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DATE:
08/09/91
DATA: 3
DWGS: 3
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DC
48
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BUTLER MANUFACTURING COMPANY
ENGINEERING DATA
CUSTOMER: DON.BROWN
LOCATION: CHICO, CA.
BUILDER: NORTH VALLEY READY -MIX
BUILDING SIZE: 80'X100'X1G' LRF 1:12
BMC ORDER NO.t 04-089257-1
BUILDER ORDER NO.: 91-48
TABLE OF CONTENTS PAGE
DESIGN CRITERIA
D1
SPECIFICATIONS
1
ROOF SECONDARIES
5
WALL SECONDARIES
15
ENDWALL STRUCTURALS
19
LONG. BRACING
23
WALL PANEL
25
ROOF PANEL
27
MISCELLANEOUS DESIGN
NA
FRAME DESIGN
F2
FRAME CONNECTIONS
S2
No. C 0412 1 �
Exp3"3 1'7S
`rjglF IVIl.1Fo���Q
F CRI
DATE: 08/101 D E S I 'G N C R IR I
TIME: 02:52 PM
ORDER # 089257 BUILDER - NORTH VALLEY READY -MIX
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296
COMPLEX - NO (TYPE) (WIDTH) (LENGTH)
UNIT # 1. BLDG DESCRIPTION LRF 80' 0" 100' 0"
-(COLUMN SHAPE) (COLUMN KNEE)
LSW: TAPERED RSW: TAPERED LSW: HORIZONTAL RSW: HORIZONTAL LSW
-----------------------------------------------------------------------
---------------------------------------------------------------------
1. DESIGN SPECIFICATIONS
1.1 All structural mill sections or welded -up plate sections
are designed in accordance with the 1978 edition of the
AISC SPECIFICATION.FOR THE DESIGN, FABRICATION AND
ERECTION OF STRUCTURAL STEEL FOR BUILDINGS.
1.2 All cold -formed structural members are designed in
accordance with the 1986 edition of the AISI SPECIFICATION
FOR THE DESIGN OF. COLD -FORMED STEEL STRUCTURAL MEMBERS.
1.3 All welding shall be done in accordance with the AMERICAN
WELDING SOCIETY CODE FOR BUILDING CONSTRUCTION.
2. MATERIAL SPECIFICATIONS
Built-up Sections .......................... Fy = 50 ksi min.
Wide flange Sections (unless noted) ....... Fy = 36 ksi min.
Cold -formed Members up to .120 thickness .. Fy = 55 ksi min.
over .120 thickness .. Fy = 50 ksi min.
Galvanized Material .. Fy ='42 ksi min.
Brace Rods up to 3/4" diameter ............ Fu = 80 ksi min.
over 3/4" diameter ............ Fu = 70 ksi min.
Roof Cover BRII 28 Gage ........... Fy = 80 ksi min.
Wall Cover BRII 28 Gage ........... Fy = 80 k.si min.
Wall Cover BRII 26 Gage ........... Fy = 42 ksi min.
---------------------------------------------------------------------
A R.E P O R T 4OD1200DDC
PAGE Z>1
-------------------------------------------------------------
BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
PROJ NAME,- DON BROWN ENGR GRP - VISALIA
(HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
16' 0" 20 PSF 80 MPH UBC 88 1.000:12
(COLUMN OFFSET) (GIRT DEPTH)
8" RSW: 8" LSW: 8" RSW: 8"
-------------------------------------------------------------
---------------------------------------------------------
3. SPECIFIED DESIGN LOADS AND BUILDING CODE
3.1 BUILDING CODE:
The 1988 edition of the "Uniform Building
Code" by the International Conference of
Building Officials (ICBG).
3.2 DESIGN LOADS
Dead Load 1.2 + Frame Weight
Roof Live Load 20 psf
Collateral Load 0 psf
Wind Speed 80 mph
Wind Exposure Factor B
Seismic Zone 3
Snow Importance Factor 1.000
Wind Importance Factor 1.000
Seismic Importance Factor 1.000
MBMA County Ground Snow 0 psf
Building Use Category 1
---------------------------------------------------------
1 DESCRIPTION
1.1 GENERAL
The primary structural system consists of rigid frames designed as clear span or with interior columns as a modular rigid
frame. The end frames consist of "C" Section simple beams and posts' or an H—Section modular rigid frame. Purlins and
save struts spanning between the frames support the roof panels. The wall panels span from the base to the eave and may
be supported at the intermediate points by girts spanning between the frames.
1.2 RIGID FRAMES
The rigid frames consist of tapered or straight welded—up plate section exterior columns and roof beams with bolted
splices.- For modular frames, interior columns are straight sections. The minimum yield of the steel used for flanges and
webs is 50 ksi.
1.3 END FRAMES
Endwall framing has two options:
(1) Light gage "c" section members composed of endwall posts and endwall roof beams. The members are fabricated from 55
ksi minimum yield material except that material greater than 0.120" thick is 50 ksi minimum yield'.
(2) H—Section roof beams and posts designed as a modular rigid frame. The minimum yield of the steel used for flanges and
webs is 50 ksi.
1.4 SECONDARY FRAMING
The secondary framing consists of purlins, girts, and eave struts cold—formed from 55 ksi minimum yield material. Purlins
and girts are Z—shaped members and eave struts are C—shaped.
2 DESIGN SPECIFICATIONS
All structural mill sections or welded—up plate sections are designed in accordance -with the AISC SPECIFICATION FOR THE
DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS.
All cold—formed structural members are designed in accordance with the AISI SPECIFICATION FOR THE DESIGN OF COLD—FORMED
STEEL STRUCTURAL MEMBERS.
0A
OD120ODSN
DATE:
08/91
DESIGN
T A R E P
O R T
TIME:
02:52 PM
0-00-01 GLOBAL
DATA
LRF
DESIGN SPECIFICATIONS
PAGE 1
------------------------------------------------------------------------------------------------------------------------------------
ORDER
# 089257
BUILDER — NORTH VALLEY-READY—MIX
BLDR ORDER
# 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR
CONTACT — ANDY WOOD BLDR PHONE
# 916-345-7296
PROJ NAME
— DON BROWN ENGR
GRP — VISALIA
COMPLEX
— NO
(TYPE) (WIDTH)
(LENGTH)
(HEIGHT)
(LIVE) (WIND)
(CODE/YEAR) (SLOPE)
UNIT
------------------------------------------------------------------------------------------------------------------------------------
# 1 BLDG
DESCRIPTION LRF 80' 0"
100, 0"
16, 0"
20 PSF 80 MPH
UBC 88 1.000:12
1 DESCRIPTION
1.1 GENERAL
The primary structural system consists of rigid frames designed as clear span or with interior columns as a modular rigid
frame. The end frames consist of "C" Section simple beams and posts' or an H—Section modular rigid frame. Purlins and
save struts spanning between the frames support the roof panels. The wall panels span from the base to the eave and may
be supported at the intermediate points by girts spanning between the frames.
1.2 RIGID FRAMES
The rigid frames consist of tapered or straight welded—up plate section exterior columns and roof beams with bolted
splices.- For modular frames, interior columns are straight sections. The minimum yield of the steel used for flanges and
webs is 50 ksi.
1.3 END FRAMES
Endwall framing has two options:
(1) Light gage "c" section members composed of endwall posts and endwall roof beams. The members are fabricated from 55
ksi minimum yield material except that material greater than 0.120" thick is 50 ksi minimum yield'.
(2) H—Section roof beams and posts designed as a modular rigid frame. The minimum yield of the steel used for flanges and
webs is 50 ksi.
1.4 SECONDARY FRAMING
The secondary framing consists of purlins, girts, and eave struts cold—formed from 55 ksi minimum yield material. Purlins
and girts are Z—shaped members and eave struts are C—shaped.
2 DESIGN SPECIFICATIONS
All structural mill sections or welded—up plate sections are designed in accordance -with the AISC SPECIFICATION FOR THE
DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS.
All cold—formed structural members are designed in accordance with the AISI SPECIFICATION FOR THE DESIGN OF COLD—FORMED
STEEL STRUCTURAL MEMBERS.
3 METHOD OF ANALYSIS
3.1 RIGID FRAMES
The rigid frame is designed using the stiffness analysis method. The frame is designed with pinned connections at the
column bases. Modular frames with interior columns are designed with pinned connections at the column top. The
indeterminate reaction analysis for this frame uses the energy method considering bending only., To account for the
changing sections of the frame, summations are obtained by dividing the frame into a number of individual sections and
adding the frame coefficients of these sections.
3.2 ENDWALL FRAMING
Endwall framing has two options. Option 1 consists of light gage "C" section endwall roof beams designed as simple span,
simple. span with cantilever, or two span continuous supported by endwall posts designed as pinned end members. Option 2
consists of H -Section roof beams and posts designed as modular rigid frames with or without endwall bracing.
3.2.1 Light Gage "C" Section Option
3.2.1.1 Endwall Posts
Endwall posts will be designed as pinned end members (simple span) to resist the moment and shear caused by wind load
from the tributary wall area; the axial load caused by the vertical forces (dead load, live load, uplift) from the
tributary roof area; and the bending moment caused by the eccentricity of the vertical forces (roof beam attached to
the endwall post -flange). All roof and wall loads will be considered uniformly distributed. Except for the addition
of the moment caused by the roof beam eccentricity, endwall posts will be assumed to be loaded through the shear
center. The posts will be considered adequately braced against torsional-flexuraly buckling by the panels and girts.
Girt locations will be considered inner and outer flange brace points. 'Moments and forces will be determined in
accordance with the above specifications and procedures.
3.2.1.2 Endwall Roof Beams
Endwall roof beams will be designed as simple span, simple span with cantilever, or two span continuous members. All
connections will be considered to provide pinned end support. The roof beams will be designed to resist the shear
and moment caused by the dead load, live load, and wind uplift applied to the tributary roof area. The endwall panel
weight (1.1 psf x eave height) will be deducted from the applied uplift load. The purlin clips will brace the top
and bottom flange of all roof beams. Allowable moment capacity will be computed in accordance with the -AISI
Specification. Moments and forces will be determined in accordance with the above specifications and procedures.
3.2.2 H -Section Option
The rigid frame endwall consists of straight welded -up plate section corner columns, endwall posts, and roof beams with
bolted splices. The minimum yield of the steel used for flanges and webs is 50 ksi. Endwall posts are designed as pinned
end members (simple span) to resist the moment and shear caused by the wind load on the endwall and axial load caused by
the vertical forces from the roof. Some frames will also be designed with rod bracing attached at the base and top of the
endwall post to act in conjunction with the rigid frame action of the frame to resist the force caused by .the wind load on
the sidewalls.
1*A
*D1200DSN
DATE:
08/13/91
\,
D E S I G N T A R E P
O R T
TIME:
02:52 PM
0-00-01 GLOBAL
DATA LRF
DESIGN SPECIFICATIONS PAGE 2
--------------------------------------------------------------------7---------------------------------------------------------------
ORDER
# 089.257
BUILDER - NORTH VALLEY READY -MIX BLDR ORDER
# 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR
CONTACT - ANDY WOOD BLDR PHONE
# 916-345-7296 PROJ NAME
- DON BROWN ENGR GRP - VISALIA
COMPLEX
- NO
(TYPE) (WIDTH)
(LENGTH) (HEIGHT)
(LIVE) (WIND) (CODE/YEAR) (SLOPE)
UNIT
-----------------------------=------------------------------------------------------------------------------------------------------
# 1 BLDG
DESCRIPTION LRF 80 0"
100' 0" 16' 0"
20 PSF 80 MPH UBC 88 1.000:12
3 METHOD OF ANALYSIS
3.1 RIGID FRAMES
The rigid frame is designed using the stiffness analysis method. The frame is designed with pinned connections at the
column bases. Modular frames with interior columns are designed with pinned connections at the column top. The
indeterminate reaction analysis for this frame uses the energy method considering bending only., To account for the
changing sections of the frame, summations are obtained by dividing the frame into a number of individual sections and
adding the frame coefficients of these sections.
3.2 ENDWALL FRAMING
Endwall framing has two options. Option 1 consists of light gage "C" section endwall roof beams designed as simple span,
simple. span with cantilever, or two span continuous supported by endwall posts designed as pinned end members. Option 2
consists of H -Section roof beams and posts designed as modular rigid frames with or without endwall bracing.
3.2.1 Light Gage "C" Section Option
3.2.1.1 Endwall Posts
Endwall posts will be designed as pinned end members (simple span) to resist the moment and shear caused by wind load
from the tributary wall area; the axial load caused by the vertical forces (dead load, live load, uplift) from the
tributary roof area; and the bending moment caused by the eccentricity of the vertical forces (roof beam attached to
the endwall post -flange). All roof and wall loads will be considered uniformly distributed. Except for the addition
of the moment caused by the roof beam eccentricity, endwall posts will be assumed to be loaded through the shear
center. The posts will be considered adequately braced against torsional-flexuraly buckling by the panels and girts.
Girt locations will be considered inner and outer flange brace points. 'Moments and forces will be determined in
accordance with the above specifications and procedures.
3.2.1.2 Endwall Roof Beams
Endwall roof beams will be designed as simple span, simple span with cantilever, or two span continuous members. All
connections will be considered to provide pinned end support. The roof beams will be designed to resist the shear
and moment caused by the dead load, live load, and wind uplift applied to the tributary roof area. The endwall panel
weight (1.1 psf x eave height) will be deducted from the applied uplift load. The purlin clips will brace the top
and bottom flange of all roof beams. Allowable moment capacity will be computed in accordance with the -AISI
Specification. Moments and forces will be determined in accordance with the above specifications and procedures.
3.2.2 H -Section Option
The rigid frame endwall consists of straight welded -up plate section corner columns, endwall posts, and roof beams with
bolted splices. The minimum yield of the steel used for flanges and webs is 50 ksi. Endwall posts are designed as pinned
end members (simple span) to resist the moment and shear caused by the wind load on the endwall and axial load caused by
the vertical forces from the roof. Some frames will also be designed with rod bracing attached at the base and top of the
endwall post to act in conjunction with the rigid frame action of the frame to resist the force caused by .the wind load on
the sidewalls.
3.3 SECONDARY FRAMING
3.3.1 Purlins, Eave Struts, And Girts
Purlins and girts may be designed as simple span or continuous beams. Eave struts are designed as simple span beams. All
members are designed using the stiffness analysis method. The purlins and eave struts are designed for the shear and
moment caused by live load or uplift on the tributary roof area and the axial load caused by wind on the tributary endwall
area. The girts are' designed for the shear and moment caused by wind pressure or suction applied to the tributary wall
area. All loads are assumed uniformly distributed, but tapered and concentrated Toads can be input and considered in the
design. The section is optimized for either allowable forces, moments, or live load deflection in accordance with the
above listed specifications and procedures.
3.3.2 Roof Panels
Panels will be designed as continuous span members. All live or snow loads and wind pressure or suction are assumed
uniformly distributed.
3 . 3 . 3 wall Panels
Panels will be designed as simple span (no girts) or continuous span (with girts) members. The panels will be designed
assuming a uniformly distributed wind pressure or suction. Maximum panel spans will be developed in accordance with the
above specifications and procedures.
3.4 WIND BRACING
The standard'wind bracing is provided by using brace rods. Alternate wall bracing can be provided by using portal frames,
wind posts, or panel diaphragms.
Brace rods will be designed as tension members in accordance with the applicable provisions of AISC. Rods 0.75 inch in
diameter, and less will have a minimum 80 ksi ultimate tensile strength. Rods larger than 0.75 inch in diameter will have
a minimum 70 ksi ultimate tensile strength.
Bracing design based on panel diaphragm action will require a lineal footage of full height panels determined by save
height and wind loading.
0
4D1200DSN
DATE:
08/01
D E S I G N
T A R E P
O R T
TIME:
02:52 PM
0-00-01 GLOBAL
DATA
LRF
DESIGN SPECIFICATIONS PAGE 3
------------------------------------------------------------------------------------------------------------------------------------
ORDER
# 089257
BUILDER - NORTH VALLEY READY -MIX
BLDR ORDER
# 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR
CONTACT - ANDY
WOOD BLDR PHONE
# 916-345-7296
PROJ NAME
- DON BROWN ENGR GRP - VISALIA
COMPLEX - NO
(TYPE) (WIDTH)
(LENGTH)
(HEIGHT)
(LIVE) (WIND) (CODE/YEAR) (SLOPE)
UNIT
------------------------------------------------------------------------------------------------------------------------------------
# 1 BLDG DESCRIPTION LRF 80' 0"
100' 0"
16' 0".
20 PSF 80 MPH UBC 88 1.000:12
3.3 SECONDARY FRAMING
3.3.1 Purlins, Eave Struts, And Girts
Purlins and girts may be designed as simple span or continuous beams. Eave struts are designed as simple span beams. All
members are designed using the stiffness analysis method. The purlins and eave struts are designed for the shear and
moment caused by live load or uplift on the tributary roof area and the axial load caused by wind on the tributary endwall
area. The girts are' designed for the shear and moment caused by wind pressure or suction applied to the tributary wall
area. All loads are assumed uniformly distributed, but tapered and concentrated Toads can be input and considered in the
design. The section is optimized for either allowable forces, moments, or live load deflection in accordance with the
above listed specifications and procedures.
3.3.2 Roof Panels
Panels will be designed as continuous span members. All live or snow loads and wind pressure or suction are assumed
uniformly distributed.
3 . 3 . 3 wall Panels
Panels will be designed as simple span (no girts) or continuous span (with girts) members. The panels will be designed
assuming a uniformly distributed wind pressure or suction. Maximum panel spans will be developed in accordance with the
above specifications and procedures.
3.4 WIND BRACING
The standard'wind bracing is provided by using brace rods. Alternate wall bracing can be provided by using portal frames,
wind posts, or panel diaphragms.
Brace rods will be designed as tension members in accordance with the applicable provisions of AISC. Rods 0.75 inch in
diameter, and less will have a minimum 80 ksi ultimate tensile strength. Rods larger than 0.75 inch in diameter will have
a minimum 70 ksi ultimate tensile strength.
Bracing design based on panel diaphragm action will require a lineal footage of full height panels determined by save
height and wind loading.
DATE:
0 891
D E S I G N* A T
A R E P
O R T
CLL LL WPRESS WSUCT
IOD120ODSN
TIME:
------------------------------------------------------------------------------------------------------------------------------------
02:52 PM
1-02-01 ROOF STRUCTURALS
LEFT
SIDEWALL EAVE STRUTS
PAGE 5
ORDER
# 089257 . BUILDER - NORTH VALLEY READY -MIX
BLDR ORDER
#_ 91-48
BLDR ACCOUNT # 20-04-007-90
BLDR
CONTACT - ANDY WOOD
BLDR PHONE # 916-345-7296
PROJ NAME -
DON BROWN
IENGR
GRP - VISALIA
COMPLEX - NO (TYPE)
UNIT # 1 BLDG DESCRIPTION LRF
------------------------------------------------------------------------=-----------------=-----------------------------------------
(WIDTH) (LENGTH)
80' 0" 100' 0"
(HEIGHT)
16' 0"
(LIVE)
20 PSF
(WIND)
80 MPH
(CODE/YEAR) (SLOPE)
UBC 88 1.000:12
SPANS AND UNIFORM LOADS( FT E PSF)
+---------------------------------------=--------------------+
BAY
SPAN LOAD
UNIFORM LOADS
NUMBER
WIDTH DL
CLL LL WPRESS WSUCT
+------------------------------------------------------------+
MOMENT
1
24.50 1.99 1.2
0.0 20.0 0.0 0.0
2
25.00 1.99 1.2
0.0 20.0 0.0 0.0
3
25.00 1.99 1.2
0.0 20.0 0.0 0.0
4
24.50 1.99 1.2
0.0 20.0 0.0 0.0
NOTES:
MEMBER WEIGHT IS INCLUDED
IN ADDITION TO DEAD LOAD SHOWN.
EAVE-STRUT BRACE LOCATIONS
+----------------------------------------------------------------------------------
BAY
LOCATION/
NUMBER
POSITION
i +----------------------------------------------------------------------------------
1
13.00
TOP
2
12.50
TOP
3
12.50
TOP
4
11.50
TOP
-----------------------
----------------------
---------------------------
--------------------------+
NOTES :
NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL
LOAD COMBINATIONS END FORCES
+------------------------------+------------------------------------------
FRONT
EW
REAR
EW
SHEAR
MOMENT
SHEAR
MOMENT
NO DESCRIPTION (K)
(IN -K)
(K)
(IN -K)
+-----------=------------------+------------------------------------------
1 DL + LL -0.02
0.06
-0.02
-0.06
2 DL + WL (S) 0.00
0.00
0.00
0.00
DATE: 08#91 D E S I G N OA T A R E P O R T
'rPD120ODSN
TIME: 02:52 PM 1-02-01 ROOF STRUCTURALS LEFT SIDEWALL EAVE STRUTS
------------------------------------------------------------------------------------------------------------------------------------
PAGE 6
ORDER # 089257 BUILDER - NORTH VALLEY READY-MIX BLDR ORDER # 91-48 BLDR ACCOUNT
# 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP
- VISALIA
COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR)
(SLOPE)
UNIT # 1 BLDG DESCRIPTION LRF 80' 0" 100' 0" 16' 0" 20 PSF 80 MPH UHC
------------------------------------------------------------------------------------------------------------------------------------
88 1.000:12
SECTION PROPERTIES (ACTUAL FURNISHED PART)
+-------------------------------------------------------------------
BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY
NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4)
+-------------------------------------------------------------
1 0540154 299-4 8.00 0.094 0.060 55.00 3.50 0.31 1.13 1.53 15.32 2.63
2 0540154 299-4 8.00 0.094 0.060 55.00 3.50 0.31 1.13 1.53 15.32 2.63
3 0540154 299-4 8.00 0.094 0.060 55.00 3.50 0.31 1.13 1.53 15.32 2.63
4 0540154 299-4 8.00 0.094 0.060 55.00 3.50 0.31 1.13 1.53. 15.32 2.63
NOTES: MINTHK = MINIMUM DESIGN THICKNESS
DESIGN DATA SUMMARY
+----------------------------------------------------------------------------------------------------------------
BAY *********** SHEAR *********** *********** COMBINED AXIAL 6 BENDING ********** * COMBINED SHEAR 4 BENDING
** STRUT LOAD
NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC
LD ACT ALLOW
+----------------------------------------------------------------------------------------------------------------
1 0.0 0.6 9.7 0.058 1 12.2 40.9 111.4 0.00 29.30 0.368 1 12.2 0.1 40.9 0.135
1 1.1 26.4
2 0.0 0.6 9.7 0.059 1 12.5 42.7 111.4 0.00 29.30 0.383 1 12.5 -0.1 42.7 0.147
1 4.8 26.8
3 0.0 0.6 9.7 0.059 1 12.5 42.7 111.4 0.00 29.30 0.383 1 12.5 -0.1 42.7 0.147
1 1.1 26.4
4 .24.5 -0.6 9.7 0.058 1' 12.2 40.9 111.4 0.00 29.30 0.368 1 12.2 -0.1 40.9 0.135
1 1.1 26.4
NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR
ACTV = CRITICAL SHEAR (KIPS)
ALLV = ALLOWABLE SHEAR (KIPS)
CSRV =.COMBINED STRESS RATIO AT CRITICAL SHEAR
XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT
ACTM = CRITICAL MOMENT (IN-KIPS)
ALLM = ALLOWABLE MOMENT (IN-KIPS)
ACTH = ACTUAL AXIAL FORCE (KIPS)
ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT
CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition)
XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING
ACTVC = SHEAR (KIPS) AT COMBINED LOCATION
ACTMC = MOMENT (IN-KIPS) AT COMBINED LOCATION
CSRC = COMBINED STRESS RATIO AT.CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition)
LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK
ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD
ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND
10A
*1200DSN
DATE: 08/31 D E S I G N T A R E P O R T
TIME: 02:52.PM 1-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS
PAGE 7
------------------------------------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 91-48 BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP -
VISALIA
COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION LRF 801 0" 100' 0" 16' 0" 20 PSF 80 MPH UBC
--------------------------------------------------------=---------------------------------------------------------------------------
88 1.000:12
SPANS AND UNIFORM LOADS( FT & PSF)
+------------------------------------------------------------+
BAY SPAN LOAD UNIFORM LOADS
NUMBER WIDTH DL CLL LL WPRESS• WSUCT
+------------------------------------------------------------+
1 24.50 1.99 1.2 0.0 20.0 0.0 0.0
2 25.00 1.99 1.2 0.0 20.0, 0.0 0.0
3 25.00 1.99 1.2 0.0 20.0 0.0 0.0
4 24.50 1.99 1.2 0.0 20.0 0.0 0.0
NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN.
EAVE STRUT BRACE LOCATIONS
+---------------=------------------------------------------------------------------
BAY LOCATION/
NUMBER POSITION
+---------------------------------------------------------------------------------------------------------------+
1 13.00
TOP
2 12.50
TOP
3 12.50
TOP
4 11.50
TOP
NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL
LOAD COMBINATIONS END FORCES
+------------------------------+------------------------------------------
FRONT EW REAR EW
SHEAR MOMENT SHEAR MOMENT
NO DESCRIPTION (K) (IN -K)' (K) (IN -K)
--------------=----------------+------------------------------------------
1 DL + LL -0.02 0.06 -0.02 -0.06
2 DL + WL (S) 0.00 0.00 0.00 0.00
DATE: 08*1
D E S I G N 10A
T A R E P O
R T
*120ODSN
TIME: 02:52 PM
--------------------------=-------------------------------------------------------------------------------------------=-------------
1-02-01 ROOF STRUCTURALS
RIGHT
SIDEWALL EAVE STRUTS
PAGE 8
ORDER # 089257
BUILDER - NORTH VALLEY READY -MIX
BLDR ORDER #
91-48 BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296
PROJ NAME -
DON BROWN ENGR GRP -
VISALIA
COMPLEX - NO
-(TYPE) (WIDTH) (LENGTH)
(HEIGHT)
(LIVE) (WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG
------------------------------------------------------------------------------------------------------------------------------------
DESCRIPTION LRF 80' 0" 100' 0"
16' 0"
20 PSF 80 MPH UBC
88 1.000:12
SECTION PROPERTIES (ACTUAL FURNISHED PART)
1.1 26.4
4
24.5
+-------------------------------------------------------------------------
0.00 29.30 0.368 1 12.2 -0.1
BAY PART
LENGTH DEPTH THICK MINTHK FY FLG
RAD LIP
AREA. IX IY
= DISTANCE (FEET) FROM LEFT SUPPORT TO POINT
NUMBER NUMBER
(IN) (IN) (IN) (IN) (KSI) (IN)
(IN) (IN)
(IN**2) (IN**4) (IN**4)
ACTV
+------------------------------=-------------------------------------------------------------------------------+
1 0540154
299-4 8.00 0.094 0.060 55.00 3.50
0.31 1.13
1.53 15.32 2.63
= ALLOWABLE SHEAR (KIPS)
2 0540154
299-4 8.00 0.094 .0.060 55.00 3.50
0.31 1.13
1.53 15.32 2.63
CSRV
3 0540154
299-4 8.00 0.094 0.060 55.00 3.50
0.31 1.13
1.53 15.32 2.63
4 0540154
299-4 8.00 0.094 0.060 55.00 3.50
0.31 1.13
1.53 15.32 2.63
NOTES: MINTHK = MINIMUM DESIGN THICKNESS
DESIGN DATA SUMMARY
+------------------------------------
---------------------------------------------------------------------------------
BAY
*********** SHEAR *********** *********** COMBINED
AXIAL 6 BENDING ********** * COMBINED
SHEAR 6 BENDING *•
STRUT LOAD
NUM
XV '
ACTV ALLV CSRV LD XM ACTM ALLM
ACTA ALLA CSRB LD' XC ACTVC
ACTMC CSRC LD
ACT ALLOW
+-------------------------------------------------------------------------------
1
0.0
0.6 9.7 0.058 1 12.2 40.9 111.4
0.00 29.30 0.368 1 12.2 0.1
40.9 0.135 1
1.1 26.4
2
0.0
0.6 9.7 0.059 1 12.5 42.7 111.4
0.00 29.30 0.383 1 12.5 -0.1
42.7 0.147 1
4.8 26.8
3
0.0
0.6 9.7 0.059 1 12_5. 42.7 111.4
0.00 29.30 0.383 1 12.5 -0.1
42.7 0.147 1
1.1 26.4
4
24.5
-0.6 9.7 0.058 1 12.2 40.9 111.4
0.00 29.30 0.368 1 12.2 -0.1
40.9 0.135 1
1.1 26.4
NOTES:
XV
= DISTANCE (FEET) FROM LEFT SUPPORT TO POINT
OF CRITICAL SHEAR
ACTV
= CRITICAL SHEAR (KIPS)
ALLV
= ALLOWABLE SHEAR (KIPS)
CSRV
= COMBINED STRESS RATIO AT CRITICAL SHEAR
XM
= DISTANCE (FEET) FROM LEFT SUPPORT TO POINT
OF CRITICAL MOMENT
ACTM
= CRITICAL MOMENT (IN -KIPS)
ALLM
= ALLOWABLE MOMENT (IN -KIPS)
ACTA
= ACTUAL AXIAL FORCE (KIPS)
ALLA
= ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE
OF MOMENT
CSRB
= COMBINED STRESS RATIO AT CRITICAL MOMENT
(* indicates overstress condition)
XC
= DISTANCE (FEET) FROM LEFT SUPPORT TO POINT
OF CRITICAL COMBINED SHEAR AND BENDING
ACTVC
= SHEAR (KIPS) AT COMBINED LOCATION
ACTMC
= MOMENT (IN -KIPS) AT COMBINED LOCATION
CSRC
= COMBINED STRESS RATIO AT CRITICAL COMBINED
SHEAR AND BENDING (* indicates overstress
condition)
LD
= CONTROLLING LOAD COMBINATION FOR GIVEN LOAD
CHECK
ACT
= MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD
ALLOW
= ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION
WITH CONTROLLING MOMENT DUE TO WIND
SPANS- AND UNIFORM LOADS (FT & PSF)
-------------------------------------=--------------------+
BAY
SPAN
*A
PERIMETER
0120ODSN
DATE:
08/1T/91
D E S I G N
T A R E P
O R T
NUMBER
TIME:
02:52 PM
1-02-01 ROOF STRUCTURALS
LEFT
SLOPE PURLINS
PAGE 9
---------------------------------7--------------------------------------------------------------------------------------------------
ORDER
# 089257
BUILDER - NORTH VALLEY READY -MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT # 20-04-007-90
BLDR
CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296
PROJ NAME
- DON BROWN
ENGR GRP - VISALIA
COMPLEX
- NO
(TYPE) (WIDTH) (LENGTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT
------------------------------------------------------------------------=-----------------------------------------------------------
# 1 BLDG
DESCRIPTION LRF 80' 0" 100' 0"
16' 0"
20 PSF
80 MPH UBC 88 1.000:12
SPANS- AND UNIFORM LOADS (FT & PSF)
-------------------------------------=--------------------+
BAY
SPAN
LOAD
PERIMETER
UNIFORM
LOADS
NUMBER
LAP
PURLIN
NUMBER
LL
WIDTH
DL
CLL
LL
WPRESS
WSUCT
LEFT
RIGHT
TYPE
+-------------------------------------------------------------------------------------+
4.49
1.2
0.0
20.0
0.0
23.8
2
25.00
4.49
1
24.50
5.00
1.2
0.0.
20.0
0.0
13.1
1.2
1.00
CONTINUOUS
2
25.00
5.00
1.2
0.0
20.0
0.0
13.1
2.00
1.00
CONTINUOUS
3
25.00
5.00
1.2
0.0
20.0
0.0
13.1
1.00
2.00
CONTINUOUS
4
24.50
5.00
1.2
0.0
20.0
0.0
13.1
1.00
CONTINUOUS
NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN.
PERIMETER LOADS (FT & PSF)
+------------------------------------------------------------+
BAY
SPAN
LOAD
PERIMETER
LOADS
NUMBER
WIDTH
DL
CLL
LL
WPRESS
WSUCT
+-------------------=----------------------------------------+
1
24.50
4.49
1.2
0.0
20.0
0.0
23.8
2
25.00
4.49
1.2
0.0
20.0
0.0
23.8
3
25.00
4.49
1.2
0.0
20.0
0.0
23.8
4
24.50
4.49
1.2
0.0
20.0
0.0
23.8
PURLIN BRACE 'LOCATIONS
+---------------------------------------------------------------------------------------------=-----------------+
BAY LOCATION/
NUMBER POSITION
+---------------------------------------------------------------------------------------------------------------+
1 13.00
TOP
2 .12.50
TOP
3 12.50
TOP
4 11.50
TOP
NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL
NOTES: MINTHK = MINIMUM DESIGN THICKNESS
01200DSN
DATE: 08/*91
D E S I G N A T A R E P O R T
TIME: 02:52 PM
1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS
PAGE 10
--------------------------------------7---------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - ANDY WOOD
BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN
ENGR GRP -
VISALIA
COMPLEX - NO
(TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION LRF 80' 0" 100' 0" 16' 0" 20 PSF 80
------------------------------------------------------------------------------------------------------------------------------------
MPH UBC
88 1.000:12
LOAD COMBINATIONS
END FORCES
+------------------------------+-----------------------------------------+
FRONT EW REAR EW
SHEAR MOMENT SHEAR MOMENT
NO DESCRIPTION
(K) (IN -K) (K) (IN-K)
+------------------------------+-----------------------------------------+
1 DL + LL
-0.05 0.15 -0.05 -0.15
2 DL + WL
(S) 0.02 -0.08 0.02 0.08
SECTION PROPERTIES (ACTUAL
FURNISHED PART)
+----------------------------------------------------------------------------------------------------------------
BAY PART LENGTH
DEPTH THICK MINTHK FY FLG RAD LIP AREA IX
IY
NUMBER NUMBER (IN)
(IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4)
(IN**4)
+----------------------------------------------------------------------------------------------------------------
1 0530524 323-4
8.00 0.080 0.072 55.00 2.63 0.25 0.88 1.16 11.24
2.03
2 0530523 323-4
8.00 0.068 0.063 55.00 2.63 0.25 0.81 0.98 9.52
1.66
3 0530523 323-4
8.00 0.068 0.063 55.00 2.63 0.25 0.81 0.98 9.52
1.66
4 0530524 323-4
8.00 0.080 0.072 55.00 2.63 0.25 0.88 1.16 11.24
2.03
NOTES: MINTHK = MINIMUM DESIGN THICKNESS
10
DATE: 08/13/91 D E S I G N D A T A R E P O R T 1200DSN
TIME: 02:52 PM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 11
-----------------------------
--------------------------
--------------------------------------------------------------------------------
ORDER # 089257 BUILDER NORTH VALLEY READY=MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
COMPLEX - NO (TYPE)' (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION LRF 80' 0" 100' 0" 16' 0" 20 PSF 80 MPH ------UBC 88 1.000:12
---------------------------------------------------------------------------------------
DESIGN DATA SUMMARY
------------------------+
-------=-----------------------------------------------------------------------
BAY *********** SHEAR *****'****** ********""* COMBINED AXIAL BENDING ********** ** COMBINED SHEAR fi BENDING ** STRUT LOAD
NUM XV ACTV ALLV CSRV. LD XM ACTM . ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW
+-----------------------------------------------------------------------------------------------------+
-----------------------------
1 23.5 -1.5 5.8 0.260'1. 1 23.5 -64.7 82.9 0.00 20.20 0.781 1 23.5 -1.5 -64.7 0.677 1 7.1
2 2.0 1.2 3.6 0.344 •1 2.0 -51.5 66.1 0.00 15.20 0.779 1 2.0 1.2 -51.5 0.703 1 10.1
3 23.0 -1.2 3.6 0.344 1 23.0 -51.5 66.1 0.00 15.20 0.779 1 23.0 -1.2 -51.5 0.703 1 10.1
4 1.0 1.5 5.8 0.26.0 1 1.0 -64.7 82.9 0.00 20.20 0.781 1 1.0 1.5 -64.7 0.677 1 7.1
NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR.
ACTV = CRITICAL SHEAR (KIPS)
ALLV = ALLOWABLE SHEAR (KIPS)
CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR
XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT
ACTM = CRITICAL MOMENT (IN -KIPS)
ALLM• = ALLOWABLE MOMENT (IN -KIPS)
ACTA = ACTUAL AXIAL FORCE (KIPS)
ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT
CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition)
XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING
ACTVC = SHEAR (KIPS) AT COMBINED LOCATION
ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION
CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition)
LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK
ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD
ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND
DATE:
08/01
D E S I G N A T
A R E P
O R T
OD1200DSN
TIME:
-------------•-----------------------------------------------------------------------------------------------------------------------
02:52 PM
1-02-01 ROOF STRUCTURALS
RIGHT
SLOPE PURLINS
PAGE 12
ORDER
# 089257 BUILDER - NORTH VALLEY READY -MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT # 20-04-007-90
BLDR
CONTACT - ANDY WOOD
BLDR PHONE # 916-345-7296
PROJ NAME -
DON BROWN
ENGR GRP - VISALIA
COMPLEX
- NO (TYPE)
(WIDTH) (LENGTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT
------------------------------------------------------------------------------------------------------------------------------------
# 1 BLDG DESCRIPTION LRF
80', 0" 100' 0"
16' 0"
20 PSF
80 MPH UBC 88 1.000:12
SPANS AND UNIFORM LOADS (FT & PSF)
------------------------------------ =-------------------------------------------------+
BAY
SPAN
LOAD
CLL
NUMBER
UNIFORM
LOADS
DL
+----------------------------
LAP
PURLIN
NUMBER
24.50
WIDTH
DL
CLL
LL
WPRESS
WSUCT
LEFT
RIGHT
TYPE
+------------------------------------------------------------------------------
4
24.50
4.49
1.2
1
24.50
5..00
1.2
0.0
20.0
0.0
13.1
1.00
CONTINUOUS
2
25.00
5.00
1.2
0.0
20.0
0.0
13.1
2.00
1.00
CONTINUOUS
3
25.00
5.00
1.2
0.0
20.0
0.0
13.1
1.00
2.00
CONTINUOUS
4
24.50
5.00
1.2
0.0
20.0
0.0
13.1
1.00
CONTINUOUS
NOTES: MEMBER WEIGHT IS INCLUDED IN_ ADDITION TO DEAD LOAD SHOWN.
PERIMETER LOADS (FT & PSF)
+----------------------------
BAY
SPAN
LOAD
CLL
NUMBER
WPRESS
WIDTH
DL
+----------------------------
0.0
20.0
1
24.50
4.49
1.2
2
25.00
4.49
1.2
3
25.00
4.49
1.2
4
24.50
4.49
1.2
-------------------------------+
•PERIMETER
LOADS
CLL
LL
WPRESS
WSUCT
-------------------------------+
0.0
20.0
0.0
23.8
0.0
20.0
0.0
23.8
0.0:
20.0
0.0
23.8
0.0
20.0
0.0
23.8
PURLIN BRACE LOCATIONS
+--------------------------------------------------------------------------------------------------
BAY LOCATION/
NUMBER POSITION
+---------------------------------------------------------------------------------------------------------------+
1 13.00
TOP
2 12.50
TOP
3 . 12.50
TOP
4 11.50
TOP
NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE'FRONT ENDWALL
LOAD COMBINATIONS END FORCES
---+--------------------
FRONT EW
SHEAR MOMENT
NO DESCRIPTION (K) (IN -K)
------------ L ------------------+--------------------1 DL + LL -0.05 0.15
2 DL + WL (S)' 0.02 -0.08
SECTION PROPERTIES (ACTUAL FURNISHED PART)
------------------------------------------
BAY
PART
LENGTH
DEPTH
*120ODSN
MINTHK
NUMBER
D E S Y G N IJ`
A T A R E P
O R T
(IN)
DATE:
08/13/91
1-02-01 ROOF STRUCTURALS
RIGHT
SLOPE PURLINS
PAGE 13
TIME:
02:52 PM
323-4
8.00
0.080
0.072
--------------------------------------=
# 089257
----------------=-------------------------------------------------------------
BUILDER NORTH VALLEY READY -MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT # 20-04-007-90
ORDER
BLDR
CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296
PROJ NAME -
DON BROWN
ENGR GRP - VISALIA
(WIND) (CODE/YEAR) (SLOPE)
COMPLEX
- NO
(TYPE) (WIDTH) (LENGTH)
.0"
(HEIGHT)
(LIVE)
80 88 1.000:12
UNIT
----------------------------------------------------
# 1 BLDG
DESCRIPTION LRF 80' 0"100'
------------------------
16' 0"----------20-
PSF
MPH ------UBC
LOAD COMBINATIONS END FORCES
---+--------------------
FRONT EW
SHEAR MOMENT
NO DESCRIPTION (K) (IN -K)
------------ L ------------------+--------------------1 DL + LL -0.05 0.15
2 DL + WL (S)' 0.02 -0.08
SECTION PROPERTIES (ACTUAL FURNISHED PART)
------------------------------------------
BAY
PART
LENGTH
DEPTH
THICK
MINTHK
NUMBER
NUMBER
(IN)
(IN)
(IN)
(IN)
+----------------------------------------------------
(IN)
(IN**2)
(IN**4)
(IN**4)
1
0530529
323-4
8.00
0.080
0.072
2
0530523
323-4
8.00 '.0.068
_2.03
0.063
3
0530523
323-4
8.00
0.068
0.063
4
0530524
323-4
8.00
0.080
0.072
NOTES:
MINTHK =
MINIMUM DESIGN THICKNESS
0.25
-----------------+
REAR EW
SHEAR MOMENT
(K) (IN -K)
-----------------+
-0.05 -0.15
0.02 0.08
-------------------------------------------------------
FY
FLG
RAD
LIP
AREA
IR
IY
(KSI)
(IN)
(IN)
(IN)
(IN**2)
(IN**4)
(IN**4)
---------------------------------------------------------+
55.00
2.63
0.25
0.88
1.16
11.24
_2.03
55.00
2.63
0.25
0.81
0.98
9.52
1.66
55.00
2.63
0.25
0.81
0.98
9.52
1.66
55.00
2.63
0.25
0.88
1.16
11.24
2.03
40DATE: 08/ 191 D E S I G'N A T A R E P O R T1200DSN
TIME: 02:52 PM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 14
------------------------------------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION LRF 80' 0" 100' 0" 16' 0" 20 PSF 80 MPH UBC 88 1.000:12
------------------------------------------------------------------------------------------------------------------------------------
DESIGN DATA SUMMARY
+----------------------------------------------------------------------------------------------------------------------------------+
BAY *********** SHEAR.********-*** *********** COMBINED AXIAL 6 BENDING ********** ** COMBINED SHEAR BENDING ** STRUT LOAD
NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW
+-----------------------------------------------------------------------------------------=----------------------------------------+
1 23.5 -1.5 5.8 0.260 1 23.5 -64.7 82.9 . 0.00 20.20 0.781 1 23.5 -1.5 -64.7 0.677 1 7.1
2 2:0 1.2 3.6 0.344 1 2.0 -51.5 66.1 0.00 15.20 0.779 1 2.0 1.2 -51.5 0.703 1 10.1
3 23.0 -1.2 3.6 0.344 1 23.0 -51.5 66.1 0.00 15.20 0.779 1 23.0 -1.2 -51.5 0.703 1 10.1
4 1.0 1.5 5.8 0.260 1 1.0 -64.7 82.9 0.00 20.20 0.781 1 1.0 1.5 -64.7 0.677 1 7.1
NOTES: XV = DISTANCE (FEET) FROM LEFT S.UPPORT TO POINT OF CRITICAL SHEAR
ACTV = CRITICAL SHEAR (KIPS)
ALLV = ALLOWABLE SHEAR (KIPS)
CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR
XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT
ACTM = CRITICAL MOMENT (IN -KIPS)
ALLM = ALLOWABLE MOMENT (IN -KIPS)
ACTA = ACTUAL AXIAL FORCE (KIPS)
ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT
CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition)
XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING
ACTVC = SHEAR (KIPS) AT COMBINED LOCATION
ACTMC =.MOMENT (IN=KIPS) AT COMBINED LOCATION
CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition)
LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK
ACT =.MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD
ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND
DATE: 08/101 D E S I G N T A R E P O R T *120ODSN'
TIME: 02:5.2 PM 1-03-01 SIDEWALL STRUCTURALS LEFT SIDEWALL GIRTS PAGE 15
-------------=----------------------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION LRF 80' 0" 100' 0" 16' 0" 20 PSF 80 MPH UBC 88 1.000:12
--------------------------- --------------------------------------------------------------------------------------------------------
SPANS AND UNIFORM LOADS (FT 4 PSF)
----------------------------------------------------------- =----------+
BAY SPAN LOAD UNIFORM LOADS LAP GIRT
NUMBER WIDTH WPRESS WSUCT LEFT RIGHT TYPE
----------------------------------------------------------------------+
1 24.50 .7.50 14.3 13.1 1.00 CONTINUOUS
2 25.00 7.50 14.3 13.1 2.00 1.00 CONTINUOUS
3 25.00 7.50 14.3 13.1 1.00 2.00 CONTINUOUS
4 24.50 7.50 14.3 13.1 1.00 CONTINUOUS
GIRT BRACE LOCATIONS
--------------------------------------+
BAY LOCATION/
NUMBER POSITION
+----=--------------------------------+
1 NO BRACES FOR THIS SECTION
2 NO BRACES FOR THIS SECTION
3 NO BRACES FOR THIS SECTION
4 NO BRACES FOR THIS SECTION
NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL
LOAD COMBINATIONS
-------------------------------+
NO DESCRIPTION
-------------------------------+
1 WIND PRESSURE
2 WIND SUCTION
GIRT LOCATIONS
----------------------------------------------------------------------------------------------- +
BAY --------------------
GIRT
NUMBER LOCATIONS
-------------------------------------------------------------------------------------------------------
1 7.50
2 7.50
3 7.50
4 7.50
DATE: 08/01
BAY
************
D E S I G N O
T A R E P O
R T
***********
0120ODSN
TIME: 02:52 PM
------------------------------------------------------------------------------------------------------------------------------------
�;1-03-01 SIDEWALL
STRUCTURALS
LEFT SIDEWALL
GIRTS
NUMBER
PAGE 16
ORDER # 089257
BUILDER -.NORTH VALLEY READY -MIX
CSRV LD
BLDR ORDER #
91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - ANDY WOOD
BLDR PHONE #
916-345-7.296
PROJ NAME -
DON BROWN
ENGR GRP -
VISALIA
COMPLEX - NO
(TYPE) (WIDTH)
(LENGTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION LRF 80' 011'
------------------------------------------------------------------------------------------------------------------------------------
100' 0"
16' 0"
20 PSF
80 MPH UBC
88 1.000:12
SECTION PROPERTIES
(ACTUAL
FURNISHEDPART)
1
2
2.0
1.2
3.3
--------------------------- ------------------------------------------------------- ------------------------------
2.0 -51.2
74.3
BAY PART
LENGTH
DEPTH THICK MINTHK
FY FLG
RAD LIP
AREA IX
IY
23.0
NUMBER NUMBER
(IN)
(IN) (IN) (IN)
(KSI) (IN)
(IN) (IN)
(IN**2) (IN**4)
(IN**4)
23.0 -1.2
---------------------------------------------------------------------------------------------------------------+
' 0.599
1
1 0530519
323-4
8.00 0.068 0.061
55.00 2.63
0.25 0.81
0.98 9.52
1.66
0.86'7
2 0530348
323-4
8.00 0.060 0.060
55.00 2.63
0.25 0.75
0.86 8.35
1.40
3 0530348
323-4
8.00 0.060 0.060
55.00 2.63
0.25 0.75
0.86 8.35
1.40
4 0530519
323-4
8.00 0.068 0.061
55.00 2.63
0.25 0.81
0.98 9.52
1.66
NOTES: MINTHK = MINIMUM DESIGN THICKNESS
DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN)
---------7---------------------------------------------------------------------
BAY
************
SHEAR
************
***********
BENDING
**************
. * * COMBINED
SHEAR 6
BENDING *****
NUMBER
XV
ACTV
ALLV
CSRV LD
XM ACTM
ALLM
CSRB,
LD
XC ACTVC
ACTMC
CSRC
LD
--------------------------------------------------------------------------------------------------------------------------+
1
23.5
-1.5
4.8
0.313 1
9.8 -54.5
62.8
0.867
2
23.5 -1.5
-64.2
0.609
1
2
2.0
1.2
3.3
0.371 1
2.0 -51.2
74.3
0.688
1
2.0 1.2
-51.2
0.599
1
3
23.0
-1.2
3.3
0.371 1
23.0 -51.2
74.3
0.688
1
23.0 -1.2
-51.2
' 0.599
1
4
1.0
1.5
.4.8
0.313 1
14.7 -54.5
62.8
0.86'7
2
1.0 1.5
-64.2
0.609
1
NOTES: XV
ACTV
ALLV
CSRV
XM
ACTM
ALLM
CSRB
XC
ACTVC
ACTMC
CSRC
LD
= DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR
= CRITICAL SHEAR (KIPS)
= ALLOWABLE SHEAR (KIPS)
= COMBINED STRESS RATIO AT CRITICAL SHEAR (* indicates overstress condition)
= DISTANCE (FEET) FROM.LEFT SUPPORT TO POINT OF CRITICAL MOMENT
= CRITICAL MOMENT (IN. -KIPS)
= ALLOWABLE MOMENT (IN. -KIPS)
= COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition)
= DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING
= SHEAR AT COMBINED LOCATION
= MOMENT AT COMBINED LOCATION
= COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition)
= CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK
GIRT BRACE LOCATIONS
+-------------------------------------+
BAY LOCATION/
NUMBER POSITION
+-------------------------------------+
1 NO BRACES FOR THIS SECTION
2 NO BRACES FOR THIS SECTION
3 NO BRACES FOR THIS SECTION
4 NO BRACES FOR THIS SECTION
NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL
LOAD COMBINATIONS
+------------------------------+
NO DESCRIPTION
+------------------------------+
1 WIND PRESSURE
2 WIND SUCTION
GIRT LOCATIONS
-----------------
BAY
NUMBER
-------------------------------------- -----------
1 7.50
2 7.50
3 7.50
4 7.50
------------------------------------------
GIRT
LOCATIONS
------------------------------------------
4OD120ODSN
DATE: 08 13/91
D E S I G N A T
A R E P O R T
TIME: 02:52 PM 1-03-01 SIDEWALL STRUCTURALS
RIGHT SIDEWALL GIRTS
PAGE 17
------------------------------------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER - NORTH
VALLEY READY -MIX
BLDR ORDER # 91-48
BLDR ACCOUNT # '20-04-007-90
BLDR CONTACT - ANDY WOOD
BLDR PHONE # 916-345-7296
PROJ NAME - DON BROWN
ENGR GRP - VISALIA
COMPLEX - NO (TYPE)
(WIDTH) (LENGTH)
(HEIGHT) (LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION LRF
-------------------------------------------------------------------------------------=----------------------------------------------
80' 0" 100' 0"
16' 01 20 PSF
80 MPH USC 88 .1.000:12
SPANS AND UNIFORM LOADS (FT & PSF)
---------------+
BAY SPAN LOAD UNIFORM LOADS
LAP GIRT
NUMBER WIDTH WPRESS WSUCT
LEFT RIGHT TYPE
+---------------------------------------------------------------------+
1 24.50 7.50 14.3 13.1
1.00 CONTINUOUS
2 25.00 7.50 14.3 13.1
2.00 1.00 CONTINUOUS
3 25.00 7.50 14.3 13.1
1.00 2.00 CONTINUOUS
4 24.50 7.50 14.3 13.1
1.00 CONTINUOUS
GIRT BRACE LOCATIONS
+-------------------------------------+
BAY LOCATION/
NUMBER POSITION
+-------------------------------------+
1 NO BRACES FOR THIS SECTION
2 NO BRACES FOR THIS SECTION
3 NO BRACES FOR THIS SECTION
4 NO BRACES FOR THIS SECTION
NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL
LOAD COMBINATIONS
+------------------------------+
NO DESCRIPTION
+------------------------------+
1 WIND PRESSURE
2 WIND SUCTION
GIRT LOCATIONS
-----------------
BAY
NUMBER
-------------------------------------- -----------
1 7.50
2 7.50
3 7.50
4 7.50
------------------------------------------
GIRT
LOCATIONS
------------------------------------------
NOTES: MINTHK = MINIMUM DESIGN THICKNESS
DESIGN
DATA SUMMARY (MAXIMUM CONDITIONS SHOWN)
------------
EBBE-------EBBE-EBBE-----BEND-----EBBE-+
9
E P O
R T1200DSN
** COMBINED SHEAR
fi BENDING
DATE: 08/13/91PAGE
gpy
1-03-01
D
SYDEWALL
E S I G N T A
STRUCTURALS
R
RIGHT
SIDEWALL GIRTS
ACTMC CSRC
18
TIME: 02:52 PM
XV
ACTV ALLV
---------
---------------------------------------EBBEEBBE--
_______________
ORDER # 089257
--------------------------------------------------
BUILDER - NORTH
VALLEY
READY -MIX
- 64.2 0.609
BLDR
ORDER #
91-98
BLDR ACCOUNT #
ENGR GRP -
20-04-007-90
VISALIA
BLDR CONTACT - ANDY
WOOD
BLDR
PHONE #
916-345-7296 PROJ NAME -
(HEIGHT)
DON BROWN
(LIVE)
(WIND) (CODE/YEAR) (SLOPE)
COMPLEX - NO
(TYPE)
(WIDTH)
-51.2 0.599
(LENGTH)
16'--0=----------20
23.0
PSF 80
MPH
88 1.000:12
UNIT # 1 BLDG DESCRIPTION
---------------------------------------------------------------
LRF
80'
0"
100'
0"
-
------UBC-
SECTION PROPERTIES
(ACTUAL FURNISHED
PART)
XV =
DISTANCE (FEET) FROM LEFT SUPPORT TO POINT
-------------------------------------------EBBE-+
SHEAR
+-EBBE---------------------------------------------------EBBE--
LENGTH DEPTH
THICK
MINTHK
FY
FLG RAD
LIP
AREA IX
I
ALLV =
BAY PART
(IN)
(IN)
(IN)
(KSI)
(IN) (IN)
(IN)
** **
(IN 2) (IN 4)
**
(IN 4)
OF CRITICAL
NUMBER NUMBER
(IN)
-----------------------------------------------+
CRITICAL MOMENT (IN. -KIPS)
----------------------------------------------
8.00
0.068
0.061
55.00
2.63 0:25
0.81
0.98 9.52
1.66
1 0530519
323-4
323-4 8.00
0.060
0.060
55.00
2.63 0.25
0.75
0.86 8.35
1.40
ACTVC =
2 0530348
0530348
323-4 8.00
0.060
0.060
55.00
2.63 0.25
0.75
0.86 8.35
1.40
SHEAR AND BENDING
3
4 0530519
323-4 8.00
0.068
0.061
55.00
2.63 ' 0.25
0.81
0.98 9.52
1.66
NOTES: MINTHK = MINIMUM DESIGN THICKNESS
DESIGN
DATA SUMMARY (MAXIMUM CONDITIONS SHOWN)
------------
EBBE-------EBBE-EBBE-----BEND-----EBBE-+
+----------EBBE--EBBE---EBBE--
------------- ----------------------------
*****:****** ***********
BENDING **************
** COMBINED SHEAR
fi BENDING
*****
gpy
************
SHEAR
CSRV LD XM ACTM
ALLM
CSRB LD
ACTVC
ACTMC CSRC
LD
NUMBER
XV
ACTV ALLV
---------
------XC-
--------------------EBBE-EBBE-+
---------------------------------------------EBBE--
-
9.8 54.5
62.8
0.867 2
_
23.5 1.5
- 64.2 0.609
1
23.5
-1.5 4.8 0.313 1
1 2.0 -51.2
74.3
0.688 1
2.0 1.2
-51.2 0.599
1
2
2.0
1.2 3.3 0.371
1 23.0 -51.2
74.3 '
0.688 1
23.0 -1.2
-51.2 0.599
1
3
23.0
-1.2 3'.3 0.371
0.313 1 14.7 -54.5
62.8
0.867 2
1.0 1.5
-64.2 0.609
1
4
1.0
1.5 4.8
NOTES:
XV =
DISTANCE (FEET) FROM LEFT SUPPORT TO POINT
OF CRITICAL
SHEAR
ACTV =
CRITICAL SHEAR (KIPS)
ALLV =
ALLOWABLE SHEAR (KIPS) .
COMBINED STRESS RATIO AT CRITICAL SHEAR (*
indicates
overstress
condition)
CSRV =
XM =
DISTANCE (FEET) FROM LEFT SUPPORT TO POINT
OF CRITICAL
MOMENT
ACTM =
CRITICAL MOMENT (IN. -KIPS)
ALLM =
ALLOWABLE MOMENT (IN. -KIPS)
COMBINED STRESS RATIO AT CRITICAL MOMENT (*
indicates
overstress
condition)
CSRB =
XC =
DISTANCE (FEET) FROM LEFT SUPPORT TO POINT
OF CRITICAL
COMBINED SHEAR
AND BENDING
ACTVC =
SHEAR AT COMBINED LOCATION
ACTMC =
MOMENT AT COMBINED LOCATION
RATIO AT CRITICAL COMBINED
SHEAR AND BENDING
(* indicates
overstress
condition)
CSRC =
LD =
COMBINED STRESS
CONTROLLING LOAD COMBINATION FOR GIVEN LOAD
CHECK
LOAD COMBINATIONS
--------------------------------
NO DESCRIPTION
+------------------------------+
1 WIND PRESSURE
2 WIND SUCTION
GIRT LOCATIONS
-------------------------------------------+
BAY GIRT
NUMBER LOCATIONS
------------------------------------
-----------
------------------------------------------------+
1 7.50 9.50
2 7.50 12.50
3 7.50 9.50
DSN
DATE. 08/13/91
D E S I .G N -D A -T
A• R E P O R T
PAGE*1219
PAGE 19
TIME: 02:52 PM 1-04-01 ENDWALL
STRUCTURALS
FRONT ENDWALL GIRTS
-------------------------------------------------------------------------------------------------
# 089257 BUILDER NORTH VALLEY READY
-MIX
BLDR ORDER # 91-48
BLDR ACCOUNT # 20-04-007-90
ORDER
ANDY WOOD BLDR PHONE
# 916-345-7.296
PROJ NAME - DON BROWN
ENGR GRP - VISALIA
BLDR CONTACT -
(TYPE) (WIDTH)
(LENGTH)
(HEIGHT) (LIVE)
(WIND) (CODE/YEAR) (SLOPE)
COMPLEX - NO
0"
100' 0"16,
0" 20 PSF
80 MPH 1.000:12
UNIT # 1 BLDG DESCRIPTION LRF80'
------------------------------------7---------------------------------------------
-----UBC-88
SPANS AND UNIFORM LOADS (FT 6 PSF)
+---------------------------------------------------------------------+
BAY SPAN LOAD UNIFORM LOADS LAP
GIRT
NUMBER WIDTH WPRESS WSUCT LEFT
RIGHT TYPE
-----------+
1 27.50 4.75 14.3 13.1
SIMPLE
2 25.00 6.25 14.3 13.1
SIMPLE
3 27.50 4.75 14.3. 13.1
SIMPLE
GIRT BRACE LOCATIONS
---------------------------------------
BAY LOCATION/
NUMBER POSITION
+-------------------------------------+
1 NO BRACES FOR THIS SECTION
2 NO BRACES FOR THIS SECTION
j 3 NO BRACES FOR THIS SECTION
I
NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING
FROM FRAME LINE NEAREST THE FRONT ENDWALL
LOAD COMBINATIONS
--------------------------------
NO DESCRIPTION
+------------------------------+
1 WIND PRESSURE
2 WIND SUCTION
GIRT LOCATIONS
-------------------------------------------+
BAY GIRT
NUMBER LOCATIONS
------------------------------------
-----------
------------------------------------------------+
1 7.50 9.50
2 7.50 12.50
3 7.50 9.50
DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN)
------------------------------------------------------------------------------------------+
BAY
************
&
SHEAR
************
***********
*120ODSN
DATE: 08/01
D E S I G N
T A R E P O
R T
*****
NUMBER
TIME: 02:52 PM
1-04-01 ENDWALL
STRUCTURALS
FRONT
ENDWALL GIRTS
ALLM
PAGE 20
----------7------------------------------------------------7------------------------------------------------------------------------
ORDER # 089257
BUILDER - NORTH VALLEY READY -MIX
ACTMC
BLDR ORDER #
91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE #
916-345-7296
PROJ NAME -
DON BROWN
ENGR GRP -
VISALIA
COMPLEX - NO
(TYPE) (WIDTH)
(LENGTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG
------------------------------------------------------------------------------------------------------------------------------------
DESCRIPTION LRF 80' 0"
100' 0"
16' 0"
20 PSF 80
MPH UBC
88 .1.000:12
SECTION PROPERTIES (ACTUAL FURNISHED PART)
-1.1
11.9
0.094 1
12.5 -76.7
96.6
0.794
---------------------------------------------------------+
12.5 0.1
83.7
0.188
BAY PART
LENGTH DEPTH THICK MINTHK
FY FLG
RAD LIP
AREA IX
IY
13.7 -70.5
NUMBER NUMBER
(IN) (IN) (IN) (IN)
(KSI) (IN)
(IN) (IN)
(IN**2) (IN**4)
(IN**4)
1
+--------------------------------------------------------------------------------------------------------------+
1 0550257
301-2 9.50 0.082 0.080
55.00 2.75
0.25 0.94
1.34 17.89
2.43
2 0550265
289-2 9.50 0.098 0.083
55.00 2.75
0.25 1.00
1.61 21.42
3.01
3 0550257
301-2 9.50 0.082 0.080
55.00 2.75
0.25 0.94
1.34 17.89
2.43
NOTES: MINTHK =
MINIMUM DESIGN THICKNESS
DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN)
------------------------------------------------------------------------------------------+
BAY
************
SHEAR
************
***********
BENDING
**************
** COMBINED
SHEAR &
BENDING
*****
NUMBER
XV
ACTV
ALLV
CSRV LD
XM ACTM
ALLM
CSRB
LD
XC ACTVC
ACTMC
CSRC
LD
-------------------------------------------------=----------------------------------------+
1
0.0
0.9
6.9
0.134 1
13.7 -70.5
73.8
0.956
2
13.7 0.1
76.9
0.272
1
2
25.0
-1.1
11.9
0.094 1
12.5 -76.7
96.6
0.794
2
12.5 0.1
83.7
0.188
1
3
0.0
0.9
6.9
0.134, 1
13.7 -70.5
73.8
0.956
2
13.7 0.1
76.9
0.272
1
NOTES: XV
ACTV
ALLV
CSRV
XM
ACTM
ALLM
CSRB
XC
ACTVC
ACTMC
CSRC
LD
= DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR
= CRITICAL SHEAR (KIPS)
= ALLOWABLE SHEAR (KIPS)
= COMBINED STRESS RATIO AT CRITICAL SHEAR (* indicates overstress condition)
= DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT
= CRITICAL MOMENT (IN. -KIPS) a
= ALLOWABLE MOMENT (IN. -KIPS)
= COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition)
= DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING
= SHEAR AT COMBINED LOCATION
= MOMENT AT COMBINED LOCATION
= COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition)
= CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK
GIRT BRACE LOCATIONS
+-------------------------------------+
BAY LOCATION/
NUMBER POSITION
+-------------------------------------+
1 NO BRACES FOR THIS SECTION
2 NO BRACES FOR THIS SECTION
3 NO BRACES FOR THIS SECTION
NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL
LOAD COMBINATIONS
+------------------------------+
NO DESCRIPTION
+------------------------------+
1 WIND PRESSURE
2 WIND SUCTION
GIRT LOCATIONS
---------------------------------------------- ---------------------------------------------------------------- -------
BAY GIRT
NUMBER LOCATIONS
-----------------------------------------------------------------------------------------------------+
1 7.50 .9.50
2 '7.50 12.50
3 7.50 9.50
DATE: OS 1 D E S Y G N D'A T
A R E P
O R T
1200DSN
TIME: 02:52 PM 1-04-01 ENDWALL STRUCTURALS
REAR
ENDWALL GIRTS
PAGE 21
----------------------------------------------------------7-------------------------------------------------------------------------
ORDER # 089257 BUILDER - NORTH VALLEY READY -MIX
BLDR ORDER
# 91-48
BLDR-ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE #' 916-345-7296
PROJ NAME -
DON BROWN
ENGR GRP - VISALIA
COMPLEX - NO (TYPE) (WIDTH) (LENGTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION LRF 80' 0" 100' 0"
------------------------------------------------------------------------------------------------------------------------------------
16' 0"
20 PSF
80 MPH UBC 88 1.000:12
SPANS AND UNIFORM LOADS (FT fi PSF)
+---------------------------------------------------------------------+
BAY SPAN LOAD UNIFORM LOADS LAP GIRT
NUMBER WIDTH WPRESS WSUCT LEFT RIGHT TYPE
+---------------------------------------------------------------------+
1 27.50 4.75 14.3 13.1 SIMPLE
2 25.00 6.25 14.3 13.1 SIMPLE
3 27.50 4.75 14.3 13.1 SIMPLE
GIRT BRACE LOCATIONS
+-------------------------------------+
BAY LOCATION/
NUMBER POSITION
+-------------------------------------+
1 NO BRACES FOR THIS SECTION
2 NO BRACES FOR THIS SECTION
3 NO BRACES FOR THIS SECTION
NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL
LOAD COMBINATIONS
+------------------------------+
NO DESCRIPTION
+------------------------------+
1 WIND PRESSURE
2 WIND SUCTION
GIRT LOCATIONS
---------------------------------------------- ---------------------------------------------------------------- -------
BAY GIRT
NUMBER LOCATIONS
-----------------------------------------------------------------------------------------------------+
1 7.50 .9.50
2 '7.50 12.50
3 7.50 9.50
DATE: 08/*1
************ SHEAR ************ ***********
D E S I G N O T A R E P O
R T
NUMBER
0120ODSN
TIME: 02:52 PM
1-04-01 ENDWALL
STRUCTURALS REAR ENDWALL
GIRTS
XC ACTVC
PAGE 22
---------------------------------------------------------------------------------=--------------------------------------------------
ORDER # 089257
BUILDER - NORTH VALLEY READY
-MIX BLDR ORDER #
91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE
# 916-345-7296 PROJ NAME -
DON BROWN
ENGR GRP -
VISALIA
COMPLEX -,NO
(TYPE) (WIDTH)
(LENGTH) (HEIGHT)
(LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG
------------------.------------------------------------------------------------------------------------------------------------------
DESCRIPTION LRF 80' 0"
100' 0" 16' 0"
20 PSF
80 MPH UBC
88 1.000:12
SECTION PROPERTIES (ACTUAL FURNISHED PART)
2 12.5 0.1
83.7 0.188
1
3
+--------------------------------------------------------------------------------------------------------------+
0.9
6.9 0.134 1 13.7 -70.5
73.8
BAY PART
LENGTH DEPTH THICK MINTHK
FY FLG RAD LIP
AREA IX
IY
XV =
NUMBER NUMBER
(IN) (IN) (IN) (IN)
(KSI) (IN) (IN) (IN)
(IN**2) (IN**4)
(IN**4),
----------------------- --------------------- =------------------------------------------------------------------+
ACTV =
1 0550257
301-2 9.50 0.082 0.080
55.00 2.75 0.25 0.94
1.34 17.89
2.43
2 0550265
289-2 9.50 0.098 0.083
55.00 2.75 0.25 1.00
1.61 21.42
3.01
3 0550257
301-2 9.50 0.082 0.080
55.00 2.75 0.25 0.99
1.34 17.89
2.43
CSRV =
NOTES: MINTHK =
MINIMUM DESIGN THICKNESS
indicates
overstress
condition)
DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN)
+-------------------------------------------------------------------------------------------------------------------------+
BAY
************ SHEAR ************ ***********
BENDING ************** ** COMBINED SHEAR 6 BENDING
*****
NUMBER
XV
ACTV ALLV
CSRV LD XM ACTM
ALLM
CSRB LD
XC ACTVC
ACTMC CSRC
LD
+--------------------------------------------------------------------=----------------------------------------------------+
1
0.0
0.9
6.9' 0.134 1 13.7 -70.5
73.8
0.956
2 13.7 0.1
76.9 0.272
1
2
25.0
-1.1 11.9
0.094 1 12.5 -76.7
96.6
0.794
2 12.5 0.1
83.7 0.188
1
3
0.0
0.9
6.9 0.134 1 13.7 -70.5
73.8
0.956
2 13.7 0.1
76.9 0.272
1
NOTES:
XV =
DISTANCE
(FEET) FROM LEFT SUPPORT TO POINT
OF CRITICAL
SHEAR
ACTV =
CRITICAL
SHEAR (KIPS)
ALLV =
ALLOWABLE
SHEAR (KIPS)
CSRV =
COMBINED
STRESS RATIO AT CRITICAL SHEAR (*
indicates
overstress
condition)
XM =
DISTANCE
MEET) FROM LEFT SUPPORT TO POINT
OF CRITICAL
MOMENT
ACTH =
CRITICAL
MOMENT (IN. -KIPS)
ALLM =
ALLOWABLE
MOMENT (IN. -KIPS)
CSRB =
COMBINED
STRESS RATIO AT CRITICAL MOMENT (*
indicates
overstress
condition)
XC =
DISTANCE
(FEET) FROM LEFT SUPPORT TO POINT
OF CRITICAL
COMBINED
SHEAR AND BENDING
ACTVC =
SHEAR AT
COMBINED LOCATION
ACTMC =
MOMENT AT
COMBINED LOCATION
CSRC =
COMBINED
STRESS RATIO AT CRITICAL COMBINED
SHEAR AND BENDING
(*
indicates overstress
condition)
LD =
CONTROLLING
LOAD COMBINATION FOR GIVEN LOAD
CHECK
a .
DATE: 08/1 D E S I G N
TIME: 02:52 PM 1-05-01 LONGITUDINAL BRACING
-----------------------------------------------------------------
ORDER # 089257 BUILDER - NORTH VALLEY READY -MIX
BLDR CONTACT - ANDY WOOD BLDR PHONE # .916-345-729
COMPLEX - NO (TYPE) (WIDTH) (LENGTH)
UNIT # 1 BLDG DESCRIPTION LRF. 80' 0" 100' 0"
ROOF BRACE RODS FOR LONGITUDINAL BRACING
A T A R E P O R T 1200DSN
ROOF BRACING PAGE 23
-------------------------------------------------------------------
BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
6 P.ROJ NAME - DON BROWN. ENGR GRP - VISALIA
(HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
16' 0" 20 PSF 80 MPH UBC 88 1.000:12
-------------------------------------------------------------------
THE FOLLOWING TABLE CONTAINS INFORMATION ON THE BRACING SECTIONS
STARTING WITH THE LEFT SIDEWALL STRUCTURE LINE AND THE FIRST
BRACED BAY FROM THE FRONT ENDWALL. ANY DIRECTIONS INDICATED ASSUME
YOU ARE LOOKING AT A PLAN VIEW OF THE ROOF BRACING WITH THE FRONT
ENDWALL AT THE BOTTOM OF THE DRAWING.
+------+-----+--------+-------+-------+---------------------------------
ROD
BAY
DIST
) BAY
ROD I
ROD
ICONNECTIONI PART
DIR-
NUM
FROM
LEN
LOAD
DIA
DET NUMBER
JECTION1
FROMI
EAVE
FEW I
(FT)
I (FT) 1'(KIPS)l
(IN)
ILEFTIRIGHT1
+------+-----+--------+-------+-------+--------+----+-------------------
! / !
2 !
0.00
! 25.00 !
5.48 !
0.5000
!B001!B001 ! 544047 !
! \ !
2 !
0.00
! 25.00 !
5.48 !
0.5000
lB001!B001 ! 544047 !
! / !
2 !
51.50
! 25.00 !
5.48 !
0.5000
!B001!B001 ! 544047 !
! \ !
2 !
51.50
! 25.00 !
5.48 !
0.5000
!B001!B001 ! 544047 !
+------+-----+--------+---------------+--------+------------------------
DATE:
TIME:
9*1200DSN
08/'13/91
02:52 PM
D E
1-05-01 LONGITUDINAL
S I G N A
BRACING
T A R E P O R T
WALL BRACING
PAGE 29
------------
ORDER
BLDR
COMPLEX
UNIT
-----------------------------------------------------------------------------------------
-----------------------------------=-----------------------------------------------------------
-
# 089257 BUILDER NORTH VALLEY _READY -MIX
CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296
- NO (TYPE) (WIDTH)
# 1 BLDG DESCRIPTION LRF 80' 0"
(LENGTH)
100' 0"
BLDR ORDER # 91-48
PROJ NAME - DON BROWN
(HEIGHT) (LIVE)
16' 0" 20 PSF
BLDR ACCOUNT # 20-04-007-90
ENGR GRP - VISALIA
(WIND) (CODE/YEAR) (SLOPE)
80 MPH UBC- 88 1.000:12
----
LEFT SIDEWALL BRACE RODS FOR LONGITUDINAL BRACING
THE FOLLOWING TABLE CONTAINS INFORMATION ON THE SIDEWALL BRACE RODS
STARTING WITH THE FIRST BRACED BAY FROM THE FRONT ENDWALL. THE ROD DIR.
INDICATES THE ROD DIRECTION AS VIEWED FROM THE OUTSIDE. THE ROD DIR
HAS 3 VALUES WHICH MAY BE X , \ , OR / .
+--------------------+-------+-------+--------+--------------------------------------------
ROD I BAY I BAY I BR NOMI ROD I ROD I . CONNECTION I PART I REACTIONS
DIR- I NUM I SIZE I EAVE I LOAD I DIA I DET I NUMBER I HORIZI VERT I
IECTIONI FROMI I HT I I I I IANCH I I I
I I FEW I (FT) I (FT) I (KIPS) I (IN) IBASEI TOP IBOLT I I(KIPS)I(KIPS))
+------------------------------------------------------------------------------------------
! \ ! 2 ! 25.00 ! 16.00 ! 6.74 ! 0.5000 !B001! B001! N/R ! 0544047 ! 5.4 ! 3.0 !
! / ! 2 ! 25.00 ! 16.00 ! 6.74 ! 0.5000 !B001! BOO1! N/R ! 0544047 ! 5.4 ! 3.0 !
+------------------------------------------------------------------------------------------
RIGHT SIDEWALL BRACE RODS FOR LONGITUDINAL BRACING
THE FOLLOWING TABLE CONTAINS INFORMATION ON THE SIDEWALL BRACE RODS
STARTING WITH THE FIRST BRACED BAY FROM THE FRONT ENDWALL. THE ROD DIR.
INDICATES THE ROD DIRECTION AS VIEWED FROM THE OUTSIDE. THE ROD DIR
HAS 3 VALUES WHICH MAY BE X , \ , OR /
+----------------------------+-------+--------------------------------------------------
ROD I BAY I BAY I BR NOMI ROD I ROD I CONNECTION I PART I REACTIONS I
DIR- I NUM I SIZE I EAVE I LOAD I DIA I DET I NUMBER I HORIZI VERT I
IECTIONI FROMI I HT I I I I IANCH I I I
I I FEW I (FT) I (FT) I (KIPS)I (IN) IBASEI TOP IBOLT I !(KIPS)I(KIPS)I
+------------------------------------------------------------------------------------------
! j 2 ! 25.00 ! 16.00 ! 6.74 ! 0.5000 !B001! B001! N/R ! 0544047 ! 5.4 ! 3.0 !
\ ! 2 25.00 ! 16.00 ! 6.74 ! 0.5000 !B001! B001! N/R ! 0544047 ! 5.4 ! 3.0 !
+------------------------------------------------------------------------------------------
N BUTLER MFG. COMPANY ENGINEERING DATA
FORA NO, 150.10
JOB mA3E BY I CKO. by
BUTLERIB II WALL PANEL DSD
28 GAGE 80 RSI SsloN IGN 1
a �
•
0
FIL.ENO.
G64 00
TATE VAGI OF
I 21 C t I
o1v.
TABULF.TED SECTION PROPERTIES OF BUTLERIB 28 GA., 80 RSI
MATERIAL USING 1980 EDITION OF THE AISI DESIGN MANUAL
AND .REPRESENTATIVE CENTER SECTION.
11/2"
SECTION PROPERTIES FOR ONE FOOT OF WIDTH
PANEL MATERIAL
DESIGN WEIGHT
THICKNESS (#/SO. F7
E �
FY I
Compression On Outside Compression On Inside
Sx (in I (in.') Sx (n.� I (im.)
28 -GA. ST'c=! (60 ks)
.015 .86
29,500
80
.0423 1 .0529 .0299 .0265
NOTE: Section properties have been calculated in accordance with the 1980 A.I.S.I. Specification.
ALLOWABLE UNIFORM LOAD (PSF)
PANEL MATERIAL
NUMBER
SPAN =5.0'
SPAN =7.0'
SPAN =75'
OF SPANS
p I S
P S
P I S
ONE
72 51
37 26
32 23
28 -GA, STEEL
TWO
I 51 72
26 37
23 32
(80 ks)
THREE
64 80
33 41
28 35
NOTE: LEGEND — P= PRESSURE ON OUTSIDE FACE
— S= SUCTION ON OUTSIDE FACE
SUCTION VALUES HAVE BEEN INCREASED 1.33 AS
ALLOWED BY SECTION 3.1.2 OF THE 1980 AISI
SPECIFICATION.
BUTLER MFG. COMPANY ENGINEERING DATA FILE NO.
FORM NO. 250.10 IG06 O O
JOB "An_; AV CKO. BY I CATE I PACE OF
BUTLERIB II WALL PANEL
R"- t DIV.
26 GAGE 42 KSI-- SiON 2
TABULATED SECTION PROPERTIES OF BUTLERIB 26 GA., 42 RSI
MATERIAL USING 1980 EDITION OF THE AISI DESIGN MANUAL
AND REPRESENTATIVE CENTER SECTION.
1 1/2"
Section Through Panel
SECTION PROPERTIES FOR ONE FOOT OF WIDTH
PANEL MATERIAL
DESIGN
THICKNESS
WEIGHT
(ISO. FL)
E (ks)
Fy (ks)
Compression On Outside Compression On Inside
Sx (in.� I (in.') Sx (in.j
I (in.')
26 -GA. STEEL (42 ks)
.0198 1.14
29,500
42.0
.0566 .0686 .0499
.0381
NOTE: Section properties have been calculated in accordance with the 1980 A.I.S.I. Specification.
NOTE: LEGEND. — P= PRESSURE ON OUTSIDE FACE
— S= SUCTION ON OUTSIDE FACE
SUCTION VALUES HAVE BEEN INCREASED 1.33 AS
ALLOWED BY SECTION 3.1.2 OF THE 1980 AISI
SPECIFICATION.
ALLOWABLE UNIFORM LOAD (PSF)
NUM6ER.MATERIAL
SPAN 5.0'
SPAN 7.0'
SPAN 7-5'
PANEL
I OF SPANS
P S
P S
P. S
ONE
51 44
26 23
23 20
26 -GA. STEEL TWO
44 51
I 23 25
20 23
(42 ks)
THREE
56 63
28 32
25 28
NOTE: LEGEND. — P= PRESSURE ON OUTSIDE FACE
— S= SUCTION ON OUTSIDE FACE
SUCTION VALUES HAVE BEEN INCREASED 1.33 AS
ALLOWED BY SECTION 3.1.2 OF THE 1980 AISI
SPECIFICATION.
N
•
0
BUTLER MFG. COMPANY ENGINEERING DATA
FORM n0. 250.10
JOB MADE By CKO
BUTLERIB II ROOF PANEL D 5 D
28 GAGE 80 RSI REV1. 1
SIO. -4 2
11/2"
IfIX103 00
4iE Pt.GE OF
) i21 41 I 1 1
o1v.
TABULATED SECTION PROPERTIES OF BUTLERIB 28 GA., 80 RSI
MATERIAL USING 1980 EDITION OF THE AISI DESIGN MANUAL
AND REPRESENTATIVE CENTER SECTION.
Section Through Panel
NOTE: LEGEND — P= PRESSURE ON OUTSIDE FACE
S= SUCTION ON OUTSIDE FACE
SUCTION VALUES HAVE BEEN INCREASED 1.33 AS
ALLOWED BY SECTION 3.1.2 OF THE 1980 AISI
SPECIFICATION.
SECTION PROPERTIES FOR ONE FOOT OF WIDTH
PANEL MATERIAL
DESIGN
THICKNESS
WEIGHT
WISO FT.)
E (ksi)
Fy Iksil
Compression On Outside Compression On Inside
Sx (in.') I (in.-) Sic lin.') I (in.')
28 -GA. STEEL (80 kscl
.015
.86
29.500
80.0
.0423 .0529 .0299 .0265
NOTE: LEGEND — P= PRESSURE ON OUTSIDE FACE
S= SUCTION ON OUTSIDE FACE
SUCTION VALUES HAVE BEEN INCREASED 1.33 AS
ALLOWED BY SECTION 3.1.2 OF THE 1980 AISI
SPECIFICATION.
ALLOWABLE UNIFORM LOAD (PSF)
PANEL MATERIAL
NUMBER
OF SPANS
SPAN 2_0' SPANm2.5' SPAN =3.0' SPAN=4.0' SPAN 5.0'
P S I P S I P S I P 5 P S
28 -GA. STEEL
180 ksi)
THREE
299 498 191 I 319 . 133 221 75 125 48 80
FOUR
279 518 I 179 331 124 230 70 129 45 83
NOTE: LEGEND — P= PRESSURE ON OUTSIDE FACE
S= SUCTION ON OUTSIDE FACE
SUCTION VALUES HAVE BEEN INCREASED 1.33 AS
ALLOWED BY SECTION 3.1.2 OF THE 1980 AISI
SPECIFICATION.
F
R A M E
D E
S
I G N
- G
R A L I N
F O R M A T I O N
DATE: 08/1
2
TIME: 02:29 PM
--------------
-------------------------------------------------------------------------------------------------
ORDER # 089257
-
BUILDER NORTH VALLEY
READY
-MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT -
ANDY WOOD
BLDR
PHONE
# 916-345-7296
PROD NAME,-
DON BROWN
ENGR GRP -
VISALIA
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM
----------------
FRAME #
-----------
4 DESCRIPTION EWDS
-------------------------------------------------------------------------------------
801-0"
16-0"
20 PSF
80 MPH UBC 88
1.000 TO 12
-----------
LEFT SIDE
RIGHT SIDE
SPAN
NO. WIDTH
MISCELLANEOUS
PROPERTIES
EAVE HEIGHT
=
15.669 FT.
15.669
FT.
1
= 27.500 FT
MODULUS OF ELASTICITY
=
29000 KSI
FRAME HEIGHT
=
15.000 FT.
15.000
FT.
2
= 25.000 FT
COL. CLEAR HT.
_
-14.145 FT.
14.145
FT.
3
= 27.500 FT
CMX
=
0.850
SLOPE (P/12.)
=
1.000
1.000
CMX(stepped column/no
wind) =
0.950
SW R -BEAM OFFSET
=
0.125 IN.
0.125
IN.
CMY(pinned in
minor axis) =
0.600
DIST. TO RIDGE
=
40.000 FT.
40.000
FT.
CMY(fixed in
minor axis) =
0.400
COLUMN OFFSET
=
8.000 IN.
8.000
IN.
GIRT DEPTH
=
8.000 IN.
8.000
IN.
ENDWALL
PURLIN DEPTH
=
8.000 IN.
8.000
IN.
FRAME OFFSET
= 6.000 IN.
(UNINSULATED)
(UNINSULATED)
POST OFFSET
= 1.000 IN.
---------------------
JOINT DATA ---------------------
------------------------------
MEMBER DATA ------------------------------
JOINT
X-COORD
Y-COORD
DEGREE -OF
-FREEDOM
MEMBER
MOM., RELEASE
K VALUES
NUMBER
FT
FT
X Y
MZ
Z
MX
NUMBER
JOINTS
START END IN
PLANE OUT OF
PLANE
1
1.162
0.000
1 1
0
1
0
1
1- 2
0 0
1.50 1.00
2,
1.162
14.600
0 0
0
1
0
2
2- 3
0 0
0.75 1.00
3
27.500
16.795
0 0
0
1
0
3
4- 3 Rotated
0 1
1.00 1.00
4
27.500
0.000
1 '1
0
1
0
4
3- 5
0 0
1.50 1.00
5
40.000
17.837
0 0
0
0
0
5
6- 5
0 0
1.50 1.00
6
52.500
16.795
0 0
0
1
0
6
7- 6 Rotated
0 1
1.00 1.00
7
52.500
0.000
1 1
0
1
0
7
8- 6
0 0
0.75 1.00
8
78.839
14.600
0 0
0
1
0
8
9- 8
0 0
1.50 1.00
9
78.839
0.000
1 1
0
1
0
( 0 = FREE
1
=
FIXED )
(
1 = RELEASE 0 = NO.RELEASE
)
FRAME CONSTRAINTS - SPLICE LOCATION RESTRICTIONS
LOCATION - Distance is referenced from previous location R.
WIDTH/HEIGFIT - Clear opening size, used to locate posts
and perform the frame profile interference check.
UNIT 41 -. FETA - LOCATIONS FROM LEFT TO RIGHT (Normal)
LOC RESTR. FLOOR LINE
# TYPE LOCATION WIDTH/HEIGHT OFFSET DESCR.
1 Door 14.00 14.00 x 14.00 0.00 Ovrhd door
FLOOR LINE OFFSET. - Distance from bottom of restriction
to baseline reference of frame
F
R A M E
D E S I G N -
S E C
O N Y / B R A C E L O C A T I O N
S
*AE
DATE: 08/e1
3
TIME: 02:29
PM
----- ------------------------------------------------------------------------------------------------------------
ORDER #
089257
BUILDER
NORTH
VALLEY READY -MIX
BLDR ORDER # 91-48 BLDR ACCOUNT
# 20-04-007-90
BLDR CONTACT
- ANDY
WOOD
BLDR PHONE #
916-345-7296 PROJ NAME - DON BROWN
ENGR GRP
- VISALIA
(TYPE) (WIDTH)
(HEIGHT) (LIVE) (WIND) (CODE/YEAR)
(SLOPE)
DESIGN
------------------------------------------------------------------------=----------------------------------------------------------
SYSTEM FRAME
# 4
DESCRIPTION
EWDS 80-0"
16-0" 20 PSF 80 MPH UBC 88
1.000 TO
12
DIST -
Distance to
secondary
from
the end of the member
in
FEET. BRACE - Minor axis secondary bracing
code as
follows:
ACCUM -
Distance to
purlin
from the
low sidewall in FEET.
No support
ID -
B Base, G Girt,
P
Purlin, E
Eave strut, O Other
0 FL Outside flange only braced
MAJOR -
Major axis
brace point
indicator.
( YES or NO
)
O -IF Outside and Inside flange braced
0 -SF Outside braced and inside Single flange
brace
COLUMN 1-
2
COLUMN
4- 3
COLUMN 7- 6 COLUMN 9- 8
ROOFBEAM
2- 3
DIST
ID BRACE
MAJOR
DIST
ID BRACE MAJOR
DIST
ID BRACE MAJOR DIST ID BRACE MAJOR
DIST
ACCUM
ID BRACE
0.00
B O. -IF
YES
0.00
B O -IF YES
0.00
B O -IF YES 0.00 B O -IF YES
0.00
0.00
E O FL
7.50
G O -SF
YES
7.50
G O -IF NO
7.50
G O -IF NO 7.50 G O -SF YES
3.98
3.98
P O -SF
9.50
G
YES
9.50
G O -IF NO
9.50
G O -IF NO 9.50 G YES.
8.98
8.98
P O FL
14.14
0 O -IF
YES
12.50
G O -IF NO
12.50
G O -IF NO 14.14 0 0 -IF YES
13.98
13.98
P O -SF
15.67
E O FL
NO
16.30
O O -IF YES
16.30
O O -IF YES 15.67 E .0 FL NO
18.98
18.98
P O FL
17.96
E NO
17.96
E NO
23.98
23.98
P O -SF
ROOFBEAM
3-'5
ROOFBEAM
6- 5
ROOFBEAM 8- 6
DIST
ACCUM ID
BRACE
DIST
ACCUM ID BRACE
DIST
ACCUM ID BRACE
1.48
28.98 P
O -SF
1.48
28.98 P O -SF
0.00
0.00 E O FL
6.48
33.98 P
0 FL
6.48
33.98 P O FL
3.98
3.98 P O -SF
11.48
38.98 P
O -SF
11.48
38.98 P O -SF
8.98
8.98 P O FL
13.98
13.98 P 0 -SF
18.98
18.98 P O FL
23.98
23.98 P 0 -SF
FRAME CONSTRAINTS - SPLICE LOCATION RESTRICTIONS
LOCATION - Distance is referenced from previous location R.
WIDTH/HEIGFIT - Clear opening size, used to locate posts
and perform the frame profile interference check.
UNIT 41 -. FETA - LOCATIONS FROM LEFT TO RIGHT (Normal)
LOC RESTR. FLOOR LINE
# TYPE LOCATION WIDTH/HEIGHT OFFSET DESCR.
1 Door 14.00 14.00 x 14.00 0.00 Ovrhd door
FLOOR LINE OFFSET. - Distance from bottom of restriction
to baseline reference of frame
F I N A L F R A M E D E S I G- S I G N C 0 N V E N T I 0
DATE: 08/0
TIME: 02:29 PM
------------------------------------------------------------------------------------------------------
ORDER #'089257 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 91-48
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR)
DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS 80'-0" 16'-0" 20 PSF 80 MPH UBC 88
------------------------------------------------------------------------=-----------------------------
DISTANCE TO ANALYSIS POINTS
COLUMNS USE THE VERTICAL DISTANCE MEASURED FROM START OF MEMBER
ROOFBEAMS USE THE HORIZONTAL DISTANCE MEASURED FROM START OF MEMBER
APPLIED LOADS
+ VERT OR FY - UPWARD
+ HORZ OR FX - TOWARDS RIGHT
+ MOMT OR MZ - COUNTER -CLOCKWISE
REFERENCE DISTANCES USE THE GLOBAL COORDINATE SYSTEM
X -DIST IS FROM LEFT STRUCTURE LINE (HORIZONTAL)
Y -DIST IS FROM LEFT BASE ELEVATION NORMALIZED TO 0.0 (VERTICAL)
FOR LOAD TYPES 1,2,3 (UNIF, CONC, & TAPER)
COLUMNS USE Y -DISTANCE
ROOF BEAMS USE X -DISTANCE
FOR LOAD TYPES 4,5 (MOMENT PRODUCING)
BOTH DISTANCES ARE USED
MEMBER FORCES
MEMBER FORCES USE THE MEMBER COORDINATE SYSTEM
+ AXIAL - MEMBER IS IN COMPRESSION'
+ SHEAR - OUTWARD FORCE ON END OF MEMBER
+ MOMENT- COMPRESSION ON OUTER FLANGE
FRAME REACTIONS
REACTIONS USE THE GLOBAL COORDINATE SYSTEM
+ HORIZONTAL IS TOWARDS RIGHT
+ VERTICAL IS UPWARD
+ MOMENT IS COUNTER -CLOCKWISE
C
PA 4
--------------- ------
BLDR ACCOUNT # 20-04-007-90
ENGR GRP - VISALIA
(SLOPE)
1.000 TO 12
----------------------------
EXPLANATION OF LOAD TABLE HEADINGS
FOR LOAD TYPES 1,3 (UNIF 6 TAPER)
X1 E Y1 ARE STARTING LOAD MAGNITUDES (KIPS/FT)
X2 & Y2 ARE ENDING LOAD MAGNITUDES (KIPS/FT)
(IGNORE Z1, X1=X2 OR Y1=Y2 FOR UNIF LOAD)
FOR LOAD TYPES 2,4,5 (CONC, MOMENT PRODUCING)
X1 IS CONCENTRATED HORIZONTAL LOAD (KIPS)
71 IS CONCENTRATED VERTICAL LOAD (KIPS)
Z1 IS CONCENTRATED MOMENT LOAD (IN -KIPS)
(IGNORE X2 6 Y2)
BUILDING USE AND LOCATION
STATE = CALIFORNIA
COUNTY = BUTTE (INLAND)
USE CATEGORY = 1: Normal use
APPLIED LOADINGS
F R A M E D E S I
G N O A D S
U M M A R
Y
BUILDING CODE
= UBC — 1988
DEAD LOAD
C
DATE: 08/1
COLLATERAL LOAD
(CLL)
PAG 5
TIME: 02:29 PM
ROOF LIVE LOAD
(LL )
= 20.000 PSF
MIN
----------------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER —
NORTH VALLEY READY—MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT — ANDY WOOD
BLDR PHONE # 916-345-7296 PROJ NAME
— DON BROWN
ENGR GRP —
VISALIA
(TYPE) (WIDTH)
(HEIGHT) (LIVE)
(WIND)
(CODE/YEAR) (SLOPE)
LEFT ROOF
DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS 80'-0"
----------------------------------------------------------------------------------------------------------------------------
16-0" 20 PSF
80 MPH
UBC 88 1.000 TO 12
RIGHT ROOF
GENERAL BUILDING INFORMATION
60.00%
1.00
12.00
DESIGN BAY
= 12.750 FT. '
TOTAL BUILDING LENGTH
= 100.000. FT.
PANELS
TYPE DESCRIPTION
WEIGHT
LEFT SIDEWALL
BRII 28STL
0.92 PSF
ROOF
BRII 28STL
2.42 PSF (INCLUDING
ALLOWANCE
FOR SECONDARIES)
RIGHT SIDEWALL
BRII 26STL
1.12 PSF
ENDWALL
BRII 26STL
1.12 PSF
BUILDING USE AND LOCATION
STATE = CALIFORNIA
COUNTY = BUTTE (INLAND)
USE CATEGORY = 1: Normal use
APPLIED LOADINGS
BUILDING CODE
= UBC — 1988
DEAD LOAD
(DL )
= 2.420. PSF + FRAME DL
COLLATERAL LOAD
(CLL)
= 0.000 PSF
ROOF LIVE LOAD
(LL )
= 20.000 PSF
MIN
COUNTY GROUND SNOW LOAD
COEFFICIENTS
TRIBUTARY LOAD
LOAD
NET ROOF LOAD
FACTOR
COEFF
(PSF)
LEFT ROOF
60.00%
1.00
12.00
RIGHT ROOF
60.00%
1.00
12.00
= 0 PSF
INCLUDES 1.00 IMPORTANCE FACTOR
WIND LOADS
WIND
LOAD LEFT
F R A M E
D E S I
G N0 A D
S U M M A R Y
LOAD RIGHT
= 80.000 MPH (
DATE:
08/
WIND
UPLIFT
0
11.900
PSF)
C
TIME:
02:2 M
ROOF
-0.700(SUCTION )
EXPOSURE FACTOR
= B
SIDEWALL CANOPY/OVERHANG
PAG 6
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 089257
BUILDER - NORTH VALLEY READY
-MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT
- ANDY
WOOD BLDR PHONE
# 916-345-7296 PROJ NAME
- DON BROWN
ENGR GRP -
VISALIA
(TYPE)
(WIDTH)
(HEIGHT) (LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN
------------------------------------
SYSTEM FRAME
# 4 DESCRIPTION EWDS
----------------------------------------------------------------------------------------------
80'-0"
16'-0" 20 PSF
80 MPH UBC 88
1.000 TO 12
WIND LOADS
WIND
LOAD LEFT
= 80.000 MPH (
11.900
PSF)
WIND
LOAD RIGHT
= 80.000 MPH (
11.900
PSF)
WIND
UPLIFT
= 80.000 MPH (
11.900
PSF)
WIND
LOAD CASE
= 1
ROOF
-0.700(SUCTION )
EXPOSURE FACTOR
= B
SIDEWALL CANOPY/OVERHANG
-1.200(SUCTION )
WIND
ENCLOSURE
= ENCLOSED
-0.700(SUCTION )
COEFFICIENTS
SEISMIC LOADS (EQ )
PERCENT SNOW LOAD = 0.000%
SEISMIC ZONE = 3
MIN CTY SEISMIC ZONE = 3
MIN COUNTY WIND SPEED = 76 MPH
INCLUDES 1.00 IMPORTANCE FACTOR
WIND FROM RIGHT
WIND FROM LEFT
INTERNAL SUCTION
(WLL)
LEFT SIDEWALL
0.800(PRESSURE)
LEFT ROOF
-0.700(SUCTION )
RIGHT ROOF'
-0.700(SUCTION )
RIGHT SIDEWALL
-0.500(SUCTION )
-0.700(SUCTION )
ENDWALL WIND PRESURE
0.000
(EWP)
SIDEWALLS
-0.700(SUCTION )
ROOF
-0.700(SUCTION )
ENDWALL
1.200(PRESSURE)
SIDEWALL CANOPY/OVERHANG
-1.200(SUCTION )
ENDWALL CANOPY/OVERHANG
-1.200(SUCTION )
SEISMIC LOADS (EQ )
PERCENT SNOW LOAD = 0.000%
SEISMIC ZONE = 3
MIN CTY SEISMIC ZONE = 3
MIN COUNTY WIND SPEED = 76 MPH
INCLUDES 1.00 IMPORTANCE FACTOR
WIND FROM RIGHT
INTERNAL PRESSURE
INTERNAL SUCTION
(WLR)
(IP )
(IS )
-0.500(SUCTION )
0.000
0.000
-0.700(SUCTION )
0.000
0.000
-0.700(SUCTION )
0.000
0.000
0.800(PRESSURE)
0.000
0.000
ENDWALL WIND SUCTION
= 2.750
C/Rw FACTOR
(EWS)
NET SEISMIC FACTOR
= 0.1375
-0.700(SUCTION )
-0.700(SUCTION )
-1.100(SUCTION )
-1.200(SUCTION )
=0.700(SUCTION )
LEFT ROOF
= 4.420 PSF
RIGHT ROOF
= 4.420 PSF
Z FACTOR
= 0.300
I FACTOR
= 1.000
Rw FACTOR
= 6.000
SOIL PROFILE
= S3
S FACTOR
= 1.500
Ct FACTOR
= 0.035
T FACTOR
= 0.280
C FACTOR
= 2.750
C/Rw FACTOR
= 0.458
NET SEISMIC FACTOR
= 0.1375
F I N A
L F R A
M E D
E S I G N L 0 A D
C O N D I
T I O N S
DATE:
08/10
C
PAG 7
TIME:
02:29 PM
---------------------
----------
------------------------------------------------------------------------
ORDER
-
# 089257 BUILDER NORTH VALLEY READY -MIX
---------------------------
BLDR ORDER
# 91-48
BLDR ACCOUNT
# 20-09-007-90
BLDR
CONTACT - ANDY WOOD
BLDR PHONE # 916-345-7296
PROJ NAME
- DON BROWN
ENGR GRP
- VISALIA
(TYPE)
(WIDTH)
(HEIGHT) (LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
------------------------------------------------------------------------------------------------------------------------------
SYSTEM FRAME # 4
DESCRIPTION
EWDS
80•-0"
16 -0" 20 PSF
80 MPH
UBC 88
1.000 TO
12
LCN
LOAD DESCRIPTION
STRESS
LOADING
GRP
LOADING GRP LOADING
GRP
LOADING GRP
LOADING
GRP
INCREASE
PERCENT
PERCENT PERCENT
PERCENT
PERCENT
1
DL + LL
1.000
100.00
DL
100.00 LL
2
DL + WLL
1.333
100.00
DL
100.00 WLL
3
DL + WLR
1.333
100.00
DL
100.00 WLR
4
DL + EQL
1.333
100.00
DL
100.00 EQ
5
DL + EQR
1.333
100.00
DL
-100.00 EQ
6
DL +2.25EQL
8.000
100.00
DL
225.00 EQ
7
DL +2.25EQR
8.000
100.00
DL
-225.00 EQ
8
DL + EWP
1.333
100.00
DL
100.00 EWP
9
DL + EWS
1.333
100.00
DL
100.00 EWS
--------------------------
LOAD CASE (DL ) DEAD LOAD
LOAD
MEMBER
F R A M .E D E S I
G N P P L I E D
L 0 A D S
DATE:
08/1
LABEL
NO
C
TIME:
02:29 PM
FT
X
Y
PA 8
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 089257
BUILDER - NORTH VALLEY READY -MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT
- ANDY
WOOD BLDR PHONE # 916-345-7296 PROJ NAME
- DON BROWN
ENGR GRP -
VISALIA
K/FT
DL
(TYPE) (WIDTH)
(HEIGHT) (LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
40.00
DESIGN
SYSTEM FRAME
# 4 DESCRIPTION EWDS 80'-0"
16'-0" 20 PSF
80 MPH UBC 88
1.000 TO 12
DL'
--------------------------
LOAD CASE (DL ) DEAD LOAD
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
LABEL
NO
(START -END)
TYPE
FT
FT
X
Y
Z
DL
2
2 - 3
UNIF
0.00
27.50
0.000
K/FT
-0.030
K/FT
0.000
K/FT
DL
4
3 - 5
UNIF
27.50
40.00
0.000
K/FT
-0.030
K/FT
0.000
K/FT
DL'
5
6 - 5
UNIF
40.00
52.50
0.000
K/FT
-0.030
K/'FT
0.000
K/FT
DL
7
8 - 6
UNIF
52.50
80.00
0.000
K/FT
-0.030
K/FT
0.000
K/FT
LOAD
CASE (LL )
LIVE LOAD
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
LABEL
NO
(START -END)
TYPE
FT
FT
X
Y
Z
LL
2
2 - 3
UNIF
0.•00
27.50
0.000
K/FT
-0.153
K/FT
0.000
K/FT
LL
4
3 - 5
UNIF
27.50
40.00
0.000
K/FT
-0.153
K/FT
0.000
K/FT
LL
5
6 - 5
UNIF
40.00
52.50
0.000
K/FT
-0.153
K/FT
0.000
K/FT
LL
7
8 - 6
UNIF
52.50
80.00
0.000
K/FT
-0.153
K/FT
0.000
K/FT
LOAD
CASE (WLL)
WIND LOAD
LEFT
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
LABEL
NO
(START -END)
TYPE
FT
FT
X
Y
2
WLL
1
1 - 2
UNIF
0.00
15.66
0.121
K/FT
0.000
K/FT
0.000
K/FT
WLL
2
2 - 3
UNIF
0.00
27.50
-0..106
K/FT
0.106
K/FT
0.000
K/FT
WLL
4
3 - 5
UNIF
27.50
40.00
-0.106
K/FT
0.106
K/FT
0.000
K/FT
WLL
5
6 - 5
UNIF
40.00
52.50
0.106
K/FT
0.106
K/FT
0.000
K/FT
WLL
7
8 - 6
UNIF
52.50
80.00
0.106
K/FT
0.106
K/FT
0.000
K/FT
WLL
8
9 - 8
UNIF
0.00
15.66
0.075
K/FT
0.000
K/FT
0.000
K/FT
LOAD
CASE (WLR)
WIND LOAD
RIGHT
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
LABEL
NO
(START -END)
TYPE
FT
FT
X
Y
Z
WLR
1
1 - 2
UNIF
0.00
15.66
-0.075
K/FT
0.000
K/FT
0.000
K/FT
WLR
2
2 _ 3
UNIF
0.00
27.50
-0.106
K/FT
0.106
K/FT
0.000
K/FT
WLR
4
3 - 5
UNIF
27.50
40.00
-0.106
K/FT
0.106
K/FT
0.000
K/FT
WLR
5
6 - 5
UNIF
40.00
52.50
0.106
K/FT
0.106
K/FT
0.000
K/FT
WLR
7
8 - 6
UNIF
52.50
80.00
0.106
K/FT
0.106
K/FT
0.000
K/FT
WLR
8
9 - 8
UNIF
0.00
15.66
-0.121
K/FT
0.000
K/FT
0.000
K/FT
DIRECTION/
LOCATION
DIRECTION/
LOCATION
DIRECTION/
LOCATION
DIRECTION/
LOCATION
LOAD CASE (EQ ) SEISMIC LOAD
LOAD
MEMBER
F R A M E D E S I
G N P P L I E D
L 0 A D S
DISTANCES
DATE:
08/11
DIRECTION/
C
TIME:
02:29 PM
TYPE
FT
FT
PAGE: 9
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 089257
BUILDER - NORTH VALLEY READY -MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT
- ANDY
WOOD BLDR PHONE # 916-345-7296 PROJ NAME
- DON BROWN
ENGR GRP -
VISALIA
0.001
K/FT
. (TYPE) (WIDTH)
(HEIGHT) (LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN
------------------------------------------------------------------------=----------------------------------------------------------
SYSTEM FRAME
# 4 DESCRIPTION EWDS 80-0"
16'-0" 20 PSF
80 MPH UBC 88
1.000 TO 12
LOAD CASE (EQ ) SEISMIC LOAD
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
DIRECTION/
LABEL
NO
(START -END)
TYPE
FT
FT
X
Y
Z
LOCATION
EQ
1
1 -
2
UNIF
0.00
15.66
0.001
K/FT
0.000
K/FT
0.000
K/FT
EQ
2
2 -
3
CONC
0.00
0.213
KIP
0.000
KIP
0.000
IN -K
Outside flange
EQ
4
3 -
5
CONC
27.50
0.096
KIP
0.000
KIP
0.000
IN -K
Outside flange
EQ
5
6 -
5
CONC
52.50
0.096
KIP
0.000
KIP
0.000
IN -K
Outside flange
EQ
7
8 -
6
CONC
80.00
0.213
KIP
0.000
KIP
0.000
IN -K
Outside flange
EQ
8
9 -
8
UNIF
0.00
15.66
0.001
K/FT
0.000
K/FT
0.000
K/FT
LOAD
CASE (EWP)
EW WIND
PRESSURE
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
DIRECTION/
LABEL
NO
(START -END)
TYPE
FT
FT
X
Y
Z
LOCATION
EWP
1
1 -
2
UNIF
0.00
15.66
-0.106
K/FT
0.000
K/FT
0.000
K/FT
EWP
2
2 -
3
UNIF
0.00
27.50
-0.106
K/FT
0.106
K/FT
0.000
K/FT
EWP
3
4 -
3
UNIF
0.00
17.96
0.000
K/FT
0.000
K/FT
-0.374
K/FT
EWP
4
3 -
5
UNIF
27.50
40.00
-0.106
K/FT
0.106
K/FT
0.000
K/FT
EWP
5
6 -
5
UNIF
40.00
52.50
0.106
K/FT
0.106
K/FT
0.000
K/FT
EWP
6
7 -
6
UNIF
0.00
17.96
0.000
K/FT
0.000
K/FT
-0.374
K/FT
EWP
7
8 -
6
UNIF
52.50
80.00
0.106
K/FT
0.106
K/FT
0.000
K/FT
EWP
8
9 -
8
UNIF
0.00
15.66
0.106
K/FT
0.000
K/FT
0.000
K/FT
LOAD
CASE (EWS)
EW WIND
SUCTION
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
DIRECTION/
LABEL
MO
(START -END)
TYPE
FT
FT
X
Y
Z
LOCATION
EWS
1
1 -
2
UNIF
0.00
15.66
-0.106
K/FT
0.000
K/FT.
0.000
K/FT
EWS
2
2 -
3
UNIF
0.00
27.50
-0.106
K/FT
0.106
K/FT
0.000
K/FT
EWS
3
4 -
3
UNIF
0.00
17.96
0.000
K/FT
0.000
K/FT
0.343
K/FT
EWS
4
3 -
5
UNIF
27.50
40.00
=0.106
K/FT
0.106
K/FT
0.000
K/FT
EWS
5
6 -
5
UNIF
40.00
52.50
0.106
K/FT
0.106
K/FT
0.000
K/FT
EWS
6
7 -
6
UNIF
0.00
17.96
0.000
K/FT
0.000
K/FT
0.343
K/FT
EWS
7
8 -
6
UNIF
52.50
80.00
0.106
K/FT
0.106
K/FT
0.000
K/FT
EWS
8
9 -
8
UNIF
0.00
15.66
0.106
K/FT
0.000
K/FT
0.000
K/FT
F I N A L F R A M E D E S I G N 0 S E C T I 0 N P R O P E R T I E S
DATE: 08/10 CA
PAGE': 10
TIME: 02:29
PM
-------------------------------------------------------------
ORDER # 089257
-
BUILDER NORTH
VALLEY READY
-MIX
----------------------------------------------
BLDR
ORDER
# 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT
- ANDY
WOOD
BLDR PHONE
#
916-345-7296
PROJ
NAME
- DON BROWN
ENGR
GRP -
VISALIA
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM
------=-----------------------------------------------------------------------------------------------
FRAME
# 4
DESCRIPTION
EWDS
80'-0"
16'-0"
20
PSF
80 MPH
UBC
88
1.000
TO 12
MEMBER NO.
SECTION NO.
1
1
JOINTS
OUTER
1 - 2
FLANGE =
5.000
X 0.188
WEB =
0.100
INNER FLANGE
= 5.000 X 0.188
ANAL SEC
DIST
DEPTH
AREA
IX
IY
RTO
RTI
WRX
WRY
WRTO
WRTI
WDAFO
WDAFI
H/T
LUBO
LUBI
PTS. NO.
(FT)
(IN)
(IN2)
(IN4)
(IN4)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
RATIO
(FT)
(FT)
1 1
0.00
11.88
3.03
76,.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
7.50
7.50
2
3.75
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
7.50
7.50
3
7.50
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
7.50
7.50
4
9.50
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
6.64
6.64
5
14.14
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
6.64
6.64
MEMBER NO.
SECTION NO.
2
1
JOINTS
OUTER
2 - 3
FLANGE =
5.000
X 0.188
WEB =
0.100
INNER FLANGE
= 5.000 X 0.188
SECTION NO.
2
OUTER
FLANGE =
5.000
X 0.188
WEB =
0.100
INNER FLANGE
= 5.000 X 0.188
ANAL SEC
DIST
DEPTH
AREA
IX
IY
RTO
RTI
WRX
WRY
WRTO
WRTI
WDAFO
WDAFI
H/T
LUBO
LUBI
PTS. NO.
(FT)
(IN)
(IN2)
(IN4)
(IN4)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
RATIO
(FT)
(FT)
1 1
1.57
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
4.00
2.42
2
3.98
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
5.02
10.03
3
8.98
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
5.02
10.03
4
13.98
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
5.02
10.03
5
18.98
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
5.02
10.03
6
19.93
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
5.02
10.03
7 2
19.94
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
5.02
10.03
8
23.98
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
5.02
10.03
9
27.46
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
4.98
4.98
MEMBER NO.
3
JOINTS
4 - 3
SECTION NO.
1
OUTER
FLANGE =
5.000
X 0.188
WEB =
0.100
INNER FLANGE
_. 5.000 X 0.188
ANAL SEC
DIST
DEPTH
AREA
IX
IY
RTO
RTZ
WRX
WRY
WRTO
WRTI
WDAFO
WDAFI
H/T
LUBO
LUBI
PTS. NO.
(FT)
(IN)
(IN2)
(IN4)
(IN4)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
RATIO
(FT)
(FT)
1 1
0.00
7.88
2.63
31.30
3.92
1.36
1.36
3.45
1.22
1.36
1.36
8.38
8.38
75.00
7.50
7.50
2
3.75
7.88
2.63
31.30
3.92
1.36
1.36
3.45
1.22
1.36
1.36
8.38
8.38
75.00
7.50
7.50
3
7.50
7.88
2.63
31.30
3.92
1.36
1.36
3.45
1.22
1.36
1.36
8.38
8.38
75.00
7.50
7.50
4
9.50
7.88
2.63
31.30
3.92
1.36
1.36
3.45
1.22
1.36
1.36
8.38
8.38
75.00
3.00
3.00
5
12.50
7.88.
2.63
31.30
3.92
1.36
1.36
3.45
1.22
1.36
1.36
8.38
8.38
75.00
3.80
3.80
6
16.29
7.88
2.63
31.30
3.92
1.36
1.36
3.45
1.22
1.36
1.36
8.38
8.38
75.00
3.80
3.80
F I N A
L F R A
M E •D
E S I
G NS E
0
C T I
O N P
R O P E
R T I
E S
C
DATE:
08/19
PA
11
TIME:
02:29 PM
----------------------------
ORDER
------------------------------------------------------------------------=
# 089257
BUILDER NORTH
VALLEY READY
-MIX
BLDR
ORDER
# 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT
- ANDY
WOOD
BLDR PHONE
#
916-345-7296
PROJ
NAME
- DON BROWN
ENGR
GRP -
VISALIA
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
----------------------------------------------------------------------------------
SYSTEM FRAME
# 4
DESCRIPTION
EWDS
80'-0"
16-0"
20
PSF
80 MPH
----
UBC
-
88
----
1.000 TO 12
MEMBER
NO. 4
JOINTS
' 3 - 5
FLANGE =
5.000
X 0.188
WEB
=
0.100
INNER FLANGE =
5.000 X 0.188
SECTION
NO. 1
OUTER
ANAL
SEC DIST
DEPTH
AREA
IX
IY
RTO
RTI
WRX
WRY
WRTO
WRTI
WDAFO
WDAFI
H/T
LUBO
LUBI
(IN2)
(IN4)
(IN4)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
RATIO
(FT)
(FT)
PTS.
NO. (FT)
(IN)
1
1 0.00
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
4.98
4.98
2
1.48
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
5.02
10.03
3
6.48
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
5.02
10.03
4
11.48
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
5.02
10.03
5
12.46
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
1.96
1.96
MEMBER
NO. 5
JOINTS
6 - 5
FLANGE =
5.000
X 0.188
WEB =
0.100
INNER FLANGE =
5.000 X 0.188
SECTION
NO. 1
OUTER
ANAL
SEC DIST
DEPTH
AREA
IX
IY
RTO
RTI
WRX
WRY
WRTO
WRTI
WDAFO
WDAFI
H/T
'LUBO
LUBI
PTS.
NO. (FT)
(IN)
(IN2)
(IN4)
(IN4)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
RATIO
(FT)
(FT)
1
1 0.00
11.88
3.03
76.89
3.92.
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
4.98
4.98
2
1.48
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
5.02
10.03
3
6.48
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
5.02
10.03
4.
11.48
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
.1.32
12.63
12.63
115.00
5.02
10.03
5
12.46
11.88
3.03
76.89
3.92
.1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
1.96
1.96
MEMBER NO. 6
JOINTS
7 - 6
FLANGE =
5.000
X 0.188
WEB =
0.100
INNER FLANGE =
5.000 X 0.188
SECTION
NO. 1
OUTER
ANAL
SEC DIST
DEPTH
AREA
IX
IY
RTO
RTI
WRX
WRY
WRTO
WRTI
WDAFO
WDAFI
H/T
LUBO
LUBI
PTS.
NO. (FT)
(IN)
(IN2)
(IN4)
(IN4)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
RATIO
(FT)
(FT)
1
1 0.00
7.88'
2.63
31.30
3.92
.1.36
1.36
3.45
1.22
.1.36
1.36
8.38
8.38
75.00
7.50
7.50
2
3.75
7.88
2.63
31.30
3.92
1.36
1.36
3.45
1.22
1.36
1.36
8.38
8.38
75.00
7.50
7.50
3
7.50
7.88
2.63
31.30
3.92
1.36
1.36
3.45
1.22
1.36
1.36
8.38
8.38
75.00
7.50
7.50
4
9..50
7.88
2..63
31.30
3.92
1.36
1.36
3.45
1.22
1.36
1.36
8.38
8.38
75.00
3.00
3.00
5
12.50
7.88
2.63
31.30
3.92
1.36
1.36
3.45
1.22
1.36
1.36
8.38
8.38
75.00
3.80
3.80
6
16.29
7.88
2.63
31.30
3.92
1.36
1.36
3.45
1.22
1.36
1.36
8.38
8.38
75.00
3.80
3.80
F I N A L F R A M E D E S I G N S E C T I O N P R O P E R T I E S
DATE: 08 1 C
TIME: 02:2Pm PA 12
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS 80'-0" 16'-0" 20 PSF 80 MPH UBC 88 1.000 TO 12
-------------------------------------------------------------- --------------------------------------------------------------------
MEMBER NO.
7
JOINTS
8 - 6
SECTION NO.
1
OUTER
FLANGE
= 5.000
X 0.188
WEB
=
0.100
INNER FLANGE
= 5.000 X 0.188
SECTION NO.
2
OUTER
FLANGE =
5.000
X 0.188
WEB
=
0.100
INNER FLANGE
= 5.000 X 0.188
ANAL SEC
DIST
DEPTH
AREA
IX
IY
RTO
RTI
WRX
WRY
WRTO
WRTI
WDAFO
WDAFI
H/T
PTS. NO.
(FT)
(IN)
(IN2)
(IN4)
(IN4)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
RATIO
1 1
1.57
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
2
3.98
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12. 63
12.63
115.00
3
8.98
11.88
3.03
76.89
3.92
1.32
1.32
5.04.
1.14
1.32
1.32
12.63
12.63
115.00
4
13.98
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
5
18.98
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
6
19.93
11.88
3.03.
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
7 2
19.94
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
8
23.98
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00,
9
27.46
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
MEMBER NO.
8
JOINTS
9 - 8
SECTION NO.
1
OUTER
FLANGE =
5.000
X 0.188
WEB
=
0.100
INNER FLANGE
= 5.000 X 0.188
ANAL SEC
DIST
DEPTH
AREA
IX
IY
RTO
RTI
WRX
WRY
WRTO
WRTI
WDAFO
WDAFI
H/T
PTS. NO.
(FT)
(IN)
(IN2)
(IN4)
(IN4)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
RATIO
1 1
0.00
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
2
3.75
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
3
7.50
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
.12.63
115.00
4
9.50
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
.12.63
12.63
115.00
5
14.14
11.88
3.03
76.89
3.92
1.32
1.32
5.04
1.14
1.32
1.32
12.63
12.63
115.00
LUBO
(FT)
4.00
5.02
5.02
5.02
5.02
5.02
5.02
5.02
4.98
LUBO
(FT)
7.50
7.50
7.50
6.64
6.64
LUBI
(FT)
2.42
10.03
10.03
10.03
10.03
10.03
10.03
10.03
4.98
LUBI
(FT)
7.50
7.50
7.50
6.64
6.64
F I N
A L F
R A M E
D E S I
G N C
O N T
R O L L
I N
G
S T R
E S S
DATE:
08/1
Co
TIME:
02:29
PM
PAGE:
13
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 089257
BUILDER - NORTH
VALLEY
READY
-MIX
BLDR
ORDER
# 91-48
BLDR
ACCOUNT #
20-04-007-90
BLDR
CONTACT
- ANDY
WOOD
BLDR
PHONE
# 916-345-7296
PROJ
NAME
- DON
BROWN
ENGR GRP
- VISALIA
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
-----------------7------------------------------------------------------=----------------------------------------------------------
SYSTEM
FRAME
# 4
DESCRIPTION
EWDS
80'-0"
16'-0"
20
PSF
80 MPH
UBC
88
1.000 TO
12
COLUMN
1 -
2
AXIAL
SHEAR
-ALLOW
STRESSES-
ALLOW
---STRESS RATIOS --COMB
CONT
PT.
DEPTH
AREA
SOX
-SIX
FORCE
FORCE
MOMENT
FA
FSO
FBI
SHEAR
QS
QA
CB
O.FL
I.FL
STRESS
COND
NO.
(IN)
(IN2)
(IN3)
(IN3)
(KIPS)
(KIPS)
(IN -KIP)
(KSI)
(KSI)
(KSI)
(KIPS)
AXIAL
BENDG
BENDG
RATIO
M V
1*
11.88
3.03
12.95
12.95
2.82
1.86
0.00
28.07
28.07
30.00
9.95
0.94
1.00
1.75
0.03
0.00
0.00
0.03
1 2
2
11.88
3.03
12.95
12.95
-1.44
1.41
63.28
39.99
37.42
39.99
9.95
0.94
1.00
1.75
0.01
0.13
0.12
0.13
2 2
3
11.88
3.03
12.95
12.95
-1.48
1.41
126.57
39.99
37.42
39.99
9.95
0.94
1.00
1.75
0.01
0.26
0.24
0.26
2 2
4
11.88
3.03
12.95
12.95
-1.50
0.83
146.52
39.99
37.30
39.99
9.95
0.94
1.00
1.12
0.01
0.30
0.28
0.30
2 2
i 5*
11.88
3.03
12.95
12.95
-1.55
0.80
165.31
39.99
37.30
39.99
9.95
0.94
1.00
1.12
0.01
0.34
0.32
0.34
2 8
ROOF
BEAM
2 -
3
AXIAL
SHEAR
-ALLOW
STRESSES-
ALLOW
---STRESS RATIOS
--COMB
CONT
PT.
DEPTH
AREA
SOX
SZX
FORCE
FORCE
MOMENT
FA
FBO
FBI
SHEAR
QS
QA
CB
O.FL
I.FL
STRESS
COND
NO.
(IN)
(IN2)
(IN3)
(IN3)
(KIPS)
(KIPS)
(IN -KIP)
(KSI)
(KSI)
(KSI)
(KIPS)
AXIAL
BENDG
BENDG
RATIO
M V
1*
11.88
3.03
12.95
12.95
-0.10
2.26
166.33
39.99
37.42
39.99
7.47
0.94
1.00
1.13
0.00
0.34.
0.32
0.34
2 1
2
11.88
3.03
12.95
12.95
-0.01
2.25
-120.92
39'99
39.99
28.68
7.47
0.94
1.00
1.16
0.00
0.23
0.33
0.33
3 1
3
11.88
3.03
12.95
12.95
-0.03
1.41
-113.06
39.99
39.99
28.68
7.47
0.94
1.00
1.16
0.00
0.22
0.30
0.30
3 1
4
11.88
3.03
12.95
12.95
0.52
0.79
98.05
30.00
28.07
30.00
9.95
0.94
1.00
1.14
0.01
0.27
0.25
0.28
1 3
5
11.88
3.03
12.95
12.95
0.44
-1.48
66.35
30.00
28.07
30.00
7.47
0.94
1.00
1.18
0.00
0.18
0.17
0.19
1 1
6*
11.88
3.03
12.95
12.95
0.36
-1.49
48.89
30.00
28.07
30.00
7.47
0.94
1.00
2.18
0.00
0.13
0.13
0.14
1 1
7*
11.88
3.03.
12.95
12.95
0.36
-1.49
48.71
30.00
28.07
30.00
7.47
0.94
1.00
2.18
0.00
0.13
0.13
0.14
1 1
8
11.88
3.03
12.95
12.95
0.36
-2.63
-24.40
30.00
30.00
26.59
7.47
0.94
1.00
2.03
0.00
0.06
0.07
0.07
1 1
9*
11.88
3.03
12.95
12.95
0.27
-2.67
-134.57
30.00
30.00
28.07
7.47
0.94
1.00
1.57
0.00
0.35
0.37
0.37
1 1
COLUMN
4 -
3
Rotated 90
degrees
AXIAL
SHEAR
-ALLOW
STRESSES-
ALLOW
---STRESS RATIOS
--COMB
CONT
PT.
DEPTH
AREA
SOX
SIX
FORCE
FORCE
MOMENT
FA
FBO
FBI
SHEAR
QS
QA
CB
I
O.FL
I.FL
STRESS
COND
NO.
(IN)
(IN2)
(IN3)
(IN3)
(KIPS)
(KIPS)
(IN -KIP)
(KSI)
(KSI)
(KSI)
(KIPS)
AXIAL
BENDG
BENDG
RATIO
M V
1*
7.88
2.63
7.95
7.95
5.20
1.72
0.00
29.60
29.22
30.00
15.04
0.99
1.00
1.75
0.07
0.00
0.00
0.07
1 8
2
7.88
2.63
7.95
7.95
-1.42
1.72
77.54
39.99
38.95
39.99
15.04
0.99
1.00
1.75
0.01
0.25
0.24
0.26
8 8
3
7.88
2.63
7.95
7.95
-1.45
-0.05
155.08
39.99
38.95
39.99
15.04
0.99
1.00
1.75
0.01
0.50
0.49
0.50
8 8
4
7.88
2.63
7.95
7.95
-1.47
-0:99
153.79
39.99
40.12
40.12
15.04
0.99
1.00
1.75
0.01
0.48
0.48
0.50
8 8
5
7.88
2.63'
7.95
7.95
-1.50
-2.57
118.21
39.99
40.12
40.12
15.04
0.99
1.00
1.75
0.01
0.37
0.37
0.38
8 8
6*
7.88
2.63
7.95
7.95
5.09
-2.57
0.00
23.02
29.60
30.00
15.04
0.99
1.00
1.75
0.08
0.00
0.00
0.08
1 8
F I N
A L F
R A M E
D E S I
G N C
i
O N T
R O L L I N
G
S T R
E S S
DATE:
08/01
C
TIME:
02:29
PM
PA
14
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 089257
BUILDER
- NORTH VALLEY
READY
-MIX
BLDR ORDER
# 91-48
BLDR
ACCOUNT #
20-04-007-90
BLDR
CONTACT
- ANDY
WOOD
BLDR
PHONE
# 916-345-7296
PROJ NAME
- DON
BROWN
ENGR GRP - VISALIA
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
-----------------------------------------------------------------------------------------------------------------------------------
SYSTEM
FRAME
# 4
DESCRIPTION
EWDS
80'-0"
16'-0"
20 PSF
80 MPH
UBC.
88
1.000 TO 12
ROOF
BEAM
3 -
5
AXIAL
SHEAR
-ALLOW
STRESSES-
ALLOW
---STRESS RATIOS --COMB
CONT
PT.
DEPTH
AREA
SOX
SIX
FORCE
FORCE
MOMENT
FA
FBO
FBI
SHEAR
QS
QA
CB
O.FL
I.FL
STRESS
COND
NO.
(IN)
(IN2)
(IN3)
(IN3)
(KIPS)
(KIPS)
(IN -KIP)
(KSI)
(KSI)
(KSI)
(KIPS)
AXIAL
BENDG
BENDG
RATIO
M
V
1*
11.88
3.03
12.95
12.95
0.68
2.37
-133.40
30.00
30.00
28.07
7.47
0.94
1.00
1.17
0.61
0.34
0.37
0.37
1
1
2
11.88
3.03
12.95
12.95
0.68
2.37
=91.54
30.00
30.00
27.38
7.47
0.94
1.00
2.30
0.01
0.24
0.26
0.27
1
1
3
11.88
3.03
12.95
12.95
-0.28
1.59
-22.73
39.99
39.99
26.18
7.47
0.94
1.00
1.00
0.00
0.04
0.07
0.07
2
1
4
11.88
3.03
12.95
12.95
0.54
0.66
43.39
30.00
28.07
30.00
7.47
0.94
1.00
1.66
0.01
0.12
0.11
0.13
1
1
5*
11.88
3.03
12.95
12.95
0.48
0.36
42.69
30.00
28.07
30.00
9.95
0.94
1.00
1.01
0.01
0.12
0.11
0.12
1
2
ROOF
BEAM
6 -
5
AXIAL
SHEAR
-ALLOW
STRESSES-
ALLOW
---STRESS RATIOS --COMB
CONT
PT.
DEPTH
AREA
SOX
SIX
FORCE
FORCE
MOMENT
FA
FBO
FBI
SHEAR
QS
QA
CB
O.FL
I.FL
STRESS
COND
NO.
(IN)
(IN2)
(IN3)
(IN3)
(KIPS)
(KIPS)
(IN -KIP)
(KSI)
(KSI)
(KSI)
(KIPS)
AXIAL
BENDG
BENDG
RATIO
M
V
1*
11.88
3.03
12.95
12.95
0.68
2.37
-133.40
30.00
30.00
28.07
7.47
0.94
1.00
1.17
0.01
0.34
0.37
0.37
1
1
.2
11.88
3.03
12.95
12.95
0.68
2.37
-91.54
30.00
30.00
27.38
7.47
0.9'4
1.00
2.30
0.01
0.24
0.26
0.27
1
1
3
11.88
3.03
12.95
12.95
-0.28
1.59
-22.73
39.99
39.99
26.18
7.47
0.94
1.00
1.00
0.00
0.04
0.07
0.07
3
1
4
11.88
3.03
12.95
12.95
0.54
0.66
43.39
30.00
28.07
30.00
7.47
0.94
1.00
1.66
0.01
0.12
0.11
0.13
1
1
5*
11.88
3.03
12.95
12.95
0.48
0.36
42.69
30.00
28.07
30.00
9.95
0.94
1.00
1.01
0.01
0.12
0.11
0.12
1
3
COLUMN
7 -
6
Rotated 90
degrees
AXIAL
SHEAR
-ALLOW
STRESSES-
ALLOW
---STRESS RATIOS --COMB
CONT
PT.
DEPTH
AREA
SOX
SIX
FORCE
FORCE
MOMENT
FA
FBO
FBI
SHEAR
QS
QA
CB
O.FL
I.FL
STRESS
COND
NO.
(IN)
(IN2) .(IN3)
(IN3)
(KIPS)
(KIPS)
(IN -KIP)
(KSI)
(KSI)
(KSI)
(KIPS)
AXIAL
BENDG
BENDG
RATIO
M
V
1*
7.88
2.63
7.95
7.95
5.20
1.72
0.00
29.60
29.22
30.00
15.04
0.99
1.00
1.75
0.07
0.00
0.00
0.07
1
8
2
7.88
2.63
7.95
7.95
-1.42
1.72
77.54
39.99
38.95
39.99
15.04
0.99
1.00
1.75
0.01
0.25
0.24
0.26
8
8
3
7.88
2.63
7.95
7.95
-1.45
-0.05
155.08
39.99
38.95
39.99
15.04
0.99
1.00
1.75
0.01
0.50
0.49
0.50
8
8
4
7.88
2.63
7.95
7.95
-1.47
-0.99
153.79
39.99
40.12
40.12
15.04
0.99
1.00
1.75
0.01
0.48
0.48
0.50
8
8
5
7.88
2.63
7.95
7.95
-1.50
-2.57
118.21
39.99
40.12
40.12
15.04
0.99
1.00
1.75
0.01
0.37
0.37
0.38
8
8
6*
7.88
2.63
7.95
7.95
5.09
-2.57
0.00
23.02
29.60
30.00
15.04
0.99
1.00
1.75
0.08
0.00
0.00
0.08
1
8
DATE: 08/
C
TIME: 02:2
M,
PA
15
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 089257
BUILDER - NORTH VALLEY READY
-MIX
BLDR ORDER
# 91-48
BLDR
ACCOUNT #
20-04-007-90
BLDR CONTACT
- ANDY WOOD
BLDR PHONE
# 916-345-7296
PROJ NAME
- DON
BROWN
ENGR GRP - VISALIA
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE) '
DESIGN SYSTEM
-------------------------------------------------------------------------------------------------------------=---------------------
FRAME # 4
DESCRIPTION
EWDS
80'-0"
16'-0"
20 PSF
80 MPH
UBC
88
1.000 TO 12
ROOF
BEAM
8 -
6
AXIAL
SHEAR
-ALLOW
STRESSES-
ALLOW
---STRESS RATIOS --COMB
CONT
PT.
DEPTH
AREA
SOX
SIX
FORCE
FORCE
MOMENT
FA
FBO
FBI
SHEAR
QS
QA
CB
O.FL
I.FL
STRESS'COND
NO.
(IN)
(IN2)
(IN3)
(IN3)
(KIPS)
(KIPS)
(IN -KIP)
(KSI)
(KSI)
(KSI)
(KIPS)
AXIAL
BENDG
BENDG
RATIO
M
V
1*
11.88
3.03
12.95
12.95
-0.10
2.25
166.33
39.99
37.42
39.99
7.47
0.94
1.00
1.13
0.00
0.34
0.32
0.34
3
1
2
11.88
3.03
12.95
12.95
-0.01
2.25
-120.92
39.99
39.99
28.68
7.47
0.94
1.00
1.1.6
0.00
0.23
0.33
0.33
2
1
3
11.88
3.03
12.95
12.95
-0.03
1.41
-113.06
39.99
39.99
28.68
7.47
0.94
1.00
1.16
0.00
0.22
0'.30
0.30
2
1
4
11.88
3.03
12.95
12.95
0.52
0.79
98.05
30.00
28.07
30.00
9.95
0.94
1.00
1.14
0.01
0.27
0.25
0.28
1
2
5
11.88
3.03
12.95
12.95
0.44
-1.48
66.35
30.00
28.07
30.00
7.47
0.94
1.00
1.18
0.00
0.18
0.17
0.19
1
1
6*
11.88
3.03
12.95
12.95
0.36
-1.49
48.89
30.00
28.07
30.00
7.47
0.94
1.00
2.18
0.00
0.13
0.13
0.14
1''
1
7*
11.88
3.03
12.95
12.95
0.36
-1.49
48.71
30.00
28.07
30.00
7.47
0.94
1.00
2.18
0.00
0.13
0.13
0.14
1
1
8
11.88
3.03
12.95
12.95
0.36
-2.63
-24.40
30.00
30.00
26.59
7.47
0.94
1.00
2.03
0.00
0.06
0.07
0.07
1
1
9*
11.88
3.03
12.95
12.95
0.27
-2.67
-134.57
30.00
30.00
28.07
7.47
0.94
1.00
1.57
0.00
0.35
0.37
0.37
1
1
( COLUMN
9 -
8
AXIAL
SHEAR
-ALLOW
STRESSES-
ALLOW
---STRESS RATIOS --COMB
CONT
PT.
DEPTH
AREA
SOX
SIX
FORCE
FORCE
MOMENT
FA
FBO
FBI
SHEAR
QS
QA
CB
O.FL
I.FL
STRESS
COND
NO.
(IN)
(IN2)
(IN3)
(IN3)
(KIPS)
(KIPS)
(IN -KIP)
(KSI)
(KSI)
(KSI)
(KIPS)
AXIAL
BENDG
BENDG
RATIO
M
V
1*
11.88
3.03
12.95
12.95
2.82
1.86
0.00
28.07
28.07
30.00
9.95
0.94
1.00
1.75
0.03
0.00
0.00
0.03
1
3
2
11.88
3.03
12.95
12.95
-.1.44
1.41
63.28
39.99
37.42
39.99
9.95
0.94
1.00
1.75
0.01
0.13
0.12
0.13
3
3
3
11.88
3.03
12.95
12.95
-1.48
1.41
126.57
39.99
37.42
39.99
9.95
0.94
1.00
1.75
0.01
0.26
0.24
0.26
3
3
4
11.88
3.03
12.95
12.95
-1.50
0.83
146.52
39.99
37.30
39.99
9.95
0.94
1.00
1.12
0.01
0.30
0.28
0.30
3
3
5*
11.88
3.03
12.95
12.95
-1.55
0.80
165.31
39.99
37.30
39.99
9.95
0.94
1.00
1.12
0.01
0.34
0.32
0.34
3
8
DATE: 08
F R A
M E D
E S I G N W E
L D S
U M M A
R Y
TIME:. 02/01
-----------------------------------------------------------------------------------------------------------------------------------
P 1 6
ORDER # 089257
BUILDER - NORTH
VALLEY
READY -MIX BLDR
ORDER
# 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT -
ANDY WOOD
BLDR
PHONE #
916-345-7296 PROJ
NAME
- DON BROWN
ENGR GRP -
VISALIA
(TYPE) (WIDTH) (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME #
------------------------------------------------------------------------7----------------------------------------------------------
4
DESCRIPTION EWDS 80'-0" 161-0"
20 PSF
80 MPH
UBC
88
1.000 TO 12
PART
WEB
WEB
FLG-TO-WEB FILLET
ALLOW
CONTROLLING
NO.
SECT
THK
STRESS SIZE
SHEAR
MEMB
ANAL
LOAD
(IN)
(KIPS/IN)
(KIPS/IN)
NO.
PT
COND
MEMBER
NO.
1 OV63370
1
0.100
0.100 3/32
1.965
1
1
2
MEMBER
NO.
2 OV63380
1
0.100
0.161 3/32
1.965
2
1
1
OV63390
1
0.100
0.191 3/32
1.965
2
9
1
MEMBER
NO.
3 OV63400
1
0.100
0.223 3/32
1.965
3
5
8
MEMBER
NO.
4 OV63390
1
0.100
0.191' 3/32
1.965
2
9
1
MEMBER
NO.
8 OV63370
1
0.100
0.100 3/32
1.965
1
1
2
MEMBER
NO.
7 OV63380
1
0.100
0.161 3/32
1.965
2
1
1
OV63390
1
0.100
0.191 3/32
1.965
2
9
1
MEMBER
NO.
6 OV63400
1
0.100
0.223 3/32
1.965
3
5
8
MEMBER
NO.
5 OV63390
1
0.100
0.191 3/32
1.965'
2
9
1
THE FLANGE -TO -WEB
SHEAR
VALUES SHOWN HAVE BEEN
ADJUSTED
FOR WIND
LOAD TO SHOW THE EQUIVALENT LIVE LOAD
THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE
MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING
THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS
F I N
A L
F R A
M E D
E S I G
- S P L I
C E S
U M M A R Y
DATE:
08/
C
TIME:
----------------------------------------------------------------7------------------------------------------------------------------
02: M
PA 17
ORDER
# 089257
BUILDER
- NORTH
VALLEY
READY
-MIX
BLDR
ORDER #
91-48
BLDR ACCOUNT # 20-04-007-90
BLDR
CONTACT - ANDY WOOD
BLDR
PHONE
# 916-345-7296
PROJ NAME -
DON BROWN
ENGR GRP - VISALIA
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
-----------------------------------------------------------------------------------------------------------------------------------
SYSTEM FRAME # 4
DESCRIPTION EWDS
80'-0"
16'-0"
20 PSF 80
MPH
UBC 88
1:000 TO 12
SPLICE
LOCATION
MEMBER
ANALYSIS
CONTROLLING
AXIAL
SHEAR
MOMENT
NO
TYPE
MOD
SEQ
NO.
PT.
LOAD
COMBINATION
KIPS
KIPS
IN -KIPS
01
COLUMN
00
1
1
1
DL
+ WLL
-1.40
1.86
0.00
DL
+ WLL
-1.40
1.86
0.00
02
2
5
DL
+ WLL
-1.55
0.34
165.31
DL
+ WLR
-0.33
-0.27
-112.03
03
COLUMN
01
1
3
1
DL
+ WLR
-2.48
0.00
0.00
DL
+ WLR
-2.48
0.00
0.00
04
2
6
DL
+ WLR
-2.63
0.00
0.00
DL
+ WLR
-2.63
0.00
0.00
05
COLUMN
02
1
6
1
DL
+ WLL
-2.48
0.00
0.00
DL
+ WLL
-2.48
0.00
0.00
06
2
6
DL
+ WLL
-2.63
0.00
0.00
DL
+ WLL
-2.63
0.00
0.00
07
COLUMN
03
1
8
1
DL
+ WLR
-1.40
1.86
0.00
DL
+ WLR
-1.40
1.86
0.00
08
2
5
DL
+ WLR
-1.55
0.34
.165.31
DL
+ WLL
-0.33
-0.27
-112.03
09
BEAM
01
1
2
6
DL
+ LL
0.36
-1.49
48.89
DL
+ EWS
-1.28
0.45
-19.39
10
BEAM
02
2
4
5
DL
+ LL
0.48
-0.04
42 ..69
DL
+ WLR
-0.34
-0.30
-10.06
11
BEAM
02
1
7
6
DL
+ LL
0.36
-1.49
48.89
DL
+ EWS
-1.28
0.45
-19.39
THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE
MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING
THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS
F R A M
E D E
S I G
N R
E A C T
I O N S
DATE:
08 1
/
C
PAG 18
TIME:
02:29 PM
----------------------------------------------------------------------=--------------------=---------------------------------------
ORDER
# 089257 BUILDER - NORTH VALLEY READY
-MIX
BLDR
ORDER
# 91-48
BLDR
ACCOUNT # 20-04-007-90
BLDR
CONTACT - ANDY WOOD
BLDR PHONE
# 916-345-7296
PROJ
NAME
- DON BROWN
ENGR GRP
- VISALIA
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
------------------------------------------------------------------------=----------------------------------------------------------
SYSTEM FRAME # 4
DESCRIPTION
EWDS
80'-0"
16-0"
120
PSF .
80 MPH
UBC
88
1.000 TO
12
POSITIVE REACTION DIRECTION
R
H
KIPS Horizontal Force to Right V
2-------3---5---6-------8
V
KIPS Vertical Force
Up
Z
KIPS Horizontal Out
of Plane
+---H
/
1
4
7
9
Z
No.
Loading Combination
1H
1V
3Z
4V
4Z
6Z
7V
7Z
9H
9V
Sum H
Sum V
Sum Z
1
DL + LL
0.49
2.82
0.00
5.20
0.00
0.00
5.20
0.00
-0.49
2.82
0.00
16.04
0.00
2
DL + WLL
-1.86
-1.40
0.00
-0.61
0.00
0.00
-2.48
0.00
-1.21
-0.18
-3.07
-4.68
0.00
3
DL + WLR
1.21
-0.18
0.00
-2.48
0.00
0.00
-0.61
0.00
1.86
-1.40
3.07
-4.68
0.00
4
DL + EQL
-0.23
0.43
0.00
1.60
0.00
0.00
0.85
0.00
-0.42
0.92
-0.65
3.80
0.00
5
DL + EQR
0.42
0.92
0.00
0.85
0.00
0.00
1.60
0.00
0.23
0.43
0.65
3.80
0.00
6
DL +2.25EQL
-0.63
0.12
0.00
2.06
0.00
0.00
0.39
0.00
-0.83
1.23
-1.46
3.80
.0 .00
7
DL +2.25EQR
0.83
1.23
0.00
0.39
0.00
0.00
2.06
0.00
0.63
0.12
1.46
3.80
0.00
8
DL + EWP
0.54
-0.95
3.59
-1.39
3.13
3.59
-1.39
3.13
-0.54
-0.95
0.00
-4.68
13.43
9
DL + EWS
0.54
-0.95
-3.29
-1.39
-2.87
-3.29
-1.39
-2.87
-0.54
-0.95
0.00
-4.68
-12.32
ID
Load Case
1H
1V
3Z
4V
4Z
6z
7V
7Z,
9H
9V
Sum H
Sum V
Sum Z
DL
DEAD LOAD
0.10
0.68
0.00
1.23
0.00
0.00
1.23
0.00
-0.10
0.68
0.00
3.80
0.00
LL
LIVE LOAD
0.39
2.14
0.00
3.98
0.00
0.00
3.98
0.00
-0.39
2.14
0.00
12.24
0.00
WLL
WIND LOAD LEFT
-1.96
-2.08
0.00
-1.84
0.00
0.00
-3.71
0.00
-1.11
-0.86
-3.07
-8.48
0.00
WLR
WIND LOAD RIGHT
1.11
-0.86
0.00
-3.71
0.00
0.00
-1.84
0.00
1.9.6
-2.08
3.07
-8.48
0.00
EQ
SEISMIC LOAD
-0.32
-0.25
0.00
0.37
0.00
0.00
-0.37
0.00
-0.32
0.25
-0.65
0.00
0.00
EWP
EW WIND PRESSURE
0.44
-1.63
3.59
-2.61
3.13
3.59
-2.61
3.13
-0.44
-1.63
0.00
-8.48
13.43
EWS
EW WIND SUCTION
0.44
-1.63.
-3.29
-2.61
-2.87
-3.29
-2.61
-2.87
-0.44
-1.63
0.00
-8.48
-12.32
DATE: 08/1 C
TIME: 02:29 PM PAGE: 19
--------------------------- -------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) - (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS 80'-0" 16'-0" 20 PSF 80 MPH UBC 88 1.000 TO 12
-----------------------------------------------------------------------------------------------------------------------------------
MEMBER NO. 1 JOINT 1 - 2
----------------------------------
SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD
NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND
1 14.14 50. 4 4.64 FT 11.88 IN 11.88 IN 5.000 X .188 .100 5.000 X .188 0.342 2
CONTROLLING ACTIONS
---AXIAL---
LENGTH
---MAXIMUM STRESSES ---
SECT. FORCE
MOMENT
AXIAL
FSO FBI
NO. (KIPS)
(IN -KIP)
(KSI)
(KSI) (KSI)
1 -1.55
165.31
-0.51
12.77 12.77
MEMBER NO. 2
JOINT 2
- 3
5.00 FT
---ALLOWABLE STRESSES ---
FA FBO FBI
(KSI) (KSI) (KSI)
39.99 37.30 39.99
SECT.
LENGTH
YIELD
NO.
MAX SEG
DEPTH AT
DEPTH AT
NO.
(FT)
STRESS
SEGS
SIZE
START
END
1
19.94
50.
5
5.00 FT
11.88 IN
11.88 IN
2
7 56
50_
2
4.04 FT
11.88 IN
11.88 IN
CONTROLLING ACTIONS
WEB
OUTER FL. THK.
5.000 X .188 .100
5.000 X .188 .100
---AXIAL--- ---MAXIMUM STRESSES- - ---ALLOWABLE STRESSES ---
SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI
NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI)
1 -0.10 166.33 -0.03 12.85 12.85 39.99 37.42 39.99
2 0.27 -134.57 0.09 -10.39 -10.39 30.00 30.00 28.07
MEMBER NO. 3 JOINT 4 - 3 Rotated 90 degrees
----------------------------------
SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH'AT WEB
NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK.
1 16.30 50. 5 3.79 FT 7.88 IN 7.88 IN 5.000 X .188 .100
CONTROLLING ACTIONS
---AXIAL--- ---MAXIMUM STRESSES -- ---ALLOWABLE STRESSES ---
SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI
NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI)
1 -1.45 155.08 -0.55 19.51 19.51 39.99 38.95 39.99
--------------SHEAR--------------
FORCE ALLOW STRESS LOAD
(KIPS) (KIPS) RATIO COND
1.86 9.95 0.187 2
COMB. STRESS LOAD
INNER FL. RATIO COND
5.000 X .188 0.343 2
5.000 X .188 0.373 1
--------------SHEAR-----------
FORCE ALLOW STRESS LOAD
.(KIPS) (KIPS) RATIO COND
2.26 7.47 0.302 1
-2.67 7.47 0.357 1
COMB. STRESS LOAD
INNER FL. RATIO COND
5.000 X .188 0.502 8
--------------SHEAR--------------
FORCE ALLOW STRESS LOAD
(KIPS) (KIPS) RATIO COND
-2.57 15.04 0:171 8
F I N A L F R A M E D E S I S T R E S S S U M M A R Y
DATE: 08/01
TIME
02:29 PM PAVE: 20
ORDER # 089257 BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS 80'-0" 16-0" 20 PSF 80 MPH USC 88 1.000 TO 12
-----------------------------------------------------------------------------------------------------------------------------------
MEMBER NO. 4 JOINT 3 - 5
----------------------------------
SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD
NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND
1 12.50 50. 4 5.00 FT 11.88 IN 11.88 IN 5.000 X .188 .100 5.000 X .188 0.375 1
CONTROLLING ACTIONS
---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR --------------
SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD
NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND
1 0.68 -133.40 0.23 -10.30 -10.30 30.00 30.00 28.07 2.37 7.47 0.317 1
MEMBER NO. 5 JOINT 6 - 5
---------=------------------------
SECT. LENGTH YIELD NO. MAX SEG DEPTH.AT DEPTH AT WEB COMB. STRESS LOAD
NO. (FT) STRESS SEGS SIZE - START END OUTER FL. . THK. INNER FL. RATIO COND
1 12.50 50. 4 5.00 FT 11.88 IN 11.88 IN 5.000 X .188 .100 5.000 X .188 0.375 1
CONTROLLING ACTIONS
---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- --------------SHEAR--------------
SECT. FORCE. MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD
NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND
1 0.68 -133.40 0.23 -10.30 -10.30 30.00 30.00 28.07 2.37 7.47 0.317 1
MEMBER NO. 6 JOINT 7 - 6 Rotated 90 degrees
--------------------------------- -
SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD
NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND
1 16.30 50. 5 3.79 FT 7.88 IN 7.88 IN 5.000 X .188 .100 5.000 X .188 0.502 8
CONTROLLING'ACTIONS
---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR --------------
SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD
NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND
1 -1.45 155.08 -0.55 19.51 19.51 39.99 38.95 39'.99 -2.57 15.04 0.171 8
F I N A L F R A M E D E S I G S T R E S S S U M M A R Y
DATE: 08/l C
TIME: 02:29 PM PA 21
----------------------------------------------------------------------------=------------------------------------------------------
ORDER # 089257 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
(TYPE) (WIDTH) (HEIGHT) ALIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS 80'-0" 16-0" 20 PSF 80 MPH UBC 88 1.000 TO 12
-----------------------------------------------------------------------------------------------------------------------------------
MEMBER NO. 7 JOINT 8 - 6
------------------- ---------------
SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD
NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND
1 19.94 50. 5 5.00 FT 11.88 IN 11.88 IN 5.000 X .188 .100 5.000 X .188 0.343 3
2 7.56 50. 2 4.04 FT 11.88 IN 11.88 IN 5.000'X .188 .100 5.000 X .188 0.373 1
CONTROLLING ACTIONS
---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR --------------
SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD
NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KS.I) (KSI) (KSI) (KIPS) (KIPS) RATIO COND
1 -0.10 166.33 -0.03 12.85 12.85 39.99 37.42 39.99 2.25 7.47 0.302 1
2 0.27 -134.57 0.09 -10.39 -10.39 30.00 30.00 28.07 -2.67 7.47 0.357 1
MEMBER NO. 8 JOINT 9 - 8
-----------------------------------
SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD
NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND
1 14.14 50: 4 4.64 FT 11.88 IN 11.88 IN 5.000 X .188 .100 5.000 X .188 0.342 3
CONTROLLING ACTIONS
---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR --------------
SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD
NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND
1 -1.55 165.31 -0.51 12.77 12.77 39.99 37.30 39.99 1.86 9.95 0.187 3
k.
F
R A M E D E
S I G N
- G R A L I
N F O R M A T I O N
DATE: 08/*1
C
TIME: 02:29 PM
PA 25
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 089257
BUILDER - NORTH VALLEY READY -MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT -
ANDY WOOD
BLDR PHONE # 916-345-7296 PROJ NAME
- DON BROWN
ENGR GRP -
VISALIA
(TYPE)
(WIDTH)
(HEIGHT) .(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM
-----------------------------------------------------------------------------------------------------------------------------------
FRAME #
5 DESCRIPTION LRF
80'70"
16'-0" 20 PSF
80 MPH UBC 88
1.000 TO 12
LEFT SIDE
RIGHT SIDE
SPAN NO. WIDTH
MISCELLANEOUS
PROPERTIES
EAVE HEIGHT
=
15.669 FT.
15.669 FT.
1 = 80.000 FT
MODULUS OF ELASTICITY
=
29000 KSI
FRAME HEIGHT
=
15.000 FT.
15.000 FT.
COL. CLEAR HT.
=
12.714 FT.
12.714 FT.
CMX
=
0.850
SLOPE (P/12.)
=
1.000
1.000
CMX(stepped column/no.wind)
=
0.950
SW R -BEAM OFFSET
=
0.125 IN.
0.125 IN.
CMY(pinned in
minor axis) =
0.600
DIST. TO RIDGE
=
40.000 FT.
40.000 FT.
CMY(fixed in minor
axis) =
0.400
COLUMN OFFSET
=
8.000 IN.
8.000 IN.
GIRT DEPTH
=
8.000 IN.
8.000 IN.
PURLIN DEPTH
=
8.000 IN.
8.000 IN.
(UNINSULATED)
(UNINSULATED)
---------------------
JOINT DATA ---------------------
------=-----------------------
MEMBER DATA ------------------------------
JOINT
X-COORD
Y-COORD
DEGREE -OF -FREEDOM
MEMBER
MOM. RELEASE
K VALUES
NUMBER
FT
FT
X Y MZ
Z MX
NUMBER JOINTS
START END IN
PLANE OUT OF
PLANE
1
1.232
0.000
1 1 0
1 0
1 1- 2
0 0
1.50 1.00
2
1.817
13.836
0 0 0
1 0
2 2- 3
0 0
1.50 1.00
3
40.000
17.361
0 0 0
0 0
3 4- 3
0 0
1.50 1.00
4
78.183
13.836
0 0 0
1 0
4 5- 4
0 0
1.50 1.00
5
78.768
0.000
1 1 0
1 0
( 0 = FREE 1
= FIXED )
(
1 = RELEASE 0 = NO RELEASE
)
F R A M E D E S I G N - S E C 0 N DY / B R A C E L O C A T I O N S
DATE: 08/1 1
C
TIME: 02:29 PM PA '26
--------------------------------- ---------------------------------------------------------------------------------------
I ORDER # 089257 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
! (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 5 DESCRIPTION LRF 80'-0" 16'-0" 20 PSF 80 MPH UBC 88 1.000 TO 12
--------------------------------------------------------------------------------------------------------
DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary.bracing code.as follows:
ACCUM - Distance to purlin from the low sidewall in FEET. 0 FL Outside flange only braced
ID - B Base, G Girt, P Purlin, E Eave strut, O Other O -IF Outside and Inside flange braced
MAJOR - Major axis brace point indicator. ( YES or NO ) 0 -SF Outside braced and inside Single flange brace
COLUMN 1- 2 COLUMN 5- 4 ROOFBEAM 2- 3 ROOFBEAM 4- 3
DIST ID BRACE MAJOR DIST ID BRACE MAJOR DIST ACCUM ID BRACE DIST ACCUM ID BRACE
0.00 B O -IF YES 0.00 B 0 -IF YES 0.00 0.00 E 0 FL 0.00 0.00. E 0 FL
7.50 G 0 FL NO 7.50 G 0 FL NO 3.98 3.98 P 0 -SF 3.98 3.98 P O -SF
12.71 '0 O -IF YES 12.71 0 O -IF YES 8.98 8.98 P O -SF 8.98 8.98 P O -SF
15.67 E 0 FL NO 15.67 E 0 FL NO 13.98 13.98 P 0 FL 13.98 13.98 P 0 FL
18.98 18.98 P O -SF 18.98 18.98 P O -SF
23.98 23.98 P 0 Fk 23.98 23.98 P 0 FL
28 .,98 28.98 P O -SF 28.98 28.98 P 0 -SF
33.98 33.98 P 0 FL 33.98 33.98 P 0 FL
38.98 38.98 P O -SF 38.98 38.98 P o -SF
DISTANCE TO ANALYSIS POINTS
COLUMNS USE THE VERTICAL DISTANCE MEASURED FROM START OF MEMBER
ROOFBEAMS USE THE HORIZONTAL DISTANCE MEASURED FROM START OF MEMBER
APPLIED LOADS
+ VERT OR FY - UPWARD
+ HORZ OR FX - TOWARDS RIGHT
+ MOMT OR MZ - COUNTER -CLOCKWISE
REFERENCE DISTANCES USE THE GLOBAL COORDINATE SYSTEM EXPLANATION OF LOAD TABLE HEADINGS
X -DIST IS FROM LEFT STRUCTURE LINE (HORIZONTAL) FOR LOAD TYPES 1,3 (UNIF & TAPER)
Y -DIST IS FROM LEFT BASE ELEVATION NORMALIZED TO 0.0 (VERTICAL) X1 & Y1 ARE STARTING LOAD MAGNITUDES (KIPS/FT)
X2 & Y2 ARE ENDING LOAD MAGNITUDES (KIPS/FT)
FOR LOAD TYPES 1,2,3 (UNIF, CONC, & TAPER) (IGNORE Z1, X1=X2 OR Y1=Y2 FOR UNIF LOAD)
COLUMNS USE Y -DISTANCE FOR LOAD TYPES 2,4,5 (CONC, MOMENT PRODUCING)
ROOF BEAMS USE X -DISTANCE X1 IS CONCENTRATED HORIZONTAL LOAD (KIPS)
FOR LOAD TYPES 4,5 (MOMENT PRODUCING) Y1 IS CONCENTRATED VERTICAL LOAD (KIPS)
BOTH DISTANCES ARE USED Z1 IS CONCENTRATED MOMENT LOAD (IN -KIPS)
(IGNORE X2 & Y2)
MEMBER FORCES
MEMBER FORCES USE THE MEMBER COORDINATE SYSTEM
+ AXIAL - MEMBER IS IN COMPRESSION
+ SHEAR OUTWARD FORCE ON END OF MEMBER
+ MOMENT"- COMPRESSI"ON ON OUTER FLANGE
FRAME REACTIONS
REACTIONS USE THE GLOBAL COORDINATE SYSTEM
+ HORIZONTAL IS TOWARDS RIGHT
+ VERTICAL IS UPWARD
+ MOMENT IS COUNTER -CLOCKWISE
F I N A L F R A M E D E S I G-
S I G N
C O N V E N T I O
N
C
DATE:
08/0
PAGZ" 27
TIME:
02:29 PM
------------------------------
ORDER
BLDR
DESIGN
---------------------------------------------------------------------------------------------------------------
# 089257
CONTACT - ANDY
SYSTEM FRAME
-------------------------------------------------------------------------------------
BUILDER NORTH VALLEY READY -MIX
WOOD BLDR PHONE # 916-345-7296
(TYPE) (WIDTH) (HEIGHT)
# 5 DESCRIPTION LRF 80-0" 16'-0"
BLDR ORDER
PROJ NAME
(LIVE)
20 PSF
# 91-48
- DON BROWN
(WIND) (CODE/YEAR)
80 MPH UBC 88
BLDR ACCOUNT #
ENGR GRP -
(SLOPE)
1.000 TO 12
20-04-007-90
VISALIA
DISTANCE TO ANALYSIS POINTS
COLUMNS USE THE VERTICAL DISTANCE MEASURED FROM START OF MEMBER
ROOFBEAMS USE THE HORIZONTAL DISTANCE MEASURED FROM START OF MEMBER
APPLIED LOADS
+ VERT OR FY - UPWARD
+ HORZ OR FX - TOWARDS RIGHT
+ MOMT OR MZ - COUNTER -CLOCKWISE
REFERENCE DISTANCES USE THE GLOBAL COORDINATE SYSTEM EXPLANATION OF LOAD TABLE HEADINGS
X -DIST IS FROM LEFT STRUCTURE LINE (HORIZONTAL) FOR LOAD TYPES 1,3 (UNIF & TAPER)
Y -DIST IS FROM LEFT BASE ELEVATION NORMALIZED TO 0.0 (VERTICAL) X1 & Y1 ARE STARTING LOAD MAGNITUDES (KIPS/FT)
X2 & Y2 ARE ENDING LOAD MAGNITUDES (KIPS/FT)
FOR LOAD TYPES 1,2,3 (UNIF, CONC, & TAPER) (IGNORE Z1, X1=X2 OR Y1=Y2 FOR UNIF LOAD)
COLUMNS USE Y -DISTANCE FOR LOAD TYPES 2,4,5 (CONC, MOMENT PRODUCING)
ROOF BEAMS USE X -DISTANCE X1 IS CONCENTRATED HORIZONTAL LOAD (KIPS)
FOR LOAD TYPES 4,5 (MOMENT PRODUCING) Y1 IS CONCENTRATED VERTICAL LOAD (KIPS)
BOTH DISTANCES ARE USED Z1 IS CONCENTRATED MOMENT LOAD (IN -KIPS)
(IGNORE X2 & Y2)
MEMBER FORCES
MEMBER FORCES USE THE MEMBER COORDINATE SYSTEM
+ AXIAL - MEMBER IS IN COMPRESSION
+ SHEAR OUTWARD FORCE ON END OF MEMBER
+ MOMENT"- COMPRESSI"ON ON OUTER FLANGE
FRAME REACTIONS
REACTIONS USE THE GLOBAL COORDINATE SYSTEM
+ HORIZONTAL IS TOWARDS RIGHT
+ VERTICAL IS UPWARD
+ MOMENT IS COUNTER -CLOCKWISE
F R A M E D E S I G N is
DATE: 08/1 1
TIME: 02:29 PM
-------------------------------------------------------------------.-
ORDER # 089257 BUILDER - NORTH VALLEY READY -MIX
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296
(TYPE) (WIDTH) (HEIGHT)
DESIGN SYSTEM FRAME # 5 DESCRIPTION LRF 80'-0" 16-011
--------------------------------------------------------------------
GENERAL BUILDING INFORMATION
DESIGN BAY = 25.00O.FT.
TOTAL BUILDING LENGTH = 100.000 FT.
PANELS TYPE DESCRIPTION
LEFT SIDEWALL BRII 28STL
ROOF BRII 28STL
RIGHT SIDEWALL BRII 26STL
BUILDING USE AND LOCATION
O A D S
U M M A R Y
= CALIFORNIA
COUNTY
LOAD
= BUTTE (INLAND)
USE CATEGORY
PA 28
-------------------------------------------------------------
BLDR ORDER
# 91-48
BLDR ACCOUNT #
20-04-007-90
PROJ NAME
- DON BROWN
ENGR GRP -
VISALIA
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
(CLL)
20 PSF
--=----------------------------------------------------------
80 MPH UBC 88
1.000 TO 12
= 20.000 PSF
WEIGHT
0.92 PSF
2.42 PSF (INCLUDING ALLOWANCE FOR SECONDARIES)
1.12 PSF
STATE
= CALIFORNIA
COUNTY
LOAD
= BUTTE (INLAND)
USE CATEGORY
COEFF
= 1: Normal use
APPLIED LOADINGS
1.00
12.00
BUILDING.CODE
1.00
= UBC - 1988
I DEAD LOAD
(DL )
= 2.420 PSF + FRAME DL
COLLATERAL LOAD
(CLL)
= 0.000 PSF
ROOF LIVE LOAD
(LL )
= 20.000 PSF
MIN COUNTY GROUND SNOW LOAD = 0 PSF
INCLUDES 1.00 IMPORTANCE FACTOR
COEFFICIENTS
TRIBUTARY LOAD
LOAD
NET ROOF LOAD
FACTOR
COEFF
(PSF)
LEFT ROOF 60.00%
1.00
12.00
RIGHT ROOF 60.00%
1.00
12.00
DATE: 08/1 F R A M E D E S I G N 10L
O A D S U M M A R Y
TIME: 02:29 PM
------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 91-48
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR)
DESIGN -SYSTEM FRAME # 5 DESCRIPTION LRF 80-0" 16'-0" 20 PSF 80 MPH UBC 88
--------------------------------------------------------------------------
----------------------------
WIND LOADS
PAS : 29
------------
BLDR ACCOUNT #
------
20-04-007-90
I
! WIND LOAD LEFT
= 80.000 MPH
( 11.900
PSF) MIN COUNTY WIND SPEED
WIND LOAD RIGHT
= 80.000 MPH
( 11.900
PSF)
WIND UPLIFT
= 80.000 MPH
( 11.900
PSF)
WIND LOAD CASE
= 1
0.000
EXPOSURE FACTOR
= B .
-0.700(SUCTION )
0.000
WIND ENCLOSURE
= ENCLOSED
-0.500(SUCTION )
0.800(PRESSURE)
COEFFICIENTS
ENDWALL WIND PRESURE
76 MPH
INCLUDES 1.00 IMPORTANCE FACTOR
PAS : 29
------------
BLDR ACCOUNT #
------
20-04-007-90
ENGR GRP -
VISALIA
(SLOPE)
(WLR)
1.000 TO 12
----------------------------
)
76 MPH
INCLUDES 1.00 IMPORTANCE FACTOR
INTERNAL SUCTION
.(IS )
0.000
0.000
0.000
0.000
WIND FROM LEFT'
WIND FROM RIGHT
INTERNAL
PRESSURE
.(WLL)
(WLR)
(IP
)
LEFT SIDEWALL
0.800(PRESSURE)
-0.500(SUCTION )
0.000
LEFT ROOF
-0.700(SUCTION )
-0.700(SUCTION )
0.000
RIGHT ROOF
-0.700(SUCTION )
-0.700(SUCTION )
0.000
RIGHT SIDEWALL
-0.500(SUCTION )
0.800(PRESSURE)
0.000
ENDWALL WIND PRESURE
ENDWALL WIND SUCTION
(EWP)
(EWS)
SIDEWALLS
-0,700(SUCTION )
-0.700(SUCTION )
ROOF
-0.700(SUCTION )
-0.700(SUCTION )
SIDEWALL CANOPY/OVERHANG
-1.200(SUCTION )
-1.200(SUCTION )
SEISMIC LOADS (EQ )
PERCENT SNOW LOAD =
0.000%
LEFT ROOF
= 4.420 PSF
RIGHT ROOF
= 4.420 PSF
SEISMIC ZONE = 3
Z FACTOR
= 0.300
MIN CTY SEISMIC ZONE = 3
I FACTOR
= 1.000
Rw FACTOR
= 6.000
SOIL PROFILE
_ S3
S FACTOR
= 1.500
Ct FACTOR
= 0.035
T FACTOR
= 0.280
C FACTOR
= 2.750
C/Rw FACTOR
= 0.458
NET SEISMIC FACTOR
= 0.1375
INTERNAL SUCTION
.(IS )
0.000
0.000
0.000
0.000
F I N A
L F R A
M E
D E S I G N
L O A D
C O N D
I T I O N S
DATE:
08/
C
TIME:
02:29 PM
PAV 30
-----------------------------------------------------7-----------------------------------------------------------------------------
ORDER
# 089257
BUILDER - NORTH VALLEY READY-MIX
BLDR ORDER
# 91-98
BLDR ACCOUNT
# 20-09-007-90
BLDR
CONTACT - ANDY
WOOD
BLDR PHONE #
916-395-7296
PROJ NAME
- DON BROWN
ENGR GRP
- VISALIA
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
------------------------------------------------------------------------------------------------------------------------------------
# 5 DESCRIPTION
LRF
80'-0"
16'-0"
20 PSF
80 MPH
UBC 88
1.000 TO
12
LCN
LOAD DESCRIPTION STRESS
LOADING
GRP
LOADING GRP
LOADING
GRP
LOADING GRP
LOADING
GRP
INCREASE
PERCENT
PERCENT
PERCENT
PERCENT
PERCENT
1
DL + LL
1.000
100.00
DL
100.00 LL
2
DL + WLL
1.333
100.00
DL
100.00 WLL
3
DL + WLR
1.333
100.00
DL
100.00 WLR
9
DL + EQL
1.333
100.00
DL
100.00 EQ
5
DL + EQR
1.333
100.00
DL
-100.00 EQ
6
DL +2.25EQL
8.000
100.00
DL
225.00 EQ
7
DL +2.25EQR
8.000
100.00
DL
-225.00 EQ
8
DL + EWP
1.333
100.00
DL
100.00 EWP
F R A M E D E
S I G N
P P L I E
D L 0 A
D S
DATE:
08/01
PA 31
TIME:
02:29 PM
- --------------------------------------
------------------------------
ORDER
# 089257
----------------------------------------
BUILDER -
NORTH VALLEY READY -MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT # 20-04-007-90
BLDR
CONTACT =
ANDY WOOD
BLDR PHONE #
916-345-7296
PROJ NAME
- DON BROWN
ENGR GRP - VISALIA
(TYPE) (WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)'
(SLOPE)
DESIGN
-----------------------------------------------------------------------------------------------------------------------------------
SYSTEM FRAME
# 5
DESCRIPTION LRF 80-0"
16'-0",
20 PSF
80 MPH
UBC
88
1.000 TO 12
LOAD
CASE (DL )
DEAD LOAD
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
DIRECTION/
LABEL
NO
(START -END)
TYPE
FT FT
X
Y
Z
LOCATION
DL
2
2 - 3
UNIF
0.00 40.00
0.000
K/FT
-0.060
K/FT
0.000
K/FT
DL
3
4 - 3
UNIF
40.00 80.00
0.000
K/FT
-0.060
K/FT
0.000
K/FT
LOAD
CASE (LL )
LIVE LOAD
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
DIRECTION/
LABEL
NO
(START -END)
TYPE
FT FT
X
Y
Z
LOCATION
LL
2
2 - 3
UNIF
0.00 40.00
0.000
K/FT
-0.300
K/FT
0.000
K/FT
LL
3'
4 - 3
UNIF
40.00 80.00
0.000
K/FT
-0.300
K/FT
0.000
K/FT
LOAD
CASE (WLL)
WIND LOAD
LEFT
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
DIRECTION/
LABEL
NO
(START -END)
TYPE
FT FT
X
Y
Z
LOCATION
WLL
1
1 - 2
UNIF
0.00 15.66
0.238
K/FT
0.000
K/FT
0.000
K/FT
WLL
2
2 - 3
UNIF
0.00 40.00
-0.208
K/FT
0.208
K/FT
0.000
K/FT
WLL
3
4 - 3
UNIF
40.00 80.00
0.208
K/FT
0.208
K/FT
0.000
K/FT
WLL
4
5 - 4
UNIF
0.00 15.66
Q.148
K/FT
0.000
K/FT
0.000
K/FT
LOAD
CASE (WLR)
WIND LOAD
RIGHT
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
DIRECTION/
LABEL
NO
(START -END)
TYPE
FT FT
X
I Y
Z
LOCATION
WLR
1
1 - 2
UNIF
0.00 15.66
-0.148
K/FT
0.000
K/FT
0.000
K/FT
WLR
2
2 - 3
UNIF
0.00 40.00
-0.208
K/FT
0.208
K/FT
0.000
K/FT
WLR
3
4 - 3
UNIF
40.00 80.00
0.208
K/FT
0.208
K/FT
0.000
K/FT
WLR
4
5 - 4
UNIF
0.00 15.66
-0.238
K/FT
0.000
K/FT
0.000
K/FT
LOAD
CASE (EQ )
SEISMIC LOAD
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
DIRECTION/
LABEL
NO
(START -END)
TYPE
FT FT
X
Y
Z
LOCATION
EQ
1
1 - 2
UNIF
0.00 15.66
0.003
K/FT
0.000
K/FT
0.000
K/FT
EQ
2
2 - 3
CONC
0.00
0.607
KIP
0.000
KIP
0.000
IN -K
outside flange
EQ
3
4 - 3
CONC
80.00
0.607
KIP
0.000
KIP
0.000
IN -K
Outside flange
EQ
4
5 - 4
UNIF
0.00 15.66
0.003
K/FT
0.000
K/FT
0.000
K/FT
LOAD CASE (EWP) EW WIND PRESSURE
LOAD
MEMBER
F R A M E
D E S I
G N P P L
I E
D L O A D S
LOADS
op.
DATE:
TIME:
0841
02:29 PM
LABEL
NO
(START -END)
TYPE
FT
FT
32
----------------------------------=------------------------------------------------------------------------------------------------
ORDER
BLDR CONTACT
# 089257
- ANDY
BUILDER - NORTH VALLEY READY
WOOD BLDR PHONE
(TYPE)
-MIX BLDR
# 916-345-7296 PROJ
(WIDTH) (HEIGHT) (LIVE)
ORDER
NAME
# 91-48
- DON BROWN
(WIND) (CODE/YEAR)
BLDR ACCOUNT #
ENGR GRP -
' (SLOPE)
20-04-007-90
VISALIA
DESIGN
-----------------------------------------------------------------------------------------------------------------------------------
SYSTEM FRAME
# 5 DESCRIPTION LRF
80'-0"
16'-0" 20
PSF
80 MPH UBC 88
1.000 TO 12
K/FT
LOAD CASE (EWP) EW WIND PRESSURE
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
LABEL
NO
(START -END)
TYPE
FT
FT
X
Y
Z
EWP
1
1 - 2
UNIF
0.00
15.66
-0.208
K/FT
0.000
K/FT
0.000
K/FT
EWP
2
2 - 3
UNIF
0.00
40.00
-0.208
K/FT
0.208
K/FT
0.000
K/FT
EWP
3
4 - 3
UNIF
40.00
80.00
0.208
K/FT
0.208
K/FT
0.000
K/FT
EWP
4
5 - 4
UNIF
0.00
15.66
0.208
K/FT
0.000
K/FT
0.000
K/FT
LOAD
CASE (EWS)
EW WIND SUCTION
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
LABEL
NO
(START -END)
TYPE
FT
FT
X
Y
Z
EWS
1
1 - 2
UNIF
0.00
15.66
-0.208
K/FT
0.000
K/FT
0.000
K/FT
EWS
2
2 - 3
UNIF
0.00
40.00
-0.208
K/FT
0.208
K/FT
0.000
K/FT
EWS
3
4 - 3
UNIF
40.00
80.00
0.208
K/FT
0.208
K/FT
0.000
K/FT
EWS
4
5 - 4
UNIF
0.00
15.66
0.208
K/FT
0.000
K/FT
0.000
K/FT
DIRECTION/
LOCATION
DIRECTION/
LOCATION
DATE: 08/1 F I N A L F R A M E D E S I G N 0 S E C T I O N P R 0 P E R T I
TIME: 02:29 PM
----------------------------------------------------------------------------------
ORDER # 089257 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 91-48
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR)
DESIGN SYSTEM FRAME # 5 DESCRIPTION LRF 80'-0" 16-0" 20 PSF 80 MPH UBC 88
------------------------------------------------------------- --------------------------------
MEMBER NO.
SECTION NO.
ANAL SEC
PTS. NO.
1 1
2
3
4
5
MEMBER NO.
SECTION NO
SECTION NO
ANAL SEC
PTS. NO.
1 1
2
3
4
5
6 2
7
8
9
10
11
12
1
1
DIST
(FT)
0.00
3.75
7.50
10.10
12.71
2
1
2
DIST
(FT)
2.46
3.98
8.98
13.98
14.83
14.84
18.98
23.98
28.98
33.98
38.98
39.92
JOINTS 1 - 2
OUTER FLANGE _
DEPTH AREA
(IN) (IN2)
12.00 6.20
15.54 6.76
19.08 7.33
21.54 7.72
24.00 8.11
JOINTS
2 - 3
OUTER
FLANGE _
OUTER
FLANGE _
DEPTH
AREA
(IN)
(IN2)
30.00
8.72
28.28
8.38
22.62
7.24
16.96
6.11
16.01
5.92
16.00
3.91
17.32
4.06
18.91
4.26
20.50
4.45
22.09
4.64
23.68
4.83
23.97
4.86
E S
op. 33
-----------------------------
BLDR ACCOUNT # 20-04-007-90
ENGR GRP - VISALIA
(SLOPE)
1.000 TO 12
-----------------------------
7.000
X 0.250
WEB
=
0.160
INNER FLANGE
= 7.000 X 0.375
IX
IY
RTO
RTI
WRX
WRY
WRTO
WRTI
WDAFO
WDAFI
H/T
(IN4)
(IN4)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
RATIO
164.94
17.87
1.85
1.93
7.49
1.63
1.80
1.88
8.88
6.86
71.09
291.46
17.87
1.80.
1.90
7.49
1.63
1.80
1.88
8.88
6.86
93.22
460.04
17.87
1.76
1.87
7.49
1.63
1.80
1.88
8.88
6.86
115.34
603.78
17.87
1.74
1.85
7.49
1.52
1.74
1.88
12.31
6.86
130.70
770.75
17.87
1.71
1.84
7.49
1.52
1.74
1.88
12.31
6.86
146.06
6.000
X 0.219
WEB
=
0.200
INNER FLANGE
= 6.000 X 0.250
5.000
X 0.219
WEB
=
0.120
INNER FLANGE
= 5.000 X 0.188
IX
IY
RTO
RTZ
WRX
WRY
WRTO
WRTI
WDAFO
WDAFI
H/T
(IN4)
(IN4)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
RATIO
1051.68
8.46
1.30
1.35
8.15`
1.00
1.31
1.36
22.18
19.43
147.65
910.84
8.46
1.32
1.37
8.15
1.04
1.35
1.40
19.37
16.97
139.04
533.08
8.46
1.38
1.42
8.15
1.04
1.35
1.37
19.37
14.89
110.75
271.25
8.45
1.45
1.49
8.15
1.13 .
1.41
1.37
15.06
14.89
82.46
237.15
8.45
1.46
1.50
8:15
1.06
1.30
1.37
14.76
14.89
77.68
164.53
4.24
1.28
1.24
8.15
1.06
1.30
1.37
14.76
14.89
129.95
196.99
4.24
1.27
1.23
8.15
'1.06
1.30
1.37
14.76
14.89
140.93
240.85
4.24
1.25
1.22
8.15
1.01
1.26
1.22
16.54
20.12
154.18
290.09
4.24
1.24
1.20
8.15
0.99
1.25
1.22
17.99
20.12
167.42
344.94
4.24
1.23
1.19
8.15
0.97
1.23
1.19.
19.45
23.50
180.67
405.64
4.24
1.22
1.17
8.15
0.95
1.22
1.19
20.90
23.50
193.91
417.70
4.24
1.21
1.17
8.15
0.94
1.21
1.17
21.76
25.35
196.40
LUBO
(FT)
7.51
7.51
7.51
5.22
5.22
LUBO
(FT)
4.00
5.02
5.02
5.02
5.02
5.02
5.02
5.02
5.02
5.02
5.02
1.88
LUBI
(FT)
12.72
12.72
12.72
12.72
12.72
LUBI
(FT)
1.53
5.02
10.04
10.04
10.04
10.04
10.04
10.04
10.04
10.04
10..04
1.88
DATE: 08/1 F I N A L F R A M E D E S I G N S E C T I O N P R O P E R T I E S
*p- 34
TIME: 02:29 PM
AREA
(IN)
-------------------------
12.00
--------------------------------------------------7---------------------------------------
ORDER # 089257
BUILDER NORTH VALLEY READY -MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY
WOOD BLDR PHONE # 916-345-7296
PROJ NAME
- DON BROWN,
ENGR GRP - VISALIA
4.24
(TYPE) (WIDTH) (HEIGHT)
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
---------------- -------------------------------------------------------------------------------
# 5 DESCRIPTION LRF 80'-0" 16-0"
20 PSF
80 MPH UBC 88
1.000 TO 12
MEMBER NO.
SECTION NO.
SECTION NO.
ANAL SEC
PTS. NO.
1 1
2
3
4
5
6 2
7
8
9
10
11
12
MEMBER NO.
SECTION NO
ANAL SEC
PTS. NO.
1 1
2
3
4
5
3
1
2
DIST
(FT)
2.46
3.98
8.98
13.98
14.83
14.84
18.98
23.98
28.98
33.98
38.98
39.92
4
1
DIST
(FT)
0.00
3.75
7.50
10.10
12.71
JOINTS 4 - 3
OUTER FLANGE _
OUTER FLANGE _
DEPTH AREA
(IN) (IN2)
30.00 8.72
28.28 8.38
22.62 7.24
16.96 6.11
16.01 5.92
16.00 3.91
17.32 4.06
18.91 4.26
20.50 4.45
22.09 4.64
23.68 4.83
23.97 4.86
JOINTS 5 - 4
OUTER FLANGE
DEPTH
AREA
(IN)
(IN2)
12.00
6.20
15.54
6.76
19.08
7.33
21.54
7.72
24.00
8.11
6.000 X 0.219
5.000 X 0.219
IX
IY
(IN4)
(IN4)
1051.68
8.46
910.84
8.46
533.08
8.46
271.25
8.45
237.15
8.45
164.53
4.24
196.99
4.24
240.85
4.24
290.09
4.24
344.94
4.24
405.64
4.24
417.70
4.24
7.000 X 0.250
IX
IY
(IN4)
(IN4)
164.94
17.87
291.46
17.87
460.04
17.87
603.78
17.87
770.75
17.87
RTO
(IN)
1.30
1.32
1.38
1.45
1.46
1.28
1.27
1.25
1.24
1.23
1.22
1.21
RTO
(IN)
1.85
1.80
1.76
1.74
1.71
WEB =
WEB =
RTI
(IN)
1.35
1.37
1.42
1.49
1.50
1.24
1.23
1.22
1.20
1.19
1.17
1.17
WEB =
RTI
(IN)
1.93
1.90
1.87
1.85
1.84
0.200
INNER FLANGE
0.120
INNER FLANGE
WRX
WRY
WRTO
WRTI
(IN)
(IN)
(IN)
(IN)
8.15
1.00
1.31
1.36
8.15
1.04
1.35
1.40
8.15
1.04
1.35
1.37
8.15
1.13
1.41
1.37
8.15
1.06
1.30
1.37
8.15
1.06
1.30
1.37
8.15
1.06
1.30
1.37
8.15
1.01
1.26
1.22
8.15
0.99
1.25
1.22
8.15
0.97
1.23
1.19
8.15
0.95
1.22
1.19
8.15
0.94
1.21
1.17
0.160 INNER FLANGE
WRX
WRY
WRTO
WRTI
(IN)
(IN)
(IN)
(IN)
7.49
1.63
1.80
1.88
7.49
1.63
1.80
1.88
7.49
1.63
1.80
1.88
7.49
1.52
1.74
1.88
7.49
1.52
1.74
1.88
6.000 X 0.250
5.000 X 0.188
WDAFO WDAFI •H/T
(IN) (IN) RATIO
22.18 19.43 147.65
19.37 16.97 139.04
19.37 14.89 110.75
15.06 14.89 82.46
14.76 14.89 77.68
14.76 14.89 129.95
14.76 14.89 140.93
16.54 20.12 154.18
17.99 20.12 167.42
19.45 23.50 180.67
20.90 23.50 193.91
21.76 25.35 196.40
7.000 X 0.375
WDAFO WDAFI H/T
(IN) (IN) RATIO
8.88 6.86 71.09
8.88 6.86 93.22
8.88 6.86 115.34
12.31 6.86 130.70
12.31 6.86 146.06
LUBO
(FT)
4.00
5.02
5.02
5.02
5.02
5.02
5.02
5.02
5.02
5.02
5.02
1.88
LUBO
(FT)
7.51
7.51
7.51
5.22
5.22
LUBI
(FT)
1.53
5.02
10.04
10.04
10.04
10.04
10.04
10.04
10.04
10.04
10.04
1.88
LUBI
(FT)
12.72
12.72
12.72
12.72
12.72
DATE: 0 691 F I N A L F R A M E D E S I G N0 C O N T R O L L I' N G S T R E S S
op. 35
TIME: 02:29
PM
------------------------------
ORDER
# 089257
BUILDER -------------------------------------------------------------------------------------
NORTH VALLEY READY
-MIX
BLDR
ORDER
# 91-48
BLDR
ACCOUNT
#
20-04-007-90
BLDR
CONTACT
- ANDY
WOOD
BLDR PHONE
# 916-345-7296
PROJ
NAME
- DON
BROWN
ENGR GRP
- VISALIA
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
------------------------------------------------------------------------------------------------------
SYSTEM
FRAME
# 5
DESCRIPTION
LRF
80'-0"
16'-0"
20
PSF
80 MPH
USC
88----
1000 TO
------
12
COLUMN
1 -
2
AXIAL
SHEAR
-ALLOW
STRESSES-
ALLOW
---STRESS RATIOS
--COMB
CONT
PT.
DEPTH
AREA
SOX
SIX
FORCE
FORCE
MOMENT
FA
FBO
FBI
SHEAR
QS
QA
CB
O.FL
I.FL
STRESS
COND
NO.
(IN)
(IN2)
(IN3)
(IN3)
(KIPS)
(KIPS)
(IN -KIP)
(KSI)
(KSI)
(KSI)
(KIPS)
AXIAL
BENDG
BENDG
RATIO
M
V
1*
12.00
6.20
24.31
31.63
15.94
-12.13
0.00
29.07
29.07
30.00
29.01
0.97
1.00
1.75
0.09
0.00
0.00
0.09
1
1
2
15.54
6.76
33.45
42.69
15.94
-12.13
-543.83
30.00
30.00
27.19
23.79
1.00
1.00
1.75
0.08
0.54
0.47
0.55
1
1
3
19.08
7.33
43.33
54.36
15.85
-12.14
-1088.20
30.00
30.00
27.19
19.08
1.00
1.00
1.75
0.07
0.84
0.74
0.81
1
1
4
21.54
7.72
50.63
62.82
15.76
-12.14
-1466.54
30.00
30.00
27.19
16.77
1.00
1.00
1.75
0.07
0.97
0.86
0.93
1
1
5*
24.00
8.11
58.26
71.59
15.70
-12.14
-1845.09
30.00
30.00
27.18
14.96
1.00
1.00
1.75
0.06
1.06
0.95
1.01
1
1
ROOF
BEAM
2 -
3
AXIAL
SHEAR
-ALLOW
STRESSES-
ALLOW
---STRESS RATIOS
--COMB
CONT
PT.
DEPTH
AREA
SOX
SIX
FORCE
FORCE
MOMENT
FA
FBO
FBI
SHEAR
QS
QA
CB
O.FL
I.FL
STRESS
COND
NO.
(IN)
(IN2)
(IN3)
(IN3)
(KIPS)
(KIPS)
(IN -KIP)
(KSI)
(KSI)
(KSI)
(KIPS)
AXIAL
BENDG
BENDG
RATIO
M
V
1*
30.00
8.72
68.72
71.56
14.51
12.61
-1910.34
30.00
30.00
28.67
22.88
0.96
1.00
1.06
0.06
0.93
0.93'
0.99
1
1
2
28.28
8.38
63.09
65.81
14.50
12.59
-1681.27
30.00
30.00
28.88
24.32
0.96
1.00
1.22
0.06
0.89
0.88
0.94
1
1
3
22.62
7.24
46.02
48.31
14.29
10.94
-1023.74
30.00
30.00
26.01
30.67
0.99
1.00
1.73
0.07
0.74
0.81
0.88
.1
1
4
16.96
6.11
31.09
32.92
14.04
.9 .03
-481.40
18.40
30.00
26.01
41.48
1.00
1.00
1.73
0.12
0.52
0.53
0.66
1
1
5*
16.01
5.92
28.78
30.53
13.79
7.13
-408.85
18.40
30.00
26.01
44.11
1.00
1.00
1.73
0.13
0.47
0.49
0.62
1
1
6*
16.00
3.91
21.37
19.82
13.33
7.93
-415.17
17.56
30.00
26.01
9.45
0.92
1.00
1.73
0.19
0.65
0.81
1.01
1
1
7
17.32
4.06
23.61
21.95
13.33
7.93
-20.84
17.44
30.00
26.01
8.70
0.91
1.00
1.73
0.19
0.03
0.04
0.22
1
1
8
18.91
4.26
26.39
24.62
13.20
6.08
344.91
18.13
29.22
30.00
7.94
0.97
1.00
1.81
0.17
0.44
0.47
0.61
1
1
9
20.50
4.45
29.28
27.39
13.07
4.21
596.88
18.03
28.93
30.00
7.30
0.96
1.00
1.24
0.16
0.69
0.73
0.86
1
1
10
22.09
4.64
32.27
30.27
12.94
2.34
736.17
17.94
28.31
30.00
6.75
0.96
1.00
1.1.0
0.16
0.79
0.81
0.94
1
1
11
23.68
4.83
35.35
33.24
12.81
-0.87
762.58
17.85
27.40
30.00
6.28
0.95
1.00
1.02
0.15
0.76
0.76
0.91
1
1
12*
23.97
4.86
35.94
33.81
12.72
-0.89
751.39
17.83
27.77
30.00
6.20
0.95
1.00
1.01
0.15
0.73
0.74
0.87
1
1
891
F I N
A L F
R A M E
D E S I
G N C
O N T
R O L L I N
G S
T R
E S S_
WE
DATE:
0
36
TIME:
02:29
PM
--------------------------------------------------------
ORDER
# 089257
BUILDER - NORTH VALLEY READY
---------------------------------------------------------------
-MIX
BLDR
ORDER
# 91-48
BLDR
ACCOUNT
#
20-04-007-90
BLDR
CONTACT
- ANDY
WOOD
BLDR PHONE
# 916-345-7296
PROJ
NAME
- DON
BROWN
ENGR GRP
- VISALIA
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
-----------------------------------------------------------------------=-----------------------------------------------------------
SYSTEM
FRAME
# 5
DESCRIPTION
LRF
80'-0"
16-0"
20
PSF
80 MPH
UBC
88
1.000 TO
12
ROOF
BEAM
4 -
3
AXIAL
SHEAR
-ALLOW
STRESSES-
ALLOW
---STRESS RATIOS
--COMB
CONT
PT.
DEPTH
AREA
SOX
SIX
FORCE
FORCE
MOMENT
FA
FBO
FBI
SHEAR
QS
QA
CB
O.FL
I.FL
STRESS
COND
NO.
(IN)
(IN2)
(IN3)
(IN3)
(KIPS)
(KIPS)
(IN -KIP)
(KSI)
(KSI)
(KSI)
(KIPS)
AXIAL
BENDG
BENDG
RATIO
M V
1*
30.00
8.72
68.72
71.56
14.51
12.61
-1910.34
30.00
30.00
28.67
22.88
0.96
1.00
1.06
0.06
0.93
0.93
0.99
1 1
2
28.28
8.38
63.09
65.81
14.50
12.59
-1681.27
30.00
30.00
28.88
24.32
0.96
1.00
1.22
0.06
0.89
0.88
0.94
1 1
3
22.62
7.24
46.02
48.31
14.29
10.94
-1023.74
30.06
30.00
26.01
30.67
0.99
1.00
1.73
0.07
0.74
0.81
0.88
1 1
4
16.96
6.11
31.09
32.92
14.04
9.03
-481.40
18.40
30.00
26.01
41.48
1.'00
1.00
1.73
0.12
0.52
0.53
0.66
1 1
5*
16.01
5.92
28.78
30.53
13.79
7.13
-408.85
18.40
30.00
26.01
44.11
1.00
1.00
1.73
0.13
0.47
0.49
0.62
1 1
6*
16.00
3.91
21.37
19.82
13.33
7.93
-415.18
17.56
30.00
26.01
9.45
0.92
1.00
1.73
0.19
0.65
0.81
1.01
1 1
7
17.32
4.06
23.61
21.95
13.33
7.93
-20.84
17.44
30.00
26.01
8'.70
0.91
1.00
1.73
0.19
0.03
0.04
0.22
1 1
8
18.91
4.26
26.39
24.62
13.20
6.08
344.91
18.13
29.22
30.00
7.94
0.97
1.00
1.81
0.17
0.44
0.47
0.61
1 1
9
20.50
4.45
29.28
27.39
13.07
4.21
596.88
18.03
28.93
30.00
7.30
0.96
1.00
1.24
0.16
0.69
0.73
0.86
1 1
10
22.09
4.64
32.27
30.27
12.94
2.34
736.17
17.94
28.31
30.00
6.75
0.96
1.00
1.10
0.16
0.79 .0
.81
0.94
1 1
11
23.68
4.83
35.35
33.24
12.81
-0.87
762.58
17.85
27.40
30.00
6.28
0.95
1.00
1.02
0.15
0.76
0.76
0.91
1 1
12*
23.97
4.86
35.94
33.81
12.72
-0.89
751.38
17.83
27.77.30.00
6.20
0.95
1.00
1.01
0.15
0.73
0.74
0.87
1 1
COLUMN
5 -
4
AXIAL
SHEAR
-ALLOW
STRESSES-
ALLOW
---STRESS RATIOS
--COMB
CONT
PT.
DEPTH
AREA
SOX
SIX
FORCE
FORCE
MOMENT
FA
FBO
FBI
SHEAR
QS
QA
CB
O.FL
I.FL
STRESS
COND
NO.
(IN)
(IN2)
(IN3)
(IN3)
(KIPS)
(KIPS)
(IN -KIP)
(KSI)
(KSI)
(KS,I)
(KIPS)
AXIAL
BENDG
BENDG
RATIO
M V
1*
12.00
6.20
24.31
31.63.
15.94
-12.13
0.00
29.07
29.07
30.00
29.01
0.97
1.00
1.75
0.09
0.00
0.00
0.09
1 1
2
15.54
6.76
33.45
42.69
15.94
-12.13
-543.83
30.00
30.00
27.19
23.79
1.00
1.00
1.75
0.08
0.54
0.47
0.55
1 1
3
19.08
7.33
43.33
54.36
15.85
-12.14
-1088.20
30.00
30.00
27.19
19.08
1.00
1.00
1.75
0.07
0.84
0.74
0.81
1 1
4
21.54
7.72
50.63
62.82
15.76
-12.14
-1466.54
30.00
30.00
27.19
16.77
1.00
1.00
1.75
0.07
0.97
0.86
0.93
1 1
5*
24.00
8.11
58.26
71.59
15.70
-12.14
-1845.09
30.00
30.00
27.18
°14.96
1.00
1.00
1.75
0.06
1.06
0.95
1.01
1 1
F R A M E D E S I G N W
E L D S
U M M A
R Y
DATE:
081
S
TIME:
02: PM9:37
------------------=------------------------------------------------------------------------------------------------=---------------
ORDER
# 089257
BUILDER - NORTH
VALLEY READY -MIX BLDR
ORDER
# 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT
-
ANDY WOOD
BLDR PHONE # 916-345-7296
PROJ NAME
- DON BROWN
ENGR GRP -
VISALIA
(TYPE) (WIDTH) (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
-----------------------------------------------------------------------------------------------------------------------------------
SYSTEM
FRAME #
5
DESCRIPTION LRF 801-0" 16'-0"
20 PSF
80 MPH
UBC
88
1.000 TO 12
PART
WEB WEB FLG-TO-WEB FILLET
ALLOW
CONTROLLING
NO.
SECT THK STRESS SIZE
SHEAR
MEMB
ANAL
LOAD
(IN) (KIPS/IN)
(KIPS/IN)
NO.
PT
COND
MEMBER
NO.
1 OV63410
1 0.160 0.971 5/32
3.275
4
1
1
MEMBER
NO.
2 OV63420
1 0.200 0.405 5/32
3.275
2
4
1
OV63430
1 0.120 0.401 1/8
2.620
2
6
1
MEMBER
NO.
4 OV63410
1 0.160 0.971 5/32
3.275
4
1
1
MEMBER
NO.
3 OV63420
1 0.200 0.405 5/32
3.275
2
4
1
OV63430
1 0.120 0.401 1/8
2.620
2
6
1
THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE
BEEN
ADJUSTED
FOR WIND LOAD TO SHOW THE EQUIVALENT
LIVE LOAD
THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE
MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING
THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS
F I N
A L F
R A M E
D
E
S I G*
DATE:
08/ k
C
TIME:
02:2 PM
P* 38
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 089257
BUILDER
- NORTH
VALLEY
READY -MIX
BLDR ORDER #'91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT
- ANDY WOOD
BLDR
PHONE #
916-345-7296
PROJ NAME -
DON BROWN
ENGR GRP -
VISALIA
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
------------------------------------=----------------------------------------------------------------------------------------------
SYSTEM FRAME # 5
DESCRIPTION
LRF
80'-0"
16'-0"
20 PSF 80
MPH
UBC 88
1.000 TO 12
SPLICE
LOCATION
MEMBER
ANALYSIS
CONTROLLING
AXIAL
SHEAR
MOMENT
NO
TYPE
MOD
SEQ
NO.
PT.
LOAD
COMBINATION KIPS
KIPS
IN -KIPS
01
COLUMN
00
1
1
1
DL
+
WLL
-5.48
7.74
0.00
DL
+
WLL
-5.48
7.74
0.00
02
2
5
DL
+
WLL
-5.82
4.99
891.69
DL
+
LL
15.21
-12.75
-1845.09
03
COLUMN
01
1
4
1
DL
+
WLR
-5.48
7.74
0.00
DL
+
WLR
-5.48
7.74
0.00
04
2
5
DL
+
WLR
-5.82
4.99
891.69
DL
+
LL
15.21
-12.75
-1845.09
05
BEAM
01
1
2
5
DL
+
WLL
-4.59
-3.35
326.23
DL
+
LL
13.44
7.77
-408.85
06
2
12
DL
+
LL
12.70
-1.06
751.39
DL
+
WLL
-4.74
-0.22
-258.12
07
BEAM
00
1
3
5
DL
+
WLR
-4.59
-3.35
326.23
DL
+
LL
13.44
7.77
-408.85
THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE
MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING
THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS
DATE: 08/1 F R A M E D E S I G N
TIME: 02:29 PM
--------------------------=-----------------------------------------
ORDER # 089257 BUILDER - [IORTH VALLEY READY -MIX
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296
(TYPE) (WIDTH) (HEIGHT)
DESIGN SYSTEM FRAME # 5 DESCRIPTION LRF-�--80= 0=-----16'-0"
------ ---------------------------------------- ----
POSITIVE REACTION DIRECTION
H KIPS Horizontal Force to Right V
V KIPS Vertical Force Up
No. Loading Combination
1 DL + LL
2 DL + WLL
3 DL + WLR
4 DL + EQL
5 DL + EQR
6 DL +2.25EQL
7 DL +2.25EQR
8 DL + EWP
ID Load Case
DL DEAD LOAD
LL LIVE LOAD
WLL WIND LOAD LEFT
WLR WIND LOAD RIGHT
EQ SEISMIC LOAD
EWP EW WIND PRESSURE
EWS EW WIND SUCTION
1H
12.75
-7.74
-1.70
1.99
3.29
1.17
4.11
-2.75
1H
2.64
10.11
-10.38
-4.33
-0.65
-5.39
-5.39
+---H
Z
1V 5H
15.45 -12.75
-5.48 1.70
-4.26 7.74
3.20 -3.29
3.69 -1.99
2.90 -4.11
4.00 -1.17
-4.87 2.75
1V 5H
3.45 -2.64
12.00 -10.11
-8.93 4.33
-7.71 10.38
-0.24 -0.65
-8.32 5.39
-8.32 5.39
1 R E A C T
I O N S
Sum V
G
F
30.89
-4.26
PA 39
------------------------------------------
ORDER
# 91-48
-------
BLDR ACCOUNT #
20-04-007-90
PROJ NAME
- DON BROWN
ENGR GRP -
VISALIA
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
-2.94
---20PSF
- ------
80 MPH UBC 88
------ ----------
1.000 TO 12
-------------------
6.89
5V
Sum H
Sum V
15.45
0.00
30.89
-4.26
-6.04
-9.75
-5.48
6.04
-9.75
3.69
-1.31
6.89
3.20
1.31
6.89
4.00
-2.94
6.89
2.90
2.94
6.89
-4.'87
0:00
-9.75
5V
Sum H
Sum V
3.45
0.00
6.89
12.00
0.00
24.00
-7.71
-6.04
-16.64
-8.93
6.04
-16.64.
0.24
-1.31
0.00
-8.32
0.00
-16.64
-8.32
0.00
-16.64
F I N A L F R A M E D E S I G�- S T R E S S S U M M A R Y
DATE: 08/
TIME: 02: M P 40
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 089257 ' BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 5 DESCRIPTION LRF 80'-0" 16'-0" 20 PSF 80 MPH UBC 88 1.000 TO 12
-----------------------------------------------------------------------7-----------------------------------------------------------
MEMBER NO. 1 JOINT 1 - 2
----------------------------------
SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD
NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND
1 12.71 50. 4 3.75 FT 12.00 IN 24.00 IN 7.000 X .250 .160 '7.000 X .375 1.013 1
CONTROLLING ACTIONS
---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR --------------
SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD
NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS). RATIO COND
1 15.70 -1845.09 1.93 -31.67 -25.77 30.00 30.00 27.18 -12.14 14.96 0.812 1
MEMBER NO. 2 JOINT 2 - 3
----------------------------------
SECT.
LENGTH
YIELD
NO.
MAX SEG
DEPTH AT
DEPTH AT
NO.
(FT)
STRESS
SEGS
SIZE
START
END OUTER FL
1
14.83
50.
4
5.00 FT
30.00 IN
16.00 IN 6.000 X
2
25.17
50.
6
5.00 FT
16.00 IN
24.00 IN 5.000 X
CONTROLLING ACTIONS
WEB COMB. STRESS LOAD
THK. INNER FL. RATIO COND
219 .200 6.000 X .250 0.987 1
219 .120 5.000 X .188 1.007 1
---AXIAL---
---MAXIMUM STRESSES---
---ALLOWABLE STRESSES---
-------------- SHEAR --------------
SECT.
FORCE
MOMENT
AXIAL
FBO FBI
FA FSO
FBI
FORCE
ALLOW
STRESS
LOAD
NO.
(KIPS)
(IN -KIP)
(KSI)
(KSI) (KSI)
(KSI) (KSI)
(KSI)
(KIPS)
(KIPS)
RATIO
COND
1
14.51
-1910.34
1.66
-27.80 -26.69
30.00 30.00
28.67
12.61
22.88
0.551
1
2
13.33
-415.17
3.41
-19.43 -.20.95.
17.56 30.00
26.01
7.93
8.70
0.911
1
MEMBER
NO. 3
JOINT
4 -
3
SECT.
LENGTH
YIELD
NO.
MAX
SEG DEPTH AT DEPTH
AT
WEB
COMB. STRESS
LOAD
NO.
(FT)
STRESS
SEGS
SIZE
START END
OUTER FL.
THK.
INNER FL.
RATIO
COND
1
14.83
50.
4
5.00
FT 30.00 IN 16.00
IN 6.000 X .219
.200
6.000 X .250
0.987
1
2
25.17
50.
6
5.00
FT 16.00 IN 24.00
IN 5.000 X .219
.120
5.000 X .188
1.007
1
CONTROLLING
ACTIONS
---AXIAL---
---MAXIMUM
STRESSES---
---ALLOWABLE STRESSES---
-------------- SHEAR
--------------
SECT.
FORCE
MOMENT
AXIAL
FBO FBI
FA FBO
FBI
FORCE
ALLOW
STRESS
LOAD
NO.
(KIPS)
(IN -KIP)
(KSI)
(KSI) (KSI)
(KSI) (KSI)
(KSI)
(KIPS)
(KIPS)
RATIO
COND
1
14.51
-1910.34
1.66
-27.80 -26.69
30.00 30.00
28.67
12.61
22.88
0.551
1
2
13.33
-415.18
3.41
-19.43 -20.95
17.56 30.00
26.01
7.93
8.70
0.911
1
DATE: 08/ F I N A L F R A M E D E S I G9 S T R E S S S U M M A R Y
TIME: 02:0 0 41
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND.) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 5 . DESCRIPTION LRF 80-0" 16'-0" 20 PSF 80 MPH UBC 88 1.000 TO 12
-----------------------------------------------------------------------------------------------------------------------------------
MEMBER NO. 4 JOINT 5 - 4
----------------------------------
SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD
NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL.' RATIO COND
1 12.71 50. 4 3.75 FT 12.00 IN 24.00 IN 7.000 X .250 .160 7.000 X .375 1.013 1
CONTROLLING ACTIONS
---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR --------------
SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD
NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS)' RATIO COND
1 15.70 -1845.09 1.93 -31.67 -25.77 30.00 30.00 27.18 -12.14 14.96 0.812 1
COVER SHEET
SIGN CONVENTIONS
APPLIED LOADS SUMMARY
PART DIMENSIONS
BOLTS / SPLICE PLATE INFORMATION
REPORTS SELECTED
BOLT LOADS / ALLOWABLES
LAYOUT SKETCH
FLANGE / WEB PLATE INFORMATION
WELD INFORMATION
S P L I C
E D E S I G N O V E R
S H E E T
CA
DATE:
TIME:
08/13/
02:29 PM
----------------
-----
------------
PAGE. S 2
-
-------------------------------------------
-------- -------- BUILDER NORTH --
ORDER # 089257 VALLEY READY
BLDR CONTACT.- ANDY WOOD BLDR PHONE
(TYPE)
DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS
------------ -----
-MIX ----
BLDR ORDER
# 916-345-7296 PROJ NAME
(WIDTH) (HEIGHT) (LIVE)
80'-0" 16'-0" 20 PSF
# 91-48
- DON BROWN
(WIND) (CODE/YEAR)
80 MPH UBC 88
BLDR-ACCOUNT-#--20-04-007-90 #--
ENGR GRP -
(SLOPE)
1.000 TO 12
20-04-007-90
VISALIA
--------------------------------------------------------------------7-----------------------------------
RUN OPTIONS AND INFORMATION
SOURCING PLANT
04 -
VISALIA
QUANTITY OF LIKE FRAMES
02
STRESS RATIO LIMIT
1.030
COVER SHEET
SIGN CONVENTIONS
APPLIED LOADS SUMMARY
PART DIMENSIONS
BOLTS / SPLICE PLATE INFORMATION
REPORTS SELECTED
BOLT LOADS / ALLOWABLES
LAYOUT SKETCH
FLANGE / WEB PLATE INFORMATION
WELD INFORMATION
3
S P L I C E
D E S I G N or O V E R9
S H E E T
CA�
DATE: 08/1
I
ASSEMBLY INFORMATION
Stiffener Opt
GE!
PA3
TIME: 02:29 PM
NUM
NUM
NUM
Description
ORDER # 089257
BLDR CONTACT - ANDY
DESIGN SYSTEM FRAME
------------------------------------------------------------------------------------------
BUILDER - NORTH VALLEY READY -MIX BLDR ORDER
WOOD BLDR PHONE # 916-345-7296 PROJ NAME
(TYPE) (WIDTH) (HEIGHT) (LIVE)
# 4 DESCRIPTION EWDS 80'-0" 16'-0" 20 PSF.
# 91-48
- DON BROWN
(WIND) (CODE/YEAR)
80 MPH UBC 88
BLDR ACCOUNT #
ENGR GRP -
(SLOPE)
1.000 TO 12
20-04-007-90
VISALIA
----------------
SPLICES SELECTED
SPL
MEMB
SEQ
Connection
GROUP INFORMATION
I
ASSEMBLY INFORMATION
Stiffener Opt
Opt
NUM
NUM
NUM
Description
NUM
Connection Plate Opt
I NUM
------Weld
---------------
----
------------
+-------
--
-----------------
O1'
1
Pinned Base
Plate
11
Analysis Only
OV63370
01
Full
Optimization
Design
w/
Combined
Welds
1
2
01
2
Knee Splice
12
Optimization w/
Std Plates
OV63370
02
Full
optimization
Design
w/
Combined
Welds
OV63380
01
Full
optimization
Design
w/
Combined
Welds
3
03
1
Pinned Base
Plate
13
Analysis Only
OV63400
01
Full
optimization
Design
w/
Combined
Welds
4
03
2
Int. Col. to
Roof
Bm
14
Optimization w/
Std Plates
OV63400
02
Full
optimization
Design
w/
Combined
Welds
OV63390
03
Full
Optimization
Design
w/
Combined
Welds
5
06
1
Pinned Base
Plate
13
Analysis only
OV63400
01
Full
optimization
Design
w/
Combined
Welds
6
06
2
Int. Col. to
Roof
Bm
14
optimization w/
Std Plates
OV63400
02
Full
optimization
Design
w/
Combined
Welds
OV63390
03
Full
optimization
Design
w/
Combined
Welds
7
08
1
Pinned Base
Plate
11
Analysis Only
OV63370
01
Full
Optimization
Design
w/
Combined
Welds
8
08
2
Knee Splice
12
Optimization w/
Std Plates
OV63370
02
Full
optimization
Design
w/
Combined
Welds
OV63380
01
Full
Optimization
Design
w/
Combined
Welds
02
1
Intermediate
Roof
Bm
15
optimization w/
Std Plates
OV63380
02
Full
Optimization
Design
w/
Combined
Welds
9
OV63390
01
Full
optimization
Design
w/
Combined
Welds
2
Ridge
16
Optimization w/
Std Plates
OV63390
02
Full
optimization
Design
w/
Combined
Welds
10
04
OV63390
02
Full
Optimization
Design
w/
Combined
Welds
11
07
1
Intermediate
Roof
Bm
15
optimization w/
Std Plates
OV63380
02
Full
optimization
Design
w/
Combined
Welds
OV63390
01
Full
Optimization
Design
w/
Combined
Welds
S P L I C E D E S I G N - A P P D L O A D S S U M M A R Y
DATE: 08/13/ CA
PAG 4
TIME: 02:29 PM
--------------------------------------------------------------------------
------------------------------------------
ORDER # 089257 BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS 80'-0" 16'-0" 20 PSF 80 MPH UBC 88 1.000 TO 12
SPLICE # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext Corner - S Nuts
------------------------------------------------------------------------------------------------
LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER
NO CATEGORY (kips) (kips) (kips) FACTOR STRENGTH
---- -------------------- --------------- ---=--- ------- ------ --------
1 DL + LL Std Des 2.82 -0.49 0.00 1.00 N
2 DL + WLL Std Des -1.40 1.86 0.00 1.33 N
3 DL + WLR Std Des -0.18 -1.21 0.00 1.33 N
4 DL + EQL Std Des 0.43 0.23 0.00 1.33 N
5 DL + EQR Std Des 0.92 -0.42 0.00 1.33 N
6 DL +2.25EQL Conns Category 2 Load Combination - Does not apply to this Splice Type.
7 DL +2.25EQR Conns Category 2 Load Combination - Does not apply to this Splice Type.
8 DL + EWP Std Des -0.95 -0.54 0.00 1.33 N
9 DL + EWS Std Des -0.95 -0.54 0.00 1.33 N
P A R T D I M E N S I O N S
Column Sidewall Endwall
Dimensions at Connection
Flg. to Flg. Dimension 11.876"
Offset from Structure Line 8.000" 6.000"
Adjacent Depth Change Information
Distance to Depth Change 141- 1.739"
Flg. to Flg.Dimension 11.876"
Adj. P1. Angle (Degrees) 0.000
S P L
I C E D E S
I G N
— B O L / S
P L I C E
P L A T E
CA
;DATE: 08/13/
PAGE: 5
iTIME: 02:29 PM
— ----------------------------
-------------------------------------------------------------7----------------------
—
'ORDER # 089257 BUILDER NORTH VALLEY•READY—MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT — ANDY WOOD
BLDR PHONE
# 916-345-7296 PROJ NAME
— DON BROWN ENGR GRP —
VISALIA
(TYPE)
(WIDTH)
(HEIGHT) (LIVE)
(WIND)
(CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS
80'-0"
16'-0" 20 PSF
80 MPH
UBC 88 1.000 TO 12
SPLICE # 01 TYPE :
-----------------------------------------------------------------------------------------------------------------------------------
Pinned Base
Plate
SUBTYPE :
No Ext Corner — S Nuts
S P 'L I C E
P L A
T E
PLATE TYPE
STANDARD
PART NUMBER
0042852
ORIENTATION
NORMAL
PLATE WIDTH
7.000"
PLATE'LENGTH
12.500"
PLATE THICKNESS
0.500"
PLATE YIELD STRESS
50.00 KSI
PLATE OFFSET
0.000"
DESIGN STRESS RATIO
0.051
CONTROLLING COND.
2
CONTROLLING LOCATION
Outer Row 1
B 0
L T I N F O R
M A T I
O N
BOLT DIAMETER 0.750"
BOLT GAGES — INNER:
4.000"
BOLT TYPE A307
WASHERS NO
BOLT # BOLTS DIST FROM
DIST FROM
ROW IN ROW EDGE
PREV ROW
OUTER 1 2 3.000"
C O N C R E T E S T
R E S S E S
MIN. DESIGN FOOTING SIZE
130.500
( In**2 )
CONCRETE STRENGTH
3.000
KSI
CONTROLLING LOAD GOND. NUMBER
1
ACTUAL ULTIMATE CONCRETE STRESS
0.052
KSI
FACTORED ULT. ALLOW. CONCRETE STRESS
1.868
KSI
CONCRETE STRESS RATIO
0.028
S P L I C E D E S I G N - B O L T
A D S
/ A L
L O W A B
L E S
O
DATE:
08/13/
CA
TIME:
02:29 PM
PAGE: 6
-----------------------
# 089257
----------------------------------------------------------------------------------------
BUILDER
-NORTH VALLEY READY -MIX
BLDR ORDER
# 91-48
BLDR
ACCOUNT #
20-04-007-90
BLDR
CONTACT - ANDY
WOOD
BLDR PHONE # 916-345-7296
PROJ NAME
- DON BROWN
ENGR
GRP -
VISALIA
(TYPE) (WIDTH) (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
SYSTEM FRAME
# 4
DESCRIPTION EWDS 80-0" 16-0"
20 PSF
80 MPH
UBC
88 1.000
TO 12
SPLICE
-----------------------------------------------------------------------------------------------------------------------------------
# 01
TYPE : Pinned Base Plate
SUBTYPE :
No Ext
Corner -
S Nuts
B O L T L O A D S /
A L L O W A
B L E S
LOAD
OUTER EDGE
INNER
EDGE
SHEAR
TENSION
NO
OUTER 1
OUTER
2 OUTER 3 OUTER 4 INNER 4 INNER'3
INNER 2
INNER 1
fv Act.
Fv All.
ft Act.
Ft All.
------------------------------
(Kips per Bolt) ------------------------------
(Ksi)
(Ksi)
(Ksi)
(Ksi)
COLUMN SIDE
1
Total Section is in Compression
0.000
10.000
0.000
20.000
2
0.701
2.105
13.329
1.587
26.659
3
0.091
1.368
13.329
0.206
26.659
4
Total Section is in Compression
0.013.
13.329
0.000
26.659
5
Total Section is in Compression
0.000
13.329
0.000
26.659
6
Category 2
Load
Combination - Does not apply to this Splice
Type.
7
Category 2
Load
Combination - Does not apply to'this Splice
Type.
8
0.476
0.606
13.329
1.078
26.659
9
0.476
0.606
13.329
1.078
26.659
S P L I C E D E. S I
—
G NY 0 U. T
S K E T C H
10
DATE: 0.8/13/0
CA
PAGE: 7
:TIME: 02:29 PM
---------
---------------------------------------------------------------=-------------------------------------------
—
# 089257 BUILDER NORTH VALLEY READY—MIX
BLDR ORDER #
91-48
BLDR ACCOUNT
# 20-04-007-90
.ORDER
BLDR CONTACT — ANDY WOOD
BLDR PHONE # 916-345-7296 PROJ NAME —
DON BROWN
ENGR GRP
— VISALIA
(TYPE) (WIDTH)
(HEIGHT) (LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
iDESIGN SYSTEM FRAME # 4
DESCRIPTION EWDS 80'-0"
16'-0" 20 PSF 80
MPH UBC 88
1.000 TO
12
SPLICE'# 01
--------------------------------------------------------------------------------------
TYPE : Pinned Base Plate
SUBTYPE•:
No Ext Corner
— S Nuts
COLUMN
BOLTS:
0.750" DIA
A307 NO WASHERS
SPLICE PLATE 0042852
7.000" X 12.500"
X 0.500"
+— 4.000"—+
—+---------+--- -----------------------------
OUTSIDE FLANGE
3.000" I I
FFFFFFFFFFFFFFFFFFFFFFF
0.188 X 5.000
I I I
W
-+--- I I
o W o
I I I
W
I
I I I
W
I
I I I
W
I I I
W
I I I
W
I
I I I
W
I
I I I
W
I
W
I I I
W
I
I I I
W
1
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I I I
p1
I
I I I
W
11.876" I
W
MAIN WEB
I I I
W
I
0.100
9.500" I I
W
I
I I I
W
I I I
W
I
I I
W
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
W
I I I
W
I
I I I
W
I
I I I
W
I
'
I I I
W
I
W
I I I
W
I
I I
W
I
I I I
W
I
W
I I I
W
I
INSIDE FLANGE
I -I _ I
FFFFFFFFFFFFFFFFFFFFFFF
0.188 X 5.000
—+------------------------------------------
S P L
I C E D E S I G N — F L A N G E A
N W E B P L A T E
I N F
O R M A
T I O N
CA
DATE: 08/13/
PAGE:
8
TIME: 02:29 PM
— --------------------------------------
--------------------
----------------------------------------------------------------------
—
ORDER # 089257 BUILDER NORTH VALLEY READY—MIX
BLDR ORDER # 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT — ANDY WOOD
BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN
ENGR GRP — VISALIA
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME #
4 DESCRIPTION EWDS 80'-0" 16'-0" 20 PSF 80 MPH
UBC
88
1.000 TO 12
SPLICE # 01
---------------------------------------------------------------------------------------------------------------------------
TYPE Pinned Base Plate
SUBTYPE
No Ext
Corner
— S Nuts
F L A N G E
P L A T E S
-----------
MAXIMUM STRESSES
-----------
LOCATION DESCRIPTION
PART NO. SIZE
DIST FROM
— TENSION
—
COMPRESSION
CSR
LOAD
T X W X L
EDGE
ACT.
ALLOW
ACT. ALLOW
COND
-------- Inches ---------
(In.)
(Ksi)
(Ksi)
(Ksi) (Ksi)
COLUMN SIDE
OUTER 1 Main Flange
0.188 X 5.000
0.000
0.36
39.99
0.93 45.00
0.020
1
INNER 1 Main Flange
0.188 X 5.000
0.624
0.01
39.99
.0.93 45.00
0.020
1
W E B P
L A T E S
------------------
MAXIMUM
STRESSES
-------------------
DESCRIPTION
PART NO. SIZE
-- SHEAR ---
- TENSION
—
COMPRESSION
CSR
LOAD
T X W X OL
X IL ACT. ALLOW
ACT.
ALLOW
ACT. ALLOW
COND
------------- Inches --------------
(Ksi) (Ksi)
(Ksi)
(Ksi)
(Ksi) (Ksi)
COLUMN SIDE
0.100
2.86 26.66
1.80
39.99
0.93 45.00
0.107
2
Main Web
W E L D I N F
O R M A T I O N
COLUMN SIDE
F L A N G E
P L A T E S
DESCRIPTION
FULL -------------------WELD
SIZE -------------------
--------
MAXIMUM STRESSES
--------
STRENGTH ---- FILLET ---- ---------
PENETRATION ---------
TENSION
SHEAR ALLOW
CSR
LOAD
Out Face In Face
Out Face In Face
(k/in)
(k/in) (k/in)
COND
OUTER 1 Main Flange
3/16"
0.06
3.71
0.019
2
Flange to Cap Plate
INNER 1 Main Flange
3/16"
0.00
2.78
0.000
1
Flange to Cap Plate
W E L D I N F
O R M A T I O N
COLUMN SIDE
W E B P
L A T E S
DESCRIPTION
------------------------WELD
SIZE -------------------------
--------
MAXIMUM STRESSES --------
--
— LENGTH — ---- FILLET ---------
PENETRATION ---------
TENSION
SHEAR ALLOW
CSR
LOAD
Near S. Far S.
Near Side Far Side
(k/in)
(k/in) '(k/in)
COND
Main Web
Web to Cap Plate —
Outer Bolts 6.000" 1/8" 1/8"
0.18
4.95
'2.47
0.036
2
Web to Cap Plate —
Remaining 1/8"
0.29
0.116
2
S P L I
C E D E
S I G N - A P P
E D
L O A D S
S U M M A R Y
CA
DATE: 08/13/
PAGE: 9
TIME: 02:29 PM
---------------------------------------=-----------------------------------------------------------------------------
ORDER # 089257 BUILDER NORTH
VALLEY READY -MIX
BLDR
ORDER # 91-48
BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD
BLDR PHONE # 916-345-7296
PROJ NAME - DON BROWN ENGR GRP - VISALIA
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR) (SLOPE)
IDESIGN'SYSTEM FRAME # 4
DESCRIPTION
EWDS
80'-0" 16-0"
20
PSF 80 MPH
UBC 88 1.000 TO 12
SPLICE # 02
-----------------------------------------------------------------------------------------------------------------------------------
TYPE :
Ext Col
- Roof Beam Knee
SUBTYPE :
O/I Extens Flg
;LOAD DESCRIPTION
DESIGN
AXIAL
SHEAR MOMENT
STRESS
MEMBER
NO
------------------------
CATEGORY
--------
(kips)(
-------
ki s) (,in -k)
--------------
FACTOR
_-----
STRENGTH
--------
1 DL + LL
Std Des
2.72
-0.49 -82.43
1.00
N
2 DL + WLL
Std Des
-1.55
0.34 165.31
1.33
N
3 DL + WLR
Std Des
-0.33
-0.27 -112.03
1.33
N
4 DL + EQL
Std Des
0:33
0.21 36.98
1.33
N
5 DL + EQR
Std Des
0.83
-0.41 -70.71
1.33
N
6 DL +2.25EQL
Conns
-0.03
0.60 104.29
8.00
Y
7 DL +2.25EQR
Conns
1.14
-0.80 -138.02
8.00
Y
8 DL + EWP
Std Des
-1.10
0.80 40.72
1.33
N
9 DL + EWS
Std Des
-1.10
0.80 40.72
1.33
N
P A R T D I M
E N S I
O N S
Column
Roof Beam
Dimensions at Connection
Flg. to Flg. Dimension
11.876"
11.876"
Part Slope
1.000 TO 12
Conn. Plate Angle (Degrees)
4.764
4.764
offset from Structure Line
8.000"
0.125"
Main Flange Dimensions
outer Flange Width
5.000"
Thickness
0.188"
Inner Flange Width
5.000"
Thickness
0.188"
Adjacent Depth Change Information
Distance to Depth Change
14- 1.739"
181- 4.369"
Flg. to Flg.' Dimension
11.876"
11.876"
Adj. Pl. Angle (Degrees)
0.000
0.000
P
L I C E D E S I G N
— B O L
/ S
P L I C E
P L A T E
CA
DATE: 08/13*S
DATE: 08/13/
PAGE: 10
TIME: 02:29 PM
------------------------------
ORDER # 089257
—---------------------------------------------------------------------------------
BUILDER NORTH
VALLEY READY—MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT — ANDY WOOD
BLDR PHONE # 916-345-7296
PROJ NAME
— DON BROWN
ENGR GRP ,—
VISALIA
(TYPE) (WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME #
4 DESCRIPTION
EWDS 80'-0"
16'-0"
20 PSF
80 MPH
UBC 88
1.000 TO 12
SPLICE # 02
------------------------------
TYPE
----------------------------------------------------------------------------------------------------
: Ext Col — Roof Beam
Knee
SUBTYPE :
0/I Extens
Flg
S P L I C E P L A
T E
BOTH SIDES
PLATE TYPE
STANDARD
PART NUMBER
0042867
ORIENTATION
NORMAL
PLATE WIDTH
6.000"
PLATE LENGTH
16.750"
PLATE THICKNESS
0.375"
PLATE YIELD STRESS
50.00 KSI
PLATE OFFSET
2.375"
DESIGN STRESS RATIO
0.367
CONTROLLING COND.
2
CONTROLLING LOCATION
Side 1
Inner Flg 2
B O
L T I N F O R M A T I
O N
BOLT DIAMETER
0.-625"
BOLT GAGES — INNER:
2.750"
BOLT TYPE
A325
WASHERS
NO
BOLT # BOLTS
DIST FROM
DIST FROM
BOLT
# BOLTS DIST
FROM
'DIST FROM
ROW IN ROW
EDGE
PREV ROW
ROW
IN ROW
EDGE
PREV ROW
OUTER 1 2
1.125"
INNER 2
2
4.125"
3.000"
OUTER 2 2
4.125"
3.000"
INNER 1
2
1.125"
T
W
E B S H E A R
NO STIFFENERS ARE
REQUIRED FOR
WEB SHEAR
P L I C E
D E S
I G N -
B O L T
A D S
/ A L
L 0 W A B L
E S
DATE:
08/13S
*O
CA
PAG . 11
TIME:
02:29 PM
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 089257.
BUILDER
- NORTH
VALLEY READY
-MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT
#
20-04-007-90
BLDR
CONTACT - ANDY
WOOD
BLDR PHONE
# 916-345-7296
PROJ NAME
- DON BROWN
ENGR
GRP -
VISALIA
(TYPE)
(WIDTH)
(HEIGHT) (LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
SYSTEM FRAME
# 4
DESCRIPTION
EWDS
80'-0"
16'-0"
20 PSF
80 MPH
UBC 88
1.000
TO 12
SPLICE
-----------------------------------------------------------------------------------------------------------------------------------
# 02
TYPE :
Ext Col
- Roof Beam
Knee
SUBTYPE :
O/I Extens
Flg
B 0
L T L 0 A
D S /
A L L 0 W A
B L E S
:LOAD
OUTER EDGE
INNER
EDGE
SHEAR
TENSION
NO
OUTER 1
OUTER -2
OUTER 3
OUTER
4 INNER 9
INNER
3 INNER 2
INNER 1
fv 'Act.
Fv All.
ft Act.
Ft All.
------------------------------
(Kips
per Bolt) ------------------------------
(Ksi)
(Ksi)
(Ksi)
(Ksi)
iCOLUMN
SIDE
I
1
1.949
1.020
0.000
0.000
0.105
21.000
6.354
43.995
2
0.000
0.000
2.826
4.667
0.084
27.992
15.214
58.650
3
3.102
1.836
0.000
0.000
0.119
27.992
10.112
58.651
4
0.000
0.000
0.557
0.969
0.097
27.992
3.160
58.651
5
1.839
1.041
0.000
0.000
0.139
27.992
5.994
58.650
6
0.000
0.000
1.680
2.841
0.243
35.099
9.262
68.000
7
3.643
2.084
0.000
0.000
0.287
35.099
11.874
68.000
8
0.000
0.000
0.785
1.239
0.286
27.992
4.038
58.647
9
0.000
0.000.
0.785
1.239
0.286
27.992
4.038
58.647
B O
L T L 0 A
D S /
A L L O W A
B L E S
LOAD
OUTER EDGE
INNER
EDGE
SHEAR
TENSION
NO
OUTER 1
OUTER 2
OUTER 3
OUTER
4 INNER 4
INNER
3 INNER 2
INNER 1
fv Act.
Fv All.
ft Act.
Ft All.
------------------------------
(Kips
per Bolt) ------------------------------
(Ksi)
(Ksi)
(Ksi)
(Ksi)
ROOF
BEAM SIDE
1
1.826
1.018
0.000
0.000
0.289
21.000
5.953
43.995
2
0.000
0.000
2.814
4.454
0.189
27.992
14.520
58.650
3
2.960
1.837
0.000
0.000
0.096
27.992
9.648
58.651
4
0.000
0.000
0.551
0.914
0.075
27.992
2.981
58.651
5
1.745
1.043
0.000
0.000
0.194
27.992
5.690
58.650
6
0.000
0.000
1.663
2.693
0.245
35.099
8.779
68.000
7
3.464
2.090
0.000
0.000
0.363
35.099
11.292
68.000
8
0.000
0.000
0.769
1.177
0.361
27.992
3.837
58.647
9
0.000
0.000
0.769
1.177
0.361
27.992
3.837
58.647
SPLICE PLATE 0042867
6.000" X 16.750" X 0.375"
OUTSIDE FLANGE
0.188 X 5.000
MAIN WEB
0.100
INSIDE FLANGE
0.188 X 5.000
—+---------+---
1.125" 1
I 2.375"
I _I_
3.000" I
' I I
I I
I I
I
I
I
I
I
I
I
I
I
I 1
8.500"
I
I
I
I
I
I
I
I
I
I
I
I
I
I
3.000"
I
1.125"
I
I
I
I
I
I
I
I
1.917"
I.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
_I
COLUMN SIDE -->I(-- ROOF BEAM SIDE
I
+— 2.750"—+
----------------------------- ---+—
W I I
I' W 1 2.375"
I o W o I I
I W
FFFFFFFFFFFFMSMSMSMSMSM I I
I W I I
I o W o I I
I W I I
I W I I
1 W I I
1 W I I
I W I I
I W I I
i W I I
I W I I
I W I I
I W I I
I W I I
I W I I
W I 11.875"
I W I I
I W I I
W I I
I W I I
I W I I
I W I I
I W I I
I W I I
I W I I
I W I I
I W I I
1 W I I
I W I I
I W I I
I O W 0 I I
I W I I
FFFFFFFFFFFFMSMSMSMSMSM I _ I-
I W I
I o' W o I
I W I
I W I
-----------------------------
BOLTS: 0.625" DIA A325 NO WASHERS
MAIN STIFFENER
0.200 X 2.250 X 11.375 NS/FS
MAIN WEB
0.100
MAIN STIFFENER '
0.200 X 2.250 X 11.375 NS/FS
P L I C E D E S I
G N —
Y O U T
S K E
T C H
L
CA
DATE: 08/13*S
DATE: 08/13/
PAGE: 12
TIME: 02:29 PM
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 089257
BUILDER — NORTH VALLEY READY—MIX
IBLDR
ORDER
# 91-48.
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT — ANDY
WOOD BLDR PHONE # 916-345-7296
PROJ NAME
— DON BROWN
ENGR GRP —
VISALIA
(TYPE) (WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
# 4 DESCRIPTION EWDS 80'-0"
16'-0"
20 PSF
80 MPH
UBC 88
1.000 TO 12
SPLICE # 02
-----------------------------------------------------------------------------------------------------------------------------------
TYPE : Ext Col — Roof Beam
Knee
SUBTYPE :
O/1 Extens —
II Flq
SPLICE PLATE 0042867
6.000" X 16.750" X 0.375"
OUTSIDE FLANGE
0.188 X 5.000
MAIN WEB
0.100
INSIDE FLANGE
0.188 X 5.000
—+---------+---
1.125" 1
I 2.375"
I _I_
3.000" I
' I I
I I
I I
I
I
I
I
I
I
I
I
I
I 1
8.500"
I
I
I
I
I
I
I
I
I
I
I
I
I
I
3.000"
I
1.125"
I
I
I
I
I
I
I
I
1.917"
I.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
_I
COLUMN SIDE -->I(-- ROOF BEAM SIDE
I
+— 2.750"—+
----------------------------- ---+—
W I I
I' W 1 2.375"
I o W o I I
I W
FFFFFFFFFFFFMSMSMSMSMSM I I
I W I I
I o W o I I
I W I I
I W I I
1 W I I
1 W I I
I W I I
I W I I
i W I I
I W I I
I W I I
I W I I
I W I I
I W I I
W I 11.875"
I W I I
I W I I
W I I
I W I I
I W I I
I W I I
I W I I
I W I I
I W I I
I W I I
I W I I
1 W I I
I W I I
I W I I
I O W 0 I I
I W I I
FFFFFFFFFFFFMSMSMSMSMSM I _ I-
I W I
I o' W o I
I W I
I W I
-----------------------------
BOLTS: 0.625" DIA A325 NO WASHERS
MAIN STIFFENER
0.200 X 2.250 X 11.375 NS/FS
MAIN WEB
0.100
MAIN STIFFENER '
0.200 X 2.250 X 11.375 NS/FS
S P L I
C E D E S
I G N -
F L A N
G E A N*
W E B P L A T E
I N F O R M.
A T I O N
CAD
DATE: 08/13/
PAGE: 13
TIME: 02:29 PM
----------------------------------------------------------=---------------------------------------------------------
ORDER # 089257 BUILDER NORTH
VALLEY READY
-MIX
BLDR ORDER # 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - ANDY WOOD
BLDR PHONE
# 916-345-7296
PROJ NAME - DON BROWN
ENGR GRP - VISALIA
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME '# 4
DESCRIPTION EWDS
80'-0"
16'-0"
20 PSF 80 MPH
UBC 88
1.000 TO 12
SPLICE # 02
TYPE :
Ext Col -
Roof Beam
Knee
-------------------------------------------II--------------------------
SUBTYPE :
0/I Extens -
F1
F L
A N G E
P L A T E S
-----------
MAXIMUM STRESSES
-----------
LOCATION DESCRIPTION
PART NO.
SIZE
DIST FROM
- TENSION -
COMPRESSION
CSR LOAD
T
X W
X L
EDGE
ACT. ALLOW
ACT. ALLOW
COND
Inches
(In.)
(Ksi) (Ksi)
(Ksi) (Ksi)
(COLUMN SIDE
OUTER 2 Main Flange
0.188
X 5.000
2.375
9.39 45.00
11.14 59.98
0.209 7
'INNER 2 Main Flange
0.188
X 5.000
2.458
12.37 39.99
6.87 45.00
0.309 2
I
'ROOF BEAM SIDE
!OUTER 2 Main Stiffener
INNER 2 Main Stiffener
DESCRIPTION
COLUMN SIDE
Main Web
ROOF BEAM SIDE
Main Web
COLUMN SIDE
DESCRIPTION
0.200 X 2.250 X 11.375 2.375 5.67 45.00 8.95 59.98 0.149 2
0.200 X 2.250 X 11.375 2.500 7.09 39.99 5.50 45.00 0.177 2
W E B P L A T E S
------------------ MAXIMUM STRESSES -------------------
PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD
T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND
------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi)
0.100 0.61 26.66 9.53 39.99 10.91 59.98 0.238 2
0.100 9.73 23.50 18.94 39.99 13.33 59.98 0.474 2
W E L D I N F O R M A T I O N
F L A N G E P L A T E S
FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES --------
STRENGTH ---- FILLET -----------=- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD
Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND
OUTER 2 Main Flange
Flange to Cap Plate YES 1/4" 3/16" 1.80 8.46 0.213 7
INNER 2 Main Flange
Flange to Cap Plate YES 3/16" 1/4" 2.37 7.52 0.316 2
S P L I C E
D E S I G N —
W D I N F O R M A T I
O N
CA
DATE: 08/130
PAGO
19
TIME: 02:29 PM
----------------------- ------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER NORTH VALLEY
READY—MIX
BLDR ORDER # 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT — ANDY WOOD
BLDR
PHONE # 916-345-7296 PROJ NAME — DON BROWN
'ENGR GRP —
VISALIA
(TYPE)
(WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 4
DESCRIPTION EWDS
80'-0" 16'-0" 20 PSF 80 MPH UBC 88
1.000 TO 12
SPLICE # 02
-----------------------------------------------------------------------------------------------------------------------------------
TYPE : Ext Col
— Roof Beam Knee
SUBTYPE-: 0/I
Extens
Flg
W E L D I N F
O R M A T I O N
COLUMN SIDE
W E B P
L A T E S
DESCRIPTION
------------------------WELD
SIZE -------------------------
--------
MAXIMUM STRESSES
--------
— LENGTH —
---- FILLET ---------
--
PENETRATION ---------
TENSION
SHEAR ALLOW
CSR
LOAD
Near S. Far S.
Near Side Far Side
(k/in)
(k/in) (k/in)
COND
Main Web
Web to Cap Plate
1/8" 1/8"
0.95
0.02 4.95
0.193
2
W E L D I N F
O R M A T I O N
ROOF BEAM SIDE
F L A N G E
P L A T E S
DESCRIPTION
FULL
-------------------
WELD SIZE -------------------
=-------
MAXIMUM STRESSES
--------
.STRENGTH
---- FILLET ---- ---------
PENETRATION ---------
TENSION
SHEAR ALLOW
CSR
LOAD
Out Face In Face
Out Face In Face
(k/in)
(k/in) (k/in)
COND
OUTER 2 Main Stiffener
7
Stiffener to Cap Plate
3/16" 3/16"
1.13
9.47
0.120
Stiffener to Web Plate
1/8"
0.35 2.47
0.143
2
INNER 2 Main Stiffener
Stiffener to Cap Plate
3/16" 3/16"
1.41
7.42
0.191
2
Stiffener to Web Plate
1/8"
0.32 3.16
0.103
7
W E L D I N F
O R M A T I O N
ROOF BEAM SIDE
W E B P
L A T E S
DESCRIPTION
--------------------WELD
SIZE -------------------------
--------
MAXIMUM STRESSES --------
— LENGTH —
------
FILLET ---------
PENETRATION ---------
TENSION
SHEAR ALLOW
CSR
LOAD
Near S. Far S.
Near Side Far Side
(k/in)
(k/in)'(k/in)
COND
Main Web
Web to Cap Plate
17.000"
1/8" 1/8"
1.97
0.43 4.95
0.407
2
Web to Opposite Flange
1/8"
0.63 2.47
0.255
3
1
3
S P L I
C E D
E S I G N
- A P P E D L O A
D S
S U M M A R Y
3
DL
DATE:
08/1
4
DL
+ EQL
Std Des
5
DL
+ EQR
CA
TIME:
02:29 PM
+2.25EQL
Conns
7
DL
+2.25EQR
Conns
8
PAGE:' 15
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 089257
BUILDER - NORTH
VALLEY
READY -MIX
BLDR ORDER #
91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT
- ANDY WOOD
BLDR
PHONE # 916-345-7296
PROJ NAME -
DON BROWN
ENGR GRP -
VISALIA
.(TYPE)
(WIDTH)
(HEIGHT) (LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
SYSTEM FRAME #
4 DESCRIPTION EWDS 80'-0"
16'-0" 20 PSF 80
MPH
UBC 88
1.000 TO 12
SPLICE
-----------------------------------------------------------------------------------------------------------------------------------
# 03
TYPE :
Pinned
Base Plate
SUBTYPE :
No Ext EWI
Pin - S Nuts
LOAD
DESCRIPTION
DESIGN
AXIAL
SHEAR X
SHEAR Y STRESS MEMBER
NO
----
--------------------
CATEGORY
--------
(kips)
-------
(kips)
-------
(kips) FACTOR STRENGTH
------- ------ --------
1
DL
+ LL
Std Des
2
DL
+ WLL
Std Des
3
DL
+ WLR
Std Des
4
DL
+ EQL
Std Des
5
DL
+ EQR
Std Des
6
DL
+2.25EQL
Conns
7
DL
+2.25EQR
Conns
8
DL
+ EWP
Std Des
9
DL
+ EWS
Std Des
i
i
.Dimensions at Connection
Flg. to Flg. Dimension
Offset from Structure Line
Adjacent Depth Change Information
Distance to Depth Change
Flg. to Flg. Dimension
Adj. P1. Angle (Degrees)
5.20 0.00 0.00 1.00 N
-0.61 0.00 0.00 1.33 N
-2.48 0.00 0.00 1.33 N-
1.60 0.00 0.00 1.33 N
0.85 0.00 0.00 1.33 N
Category 2 Load Combination - Does not apply to this Splice Type.
Category 2 Load Combination - Does not apply to this Splice Type.
-1.39 1.72 0.00 1.33 N
-1.39 -1.58 0.00 1.33 N
P A R T D I M E N S I O N S
Column
7.876"
1.000"
16- 3.583"
7.876"
0.000
S P L
I C E D E S
I G N
- B 0 L / S
P L I C E
P L A T E
CA
DATE: 08/13/
PAO 16
TIME: 02:29 PM
---------------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER NORTH
VALLEY READY
-MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD
BLDR PHONE
# 916-345-7296
PROJ NAME
- DON BROWN ENGR GRP - VISALIA
(TYPE)
(WIDTH)
(HEIGHT) (LIVE)
(WIND)
(CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 4 DESCRIPTION
EWDS
80'-0"
16'-0" 20 PSF
80 MPH
UBC 88 1.000 TO 12
SPLICE # 03 TYPE :
-----------------------------------------------------------------------------------------------------------------------------------
Pinned Base
Plate
SUBTYPE :
No Ext EWI Pin - S Nuts
S P L I C E
P L A
T E
PLATE TYPE
STANDARD
PART NUMBER
0042856
ORIENTATION
NORMAL
PLATE WIDTH
7.000"
PLATE LENGTH
8.500"
PLATE THICKNESS
0.500"
PLATE YIELD STRESS
50.00 KSI
PLATE OFFSET
0.000"
DESIGN STRESS RATIO
0.091.
CONTROLLING COND.
3
CONTROLLING LOCATION
Outer Row 1
B O
L T. I N F O R
M A T I
O N
BOLT DIAMETER 0.750'
BOLT GAGES - INNER:
4.000"
BOLT TYPE A307
WASHERS NO
BOLT # BOLTS DIST FROM
DIST FROM
ROW IN ROW EDGE
PREV ROW
OUTER 1 2 3.000"
C O N C R E T E S T
R. E S S E S
MIN. DESIGN FOOTING SIZE
94..500
( In**2 )
CONCRETE STRENGTH
3.000
KSI
CONTROLLING LOAD COND. NUMBER
1
ACTUAL ULTIMATE CONCRETE STRESS
0.140
KSI
FACTORED ULT.'ALLOW. CONCRETE STRESS
1.928
KSI
CONCRETE STRESS RATIO
0.073
S P L. I C E D E S I G N - B O L T O .A D S / A L L O W A B L E S
DATE: 08/1 3 CA
TIME: 02:29 PM PAGE: 17
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER = NORTH VALLEY READY-MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # '916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS 80'-0" 16'-0" 20 PSF 80 MPH USC, 88 1.000 TO 12
SPLICE # 03 TYPE Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts
-----------------------------------------------------------------------------------------------------------------------------------
B 0 L T L 0 A D S / A L L O W A B L E S
LOAD OUTER EDGE INNER EDGE SHEAR TENSION
NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All.
------------------------------ (Kips per Bolt)------------------------------ (Ksi) (Ksi) (Ksi) (Ksi)
COLUMN SIDE
l Total Section is in Compression 0.000 10.000 0.000 20.000
2 0.306 0.000 .13.329 0.694 26.659
3 1.240 0.000 13.329 2.807 26.659
4 Total Section is in Compression 0.000 13.329 0.000 26.659
5 Total Section is in Compression 0.000 13.329 0.000 26.659
6 Category 2 Load Combination - Does not apply to this Splice Type.
7 Category 2 Load Combination - Does not apply to this Splice Type.
8 0.693 1.950 13.329 1.569 26.659
9 0.693 1.788 13.329 1.569 26.659
S P L I C E D E S I
G N - Y O U T
S K E
T C H
DATE: 08/13/
CAD
TIME: 02:29 PM
PAGE :� 18
----------------------------------------7--------------7---------------------------------------------------------------------------
ORDER # 089257
BUILDER - NORTH VALLEY READY -MIX
BLDR ORDER #
91-48
BLDR ACCOUNT
# 20-04-007-90
BLDR CONTACT - ANDY
WOOD
BLDR PHONE # 916-345-7296 PROJ NAME -
DON BROWN
ENGR GRP
- VISALIA
(TYPE) (WIDTH)
(HEIGHT) (LIVE) (WIND)
(CODE/YEAR)
(SLOPE)..
DESIGN SYSTEM FRAME
# 4
DESCRIPTION EWDS 80'-0"
16'-0" 20 PSF 80
MPH
UBC 88
1.000 TO
12
SPLICE # 03
------------------------------------------------------------------------------------7----------------------------------------------
TYPE : Pinned Base Plate
SUBTYPE :
No Ext EWI
Pin - S Nuts
SPLICE PLATE 0042856
COLUMN
BOLTS:
0.750" DIA
A307 NO WASHERS
7.000" X
8.500"
X 0.500"
+- 4.000"-+
-+---------+--- -----------------------------
OUTSIDE FLANGE
3.000" I I
FFFFFFFFFFFFFFFFFFFFFFF
0.188 X 5.000
I I I
W
I
-+--- I I
0 W 0
I.
I i I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
7.876" I
W
I
MAIN WEB
I I I
W
I
0.100
5.500" ( I
W
I I I
W
I
I I I
W
I
I I I
W
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
I I I
W
I
I I
W
I
INSIDE FLANGE
I _I _ I
FFFFFFFFFFFFFFFFFFFFFFF
0.188 X 5.000
-+--------------------------=---------------
OUTER 1 Main Flange
Flange to Cap Plate
INNER 1 Main Flange
Flange to Cap Plate
COLUMN SIDE
DESCRIPTION
3/16"
0.11 3.71 0.032 3
3/16"
S P L I
C E D E S I G N —
F L A N
G E A N *W E B P L A T E
I N F O R M A
T. I O N
I N F
DATE:
08/13/0
W E
B P
L A
CAD
TIME:
02:29 PM
-------------------------
WELD
SIZE
-------------------------
--------
PAGE: 19
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 089257 BUILDER — NORTH VALLEY READY—MIX
BLDR ORDER # 91-48
BLDR.ACCOUNT
#
20-04-007-90
BLDR CONTACT
— ANDY WOOD
BLDR PHONE
# 916-345-7296
PROJ NAME — DON BROWN
ENGR GRP — VISALIA
(TYPE)
(WIDTH)
(HEIGHT) (LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
SYSTEM FRAME .# 4
DESCRIPTION EWDS
80'-0"
16'-0" 20 PSF 80 MPH
UHC 88
1.000 TO 12
SPLICE
-----------------------------------------------------------------------------------------------------------------------------------
# 03
TYPE : Pinned Base
Plate
SUBTYPE :
No Ext EWI Pin
— S Nuts
F L A
N G E P L A T E S
----------- MAXIMUM
STRESSES
-----------
LOCATION
DESCRIPTION
PART NO.
SIZE
DIST FROM
— TENSION —
COMPRESSION
CSR LOAD
T X
W
X L EDGE
ACT. ALLOW
ACT. ALLOW
COND
--------
Inches ---------
(In.)
(Ksi) (Ksi)
(Ksi) (Ksi)
COLUMN
SIDE
OUTER
1 Main Flange
0.188 X
5.000
0.000
0.61 39.99
1.98 45.00
0.043 1
INNER
1 Main Flange
.0.188 X
5.000
0.624
0.14 39.99
1.98 45.00
0.043 1
W
E B P L A T E S
------------------
MAXIMUM STRESSES
-------------------
DESCRIPTION
PART NO.
SIZE
-- SHEAR ---
— TENSION —
COMPRESSION
CSR LOAD
T X
W X
.OL X IL ACT. ALLOW
ACT. ALLOW
ACT. ALLOW
COND
-------------
Inches
-------------- (Ksi) (Ksi)
(Ksi) (Ksi)
(Ksi) (Ksi)
COLUMN
SIDE
Main Web
0.100
2.07 26.66
3.19 39.99
1.98 45.00
0.079 3
W E L D
I N F O R M A T I O N
COLUMN
SIDE
F L A
N G E P L A T E S
DESCRIPTION
FULL -------------------
WELD SIZE -------------------
--------
MAXIMUM STRESSES
--------
STRENGTH ----
FILLET
------------- PENETRATION---------
TENSION
SHEAR ALLOW
CSR LOAD
Out
Face In
Face Out Face In Face (k/in)
(k/in) (k/in)
COND
OUTER 1 Main Flange
Flange to Cap Plate
INNER 1 Main Flange
Flange to Cap Plate
COLUMN SIDE
DESCRIPTION
3/16"
0.11 3.71 0.032 3
3/16"
0.02
3.71 0.007 3
W E L D
I N F
O R
M A T I O N
W E
B P
L A
T E S
-------------------------
WELD
SIZE
-------------------------
--------
MAXIMUM STRESSES --------
- LENGTH — ---- FILLET ---
---------
PENETRATION ---------
TENSION
SHEAR ALLOW CSR LOAD
Near S. Far
S.
Near
Side Far Side
(k/in)
(k/in) (k/in) COND
Main Web
Web to Cap Plate 1/8" 1/8" 0.32 4.95 0.064 3
DATE:
TIME:
08/13/9
02:29 PM
S P L I
C E D E
S I G N -
A P
P L D
L O A D
S S U
M M A R Y
CAD
PAGEO: 20
------------------------------
ORDER
BLDR
DESIGN
SPLICE
-----------------------------------------------------------------------------------------------------------------------------------
---------------------------------------------------------------------------------
# 089257 BUILDER NORTH
CONTACT - ANDY WOOD
SYSTEM FRAME # 4 DESCRIPTION
# 04 TYPE :
VALLEY READY -MIX
BLDR PHONE # 916-345-7296
(TYPE) (WIDTH) (HEIGHT)
EWDS '80'-0" 16'-0"
interior Col to Roof Bm
BLDR
PROJ
(LIVE)
20
SUBTYPE
ORDER # 91-48
NAME - DON BROWN
(WIND) (CODE/YEAR)
PSE. 80 MPH UBC 88
: EW Post Top
BLDR ACCOUNT # 20-04-007-90
ENGR GRP - VISALIA
(SLOPE)
1.000 TO 12
Clip w/o Stif
LOAD
NO
----
DESCRIPTION
--------------------
DESIGN
CATEGORY
--------
AXIAL
(kips)
-------
SHEAR X SHEAR Y
(kips) (kips)
--------------
-ADJ MOM ALLOW
(in -k)
--------
MOM
(in -k.)
--------
STRESS
FACTOR
------
MEMBER
STRENGTH
--------
1
2
3
4
5
6
7
8
9
DL + LL
DL + WLL
DL + WLR
DL + EQL
DL + EQR
DL +2.25EQL
DL +2.25EQR
DL + EWP
DL + EWS
Std Des
Std Des
Std Des
Std Des
Std Des
Conns
Conns
Std Des
Std Des
5.09
-0.76
-2.63
1.49
0.74
1.95
0.28
-1.54
-1.54
0.00
0.00
0.00
0.00
0.00
0.00
0.00
-2.57
2.36
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
-134.57
-3.40
93.75
-48.00
-9.50
-72.07
14.58
38.23
38.23
363.49
363.49
363.49
363.49
363.49
363.49
363.49
363.49
363.49
1.00
1.33
1.33
1.33
.1.33
8.00
8.00
1.33
1.33
N
N
N
N
N
Y
Y
N
N
P A R T
D I
M E N S I O
N S
Dimensions at Connection
Flg. to Flg. Dimension
Part Slope
Conn. Plate Angle (Degrees)
Main Flange Dimensions
outer Flange Width
Thickness
Inner.Flange Width
Thickness
Adjacent Depth Change Information
Distance to Depth Change
Adj. P1. Angle (Degrees)
Lower End EW Post
Roof Beam Top Clip
11.876" 7.500"
1.000 TO 12
4.764
5.000"
0.188"
5.000"
0.188"
7'- 6.741"
0.000
Upper End
Roof Beam
11.876"
12- 6.000"
0.000
S P L I C E D E S
I G N —
B O L
/ S
P L I C E
P L A T E
CAD
DATE: 08/13/
PAGE: 21
TIME: 02:29 PM
-------------------------------------------
--------------------------------------------------------------------------
ORDER # 089257 BUILDER
—NORTH VALLEY READY—MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT — ANDY WOOD
BLDR PHONE
# 916-345-7296
PROJ NAME
— DON BROWN
ENGR GRP — VISALIA
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 4
DESCRIPTION EWDS
80'-0"
161-0"
20 PSF
80 MPH
UBC ' 88
1.000 TO 12
SPLICE # 04
---------------------------------------------=-------------------------------------------------------------------------------------
TYPE : Interior Col
to Roof
Bm
SUBTYPE :
EW Post Top
Clip W/O Stif
S P L I C E
P L A
T E
PLATE TYPE
FLANGE PLATE
PLATE WIDTH
5.000"
PLATE LENGTH
6.000"
PLATE THICKNESS
0.187"
PLATE YIELD STRESS
50.00 KSI
PLATE OFFSET
0.000"
DESIGN STRESS RATIO
0.296
CONTROLLING COND.
3
CONTROLLING LOCATION
Inner Row 1
B O L T I N F O R
M A T I
O N
BOLT DIAMETER
0.625"
BOLT GAGES
— INNER.:
2.750"
BOLT TYPE
A325
WASHERS
NO
BOLT # BOLTS DIST FROM DIST FROM
BOLT
# BOLTS DIST
FROM
DIST FROM
ROW IN ROW
EDGE PREV ROW
ROW
IN ROW
EDGE
PREV ROW
OUTER 1 2
1.500"
INNER 1
2
1.500"
P O S T T O P C
L I P
COLUMN WEB THICKNESS
0.100"
SHEAR FORCE IN BOLTS
5.090 kips
CONNECTION DETAIL NO.:
E137
USE PART NO. 0543358
WITHOUT BACKER PLATE
CAPACITY =
13.0 kips
S P L I C
E D E S
I G
N - B 0 L T
D A D S
/ A L
L 0 W A B L
E S
DATE:
08/13/
PCAD
AGE 22
TIME:
02:29 PM
---------------------------------------------------------------------------------------------------------------------
ORDER
# 089257
-
BUILDER NORTH VALLEY READY
-MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT
#
20-04-007-90
BLDR
CONTACT - ANDY
WOOD
BLDR PHONE
# 916-345-7296
PROJ NAME
- DON BROWN
ENGR
GRP -
VISALIA
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
SYSTEM FRAME
# 4 DESCRIPTION
EWDS
80'-0" 16'-0"
20 PSF
80 MPH
UBC 88
1.000
TO 12
SPLICE
-------------------------------------------------------------------------------------------------------------------------------
# 04
TYPE :
Interior
Col
to Roof BM
SUBTYPE :
EW Post Top
Clip W/o
Stif
B O
L T
L 0 A D S /
A L L O W A
B L E S
LOAD
OUTER EDGE
INNER
EDGE
SHEAR
TENSION
NO
OUTER 1
OUTER -2 OUTER
3 OUTER 4
INNER 4 INNER 3
INNER 2
INNER 1
fv Act.
Fv All.
ft Act.
Ft All.
------------------------------
(Kips
per
Bolt) ------------------------------
(Ksi)
(Ksi)
(Ksi)
(Ksi)
ROOF
BEAM SIDE
1
Total
Section is
in
Compression
0.344
21.000
0.000
43.994
2
0.190
0.190
0.051
27.992
0.620
58.651
3
0.655
0.655
0.178
27.992
2.136
58.650
4
Total
Section is
in
Compression
0.100
27.992
0.000
58.651
5
Total
Section is
in
Compression
0.050
27.992
0.000
58.651
6
Total
Section is
in
Compression
0.132
35.099
0.000
68.000
7
Total
Section is
in
Compression
0.618
35.099
0.000
68.000
8
0.382
0.382
2.097
27.992
1.248
58.487
9
0.382
0.382
1.923
27.992
1.248
58.513
S P L I C E D E S I G N A Y O U T S K E T C H
DATE: 08/130 CAI*_ PAGE: 23
TIME: 02:29 PM
-----------
-------------------------------------------------------------------------------------------------------—BLDR ACCOUNT # 20-04-007-90
ORDER # 089257 BUILDER NORTH VALLEY READY—MIX BLDR ORDER # 91-48
BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN ENGR GRP — VISALIA
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE.)
DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS 80'-0" 16'-0" 20 PSF 80 MPH UBC 88 1.000 TO 12
SPLICE # 04 TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Top Clip w/o Stif
--------------------------------------------------------------------------------------------------------------------------
USE EXIST. FLG.: 5.000" X 0.188"
MAIN WEB
0.100
1.500"
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
(
I
3.000"
I
i
I
I
I
I
I
I
.I
I
I
I
.I
I
1.500"
I
ROOF BEAM
+— 2.750"—+
—"v-------------v"-------
W
W
o W o
W
W I
W I
W
W.
W I
W I
W I
W I
W
W
W
W
W
W I
W
W
W
W I
W
W
W
W
W I
W
W I
W
W
W I
W
W I
W
W
W
W I
o W o
W
W
-----------"v-------------v--------
BOLTS: 0.625" DIA A325 NO WASHERS
TOP CLIP DETAIL: E137
S P L I C E D E S I G N — F L A N G E A W E B P L A T E I N F O R M A T I O N
DATE: 08/1 3 CA
TIME: 02:29 PM TIME: 24
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER — NORTH VALLEY READY—MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN ENGR GRP — VISALIA
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS 80'=0" 16'-0" 20 PSF 80 MPH UBC 88 1.000 TO 12
SPLICE # 04 TYPE : Interior Col to Roof Bm SUBTYPE EW Post Top Clip w/o Stif
------------------------------------------------------7----------------------------------------------------------------------------
W E B P L A T E S
------------------ MAXIMUM STRESSES -------------------
DESCRIPTION PART NO. SIZE -- SHEAR --- — TENSION — COMPRESSION CSR LOAD
T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND
------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi)
ROOF BEAM SIDE
Main Web
ROOF BEAM SIDE
DESCRIPTION
Main Web
Web to Inner Flange
0.100 0.70 20.00 4.37 39.99 8.46 45.00 0.187 1
W E L D I N F O R M A T I O N
W E B P L A T E S
------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES --------
LENGTH — ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD
Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND
6.000" 1/8" 1/8" 0.44 0.04 4.95 0.089 3
S P L I C E D E S I G N - A P P E D L O A D S S U M M A R Y
DATE: 08/1 3 CA
TIME: 02:29 PM PAG 46
---------------------------------------------------
------------------------------------------------------------------
ORDER # 089257 BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 4 'DESCRIPTION EWDS 80'-0" 16'-0" 20 PSF 80 MPH UBC 88 1.000 TO 12
SPLICE # 09 TYPE : intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam
------------------------------------------------------------------------------------------------------------------------
•LOAD DESCRIPTION
NO
--=- --------------------
-50% MOMENT CAPACITY
+50% MOMENT CAPACITY
1 DL + LL
2 DL + WLL
3 DL + WLR
4 DL + EQL
5 DL + EQR
6 DL +2.25EQL
7 DL +2.25EQR
8 DL + EWP
9 DL + EWS
DESIGN AXIAL SHEAR MOMENT STRESS MEMBER
CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH
-------- ------- ------- -------- ------ --------
Std Des
Std Des
Std Des
Std Des
Std Des
Std Des
Std Des
Conns
Conns
Std Des
Std Des
Dimensions at Connection
Flg. to Flg. Dimension
Adjacent Depth Change Information
Distance to Depth Change
Flg. to Flg. Dimension
Adj. P1. Angle (Degrees)
0.00
0.00 -194.22
1.00
N
0.00
0.00 194.22
1.00
N
0.36
-1.49 48.89
1.00
N
-0.16
-0.10 -11.69
1.33
N
-0.06
1.12 -24.71
1.33
N
-0.04
-0.56 12.17
1.33
N
0.19
-0.08 7.31
1.33
N
Category 2
Load Combination -
Does not apply to this Splice Type.
Category 2
Load Combination -
Does not apply to this Splice Type.
-1.28
0.45 -19.39
1.33
N
-1.28
0.45. , -19.39
1.33
N
P A R T D I M
E N S I
O N S
Lower
Upper
Roof Beam
Roof Beam
11.876"
11.876"
19-11.259"
20- 0.741"
11.876"
11.876"
0.000
0.000
DATE: 08/13./ S P L I C E D E S I G N - B O 'L / S P L I C E P L A T E
CA
PAGE. 47
TIME: 02:29 PM
------------------------------------------------------------------------------------------------------------------------
ORDER #"089257 BUILDER NORTH VALLEY READY -MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD
BLDR PHONE
# 916-345-7296
PROJ NAME
- DON BROWN
ENGR GRP - VISALIA
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND)
(•.CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 4
DESCRIPTION EWDS
80'-0" 16'-0"
20 PSF
80 MPH
UBC 88
1.000 TO 12
SPLICE # 09
-------- --------------------------------------------------------------------------------------------------------------------------
TYPE :
intermediate
Roof Beam
SUBTYPE :
0/I Extens -
Comp Beam
S P L I. C E
P L A T E
BOTH SIDES
PLATE TYPE
STANDARD
PART NUMBER
0042866
ORIENTATION
NORMAL'
PLATE WIDTH
6.000"
PLATE LENGTH
16.750"
PLATE THICKNESS
0.375"
PLATE YIELD STRESS
50.00 KSI
PLATE OFFSET
2.375"
DESIGN STRESS RATIO
0.848
CONTROLLING COND.
+50%
CONTROLLING LOCATION
Side 1
Inner Flq 2
B 0
L T I N F O R
M A T I O N
BOLT DIAMETER
0.625"
BOLT GAGES
- INNER:
2.750"
BOLT TYPE
A325
WASHERS
NO
BOLT # BOLTS DIST
FROM
DIST FROM
BOLT
# BOLTS DIST
FROM
DIST FROM
ROW IN ROW
EDGE
PREV ROW
ROW
IN ROW
EDGE
PREV ROW
OUTER 1 2
1.125"
INNER 1
2
1.125"
S P L I C E D E S I G N - B 0 L T 0 A D S / A L L 0 W. A B L E S
DATE: 08/1 3 co
TIME: 02:29 PM PAGE: 48
----------7------------------------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS' 80'-0" 16-0" 20 PSF 80 MPH UBC 88 1.000 TO 12
SPLICE # 09 TYPE Intermediate Roof Beam SUBTYPE 0/1 Extens - Comp Beam
-------------------------------------------------------------- -----------------------------------------------------------
B B O L T L O A D S / A L L 0 W A B L E S
!LOAD OUTER EDGE INNER EDGE
NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1
------------------------------ (Kips per Bolt) ------------------------------
LOWER ROOF BEAM SIDE
-50% 7.623
+50% 0.000
1 0.000
2 0.492
3 0.982
4 0.000
5 0.000
6 Category 2 Load Combination - Does not apply to this Splice Type.
7 Category 2 Load Combination - Does not apply to this Splice Type.
SHEAR TENSION
fv Act. Fv All. ft Act. Ft All.
(Ksi) (Ksi) (Ksi) (Ksi)
0.000
0.000
21.000
24.847
44.000
7.552
0.000
21.000
24.616
44.000
1.827
1.215
21.000
5.956
43.926
0.000
0.081
27.992
1.606
58.651
0.0.00
0.916
27.992
3.203
58.620
0.482
0.456
27.992
1.571
58.644
0.246
0.066
27.992
0.802
58.651
8
1.033
3.370
58.646
0.369
27.992
0.000
9
1.033
TENSION
fv Act.
Fv All.
ft Act.
0.000
(Ksi)
(Ksi)
B 0
L T L 0
A D S /
A L L O
W A B L E S
LOAD
OUTER EDGE
21.000
24.616
44.000
1.215
INNER EDGE
NO
OUTER 1 OUTER 2 OUTER 3
OUTER 4
INNER 4
INNER 3
INNER
2 INNER 1
27.992
------------------------------
(Kips
per Bolt)
------------------------------
1.571
58.644
UPPER
ROOF BEAM SIDE
0.802
58.651
0.369
27.992
3.370
-50%
7.623
27.992
3.370
58.646
0.000
+50%
0.000
7.552
1
0.000
1.827
2
0.492'
0.000
3
0.982
0.000
4
0.000
0.482
5
0.000
0.246
6
Category 2 Load Combination -
Does not
apply to
this Splice
Type.
7
Category 2 Load Combination -
Does not
apply to
this Splice
Type.
8
1.033
0.000
9
1.033
0.000
0.369
.27.992
3.370
58.646
0.369
27.992
3.370
58.646
SHEAR
TENSION
fv Act.
Fv All.
ft Act.
Ft All.
(Ksi)
(Ksi)
(Ksi)
(Ksi)
0.000
'21.000,
24.847
44.000
0.000
21.000
24.616
44.000
1.215
21.000
5.956
43.926
0.081
27.992
1.606
58.651
0.916
27.992
3.203
58.620
0.456
27.992
1.571
58.644
0.066
27.992
0.802
58.651
0.369
27.992
3.370
58.646
0..369
27.992
3.370
58.646
S P L I C E D E S I G N — Y 0 U T S K E T C H
DATE: 08/13/ CA
TIME: 02.29 PM PAGE: 49
------------------------------—--------------------------------------------------------------------------------
ORDER # 089257 BUILDER NORTH VALLEY READY—MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT — ANDY WOOD BLDR.PHONE # 916-345-7296 PROJ NAME — DON BROWN ENGR GRP — VISALIA
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS 801-0" 16'-0" 20 PSF 80 MPH UBC 88 1.000 TO 12
SPLICE # 09 TYPE : intermediate Roof Beam SUBTYPE : 0/1 Extens — Comp Beam
-----------------------------------------------------------------------------------------------------------------------------------
SPLICE PLATE 0042866
6.000" X 16.750" X 0.375"
OUTSIDE FLANGE
0.188 X 5.000
MAIN WEB
0.100
INSIDE FLANGE
0.188 X 5.000
I
I
I
I
I
I
I
i
14.500"
LOWER ROOF BEAM SIDE -->I<-- UPPER ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS
I
I
---+-------------------------------- ---+-
1
2.375"
I
I _
I
I
I
I-
I
I
1
I
f
I
I
I
I
I
f
11.876"
I
I
I
f
I
I
I
I
I
I
i
I
f
I
f
1.125"
1
-+-------------
I
I
I
- 2.375"
0 0 I
I
FFFFFFFFFFFFFFFFFFFFFFF I
I OUTSIDE FLANGE
W I
1 0.188 X 5.000
W I
I
.W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
i
W
W I
11.876"
W I
I MAIN WEB
W I
I 0.100
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
FFFFFFFFFFFFFFFFFFFFFFF I
I- INSIDE FLANGE
1
_
0.188 X 5.000
o 0 i
f
I
--------------------------
S P L I
C E D' E S I G N
- F L A N G E A
N W E B P L A T E
I N F
O R M A
T I O N
CA
DATE: 08/13/
PAG
50
TIME: 02:29 PM
----------------------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER NORTH VALLEY READY -MIX
BLDR ORDER # 91-48
BLDR
ACCOUNT #
20-04-007-90
BLDR CONTACT - ANDY.WOOD
BLDR PHONE # 916-345-7296
PROJ NAME - DON BROWN
ENGR 'GRP - VISALIA
(TYPE)
(WIDTH) (HEIGHT)
(LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 4
DESCRIPTION EWDS
80'-0" 16'-0"
20 PSF 80 MPH
UBC
88
1.000 TO 12
SPLICE # 09
--------------------------------------------------------------------------------------------------------------------------------
TYPE : Intermediate Roof Beam
SUBTYPE :
0/I Extens
- Comp
Beam
F L A N C E
P L A T E S
-----------
MAXIMUM
STRESSES
-----------
LOCATION DESCRIPTION
PART NO.
SIZE
DIST FROM
- TENSION
-
COMPRESSION
CSR
LOAD
T
X W X L
EDGE
ACT.
ALLOW
ACT. ALLOW
COND.
--------
Inches ---------
(In.)
(Ksi)
(Ksi)
(Ksi) (Ksi)
.LOWER ROOF BEAM SIDE
OUTER 2 Main Flange
0.188
X 5.000
2.375
16.22
30.00
13.04 45.00
0.541
-50%
-INNER 2 Main Flange
0.188
X 5.000
2.499
16.07
30.00
13.18 45.00
0.536
+50%
'UPPER ROOF BEAM SIDE
0.188
X 5.000
2.375
16.22
30.00
13.04 45.00
0.541
-50%
'OUTER 2 Main Flange
0.188
X 5.000
2.499
16.07
30.00
13.18 45.00
0.536
+50%
INNER 2 Main Flange
W E B P
L A T E S
------------------
MAXIMUM STRESSES
-------------------
DESCRIPTION
PART NO.
SIZE
-- SHEAR ---
- TENSION
-
COMPRESSION
CSR
LOAD
T X
W X OL X
IL ACT. ALLOW
ACT.
ALLOW
ACT. ALLOW
COND
-------------
Inches --------------
(Ksi) (Ksi)
(Ksi)
(Ksi)
(Ksi) (Ksi)
LOWER ROOF BEAM SIDE
0.100
1.26 20.00
0.00
30.00
12.91 45.00
0.287
-50%
Main Web
UPPER ROOF BEAM SIDE
Main Web
0.100
1.26 20.00
0.00
30.00
12.91 45.00
0.287
-50%
W E L D I N F
O R M A T I O N
LOWER ROOF BEAM SIDE
F L A N G E
P L A T E S
DESCRIPTION.
FULL
-------------------WELD
SIZE -------------------
--------
MAXIMUM STRESSES.--------
STRENGTH
---- FILLET ---- ---------
PENETRATION ---------
TENSION
SHEAR ALLOW
CSR
LOAD
Out Face In Face
Out Face In Face
(k/in)
(k/in) (k/in)
COND
OUTER 2 Main Flange
Flange to Cap Plate
YES
1/4" 3/16"
3.11
5.64
0.552
-50%
INNER 2 Main Flange
Flange to Cap Plate
YES
3/16" 1/4"
3.08
5.64
0.547
+50%
Main Web " 0.13 1.86 0.068 1
Web to Cap Plate 1/8
S P L I C E
D E S I G N —
W 9 D I N
F O R M A T I
O N
CA*
DATE: 08/13/0
PAGE:
51
TIME: 02:29 PM
---------------------
------------------------------------------------7----------------------------------------------
ORDER # 089257 BUILDER
—NORTH VALLEY READY—MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT — ANDY WOOD
BLDR PHONE # 916-345-7296 PROJ NAME
— DON BROWN
ENGR GRP — VISALIA
(TYPE)
(WIDTH) (HEIGHT) (LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 4
DESCRIPTION EWDS
80'-0" 16'-0" 20 PSF
80 MPH UBC 88
1.000 TO 12
SPLICE # 09
---------------------------------------------------------------------------------------------------------
TYPE : intermediate
Roof Beam
SUBTYPE :
O/I
Extens — Comp Beam
W E L D I N F
O R M A T I O
N
LOWER ROOF BEAM SIDE
W E B P
L A T E S
DESCRIPTION
----------------------WELD
SIZE ------------------
-------
--------
MAXIMUM STRESSES --------
— LENGTH —
-- FILLET ---------
----
PENETRATION
---------
TENSION
SHEAR ALLOW
CSR
LOAD
Near S. Far S.
Near Side
Far Side
(k/in)
(k/in) (k/in)
COND
Main Web
1/8"
0.13 1.86
0.068
1
Web to Cap Plate
W E .L D I N F
O R M A T I O
N
UPPER ROOF BEAM SIDE
F L A N G E
P L A T E S
DESCRIPTION
FULL
-------------------
WELD SIZE -------------------
--------
MAXIMUM STRESSES --------
STRENGTH
---- FILLET -------------
PENETRATION ---------
TENSION
SHEAR ALLOW
CSR
LOAD
Out Face In Face
Out Face
In Face
(k/in)
(k/in) (k/in)
COND
OUTER 2 Main Flange
YES
1/4" 3/16"
3.11
5.64
0.552
—50%
Flange to Cap Plate
INNER 2 Main Flange
3.08
5.64
0.547
+50%
Flange to Cap Plate
YES
3/16" 1/4"
W E L D I N F
O R M A T I O
N
UPPER ROOF BEAM SIDE
W E B P
L A T E S
DESCRIPTION
------------------------
SIZE -------------------------
--------
MAXIMUM STRESSES --------
— LENGTH —
--WELD
---- FILLET ---------
PENETRATION ---------
TENSION
SHEAR ALLOW
CSR
LOAD
Near S. Far S.
Near Side
Far Side
(k/in)
(k/in) (k/in)
COND
Main Web " 0.13 1.86 0.068 1
Web to Cap Plate 1/8
DATE: 08/130
TIME: 02:29 PM
S P L I C E D E S I G N -
A P P ED L 0
A D S
S U M M A "R Y
0.00 194.22
CA I*
PAGE: 52
------------------------------
ORDER # 089257
BLDR CONTACT - ANDY
DESIGN SYSTEM FRAME
SPLICE # 10
-------------------------------------------------------------------------------------------------------
-------------------------------------------------7-----------------------------------
BUILDER NORTH VALLEY READY -MIX BLDR ORDER
WOOD BLDR PHONE # 916-345-7296 PROJ NAME
(TYPE) (WIDTH) (HEIGHT) (LIVE)
# 4 DESCRIPTION EWDS 80'-0" 16'-0" 20 PSF"
TYPE : Ridge SUBTYPE :
# 91-48
- DON BROWN
(WIND) (CODE/YEAR)
80 MPH UBC 88
0/I Extens -
BLDR ACCOUNT #
ENGR GRP -
(SLOPE)
1.000 TO 12
Comp Bm
20-04-007-90
VISALIA
LOAD DESCRIPTION
NO
---- ---------------
-50% MOMENT CAPACITY
+50% MOMENT CAPACITY
1 DL + LL
2 DL + WLL
3 DL + WLR
4 DL + EQL
5 DL + EQR
6 DL +2.25EQL
7 DL +2.25EQR
8 DL + EWP
9 DL + EWS
DESIGN AXIAL SHEAR MOMENT STRESS MEMBER
CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH
---------------------- -------- ------ --------
Std Des
Std Des
Std Des
Std Des
Std Des
Std Des
Std Des
Conns
Conns
Std Des
Std Des
Dimensions at Connection
Flg. to Flg. Dimension
Part Slope
Conn. Plate Angle (Degrees)
Adjacent Depth Change Information
Distance to Depth Change
Flg. to Flg. Dimension
Adj. P1. Angle (Degrees)
0.00
0.00 -194.22
1.00
N
0.00
0.00 194.22
1.00
N
0.48
-0.04 42.69
1.00
N
-0.29
0.36 -10.06
1.33
N
-0.34
-0.30 -10.06
1.33
N
0.11
0.13 10.86
1.33
N
0.09
-0.13 10.86
1.33
N
Category
2 Load Combination -
Does not apply to this Splice Type..
Category
2 Load Combination -
Does not apply.to this Splice Type.
-1.47
0.13 -2.53
1.33
N
-1.47
0.13 -2.53
1-.33
N
P A R T D I M
E N S I
O N S
Left
Right
Roof Beam
Roof Beam
11.876"
11.876"
1.000 TO 12
1.000 TO 12
4.764
4.764
201- 0.741" -
201- 0.741"
11.876"
11.876"'
0.000
0.000
BOLT DIAMETER
BOLT TYPE
WASHERS
BOLT # BOLTS
ROW IN ROW
OUTER 1 2
B 0 L T I N F O R M A T I O N
0.625" BOLT GAGES - INNER
A325
NO
DIST FROM DIST FROM BOLT # BOLTS
EDGE 'PREV ROW ROW IN ROW
1.125" INNER 1 2
2.750"
DIST FROM DIST FROM
EDGE PREV ROW
1.125"
S P L I C E D E S I G N
- B 0 L
/ S P
L I C E
P L A T E
CDI
DATE: 08/13/
A 53
TIME: 02:29 PM
---------------------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER NORTH VALLEY READY -MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - ANDY WOOD
BLDR PHONE # 916-345-7296
PROJ NAME
- DON BROWN
ENGR GRP -
VISALIA
(TYPE) (WIDTH)
(HEIGHT)'
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 4
DESCRIPTION EWDS 80'-0"
16'-0"
20 PSF
80 MPH
UBC 88
1.000 TO 12
SPLICE # 10
-------------------------------------------------------------------------------------------------------------------
TYPE : Ridge
SUBTYPE :
O/I Extens -
Comp Bm
S P L I C E P L A
T E
BOTH SIDES
PLATE TYPE
STANDARD
PART NUMBER
0042866
ORIENTATION
NORMAL
PLATE WIDTH
6.000"
PLATE LENGTH
16.750"
PLATE THICKNESS
0.375"
PLATE YIELD STRESS
50.00 KSI
PLATE OFFSET
2.375"
DESIGN STRESS RATIO
0.792
CONTROLLING COND.
+50$,
CONTROLLING LOCATION
Side 1 Inner Flg 2
BOLT DIAMETER
BOLT TYPE
WASHERS
BOLT # BOLTS
ROW IN ROW
OUTER 1 2
B 0 L T I N F O R M A T I O N
0.625" BOLT GAGES - INNER
A325
NO
DIST FROM DIST FROM BOLT # BOLTS
EDGE 'PREV ROW ROW IN ROW
1.125" INNER 1 2
2.750"
DIST FROM DIST FROM
EDGE PREV ROW
1.125"
S P L I C E D E S I G N - B O L T A D S / A L L 0 W A B L E S
DATE: 08/13/9 CAD
TIME: 02:29 PM PAGE: 54
-------------------------7---------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS 80'-0" 16'-0" 20 PSF 80 MPH UBC 88 1.000 TO 12
SPLICE # 10' TYPE : Ridge SUBTYPE : O/I Extens - Comp B,m
-----------------------------------------------------------------------------------------------------------------------------------
B 0 L T L O A D S / A L L O W A B L E S
LOAD OUTER EDGE INNER EDGE SHEAR TENSION
NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. FV All. ft Act. Ft All.
------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi)
LEFT ROOF BEAM SIDE
-50% 7.599
+50% 0.000
1 0.000
2 0.448
3 0.471
4 0.000
5 0.000
6 Category 2 Load Combination - Does_not apply to this Splice Type.
7 Category 2 Load Combination - Does not apply to this Splice Type.
0.000
0.000
21.000
24'.770
44.000
7.552
0.000
21.000
24.616
44.000
1.562
0.065
21.000
5.094
43.999
0.000
0.311
27.992
1.460
58.648
0.000
0.217
27.992
1.535
58.650
0.397
0.094
27.992
1.296
58.651
0.406
0.113
27.992
1.324
58.651
8 0.453 0.274
9 0.453 0.274
B 0 L T L O A D S / A L L 0 W A B L E S
LOAD OUTER EDGE INNER EDGE
;NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1
------------------------------ (Kips per Bolt) ------------------------------
RIGHT ROOF BEAM SIDE
=50% 7.599
+50% 0.000
1 0.000
2 0.448
3 0.471
4 0.000
5 0.000
6 Category 2 Load Combination - Does not apply to this Splice Type.
7 Category 2 Load Combination - Does not apply to this Splice Type.
8 0.453
9 0.453
0.207 27.992
0.207 27.992
SHEAR
fv Act. Fv All
(Ksi) (Ksi)
1.477 58.650
1.477 58.650
TENSION
ft Act. Ft All.
(Ksi) (Ksi)
0.000
0.000
21.000
24.770
44.000
7.552
0:000
21.000
24.616
44.000
1.562
0.065
21.000
5.094
43.999
0.000
0.311
27.992
1.460
58.648
0.000
0.217
27.992
1.535
58.650
0.397
0.094
27.992
1.296
56.651
0.406
0.113.
27.992
1.324
58.651
0.274
0.207
27.992
1.477
58.650
0.274
0.207
27.992
1.477
58.650
S P L I C E D E S I G N Y 0 U T S K E T C H
DATE: 08/1 3 CA
PAG 55
TIME: 02:29 PM
------------------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
(TYPE) (WIDTH), (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 4 DESCRIPTION EWDS 80'-0" 16'-0" 20 PSF 80 MPH UBC 88 1.000 TO 12
SPLICE # 10 TYPE : Ridge SUBTYPE : O/I' Extens - Comp Bm
---------------------------------------------------------------=--------------------------------------------------------
SPLICE PLATE 0042866 LEFT ROOF BEAM SIDE -->I<-- RIGHT ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS
6.000" X 16.750" X 0.375" 1
OUTSIDE FLANGE
0.188 X 5.000
MAIN WEB
0.100
INSIDE FLANGE
0.188 X 5.000
1.125"
14.500"
1.125"
---+-------------------------------- ---+-
1
2.375"
11.917"
0 0
FFFFFFFFFFFFFFFFFFFFFFF
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W.
W
W
W
W '
W
W
W
W
W
FFFFFFFFFFFFFFFFFFFFFFF
o
--------- -------------------
o
-----------
)
i
1
2.375"
OUTSIDE FLANGE
�. 0.188 X 5.000
11...917"
MAIN WEB
0.100
INSIDE FLANGE
0.188 X 5.000
S P L I
3
C E D E S I G N —
F L A N G E A
N� W E B P L A T E
I N F
O R M A
T I O N
CA
DATE: 08/1
PAG
56
TIME: 02:29 PM
089257 BUILDER NORTH VALLEY READY—MIX
BLDR ORDER # 91-48
BLDR ACCOUNT #
VZSALIA
20-04-007-90
ORDER #
BLDR PHONE # 916-345-7296
PROJ NAME — DON BROWN
ENGR GRP —
BLDR CONTACT — ANDY.WOOD
(TYPE)
(WIDTH) (HEIGHT)
(LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 4
DESCRIPTION EWDS
80'-0" 16-0"
20 PSF 80 MPH
'' UBC
88
1.000 TO 12
# 10
TYPE : Ridge
SUBTYPE :
0/I Extens
Comp
Bm
SPLICE
---------------------------------------------------------------------------
-------
---------------------
F L A N G E
P L A T E S
-----------
MAXIMUM STRESSES
-----------
SIZE
DIST FROM
— TENSION
—
COMPRESSION
CSR
LOAD
LOCATION DESCRIPTION
PART NO.
L
EDGE
ACT.
ALLOW
ACT'. ALLOW
GOND
T
--------
X W X
Inches ---------
(In.)
(Ksi)
(Ksi)
(Ksi) (Ksi)
LEFT ROOF BEAM SIDE
2.375
16.23
30.00
13.08 45.00
0.541
—50$
OUTER 2 Main Flange
0.188
X 5.000
2.458
16.12
30.00
13.18 45.00
0.537
+50%
INNER 2 Main Flange
0.188
X 5.000
RIGHT ROOF BEAM SIDE
2.375
16.23
30.00
13.08. 4.5.00
0.541
—50%
OUTER 2 Main Flange
0.188
X 5.000
2.458
16.12
30.00
13.18 45.00
0.537
+50%
INNER 2 Main Flange
0.188
X 5.000
W E B P
L A T E S
------------ _-----
MAXIMUM STRESSES
-------------------
SIZE
-- SHEAR ---
— TENSION —
COMPRESSION
CSR
LOAD
DESCRIPTION
PART NO.
X OL X IL ACT. ALLOW
ACT.
ALLOW
ACT. ALLOW
COND
T X
-------------
W
Inches --------------
(Ksi) (Ksi)
(Ksi)
(Ksi)
(Ksi) (Ksi)
LEFT ROOF BEAM SIDE
0.32 26.66
0.00
30.00
12.86 45.00
0.286
—50$
Main Web
0.100
RIGHT ROOF BEAM SIDE
0.32 26.66
0.00
30.00
12.86 45.00
0.286
—50%
Main Web
0.100
W E L D I N F
O R M A T I O N
LEFT ROOF BEAM SIDE
F L A N G E
P L A T E S
FULL
--------------
WELD SIZE -------------------
--------
MAXIMUM STRESSES--------
DESCRIPTION.
STRENGTH
---- FILLET ---- ---------PENETRATION
---------
TENSION
SHEAR ALLOW
CSR
LOAD
Out Face In Face
Out Face In Face
(k/in)
(k/in) (k/in)
COND
OUTER 2 Main Flange
3.11
5.64
0.552
—50%
Flange to Cap Plate
YES
1/4" 3/16"
INNER 2 Main Flange
3.09
5.64
0.548
+50$
. Flange to Cap Plate
YES
3/16" 1/9"
S P L I C E
D E S I G N
— D I N
F O R M A T I
O N
CA
DATE: 08/130
PAG :
57
TIME: 02:29 PM
------------------------------
ORDER # 089257 BUILDER
—---------------------------------------------------------------------------------------
NORTH VALLEY
READY—MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT — ANDY WOOD
BLDR
PHONE # 916-345-7296
PROJ NAME
— DON BROWN
ENGR GRP —
VISALIA
(TYPE)
(WIDTH)
(HEIGHT) (LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 4
DESCRIPTION EWDS 80'-0"
16'-0" 20 PSF
80 MPH UBC 88
1.000 TO 12
SPLICE # 10
--------------------------------------------------------------------------------------------------------------------------------
TYPE : Ridge
SUBTYPE
0/I
Extens — Comp Bm
W E L D
I N F O R M A T I O
N
LEFT ROOF BEAM SIDE
W E
B P L A T E S
DESCRIPTION
------------------------WELD
SIZE -------------------------
--------
MAXIMUM STRESSES
--------
— LENGTH —
---- FILLET --
--------- PENETRATION
---------
TENSION
SHEAR ALLOW
CSR
LOAD
Near S. Far
S. Near Side
Far Side
(k/in)
(k/in) (k/in)
COND
Main Web
1/8"
0.03 2.47
0.013
2
Web to Cap Plate
W E L D
I N F O R M A T I O
N
RIGHT ROOF BEAM SIDE
F L A
N G E P L A T E S
DESCRIPTION
FULL
--------------------WELD
SIZE -------------------
--------
MAXIMUM STRESSES
--------
STRENGTH
---- FILLET
--------- PENETRATION ---------
TENSION
SHEAR ALLOW
CSR
LOAD
Out Face In Face
Out Face
In Face
(k/in)
(k/in) (k/in)
COND
OUTER 2 Main Flange
YES
1/4" 3/16"
3.11
5.64
0.552
—50%
Flange to Cap Plate
INNER 2 Main Flange
Plate
YES
3/16" 1/4"
3.09
5.64
0.548
+50%
Flange to Cap
W E L D
I N F O R M A T I O
N
RIGHT ROOF BEA14 SIDE
W E
B P L A T E S.
DESCRIPTION
--------------------WELD
SIZE -------------------------
--------
MAXIMUM STRESSES
--------
— LENGTH —
------
FILLET
--------- PENETRATION ---------
TENSION
SHEAR ,ALLOW
CSR
LOAD
Near S. Far
S. Near'S,ide
Far Side
(k/in)
(k/in) (k/in)
COND
Main Web
Web to Cap Plate
1/8"
0.03 2.47
0.013
2
S P L I. C E D E S I G N C O V E R S H E E T
DATE: 08/1 3
TIME:.02:29 PM
------------------------------7-----------------------------------------------------------------------
ORDER # 089257 BUILDER — NORTH VALLEY READY—MIX BLDR ORDER # 91-48
BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR)
DESIGN SYSTEM FRAME # 5 DESCRIPTION LRF 801-0" 16'-0", .20 PSF. 80 MPH UBC 88
------------------------------------------------------------------------------------------------------
RUN OPTIONS AND INFORMATION
SOURCING PLANT 04 — VISALIA
QUANTITY OF LIKE FRAMES 03
STRESS RATIO LIMIT 1.030
CA
PAG : 65
----------------------------
BLDR ACCOUNT # 20-04-007-90
ENGR GRP — VISALIA
(SLOPE)
1.000 TO 12
----------------------------
REPORTS SELECTED
COVER SHEET
BOLT LOADS / ALLOWABLES.
SIGN CONVENTIONS
LAYOUT
SKETCH
APPLIED LOADS SUMMARY
FLANGE
/ WEB PLATE
INFORMATION
PART DIMENSIONS
WELD INFORMATION
BOLTS / SPLICE PLATE
INFORMATION
SPLICES SELECTED
SPL
MEMB
SEQ
Connection
GROUP INFORMATION
ASSEMBLY INFORMATION
NUM
NUM
NUM
Description
NUM
Connection
Plate
Opt
NUM
Stiffener Opt
Weld
Opt
---
---
---
--------------------
+ ----
---------------------------
+
-------
1
01
1
Pinned Base Plate
17
Analysis Only
OV63410
01
Full
Optimization
Design
w/
Combined
Welds
2
01
2
Knee Splice
18
Optimization
w/ Std
Plates
OV63410
02
Full
Optimization
Design
w/
Combined
Welds
OV63420
01
Full
Optimization
Design
w/
Combined
Welds
3
04
1
Pinned Base Plate
17
Analysis only
OV63410
01
Full
Optimization
Design
w/
Combined
Welds
4
04
2
Knee Splice
18
Optimization
w/ Std
Plates
OV63410
02
Full
Optimization
Design
w/
Combined
Welds
OV63420
01
Full
Optimization
Design
w/
Combined
Welds
5
02
1
Intermediate Roof Bm
19
optimization
w/ Std
Plates
OV63420
02
Full
Optimization
Design
w/
Combined
Welds
OV63430
01
Full
Optimization,
Design
w/
Combined'Welds
6
02
2
Ridge
20
Optimization
w/ Std
Plates
OV63430
02
Full
Optimization
Design
w/
Combined
Welds
OV63430
02
Full
Optimization
Design
w/
Combined
Welds
7
03
1
Intermediate Roof Bm
19
Optimization
w/ Std
Plates
OV63420
02
Full
Optimization
Design
w/
Combined
Welds
OV63430
01
Full
Optimization
Design
w/
Combined
Welds
Dimensions at Connection
Flg. to Flg. Dimension
Offset from Structure Line
Adjacent Depth Change Information
Distance to Depth Change
Flg. to Flg. Dimension
Adj. P1. Angle (Degrees)
Column
12.000"
8.000"
121- 8.563"
24.000"
0.000
S P L I
C E D E
S I G N
- A P P*
D L O A
D S S
U M M
A R 'Y
CAD
DATE:
08/13/
PAGE: 66
TIME:
02:29 PM
------------=--------------------------------------
ORDER
# 089257
-
BUILDER NORTH
-----------------------------------------------------------------
VALLEY READY -MIX
BLDR ORDER #
91-48
BLDR ACCOUNT #
20-04-007-90
BLDR
CONTACT - ANDY WOOD
BLDR PHONE
# 916-345-7296
PROJ NAME -
DON BROWN
ENGR GRP -
VISALIA
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
SYSTEM FRAME #
5. DESCRIPTION
LRF
801-0"
16'-0"•
20 PSF 80
MPH
UBC
88
1.000 TO 12
SPLICE
---------------------------------------------------------------------------------------------------------------
# 01
TYPE : -
Pinned Base
Plate
SUBTYPE :
No Ext
SW
Pin - S Nuts
LOAD
DESCRIPTION
DESIGN
AXIAL
SHEAR X
SHEAR Y
STRESS MEMBER
NO
----
--------------------
CATEGORY
--------
(kips)
-------
(kips)
-------
(kips)
-------
FACTOR STRENGTH
------ --------
1
DL + LL
Std Des
15.45
-12.75
0.00
1.00 N
2
DL + WLL
Std Des
-5.48
7.74
0.00
1.33 N
3
DL + WLR
Std Des
-4.26
2.25
0.00
1.33 N
4
DL + EQL
Std Des
3.20
-2.00
0.00
1.33 N
5
DL + EQR
Std Des
3.69
-3.29
0.00
1.33 N
6
DL +2.25EQL
Conns
Category
2 Load Combination
-
Does not apply
to this
Splice
Type.
7
DL +2.25EQR
Conns
Category
2 Load Combination
-
Does not apply
to this
Splice
Type.
8
DL + EWP
Std Des
-4.87
3.53
0.00
1.33 N
P A R T
D I M
E N S I O N S
Dimensions at Connection
Flg. to Flg. Dimension
Offset from Structure Line
Adjacent Depth Change Information
Distance to Depth Change
Flg. to Flg. Dimension
Adj. P1. Angle (Degrees)
Column
12.000"
8.000"
121- 8.563"
24.000"
0.000
DATE: 08/13*
CA
67
TIME: 02:29 PM TIME:
------------------------------—------------------------------------------------------------------------------
ORDER # 089257 BUILDER NORTH VALLEY READY—MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT — ANDY WOOD BLDR PHONE
# 916-345-7296
PROJ NAME
— DON BROWN ENGR GRP —
VISALIA
(TYPE)
(WIDTH)
(HEIGHT) (LIVE)
(WIND)
(CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 5 DESCRIPTION LRF
80'-0"
16'-0" 20 PSF
80 MPH
UBC 88 1.000 TO 12
SPLICE # 01 TYPE : Pinned Base
------------------------------------------------------------------------------------------------------------------------
Plate
SUBTYPE :
No Ext SW Pin — S Nuts
S P L I C
E P L A
T E
PLATE TYPE STANDARD
PART NUMBER 0042361
ORIENTATION NORMAL
PLATE WIDTH 10.000"
PLATE LENGTH 12.437"
PLATE THICKNESS 0.625"
PLATE YIELD STRESS 50.00 KSI
PLATE OFFSET 0.375"
DESIGN STRESS RATIO 0.109
CONTROLLING COND. 1
CONTROLLING LOCATION Cat. 2 Compression
B 0 L T I N F O
R M A T I
O N
BOLT DIAMETER 1.250"
BOLT GAGES — INNER:
5.000"
BOLT TYPE A307
WASHERS NO
BOLT # BOLTS DIST FROM DIST FROM
BOLT # BOLTS DIST
FROM
DIST FROM.
ROW IN ROW EDGE PREV ROW
ROW IN ROW
EDGE
PREV ROW
OUTER 1 2 5.375"
INNER 1 2
3.062"
C O N C R E T E S T R E S S E S
MIN. DESIGN FOOTING SIZE
173.244
( In•"2 )
CONCRETE STRENGTH
3.00O.KSI
CONTROLLING LOAD COND. NUMBER
1
ACTUAL ULTIMATE CONCRETE STRESS
0.199
KSI
FACTORED ULT. ALLOW. CONCRETE STRESS
1.806
KSI
CONCRETE STRESS RATIO
Y
0.110
S P L I C E D E S I G N — B O L T
A D S
/ A L
L O W A B L
E S
CA
. DATE:
08/13/10
PAG . 68
TIME:
02:29 PM
------------------------------
ORDER
# 089257
BUILDER
—--------------------------------------------------7-----------------------------------
NORTH VALLEY READY—MIX
BLDR ORDER
# 91-48
BLDR
ACCOUNT #
20-04-007=90
BLDR CONTACT
— ANDY
WOOD
BLDR PHONE # 916-345-7296
PROJ NAME
— DON BROWN
ENGR
GRP —
VISALIA
(TYPE) (WIDTH). (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
SYSTEM FRAME
# 5
DESCRIPTION LRF 80'-0" 16'-0"
20 PSF
80 MPH
UBC 88
1.000
TO 12
SPLICE
-----------------------------------------------------------------------------------------------------------------------------------
# 01
TYPE : Pinned Base Plate
SUBTYPE :.
No Ext SW
Pin —
S Nuts
B O L T L O A D S /
A L L O W A
B L E S
LOAD
OUTER EDGE
INNER
EDGE
SHEAR
TENSION
NO
OUTER 1
OUTER
2 OUTER 3 OUTER 4 INNER -4 INNER 3
INNER 2
INNER 1
fv Act.
Fv All.
ft Act.
Ft All.
--------=---------------
(Kips per Bolt) ------------------------------
(Ksi)
(Ksi)
(Ksi)
(Ksi)
COLUMN
SIDE
1
Total Section is in Compression
1.023
10.000
0.000
20.000
2
1.370
1.3.71
1.577
13.329
1.117
26.659
3
1.065
1.065
0.458
13.329
0.868
26.659
4
Total Section is in Compression
0.080
13.329
0.000
26.659
5
Total Section is in Compression
0.294
13.329
0.000
26.659
6
Category 2
Load
Combination — Does not apply to this Splice
Type.
7
Category 2
Load
Combination — Does not apply to this Splice
Type.
8
1.217
1.218
0.718
13.329
0.992
26.659
S P L I C E D E S I G N Y O U T S K E T C H
DATE: 08/13/ - CA*
TIME: 02:29 PM
ORDER # 089257 BUILDER - NORTH VALLEY READY -MIX
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296
(TYPE) (WIDTH) (HEIGHT)
DESIGN SYSTEM FRAME # 5 DESCRIPTION LRF 80'-0" 16'-0"
SPLICE # 01 TYPE : Pinned Base Plate
--------------------------------------------------------------------
SPLICE PLATE 0042361
10.000" X 12.437" X 0.625"
OUTSIDE FLANGE
0.250 X 7.000
MAIN WEB
0.160
INSIDE FLANGE
0.375 X 7.000
4.000"
I
I
I
I
I
I
I
I
I
I
I
I
I
I
i
I
I
3.062"
I
I
I
I
I
12.375"
I
I
I
I'
I
I
I
I
I
I
I
I
PAGE: 69
------------------------------ -------------------------------
BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
PROJ NAME - DON BROWN ENGR GRP - VISALIA
(LIVE) (WIND) (CODE/YEAR) (SLOPE)
20 PSF 80 MPH UBC 88 1.000 TO 12
SUBTYPE : No Ext SW Pin - S Nuts
--------------------------------------------------------------
COLUMN BOLTS: 1.250" DIA A307 NO WASHERS
+- 5.000"-+
FFFFFFFFFFFFFFFFFFFFFFF
I W I
0 W o I
I W I
I W I
I W I
I W I
I W I
I W I
I W I
I W 1
I W I
I W 1
i W I
I W I
I W I
I W I
I W I
I W I
I W I
W
I W I
I W I
I W I
I W 1
I W I
I W I
I W I
I W I
I W I
I W I
I W I
I W I'
I W I
W
I W I
I W I
I W I
0 W 0 I
I W I
FFFFFFFFFFFFFFFFFFFFFFF I
S P L I C
E D E S
I G N —
F L A N
G E A N W E B P L A T E
�
I N F
O R M A
T I O N
DATE: O8/130
CA
PAGE:
70
TIME: 02:29 PM
------------------------------—------------------------------------7-----------------------------------------------
ORDER # 089257 BUILDER NORTH
VALLEY READY—MIX
BLDR ORDER # 91-48
BLDR ACCOUNT #
20-0'4-007-90
BLDR CONTACT -ANDY WOOD
BLDR PHONE
# 916-345-7296
PROJ NAME — DON BROWN
ENGR GRP — VISALIA
(TYPE)
(WIDTH)
(HEIGHT) `(LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 5
DESCRIPTION LRF
80'-0"
16'-0" 20 PSF 80 MPH
UBC
88
1.000 TO 12
.SPLICE # 01
----------------------------------------------------------------------------------------------------------------------------------
TYPE :
Pinned Base
Plate
SUBTYPE :
No, Ext
SW Pin
— S Nuts
F L
A N G E P L A T E S
-----------
MAXIMUM STRESSES
-----------
LOCATION DESCRIPTION
PART NO.
SIZE
DIST FROM
— TENSION —
COMPRESSION
CSR
LOAD
T X
W
X L EDGE
ACT.
ALLOW
ACT. ALLOW
COND
--------
Inches
--------- (In.)
(Ksi)
(Ksi)
(Ksi) (Ksi)
COLUMN SIDE
OUTER 1 Main Flange
0.250 X
7.000
0.375
0.18
39.99
2.50 45.00
0.054
1
INNER 1 Main Flange
a
0.375 X
7.000
0.062
0.43
39.99
2.49 45.00
0.054
1
DESCRIPTION
COLUMN SIDE
Main Web
COLUMN SIDE
DESCRIPTION
OUTER 1 Main Flange
Flange to Cap Plate
INNER 1 Main Flange
Flange to Cap Plate
COLUMN SIDE
DESCRIPTION
Main Web
Web to Cap Plate
W E B P L A T E S
------------------ MAXIMUM STRESSES -------------------
PART NO. SIZE -- SHEAR --- — TENSION — COMPRESSION CSR LOAD
T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND
------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi)
0.160 7.00 20.00 2.47 39.99 2.50 45.00 0.350 1
W E LD I N F O R M A T I O N
F L A N G E P L A T E S
FULL—7 ----------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES --------
STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD
Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND
1/4" 0.04 4.95 0.009 2
1/4-
W E L D I N F O R M A T I O N
W E B P L A T E S
------------------------- WELD SIZE ---------------------
- LENGTH — ---- FILLET ------------ PENETRATION -----
Near S. Far S. Near Side Far Side
1/8" 1/8-
0.16 4.95 0.033 2
-------- MAXIMUM STRESSES --------
TENSION SHEAR ALLOW CSR LOAD
(k/in) (k/in) (k/in) COND
1.12 3.71 0.302 1
S P L I C E D L O A D S S U M M A R Y
DATE: 08/130 0 CA
. PAG 71
TIME: 02:29 PM
-------------------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER NORTH
VALLEY READY
-MIX
BLDR ORDER # 91-48
BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD
BLDR PHONE
# 916-345-7296
PROJ NAME - DON BROWN
ENGR GRP - VISALIA
(TYPE)
(WIDTH) (HEIGHT)
(LIVE) (WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 5
DESCRIPTION LRF
80'-0" 16'-0"
20
PSF 80 MPH UBC 88
1.000 TO 12
SPLICE # 02
--------------------------------------------------------------------7------------------------------------
TYPE
Ext Col -
Roof Beam Knee
SUBTYPE : 2 Row Outer
Hmhd - Horiz
LOAD DESCRIPTION
DESIGN
AXIAL
SHEAR. MOMENT STRESS
MEMBER
NO
---- --------------------
CATEGORY
--------
(kips)
-------
(kips) (in -k) FACTOR
--------------- ------
STRENGTH
--------
-50% MOMENT CAPACITY
Std Des
0.00
0.00 -1073.46
1.00
N
+50% MOMENT CAPACITY
Std Des
0.00
0.00 1073.46
1.00
N
1 DL + LL
Std Des
15.21
-12.75 -1845.09
1.00
N
2 DL + WLL
Std Des
-5.82
4.99 891.69
1.33
N
3 DL + WLR
Std Des
-4.60
3.41 387.48
1.33
N
4 DL + EQL
Std Des
2.96
-2.02 -286.00
1.33
N
5 DL + EQR
Std Des
3.45
-3.26 -475.95
1.33
N
6 DL +2.25EQL
Conns
2.66
-1.25 -167.28
8.00
Y
7 DL +2.25EQR
Conns
3.76
-4.04 -594.67
8.00
Y
8 DL + EWP
Std Des
-5.21
5.16 607.88
1.33
N
P A R T D I M E
N S I
O N S
Column
Roof Beam
Dimensions at Connection
Hammerhead Dimension
7.875"
Flg. to Flg. Dimension
24.000"
30.000"
Part Slope
1.000 TO 12
Conn. Plate Angle (Degrees)
0.000
0.000
Offset from Structure Line
8.000"
0.125"
Main Flange Dimensions
Outer Flange width
6.000"
Thickness
0.219"
Inner Flange Width
6.000"
Thickness
0.250"
Adjacent Depth Change Information
Distance to Depth Change
121- 8.563"
121- 4.474"
Flg. to Flg. Dimension
12.000"
16.000"
Adj. Pl. Angle (Degrees)
0.000
0.000
S P L I C E D E S I G N - B O L� / S P L I C E P L A T E
DATE: 08/13/ CA
L*
TIME: 02:29 PM PAGE: 72
-----------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 5 DESCRIPTION LRF 80'-0" 16'-0" 20 PSF 80 MPH UBC 88 1.000 TO 12
SPLICE # 02 TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - Horiz
----------------------------------------------
-------------------------------------------------------------------------------------
S P L I C E P L A T E
BOTH SIDES
PLATE TYPE STANDARD
PART NUMBER 0031025
ORIENTATION NORMAL
PLATE WIDTH 8.000"
PLATE LENGTH 31.875"
PLATE THICKNESS 0.437"
PLATE YIELD STRESS 50.00 KSI
PLATE OFFSET 0.000"
DESIGN STRESS RATIO 0.881
CONTROLLING COND. 1
CONTROLLING LOCATION Side 2 Outer Row 1
B 0 L T I N F O R M A T I O N
BOLT DIAMETER
0.750"
BOLT GAGES - INNER:
3.250"
BOLT TYPE
A325
WASHERS
NO
BOLT # BOLTS
DIST FROM
DIST FROM
BOLT # BOLTS
DIST FROM
ROW IN ROW
EDGE
PREV ROW
ROW IN ROW
EDGE
OUTER 1 2
1.875"
INNER 2 2
6.375"
OUTER 2 2
6.375"
4.500"
INNER 1 2
1.875"
W
E B S H E A R
NO STIFFENERS ARE
REQUIRED FOR
WEB SHEAR
DIST FROM
PREV ROW
4.500"
S P L I C E D E S I G N - B 0 L T& A D S / A L L O W A B L E S
DATE: 08/13/ CA
PAGE. 73
TIME:
02:29 PM
--------------------------------
ORDER
# 089257
----------------------------------------------------------------------------------
BUILDER NORTH
VALLEY READY
-MIX
BLDR ORDER
# 91-48
BLDR
ACCOUNT #
20-04-007-90
BLDR
CONTACT - ANDY
WOOD
BLDR PHONE
# 916-345-7296
PROJ NAME
- DON BROWN
ENGR
GRP -
VISALIA
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
SYSTEM FRAME
# 5
DESCRIPTION LRF
80'-0"
16'-0"
20 PSF
80 MPH
UBC 88
1.000
TO 12
SPLICE
-------------------------------------------------------------------------------------------------------
# 02
TYPE :
Ext Col -
Roof Beam Knee,
SUBTYPE.:
2 Row Outer
Hmhd -
Horiz
B 0
L T L O A
D S /
A L L 0 W A
B L E S
INNER
EDGE
SHEAR
TENSION
LOAD
OUTER EDGE
OUTER 1
OUTER 2
OUTER 3
OUTER 4
INNER 4
INNER 3
INNER 2
INNER 1
fv Act.
Fv All.
ft Act.
Ft All.
NO
------------------------------
(Kips
per Bolt) ------------------------------
(Ksi)
(Ksi)
(Ksi)
(Ksi)
COLUMN
SIDE
-
-50%
11.126
8.660
0.000
0.000
0.000
21.000
25.183
44.000
+50%
0.000
0.000
8.862
11.263
0.000
21.000
25.493
44.000
1
17.637
13.480
0.000
0.000
3.607.
21.000
39.922
43.345
2
0.000
0.000
8.208
10.345
1.410
27.992
23.417
58.577
3
0.000
0.000
3.884
4.862
0.965
27.992
11.006
58.617
4
2.675
2.034
0.000
0.000
0.572
27.992
6.056
58.639
5
4.595
3.520
0.000
0.000
0.923
27.992
10.401
58.620
6
1.477
1.107
0.000
0.000
0.353
35.099
3.344
68.000
7
5.795
4.449
0.000
0.000
1.142
35.099
13.117
68.000
8
0.000
0.000
5.778
7.266
1.460
27.992
16.446
58.572
B 0
L T L 0 A
D S /
A L L O W A
B L E S
LOAD
OUTER EDGE
INNER
EDGE
SHEAR
TENSION
NO
OUTER 1
OUTER 2
OUTER.3
OUTER 4
INNER 4
INNER 3
INNER 2
INNER 1
fv Act.
Fv All.
ft Act.
Ft All.
------------------------------
(Kips
per Bolt) ------------------------------
(Ksi)
(Ksi)
(Ksi)
(Ksi)
ROOF
BEAM SIDE
-50%
11.178
8.714
0.000
0.000
0.000
21.000
25.302
44.000
+50%
0.000
0.000
8.729
11.264
0.000
21.000
25.497
44.000
1
17.755
13.604
0.000
0.000
3.607
21.000
40.189
43.345
2
0.000
0.000
8.158
10.399.
1.41'0
27.992
23.539
58.577
3
0.000
0.000
3.871
4.893
0.965
27.992
11.076
58.617
4
2.695
2.055
0.000
0.000
0.572
27.992
6.100
58.639
5
4.624
3.551
0.000
0.000_
0.923
27.992
10.467
58.620
6
1.490
1.121
0.000
0.000
0.353
35.099
3.374
68.000
7
5.831
4.486
0.000
0.000
1.142
35.099
13.198
68.000
8
0.000
0.000
5.756
7.313
1.460
27.992
16.5'54
58.572
S P L I C E D E S I G N — Y 0 U T S K E T C H
CA
DATE: 08/13/ PAO 74
TIME: 02:29 PM
--------------------------------7-------------------------------------------------------------
—---------------------------
ORDER # 089257 BUILDER NORTH VALLEY READY—MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN ENGR GRP — VISALIA
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) •(SLOPE)
DESIGN SYSTEM FRAME # 5 DESCRIPTION LRF 80'-0" 16'-0" 20 PSF 80 MPH USC 88 1.000 TO 12
SPLICE # 02 TYPE Ext Col — Roof Beam Knee SUBTYPE 2 Row Outer Hmhd — Horiz
----------------------------------------------------------------------------------------
SPLICE PLATE 0031025 COLUMN SIDE -->I(-- ROOF BEAM SIDE BOLTS: 0.750" DIA A325 NO WASHERS
8.000" X 31.875" X 0.437" 1
+—
—+---------+-------------------------------- ---+—
OUTER HAMMERHEAD FLANGE 0030924 1.875" I I HFHFHFHFHFHEFEFEFEFEFEF I I END FLANGE
0.375 X 7.000 X 6.000 I I 1 W I I 0.3.75 X 6.000 X 26.750
o w o I I
7.875" I W 1 1
OUTER HAMMERHEAD GUSSET 0030925 4.500" I I W I I
0.250 X 7.500 x 6.000 X 10.000 I I I W I I
-+--- 1 I o w o I I
W I i
OUTSIDE FLANGE I I I FFFFFFFFFFFF I I
0.250 X 7.000 1 I I W I I
I I I W I I
I I I W I I
I I i W 1
W I I
W
I I I W I I
I 1 W I I
I W I I
I I I W I I
1 I I W 1 31.875"
19.1.25" I I W I I MAIN WEB
W I I 0.200
I I I W I I
I 24.000" I W I I
MAIN WEB I I 1 W 1 I
0.160 I I 1 W I I
I I I W I I
I I I W I I
I i I W I I
I I I W I 1
I I I W I I
I I I W I I
I I I W I 1
I I I W I I
-+--- I I o W o I I
I I I W I I
4.500" I ( W I 1
W
-+--- I I o W o I I
1.875" I 1 W I 1
INSIDE FLANGE 1 —1 _ 1 FFFFFFFFFFFFMSMSMSMSMSM MAIN STIFFENER
0.375 X 7.000 —+------------- ----------------------------- 0.375 X 3.250 X 29.375 NS/FS
S P L I
C E D E S
I G N -
F L A N
G E A N
W E B P L A T E
I N F O R M
A T I O N
10.50
DATE: 08/13/
0.232
+50%
0.250
X
7.000
7.875
BAD
AG 75
TIME: 02:29 PM
30.00
1.07
45.00
0.256
1
0.375
X
7.000
---------------------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER NORTH VALLEY READY
BLDR CONTACT - ANDY WOOD BLDR PHONE
(TYPE)
DESIGN SYSTEM FRAME # 5 -DESCRIPTION LRF
SPLICE # 02 TYPE : Ext Col -
-------------------------------------------------------------------7-----------------------------------------------------
-MIX BLDR ORDER # 91-48
# 916-345-7296 PROJ NAME - DON BROWN
(WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR)
80'-0" 16'-0" 20 PSF 80 MPH UBC 88
Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd
BLDR ACCOUNT #
ENGR GRP - VISALIA
(SLOPE)
1.000 TO 12
- Horiz
20-04-007-90
30.00
22.43
45.00
F L
A N G E
P L A T E S
X
6.000
X 26.750
0.000
7.50
30.00
12.52
45.00
-----------
MAXIMUM STRESSES
-----------
LOCATION DESCRIPTION
PART NO.
T
SIZE
X W
X L
DIST FROM
EDGE
- TENSION -
ACT. ALLOW
COMPRESSION
ACT.' ALLOW
CSR LOAD
COND
0.490
1
--------
Inches
---------
(In.)
(Ksi) (Ksi)
(Ksi) (Ksi)
COLUMN SIDE
OUTER 1 Hammerhead Flange 0030924
OUTER 3 Main Flange
INNER 1 Main Flange
ROOF BEAM SIDE
OUTER 1 End Flange
INNER 1 Main Stiffener
DESCRIPTION PART NO.
COLUMN SIDE
Outer Hammerhead Gusset 0030925
Main Web
ROOF BEAM SIDE
Main Web
COLUMN SIDE
DESCRIPTION
OUTER 1 Hammerhead Flange
Flange to Cap Plate
OUTER 3 Main Flange
Flange to Cap Plate
INNER 1 Main Flange
Flange to Cap Plate
0.375
X
7.000
X 6.000
0.000
6.24
30.00
10.50
45.00
0.232
+50%
0.250
X
7.000
7.875
7.68
30.00
1.07
45.00
0.256
1
0.375
X
7.000
0.000
4.08
30.00
22.43
45.00
0.497
1
0.375
X
6.000
X 26.750
0.000
7.50
30.00
12.52
45.00
0.277
'+50%
0.375
X
3.250
X 29.375
0.000
4.39
30.00
22.06
45.00
0.490
1
W
E B P L A T E S
------------------
MAXIMUM
STRESSES
-------------------
SIZE
-- SHEAR ---
- TENSION
-
COMPRESSION
CSR
LOAD
T X
W X
OL X IL
ACT.
ALLOW
ACT.
ALLOW
ACT.
ALLOW
COND
-------------
Inches
--------------
(Ksi)
(Ksi)
(Ksi)
(Ksi)
.(Ksi)
(Ksi)
0.250 X
7.500
X
6.000 X 10.000
19.52
20.00
19.84
30.00
10.27
45.00
0.976
1
0.160
5.25
20.00
22.95
30.00
22.'03
45.00
0.764
+50%
0.200
FULL
STRENGTH
YES
YES
11.63 12..91 28.19 30.00 22.46 45.00 U.9J9 1
W E L D I N F O R M A T I O N
F L A N G E P L A T E S
------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES --------
---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD
Out Face In Face Out Face In Face (k/in) (k/in).(k/in) COND
3/16"
3/16"
3/16" U 5/16" +1/16"
2.42
1.96
U 5/16" +1/16" 1.56
11.25 0.216 1
2.78 0.706 1
11.25 0.139 +50%
S P L I C E D E S I G N - A P P D L O A D S S U M M A R Y
DATE: 08/13/ CAD19
TIME: 02:29 PM PAGE: 88
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 5 DESCRIPTION LRF 80'-0" 16'-0" 20 PSF 80 MPH UBC 88 1.000 TO 12
SPLICE # 05 TYPE : Intermediate Roof Beam SUBTYPE : O/I Extens - Comp Beam
-------------------------------------------------------------------=---------------------------------------------------------------
LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER
NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH
---- -------------------- ---------------------- -------- ------ -=------
-50%
MOMENT CAPACITY
Std
Des
+50%
MOMENT CAPACITY
Std
Des
1
DL
+ LL
Std
Des
2
DL
+ WLL
Std
Des
3
DL
+ WLR
Std.Des
1.33
4
DL
+ EQL
Std
De.s
5
DL
+ EQR
Std
Des
6
DL
+2.25EQL
Conns
7
DL
+2.25EQR
Conns
8
DL
+ EWP
Std
Des
Dimensions at Connection
Flg. to Flg. Dimension
Adjacent Depth Change Information
Distance to Depth Change
Flg. to Flg. Dimension
Adj. Pl. Angle (Degrees)
0.00
0.00 -320.52
1.00
N
0.00
0.00 320.52
1.00
N
13.44
7.77 -408.85
1.00
N
-4.59
-3.35 326.23
1.33
N
-4.49
-2.13 -41.74
1.33
N
2.76
1.33 -9.41
1.33
N
2.80
1.82 -156.70
1.33
N
Category
2 Load Combination -
Does not apply to this Splice Type.
Category
2 Load Combination -
Does not apply to this Splice Type.
-6.53
-2.57 141.90
1.33
N
P A R T D I M
E N S 1'0
N S
Lower
Upper
Roof Beam
Roof Beam
16.000"
16.000"
14- 9.983"
251- 2.017"
30.000"
24.000"
0.000
0.000
I
S P L
I C E D E S I G N —
B O L
/ S
P L I C E
P L A T E
CA
DATE: 08/13/
PAGE: 89
TIME: 02:29 PM
----------------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER NORTH
VALLEY READY—MIX
BLDR ORDER
#'91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT — ANDY WOOD
BLDR PHONE # 916-345-7296
PROJ NAME
— DON BROWN
ENGR GRP —
VISALIA
(TYPE) (WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME #
5 DESCRIPTION
LRF 80-0"
16-0"
20 PSF
80 MPH
UBC 88
1.000 TO 12
SPLICE # 05
-------------------------------------------------------------------------------------------------------------------
TYPE :
Intermediate Roof Beam
SUBTYPE
0/i Extens —
Comp. Beam
S P L I C E P L A
T E
BOTH SIDES
PLATE TYPE
STANDARD
PART NUMBER
0037151
ORIENTATION
NORMAL
PLATE WIDTH
6.000"
PLATE LENGTH
20.750"
PLATE THICKNESS
0.375"
PLATE YIELD STRESS
50.00 KSI
PLATE OFFSET
2.375"
DESIGN STRESS RATIO
0.580
CONTROLLING COND.
1
CONTROLLING LOCATION
Side 2
Outer Flq 2
B 0
L T I N F O R M A T I
O N
BOLT DIAMETER
0.625"
BOLT GAGES
— INNER:
2.750"
BOLT TYPE_
A325
WASHERS
NO
BOLT # BOLTS
DIST FROM
DIST FROM
BOLT
# BOLTS DIST
FROM
DIST FROM
ROW IN ROW
EDGE
PREV ROW
ROW
IN ROW
EDGE
PREV ROW
OUTER 1 2
1.125"
INNER 2
2
4.125"
3.000"
OUTER 2 2
4.125"
3.000"
INNER 1
2
1.125"
S P L I C E
D E S I G N - B 0 L T A D S
/ A L L
O W A B L
E S
CA
DATE:
08/13/
PAGO 90
TIME:
02:29 PM
-------------
# 089257
----------------------------------------------------------------------------
BUILDER - NORTH
VALLEY READY -MIX
BLDR ORDER
# 91-48
BLDR
ACCOUNT #
20-04-007-90
VISALZA
ORDER
BLDR PHONE # 916-345-7296
PROJ NAME
- DON BROWN
ENGR
GRP -
BLDR CONTACT
- ANDY
WOOD
(TYPE) (WIDTH) (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
SYSTEM FRAME
# 5 DESCRIPTION LRF 80'-0" 16'-0"
20 PSF
80 MPH
UBC 88
0/I Extens
1.000
Com
- P
TO 12
Beam
SPLICE
------------------------------
# 05
TYPE :
--------------------------------------------
intermediate Roof Beam
SUBTYPE
B O L T L O A D S /
A L L 0 W A
B L E S
INNER
EDGE
SHEAR
TENSION
LOAD
OUTER EDGE
2 OUTER 3
OUTER 4 INNER 4 INNER 3
INNER 2
INNER 1
fv Act.
Fv All.
ft Act.
Ft All.
NO
OUTER 1
OUTER
(Ksi)
(Ksi)
(Ksi)
(Ksi)
(Kips per Bolt) ------------------------------
LOWER
ROOF BEAM SIDE
0.000
0.000
0.000
21.000
19.680
44.000
-50%
6.037
4.433
4.434
6.094
0.000
21.000
19.865
44.000
+50%
0.000
0.000
0.000
0.000
3.165
21.000
20.103
43.497
1
6.167
4.256
5.008
6.739
1.363
27.992
21.967
58.582
2
0.000
0.000
0.044
0.000
0.867
27.992
4.385
58.623
3
1.345
1.093
0.543
27.992
0.000
58.640
4
Total Section is in Compression
0.000
0.000
0.742
27.992
8.563
58.631
5
2.627
1.871
6
Category 2
Load Combination
- Does not apply to this Splice
Type.
7
Category 2
Load Combination
- Does not apply to this Splice
Type.
3.478
1.048
27.992
11.339
58.610
8
0.000
0.000
2.685
B O L T L 0 A D S /
A L L O W A
B L E S
INNER
EDGE
SHEAR
TENSION
LOAD
OUTER EDGE
2 OUTER 3
OUTER 4 INNER 4 INNER 3
INNER 2
INNER 1
fv Act.
Fv All.
ft Act.
Ft All.
NO
OUTER 1
OUTER
(Ksi)
(Ksi)
(Ksi)
(Ksi)
-----------------------
-------
(Kips per Bolt) ------------------------------
UPPER
ROOF BEAM SIDE
0.000
0.000
0.000
21.000
20.391
44.000
-50%
6.256
4.334
4.340
6.171
0.000
21.000
20.115
44.000
+50%
0.000
0.000
0.000
0.000
3.165
21.000
21.307
43.497
1
6.537
4.125
4.924
6.810
1.363
27.992
22.198
58.582
2
0.000
0.000
0.015
0.000
0.867
27.992
4.399
58.623
3
1.349
1.091
0.543
27.992
0.000
58.640
4
Total Section is in Compression
0.000
0.000
0.742
27.992
8.974.
58.631
5
2.753
1.822
6
Category 2
Load Combination
- Does not apply to this Splice
Type.
7
Category 2
Load Combination
- Does not apply to this Splice
Type.
3.501
1.048
11.411
58.610
8
0.000
0.000
2.659
.27.992
S P L I C E D E S I G N — Y O U T S K E T C H
DATE: 08/13/91 CAD
0
PAGE: 91
TIME: 02:29 PM
----------------------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER NORTH VALLEY READY—MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
—
BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN ENGR GRP — VISALIA
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 5 DESCRIPTION LRF 80'-0".161-0" 20 PSF 80 MPH USC 88 1.000 TO 12
SPLICE # 05 TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens — Comp Beam
--------------------------------------------------------------------------------------------
SPLICE PLATE 0037151
6.000" X 20.750" X 0.375"
OUTSIDE FLANGE
0.219 X 6.000
MAIN WEB
0.200
INSIDE FLANGE
0.250 X 6.000
LOWER ROOF BEAM SIDE -->I<-- UPPER ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS
OUTSIDE FLANGE
0.219 X 5.000
MAIN WEB
0.120
INSIDE FLANGE
0.188 X 5.000
I
I
+— 2.750"—+
—+---------+---
----------------------------- ---+-
1.125" 1
1 1 1
2.375"
1 I 2.375"
—+--- I
I 0 0 I I
3.000" 1
1 FFFFFFFFFFFFFFFFFFFFFFF 1 I
I I
I W I I
—+--- I
I o W 0 I I
I I
I W I I
I I
I W I I
I I
I W I I
I I
I W I I
I I
I W I I
I I
I W I I
I I
I W I I
I I
I W I I
I I
I W I I
I I
I W I I
I I
I W I I
W I I
1 16.000"
I W I 16.000"
12.500" 1
I W I I
I I
I W I I
I I
I W I I
I I
I W I I
I I
I W I I
I
I W I I
I I
I W I I
I I
I W I I
I I
I W I 1
I I
I W I I
I I
I W I I
I I
I W I I
I I
I W I I
I I
I W I I
—+--- I
I o W o I I
I I
I W I I
3.000" 1 _
1 FFFFFFFFFFFFFFFFFFFFFFF I — I—
I
I
—+---
I
I 0 0 I
1.125"
1 I
I I
I
—+ -------------
-----------------------------
OUTSIDE FLANGE
0.219 X 5.000
MAIN WEB
0.120
INSIDE FLANGE
0.188 X 5.000
OUTER 2 Main Flange
Flange .to Cap Plate YES 1/4" 1/4" 2.67 6.57 0.406 1
INNER 2 Main Flange
Flange to Cap Plate YES 1/4" 5/16" 2.67 7.50 0.357 +50%
S P L I
C E D E S I G N -
F L A N G E A
N* W E B P L A T E
I N F
O R M A
T I O N
CAD
DATE:
08/13/
PAGE:
92
TIME:
02:29 PM
ORDER
# 089257 BUILDER NORTH VALLEY READY
-MIX
BLDR ORDER # 91-98
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT
- ANDY WOOD
BLDR PHONE
# 916-345-7296
PROJ NAME - DON BROWN
ENGR GRP - VISALIA
(TYPE)
(WIDTH) (HEIGHT)
(LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
SYSTEM FRAME # 5
DESCRIPTION LRF
80'-0" 16'-0"
20 PSF 80 MPH
UBC
88
1.000 TO 12
SPLICE
------------------------------------------------------------------------------------7------------------------
# 05
TYPE : Intermediate
Roof Beam
SUBTYPE :
0/I Extens - Comp Beam
F L A N G E
P L A T E S
-----------
MAXIMUM STRESSES
-----------
LOCATION
DESCRIPTION
PART NO.
SIZE
DIST FROM
- TENSION
-
COMPRESSION
CSR
LOAD
T X
W X L
EDGE
ACT.
ALLOW
ACT. ALLOW
COND
--------
Inches ---------
(In.)
(Ksi)
(Ksi)
(Ksi) (Ksi)
LOWER
ROOF BEAM SIDE
0.219 X
6.000
2.375
11.79
30.00
11.05 45.00
0.393
1
OUTER
2 Main Flange
0.250 X
6.000
2.375
10.35.
30.00
15.45 45.00
0.345
+50%
INNER
2 Main Flange
UPPER
ROOF BEAM SIDE
0.219 X
5.000
2.375
14.73
30.00
13.98 45.00
0.491
1
OUTER
2 Main Flange
0.188 X
5.000
2.375
16.49
30.00
23.65 45.00
0.550
+50%
INNER
2 Main Flange
W E B P
L A T E S
------------------
MAXIMUM
STRESSES
-------------------
DESCRIPTION
PART NO.
SIZE
-- SHEAR ---
- TENSION
-
COMPRESSION
CSR
LOAD
T X
W X OL X
IL ACT. ALLOW
ACT.
ALLOW
ACT. ALLOW
COND
-------------
Inches --------------
(Ksi) (Ksi)
(Ksi)
(Ksi)
(Ksi) (Ksi)
LOWER
ROOF BEAM SIDE
0.200.
4.64 20.00
7.75
30.00
15.19 45.00
0.337
1
Main Web
UPPER
ROOF BEAM SIDE
0.120
7.73 20.00
12.68
30.00
23.40 45.00
0.519
1
' Main Web
W E L D I N F
O R M A T I O N
LOWER
ROOF BEAM SIDE
F L A N G E
P L A T E S
DESCRIPTION
FULL -------------------
WELD SIZE -------------------
--------
MAXIMUM STRESSES --------
STRENGTH ---=
FILLET -------------
PENETRATION ---------
TENSION
SHEAR ALLOW
CSR
LOAD
Out
Face In Face
Out Face In Face
(k/in)
(k/in) (k/in)
COND
OUTER 2 Main Flange
Flange .to Cap Plate YES 1/4" 1/4" 2.67 6.57 0.406 1
INNER 2 Main Flange
Flange to Cap Plate YES 1/4" 5/16" 2.67 7.50 0.357 +50%
S
P L I C E
D E S I G N —
W D I N
F O R M A T I
O N
DATE: 08/13/
CA
TIME: 02:29 PM
PAGE:
93
1-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 089257
BUILDER — NORTH VALLEY
READY—MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT #
20-04-007-90.
BLDR CONTACT — ANDY WOOD
BLDR
PHONE # 916-345-7296
PROJ NAME
— DON BROWN
ENGR GRP —
VISALIA
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME #
5 DESCRIPTION LRF
80'-0" 16'-0"
20 PSF
80 MPH UBC 88
1.000 TO 12
SPLICE # 05
=------------------------------------------------------------------^---------------------------------------------------------------
TYPE .
Intermediate
Roof Beam
SUBTYPE .
0/I
Extens — Comp Beam
W E L D I N F
O R M A T I O
N
LOWER ROOF BEAM SIDE
W E B P
L A T E S
DESCRIPTION
-------------------------
WELD
SIZE -------------------------
--------
MAXIMUM STRESSES
--------
LENGTH —
---- FILLET ------------
PENETRATION
---------
TENSION
SHEAR ALLOW
CSR
LOAD
Near S. Far S.
Near Side
Far Side
(k/in)
(k/in) (k/in)
COND
Main Web
Web to Cap Plate
— Outer Bolts
4.000"
3/16" 3/16"
1.55
5.57
0.279
—50%
Web to Cap Plate
— Inner Bolts
4.000"
3/16" 3/16"
1.55
5.57
0.278
+50%
Web to Cap Plate
— Remaining
3/16"
0.93 2.78
0.333
1
W E L D I N F
O R M A T I O
N
UPPER ROOF BEAM SIDE
F L A N G E
P L A T E S
DESCRIPTION
FULL
-------------------
WELD SIZE -------------------
--------
MAXIMUM STRESSES
--------
STRENGTH
---- FILLET --- -- ---------
PENETRATION
---------
TENSION
SHEAR ALLOW
CSR
LOAD
Out Face In Face
Out Face
In Face
(k/in)
(k/in) (k/in)
COND
OUTER 2 Main Flange
Flange to Cap Plate
YES
1/4" 1/4"
3.30
6.57
0.503
1
INNER 2 Main Flange
Flange to Cap Plate
YES
3/16" 1/4"
3.17
5.64
0.563
+50%
W E L D I N F
O R M A T I O
N
UPPER ROOF BEAM SIDE
W E B P
L A T E S
DESCRIPTION
-------------------------
WELD
SIZE -------------------------
--------
MAXIMUM STRESSES
--------
LENGTH —
---- FILLET ------------
PENETRATION ---------
TENSION
SHEAR ALLOW
CSR
LOAD
Near S. Far S.
Near Side
Far Side
(k/in)
(k/in) (k/in)
COND
Main Web
Web to Cap Plate
— Outer Bolts
'4.•000"
1/8" 1/8"
1.52
3.71
0.408
—50%
Web to Cap Plate
— Inner Bolts
4.000"
1/8" 1/8"
1.52
3.71
0.410
+50%
Web to Cap Plate
— Remaining
1%8"
0.93 1.86
0.500
1
S P L I C E D E S I G N - A P P IDE D L O A D S S U 'M M A R Y
DATE: 08/1 3 CA
TIME: 02:29 PM PAGE: 94
--- 7--------------------------------------------------------------------- ------------ -----------------------------------------------
ORDER•# 089257 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
(TYPE) (WIDTH) (HEIGHT) (LIVE) .(WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 5 DESCRIPTION LRF 80-0" 16-0" 20 PSF 80 MPH UBC 88 1.000 TO 12
SPLICE # 06 TYPE Ridge SUBTYPE 0/I Extens - Comp Bm
-----------------------------------------------------------------------------------------------------------------------------------
LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER
NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH
--------------------------------------- ------- -------- ------ --------
-50% MOMENT CAPACITY
+50% MOMENT CAPACITY
1 DL + LL
2 DL + WLL
3 DL + WLR
4 DL + EQL
5 DL + EQR
6 DL +2.25EQL
7 DL +2.25EQR
8 DL + EWP
Std Des
Std Des
Std Des
Std Des
Std Des
Std Des
Std Des
Conns
Conns
Std Des
Dimensions at Connection
Flg. to Flg. Dimension
Part Slope
Conn. Plate Angle (Degrees)
Adjacent Depth Change Information
Distance to Depth Change
Flg. to Flg. Dimension
Adj. P1. Angle (Degrees)
0.00
0.00 -539.93
1.00
N
0.00
0.00 539.93
1'.00
N
12.70
-1.06 751.39
1.00
N
-4.74
-0.22 -258.12
1.33
N
-4.64
1.01 -258.12
1.33
N
2.61
-0.46 156.48
1.33
N
2.65
0.04 156.48
1.33
N
Category 2
Load Combination -
Does not apply to this Splice Type..
Category 2
Load Combination -
Does not apply to this Splice Type.
-6.68
0.57 -215.18
1.33
N
P A R T D I M
E N S I
O N S
Left
Right
Roof Beam
Roof Beam
24.000"
24.000"
1.000 TO 12
1.000 TO 12
4.764
4.764
25- 2.017"
25- 2.017"
16.000"
16.000"
0.000
0.000
S P L
I C E D E S I G N
- B 0 L/
S
P L I C E
P L A T E
CA
DATE: 08/13/
PAGE: 95
TIME: 02:29 PM
---------------------------------------
ORDER # 089257 BUILDER
-NORTH
=---------------------------------------------------------------------------
VALLEY READY -MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - ANDY WOOD
BLDR PHONE # 916-345-7296
PROJ NAME
- DON BROWN
ENGR GRP -
VISALIA
(TYPE) (WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
'DESIGN SYSTEM FRAME #
5 DESCRIPTION
LRF 801-0"
16'-0"
20 PSF
80 MPH
UBC 88
1..000 TO 12
SPLICE # 06
-----------------------------------------------------------------------------------------------------------------------------------
TYPE :
Ridge
SUBTYPE :
O/I Extens -
Comp Bm
S P L I C E P L A
T E
BOTH SIDES
PLATE TYPE
STANDARD
PART NUMBER
0031318
ORIENTATION
NORMAL.
PLATE WIDTH
8.000"
PLATE LENGTH
29.500"
PLATE THICKNESS
0.625"
PLATE YIELD STRESS
50.00 KSI
PLATE OFFSET
2.750"
DESIGN STRESS RATIO
0.232
CONTROLLING COND.
1
CONTROLLING LOCATION
Side 1
Inner Flg 2
B O
L T I N F O R M A T I
O N
BOLT DIAMETER
0.750"
BOLT GAGES
- INNER:
3.250"
BOLT TYPE
A325
WASHERS
NO
BOLT # BOLTS
DIST FROM
DIST FROM
BOLT
# BOLTS DIST
FROM
DIST FROM
ROW IN ROW
EDGE
PREV ROW
ROW
IN ROW
EDGE
PREV ROW
OUTER 1 2
1.250"
INNER 2
2
4.750"
3.500"
OUTER 2 2
4.750"
3.500"
INNER 1
2
1.250"
Ej
S P L I C E D E S I G N - B O L T A D S / A L L O W A B L E S
DATE: 08/13/ CA
PAG 96
TIME: 02:29 PM
---------------------------------------------------------------7----------------------------------------------------
ORDER # 089257 BUILDER.- NORTH VALLEY READY -MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 5 DESCRIPTION LRF 80'-0" 16'-0", 20 PSF 80 MPH UBC 88 1.000 TO 12
SPLICE # 06 TYPE : Ridge SUBTYPE : 0/I Extens - Comp Sm
-----------------------------------------------------------------------------------------------------------
------
------------------------P
fv Act.
B O
L T L O
A D S /
A L L 0
W A B L E S
LOAD
OUTER EDGE
5.154
0.000
+50%
0.000
0.000
INNER EDGE
NO
OUTER 1
OUTER 2 OUTER 3
OUTER 4
INNER 4
INNER 3
INNER 2
INNER 1
3
------------------------------
2.946
(Kips
per Bolt)
------------------------------
0.000
1.229
LEFT
ROOF BEAM SIDE
0.000
1.220
6
Category 2
Load Combination
- Does not apply to this Splice Type.
-50%
7.002
5.154
- Does not apply to this Splice Type.
8
3.499
0.000
0.000
+50%
0.000
0.000
5.149
6.927
1
0.000
0.000
5.875
8.342
2
3.847
2.968
0.000
0.000
3
3.825
2.946
0.000
0.000
4
0.000
0:000
1.229
1.742
5
0.000
0.000
1.220
1.734
6
Category 2
Load Combination -
Does not
apply to
this Splice
Type.
7
Category 2
Load Combination -
Does not
apply to
this Splice
Type.
8
3.499
2.770
0.000
0.000
B O
L T L O
A D S /
A L L O
W A B L E S
LOAD
OUTER EDGE
INNER EDGE
NO
OUTER 1
OUTER 2* OUTER 3
OUTER 4
INNER 4
INNER 3
INNER 2
INNER 1
(K.1s
er Bolt)
------------------------------
SHEAR
------------------------P
fv Act.
P
RIGHT
ROOF BEAM SIDE
(Ksi)
(Ksi)
-50%
7.002
5.154
0.000
+50%
0.000
0.000
5.149
1
0.000
0.000
5.875
2
3.847
2.968
0.000
3
3.825
2.946
0.000
4
0.000
0.000
1.229
5
0.000
0.000
1.220
6
Category 2
Load Combination
- Does not apply to this Splice Type.
7
Category 2
Load Combination
- Does not apply to this Splice Type.
8
3.499
2.'770
0.000
SHEAR
TENSION
fv Act.
Fv All.
ft Act.
Ft All.
(Ksi)
(Ksi)
(Ksi)
(Ksi)
0.000
21.000
15.850
44.000
0.000
21.000
15.680
44.000
0.596
21.000
18.884'
43.982
0.050
27.992
8.709
58.651
0.395
27.992
8.659
58.646
0.191
27.992
3.945
58.650
0.051
27.992
3.926
58.651
0.318 27.992
SHEAR
fv Act. Fv All.
(Ksi) (Ksi)
7.921 58.648
TENSION
ft Act. Ft All.
(Ksi) (Ksi)
0.000
0.000
21.000
15.850
44.000
6.927
0.000
21.000
15.680
44.000
8.342
0.596
21'.000
18.884
43.982
0.000
0.050
27.992
8.709
58.651
0.000
0.395
27.992
8.659
58.646
1.742
0.191
27.992
3.945
58.650
1.734
0.051
27.992
3.926
58.651
0.000
0.318
27.992
7.921
58.648
S P L I C E D E S I G N -♦ Y O U T S K E T C H
DATE: 08/13/ CAD
PAGE: 97
TIME: 02:29 PM
-----------------------------------------------------------------------------------------------------------------------
ORDER # 089257 BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 91-48 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - VISALIA
'(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 5 DESCRIPTION LRF 80'-0" 16'-0" 20 PSF 80 MPH UBC 88 1.000 TO 12
SPLICE # 06 TYPE : Ridge SUBTYPE : O/I Extens - Comp Bm
-----------------------------------------------------------------------------
------------------
SPLICEPLATE 0031318
8.000" X 29.500" X 0.625"
OUTSIDE FLANGE
0.219 X 5.000
MAIN WEB
0.120
INSIDE FLANGE
0.188 X 5.000
LEFT ROOF BEAM SIDE -->I<-- RIGHT ROOF BEAM SIDE BOLTS: 0.750" DIA A325 NO WASHERS
I
I
-+---------+--- ------------------------
1.250" 2.750" 1 1 2.750"
—+--- I 1 0 0 1 1
I
FFFFFFFFFFFFFFFFFFFFFFF I
_ I_
I OUTSIDE FLANGE
W I
I 0.219 X 5.000
0 W o I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W
W I
24.083"
W I
( MAIN WEB
W I
1 0.120
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
I
W I
W I
I
W I
I
W I
I
W I
I
0 W 0 I
I
W I
I
FFFFFFFFFFFFFFFFFFFFFFF I
I_ INSIDE FLANGE
_
0.188 X 5.000
0 0 I
I
S P L I
C E D E S I G N
— F L A N G
E A N W E B P L A T E
I N F
O R M A
T I O
N
CAi*
DATE: 08/13/
PAGE:
98
TIME: 02:29 PM
-------------------------------------------------------------------7------------------------------------------------
ORDER # 089257 BUILDER NORTH VALLEY READY—MIX
BLDR ORDER # 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT — ANDY WOOD
BLDR PHONE # 916-345-7296
PROJ NAME — DON BROWN
ENGR
GRP — VISALIA
(TYPE)
(WIDTH)
(HEIGHT) (LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 5
DESCRIPTION LRF
80'-0"
16'-0" 20 PSF 80 MPH
UBC
88
1.000
TO 12
SPLICE # 06
-----------------------------------------------------
TYPE : Ridge
=------------------------
SUBTYPE :
7---------------------------------
O/I Extens — Comp Bm
F L A N
G E P L A T E S
-----------
MAXIMUM
STRESSES
-----------
LOCATION DESCRIPTION
PART NO.
SIZE
DIST FROM
— TENSION
—
COMPRESSION
CSR
LOAD
T
X W X
L EDGE
ACT.
ALLOW
ACT.
ALLOW
COND
--------
Inches ---------
(In.)
(Ksi)
(Ksi)
(Ksi)
(Ksi)
LEFT ROOF BEAM SIDE
0.219
X 5.000
2.750
16.50
30 00
21.71
45.00
0.550
—50%
OUTER 2 Main Flange
0.188
X 5.000
2.667
22.24
30.00
14.67
45.00
0.741
1
INNER 2 Main Flange
RIGHT ROOF BEAM SIDE
0.219
X 5.000
2.750
16.50
30.00
21.71
45.00
0.550
—50%
OUTER 2 Main Flange
0.188
X 5.000
2.667
22.24
30.00
14.67
45.00
0.741
1
INNER 2 Main Flange
W E
B P L A T E S
------------------
MAXIMUM
STRESSES
--------------_-----
DESCRIPTION
PART NO.
SIZE
-- SHEAR ---
— TENSION
—
COMPRESSION
CSR
LOAD
T X
W X
OL X IL ACT. ALLOW
ACT.
ALLOW
ACT.
ALLOW
COND
-------------
Inches --------------
(Ksi) (Ksi)
(Ksi)
(Ksi)
(Ksi)
(Ksi)
LEFT ROOF BEAM SIDE
0.120
1.16 20.00
14.62
30.00
21.46
45.00
0.486
1
Main Web
RIGHT ROOF BEAM SIDE
0.120
1.16 20.00
14.62_
30.00
21.46
45.00
0.486
1
Main Web
W E L D
I N F O R M A T I O N
LEFT ROOF BEAM SIDE
F L A N G E P L A T E S
DESCRIPTION
FULL
-------------------WELD
SIZE -------------------
--------
MAXIMUM
STRESSES
--------
STRENGTH
--=— FILLET ----
--------- PENETRATION ---------
TENSION
SHEAR
ALLOW
CSR
LOAD
Out Face In Face Out Face In Face
(k/in)
(k/in)
(k/in)
COND
OUTER 2 Main Flange
YES
1/4" 1/4"
3.70
6.57
0.564
—50%
Flange to Cap Plate
INNER 2 Main Flange
4.28
5.64
0.759
1
Flange to Cap Plate
YES
3/16" 1/4"
OUTER 2 Main Flange
Flange to Cap Plate
INNER 2 Main Flange
Flange to Cap Plate
RIGHT ROOF BEAM SIDE
DESCRIPTION
YES
1/4" 1/4"
YES 3/16" 1/4"
W E L D I N F O R M A T I O N
W E B P L A T E S
------------------------- WELD SIZE ---------------------
- LENGTH — ---- FILLET ------------ PENETRATION -----
Near S. Far S. Near Side Far Side
3.70 6.57 0.564 —50%
4.28 5.64 0.759 1
-------- MAXIMUM STRESSES --------
TENSION SHEAR ALLOW CSR LOAD
(k/in) (k/in) (k/in) GOND
Main Web
Web to Cap Plate — Outer Bolts 5.000" 1/8" 1/8" 1.49 3.71 0.402..-50%
Web to Cap Plate — Inner Bolts 5.000" 1/8" 1/8" 1.75 3.71 0.473 1
Web to Cap Plate — Remaining 1/8" 0.14 1.86 0.075 1
S P L I C E
D E S I G N
— W D I N
F O R M A T I
O N
CAD
DATE: 08/13/
PAGE: 99
TIME: 02:29 PM
------------------------------
ORDER.# 089257
—---------------------------------------------------------------------------------------
BUILDER NORTH VALLEY
READY—MIX
BLDR ORDER
# 91-48
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT — ANDY WOOD BLDR
PHONE # 916-345-7296
PROJ NAME
— DON BROWN
ENGR GRP —
VISALIA
(TYPE)
(WIDTH)
(HEIGHT) (LIVE)
(WIND). (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME #
5 DESCRIPTION LRF
80'-0"
16'-0" 20 PSF
80 MPH UBC 88
1.000 TO 12
SPLICE # 06
-------------------------------------------------------------------------------------------------------------
TYPE : Ridge
SUBTYPE :
0/I
Extens — Comp Bm
W E L D
I N F O R M A T I O
N
LEFT ROOF BEAM SIDE
W E
B P L A T E S
DESCRIPTION
--------------------------WELD
SIZE -------------------------
--------
MAXIMUM STRESSES
--------
— LENGTH —
---- FILLET
--------- PENETRATION
---------
TENSION
SHEAR ALLOW
CSR LOAD
Near S. Far
S. Near Side
Far Side
(k/in)
(k/in) (k/in)
COND
Main Web
Web to Cap Plate
— Outer Bolts 5.000"
1/8" 1/8"
1.49
3.71
0.402 —5
Web to Cap Plate
— Inner Bolts 5.000"
1/8" 1/8"
1.75
3.71
1
0.473 1
Web to Cap Plate
— Remaining
1/8"
0.19 1.86
0.075 1
W EL D
I N F O R M A T I O
N
RIGHT ROOF BEAM SIDE
F L A
N G E P L A T E S
DESCRIPTION
FULL
------------
--- WELD SIZE -------------------
--------
MAXIMUM STRESSES
--------
STRENGTH
---- FILLET ----
--------- PENETRATION ---------
TENSION
SHEAR ALLOW
CSR LOAD
Out Face In Face
Out Face
In Face
(k/in)
(k/in) (k/in)
COND
OUTER 2 Main Flange
Flange to Cap Plate
INNER 2 Main Flange
Flange to Cap Plate
RIGHT ROOF BEAM SIDE
DESCRIPTION
YES
1/4" 1/4"
YES 3/16" 1/4"
W E L D I N F O R M A T I O N
W E B P L A T E S
------------------------- WELD SIZE ---------------------
- LENGTH — ---- FILLET ------------ PENETRATION -----
Near S. Far S. Near Side Far Side
3.70 6.57 0.564 —50%
4.28 5.64 0.759 1
-------- MAXIMUM STRESSES --------
TENSION SHEAR ALLOW CSR LOAD
(k/in) (k/in) (k/in) GOND
Main Web
Web to Cap Plate — Outer Bolts 5.000" 1/8" 1/8" 1.49 3.71 0.402..-50%
Web to Cap Plate — Inner Bolts 5.000" 1/8" 1/8" 1.75 3.71 0.473 1
Web to Cap Plate — Remaining 1/8" 0.14 1.86 0.075 1