯϰϱ ϯϱϬ ϰϮϱ ͲϭϰϭϬ ϮϬϮϱ
ϰ ϭϰ͘ϱϬ ϮϱϬ ϮϴϬ ϯϳϬ ͲϭϬϬϬ ϭϰϭϬ ϮϱϬ ϮϴϬ ϯϳϬ Ͳϭϭϯϱ ϭϰϭϬ ϮϱϬ ϮϴϬ ϯϳϬ ͲϭϮϴϬ ϭϰϭϬ
ϱ ϭϮ͘ϱϬ Ϯϱϱ ϮϯϬ ϯϯϱ ͲϭϬϴϬ ϭϯϰϬ Ϯϱϱ ϮϯϬ ϯϯϱ ͲϭϮϮϬ ϭϰϵϱ Ϯϱϱ ϮϯϬ ϯϯϱ ͲϭϯϳϬ ϭϲϱϱ
ϲ ϭϭ͘ϯϯ ϮϲϬ ϭϵϬ ϯϭϱ ͲϭϮϬϱ ϭϳϰϱ ϮϲϬ ϭϵϬ ϯϭϱ ͲϭϯϲϬ ϭϵϱϬ ϮϲϬ ϭϵϬ ϯϭϱ ͲϭϱϮϬ Ϯϭϲϱ
ϳ ϭϬ͘ϲϰ Ϯϲϱ ϭϲϱ ϯϬϱ ͲϭϱϮϱ Ϯϰϱϱ Ϯϲϱ ϭϲϱ ϯϬϱ Ͳϭϳϭϱ ϮϳϱϬ Ϯϲϱ ϭϲϱ ϯϬϱ Ͳϭϵϭϱ ϯϬϲϬ
ϴ ϭϬ͘Ϯϱ Ϯϳϱ ϭϰϬ Ϯϵϱ ͲϮϭϮϱ ϯϱϭϱ Ϯϳϱ ϭϰϬ Ϯϵϱ ͲϮϯϴϱ ϯϵϯϱ Ϯϳϱ ϭϰϱ Ϯϵϱ ͲϮϲϱϱ ϰϯϴϬ
ϵ ϭϬ͘Ϭϲ ϮϴϬ ϭϯϱ ϮϵϬ ͲϮϳϵϬ ϰϳϮϱ ϮϴϬ ϭϱϬ ϮϵϬ ͲϯϭϮϬ ϱϮϵϬ ϮϴϬ ϭϳϬ ϮϵϬ Ͳϯϰϲϱ ϱϴϴϱ
ϭϬ ϭϬ͘ϬϬ ϮϵϬ ϭϱϱ ϮϵϬ ͲϯϵϬϬ ϲϰϬϬ ϮϵϬ ϭϳϱ ϮϵϬ Ͳϰϯϱϱ ϳϭϳϬ ϮϵϬ ϭϵϱ ϮϵϬ ͲϰϴϰϬ ϳϵϳϱ

Table E-16 - 30 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ Ϯ
ϭϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϬϱŵƉŚ ϭϭϬŵƉŚ ϭϭϱŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϯ ϯϵ͘ϬϬ ϯϲϱ ϳϴϱ ϴϲϱ ͲϰϬϱ ϰϯϬϱ ϯϲϱ ϳϴϱ ϴϲϱ ͲϰϵϬ ϰϯϬϱ ϯϲϱ ϳϴϱ ϴϲϱ ͲϱϴϬ ϰϯϬϱ
ϰ ϯϬ͘ϭϯ ϯϳϬ ϲϮϱ ϳϮϬ Ͳϯϱϱ Ϯϳϲϱ ϯϳϬ ϲϮϱ ϳϮϬ Ͳϰϭϱ Ϯϳϲϱ ϯϳϬ ϲϮϱ ϳϮϬ ͲϰϴϬ Ϯϳϲϱ
ϱ Ϯϱ͘ϬϬ ϯϳϬ ϱϭϱ ϲϯϬ ͲϯϰϬ ϮϬϵϱ ϯϳϬ ϱϭϱ ϲϯϬ ͲϯϵϬ ϮϬϵϱ ϯϳϬ ϱϭϱ ϲϯϬ ͲϰϰϬ ϮϬϵϱ
ϲ Ϯϭ͘ϳϱ ϯϳϱ ϰϯϱ ϱϲϱ ͲϰϰϬ ϭϴϯϬ ϯϳϱ ϰϯϱ ϱϲϱ ͲϱϬϬ ϭϴϯϬ ϯϳϱ ϰϯϱ ϱϲϱ Ͳϱϲϱ ϭϴϯϬ
ϳ ϭϵ͘ϱϳ ϯϴϬ ϯϳϱ ϱϮϱ ͲϴϱϬ ϭϳϵϬ ϯϴϬ ϯϳϱ ϱϮϱ ͲϴϱϬ ϭϳϵϬ ϯϴϬ ϯϳϱ ϱϮϱ ͲϴϱϬ ϭϳϵϬ
ϴ ϭϴ͘Ϭϲ ϯϴϱ ϯϯϬ ϰϵϱ ͲϭϮϴϱ ϭϴϵϱ ϯϴϱ ϯϯϬ ϰϵϱ ͲϭϮϴϱ ϭϴϵϱ ϯϴϱ ϯϯϬ ϰϵϱ ͲϭϮϴϱ ϭϴϵϱ
ϵ ϭϳ͘ϬϬ ϯϵϬ ϮϵϬ ϰϳϱ Ͳϭϳϳϱ ϮϭϭϬ ϯϵϬ ϮϵϬ ϰϳϱ Ͳϭϳϳϱ ϮϭϭϬ ϯϵϬ ϮϵϬ ϰϳϱ Ͳϭϳϳϱ ϮϭϭϬ
ϭϬ ϭϲ͘Ϯϱ ϯϵϱ ϮϲϬ ϰϲϬ ͲϮϯϬϱ ϮϰϭϬ ϯϵϱ ϮϲϬ ϰϲϬ ͲϮϯϬϱ ϮϰϭϬ ϯϵϱ ϮϲϬ ϰϲϬ ͲϮϯϬϱ ϮϰϭϬ
ϭϭ ϭϱ͘ϳϯ ϰϬϬ Ϯϯϱ ϰϱϬ ͲϮϴϴϱ Ϯϳϴϱ ϰϬϬ Ϯϯϱ ϰϱϬ ͲϮϴϴϱ Ϯϳϴϱ ϰϬϬ Ϯϯϱ ϰϱϬ ͲϮϴϴϱ Ϯϳϴϱ
ϭϮ ϭϱ͘ϯϴ ϰϭϬ ϮϮϱ ϰϰϱ Ͳϯϱϭϱ ϯϮϯϬ ϰϭϬ ϮϮϱ ϰϰϱ Ͳϯϱϭϱ ϯϮϯϬ ϰϭϬ ϮϮϬ ϰϰϱ Ͳϯϱϭϱ ϯϮϯϬ
Page 1249 ϭϯ ϭϱ͘ϭϱ ϰϭϱ Ϯϯϱ ϰϰϬ ͲϰϮϬϱ ϯϳϰϱ ϰϭϱ ϮϯϬ ϰϰϬ ͲϰϮϬϱ ϯϳϰϱ ϰϭϱ ϮϮϱ ϰϰϬ ͲϰϮϬϱ ϯϳϰϱ
ϭϰ ϭϱ͘Ϭϰ ϰϮϱ Ϯϰϱ ϰϯϱ Ͳϰϵϱϱ ϰϯϯϬ ϰϮϱ ϮϰϬ ϰϯϱ Ͳϰϵϱϱ ϰϯϯϬ ϰϮϱ Ϯϯϱ ϰϯϱ Ͳϰϵϱϱ ϰϲϬϱ
ϭϱ ϭϱ͘ϬϬ ϰϯϬ ϮϱϬ ϰϯϬ Ͳϱϳϲϱ ϰϵϳϱ ϰϯϬ ϮϱϬ ϰϯϬ Ͳϱϳϲϱ ϱϬϭϱ ϰϯϬ Ϯϰϱ ϰϯϬ Ͳϱϳϲϱ ϱϱϰϬ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϮϬŵƉŚ ϭϯϬŵƉŚ ϭϰϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϯ ϯϵ͘ϬϬ ϯϲϱ ϳϴϱ ϴϲϱ ͲϲϴϬ ϰϯϬϱ ϯϲϱ ϳϴϱ ϴϲϱ ͲϴϵϬ ϰϯϬϱ ϯϲϱ ϳϴϱ ϴϲϱ ͲϭϭϮϬ ϰϯϬϱ
ϰ ϯϬ͘ϭϯ ϯϳϬ ϲϮϱ ϳϮϬ Ͳϱϰϱ Ϯϳϲϱ ϯϳϬ ϲϮϱ ϳϮϬ Ͳϲϵϱ Ϯϳϲϱ ϯϳϬ ϲϮϱ ϳϮϬ ͲϴϱϬ Ϯϳϲϱ
ϱ Ϯϱ͘ϬϬ ϯϳϬ ϱϭϱ ϲϯϬ ͲϰϵϬ ϮϬϵϱ ϯϳϬ ϱϭϱ ϲϯϬ ͲϲϬϱ ϮϬϵϱ ϯϳϬ ϱϭϱ ϲϯϬ ͲϳϯϬ ϮϬϵϱ
ϲ Ϯϭ͘ϳϱ ϯϳϱ ϰϯϱ ϱϲϱ Ͳϲϯϱ ϭϴϯϬ ϯϳϱ ϰϯϱ ϱϲϱ Ͳϳϴϱ ϭϴϯϬ ϯϳϱ ϰϯϱ ϱϲϱ Ͳϵϰϱ ϭϴϯϬ
ϳ ϭϵ͘ϱϳ ϯϴϬ ϯϳϱ ϱϮϱ ͲϴϱϬ ϭϳϵϬ ϯϴϬ ϯϳϱ ϱϮϱ ͲϴϲϬ ϭϳϵϬ ϯϴϬ ϯϳϱ ϱϮϱ ͲϭϬϯϬ ϭϳϵϬ
ϴ ϭϴ͘Ϭϲ ϯϴϱ ϯϯϬ ϰϵϱ ͲϭϮϴϱ ϭϴϵϱ ϯϴϱ ϯϯϬ ϰϵϱ ͲϭϮϴϱ ϭϴϵϱ ϯϴϱ ϯϯϬ ϰϵϱ ͲϭϮϴϱ ϮϬϴϱ
ϵ ϭϳ͘ϬϬ ϯϵϬ ϮϵϬ ϰϳϱ Ͳϭϳϳϱ ϮϭϭϬ ϯϵϬ ϮϵϬ ϰϳϱ Ͳϭϳϳϱ ϮϭϭϬ ϯϵϬ ϮϵϬ ϰϳϱ Ͳϭϳϳϱ Ϯϯϵϱ
ϭϬ ϭϲ͘Ϯϱ ϯϵϱ ϮϲϬ ϰϲϬ ͲϮϯϬϱ ϮϰϭϬ ϯϵϱ ϮϲϬ ϰϲϬ ͲϮϯϬϱ ϮϱϰϬ ϯϵϱ ϮϲϬ ϰϲϬ ͲϮϯϬϱ ϮϵϴϬ
ϭϭ ϭϱ͘ϳϯ ϰϬϬ Ϯϯϱ ϰϱϬ ͲϮϴϴϱ Ϯϳϴϱ ϰϬϬ Ϯϯϱ ϰϱϬ ͲϮϴϴϱ ϯϮϲϱ ϰϬϬ Ϯϯϱ ϰϱϬ ͲϮϴϴϱ ϯϴϯϱ
ϭϮ ϭϱ͘ϯϴ ϰϭϬ Ϯϭϱ ϰϰϱ Ͳϯϱϭϱ ϯϯϰϱ ϰϭϬ Ϯϭϱ ϰϰϱ Ͳϯϱϭϱ ϯϵϵϬ ϰϭϬ Ϯϭϱ ϰϰϱ Ͳϯϱϭϱ ϰϲϵϬ
ϭϯ ϭϱ͘ϭϱ ϰϭϱ ϮϮϬ ϰϰϬ ͲϰϮϬϱ ϰϬϱϱ ϰϭϱ ϮϭϬ ϰϰϬ ͲϰϮϬϱ ϰϴϰϱ ϰϭϱ ϮϬϬ ϰϰϬ ͲϰϮϬϱ ϱϲϵϱ
ϭϰ ϭϱ͘Ϭϰ ϰϮϱ Ϯϯϱ ϰϯϱ Ͳϰϵϱϱ ϱϬϲϬ ϰϮϱ ϮϮϱ ϰϯϱ Ͳϰϵϱϱ ϲϬϮϬ ϰϮϱ Ϯϭϱ ϰϯϱ Ͳϰϵϱϱ ϳϬϲϬ
ϭϱ ϭϱ͘ϬϬ ϰϯϬ ϮϰϬ ϰϯϬ Ͳϱϳϲϱ ϲϬϴϱ ϰϯϬ ϮϯϬ ϰϯϬ Ͳϱϳϲϱ ϳϮϰϬ ϰϯϬ ϮϮϱ ϰϯϬ ͲϱϴϮϱ ϴϰϵϬ

Table E-16 - 30 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ Ϯ
ϭϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱϬŵƉŚ ϭϲϬŵƉŚ ϭϳϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϯ ϯϵ͘ϬϬ ϯϲϱ ϳϴϱ ϴϲϱ ͲϭϯϳϬ ϰϯϬϱ ϯϲϱ ϳϴϱ ϴϲϱ ͲϭϲϰϬ ϰϯϬϱ ϯϲϱ ϳϴϱ ϴϲϱ ͲϭϵϮϱ ϰϯϬϱ
ϰ ϯϬ͘ϭϯ ϯϳϬ ϲϮϱ ϳϮϬ ͲϭϬϮϱ Ϯϳϲϱ ϯϳϬ ϲϮϱ ϳϮϬ ͲϭϮϭϬ Ϯϳϲϱ ϯϳϬ ϲϮϱ ϳϮϬ ͲϭϰϬϱ Ϯϳϲϱ
ϱ Ϯϱ͘ϬϬ ϯϳϬ ϱϭϱ ϲϯϬ Ͳϴϲϱ ϮϬϵϱ ϯϳϬ ϱϭϱ ϲϯϬ ͲϭϬϭϬ ϮϬϵϱ ϯϳϬ ϱϭϱ ϲϯϬ Ͳϭϭϲϱ ϮϬϵϱ
ϲ Ϯϭ͘ϳϱ ϯϳϱ ϰϯϱ ϱϲϱ Ͳϭϭϭϱ ϭϴϯϬ ϯϳϱ ϰϯϱ ϱϲϱ ͲϭϯϬϱ ϭϴϯϬ ϯϳϱ ϰϯϱ ϱϲϱ ͲϭϱϬϬ ϮϬϯϬ
ϳ ϭϵ͘ϱϳ ϯϴϬ ϯϳϱ ϱϮϱ ͲϭϮϭϬ ϭϵϭϬ ϯϴϬ ϯϳϱ ϱϮϱ ͲϭϰϬϬ ϮϭϴϬ ϯϴϬ ϯϳϱ ϱϮϱ ͲϭϲϬϱ ϮϰϳϬ
ϴ ϭϴ͘Ϭϲ ϯϴϱ ϯϯϬ ϰϵϱ Ͳϭϰϳϱ ϮϰϭϬ ϯϴϱ ϯϯϬ ϰϵϱ ͲϭϳϬϬ Ϯϳϱϱ ϯϴϱ ϯϯϬ ϰϵϱ Ͳϭϵϰϱ ϯϭϯϬ
ϵ ϭϳ͘ϬϬ ϯϵϬ ϮϵϬ ϰϳϱ Ͳϭϳϳϱ Ϯϳϳϱ ϯϵϬ ϮϵϬ ϰϳϱ Ͳϭϴϵϱ ϯϭϴϬ ϯϵϬ ϮϵϬ ϰϳϱ ͲϮϭϲϬ ϯϲϭϱ
ϭϬ ϭϲ͘Ϯϱ ϯϵϱ ϮϲϬ ϰϲϬ ͲϮϯϬϱ ϯϰϱϱ ϯϵϱ ϮϲϬ ϰϲϬ ͲϮϯϬϱ ϯϵϲϱ ϯϵϱ ϮϲϬ ϰϲϬ ͲϮϲϬϬ ϰϱϬϱ
ϭϭ ϭϱ͘ϳϯ ϰϬϬ Ϯϯϱ ϰϱϬ ͲϮϴϴϱ ϰϰϱϬ ϰϬϬ Ϯϯϱ ϰϱϬ ͲϮϵϴϬ ϱϭϬϬ ϰϬϬ Ϯϯϱ ϰϱϬ Ͳϯϯϵϱ ϱϴϬϬ
ϭϮ ϭϱ͘ϯϴ ϰϭϬ Ϯϭϱ ϰϰϱ Ͳϯϱϭϱ ϱϰϰϬ ϰϭϬ Ϯϭϱ ϰϰϱ ͲϯϲϭϬ ϲϮϰϱ ϰϭϬ Ϯϭϱ ϰϰϱ ͲϰϭϬϱ ϳϭϬϬ
Page 1250 ϭϯ ϭϱ͘ϭϱ ϰϭϱ ϭϵϱ ϰϰϬ ͲϰϮϬϱ ϲϲϭϬ ϰϭϱ ϭϵϱ ϰϰϬ ͲϰϯϴϬ ϳϱϴϱ ϰϭϱ ϭϵϱ ϰϰϬ ͲϰϵϳϬ ϴϲϯϬ
ϭϰ ϭϱ͘Ϭϰ ϰϮϱ ϮϬϱ ϰϯϱ ͲϱϭϮϬ ϴϭϳϱ ϰϮϱ ϭϵϱ ϰϯϱ ͲϱϲϱϬ ϵϯϳϱ ϰϮϱ ϭϴϬ ϰϯϱ ͲϲϰϬϱ ϭϬϲϲϬ
ϭϱ ϭϱ͘ϬϬ ϰϯϬ Ϯϭϱ ϰϯϬ ͲϲϭϳϬ ϵϴϯϱ ϰϯϬ ϮϬϬ ϰϯϬ Ͳϲϴϭϱ ϭϭϮϳϬ ϰϯϬ ϮϬϬ ϰϯϬ ͲϳϳϮϱ ϭϮϴϭϱ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϴϬŵƉŚ ϭϵϬŵƉŚ ϮϬϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϯ ϯϵ͘ϬϬ ϯϲϱ ϳϴϱ ϴϲϱ ͲϮϮϯϱ ϰϯϬϱ ϯϲϱ ϳϴϱ ϴϲϱ ͲϮϱϱϱ ϰϯϬϱ ϯϲϱ ϳϴϱ ϴϲϱ ͲϮϵϬϬ ϰϯϬϱ
ϰ ϯϬ͘ϭϯ ϯϳϬ ϲϮϱ ϳϮϬ ͲϭϲϮϬ Ϯϳϲϱ ϯϳϬ ϲϮϱ ϳϮϬ Ͳϭϴϰϱ Ϯϳϲϱ ϯϳϬ ϲϮϱ ϳϮϬ ͲϮϬϴϬ Ϯϳϲϱ
ϱ Ϯϱ͘ϬϬ ϯϳϬ ϱϭϱ ϲϯϬ ͲϭϯϯϬ ϮϬϵϱ ϯϳϬ ϱϭϱ ϲϯϬ ͲϭϱϭϬ ϮϬϵϱ ϯϳϬ ϱϭϱ ϲϯϬ Ͳϭϲϵϱ ϮϬϵϱ
ϲ Ϯϭ͘ϳϱ ϯϳϱ ϰϯϱ ϱϲϱ ͲϭϳϭϬ ϮϮϳϱ ϯϳϱ ϰϯϱ ϱϲϱ Ͳϭϵϯϱ Ϯϱϯϱ ϯϳϱ ϰϯϱ ϱϲϱ ͲϮϭϲϱ ϮϴϬϱ
ϳ ϭϵ͘ϱϳ ϯϴϬ ϯϳϱ ϱϮϱ ͲϭϴϮϱ Ϯϳϳϱ ϯϴϬ ϯϳϱ ϱϮϱ ͲϮϬϲϬ ϯϬϵϱ ϯϴϬ ϯϳϱ ϱϮϱ ͲϮϯϬϱ ϯϰϰϬ
ϴ ϭϴ͘Ϭϲ ϯϴϱ ϯϯϬ ϰϵϱ ͲϮϮϬϬ ϯϱϮϬ ϯϴϱ ϯϯϬ ϰϵϱ ͲϮϰϳϬ ϯϵϯϱ ϯϴϱ ϯϯϬ ϰϵϱ ͲϮϳϲϬ ϰϯϳϱ
ϵ ϭϳ͘ϬϬ ϯϵϬ ϮϵϬ ϰϳϱ ͲϮϰϰϱ ϰϬϳϱ ϯϵϬ ϮϵϬ ϰϳϱ ͲϮϳϰϱ ϰϱϲϱ ϯϵϬ ϮϵϬ ϰϳϱ ͲϯϬϲϱ ϱϬϳϱ
ϭϬ ϭϲ͘Ϯϱ ϯϵϱ ϮϲϬ ϰϲϬ ͲϮϵϰϬ ϱϬϴϬ ϯϵϱ ϮϲϬ ϰϲϬ ͲϯϮϵϱ ϱϲϵϬ ϯϵϱ ϮϲϬ ϰϲϬ Ͳϯϲϳϱ ϲϯϯϬ
ϭϭ ϭϱ͘ϳϯ ϰϬϬ Ϯϯϱ ϰϱϬ ͲϯϴϯϬ ϲϱϯϱ ϰϬϬ Ϯϯϱ ϰϱϬ ͲϰϮϵϱ ϳϯϮϬ ϰϬϬ Ϯϯϱ ϰϱϬ ͲϰϳϴϬ ϴϭϰϬ
ϭϮ ϭϱ͘ϯϴ ϰϭϬ Ϯϭϱ ϰϰϱ ͲϰϲϯϬ ϴϬϬϱ ϰϭϬ Ϯϭϱ ϰϰϱ ͲϱϭϵϬ ϴϵϲϱ ϰϭϬ ϮϮϬ ϰϰϱ Ͳϱϳϳϱ ϵϵϳϱ
ϭϯ ϭϱ͘ϭϱ ϰϭϱ ϭϵϱ ϰϰϬ Ͳϱϱϵϱ ϵϳϯϬ ϰϭϱ Ϯϭϱ ϰϰϬ ͲϲϮϱϱ ϭϬϵϬϬ ϰϭϱ ϮϰϬ ϰϰϬ ͲϲϵϲϬ ϭϮϭϯϬ
ϭϰ ϭϱ͘Ϭϰ ϰϮϱ ϮϬϱ ϰϯϱ ͲϳϮϭϬ ϭϮϬϮϱ ϰϮϱ ϮϯϬ ϰϯϱ ͲϴϬϱϱ ϭϯϰϲϱ ϰϮϱ ϮϲϬ ϰϯϱ Ͳϴϵϰϱ ϭϰϵϴϱ
ϭϱ ϭϱ͘ϬϬ ϰϯϬ ϮϯϬ ϰϯϬ Ͳϴϲϴϱ ϭϰϰϱϱ ϰϯϬ ϮϲϬ ϰϯϬ ͲϵϳϬϱ ϭϲϭϵϬ ϰϯϬ ϮϵϬ ϰϯϬ ͲϭϬϳϴϬ ϭϴϬϭϱ

Table E-17 - 40 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϯ
ϭϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϬϱŵƉŚ ϭϭϬŵƉŚ ϭϭϱŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϰ ϱϮ͘ϬϬ ϰϴϱ ϭϭϭϬ ϭϮϬϱ Ͳϱϵϱ ϰϲϲϱ ϰϴϱ ϭϭϭϬ ϭϮϬϱ ͲϳϬϬ ϰϲϲϱ ϰϴϱ ϭϭϭϬ ϭϮϬϱ ͲϴϭϬ ϰϲϲϱ
ϱ ϰϮ͘ϱϬ ϰϵϬ ϵϭϱ ϭϬϯϬ ͲϱϲϬ ϯϯϰϬ ϰϵϬ ϵϭϱ ϭϬϯϬ ͲϲϰϬ ϯϯϰϬ ϰϵϬ ϵϭϱ ϭϬϯϬ ͲϳϮϱ ϯϯϰϬ
ϲ ϯϲ͘ϯϯ ϰϵϬ ϳϳϬ ϵϭϬ Ͳϱϰϱ ϮϳϬϱ ϰϵϬ ϳϳϬ ϵϭϬ Ͳϲϭϱ ϮϳϬϱ ϰϵϬ ϳϳϬ ϵϭϬ Ͳϲϴϱ ϮϳϬϱ
ϳ ϯϮ͘Ϭϳ ϰϵϱ ϲϳϬ ϴϮϱ Ͳϲϱϱ ϮϰϯϬ ϰϵϱ ϲϳϬ ϴϮϱ Ͳϲϴϱ ϮϰϯϬ ϰϵϱ ϲϳϬ ϴϮϱ ͲϳϮϬ ϮϰϯϬ
ϴ Ϯϵ͘ϬϬ ϱϬϬ ϱϴϱ ϳϲϬ ͲϭϬϴϱ Ϯϯϳϱ ϱϬϬ ϱϴϱ ϳϲϬ ͲϭϬϴϱ Ϯϯϳϱ ϱϬϬ ϱϴϱ ϳϲϬ ͲϭϬϴϱ Ϯϯϳϱ
ϵ Ϯϲ͘ϳϮ ϱϬϱ ϱϮϱ ϳϭϱ ͲϭϱϳϬ ϮϰϳϬ ϱϬϱ ϱϮϱ ϳϭϱ ͲϭϱϳϬ ϮϰϳϬ ϱϬϱ ϱϮϱ ϳϭϱ ͲϭϱϳϬ ϮϰϳϬ
ϭϬ Ϯϱ͘ϬϬ ϱϭϬ ϰϳϬ ϲϴϬ ͲϮϭϭϱ Ϯϲϳϱ ϱϭϬ ϰϳϬ ϲϴϬ ͲϮϭϭϱ Ϯϲϳϱ ϱϭϬ ϰϳϬ ϲϴϬ ͲϮϭϭϱ Ϯϲϳϱ
ϭϭ Ϯϯ͘ϲϴ ϱϭϱ ϰϯϬ ϲϱϱ ͲϮϲϵϱ ϮϵϳϬ ϱϭϱ ϰϯϬ ϲϱϱ ͲϮϲϵϱ ϮϵϳϬ ϱϭϱ ϰϯϬ ϲϱϱ ͲϮϲϵϱ ϮϵϳϬ
ϭϮ ϮϮ͘ϲϳ ϱϮϬ ϯϵϬ ϲϯϱ ͲϯϯϮϬ ϯϯϰϱ ϱϮϬ ϯϵϬ ϲϯϱ ͲϯϯϮϬ ϯϯϰϱ ϱϮϬ ϯϵϬ ϲϯϱ ͲϯϯϮϬ ϯϯϰϱ
ϭϯ Ϯϭ͘ϴϴ ϱϮϱ ϯϲϬ ϲϮϬ Ͳϯϵϵϱ ϯϳϵϬ ϱϮϱ ϯϲϬ ϲϮϬ Ͳϯϵϵϱ ϯϳϵϬ ϱϮϱ ϯϲϬ ϲϮϬ Ͳϯϵϵϱ ϯϳϵϬ
Page 1251 ϭϰ Ϯϭ͘Ϯϵ ϱϯϬ ϯϯϬ ϲϬϱ ͲϰϳϮϬ ϰϯϬϱ ϱϯϬ ϯϯϬ ϲϬϱ ͲϰϳϮϬ ϰϯϬϱ ϱϯϬ ϯϯϬ ϲϬϱ ͲϰϳϮϬ ϰϯϬϱ
ϭϱ ϮϬ͘ϴϯ ϱϯϱ ϯϭϬ ϱϵϱ ͲϱϱϬϬ ϰϴϴϬ ϱϯϱ ϯϭϬ ϱϵϱ ͲϱϱϬϬ ϰϴϴϬ ϱϯϱ ϯϭϬ ϱϵϱ ͲϱϱϬϬ ϰϴϴϬ
ϭϲ ϮϬ͘ϱϬ ϱϰϱ ϯϬϬ ϱϵϬ ͲϲϯϰϬ ϱϱϮϬ ϱϰϱ Ϯϵϱ ϱϵϬ ͲϲϯϰϬ ϱϱϮϬ ϱϰϱ ϮϵϬ ϱϵϬ ͲϲϯϰϬ ϱϱϮϬ
ϭϳ ϮϬ͘Ϯϲ ϱϱϬ ϯϬϱ ϱϴϱ ͲϳϮϯϱ ϲϮϮϬ ϱϱϬ ϯϬϬ ϱϴϱ ͲϳϮϯϱ ϲϮϮϬ ϱϱϬ Ϯϵϱ ϱϴϱ ͲϳϮϯϱ ϲϰϰϱ
ϭϴ ϮϬ͘ϭϭ ϱϲϬ ϯϭϬ ϱϴϬ Ͳϴϭϵϱ ϲϵϴϱ ϱϲϬ ϯϬϱ ϱϴϬ Ͳϴϭϵϱ ϲϵϴϱ ϱϲϬ ϯϬϬ ϱϴϬ Ͳϴϭϵϱ ϳϱϮϱ
ϭϵ ϮϬ͘Ϭϯ ϱϲϱ ϯϮϱ ϱϳϱ ͲϵϮϭϱ ϳϴϭϱ ϱϲϱ ϯϮϬ ϱϳϱ ͲϵϮϭϱ ϴϮϮϬ ϱϲϱ ϯϭϱ ϱϳϱ ͲϵϮϭϱ ϵϬϳϬ
ϮϬ ϮϬ͘ϬϬ ϱϳϱ ϯϯϬ ϱϳϱ ͲϭϬϯϬϬ ϴϳϬϱ ϱϳϱ ϯϮϱ ϱϳϱ ͲϭϬϯϬϬ ϵϱϰϱ ϱϳϱ ϯϮϬ ϱϳϱ ͲϭϬϯϬϬ ϭϬϱϯϬ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϮϬŵƉŚ ϭϯϬŵƉŚ ϭϰϬŵƉŚ
Ͳ н Ͳ н Ͳ н
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă D D ZǇ Zǆ &Ă D D ZǇ Zǆ &Ă D D
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϰ ϱϮ͘ϬϬ ϰϴϱ ϭϭϭϬ ϭϮϬϱ ͲϵϮϱ ϰϲϲϱ ϰϴϱ ϭϭϭϬ ϭϮϬϱ Ͳϭϭϳϱ ϰϲϲϱ ϰϴϱ ϭϭϭϬ ϭϮϬϱ Ͳϭϰϰϱ ϰϲϲϱ
ϱ ϰϮ͘ϱϬ ϰϵϬ ϵϭϱ ϭϬϯϬ Ͳϴϭϱ ϯϯϰϬ ϰϵϬ ϵϭϱ ϭϬϯϬ ͲϭϬϭϬ ϯϯϰϬ ϰϵϬ ϵϭϱ ϭϬϯϬ ͲϭϮϮϬ ϯϯϰϬ
ϲ ϯϲ͘ϯϯ ϰϵϬ ϳϳϬ ϵϭϬ Ͳϳϲϱ ϮϳϬϱ ϰϵϬ ϳϳϬ ϵϭϬ ͲϵϮϱ ϮϳϬϱ ϰϵϬ ϳϳϬ ϵϭϬ ͲϭϭϬϱ ϮϳϬϱ
ϳ ϯϮ͘Ϭϳ ϰϵϱ ϲϳϬ ϴϮϱ Ͳϳϱϱ ϮϰϯϬ ϰϵϱ ϲϳϬ ϴϮϱ Ͳϴϴϱ ϮϰϯϬ ϰϵϱ ϲϳϬ ϴϮϱ ͲϭϬϰϱ ϮϰϯϬ
ϴ Ϯϵ͘ϬϬ ϱϬϬ ϱϴϱ ϳϲϬ ͲϭϬϴϱ Ϯϯϳϱ ϱϬϬ ϱϴϱ ϳϲϬ ͲϭϮϳϱ Ϯϯϳϱ ϱϬϬ ϱϴϱ ϳϲϬ ͲϭϱϮϬ ϮϱϰϬ
ϵ Ϯϲ͘ϳϮ ϱϬϱ ϱϮϱ ϳϭϱ ͲϭϱϳϬ ϮϰϳϬ ϱϬϱ ϱϮϱ ϳϭϱ ͲϭϱϳϬ Ϯϰϳϱ ϱϬϱ ϱϮϱ ϳϭϱ Ͳϭϲϱϱ ϮϴϵϬ
ϭϬ Ϯϱ͘ϬϬ ϱϭϬ ϰϳϬ ϲϴϬ ͲϮϭϭϱ Ϯϲϳϱ ϱϭϬ ϰϳϬ ϲϴϬ ͲϮϭϭϱ Ϯϵϱϱ ϱϭϬ ϰϳϬ ϲϴϬ ͲϮϭϭϱ ϯϰϱϱ
ϭϭ Ϯϯ͘ϲϴ ϱϭϱ ϰϯϬ ϲϱϱ ͲϮϲϵϱ ϮϵϳϬ ϱϭϱ ϰϯϬ ϲϱϱ ͲϮϲϵϱ ϯϯϰϱ ϱϭϱ ϰϯϬ ϲϱϱ ͲϮϲϵϱ ϯϵϮϬ
ϭϮ ϮϮ͘ϲϳ ϱϮϬ ϯϵϬ ϲϯϱ ͲϯϯϮϬ ϯϯϰϱ ϱϮϬ ϯϵϬ ϲϯϱ ͲϯϯϮϬ ϯϲϳϬ ϱϮϬ ϯϵϬ ϲϯϱ ͲϯϯϮϬ ϰϯϭϬ
ϭϯ Ϯϭ͘ϴϴ ϱϮϱ ϯϲϬ ϲϮϬ Ͳϯϵϵϱ ϯϳϵϬ ϱϮϱ ϯϲϬ ϲϮϬ Ͳϯϵϵϱ ϰϯϭϱ ϱϮϱ ϯϲϬ ϲϮϬ Ͳϯϵϵϱ ϱϬϳϬ
ϭϰ Ϯϭ͘Ϯϵ ϱϯϬ ϯϯϬ ϲϬϱ ͲϰϳϮϬ ϰϯϬϱ ϱϯϬ ϯϯϬ ϲϬϱ ͲϰϳϮϬ ϱϬϰϱ ϱϯϬ ϯϯϬ ϲϬϱ ͲϰϳϮϬ ϱϵϮϱ
ϭϱ ϮϬ͘ϴϯ ϱϯϱ ϯϭϬ ϱϵϱ ͲϱϱϬϬ ϱϭϯϱ ϱϯϱ ϯϭϬ ϱϵϱ ͲϱϱϬϬ ϲϭϯϬ ϱϯϱ ϯϭϬ ϱϵϱ ͲϱϱϬϬ ϳϮϬϱ
ϭϲ ϮϬ͘ϱϬ ϱϰϱ Ϯϴϱ ϱϵϬ ͲϲϯϰϬ ϲϬϰϱ ϱϰϱ Ϯϴϱ ϱϵϬ ͲϲϯϰϬ ϳϮϮϬ ϱϰϱ Ϯϴϱ ϱϵϬ ͲϲϯϰϬ ϴϰϴϱ
ϭϳ ϮϬ͘Ϯϲ ϱϱϬ Ϯϴϱ ϱϴϱ ͲϳϮϯϱ ϳϬϵϬ ϱϱϬ Ϯϳϱ ϱϴϱ ͲϳϮϯϱ ϴϰϲϱ ϱϱϬ Ϯϲϱ ϱϴϱ ͲϳϮϯϱ ϵϵϱϱ
ϭϴ ϮϬ͘ϭϭ ϱϲϬ ϮϵϬ ϱϴϬ Ͳϴϭϵϱ ϴϮϴϬ ϱϲϬ ϮϴϬ ϱϴϬ Ͳϴϭϵϱ ϵϴϵϬ ϱϲϬ Ϯϲϱ ϱϴϬ Ͳϴϭϵϱ ϭϭϲϮϱ
ϭϵ ϮϬ͘Ϭϯ ϱϲϱ ϯϭϬ ϱϳϱ ͲϵϮϭϱ ϵϵϱϱ ϱϲϱ Ϯϵϱ ϱϳϱ ͲϵϮϭϱ ϭϭϴϰϱ ϱϲϱ Ϯϴϱ ϱϳϱ ͲϵϮϯϱ ϭϯϴϴϱ
ϮϬ ϮϬ͘ϬϬ ϱϳϱ ϯϭϱ ϱϳϱ ͲϭϬϯϬϬ ϭϭϱϲϬ ϱϳϱ ϯϬϱ ϱϳϱ ͲϭϬϯϬϬ ϭϯϳϱϱ ϱϳϱ ϮϵϬ ϱϳϱ ͲϭϬϲϰϬ ϭϲϭϮϬ
Table E-17 - 40 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϯ
ϭϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱϬŵƉŚ ϭϲϬŵƉŚ ϭϳϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϰ ϱϮ͘ϬϬ ϰϴϱ ϭϭϭϬ ϭϮϬϱ ͲϭϳϰϬ ϰϲϲϱ ϰϴϱ ϭϭϭϬ ϭϮϬϱ ͲϮϬϱϬ ϰϲϲϱ ϰϴϱ ϭϭϭϬ ϭϮϬϱ ͲϮϯϴϱ ϰϲϲϱ
ϱ ϰϮ͘ϱϬ ϰϵϬ ϵϭϱ ϭϬϯϬ ͲϭϰϱϬ ϯϯϰϬ ϰϵϬ ϵϭϱ ϭϬϯϬ Ͳϭϲϵϱ ϯϯϰϬ ϰϵϬ ϵϭϱ ϭϬϯϬ ͲϭϵϲϬ ϯϯϰϬ
ϲ ϯϲ͘ϯϯ ϰϵϬ ϳϳϬ ϵϭϬ ͲϭϮϵϱ ϮϳϬϱ ϰϵϬ ϳϳϬ ϵϭϬ ͲϭϱϬϱ ϮϳϬϱ ϰϵϬ ϳϳϬ ϵϭϬ ͲϭϳϮϱ ϮϳϬϱ
ϳ ϯϮ͘Ϭϳ ϰϵϱ ϲϳϬ ϴϮϱ ͲϭϮϭϱ ϮϰϯϬ ϰϵϱ ϲϳϬ ϴϮϱ Ͳϭϯϵϱ ϮϰϯϬ ϰϵϱ ϲϳϬ ϴϮϱ Ͳϭϱϵϱ ϮϰϯϬ
ϴ Ϯϵ͘ϬϬ ϱϬϬ ϱϴϱ ϳϲϬ Ͳϭϳϴϱ ϮϵϮϱ ϱϬϬ ϱϴϱ ϳϲϬ ͲϮϬϲϱ ϯϯϯϱ ϱϬϬ ϱϴϱ ϳϲϬ ͲϮϯϳϬ ϯϳϳϱ
ϵ Ϯϲ͘ϳϮ ϱϬϱ ϱϮϱ ϳϭϱ Ͳϭϵϯϱ ϯϯϰϬ ϱϬϱ ϱϮϱ ϳϭϱ ͲϮϮϯϱ ϯϴϮϬ ϱϬϱ ϱϮϱ ϳϭϱ ͲϮϱϱϱ ϰϯϮϱ
ϭϬ Ϯϱ͘ϬϬ ϱϭϬ ϰϳϬ ϲϴϬ ͲϮϯϯϱ ϯϵϵϱ ϱϭϬ ϰϳϬ ϲϴϬ ͲϮϲϵϬ ϰϱϳϱ ϱϭϬ ϰϳϬ ϲϴϬ ͲϯϬϲϱ ϱϭϵϱ
ϭϭ Ϯϯ͘ϲϴ ϱϭϱ ϰϯϬ ϲϱϱ ͲϮϲϵϱ ϰϱϯϱ ϱϭϱ ϰϯϬ ϲϱϱ ͲϮϵϴϱ ϱϮϬϬ ϱϭϱ ϰϯϬ ϲϱϱ ͲϯϰϬϱ ϱϵϬϱ
ϭϮ ϮϮ͘ϲϳ ϱϮϬ ϯϵϬ ϲϯϱ ͲϯϯϮϬ ϰϵϵϱ ϱϮϬ ϯϵϬ ϲϯϱ ͲϯϯϮϬ ϱϳϮϱ ϱϮϬ ϯϵϬ ϲϯϱ ͲϯϳϬϬ ϲϱϭϬ
ϭϯ Ϯϭ͘ϴϴ ϱϮϱ ϯϲϬ ϲϮϬ Ͳϯϵϵϱ ϱϴϳϱ ϱϮϱ ϯϲϬ ϲϮϬ Ͳϯϵϵϱ ϲϳϰϬ ϱϮϱ ϯϲϬ ϲϮϬ ͲϰϮϴϱ ϳϲϲϱ
Page 1252 ϭϰ Ϯϭ͘Ϯϵ ϱϯϬ ϯϯϬ ϲϬϱ ͲϰϳϮϬ ϲϴϴϬ ϱϯϬ ϯϯϬ ϲϬϱ ͲϰϳϮϬ ϳϴϵϱ ϱϯϬ ϯϯϬ ϲϬϱ ͲϰϵϲϬ ϴϵϳϱ
ϭϱ ϮϬ͘ϴϯ ϱϯϱ ϯϭϬ ϱϵϱ ͲϱϱϬϬ ϴϯϲϬ ϱϯϱ ϯϭϬ ϱϵϱ ͲϱϱϬϬ ϵϱϵϱ ϱϯϱ ϯϭϬ ϱϵϱ ͲϲϮϰϬ ϭϬϵϬϱ
ϭϲ ϮϬ͘ϱϬ ϱϰϱ Ϯϴϱ ϱϵϬ ͲϲϯϰϬ ϵϴϱϬ ϱϰϱ Ϯϴϱ ϱϵϬ Ͳϲϰϰϱ ϭϭϯϬϱ ϱϰϱ Ϯϴϱ ϱϵϬ ͲϳϯϮϬ ϭϮϴϱϱ
ϭϳ ϮϬ͘Ϯϲ ϱϱϬ Ϯϲϱ ϱϴϱ ͲϳϮϯϱ ϭϭϱϱϬ ϱϱϬ Ϯϲϱ ϱϴϱ ͲϳϱϳϬ ϭϯϮϲϬ ϱϱϬ Ϯϲϱ ϱϴϱ ͲϴϱϴϬ ϭϱϬϳϱ
ϭϴ ϮϬ͘ϭϭ ϱϲϬ ϮϱϬ ϱϴϬ Ͳϴϭϵϱ ϭϯϰϵϬ ϱϲϬ ϮϱϬ ϱϴϬ ͲϴϴϲϬ ϭϱϰϴϱ ϱϲϬ ϮϱϬ ϱϴϬ ͲϭϬϬϰϬ ϭϳϲϭϬ
ϭϵ ϮϬ͘Ϭϯ ϱϲϱ ϮϳϬ ϱϳϱ Ͳϵϳϳϱ ϭϲϬϳϱ ϱϲϱ Ϯϱϱ ϱϳϱ ͲϭϭϬϰϱ ϭϴϰϯϱ ϱϲϱ ϮϲϬ ϱϳϱ ͲϭϮϱϭϱ ϮϬϵϲϬ
ϮϬ ϮϬ͘ϬϬ ϱϳϱ Ϯϳϱ ϱϳϱ ͲϭϭϮϴϱ ϭϴϲϲϬ ϱϳϱ ϮϲϬ ϱϳϱ ͲϭϮϴϱϱ ϮϭϯϵϬ ϱϳϱ Ϯϴϱ ϱϳϱ Ͳϭϰϱϲϱ Ϯϰϯϭϱ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϴϬŵƉŚ ϭϵϬŵƉŚ ϮϬϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϰ ϱϮ͘ϬϬ ϰϴϱ ϭϭϭϬ ϭϮϬϱ ͲϮϳϰϱ ϰϲϲϱ ϰϴϱ ϭϭϭϬ ϭϮϬϱ ͲϯϭϮϬ ϰϲϲϱ ϰϴϱ ϭϭϭϬ ϭϮϬϱ ͲϯϱϮϬ ϰϲϲϱ
ϱ ϰϮ͘ϱϬ ϰϵϬ ϵϭϱ ϭϬϯϬ ͲϮϮϯϱ ϯϯϰϬ ϰϵϬ ϵϭϱ ϭϬϯϬ ͲϮϱϯϬ ϯϯϰϬ ϰϵϬ ϵϭϱ ϭϬϯϬ ͲϮϴϰϬ ϯϯϰϬ
ϲ ϯϲ͘ϯϯ ϰϵϬ ϳϳϬ ϵϭϬ ͲϭϵϲϬ ϮϳϬϱ ϰϵϬ ϳϳϬ ϵϭϬ ͲϮϮϭϬ ϮϳϬϱ ϰϵϬ ϳϳϬ ϵϭϬ ͲϮϰϳϱ ϮϳϬϱ
ϳ ϯϮ͘Ϭϳ ϰϵϱ ϲϳϬ ϴϮϱ ͲϭϴϬϱ ϮϰϯϬ ϰϵϱ ϲϳϬ ϴϮϱ ͲϮϬϯϬ ϮϰϯϬ ϰϵϱ ϲϳϬ ϴϮϱ ͲϮϮϲϱ ϮϰϯϬ
ϴ Ϯϵ͘ϬϬ ϱϬϬ ϱϴϱ ϳϲϬ ͲϮϲϵϬ ϰϮϰϬ ϱϬϬ ϱϴϱ ϳϲϬ ͲϯϬϯϬ ϰϳϯϬ ϱϬϬ ϱϴϱ ϳϲϬ ͲϯϯϵϬ ϱϮϱϬ
ϵ Ϯϲ͘ϳϮ ϱϬϱ ϱϮϱ ϳϭϱ ͲϮϴϵϱ ϰϴϳϬ ϱϬϱ ϱϮϱ ϳϭϱ ͲϯϮϱϱ ϱϰϰϬ ϱϬϱ ϱϮϱ ϳϭϱ Ͳϯϲϯϱ ϲϬϰϬ
ϭϬ Ϯϱ͘ϬϬ ϱϭϬ ϰϳϬ ϲϴϬ Ͳϯϰϲϱ ϱϴϱϬ ϱϭϬ ϰϳϬ ϲϴϬ ͲϯϴϵϬ ϲϱϰϬ ϱϭϬ ϰϳϬ ϲϴϬ ͲϰϯϰϬ ϳϮϳϬ
ϭϭ Ϯϯ͘ϲϴ ϱϭϱ ϰϯϬ ϲϱϱ Ͳϯϴϰϱ ϲϲϱϱ ϱϭϱ ϰϯϬ ϲϱϱ ͲϰϯϭϬ ϳϰϱϬ ϱϭϱ ϰϯϬ ϲϱϱ ͲϰϴϬϱ ϴϮϴϱ
ϭϮ ϮϮ͘ϲϳ ϱϮϬ ϯϵϬ ϲϯϱ ͲϰϭϴϬ ϳϯϰϱ ϱϮϬ ϯϵϬ ϲϯϱ Ͳϰϲϴϱ ϴϮϮϱ ϱϮϬ ϯϵϬ ϲϯϱ ͲϱϮϮϬ ϵϭϱϱ
ϭϯ Ϯϭ͘ϴϴ ϱϮϱ ϯϲϬ ϲϮϬ Ͳϰϴϯϱ ϴϲϰϬ ϱϮϱ ϯϲϬ ϲϮϬ ͲϱϰϮϱ ϵϲϴϬ ϱϮϱ ϯϲϬ ϲϮϬ ͲϲϬϰϬ ϭϬϳϳϱ
ϭϰ Ϯϭ͘Ϯϵ ϱϯϬ ϯϯϬ ϲϬϱ ͲϱϲϬϬ ϭϬϭϮϬ ϱϯϬ ϯϯϬ ϲϬϱ ͲϲϮϳϱ ϭϭϯϯϱ ϱϯϬ ϯϯϬ ϲϬϱ ͲϲϵϵϬ ϭϮϲϭϱ
ϭϱ ϮϬ͘ϴϯ ϱϯϱ ϯϭϬ ϱϵϱ ͲϳϬϰϬ ϭϮϯϬϬ ϱϯϱ ϯϭϬ ϱϵϱ Ͳϳϴϴϱ ϭϯϳϳϱ ϱϯϱ ϯϭϬ ϱϵϱ Ͳϴϳϳϱ ϭϱϯϮϱ
ϭϲ ϮϬ͘ϱϬ ϱϰϱ Ϯϴϱ ϱϵϬ ͲϴϮϱϱ ϭϰϰϵϱ ϱϰϱ Ϯϴϱ ϱϵϬ ͲϵϮϰϱ ϭϲϮϯϱ ϱϰϱ ϯϬϬ ϱϵϬ ͲϭϬϮϵϬ ϭϴϬϲϱ
ϭϳ ϮϬ͘Ϯϲ ϱϱϬ Ϯϲϱ ϱϴϱ Ͳϵϲϱϱ ϭϳϬϬϱ ϱϱϬ ϮϵϬ ϱϴϱ ͲϭϬϴϭϬ ϭϵϬϰϬ ϱϱϬ ϯϮϱ ϱϴϱ ͲϭϮϬϮϱ ϮϭϭϵϬ
ϭϴ ϮϬ͘ϭϭ ϱϲϬ ϮϴϬ ϱϴϬ ͲϭϭϮϵϱ ϭϵϴϲϬ ϱϲϬ ϯϭϱ ϱϴϬ ͲϭϮϲϮϱ ϮϮϮϰϬ ϱϲϬ ϯϱϱ ϱϴϬ ͲϭϰϬϮϬ ϮϰϳϱϬ
ϭϵ ϮϬ͘Ϭϯ ϱϲϱ Ϯϵϱ ϱϳϱ ͲϭϰϬϳϱ Ϯϯϲϯϱ ϱϲϱ ϯϯϱ ϱϳϱ ͲϭϱϳϮϱ Ϯϲϰϲϱ ϱϲϱ ϯϳϱ ϱϳϱ ͲϭϳϰϲϬ Ϯϵϰϰϱ
ϮϬ ϮϬ͘ϬϬ ϱϳϱ ϯϮϱ ϱϳϱ Ͳϭϲϯϳϱ Ϯϳϰϭϱ ϱϳϱ ϯϲϱ ϱϳϱ ͲϭϴϮϵϬ ϯϬϲϵϱ ϱϳϱ ϰϭϬ ϱϳϱ ͲϮϬϯϭϬ ϯϰϭϱϱ
Table E-18 - 50 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϰ
ϭϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϬϱŵƉŚ ϭϭϬŵƉŚ ϭϭϱŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϱ ϲϱ͘ϬϬ ϲϭϬ ϭϰϮϱ ϭϱϰϱ Ͳϴϰϱ ϰϵϰϱ ϲϭϬ ϭϰϮϱ ϭϱϰϱ ͲϵϳϬ ϰϵϰϱ ϲϭϬ ϭϰϮϱ ϭϱϰϱ ͲϭϭϬϬ ϰϵϰϱ
ϲ ϱϱ͘Ϭϴ ϲϭϬ ϭϮϬϱ ϭϯϰϱ Ͳϴϭϱ ϯϴϯϱ ϲϭϬ ϭϮϬϱ ϭϯϰϱ ͲϵϮϬ ϯϴϯϱ ϲϭϬ ϭϮϬϱ ϭϯϰϱ ͲϭϬϯϬ ϯϴϯϱ
ϴ ϰϯ͘Ϭϲ ϲϭϱ ϵϮϬ ϭϬϵϱ Ͳϵϰϱ ϯϬϭϬ ϲϭϱ ϵϮϬ ϭϬϵϱ ͲϵϵϬ ϯϬϭϬ ϲϭϱ ϵϮϬ ϭϬϵϱ ͲϭϬϰϬ ϯϬϭϬ
ϭϬ ϯϲ͘Ϯϱ ϲϮϱ ϳϰϬ ϵϱϱ Ͳϭϵϭϱ ϯϬϲϬ ϲϮϱ ϳϰϬ ϵϱϱ Ͳϭϵϭϱ ϯϬϲϬ ϲϮϱ ϳϰϬ ϵϱϱ Ͳϭϵϭϱ ϯϬϲϬ
ϭϮ ϯϮ͘Ϭϰ ϲϯϬ ϲϭϱ ϴϳϬ Ͳϯϭϰϱ ϯϱϳϱ ϲϯϬ ϲϭϱ ϴϳϬ Ͳϯϭϰϱ ϯϱϳϱ ϲϯϬ ϲϭϱ ϴϳϬ Ͳϯϭϰϱ ϯϱϳϱ
ϭϰ Ϯϵ͘ϯϮ ϲϰϬ ϱϮϱ ϴϭϱ ͲϰϱϰϬ ϰϰϭϱ ϲϰϬ ϱϮϱ ϴϭϱ ͲϰϱϰϬ ϰϰϭϱ ϲϰϬ ϱϮϱ ϴϭϱ ͲϰϱϰϬ ϰϰϭϱ
ϭϲ Ϯϳ͘ϱϯ ϲϱϱ ϰϲϬ ϳϳϱ ͲϲϭϯϬ ϱϱϭϱ ϲϱϱ ϰϲϬ ϳϳϱ ͲϲϭϯϬ ϱϱϭϱ ϲϱϱ ϰϲϬ ϳϳϱ ͲϲϭϯϬ ϱϱϭϱ
ϭϴ Ϯϲ͘ϯϲ ϲϲϱ ϰϬϱ ϳϱϱ ͲϳϵϯϬ ϲϴϳϬ ϲϲϱ ϰϬϱ ϳϱϱ ͲϳϵϯϬ ϲϴϳϬ ϲϲϱ ϰϬϱ ϳϱϱ ͲϳϵϯϬ ϲϵϲϬ
ϮϬ Ϯϱ͘ϲϯ ϲϴϬ ϯϳϬ ϳϯϱ Ͳϵϵϲϱ ϴϰϲϬ ϲϴϬ ϯϲϱ ϳϯϱ Ͳϵϵϲϱ ϴϰϲϬ ϲϴϬ ϯϲϬ ϳϯϱ Ͳϵϵϲϱ ϵϬϲϬ
ϮϮ Ϯϱ͘ϮϬ ϲϵϱ ϯϴϬ ϳϮϱ ͲϭϮϮϰϱ ϭϬϮϵϱ ϲϵϱ ϯϳϱ ϳϮϱ ͲϭϮϮϰϱ ϭϬϱϱϬ ϲϵϱ ϯϲϱ ϳϮϱ ͲϭϮϮϰϱ ϭϭϲϲϱ
Page 1253 Ϯϰ Ϯϱ͘ϬϮ ϳϭϬ ϰϬϱ ϳϮϬ ͲϭϰϳϳϬ ϭϮϱϳϱ ϳϭϬ ϰϬϬ ϳϮϬ ͲϭϰϳϳϬ ϭϯϵϰϱ ϳϭϬ ϯϵϬ ϳϮϬ ͲϭϰϳϳϬ ϭϱϯϴϬ
Ϯϱ Ϯϱ͘ϬϬ ϳϭϱ ϰϭϬ ϳϮϬ Ͳϭϲϭϯϱ ϭϰϭϳϬ ϳϭϱ ϰϬϱ ϳϮϬ Ͳϭϲϭϯϱ ϭϱϳϭϱ ϳϭϱ ϰϬϬ ϳϮϬ Ͳϭϲϭϯϱ ϭϳϯϯϬ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϮϬŵƉŚ ϭϯϬŵƉŚ ϭϰϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϱ ϲϱ͘ϬϬ ϲϭϬ ϭϰϮϱ ϭϱϰϱ ͲϭϮϰϬ ϰϵϰϱ ϲϭϬ ϭϰϮϱ ϭϱϰϱ ͲϭϱϰϬ ϰϵϰϱ ϲϭϬ ϭϰϮϱ ϭϱϰϱ Ͳϭϴϲϱ ϰϵϰϱ
ϲ ϱϱ͘Ϭϴ ϲϭϬ ϭϮϬϱ ϭϯϰϱ ͲϭϭϱϬ ϯϴϯϱ ϲϭϬ ϭϮϬϱ ϭϯϰϱ ͲϭϰϬϬ ϯϴϯϱ ϲϭϬ ϭϮϬϱ ϭϯϰϱ Ͳϭϲϳϱ ϯϴϯϱ
ϴ ϰϯ͘Ϭϲ ϲϭϱ ϵϮϬ ϭϬϵϱ ͲϭϬϵϬ ϯϬϭϬ ϲϭϱ ϵϮϬ ϭϬϵϱ ͲϭϮϴϬ ϯϬϭϬ ϲϭϱ ϵϮϬ ϭϬϵϱ Ͳϭϰϵϱ ϯϬϭϬ
ϭϬ ϯϲ͘Ϯϱ ϲϮϱ ϳϰϬ ϵϱϱ Ͳϭϵϭϱ ϯϬϲϬ ϲϮϱ ϳϰϬ ϵϱϱ Ͳϭϵϭϱ ϯϰϱϱ ϲϮϱ ϳϰϬ ϵϱϱ ͲϮϮϲϱ ϰϬϯϱ
ϭϮ ϯϮ͘Ϭϰ ϲϯϬ ϲϭϱ ϴϳϬ Ͳϯϭϰϱ ϯϳϯϱ ϲϯϬ ϲϭϱ ϴϳϬ Ͳϯϭϰϱ ϰϰϯϬ ϲϯϬ ϲϭϱ ϴϳϬ Ͳϯϭϰϱ ϱϭϴϬ
ϭϰ Ϯϵ͘ϯϮ ϲϰϬ ϱϮϱ ϴϭϱ ͲϰϱϰϬ ϰϱϯϬ ϲϰϬ ϱϮϱ ϴϭϱ ͲϰϱϰϬ ϱϯϵϬ ϲϰϬ ϱϮϱ ϴϭϱ ͲϰϱϰϬ ϲϯϮϬ
ϭϲ Ϯϳ͘ϱϯ ϲϱϱ ϰϲϬ ϳϳϱ ͲϲϭϯϬ ϱϱϳϱ ϲϱϱ ϰϲϬ ϳϳϱ ͲϲϭϯϬ ϲϲϱϬ ϲϱϱ ϰϲϬ ϳϳϱ ͲϲϭϯϬ ϳϴϭϱ
ϭϴ Ϯϲ͘ϯϲ ϲϲϱ ϰϬϱ ϳϱϱ ͲϳϵϯϬ ϳϲϱϱ ϲϲϱ ϰϬϱ ϳϱϱ ͲϳϵϯϬ ϵϭϯϱ ϲϲϱ ϰϬϱ ϳϱϱ ͲϳϵϯϬ ϭϬϳϯϱ
ϮϬ Ϯϱ͘ϲϯ ϲϴϬ ϯϲϬ ϳϯϱ Ͳϵϵϲϱ ϵϵϲϱ ϲϴϬ ϯϲϬ ϳϯϱ Ͳϵϵϲϱ ϭϭϴϵϬ ϲϴϬ ϯϲϬ ϳϯϱ Ͳϵϵϲϱ ϭϯϵϳϱ
ϮϮ Ϯϱ͘ϮϬ ϲϵϱ ϯϱϱ ϳϮϱ ͲϭϮϮϰϱ ϭϮϴϯϬ ϲϵϱ ϯϰϬ ϳϮϱ ͲϭϮϮϰϱ ϭϱϯϭϬ ϲϵϱ ϯϮϬ ϳϮϱ ͲϭϮϮϰϱ ϭϳϵϵϬ
Ϯϰ Ϯϱ͘ϬϮ ϳϭϬ ϯϴϱ ϳϮϬ ͲϭϰϳϳϬ ϭϲϴϴϬ ϳϭϬ ϯϲϱ ϳϮϬ ͲϭϰϳϳϬ ϮϬϬϳϱ ϳϭϬ ϯϱϬ ϳϮϬ Ͳϭϱϭϱϱ ϮϯϱϮϬ
Ϯϱ Ϯϱ͘ϬϬ ϳϭϱ ϯϵϬ ϳϮϬ Ͳϭϲϭϯϱ ϭϵϬϮϬ ϳϭϱ ϯϳϱ ϳϮϬ Ͳϭϲϭϯϱ ϮϮϲϭϬ ϳϭϱ ϯϱϱ ϳϮϬ ͲϭϲϵϳϬ ϮϲϰϵϬ

Table E-18 - 50 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϰ
ϭϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱϬŵƉŚ ϭϲϬŵƉŚ ϭϳϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϱ ϲϱ͘ϬϬ ϲϭϬ ϭϰϮϱ ϭϱϰϱ ͲϮϮϭϱ ϰϵϰϱ ϲϭϬ ϭϰϮϱ ϭϱϰϱ ͲϮϱϴϱ ϰϵϰϱ ϲϭϬ ϭϰϮϱ ϭϱϰϱ ͲϮϵϴϱ ϰϵϰϱ
ϲ ϱϱ͘Ϭϴ ϲϭϬ ϭϮϬϱ ϭϯϰϱ ͲϭϵϳϬ ϯϴϯϱ ϲϭϬ ϭϮϬϱ ϭϯϰϱ ͲϮϮϴϱ ϯϴϯϱ ϲϭϬ ϭϮϬϱ ϭϯϰϱ ͲϮϲϮϬ ϯϴϯϱ
ϴ ϰϯ͘Ϭϲ ϲϭϱ ϵϮϬ ϭϬϵϱ ͲϭϳϰϬ ϯϬϭϬ ϲϭϱ ϵϮϬ ϭϬϵϱ Ͳϭϵϵϱ ϯϬϭϬ ϲϭϱ ϵϮϬ ϭϬϵϱ ͲϮϮϳϬ ϯϬϭϬ
ϭϬ ϯϲ͘Ϯϱ ϲϮϱ ϳϰϬ ϵϱϱ ͲϮϲϰϬ ϰϲϱϱ ϲϮϱ ϳϰϬ ϵϱϱ ͲϯϬϰϱ ϱϯϮϬ ϲϮϱ ϳϰϬ ϵϱϱ Ͳϯϰϴϱ ϲϬϮϱ
ϭϮ ϯϮ͘Ϭϰ ϲϯϬ ϲϭϱ ϴϳϬ ͲϯϰϬϬ ϱϵϵϱ ϲϯϬ ϲϭϱ ϴϳϬ ͲϯϵϭϬ ϲϴϲϱ ϲϯϬ ϲϭϱ ϴϳϬ Ͳϰϰϱϱ ϳϳϵϬ
ϭϰ Ϯϵ͘ϯϮ ϲϰϬ ϱϮϱ ϴϭϱ ͲϰϱϰϬ ϳϯϮϬ ϲϰϬ ϱϮϱ ϴϭϱ ͲϰϲϳϬ ϴϯϴϱ ϲϰϬ ϱϮϱ ϴϭϱ Ͳϱϯϭϱ ϵϱϯϱ
ϭϲ Ϯϳ͘ϱϯ ϲϱϱ ϰϲϬ ϳϳϱ ͲϲϭϯϬ ϵϬϲϱ ϲϱϱ ϰϲϬ ϳϳϱ ͲϲϭϯϬ ϭϬϰϬϬ ϲϱϱ ϰϲϬ ϳϳϱ Ͳϲϰϵϱ ϭϭϴϮϬ
ϭϴ Ϯϲ͘ϯϲ ϲϲϱ ϰϬϱ ϳϱϱ ͲϳϵϯϬ ϭϮϰϱϬ ϲϲϱ ϰϬϱ ϳϱϱ ͲϴϭϭϬ ϭϰϮϴϬ ϲϲϱ ϰϬϱ ϳϱϱ ͲϵϮϮϬ ϭϲϮϯϱ
ϮϬ Ϯϱ͘ϲϯ ϲϴϬ ϯϲϬ ϳϯϱ Ͳϵϵϲϱ ϭϲϮϭϬ ϲϴϬ ϯϲϬ ϳϯϱ ͲϭϬϱϮϬ ϭϴϲϬϬ ϲϴϬ ϯϲϬ ϳϯϱ Ͳϭϭϵϱϱ ϮϭϭϰϬ
ϮϮ Ϯϱ͘ϮϬ ϲϵϱ ϯϮϬ ϳϮϱ ͲϭϮϮϰϱ ϮϬϴϲϱ ϲϵϱ ϯϮϬ ϳϮϱ ͲϭϯϲϬϱ Ϯϯϵϰϱ ϲϵϱ ϯϮϬ ϳϮϱ ͲϭϱϰϮϬ ϮϳϮϮϬ
Page 1254 Ϯϰ Ϯϱ͘ϬϮ ϳϭϬ ϯϯϬ ϳϮϬ ͲϭϲϯϮϬ ϮϳϮϮϬ ϳϭϬ ϯϭϬ ϳϮϬ Ͳϭϴϲϰϱ ϯϭϮϮϬ ϳϭϬ ϯϱϬ ϳϮϬ ͲϮϭϭϮϬ ϯϱϰϴϬ
Ϯϱ Ϯϱ͘ϬϬ ϳϭϱ ϯϰϬ ϳϮϬ ͲϭϴϰϯϬ ϯϬϲϲϬ ϳϭϱ ϯϯϬ ϳϮϬ ͲϮϭϬϱϱ ϯϱϭϰϱ ϳϭϱ ϯϴϬ ϳϮϬ ͲϮϯϴϰϱ ϯϵϵϰϬ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϴϬŵƉŚ ϭϵϬŵƉŚ ϮϬϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϱ ϲϱ͘ϬϬ ϲϭϬ ϭϰϮϱ ϭϱϰϱ ͲϯϰϭϬ ϰϵϰϱ ϲϭϬ ϭϰϮϱ ϭϱϰϱ ͲϯϴϲϬ ϰϵϰϱ ϲϭϬ ϭϰϮϱ ϭϱϰϱ Ͳϰϯϯϱ ϰϵϰϱ
ϲ ϱϱ͘Ϭϴ ϲϭϬ ϭϮϬϱ ϭϯϰϱ ͲϮϵϴϬ ϯϴϯϱ ϲϭϬ ϭϮϬϱ ϭϯϰϱ Ͳϯϯϱϱ ϯϴϯϱ ϲϭϬ ϭϮϬϱ ϭϯϰϱ Ͳϯϳϱϱ ϯϴϯϱ
ϴ ϰϯ͘Ϭϲ ϲϭϱ ϵϮϬ ϭϬϵϱ ͲϮϱϲϬ ϯϬϭϬ ϲϭϱ ϵϮϬ ϭϬϵϱ ͲϮϴϲϱ ϯϬϭϬ ϲϭϱ ϵϮϬ ϭϬϵϱ ͲϯϭϵϬ ϯϬϯϬ
ϭϬ ϯϲ͘Ϯϱ ϲϮϱ ϳϰϬ ϵϱϱ Ͳϯϵϰϱ ϲϳϳϱ ϲϮϱ ϳϰϬ ϵϱϱ Ͳϰϰϯϱ ϳϱϲϱ ϲϮϱ ϳϰϬ ϵϱϱ Ͳϰϵϱϱ ϴϰϬϬ
ϭϮ ϯϮ͘Ϭϰ ϲϯϬ ϲϭϱ ϴϳϬ ͲϱϬϯϬ ϴϳϳϬ ϲϯϬ ϲϭϱ ϴϳϬ Ͳϱϲϰϱ ϵϴϭϬ ϲϯϬ ϲϭϱ ϴϳϬ ͲϲϮϵϬ ϭϬϵϬϱ
ϭϰ Ϯϵ͘ϯϮ ϲϰϬ ϱϮϱ ϴϭϱ ͲϲϬϬϱ ϭϬϳϱϬ ϲϰϬ ϱϮϱ ϴϭϱ ͲϲϳϯϬ ϭϮϬϯϱ ϲϰϬ ϱϮϱ ϴϭϱ ͲϳϰϵϬ ϭϯϯϵϬ
ϭϲ Ϯϳ͘ϱϯ ϲϱϱ ϰϲϬ ϳϳϱ Ͳϳϯϯϱ ϭϯϯϯϬ ϲϱϱ ϰϲϬ ϳϳϱ ͲϴϮϮϬ ϭϰϵϯϱ ϲϱϱ ϰϲϬ ϳϳϱ ͲϵϭϱϬ ϭϲϲϮϱ
ϭϴ Ϯϲ͘ϯϲ ϲϲϱ ϰϬϱ ϳϱϱ ͲϭϬϰϬϬ ϭϴϯϬϱ ϲϲϱ ϰϬϱ ϳϱϱ Ͳϭϭϲϰϱ ϮϬϰϵϬ ϲϲϱ ϰϬϱ ϳϱϱ ͲϭϮϵϱϱ ϮϮϴϬϬ
ϮϬ Ϯϱ͘ϲϯ ϲϴϬ ϯϲϬ ϳϯϱ Ͳϭϯϰϳϱ ϮϯϴϰϬ ϲϴϬ ϯϲϬ ϳϯϱ ͲϭϱϬϴϱ ϮϲϲϵϬ ϲϴϬ ϯϵϱ ϳϯϱ Ͳϭϲϳϴϱ ϮϵϳϬϬ
ϮϮ Ϯϱ͘ϮϬ ϲϵϱ ϯϱϱ ϳϮϱ ͲϭϳϯϰϬ ϯϬϲϵϬ ϲϵϱ ϰϬϬ ϳϮϱ Ͳϭϵϯϳϱ ϯϰϯϲϬ ϲϵϱ ϰϱϬ ϳϮϱ ͲϮϭϱϰϱ ϯϴϮϯϬ
Ϯϰ Ϯϱ͘ϬϮ ϳϭϬ ϯϵϱ ϳϮϬ ͲϮϯϳϰϱ ϰϬϬϬϬ ϳϭϬ ϰϱϬ ϳϮϬ ͲϮϲϱϮϬ ϰϰϳϴϬ ϳϭϬ ϱϬϬ ϳϮϬ ͲϮϵϰϰϱ ϰϵϴϭϱ
Ϯϱ Ϯϱ͘ϬϬ ϳϭϱ ϰϯϬ ϳϮϬ ͲϮϲϴϬϱ ϰϱϬϮϱ ϳϭϱ ϰϴϱ ϳϮϬ ͲϮϵϵϯϱ ϱϬϰϬϬ ϳϭϱ ϱϰϬ ϳϮϬ ͲϯϯϮϯϬ ϱϲϬϲϱ

Table E-19 - 60 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϱ
ϭϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϬϱŵƉŚ ϭϭϬŵƉŚ ϭϭϱŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϲ ϳϴ͘ϬϬ ϳϯϬ ϭϳϰϬ ϭϴϳϱ ͲϭϭϰϬ ϱϮϭϱ ϳϯϬ ϭϳϰϬ ϭϴϳϱ ͲϭϮϵϱ ϱϮϭϱ ϳϯϬ ϭϳϰϬ ϭϴϳϱ Ͳϭϰϱϱ ϱϮϭϱ
ϴ ϲϬ͘Ϯϱ ϳϯϱ ϭϯϮϱ ϭϱϬϱ ͲϭϭϭϬ ϯϳϵϱ ϳϯϱ ϭϯϮϱ ϭϱϬϱ ͲϭϮϯϱ ϯϳϵϱ ϳϯϱ ϭϯϮϱ ϭϱϬϱ Ͳϭϯϲϱ ϯϳϵϱ
ϭϬ ϱϬ͘ϬϬ ϳϰϬ ϭϬϲϱ ϭϮϴϱ ͲϭϳϮϱ ϯϱϱϱ ϳϰϬ ϭϬϲϱ ϭϮϴϱ ͲϭϳϮϱ ϯϱϱϱ ϳϰϬ ϭϬϲϱ ϭϮϴϱ Ͳϭϳϴϱ ϯϱϱϱ
ϭϮ ϰϯ͘ϱϬ ϳϰϱ ϴϵϬ ϭϭϱϬ ͲϮϵϲϬ ϯϵϬϬ ϳϰϱ ϴϵϬ ϭϭϱϬ ͲϮϵϲϬ ϯϵϬϬ ϳϰϱ ϴϵϬ ϭϭϱϬ ͲϮϵϲϬ ϯϵϬϬ
ϭϰ ϯϵ͘ϭϰ ϳϱϱ ϳϲϬ ϭϬϲϬ Ͳϰϯϳϱ ϰϲϭϱ ϳϱϱ ϳϲϬ ϭϬϲϬ Ͳϰϯϳϱ ϰϲϭϱ ϳϱϱ ϳϲϬ ϭϬϲϬ Ͳϰϯϳϱ ϰϲϭϱ
ϭϲ ϯϲ͘ϭϯ ϳϲϱ ϲϲϱ ϵϵϱ ͲϱϵϲϬ ϱϲϮϬ ϳϲϱ ϲϲϱ ϵϵϱ ͲϱϵϲϬ ϱϲϮϬ ϳϲϱ ϲϲϱ ϵϵϱ ͲϱϵϲϬ ϱϲϳϬ
ϭϴ ϯϰ͘ϬϬ ϳϳϱ ϱϵϬ ϵϱϬ Ͳϳϳϯϱ ϲϴϳϱ ϳϳϱ ϱϵϬ ϵϱϬ Ͳϳϳϯϱ ϲϴϳϱ ϳϳϱ ϱϵϬ ϵϱϬ Ͳϳϳϯϱ ϲϴϳϱ
ϮϬ ϯϮ͘ϱϬ ϳϵϬ ϱϮϱ ϵϮϬ ͲϵϳϯϬ ϴϯϳϬ ϳϵϬ ϱϮϱ ϵϮϬ ͲϵϳϯϬ ϴϯϳϬ ϳϵϬ ϱϮϱ ϵϮϬ ͲϵϳϯϬ ϴϯϳϱ
ϮϮ ϯϭ͘ϰϱ ϴϬϬ ϰϳϱ ϵϬϬ ͲϭϭϵϱϬ ϭϬϬϵϱ ϴϬϬ ϰϳϱ ϵϬϬ ͲϭϭϵϱϬ ϭϬϬϵϱ ϴϬϬ ϰϳϱ ϵϬϬ ͲϭϭϵϱϬ ϭϬϵϱϬ
Ϯϰ ϯϬ͘ϳϱ ϴϭϱ ϰϰϬ ϴϴϱ ͲϭϰϰϬϬ ϭϮϬϱϱ ϴϭϱ ϰϯϬ ϴϴϱ ͲϭϰϰϬϬ ϭϮϯϯϬ ϴϭϱ ϰϯϬ ϴϴϱ ͲϭϰϰϬϬ ϭϯϲϮϱ
Page 1255 Ϯϲ ϯϬ͘ϯϭ ϴϯϬ ϰϱϬ ϴϳϱ ͲϭϳϭϬϬ ϭϰϮϱϬ ϴϯϬ ϰϰϬ ϴϳϱ ͲϭϳϭϬϬ ϭϱϮϮϱ ϴϯϬ ϰϯϬ ϴϳϱ ͲϭϳϭϬϬ ϭϲϴϯϬ
Ϯϴ ϯϬ͘Ϭϳ ϴϰϱ ϰϳϱ ϴϲϱ ͲϮϬϬϱϬ ϭϳϰϯϱ ϴϰϱ ϰϳϬ ϴϲϱ ͲϮϬϬϱϬ ϭϵϯϯϬ ϴϰϱ ϰϲϬ ϴϲϱ ͲϮϬϬϱϬ Ϯϭϯϭϱ
ϯϬ ϯϬ͘ϬϬ ϴϲϬ ϰϵϬ ϴϲϬ ͲϮϯϮϲϱ ϮϭϯϬϬ ϴϲϬ ϰϴϬ ϴϲϬ ͲϮϯϮϲϱ ϮϯϲϭϬ ϴϲϬ ϰϳϱ ϴϲϬ ͲϮϯϮϲϱ ϮϲϬϯϬ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϮϬŵƉŚ ϭϯϬŵƉŚ ϭϰϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϲ ϳϴ͘ϬϬ ϳϯϬ ϭϳϰϬ ϭϴϳϱ ͲϭϲϮϱ ϱϮϭϱ ϳϯϬ ϭϳϰϬ ϭϴϳϱ ͲϭϵϴϬ ϱϮϭϱ ϳϯϬ ϭϳϰϬ ϭϴϳϱ ͲϮϯϳϬ ϱϮϭϱ
ϴ ϲϬ͘Ϯϱ ϳϯϱ ϭϯϮϱ ϭϱϬϱ ͲϭϱϬϬ ϯϳϵϱ ϳϯϱ ϭϯϮϱ ϭϱϬϱ ͲϭϳϵϬ ϯϳϵϱ ϳϯϱ ϭϯϮϱ ϭϱϬϱ ͲϮϭϬϱ ϯϳϵϱ
ϭϬ ϱϬ͘ϬϬ ϳϰϬ ϭϬϲϱ ϭϮϴϱ ͲϭϴϱϬ ϯϱϱϱ ϳϰϬ ϭϬϲϱ ϭϮϴϱ ͲϭϵϵϬ ϯϱϱϱ ϳϰϬ ϭϬϲϱ ϭϮϴϱ ͲϮϭϲϬ ϯϱϱϱ
ϭϮ ϰϯ͘ϱϬ ϳϰϱ ϴϵϬ ϭϭϱϬ ͲϮϵϲϬ ϰϮϯϱ ϳϰϱ ϴϵϬ ϭϭϱϬ ͲϮϵϲϬ ϱϬϭϱ ϳϰϱ ϴϵϬ ϭϭϱϬ ͲϯϭϳϬ ϱϴϲϱ
ϭϰ ϯϵ͘ϭϰ ϳϱϱ ϳϲϬ ϭϬϲϬ Ͳϰϯϳϱ ϰϵϱϬ ϳϱϱ ϳϲϬ ϭϬϲϬ Ͳϰϯϳϱ ϱϴϵϬ ϳϱϱ ϳϲϬ ϭϬϲϬ Ͳϰϯϳϱ ϲϵϬϱ
ϭϲ ϯϲ͘ϭϯ ϳϲϱ ϲϲϱ ϵϵϱ ͲϱϵϲϬ ϲϮϮϱ ϳϲϱ ϲϲϱ ϵϵϱ ͲϱϵϲϬ ϳϰϬϬ ϳϲϱ ϲϲϱ ϵϵϱ ͲϱϵϲϬ ϴϲϳϱ
ϭϴ ϯϰ͘ϬϬ ϳϳϱ ϱϵϬ ϵϱϬ Ͳϳϳϯϱ ϳϮϳϱ ϳϳϱ ϱϵϬ ϵϱϬ Ͳϳϳϯϱ ϴϲϳϱ ϳϳϱ ϱϵϬ ϵϱϬ Ͳϳϳϯϱ ϭϬϭϴϱ
ϮϬ ϯϮ͘ϱϬ ϳϵϬ ϱϮϱ ϵϮϬ ͲϵϳϯϬ ϵϮϭϬ ϳϵϬ ϱϮϱ ϵϮϬ ͲϵϳϯϬ ϭϬϵϴϱ ϳϵϬ ϱϮϱ ϵϮϬ ͲϵϳϯϬ ϭϮϵϬϱ
ϮϮ ϯϭ͘ϰϱ ϴϬϬ ϰϳϱ ϵϬϬ ͲϭϭϵϱϬ ϭϮϬϰϬ ϴϬϬ ϰϳϱ ϵϬϬ ͲϭϭϵϱϬ ϭϰϯϲϬ ϴϬϬ ϰϳϱ ϵϬϬ ͲϭϭϵϱϬ ϭϲϴϲϱ
Ϯϰ ϯϬ͘ϳϱ ϴϭϱ ϰϯϬ ϴϴϱ ͲϭϰϰϬϬ ϭϰϵϴϱ ϴϭϱ ϰϯϬ ϴϴϱ ͲϭϰϰϬϬ ϭϳϴϳϬ ϴϭϱ ϰϯϬ ϴϴϱ ͲϭϰϰϬϬ ϮϬϵϵϬ
Ϯϲ ϯϬ͘ϯϭ ϴϯϬ ϰϮϬ ϴϳϱ ͲϭϳϭϬϬ ϭϴϱϬϱ ϴϯϬ ϰϬϬ ϴϳϱ ͲϭϳϭϬϬ ϮϮϬϳϬ ϴϯϬ ϯϵϬ ϴϳϱ ͲϭϳϭϬϬ ϮϱϵϮϬ
Ϯϴ ϯϬ͘Ϭϳ ϴϰϱ ϰϱϬ ϴϲϱ ͲϮϬϬϱϬ Ϯϯϯϴϱ ϴϰϱ ϰϯϬ ϴϲϱ ͲϮϬϬϱϬ Ϯϳϳϵϱ ϴϰϱ ϰϬϱ ϴϲϱ ͲϮϬϱϯϱ ϯϮϱϱϱ
ϯϬ ϯϬ͘ϬϬ ϴϲϬ ϰϲϱ ϴϲϬ ͲϮϯϮϲϱ ϮϴϱϲϬ ϴϲϬ ϰϰϱ ϴϲϬ ͲϮϯϯϴϱ ϯϯϵϰϬ ϴϲϬ ϰϮϬ ϴϲϬ ͲϮϰϴϱϬ ϯϵϳϰϱ

Table E-19 - 60 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϱ
ϭϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱϬŵƉŚ ϭϲϬŵƉŚ ϭϳϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϲ ϳϴ͘ϬϬ ϳϯϬ ϭϳϰϬ ϭϴϳϱ ͲϮϳϵϱ ϱϮϭϱ ϳϯϬ ϭϳϰϬ ϭϴϳϱ ͲϯϮϰϱ ϱϮϭϱ ϳϯϬ ϭϳϰϬ ϭϴϳϱ ͲϯϳϯϬ ϱϮϭϱ
ϴ ϲϬ͘Ϯϱ ϳϯϱ ϭϯϮϱ ϭϱϬϱ ͲϮϰϰϬ ϯϳϵϱ ϳϯϱ ϭϯϮϱ ϭϱϬϱ ͲϮϴϭϬ ϯϳϵϱ ϳϯϱ ϭϯϮϱ ϭϱϬϱ ͲϯϮϬϬ ϯϳϵϱ
ϭϬ ϱϬ͘ϬϬ ϳϰϬ ϭϬϲϱ ϭϮϴϱ ͲϮϯϰϬ ϯϱϱϱ ϳϰϬ ϭϬϲϱ ϭϮϴϱ ͲϮϲϯϱ ϯϱϱϱ ϳϰϬ ϭϬϲϱ ϭϮϴϱ ͲϮϵϴϬ ϯϱϱϱ
ϭϮ ϰϯ͘ϱϬ ϳϰϱ ϴϵϬ ϭϭϱϬ ͲϯϲϵϬ ϲϳϳϬ ϳϰϱ ϴϵϬ ϭϭϱϬ ͲϰϮϰϱ ϳϳϰϬ ϳϰϱ ϴϵϬ ϭϭϱϬ Ͳϰϴϰϱ ϴϳϳϱ
ϭϰ ϯϵ͘ϭϰ ϳϱϱ ϳϲϬ ϭϬϲϬ Ͳϰϯϳϱ ϳϵϵϱ ϳϱϱ ϳϲϬ ϭϬϲϬ Ͳϰϴϲϱ ϵϭϱϱ ϳϱϱ ϳϲϬ ϭϬϲϬ ͲϱϱϰϬ ϭϬϯϵϱ
ϭϲ ϯϲ͘ϭϯ ϳϲϱ ϲϲϱ ϵϵϱ ͲϱϵϲϬ ϭϬϬϰϬ ϳϲϱ ϲϲϱ ϵϵϱ ͲϲϯϰϬ ϭϭϱϭϬ ϳϲϱ ϲϲϱ ϵϵϱ ͲϳϮϭϱ ϭϯϬϴϬ
ϭϴ ϯϰ͘ϬϬ ϳϳϱ ϱϵϬ ϵϱϬ Ͳϳϳϯϱ ϭϭϴϭϬ ϳϳϱ ϱϵϬ ϵϱϬ Ͳϳϳϯϱ ϭϯϱϰϱ ϳϳϱ ϱϵϬ ϵϱϬ ͲϴϰϮϬ ϭϱϯϵϱ
ϮϬ ϯϮ͘ϱϬ ϳϵϬ ϱϮϱ ϵϮϬ ͲϵϳϯϬ ϭϰϵϳϬ ϳϵϬ ϱϮϱ ϵϮϬ ͲϵϳϯϬ ϭϳϭϳϬ ϳϵϬ ϱϮϱ ϵϮϬ ͲϭϬϱϴϬ ϭϵϱϮϬ
ϮϮ ϯϭ͘ϰϱ ϴϬϬ ϰϳϱ ϵϬϬ ͲϭϭϵϱϬ ϭϵϱϱϱ ϴϬϬ ϰϳϱ ϵϬϬ ͲϭϮϲϲϬ ϮϮϰϯϱ ϴϬϬ ϰϳϱ ϵϬϬ ͲϭϰϯϵϬ Ϯϱϰϵϱ
Ϯϰ ϯϬ͘ϳϱ ϴϭϱ ϰϯϬ ϴϴϱ ͲϭϰϰϬϬ ϮϰϯϰϬ ϴϭϱ ϰϯϬ ϴϴϱ ͲϭϱϳϯϬ ϮϳϵϮϬ ϴϭϱ ϰϯϬ ϴϴϱ ͲϭϳϴϳϬ ϯϭϳϯϱ
Page 1256 Ϯϲ ϯϬ͘ϯϭ ϴϯϬ ϯϵϬ ϴϳϱ ͲϭϳϭϬϬ ϯϬϬϲϬ ϴϯϬ ϯϵϬ ϴϳϱ ͲϭϵϱϬϱ ϯϰϰϴϬ ϴϯϬ ϯϵϬ ϴϳϱ ͲϮϮϭϬϬ ϯϵϭϴϱ
Ϯϴ ϯϬ͘Ϭϳ ϴϰϱ ϯϴϱ ϴϲϱ ͲϮϮϱϬϬ ϯϳϲϵϱ ϴϰϱ ϯϲϬ ϴϲϱ ͲϮϱϳϬϬ ϰϯϮϯϬ ϴϰϱ ϰϭϱ ϴϲϱ ͲϮϵϭϭϬ ϰϵϭϭϱ
ϯϬ ϯϬ͘ϬϬ ϴϲϬ ϰϬϬ ϴϲϬ ͲϮϳϱϵϬ ϰϱϵϴϱ ϴϲϬ ϰϭϱ ϴϲϬ ͲϯϭϱϭϬ ϱϮϳϮϬ ϴϲϬ ϰϳϱ ϴϲϬ ͲϯϱϲϴϬ ϱϵϵϬϬ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϴϬŵƉŚ ϭϵϬŵƉŚ ϮϬϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϲ ϳϴ͘ϬϬ ϳϯϬ ϭϳϰϬ ϭϴϳϱ ͲϰϮϰϬ ϱϮϭϱ ϳϯϬ ϭϳϰϬ ϭϴϳϱ ͲϰϳϴϬ ϱϮϭϱ ϳϯϬ ϭϳϰϬ ϭϴϳϱ ͲϱϯϱϬ ϱϮϭϱ
ϴ ϲϬ͘Ϯϱ ϳϯϱ ϭϯϮϱ ϭϱϬϱ Ͳϯϲϭϱ ϯϳϵϱ ϳϯϱ ϭϯϮϱ ϭϱϬϱ ͲϰϬϱϬ ϯϳϵϱ ϳϯϱ ϭϯϮϱ ϭϱϬϱ Ͳϰϱϭϱ ϰϬϴϬ
ϭϬ ϱϬ͘ϬϬ ϳϰϬ ϭϬϲϱ ϭϮϴϱ ͲϯϯϱϬ ϯϴϳϱ ϳϰϬ ϭϬϲϱ ϭϮϴϱ ͲϯϳϰϬ ϰϯϯϬ ϳϰϬ ϭϬϲϱ ϭϮϴϱ ͲϰϭϱϬ ϰϴϭϬ
ϭϮ ϰϯ͘ϱϬ ϳϰϱ ϴϵϬ ϭϭϱϬ ͲϱϰϴϬ ϵϴϳϬ ϳϰϱ ϴϵϬ ϭϭϱϬ Ͳϲϭϱϱ ϭϭϬϯϬ ϳϰϱ ϴϵϬ ϭϭϱϬ ͲϲϴϲϬ ϭϮϮϱϬ
ϭϰ ϯϵ͘ϭϰ ϳϱϱ ϳϲϬ ϭϬϲϬ ͲϲϮϱϱ ϭϭϳϭϬ ϳϱϱ ϳϲϬ ϭϬϲϬ ͲϳϬϭϬ ϭϯϭϬϬ ϳϱϱ ϳϲϬ ϭϬϲϬ ͲϳϴϭϬ ϭϰϱϲϱ
ϭϲ ϯϲ͘ϭϯ ϳϲϱ ϲϲϱ ϵϵϱ ͲϴϭϰϬ ϭϰϳϰϱ ϳϲϱ ϲϲϱ ϵϵϱ ͲϵϭϮϬ ϭϲϱϬϱ ϳϲϱ ϲϲϱ ϵϵϱ ͲϭϬϭϱϬ ϭϴϯϲϬ
ϭϴ ϯϰ͘ϬϬ ϳϳϱ ϱϵϬ ϵϱϬ ͲϵϱϬϬ ϭϳϯϳϬ ϳϳϱ ϱϵϬ ϵϱϬ ͲϭϬϲϰϱ ϭϵϰϱϱ ϳϳϱ ϱϵϬ ϵϱϬ ͲϭϭϴϱϬ Ϯϭϲϱϱ
ϮϬ ϯϮ͘ϱϬ ϳϵϬ ϱϮϱ ϵϮϬ Ͳϭϭϵϯϱ ϮϮϬϬϱ ϳϵϬ ϱϮϱ ϵϮϬ Ͳϭϯϯϲϱ Ϯϰϲϯϱ ϳϵϬ ϱϮϱ ϵϮϬ Ͳϭϰϴϳϱ ϮϳϰϮϱ
ϮϮ ϯϭ͘ϰϱ ϴϬϬ ϰϳϱ ϵϬϬ ͲϭϲϮϮϬ ϮϴϳϰϬ ϴϬϬ ϰϳϱ ϵϬϬ Ͳϭϴϭϱϱ ϯϮϭϳϱ ϴϬϬ ϰϳϱ ϵϬϬ ͲϮϬϭϵϱ ϯϱϳϵϬ
Ϯϰ ϯϬ͘ϳϱ ϴϭϱ ϰϯϬ ϴϴϱ ͲϮϬϭϰϬ ϯϱϳϳϱ ϴϭϱ ϰϰϬ ϴϴϱ ͲϮϮϱϰϬ ϰϬϬϱϬ ϴϭϱ ϰϵϱ ϴϴϱ ͲϮϱϬϲϱ ϰϰϱϱϱ
Ϯϲ ϯϬ͘ϯϭ ϴϯϬ ϰϯϱ ϴϳϱ ͲϮϰϴϱϬ ϰϰϭϳϱ ϴϯϬ ϰϵϬ ϴϳϱ ͲϮϳϴϬϬ ϰϵϰϱϬ ϴϯϬ ϱϱϬ ϴϳϱ ͲϯϬϵϭϱ ϱϱϬϭϱ
Ϯϴ ϯϬ͘Ϭϳ ϴϰϱ ϰϳϱ ϴϲϱ ͲϯϮϳϮϬ ϱϱϯϲϱ ϴϰϱ ϱϯϱ ϴϲϱ Ͳϯϲϱϰϱ ϲϭϵϲϱ ϴϰϱ ϱϵϱ ϴϲϱ ͲϰϬϱϳϬ ϲϴϵϮϱ
ϯϬ ϯϬ͘ϬϬ ϴϲϬ ϱϯϱ ϴϲϬ ͲϰϬϭϬϱ ϲϳϱϭϬ ϴϲϬ ϲϬϱ ϴϲϬ ͲϰϰϳϴϬ ϳϱϱϱϱ ϴϲϬ ϲϳϱ ϴϲϬ ͲϰϵϳϭϬ ϴϰϬϯϱ

Table E-20 - 70 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϲ
ϭϱƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϬϱŵƉŚ ϭϭϬŵƉŚ ϭϭϱŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϲ ϭϬϱ͘Ϭϴ ϵϵϬ ϮϳϲϬ ϮϵϮϱ ͲϭϮϱϱ ϳϵϳϬ ϵϵϬ ϮϳϲϬ ϮϵϮϱ ͲϭϰϲϬ ϳϵϳϬ ϵϵϬ ϮϳϲϬ ϮϵϮϱ ͲϭϲϳϬ ϳϵϳϬ
ϴ ϴϬ͘ϱϲ ϵϵϱ ϮϭϬϱ ϮϯϮϬ Ͳϭϯϲϱ ϱϰϳϬ ϵϵϱ ϮϭϬϱ ϮϯϮϬ ͲϭϱϯϬ ϱϰϳϬ ϵϵϱ ϮϭϬϱ ϮϯϮϬ ͲϭϳϬϬ ϱϰϳϬ
ϭϬ ϲϲ͘Ϯϱ ϭϬϬϱ ϭϲϵϱ ϭϵϲϬ Ͳϭϴϰϱ ϰϳϳϱ ϭϬϬϱ ϭϲϵϱ ϭϵϲϬ ͲϭϵϯϬ ϰϳϳϱ ϭϬϬϱ ϭϲϵϱ ϭϵϲϬ ͲϮϬϭϱ ϰϳϳϱ
ϭϮ ϱϳ͘Ϭϰ ϭϬϭϱ ϭϰϮϬ ϭϳϯϬ ͲϯϭϮϬ ϰϵϮϬ ϭϬϭϱ ϭϰϮϬ ϭϳϯϬ ͲϯϭϮϬ ϰϵϮϬ ϭϬϭϱ ϭϰϮϬ ϭϳϯϬ ͲϯϭϮϬ ϰϵϮϬ
ϭϰ ϱϬ͘ϳϱ ϭϬϮϱ ϭϮϮϬ ϭϱϳϱ ͲϰϳϱϬ ϱϱϳϱ ϭϬϮϱ ϭϮϮϬ ϭϱϳϱ ͲϰϳϱϬ ϱϱϳϱ ϭϬϮϱ ϭϮϮϬ ϭϱϳϱ ͲϰϳϱϬ ϱϱϳϱ
ϭϲ ϰϲ͘Ϯϴ ϭϬϰϬ ϭϬϲϱ ϭϰϳϬ ͲϲϱϴϬ ϲϲϬϱ ϭϬϰϬ ϭϬϲϱ ϭϰϳϬ ͲϲϱϴϬ ϲϲϬϱ ϭϬϰϬ ϭϬϲϱ ϭϰϳϬ ͲϲϱϴϬ ϲϲϬϱ
ϭϴ ϰϯ͘Ϭϯ ϭϬϱϱ ϵϱϬ ϭϯϵϬ ͲϴϲϮϬ ϳϵϰϬ ϭϬϱϱ ϵϱϬ ϭϯϵϬ ͲϴϲϮϬ ϳϵϰϬ ϭϬϱϱ ϵϱϬ ϭϯϵϬ ͲϴϲϮϬ ϳϵϰϬ
ϮϬ ϰϬ͘ϲϯ ϭϬϳϬ ϴϱϬ ϭϯϰϬ ͲϭϬϵϬϬ ϵϱϲϬ ϭϬϳϬ ϴϱϬ ϭϯϰϬ ͲϭϬϵϬϬ ϵϱϲϬ ϭϬϳϬ ϴϱϬ ϭϯϰϬ ͲϭϬϵϬϬ ϵϱϲϬ
ϮϮ ϯϴ͘ϴϰ ϭϬϴϱ ϳϳϬ ϭϯϬϬ ͲϭϯϰϯϬ ϭϭϰϱϱ ϭϬϴϱ ϳϳϬ ϭϯϬϬ ͲϭϯϰϯϬ ϭϭϰϱϱ ϭϬϴϱ ϳϳϬ ϭϯϬϬ ͲϭϯϰϯϬ ϭϭϰϱϱ
Ϯϰ ϯϳ͘ϱϮ ϭϭϬϱ ϳϬϱ ϭϮϳϬ ͲϭϲϮϰϬ ϭϯϲϭϱ ϭϭϬϱ ϳϬϱ ϭϮϳϬ ͲϭϲϮϰϬ ϭϯϲϭϱ ϭϭϬϱ ϳϬϱ ϭϮϳϬ ͲϭϲϮϰϬ ϭϯϲϭϱ
Page 1257 Ϯϲ ϯϲ͘ϱϲ ϭϭϮϱ ϲϱϬ ϭϮϱϬ ͲϭϵϯϯϬ ϭϲϬϰϱ ϭϭϮϱ ϲϰϱ ϭϮϱϬ ͲϭϵϯϯϬ ϭϲϬϰϱ ϭϭϮϱ ϲϰϱ ϭϮϱϬ ͲϭϵϯϯϬ ϭϲϬϰϱ
Ϯϴ ϯϱ͘ϴϴ ϭϭϰϱ ϲϲϱ ϭϮϯϱ ͲϮϮϳϭϱ ϭϴϳϱϬ ϭϭϰϱ ϲϱϬ ϭϮϯϱ ͲϮϮϳϭϱ ϭϴϳϱϬ ϭϭϰϱ ϲϰϬ ϭϮϯϱ ͲϮϮϳϭϱ ϭϴϳϱϬ
ϯϬ ϯϱ͘ϰϮ ϭϭϲϱ ϲϴϬ ϭϮϯϬ ͲϮϲϰϭϬ ϮϭϳϰϬ ϭϭϲϱ ϲϲϱ ϭϮϯϬ ͲϮϲϰϭϬ ϮϭϳϰϬ ϭϭϲϱ ϲϱϱ ϭϮϯϬ ͲϮϲϰϭϬ Ϯϭϴϯϱ
ϯϮ ϯϱ͘ϭϰ ϭϭϴϱ ϲϵϱ ϭϮϮϱ ͲϯϬϰϮϱ ϮϱϬϭϱ ϭϭϴϱ ϲϴϱ ϭϮϮϱ ͲϯϬϰϮϱ ϮϱϬϭϱ ϭϭϴϱ ϲϳϬ ϭϮϮϱ ͲϯϬϰϮϱ ϮϲϬϳϱ
ϯϰ ϯϱ͘Ϭϭ ϭϮϭϬ ϳϯϬ ϭϮϮϬ Ͳϯϰϳϲϱ ϮϴϱϴϬ ϭϮϭϬ ϳϮϬ ϭϮϮϬ Ͳϯϰϳϲϱ ϮϵϬϲϱ ϭϮϭϬ ϳϭϬ ϭϮϮϬ Ͳϯϰϳϲϱ ϯϮϭϵϱ
ϯϱ ϯϱ͘ϬϬ ϭϮϮϬ ϳϰϬ ϭϮϮϬ ͲϯϳϬϲϬ ϯϬϰϴϬ ϭϮϮϬ ϳϯϬ ϭϮϮϬ ͲϯϳϬϲϬ ϯϭϲϲϬ ϭϮϮϬ ϳϮϬ ϭϮϮϬ ͲϯϳϬϲϬ ϯϱϬϲϬ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϮϬŵƉŚ ϭϯϬŵƉŚ ϭϰϬŵƉŚ
Ͳ н Ͳ н Ͳ н
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă D D ZǇ Zǆ &Ă D D ZǇ Zǆ &Ă D D
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϲ ϭϬϱ͘Ϭϴ ϵϵϬ ϮϳϲϬ ϮϵϮϱ ͲϭϴϵϬ ϳϵϳϬ ϵϵϬ ϮϳϲϬ ϮϵϮϱ ͲϮϯϳϬ ϳϵϳϬ ϵϵϬ ϮϳϲϬ ϮϵϮϱ ͲϮϴϵϱ ϳϵϳϬ
ϴ ϴϬ͘ϱϲ ϵϵϱ ϮϭϬϱ ϮϯϮϬ ͲϭϴϴϬ ϱϰϳϬ ϵϵϱ ϮϭϬϱ ϮϯϮϬ ͲϮϮϲϱ ϱϰϳϬ ϵϵϱ ϮϭϬϱ ϮϯϮϬ ͲϮϲϵϬ ϱϰϳϬ
ϭϬ ϲϲ͘Ϯϱ ϭϬϬϱ ϭϲϵϱ ϭϵϲϬ ͲϮϭϭϬ ϰϳϳϱ ϭϬϬϱ ϭϲϵϱ ϭϵϲϬ ͲϮϯϬϱ ϰϳϳϱ ϭϬϬϱ ϭϲϵϱ ϭϵϲϬ ͲϮϲϰϬ ϰϳϳϱ
ϭϮ ϱϳ͘Ϭϰ ϭϬϭϱ ϭϰϮϬ ϭϳϯϬ ͲϯϭϮϬ ϰϵϮϬ ϭϬϭϱ ϭϰϮϬ ϭϳϯϬ ͲϯϮϬϬ ϰϵϮϬ ϭϬϭϱ ϭϰϮϬ ϭϳϯϬ ͲϯϰϬϱ ϰϵϮϬ
ϭϰ ϱϬ͘ϳϱ ϭϬϮϱ ϭϮϮϬ ϭϱϳϱ ͲϰϳϱϬ ϱϱϳϱ ϭϬϮϱ ϭϮϮϬ ϭϱϳϱ ͲϰϳϱϬ ϲϲϱϬ ϭϬϮϱ ϭϮϮϬ ϭϱϳϱ ͲϰϳϱϬ ϳϴϭϱ
ϭϲ ϰϲ͘Ϯϴ ϭϬϰϬ ϭϬϲϱ ϭϰϳϬ ͲϲϱϴϬ ϲϲϬϱ ϭϬϰϬ ϭϬϲϱ ϭϰϳϬ ͲϲϱϴϬ ϳϲϲϱ ϭϬϰϬ ϭϬϲϱ ϭϰϳϬ ͲϲϱϴϬ ϵϬϰϬ
ϭϴ ϰϯ͘Ϭϯ ϭϬϱϱ ϵϱϬ ϭϯϵϬ ͲϴϲϮϬ ϳϵϲϱ ϭϬϱϱ ϵϱϬ ϭϯϵϬ ͲϴϲϮϬ ϵϱϰϬ ϭϬϱϱ ϵϱϬ ϭϯϵϬ ͲϴϲϮϬ ϭϭϮϯϱ
ϮϬ ϰϬ͘ϲϯ ϭϬϳϬ ϴϱϬ ϭϯϰϬ ͲϭϬϵϬϬ ϵϱϲϬ ϭϬϳϬ ϴϱϬ ϭϯϰϬ ͲϭϬϵϬϬ ϭϭϭϳϱ ϭϬϳϬ ϴϱϬ ϭϯϰϬ ͲϭϬϵϬϬ ϭϯϭϵϬ
ϮϮ ϯϴ͘ϴϰ ϭϬϴϱ ϳϳϬ ϭϯϬϬ ͲϭϯϰϯϬ ϭϭϰϱϱ ϭϬϴϱ ϳϳϬ ϭϯϬϬ ͲϭϯϰϯϬ ϭϮϵϲϱ ϭϬϴϱ ϳϳϬ ϭϯϬϬ ͲϭϯϰϯϬ ϭϱϯϯϬ
Ϯϰ ϯϳ͘ϱϮ ϭϭϬϱ ϳϬϱ ϭϮϳϬ ͲϭϲϮϰϬ ϭϯϲϭϱ ϭϭϬϱ ϳϬϱ ϭϮϳϬ ͲϭϲϮϰϬ ϭϱϳϵϱ ϭϭϬϱ ϳϬϱ ϭϮϳϬ ͲϭϲϮϰϬ ϭϴϲϴϱ
Ϯϲ ϯϲ͘ϱϲ ϭϭϮϱ ϲϰϱ ϭϮϱϬ ͲϭϵϯϯϬ ϭϲϲϮϱ ϭϭϮϱ ϲϰϱ ϭϮϱϬ ͲϭϵϯϯϬ ϭϵϵϴϱ ϭϭϮϱ ϲϰϱ ϭϮϱϬ ͲϭϵϯϯϬ ϮϯϲϮϱ
Ϯϴ ϯϱ͘ϴϴ ϭϭϰϱ ϲϮϱ ϭϮϯϱ ͲϮϮϳϭϱ ϮϬϬϱϱ ϭϭϰϱ ϲϬϬ ϭϮϯϱ ͲϮϮϳϭϱ ϮϰϬϴϱ ϭϭϰϱ ϱϵϬ ϭϮϯϱ ͲϮϮϳϭϱ Ϯϴϰϳϱ
ϯϬ ϯϱ͘ϰϮ ϭϭϲϱ ϲϰϬ ϭϮϯϬ ͲϮϲϰϭϬ ϮϰϬϲϱ ϭϭϲϱ ϲϭϱ ϭϮϯϬ ͲϮϲϰϭϬ Ϯϴϴϳϱ ϭϭϲϱ ϱϴϱ ϭϮϯϬ ͲϮϲϰϭϬ ϯϰϭϯϱ
ϯϮ ϯϱ͘ϭϰ ϭϭϴϱ ϲϱϱ ϭϮϮϱ ͲϯϬϰϮϱ Ϯϴϳϯϱ ϭϭϴϱ ϲϯϬ ϭϮϮϱ ͲϯϬϰϮϱ ϯϰϰϱϬ ϭϭϴϱ ϲϬϬ ϭϮϮϱ ͲϯϬϰϮϱ ϰϬϳϮϬ
ϯϰ ϯϱ͘Ϭϭ ϭϮϭϬ ϲϵϱ ϭϮϮϬ Ͳϯϰϳϲϱ ϯϱϰϲϱ ϭϮϭϬ ϲϳϱ ϭϮϮϬ Ͳϯϰϳϲϱ ϰϮϰϭϱ ϭϮϭϬ ϲϰϱ ϭϮϮϬ ͲϯϱϭϵϬ ϰϵϵϮϱ
ϯϱ ϯϱ͘ϬϬ ϭϮϮϬ ϳϭϬ ϭϮϮϬ ͲϯϳϬϲϬ ϯϴϲϭϱ ϭϮϮϬ ϲϴϱ ϭϮϮϬ ͲϯϳϬϲϬ ϰϲϭϴϬ ϭϮϮϬ ϲϲϬ ϭϮϮϬ ͲϯϴϭϯϬ ϱϰϯϱϬ
Table E-20 - 70 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϲ
ϭϱƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱϬŵƉŚ ϭϲϬŵƉŚ ϭϳϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϲ ϭϬϱ͘Ϭϴ ϵϵϬ ϮϳϲϬ ϮϵϮϱ ͲϯϰϲϬ ϳϵϳϬ ϵϵϬ ϮϳϲϬ ϮϵϮϱ ͲϰϬϲϱ ϳϵϳϬ ϵϵϬ ϮϳϲϬ ϮϵϮϱ ͲϰϳϭϬ ϳϵϳϬ
ϴ ϴϬ͘ϱϲ ϵϵϱ ϮϭϬϱ ϮϯϮϬ ͲϯϭϱϬ ϱϰϳϬ ϵϵϱ ϮϭϬϱ ϮϯϮϬ Ͳϯϲϰϱ ϱϰϳϬ ϵϵϱ ϮϭϬϱ ϮϯϮϬ Ͳϰϭϲϱ ϱϰϳϬ
ϭϬ ϲϲ͘Ϯϱ ϭϬϬϱ ϭϲϵϱ ϭϵϲϬ ͲϯϬϰϱ ϰϳϳϱ ϭϬϬϱ ϭϲϵϱ ϭϵϲϬ ͲϯϰϴϬ ϰϳϳϱ ϭϬϬϱ ϭϲϵϱ ϭϵϲϬ Ͳϯϵϰϱ ϰϳϳϱ
ϭϮ ϱϳ͘Ϭϰ ϭϬϭϱ ϭϰϮϬ ϭϳϯϬ Ͳϯϲϯϱ ϰϵϮϬ ϭϬϭϱ ϭϰϮϬ ϭϳϯϬ ͲϯϴϴϬ ϰϵϮϬ ϭϬϭϱ ϭϰϮϬ ϭϳϯϬ Ͳϰϭϰϱ ϰϵϮϬ
ϭϰ ϱϬ͘ϳϱ ϭϬϮϱ ϭϮϮϬ ϭϱϳϱ ͲϰϳϱϬ ϵϬϲϱ ϭϬϮϱ ϭϮϮϬ ϭϱϳϱ Ͳϱϰϱϱ ϭϬϰϬϬ ϭϬϮϱ ϭϮϮϬ ϭϱϳϱ ͲϲϮϰϬ ϭϭϴϮϬ
ϭϲ ϰϲ͘Ϯϴ ϭϬϰϬ ϭϬϲϱ ϭϰϳϬ ͲϲϱϴϬ ϭϬϱϭϱ ϭϬϰϬ ϭϬϲϱ ϭϰϳϬ ͲϲϱϴϬ ϭϮϬϵϬ ϭϬϰϬ ϭϬϲϱ ϭϰϳϬ Ͳϳϭϱϱ ϭϯϳϳϬ
ϭϴ ϰϯ͘Ϭϯ ϭϬϱϱ ϵϱϬ ϭϯϵϬ ͲϴϲϮϬ ϭϯϬϱϱ ϭϬϱϱ ϵϱϬ ϭϯϵϬ ͲϴϲϮϬ ϭϱϬϬϱ ϭϬϱϱ ϵϱϬ ϭϯϵϬ ͲϵϯϬϬ ϭϳϬϴϬ
ϮϬ ϰϬ͘ϲϯ ϭϬϳϬ ϴϱϬ ϭϯϰϬ ͲϭϬϵϬϬ ϭϱϯϱϬ ϭϬϳϬ ϴϱϬ ϭϯϰϬ ͲϭϬϵϬϬ ϭϳϲϲϱ ϭϬϳϬ ϴϱϬ ϭϯϰϬ ͲϭϬϵϬϬ ϮϬϭϮϱ
ϮϮ ϯϴ͘ϴϰ ϭϬϴϱ ϳϳϬ ϭϯϬϬ ͲϭϯϰϯϬ ϭϳϴϲϱ ϭϬϴϱ ϳϳϬ ϭϯϬϬ ͲϭϯϰϯϬ ϮϬϱϴϬ ϭϬϴϱ ϳϳϬ ϭϯϬϬ ͲϭϯϰϯϬ ϮϯϰϳϬ
Ϯϰ ϯϳ͘ϱϮ ϭϭϬϱ ϳϬϱ ϭϮϳϬ ͲϭϲϮϰϬ ϮϭϳϵϬ ϭϭϬϱ ϳϬϱ ϭϮϳϬ ͲϭϲϮϰϬ ϮϱϭϬϱ ϭϭϬϱ ϳϬϱ ϭϮϳϬ ͲϭϲϮϰϬ Ϯϴϲϯϱ
Page 1258 Ϯϲ ϯϲ͘ϱϲ ϭϭϮϱ ϲϰϱ ϭϮϱϬ ͲϭϵϯϯϬ Ϯϳϱϯϱ ϭϭϮϱ ϲϰϱ ϭϮϱϬ ͲϭϵϯϯϬ ϯϭϳϭϬ ϭϭϮϱ ϲϰϱ ϭϮϱϬ ͲϮϬϯϳϱ ϯϲϭϲϬ
Ϯϴ ϯϱ͘ϴϴ ϭϭϰϱ ϱϵϬ ϭϮϯϱ ͲϮϮϳϭϱ ϯϯϭϴϱ ϭϭϰϱ ϱϵϬ ϭϮϯϱ ͲϮϮϳϭϱ ϯϴϮϮϱ ϭϭϰϱ ϱϵϬ ϭϮϯϱ ͲϮϰϲϳϱ ϰϯϱϵϬ
ϯϬ ϯϱ͘ϰϮ ϭϭϲϱ ϱϱϬ ϭϮϯϬ ͲϮϲϰϭϬ ϯϵϳϴϱ ϭϭϲϱ ϱϰϱ ϭϮϯϬ ͲϮϲϰϭϬ ϰϱϴϮϬ ϭϭϲϱ ϱϰϱ ϭϮϯϬ ͲϮϵϳϭϱ ϱϮϮϱϬ
ϯϮ ϯϱ͘ϭϰ ϭϭϴϱ ϱϲϱ ϭϮϮϱ ͲϯϬϰϮϱ ϰϳϰϱϬ ϭϭϴϱ ϱϯϬ ϭϮϮϱ Ͳϯϭϯϳϱ ϱϰϲϰϱ ϭϭϴϱ ϱϬϱ ϭϮϮϱ ͲϯϱϲϬϱ ϲϮϯϬϱ
ϯϰ ϯϱ͘Ϭϭ ϭϮϭϬ ϲϮϬ ϭϮϮϬ Ͳϯϳϭϵϱ ϱϳϵϵϬ ϭϮϭϬ ϱϵϬ ϭϮϮϬ ͲϰϬϭϬϬ ϲϲϲϭϱ ϭϮϭϬ ϱϱϱ ϭϮϮϬ ͲϰϱϰϴϬ ϳϱϳϵϬ
ϯϱ ϯϱ͘ϬϬ ϭϮϮϬ ϲϯϬ ϭϮϮϬ ͲϰϬϯϰϱ ϲϯϭϮϱ ϭϮϮϬ ϲϬϬ ϭϮϮϬ Ͳϰϯϳϰϱ ϳϮϱϬϱ ϭϮϮϬ ϱϳϬ ϭϮϮϬ ͲϰϵϲϬϱ ϴϮϰϵϬ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϴϬŵƉŚ ϭϵϬŵƉŚ ϮϬϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϲ ϭϬϱ͘Ϭϴ ϵϵϬ ϮϳϲϬ ϮϵϮϱ Ͳϱϯϵϱ ϳϵϳϬ ϵϵϬ ϮϳϲϬ ϮϵϮϱ ͲϲϭϯϬ ϳϵϳϬ ϵϵϬ ϮϳϲϬ ϮϵϮϱ ͲϲϵϬϬ ϳϵϳϬ
ϴ ϴϬ͘ϱϲ ϵϵϱ ϮϭϬϱ ϮϯϮϬ ͲϰϳϮϬ ϱϰϳϬ ϵϵϱ ϮϭϬϱ ϮϯϮϬ ͲϱϯϬϱ ϱϰϳϬ ϵϵϱ ϮϭϬϱ ϮϯϮϬ ͲϱϵϮϱ ϱϰϳϬ
ϭϬ ϲϲ͘Ϯϱ ϭϬϬϱ ϭϲϵϱ ϭϵϲϬ Ͳϰϰϯϱ ϰϵϭϱ ϭϬϬϱ ϭϲϵϱ ϭϵϲϬ ͲϰϵϱϬ ϱϰϴϱ ϭϬϬϱ ϭϲϵϱ ϭϵϲϬ ͲϱϱϬϬ ϲϬϴϱ
ϭϮ ϱϳ͘Ϭϰ ϭϬϭϱ ϭϰϮϬ ϭϳϯϬ ͲϰϰϯϬ ϱϰϰϬ ϭϬϭϱ ϭϰϮϬ ϭϳϯϬ Ͳϰϴϵϱ ϲϭϬϬ ϭϬϭϱ ϭϰϮϬ ϭϳϯϬ ͲϱϰϬϬ ϲϳϵϱ
ϭϰ ϱϬ͘ϳϱ ϭϬϮϱ ϭϮϮϬ ϭϱϳϱ ͲϳϬϳϬ ϭϯϯϮϱ ϭϬϮϱ ϭϮϮϬ ϭϱϳϱ Ͳϳϵϰϱ ϭϰϵϮϬ ϭϬϮϱ ϭϮϮϬ ϭϱϳϱ Ͳϴϴϳϱ ϭϲϲϬϬ
ϭϲ ϰϲ͘Ϯϴ ϭϬϰϬ ϭϬϲϱ ϭϰϳϬ ͲϴϭϬϱ ϭϱϱϱϬ ϭϬϰϬ ϭϬϲϱ ϭϰϳϬ ͲϵϭϬϱ ϭϳϰϯϬ ϭϬϰϬ ϭϬϲϱ ϭϰϳϬ ͲϭϬϭϲϱ ϭϵϰϭϱ
ϭϴ ϰϯ͘Ϭϯ ϭϬϱϱ ϵϱϬ ϭϯϵϬ ͲϭϬϱϮϬ ϭϵϮϴϬ ϭϬϱϱ ϵϱϬ ϭϯϵϬ ͲϭϭϴϭϬ Ϯϭϲϭϱ ϭϬϱϱ ϵϱϬ ϭϯϵϬ ͲϭϯϭϳϬ ϮϰϬϵϬ
ϮϬ ϰϬ͘ϲϯ ϭϬϳϬ ϴϱϬ ϭϯϰϬ ͲϭϮϯϮϱ ϮϮϳϯϱ ϭϬϳϬ ϴϱϬ ϭϯϰϬ Ͳϭϯϴϯϱ Ϯϱϰϵϱ ϭϬϳϬ ϴϱϬ ϭϯϰϬ ͲϭϱϰϯϬ ϮϴϰϬϱ
ϮϮ ϯϴ͘ϴϰ ϭϬϴϱ ϳϳϬ ϭϯϬϬ ͲϭϰϯϮϱ Ϯϲϱϯϱ ϭϬϴϱ ϳϳϬ ϭϯϬϬ ͲϭϲϬϴϱ ϮϵϳϳϬ ϭϬϴϱ ϳϳϬ ϭϯϬϬ Ͳϭϳϵϯϱ ϯϯϭϴϱ
Ϯϰ ϯϳ͘ϱϮ ϭϭϬϱ ϳϬϱ ϭϮϳϬ Ͳϭϳϰϭϱ ϯϮϯϴϬ ϭϭϬϱ ϳϬϱ ϭϮϳϬ ͲϭϵϱϱϬ ϯϲϯϰϬ ϭϭϬϱ ϳϬϱ ϭϮϳϬ ͲϮϭϳϵϱ ϰϬϱϭϬ
Ϯϲ ϯϲ͘ϱϲ ϭϭϮϱ ϲϰϱ ϭϮϱϬ ͲϮϯϬϬϱ ϰϬϴϴϬ ϭϭϮϱ ϲϰϱ ϭϮϱϬ ͲϮϱϴϬϱ ϰϱϴϳϬ ϭϭϮϱ ϲϰϱ ϭϮϱϬ ͲϮϴϳϱϬ ϱϭϭϮϱ
Ϯϴ ϯϱ͘ϴϴ ϭϭϰϱ ϱϵϬ ϭϮϯϱ ͲϮϳϳϵϬ ϰϵϮϴϬ ϭϭϰϱ ϱϵϬ ϭϮϯϱ ͲϯϭϬϵϬ ϱϱϮϵϬ ϭϭϰϱ ϱϵϬ ϭϮϯϱ ͲϯϰϲϯϬ ϲϭϲϯϬ
ϯϬ ϯϱ͘ϰϮ ϭϭϲϱ ϱϰϱ ϭϮϯϬ Ͳϯϯϰϲϱ ϱϵϬϲϱ ϭϭϲϱ ϱϰϱ ϭϮϯϬ ͲϯϳϰϯϬ ϲϲϮϳϱ ϭϭϲϱ ϲϭϱ ϭϮϯϬ ͲϰϭϲϬϱ ϳϯϴϳϬ
ϯϮ ϯϱ͘ϭϰ ϭϭϴϱ ϱϯϱ ϭϮϮϱ ͲϰϬϬϴϱ ϳϬϰϯϬ ϭϭϴϱ ϲϬϱ ϭϮϮϱ ͲϰϰϴϮϱ ϳϵϬϮϬ ϭϭϴϱ ϲϴϱ ϭϮϮϱ ͲϰϵϴϮϱ ϴϴϬϳϬ
ϯϰ ϯϱ͘Ϭϭ ϭϮϭϬ ϱϴϬ ϭϮϮϬ Ͳϱϭϭϴϱ ϴϱϱϯϬ ϭϮϭϬ ϲϲϬ ϭϮϮϬ ͲϱϳϮϭϱ ϵϱϵϯϱ ϭϮϭϬ ϳϰϬ ϭϮϮϬ ͲϲϯϱϳϬ ϭϬϲϵϬϱ
ϯϱ ϯϱ͘ϬϬ ϭϮϮϬ ϲϭϱ ϭϮϮϬ ͲϱϱϴϮϬ ϵϯϬϴϬ ϭϮϮϬ ϲϵϱ ϭϮϮϬ ͲϲϮϯϵϬ ϭϬϰϯϳϱ ϭϮϮϬ ϳϴϱ ϭϮϮϬ Ͳϲϵϯϭϱ ϭϭϲϯϬϬ
Table E-21 - 80 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϳ
ϭϱƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϬϱŵƉŚ ϭϭϬŵƉŚ ϭϭϱŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϴ ϭϬϰ͘ϬϬ ϭϭϯϱ ϮϳϱϬ ϮϵϲϬ Ͳϭϳϯϱ ϲϳϮϱ ϭϭϯϱ ϮϳϱϬ ϮϵϲϬ ͲϭϵϱϬ ϲϳϮϱ ϭϭϯϱ ϮϳϱϬ ϮϵϲϬ ͲϮϭϴϬ ϲϳϮϱ
ϭϮ ϳϮ͘ϲϳ ϭϭϱϬ ϭϴϱϱ Ϯϭϲϱ ͲϮϵϬϬ ϱϰϳϬ ϭϭϱϬ ϭϴϱϱ Ϯϭϲϱ ͲϮϵϴϬ ϱϰϳϬ ϭϭϱϬ ϭϴϱϱ Ϯϭϲϱ ͲϯϬϴϱ ϱϰϳϬ
ϭϲ ϱϴ͘ϬϬ ϭϭϳϬ ϭϯϵϱ ϭϴϬϬ Ͳϲϯϴϱ ϲϴϲϱ ϭϭϳϬ ϭϯϵϱ ϭϴϬϬ Ͳϲϯϴϱ ϲϴϲϱ ϭϭϳϬ ϭϯϵϱ ϭϴϬϬ Ͳϲϯϴϱ ϲϴϲϱ
ϮϬ ϱϬ͘ϬϬ ϭϮϬϬ ϭϭϭϱ ϭϲϭϬ ͲϭϬϲϴϬ ϵϲϯϬ ϭϮϬϬ ϭϭϭϱ ϭϲϭϬ ͲϭϬϲϴϬ ϵϲϯϬ ϭϮϬϬ ϭϭϭϱ ϭϲϭϬ ͲϭϬϲϴϬ ϵϲϯϬ
Ϯϰ ϰϱ͘ϯϯ ϭϮϯϬ ϵϮϱ ϭϱϬϱ ͲϭϱϵϮϱ ϭϯϰϵϬ ϭϮϯϬ ϵϮϱ ϭϱϬϱ ͲϭϱϵϮϱ ϭϯϰϵϬ ϭϮϯϬ ϵϮϱ ϭϱϬϱ ͲϭϱϵϮϱ ϭϯϰϵϬ
Ϯϴ ϰϮ͘ϱϳ ϭϮϲϱ ϳϴϱ ϭϰϰϱ ͲϮϮϮϯϱ ϭϴϰϬϬ ϭϮϲϱ ϳϴϱ ϭϰϰϱ ͲϮϮϮϯϱ ϭϴϰϬϬ ϭϮϲϱ ϳϴϱ ϭϰϰϱ ͲϮϮϮϯϱ ϭϴϰϬϬ
ϯϮ ϰϭ͘ϬϬ ϭϯϬϱ ϳϱϱ ϭϰϭϱ ͲϮϵϳϭϬ Ϯϰϯϴϱ ϭϯϬϱ ϳϰϬ ϭϰϭϱ ͲϮϵϳϭϬ Ϯϰϯϴϱ ϭϯϬϱ ϳϮϱ ϭϰϭϱ ͲϮϵϳϭϬ Ϯϰϱϰϱ
ϯϲ ϰϬ͘ϮϮ ϭϯϱϬ ϳϴϱ ϭϰϬϬ ͲϯϴϰϮϬ ϯϭϰϴϬ ϭϯϱϬ ϳϳϬ ϭϰϬϬ ͲϯϴϰϮϬ ϯϭϰϴϬ ϭϯϱϬ ϳϱϱ ϭϰϬϬ ͲϯϴϰϮϬ ϯϯϲϲϬ
ϰϬ ϰϬ͘ϬϬ ϭϯϵϱ ϴϰϬ ϭϯϵϱ ͲϰϴϰϯϬ ϯϵϳϰϱ ϭϯϵϱ ϴϯϬ ϭϯϵϱ ͲϰϴϰϯϬ ϰϮϳϭϬ ϭϯϵϱ ϴϭϱ ϭϯϵϱ ͲϰϴϰϯϬ ϰϳϮϴϱ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
Page 1259 ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϮϬŵƉŚ ϭϯϬŵƉŚ ϭϰϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϴ ϭϬϰ͘ϬϬ ϭϭϯϱ ϮϳϱϬ ϮϵϲϬ ͲϮϰϭϱ ϲϳϮϱ ϭϭϯϱ ϮϳϱϬ ϮϵϲϬ ͲϮϵϮϬ ϲϳϮϱ ϭϭϯϱ ϮϳϱϬ ϮϵϲϬ ͲϯϰϴϬ ϲϳϮϱ
ϭϮ ϳϮ͘ϲϳ ϭϭϱϬ ϭϴϱϱ Ϯϭϲϱ ͲϯϮϬϬ ϱϰϳϬ ϭϭϱϬ ϭϴϱϱ Ϯϭϲϱ Ͳϯϰϯϱ ϱϰϳϬ ϭϭϱϬ ϭϴϱϱ Ϯϭϲϱ ͲϯϳϮϱ ϱϰϳϬ
ϭϲ ϱϴ͘ϬϬ ϭϭϳϬ ϭϯϵϱ ϭϴϬϬ Ͳϲϯϴϱ ϳϯϵϱ ϭϭϳϬ ϭϯϵϱ ϭϴϬϬ Ͳϲϯϴϱ ϴϴϯϬ ϭϭϳϬ ϭϯϵϱ ϭϴϬϬ Ͳϲϯϴϱ ϭϬϯϴϬ
ϮϬ ϱϬ͘ϬϬ ϭϮϬϬ ϭϭϭϱ ϭϲϭϬ ͲϭϬϲϴϬ ϭϬϯϯϱ ϭϮϬϬ ϭϭϭϱ ϭϲϭϬ ͲϭϬϲϴϬ ϭϮϯϲϬ ϭϮϬϬ ϭϭϭϱ ϭϲϭϬ ͲϭϬϲϴϬ ϭϰϱϱϬ
Ϯϰ ϰϱ͘ϯϯ ϭϮϯϬ ϵϮϱ ϭϱϬϱ ͲϭϱϵϮϱ ϭϯϰϵϬ ϭϮϯϬ ϵϮϱ ϭϱϬϱ ͲϭϱϵϮϱ ϭϱϴϬϱ ϭϮϯϬ ϵϮϱ ϭϱϬϱ ͲϭϱϵϮϱ ϭϴϲϳϬ
Ϯϴ ϰϮ͘ϱϳ ϭϮϲϱ ϳϴϱ ϭϰϰϱ ͲϮϮϮϯϱ ϭϴϱϵϬ ϭϮϲϱ ϳϴϱ ϭϰϰϱ ͲϮϮϮϯϱ ϮϮϯϳϬ ϭϮϲϱ ϳϴϱ ϭϰϰϱ ͲϮϮϮϯϱ ϮϲϰϱϬ
ϯϮ ϰϭ͘ϬϬ ϭϯϬϱ ϳϭϬ ϭϰϭϱ ͲϮϵϳϭϬ ϮϳϬϰϱ ϭϯϬϱ ϲϳϱ ϭϰϭϱ ͲϮϵϳϭϬ ϯϮϰϴϱ ϭϯϬϱ ϲϳϱ ϭϰϭϱ ͲϮϵϳϭϬ ϯϴϯϴϱ
ϯϲ ϰϬ͘ϮϮ ϭϯϱϬ ϳϰϬ ϭϰϬϬ ͲϯϴϰϮϬ ϯϳϬϵϬ ϭϯϱϬ ϳϭϬ ϭϰϬϬ ͲϯϴϰϮϬ ϰϰϰϴϬ ϭϯϱϬ ϲϳϬ ϭϰϬϬ ͲϯϴϰϮϬ ϱϮϱϰϱ
ϰϬ ϰϬ͘ϬϬ ϭϯϵϱ ϴϬϱ ϭϯϵϱ ͲϰϴϰϯϬ ϱϮϬϲϬ ϭϯϵϱ ϳϳϱ ϭϯϵϱ ͲϰϴϰϯϬ ϲϮϮϮϱ ϭϯϵϱ ϳϰϱ ϭϯϵϱ ͲϱϬϯϳϱ ϳϯϮϬϬ

Table E-21 - 80 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϳ
ϭϱƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱϬŵƉŚ ϭϲϬŵƉŚ ϭϳϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϴ ϭϬϰ͘ϬϬ ϭϭϯϱ ϮϳϱϬ ϮϵϲϬ ͲϰϬϴϱ ϲϳϮϱ ϭϭϯϱ ϮϳϱϬ ϮϵϲϬ ͲϰϳϮϱ ϲϳϮϱ ϭϭϯϱ ϮϳϱϬ ϮϵϲϬ ͲϱϰϭϬ ϲϳϮϱ
ϭϮ ϳϮ͘ϲϳ ϭϭϱϬ ϭϴϱϱ Ϯϭϲϱ ͲϰϬϯϱ ϱϰϳϬ ϭϭϱϬ ϭϴϱϱ Ϯϭϲϱ Ͳϰϰϳϱ ϱϰϳϬ ϭϭϱϬ ϭϴϱϱ Ϯϭϲϱ ͲϱϬϮϬ ϱϵϵϬ
ϭϲ ϱϴ͘ϬϬ ϭϭϳϬ ϭϯϵϱ ϭϴϬϬ Ͳϲϯϴϱ ϭϮϬϰϱ ϭϭϳϬ ϭϯϵϱ ϭϴϬϬ ͲϳϭϲϬ ϭϯϴϮϬ ϭϭϳϬ ϭϯϵϱ ϭϴϬϬ Ͳϴϭϳϱ ϭϱϳϭϱ
ϮϬ ϱϬ͘ϬϬ ϭϮϬϬ ϭϭϭϱ ϭϲϭϬ ͲϭϬϲϴϬ ϭϲϵϬϬ ϭϮϬϬ ϭϭϭϱ ϭϲϭϬ ͲϭϬϲϴϬ ϭϵϰϭϱ ϭϮϬϬ ϭϭϭϱ ϭϲϭϬ ͲϭϭϵϳϬ ϮϮϬϵϬ
Ϯϰ ϰϱ͘ϯϯ ϭϮϯϬ ϵϮϱ ϭϱϬϱ ͲϭϱϵϮϱ ϮϭϳϱϬ ϭϮϯϬ ϵϮϱ ϭϱϬϱ ͲϭϱϵϮϱ ϮϱϬϰϱ ϭϮϯϬ ϵϮϱ ϭϱϬϱ ͲϭϱϵϮϱ ϮϴϱϱϬ
Ϯϴ ϰϮ͘ϱϳ ϭϮϲϱ ϳϴϱ ϭϰϰϱ ͲϮϮϮϯϱ ϯϬϴϯϬ ϭϮϲϱ ϳϴϱ ϭϰϰϱ ͲϮϮϮϯϱ ϯϱϱϭϱ ϭϮϲϱ ϳϴϱ ϭϰϰϱ ͲϮϮϮϯϱ ϰϬϱϬϬ
ϯϮ ϰϭ͘ϬϬ ϭϯϬϱ ϲϳϱ ϭϰϭϱ ͲϮϵϳϭϬ ϰϰϳϮϬ ϭϯϬϱ ϲϳϱ ϭϰϭϱ ͲϮϵϳϭϬ ϱϭϰϵϱ ϭϯϬϱ ϲϳϱ ϭϰϭϱ Ͳϯϯϭϱϱ ϱϴϳϬϱ
ϯϲ ϰϬ͘ϮϮ ϭϯϱϬ ϲϯϱ ϭϰϬϬ ͲϯϴϰϮϬ ϲϭϮϬϱ ϭϯϱϬ ϱϵϱ ϭϰϬϬ ͲϰϬϯϯϬ ϳϬϰϲϱ ϭϯϱϬ ϱϵϬ ϭϰϬϬ ͲϰϱϳϲϬ ϴϬϯϮϬ
ϰϬ ϰϬ͘ϬϬ ϭϯϵϱ ϳϭϬ ϭϯϵϱ Ͳϱϯϯϰϱ ϴϰϵϵϬ ϭϯϵϱ ϲϳϱ ϭϯϵϱ ͲϱϴϴϭϬ ϵϳϱϵϱ ϭϯϵϱ ϲϰϬ ϭϯϵϱ ͲϲϲϲϴϬ ϭϭϭϬϭϬ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
Page 1260 ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϴϬŵƉŚ ϭϵϬŵƉŚ ϮϬϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϴ ϭϬϰ͘ϬϬ ϭϭϯϱ ϮϳϱϬ ϮϵϲϬ ͲϲϭϰϬ ϲϳϮϱ ϭϭϯϱ ϮϳϱϬ ϮϵϲϬ ͲϲϵϭϬ ϲϳϮϱ ϭϭϯϱ ϮϳϱϬ ϮϵϲϬ ͲϳϳϮϬ ϲϵϮϱ
ϭϮ ϳϮ͘ϲϳ ϭϭϱϬ ϭϴϱϱ Ϯϭϲϱ Ͳϱϱϵϱ ϲϳϰϱ ϭϭϱϬ ϭϴϱϱ Ϯϭϲϱ ͲϲϮϭϬ ϳϱϰϱ ϭϭϱϬ ϭϴϱϱ Ϯϭϲϱ Ͳϲϴϳϱ ϴϯϵϬ
ϭϲ ϱϴ͘ϬϬ ϭϭϳϬ ϭϯϵϱ ϭϴϬϬ ͲϵϮϱϱ ϭϳϳϮϱ ϭϭϳϬ ϭϯϵϱ ϭϴϬϬ ͲϭϬϯϵϱ ϭϵϴϰϱ ϭϭϳϬ ϭϯϵϱ ϭϴϬϬ ͲϭϭϲϬϬ ϮϮϬϴϬ
ϮϬ ϱϬ͘ϬϬ ϭϮϬϬ ϭϭϭϱ ϭϲϭϬ Ͳϭϯϱϯϱ ϮϰϵϯϬ ϭϮϬϬ ϭϭϭϱ ϭϲϭϬ Ͳϭϱϭϴϱ ϮϳϵϲϬ ϭϮϬϬ ϭϭϭϱ ϭϲϭϬ ͲϭϲϵϮϱ ϯϭϭϱϬ
Ϯϰ ϰϱ͘ϯϯ ϭϮϯϬ ϵϮϱ ϭϱϬϱ Ͳϭϳϯϴϱ ϯϮϮϲϱ ϭϮϯϬ ϵϮϱ ϭϱϬϱ Ͳϭϵϱϭϱ ϯϲϭϵϱ ϭϮϯϬ ϵϮϱ ϭϱϬϱ ͲϮϭϳϲϬ ϰϬϯϰϬ
Ϯϴ ϰϮ͘ϱϳ ϭϮϲϱ ϳϴϱ ϭϰϰϱ ͲϮϰϱϰϬ ϰϱϳϴϱ ϭϮϲϱ ϳϴϱ ϭϰϰϱ ͲϮϳϱϯϱ ϱϭϯϴϬ ϭϮϲϱ ϳϴϱ ϭϰϰϱ ͲϯϬϲϵϱ ϱϳϮϳϬ
ϯϮ ϰϭ͘ϬϬ ϭϯϬϱ ϲϳϱ ϭϰϭϱ Ͳϯϳϯϯϱ ϲϲϯϱϬ ϭϯϬϱ ϲϳϱ ϭϰϭϱ Ͳϰϭϳϳϱ ϳϰϰϯϬ ϭϯϬϱ ϲϳϱ ϭϰϭϱ ͲϰϲϱϯϬ ϴϮϵϱϱ
ϯϲ ϰϬ͘ϮϮ ϭϯϱϬ ϲϭϬ ϭϰϬϬ Ͳϱϭϱϭϱ ϵϬϳϳϱ ϭϯϱϬ ϲϵϱ ϭϰϬϬ ͲϱϳϲϬϱ ϭϬϭϴϮϱ ϭϯϱϬ ϳϴϱ ϭϰϬϬ ͲϲϰϬϮϬ ϭϭϯϰϳϱ
ϰϬ ϰϬ͘ϬϬ ϭϯϵϱ ϳϮϱ ϭϯϵϱ ͲϳϱϬϮϱ ϭϮϱϮϱϬ ϭϯϵϱ ϴϮϬ ϭϯϵϱ ͲϴϯϴϱϬ ϭϰϬϰϱϱ ϭϯϵϱ ϵϮϱ ϭϯϵϱ ͲϵϯϭϱϬ ϭϱϲϰϴϬ

Table E-22 - 90 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϴ
ϭϱƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϬϱŵƉŚ ϭϭϬŵƉŚ ϭϭϱŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϴ ϭϯϬ͘ϱϲ ϭϮϳϱ ϯϰϳϱ ϯϲϵϬ ͲϮϭϲϬ ϴϭϱϬ ϭϮϳϱ ϯϰϳϱ ϯϲϵϬ ͲϮϰϯϱ ϴϭϱϬ ϭϮϳϱ ϯϰϳϱ ϯϲϵϬ ͲϮϳϮϱ ϴϭϱϬ
ϭϮ ϵϬ͘ϯϴ ϭϮϵϬ Ϯϯϰϱ ϮϲϲϬ ͲϮϵϵϬ ϲϬϵϱ ϭϮϵϬ Ϯϯϰϱ ϮϲϲϬ ͲϯϭϮϱ ϲϬϵϱ ϭϮϵϬ Ϯϯϰϱ ϮϲϲϬ ͲϯϮϲϬ ϲϬϵϱ
ϭϲ ϳϭ͘Ϯϴ ϭϯϬϱ ϭϳϲϱ Ϯϭϳϱ Ͳϲϭϴϱ ϳϭϴϱ ϭϯϬϱ ϭϳϲϱ Ϯϭϳϱ Ͳϲϭϴϱ ϳϭϴϱ ϭϯϬϱ ϭϳϲϱ Ϯϭϳϱ Ͳϲϭϴϱ ϳϭϴϱ
ϮϬ ϲϬ͘ϲϯ ϭϯϯϬ ϭϰϭϱ ϭϵϭϱ ͲϭϬϰϴϱ ϵϳϲϬ ϭϯϯϬ ϭϰϭϱ ϭϵϭϱ ͲϭϬϰϴϱ ϵϳϲϬ ϭϯϯϬ ϭϰϭϱ ϭϵϭϱ ͲϭϬϰϴϱ ϵϴϱϬ
Ϯϰ ϱϰ͘ϭϵ ϭϯϲϬ ϭϭϳϱ ϭϳϲϱ ͲϭϱϲϳϬ ϭϯϰϲϬ ϭϯϲϬ ϭϭϳϱ ϭϳϲϱ ͲϭϱϲϳϬ ϭϯϰϲϬ ϭϯϲϬ ϭϭϳϱ ϭϳϲϱ ͲϭϱϲϳϬ ϭϯϰϲϬ
Ϯϴ ϱϬ͘ϭϲ ϭϯϵϬ ϭϬϬϬ ϭϲϳϱ ͲϮϭϴϳϬ ϭϴϭϴϱ ϭϯϵϬ ϭϬϬϬ ϭϲϳϱ ͲϮϭϴϳϬ ϭϴϭϴϱ ϭϯϵϬ ϭϬϬϬ ϭϲϳϱ ͲϮϭϴϳϬ ϭϴϭϴϱ
ϯϮ ϰϳ͘ϲϰ ϭϰϯϬ ϴϳϬ ϭϲϮϬ ͲϮϵϭϲϱ Ϯϯϵϰϱ ϭϰϯϬ ϴϳϬ ϭϲϮϬ ͲϮϵϭϲϱ Ϯϯϵϰϱ ϭϰϯϬ ϴϳϬ ϭϲϮϬ ͲϮϵϭϲϱ Ϯϯϵϰϱ
ϯϲ ϰϲ͘ϭϯ ϭϰϳϬ ϴϰϱ ϭϱϵϬ Ͳϯϳϲϯϱ ϯϬϳϳϬ ϭϰϳϬ ϴϮϱ ϭϱϵϬ Ͳϯϳϲϯϱ ϯϬϳϳϬ ϭϰϳϬ ϴϭϬ ϭϱϵϬ Ͳϯϳϲϯϱ ϯϭϵϲϬ
ϰϬ ϰϱ͘ϯϭ ϭϱϭϱ ϴϳϱ ϭϱϳϱ Ͳϰϳϯϰϱ ϯϴϳϬϬ ϭϱϭϱ ϴϲϬ ϭϱϳϱ Ͳϰϳϯϰϱ ϯϴϳϬϬ ϭϱϭϱ ϴϰϬ ϭϱϳϱ Ͳϰϳϯϰϱ ϰϮϯϱϬ
ϰϮ ϰϱ͘ϭϭ ϭϱϯϱ ϵϭϱ ϭϱϳϬ ͲϱϮϲϴϱ ϰϯϬϵϱ ϭϱϯϱ ϵϬϬ ϭϱϳϬ ͲϱϮϲϴϱ ϰϱϱϬϬ ϭϱϯϱ ϴϴϱ ϭϱϳϬ ͲϱϮϲϴϱ ϱϬϯϳϬ
Page 1261 ϰϱ ϰϱ͘ϬϬ ϭϱϳϬ ϵϰϱ ϭϱϳϬ Ͳϲϭϯϭϱ ϱϬϮϰϱ ϭϱϳϬ ϵϯϬ ϭϱϳϬ Ͳϲϭϯϭϱ ϱϱϲϮϬ ϭϱϳϬ ϵϭϱ ϭϱϳϬ Ͳϲϭϯϭϱ ϲϭϱϱϱ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϮϬŵƉŚ ϭϯϬŵƉŚ ϭϰϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϴ ϭϯϬ͘ϱϲ ϭϮϳϱ ϯϰϳϱ ϯϲϵϬ ͲϯϬϯϬ ϴϭϱϬ ϭϮϳϱ ϯϰϳϱ ϯϲϵϬ ͲϯϲϳϬ ϴϭϱϬ ϭϮϳϱ ϯϰϳϱ ϯϲϵϬ ͲϰϯϴϬ ϴϭϱϬ
ϭϮ ϵϬ͘ϯϴ ϭϮϵϬ Ϯϯϰϱ ϮϲϲϬ ͲϯϰϬϱ ϲϬϵϱ ϭϮϵϬ Ϯϯϰϱ ϮϲϲϬ Ͳϯϳϯϱ ϲϬϵϱ ϭϮϵϬ Ϯϯϰϱ ϮϲϲϬ ͲϰϮϰϱ ϲϬϵϱ
ϭϲ ϳϭ͘Ϯϴ ϭϯϬϱ ϭϳϲϱ Ϯϭϳϱ Ͳϲϭϴϱ ϳϭϴϱ ϭϯϬϱ ϭϳϲϱ Ϯϭϳϱ Ͳϲϭϴϱ ϳϭϴϱ ϭϯϬϱ ϭϳϲϱ Ϯϭϳϱ ͲϲϮϮϱ ϳϭϴϱ
ϮϬ ϲϬ͘ϲϯ ϭϯϯϬ ϭϰϭϱ ϭϵϭϱ ͲϭϬϰϴϱ ϭϬϴϲϬ ϭϯϯϬ ϭϰϭϱ ϭϵϭϱ ͲϭϬϰϴϱ ϭϯϬϭϬ ϭϯϯϬ ϭϰϭϱ ϭϵϭϱ ͲϭϬϰϴϱ ϭϱϯϮϱ
Ϯϰ ϱϰ͘ϭϵ ϭϯϲϬ ϭϭϳϱ ϭϳϲϱ ͲϭϱϲϳϬ ϭϰϳϰϬ ϭϯϲϬ ϭϭϳϱ ϭϳϲϱ ͲϭϱϲϳϬ ϭϳϲϱϱ ϭϯϲϬ ϭϭϳϱ ϭϳϲϱ ͲϭϱϲϳϬ ϮϬϴϬϱ
Ϯϴ ϱϬ͘ϭϲ ϭϯϵϬ ϭϬϬϬ ϭϲϳϱ ͲϮϭϴϳϬ ϭϴϱϯϱ ϭϯϵϬ ϭϬϬϬ ϭϲϳϱ ͲϮϭϴϳϬ ϮϮϮϳϱ ϭϯϵϬ ϭϬϬϬ ϭϲϳϱ ͲϮϭϴϳϬ Ϯϲϯϭϱ
ϯϮ ϰϳ͘ϲϰ ϭϰϯϬ ϴϳϬ ϭϲϮϬ ͲϮϵϭϲϱ ϮϲϮϳϬ ϭϰϯϬ ϴϳϬ ϭϲϮϬ ͲϮϵϭϲϱ ϯϭϱϲϬ ϭϰϯϬ ϴϳϬ ϭϲϮϬ ͲϮϵϭϲϱ ϯϳϮϳϬ
ϯϲ ϰϲ͘ϭϯ ϭϰϳϬ ϳϵϱ ϭϱϵϬ Ͳϯϳϲϯϱ ϯϱϮϬϱ ϭϰϳϬ ϳϲϬ ϭϱϵϬ Ͳϯϳϲϯϱ ϰϮϮϵϱ ϭϰϳϬ ϳϲϬ ϭϱϵϬ Ͳϯϳϲϯϱ ϰϵϵϱϬ
ϰϬ ϰϱ͘ϯϭ ϭϱϭϱ ϴϮϱ ϭϱϳϱ Ͳϰϳϯϰϱ ϰϲϲϱϬ ϭϱϭϱ ϳϴϱ ϭϱϳϱ Ͳϰϳϯϰϱ ϱϱϵϲϬ ϭϱϭϱ ϳϰϱ ϭϱϳϱ Ͳϰϳϯϰϱ ϲϲϬϳϱ
ϰϮ ϰϱ͘ϭϭ ϭϱϯϱ ϴϳϬ ϭϱϳϬ ͲϱϮϲϴϱ ϱϱϰϱϬ ϭϱϯϱ ϴϯϱ ϭϱϳϬ ͲϱϮϲϴϱ ϲϲϮϲϱ ϭϱϯϱ ϴϬϬ ϭϱϳϬ ͲϱϯϮϯϬ ϳϳϵϰϱ
ϰϱ ϰϱ͘ϬϬ ϭϱϳϬ ϵϬϬ ϭϱϳϬ Ͳϲϭϯϭϱ ϲϳϳϱϱ ϭϱϳϬ ϴϲϱ ϭϱϳϬ Ͳϲϭϯϭϱ ϴϬϵϰϬ ϭϱϳϬ ϴϯϬ ϭϱϳϬ ͲϲϰϰϬϱ ϵϱϭϴϱ

Table E-22 - 90 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϴ
ϭϱƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱϬŵƉŚ ϭϲϬŵƉŚ ϭϳϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϴ ϭϯϬ͘ϱϲ ϭϮϳϱ ϯϰϳϱ ϯϲϵϬ Ͳϱϭϰϱ ϴϭϱϬ ϭϮϳϱ ϯϰϳϱ ϯϲϵϬ Ͳϱϵϲϱ ϴϭϱϬ ϭϮϳϱ ϯϰϳϱ ϯϲϵϬ Ͳϲϴϯϱ ϴϭϱϬ
ϭϮ ϵϬ͘ϯϴ ϭϮϵϬ Ϯϯϰϱ ϮϲϲϬ Ͳϰϴϱϱ ϲϬϵϱ ϭϮϵϬ Ϯϯϰϱ ϮϲϲϬ ͲϱϱϬϱ ϲϰϱϱ ϭϮϵϬ Ϯϯϰϱ ϮϲϲϬ ͲϲϮϬϱ ϳϯϭϬ
ϭϲ ϳϭ͘Ϯϴ ϭϯϬϱ ϭϳϲϱ Ϯϭϳϱ Ͳϲϱϴϱ ϳϭϴϱ ϭϯϬϱ ϭϳϲϱ Ϯϭϳϱ Ͳϲϵϲϱ ϳϯϴϱ ϭϯϬϱ ϭϳϲϱ Ϯϭϳϱ ͲϳϯϳϬ ϴϰϰϬ
ϮϬ ϲϬ͘ϲϯ ϭϯϯϬ ϭϰϭϱ ϭϵϭϱ ͲϭϬϰϴϱ ϭϳϴϭϱ ϭϯϯϬ ϭϰϭϱ ϭϵϭϱ ͲϭϬϰϴϱ ϮϬϰϴϬ ϭϯϯϬ ϭϰϭϱ ϭϵϭϱ ͲϭϭϵϮϱ Ϯϯϯϭϱ
Ϯϰ ϱϰ͘ϭϵ ϭϯϲϬ ϭϭϳϱ ϭϳϲϱ ͲϭϱϲϳϬ Ϯϰϭϴϱ ϭϯϲϬ ϭϭϳϱ ϭϳϲϱ ͲϭϱϲϳϬ Ϯϳϳϵϱ ϭϯϲϬ ϭϭϳϱ ϭϳϲϱ ͲϭϳϬϮϱ ϯϭϲϰϱ
Ϯϴ ϱϬ͘ϭϲ ϭϯϵϬ ϭϬϬϬ ϭϲϳϱ ͲϮϭϴϳϬ ϯϬϲϱϬ ϭϯϵϬ ϭϬϬϬ ϭϲϳϱ ͲϮϭϴϳϬ ϯϱϮϴϱ ϭϯϵϬ ϭϬϬϬ ϭϲϳϱ ͲϮϭϴϳϬ ϰϬϮϮϬ
ϯϮ ϰϳ͘ϲϰ ϭϰϯϬ ϴϳϬ ϭϲϮϬ ͲϮϵϭϲϱ ϰϯϰϬϬ ϭϰϯϬ ϴϳϬ ϭϲϮϬ ͲϮϵϭϲϱ ϰϵϵϲϬ ϭϰϯϬ ϴϳϬ ϭϲϮϬ Ͳϯϭϵϱϱ ϱϲϵϯϱ
ϯϲ ϰϲ͘ϭϯ ϭϰϳϬ ϳϲϬ ϭϱϵϬ Ͳϯϳϲϯϱ ϱϴϭϳϱ ϭϰϳϬ ϳϲϬ ϭϱϵϬ Ͳϯϳϵϭϱ ϲϲϵϲϱ ϭϰϳϬ ϳϲϬ ϭϱϵϬ ͲϰϯϬϯϬ ϳϲϯϮϬ
ϰϬ ϰϱ͘ϯϭ ϭϱϭϱ ϳϬϬ ϭϱϳϱ Ͳϰϳϯϰϱ ϳϲϵϰϬ ϭϱϭϱ ϲϳϬ ϭϱϳϱ ͲϱϬϱϱϱ ϴϴϱϱϱ ϭϱϭϱ ϲϳϬ ϭϱϳϱ Ͳϱϳϯϱϱ ϭϬϬϵϮϬ
ϰϮ ϰϱ͘ϭϭ ϭϱϯϱ ϳϲϬ ϭϱϳϬ ͲϱϲϮϲϱ ϵϬϰϵϬ ϭϱϯϱ ϳϮϬ ϭϱϳϬ ͲϲϮϮϮϱ ϭϬϯϵϬϬ ϭϱϯϱ ϲϳϱ ϭϱϳϬ ͲϳϬϱϲϬ ϭϭϴϭϳϱ
Page 1262 ϰϱ ϰϱ͘ϬϬ ϭϱϳϬ ϳϵϱ ϭϱϳϬ ͲϲϴϮϱϱ ϭϭϬϰϴϬ ϭϱϳϬ ϳϱϱ ϭϱϳϬ ͲϳϲϯϲϬ ϭϮϲϴϯϱ ϭϱϳϬ ϳϯϱ ϭϱϳϬ Ͳϴϲϱϲϱ ϭϰϰϮϰϱ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϴϬŵƉŚ ϭϵϬŵƉŚ ϮϬϬŵƉŚ
Ͳ н Ͳ н Ͳ н
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă D D ZǇ Zǆ &Ă D D ZǇ Zǆ &Ă D D
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϴ ϭϯϬ͘ϱϲ ϭϮϳϱ ϯϰϳϱ ϯϲϵϬ ͲϳϳϲϬ ϴϭϱϬ ϭϮϳϱ ϯϰϳϱ ϯϲϵϬ Ͳϴϳϯϱ ϴϭϱϬ ϭϮϳϱ ϯϰϳϱ ϯϲϵϬ Ͳϵϳϲϱ ϴϲϬϬ
ϭϮ ϵϬ͘ϯϴ ϭϮϵϬ Ϯϯϰϱ ϮϲϲϬ ͲϲϵϲϬ ϴϮϭϱ ϭϮϵϬ Ϯϯϰϱ ϮϲϲϬ ͲϳϳϲϬ ϵϭϳϱ ϭϮϵϬ Ϯϯϰϱ ϮϲϲϬ ͲϴϲϬϱ ϭϬϭϵϬ
ϭϲ ϳϭ͘Ϯϴ ϭϯϬϱ ϭϳϲϱ Ϯϭϳϱ ͲϳϴϬϱ ϵϱϲϬ ϭϯϬϱ ϭϳϲϱ Ϯϭϳϱ ͲϴϮϲϬ ϭϬϳϰϱ ϭϯϬϱ ϭϳϲϱ Ϯϭϳϱ ͲϴϳϲϬ ϭϭϵϵϬ
ϮϬ ϲϬ͘ϲϯ ϭϯϯϬ ϭϰϭϱ ϭϵϭϱ Ͳϭϯϰϴϱ ϮϲϯϮϬ ϭϯϯϬ ϭϰϭϱ ϭϵϭϱ Ͳϭϱϭϯϱ ϮϵϱϬϬ ϭϯϯϬ ϭϰϭϱ ϭϵϭϱ ͲϭϲϴϳϬ ϯϮϴϱϬ
Ϯϰ ϱϰ͘ϭϵ ϭϯϲϬ ϭϭϳϱ ϭϳϲϱ ͲϭϵϮϰϬ ϯϱϳϮϱ ϭϯϲϬ ϭϭϳϱ ϭϳϲϱ ͲϮϭϱϴϬ ϰϬϬϰϬ ϭϯϲϬ ϭϭϳϱ ϭϳϲϱ ͲϮϰϬϰϱ ϰϰϲϮϱ
Ϯϴ ϱϬ͘ϭϲ ϭϯϵϬ ϭϬϬϬ ϭϲϳϱ ͲϮϰϯϴϬ ϰϱϰϱϱ ϭϯϵϬ ϭϬϬϬ ϭϲϳϱ ͲϮϳϯϱϱ ϱϬϵϵϬ ϭϯϵϬ ϭϬϬϬ ϭϲϳϱ ͲϯϬϰϵϬ ϱϲϴϮϱ
ϯϮ ϰϳ͘ϲϰ ϭϰϯϬ ϴϳϬ ϭϲϮϬ ͲϯϲϬϵϬ ϲϰϯϰϬ ϭϰϯϬ ϴϳϬ ϭϲϮϬ ͲϰϬϰϲϱ ϳϮϭϲϱ ϭϰϯϬ ϴϳϬ ϭϲϮϬ ͲϰϱϬϳϱ ϴϬϰϭϬ
ϯϲ ϰϲ͘ϭϯ ϭϰϳϬ ϳϲϬ ϭϱϵϬ ͲϰϴϰϱϬ ϴϲϮϰϱ ϭϰϳϬ ϳϲϬ ϭϱϵϬ ͲϱϰϮϮϱ ϵϲϳϯϱ ϭϰϳϬ ϳϲϬ ϭϱϵϬ ͲϲϬϯϵϱ ϭϬϳϳϵϱ
ϰϬ ϰϱ͘ϯϭ ϭϱϭϱ ϲϵϱ ϭϱϳϱ Ͳϲϰϱϲϱ ϭϭϰϬϯϬ ϭϱϭϱ ϳϵϬ ϭϱϳϱ ͲϳϮϭϴϱ ϭϮϳϴϵϱ ϭϱϭϱ ϴϵϬ ϭϱϳϱ ͲϴϬϮϮϬ ϭϰϮϱϭϬ
ϰϮ ϰϱ͘ϭϭ ϭϱϯϱ ϳϯϱ ϭϱϳϬ Ͳϳϵϯϵϱ ϭϯϯϰϱϱ ϭϱϯϱ ϴϯϬ ϭϱϳϬ ͲϴϴϳϰϬ ϭϰϵϲϱϬ ϭϱϯϱ ϵϯϱ ϭϱϳϬ ͲϵϴϱϵϬ ϭϲϲϳϮϬ
ϰϱ ϰϱ͘ϬϬ ϭϱϳϬ ϴϰϬ ϭϱϳϬ ͲϵϳϯϵϬ ϭϲϮϳϲϱ ϭϱϳϬ ϵϱϬ ϭϱϳϬ ͲϭϬϴϴϯϱ ϭϴϮϰϵϬ ϭϱϳϬ ϭϬϲϱ ϭϱϳϬ ͲϭϮϬϴϵϱ ϮϬϯϮϴϱ

Table E-23 - 100 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϵ
ϭϱƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϬϱŵƉŚ ϭϭϬŵƉŚ ϭϭϱŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϬ ϭϯϬ͘ϬϬ ϭϰϮϬ ϯϰϲϬ ϯϳϮϱ ͲϮϳϱϬ ϳϱϭϬ ϭϰϮϬ ϯϰϲϬ ϯϳϮϱ ͲϯϬϱϱ ϳϱϭϬ ϭϰϮϬ ϯϰϲϬ ϯϳϮϱ Ͳϯϯϳϱ ϳϱϭϬ
ϭϰ ϵϲ͘Ϯϵ ϭϰϯϱ ϮϰϵϬ Ϯϴϱϱ ͲϰϮϯϬ ϲϵϭϱ ϭϰϯϱ ϮϰϵϬ Ϯϴϱϱ Ͳϰϯϴϱ ϲϵϭϱ ϭϰϯϱ ϮϰϵϬ Ϯϴϱϱ Ͳϰϱϰϱ ϲϵϭϱ
ϭϴ ϳϴ͘ϰϰ ϭϰϱϱ ϭϵϰϬ ϮϰϬϬ ͲϴϬϰϱ ϴϱϵϬ ϭϰϱϱ ϭϵϰϬ ϮϰϬϬ ͲϴϬϰϱ ϴϱϵϬ ϭϰϱϱ ϭϵϰϬ ϮϰϬϬ ͲϴϬϰϱ ϴϱϵϬ
ϮϮ ϲϳ͘ϴϮ ϭϰϳϱ ϭϱϴϱ ϮϭϰϬ ͲϭϮϳϲϱ ϭϭϱϵϬ ϭϰϳϱ ϭϱϴϱ ϮϭϰϬ ͲϭϮϳϲϱ ϭϭϱϵϬ ϭϰϳϱ ϭϱϴϱ ϮϭϰϬ ͲϭϮϳϲϱ ϭϮϯϯϬ
Ϯϲ ϲϭ͘Ϭϴ ϭϱϬϱ ϭϯϰϬ ϭϵϴϬ ͲϭϴϯϵϬ ϭϱϲϱϱ ϭϱϬϱ ϭϯϰϬ ϭϵϴϬ ͲϭϴϯϵϬ ϭϱϲϱϱ ϭϱϬϱ ϭϯϰϬ ϭϵϴϬ ͲϭϴϯϵϬ ϭϲϯϯϱ
ϯϬ ϱϲ͘ϲϳ ϭϱϯϱ ϭϭϱϱ ϭϴϴϬ ͲϮϱϬϮϬ ϮϬϳϯϬ ϭϱϯϱ ϭϭϱϱ ϭϴϴϬ ͲϮϱϬϮϬ ϮϬϳϯϬ ϭϱϯϱ ϭϭϱϱ ϭϴϴϬ ͲϮϱϬϮϬ ϮϬϳϯϬ
ϯϰ ϱϯ͘ϳϲ ϭϱϳϱ ϭϬϭϱ ϭϴϮϬ ͲϯϮϳϰϬ Ϯϲϴϭϱ ϭϱϳϱ ϭϬϭϱ ϭϴϮϬ ͲϯϮϳϰϬ Ϯϲϴϭϱ ϭϱϳϱ ϭϬϭϱ ϭϴϮϬ ͲϯϮϳϰϬ Ϯϲϴϭϱ
ϯϴ ϱϭ͘ϴϵ ϭϲϭϬ ϵϮϬ ϭϳϴϬ ͲϰϭϲϭϬ ϯϯϵϰϬ ϭϲϭϬ ϵϬϬ ϭϳϴϬ ͲϰϭϲϭϬ ϯϯϵϰϬ ϭϲϭϬ ϴϵϱ ϭϳϴϬ ͲϰϭϲϭϬ ϯϱϱϭϬ
ϰϮ ϱϬ͘ϳϲ ϭϲϱϱ ϵϱϬ ϭϳϱϱ Ͳϱϭϲϵϱ ϰϮϭϱϬ ϭϲϱϱ ϵϯϬ ϭϳϱϱ Ͳϱϭϲϵϱ ϰϮϭϱϬ ϭϲϱϱ ϵϭϬ ϭϳϱϱ Ͳϱϭϲϵϱ ϰϲϬϬϱ
ϰϲ ϱϬ͘ϭϳ ϭϳϬϬ ϵϴϬ ϭϳϰϱ ͲϲϯϬϰϱ ϱϭϰϴϬ ϭϳϬϬ ϵϲϬ ϭϳϰϱ ͲϲϯϬϰϱ ϱϯϯϬϬ ϭϳϬϬ ϵϰϱ ϭϳϰϱ ͲϲϯϬϰϱ ϱϵϬϭϱ
Page 1263 ϱϬ ϱϬ͘ϬϬ ϭϳϰϱ ϭϬϰϱ ϭϳϰϱ ͲϳϱϳϮϬ ϲϯϮϳϱ ϭϳϰϱ ϭϬϯϬ ϭϳϰϱ ͲϳϱϳϮϬ ϳϬϰϯϱ ϭϳϰϱ ϭϬϭϬ ϭϳϰϱ ͲϳϱϳϮϬ ϳϳϵϮϱ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϮϬŵƉŚ ϭϯϬŵƉŚ ϭϰϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϬ ϭϯϬ͘ϬϬ ϭϰϮϬ ϯϰϲϬ ϯϳϮϱ ͲϯϳϭϬ ϳϱϭϬ ϭϰϮϬ ϯϰϲϬ ϯϳϮϱ Ͳϰϰϭϱ ϳϱϭϬ ϭϰϮϬ ϯϰϲϬ ϯϳϮϱ Ͳϱϭϴϱ ϳϱϭϬ
ϭϰ ϵϲ͘Ϯϵ ϭϰϯϱ ϮϰϵϬ Ϯϴϱϱ ͲϰϳϮϬ ϲϵϭϱ ϭϰϯϱ ϮϰϵϬ Ϯϴϱϱ ͲϱϭϮϱ ϲϵϭϱ ϭϰϯϱ ϮϰϵϬ Ϯϴϱϱ Ͳϱϱϲϱ ϲϵϭϱ
ϭϴ ϳϴ͘ϰϰ ϭϰϱϱ ϭϵϰϬ ϮϰϬϬ ͲϴϬϰϱ ϴϱϵϬ ϭϰϱϱ ϭϵϰϬ ϮϰϬϬ ͲϴϬϰϱ ϴϱϵϬ ϭϰϱϱ ϭϵϰϬ ϮϰϬϬ ͲϴϬϰϱ ϴϱϵϬ
ϮϮ ϲϳ͘ϴϮ ϭϰϳϱ ϭϱϴϱ ϮϭϰϬ ͲϭϮϳϲϱ ϭϯϱϵϬ ϭϰϳϱ ϭϱϴϱ ϮϭϰϬ ͲϭϮϳϲϱ ϭϲϮϳϬ ϭϰϳϱ ϭϱϴϱ ϮϭϰϬ ͲϭϮϳϲϱ ϭϵϭϲϱ
Ϯϲ ϲϭ͘Ϭϴ ϭϱϬϱ ϭϯϰϬ ϭϵϴϬ ͲϭϴϯϵϬ ϭϳϵϵϱ ϭϱϬϱ ϭϯϰϬ ϭϵϴϬ ͲϭϴϯϵϬ Ϯϭϱϯϱ ϭϱϬϱ ϭϯϰϬ ϭϵϴϬ ͲϭϴϯϵϬ ϮϱϯϲϬ
ϯϬ ϱϲ͘ϲϳ ϭϱϯϱ ϭϭϱϱ ϭϴϴϬ ͲϮϱϬϮϬ ϮϭϳϬϱ ϭϱϯϱ ϭϭϱϱ ϭϴϴϬ ͲϮϱϬϮϬ ϮϲϬϲϬ ϭϱϯϱ ϭϭϱϱ ϭϴϴϬ ͲϮϱϬϮϬ ϯϬϳϳϬ
ϯϰ ϱϯ͘ϳϲ ϭϱϳϱ ϭϬϭϱ ϭϴϮϬ ͲϯϮϳϰϬ ϮϴϲϵϬ ϭϱϳϱ ϭϬϭϱ ϭϴϮϬ ͲϯϮϳϰϬ ϯϰϰϳϬ ϭϱϳϱ ϭϬϭϱ ϭϴϮϬ ͲϯϮϳϰϬ ϰϬϳϮϬ
ϯϴ ϱϭ͘ϴϵ ϭϲϭϬ ϴϵϱ ϭϳϴϬ ͲϰϭϲϭϬ ϯϵϭϲϬ ϭϲϭϬ ϴϵϱ ϭϳϴϬ ͲϰϭϲϭϬ ϰϳϬϮϬ ϭϲϭϬ ϴϵϱ ϭϳϴϬ ͲϰϭϲϭϬ ϱϱϱϬϱ
ϰϮ ϱϬ͘ϳϲ ϭϲϱϱ ϴϵϬ ϭϳϱϱ Ͳϱϭϲϵϱ ϱϬϲϲϱ ϭϲϱϱ ϴϰϱ ϭϳϱϱ Ͳϱϭϲϵϱ ϲϬϴϮϱ ϭϲϱϱ ϴϬϬ ϭϳϱϱ Ͳϱϭϲϵϱ ϳϭϴϬϬ
ϰϲ ϱϬ͘ϭϳ ϭϳϬϬ ϵϮϬ ϭϳϰϱ ͲϲϯϬϰϱ ϲϰϵϴϬ ϭϳϬϬ ϴϴϬ ϭϳϰϱ ͲϲϯϬϰϱ ϳϳϵϭϱ ϭϳϬϬ ϴϯϬ ϭϳϰϱ ͲϲϯϬϰϱ ϵϭϵϱϱ
ϱϬ ϱϬ͘ϬϬ ϭϳϰϱ ϵϵϱ ϭϳϰϱ ͲϳϱϳϮϬ ϴϱϳϱϬ ϭϳϰϱ ϵϱϱ ϭϳϰϱ ͲϳϱϳϮϬ ϭϬϮϰϬϬ ϭϳϰϱ ϵϭϱ ϭϳϰϱ ͲϴϬϮϰϬ ϭϮϬϯϴϬ

Table E-23 - 100 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϵ
ϭϱƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱϬŵƉŚ ϭϲϬŵƉŚ ϭϳϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϬ ϭϯϬ͘ϬϬ ϭϰϮϬ ϯϰϲϬ ϯϳϮϱ ͲϲϬϯϬ ϳϱϭϬ ϭϰϮϬ ϯϰϲϬ ϯϳϮϱ ͲϲϵϯϬ ϳϱϭϬ ϭϰϮϬ ϯϰϲϬ ϯϳϮϱ Ͳϳϴϴϱ ϴϯϰϬ
ϭϰ ϵϲ͘Ϯϵ ϭϰϯϱ ϮϰϵϬ Ϯϴϱϱ ͲϲϬϰϬ ϳϭϲϱ ϭϰϯϱ ϮϰϵϬ Ϯϴϱϱ ͲϲϴϬϱ ϴϮϭϬ ϭϰϯϱ ϮϰϵϬ Ϯϴϱϱ ͲϳϲϮϬ ϵϯϮϬ
ϭϴ ϳϴ͘ϰϰ ϭϰϱϱ ϭϵϰϬ ϮϰϬϬ ͲϴϰϮϱ ϴϱϵϬ ϭϰϱϱ ϭϵϰϬ ϮϰϬϬ Ͳϴϴϵϱ ϵϰϵϬ ϭϰϱϱ ϭϵϰϬ ϮϰϬϬ Ͳϵϯϵϱ ϭϬϴϱϬ
ϮϮ ϲϳ͘ϴϮ ϭϰϳϱ ϭϱϴϱ ϮϭϰϬ ͲϭϮϳϲϱ ϮϮϮϳϬ ϭϰϳϱ ϭϱϴϱ ϮϭϰϬ ͲϭϯϬϬϱ Ϯϱϱϵϱ ϭϰϳϱ ϭϱϴϱ ϮϭϰϬ ͲϭϰϴϮϱ Ϯϵϭϯϱ
Ϯϲ ϲϭ͘Ϭϴ ϭϱϬϱ ϭϯϰϬ ϭϵϴϬ ͲϭϴϯϵϬ Ϯϵϰϲϱ ϭϱϬϱ ϭϯϰϬ ϭϵϴϬ ͲϭϴϯϵϬ ϯϯϴϱϱ ϭϱϬϱ ϭϯϰϬ ϭϵϴϬ ͲϮϬϲϴϬ ϯϴϱϮϱ
ϯϬ ϱϲ͘ϲϳ ϭϱϯϱ ϭϭϱϱ ϭϴϴϬ ͲϮϱϬϮϬ ϯϱϴϮϱ ϭϱϯϱ ϭϭϱϱ ϭϴϴϬ ͲϮϱϬϮϬ ϰϭϮϯϬ ϭϱϯϱ ϭϭϱϱ ϭϴϴϬ ͲϮϱϭϲϬ ϰϲϵϴϱ
ϯϰ ϱϯ͘ϳϲ ϭϱϳϱ ϭϬϭϱ ϭϴϮϬ ͲϯϮϳϰϬ ϰϳϰϯϬ ϭϱϳϱ ϭϬϭϱ ϭϴϮϬ ͲϯϮϳϰϬ ϱϰϲϬϱ ϭϱϳϱ ϭϬϭϱ ϭϴϮϬ ͲϯϯϮϱϬ ϲϮϮϰϬ
ϯϴ ϱϭ͘ϴϵ ϭϲϭϬ ϴϵϱ ϭϳϴϬ ͲϰϭϲϭϬ ϲϰϲϮϱ ϭϲϭϬ ϴϵϱ ϭϳϴϬ Ͳϰϭϴϴϱ ϳϰϯϳϬ ϭϲϭϬ ϴϵϱ ϭϳϴϬ ͲϰϳϱϯϬ ϴϰϳϰϱ
ϰϮ ϱϬ͘ϳϲ ϭϲϱϱ ϴϬϬ ϭϳϱϱ Ͳϱϭϲϵϱ ϴϯϱϵϬ ϭϲϱϱ ϴϬϬ ϭϳϱϱ Ͳϱϰϱϵϱ ϵϲϭϵϬ ϭϲϱϱ ϴϬϬ ϭϳϱϱ ͲϲϭϵϰϬ ϭϬϵϲϬϱ
ϰϲ ϱϬ͘ϭϳ ϭϳϬϬ ϳϴϬ ϭϳϰϱ ͲϲϯϬϰϱ ϭϬϳϬϯϬ ϭϳϬϬ ϳϯϬ ϭϳϰϱ ͲϳϬϰϭϱ ϭϮϯϭϰϱ ϭϳϬϬ ϳϯϱ ϭϳϰϱ ͲϳϵϴϲϬ ϭϰϬϯϬϬ
Page 1264 ϱϬ ϱϬ͘ϬϬ ϭϳϰϱ ϴϳϱ ϭϳϰϱ ͲϴϱϭϬϱ ϭϯϵϲϵϬ ϭϳϰϱ ϴϯϬ ϭϳϰϱ ͲϵϲϰϱϬ ϭϲϬϯϯϱ ϭϳϰϱ ϴϰϬ ϭϳϰϱ ͲϭϬϵϯϯϬ ϭϴϮϯϭϬ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϴϬŵƉŚ ϭϵϬŵƉŚ ϮϬϬŵƉŚ
Ͳ н Ͳ н Ͳ н
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă D D ZǇ Zǆ &Ă D D ZǇ Zǆ &Ă D D
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϬ ϭϯϬ͘ϬϬ ϭϰϮϬ ϯϰϲϬ ϯϳϮϱ ͲϴϵϬϬ ϵϮϵϱ ϭϰϮϬ ϯϰϲϬ ϯϳϮϱ Ͳϵϵϳϱ ϭϬϯϭϬ ϭϰϮϬ ϯϰϲϬ ϯϳϮϱ ͲϭϭϭϭϬ ϭϭϯϳϱ
ϭϰ ϵϲ͘Ϯϵ ϭϰϯϱ ϮϰϵϬ Ϯϴϱϱ Ͳϴϰϴϱ ϭϬϱϬϬ ϭϰϯϱ ϮϰϵϬ Ϯϴϱϱ ͲϵϰϬϬ ϭϭϳϱϬ ϭϰϯϱ ϮϰϵϬ Ϯϴϱϱ ͲϭϬϯϵϱ ϭϯϬϲϱ
ϭϴ ϳϴ͘ϰϰ ϭϰϱϱ ϭϵϰϬ ϮϰϬϬ ͲϵϵϯϬ ϭϮϮϵϱ ϭϰϱϱ ϭϵϰϬ ϮϰϬϬ ͲϭϬϰϵϬ ϭϯϴϮϬ ϭϰϱϱ ϭϵϰϬ ϮϰϬϬ ͲϭϭϭϮϬ ϭϱϰϯϬ
ϮϮ ϲϳ͘ϴϮ ϭϰϳϱ ϭϱϴϱ ϮϭϰϬ Ͳϭϲϳϱϱ ϯϮϴϴϱ ϭϰϳϱ ϭϱϴϱ ϮϭϰϬ Ͳϭϴϳϵϱ ϯϲϴϱϬ ϭϰϳϱ ϭϱϴϱ ϮϭϰϬ ͲϮϬϵϰϱ ϰϭϬϯϬ
Ϯϲ ϲϭ͘Ϭϴ ϭϱϬϱ ϭϯϰϬ ϭϵϴϬ ͲϮϯϯϲϬ ϰϯϰϴϬ ϭϱϬϱ ϭϯϰϬ ϭϵϴϬ ͲϮϲϭϵϱ ϰϴϳϱϬ ϭϱϬϱ ϭϯϰϬ ϭϵϴϬ ͲϮϵϭϴϬ ϱϰϯϭϱ
ϯϬ ϱϲ͘ϲϳ ϭϱϯϱ ϭϭϱϱ ϭϴϴϬ ͲϮϴϰϰϬ ϱϯϬϴϱ ϭϱϯϱ ϭϭϱϱ ϭϴϴϬ ͲϯϭϵϬϱ ϱϵϱϯϱ ϭϱϯϱ ϭϭϱϱ ϭϴϴϬ Ͳϯϱϱϱϱ ϲϲϯϯϱ
ϯϰ ϱϯ͘ϳϲ ϭϱϳϱ ϭϬϭϱ ϭϴϮϬ Ͳϯϳϱϳϱ ϳϬϯϰϬ ϭϱϳϱ ϭϬϭϱ ϭϴϮϬ ͲϰϮϭϰϱ ϳϴϵϬϬ ϭϱϳϱ ϭϬϭϱ ϭϴϮϬ Ͳϰϲϵϲϱ ϴϳϵϮϱ
ϯϴ ϱϭ͘ϴϵ ϭϲϭϬ ϴϵϱ ϭϳϴϬ Ͳϱϯϲϰϱ ϵϱϳϰϱ ϭϲϭϬ ϴϵϱ ϭϳϴϬ ͲϲϬϭϯϬ ϭϬϳϯϴϬ ϭϲϭϬ ϴϵϱ ϭϳϴϬ ͲϲϲϵϲϬ ϭϭϵϲϰϬ
ϰϮ ϱϬ͘ϳϲ ϭϲϱϱ ϴϬϬ ϭϳϱϱ ͲϲϵϳϯϬ ϭϮϯϴϯϬ ϭϲϱϱ ϴϮϱ ϭϳϱϱ ͲϳϳϵϲϬ ϭϯϴϴϳϱ ϭϲϱϱ ϵϯϬ ϭϳϱϱ Ͳϴϲϲϰϱ ϭϱϰϳϮϱ
ϰϲ ϱϬ͘ϭϳ ϭϳϬϬ ϴϰϬ ϭϳϰϱ Ͳϴϵϴϴϱ ϭϱϴϰϵϱ ϭϳϬϬ ϵϱϱ ϭϳϰϱ ͲϭϬϬϰϴϬ ϭϳϳϳϯϬ ϭϳϬϬ ϭϬϳϱ ϭϳϰϱ Ͳϭϭϭϲϰϱ ϭϵϴϬϬϱ
ϱϬ ϱϬ͘ϬϬ ϭϳϰϱ ϵϲϬ ϭϳϰϱ ͲϭϮϮϵϵϬ ϮϬϱϳϯϱ ϭϳϰϱ ϭϬϴϱ ϭϳϰϱ ͲϭϯϳϰϯϬ ϮϯϬϲϰϬ ϭϳϰϱ ϭϮϭϱ ϭϳϰϱ ͲϭϱϮϲϱϱ ϮϱϲϴϵϬ

Table E-24 - 110 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϭϬ
ϮϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϬϱŵƉŚ ϭϭϬŵƉŚ ϭϭϱŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϬ ϭϱϲ͘Ϯϱ ϭϳϴϬ ϰϳϴϱ ϱϬϵϬ ͲϯϭϮϱ ϵϴϮϬ ϭϳϴϬ ϰϳϴϱ ϱϬϵϬ Ͳϯϰϴϱ ϵϴϮϬ ϭϳϴϬ ϰϳϴϱ ϱϬϵϬ ͲϯϴϳϬ ϵϴϮϬ
ϭϰ ϭϭϱ͘Ϭϰ ϭϴϬϬ ϯϰϰϱ ϯϴϲϱ ͲϰϳϮϱ ϴϰϰϬ ϭϴϬϬ ϯϰϰϱ ϯϴϲϱ Ͳϰϵϭϱ ϴϰϰϬ ϭϴϬϬ ϯϰϰϱ ϯϴϲϱ ͲϱϭϮϬ ϴϰϰϬ
ϭϴ ϵϯ͘Ϭϯ ϭϴϮϱ ϮϲϵϬ ϯϮϮϱ Ͳϴϳϰϱ ϭϬϬϬϬ ϭϴϮϱ ϮϲϵϬ ϯϮϮϱ Ͳϴϳϰϱ ϭϬϬϬϬ ϭϴϮϱ ϮϲϵϬ ϯϮϮϱ Ͳϴϳϰϱ ϭϬϬϬϬ
ϮϮ ϳϵ͘ϳϱ ϭϴϱϱ ϮϮϬϱ ϮϴϱϬ ͲϭϰϬϲϬ ϭϯϭϲϱ ϭϴϱϱ ϮϮϬϱ ϮϴϱϬ ͲϭϰϬϲϬ ϭϯϭϲϱ ϭϴϱϱ ϮϮϬϱ ϮϴϱϬ ͲϭϰϬϲϬ ϭϯϭϲϱ
Ϯϲ ϳϭ͘ϭϳ ϭϴϵϬ ϭϴϲϱ Ϯϲϭϱ ͲϮϬϯϲϱ ϭϳϱϳϱ ϭϴϵϬ ϭϴϲϱ Ϯϲϭϱ ͲϮϬϯϲϱ ϭϳϱϳϱ ϭϴϵϬ ϭϴϲϱ Ϯϲϭϱ ͲϮϬϯϲϱ ϭϳϱϳϱ
ϯϬ ϲϱ͘ϰϮ ϭϵϯϬ ϭϲϭϱ Ϯϰϲϱ ͲϮϳϳϴϱ ϮϯϭϯϬ ϭϵϯϬ ϭϲϭϱ Ϯϰϲϱ ͲϮϳϳϴϱ ϮϯϭϯϬ ϭϵϯϬ ϭϲϭϱ Ϯϰϲϱ ͲϮϳϳϴϱ ϮϯϭϯϬ
ϯϰ ϲϭ͘ϰϵ ϭϵϳϬ ϭϰϮϬ ϮϯϳϬ ͲϯϲϰϯϬ ϮϵϴϮϱ ϭϵϳϬ ϭϰϮϬ ϮϯϳϬ ͲϯϲϰϯϬ ϮϵϴϮϱ ϭϵϳϬ ϭϰϮϬ ϮϯϳϬ ͲϯϲϰϯϬ ϮϵϴϮϱ
ϯϴ ϱϴ͘ϴϬ ϮϬϮϬ ϭϮϲϱ ϮϯϭϬ Ͳϰϲϯϳϱ ϯϳϲϴϱ ϮϬϮϬ ϭϮϲϱ ϮϯϭϬ Ͳϰϲϯϳϱ ϯϳϲϴϱ ϮϬϮϬ ϭϮϲϱ ϮϯϭϬ Ͳϰϲϯϳϱ ϯϳϲϴϱ
ϰϮ ϱϳ͘Ϭϭ ϮϬϳϬ ϭϮϰϬ ϮϮϳϱ ͲϱϳϳϬϬ ϰϲϳϲϬ ϮϬϳϬ ϭϮϮϬ ϮϮϳϱ ͲϱϳϳϬϬ ϰϲϳϲϬ ϮϬϳϬ ϭϮϬϬ ϮϮϳϱ ͲϱϳϳϬϬ ϰϲϳϲϬ
ϰϲ ϱϱ͘ϴϴ ϮϭϯϬ ϭϮϴϬ ϮϮϲϬ ͲϳϬϰϴϱ ϱϳϬϵϱ ϮϭϯϬ ϭϮϲϬ ϮϮϲϬ ͲϳϬϰϴϱ ϱϳϬϵϱ ϮϭϯϬ ϭϮϯϱ ϮϮϲϬ ͲϳϬϰϴϱ ϱϳϬϵϱ
Page 1265 ϱϬ ϱϱ͘Ϯϱ Ϯϭϴϱ ϭϯϮϱ ϮϮϱϬ Ͳϴϰϳϵϱ ϲϴϳϱϬ Ϯϭϴϱ ϭϯϬϱ ϮϮϱϬ Ͳϴϰϳϵϱ ϲϴϳϱϬ Ϯϭϴϱ ϭϮϴϬ ϮϮϱϬ Ͳϴϰϳϵϱ ϲϴϳϱϬ
ϱϱ ϱϱ͘ϬϬ ϮϮϲϱ ϭϰϭϱ ϮϮϲϬ ͲϭϬϰϵϮϱ ϴϱϮϲϬ ϮϮϲϱ ϭϯϵϱ ϮϮϲϬ ͲϭϬϰϵϮϱ ϴϱϮϲϬ ϮϮϲϱ ϭϯϴϬ ϮϮϲϬ ͲϭϬϰϵϮϱ ϵϮϯϱϱ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϮϬŵƉŚ ϭϯϬŵƉŚ ϭϰϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϬ ϭϱϲ͘Ϯϱ ϭϳϴϬ ϰϳϴϱ ϱϬϵϬ ͲϰϮϴϬ ϵϴϮϬ ϭϳϴϬ ϰϳϴϱ ϱϬϵϬ Ͳϱϭϰϱ ϵϴϮϬ ϭϳϴϬ ϰϳϴϱ ϱϬϵϬ ͲϲϬϳϱ ϵϴϮϬ
ϭϰ ϭϭϱ͘Ϭϰ ϭϴϬϬ ϯϰϰϱ ϯϴϲϱ ͲϱϯϯϬ ϴϰϰϬ ϭϴϬϬ ϯϰϰϱ ϯϴϲϱ ͲϱϴϭϬ ϴϰϰϬ ϭϴϬϬ ϯϰϰϱ ϯϴϲϱ ͲϲϰϮϬ ϴϰϰϬ
ϭϴ ϵϯ͘Ϭϯ ϭϴϮϱ ϮϲϵϬ ϯϮϮϱ Ͳϴϳϰϱ ϭϬϬϬϬ ϭϴϮϱ ϮϲϵϬ ϯϮϮϱ Ͳϴϳϰϱ ϭϬϬϬϬ ϭϴϮϱ ϮϲϵϬ ϯϮϮϱ ͲϵϭϵϬ ϭϬϬϬϬ
ϮϮ ϳϵ͘ϳϱ ϭϴϱϱ ϮϮϬϱ ϮϴϱϬ ͲϭϰϬϲϬ ϭϰϰϵϬ ϭϴϱϱ ϮϮϬϱ ϮϴϱϬ ͲϭϰϬϲϬ ϭϳϰϮϬ ϭϴϱϱ ϮϮϬϱ ϮϴϱϬ ͲϭϰϬϲϬ ϮϬϱϴϬ
Ϯϲ ϳϭ͘ϭϳ ϭϴϵϬ ϭϴϲϱ Ϯϲϭϱ ͲϮϬϯϲϱ ϭϴϳϴϬ ϭϴϵϬ ϭϴϲϱ Ϯϲϭϱ ͲϮϬϯϲϱ ϮϮϱϳϱ ϭϴϵϬ ϭϴϲϱ Ϯϲϭϱ ͲϮϬϯϲϱ ϮϲϲϳϬ
ϯϬ ϲϱ͘ϰϮ ϭϵϯϬ ϭϲϭϱ Ϯϰϲϱ ͲϮϳϳϴϱ ϮϯϭϯϬ ϭϵϯϬ ϭϲϭϱ Ϯϰϲϱ ͲϮϳϳϴϱ ϮϳϱϮϱ ϭϵϯϬ ϭϲϭϱ Ϯϰϲϱ ͲϮϳϳϴϱ ϯϮϲϮϬ
ϯϰ ϲϭ͘ϰϵ ϭϵϳϬ ϭϰϮϬ ϮϯϳϬ ͲϯϲϰϯϬ ϮϵϴϮϱ ϭϵϳϬ ϭϰϮϬ ϮϯϳϬ ͲϯϲϰϯϬ ϯϮϵϰϱ ϭϵϳϬ ϭϰϮϬ ϮϯϳϬ ͲϯϲϰϯϬ ϯϵϭϱϱ
ϯϴ ϱϴ͘ϴϬ ϮϬϮϬ ϭϮϲϱ ϮϯϭϬ Ͳϰϲϯϳϱ ϯϳϲϴϱ ϮϬϮϬ ϭϮϲϱ ϮϯϭϬ Ͳϰϲϯϳϱ ϰϮϯϰϬ ϮϬϮϬ ϭϮϲϱ ϮϯϭϬ Ͳϰϲϯϳϱ ϱϬϯϱϬ
ϰϮ ϱϳ͘Ϭϭ ϮϬϳϬ ϭϭϳϱ ϮϮϳϱ ͲϱϳϳϬϬ ϰϲϵϱϱ ϮϬϳϬ ϭϭϯϬ ϮϮϳϱ ͲϱϳϳϬϬ ϱϲϱϮϬ ϮϬϳϬ ϭϭϯϬ ϮϮϳϱ ͲϱϳϳϬϬ ϲϳϬϬϱ
ϰϲ ϱϱ͘ϴϴ ϮϭϯϬ ϭϮϭϱ ϮϮϲϬ ͲϳϬϰϴϱ ϱϵϰϮϬ ϮϭϯϬ ϭϭϲϱ ϮϮϲϬ ͲϳϬϰϴϱ ϳϭϱϭϱ ϮϭϯϬ ϭϭϭϱ ϮϮϲϬ ͲϳϬϰϴϱ ϴϰϲϴϱ
ϱϬ ϱϱ͘Ϯϱ Ϯϭϴϱ ϭϮϲϬ ϮϮϱϬ Ͳϴϰϳϵϱ ϳϰϱϵϱ Ϯϭϴϱ ϭϮϭϬ ϮϮϱϬ Ͳϴϰϳϵϱ ϴϵϳϱϱ Ϯϭϴϱ ϭϭϲϬ ϮϮϱϬ Ͳϴϰϳϵϱ ϭϬϲϭϲϱ
ϱϱ ϱϱ͘ϬϬ ϮϮϲϱ ϭϯϲϬ ϮϮϲϬ ͲϭϬϰϵϮϱ ϭϬϮϬϭϱ ϮϮϲϱ ϭϯϭϱ ϮϮϲϬ ͲϭϬϰϵϮϱ ϭϮϮϱϳϬ ϮϮϲϱ ϭϮϳϬ ϮϮϲϬ ͲϭϬϳϯϲϱ ϭϰϰϳϳϬ

Table E-24 - 110 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϭϬ
ϮϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱϬŵƉŚ ϭϲϬŵƉŚ ϭϳϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϬ ϭϱϲ͘Ϯϱ ϭϳϴϬ ϰϳϴϱ ϱϬϵϬ ͲϳϬϴϬ ϵϴϮϬ ϭϳϴϬ ϰϳϴϱ ϱϬϵϬ ͲϴϭϱϬ ϵϴϮϬ ϭϳϴϬ ϰϳϴϱ ϱϬϵϬ ͲϵϯϭϬ ϭϬϭϴϱ
ϭϰ ϭϭϱ͘Ϭϰ ϭϴϬϬ ϯϰϰϱ ϯϴϲϱ ͲϳϮϱϱ ϴϰϰϬ ϭϴϬϬ ϯϰϰϱ ϯϴϲϱ ͲϴϭϵϬ ϵϱϲϱ ϭϴϬϬ ϯϰϰϱ ϯϴϲϱ ͲϵϭϵϬ ϭϬϴϲϬ
ϭϴ ϵϯ͘Ϭϯ ϭϴϮϱ ϮϲϵϬ ϯϮϮϱ ͲϵϳϰϬ ϭϬϬϬϬ ϭϴϮϱ ϮϲϵϬ ϯϮϮϱ ͲϭϬϯϮϱ ϭϬϳϯϱ ϭϴϮϱ ϮϲϵϬ ϯϮϮϱ ͲϭϬϵϰϱ ϭϮϮϵϬ
ϮϮ ϳϵ͘ϳϱ ϭϴϱϱ ϮϮϬϱ ϮϴϱϬ ͲϭϰϬϲϬ ϮϯϵϴϬ ϭϴϱϱ ϮϮϬϱ ϮϴϱϬ ͲϭϰϬϲϬ ϮϳϲϭϬ ϭϴϱϱ ϮϮϬϱ ϮϴϱϬ Ͳϭϱϵϯϱ ϯϭϰϳϱ
Ϯϲ ϳϭ͘ϭϳ ϭϴϵϬ ϭϴϲϱ Ϯϲϭϱ ͲϮϬϯϲϱ ϯϭϬϳϬ ϭϴϵϬ ϭϴϲϱ Ϯϲϭϱ ͲϮϬϯϲϱ ϯϱϳϳϱ ϭϴϵϬ ϭϴϲϱ Ϯϲϭϱ ͲϮϭϴϮϱ ϰϬϳϴϱ
ϯϬ ϲϱ͘ϰϮ ϭϵϯϬ ϭϲϭϱ Ϯϰϲϱ ͲϮϳϳϴϱ ϯϴϬϵϬ ϭϵϯϬ ϭϲϭϱ Ϯϰϲϱ ͲϮϳϳϴϱ ϰϯϵϰϬ ϭϵϯϬ ϭϲϭϱ Ϯϰϲϱ ͲϮϳϳϴϱ ϱϬϭϳϬ
ϯϰ ϲϭ͘ϰϵ ϭϵϳϬ ϭϰϮϬ ϮϯϳϬ ͲϯϲϰϯϬ ϰϱϴϮϱ ϭϵϳϬ ϭϰϮϬ ϮϯϳϬ ͲϯϲϰϯϬ ϱϮϵϲϬ ϭϵϳϬ ϭϰϮϬ ϮϯϳϬ ͲϯϲϰϯϬ ϲϬϱϱϬ
ϯϴ ϱϴ͘ϴϬ ϮϬϮϬ ϭϮϲϱ ϮϯϭϬ Ͳϰϲϯϳϱ ϱϴϵϱϱ ϮϬϮϬ ϭϮϲϱ ϮϯϭϬ Ͳϰϲϯϳϱ ϲϴϭϱϬ ϮϬϮϬ ϭϮϲϱ ϮϯϭϬ Ͳϰϲϯϳϱ ϳϳϵϰϬ
ϰϮ ϱϳ͘Ϭϭ ϮϬϳϬ ϭϭϯϬ ϮϮϳϱ ͲϱϳϳϬϬ ϳϴϰϬϬ ϮϬϳϬ ϭϭϯϬ ϮϮϳϱ ͲϱϳϳϬϬ ϵϬϱϴϬ ϮϬϳϬ ϭϭϯϬ ϮϮϳϱ ͲϱϴϲϱϬ ϭϬϯϱϰϱ
ϰϲ ϱϱ͘ϴϴ ϮϭϯϬ ϭϬϲϬ ϮϮϲϬ ͲϳϬϰϴϱ ϵϵϬϳϱ ϮϭϯϬ ϭϬϮϬ ϮϮϲϬ ͲϳϬϰϴϱ ϭϭϰϰϱϱ ϮϭϯϬ ϭϬϮϬ ϮϮϲϬ ͲϳϰϲϲϬ ϭϯϬϴϯϬ
Page 1266 ϱϬ ϱϱ͘Ϯϱ Ϯϭϴϱ ϭϭϬϬ ϮϮϱϬ Ͳϴϰϳϵϱ ϭϮϰϭϳϱ Ϯϭϴϱ ϭϬϰϬ ϮϮϱϬ Ͳϴϰϳϵϱ ϭϰϯϰϯϬ Ϯϭϴϱ ϵϴϬ ϮϮϱϬ ͲϵϰϮϬϱ ϭϲϯϵϮϱ
ϱϱ ϱϱ͘ϬϬ ϮϮϲϱ ϭϮϮϱ ϮϮϲϬ Ͳϭϭϯϯϲϱ ϭϲϴϲϭϬ ϮϮϲϱ ϭϭϳϱ ϮϮϲϬ ͲϭϭϵϳϴϬ ϭϵϰϭϬϬ ϮϮϲϱ ϭϭϮϬ ϮϮϲϬ ͲϭϯϯϲϰϬ ϮϮϭϮϯϬ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϴϬŵƉŚ ϭϵϬŵƉŚ ϮϬϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϬ ϭϱϲ͘Ϯϱ ϭϳϴϬ ϰϳϴϱ ϱϬϵϬ ͲϭϬϱϰϱ ϭϭϯϭϬ ϭϳϴϬ ϰϳϴϱ ϱϬϵϬ Ͳϭϭϴϱϱ ϭϮϱϬϱ ϭϳϴϬ ϰϳϴϱ ϱϬϵϬ ͲϭϯϮϯϬ ϭϯϳϲϬ
ϭϰ ϭϭϱ͘Ϭϰ ϭϴϬϬ ϯϰϰϱ ϯϴϲϱ ͲϭϬϮϰϱ ϭϮϮϯϬ ϭϴϬϬ ϯϰϰϱ ϯϴϲϱ Ͳϭϭϯϲϱ ϭϯϲϴϬ ϭϴϬϬ ϯϰϰϱ ϯϴϲϱ ͲϭϮϱϰϬ ϭϱϮϭϬ
ϭϴ ϵϯ͘Ϭϯ ϭϴϮϱ ϮϲϵϬ ϯϮϮϱ ͲϭϭϲϬϱ ϭϯϵϰϱ ϭϴϮϱ ϮϲϵϬ ϯϮϮϱ ͲϭϮϯϬϱ ϭϱϲϵϱ ϭϴϮϱ ϮϲϵϬ ϯϮϮϱ ͲϭϯϰϯϬ ϭϳϱϯϱ
ϮϮ ϳϵ͘ϳϱ ϭϴϱϱ ϮϮϬϱ ϮϴϱϬ ͲϭϴϬϱϬ ϯϱϱϳϬ ϭϴϱϱ ϮϮϬϱ ϮϴϱϬ ͲϮϬϮϴϱ ϯϵϵϬϱ ϭϴϱϱ ϮϮϬϱ ϮϴϱϬ ͲϮϮϲϰϬ ϰϰϰϳϱ
Ϯϲ ϳϭ͘ϭϳ ϭϴϵϬ ϭϴϲϱ Ϯϲϭϱ ͲϮϰϳϬϱ ϰϲϬϵϱ ϭϴϵϬ ϭϴϲϱ Ϯϲϭϱ ͲϮϳϳϱϬ ϱϭϳϭϬ ϭϴϵϬ ϭϴϲϱ Ϯϲϭϱ ͲϯϬϵϲϬ ϱϳϲϱϬ
ϯϬ ϲϱ͘ϰϮ ϭϵϯϬ ϭϲϭϱ Ϯϰϲϱ ͲϯϬϯϰϱ ϱϲϳϳϱ ϭϵϯϬ ϭϲϭϱ Ϯϰϲϱ ͲϯϰϬϵϱ ϲϯϳϱϱ ϭϵϯϬ ϭϲϭϱ Ϯϰϲϱ ͲϯϴϬϱϬ ϳϭϭϭϱ
ϯϰ ϲϭ͘ϰϵ ϭϵϳϬ ϭϰϮϬ ϮϯϳϬ Ͳϯϲϲϰϱ ϲϴϲϬϬ ϭϵϳϬ ϭϰϮϬ ϮϯϳϬ Ͳϰϭϭϵϱ ϳϳϭϭϬ ϭϵϳϬ ϭϰϮϬ ϮϯϳϬ Ͳϰϱϵϵϱ ϴϲϬϴϬ
ϯϴ ϱϴ͘ϴϬ ϮϬϮϬ ϭϮϲϱ ϮϯϭϬ ͲϰϳϮϰϬ ϴϴϯϮϬ ϮϬϮϬ ϭϮϲϱ ϮϯϭϬ ͲϱϮϵϵϬ ϵϵϮϵϱ ϮϬϮϬ ϭϮϲϱ ϮϯϭϬ ͲϱϵϭϱϬ ϭϭϬϴϲϱ
ϰϮ ϱϳ͘Ϭϭ ϮϬϳϬ ϭϭϯϬ ϮϮϳϱ ͲϲϲϭϮϱ ϭϭϳϮϵϱ ϮϬϳϬ ϭϭϯϬ ϮϮϳϱ ͲϳϰϬϯϱ ϭϯϭϴϯϬ ϮϬϳϬ ϭϭϯϬ ϮϮϳϱ ͲϴϮϰϮϱ ϭϰϳϭϱϬ
ϰϲ ϱϱ͘ϴϴ ϮϭϯϬ ϭϬϮϬ ϮϮϲϬ ͲϴϰϭϲϬ ϭϰϴϭϵϱ ϮϭϯϬ ϭϬϮϬ ϮϮϲϬ ͲϵϰϮϬϬ ϭϲϲϱϱϱ ϮϭϯϬ ϭϬϮϬ ϮϮϲϬ ͲϭϬϰϳϴϱ ϭϴϱϵϭϬ
ϱϬ ϱϱ͘Ϯϱ Ϯϭϴϱ ϵϮϱ ϮϮϱϬ ͲϭϬϲϭϲϱ ϭϴϱϲϲϬ Ϯϭϴϱ ϵϵϱ ϮϮϱϬ ͲϭϭϴϴϬϱ ϮϬϴϲϰϬ Ϯϭϴϱ ϭϭϮϱ ϮϮϱϬ ͲϭϯϮϭϯϬ ϮϯϮϴϲϬ
ϱϱ ϱϱ͘ϬϬ ϮϮϲϱ ϭϬϲϬ ϮϮϲϬ ͲϭϱϬϱϬϱ ϮϱϬϬϬϱ ϮϮϲϱ ϭϭϲϱ ϮϮϲϬ ͲϭϲϴϯϯϬ ϮϴϬϰϮϱ ϮϮϲϱ ϭϯϭϱ ϮϮϲϬ ͲϭϴϳϭϮϬ ϯϭϮϰϵϬ

Table E-25 - 120 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϭϭ
ϮϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϬϱŵƉŚ ϭϭϬŵƉŚ ϭϭϱŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϭϱϲ͘ϬϬ ϭϵϱϬ ϰϳϲϱ ϱϭϯϬ ͲϯϵϮϬ ϵϱϳϬ ϭϵϱϬ ϰϳϲϱ ϱϭϯϬ ͲϰϯϮϱ ϵϱϳϬ ϭϵϱϬ ϰϳϲϱ ϱϭϯϬ Ͳϰϳϱϱ ϵϱϳϬ
ϭϲ ϭϮϬ͘ϱϬ ϭϵϲϱ ϯϱϵϱ ϰϬϳϱ ͲϲϯϱϬ ϵϱϭϬ ϭϵϲϱ ϯϱϵϱ ϰϬϳϱ Ͳϲϱϳϱ ϵϱϭϬ ϭϵϲϱ ϯϱϵϱ ϰϬϳϱ ͲϲϴϭϬ ϵϱϭϬ
ϮϬ ϭϬϬ͘ϬϬ ϭϵϵϬ Ϯϴϴϱ ϯϰϳϱ ͲϭϭϬϴϬ ϭϭϳϭϱ ϭϵϵϬ Ϯϴϴϱ ϯϰϳϱ ͲϭϭϬϴϬ ϭϭϳϭϱ ϭϵϵϬ Ϯϴϴϱ ϯϰϳϱ ͲϭϭϬϴϬ ϭϭϳϭϱ
Ϯϰ ϴϳ͘ϬϬ ϮϬϮϬ ϮϰϬϱ ϯϭϬϱ ͲϭϲϴϲϬ ϭϱϯϲϱ ϮϬϮϬ ϮϰϬϱ ϯϭϬϱ ͲϭϲϴϲϬ ϭϱϯϲϱ ϮϬϮϬ ϮϰϬϱ ϯϭϬϱ ͲϭϲϴϲϬ ϭϱϵϰϬ
Ϯϴ ϳϴ͘Ϯϵ ϮϬϱϱ ϮϬϲϬ ϮϴϳϬ ͲϮϯϲϱϱ ϮϬϮϬϬ ϮϬϱϱ ϮϬϲϬ ϮϴϳϬ ͲϮϯϲϱϱ ϮϬϮϬϬ ϮϬϱϱ ϮϬϲϬ ϮϴϳϬ ͲϮϯϲϱϱ ϮϬϮϬϬ
ϯϮ ϳϮ͘Ϯϱ ϮϬϵϱ ϭϴϬϬ Ϯϳϭϱ ͲϯϭϱϳϬ ϮϲϭϲϬ ϮϬϵϱ ϭϴϬϬ Ϯϳϭϱ ͲϯϭϱϳϬ ϮϲϭϲϬ ϮϬϵϱ ϭϴϬϬ Ϯϳϭϱ ͲϯϭϱϳϬ ϮϲϭϲϬ
ϯϲ ϲϴ͘ϬϬ ϮϭϰϬ ϭϲϬϬ ϮϲϭϬ ͲϰϬϲϵϱ ϯϯϮϯϱ ϮϭϰϬ ϭϲϬϬ ϮϲϭϬ ͲϰϬϲϵϱ ϯϯϮϯϱ ϮϭϰϬ ϭϲϬϬ ϮϲϭϬ ͲϰϬϲϵϱ ϯϯϮϯϱ
ϰϬ ϲϱ͘ϬϬ Ϯϭϴϱ ϭϰϯϬ ϮϱϰϬ ͲϱϭϭϭϬ ϰϭϰϲϱ Ϯϭϴϱ ϭϰϯϬ ϮϱϰϬ ͲϱϭϭϭϬ ϰϭϰϲϱ Ϯϭϴϱ ϭϰϯϬ ϮϱϰϬ ͲϱϭϭϭϬ ϰϭϰϲϱ
ϰϰ ϲϮ͘ϵϭ ϮϮϯϱ ϭϯϯϬ Ϯϰϵϱ ͲϲϮϴϴϱ ϱϬϴϳϱ ϮϮϯϱ ϭϯϭϬ Ϯϰϵϱ ͲϲϮϴϴϱ ϱϬϴϳϱ ϮϮϯϱ ϭϮϵϬ Ϯϰϵϱ ͲϲϮϴϴϱ ϱϬϴϳϱ
ϰϴ ϲϭ͘ϱϬ ϮϮϵϬ ϭϯϳϬ ϮϰϳϬ ͲϳϲϬϴϱ ϲϭϱϯϬ ϮϮϵϬ ϭϯϰϱ ϮϰϳϬ ͲϳϲϬϴϱ ϲϭϱϯϬ ϮϮϵϬ ϭϯϮϬ ϮϰϳϬ ͲϳϲϬϴϱ ϲϭϱϯϬ
Page 1267 ϱϮ ϲϬ͘ϲϮ Ϯϯϰϱ ϭϰϭϬ ϮϰϲϬ ͲϵϬϳϳϱ ϳϯϰϳϬ Ϯϯϰϱ ϭϯϵϬ ϮϰϲϬ ͲϵϬϳϳϱ ϳϯϰϳϬ Ϯϯϰϱ ϭϯϲϱ ϮϰϲϬ ͲϵϬϳϳϱ ϳϯϰϳϬ
ϱϲ ϲϬ͘ϭϰ ϮϰϬϱ ϭϰϴϱ Ϯϰϱϱ ͲϭϬϳϬϮϱ ϴϲϳϱϬ ϮϰϬϱ ϭϰϲϱ Ϯϰϱϱ ͲϭϬϳϬϮϱ ϴϲϳϱϬ ϮϰϬϱ ϭϰϰϱ Ϯϰϱϱ ͲϭϬϳϬϮϱ ϵϭϴϯϬ
ϲϬ ϲϬ͘ϬϬ ϮϰϳϬ ϭϱϰϬ Ϯϰϲϱ ͲϭϮϰϴϵϬ ϭϬϭϰϭϱ ϮϰϳϬ ϭϱϮϬ Ϯϰϲϱ ͲϭϮϰϴϵϬ ϭϬϭϰϭϱ ϮϰϳϬ ϭϱϬϬ Ϯϰϲϱ ͲϭϮϰϴϵϬ ϭϭϮϯϬϱ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϮϬŵƉŚ ϭϯϬŵƉŚ ϭϰϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϭϱϲ͘ϬϬ ϭϵϱϬ ϰϳϲϱ ϱϭϯϬ ͲϱϮϬϱ ϵϱϳϬ ϭϵϱϬ ϰϳϲϱ ϱϭϯϬ Ͳϲϭϲϱ ϵϱϳϬ ϭϵϱϬ ϰϳϲϱ ϱϭϯϬ ͲϳϮϬϬ ϵϱϳϬ
ϭϲ ϭϮϬ͘ϱϬ ϭϵϲϱ ϯϱϵϱ ϰϬϳϱ ͲϳϬϲϱ ϵϱϭϬ ϭϵϲϱ ϯϱϵϱ ϰϬϳϱ ͲϳϲϱϬ ϵϱϭϬ ϭϵϲϱ ϯϱϵϱ ϰϬϳϱ ͲϴϮϴϬ ϵϱϭϬ
ϮϬ ϭϬϬ͘ϬϬ ϭϵϵϬ Ϯϴϴϱ ϯϰϳϱ ͲϭϭϬϴϬ ϭϭϳϭϱ ϭϵϵϬ Ϯϴϴϱ ϯϰϳϱ ͲϭϭϬϴϬ ϭϭϳϭϱ ϭϵϵϬ Ϯϴϴϱ ϯϰϳϱ ͲϭϭϰϮϱ ϭϭϳϭϱ
Ϯϰ ϴϳ͘ϬϬ ϮϬϮϬ ϮϰϬϱ ϯϭϬϱ ͲϭϲϴϲϬ ϭϳϲϭϬ ϮϬϮϬ ϮϰϬϱ ϯϭϬϱ ͲϭϲϴϲϬ Ϯϭϭϲϱ ϮϬϮϬ ϮϰϬϱ ϯϭϬϱ ͲϭϲϴϲϬ ϮϱϬϬϱ
Ϯϴ ϳϴ͘Ϯϵ ϮϬϱϱ ϮϬϲϬ ϮϴϳϬ ͲϮϯϲϱϱ ϮϬϵϰϱ ϮϬϱϱ ϮϬϲϬ ϮϴϳϬ ͲϮϯϲϱϱ ϮϱϯϬϱ ϮϬϱϱ ϮϬϲϬ ϮϴϳϬ ͲϮϯϲϱϱ ϯϬϬϭϱ
ϯϮ ϳϮ͘Ϯϱ ϮϬϵϱ ϭϴϬϬ Ϯϳϭϱ ͲϯϭϱϳϬ ϮϲϴϱϬ ϮϬϵϱ ϭϴϬϬ Ϯϳϭϱ ͲϯϭϱϳϬ ϯϮϯϳϬ ϮϬϵϱ ϭϴϬϬ Ϯϳϭϱ ͲϯϭϱϳϬ ϯϴϯϯϱ
ϯϲ ϲϴ͘ϬϬ ϮϭϰϬ ϭϲϬϬ ϮϲϭϬ ͲϰϬϲϵϱ ϯϯϮϯϱ ϮϭϰϬ ϭϲϬϬ ϮϲϭϬ ͲϰϬϲϵϱ ϯϳϱϲϬ ϮϭϰϬ ϭϲϬϬ ϮϲϭϬ ͲϰϬϲϵϱ ϰϰϲϭϱ
ϰϬ ϲϱ͘ϬϬ Ϯϭϴϱ ϭϰϯϬ ϮϱϰϬ ͲϱϭϭϭϬ ϰϭϰϲϱ Ϯϭϴϱ ϭϰϯϬ ϮϱϰϬ ͲϱϭϭϭϬ ϰϳϰϮϬ Ϯϭϴϱ ϭϰϯϬ ϮϱϰϬ ͲϱϭϭϭϬ ϱϲϯϱϱ
ϰϰ ϲϮ͘ϵϭ ϮϮϯϱ ϭϮϵϬ Ϯϰϵϱ ͲϲϮϴϴϱ ϱϭϲϮϱ ϮϮϯϱ ϭϮϵϬ Ϯϰϵϱ ͲϲϮϴϴϱ ϲϮϭϭϬ ϮϮϯϱ ϭϮϵϬ Ϯϰϵϱ ͲϲϮϴϴϱ ϳϯϲϴϬ
ϰϴ ϲϭ͘ϱϬ ϮϮϵϬ ϭϮϵϱ ϮϰϳϬ ͲϳϲϬϴϱ ϲϰϮϵϬ ϮϮϵϬ ϭϮϰϱ ϮϰϳϬ ͲϳϲϬϴϱ ϳϳϯϰϱ ϮϮϵϬ ϭϭϴϱ ϮϰϳϬ ͲϳϲϬϴϱ ϵϭϲϱϬ
ϱϮ ϲϬ͘ϲϮ Ϯϯϰϱ ϭϯϰϬ ϮϰϲϬ ͲϵϬϳϳϱ ϳϵϱϬϬ Ϯϯϰϱ ϭϮϴϱ ϮϰϲϬ ͲϵϬϳϳϱ ϵϱϲϯϬ Ϯϯϰϱ ϭϮϮϱ ϮϰϲϬ ͲϵϬϳϳϱ ϭϭϯϭϵϱ
ϱϲ ϲϬ͘ϭϰ ϮϰϬϱ ϭϰϮϱ Ϯϰϱϱ ͲϭϬϳϬϮϱ ϭϬϭϰϯϱ ϮϰϬϱ ϭϯϳϱ Ϯϰϱϱ ͲϭϬϳϬϮϱ ϭϮϭϴϲϱ ϮϰϬϱ ϭϯϮϱ Ϯϰϱϱ ͲϭϬϳϬϮϱ ϭϰϯϵϯϱ
ϲϬ ϲϬ͘ϬϬ ϮϰϳϬ ϭϰϳϱ Ϯϰϲϱ ͲϭϮϰϴϵϬ ϭϮϰϬϭϬ ϮϰϳϬ ϭϰϯϬ Ϯϰϲϱ ͲϭϮϰϴϵϬ ϭϰϴϵϮϱ ϮϰϳϬ ϭϯϴϬ Ϯϰϲϱ ͲϭϮϴϲϳϱ ϭϳϱϴϯϱ

Table E-25 - 120 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϭϭ
ϮϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱϬŵƉŚ ϭϲϬŵƉŚ ϭϳϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϭϱϲ͘ϬϬ ϭϵϱϬ ϰϳϲϱ ϱϭϯϬ Ͳϴϯϭϱ ϵϲϮϬ ϭϵϱϬ ϰϳϲϱ ϱϭϯϬ ͲϵϱϬϬ ϭϬϴϳϱ ϭϵϱϬ ϰϳϲϱ ϱϭϯϬ ͲϭϬϳϳϱ ϭϮϮϱϬ
ϭϲ ϭϮϬ͘ϱϬ ϭϵϲϱ ϯϱϵϱ ϰϬϳϱ Ͳϴϵϱϱ ϭϬϮϯϬ ϭϵϲϱ ϯϱϵϱ ϰϬϳϱ ͲϭϬϬϬϱ ϭϭϳϱϱ ϭϵϲϱ ϯϱϵϱ ϰϬϳϱ Ͳϭϭϭϲϱ ϭϯϯϳϱ
ϮϬ ϭϬϬ͘ϬϬ ϭϵϵϬ Ϯϴϴϱ ϯϰϳϱ ͲϭϮϬϴϬ ϭϭϳϭϱ ϭϵϵϬ Ϯϴϴϱ ϯϰϳϱ ͲϭϮϳϳϱ ϭϯϮϮϬ ϭϵϵϬ Ϯϴϴϱ ϯϰϳϱ ͲϭϯϱϮϬ ϭϱϭϱϱ
Ϯϰ ϴϳ͘ϬϬ ϮϬϮϬ ϮϰϬϱ ϯϭϬϱ ͲϭϲϴϲϬ ϮϵϭϯϬ ϮϬϮϬ ϮϰϬϱ ϯϭϬϱ ͲϭϲϴϵϬ ϯϯϱϰϬ ϮϬϮϬ ϮϰϬϱ ϯϭϬϱ ͲϭϵϮϵϱ ϯϴϮϯϬ
Ϯϴ ϳϴ͘Ϯϵ ϮϬϱϱ ϮϬϲϬ ϮϴϳϬ ͲϮϯϲϱϱ ϯϱϬϳϱ ϮϬϱϱ ϮϬϲϬ ϮϴϳϬ ͲϮϯϲϱϱ ϰϬϰϴϱ ϮϬϱϱ ϮϬϲϬ ϮϴϳϬ ͲϮϯϲϱϱ ϰϲϮϰϬ
ϯϮ ϳϮ͘Ϯϱ ϮϬϵϱ ϭϴϬϬ Ϯϳϭϱ ͲϯϭϱϳϬ ϰϰϳϰϬ ϮϬϵϱ ϭϴϬϬ Ϯϳϭϱ ͲϯϭϱϳϬ ϱϭϱϴϱ ϮϬϵϱ ϭϴϬϬ Ϯϳϭϱ ͲϯϭϱϳϬ ϱϴϴϳϬ
ϯϲ ϲϴ͘ϬϬ ϮϭϰϬ ϭϲϬϬ ϮϲϭϬ ͲϰϬϲϵϱ ϱϮϭϵϬ ϮϭϰϬ ϭϲϬϬ ϮϲϭϬ ͲϰϬϲϵϱ ϲϬϮϴϱ ϮϭϰϬ ϭϲϬϬ ϮϲϭϬ ͲϰϬϲϵϱ ϲϴϵϬϱ
ϰϬ ϲϱ͘ϬϬ Ϯϭϴϱ ϭϰϯϬ ϮϱϰϬ ͲϱϭϭϭϬ ϲϱϵϱϬ Ϯϭϴϱ ϭϰϯϬ ϮϱϰϬ ͲϱϭϭϭϬ ϳϲϮϭϬ Ϯϭϴϱ ϭϰϯϬ ϮϱϰϬ ͲϱϭϭϭϬ ϴϳϭϯϬ
ϰϰ ϲϮ͘ϵϭ ϮϮϯϱ ϭϮϵϬ Ϯϰϵϱ ͲϲϮϴϴϱ ϴϲϭϳϱ ϮϮϯϱ ϭϮϵϬ Ϯϰϵϱ ͲϲϮϴϴϱ ϵϵϱϯϱ ϮϮϯϱ ϭϮϵϬ Ϯϰϵϱ Ͳϲϰϭϰϱ ϭϭϯϳϱϬ
ϰϴ ϲϭ͘ϱϬ ϮϮϵϬ ϭϭϳϬ ϮϰϳϬ ͲϳϲϬϴϱ ϭϬϳϭϵϬ ϮϮϵϬ ϭϭϳϬ ϮϰϳϬ ͲϳϲϬϴϱ ϭϮϯϴϬϱ ϮϮϵϬ ϭϭϳϬ ϮϰϳϬ ͲϴϬϯϱϱ ϭϰϭϰϵϬ
Page 1268 ϱϮ ϲϬ͘ϲϮ Ϯϯϰϱ ϭϭϲϱ ϮϰϲϬ ͲϵϬϳϳϱ ϭϯϮϯϳϬ Ϯϯϰϱ ϭϭϬϬ ϮϰϲϬ ͲϵϬϳϳϱ ϭϱϮϴϲϱ Ϯϯϰϱ ϭϬϲϱ ϮϰϲϬ ͲϵϵϴϴϬ ϭϳϰϲϴϱ
ϱϲ ϲϬ͘ϭϰ ϮϰϬϱ ϭϮϳϬ Ϯϰϱϱ ͲϭϭϮϭϭϬ ϭϲϳϲϯϱ ϮϰϬϱ ϭϮϭϬ Ϯϰϱϱ ͲϭϭϴϮϯϱ ϭϵϮϵϳϬ ϮϰϬϱ ϭϭϱϬ Ϯϰϱϱ ͲϭϯϮϬϱϬ Ϯϭϵϵϰϱ
ϲϬ ϲϬ͘ϬϬ ϮϰϳϬ ϭϯϯϬ Ϯϰϲϱ Ͳϭϯϱϵϰϱ ϮϬϰϳϯϱ ϮϰϳϬ ϭϮϳϬ Ϯϰϲϱ ͲϭϰϯϳϮϬ ϮϯϱϲϯϬ ϮϰϳϬ ϭϮϭϬ Ϯϰϲϱ ͲϭϲϮϬϵϱ Ϯϲϴϱϭϱ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϴϬŵƉŚ ϭϵϬŵƉŚ ϮϬϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϭϱϲ͘ϬϬ ϭϵϱϬ ϰϳϲϱ ϱϭϯϬ ͲϭϮϭϰϬ ϭϯϳϬϱ ϭϵϱϬ ϰϳϲϱ ϱϭϯϬ Ͳϭϯϱϴϱ ϭϱϮϰϱ ϭϵϱϬ ϰϳϲϱ ϱϭϯϬ ͲϭϱϭϭϬ ϭϲϴϳϬ
ϭϲ ϭϮϬ͘ϱϬ ϭϵϲϱ ϯϱϵϱ ϰϬϳϱ ͲϭϮϰϬϬ ϭϱϬϵϬ ϭϵϲϱ ϯϱϵϱ ϰϬϳϱ ͲϭϯϳϬϱ ϭϲϵϭϬ ϭϵϲϱ ϯϱϵϱ ϰϬϳϱ ͲϭϱϬϴϬ ϭϴϴϮϱ
ϮϬ ϭϬϬ͘ϬϬ ϭϵϵϬ Ϯϴϴϱ ϯϰϳϱ ͲϭϰϯϬϱ ϭϳϮϬϱ ϭϵϵϬ Ϯϴϴϱ ϯϰϳϱ ͲϭϱϭϰϬ ϭϵϯϳϬ ϭϵϵϬ Ϯϴϴϱ ϯϰϳϱ ͲϭϲϮϴϱ Ϯϭϲϱϱ
Ϯϰ ϴϳ͘ϬϬ ϮϬϮϬ ϮϰϬϱ ϯϭϬϱ ͲϮϭϴϰϱ ϰϯϮϭϬ ϮϬϮϬ ϮϰϬϱ ϯϭϬϱ ͲϮϰϱϰϬ ϰϴϰϳϬ ϮϬϮϬ ϮϰϬϱ ϯϭϬϱ ͲϮϳϯϴϬ ϱϰϬϭϱ
Ϯϴ ϳϴ͘Ϯϵ ϮϬϱϱ ϮϬϲϬ ϮϴϳϬ ͲϮϲϯϲϱ ϱϮϯϰϱ ϮϬϱϱ ϮϬϲϬ ϮϴϳϬ ͲϮϵϲϯϬ ϱϴϴϬϬ ϮϬϱϱ ϮϬϲϬ ϮϴϳϬ ͲϯϯϬϳϬ ϲϱϲϬϱ
ϯϮ ϳϮ͘Ϯϱ ϮϬϵϱ ϭϴϬϬ Ϯϳϭϱ Ͳϯϱϱϱϱ ϲϲϲϬϬ ϮϬϵϱ ϭϴϬϬ Ϯϳϭϱ ͲϯϵϵϰϬ ϳϰϳϳϬ ϮϬϵϱ ϭϴϬϬ Ϯϳϭϱ Ͳϰϰϱϱϱ ϴϯϯϴϱ
ϯϲ ϲϴ͘ϬϬ ϮϭϰϬ ϭϲϬϬ ϮϲϭϬ ͲϰϭϲϲϬ ϳϴϬϰϱ ϮϭϰϬ ϭϲϬϬ ϮϲϭϬ ͲϰϲϴϮϱ ϴϳϳϭϬ ϮϭϰϬ ϭϲϬϬ ϮϲϭϬ ͲϱϮϮϳϬ ϵϳϵϬϬ
ϰϬ ϲϱ͘ϬϬ Ϯϭϴϱ ϭϰϯϬ ϮϱϰϬ ͲϱϮϲϰϱ ϵϴϳϭϱ Ϯϭϴϱ ϭϰϯϬ ϮϱϰϬ Ͳϱϵϭϲϱ ϭϭϬϵϲϬ Ϯϭϴϱ ϭϰϯϬ ϮϱϰϬ ͲϲϲϬϰϬ ϭϮϯϴϲϱ
ϰϰ ϲϮ͘ϵϭ ϮϮϯϱ ϭϮϵϬ Ϯϰϵϱ ͲϳϮϯϮϬ ϭϮϴϴϯϬ ϮϮϯϱ ϭϮϵϬ Ϯϰϵϱ ͲϴϭϬϳϬ ϭϰϰϳϳϱ ϮϮϯϱ ϭϮϵϬ Ϯϰϵϱ ͲϵϬϰϮϱ ϭϲϭϱϳϱ
ϰϴ ϲϭ͘ϱϬ ϮϮϵϬ ϭϭϳϬ ϮϰϳϬ ͲϵϬϱϴϬ ϭϲϬϮϰϱ ϮϮϵϬ ϭϭϳϬ ϮϰϳϬ ͲϭϬϭϯϵϬ ϭϴϬϬϳϬ ϮϮϵϬ ϭϭϳϬ ϮϰϳϬ ͲϭϭϮϳϴϬ ϮϬϬϵϳϬ
ϱϮ ϲϬ͘ϲϮ Ϯϯϰϱ ϭϬϲϱ ϮϰϲϬ ͲϭϭϮϱϲϬ ϭϵϳϴϮϱ Ϯϯϰϱ ϭϬϲϱ ϮϰϲϬ ͲϭϮϱϵϲϱ ϮϮϮϮϴϱ Ϯϯϰϱ ϭϭϲϬ ϮϰϲϬ ͲϭϰϬϬϵϱ ϮϰϴϬϳϬ
ϱϲ ϲϬ͘ϭϰ ϮϰϬϱ ϭϬϴϱ Ϯϰϱϱ ͲϭϰϴϳϯϬ ϮϰϴϱϱϬ ϮϰϬϱ ϭϭϯϬ Ϯϰϱϱ ͲϭϲϲϯϳϬ ϮϳϴϳϵϬ ϮϰϬϱ ϭϮϳϱ Ϯϰϱϱ Ͳϭϴϰϵϱϱ ϯϭϬϵϯϬ
ϲϬ ϲϬ͘ϬϬ ϮϰϳϬ ϭϭϰϱ Ϯϰϲϱ ͲϭϴϮϱϯϬ ϯϬϯϯϵϱ ϮϰϳϬ ϭϯϬϬ Ϯϰϲϱ ͲϮϬϰϭϯϱ ϯϰϬϮϳϬ ϮϰϳϬ ϭϰϲϱ Ϯϰϲϱ ͲϮϮϲϵϬϱ ϯϳϵϭϵϱ

Table E-26 - 130 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϭϮ
ϮϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϬϱŵƉŚ ϭϭϬŵƉŚ ϭϭϱŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϭϴϮ͘Ϭϰ ϮϭϬϱ ϱϱϵϱ ϱϵϲϬ ͲϰϱϮϬ ϭϬϲϰϬ ϮϭϬϱ ϱϱϵϱ ϱϵϲϬ ͲϱϬϬϱ ϭϬϲϰϬ ϮϭϬϱ ϱϱϵϱ ϱϵϲϬ Ͳϱϱϭϱ ϭϬϲϰϬ
ϭϲ ϭϰϬ͘Ϭϯ ϮϭϮϱ ϰϮϭϱ ϰϲϵϱ ͲϲϲϬϬ ϭϬϭϬϬ ϮϭϮϱ ϰϮϭϱ ϰϲϵϱ ͲϲϴϳϬ ϭϬϭϬϬ ϮϭϮϱ ϰϮϭϱ ϰϲϵϱ ͲϳϭϱϬ ϭϬϭϬϬ
ϮϬ ϭϭϱ͘ϲϯ Ϯϭϰϱ ϯϯϴϬ ϯϵϳϱ ͲϭϬϴϲϱ ϭϮϬϲϱ Ϯϭϰϱ ϯϯϴϬ ϯϵϳϱ ͲϭϬϴϲϱ ϭϮϬϲϱ Ϯϭϰϱ ϯϯϴϬ ϯϵϳϱ ͲϭϬϴϲϱ ϭϮϬϲϱ
Ϯϰ ϭϬϬ͘ϬϮ Ϯϭϳϱ ϮϴϮϱ ϯϱϯϬ Ͳϭϲϲϱϱ ϭϱϱϱϬ Ϯϭϳϱ ϮϴϮϱ ϯϱϯϬ Ͳϭϲϲϱϱ ϭϱϱϱϬ Ϯϭϳϱ ϮϴϮϱ ϯϱϯϬ Ͳϭϲϲϱϱ ϭϱϱϱϬ
Ϯϴ ϴϵ͘ϰϱ ϮϮϬϱ ϮϰϮϬ ϯϮϯϱ ͲϮϯϰϭϬ ϮϬϮϱϬ ϮϮϬϱ ϮϰϮϬ ϯϮϯϱ ͲϮϯϰϭϬ ϮϬϮϱϬ ϮϮϬϱ ϮϰϮϬ ϯϮϯϱ ͲϮϯϰϭϬ ϮϬϲϰϱ
ϯϮ ϴϮ͘ϬϮ ϮϮϰϱ ϮϭϮϬ ϯϬϯϱ ͲϯϭϮϰϱ ϮϲϬϲϬ ϮϮϰϱ ϮϭϮϬ ϯϬϯϱ ͲϯϭϮϰϱ ϮϲϬϲϬ ϮϮϰϱ ϮϭϮϬ ϯϬϯϱ ͲϯϭϮϰϱ ϮϲϬϲϬ
ϯϲ ϳϲ͘ϲϴ ϮϮϴϱ ϭϴϴϬ ϮϵϬϬ ͲϰϬϮϱϬ ϯϮϵϳϬ ϮϮϴϱ ϭϴϴϬ ϮϵϬϬ ͲϰϬϮϱϬ ϯϮϵϳϬ ϮϮϴϱ ϭϴϴϬ ϮϵϬϬ ͲϰϬϮϱϬ ϯϮϵϳϬ
ϰϬ ϳϮ͘ϴϭ ϮϯϯϬ ϭϲϴϱ ϮϴϬϱ ͲϱϬϰϵϱ ϰϬϵϵϱ ϮϯϯϬ ϭϲϴϱ ϮϴϬϱ ͲϱϬϰϵϱ ϰϬϵϵϱ ϮϯϯϬ ϭϲϴϱ ϮϴϬϱ ͲϱϬϰϵϱ ϰϬϵϵϱ
ϰϰ ϳϬ͘Ϭϭ Ϯϯϳϱ ϭϱϮϱ Ϯϳϰϱ ͲϲϮϬϰϱ ϱϬϭϳϬ Ϯϯϳϱ ϭϱϮϱ Ϯϳϰϱ ͲϲϮϬϰϱ ϱϬϭϳϬ Ϯϯϳϱ ϭϱϮϱ Ϯϳϰϱ ͲϲϮϬϰϱ ϱϬϭϳϬ
ϰϴ ϲϴ͘Ϭϭ ϮϰϮϱ ϭϰϰϬ ϮϳϬϬ Ͳϳϰϵϲϱ ϲϬϱϰϬ ϮϰϮϱ ϭϰϭϱ ϮϳϬϬ Ͳϳϰϵϲϱ ϲϬϱϰϬ ϮϰϮϱ ϭϯϵϬ ϮϳϬϬ Ͳϳϰϵϲϱ ϲϬϱϰϬ
Page 1269 ϱϮ ϲϲ͘ϲϯ ϮϰϴϬ ϭϰϴϬ Ϯϲϳϱ ͲϴϵϯϮϬ ϳϮϭϰϱ ϮϰϴϬ ϭϰϱϱ Ϯϲϳϱ ͲϴϵϯϮϬ ϳϮϭϰϱ ϮϰϴϬ ϭϰϮϱ Ϯϲϳϱ ͲϴϵϯϮϬ ϳϮϭϰϱ
ϱϲ ϲϱ͘ϳϮ ϮϱϰϬ ϭϱϮϬ Ϯϲϲϱ ͲϭϬϱϭϳϬ ϴϱϬϯϱ ϮϱϰϬ ϭϰϵϱ Ϯϲϲϱ ͲϭϬϱϭϳϬ ϴϱϬϯϱ ϮϱϰϬ ϭϰϳϬ Ϯϲϲϱ ͲϭϬϱϭϳϬ ϴϱϬϯϱ
ϲϬ ϲϱ͘Ϯϭ ϮϲϬϬ ϭϲϬϬ ϮϲϲϬ ͲϭϮϮϱϳϬ ϵϵϮϱϱ ϮϲϬϬ ϭϱϳϱ ϮϲϲϬ ͲϭϮϮϱϳϬ ϵϵϮϱϱ ϮϲϬϬ ϭϱϱϬ ϮϲϲϬ ͲϭϮϮϱϳϬ ϭϬϲϱϮϬ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϮϬŵƉŚ ϭϯϬŵƉŚ ϭϰϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϭϴϮ͘Ϭϰ ϮϭϬϱ ϱϱϵϱ ϱϵϲϬ ͲϲϬϰϱ ϭϬϲϰϬ ϮϭϬϱ ϱϱϵϱ ϱϵϲϬ ͲϳϭϴϬ ϭϬϲϰϬ ϮϭϬϱ ϱϱϵϱ ϱϵϲϬ ͲϴϰϬϱ ϭϬϲϰϬ
ϭϲ ϭϰϬ͘Ϭϯ ϮϭϮϱ ϰϮϭϱ ϰϲϵϱ ͲϳϰϴϬ ϭϬϭϬϬ ϮϭϮϱ ϰϮϭϱ ϰϲϵϱ ͲϴϭϳϬ ϭϬϭϬϬ ϮϭϮϱ ϰϮϭϱ ϰϲϵϱ ͲϵϬϯϬ ϭϬϮϮϬ
ϮϬ ϭϭϱ͘ϲϯ Ϯϭϰϱ ϯϯϴϬ ϯϵϳϱ ͲϭϬϴϲϱ ϭϮϬϲϱ Ϯϭϰϱ ϯϯϴϬ ϯϵϳϱ ͲϭϭϯϵϬ ϭϮϬϲϱ Ϯϭϰϱ ϯϯϴϬ ϯϵϳϱ ͲϭϮϭϮϬ ϭϮϬϲϱ
Ϯϰ ϭϬϬ͘ϬϮ Ϯϭϳϱ ϮϴϮϱ ϯϱϯϬ Ͳϭϲϲϱϱ ϭϱϱϱϬ Ϯϭϳϱ ϮϴϮϱ ϯϱϯϬ Ͳϭϲϲϱϱ ϭϱϱϱϬ Ϯϭϳϱ ϮϴϮϱ ϯϱϯϬ Ͳϭϲϲϱϱ ϭϱϱϱϬ
Ϯϴ ϴϵ͘ϰϱ ϮϮϬϱ ϮϰϮϬ ϯϮϯϱ ͲϮϯϰϭϬ ϮϮϴϰϬ ϮϮϬϱ ϮϰϮϬ ϯϮϯϱ ͲϮϯϰϭϬ ϮϳϱϭϬ ϮϮϬϱ ϮϰϮϬ ϯϮϯϱ ͲϮϯϰϭϬ ϯϮϱϱϱ
ϯϮ ϴϮ͘ϬϮ ϮϮϰϱ ϮϭϮϬ ϯϬϯϱ ͲϯϭϮϰϱ ϮϴϳϵϬ ϮϮϰϱ ϮϭϮϬ ϯϬϯϱ ͲϯϭϮϰϱ ϯϰϲϮϱ ϮϮϰϱ ϮϭϮϬ ϯϬϯϱ ͲϯϭϮϰϱ ϰϬϵϮϱ
ϯϲ ϳϲ͘ϲϴ ϮϮϴϱ ϭϴϴϬ ϮϵϬϬ ͲϰϬϮϱϬ ϯϯϵϲϬ ϮϮϴϱ ϭϴϴϬ ϮϵϬϬ ͲϰϬϮϱϬ ϰϬϵϲϱ ϮϮϴϱ ϭϴϴϬ ϮϵϬϬ ͲϰϬϮϱϬ ϰϴϱϯϱ
ϰϬ ϳϮ͘ϴϭ ϮϯϯϬ ϭϲϴϱ ϮϴϬϱ ͲϱϬϰϵϱ ϰϬϵϵϱ ϮϯϯϬ ϭϲϴϱ ϮϴϬϱ ͲϱϬϰϵϱ ϰϳϰϵϱ ϮϯϯϬ ϭϲϴϱ ϮϴϬϱ ͲϱϬϰϵϱ ϱϲϯϵϱ
ϰϰ ϳϬ͘Ϭϭ Ϯϯϳϱ ϭϱϮϱ Ϯϳϰϱ ͲϲϮϬϰϱ ϱϬϭϳϬ Ϯϯϳϱ ϭϱϮϱ Ϯϳϰϱ ͲϲϮϬϰϱ ϱϴϳϵϱ Ϯϯϳϱ ϭϱϮϱ Ϯϳϰϱ ͲϲϮϬϰϱ ϲϵϴϰϱ
ϰϴ ϲϴ͘Ϭϭ ϮϰϮϱ ϭϯϵϬ ϮϳϬϬ Ͳϳϰϵϲϱ ϲϮϴϲϬ ϮϰϮϱ ϭϯϵϬ ϮϳϬϬ Ͳϳϰϵϲϱ ϳϱϱϵϱ ϮϰϮϱ ϭϯϵϬ ϮϳϬϬ Ͳϳϰϵϲϱ ϴϵϲϴϬ
ϱϮ ϲϲ͘ϲϯ ϮϰϴϬ ϭϰϬϬ Ϯϲϳϱ ͲϴϵϯϮϬ ϳϲϵϱϬ ϮϰϴϬ ϭϯϰϬ Ϯϲϳϱ ͲϴϵϯϮϬ ϵϮϱϯϱ ϮϰϴϬ ϭϮϴϬ Ϯϲϳϱ ͲϴϵϯϮϬ ϭϬϵϲϲϬ
ϱϲ ϲϱ͘ϳϮ ϮϱϰϬ ϭϰϰϬ Ϯϲϲϱ ͲϭϬϱϭϳϬ ϵϯϲϯϱ ϮϱϰϬ ϭϯϴϬ Ϯϲϲϱ ͲϭϬϱϭϳϬ ϭϭϮϱϴϱ ϮϱϰϬ ϭϯϮϬ Ϯϲϲϱ ͲϭϬϱϭϳϬ ϭϯϯϮϴϱ
ϲϬ ϲϱ͘Ϯϭ ϮϲϬϬ ϭϱϯϬ ϮϲϲϬ ͲϭϮϮϱϳϬ ϭϭϳϲϯϬ ϮϲϬϬ ϭϰϳϱ ϮϲϲϬ ͲϭϮϮϱϳϬ ϭϰϭϮϳϱ ϮϲϬϬ ϭϰϮϬ ϮϲϲϬ ͲϭϮϮϱϳϬ ϭϲϲϴϬϱ

Table E-26 - 130 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϭϮ
ϮϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱϬŵƉŚ ϭϲϬŵƉŚ ϭϳϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϭϴϮ͘Ϭϰ ϮϭϬϱ ϱϱϵϱ ϱϵϲϬ ͲϵϳϮϬ ϭϭϮϰϱ ϮϭϬϱ ϱϱϵϱ ϱϵϲϬ ͲϭϭϭϮϱ ϭϮϳϬϬ ϮϭϬϱ ϱϱϵϱ ϱϵϲϬ ͲϭϮϲϮϬ ϭϰϮϳϱ
ϭϲ ϭϰϬ͘Ϭϯ ϮϭϮϱ ϰϮϭϱ ϰϲϵϱ ͲϭϬϮϬϱ ϭϭϴϯϱ ϮϭϮϱ ϰϮϭϱ ϰϲϵϱ ͲϭϭϱϬϬ ϭϯϱϳϬ ϮϭϮϱ ϰϮϭϱ ϰϲϵϱ ͲϭϮϴϴϬ ϭϱϰϭϬ
ϮϬ ϭϭϱ͘ϲϯ Ϯϭϰϱ ϯϯϴϬ ϯϵϳϱ ͲϭϮϵϬϬ ϭϯϭϯϬ Ϯϭϰϱ ϯϯϴϬ ϯϵϳϱ Ͳϭϯϳϯϱ ϭϱϭϳϬ Ϯϭϰϱ ϯϯϴϬ ϯϵϳϱ ͲϭϰϲϮϱ ϭϳϯϰϱ
Ϯϰ ϭϬϬ͘ϬϮ Ϯϭϳϱ ϮϴϮϱ ϯϱϯϬ Ͳϭϲϲϱϱ ϭϱϱϱϬ Ϯϭϳϱ ϮϴϮϱ ϯϱϯϬ ͲϭϳϯϳϬ ϭϲϴϱϱ Ϯϭϳϱ ϮϴϮϱ ϯϱϯϬ ͲϭϴϮϯϱ ϭϵϯϵϬ
Ϯϴ ϴϵ͘ϰϱ ϮϮϬϱ ϮϰϮϬ ϯϮϯϱ ͲϮϯϰϭϬ ϯϳϵϳϱ ϮϮϬϱ ϮϰϮϬ ϯϮϯϱ ͲϮϯϰϭϬ ϰϯϳϳϬ ϮϮϬϱ ϮϰϮϬ ϯϮϯϱ ͲϮϱϭϭϬ ϰϵϵϰϬ
ϯϮ ϴϮ͘ϬϮ ϮϮϰϱ ϮϭϮϬ ϯϬϯϱ ͲϯϭϮϰϱ ϰϳϲϵϬ ϮϮϰϱ ϮϭϮϬ ϯϬϯϱ ͲϯϭϮϰϱ ϱϰϵϮϱ ϮϮϰϱ ϮϭϮϬ ϯϬϯϱ ͲϯϯϰϬϬ ϲϮϲϮϱ
ϯϲ ϳϲ͘ϲϴ ϮϮϴϱ ϭϴϴϬ ϮϵϬϬ ͲϰϬϮϱϬ ϱϲϲϲϬ ϮϮϴϱ ϭϴϴϬ ϮϵϬϬ ͲϰϬϮϱϬ ϲϱϯϰϱ ϮϮϴϱ ϭϴϴϬ ϮϵϬϬ ͲϰϬϮϱϬ ϳϰϱϵϬ
ϰϬ ϳϮ͘ϴϭ ϮϯϯϬ ϭϲϴϱ ϮϴϬϱ ͲϱϬϰϵϱ ϲϱϵϲϬ ϮϯϯϬ ϭϲϴϱ ϮϴϬϱ ͲϱϬϰϵϱ ϳϲϭϴϬ ϮϯϯϬ ϭϲϴϱ ϮϴϬϱ ͲϱϬϰϵϱ ϴϳϬϲϬ
ϰϰ ϳϬ͘Ϭϭ Ϯϯϳϱ ϭϱϮϱ Ϯϳϰϱ ͲϲϮϬϰϱ ϴϭϳϭϱ Ϯϯϳϱ ϭϱϮϱ Ϯϳϰϱ ͲϲϮϬϰϱ ϵϰϰϬϱ Ϯϯϳϱ ϭϱϮϱ Ϯϳϰϱ ͲϲϮϬϰϱ ϭϬϳϵϭϱ
ϰϴ ϲϴ͘Ϭϭ ϮϰϮϱ ϭϯϵϬ ϮϳϬϬ Ͳϳϰϵϲϱ ϭϬϰϴϱϬ ϮϰϮϱ ϭϯϵϬ ϮϳϬϬ Ͳϳϰϵϲϱ ϭϮϭϬϳϬ ϮϰϮϱ ϭϯϵϬ ϮϳϬϬ ͲϳϳϵϳϬ ϭϯϴϯϯϱ
Page 1270 ϱϮ ϲϲ͘ϲϯ ϮϰϴϬ ϭϮϳϬ Ϯϲϳϱ ͲϴϵϯϮϬ ϭϮϴϮϭϬ ϮϰϴϬ ϭϮϳϬ Ϯϲϳϱ ͲϴϵϯϮϬ ϭϰϴϬϰϱ ϮϰϴϬ ϭϮϳϬ Ϯϲϳϱ Ͳϵϱϵϳϱ ϭϲϵϭϱϬ
ϱϲ ϲϱ͘ϳϮ ϮϱϰϬ ϭϮϱϬ Ϯϲϲϱ ͲϭϬϱϭϳϬ ϭϱϱϴϭϬ ϮϱϰϬ ϭϭϳϱ Ϯϲϲϱ ͲϭϬϱϭϳϬ ϭϳϵϴϵϬ ϮϱϰϬ ϭϭϲϱ Ϯϲϲϱ ͲϭϭϳϯϰϬ ϮϬϱϱϮϱ
ϲϬ ϲϱ͘Ϯϭ ϮϲϬϬ ϭϯϲϬ ϮϲϲϬ ͲϭϮϴϰϴϱ ϭϵϰϮϯϬ ϮϲϬϬ ϭϮϵϱ ϮϲϲϬ ͲϭϯϱϱϮϱ ϮϮϯϱϰϱ ϮϲϬϬ ϭϮϮϱ ϮϲϲϬ ͲϭϱϮϳϮϱ Ϯϱϰϳϱϱ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϴϬŵƉŚ ϭϵϬŵƉŚ ϮϬϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϭϴϮ͘Ϭϰ ϮϭϬϱ ϱϱϵϱ ϱϵϲϬ ͲϭϰϮϯϬ ϭϱϵϱϬ ϮϭϬϱ ϱϱϵϱ ϱϵϲϬ ͲϭϱϵϰϬ ϭϳϳϭϱ ϮϭϬϱ ϱϱϵϱ ϱϵϲϬ Ͳϭϳϳϯϱ ϭϵϱϴϬ
ϭϲ ϭϰϬ͘Ϭϯ ϮϭϮϱ ϰϮϭϱ ϰϲϵϱ ͲϭϰϯϰϬ ϭϳϯϲϱ ϮϭϮϱ ϰϮϭϱ ϰϲϵϱ ͲϭϱϴϴϬ ϭϵϰϯϬ ϮϭϮϱ ϰϮϭϱ ϰϲϵϱ ͲϭϳϱϭϬ ϮϭϲϭϬ
ϮϬ ϭϭϱ͘ϲϯ Ϯϭϰϱ ϯϯϴϬ ϯϵϳϱ ͲϭϱϲϭϬ ϭϵϲϱϬ Ϯϭϰϱ ϯϯϴϬ ϯϵϳϱ ͲϭϳϭϯϬ ϮϮϬϵϬ Ϯϭϰϱ ϯϯϴϬ ϯϵϳϱ Ͳϭϴϳϯϱ ϮϰϲϲϬ
Ϯϰ ϭϬϬ͘ϬϮ Ϯϭϳϱ ϮϴϮϱ ϯϱϯϬ ͲϭϵϭϱϬ ϮϮϬϳϱ Ϯϭϳϱ ϮϴϮϱ ϯϱϯϬ ͲϮϬϭϮϬ ϮϰϵϭϬ Ϯϭϳϱ ϮϴϮϱ ϯϱϯϬ ͲϮϭϭϰϬ ϮϳϵϬϱ
Ϯϴ ϴϵ͘ϰϱ ϮϮϬϱ ϮϰϮϬ ϯϮϯϱ ͲϮϴϰϮϱ ϱϲϰϴϬ ϮϮϬϱ ϮϰϮϬ ϯϮϯϱ ͲϯϭϵϮϱ ϲϯϯϵϱ ϮϮϬϱ ϮϰϮϬ ϯϮϯϱ Ͳϯϱϲϭϱ ϳϬϲϴϬ
ϯϮ ϴϮ͘ϬϮ ϮϮϰϱ ϮϭϮϬ ϯϬϯϱ Ͳϯϳϳϴϱ ϳϬϳϵϱ ϮϮϰϱ ϮϭϮϬ ϯϬϯϱ ͲϰϮϰϮϬ ϳϵϰϮϱ ϮϮϰϱ ϮϭϮϬ ϯϬϯϱ ͲϰϳϯϭϬ ϴϴϱϯϬ
ϯϲ ϳϲ͘ϲϴ ϮϮϴϱ ϭϴϴϬ ϮϵϬϬ ͲϰϰϵϵϬ ϴϰϰϬϬ ϮϮϴϱ ϭϴϴϬ ϮϵϬϬ ͲϱϬϱϯϬ ϵϰϳϲϱ ϮϮϴϱ ϭϴϴϬ ϮϵϬϬ ͲϱϲϯϳϬ ϭϬϱϲϵϱ
ϰϬ ϳϮ͘ϴϭ ϮϯϯϬ ϭϲϴϱ ϮϴϬϱ ͲϱϮϱϳϬ ϵϴϲϬϬ ϮϯϯϬ ϭϲϴϱ ϮϴϬϱ ͲϱϵϬϳϱ ϭϭϬϴϬϬ ϮϯϯϬ ϭϲϴϱ ϮϴϬϱ ͲϲϱϵϯϬ ϭϮϯϲϲϬ
ϰϰ ϳϬ͘Ϭϭ Ϯϯϳϱ ϭϱϮϱ Ϯϳϰϱ Ͳϲϱϭϰϱ ϭϮϮϮϰϬ Ϯϯϳϱ ϭϱϮϱ Ϯϳϰϱ ͲϳϯϮϬϬ ϭϯϳϯϴϱ Ϯϯϳϱ ϭϱϮϱ Ϯϳϰϱ Ͳϴϭϲϵϱ ϭϱϯϯϱϬ
ϰϴ ϲϴ͘Ϭϭ ϮϰϮϱ ϭϯϵϬ ϮϳϬϬ Ͳϴϳϴϵϱ ϭϱϲϲϱϬ ϮϰϮϱ ϭϯϵϬ ϮϳϬϬ Ͳϵϴϱϭϱ ϭϳϲϬϭϬ ϮϰϮϱ ϭϯϵϬ ϮϳϬϬ ͲϭϬϵϴϲϱ ϭϵϲϰϭϱ
ϱϮ ϲϲ͘ϲϯ ϮϰϴϬ ϭϮϳϬ Ϯϲϳϱ ͲϭϬϴϭϳϱ ϭϵϭϱϰϬ ϮϰϴϬ ϭϮϳϬ Ϯϲϳϱ ͲϭϮϭϬϳϬ ϮϭϱϮϭϬ ϮϰϴϬ ϭϮϳϬ Ϯϲϳϱ ͲϭϯϰϲϲϬ ϮϰϬϭϲϬ
ϱϲ ϲϱ͘ϳϮ ϮϱϰϬ ϭϭϲϱ Ϯϲϲϱ ͲϭϯϮϮϯϬ ϮϯϮϳϭϬ ϮϱϰϬ ϭϭϲϱ Ϯϲϲϱ ͲϭϰϳϵϳϬ ϮϲϭϰϱϬ ϮϱϰϬ ϭϮϳϬ Ϯϲϲϱ ͲϭϲϰϱϲϬ Ϯϵϭϳϰϱ
ϲϬ ϲϱ͘Ϯϭ ϮϲϬϬ ϭϭϱϱ ϮϲϲϬ ͲϭϳϮϬϭϬ Ϯϴϳϴϱϱ ϮϲϬϬ ϭϮϮϬ ϮϲϲϬ ͲϭϵϮϯϵϱ ϯϮϮϴϰϱ ϮϲϬϬ ϭϯϴϬ ϮϲϲϬ ͲϮϭϯϴϴϱ ϯϲϬϭϰϱ

Table E-27 - 140 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϭϯ
ϮϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϬϱŵƉŚ ϭϭϬŵƉŚ ϭϭϱŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϮϭϬ͘ϭϳ ϮϮϲϱ ϲϰϴϱ ϲϴϱϬ Ͳϱϭϳϱ ϭϭϴϬϬ ϮϮϲϱ ϲϰϴϱ ϲϴϱϬ Ͳϱϳϰϱ ϭϭϴϬϬ ϮϮϲϱ ϲϰϴϱ ϲϴϱϬ ͲϲϯϰϬ ϭϭϴϬϬ
ϭϲ ϭϲϭ͘ϭϯ ϮϮϴϬ ϰϴϵϬ ϱϯϳϬ ͲϲϴϴϬ ϭϬϳϰϱ ϮϮϴϬ ϰϴϵϬ ϱϯϳϬ Ͳϳϭϵϱ ϭϬϳϰϱ ϮϮϴϬ ϰϴϵϬ ϱϯϳϬ ͲϳϱϱϬ ϭϬϳϰϱ
ϮϬ ϭϯϮ͘ϱϬ ϮϯϬϬ ϯϵϮϬ ϰϱϭϱ ͲϭϬϲϰϱ ϭϮϰϱϬ ϮϯϬϬ ϯϵϮϬ ϰϱϭϱ ͲϭϬϲϰϱ ϭϮϰϱϬ ϮϯϬϬ ϯϵϮϬ ϰϱϭϱ ͲϭϬϴϲϬ ϭϮϰϱϬ
Ϯϰ ϭϭϰ͘Ϭϴ ϮϯϯϬ ϯϮϳϱ ϯϵϴϬ Ͳϭϲϰϱϱ ϭϱϳϳϱ ϮϯϯϬ ϯϮϳϱ ϯϵϴϬ Ͳϭϲϰϱϱ ϭϱϳϳϱ ϮϯϯϬ ϯϮϳϱ ϯϵϴϬ Ͳϭϲϰϱϱ ϭϱϳϳϱ
Ϯϴ ϭϬϭ͘ϱϬ ϮϯϲϬ ϮϴϭϬ ϯϲϮϱ ͲϮϯϭϵϬ ϮϬϯϰϬ ϮϯϲϬ ϮϴϭϬ ϯϲϮϱ ͲϮϯϭϵϬ ϮϬϯϰϬ ϮϯϲϬ ϮϴϭϬ ϯϲϮϱ ͲϮϯϭϵϬ ϮϮϱϮϱ
ϯϮ ϵϮ͘ϱϲ ϮϯϵϬ Ϯϰϱϱ ϯϯϴϬ ͲϯϬϵϳϬ ϮϲϬϮϬ ϮϯϵϬ Ϯϰϱϱ ϯϯϴϬ ͲϯϬϵϳϬ ϮϲϬϮϬ ϮϯϵϬ Ϯϰϱϱ ϯϯϴϬ ͲϯϬϵϳϬ ϮϲϭϬϬ
ϯϲ ϴϲ͘Ϭϲ ϮϰϯϬ ϮϭϴϬ ϯϮϭϬ Ͳϯϵϴϳϱ ϯϮϳϴϱ ϮϰϯϬ ϮϭϴϬ ϯϮϭϬ Ͳϯϵϴϳϱ ϯϮϳϴϱ ϮϰϯϬ ϮϭϴϬ ϯϮϭϬ Ͳϯϵϴϳϱ ϯϮϳϴϱ
ϰϬ ϴϭ͘Ϯϱ ϮϰϳϬ ϭϵϲϬ ϯϬϵϬ Ͳϰϵϵϳϱ ϰϬϲϰϬ ϮϰϳϬ ϭϵϲϬ ϯϬϵϬ Ͳϰϵϵϳϱ ϰϬϲϰϬ ϮϰϳϬ ϭϵϲϬ ϯϬϵϬ Ͳϰϵϵϳϱ ϰϬϲϰϬ
ϰϰ ϳϳ͘ϲϴ Ϯϱϭϱ ϭϳϳϱ ϯϬϬϱ ͲϲϭϯϰϬ ϰϵϲϭϬ Ϯϱϭϱ ϭϳϳϱ ϯϬϬϱ ͲϲϭϯϰϬ ϰϵϲϭϬ Ϯϱϭϱ ϭϳϳϱ ϯϬϬϱ ͲϲϭϯϰϬ ϰϵϲϭϬ
ϰϴ ϳϱ͘Ϭϰ Ϯϱϲϱ ϭϲϮϬ Ϯϵϰϱ ͲϳϰϬϯϬ ϱϵϳϯϬ Ϯϱϲϱ ϭϲϮϬ Ϯϵϰϱ ͲϳϰϬϯϬ ϱϵϳϯϬ Ϯϱϲϱ ϭϲϮϬ Ϯϵϰϱ ͲϳϰϬϯϬ ϱϵϳϯϬ
Page 1271 ϱϮ ϳϯ͘ϭϮ Ϯϲϭϱ ϭϱϱϬ ϮϵϬϱ ͲϴϴϭϬϱ ϳϭϬϱϬ Ϯϲϭϱ ϭϱϮϬ ϮϵϬϱ ͲϴϴϭϬϱ ϳϭϬϱϬ Ϯϲϭϱ ϭϰϵϱ ϮϵϬϱ ͲϴϴϭϬϱ ϳϭϬϱϬ
ϱϲ ϳϭ͘ϳϱ ϮϲϳϬ ϭϱϵϬ ϮϴϴϬ ͲϭϬϯϲϭϱ ϴϯϲϬϱ ϮϲϳϬ ϭϱϲϬ ϮϴϴϬ ͲϭϬϯϲϭϱ ϴϯϲϬϱ ϮϲϳϬ ϭϱϯϬ ϮϴϴϬ ͲϭϬϯϲϭϱ ϴϯϲϬϱ
ϲϬ ϳϬ͘ϴϯ ϮϳϯϬ ϭϲϯϬ ϮϴϳϬ ͲϭϮϬϲϮϬ ϵϳϰϰϱ ϮϳϯϬ ϭϲϬϬ ϮϴϳϬ ͲϭϮϬϲϮϬ ϵϳϰϰϱ ϮϳϯϬ ϭϱϳϱ ϮϴϳϬ ͲϭϮϬϲϮϬ ϵϴϳϮϬ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϮϬŵƉŚ ϭϯϬŵƉŚ ϭϰϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϮϭϬ͘ϭϳ ϮϮϲϱ ϲϰϴϱ ϲϴϱϬ ͲϲϵϲϬ ϭϭϴϬϬ ϮϮϲϱ ϲϰϴϱ ϲϴϱϬ ͲϴϮϴϱ ϭϭϴϬϬ ϮϮϲϱ ϲϰϴϱ ϲϴϱϬ Ͳϵϳϭϱ ϭϭϴϬϬ
ϭϲ ϭϲϭ͘ϭϯ ϮϮϴϬ ϰϴϵϬ ϱϯϳϬ Ͳϳϵϯϱ ϭϬϳϰϱ ϮϮϴϬ ϰϴϵϬ ϱϯϳϬ Ͳϴϵϱϱ ϭϬϳϰϱ ϮϮϴϬ ϰϴϵϬ ϱϯϳϬ ͲϭϬϮϭϱ ϭϭϳϯϱ
ϮϬ ϭϯϮ͘ϱϬ ϮϯϬϬ ϯϵϮϬ ϰϱϭϱ ͲϭϭϮϯϱ ϭϮϰϱϬ ϮϯϬϬ ϯϵϮϬ ϰϱϭϱ ͲϭϮϬϯϬ ϭϮϰϱϬ ϮϯϬϬ ϯϵϮϬ ϰϱϭϱ ͲϭϮϴϴϱ ϭϮϴϰϬ
Ϯϰ ϭϭϰ͘Ϭϴ ϮϯϯϬ ϯϮϳϱ ϯϵϴϬ Ͳϭϲϰϱϱ ϭϱϳϳϱ ϮϯϯϬ ϯϮϳϱ ϯϵϴϬ Ͳϭϲϰϱϱ ϭϱϳϳϱ ϮϯϯϬ ϯϮϳϱ ϯϵϴϬ ͲϭϲϱϴϬ ϭϱϳϳϱ
Ϯϴ ϭϬϭ͘ϱϬ ϮϯϲϬ ϮϴϭϬ ϯϲϮϱ ͲϮϯϭϵϬ ϮϰϴϴϬ ϮϯϲϬ ϮϴϭϬ ϯϲϮϱ ͲϮϯϭϵϬ ϮϵϴϵϬ ϮϯϲϬ ϮϴϭϬ ϯϲϮϱ ͲϮϯϭϵϬ ϯϱϯϬϱ
ϯϮ ϵϮ͘ϱϲ ϮϯϵϬ Ϯϰϱϱ ϯϯϴϬ ͲϯϬϵϳϬ ϮϴϵϬϱ ϮϯϵϬ Ϯϰϱϱ ϯϯϴϬ ͲϯϬϵϳϬ ϯϰϴϳϱ ϮϯϵϬ Ϯϰϱϱ ϯϯϴϬ ͲϯϬϵϳϬ ϰϭϯϮϬ
ϯϲ ϴϲ͘Ϭϲ ϮϰϯϬ ϮϭϴϬ ϯϮϭϬ Ͳϯϵϴϳϱ ϯϲϬϳϱ ϮϰϯϬ ϮϭϴϬ ϯϮϭϬ Ͳϯϵϴϳϱ ϰϯϰϭϱ ϮϰϯϬ ϮϭϴϬ ϯϮϭϬ Ͳϯϵϴϳϱ ϱϭϯϱϬ
ϰϬ ϴϭ͘Ϯϱ ϮϰϳϬ ϭϵϲϬ ϯϬϵϬ Ͳϰϵϵϳϱ ϰϮϬϲϱ ϮϰϳϬ ϭϵϲϬ ϯϬϵϬ Ͳϰϵϵϳϱ ϱϬϳϱϱ ϮϰϳϬ ϭϵϲϬ ϯϬϵϬ Ͳϰϵϵϳϱ ϲϬϭϰϱ
ϰϰ ϳϳ͘ϲϴ Ϯϱϭϱ ϭϳϳϱ ϯϬϬϱ ͲϲϭϯϰϬ ϰϵϲϭϬ Ϯϱϭϱ ϭϳϳϱ ϯϬϬϱ ͲϲϭϯϰϬ ϱϴϳϲϱ Ϯϱϭϱ ϭϳϳϱ ϯϬϬϱ ͲϲϭϯϰϬ ϲϵϳϲϱ
ϰϴ ϳϱ͘Ϭϰ Ϯϱϲϱ ϭϲϮϬ Ϯϵϰϱ ͲϳϰϬϯϬ ϱϵϳϯϬ Ϯϱϲϱ ϭϲϮϬ Ϯϵϰϱ ͲϳϰϬϯϬ ϳϭϱϱϱ Ϯϱϲϱ ϭϲϮϬ Ϯϵϰϱ ͲϳϰϬϯϬ ϴϰϵϳϱ
ϱϮ ϳϯ͘ϭϮ Ϯϲϭϱ ϭϰϴϱ ϮϵϬϱ ͲϴϴϭϬϱ ϳϱϯϰϬ Ϯϲϭϱ ϭϰϴϱ ϮϵϬϱ ͲϴϴϭϬϱ ϵϬϱϲϬ Ϯϲϭϱ ϭϰϴϱ ϮϵϬϱ ͲϴϴϭϬϱ ϭϬϳϰϯϱ
ϱϲ ϳϭ͘ϳϱ ϮϲϳϬ ϭϱϬϬ ϮϴϴϬ ͲϭϬϯϲϭϱ ϵϬϴϴϱ ϮϲϳϬ ϭϰϰϬ ϮϴϴϬ ͲϭϬϯϲϭϱ ϭϬϵϮϰϱ ϮϲϳϬ ϭϯϳϬ ϮϴϴϬ ͲϭϬϯϲϭϱ ϭϮϵϰϳϬ
ϲϬ ϳϬ͘ϴϯ ϮϳϯϬ ϭϱϰϬ ϮϴϳϬ ͲϭϮϬϲϮϬ ϭϬϵϬϳϬ ϮϳϯϬ ϭϰϴϬ ϮϴϳϬ ͲϭϮϬϲϮϬ ϭϯϭϬϴϱ ϮϳϯϬ ϭϰϭϬ ϮϴϳϬ ͲϭϮϬϲϮϬ ϭϱϱϮϭϬ

Table E-27 - 140 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϭϯ
ϮϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱϬŵƉŚ ϭϲϬŵƉŚ ϭϳϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϮϭϬ͘ϭϳ ϮϮϲϱ ϲϰϴϱ ϲϴϱϬ ͲϭϭϮϰϱ ϭϯϬϬϬ ϮϮϲϱ ϲϰϴϱ ϲϴϱϬ ͲϭϮϴϵϬ ϭϰϲϲϬ ϮϮϲϱ ϲϰϴϱ ϲϴϱϬ Ͳϭϰϲϯϱ ϭϲϰϱϱ
ϭϲ ϭϲϭ͘ϭϯ ϮϮϴϬ ϰϴϵϬ ϱϯϳϬ ͲϭϭϲϮϬ ϭϯϱϲϬ ϮϮϴϬ ϰϴϵϬ ϱϯϳϬ Ͳϭϯϭϯϱ ϭϱϱϮϬ ϮϮϴϬ ϰϴϵϬ ϱϯϳϬ Ͳϭϰϳϰϱ ϭϳϲϬϬ
ϮϬ ϭϯϮ͘ϱϬ ϮϯϬϬ ϯϵϮϬ ϰϱϭϱ ͲϭϯϴϬϱ ϭϰϵϳϱ ϮϯϬϬ ϯϵϮϬ ϰϱϭϱ ͲϭϰϳϵϬ ϭϳϮϲϱ ϮϯϬϬ ϯϵϮϬ ϰϱϭϱ ͲϭϲϬϳϬ ϭϵϳϬϬ
Ϯϰ ϭϭϰ͘Ϭϴ ϮϯϯϬ ϯϮϳϱ ϯϵϴϬ ͲϭϳϰϴϬ ϭϲϰϯϬ ϮϯϯϬ ϯϮϳϱ ϯϵϴϬ ͲϭϴϰϰϬ ϭϵϬϳϬ ϮϯϯϬ ϯϮϳϱ ϯϵϴϬ Ͳϭϵϰϲϱ ϮϭϴϴϬ
Ϯϴ ϭϬϭ͘ϱϬ ϮϯϲϬ ϮϴϭϬ ϯϲϮϱ ͲϮϯϭϵϬ ϰϭϭϭϱ ϮϯϲϬ ϮϴϭϬ ϯϲϮϱ ͲϮϯϳϱϬ ϰϳϯϯϬ ϮϯϲϬ ϮϴϭϬ ϯϲϮϱ ͲϮϳϭϬϬ ϱϯϵϰϱ
ϯϮ ϵϮ͘ϱϲ ϮϯϵϬ Ϯϰϱϱ ϯϯϴϬ ͲϯϬϵϳϬ ϰϴϮϰϬ ϮϯϵϬ Ϯϰϱϱ ϯϯϴϬ ͲϯϬϵϳϬ ϱϱϲϰϬ ϮϯϵϬ Ϯϰϱϱ ϯϯϴϬ ͲϯϭϴϳϬ ϲϯϱϮϬ
ϯϲ ϴϲ͘Ϭϲ ϮϰϯϬ ϮϭϴϬ ϯϮϭϬ Ͳϯϵϴϳϱ ϱϵϴϲϱ ϮϰϯϬ ϮϭϴϬ ϯϮϭϬ Ͳϯϵϴϳϱ ϲϴϵϳϬ ϮϰϯϬ ϮϭϴϬ ϯϮϭϬ Ͳϰϭϴϵϱ ϳϴϲϲϱ
ϰϬ ϴϭ͘Ϯϱ ϮϰϳϬ ϭϵϲϬ ϯϬϵϬ Ͳϰϵϵϳϱ ϳϬϮϮϱ ϮϰϳϬ ϭϵϲϬ ϯϬϵϬ Ͳϰϵϵϳϱ ϴϭϬϬϱ ϮϰϳϬ ϭϵϲϬ ϯϬϵϬ Ͳϰϵϵϳϱ ϵϮϰϴϬ
ϰϰ ϳϳ͘ϲϴ Ϯϱϭϱ ϭϳϳϱ ϯϬϬϱ ͲϲϭϯϰϬ ϴϭϱϳϱ Ϯϱϭϱ ϭϳϳϱ ϯϬϬϱ ͲϲϭϯϰϬ ϵϰϮϬϬ Ϯϱϭϱ ϭϳϳϱ ϯϬϬϱ ͲϲϭϯϰϬ ϭϬϳϲϰϱ
ϰϴ ϳϱ͘Ϭϰ Ϯϱϲϱ ϭϲϮϬ Ϯϵϰϱ ͲϳϰϬϯϬ ϵϵϯϵϬ Ϯϱϲϱ ϭϲϮϬ Ϯϵϰϱ ͲϳϰϬϯϬ ϭϭϰϴϬϬ Ϯϱϲϱ ϭϲϮϬ Ϯϵϰϱ ͲϳϰϬϯϬ ϭϯϭϮϬϬ
Page 1272 ϱϮ ϳϯ͘ϭϮ Ϯϲϭϱ ϭϰϴϱ ϮϵϬϱ ͲϴϴϭϬϱ ϭϮϱϱϳϱ Ϯϲϭϱ ϭϰϴϱ ϮϵϬϱ ͲϴϴϭϬϱ ϭϰϰϵϲϱ Ϯϲϭϱ ϭϰϴϱ ϮϵϬϱ ͲϵϯϯϬϬ ϭϲϱϲϬϱ
ϱϲ ϳϭ͘ϳϱ ϮϲϳϬ ϭϯϲϱ ϮϴϴϬ ͲϭϬϯϲϭϱ ϭϱϭϯϮϱ ϮϲϳϬ ϭϯϲϱ ϮϴϴϬ ͲϭϬϯϲϭϱ ϭϳϰϲϵϬ ϮϲϳϬ ϭϯϲϱ ϮϴϴϬ ͲϭϭϯϭϯϬ ϭϵϵϱϲϬ
ϲϬ ϳϬ͘ϴϯ ϮϳϯϬ ϭϯϯϱ ϮϴϳϬ ͲϭϮϬϲϮϬ ϭϴϭϯϵϬ ϮϳϯϬ ϭϮϲϬ ϮϴϳϬ ͲϭϮϬϲϮϬ ϮϬϵϯϳϬ ϮϳϯϬ ϭϮϲϬ ϮϴϳϬ Ͳϭϯϲϯϳϱ ϮϯϵϭϲϬ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϴϬŵƉŚ ϭϵϬŵƉŚ ϮϬϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϮ ϮϭϬ͘ϭϳ ϮϮϲϱ ϲϰϴϱ ϲϴϱϬ ͲϭϲϱϬϱ ϭϴϯϲϬ ϮϮϲϱ ϲϰϴϱ ϲϴϱϬ ͲϭϴϰϵϬ ϮϬϯϳϱ ϮϮϲϱ ϲϰϴϱ ϲϴϱϬ ͲϮϬϱϴϱ ϮϮϰϵϱ
ϭϲ ϭϲϭ͘ϭϯ ϮϮϴϬ ϰϴϵϬ ϱϯϳϬ ͲϭϲϰϱϬ ϭϵϴϭϬ ϮϮϴϬ ϰϴϵϬ ϱϯϳϬ ͲϭϴϮϱϱ ϮϮϭϰϬ ϮϮϴϬ ϰϴϵϬ ϱϯϳϬ ͲϮϬϭϲϬ ϮϰϲϬϬ
ϮϬ ϭϯϮ͘ϱϬ ϮϯϬϬ ϯϵϮϬ ϰϱϭϱ Ͳϭϳϳϱϱ ϮϮϮϴϬ ϮϯϬϬ ϯϵϮϬ ϰϱϭϱ Ͳϭϵϱϯϱ ϮϱϬϭϬ ϮϯϬϬ ϯϵϮϬ ϰϱϭϱ ͲϮϭϰϭϬ ϮϳϴϵϬ
Ϯϰ ϭϭϰ͘Ϭϴ ϮϯϯϬ ϯϮϳϱ ϯϵϴϬ ͲϮϬϱϱϬ Ϯϰϴϱϱ ϮϯϯϬ ϯϮϳϱ ϯϵϴϬ ͲϮϭϲϵϱ ϮϴϬϬϱ ϮϯϯϬ ϯϮϳϱ ϯϵϴϬ ͲϮϮϵϳϱ ϯϭϯϮϱ
Ϯϴ ϭϬϭ͘ϱϬ ϮϯϲϬ ϮϴϭϬ ϯϲϮϱ ͲϯϬϲϲϬ ϲϬϵϲϬ ϮϯϲϬ ϮϴϭϬ ϯϲϮϱ ͲϯϰϰϮϬ ϲϴϯϳϱ ϮϯϲϬ ϮϴϭϬ ϯϲϮϱ ͲϯϴϯϴϬ ϳϲϭϵϬ
ϯϮ ϵϮ͘ϱϲ ϮϯϵϬ Ϯϰϱϱ ϯϯϴϬ ͲϯϲϬϳϬ ϳϭϴϳϱ ϮϯϵϬ Ϯϰϱϱ ϯϯϴϬ ͲϰϬϱϭϬ ϴϬϳϬϱ ϮϯϵϬ Ϯϰϱϱ ϯϯϴϬ Ͳϰϱϭϵϱ ϵϬϬϭϱ
ϯϲ ϴϲ͘Ϭϲ ϮϰϯϬ ϮϭϴϬ ϯϮϭϬ Ͳϰϳϯϵϱ ϴϴϵϰϱ ϮϰϯϬ ϮϭϴϬ ϯϮϭϬ ͲϱϯϮϭϬ ϵϵϴϭϬ ϮϰϯϬ ϮϭϴϬ ϯϮϭϬ Ͳϱϵϯϯϱ ϭϭϭϮϳϬ
ϰϬ ϴϭ͘Ϯϱ ϮϰϳϬ ϭϵϲϬ ϯϬϵϬ ͲϱϱϳϯϬ ϭϬϰϲϱϬ ϮϰϳϬ ϭϵϲϬ ϯϬϵϬ ͲϲϮϱϵϬ ϭϭϳϱϭϬ ϮϰϳϬ ϭϵϲϬ ϯϬϵϬ ͲϲϵϴϮϬ ϭϯϭϬϳϬ
ϰϰ ϳϳ͘ϲϴ Ϯϱϭϱ ϭϳϳϱ ϯϬϬϱ Ͳϲϰϵϯϱ ϭϮϭϵϬϬ Ϯϱϭϱ ϭϳϳϱ ϯϬϬϱ ͲϳϮϵϱϱ ϭϯϲϵϳϬ Ϯϱϭϱ ϭϳϳϱ ϯϬϬϱ ͲϴϭϰϭϬ ϭϱϮϴϱϱ
ϰϴ ϳϱ͘Ϭϰ Ϯϱϲϱ ϭϲϮϬ Ϯϵϰϱ ͲϳϵϭϲϬ ϭϰϴϲϬϬ Ϯϱϲϱ ϭϲϮϬ Ϯϵϰϱ ͲϴϴϵϮϱ ϭϲϲϵϵϬ Ϯϱϲϱ ϭϲϮϬ Ϯϵϰϱ ͲϵϵϮϮϱ ϭϴϲϯϳϱ
ϱϮ ϳϯ͘ϭϮ Ϯϲϭϱ ϭϰϴϱ ϮϵϬϱ ͲϭϬϱϭϲϱ ϭϴϳϰϵϱ Ϯϲϭϱ ϭϰϴϱ ϮϵϬϱ Ͳϭϭϳϴϱϱ ϮϭϬϲϰϬ Ϯϲϭϱ ϭϰϴϱ ϮϵϬϱ ͲϭϯϭϰϮϬ ϮϯϱϬϯϱ
ϱϲ ϳϭ͘ϳϱ ϮϲϳϬ ϭϯϲϱ ϮϴϴϬ ͲϭϮϳϰϵϱ ϮϮϱϵϯϱ ϮϲϳϬ ϭϯϲϱ ϮϴϴϬ ͲϭϰϮϲϴϬ ϮϱϯϴϮϬ ϮϲϳϬ ϭϯϲϱ ϮϴϴϬ ͲϭϱϴϲϵϬ ϮϴϯϮϭϬ
ϲϬ ϳϬ͘ϴϯ ϮϳϯϬ ϭϮϲϬ ϮϴϳϬ Ͳϭϱϯϲϲϱ ϮϳϬϳϱϱ ϮϳϯϬ ϭϮϲϬ ϮϴϳϬ ͲϭϳϭϵϰϬ ϯϬϰϭϱϱ ϮϳϯϬ ϭϯϴϬ ϮϴϳϬ ͲϭϵϭϮϭϬ ϯϯϵϯϱϱ

Table E-28 - 150 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϭϰ
ϮϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϬϱŵƉŚ ϭϭϬŵƉŚ ϭϭϱŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϰ ϮϬϳ͘ϴϵ ϮϰϯϬ ϲϰϬϬ ϲϴϮϬ ͲϲϭϱϬ ϭϭϳϬϬ ϮϰϯϬ ϲϰϬϬ ϲϴϮϬ Ͳϲϳϳϱ ϭϭϳϬϬ ϮϰϯϬ ϲϰϬϬ ϲϴϮϬ ͲϳϰϯϬ ϭϭϳϬϬ
ϭϴ ϭϲϱ͘Ϯϱ ϮϰϱϬ ϰϵϵϱ ϱϱϯϱ ͲϴϴϰϬ ϭϭϴϵϱ ϮϰϱϬ ϰϵϵϱ ϱϱϯϱ ͲϵϮϮϱ ϭϭϴϵϱ ϮϰϱϬ ϰϵϵϱ ϱϱϯϱ ͲϵϲϱϬ ϭϭϴϵϱ
ϮϮ ϭϯϴ͘ϴϰ ϮϰϳϬ ϰϬϵϱ ϰϳϱϬ ͲϭϯϮϰϬ ϭϰϮϳϱ ϮϰϳϬ ϰϬϵϱ ϰϳϱϬ ͲϭϯϮϰϬ ϭϰϮϳϱ ϮϰϳϬ ϰϬϵϱ ϰϳϱϬ ͲϭϯϮϰϬ ϭϰϮϳϱ
Ϯϲ ϭϮϭ͘ϭϳ Ϯϰϵϱ ϯϰϳϬ ϰϮϯϱ ͲϭϵϱϬϱ ϭϴϭϬϱ Ϯϰϵϱ ϯϰϳϬ ϰϮϯϱ ͲϭϵϱϬϱ ϭϴϭϬϱ Ϯϰϵϱ ϯϰϳϬ ϰϮϯϱ ͲϭϵϱϬϱ ϭϴϭϬϱ
ϯϬ ϭϬϴ͘ϳϱ ϮϱϮϱ ϯϬϭϬ ϯϴϴϱ ͲϮϲϳϮϬ Ϯϯϭϭϱ ϮϱϮϱ ϯϬϭϬ ϯϴϴϱ ͲϮϲϳϮϬ ϮϯϲϳϬ ϮϱϮϱ ϯϬϭϬ ϯϴϴϱ ͲϮϲϳϮϬ ϮϲϯϬϬ
ϯϰ ϵϵ͘ϳϮ ϮϱϲϬ Ϯϲϱϱ ϯϲϰϬ ͲϯϰϵϵϬ ϮϵϮϭϱ ϮϱϲϬ Ϯϲϱϱ ϯϲϰϬ ͲϯϰϵϵϬ ϮϵϮϭϱ ϮϱϲϬ Ϯϲϱϱ ϯϲϰϬ ͲϯϰϵϵϬ ϯϬϭϵϬ
ϯϴ ϵϯ͘Ϭϭ ϮϲϬϬ Ϯϯϳϱ ϯϰϲϬ Ͳϰϰϯϵϱ ϯϲϯϴϬ ϮϲϬϬ Ϯϯϳϱ ϯϰϲϬ Ͳϰϰϯϵϱ ϯϲϯϴϬ ϮϲϬϬ Ϯϯϳϱ ϯϰϲϬ Ͳϰϰϯϵϱ ϯϳϯϯϬ
ϰϮ ϴϳ͘ϵϲ ϮϲϰϬ Ϯϭϰϱ ϯϯϯϱ Ͳϱϰϵϴϱ ϰϰϲϮϱ ϮϲϰϬ Ϯϭϰϱ ϯϯϯϱ Ͳϱϰϵϴϱ ϰϰϲϮϱ ϮϲϰϬ Ϯϭϰϱ ϯϯϯϱ Ͳϱϰϵϴϱ ϰϰϲϮϱ
ϰϲ ϴϰ͘ϭϰ Ϯϲϴϱ ϭϵϱϬ ϯϮϰϬ Ͳϲϲϴϯϱ ϱϯϵϳϱ Ϯϲϴϱ ϭϵϱϬ ϯϮϰϬ Ͳϲϲϴϯϱ ϱϯϵϳϱ Ϯϲϴϱ ϭϵϱϬ ϯϮϰϬ Ͳϲϲϴϯϱ ϱϯϵϳϱ
ϱϬ ϴϭ͘Ϯϱ ϮϳϯϬ ϭϳϵϬ ϯϭϳϱ ͲϳϵϵϵϬ ϲϰϰϲϬ ϮϳϯϬ ϭϳϵϬ ϯϭϳϱ ͲϳϵϵϵϬ ϲϰϰϲϬ ϮϳϯϬ ϭϳϵϬ ϯϭϳϱ ͲϳϵϵϵϬ ϲϰϰϲϬ
Page 1273 ϱϰ ϳϵ͘Ϭϴ ϮϳϴϬ ϭϲϰϱ ϯϭϯϬ Ͳϵϰϱϭϱ ϳϲϭϮϱ ϮϳϴϬ ϭϲϰϱ ϯϭϯϬ Ͳϵϰϱϭϱ ϳϲϭϮϱ ϮϳϴϬ ϭϲϰϱ ϯϭϯϬ Ͳϵϰϱϭϱ ϳϲϭϮϱ
ϱϴ ϳϳ͘ϰϵ Ϯϴϯϱ ϭϲϳϱ ϯϭϬϬ ͲϭϭϬϰϱϬ ϴϵϬϬϱ Ϯϴϯϱ ϭϲϰϱ ϯϭϬϬ ͲϭϭϬϰϱϬ ϴϵϬϬϱ Ϯϴϯϱ ϭϲϭϱ ϯϭϬϬ ͲϭϭϬϰϱϬ ϴϵϬϬϱ
ϲϬ ϳϲ͘ϴϴ ϮϴϲϬ ϭϲϵϱ ϯϬϵϬ ͲϭϭϴϵϳϬ ϵϱϵϭϱ ϮϴϲϬ ϭϲϲϱ ϯϬϵϬ ͲϭϭϴϵϳϬ ϵϱϵϭϱ ϮϴϲϬ ϭϲϯϱ ϯϬϵϬ ͲϭϭϴϵϳϬ ϵϲϬϱϱ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϮϬŵƉŚ ϭϯϬŵƉŚ ϭϰϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϰ ϮϬϳ͘ϴϵ ϮϰϯϬ ϲϰϬϬ ϲϴϮϬ ͲϴϭϭϬ ϭϭϳϬϬ ϮϰϯϬ ϲϰϬϬ ϲϴϮϬ ͲϵϱϲϬ ϭϭϳϬϬ ϮϰϯϬ ϲϰϬϬ ϲϴϮϬ ͲϭϭϭϮϱ ϭϯϬϬϬ
ϭϴ ϭϲϱ͘Ϯϱ ϮϰϱϬ ϰϵϵϱ ϱϱϯϱ ͲϭϬϬϴϱ ϭϭϴϵϱ ϮϰϱϬ ϰϵϵϱ ϱϱϯϱ ͲϭϭϬϮϬ ϭϭϴϵϱ ϮϰϱϬ ϰϵϵϱ ϱϱϯϱ ͲϭϮϮϯϱ ϭϯϵϲϬ
ϮϮ ϭϯϴ͘ϴϰ ϮϰϳϬ ϰϬϵϱ ϰϳϱϬ ͲϭϯϲϮϬ ϭϰϮϳϱ ϮϰϳϬ ϰϬϵϱ ϰϳϱϬ Ͳϭϰϱϯϱ ϭϰϮϳϱ ϮϰϳϬ ϰϬϵϱ ϰϳϱϬ ͲϭϱϱϮϱ ϭϱϭϳϱ
Ϯϲ ϭϮϭ͘ϭϳ Ϯϰϵϱ ϯϰϳϬ ϰϮϯϱ ͲϭϵϱϬϱ ϭϴϭϬϱ Ϯϰϵϱ ϯϰϳϬ ϰϮϯϱ ͲϭϵϱϬϱ ϭϴϭϬϱ Ϯϰϵϱ ϯϰϳϬ ϰϮϯϱ ͲϭϵϱϬϱ ϭϴϭϬϱ
ϯϬ ϭϬϴ͘ϳϱ ϮϱϮϱ ϯϬϭϬ ϯϴϴϱ ͲϮϲϳϮϬ ϮϵϬϰϱ ϮϱϮϱ ϯϬϭϬ ϯϴϴϱ ͲϮϲϳϮϬ ϯϰϴϴϱ ϮϱϮϱ ϯϬϭϬ ϯϴϴϱ ͲϮϲϳϮϬ ϰϭϭϵϱ
ϯϰ ϵϵ͘ϳϮ ϮϱϲϬ Ϯϲϱϱ ϯϲϰϬ ͲϯϰϵϵϬ ϯϯϰϮϬ ϮϱϲϬ Ϯϲϱϱ ϯϲϰϬ ͲϯϰϵϵϬ ϰϬϯϬϬ ϮϱϲϬ Ϯϲϱϱ ϯϲϰϬ ͲϯϰϵϵϬ ϰϳϳϮϱ
ϯϴ ϵϯ͘Ϭϭ ϮϲϬϬ Ϯϯϳϱ ϯϰϲϬ Ͳϰϰϯϵϱ ϰϭϮϲϱ ϮϲϬϬ Ϯϯϳϱ ϯϰϲϬ Ͳϰϰϯϵϱ ϰϵϲϯϬ ϮϲϬϬ Ϯϯϳϱ ϯϰϲϬ Ͳϰϰϯϵϱ ϱϴϲϲϬ
ϰϮ ϴϳ͘ϵϲ ϮϲϰϬ Ϯϭϰϱ ϯϯϯϱ Ͳϱϰϵϴϱ ϰϳϲϰϬ ϮϲϰϬ Ϯϭϰϱ ϯϯϯϱ Ͳϱϰϵϴϱ ϱϳϰϯϱ ϮϲϰϬ Ϯϭϰϱ ϯϯϯϱ Ͳϱϰϵϴϱ ϲϴϬϭϬ
ϰϲ ϴϰ͘ϭϰ Ϯϲϴϱ ϭϵϱϬ ϯϮϰϬ Ͳϲϲϴϯϱ ϱϯϵϳϱ Ϯϲϴϱ ϭϵϱϬ ϯϮϰϬ Ͳϲϲϴϯϱ ϲϱϬϯϬ Ϯϲϴϱ ϭϵϱϬ ϯϮϰϬ Ͳϲϲϴϯϱ ϳϳϭϲϱ
ϱϬ ϴϭ͘Ϯϱ ϮϳϯϬ ϭϳϵϬ ϯϭϳϱ ͲϳϵϵϵϬ ϲϰϳϱϬ ϮϳϯϬ ϭϳϵϬ ϯϭϳϱ ͲϳϵϵϵϬ ϳϴϯϬϱ ϮϳϯϬ ϭϳϵϬ ϯϭϳϱ ͲϳϵϵϵϬ ϵϮϵϱϬ
ϱϰ ϳϵ͘Ϭϴ ϮϳϴϬ ϭϲϰϱ ϯϭϯϬ Ͳϵϰϱϭϱ ϴϭϰϳϬ ϮϳϴϬ ϭϲϰϱ ϯϭϯϬ Ͳϵϰϱϭϱ ϵϳϵϳϬ ϮϳϴϬ ϭϲϰϱ ϯϭϯϬ Ͳϵϰϱϭϱ ϭϭϲϭϵϱ
ϱϴ ϳϳ͘ϰϵ Ϯϴϯϱ ϭϱϴϱ ϯϭϬϬ ͲϭϭϬϰϱϬ ϵϳϮϴϬ Ϯϴϯϱ ϭϱϮϬ ϯϭϬϬ ͲϭϭϬϰϱϬ ϭϭϲϴϵϬ Ϯϴϯϱ ϭϱϮϬ ϯϭϬϬ ͲϭϭϬϰϱϬ ϭϯϴϲϭϬ
ϲϬ ϳϲ͘ϴϴ ϮϴϲϬ ϭϲϬϱ ϯϬϵϬ ͲϭϭϴϵϳϬ ϭϬϲϭϬϱ ϮϴϲϬ ϭϱϯϱ ϯϬϵϬ ͲϭϭϴϵϳϬ ϭϮϳϰϵϱ ϮϴϲϬ ϭϰϲϱ ϯϬϵϬ ͲϭϭϴϵϳϬ ϭϱϭϭϭϬ

Table E-28 - 150 ft Span, Variable Wind Load.
EŽƚĞƐ͗ tŝŶĚ>ŽĂĚ ϭϰ
ϮϬƉƐĨĞĂĚ>ŽĂĚ
ůůǀĂůƵĞƐŶŽƌŵĂůŝǌĞĚƚŽ сϭ͘Ϭ͘ <ǌƚ сϭ͘Ϭ
ϮϬƉƐĨŽŶƐƚƌƵĐƚŝŽŶ>ŽĂĚ hƐĞ^ ĚĞƐŝŐŶƉƌŽĐĞĚƵƌĞŽŶůǇ͘ <Ě сϬ͘ϴϱ
EŽ'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚ

ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϱϬŵƉŚ ϭϲϬŵƉŚ ϭϳϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϰ ϮϬϳ͘ϴϵ ϮϰϯϬ ϲϰϬϬ ϲϴϮϬ ͲϭϮϴϬϱ ϭϰϴϲϱ ϮϰϯϬ ϲϰϬϬ ϲϴϮϬ ͲϭϰϲϬϬ ϭϲϴϴϬ ϮϰϯϬ ϲϰϬϬ ϲϴϮϬ Ͳϭϲϱϭϱ ϭϵϬϱϱ
ϭϴ ϭϲϱ͘Ϯϱ ϮϰϱϬ ϰϵϵϱ ϱϱϯϱ ͲϭϯϴϱϬ ϭϲϭϴϬ ϮϰϱϬ ϰϵϵϱ ϱϱϯϱ Ͳϭϱϱϴϱ ϭϴϱϱϬ ϮϰϱϬ ϰϵϵϱ ϱϱϯϱ Ͳϭϳϰϯϱ ϮϭϬϳϱ
ϮϮ ϭϯϴ͘ϴϰ ϮϰϳϬ ϰϬϵϱ ϰϳϱϬ Ͳϭϲϱϴϱ ϭϳϳϯϬ ϮϰϳϬ ϰϬϵϱ ϰϳϱϬ ͲϭϳϳϮϬ ϮϬϰϲϬ ϮϰϳϬ ϰϬϵϱ ϰϳϱϬ ͲϭϴϵϯϬ Ϯϯϯϲϱ
Ϯϲ ϭϮϭ͘ϭϳ Ϯϰϵϱ ϯϰϳϬ ϰϮϯϱ ͲϮϬϱϰϱ ϭϵϯϯϬ Ϯϰϵϱ ϯϰϳϬ ϰϮϯϱ ͲϮϭϲϲϬ ϮϮϰϰϬ Ϯϰϵϱ ϯϰϳϬ ϰϮϯϱ ͲϮϮϴϰϬ ϮϱϳϱϬ
ϯϬ ϭϬϴ͘ϳϱ ϮϱϮϱ ϯϬϭϬ ϯϴϴϱ ͲϮϲϳϮϬ ϰϳϵϳϬ ϮϱϮϱ ϯϬϭϬ ϯϴϴϱ ͲϮϳϲϲϱ ϱϱϮϭϱ ϮϱϮϱ ϯϬϭϬ ϯϴϴϱ ͲϯϭϱϲϬ ϲϮϵϮϱ
ϯϰ ϵϵ͘ϳϮ ϮϱϲϬ Ϯϲϱϱ ϯϲϰϬ ͲϯϰϵϵϬ ϱϱϳϬϬ ϮϱϲϬ Ϯϲϱϱ ϯϲϰϬ ͲϯϰϵϵϬ ϲϰϮϮϱ ϮϱϲϬ Ϯϲϱϱ ϯϲϰϬ ͲϯϲϳϯϬ ϳϯϯϬϬ
ϯϴ ϵϯ͘Ϭϭ ϮϲϬϬ Ϯϯϳϱ ϯϰϲϬ Ͳϰϰϯϵϱ ϲϴϯϲϱ ϮϲϬϬ Ϯϯϳϱ ϯϰϲϬ Ͳϰϰϯϵϱ ϳϴϳϯϱ ϮϲϬϬ Ϯϯϳϱ ϯϰϲϬ Ͳϰϳϳϴϱ ϴϵϳϴϬ
ϰϮ ϴϳ͘ϵϲ ϮϲϰϬ Ϯϭϰϱ ϯϯϯϱ Ͳϱϰϵϴϱ ϳϵϯϳϱ ϮϲϰϬ Ϯϭϰϱ ϯϯϯϱ Ͳϱϰϵϴϱ ϵϭϱϭϱ ϮϲϰϬ Ϯϭϰϱ ϯϯϯϱ Ͳϱϱϱϳϱ ϭϬϰϰϰϱ
ϰϲ ϴϰ͘ϭϰ Ϯϲϴϱ ϭϵϱϬ ϯϮϰϬ Ͳϲϲϴϯϱ ϵϬϭϵϱ Ϯϲϴϱ ϭϵϱϬ ϯϮϰϬ Ͳϲϲϴϯϱ ϭϬϰϭϮϱ Ϯϲϴϱ ϭϵϱϬ ϯϮϰϬ Ͳϲϲϴϯϱ ϭϭϴϵϱϱ
ϱϬ ϴϭ͘Ϯϱ ϮϳϯϬ ϭϳϵϬ ϯϭϳϱ ͲϳϵϵϵϬ ϭϬϴϲϴϬ ϮϳϯϬ ϭϳϵϬ ϯϭϳϱ ͲϳϵϵϵϬ ϭϮϱϰϵϬ ϮϳϯϬ ϭϳϵϬ ϯϭϳϱ ͲϳϵϵϵϬ ϭϰϯϯϴϱ
Page 1274 ϱϰ ϳϵ͘Ϭϴ ϮϳϴϬ ϭϲϰϱ ϯϭϯϬ Ͳϵϰϱϭϱ ϭϯϱϳϳϬ ϮϳϴϬ ϭϲϰϱ ϯϭϯϬ Ͳϵϰϱϭϱ ϭϱϲϳϬϬ ϮϳϴϬ ϭϲϰϱ ϯϭϯϬ ͲϭϬϬϰϵϬ ϭϳϴϵϳϱ
ϱϴ ϳϳ͘ϰϵ Ϯϴϯϱ ϭϱϮϬ ϯϭϬϬ ͲϭϭϬϰϱϬ ϭϲϭϵϲϱ Ϯϴϯϱ ϭϱϮϬ ϯϭϬϬ ͲϭϭϬϰϱϬ ϭϴϲϵϯϬ Ϯϴϯϱ ϭϱϮϬ ϯϭϬϬ ͲϭϮϬϱϵϱ ϮϭϯϱϬϱ
ϲϬ ϳϲ͘ϴϴ ϮϴϲϬ ϭϰϲϱ ϯϬϵϬ ͲϭϭϴϵϳϬ ϭϳϲϱϳϬ ϮϴϲϬ ϭϰϲϱ ϯϬϵϬ ͲϭϭϴϵϳϬ ϮϬϯϳϴϱ ϮϴϲϬ ϭϰϲϱ ϯϬϵϬ Ͳϭϯϭϴϰϱ ϮϯϮϳϱϱ
ĂƐŝĐtŝŶĚ^ƉĞĞĚ΀s΁
ZŝƐĞ΀d΁ ZĂĚŝƵƐ΀Z΁ ϭϴϬŵƉŚ ϭϵϬŵƉŚ ϮϬϬŵƉŚ
;ĨƚͿ ;ĨƚͿ ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн ZǇ Zǆ &Ă DͲ Dн
ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď ůďƐ ůďƐ ůďƐ ŝŶͲůď ŝŶͲůď
ϭϰ ϮϬϳ͘ϴϵ ϮϰϯϬ ϲϰϬϬ ϲϴϮϬ Ͳϭϴϱϰϱ ϮϭϯϲϬ ϮϰϯϬ ϲϰϬϬ ϲϴϮϬ ͲϮϬϳϮϬ ϮϯϴϬϬ ϮϰϯϬ ϲϰϬϬ ϲϴϮϬ ͲϮϯϬϭϬ ϮϲϯϳϬ
ϭϴ ϭϲϱ͘Ϯϱ ϮϰϱϬ ϰϵϵϱ ϱϱϯϱ ͲϭϵϯϵϬ Ϯϯϳϱϱ ϮϰϱϬ ϰϵϵϱ ϱϱϯϱ ͲϮϭϰϲϱ Ϯϲϱϴϱ ϮϰϱϬ ϰϵϵϱ ϱϱϯϱ ͲϮϯϲϱϬ ϮϵϱϳϬ
ϮϮ ϭϯϴ͘ϴϰ ϮϰϳϬ ϰϬϵϱ ϰϳϱϬ ͲϮϬϴϮϬ Ϯϲϰϰϱ ϮϰϳϬ ϰϬϵϱ ϰϳϱϬ ͲϮϮϴϳϱ ϮϵϳϬϬ ϮϰϳϬ ϰϬϵϱ ϰϳϱϬ ͲϮϱϬϰϬ ϯϯϭϯϱ
Ϯϲ ϭϮϭ͘ϭϳ Ϯϰϵϱ ϯϰϳϬ ϰϮϯϱ ͲϮϰϬϵϱ ϮϵϮϲϱ Ϯϰϵϱ ϯϰϳϬ ϰϮϯϱ ͲϮϱϰϮϬ ϯϮϵϳϱ Ϯϰϵϱ ϯϰϳϬ ϰϮϯϱ ͲϮϲϵϭϬ ϯϲϴϵϬ
ϯϬ ϭϬϴ͘ϳϱ ϮϱϮϱ ϯϬϭϬ ϯϴϴϱ ͲϯϱϲϵϬ ϳϭϭϬϬ ϮϱϮϱ ϯϬϭϬ ϯϴϴϱ ͲϰϬϬϲϬ ϳϵϳϱϬ ϮϱϮϱ ϯϬϭϬ ϯϴϴϱ ͲϰϰϲϲϬ ϴϴϴϲϬ
ϯϰ ϵϵ͘ϳϮ ϮϱϲϬ Ϯϲϱϱ ϯϲϰϬ ͲϰϭϱϲϬ ϴϮϵϮϱ ϮϱϲϬ Ϯϲϱϱ ϯϲϰϬ Ͳϰϲϲϲϱ ϵϯϭϬϱ ϮϱϲϬ Ϯϲϱϱ ϯϲϰϬ ͲϱϮϬϱϬ ϭϬϯϴϯϬ
ϯϴ ϵϯ͘Ϭϭ ϮϲϬϬ Ϯϯϳϱ ϯϰϲϬ ͲϱϰϬϰϬ ϭϬϭϰϵϬ ϮϲϬϬ Ϯϯϳϱ ϯϰϲϬ ͲϲϬϲϱϱ ϭϭϯϴϲϱ ϮϲϬϬ Ϯϯϳϱ ϯϰϲϬ ͲϲϳϲϮϱ ϭϮϲϵϭϱ
ϰϮ ϴϳ͘ϵϲ ϮϲϰϬ Ϯϭϰϱ ϯϯϯϱ ͲϲϮϴϴϱ ϭϭϴϭϱϱ ϮϲϰϬ Ϯϭϰϱ ϯϯϯϱ ͲϳϬϲϬϱ ϭϯϮϲϱϬ ϮϲϰϬ Ϯϭϰϱ ϯϯϯϱ ͲϳϴϳϱϬ ϭϰϳϵϯϬ
ϰϲ ϴϰ͘ϭϰ Ϯϲϴϱ ϭϵϱϬ ϯϮϰϬ ͲϳϭϳϭϬ ϭϯϰϲϴϬ Ϯϲϴϱ ϭϵϱϬ ϯϮϰϬ ͲϴϬϱϱϱ ϭϱϭϯϬϱ Ϯϲϴϱ ϭϵϱϬ ϯϮϰϬ ͲϴϵϴϴϬ ϭϲϴϴϯϬ
ϱϬ ϴϭ͘Ϯϱ ϮϳϯϬ ϭϳϵϬ ϯϭϳϱ ͲϴϲϰϰϬ ϭϲϮϯϳϬ ϮϳϯϬ ϭϳϵϬ ϯϭϳϱ ͲϵϳϭϬϬ ϭϴϮϰϯϱ ϮϳϯϬ ϭϳϵϬ ϯϭϳϱ ͲϭϬϴϯϯϱ ϮϬϯϱϴϱ
ϱϰ ϳϵ͘Ϭϴ ϮϳϴϬ ϭϲϰϱ ϯϭϯϬ ͲϭϭϯϯϳϬ ϮϬϮϲϬϬ ϮϳϴϬ ϭϲϰϱ ϯϭϯϬ ͲϭϮϳϮϱϬ ϮϮϳϱϴϬ ϮϳϴϬ ϭϲϰϱ ϯϭϯϬ ͲϭϰϭϴϴϬ ϮϱϯϵϬϱ
ϱϴ ϳϳ͘ϰϵ Ϯϴϯϱ ϭϱϮϬ ϯϭϬϬ ͲϭϯϱϵϭϬ Ϯϰϭϲϵϱ Ϯϴϯϱ ϭϱϮϬ ϯϭϬϬ ͲϭϱϮϬϵϱ ϮϳϭϰϵϬ Ϯϴϯϱ ϭϱϮϬ ϯϭϬϬ Ͳϭϲϵϯϴϱ ϯϬϮϵϬϬ
ϲϬ ϳϲ͘ϴϴ ϮϴϲϬ ϭϰϲϱ ϯϬϵϬ Ͳϭϰϴϱϳϱ Ϯϲϯϰϳϱ ϮϴϲϬ ϭϰϲϱ ϯϬϵϬ ͲϭϲϲϮϲϬ ϮϵϱϵϲϬ ϮϴϲϬ ϭϰϲϱ ϯϬϵϬ ͲϭϴϰϵϬϬ ϯϯϬϭϵϱ

Appendix F: Connection Tables

Appendix F displays tables showing design connection strength values of bolts for

varying connection skew angles. Linear interpolation is allowed to find values for skews

between those shown.

Page 1275

Table F-1 - 19° Skew Angle
Lamella Shear Connection Strength [Z] (lbs/bolt)
tŽŽĚ ŽůƚŝĂŵĞƚĞƌ
^ƉĞĐŝĨŝĐ
ϭͬϰΗ ϱͬϭϲΗ ϯͬϴΗ ϭͬϮΗ ϱͬϴΗ ϯͬϰΗ ϳͬϴΗ ϭΗ
'ƌĂǀŝƚǇ΀'΁
0.31 ϭϯϱ ϭϲϱ ϮϭϬ ϯϬϬ ϯϯϱ ϯϲϱ ϯϵϱ ϰϮϱ
Ϭ͘ϯϱ ϭϱϬ ϭϴϬ ϮϯϬ ϯϱϱ ϰϬϬ ϰϯϱ ϰϳϬ ϱϬϱ
Ϭ͘ϯϲ ϭϱϱ ϭϴϱ Ϯϯϱ ϯϳϬ ϰϭϱ ϰϱϱ ϰϵϬ ϱϮϱ
Ϭ͘ϯϳ ϭϱϱ ϭϵϬ ϮϰϬ ϯϴϱ ϰϯϬ ϰϳϱ ϱϭϬ ϱϰϱ
Ϭ͘ϯϴ ϭϲϬ ϭϵϬ Ϯϰϱ ϰϬϬ ϰϱϬ ϰϵϬ ϱϯϬ ϱϳϬ
Ϭ͘ϯϵ ϭϲϱ ϭϵϱ ϮϱϬ ϰϭϬ ϰϲϱ ϱϭϬ ϱϱϬ ϱϵϬ
Ϭ͘ϰϬ ϭϲϱ ϮϬϬ Ϯϱϱ ϰϮϬ ϰϴϱ ϱϯϬ ϱϳϱ ϲϭϱ
Ϭ͘ϰϭ ϭϳϬ ϮϬϬ Ϯϱϱ ϰϯϬ ϱϬϬ ϱϱϬ ϱϵϱ ϲϯϱ
Ϭ͘ϰϮ ϭϳϬ ϮϬϱ ϮϲϬ ϰϯϱ ϱϮϬ ϱϳϬ ϲϭϱ ϲϲϬ
Ϭ͘ϰϯ ϭϳϱ ϮϭϬ Ϯϲϱ ϰϰϱ ϱϯϱ ϱϵϬ ϲϯϱ ϲϴϬ
Ϭ͘ϰϰ ϭϴϬ Ϯϭϱ ϮϳϬ ϰϱϬ ϱϱϱ ϲϭϬ ϲϲϬ ϳϬϱ
Ϭ͘ϰϱ ϭϴϬ Ϯϭϱ Ϯϳϱ ϰϲϬ ϱϳϱ ϲϯϬ ϲϴϬ ϳϮϱ
Ϭ͘ϰϲ ϭϴϱ ϮϮϬ ϮϴϬ ϰϲϱ ϱϵϱ ϲϱϬ ϳϬϬ ϳϱϬ
Ϭ͘ϰϳ ϭϴϱ ϮϮϱ Ϯϴϱ ϰϳϬ ϲϭϬ ϲϳϬ ϳϮϱ ϳϳϱ
Ϭ͘ϰϴ ϭϵϬ ϮϮϱ ϮϵϬ ϰϴϬ ϲϯϬ ϲϵϬ ϳϰϱ ϴϬϬ
Ϭ͘ϰϵ ϭϵϬ ϮϯϬ Ϯϵϱ ϰϴϱ ϲϱϬ ϳϭϬ ϳϳϬ ϴϮϱ
Ϭ͘ϱϬ ϭϵϱ Ϯϯϱ ϯϬϬ ϰϵϱ ϲϳϬ ϳϯϱ ϳϵϱ ϴϱϬ
Ϭ͘ϱϭ ϮϬϬ ϮϰϬ ϯϬϬ ϱϬϬ ϲϵϬ ϳϱϱ ϴϭϱ ϴϳϬ
Ϭ͘ϱϮ ϮϬϬ ϮϰϬ ϯϬϱ ϱϭϬ ϳϭϬ ϳϳϱ ϴϰϬ ϴϵϱ
Ϭ͘ϱϯ ϮϬϱ Ϯϰϱ ϯϭϬ ϱϭϱ ϳϯϬ ϴϬϬ ϴϲϱ ϵϮϬ
Ϭ͘ϱϰ ϮϬϱ ϮϱϬ ϯϭϱ ϱϮϱ ϳϱϬ ϴϮϬ ϴϴϱ ϵϱϬ
Ϭ͘ϱϱ ϮϭϬ ϮϱϬ ϯϮϬ ϱϯϬ ϳϳϬ ϴϰϱ ϵϭϬ ϵϳϱ
Ϭ͘ϱϲ ϮϭϬ Ϯϱϱ ϯϮϱ ϱϯϱ ϳϵϬ ϴϲϱ ϵϯϱ ϭϬϬϬ
Ϭ͘ϱϳ Ϯϭϱ ϮϲϬ ϯϯϬ ϱϰϱ ϴϬϱ ϴϵϬ ϵϲϬ ϭϬϮϱ
Ϭ͘ϱϴ ϮϮϬ ϮϲϬ ϯϯϬ ϱϱϬ ϴϭϱ ϵϭϬ ϵϴϱ ϭϬϱϬ
Ϭ͘ϲϳ ϮϰϬ ϮϵϬ ϯϳϬ ϲϭϬ ϵϬϱ ϭϭϮϱ ϭϮϭϱ ϭϮϵϱ
Ϭ͘ϲϴ Ϯϰϱ Ϯϵϱ ϯϳϱ ϲϮϬ ϵϭϱ ϭϭϰϱ ϭϮϰϬ ϭϯϮϱ
Ϭ͘ϳϭ ϮϱϬ ϯϬϱ ϯϴϱ ϲϰϬ ϵϰϱ ϭϮϮϬ ϭϯϮϬ ϭϰϭϬ
Ϭ͘ϳϯ ϮϲϬ ϯϭϬ ϯϵϬ ϲϱϬ ϵϲϱ ϭϮϳϬ ϭϯϳϱ ϭϰϳϬ

Page 1276

Table F-2 - 20° Skew Angle
Lamella Shear Connection Strength [Z] (lbs/bolt)
tŽŽĚ ŽůƚŝĂŵĞƚĞƌ
^ƉĞĐŝĨŝĐ
ϭͬϰΗ ϱͬϭϲΗ ϯͬϴΗ ϭͬϮΗ ϱͬϴΗ ϯͬϰΗ ϳͬϴΗ ϭΗ
'ƌĂǀŝƚǇ΀'΁
0.31 ϭϯϱ ϭϲϱ ϮϭϬ ϯϬϱ ϯϰϱ ϯϳϱ ϰϬϱ ϰϯϱ
Ϭ͘ϯϱ ϭϱϬ ϭϴϬ ϮϯϬ ϯϲϱ ϰϭϬ ϰϱϬ ϰϴϱ ϱϮϬ
Ϭ͘ϯϲ ϭϱϱ ϭϴϱ Ϯϯϱ ϯϴϬ ϰϮϱ ϰϳϬ ϱϬϱ ϱϰϬ
Ϭ͘ϯϳ ϭϱϱ ϭϵϬ ϮϰϬ ϯϵϱ ϰϰϱ ϰϴϱ ϱϮϱ ϱϲϱ
Ϭ͘ϯϴ ϭϲϬ ϭϵϬ Ϯϰϱ ϰϬϱ ϰϲϬ ϱϬϱ ϱϰϱ ϱϴϱ
Ϭ͘ϯϵ ϭϲϱ ϭϵϱ ϮϱϬ ϰϭϬ ϰϴϬ ϱϮϱ ϱϳϬ ϲϬϱ
Ϭ͘ϰϬ ϭϲϱ ϮϬϬ Ϯϱϱ ϰϮϬ ϱϬϬ ϱϰϱ ϱϵϬ ϲϯϬ
Ϭ͘ϰϭ ϭϳϬ ϮϬϬ Ϯϱϱ ϰϯϬ ϱϭϱ ϱϲϱ ϲϭϬ ϲϱϱ
Ϭ͘ϰϮ ϭϳϬ ϮϬϱ ϮϲϬ ϰϯϱ ϱϯϱ ϱϴϱ ϲϯϱ ϲϳϱ
Ϭ͘ϰϯ ϭϳϱ ϮϭϬ Ϯϲϱ ϰϰϱ ϱϱϱ ϲϬϱ ϲϱϱ ϳϬϬ
Ϭ͘ϰϰ ϭϴϬ Ϯϭϱ ϮϳϬ ϰϱϬ ϱϳϬ ϲϮϱ ϲϳϱ ϳϮϱ
Ϭ͘ϰϱ ϭϴϬ Ϯϭϱ Ϯϳϱ ϰϲϬ ϱϵϬ ϲϰϱ ϳϬϬ ϳϱϬ
Ϭ͘ϰϲ ϭϴϱ ϮϮϬ ϮϴϬ ϰϲϱ ϲϭϬ ϲϳϬ ϳϮϬ ϳϳϬ
Ϭ͘ϰϳ ϭϴϱ ϮϮϱ Ϯϴϱ ϰϳϬ ϲϯϬ ϲϵϬ ϳϰϱ ϳϵϱ
Ϭ͘ϰϴ ϭϵϬ ϮϮϱ ϮϵϬ ϰϴϬ ϲϱϬ ϳϭϬ ϳϳϬ ϴϮϬ
Ϭ͘ϰϵ ϭϵϬ ϮϯϬ Ϯϵϱ ϰϴϱ ϲϳϬ ϳϯϱ ϳϵϬ ϴϰϱ
Ϭ͘ϱϬ ϭϵϱ Ϯϯϱ ϯϬϬ ϰϵϱ ϲϵϬ ϳϱϱ ϴϭϱ ϴϳϬ
Ϭ͘ϱϭ ϮϬϬ ϮϰϬ ϯϬϬ ϱϬϬ ϳϭϬ ϳϳϱ ϴϰϬ ϴϵϱ
Ϭ͘ϱϮ ϮϬϬ ϮϰϬ ϯϬϱ ϱϭϬ ϳϯϬ ϴϬϬ ϴϲϱ ϵϮϱ
Ϭ͘ϱϯ ϮϬϱ Ϯϰϱ ϯϭϬ ϱϭϱ ϳϱϬ ϴϮϬ ϴϵϬ ϵϱϬ
Ϭ͘ϱϰ ϮϬϱ ϮϱϬ ϯϭϱ ϱϮϱ ϳϳϬ ϴϰϱ ϵϭϬ ϵϳϱ
Ϭ͘ϱϱ ϮϭϬ ϮϱϬ ϯϮϬ ϱϯϬ ϳϴϱ ϴϲϱ ϵϯϱ ϭϬϬϬ
Ϭ͘ϱϲ ϮϭϬ Ϯϱϱ ϯϮϱ ϱϯϱ ϳϵϱ ϴϵϬ ϵϲϬ ϭϬϯϬ
Ϭ͘ϱϳ Ϯϭϱ ϮϲϬ ϯϯϬ ϱϰϱ ϴϬϱ ϵϭϱ ϵϴϱ ϭϬϱϱ
Ϭ͘ϱϴ ϮϮϬ ϮϲϬ ϯϯϬ ϱϱϬ ϴϭϱ ϵϯϱ ϭϬϭϬ ϭϬϴϬ
Ϭ͘ϲϳ ϮϰϬ ϮϵϬ ϯϳϬ ϲϭϬ ϵϬϱ ϭϭϱϱ ϭϮϱϬ ϭϯϯϱ
Ϭ͘ϲϴ Ϯϰϱ Ϯϵϱ ϯϳϱ ϲϮϬ ϵϭϱ ϭϭϴϬ ϭϮϳϱ ϭϯϲϱ
Ϭ͘ϳϭ ϮϱϬ ϯϬϱ ϯϴϱ ϲϰϬ ϵϰϱ ϭϮϱϱ ϭϯϱϱ ϭϰϱϬ
Ϭ͘ϳϯ ϮϲϬ ϯϭϬ ϯϵϬ ϲϱϬ ϵϲϱ ϭϯϭϬ ϭϰϭϱ ϭϱϭϬ

Page 1277

Table F-3 - 21° Skew Angle
Lamella Shear Connection Strength [Z] (lbs/bolt)
tŽŽĚ ŽůƚŝĂŵĞƚĞƌ
^ƉĞĐŝĨŝĐ
ϭͬϰΗ ϱͬϭϲΗ ϯͬϴΗ ϭͬϮΗ ϱͬϴΗ ϯͬϰΗ ϳͬϴΗ ϭΗ
'ƌĂǀŝƚǇ΀'΁
0.31 ϭϯϱ ϭϲϱ ϮϭϬ ϯϭϱ ϯϱϱ ϯϵϬ ϰϮϬ ϰϱϬ
Ϭ͘ϯϱ ϭϱϬ ϭϴϬ ϮϯϬ ϯϳϱ ϰϮϬ ϰϲϱ ϱϬϬ ϱϯϱ
Ϭ͘ϯϲ ϭϱϱ ϭϴϱ Ϯϯϱ ϯϵϬ ϰϰϬ ϰϴϬ ϱϮϬ ϱϱϱ
Ϭ͘ϯϳ ϭϱϱ ϭϵϬ ϮϰϬ ϯϵϱ ϰϲϬ ϱϬϬ ϱϰϬ ϱϴϬ
Ϭ͘ϯϴ ϭϲϬ ϭϵϬ Ϯϰϱ ϰϬϱ ϰϳϱ ϱϮϬ ϱϲϱ ϲϬϱ
Ϭ͘ϯϵ ϭϲϱ ϭϵϱ ϮϱϬ ϰϭϬ ϰϵϱ ϱϰϬ ϱϴϱ ϲϮϱ
Ϭ͘ϰϬ ϭϲϱ ϮϬϬ Ϯϱϱ ϰϮϬ ϱϭϱ ϱϲϬ ϲϭϬ ϲϱϬ
Ϭ͘ϰϭ ϭϳϬ ϮϬϬ Ϯϱϱ ϰϯϬ ϱϯϬ ϱϴϱ ϲϯϬ ϲϳϱ
Ϭ͘ϰϮ ϭϳϬ ϮϬϱ ϮϲϬ ϰϯϱ ϱϱϬ ϲϬϱ ϲϱϬ ϲϵϱ
Ϭ͘ϰϯ ϭϳϱ ϮϭϬ Ϯϲϱ ϰϰϱ ϱϳϬ ϲϮϱ ϲϳϱ ϳϮϬ
Ϭ͘ϰϰ ϭϴϬ Ϯϭϱ ϮϳϬ ϰϱϬ ϱϵϬ ϲϰϱ ϳϬϬ ϳϰϱ
Ϭ͘ϰϱ ϭϴϬ Ϯϭϱ Ϯϳϱ ϰϲϬ ϲϭϬ ϲϲϱ ϳϮϬ ϳϳϬ
Ϭ͘ϰϲ ϭϴϱ ϮϮϬ ϮϴϬ ϰϲϱ ϲϯϬ ϲϵϬ ϳϰϱ ϳϵϱ
Ϭ͘ϰϳ ϭϴϱ ϮϮϱ Ϯϴϱ ϰϳϬ ϲϱϬ ϳϭϬ ϳϳϬ ϴϮϬ
Ϭ͘ϰϴ ϭϵϬ ϮϮϱ ϮϵϬ ϰϴϬ ϲϳϬ ϳϯϱ ϳϵϬ ϴϰϱ
Ϭ͘ϰϵ ϭϵϬ ϮϯϬ Ϯϵϱ ϰϴϱ ϲϵϬ ϳϱϱ ϴϭϱ ϴϳϱ
Ϭ͘ϱϬ ϭϵϱ Ϯϯϱ ϯϬϬ ϰϵϱ ϳϭϬ ϳϴϬ ϴϰϬ ϵϬϬ
Ϭ͘ϱϭ ϮϬϬ ϮϰϬ ϯϬϬ ϱϬϬ ϳϯϬ ϴϬϬ ϴϲϱ ϵϮϱ
Ϭ͘ϱϮ ϮϬϬ ϮϰϬ ϯϬϱ ϱϭϬ ϳϱϬ ϴϮϱ ϴϵϬ ϵϱϬ
Ϭ͘ϱϯ ϮϬϱ Ϯϰϱ ϯϭϬ ϱϭϱ ϳϲϱ ϴϰϱ ϵϭϱ ϵϴϬ
Ϭ͘ϱϰ ϮϬϱ ϮϱϬ ϯϭϱ ϱϮϱ ϳϳϱ ϴϳϬ ϵϰϬ ϭϬϬϱ
Ϭ͘ϱϱ ϮϭϬ ϮϱϬ ϯϮϬ ϱϯϬ ϳϴϱ ϴϵϱ ϵϲϱ ϭϬϯϬ
Ϭ͘ϱϲ ϮϭϬ Ϯϱϱ ϯϮϱ ϱϯϱ ϳϵϱ ϵϭϱ ϵϵϬ ϭϬϲϬ
Ϭ͘ϱϳ Ϯϭϱ ϮϲϬ ϯϯϬ ϱϰϱ ϴϬϱ ϵϰϬ ϭϬϭϱ ϭϬϴϱ
Ϭ͘ϱϴ ϮϮϬ ϮϲϬ ϯϯϬ ϱϱϬ ϴϭϱ ϵϲϱ ϭϬϰϱ ϭϭϭϱ
Ϭ͘ϲϳ ϮϰϬ ϮϵϬ ϯϳϬ ϲϭϬ ϵϬϱ ϭϭϵϬ ϭϮϴϱ ϭϯϳϱ
Ϭ͘ϲϴ Ϯϰϱ Ϯϵϱ ϯϳϱ ϲϮϬ ϵϭϱ ϭϮϭϱ ϭϯϭϱ ϭϰϬϱ
Ϭ͘ϳϭ ϮϱϬ ϯϬϱ ϯϴϱ ϲϰϬ ϵϰϱ ϭϮϵϱ ϭϰϬϬ ϭϰϵϱ
Ϭ͘ϳϯ ϮϲϬ ϯϭϬ ϯϵϬ ϲϱϬ ϵϲϱ ϭϯϮϱ ϭϰϱϱ ϭϱϲϬ

Page 1278

Table F-4 - 22° Skew Angle
Lamella Shear Connection Strength [Z] (lbs/bolt)
tŽŽĚ ŽůƚŝĂŵĞƚĞƌ
^ƉĞĐŝĨŝĐ
ϭͬϰΗ ϱͬϭϲΗ ϯͬϴΗ ϭͬϮΗ ϱͬϴΗ ϯͬϰΗ ϳͬϴΗ ϭΗ
'ƌĂǀŝƚǇ΀'΁
0.31 ϭϯϱ ϭϲϱ ϮϭϬ ϯϮϱ ϯϲϱ ϰϬϬ ϰϯϱ ϰϲϱ
Ϭ͘ϯϱ ϭϱϬ ϭϴϬ ϮϯϬ ϯϴϬ ϰϯϱ ϰϴϬ ϱϭϱ ϱϱϱ
Ϭ͘ϯϲ ϭϱϱ ϭϴϱ Ϯϯϱ ϯϵϬ ϰϱϱ ϱϬϬ ϱϰϬ ϱϳϱ
Ϭ͘ϯϳ ϭϱϱ ϭϵϬ ϮϰϬ ϯϵϱ ϰϳϱ ϱϮϬ ϱϲϬ ϲϬϬ
Ϭ͘ϯϴ ϭϲϬ ϭϵϬ Ϯϰϱ ϰϬϱ ϰϵϬ ϱϰϬ ϱϴϱ ϲϮϱ
Ϭ͘ϯϵ ϭϲϱ ϭϵϱ ϮϱϬ ϰϭϬ ϱϭϬ ϱϲϬ ϲϬϱ ϲϰϱ
Ϭ͘ϰϬ ϭϲϱ ϮϬϬ Ϯϱϱ ϰϮϬ ϱϯϬ ϱϴϬ ϲϯϬ ϲϳϬ
Ϭ͘ϰϭ ϭϳϬ ϮϬϬ Ϯϱϱ ϰϯϬ ϱϱϬ ϲϬϬ ϲϱϬ ϲϵϱ
Ϭ͘ϰϮ ϭϳϬ ϮϬϱ ϮϲϬ ϰϯϱ ϱϳϬ ϲϮϱ ϲϳϱ ϳϮϬ
Ϭ͘ϰϯ ϭϳϱ ϮϭϬ Ϯϲϱ ϰϰϱ ϱϵϬ ϲϰϱ ϲϵϱ ϳϰϱ
Ϭ͘ϰϰ ϭϴϬ Ϯϭϱ ϮϳϬ ϰϱϬ ϲϭϬ ϲϲϱ ϳϮϬ ϳϳϬ
Ϭ͘ϰϱ ϭϴϬ Ϯϭϱ Ϯϳϱ ϰϲϬ ϲϯϬ ϲϵϬ ϳϰϱ ϳϵϱ
Ϭ͘ϰϲ ϭϴϱ ϮϮϬ ϮϴϬ ϰϲϱ ϲϱϬ ϳϭϬ ϳϳϬ ϴϮϱ
Ϭ͘ϰϳ ϭϴϱ ϮϮϱ Ϯϴϱ ϰϳϬ ϲϳϬ ϳϯϱ ϳϵϱ ϴϱϬ
Ϭ͘ϰϴ ϭϵϬ ϮϮϱ ϮϵϬ ϰϴϬ ϲϵϬ ϳϲϬ ϴϮϬ ϴϳϱ
Ϭ͘ϰϵ ϭϵϬ ϮϯϬ Ϯϵϱ ϰϴϱ ϳϭϬ ϳϴϬ ϴϰϱ ϵϬϬ
Ϭ͘ϱϬ ϭϵϱ Ϯϯϱ ϯϬϬ ϰϵϱ ϳϯϬ ϴϬϱ ϴϳϬ ϵϯϬ
Ϭ͘ϱϭ ϮϬϬ ϮϰϬ ϯϬϬ ϱϬϬ ϳϰϬ ϴϮϱ ϴϵϱ ϵϱϱ
Ϭ͘ϱϮ ϮϬϬ ϮϰϬ ϯϬϱ ϱϭϬ ϳϱϱ ϴϱϬ ϵϮϬ ϵϴϱ
Ϭ͘ϱϯ ϮϬϱ Ϯϰϱ ϯϭϬ ϱϭϱ ϳϲϱ ϴϳϱ ϵϰϱ ϭϬϭϬ
Ϭ͘ϱϰ ϮϬϱ ϮϱϬ ϯϭϱ ϱϮϱ ϳϳϱ ϵϬϬ ϵϳϬ ϭϬϰϬ
Ϭ͘ϱϱ ϮϭϬ ϮϱϬ ϯϮϬ ϱϯϬ ϳϴϱ ϵϮϱ ϭϬϬϬ ϭϬϲϱ
Ϭ͘ϱϲ ϮϭϬ Ϯϱϱ ϯϮϱ ϱϯϱ ϳϵϱ ϵϱϬ ϭϬϮϱ ϭϬϵϱ
Ϭ͘ϱϳ Ϯϭϱ ϮϲϬ ϯϯϬ ϱϰϱ ϴϬϱ ϵϳϱ ϭϬϱϬ ϭϭϮϱ
Ϭ͘ϱϴ ϮϮϬ ϮϲϬ ϯϯϬ ϱϱϬ ϴϭϱ ϭϬϬϬ ϭϬϴϬ ϭϭϱϬ
Ϭ͘ϲϳ ϮϰϬ ϮϵϬ ϯϳϬ ϲϭϬ ϵϬϱ ϭϮϯϬ ϭϯϯϬ ϭϰϮϬ
Ϭ͘ϲϴ Ϯϰϱ Ϯϵϱ ϯϳϱ ϲϮϬ ϵϭϱ ϭϮϱϱ ϭϯϲϬ ϭϰϱϬ
Ϭ͘ϳϭ ϮϱϬ ϯϬϱ ϯϴϱ ϲϰϬ ϵϰϱ ϭϯϬϬ ϭϰϰϱ ϭϱϰϱ
Ϭ͘ϳϯ ϮϲϬ ϯϭϬ ϯϵϬ ϲϱϬ ϵϲϱ ϭϯϮϱ ϭϱϬϱ ϭϲϭϬ

Page 1279

Table F-5 - 22.5° Skew Angle
Lamella Shear Connection Strength [Z] (lbs/bolt)
tŽŽĚ ŽůƚŝĂŵĞƚĞƌ
^ƉĞĐŝĨŝĐ
ϭͬϰΗ ϱͬϭϲΗ ϯͬϴΗ ϭͬϮΗ ϱͬϴΗ ϯͬϰΗ ϳͬϴΗ ϭΗ
'ƌĂǀŝƚǇ΀'΁
0.31 ϭϯϱ ϭϲϱ ϮϭϬ ϯϯϬ ϯϳϬ ϰϭϬ ϰϰϬ ϰϳϬ
Ϭ͘ϯϱ ϭϱϬ ϭϴϬ ϮϯϬ ϯϴϬ ϰϰϱ ϰϴϱ ϱϮϱ ϱϲϬ
Ϭ͘ϯϲ ϭϱϱ ϭϴϱ Ϯϯϱ ϯϵϬ ϰϲϱ ϱϬϱ ϱϱϬ ϱϴϱ
Ϭ͘ϯϳ ϭϱϱ ϭϵϬ ϮϰϬ ϯϵϱ ϰϴϬ ϱϯϬ ϱϳϬ ϲϭϬ
Ϭ͘ϯϴ ϭϲϬ ϭϵϬ Ϯϰϱ ϰϬϱ ϱϬϬ ϱϱϬ ϱϵϱ ϲϯϱ
Ϭ͘ϯϵ ϭϲϱ ϭϵϱ ϮϱϬ ϰϭϬ ϱϮϬ ϱϳϬ ϲϭϱ ϲϲϬ
Ϭ͘ϰϬ ϭϲϱ ϮϬϬ Ϯϱϱ ϰϮϬ ϱϰϬ ϱϵϬ ϲϰϬ ϲϴϱ
Ϭ͘ϰϭ ϭϳϬ ϮϬϬ Ϯϱϱ ϰϯϬ ϱϲϬ ϲϭϱ ϲϲϬ ϳϭϬ
Ϭ͘ϰϮ ϭϳϬ ϮϬϱ ϮϲϬ ϰϯϱ ϱϴϬ ϲϯϱ ϲϴϱ ϳϯϱ
Ϭ͘ϰϯ ϭϳϱ ϮϭϬ Ϯϲϱ ϰϰϱ ϲϬϬ ϲϱϱ ϳϭϬ ϳϲϬ
Ϭ͘ϰϰ ϭϴϬ Ϯϭϱ ϮϳϬ ϰϱϬ ϲϮϬ ϲϴϬ ϳϯϱ ϳϴϱ
Ϭ͘ϰϱ ϭϴϬ Ϯϭϱ Ϯϳϱ ϰϲϬ ϲϰϬ ϳϬϬ ϳϲϬ ϴϭϬ
Ϭ͘ϰϲ ϭϴϱ ϮϮϬ ϮϴϬ ϰϲϱ ϲϲϬ ϳϮϱ ϳϴϱ ϴϯϱ
Ϭ͘ϰϳ ϭϴϱ ϮϮϱ Ϯϴϱ ϰϳϬ ϲϴϬ ϳϰϱ ϴϭϬ ϴϲϱ
Ϭ͘ϰϴ ϭϵϬ ϮϮϱ ϮϵϬ ϰϴϬ ϳϬϱ ϳϳϬ ϴϯϱ ϴϵϬ
Ϭ͘ϰϵ ϭϵϬ ϮϯϬ Ϯϵϱ ϰϴϱ ϳϮϬ ϳϵϱ ϴϲϬ ϵϭϱ
Ϭ͘ϱϬ ϭϵϱ Ϯϯϱ ϯϬϬ ϰϵϱ ϳϯϬ ϴϮϬ ϴϴϱ ϵϰϱ
Ϭ͘ϱϭ ϮϬϬ ϮϰϬ ϯϬϬ ϱϬϬ ϳϰϬ ϴϰϬ ϵϭϬ ϵϳϬ
Ϭ͘ϱϮ ϮϬϬ ϮϰϬ ϯϬϱ ϱϭϬ ϳϱϱ ϴϲϱ ϵϯϱ ϭϬϬϬ
Ϭ͘ϱϯ ϮϬϱ Ϯϰϱ ϯϭϬ ϱϭϱ ϳϲϱ ϴϵϬ ϵϲϬ ϭϬϯϬ
Ϭ͘ϱϰ ϮϬϱ ϮϱϬ ϯϭϱ ϱϮϱ ϳϳϱ ϵϭϱ ϵϵϬ ϭϬϱϱ
Ϭ͘ϱϱ ϮϭϬ ϮϱϬ ϯϮϬ ϱϯϬ ϳϴϱ ϵϰϬ ϭϬϭϱ ϭϬϴϱ
Ϭ͘ϱϲ ϮϭϬ Ϯϱϱ ϯϮϱ ϱϯϱ ϳϵϱ ϵϲϱ ϭϬϰϬ ϭϭϭϱ
Ϭ͘ϱϳ Ϯϭϱ ϮϲϬ ϯϯϬ ϱϰϱ ϴϬϱ ϵϵϬ ϭϬϳϬ ϭϭϰϱ
Ϭ͘ϱϴ ϮϮϬ ϮϲϬ ϯϯϬ ϱϱϬ ϴϭϱ ϭϬϭϱ ϭϬϵϱ ϭϭϳϬ
Ϭ͘ϲϳ ϮϰϬ ϮϵϬ ϯϳϬ ϲϭϬ ϵϬϱ ϭϮϰϱ ϭϯϱϬ ϭϰϰϱ
Ϭ͘ϲϴ Ϯϰϱ Ϯϵϱ ϯϳϱ ϲϮϬ ϵϭϱ ϭϮϲϬ ϭϯϴϬ ϭϰϳϱ
Ϭ͘ϳϭ ϮϱϬ ϯϬϱ ϯϴϱ ϲϰϬ ϵϰϱ ϭϯϬϬ ϭϰϳϬ ϭϱϳϱ
Ϭ͘ϳϯ ϮϲϬ ϯϭϬ ϯϵϬ ϲϱϬ ϵϲϱ ϭϯϮϱ ϭϱϯϬ ϭϲϯϱ

Page 1280

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Meeting Public Safety and Justice Subcommittee-5/1/2024 complete

1. ¶ For Approval or Correction, the Minutes of the Formal Meeting on Oct. 27, 2021

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2. ¶ For Approval or Correction, the Minutes of the Formal Meeting on Nov. 3, 2021

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3. ¶ For Approval or Correction, the Minutes of the Formal Meeting on Dec. 13, 2023

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4. ¶ Summary

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5. ¶ Liquor License - El Amigos Market

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6. ¶ Liquor License - Edelweiss Biergarten

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7. ¶ Liquor License - Gamers Guild AZ

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8. ¶ Liquor License - Zu Izakaya

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9. ¶ Liquor License - Special Event - Laveen Youth FC (May 23, 2024)

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10. ¶ Liquor License - Special Event - Laveen Youth FC (June 1, 2024)

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11. ¶ Liquor License - Special Event - Laveen Youth FC (Sept. 13, 2024)

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12. ¶ Liquor License - Special Event - GLSEN, Inc.

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13. ¶ Liquor License - Dwntwn The Grand

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14. ¶ Liquor License - Dog Haus Biergarten

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15. ¶ Liquor License - Fast Stop & Go

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16. ¶ Liquor License - Native Grill & Wings

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17. ¶ Liquor License - The Salty Oar Tiki Bar

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18. ¶ Liquor License - Dollar General Store #25371

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19. ¶ City of Goodyear - Annual Water Utility Payment

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20. ¶ City of Buckeye

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21. ¶ United States Environmental Protection Agency

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22. ¶ Arizona Department of Environmental Quality

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23. ¶ Gabriel Roeder Smith & Company Contract 155166

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24. ¶ Settlement of Claim(s) Royal v. City of Phoenix

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25. ¶ Settlement of Claim(s) Collins v. City of Phoenix

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26. ¶ Public Comment on Proposed MOU Between City of Phoenix and Laborers'

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27. ¶ Public Comment on Proposed MOU Between City of Phoenix and American