HomeMy WebLinkAbout000-000-0023 3C
CUSTOMER: FTC ALMOND, INC.
LOCATION: CHICO, CA
BUILDER: NORTH VALLEY BLDG. SYS.
BUILDING SIZE UNIT 1: 50x45x16 LRF .5:12
BMC ORDER NO.: 04-070095-1
BUILDER ORDER NO: 01-07
DESIGNER: DONALD 0. GO, P.E.
DATE: 2/8/01
TABLE
OF CONTENTS
UNIT 1. .
DESIGN CRITERIA:
D1
SPECIFICATIONS:
1
ROOF SECONDARIES:
5
WALL SECONDARIES:
20
ENDWALL STRUCTURALS:
24
LONGITUDINAL BRACING:
28
WALL PANEL:
30
ROOF PANEL:
31
FRAME DESIGN:
F1
FRAME CONNECTIONS:
S1
D/ -"06p° t
J$UTTF Cc)u'ify
WO&DING DEPARTM'E
Ono
'?'pFES i0N
c
3017 m
E une 30, 2003 zo
lq CIVIC
rFOF CAUEZ
Butler Manufacturing Company
7440 Doe Avenue
BUTLER P.O. Box 1590
® Visalia, CA 93279-1590
(559) 651-5369
February 8, 2001
Bob Parsons 50x45x]6 LRF .5:12
North Valley Building Systems FTC Almond, Inc.
Chico, CA Chico, CA
BMC No. 04-070095-1
Builder No. 01-07
To Whom It May Concern:
Please accept this letter as our certification that the Butler Mfg. Co. (an AISC Class MB Certified
Fabricator) components of the subject building, when ordered in accordance with Butler standards, will be
designed in accordance with the 1989 Edition of the AISC Specification for the Design, Fabrication and Erection
of Structural Steel and the 1986 Edition of the AISI Specification for the Design of Cold -Formed Steel Structural
Members. The basic loads of the subject building meet or exceed the County Climatic Data as published in the
1986 Edition of the MBMA Low Rise Building Systems Manual.
Loads applied to the subject building will be in accordance with the 1997 edition of the Uniform
Building Code.
The subject building will be designed to carry a basic roof live load of 20 pounds per square foot, with
an Importance Factor of 1.0, and a collateral load of 5.0 pounds per square foot, in addition to the dead load of
the structure.
Components are designed for reduced roof live loads in accordance with Section 1607.5 and 1607.6 of
the Uniform Building Code. Roof live load for each component is based on the following schedule:
Tributary Loaded Area (Sq. Ft.) Design Live Load (p.s.f.)
0 to 200 20 psf
200 to 600 16 psf
Greater than 600 12 psf
The building will be designed for a basic wind speed of 80 M.P.H., exposure factor `B", with an
Importance Factor of 1.0. Applied in accordance with Chapter 16 -Division III of the Uniform Building Code.
The building will be designed as "enclosed" for wind design.
The building will be designed for Seismic Zone 3 in accordance with Chapter 16 -Division IV of the
Uniform Building Code with an Importance Factor of 1.0. The soil profile type is Sp.
Load combinations will be in accordance with Section 1612.3.2 of the Uniform Building Code.
The Butler Components, when properly erected on an adequate foundation in accordance with the
erection drawings as supplied and using the components as furnished, will meet the above loading requirements
without exceeding the allowable working stress. The design of this building for wind loads assumes that doors
not supplied by Butler are designed to sustain the same wind pressures and suctions as the walls in which they
are installed. This certification does not cover field modifications or design of materials not furnished by Butler
Manufacturing Company. Components for the building will be produced in one or more of Butler
Manufacturing Company's facilities located in Annville, PA, Birmingham, AL, Galesburg, IL, Laurinburg, NC,
San Marcos, TX, and Visalia, CA. All listed facilities are Category MB certified by the American Institute of
Steel Construction.
aadally yours, . Go, P.E.
Project Engineer bu
dog:dda HKDING DEPARTMU S '
DATE: 02/07/01
D E S I G N C R I T E
R I A R E P
O R T
PD1200DDC
TIME: 04:34 PM
PAGE p'1
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ORDER # 070095 BUILDER - NORTH
VALLEY READY MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROD NAME
- FTC ALMOND, INC.
ENGR
GRP -
Visalia
COMPLEX - NO (TYPE)
(WIDTH) (LENGTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION LRF
50' 0" 45' 0"
16' 4"
20 PSF
80 MPH
UBC
97 0.500:12
(COLUMN SHAPE)
(COLUMN KNEE)
(COLUMN OFFSET)
(GIRT
DEPTH)
LSW: TAPERED RSW: TAPERED LSW:
-==-----------------------------------------------------------------------------------------------------=---------------------------
HORIZONTAL RSW: HORIZONTAL
LSW: 1 1/4"
RSW: 1
1/4" LSW: 9 1/2"
RSW:
9 1/2"
---------------------------------------------------------------------
1. DESIGN SPECIFICATIONS
1.1 All structural mill sections or welded -up plate sections
are designed in accordance with the 1989 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 (Minimum Fy and Fu in ksi)
Built-up Sections matl <=1" thick and <=12" wide .. Fy = 55.
Built-up Sections matl >1" thick or >12" wide .. Fy = 50.
Wide flange Sections (unless noted) Fy = 36.
Cold -formed Members up to .120 thickness .......... Fy = 60.
over .120 thickness .......... Fy = 55.
Galvanized Material .......... Fy = 42.
Brace Rods up to 3/4" diameter .................... Fu =80.
over 3/4" diameter .................... Fu = 70.
Roof Cover MR24 24 Gage ................... Fy = 50.
Wall Cover SHWAL 26 Gage Fy = 50.
---------------------------------------------------------------------
-------------------=-------------------------------------
3. SPECIFIED DESIGN.LOADS AND BUILDING CODE
3.1 BUILDING CODE:
The 1997 edition of the "Uniform Building
Code" by the International Conference of
Building'Officials (ICBO).
3.2 DESIGN LOADS
Terrain Cat/Wind Exp B
Dead Load 2.7 + Frame Weight
Roof Live Load 20 psf
Exposure of Roof Partial Exposed Rf
Thermal Condition Normal
Collateral Load 5.00 psf
Wind Speed 80 mph
Seismic Zone 3.
Snow Importance Factor 1.000
Wind Importance Factor 1.000
Seismic Importance Factor 1.000
Min County Ground Snow 0 psf
Building Use Category 4 (GENERAL USE)
DATE:
02/07/01
D E S I G N C R I T E
R I A R E P
O R T
PD120ODDC
TIME:
04:34.PM
PAGE D 2
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ORDER
# 070095 BUILDER - NORTH
VALLEY READY MIX
BLDR ORDER
# 01=07
BLDR ACCOUNT #
20-04-007-90
BLDR
CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR
GRP -
Visalia
COMPLEX - NO' (TYPE)
(WIDTH) (LENGTH)
(HEIGHT)
,(LIVE)
(WIND)'
(CODE/YEAR) (SLOPE)
UNIT
# 1 BLDG DESCRIPTION LRF
50' 0" 45' 0"
16' 4"
20 PSF
80 MPH
UBC
97 0.500:12
(COLUMN SHAPE)
(COLUMN KNEE)
(COLUMN OFFSET)
(GIRT
DEPTH)
-------------------------------------------------------------------=------------------------------=-----------------=---------------
LSW: TAPERED RSW: TAPERED LSW:
HORIZONTAL RSW: HORIZONTAL
LSW: 1 1/4"
RSW: 1
1/4" LSW: 9 1/2"
RSW:
9 1/2"
---------------------------------------------------------------------------------------------=------------------------------------
ACTUAL DESIGN LOADS
LIVE LOAD
INTERMEDIATE FRAME ENDWALL STRUCTURALS ROOF STRUCTURALS
20.0 psf FRAMES: 1,'2 20.0 psf FEW 20.0 psf BAYS: 1, 2, 3
20.0 psf REW
COLLATERAL LOAD
INTERMEDIATE FRAME
5.00 psf FRAMES: 1, 2
WIND SPEED
INTERMEDIATE FRAME
80.00 mph FRAMES: 1, 2
ENDWALL STRUCTURALS
5.00 psf FEW
5.00 psf REW
ENDWALL SIDEWALL
STRUCTURALS STRUCTURALS
80.00 mph FEW 80.00 mph RSW
80.00 mph REW 80.00 mph LSW
ROOF STRUCTURALS
5.00 psf BAYS: 1, 2, 3
BRACING ROOF STRUCTURALS
80 mph 80.00 mph BAYS: 1," 2, 3
WIND COEFFICIENT (* INDICATES OVERRIDE)
PRESSURE SUCTION UPLIFT
All girts 0.900 -0.900 B&P EW Roof Beams -1.100
"C" EW Posts 0.800 -0.700 Roof Structurals -1.000
Bracing 0.800 -0.500
=-------------------------------------------------------------------------------------------------=-----==------------------------
DATE: 02/07/01
D E'S I G N D
A T A R E P
O R T
PD1200DSN
TIME: 04:34 PM
0-00-01 GLOBAL DATA
LRF DESIGN SPECIFICATIONS PAGE 1
--------------------------------------------------------7---------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX
BLDR ORDER
# 01-07 „
BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT.- BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP '- Visalia
COMPLEX - NO I(TYPE)
(WIDTH) (LENGTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION .LRF
50' 0" 45' 0"
16' 4"
20 PSF
80 MPH • UBC. 97. 0.500:12
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
eave 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 55 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 60
ksi minimum yield material except that_material greater than 0.120" thick is 55 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 55 ksi.
1.4 SECONDARY FRAMING
The secondary framing consists of purlins, girts, and eave struts cold -formed from 60 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 RISC 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.
DATE:
02/07/01
D E S I G N D
A T A R E P
O R T
PD1200DSN
TIME:
------------------------------------------------------------------------=-----------------------------------------------------------
04:34 PM
0-,00-01 GLOBAL DATA
LRF
DESIGN SPECIFICATIONS PAGE 2
ORDER
# 070095
BUILDER - NORTH VALLEY READY MIX
BLDR ORDER
# 01-07
BLDR•ACCOUNT # 20-04-007-90
BLDR
CONTACT - BOB
PARSONS BLDR PHONE # 530-345-7296
-PROD NAME
- FTC ALMOND, INC.
ENGR GRP - Visalia
COMPLEX'- NO
(TYPE) . (WIDTH) (LENGTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT
-------------------------------------------------=----------------------------------------------------------------------------------
# 1 BLDG DESCRIPTION LRF 50' 0" 45' 0"
16' 4"
20 PSF
80 MPH UBC 97 0.500:12
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. inaccordance 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 55 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.
DATE: 02/07/01
D E S I G N D
A T A •R"E•P
O R T
PD1200DSN
TIME: 04:34 PM
0-00-01 GLOBAL DATA
LRF DESIGN SPECIFICATIONS
PAGE 3
----------------------------------------------------------------------------=--------------------=----7------------7----------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX
BLDR ORDER
# 01-07 BLDR
ACCOUNT # 20-04-007-90-
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC. ENGR GRP - Visalia
COMPLEX - NO (TYPE)
(WIDTH) (LENGTH)
(HEIGHT)
(LIVE) (WIND)
(CODS/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION LRF
------------ ------------------------------------
50' 0" 45' 0"
=-----------------------------------------------------------------------------------
16' 4"
20 PSF 80 MPH
UBC 97 . 0.500:12
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 loads 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 eave
height and wind loading.
DATE: 02/07/01
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A.T A R E P
O R T
PD120ODSN
TIME: 04:34 PM
0-00-01 GLOBAL DATA
LRF DESIGN SPECIFICATIONS
PAGE 4
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ORDER # 070095 BUILDER - NORTH VALLEY READY MIX
BLDR ORDER
------------------
# 01-07' BLDR
----------------------
ACCOUNT.# 20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC. ENGR GRP - Visalia
COMPLEX - NO
(TYPE) (WIDTH) (LENGTH)
.(HEIGHT)
- (LIVE) (WIND)-
(CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION
------------------------------------------------------------------------------------------------------------=-------------=---------
LRF 50' 0" 45' 0"
16' 4"
•20 PSF 80 MPH
" UBC 97 0.500:12
3.4.1 Roof And Sidewall Bracing
The standard wind bracing to be provided in all buildings is a parallel chord Pratt truss in the roof and "X" diagonal rod
members in the wall.
The rod loads are computed by summing the windward and leeward endwall post reactions which act between the ridge of the
building and the strut whose load the brace rod is transferring down the roof. .If more than one braced bay exists, it. is
assumed that the accumulated wind load is distributed equally -to each braced bay. Hence the sum computed above is divided
by the number of braced bays. The rod load is determined by dividing the strut load by the cosine of the angle between
the strut and the brace rod.
The braced bay sidewall reactions are the horizontal and vertical resolution of the load in the sidewall rods.
3.4.2 Endwall Bracing
The endwall bracing for the "C" Section-endwall will be designed to resist a concentrated load at the top of the corner
post equal to the wind load times the tributary sidewall area.
The endwall bracing for the H -Section endwall will be designed to act in conjunction with the rigid frame action of the
frame to resist the forces caused by the wind load on the sidewalls. 1
DATE: 02/07/01
D E S I G N D.A
T A R E P
O R T
PD1200DSN
TIME: 04:34 PM
1-02-01 ROOF STRUCTURALS
LEFT
SIDEWALL EAVE STRUTS PAGE 5
--------------=----------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY
MIX
. BLDR ORDER
-------------=---------------------
# 01-07
BLDR.ACCOUNT # •20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -Visalia
COMPLEX - NO (TYPE)
(WIDTH)
(LENGTH)
(HEIGHT)
(LIVE)
(WIND)'. (CODE/YEAR)• (SLOPE)
UNIT # 1 BLDG DESCRIPTION LRF
-----------------------------------------------------------------------------------------------------------------=---=--------------
50' .0"
45' 0"
16' 4"
20 -PSF
.80 ,MPH ', UBC .97 0.500:12
SPANS AND UNIFORM LOADS( FT & PSF)
+----------------------------------------------------------+
BAY SPAN LOAD UNIFORM LOADS
NUMBER WIDTH. DL CLL LL WPRESS WSUCT
+----------------------------------------------------------+ ,.
1 14.50 1.96 1.7 5.0 20.0 0.0 0.0
2 15.00 1.96. 1.7 5.0 20.0 0.0 0.0
3 14.50 1.96 1.7 5.0 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 6.13
TOP
2 5.13
TOP
3 3.63
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 + CLL + LL -0.02 0.07 -0.02 -0.07
2 DL + WL (S) 0.00 0.00 0.00 0.00
DATE: 02/07/01
D E S I G N D
A T A R E P O
R T
PD120ODSN
TIME: 04:34 PM
1-02-01 ROOF STRUCTURALS
LEFT SIDEWALL RAVE STRUTS
PAGE 6
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ORDER # 070095
BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER #
01-07
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB
PARSONS
BLDR PHONE
# 530-345-7296
PROJ NAME -
FTC ALMOND, INC.
ENGR GRP -
Visalia
COMPLEX - NO
(TYPE)
(WIDTH)
(LENGTH)
(HEIGHT)
(LIVE) (WIND) (.CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION LRF
-------------------=----------------------------------------------------------------------------------------------------------------
50, 0"
45' 0"
16' 4"
20 PSF 80
MPH UBC
97 0.500:12
SECTION PROPERTIES
(ACTUAL FURNISHED PART)
+----------------------------------------------------------------------------------------------------------------+
BAY PART
LENGTH DEPTH
THICK MINTHK
FY FIG
RAD LIP
AREA IX
I IY
NUMBER NUMBER
(IN) (IN)
(IN) (IN)
(KSI) (IN)
(IN) (IN)
(IN**2) (IN**4)
(IN**4)
+--------------------------------------------------------------------------------------.--------------------------+
1 0540158
179-4 9.50
0.067 0.062
60.00 .3.50•
0.31 1.00
1.18 16.34
1.94
2 0540158
179-4 9.50
0.067 0.062
60.00 3.50
- 0.31 1.00
1.18 16.34
1.94
3 0540158
179-4 9.50
0.067 0.062
60.00 3.50
0.31 1.00"
1.18 16.34
1.94
NOTES: MINTHK = MINIMUM DESIGN THICKNESS
DESIGN DATA SUMMARY
+---------------------------------------------------------------------------------------------=----------=---------------------------
BAY
------------------ -----+BAY *********** SHEAR *********** *********** COMBINED AXIAL-& 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 0.0 0.4 2.9 0.141 1 7.2 17.6 96.5 0.00 18.80 0.182 1 7.2 -0.1 17.6 0.034 1 0.8 22.5
2 15.0 -0.4 2.9 0.146 1 7.5 2.4 128.7 5.20 25.10 0.223 2 7.5 =0.1 18.9 0.039 1 5.2 22.5
3 14.5 -0.4 2.9 0..141 1 7.2 17.6 96.5 0.00 18.80 0.182 1 7.2 -0.1 17.6 0.034 1 0.8 22:5
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:
02/07/01
LOAD
D E S I G N D
A T A R E P
O R T
PD1200DSN
TIME:
04:34 PM
1-02-01 ROOF STRUCTURALS
RIGHT
SIDEWALL EAVE STRUTS PAGE 7
---------------------------------
ORDER
----------------------------------=-
# 070095 BUILDER - NORTH VALLEY READY
MIX
------------------------=
-BLDR ORDER
--------------------------------------
# 01-07
BLDR ACCOUNT # 20-04-007-90
BLDR
CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ NAME -
FTC ALMOND, INC.
ENGR GRP - Visalia
COMPLEX - NO
(TYPE) (WIDTH)
(LENGTH)
(HEIGHT)
'(LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT
------------------------------------------------------------------=--------------------------=-----=--------------------------------
# 1 BLDG DESCRIPTION
LRF 50, 0"
451, 0"
16' 4"
20 ' PSF
80 MPH UBC 97. 0.500:12
SPANS AND UNIFORM LOADS( FT & PSF)
+----------------------------------------------------------+
BAY
SPAN
LOAD
UNIFORM LOADS
NUMBER
WIDTH
DL CLL LL WPRESS
WSUCT
+-------------------------=--------------------------------+
1
14.50
1.96
1.7 5.0 20.0 0.0
0.0
2
15.00
1.96
1.7 5.0 20.0 0.0
0.0
3
14.50
1.96
1.7 5.0 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 6.13
TOP
2 5.13
TOP
3 3.63
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 + CLL + LL -0.02 0.07. -0.02 -0.07
2 DL + WL (S) 0.00 0.00 0.00 0.00
DATE:
02/07/01
LENGTH
D E S I G N D
A T A R -E P
O R T
PD1200DSN
TIME:
04:34 PM
1-02-01 ROOF STRUCTURALS
RIGHT SIDEWALL RAVE STRUTS PAGE 8
------------------------------------------------------------------------------------------------------------------------------------
ORDER
# 070095 BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07BLDR
ACCOUNT # .20-04-007-90
BLDR
CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP - Visalia
COMPLEX
- NO (TYPE)
(WIDTH)
(LENGTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT
----------------------------------=-----------
# 1 BLDG DESCRIPTION LRF
50' 0"
---------------------------------------
45' 0"
16' 4"
20 PSF
-----------------------------------------------
80 MPH UBC 97 0.500:12
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)
+----------------------------------------------------------------------------------------------------------------+
CSRC
LD
ACT ALLOW
+----------------------------------------------------------------------------------------------------------------------------------+
1
0540158
179-4
9.50
.0.067.
0.062
60.00
3.50
0.31
1.00
1.18
16.34
1.94
2
0540158
179-4
9.50
0.067
0.062
60.00
3.50
0.31
1.00
1.18
16:34
1.94
3
0540158
179-4
9.50
0.067
0.062
60.00
3.50
0.31
1.00
1.18
16.34
1.94
NOTES: MINTHK = MINIMUM DESIGN THICKNESS
DESIGN DATA SUMMARY
+----------------------------------------------------------------------------------------------------------------------------------+
BAY
***********
SHEAR
***********
***********
COMBINED AXIAL &
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
0.0
0.4
2.9
0.141
1
7.2
17..6
96.5 0.00
18.80
0.182
1
7.2 -0.1
17.6
0.034
.1
0.5 22.5
2
15.0
-0.4
2.9
• 0.146
1
7.5
18.9
96.5 0.00
18.80
0.196
1
7.5 -0.1
18.9
0.039
1
0.5 22.5
3
14.5
-0.4
2.9
0.141
1
7.2
17.6
96.5 0.00
18.80
0.182
1
7.2 -0.1
17.6
0.034
1
0.8 22.5
NOTES: XV
ACTV
ALLV
CSRV
XM
ACTM
ALLM
ACTA
ALLA
CSRB
XC
ACTVC
ACTMC
CSRC
LD
ACT
ALLOW
= DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR'-
= CRITICAL SHEAR (KIPS)
= ALLOWABLE SHEAR (KIPS)
= COMBINED STRESS RATIO AT CRITICAL SHEAR
= DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT
= CRITICAL MOMENT (IN -KIPS)
= ALLOWABLE MOMENT (IN -KIPS)
= ACTUAL AXIAL FORCE (KIPS)
= ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT
= COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition)
=.DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING
= SHEAR (KIPS) AT COMBINED LOCATION
= MOMENT (IN -KIPS) AT COMBINED LOCATION
= COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition)
= CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK
= MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD
= ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND
DATE: 02/07/01
SPAN
D E S I'G N D
A T A R E P
O R T
PD1200DSN
TIME: 04:34 PM
1-02-01 ROOF STRUCTURALS
LEFT
SLOPE PURLINS
PAGE 9
-------------------------=--------------------------------------------=-------------------------------------------------------------
ORDER # 070095
BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT # `20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE
# 530-345-7296..
.PROD NAME
- FTC ALMOND, INC.
ENGR GRP - Visalia
COMPLEX - NO
(TYPE) (WIDTH)
(LENGTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG
-----------------------------------------------------------------------------------------------------------------------=------------
DESCRIPTION LRF 50' 0"
45' 0"
16' 4"
20 PSF
80 MPH UBC 97 0.500:12
SPANS AND UNIFORM LOADS (FT & PSF)
+-------------------------------------------------------------------------------------+
BAY
SPAN
LOAD
UNIFORM LOADS
LAP
PURLIN
NUMBER
WIDTH
DL
CLL LL
WPRESS
WSUCT LEFT RIGHT'
TYPE
+-------------------------------------------------------------------------------------+
--------------+
1
14.50
5.00
1.7
5.0 20.0
0.0
10.3 1.50
CONTINUOUS
2
15.00
5.00
1.7
5.0 20.0
0.0
10.3 3.00 3.00
CONTINUOUS
3
14.50
5.00
1.7
5.0 20.0
0.0
10.3 1.50
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
14.50
4.46
1.7
5.0 20.0
0.0
13.2
2
15.00
4.46
1.7
5.0 20.0
0.0
13.2
3
14.50
4.46
1.7
5.0 20.0
0.0
13.2
PURLIN BRACE LOCATIONS
+---------------------------------------------------------------------------------------------------------------+
BAY LOCATION/
NUMBER POSITION
+---------------------------------------------------------------------------------------------------------------+
1 6.13
TOP
2 5.13
TOP
3 3.63
TOP
NOTES: PURLIN 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 + CLL + LL -0.06 0.20 -0.06 -0.20
2 DL + WL (S) 0.02 -0.06 0.02 .0.06
DATE: 02/07/01
PART
D E S I G N D
A T A R E P
O R T
PD120ODSN
TIME: 04:34 PM
1-02-01 ROOF STRUCTURALS
LEFT
SLOPE PURLINS
PAGE 10
-=--------------------------------------7-------------------------------------------------------------------=-----------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ NAME
- FTC ALMOND,.INC.
ENGR GRP -.Visalia
COMPLEX - NO
(TYPE) (WIDTH)
(LENGTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION
--------------------------------------------------------------------==---------------------------------------------------------------
LRF 50' 0"
45' 0"
16' 4"
20 PSF
80 MPHUBC 97 0.500:12
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
0530641
215-4
9.50
0.060
0.060
60.00.
2.75
0.25
1.06
1.00
13.47
1.98
2
0530641
215-4
9.50
0.060
0.060
60.00
2.75,
0.25
1.06
1.00
13.47
1.98 ,.
3
0530641
215-4
9.50
0.060
0.060
60.00
2.75
0.25
1.06
1.00
13.47,
1.98
NOTES: MINTHK = MINIMUM DESIGN THICKNESS
DESIGN DATA SUMMARY
----------------------------------------- ---------------------------------------------------------=--------------------------------+
BAY *********** SHEAR *********** *********** COMBINED AXIAL & 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 13.0 -1.0 2.0 0.485 1 6.1 27.4 80.4 0.00 15.10 0.340 1 13.0 -1.0 -15.1 0.270 1 17.6
2 12.0 -0.6 .2.0 0.304 1 15.0 -34.7 160.9• 0.00 31.40 0.216 1 15.0 -1.0 -34.7 0.111 1 19.8
3 1.5 1.0 2.0 0.485 1 9:7 26.7 80.4 0.00 15.10 0.331 1 1.5 1.0 -15.1 0.271 1 17.7
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:
02/07/01
D E S I G N D
A•T A R E P
O R T
•PD1200bSN
TIME:
04:34 PM
1-02-01 ROOF.STRUCTURALS
LEFT
SLOPE PURLINS
PAGE 11
--------------------------=-------------------------------------------------------------------=-----------
ORDER-#
070095
BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07
----------------=------
BLDR ACCOUNT # 20=04-007-90
BLDR
CONTACT - BOB
PARSONS BLDR PHONE
# 530-345-7296.
PROJ NAME -
FTC ALMOND, INC.
ENGR GRP - Visalia
COMPLEX - NO
(TYPE) (WIDTH)
(LENGTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR) (SLOPE)'
UNIT
-----------------------------------------------------------------------------=------------------------------------------------------
#• 1 BLDG DESCRIPTION LRF 50' 0"
45' .0"'
16' 4"
20 PSF
80 MPH UBC •97 0.500:12
DESIGN DATA SUMMARY - WEB CRIPPLING
+-------------------------------------------------------------------------------------+
BAY START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING,'& BENDING *****
NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD
+------------------------------------------------=------------------------------------+
1 S 0.8 CLIP 1 -0.2 80.4 0.80 CLIP 1
1 E 2.2. 3.7 0.595 1 -34.6 160.9 2.20 .3:70 0.619 1
2 S 2..2 3.7 0.595 1 -34.6 160.9 2.20 3.70 0.619 1
2 E 2.2 3.7 0.595 1 -34.7 160.9 2.20 3.70 0.620 1
3 S .2.2 3.7 0.595 1 -34.7 160.9 2.20 3.70 0.620 1
3 E -0.8 CLIP 1 -0.2 80.4 -0.80 CLIP 1
NOTES: ACTP = ACTUAL WEB•CRIPPLING LOAD (KIPS)
ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS)
CSRC = COMBINED STRESS RATIO = WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION)
CSRBC = COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION)
LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK
ACTM = CRITICAL MOMENT (IN -KIPS)
ALLM = ALLOWABLE MOMENT (IN -KIPS)
DATE: 02/07/01
D E S I G N D
A T A R E P O R T
PD1200DSN
TIME: 04:34 PM
1-02-01 ROOF STRUCTURALS
RIGHT SLOPE PURLINS
;b. PAGE 12
-----------------------
------------------------------------------------------------------=-----------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX
BLDR ORDER # 01-07
BLDR ACCOUNT #•'.20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROD NAME - FTC ALMOND; INC.
ENGR GRP - Visalia
COMPLEX - NO .(TYPE)
(WIDTH) (LENGTH)
(HEIGHT) (LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 ,BLDG DESCRIPTION
LRF 50' 0" 45' 0"
16' 4" 20 PSF
80 MPH UBC 97 • 0.500:12
---------------------------------------------------.---------------------------------------------------------------------------------
0.0
0.0
2
SPANS AND UNIFORM LOADS (FT &
PSF)
0.0
0.0 0.0
------------------------------
=-------------------------------------------------------+
3
BAY SPAN LOAD
UNIFORM LOADS LAP PURLIN
0.0
NUMBER WIDTH DL
CLL LL WPRESS WSUCT LEFT'
RIGHT TYPE
-------------------------- =-----------------------------------------------------------+
1 14.50 5.00 1.7
5.0 20.0 0.0 10.3
.1.50 CONTINUOUS
2 15.00 5.00 1.7
5.0 20.0 0.0 10.3 3.00'
3.00 CONTINUOUS
3 14.50 5.00 1:7
5.0 20.0 0.0 10.3 1.50
CONTINUOUS
NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN.
PERIMETER LOADS (FT & PSF)
+------------------------------------------------------------+
BAY
SPAN
LOAD
PERIMETER
LOADS
NUMBER
EW
WIDTH
DL
CLL LL
WPRESS
WSUCT
+------------------------------------------------------------+
(K)
(IN -K)
(K) (IN-K)
+------------------------------+-----------------------------------------+
1
14.50
0.00
0.0
0.0 0.0
0.0
0.0
2
15.00-
0.00
0.0
0.0 0.0
0.0
0.0
3
14.50
0.00
0.0
0.0 0.0
•0.0
0.0
PURLIN BRACE LOCATIONS
+-----------------------------------------------------------------------------.---=------------------------------+
BAY LOCATION/
NUMBER POSITION
----------------- ----------------------------------------------------------------------------------- -.------------+
1 6.13
TOP
2 5.13
TOP
3 3.63
TOP
NOTES: PURLIN 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 + CLL + LL
-0.06
0.20
-0.06 -0.20
2 DL + WL
(S) 0.02
-0.06
0.02 0.06
DATE: 02/07/01
PART
D E S I G N D
A T A R E P
O R T
PD1200DSN
TIME: 04:34 PM
1-02-01 ROOF STRUCTURALS
RIGHT
SLOPE PURLINS
PAGE 13
------------------------------------------------=-----------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ NAME -
FTC ALMOND, INC.
ENGR GRP - Visalia
COMPLEX - NO
(TYPE) (WIDTH)
(LENGTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT #. 1 BLDG DESCRIPTION
-----------------------------------------------------------------------------------------------------------------------------------=
LRF 50' 0"
45' 0"
16' 4"
20 PSF
80 MPH UBC 97 0.500:12
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
0530641 .
215-4
i9.50
0.060
0.060
60.00
2.75
0.25
1.06
1.00
13.47
1.98
2
0530641
215-4
9.50
0.060
0.060
60.00
2.-75-
0.25
1.06
1.00
13.47
1.98
3
0530641
215-4
9.50
0.060
0.060
60.00
2.75
0.25
1.06
1.00
13.47
1.98
NOTES: MINTHK = MINIMUM DESIGN THICKNESS
DESIGN DATA SUMMARY
+------------------------------------------=----------------------------------=----------------------------------------------------+
BAY *******.**** SHEAR•*********** *********** COMBINED AXIAL & 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 13.0 -1.0 2.0 0.485 1 6.1 27.4 80.4 0.00 15.10 0.34.0 1 13.0 -1.0 -15.1 0.270 1 17.6
2 12.0 -0.6 2.0 0.304 1 15.0 -34.7 160.9 0.00 31.40 0.216' 1 15.0 -1.0 -34.7. 0.111 1 19.8
3 1.5 1.0 2.0 0.485 1 9.7 ' 26.7 80.4 0.00. 15.10 0.331 1 1.5 1.0 -15.1 0.271 1 17.7
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:
02/07/01
D E S.I G N D
A T A R E P
O R T
PD120ODSN
TIME:
04:34 PM
1-02-01 ROOF STRUCTURALS
-
RIGHT SLOPE PURLINS
PAGE 14
-
-----
ORDER
-------------
# 070095
------------------------------------------------
BUILDER - NORTH VALLEY READY MIX
--------------
BLDR ORDER
------------------
# 01-07
--------------------------------
BLDR ACCOUNT #-120-04-007-90
BLDR
CONTACT - BOB
PARSONS BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP - Visalia
COMPLEX - NO
(TYPE) (WIDTH) (LENGTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT
# 1 BLDG DESCRIPTION LRF 50' 0" 45' 0"
16' 4"
20 PSF
80 MPH UBC '97 0.500:12
DESIGN DATA SUMMARY - WEB CRIPPLING
+-------------------------------------------------------------------------------------+
BAY START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING ***** .
NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD
+---------------------------------------------------------------------=----=----------+
1 S 0.8 CLIP 1 -0.2 80.4 0.80 CLIP 1
1 E 2.2 3.7 0.595 1 -34.6 160.9 2.20 3.70 0.619 1
2 S 2.2 3.7 0.595 1 -34.6 160.9 2.20 3.70 0.619 1
2 E 2.2 3.1 0.595 1 -34.7 160.9 2.20 3.70 0.620 1
3 S 2.2 3.7 0.595 1 =34.7 160.9 2.20 3.70 0.620 1
3 E -0.8 CLIP 1 -0.2 80.4 -0.80 CLIP 1
NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS)
ALLP =-ALLOWABLE WEB CRIPPLING LOAD (KIPS)
CSRC = COMBINED STRESS RATIO - WEB CRIPPLING 1* INDICATES OVERSTRESS CONDITION)
CSRBC = COMBINED•.STRESS RATIO - BENDING AND WEB CRIPPLING (*'INDICATES OVERSTRESS CONDITION)
LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK
ACTM = CRITICAL MOMENT (IN -KIPS)
ALLM = ALLOWABLE MOMENT (IN -KIPS)
DATE: 02/07/01 D E S I G N D A T A R E P O R T PD120ODSN
TIME: 04:34 PM 1-02-01 ROOF STRUCTURALS RSW CANOPY EAVE STRUTS PAGE 15
----------------------------------------------------------------=----------------------------=--------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 1.20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
COMPLEX - NO (TYPE) .(WIDTH) (LENGTH) (HEIGHT) (LIVE) .(WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION LRF 50' 0" 45' 0" 16' 4" 20 PSF 80 MPH UBC 97�; 0.500:12
-----------------------------------------------------------------------------------------=----------------------------=-------------
SPANS AND UNIFORM LOADS( FT & PSF)
+---------------=------------------------=-----------------+ i
BAY SPAN LOAD UNIFORM LOADS
NUMBER WIDTH DL CLL LL WPRESS WSUCT
+----------------------------------------------------------+
1 •14.50 1.96 1.7 5:0 26.0 0.0 28.8
2 15.00 1.96 1.7 5.0 26.0 0.0 28.8
3 14.50 1.96 1.7 5.0 26.0 0.0 28.8
NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN.
EAVE STRUT BRACE LOCATIONS
+---------------------------------------------------------------------------------------------------------------+
BAY LOCATION/
NUMBER POSITION
+---------------------------------------------------------------------------------------------------------------+
1 6.13
TOP
2 5.13
TOP
3 3.63
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 + CLL + LL -0.03 0.09 -0.03 -0.09
2 DL + WL (S) 0.02 -0.07 0.02 0.07
DATE: 02/07/01
***********
D E S I G N D A
T A R E P O R T_
*********** COMBINED AXIAL &
PD120ODSN
TIME: 04:34 PM
1-02-01 ROOF STRUCTURALS
RSW CANOPY EAVE STRUTS
_.;',�,
PAGE '16
----------------------------------------------------_--------------------------------------------------------------------------------
ORDER # 070095
BUILDER.- NORTH VALLEY READY
MIX
BLDR ORDER # 01-07
BLDR ACCOUNT #.'20-04-007-90
' CSRV LD
BLDR CONTACT - BOB PARSONS BLDR PHONE
# 530-345-7296
PROJ NAME - FTC ALMOND, INC.
ENGR GRP -
Visalia
COMPLEX - NO
(TYPE) (WIDTH)
(LENGTH)
(HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
UNIT # I. BLDG
------------------------------------------------------------------------------------------------'-----------------------------------
DESCRIPTION LRF 50' -0"
45' 0"
16' 4" 20 PSF 80
MPH UBC
,97 0.500:12
SECTION PROPERTIES (ACTUAL FURNISHED PART)
0.0
1 0.5
0.6
0.886 1
+----------------------------------------------------------------------------------------------------------------+
-15.5
51.5
BAY PART
LENGTH. DEPTH THICK MINTHK
FY FLG
RAD LIP AREA IX
IY
0.050
NUMBER NUMBER
(IN) (IN) (IN) (IN)
(KSI) (IN)
(IN) (IN) (IN**2) (IN**4)
(IN**4)
0.5
------------------------------------------------- ----------
=-----------------------------------------------------+
7.5
1 0540158
179-4 9.50 0.067 0.064
60.00 3.50
0.31 1.00 1.18 16.34
1.94
7.5 -0.1
2 0540158
179-4 9.50 0.067 .0.064
60.00 3.50
0.31 1.00 1.18 16.34
1.94
3
3 0540158
179-4 9.50 0.067 0.064
60.00 3.50
0.31 1.00 1.18 16.34
1.94
-15.5
NOTES: MINTHK =
MINIMUM DESIGN THICKNESS
23.20 0.301
2
7.2 -0.1
21.4.
DESIGN DATA SUMMARY
+----------------------------------------------------------------------------------------------------------------------=-----------+
BAY
***********
SHEAR
***********
*********** COMBINED AXIAL &
BENDING **********
* COMBINED
SHEAR &
BENDING
**
'STRUT
LOAD
NUM
XV
ACTV
ALLV
' CSRV LD
XM
ACTM
ALLM
ALTA
ALLA CSRB
LD
XC ACTVC
ACTMC
CSRC
LD..
ACT ALLOW
+------------------------------------------
----------------------------------------
-----
--------------------------------------------+
1
0.0
1 0.5
0.6
0.886 1
7.2
-15.5
51.5
0.00
23.20 0.301
2
7.2 -0.1
21.4
0.050
1,.,
0.0
14.0
2
0.0
0.5
0.6
0.915 1
7.5
-16.6
51.5
0.00
23.10 0.323
2
7.5 -0.1
22.9
0.057
•1
0.0
13.3
3
14.5
-0.5
0.6
0.886 1
7.2
-15.5
51.5
0.00
23.20 0.301
2
7.2 -0.1
21.4.
0.050
1.
0.0
14.0
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:
02/07/01
LOAD
D E'S I G N D
A T A R E P
O R T
PD120ODSN
TIME:
04:34 PM
1-02-01 ROOF STRUCTURALS
RSW CANOPY PURLINS
PAGE .17
------------------------------------------------------------------------------------------------------------------------------------
ORDER
# 070095 BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT # .'20-04-007-90
BLDR
CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP - Visalia
COMPLEX - NO :(TYPE)
(WIDTH)
(LENGTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR) . (SLOPE)
UNIT
------------------------------------------------------------------------------------------------------=---------------=-------------
# .1 BLDG DESCRIPTION LRF
50' 0"
45' 0"
16' 4"
20 -PSF
80 MPH UBC •97.. 0.500:12
SPANS AND UNIFORM LOADS (FT &.PSF)
+-------------------------------------------------------------------------------------+
BAY
SPAN
LOAD
UNIFORM LOADS
LAP
PURLIN
NUMBER
WIDTH
DL
CLL LL
WPRESS
WSUCT LEFT RIGHT
TYPE
+-=-----------------------------------------------------------------------------------+
1
14.50
4.46
1.7
5.0 26.0
0.0
28.8 1.50
CONTINUOUS
2
15.00
4.46
1.7
5.0 26.0
0.0
28.8 3.00• 3.00
CONTINUOUS
3
14.50
4.46
1:.7
5.0 26.0
0.0
28.8 1.50 -
CONTINUOUS
NOTES:
MEMBER
WEIGHT IS
INCLUDED
IN ADDITION
TO DEAD
LOAD SHOWN.
PURLIN BRACE LOCATIONS
BAY LOCATION/
NUMBER POSITION
+---------------------------------------------------------------------------------------------------------------+
1 6.13
TOP
2 5.13
TOP
3 3.63 '
TOP
NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL
LOAD COMBINATIONS END FORCES
+------------------=-----------+------------------------------------------
FRONT
------------ -----.----------+FRONT EW REAR EW
SHEAR MOMENT 'SHEAR MOMENT
NO DESCRIPTION (K) (IN -K) (K) (IN-K)
+------------------------------+---=-------------------------------------+
1 DL + CLL + LL -0.07 0.21 -0.07 -0.21
2 DL + WL (S) 0.06 -0.18 0.06. 0.18
SECTION PROPERTIES (ACTUAL FURNISHED PART)
+--------------------------------------------------=------------------------------------------------------------+
BAY
PART
LENGTH
DEPTH
THICK
MINTHK
FY
DATE:
02/07/01
LIP
D E S I G N D
A T R E P
O R T
PD120ODSN
TIME:
04:34 PM
1-02-01 ROOF STRUCTURALS
RSW CANOPY PURLINS
PAGE 18
------------------------------------------------------------------------------------------------------------------------=-----------
ORDER
# 070095 BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT #,' 20-04-007-90
BLDR
CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ.NAME
- FTC ALMOND, INC.
ENGR GRP - Visalia
COMPLEX - NO (TYPE)
(WIDTH)
(LENGTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT
----------------------------------------------------------------------------------------------------------------------------------=--
# 1 BLDG DESCRIPTION LRF
50' 0"
45' 0"
16' 4"
20 PSF
80 MPH UBC '97 0.500:12
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)
+-----------------------------=-------------------------------------------=-------------------------------------+
ACTMC
CSRC
LD
ACT ALLOW
+-----------------------------------------------------------------------------------------------------------=---------==-----------+
1
0530641
215-4
9.50
0.060
0.060
60.00
2.75
0.25
1.06
1.00
13.47
1.98
2
0530641
215-4
9.50
0.060
0.060
60.00
2.75
0.25
1.06
1.00
13.47
1.98
3
0530641
215-4
9:50
0.060
0.060
60.00
2.75
0.25
1.06
1.00
13.47
1.98
NOTES:. MINTHK = MINIMUM DESIGN THICKNESS
17.8
3
1.5
1.1
2.0
0.529
1
9.7
DESIGN DATA SUMMARY
----------------------------- ----------------------------------
------------------------------------------- =-----------------------
BAY
-------- ---------+
BAY
***********
SHEAR
***********
***********
COMBINED AXIAL &
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
13.0
-1:1
2.0
0.529
1
6.1
29.8
80.4
0.00
15.10
0.371
1
13.0 -1.1
-16.4.
0.321
1
13.0
2
12.0
-0.7
2.0
0.331
1
15.0
-37.8
160.9
0.00
31.40
0.235
1
15.0 -1.1
-37.8
0.131
1
17.8
3
1.5
1.1
2.0
0.529
1
9.7
29.1
80.4
0.00
15.10
0.361
1
1.5 1.1
-16.5
0.322
1
13.2
NOTES: XV
ACTV
ALLV
CSRV
XM
ACTM
ALLM
ALTA
ALLA
CSRB
XC
ACTVC
ACTMC
CSRC .
LD
ACT
ALLOW
= DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR
= CRITICAL SHEAR (KIPS)
= ALLOWABLE SHEAR (KIPS)
= COMBINED STRESS RATIO AT CRITICAL SHEAR
= DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT
= CRITICAL MOMENT (IN -KIPS)
= ALLOWABLE MOMENT (IN -KIPS)
= ACTUAL AXIAL FORCE (KIPS)
= ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT
= COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition)
= DISTANCE -(FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING
= SHEAR (KIPS) AT COMBINED LOCATION
= MOMENT (IN -KIPS) AT COMBINED LOCATION
= COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition)
= CONTROLLING -LOAD COMBINATION FOR GIVEN LOAD CHECK
= MAXIMUM AXIAL'FORCE (KIPS) DUE TO WIND LOAD
= ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND
DATE: 02/07/01 D E S I G N D A T A R E P O R T PD1200DSN
TIME: 04:34 PM 1-02-01 ROOF STRUCTURALS RSW CANOPY PURLINS PAGE 19
--------------------------------------------------------------------------------------------------------------------=-=-=-----------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 . ' BLDR ACCOUNT #''20-04-007-90
BLDR CONTACT - BOB PARSONS' BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP --Visalia
COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) - (CODE/YkAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION .LRF 50' 0" 45' 0" 161 4" 20 PSF 80 MPH UBC :97:': 0.500:12
----------------------.--------_-------------------------------------------------------------.---------------------------I-------------
DESIGN DATA SUMMARY - WEB CRIPPLING
BAY START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING *****
NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD
+---------------------------------------------------------------------------=---------+
1 S 0.9 CLIP 1 -0.2 80.4 0.90 CLIP 1
1 E 2.4 3.7 0.648 1 -37.7 160.9 2.40 .3.70 0.675 1
2 S 2.4 - 3.7 0.648 1 -37.7 160.9 2.40 3.70 0.675 1
2 E 2.4 3.7 0.648 1 -37.8 160.9 2.40 -3.70 0.675 1
3 S 2.4 3.7 0.648 1 -37.8 160.9 2.40 3.70 0.675 1
3 E -0.9 CLIP 1 -0.2 80.4 -0.90 CLIP 1
NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS)
ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS)
CSRC = COMBINED.STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION)
CSRBC = COMBINED'STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION)
LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK
ACTM = CRITICAL MOMENT (IN -KIPS)
ALLM = ALLOWABLE MOMENT (IN -KIPS)
INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT))
---------------------------------------------------------------------------------------------------
GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3
LENGTH(FT) 15.00 15.00 15.00
----------------------------- ---------------------------------------------------------------------
NO BRACES FOR THIS WALL
NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL
LOAD COMBINATIONS
--------------------------------
NO DESCRIPTION
+------------------------------+
1 WIND PRESSURE
2 WIND SUCTION
SECTION PROPERTIES (ACTUAL FURNISHED PART)
PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY
NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN*.*4) (IN**4)
0550295 Z 9.50 0.060 60.00 2.75 0.25 1.06 1.00 13.47 1.98
f ... i
DATE:
02/07/01
D E S I G N
D A T A R E P
O R T
PD1200DSN
TIME:
-----
04:34 PM
-----------------
1-03-01 SIDEWALL STRUCTURALS.
-----------------------
LEFT
SIDEWALL GIRTS
PAGE 20
-
ORDER
# 070095
---------------------
BUILDER - NORTH VALLEY READY MIX
----------------
BLDR ORDER
-----------------
# 01-07
--------------------------------
BLDR ACCOUNT.# �c20-04-007-90
BLDR
CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296
PROJ NAME -
FTC ALMOND, INC.
ENGR GRP - Visalia
COMPLEX
- NO
(TYPE) (WIDTH) (LENGTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT
---------------------
# 1 BLDG DESCRIPTION
------------------------------------------------------------------------------------------------
LRF 50' 0" 45' 0"
16' 4"
20 PSF
80 MPH UBC 97. 0.500:12
---------------
SPAN
---------------------------------------------------------------------------------------------------
AND UNIFORM LOADS
(FT & PSF) (WIND PRESURE = 9.3 PSF /
WIND SUCTION =
9.3 PSF)
'
GIRT
ELEVATION
SECTION 1 SECTION 2 SECTION 3
LENGTH(FT)
'15.00 15.00 15.00
---------------------------------------------------------------------------------------------------
LOAD WIDTH / LEFT LAP / RIGHT LAP
---------------------------------------------------------------------------------------------------
7.50
7.67/0.0/0.0 7.67/0.0/0.0 7.67/0.0/0.0
GIRT
LOCATIONS (TYPE/
PART NUMBER - LENGTH(IN) )
---------------------------------------------------------------------=-----------------
GIRT
ELEVATION
SECTION 1 SECTION '2
SECTION 3
LENGTH(FT)
15.00 15.00
15.00
-------------------------
.7.50
---------------------------------------------------------------
Z W 0550295 163-2 Z95/0550295 169-2
Z95/0550295 163-2
INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT))
---------------------------------------------------------------------------------------------------
GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3
LENGTH(FT) 15.00 15.00 15.00
----------------------------- ---------------------------------------------------------------------
NO BRACES FOR THIS WALL
NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL
LOAD COMBINATIONS
--------------------------------
NO DESCRIPTION
+------------------------------+
1 WIND PRESSURE
2 WIND SUCTION
SECTION PROPERTIES (ACTUAL FURNISHED PART)
PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY
NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN*.*4) (IN**4)
0550295 Z 9.50 0.060 60.00 2.75 0.25 1.06 1.00 13.47 1.98
4
DATE: 02/07/01
D E S I G N D A T A R E P O R T
k PD120ODSN
TIME: 04:34 PM 1-03-01 SIDEWALL
STRUCTURALS LEFT SIDEWALL
GIRTS :r' PAGE 21
------------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER.- NORTH VALLEY READY
MIX BLDR ORDER # 01-07
BLDR ACCOUNT # i.20-04-007-90
BLDR CONTACT - BOB PARSONS � BLDR PHONE #
530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
COMPLEX - NO (TYPE) (WIDTH)
(LENGTH) (HEIGHT)
(LIVE) (WIND) • (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION LRF 50' 0"
----------------------------------------------------
45' 0" 16' 4"
--------------------------------------
20 PSF 80 MPH UBC 97 0..500:12
------------------------------------------
DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN)
SIMPLE Z GIRTS
+---------------------------------------------------------------------------------------------------
--- ------------------------+
BAY/SECTION ************ SHEAR ************
*********** BENDING **************
** COMBINED SHEAR & BENDING *****
NUMBER XV ACTV ALLV CSRV LD COND
XM ACTM ALLM CSRB LD COND
XC ACTVC ACTMC CSRC'LD COND
--------------------------- ----------------------------------------------------
-----------------------------------------------+
1 0.0 0.5 2.7 0.190 1
7.2 -22.4 53.6 0.417 2
7.2 0.1 22.4 0.045 1
2 15.0 -0.5 2.7 0.197 1
7.5 -23.9 53.6 0.447 2
7.5 0.1 23.9 0.051 1
3 0.0 0.5 2.7 0.190 1
7.2 -22.4 53.6 0.417 2
7.2 0..1 22.4 0.045 1
4
INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT))
GIRT ELEVATION SECTION 1
SECTION 2
SECTION 3
a;
15.00
15.00
---------------------------------------------------------------------------------------------------
NO BRACES FOR THIS WALL
NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM
FRAME LINE
NEAREST THE
DATE:
02/07/01
D E S I G N D
A T A R E P O
R T
PD1200DSN
TIME:
04:34 PM
1-03-01 SIDEWALL STRUCTURALS
RIGHT
SIDEWALL GIRTS
PAGE 22
--------------------------=------------------------------------------------------
ORDER
# 070095
BUILDER - NORTH VALLEY READY MIX
---------------------------------------------------
BLDR ORDER #
01-07
BLDR ACCOUNT # 20-04-007-90
BLDR
CONTACT - BOB PARSONS ,. ' BLDR PHONE # 530-345-7296
PROJ NAME -
FTC ALMOND, INC.
ENGR GRP - Visalia
COMPLEX - NO
(TYPE) (WIDTH) (LENGTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT
-----------------------------
# 1 BLDG DESCRIPTION
LRF 50' 0" 45' 0"
=-------------------------------------------------------------------
16' 4"
20 PSF
=----------------------------------
80 MPH UBC 97 0.500:12
SPAN
AND UNIFORM LOADS
---------
(FT & PSF) (WIND'PRESURE = 9.3 PSF /
-------
WIND SUCTION =
9.3 PSF)
..
-----
GIRT
--------
ELEVATION
--------------------------------------
SECTION 1 SECTION 2 SECTION 3
----------------
----------------
(IN**2) (IN**4) (IN**4)
0550303 Z 9.50 0.060
LENGTH(FT)
'15.00 15.00 15.00
1.06
1.00 13.47 1.98
R
-------------------------------------------------------------------------=-------------------------
LOAD WIDTH / LEFT LAP / RIGHT LAP
-----------------------------=---------------------------------------------------------------------
7.50
7.67/0.0/0.0 7.67/0.0/0.0 7.67/0.0/0.0
GIRT
LOCATIONS (TYPE/
)
PART NUMBER - LENGTH(IN)---------------------------------------------------------------------------------------
G
;..f
GIRT
ELEVATION
SECTION 1 SECTION 2
SECTION 3
LENGTH(FT)
15.00 15.00
15.00
----------------------------
7.50
----------------------------------------------------------
Z95/0550303 163-2 Z95/0550303 169-2 Z95/0550303
163-2
INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT))
GIRT ELEVATION SECTION 1
SECTION 2
SECTION 3
LENGTH(FT) 15.00
15.00
15.00
---------------------------------------------------------------------------------------------------
NO BRACES FOR THIS WALL
NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM
FRAME LINE
NEAREST THE
FRONT ENDWALL
LOAD COMBINATIONS
+------------------------------+
NO DESCRIPTION
+------------------------------+
1 WIND PRESSURE
2 WIND SUCTION
SECTION PROPERTIES (ACTUAL FURNISHED
PART)
'•
PART SHAPE DEPTH THICKNESS
FY FLANGE
RADIUS
LIP
AREA IX IY
NUMBER (IN) (IN)
(KSI) (IN)
(IN)
(IN)
(IN**2) (IN**4) (IN**4)
0550303 Z 9.50 0.060
60.00 2.75
0.25
1.06
1.00 13.47 1.98
DATE: 02/07/01 D E S I G N D A T A R E P O R T 4•:;;: PD1200DSN
TIME: 04:34 PM 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS PAGE, 23
---------------------------------------------------------------------------------------------------------------------------- ----
ORDER # 070095 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 01=07 BLDR-ACCOUNT #'`F`20=04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP -'Visalia
COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND)'-- (CODS/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION.:•LRF 50' 0" 45' 0" 16' 4" 20 PSF 80 MPH UBC ..'97 0.500:12
--------------------------------------------------------------------------------------------------------------
DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS ?.
+-----------------------------------------------------------------------------------------------------------------------------+
BAY/SECTION ************'SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** •
NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD COND
+=---------------------------- =-----------------------------------------------------------------------------------------------+
1 0.0 0.2 2.7 0.066 1 2.5 -2.7 53.6 0.050 2 0.0 0.2 A'-0.0 0.004 1
2 0.0 0.2 2.7 0.066 1 2.5 -2.7 53.6 0.050 2 0.0 0.2 •0..0 0.004 1
3 5.0 -0.2 2.7 0.066 1 2.5 -2.7 53.6 0.050 2 5.0 -0..2 . 0.0 0.004 1
GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN)
GIRT ELEVATION SECTION 1 SECTION 2
LENGTH(FT) 25.00 25.00
-------------------------------------------------------------------
7.50 Z95/0550320 277-2 Z95/0550320 277-2
INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT))
GIRT ELEVATION SECTION 1
SECTION
2
LENGTH(FT) 25.00
25.00
---------------------------------------------------------------------------------------------------
NO BRACES FOR THIS WALL
LOAD COMBINATIONS
+------------------------------+
NO DESCRIPTION
+----------------------------•--+
1 WIND PRESSURE
2 WIND SUCTION
SECTION PROPERTIES (ACTUAL FURNISHED
PART)
PART SHAPE DEPTH THICKNESS
FY
FLANGE .RADIUS LIP AREA IX IY
NUMBER (IN) (IN)
(KSI)
•(IN) (IN) (IN) (IN**2) (IN**4) (IN**4)
0550320 Z 9.50 0.077
60.00
2.75 0.25 1.06 1.28 17.15 2.51
DATE: 02/07/01
D E
S I G N D
A T A R E P
O R T
` .PD120ODSN
TIME: 04:34 PM
1-04-01 ENDWALL STRUCTURALS
FRONT ENDWALL GIRTS
PAGE 24
------------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095
BUILDER - NORTH
VALLEY READY MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT #..f 20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME -
FTC ALMOND, INC.
ENGR.GRP - Visalia
COMPLEX - NO
(TYPE)
(WIDTH)
(LENGTH)
(HEIGHT)
(LIVE)
(WIND) .. (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION LRF
---------------------------------------------------
50' 0"
-----------------
45' 0"
16' 4"
7 ---------- -------------------------------
20 PSF
80 MPH' UBC 97 0.500:12
----------------------
SPAN AND UNIFORM LOADS
(FT & PSF)
(WIND PRESURE =
9.3 PSF /
WIND SUCTION =
9.3 PSF)
---------------------------------------------------------------------------------------------------
GIRT ELEVATION
SECTION 1
SECTION 2
LENGTH(FT)
25.00
25.00
---------------------------------------------------------------------------------------------------
LOAD WIDTH / LEFT LAP / RIGHT LAP
,
-----------------------------------------------------------------------=---------------------------
7.50
7.93/0.0/0.0•
7.93/0.0/0.0
GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN)
GIRT ELEVATION SECTION 1 SECTION 2
LENGTH(FT) 25.00 25.00
-------------------------------------------------------------------
7.50 Z95/0550320 277-2 Z95/0550320 277-2
INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT))
GIRT ELEVATION SECTION 1
SECTION
2
LENGTH(FT) 25.00
25.00
---------------------------------------------------------------------------------------------------
NO BRACES FOR THIS WALL
LOAD COMBINATIONS
+------------------------------+
NO DESCRIPTION
+----------------------------•--+
1 WIND PRESSURE
2 WIND SUCTION
SECTION PROPERTIES (ACTUAL FURNISHED
PART)
PART SHAPE DEPTH THICKNESS
FY
FLANGE .RADIUS LIP AREA IX IY
NUMBER (IN) (IN)
(KSI)
•(IN) (IN) (IN) (IN**2) (IN**4) (IN**4)
0550320 Z 9.50 0.077
60.00
2.75 0.25 1.06 1.28 17.15 2.51
DATE: 02/07/01
D E S I G N D A.T A R E P O R T
.. 'PD1200DSN
TIME: 04:34 PM 1-04-01 ENDWALL
STRUCTURALS FRONT ENDWALL
GIRTS
PAGE 25
------------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER..- NORTH VALLEY READY
MIX BLDR ORDER # 01-07
BLDR ACCOUNT #2"•20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE
# 530-345-7296 PROJ NAME - FTC ALMOND, INC.
ENGR GRP - Visalia
COMPLEX - NO '.(TYPE) (WIDTH)
(LENGTH) (HEIGHT)
(LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION ;,.;LRF 501. 0"
--------------------- =--------------- '---------------------------------------------------------------------------------
45' 0" 16' 4"
20 PSF
80 MPH UBC .97 0.500:12
==------------
DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN)
SIMPLE Z GIRTS
------------------------- =----------------------------------------------------------------------------------
=------- -.---------+
BAY/SECTION ************ SHEAR ************
*********** BENDING **************
** COMBINED SHEAR &'BENDING *****
NUMBER XV ACTV ALLV CSRV LD COND
XM ACTM ALLM CSRB LD COND
XC
ACTVC ACTMC CSRC.LD COND
-------+
1 0.0 0.9 .5.7 0.160 1
12.5 -68.8 76.3 0.901 2
12.5
0.1 68.8 ' 0.203' 1
2 25.0 -0.9 -'5.7 0.160 1
12.5 -68.8 76.3 0.901 2
12.5
0.1 68.8 0.203 1
INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT))
-
---------------------------=----------------------------------------------------------------------
GIRT ELEVATION SECTION 1 SECTION 2
LENGTH(FT) 25.00 25.00
---------------------------------------------------------------------------------------------------
NO BRACES FOR THIS WALL
LOAD COMBINATIONS
+------------------------------+
NO DESCRIPTION
+ - - - - - - - - - - - - - ------------- -- --+
1 WIND PRESSURE
2 WIND SUCTION
SECTION PROPERTIES (ACTUAL FURNISHED PART)
PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY
NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN*.*4) (ZN**4)
0550320 Z 9.50 0.077 60.00 2.75 0.25 1.06 1.28 17:15 2.51
DATE:
02/07/01
D E S I G N D
A T A R E P
O R T
PD120ODSN
TIME:
04:34 PM
1-04-01 ENDWALL STRUCTURALS
REAR
ENDWALL GIRTS
�;, PAGE 26
--------------------------------------------------------------------------------------------=-------'----------------------I----------
ORDER
# 070095
BUILDER•- NORTH VALLEY READY MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT # '`20-04-007-90
BLDR
CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP - Visalia
COMPLEX - NO
'(TYPE) (WIDTH) (LENGTH)
(HEIGHT)
(LIVE)
(WIND) •' (CODE/YEAR) (SLOPE)
UNIT
------------------------------------------------------------------------------------------------------------------------------------
# 1 BLDG DESCRIPTION LRF 50' 0" 45' 0"
16' 4"
20 PSF
80 MPH .' UBC 97. 0.500:12
SPAN
AND UNIFORM LOADS
(FT & PSF) (WIND PRESURE = 9.3'PSF /
WIND SUCTION =
9.3 PSF)
---------------------------------------------------------------------------------------------------
GIRT
ELEVATION
SECTION 1 SECTION 2
LENGTH(FT)
''25.00 25.00
----------------------------
===-------------------------------- ------------------------------------
LOAD WIDTH / LEFT LAP / RIGHT LAP
---------------------------
7.50
=-----------------------------------------
7.93/0.0/0.0 7.93/0.0/0.0
------------------------------
GIRT
LOCATIONS (TYPE/
PART NUMBER - LENGTH(IN) )
------------------------------------------------------------------
GIRT
ELEVATION
SECTION 1 SECTION 2
LENGTH(FT)
25.00 25.00
------------------------------------------------------------------
7.50
Z95/0550320.277-2 Z95/0550320 277-2
INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT))
-
---------------------------=----------------------------------------------------------------------
GIRT ELEVATION SECTION 1 SECTION 2
LENGTH(FT) 25.00 25.00
---------------------------------------------------------------------------------------------------
NO BRACES FOR THIS WALL
LOAD COMBINATIONS
+------------------------------+
NO DESCRIPTION
+ - - - - - - - - - - - - - ------------- -- --+
1 WIND PRESSURE
2 WIND SUCTION
SECTION PROPERTIES (ACTUAL FURNISHED PART)
PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY
NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN*.*4) (ZN**4)
0550320 Z 9.50 0.077 60.00 2.75 0.25 1.06 1.28 17:15 2.51
DATE: 02/07/01 D E S I G N D A,T A R E P O R T PD1200DSN
TIME: 04:34 PM 1-04-01 ENDWALL STRUCTURALS REAR ENDWALL GIRTS PAGE 27
-------------------------------------------------------------------.------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT #-`4:20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP—Visalia
COMPLEX - NO =(TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 - BLDG DESCRIPTION. LRF 50' 0" 45' 0" 16' 4" 20 PSF. 80 MPH " UBC •;97. 0.500:12
-------------------------------------------------------------------=---=------------------------------------=-----------------------
DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS
+-----------------------------------------------------------------------------------------------------------------------------+
BAY/SECTION ************ SHEAR ************ *******+*** BENDING ************** ** COMBINED SHEAR & BENDING *****
NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC.LD COND
+------.----------------------------------------------------.------------------------------------------------------------------+
1 0.0 0.9 5.7 0.160 1 12.5 -68.8• 76.3 0.901 2 12.5 0.1 68.8 . 0.203• 1
2 25.0 -0.9 5.7 0.160 1 12.5 -68.8 76.3 0.901 2 12.5 0.1 68.8 0.203 1
LONGITUDINAL BRACING DESIGN
CUSTOMER: ALMOND PLANT DATE: 02/08/01
BUILDER: NORTH VALLEY BLDG. SYSTEM DESIGNED BY: ROLANDO
BMC ORDER #: 70059
BLDR ORDER #: WIDTH LENGTH HEIGHT
jpmax = 1 - 5, pomin = 1 . O
BAYS
BRACING
50
45 .16
BUILDING LOADINGS:
H V H V
E = P Eh - PV = 0.133 W(30-1)
LSW(WIND)
6.0 6.5
FOR SIDEWALL RODS: (STRENGTH DESIGN)
RSW(WIND)
BUILDING CODE:`UBC " .
LSW(SEISMIC)
ROOF LIVE/SNOW LOAD:20
EDITION YEAR: 1997
1.4
psf
DEAD LOAD: 4
1.4
psf
COLLATERAL LOAD: 5
WIND DESIGN:
psf
ROOF COLLATERAL LOAD:
5.0 ' .
'WIND SPEED(V in mph):
- 80
WIND EXPOSURE
FACTOR:
B
psf
WIND IMPORTANCE FACTORM:
1.00
MEAN ROOF HEIGHT(H)(ft):
16.85
Ce= 0.67
Cq=
1.3
total for building walls and
at each parapet
q=0.00256(V)42=
16.38
psf
P=(Ce)(Cq)gl=
14.27
psf
10 psf minimum
(
0.014
) ksf
SEISMIC DESIGN:
SEISMIC ZONE:
3
SEISMIC,COEFFICIENT C. (FROM 16-Q): 0.36
SEISMIC ZONE FACTOR Z (FROM 16-1):
0.3
SEISMIC COEFFICIENT C„ (FROM 16-R): 0.54
SEISMIC IMP. FACTORM:
1
BRACING R:
5.6
SOIL PROFILE TYPE:
SO
BRACIN no (FROM TABLE 16-N):
2.2
- STRUCTURAL PERIOD:
CV1
T = C, (h,, =
0.1664
(30-8)
V = W = 0.58 W (30-4)
WHERE Ct = 0.020
RT
NEED NOT EXCEED:
CONTROLLING V/1A= 0.115 W
Eh=V
2.5C 1
a
r,,,,,�= 0.500
V= W= 0.161 W (30-5)
20
R
P = 2 —1.16 (30-3)
r.X AB
SHALL NOT BE LESS THAN:
V = 0.11 Ce I W = 0.040 W (30-6)
jpmax = 1 - 5, pomin = 1 . O
BAYS
BRACING
LOCATION
US@ P = 1.16
15
H V H V
E = P Eh - PV = 0.133 W(30-1)
LSW(WIND)
6.0 6.5
FOR SIDEWALL RODS: (STRENGTH DESIGN)
RSW(WIND)
0.354 W(30-2)
LSW(SEISMIC)
4.0 4.3
WEIGHT (W) OF FEW=
1.4
psf
WEIGHT (W) OF REW =
1.4
psf
- • ROOF DEAD LOAD:
4-
psf
ROOF COLLATERAL LOAD:
5.0 ' .
psf
psf
TOTAL SEIS ROOF LD:
psf
070095BRACE.x
0.16 psf @ REW
0.5 7
BUILDING BRACING REACTIONS
BAYS
BRACING
LOCATION
BAY SIZE
15
H V H V
1
LSW(WIND)
6.0 6.5
1
RSW(WIND)
1
LSW(SEISMIC)
4.0 4.3
1
RSW(SEISMIC)
070095BRACE.xIs
LONGITUDINAL BRACING
DESIGN
CUSTOMER:
ALMOND
PLANT
DATE:
2/8/01 -
\
DESCRIPTION:
NORTH VALLEY BLDG.
SYSTEM
DESIGNED BY: ROLANDO
BUILDER:
70059
ORDER #:
70059
BUTLER ORDER It
*
WIND LOADING '
== SEISMIC LOADING
BAY
15'
15
15
POST
DIST
FEW
REW
BAY
BAY
BAY
]ROD
SPACE
NO OF
FROM
WALL
WALL
POINT
STRUT.
ROD
ROD
POINT'
STRUT
ROD
CNTRL
ROD
CNTRL
/LOC,
BAYS
LSW
STR HT
HT
HT
LOAD
LOAD
LOAD
LOAD
LOAD
LOAD
LOAD
ROD SIZE
ALLOW
ROD SIZE
LSW
1
16.33
16.33
16.33
1.5
6.0
8.9
0.6
2.5
11.2
5/8
0.8/15.34
RSW
1 50
16.33
16.33
16.33
1.5
1.5
0.6
0.6
25
1
8.9
3.6
5/8
10.8
25
17.37
17.37
17.37
3.1
4.6
1.2
1.8
25
1
2.8
1.2
1/2
6.9
070095BRACE.xIs
PAOE:, 30
Shadowall;M Wail System - Panel
PANEL DESIGN DATA
Calvulated section properties for ShadDw2I17" wall panel materials Use the 19-95 edition of AISI design
�. r;anUal. It is impDrtant to note that the design data re --i the allowable Values Of the panel aione
Section i nrouoh Panel
se,•-`iiDn Prope -ties for One Foc0t Of Width
ranee Desi n y eig11 nt om ression
h' aterizI I hickness in. ksi p 1Oe ompre on_!ns,oe
g (' I ( ) j(irsi)j(M1Sq
}� ( ) x m )
L� uz. 'tee t
i 4s I I s4�
L 2. J==l U. V':LO I L.,, I D I i.4L I
r .1 i,SiL ( of ' I
1owBD1e nrrorm Load (Fs)
ipanel No. or I Fan =
W-1aterial I Spans I I I F
I I I
I25 Ga. SteelI L I 4L I J.+ I LL I .i✓ I � I Lo
I I I I I
2-1.
2= G.. atael� L I o� I �. I I I I •� I L i o
I �p
/o I L I
I elehd _ pressure on O;Jtside i2C2;
S = SJctlon On Ou+.side ,ace;
Valu -2s shOwn have been increased i . .�+ 2s allowe.^. by section ; .x.1.3 0; i le 1,995 r A!
Sl o abl. UnFJXM iDad Values are tested In aC^OrC2n;.2 o '; Jl Sp2cITl��iiD7.
with S. ciion ;= of the 1995 soition of the , ::Sl
deS17i� Ti�2nUal• >;afer LO the technical screening infOivatiOn for additional detaLs.
MR -24® Roof System - Panels
PANEL DESIGN DATA
Calculated sectional properties for MR -240 roof system panel materials using 1986 edition of AISI design
manual with 1989 Addendum.
_ 24w
r
17" (Fluting)
Outside Face
3/4"
Section Through Panel
Section PrODerties for One Foot of Width
Panel
Material
Design
iThir-knessi(#/Ft)
eighl
EI
(ksi)
Fyl
Compression on Outside
Compression on Inside
(ksi) Sx (in3) F I (in4)
Sx (in3) I (in4)
24 Ga. Steel
1 0.023
1 1.4
129500160
1
0.0839 1 0.1259
0.0801 0.1142
22 Ga. Steel
1 0.0285
1 1:8
29500
50
0.1063 1 0.159
1 0.1063 1 0.156
Legend -P = Pressure on Outside face
-S = Suction on Outside face
The above values are computed for the panel only in accordance with 1986 AISI with 1989 Addendum.
Suction values shown have been increased 1.33 as allowed by section A4.4 of the 1986 AISI
Specification with 1989 Addendum. All values shown are for continuous conditions of spans greater than
2. Weight of panel has been deducted from "P" values and added to "S" values. Steel coating may be
galvanized coating, aluminum coating or aluminum -zinc alloy coating.
Pressure values for the roof system must be limited to 150 psf as this can exceed normal system
capacity.
The suction values shown in the above allowable load table do not take into account clip type, panel
deformation and fastener pullout: ;.
F I N
A -FRAMEE
DESIGN
-
CO N
T E N T S
DATE: 02/07/01
;YCpADDS
TIME: 04:31 "PM
-----------------------------7--------------------------7----------------------------------------------------=--------=------------
fR�.
ORDER # 070095
BUILDER - NORTH VALLEY
READY MIX
BLDR ORDER #
01-07
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT -
-----------------------------------------------------------------------------------------------------------------------------------
BOB PARSONS BLDR
PHONE #
530-345-7296 .•. PROJ
NAME -
FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE) (WIDTH) (HEIGHT)
(SNOW)
(WIND)
(CODE/YEAR)
(SLOPE) (UNIT)
(FRAMELINES)
PAGE NO.'
DESIGN FRAME #
-------- --------
1 EWDS 501•-0" 16'-4"
------
20 PSF
------
80 MPH
-----------
UBC.' 97
-------
.50
------
TO 12 1
------------
FEW,REW.
--------
1
DESIGN FRAME #
2 LRF' 50'-0" 16'-4"
20 PSF
80 MPH
UBC 97
.50
TO 12 1
IQj�"�� .I
24
F
R A M E D E
S
I G N
- G E N
E R A L INFO -RMA T I O N.
DATE: 02/07/01
CADDS
TIME: 04:31 PM
--------------------------=----------------------------------------=------------------------------------------=--------------------
PAGE: F 2
ORDER # 070095
BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07 BLDR ACCOUNT # 20704-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ NAME
- FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR). =(SLOPE)
DESIGN.SYSTEM FRAME #
---------------------------------------------------------------------------------=---------------------------------------=----------
1 DESCRIPTION EWDS
50'-0"
16'-4"
20 PSF
80 MPH UBC 97 .500 TO 12
LEFT SIDE
RIGHT SIDE
SPAN NO.
WIDTH
MISCELLANEOUS PROPERTIES
EAVE HEIGHT =
16.126':FT.
16.126 FT.
1 TO 2 =,
25.000 FT
MODULUS OF ELASTICITY = 29000 KSI
FRAME HEIGHT =
15.333 FT.
15.333 FT.'
COL. CLEAR HT. =
14.378`FT.
13.709 FT.
CMX ='0.850
SLOPE (P/12.) =
0.500�.'
0.500
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 =
25.000.FT.
25.000 FT.
CMY(fixed in minor axis) = 0.400
COLUMN OFFSET =
1.000 IN.
1.000 IN.
GIRT DEPTH =
9.500'IN.
9.500 IN.
ENDWALL
PURLIN DEPTH =
9.500 IN.
9.500 IN.
FRAME OFFSET = 6.000 IN.
(PURLIN 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 0.583
0.000
1 1 0
1
0
1
1- 2
0 0 1.50 1.00 '
2 0.583
14.857
0 0 0
1
0
2
2- 3
0 0 0.75 1.00
3 25.000
15.667
0 0 0
1
0
3
4- 3 Rotated 0 1 1.00 1.00
4 25.000
0.000
1 1 0
1
0
4
5- 3
0 0 0.75 1.00 ,
5 49.417
14.512
0 0 0
1
0
5
6- 5
0 0 1.50 1.00
6 49.417
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 O N D A R Y / B R A C E L O C A T I O N S r
DATE: 02/07/01 dCADDS
TIME: 04:31 PM `mPAGE: F 3
-------------------------------------------------------------------------------------------------------------=-=-------=-----------
ORDER # 070095 BUILDER'- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT #`120-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. FNGR GRP -:'Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION . EWDS 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 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, O FL Outside flange only braced
L Landmark 2000 truss purlin. O -IF Outside and Inside flange braced
MAJOR - Major axis brace point indicator. ( YES.or NO ) O -SF Outside braced and inside Single flange brace
NOTE: BRACE FORCE is the required support force (in.kips) perpendicular to the flange
COLUMN 1- 2 BRACE COLUMN 4- 3 BRACE COLUMN 6- 5 BRACE ROOFBEAM 2- 3 j BRACE
DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST >..ACCUM ID BRACE FORCE'
0.00 B O -IF YES 0.00 B O -IF YES 0.00 B O -IF YES 0.00 0.00 E,'0 FL
7.50 G O -IF YES 7.50 G O -IF NO 7.50 GO-IF YES 3.92 3.92 P .-O-SF
14.38 O O -IF YES 14.96 O O -IF YES 13.71 O O -IF YES 8.92 8.92 P ':O FL
16.13 E O -IF NO 17.17 E NO 16.13 E O -IF NO 13.92 13.92 P O -SF
18.92 18.92 P O FL
23.92 .23.92 P O -SF
ROOFBEAM 5- 3 BRACE
DIST ACCUM ID BRACE FORCE
0.00 0.00 E 0 FL
3.92 3.92 P O -SF
8.92 8.92 P O FL
13.92 13.92 P O -SF
18.92 18.92 P 0 FL
23.92 23.92 P O -SF
In general, forces and coordinates follow the
right hand rule. The X axis is horizontal and posi- V
tive to the right. The Y axis is vertical and posi-
tive upward. The Z axis is', normal to the X and Y
axis, and is positive out of this plane. Positive +---H
moments about the X, Y, and Z axis are counter- /
clockwise as viewed looking toward the origin of the Z
axis.
APPLIED LOADS
For load application, vertical and horizontal distances are
measured from an origin point at the left structure line and
the base of the left exterior column.
UNIF - Uniformly distributed loads. These loads can be in
X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane )
direction. The magnitude of the load is kips/foot. The
distances are the location of the start and the end of the
load, along the axis of the member.
TAPR - Tapered distributed loads. The magnitude in kips/foot
of each end of the load is given. Loads can be in the X, Y, or
Z direction. Distances are measured along the axis of the
member.
CONC - Concentrated load. "This load can be a force in the X
or Y direction or a moment.'about the Z axis. The location of
the load is measured along the member. The load exists at the
neutral axis of the member, or at the outer or inner flange of
the member.
MCONC - Moment producing concentrated load. This load type
is similiar to a concentrated load except the location of the
load is given in global coordinates, and can exist off the
member.
ZCONC - Out -of -plane concentrated load. This load can be a
moment about the global X or Y axis, or a force in the Z axis
direction.
SCRAM - Special load for crane loads.' This is�similiar to
the MCONC load except that the moment is in the, minor axis
direction of the member and is supported by only one' -flange.
DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS
Columns use the vertical distance measured from the base
plate of the column.
Roofbeams use the horizontal distance measured from the
start of the member. In the case of exterior roofbeams, the
start of the member is at the exterior structure.line.
MEMBER FORCES
Positive axial force, the member is in compression. Positive
shear force, outward force on the end of the member. Positive
moment, compression on the outer flange.
FRAME REACTIONS
:'Reactions use the global coordinate system.,'A positive
horizontal (H) force is to the right. A positive vertical (V)
force is upwards. A positive in -plane moment (Mk is counter-
clockwise in the X -Y plane. A positive out -of -plane force (Z)
is out of the X -Y plane. A positive out -of -plane moment (MX) is
counter clockwise about the X axis ( near side rotating down ).
'i
F R A M E
D E S I G N -
C O N V E N T I'0 N S
DATE: 02/07/01
CARDS
TIME: 04:31 PM
PAGE:F 4
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095
BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07
BLDR'ACCOUNT #'
20-04-007-90
BLDR CONTACT -
BOB PARSONS BLDR PHONE
# 530-345=7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
.(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM
------------------------------=------------------------------------------------------------------=---------------------------------
FRAME # 1 DESCRIPTION EWDS
50'-0" 16'-4"
20 PSF
80 MPH UBC 97
.500 TO 12
GENERAL
In general, forces and coordinates follow the
right hand rule. The X axis is horizontal and posi- V
tive to the right. The Y axis is vertical and posi-
tive upward. The Z axis is', normal to the X and Y
axis, and is positive out of this plane. Positive +---H
moments about the X, Y, and Z axis are counter- /
clockwise as viewed looking toward the origin of the Z
axis.
APPLIED LOADS
For load application, vertical and horizontal distances are
measured from an origin point at the left structure line and
the base of the left exterior column.
UNIF - Uniformly distributed loads. These loads can be in
X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane )
direction. The magnitude of the load is kips/foot. The
distances are the location of the start and the end of the
load, along the axis of the member.
TAPR - Tapered distributed loads. The magnitude in kips/foot
of each end of the load is given. Loads can be in the X, Y, or
Z direction. Distances are measured along the axis of the
member.
CONC - Concentrated load. "This load can be a force in the X
or Y direction or a moment.'about the Z axis. The location of
the load is measured along the member. The load exists at the
neutral axis of the member, or at the outer or inner flange of
the member.
MCONC - Moment producing concentrated load. This load type
is similiar to a concentrated load except the location of the
load is given in global coordinates, and can exist off the
member.
ZCONC - Out -of -plane concentrated load. This load can be a
moment about the global X or Y axis, or a force in the Z axis
direction.
SCRAM - Special load for crane loads.' This is�similiar to
the MCONC load except that the moment is in the, minor axis
direction of the member and is supported by only one' -flange.
DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS
Columns use the vertical distance measured from the base
plate of the column.
Roofbeams use the horizontal distance measured from the
start of the member. In the case of exterior roofbeams, the
start of the member is at the exterior structure.line.
MEMBER FORCES
Positive axial force, the member is in compression. Positive
shear force, outward force on the end of the member. Positive
moment, compression on the outer flange.
FRAME REACTIONS
:'Reactions use the global coordinate system.,'A positive
horizontal (H) force is to the right. A positive vertical (V)
force is upwards. A positive in -plane moment (Mk is counter-
clockwise in the X -Y plane. A positive out -of -plane force (Z)
is out of the X -Y plane. A positive out -of -plane moment (MX) is
counter clockwise about the X axis ( near side rotating down ).
GENERAL BUILDING INFORMATION
DESIGN BAY
F R A M E
D E S I G N -
•L O A D S
U M M A R Y
FT.
PANELS
DATE: 02/07/01
DESCRIPTION
LEFT SIDEWALL
SHWAL
26STL
ROOF
CADDS
TIME: 04:31 PM:.'•PAGE:F
RIGHT SIDEWALL
-
26STL
SHWAL
5
------------
----------------------------------------------------------
ORDER # 070095
BUILDER- NORTH VALLEY READY
--------------------------------
MIX
BLDR ORDER
-----------------------------
# 01-07
BLDR ACCOUNT #
.20-04-007-90
BLDR CONTACT - BOB
PARSONS BLDR PHONE
# 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
# 1 DESCRIPTION EWDS
50'-0" 16'-4"'
20 PSF
80 MPH UBC 97
.500 TO 12
GENERAL BUILDING INFORMATION
DESIGN BAY
= 7.750
FT.
TOTAL BUILDING LENGTH
= 45.000
FT.
PANELS
TYPE
DESCRIPTION
LEFT SIDEWALL
SHWAL
26STL
ROOF
MR24
24STL
RIGHT SIDEWALL
SHWAL
26STL
ENDWALL
SHWAL
26STL
CANOPY / OVERHANG / WIDTH -EXTENSION
RIGHT SIDEWALL = 10.000 FT. CANOPY
BUILDING USE AND LOCATION
STATE
COUNTY
USE CATEGORY
TERRAIN CAT/WIND EXP
APPLIED LOADINGS
BUILDING CODE
= CALIFORNIA
= BUTTE
= 4 (GENERAL USE)
= B
= UBC - 1997
WEIGHT
1.12 PSF
2.70 PSF (INCLUDING ALLOWANCE FOR SECONDARIES)
1.12 PSF
1.12 PSF
(INLAND)
DEAD LOAD (DL') = 2.700 PSF + FRAME DL
COLLATERAL LOAD (CLL) = 5.000 PSF
ROOF LIVE LOAD (LL ) = 20.000 PSF
Roof Exposure
Thermal Condition
COEFFICIENTS
LEFT ROOF
RIGHT ROOF
RIGHT CANOPY/OVERHANG
= Partially Exposed Roof
= Normal
L619110M01:4VAfqK*PAS]
MIN COUNTY GROUND SNOW LOAD
MIN County Rain on Snow
= 0 PSF
INCLUDES 1.00 IMPORTANCE FACTOR
= 0.0 PSF
TRIBUTARY LOAD
LOAD
NET ROOF LOAD
FACTOR
COEFF
(PSF)
80.0096
1.00
16.00
80.00$
1.00.
16.00
80.00%
1.00
16.00
F R A M E
D E S I G N -
L 0 A D S
U M M A R Y
0.000
0.000.:
DATE: 02/07/01
0.000
LOAD
NET ROOF LOAD
0.000
CADDS
TIME: 04:31 PM
COEFF
(PSF)
LEFT ROOF
80.001*
:PAGE:F 6
------------------------------------------------------------
# 070095 BUILDER - NORTH VALLEY READY
---------------
MIX
BLDR ORDER
# 01=07
BLDR ACCOUNT #•'20-04-007-90
1.00
BLDR CONTACT - BOB PARSONS BLDR PHONE
# 530-345-7296'
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND) . (CODE/YEAR)
(SLOPE)
WIND LOAD LEFT
DESIGN SYSTEM FRAME # 1 : DESCRIPTION EWDS
------------------------=---------------------------------------------------------------------------------------------=------------
50'-0" 16'-4"
.• 20 PSF
80 MPH UBC 97
.500 TO 12'.,'"
= 80.000 MPH ( 10.280
UNBALANCED SNOW LOADS (SLL), (SLR)
WIND UPLIFT
= 80.000 MPH ( 10.280
PSF)
ROOF LIVE LOAD (LL.) = 20.000 PSF
WIND LOAD CASE
= 1
COEFFICIENTS
INTERNAL SUCTION
(IP )
(IS )
0.000
0.000.:
TRIBUTARY LOAD
0.000
LOAD
NET ROOF LOAD
0.000
FACTOR
COEFF
(PSF)
LEFT ROOF
80.001*
1.00
16.00
RIGHT ROOF
80.009
1.00
16.00
'RIGHT CANOPY/OVERHANG
80.00%
2.00
32.00
WIND LOADS
WIND LOAD LEFT
= 80.000 MPH ( 10.280
PSF)
MIN COUNTY WIND SPEED
WIND LOAD RIGHT
= 80.000 MPH ( 10.280
PSF)
WIND UPLIFT
= 80.000 MPH ( 10.280
PSF)
WIND LOAD CASE
= 1
WIND ENCLOSURE
= ENCLOSED
COEFFICIENTS
LEFT SIDEWALL
LEFT ROOF
RIGHT ROOF
RIGHT SIDEWALL
RIGHT CANOPY/OVERHANG
SIDEWALLS
ROOF
ENDWALL
SIDEWALL CANOPY/OVERHANG
ENDWALL CANOPY/OVERHANG
WIND FROM LEFT
(WLL)
0.800(PRESSURE)
-0.700(SUCTION )
-0.700(SUCTION )
-0.500(SUCTION )
-0.700(SUCTION )
ENDWALL WIND PRESURE
(EWP)
-0.700(SUCTION )
-0.700(SUCTION )
0.800(PRESSURE)
-1.200(SUCTION )
-1.200(SUCTION )
WIND FROM RIGHT
(WLR)
-0.500(SUCTION )
-0.700(SUCTION )
-0.700(SUCTION )
0.800(PRESSURE)
-1.200(SUCTION )
ENDWALL WIND SUCTION
(EWS )•
-0.700(SUCTION )
-0.700(SUCTION )
-0.700(SUCTION )
-1.200(SUCTION )
-0.700(SUCTION )
76 MPH
INCLUDES 1.00 IMPORTANCE FACTOR
INTERNAL PRESSURE
INTERNAL SUCTION
(IP )
(IS )
0.000
0.000.:
0.000
0.000
0.000
0.000 '
0.000
0.000
F R A M E D E S I
G N - L 0 A D S U M M A R Y
DATE: 02/07/01
'.CADDS
TIME: 04:31 PM
:PAGE:F 7
-------------------------- -------------------
ORDER # 070095 BUILDER
-------------------------------------------------------------------------,-_------------
- NORTH VALLEY READY MIX
BLDR ORDER # 01-07
BLDR ACCOUNT #:,20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC.
ENGR GRP -. Visalia
(TYPE) '(WIDTH)
(HEIGHT): (LIVE) (WIND) (CODE/YEAR)
..(SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 50'-0"
-----------------------------------------------------------------------------------------------=-----------------------------------
16'-4- 1 20 PSF 80 MPH UBC 97
.500 TO 12
SEISMIC LOADS (EQ )
PERCENT SNOW LOAD
= 0.000%
Seismic W - LEFT ROOF =
9.700 PSF
Seismic W - RIGHT ROOF =
9.700 PSF
Seismic W - RIGHT CANOPY/OVERHANG =
9.700 PSF
SEISMIC ZONE
= 3
R FACTOR
= 4.500
MIN CTY SEISMIC ZONE.
= 3
I FACTOR
= 1.000
Na LATERAL FACTOR.
= 1.000'..
STORY DRIFT LIMIT
= 0.025
SOIL PROFILE
= D
OMEGAO DEFLECT AMPLIF
FACTOR = 2.800
Nv FACTOR
= 1.000
Ct FACTOR
- 0.035;,'
T FACTOR
_ 0.284•'.
Ca FACTOR
= 0.360-'
Cv FACTOR
= 0.540:
.540 "p
p-FACTOR
FACTOR
1.000
NET SEISMIC FACTOR
= 0.200,
F
R A
M E
D E
S I G N
- L O A D
C
O M B I N
A T
I O N S
DATE:
02/07/01
:^`;• CADDS
TIME:
04:31 PM
--------------------------------------------------------------------------------------------------===----------
PAGE:F 8
ORDER
# 070095 BUILDER:..- .NORTH VALLEY READY
MIX
BLDR
ORDER # 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ
NAME - FTC ALMOND, INC.
ENGR GRP _..Visalia
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE) (WIND)
(CODE/YEAR)
_(SLOPE)
DESIGN SYSTEM FRAME # 1
DESCRIPTION
EWDS
50'-0"
16'-4"
20
PSF 80 MPH
UBC
97
.500 TO 12';'0;2--
LCN
LOAD DESCRIPTION
STRESS
MEMB P DELTA
DESIGN
LOADING
GRP
LOADING
GRP
LOADING
GRP
LOADING GRP.-.,.
LOADING GRP
INCREASE
STR LAT
LONG
CATEGORY
PERCENT
PERCENT
PERCENT
PERCENT -:'.PERCENT
1
DL + CLL + LL
1.000
N
N
N
Std Des
100.00
DL
100.00
CLL
100.00
LL
2
DL + WLL
1.333
N
N
N
Std Des
100.00
DL
100.00
WLL
3
DL + WLR
1.333
N
N
N
Std Des
100.00
DL
100.00
WLR
4
D+CLL+EQL/1.4
1.333
N
N
N
Std Des
100.00
DL
100.00
CLL
72.00
EQ
5
D+CLL+EQR/1.4
1.333
N
N
N
Std Des
100.00
DL
100.00
CLL
-72.00
EQ
6
DL + CLL +.SLL + SLR
1.000
N
N
N
Std Des
100.00
DL
100.00
CLL
100.00
SLL
100.00 SLR',
7
PD+PC+0.70PL+2.80EQL
1.700
Y
N
N
Axial C
100.00
DL
100.00
CLL
70.00
LL
280.00 EQ-..
8
PD+PC+0.70PL+2.80EQR
1.700
Y
N
N
Axial C
100.00.
DL
100.00
CLL
70.00
LL
-280.00 EQ
9
0.85P(DL+CL)+2.80EQL
•'1.700
Y
N
N
Axial T
85.00
DL
85.00
CLL
280.00
EQ
SO
0.85P(DL+CL)+2.80EQR
1.700
Y
N
N
Axial T
85.00
DL
85.00
CLL
-280.00
EQ
it
DL+CL+2.SOEQL
1.700
Y
N
N
Conns
100.00
DL
100.00
CLL
280:00
EQ
12
DL+CL+2.80EQR
1.700
Y
N
N
Conns
100.00
DL
100.00
CLL
-280.00
EQ
13
DL + EWP
1.333
N
N
N
Std Des
100.00
DL
100.00
EWP
14
DL + EWS
1.333
N
N
N
Std Des
100.00
DL
100.00
EWS
LOAD CASE (DL ) DEAD LOAD
LOAD
F R A M E D E S I G N - A
P P L I E D
L 0 A D S
LABEL
NO
DATE: 02/07/01
TYPE
DL
2
2 - 3
CADDS
TIME: 04:31 PM
4
5 - 3
UNIF
CDL
PAGE:F 9
----------------------
ORDER # 070095
---------------------------------------------------------------------------------------
BUILDER - NORTH VALLEY READY MIX
BLDR ORDER
# 01-07
----------------------
BLDR ACCOUNT #
•20-04-007-90
BLDR CONTACT -
BOB PARSONS BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
TYPE
(TYPE) (WIDTH) (HEIGHT)
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
CLL
DESIGN SYSTEM
-----------------------------------------------------------------------------------------------------------------------------------
FRAME # 1 DESCRIPTION EWDS 50'-0" 16'-4"
20 PSF
80 MPH UBC 97
.500 TO 12
5 - 3
LOAD CASE (DL ) DEAD LOAD
LOAD
MEMBER
JOINTS
LOAD
LABEL
NO
(START -END)
TYPE
DL
2
2 - 3
UNIF
DL
4
5 - 3
UNIF
CDL
4
5 - 3
MCONC
LOAD CASE (CLL)
COLLATERAL
LOAD
LOAD
MEMBER
JOINTS
LOAD
LABEL
NO
(START -END)
TYPE
CLL
2
2 - 3
UNIF
CLL
4
5 - 3
UNIF
CCLL
4
5 - 3
MCONC
LOAD CASE (LL )
LIVE LOAD
LOAD
MEMBER
JOINTS
LOAD
LABEL
NO
(START -END)
TYPE
LL
2
2 - 3
UNIF
LL
4
5 - 3
UNIF
CLL
4
5 - 3
MCONC
LOAD CASE (WLL)
WIND LOAD
LEFT
LOAD
MEMBER
JOINTS
LOAD
LABEL
NO
(START -END)
TYPE
WLL
1
1 - 2
UNIF
WLL
2
2 - 3
UNIF
WLL
4
5 - 3
UNIF
WLL
5
6 - 5
UNIF
CWLL
4
5 - • 3
MCONC
DISTANCES
FT FT
0.00 25.00
25.00 50.00
50.00 15.00
DISTANCES
FT FT
0.00 25.00
25.00 50.00
50.00 15.00
DISTANCES
FT
FT
0.00
25.00
25.00
50.00
50.00
15.00
DISTANCES
FT FT
0.00
16.13
0.00
25.00
25.00
50.00
0.00
16.13
50.00
15.00
X
0.000 K/FT
0.000 K/FT
0.000 KIP
X
0.000 K/FT
0.000 K/FT
0.000 KIP
X
0.000 K/FT
0.000 K/FT
0.000 KIP
X
0.064 K/FT
-0.056 K/FT
0.056 K/FT
0.040 K/FT
0.000 KIP
LOADS
Y
-0.021 K/FT
-0.021 K/FT
-0.209 KIP
LOADS
Y
-0.039 K/FT
-0.039 K/FT
-0.387 KIP
LOADS
Y
-0.124 K/FT
-0.124 K/FT
-1.240 KIP
LOADS
Y
0.000 K/FT
0.056 K/FT
0.056 K/FT
0.000 K/FT
0.558 KIP
Z
0.000 K/FT
0.000 K/FT
-12.555 IN -K
Z
0.000 K/FT
0.000 K/FT
-23.250 IN -K
Z
0.000 K/FT
0.000 K/FT
-74.400 IN -K
Fo
0.000 K/FT
0.000 K/FT
0.000 K/FT
0.000 K/FT
33.460 IN -K
DIRECTION/
LOCATION
DIRECTION/
LOCATION
DIRECTION/
LOCATION
DIRECTION/
LOCATION
LOAD CASE (WLR) WIND LOAD RIGHT
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
F R A M E D E S I G N - A
P P L I E D
L O A
D S
LABEL
NO
DATE: 02/07/01
TYPE
FT
FT
X
CADDS
TIME: 04:31 PM
--------------------------------------------------------------------------------------------------------
LOCATION
WLR
1
PAGE:F 10
=
-----------------
ORDER # 070095
BUILDER - NORTH VALLEY READY MIX
BLDR ORDER
# 01-07
K/FT
BLDR ACCOUNT #
---------
20-04-007-90
BLDR CONTACT -
BOB PARSONS BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
UNIF
(TYPE) (WIDTH) (HEIGHT)•
(LIVE)
(WIND)
(CODE/YEAR)
"(SLOPE)
K/FT
DESIGN SYSTEM
FRAME # 1 DESCRIPTION EWDS 50'-0" 16'-4"
20 PSF
80 MPH
UBC 97
.500 TO 12
UNIF
LOAD CASE (WLR) WIND LOAD RIGHT
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
DIRECTION/
LABEL
NO
(START -END)
TYPE
FT
FT
X
Y
Z
LOCATION
WLR
1
1 - 2
UNIF
0.00
16.13
-0.040
K/FT
0.000
K/FT
0.000
K/FT
WLR
2
2 - 3
UNIF
0.00
25.00
-0.056
K/FT
0.056
K/FT
0.000
K/FT
WLR
4
5 - 3
UNIF
25.00
50.00
0.056
K/FT
0.056
K/FT
0.000
K/FT
WLR
5
6 - 5
UNIF
0.00
16.13
-0.064
K/FT
0.000
K/FT
0.000
K/FT
CWLR
4
5 - 3
MCONC
50.00
15.00
0.000
KIP
0.956
KIP
57.360
IN -K
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
16.13
0.002
K/FT
0.000
K/FT
0.000
K/FT
EQ
2
2 - 3
CONC.
0.00
0.376
KIP.
0.000
KIP
0.000
IN -K
Outside flange
EQ
4
5 - 3
CONC
50.00
0.376
KIP
0.000
KIP
0.000
IN -K
Outside flange
EQ
5
6.- 5
UNIF
0.00
16.13
0.002
K/FT
0.000
K/FT
0.000
K/FT
CEQ
4
5 - 3
MCONC
50.00
15.00
0.150
KIP
0.000.KIP
0.000
IN -K
LOAD CASE (SLL)
MIN SNOW
LOAD LEFT
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
DIRECTION/
LABEL
NO
(START -END)
TYPE
FT
FT
X
Y
Z
LOCATION'
SLL
2
2 - 3
UNIF
0.00
25.00
0.000
K/FT
-0.124
K/FT
0.000
K/FT
LOAD CASE (SLR)
MIN SNOW
LOAD RIGHT
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
DIRECTION/
LABEL
NO
(START -END)
TYPE
FT
FT
X
Y
Z
LOCATION
SLR
4
5 - 3
UNIF
25.00
50.00
0.000
K/FT
-0.124
K/FT
0.000
K/FT
CSLR
4
5 - 3
MCONC
50.00
.15.00
0.000
KIP
-1.240
KIP
-74.400
IN -K
F R
A M E D E S.I G N
- A
P P L I E
D L 0_A
D S
DATE:
02/07/01
CARDS
TIME:
-=------------------------------------------------------------------------------------7--------------------------------------------
04:31 PM
PAGE:F 11
ORDER
# 070095
BUILDER'- NORTH VALLEY READY
MIX -
BLDR ORDER
# 01-07
BLDR ACCOUNT #
'20-04-007-90
BLDR
CONTACT -
BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ NAME
- FTC ALMOND, INC:
ENGR GRP -
Visalia
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
-----------------------------------------------------------------------------------------------------------=-----------=-----------
# 1
DESCRIPTION
EWDS
50'-0" 16'-4"
20 PSF
80 MPH
UBC
97
.500 TO 12
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
16.13
-0.056
K/FT
0.000
K/FT
0.000
K/FT
EWP
2
2
- 3
UNIF
0.00
25.00
-0.056
K/FT
0.056
K/FT
0.000
K/FT
EWP
3
4
- 3
UNIF
0.00
17..17
0.000
K/FT
0.000
K/FT
-0.206
K/FT
EWP
4
5
- 3
UNIF
25.00
50.00
0.056
K/FT
0.056
K/FT
0.000
K/FT
EWP
5
6
- 5
UNIF
0.00
16.13
0.056
K/FT
0.000
K/FT
0.000
K/FT
CEWP
4
5
- 3
MCONC
50.00
15.00
0.000
KIP
0.956
KIP
57.360
IN -K
LOAD
CASE (EWS)
EW
WIND SUCTION
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
DIRECTION/
LABEL
NO
(START -END)
TYPE
FT
FT
X
Y
Z
LOCATION
EWS
1
1
- 2
UNIF
0.00
16.13
-0.056.K/FT
0.000
K/FT
0.000
K/FT
EWS
2
2
- 3
UNIF
0.00
25.00
-0.056
K/FT
0.056
K/FT
0.000
K/FT
EWS
3
4
- 3
UNIF
0.00
17.17
0.000
K/FT
0.000
K/FT
0.180
K/FT
EWS
4
5
- 3
UNIF
25.00
50.00
0.056
K/FT
0.056
K/FT
0.000
K/FT
EWS
5
6
- 5
UNIF
0.00
16.13
0.056
K/FT
0.000
K/FT
0.000
K/FT
CEWS
4
5
- 3
MCONC
50.00
15.00
0.000
KIP
0.956
KIP
57.360
IN -K
F
R A M E
D E S I G
N
- S E C
T I O
N 'P
R 0 P E
R T I
E S
DATE: 02/07/01
'.CARDS
TIME: 04:31
PM
_
"''PAGE:F
12
ORDER # 070095
-----------------------------7-------------------------------
BUILDER NORTH VALLEY
READY MIX.
BLDR
---------------------------------------------------
ORDER
# 01-07
BLDR ACCOUNT
V.
20-04-007-90
BLDR CONTACT - BOB
PARSONS
BLDR
PHONE #
530-345-7296
'
PROJ NAME
- FTC ALMOND,
INC.
ENGR
GRP -Visalia
(TYPE) (WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
-------------------
# 1
-------
DESCRIPTION EWDS 50'-0"
----------------------------
-----
16'-4"
---------
20
------
PSF
-------
80 MPH
--------
UBC
------
97
-------
.500
--------
TO 12.
-------
---- - - - - - - -
- - - -
MEMBER NO.
1
JOINTS
1 - 2
SECTION NO.
1
OUTER
FLANGE
= 5.000
X 0.250
WEB =
0.120
INNER FLANGE
= 5.000 X 0.250
ANAL SEC
DIST
DEPTH
AREA
IX
IY
RTO'
RTI
WRX
WRY
WRTO
WRTI
WDAFO
WDAFI
H/T
'LUSO
LUBI
PTS. NO.
(FT)
(IN)
(IN2)
(IN4)
(IN4)
(IN)
(IN)
.(IN)
(IN)
(IN)
(IN)
(IN).
(IN)
RATIO
(FT)
(FT)
1 1
0.00
12.00
3.88
101.51
5.21
1.33
1.33
5.11
1.16
1:33
1.33
9.60
9.60
95.83
7.50
7.50
2
3.75
12.00
3.88
101.51
- 5.21
1.33
1.33
5.11
1.16
1.33
1.33
9.60
9.60.
95.83
7.50
7.50
3
7.50
12.00
.3.88
101.51
5.21
1.33
1.33
5.11
1.16
1.33
1.33
9.60
9.60
95.83
•7.50
7.50
4
10.94
12.00
3.88
101.51
5.21
1.33
1.33
5.11
1.16
1.33
1.33
9.60
9.60
95.83
'6.88
6.88
5
14.37
12.00
3.88
101.51
5.21
1.33
1.33
.5.11
1.16
1.33
1.33
9.60
9.60
95.83
'6.88
6.88
MEMBER NO.
2
JOINTS
2-- 3
SECTION NO.
1
OUTER
FLANGE.
= 5.000
X 0.250
WEB =
0.120
INNER FLANGE
= 5.000 X 0.250
SECTION NO.
2
OUTER
FLANGE
= 5.000
X 0.250
WEB =
0.120
INNER FLANGE
= 5.000 X 0.250
ANAL SEC
DIST
DEPTH
AREA
IX
IY
RTO
RTI
WRX
WRY
WRTO
WRTI
WDAFO
WDAFI
H/T
LUSO
LUBI
PTS. NO.
(FT)
(IN)
•(IN2)
(IN4)
(IN4)
(IN)
(IN)
(IN)
(IN)
(IN).
(IN)
(IN)
(IN)
RATIO
(FT)
(FT)
1 1
1.04
12.00
3.88
101.51
5.21
1.33
1.33
5.51
1.16
1.33
1.33
9.60
9.60
95.83
3.92
2.88
2
3.92
12.00
3.88
101.51
5.21
1.33
1.33
5.51
1.16
.1.33
1.33
9.60
9.60
95.83
•5.00
10.01
3
8.92
12.00
3.88
101.51
5.21
1.33
1.33
5.51
1.16
1.33
1.33
9.60
9.60
95.83
•.5.00
10.01
4
13.92
12.00
..3.88
101.51
5.21
1.33
1.33
5.51
1.16
1.33
1.33
9.60
9.60
95.83
'5.00
10.01
5
14.99
12.00
3.88
101.51
5.21
1.33
1.33
5.51
1.15
1.32
1.31
10.21
11.19
95.83 •
5.00
10.01
6 2
15.01
12.00
3.88
101.56
5.21
1.33
1.33
5.51
1.15
1.32
1.31
10.21
11.19
95.85
5.00
10.01
7
18.92
13.95
4.11
141.75
5.21
1.31
1.31
5.51
1.15
1.32
1.31
10.21
11.19
112.12-.,:,
5.00
10.01
8
23.92
16.45
4.41
204.59
5.21
1.29
1.29
5.51
1.11
1.30
1.31
12..16
11.19,
132.91.5.00
10.01
9
24.97
16.97
4.48
219.56
5.21
1.28
1.28
5.51
1.08
1.29
1.29
13.37
13.37
137.29':'2.11
2.11
MEMBER NO.
3
JOINTS
4 - 3
SECTION NO.
1
CEE SECTION
= 12.OP.067S
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
12.00
1.38
29.11
2.31
4'.59
1.29
177.10
7.50
7.50
2
3.75
12.00
1.38.
29.11
2.31
4.59
1.29
177.10
7.50
7.50
3
7.50
12.00
1.38
29.11
2.31
4.59
1.29
177.10
7.50
7.50-
4
11.23
12.00.
1.38
29.11
2.31
4.59
1.29
177.10
7.46
7.46
5
14.95
12.00
1.38
29.11
2.31
4.59
1.29
177.10
7.46
7.46
F R
A M E D
E S'I. G
N
- S E C
T,I O
N P
R 0 P E
R T I.E
S
DATE: 02/07/01
CADDS
TIME: 04:31
PM
PAGE:F
13
------------------------------=----------------------------------------------------------
ORDER # 070095
BUILDER - NORTH VALLEY READY MIX
BLDR
ORDER
# 01-07
----------------------------
BLDR ACCOUNT,
--------------
#;'20-04-007-90
BLDR CONTACT
- BOB
PARSONS.
BLDR PHONE #
530-345-7296
PROJ NAME
- FTC ALMOND,
INC.
ENGR
GRP -
Visalia
(TYPE)
(WIDTH)
(HEIGHT).:
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
-----=-----------------------------------------------------------------------------------------------------------------------------
# 1
DESCRIPTION EWDS
50'-0"
16'-4".
20
PSF
80 MPH
UBC 97
.500
TO 12
'
MEMBER NO.
4
JOINTS
5`- 3
SECTION NO.
1
OUTER
FLANGE =
5.000
X 0.250
WEB
0.160
INNER FLANGE
= 5.000 X 0.250
SECTION NO.
2
OUTER
FLANGE =
5.000
X 0.250
WEB =
0.120
INNER FLANGE
= 5.000 X 0.250
ANAL SEC
DIST
DEPTH
AREA
IX
IY
RTO
RTI
WRX
WRY
WRTO
WRTI
WDAFO
WDAFI
H/T
'LUSO
LUBI
PTS. NO.
(FT)
(IN)
(IN2)
(IN4)
(IN4)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
RATIO
.'(FT)
(FT)
1 1
1.01
20.02
5.62
343.43
5.21
1.21
1.21
6.26
0.97
1.22
1.22
15.35
15.35
121.99
".3.92
2.91
2
3.92
18.35
5.36
280.77
5.21
1.23
1.23
6.26
1.01
1.24
1.26
13.54
12.39.
111.59
5.01
10.01
3
8.92
.15.49'
4.90
190.03
5.21
1.26
1.26
6.26
1.01
1.24
1.26
13.54
12.39'
93.67'
5.01
10.01
4
13.92
12.62
4.44
119.41
5.21
1.29
1.29
6.26
1.06
1.27
1.26
11.24 '12.39
75.76
5.01
10.01
5
14.99
12.00
4.34
106.64
5.21
1.29
1.29
6.26
1.13
1.31
1.31
10.27
11.21'
71.89
5.01
10.01
6 2
15.01
12.00
3.88
101.56
5.21
1.33
1.33
6.26
1.13
1.31
1.31
10.27
11.21.
95.85
5.01
10.01
7
18.92
13.95
4.11
141.75
5.21
1.31
1.31
6.26
1.13
1.31
1.31
10.27
11.21.
112.12
5.01
10.01
8
23.92
16.45
4:41
204.59
5.21
1.29
1.29
6.26
1.11
1.30
1.31
12.16
11.21
132.91
5.01
10.01
9
24.97
16.97
4.48
219.56
5.21
1.28
1.28
6.26
1.08
1.29
1.29
13.37
13.37
137.29
2.11
2.11
MEMBER NO.
5
JOINTS
6 - 5
SECTION NO.
1
OUTER
FLANGE =
5.000
X 0.250
WEB =
0.120
INNER FLANGE
= 5.000 X 0.250
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
12.00
3.88
101.51
5.21
1.33
1.33
5.11
1.16
1.33
1.33
9.60
, 9.60.
95.83
.47.50
7.50
2
3.75
12.00
3.88
101.51
5.21
1.33
1.33
5.11
1.16
1.33
1.33
9.60
9.60
95.83
7.50
7.50
3
7.50
12.00
3.88
101.51
5.21
1.33
1.33
5.11
1.16
1.33
1.33
9.60
9.60
95.83
7.50
7.50
4
10.60
12.00
3.88
101.51
5.21
1.33
1.33
5.11
1.16
1.33
1.33
9.60
9.60
95.83
'6.21
6.21
5
13.70
12.00
3.88
101.51
5.21
1.33
1.33
5.11
1.16
1.33
1.33
9.60
9.60
95.83
.6.21
6.21
F
R A M E
D E S I
G N -
C O
N'7 R
O L L I
N G
S TRE S
S
DATE:
02/07/01
CADDS
TIME:
04:31
PM
...PAGE:F
14
---------------------------------------------------------------------7-------------------------------------------------------------
ORDER
# 070095
BUILDER - NORTH VALLEY
READY MIX
BLDR ORDER
# 01-07
BLDR
ACCOUNT # 20-04-007-90
BLDR
CONTACT
- BOB
PARSONS.
BLDR PHONE #
530-345-7296
PROJ NAME
- FTC
ALMOND, INC.
ENGR
GRP
- Visalia
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
-----------------------------------------------------------------------------------------------------------------------------------
SYSTEM FRAME
# 1
DESCRIPTION
EWDS 50'-0"
16'-4"
20 PSF
80 MPH
UBC
97
.500 TO 12
COLUMN
1 -
2
AXIAL
-ALLOW
STRESSES-
SHEAR
ALLOW
---STRESS RATIOS --COMB
CONT
PT.
DEPTH
AREA
SOX
SIX
FORCE
MOMENT
FA
FBO
FBI
FORCE
SHEAR
QS
QA
CB
O.FL
I.FL ;STRESS
COMB
NO.
(IN)
(IN2)
(IN3)
(IN3)
(KIPS)
(IN -KIP)
(KSI)
(KSI)
(KSI)•
(KIPS)
(KIPS)
AXIAL
BENDG
BENDG.RATIO
M
V
1*
12.00
3.88
16.92
16.92
2.35
0.00
31.94
31.47
33.00
0.83
17.38
0.97
1.00
1.75
0.02
0.00
0.00 •0.02
1
2
2
12.00
3.88
16.92
16.92
2.35
-9.89
20.21
33.00
31.47
0.59
17.38
0.97
1.00
1.75
0.03
0.02
0.02: 0.05
6
2
3
12.00
3.88
16.92
16.92
-0.37
53.36
43.99
41.94
43.99
0.59
17.38
0.97
1.00
1.75
0.00
.0.08
0.07 0.08
2
2
4
12.00
3.88
16.92
16.92
-0.42
56.53
43.99
39.17
43.99
-0.34
17.38
0.97
1.00
1.05
0.00
0.09
0.08•`:.0.09
2
5
5*
12.00
3.88
16.92
16.92
0.98
-59.71
43.99
43.99
40.89
-0.34
17.38
0.97
1.00
1.28
0.01
0.08
0.09•:`0.09
5
5
ROOF
BEAM
2 -
3
9
AXIAL
-ALLOW
STRESSES-
SHEAR
ALLOW
---STRESS RATIOS --COMB
CONT
PT.
DEPTH
AREA
SOX
SIX
FORCE
MOMENT
FA
FBO
FBI
FORCE
SHEAR
QS
QA
CB
O.FL
I.FL :STRESS
COMB
NO.
(IN)
(IN2)
(IN3)
(I143)
(KIPS)
(IN -KIP)
(KSI)
(KSI)
(KSI)
(KIPS)
(KIPS)
AXIAL
BENDG
BENDG�RATIO
M
V
1*
12.00
3.88
16.92
16.92
0.01
-64.65
43.99
43.99
42.57
1.78
13.04
0.97
1.00
1.00
0.00
0.09
0.09.-;0.09
3
1
2
12.00
3.88
16.67
16.67.
0.01
-64.88
43.99
43.99
30.38
1.78
13.04
0.97
1.00
1.17
0.00
0.10
0.13`•0.13
3
1
3
12.00
3.88
16.92
16.67
0.26
84.84
33.00
31.94
33.00
0.92
13.04
0.97
1.00
1.42
0.00
0.16
0.15 '-'.0.16
6
1
4
12.00
3.88
16.67
16.67
0.22
80.61
33.00
31.94
33.00
-1.05
13.04
0.97
1.00
1.02
0.00
0.15
0.16 -0.16
1
1
5*
12.00
3.88
16.92
16.92
0.18
66.74
33.00
31.94
33.00
-1.07
13.04
0.97
1.00
1.55
0.00
0.12
0.12 ;-0.12
6
1
6*
12.00
3.88
16.92
16.92
0.20
66.61
33.00
31.94
33.00
-1.06
13.03
0.97
1.00
1.55
0.00
-0.12
0.12�A0.12
6
1
7
13.95
4.11
20.32
20.00
-0.03
-25.68
43.99
43.99
36.33
-2.03
11.08
0.96
1.00
1.77
0.00
.0.03
0.04-:;0.04
3
1
8
16.45
4.41
24.47
24:47
0.18
-106.03
33.00
33.00
29.44
-2.77
9.29
0.94
1.00
2.30
0.00
0.14
0.15::;0.15
6
1
9*
16.97
4.48
25.87
25.87
0.16
-141.06
33.00
33.00
30.99
-2.78
8.99
0.94
1.00
1.13
0.00
0.17
0.18 0.18
6
1
F R A M E D E S I G N - C 0 N.T R O L L I N G S T R E S S
DATE: 02/07/01 'CADDS
TIME: 04:31 PM ^PAGE:F 15
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT) • (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 TO 12
-----------------------------------------------------------z-----------------------------------------------------------------------
COLUMN 4 3 Rotated 90 degrees
AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT
PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL",STRESS COMB
NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG;RATIO M V
1* 12.00 1.38 4.85 4.85 5.23 0.00 15.41 27.79 27.79 0.83 2.98 1.00'0.25 0.00 0.00`0.43 1 13
2 12.00 1.38 4.85 4.85 5.23 0.00 12.56 24.88 24.88 0.83 2.98 1.46 0.30 0.00 0.00 0._55 1 13
3 12.00 1.38 4.85 4.85 5.21 0.00 12.56 24.88 24.88 -0.94 2.98 1.00 0.30 0.00 0.00 '0.55 1 13
4 12.00 1.38 4.85 4.85 5.19 0.00 12.59 24.92 24.92 -0.94 2.98 1.46 0.30 0.00 0.00 :-0.55 1 13
5* 12.00 1.38 4.85 4.85 5.18 0.00 12.59 24.92 24.92 -0.94 2.98 1.00 0.30 0.00 0.00. 0.55 1 13
ROOF BEAM 5 - 3
AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT
PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB
NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V
1* 20.02 5.62 34.31 34.31 0.37 -151.37 33.00 33.00 31.32 2.22 17.90 0.95 1.00 1.31 0.00 0.13 0.14 .0.14 1 6
2 18.35 5.36 30.05 30.05 -0.04 119.71 43.99 42.06 43.99 2.22 19.61 0.96 1.00 1.16 0.00 0.09 0.10 '0.10 3 6
3 15.49 4.90 24.54 24.11 0.20 -58.60 43.99 43.99 29.27 1.35 23.48 0.97 1.00 1.23 0.00 0.06 0.08. 0.08 2 6
4 12.62 4.44 18.61 18.61 0.19 -41.98 43.99 43.99 29.27 -0.65 29.26 0.98 1.00 1.23 0.00 0.06 0.08 .0.08 2 1
5* 12.00 4.34 17.77 17.77 -0.05 48.43 43.99 43.49 43.99 -0.67 30.10 0.99.1.00 1.28 0.00 0.06 0.06 0.06 3 1
6* 12.00 3.88 16.92 16.92 -0.03 48.38 43.99 42.57 43.99 -0.66 13.03 0.97 1.00 1.28 0.00 0.07 0.06 •0.07 3 6
7 13.95 4.11 20.32 20.00 0.11 -21.24 43.99 43.99 32.07 -1.63 11.08 0.96 1.00 1.33 0.00 0.03 0.03 '0.03 4 1
8 16.45 4.41 24.47 24.47 0.19 -111.12 33.00 33.00 28.40 -2.36 9.29 0.94 1.00 2.03 0.00 0.15 0.16 0.16 1 1
9* 16.97 4.48 25.87 25.87` 0.17 -141.06 33.00 33.00 30.99 -2.38 8.99 0.94 1.00 1.11 0.00 0.17 0.18 0.18 1 1
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: 02/07/01
CADDS
TIME:.04:31 PM
PAGE:F
16
--------------------=-------------------------------------------------------------------------------------------------=------------
ORDER # 070095
BUILDER -
NORTH VALLEY READY MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB
PARSONS
BLDR PHONE #
530-345-7296 PROJ.NAME
- FTC ALMOND, INC.
ENGR GRP - Visalia
(TYPE) (WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
# 1
DESCRIPTION EWDS 50'-0"
16'-4"
20-PSF
80 MPH
UBC
97
.500 TO 12'`..
COLUMN 6.-
5
AXIAL
-ALLOW
STRESSES-
SHEAR
ALLOW
---STRESS RATIOS --COMB'
CONT
PT. DEPTH AREA
SOX
SIX
FORCE MOMENT
FA
FBO FBI
FORCE
SHEAR QS
QA
CB
O.FL I.FL-:STRESS
COMB
NO. (IN) (IN2)
(IN3)
(IN3)
(KIPS) (IN -KIP)
(KSI)
(KSI) (KSI)
(KIPS)
(KIPS)'
AXIAL BENDG BENDG":RATIO
M V
1* 12.00 3.88.
16.92
16.92
4.64 0.00
31.94
31.47 33.00
1.02
17.38 0.97
1.00
1.75
0:04 0.00 0.00,
0.04
1 3
2 12.00 3.88
16.92
16.92
4.64 -9.89
20.21
33.00 31.47
0.78
17.38 0.97
1.00-1.75
0.06 0.02 0.02-.0.08
6 3
3 12.00 3.88
16.92
16.92
-1.41 69.96
43.99
41.94 43.99
0.78
17.38 0.97
1.00
1.75
0.01 0.10 0..09
.0.10
3 3
4 12.00 3.88
16.92
16.92
-1.45 79.69
43.99
41.40 43.99
-0.50
17.38 0.97
1.00
1.11
0.01 0.11 0.11.'0.12
3 4
5* 12.00 3.88
16.92:.
16.92
-1.50. 89.42
43.99
41.40 43.99
-0.50
17.38 0.97
1.00
1.11
0.01 0.13 0.12,';;0:13
3 4
F R A M E. D
E S I G N - W E L D S
U M M A R Y
DATE: 02/07/01
CADDS
TIME: 04:31 PM
PAGE:F 17
--------------------------------------------------------=
ORDER # 070095
BUILDER - NORTH
VALLEY READY MIX'
------------------------------------"--------------------------------------
BLDR ORDER
# 01-07 '
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB
PARSONS
BLDR PHONE #
530-345-7296 PROJ NAME
- FTC ALMOND,
INC.
ENGR GRP -
Visalia
(TYPE) (WIDTH)
(HEIGHT) (LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
-----------------------------------------------------------------------------------------------------------------------------------
# 1 DESCRIPTION EWDS 50'-0"
16'-4" 20 PSF
80 MPH UBC
97
.500 -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
OV80638
.1 0.120
0.045 1/8 2.620
1
1.
2
OV80640
1 0.120
0.129 1/8 2.620
2
1
1
OV80642
1 0.120
0.137 1/8 2.620
2
8
.1 "
OV80644
1 0.000
0.000 0/32 0.000
0
0
0'
OV80644
MILL -SECTION
OR C -SECT: NO FLANGE TO WEB WELD REQUIRED
OV80648
1 0.120
0.055 1/8 2.620
5
1
3
OV80646
1 0.160
0..090 1/8 2.620
4
2
6
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 N
- S P L I
C E S
U M M A R Y
DATE: 02/07/01
CADDS
TIME: 04:31 PM
PAGE:F 18
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095
BUILDER
- NORTH
VALLEY
READY MIX
BLDR.ORDER #
01-07
BLDR ACCOUNT # 20=04-007-90
BLDR CONTACT - BOB
PARSONS
BLDR
PHONE #
530-345-7296
PROJ NAME -
FTC ALMOND, INC.
ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT)
(LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
------------------
# 1
-----------------------------------------------------------------------------------------------------------------
DESCRIPTION )EWDS 50'-0"
16'-4"
20 PSF 80
MPH
UBC 97
.500 TO 12
SPLICE
LOCATION
MEMBER
ANALYSIS
CONTROLLING
AXIAL
SHEAR
MOMENT
NO
TYPE
MOD
SEQ
NO.
PT.
LOAD COMBINATION KIPS
KIPS
IN -KIPS
O1
COLUMN
00
1
1
1
DL + WLL
-0.28
0.83
0.00
DL + WLL
-0.28
0.83
0.00
02
2
5
DL+CL+2.80EQL
0.22
0.90
159.08
DL+CL+2.80EQR
1.43
-1.07
-189.00
03
COLUMN
O1
1
3
1
DL + WLL
-0.53
0.00
0.00
DL + WLL
-0.53
0.00
0.00
04
2
5
DL + WLL
-0.60
0.00
0.00
DL + WLL
-0.60
0.00
0.00
05
COLUMN
02
1
5
1
DL + WLR
-1.31
1.02
0.00
DL + WLR
-1.31
1.02
0.00
06
2
5
DL+CL+2.80EQR
0.56
1.50
251.01
DL+CL+2.80EQL.
2.63
-1.68
-279.54
07
BEAM
O1
1
2
5
DL + CLL + LL
0.18
-1.07
66.74
DL + WLR
-0.01
0.33
-40.57
08
BEAM
O1
1
4
0
DL + EWS
0.00
0.75
44:81
DL + CLL.+ SLL
+ SLR 0.00
-1.84
-110.21
09
2
5
DL + WLR
-0.04
-0.42
48.43
DL + WLL
0.18
0.36
-37.14
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: 02/07/01
CADDS
TIME: 04:31 PM
PAGE:F 19
--------------------------------------------------------------------------------------
-
ORDER # 070095 BUILDER NORTH VALLEY READY
MIX
----
BLDR ORDER
# 01-07
--------------
--------------------------
BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ NAME
- FTC ALMOND, -INC.
ENGR�GRP - Visalia
(TYPE)
(WIDTH)
(HEIGHT)•
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 1
------------------- -------------------
DESCRIPTION
-.----------------------------------------------------------------------
EWDS
50'-0"
16'-4"
20 PSF
80 MPH
UBC
97
.500 TO 12 .'
.----------------------
POSITIVE REACTION DIRECTION
H 'KIPS Horizontal Force
to Right V
V KIPS Vertical Force Up
Z KIPS Horizontal Out of
Plane +---H
/
1
4
6
Z
No. Loading Combination
1H 1V
3Z
4V
4Z
6H
6V
Sum H
Sum V
Sum Z
1 DL + CLL + LL
0.22 2.35
0.00
5.23
0.00
-0.22
4.64
0.00
. 12.22
0.00
2 DL + WLL
-0.83 -0.28
0.00
-0.53
0.00
-0.84
-0.12
-1.68
-0.92
0.00
3 DL + WLR
0.66 0.13
0.00
-0.13
0.00
1.02
-1.31
1.68
-1.32
0.00
4 D+CLL+EQL/1.4
-0.18 0.82
0.00
1.96
0.00
-0.51
2.00
-0.70
4.78
0.00
5 D+CLL+EQR/1.4
0.36 1.13
0.00
2.18
0.00
0.34
1.47
0.70
4.78
0.00
6 DL + CLL + SLL + SLR
0.22 2.35
0.00
5:23
0.00
-0.22
4.64
0.00
12.22
0.00
7 PD+PC+0.70PL+2.80EQL not
applicable
8 PD+PC+0.70PL+2.80EQR not
applicable
9 0.85P(DL+CL)+2.80EQL not
applicable
10 0.85P(DL+CL)+2.80EQR not
applicable
11 DL+CL+2.80EQL not
applicable
12 DL+CL+2.80EQR not
applicable
13 DL + EWP
0.38 -0.14
1.94
-0.16
1.60
-0.38
-1.02
0.00
-1.32
3.54
14 DL + EWS
0.38 -0.14
-1.69
-0.16
-1.40
-0.38
-1.02
0.00
-1.32
-3.09
ID Load Case
1H 1V
3Z
4V
4Z
6H
6V
Sum H
Sum V
Sum Z
DL DEAD LOAD
0.04 0.54
0.00
1.07
0.00
-0.04
0.83
0.00
2.44
0.00
CLL COLLATERAL LOAD
0.04 0.43
0.00
0.99
0.00
-0.04
0.91
0.00
2.34
0.00
LL LIVE LOAD
0.13 1.38
0.00
3.16
0.00
-0.13
2.90
0.00
7.44
0.00
WLL WIND LOAD LEFT
-0.88 -0.81
0.00
-1.60
0.00
-0.80
-0.95
-1.68
-3.36
0.00
WLR WIND LOAD RIGHT
0.62 -0.41
0.00
-1.21
0.00
1.06
-2.14
1.68
-3.76
0.00
EQ SEISMIC LOAD
-0.38 -0.22
0.00
-0.15
0.00
-0.59
0.37
-0.97.
0.00
0.00
SLL MIN SNOW LOAD LEFT
0.14 1.50
0.00
1.69
0.00
-0.14
-0.09
0.00
3.10
0.00
SLR MIN SNOW LOAD RIGHT
0.00 -0.12
0.00
1.47
0.00
0.00
2.99
0.00
4.34
0.00
EWP EW WIND PRESSURE
0.34 -0.67
1.94
-1.23
1.60
-0.34
-1.85
0.00
-3.76
3.54
EWS EW WIND SUCTION
0.34 -0.67
-1.69
-1.23
-1.40
-0.34
-1.85
0.00
-3.76
-3.09
FINAL FRAME D E S I G N - S TRES S. S U M M A R Y
DATE: 02/07/01 CADDS
TIME: 04:31 PM PAGE:F 20
=------------------------------------------------------------------------------------------------------------ =-=-=-----=------------
ORDER # 070095 BUILDER'- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT #_ 20=04-001-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP -.Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 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 14.38 55. 4 3.75 FT 12.00 IN 12.00 IN 5.000X .250 .120 5.000 X .250 0.092- 5
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 0.98 -59.71 0:25 -3.53 -3.53 43.99 43.99 40.89 0.83 17.38 0:048 2
MEMBER NO. 2 JOINT 2 - ,3
-----------------------------
SE CT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB
NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK.
1 15.00 55. 4 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120
2 10.00 55. 3 5.00 FT 12.00 IN 16.99 IN 5.000 X .250 .120
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 0.26. 84.84 0.07 5.01 5.01 33.00 31.94 33.00
2 0.16 -141.06 0.04 -5.45 -5.45 33.00 33.00 30.99
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 14.96 60. 4 3.75 FT 12.00 IN 12.00 IN 12.OP.067S
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 5.23 0.00 5.23 0.00 0.00 12.56 24.88 24.88
COMB. STRESS LOAD
INNER FL. RATIO CONDI
5.000 X .250 0.159 6
5.000 X .250 0.177• 6
--------------SHEAR--------------
FORCE
ALLOW
STRESS
LOAD
(KIPS)
(KIPS)
RATIO
COND
1.78
13.04
0.137
1
-2.78
8.99
0.310
1
COMB. STRESS LOAD
INNER FL. RATIO COND
0.554 1
--------------SHEAR--------------
FORCE ALLOW STRESS LOAD
(KIPS) (KIPS) RATIO COND
-0.94 2.98 0.316 13
FINAL FRAME DESIGN - STRES S SUMMARY
DATE: 02/07/01 CADDS
TIME: 04:31 PM PAGE:F 21
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 50'-0" 16'-4". 20 PSF 80 MPH UBC 97 .500 TO 12
----------------------------------------------------------------------------------------------------------'-------------------------
MEMBER NO. 4 JOINT 5 - 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 15.00 55. 4 5.00 FT 20.02 IN 12.00 IN 5.000 X .250 .160 5.000 X .250 0.143 1'
2 10.00 55. 3 5.00 FT 12.00 IN 16.99 IN 5.000 X .250 .120 5.000 X .250 0.177 1
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 0.37
-151.37
0.07 -4.41
-4.41
33.00
33.00
31.32
2 0.17
-141.06
0.04 -5.45
-5.45
33.00
33.00
30.99
MEMBER NO. 5
JOINT
6 - 5
----------------------------------
SECT. LENGTH
YIELD
NO. MAX SEG DEPTH
AT DEPTH
AT
WEB
NO. (FT)
STRESS
SEGS SIZE START. END
OUTER FL.
THK.
1 13.71
55.
4 3.75 FT 12.00
IN 12.00
IN 5.000 X .250
.120
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 -1.50
89.42
-0.39 5.29
5.29
43.99
41.40
43.99
--------------SHEAR--------------
FORCE ALLOW STRESS LOAD
(KIPS) (KIPS) RATIO COND
2.22 17.90 0.124 6
-2.38 8.99 0.265 1
COMB. STRESS LOAD
INNER FL. RATIO COND
5.000 X .250 0.129 3
--------------SHEAR--------------
FORCE ALLOW STRESS LOAD
(KIPS) (KIPS) RATIO COND
1.02 17.38 0.059 3
F
R AM E
DES
I G N
- J O I
N T D E F
L E C T I O N S
DATE: 02/07/01
CARDS
TIME: 04:31 PM
PAGE:F 22
---------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY
READY MIX
------------------------------------------------
BLDR ORDER
# 01-07
--------------------
BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR
PHONE #
530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR,GRP - Visalia
(TYPE) (WIDTH)
(HEIGHT)
(LIVE)
(WIND) .(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 1
-------------------------------------------------------------------------=---------------------------------------------------------
DESCRIPTION EWDS 50'-0"
16'-4"
20 PSF
80 MPH UBC 97
.500 TO 12
POSITIVE DEFLECTION DIRECTION
H INCHES Horiz. Deflection
to Right
V
2-------3-------5
V INCHES Vertical Deflection Up
+---H
/
1
4
6
z
No. Loading Combination Cd
2H
2V
3H
3V
5H
5V
1 DL +'CLL + LL N
0.228
-0.004
0.228
-0.024
0.228
-0.007
2 DL + WLL N
0.589
0.001
0.589
0.003
0.588
0.000
3 DL + WLR N
-0.733
0.000
-0.733
0.001
-0.733
0.002
4 D+CLL+EQL/1.4 N
0.524
-0.001
0.524
-0.009
0.524
-0.003
5 D+CLL+EQR/1.4 N
-0.381
-0.002
-0.380
-0.610
-0.380
-0.002
6 DL + CLL + SLL + SLR N
0.228
-0.604
0.228
-0.024
0.228
-0.007
13 DL + EWP N
-0.080
0.000
-0.079
0.001
-0.077
0.002
14 DL + EWS N
-0.080
0.000
-0.079
'0.001
-0.077
0.002
POSITIVE DEFLECTION DIRECTION
H INCHES Horizontal to the Right
V INCHES Vertical Up
MAXIMUM MEMBER DEFLECTIONS.
F R A M E D E S
I G N - M E M
B E R. D E
F L E C T
I O N S
Loading Combination
PT
DATE: 02/07/01
1
DL + CLL + LL
6
0.228
2
DL + WLL
CARDS
TIME: 04:31 PM
3
DL + WLR
6
-0.733
4
D+CLL+EQL/1.4
PAGE:F 23
ORDER # 070095
---------------------------------------------------------------------------------------------
BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
*01-07
6
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB
PARSONS BLDR PHONE
# 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
6
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND),
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
----------------------------------------------------------------=----------------------------------------------------=-------------
# 1 DESCRIPTION EWDS
50'-0" 16'-4"
20 PSF
80 MPH
UBC 97
.500 TO 12
POSITIVE DEFLECTION DIRECTION
H INCHES Horizontal to the Right
V INCHES Vertical Up
MAXIMUM MEMBER DEFLECTIONS.
MEMBER 1H
No.
Loading Combination
PT
DEFL
1
DL + CLL + LL
6
0.228
2
DL + WLL
6
0.589
3
DL + WLR
6
-0.733
4
D+CLL+EQL/1.4
6
0.524
5
D+CLL+EQR/1.4
6
-0.381
6
DL + CLL + SLL + SLR
6
0.228
13
DL + EWP
6
-0.080
14
DL + EWS
6
-0.080
MEMBER 2V
PT DEFL
4 -0.196
3 -0.086
3 0.154
4 -0.153
3 0.022
4 -0.196
4 0.032
4 0.032
+---2---+---4---+
1 3 5
MEMBER 3H
PT DEFL
6 0.228
6 0.589
6 -.0.733
6 0.524
6 -0.380
6 0.228
3 0.189
3 -0.236
MEMBER 4V
PT DEFL
10 -0.024
4 0.098
4 -0.136
4 0.069
4 -0.094
10 -0.024
4 -0.034
4. -0.034
MEMBER 5H
PT DEFL
6 0.228
6. 0.588
6 -0.733
6 0.524
6 -0.380
6 0.228
6 -0.077
6 -0.077
F I
N A L F R AM E D E S I G N -
F R AM E L A
Y O U T
DATE: 02/07/01
CADDS
TIME: 04:31 PM
--------------------------------------------------------------------------=---------------------------------=----------------------
ORDER # 070095 BUILDER
-
NORTH VALLEY READY MIX
BLDR ORDER #
01-07
BLDR ACCOUNT # •'20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME -
FTC ALMOND, INC.
ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 1
--------------------------------------------------------------------=--------------------------------------------------------------
DESCRIPTION EWDS 50'-0" 16'-4"
20 PSF 80
MPH
UBC
97
.500 TO'12
LEFT SIDE
RIGHT SIDE
SLOPE (P/12.)
=
0.500
SLOPE (P/12.)
=
0.500
DIST. TO RIDGE
=
25.000 FT.
DIST. TO RIDGE
=
25.000
FT.
COLUMN OFFSET
=
1.000 IN.
COLUMN OFFSET
=
1.000
IN.
GIRT DEPTH
=
9.500 IN.
GIRT'DEPTH
=
9.500
IN.
PURLIN DEPTH
=
9.500 IN. (PURLIN UNINSULATED)
PURLIN DEPTH
=
9.500
IN.
SPAN WIDTHS
(LEFT TO RIGHT)
SPAN 1 = 25.000 FT.
SPAN. 2 = 25.000 FT.
-R- .
OV80640 OV80642 OV80646
0 0
0
V V
V
8 8
8
0 0
0
6 6
6
3 4
4
8 4
8
1 2
F I
N A L FRAME
DESIGN
DATE: 02/07/01
CADDS
TIME: 04:31 PM
-------------------------------------------
PAGE:F 24
-------------------------------------
ORDER # 070095
---------------------------=-----------------------
BUILDER - NORTH VALLEY READY
MIX
BLDR.ORDER
# 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB
PARSONS BLDR PHONE
# 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND) (CODE/YEAR).
(SLOPE)
DESIGN SYSTEM FRAME
---------------------=-------------------------------------------------------------------------------------------------------------
# 2 DESCRIPTION LRF
50'-0" 16'-4"
20 PSF
80 MPH UBC 97
.500 TO 12
EAVE HEIGHT =
FRAME HEIGHT =
COL. CLEAR HT. _
SLOPE (P/12.) _
SW R -BEAM OFFSET =
DIST. TO RIDGE _
COLUMN OFFSET =
GIRT DEPTH =
PURLIN DEPTH _
LEFT SIDE RIGHT SIDE
16:126
FT.
16.126
FT.
15.333
FT.
15.333
FT.
14.072
FT.
F R A M E D E S
I G N - G E N E
R A L I N F O R M
A T I O N
0.500
Z MX
DATE:
02/07/01
0.125
IN.
25.000
FT.
25.000
r'CADDS
TIME:
04:31 PM
-------------------------------------------------------------------------------------------------------------
IN.
9.500
IN.
9.500
:.''PAGE:F 25
ORDER
# 070095
-
BUILDER NORTH VALLEY READY
MIX
BLDR ORDER # 01-07
0
BLDR ACCOUNT #
------
20-04-007-90
BLDR CONTACT -
BOB PARSONS BLDR PHONE
# 530-345-7296
PROJ NAME - FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE) .
(WIDTH) (HEIGHT)
(LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
SYSTEM
FRAME # 2 DESCRIPTION LRF
50'-0" 16'-4"
20 PSF 80 MPH
UBC 97
.500 TO 12
'
EAVE HEIGHT =
FRAME HEIGHT =
COL. CLEAR HT. _
SLOPE (P/12.) _
SW R -BEAM OFFSET =
DIST. TO RIDGE _
COLUMN OFFSET =
GIRT DEPTH =
PURLIN DEPTH _
LEFT SIDE RIGHT SIDE
16:126
FT.
16.126
FT.
15.333
FT.
15.333
FT.
14.072
FT.
14.072
FT..
0-500
X
0.500
Z MX
0.125'IN.
0.417
0.125
IN.
25.000
FT.
25.000
FT.
1.000
IN.
1.000
IN.
9.500
IN.
9.500
IN.
9.500
IN.
9.500
IN.
(PURLIN UNINSULATED)
0
---------------------
JOINT DATA ------
---------------
NUMBER
JOINTS
JOINT
X-COORD
Y-COORD
DEGREE -OF -FREEDOM
NUMBER
FT
FT.
X
Y MZ
Z MX
1
0.417
0.000
1
1 0
1 0
2
0.939
14.705
0
0 0
1 0
3
25.000
15.708
0
0 0
0 0
4
49.061
14.705
0
0 0
1 0
5
49.583
0.000
1
1 0
1 0
( 0 =
FREE 1
= FIXED )
SPAN NO. WIDTH MISCELLANEOUS PROPERTIES
1 4';50.000 FT MODULUS OF ELASTICITY = 29000 KSI
CMX 0.850
CMX(stepped column/no wind) = 0.950
CMY(pinned in minor axis) = 0.600
CMY(fixed in minor axis) = 0.400
** P Delta Analysis **
----- MEMBER DATA ----
MEMBER
MOM. RELEASE
K VALUES
NUMBER
JOINTS
START END
IN PLANE OUT OF PLANE .
1
1- 2
0 0
1.50 1.00
2
2- 3
0 0
1.50 1.00
3
4- 3
0 0
1.50 1.00
4
5- 4
0 0
1.50 1.00
( 1 = RELEASE 0 = NO RELEASE )
F R A M E D E S I G N - S E C 0 N D A R_Y / B R A C E L O C A T I O N S
DATE: 02/07/01 ` 'CADDS
TIME: 04:31 PM PAGE:F 26
------------------------------------------------ ----------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT #.°20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROD NAME - FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 TO 12
-----------------------------------------7-----------------------------------------------------------------------------------------
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. O FL Outside flange only braced
ID - B Base, G Girt, P Purlin, E Eave strut;.0 Other, O -IF Outside and Inside flange braced
L Landmark 2000 truss purlin. O -SF Outside braced and inside Single flange brace.
MAJOR - Major axis brace point indicator. ( YES or NO )
NOTE: BRACE FORCE is the required support force (in kips) perpendicular to the flange
COLUMN 1- 2 BRACE COLUMN '5- 4 BRACE ROOFBEAM 2- 3 BRACE ROOFBEAM 4- 31 BRACE
DIST ID BRACE MAJOR 'FORCE DIST ID BRACE MAJOR FORCE DIST ACCUM ID BRACE FORCE DIST 'ACCUM ID BRACE FORCE
0.00 B O -IF YES 0.00 B O -IF YES 0.00 0.00 E 0 FL 0.00 0.00 E O FL
7.50 G O -IF NO 14.07 O O -IF YES 3.92 3.92 P O -SF 3.92 3.92 P.. O -SF
14.07 0 O -IF YES 16.13 E 0 FL NO 8.92 8.92 P 0 FL 8.92 8.92 P 0 FL
16.13 E O FL NO 13.92 13.92 P O -SF 13.92 13.92 P• O -SF
18.92 18.92 P 0 FL 18.92 18.92 P .0 FL
23.92 23.92 P O -SF 23.92 23.92 P :0 -SF
GENERAL
In general, forces and .coordinates follow the
right hand rule. TheX axis is -horizontal and posi- V
tive to the right. The Y axis is vertical and posi-
tive upward. The Z axis is normal to the X and Y
axis, and is positive out of this plane. Positive +---H
moments about the X, Y, and Z axis are counter- /
clockwise as viewed looking toward the origin of the Z
axis.
APPLIED LOADS
For load application, vertical and horizontal distances are
measured from an origin point at the left structure line and
the base of the left exterior column.
UNIF - Uniformly distributed loads. These loads can be in
X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane )
direction. The magnitude of the load is kips/foot. The
distances are the location of the start and the end of the
load, along the axis of the member.
TAPR —Tapered distributed loads. Themagnitude in kips/foot
of each end of the load is given. Loads can be in the X, Y, or
Z direction. Distances are. measured along the axis of the
member.
CONC - Concentrated load: .This load can be a.force in the X
or Y direction or a moment about the Z axis. The location of
the load is measured along the member. The load exists at the
neutral axis of the member, or at the outer or inner flange of
the member.
MCONC - Moment producing concentrated load. This load type
is similiar to a concentrated load except the location of the
load is given in global coordinates, and can exist off the
member.
ZCONC - Out -of -plane concentrated load. This load can be a
moment about the global X or Y axis, or a force.in.the Z axis
direction.
SCRAN - Special load for crane loads.- This is:similiar to
the MCONC load except that the moment.is in the minor axis
direction of the member and is supported by only one flange.
DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS
Columns use the vertical distance, measured from the base
plate of the column.
. Roofbeams use'the horizontal distance measured from the
start of the member. 'In the case of exterior roofbeams, the
start of the member is at the exterior'structure line.
MEMBER FORCES
Positive axial force, the member is in compression. Positive
shear force, outward force on the end of the member. Positive
moment, compression on the outer flange.,'
FRAME REACTIONS
Reactions use the global coordinate system. A positive
horizontal (H) force is to the right. A positive vertical (V)
force is upwards. A positive in -plane , moment (M) is counter-
clockwise in the X -Y plane. A positive gout -of -plane force (Z)
is out of the X -Y plane. A positive out -•of -plane moment (MX) is
counter clockwise about the.X axis ( near side rotating down ).
F R A M E
D E S I G N -
C O N V E N
T I O N S
DATE: 02/07/01
CADDS
TIME: 04:31 PM
PAGE:F 27
------------------------------
ORDER # 070095
-----------------------------------------------------------------------------------------------------
BUILDER -r NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT -
BOB PARSONS BLDR PHONE
# 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -Visalia
(TYPE)
(WIDTH) (HEIGHT)z.
(LIVE)
(WIND) (CODE/YEAR)
`(SLOPE)
-
DESIGN SYSTEM
------------------------------------------------------------------------------------------------------------------------=----------
FRAME # 2 DESCRIPTION LRF
50'-0" 16'-4",
20 PSF
80 MPH UBC 97
.500 TO 12
GENERAL
In general, forces and .coordinates follow the
right hand rule. TheX axis is -horizontal and posi- V
tive to the right. The Y axis is vertical and posi-
tive upward. The Z axis is normal to the X and Y
axis, and is positive out of this plane. Positive +---H
moments about the X, Y, and Z axis are counter- /
clockwise as viewed looking toward the origin of the Z
axis.
APPLIED LOADS
For load application, vertical and horizontal distances are
measured from an origin point at the left structure line and
the base of the left exterior column.
UNIF - Uniformly distributed loads. These loads can be in
X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane )
direction. The magnitude of the load is kips/foot. The
distances are the location of the start and the end of the
load, along the axis of the member.
TAPR —Tapered distributed loads. Themagnitude in kips/foot
of each end of the load is given. Loads can be in the X, Y, or
Z direction. Distances are. measured along the axis of the
member.
CONC - Concentrated load: .This load can be a.force in the X
or Y direction or a moment about the Z axis. The location of
the load is measured along the member. The load exists at the
neutral axis of the member, or at the outer or inner flange of
the member.
MCONC - Moment producing concentrated load. This load type
is similiar to a concentrated load except the location of the
load is given in global coordinates, and can exist off the
member.
ZCONC - Out -of -plane concentrated load. This load can be a
moment about the global X or Y axis, or a force.in.the Z axis
direction.
SCRAN - Special load for crane loads.- This is:similiar to
the MCONC load except that the moment.is in the minor axis
direction of the member and is supported by only one flange.
DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS
Columns use the vertical distance, measured from the base
plate of the column.
. Roofbeams use'the horizontal distance measured from the
start of the member. 'In the case of exterior roofbeams, the
start of the member is at the exterior'structure line.
MEMBER FORCES
Positive axial force, the member is in compression. Positive
shear force, outward force on the end of the member. Positive
moment, compression on the outer flange.,'
FRAME REACTIONS
Reactions use the global coordinate system. A positive
horizontal (H) force is to the right. A positive vertical (V)
force is upwards. A positive in -plane , moment (M) is counter-
clockwise in the X -Y plane. A positive gout -of -plane force (Z)
is out of the X -Y plane. A positive out -•of -plane moment (MX) is
counter clockwise about the.X axis ( near side rotating down ).
GENERAL BUILDING INFORMATION
DESIGN BAY = 15.000 FT.
TOTAL BUILDING LENGTH = 45.000 FT.
PANELS
TYPE
DESCRIPTION
LEFT
SIDEWALL
SHWAL
26STL
ROOF
= BUTTE
MR24
24STL
RIGHT
SIDEWALL
SHWAL
F R A M E
D E S I G N -
L O A D S
U M M A R Y
RIGHT
DATE: 02/07/01
= 10.,000 FT.
CANOPY
BUILDING CODE
= UBC - 1997
CARDS
TIME: 04:31 PM
= 2.700 PSF + FRAME
DL
COLLATERAL LOAD (CLL)
= 5.000 PSF
r.PAGE:F 28
--------------------------=-----------------------------------------------------------------------------------=--------=-----------
ORDER # 070095
BUILDER.- NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07
BLDR�ACCOUNT
#-' 20-04-007-90
BLDR CONTACT - BOB
PARSONS BLDR PHONE
# 530-345-7296
PROJ NAME
-'FTC ALMOND, INC.
ENGR GRP
-.Visalia
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
-----------------------------------------------------------------------------------------------------------------------------------
# 2 DESCRIPTION LRF
50'-0" 16'-4"
20 PSF
80 MPH UBC 97
.500 TO
12
GENERAL BUILDING INFORMATION
DESIGN BAY = 15.000 FT.
TOTAL BUILDING LENGTH = 45.000 FT.
PANELS
TYPE
DESCRIPTION
LEFT
SIDEWALL
SHWAL
26STL
ROOF
= BUTTE
MR24
24STL
RIGHT
SIDEWALL
SHWAL
26STL
CANOPY /
OVERHANG
/ WIDTH -EXTENSION
RIGHT
SIDEWALL
= 10.,000 FT.
CANOPY
f
C�
WEIGHT -
1.12 PSF 5`
2.70 PSF (INCLUDING ALLOWANCE FOR SECONDARIES)`
1.12 PSF.
CONN DETAIL C320
BUILDING USE AND LOCATION
STATE
= CALIFORNIA
COUNTY
= BUTTE
(INLAND)
USE CATEGORY
= 4 (GENERAL USE)
TERRAIN CAT/WIND EXP
= B
APPLIED LOADINGS
BUILDING CODE
= UBC - 1997
DEAD LOAD (DL )
= 2.700 PSF + FRAME
DL
COLLATERAL LOAD (CLL)
= 5.000 PSF
ROOF LIVE LOAD (LL )
= 20.000 PSF
MIN
COUNTY GROUND SNOW LOAD
MIN
County Rain on Snow
Roof Exposure
= Partially Exposed Roof
Thermal Condition
= Normal
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
RIGHT CANOPY/OVERHANG.
60.00%
1.00
12.00
= 0 PSF,
INCLUDES 1.00 IMPORTANCE FACTOR
_ _ 0.0 PSF
WIND LOADS
WIND LOAD LEFT
WIND LOAD RIGHT
WIND UPLIFT
WIND LOAD CASE
WIND ENCLOSURE
COEFFICIENTS
= 80.000 MPH ( 10.280 PSF)
= 80.000•MPH ( 10.280 PSF)
= 80.000 MPH ( 10.280 PSF)
1
ENCLOSED
F R A M E
D E S I G N -
L O A D S
U M'M A
R Y
LEFT ROOF
-0.700(SUCTION )
DATE: 02/07/01
-0.700(SUCTION )
RIGHT SIDEWALL
-0.500(SUCTION )
RIGHT CANOPY/OVERHANG
-0.700(SUCTION )
CADDS
TIME: 04:31 PM
(EWP)
SIDEWALLS
-0.700(SUCTION )
ROOF
-0.700(SUCTION )
SIDEWALL CANOPY/OVERHANG
PAGE:F 29
ORDER # 070095
--------------------------------------------------------------------------------------------------------------------
BUILDER - NORTH VALLEY READY
MIX
IBLDR ORDER
# 01-07
BLDR ACCOUNT
#x•20-04-007-90
BLDR CONTACT -
BOB PARSONS BLDR PHONE
# 530-345-7296•
". PROJ NAME
- FTC ALMOND, INC.
ENGR GRP
- Visalia
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM
-=-----------------------------------------------------------------=----------------------------------------=----------------------
FRAME # 2 DESCRIPTION LRF
50'-0" 16'-4"
20 PSF
80 MPH
UBC 97
A00 TO
12
WIND LOADS
WIND LOAD LEFT
WIND LOAD RIGHT
WIND UPLIFT
WIND LOAD CASE
WIND ENCLOSURE
COEFFICIENTS
= 80.000 MPH ( 10.280 PSF)
= 80.000•MPH ( 10.280 PSF)
= 80.000 MPH ( 10.280 PSF)
1
ENCLOSED
SEISMIC LOADS (EQ )
PERCENT SNOW LOAD = 0.000
SEISMIC, ZONE = 3
MIN CTY SEISMIC ZONE = 3
STORY DRIFT LIMIT = 0.025
P DELTA LIMIT = 0.100
OMEGAO DEFLECT AMPLIF FACTOR = 2.800
Maximum P Delta Stability Coefficient = 0.02,
MIN COUNTY WIND SPEED
WIND FROM RIGHT
(WLR)
-0.500(SUCTION )
-0.700(SUCTION )
-0.700(SUCTION )
0.800(PRESSURE)
-1.200(SUCTION )
ENDWALL WIND SUCTION
(EWS)
-0.700(SUCTION )
-0.700(SUCTION )
-1.200(SUCTION )
= 76 MPH
INCLUDES 1.00 IMPORTANCE FACTOR
INTERNAL PRESSURE INTERNAL SUCTION
(IP ), (IS )
0.000 0.000
0.000 0.000
0.000 0.000•
0.000 0.000
Seismic W - LEFT ROOF =
Seismic W - RIGHT ROOF =
Seismic W - RIGHT CANOPY/OVERHANG
R FACTOR
I FACTOR
Na LATERAL FACTOR
SOIL PROFILE
Nv FACTOR
Ct FACTOR
T FACTOR
Ca FACTOR
Cv FACTOR
p FACTOR
NET SEISMIC FACTOR
Associated Load Combination 04
9.700;PSF
9.700. PSF
9.700 PSF
4.500•.
1.000
1.000.
D
1.000:
0.035
0.284'
0.360
0.540
1.000
0.200
WIND FROM LEFT
(WLL)
LEFT SIDEWALL
0.800(PRESSURE)
LEFT ROOF
-0.700(SUCTION )
RIGHT ROOF
-0.700(SUCTION )
RIGHT SIDEWALL
-0.500(SUCTION )
RIGHT CANOPY/OVERHANG
-0.700(SUCTION )
ENDWALL WIND PRESURE
(EWP)
SIDEWALLS
-0.700(SUCTION )
ROOF
-0.700(SUCTION )
SIDEWALL CANOPY/OVERHANG
-1.200(SUCTION )
SEISMIC LOADS (EQ )
PERCENT SNOW LOAD = 0.000
SEISMIC, ZONE = 3
MIN CTY SEISMIC ZONE = 3
STORY DRIFT LIMIT = 0.025
P DELTA LIMIT = 0.100
OMEGAO DEFLECT AMPLIF FACTOR = 2.800
Maximum P Delta Stability Coefficient = 0.02,
MIN COUNTY WIND SPEED
WIND FROM RIGHT
(WLR)
-0.500(SUCTION )
-0.700(SUCTION )
-0.700(SUCTION )
0.800(PRESSURE)
-1.200(SUCTION )
ENDWALL WIND SUCTION
(EWS)
-0.700(SUCTION )
-0.700(SUCTION )
-1.200(SUCTION )
= 76 MPH
INCLUDES 1.00 IMPORTANCE FACTOR
INTERNAL PRESSURE INTERNAL SUCTION
(IP ), (IS )
0.000 0.000
0.000 0.000
0.000 0.000•
0.000 0.000
Seismic W - LEFT ROOF =
Seismic W - RIGHT ROOF =
Seismic W - RIGHT CANOPY/OVERHANG
R FACTOR
I FACTOR
Na LATERAL FACTOR
SOIL PROFILE
Nv FACTOR
Ct FACTOR
T FACTOR
Ca FACTOR
Cv FACTOR
p FACTOR
NET SEISMIC FACTOR
Associated Load Combination 04
9.700;PSF
9.700. PSF
9.700 PSF
4.500•.
1.000
1.000.
D
1.000:
0.035
0.284'
0.360
0.540
1.000
0.200
F
R A M
E
D E
S I G N
- L O A D
C
OMB I N•A
T
I O N S
DATE:
02/07/01
T...CADDS
TIME:
04:31 PM
PAGE:F 30
------------------------------------------
ORDER
-----------------------------------------------------------------
# 070095 BUILDER - NORTH VALLEY READY
MIX
BLDR
ORDER # 01-07
-----------=-
BLDR ACCOUNT #
------------
'20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ
NAME - FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 2
--------------------------=---------------------------
DESCRIPTION
LRF
50'-0"
-----------------------------------------------------------------
161-4".,.
20
PSF 80 MPH
UBC
97
.500 TO 12
..
------------
LCN
LOAD DESCRIPTION
STRESS
MEMB
P DELTA
DESIGN
LOADING
GRP
LOADING
GRP
LOADING
GRP
LOADING GRP:
LOADING GRP
INCREASE
STR
LAT
LONG
CATEGORY
PERCENT
PERCENT
PERCENT
PERCENT
PERCENT
1
DL + CLL + LL
1.000
N
N
N
Std Des
100.00.
DL
100.00
CLL
100.00
LL
"
2
DL + WLL
1.333
N
N
N
Std Des
100.00
DL
100.00
WLL
3
DL + WLR
1.333
N
N
N
Std Des
100.00
DL
100.00
WLR
4
D+CLL+EQL/1.4
1.333
N
Y
N
Std Des
100.00
DL
100.00
CLL
72.00
EQ
5
D+CLL+EQR/1.4
1.333
N
Y
N
Std Des
100.00
DL
100.00
CLL
-72.00
EQ
6
DL + CLL + SLL + SLR.
1.000
N
N
N
Std Des
100.00
DL
100.00
CLL
100.00
SLL
100.00 SLR
7
PD+PC+0.70PL+2.80EQL
..•1.700
Y
N
N
Axial C
100.00
DL
100.00
CLL
70.00
LL
280.00 EQ
8
PD+PC+0.70PL+2.80EQR
'1.700
Y
N
N
Axial C
100.00
DL
100.00
CLL
70.00
LL
-280.00 EQ
9
0.85P(DL+CL)+2.80EQL1.700
Y
N
N
Axial T
85.00
DL
85.00
CLL
280.00
EQ
10
0.85P(DL+CL)+2.80EQR
1.700
Y
N
N
Axial T
85.00
DL
85.00
CLL
-280.00
EQ
11
DL+CL+2.80EQL
1.700
Y
N
N
Conns
100.00
DL
100.00
CLL
280.00
EQ
12
DL+CL+2.80EQR
1.700
Y
N
N
Conns
100.00
DL
100.00
CLL
-280.00
EQ
13
DL + EWP
1.333
N
N
N
Std Des
100.00
DL
100.00
EWP
14
DL+REQ
1.333
N
N
N
Std Des
100.00
DL
100.00
REQ
15
DL+CLL+REQ
1.333
N
N
N
Std Des
100.00
DL
100.00
CLL
100.00,
REQ
F R A M E D E S I •G N
-. A
P P L I E
D L'O
A D S
DATE:
02/07/01
CADDS
TIME:
04:31 PM
PAGE:F 31
---------------
ORDER
# 070095
-----------------------------------------------------------------------
BUILDER - NORTH VALLEY READY
MIX
--------------------------------
BLDR ORDER # 01-07
BLDR ACCOUNT #
-=-----------
20-04-007-90
BLDR CONTACT -
BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ NAME - FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 2
------------------------------7----------------------------------------------------------------------------------------------------
DESCRIPTION LRF
50'-0" 16'-4"
20 PSF
80 MPH
UBC
97
.500 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 25.00
0.000
K/FT
-0.041
K/FT
0.000
K/FT
DL
3
4 - 3
UNIF
25.00 50.00
0.000
K/FT
-0.041
K/FT
0.000
K/FT
CDL
3
4 - 3
MCONC
50.00 15.00
0.000
KIP
-0.405
KIP
-24.300
IN -K
LOAD CASE (CLL)
COLLATERAL
LOAD
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
DIRECTION/
LABEL
NO
(START -END)
TYPE
FT FT
X
Y
Z
LOCATION
CLL
2
2 - 3
UNIF
0.00 25.00
0.000
K/FT-
-0.075
K/FT
0.000
K/FT
CLL
3
4.- 3
UNIF
25.00 50.00
0.000
K/FT
-0.075
K/FT
0.000
K/FT
CCLL
3
4 - 3
MCONC
50.00 15.00
0.000
KIP
-0.750
KIP
-45.000
IN -K
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 25.00
0.000
K/FT
.-0.180
K/FT
0.000
K/FT
LL
3
4 - 3
UNIF
25.00 50.00
0.000
K/FT
-0.180
K/FT
0.000
K/FT
CLL
3
4 - 3
MCONC
50.00 15.00
0.000
KIP
-1.800
KIP
-108.000
IN -K
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 16.13
0.123
K/FT
0.000
K/FT
0.000
K/FT
WLL
2
2 - 3
UNIF
0.00 25.00
-0.108
K/FT
0.108
K/FT
0.000
K/FT
WLL
3
4 - 3
UNIF
25.00 50.00
0.108
K/FT.
0.108
K/FT
0.000
K/FT
WLL
4
5 - 4
UNIF
0.00 16.13
0.077
K/FT
0.000
K/FT
0.000
K/FT
CWLL
3
4 - 3
MCONC
50.00 15.00
0.000
KIP
1.079
KIP
64.762
IN -K
F R A M E D E S
I G N
- A
P P L I E
D L 0
A D.S
DATE:
02/07/01
-'CADDS
TIME:
04:31 PM
PAGE:F 32
-----------------------------------------------7----------------------------------------------7-------------------------=----------
ORDER
# 070095
BUILDER - NORTH VALLEY READY MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT -.BOB
PARSONS
BLDR PHONE # 530-345-7296•
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP - Visalia
(TYPE) (WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
-------------------------------------------------------------------=-------------------------------------------=-------------------
SYSTEM FRAME # 2
DESCRIPTION
LRF 50'-0"
16'-4"
20 PSF
80 MPH
UBC
97
.500 TO 12
LOAD CASE (WLR)
WIND LOAD
RIGHT
LOAD
MEMBER
JOINTS
LOAD
DISTANCES'
LOADS
DIRECTION/
LABEL
NO
(START -END)
TYPE
FT FT
X
Y
Z
LOCATION
WLR
1
1 - 2
UNIF
0.00 16.13
-0.077
K/FT
0.000
K/FT
0.000
K/FT
WLR
2
2 - 3
UNIF
0.00 25.00
-0.108
K/FT
0.108
K/FT
0.000
K/FT
WLR
3
4 - 3
UNIF
25.00 50.00
0.108
K/FT
0.108
K/FT
0.000
K/FT
WLR
4
5 - 4
UNIF
0.00 16.13
-0.123
K/FT
0.000
K/FT
0.000
K/FT
CWLR
3
4 - 3
MCONC
50.00. 15.00
0.000
KIP
1.850
KIP
111.020
IN -K
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 16.13
0.003
K/FT
0.000
K/FT
0.000
K/FT
EQ
2
2 - 3
CONC
0.00
0.728
KIP
0.000
KIP
0.000
IN -K
Outside flange
EQ
3
4 - 3
CONC
50.00
0.728
KIP
0.000
KIP
0.000
IN -K
Outside flange. -
EQ
4
5 - 4
UNIF
0.00 16.13
0.003
K/FT
0.000
K/FT
0.000
K/FT
CEQ
3
4 - 3
MCONC
50.00 15.00
0.291
KIP
0.000
KIP
0.000
IN -K
LOAD CASE (SLL)
MIN SNOW
LOAD LEFT
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
DIRECTION/
LABEL
NO
(START -END)
TYPE
FT FT
X
Y
Z
LOCATION
SLL
2
2 - 3
UNIF
0.00 25.00
0.000
K/FT
-0.180
K/FT
0.000
K/FT
LOAD CASE (SLR)
MIN SNOW
LOAD RIGHT
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
DIRECTION/
LABEL
NO
(START -END)
TYPE
FT FT
X
Y
Z
LOCATION
SLR
3
4 - 3
UNIF
25.00 50.00
0.000
K/FT
-0.180
K/FT
0.000
K/FT
CSLR
3
4 - 3
MCONC
50.00 15.00
0.000
KIP
-1.800
KIP
-108.000
IN -K
F R A M E D E S
I G N
- •A.P
P L I E
D L O A
D S
DATE:
02/07/01
,}.CADDS
TIME:
04:31 PM
'„ PAGE:F 33
----------------------------------------
ORDER
# 070095
----------------------------•--
BUILDER'- NORTH VALLEY READY MIX
..BLDR
--------------------------------------.----------
ORDER
# 01-07
-------------
BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT -
BOB PARSONS
BLDR PHONE # 530-345-7296,
PROJ NAME
- FTC ALMOND,' INC.
ENGR GRP -.Visalia
(TYPE) (WIDTH) (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
-------------------------------------------------------------------7--------------------7-------------------=--------=-------------
SYSTEM FRAME # 2 '.DESCRIPTION
LRF 50'-0"
16'-4"
20 PSF
80 MPH
UBC
97
.500 TO 12
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 16.13
-0.108
K/FT
0.000
K/FT
0.000
K/FT
EWP
2
2 - 3
UNIF
0.00 25.00
-0.108
K/FT
0.108
K/FT
0.000
K/FT
EWP
3
4 - 3
UNIF
25.00 50.00
0.108
K/FT
0.108
K/FT
0.000
K/FT
EWP
4
5 - 4
UNIF
0.00 16.13
0.108
K/FT
0.000
K/FT
0.000,
K/FT
CEWP
3
4 - 3
MCONC
50.00 15.00
0.000
KIP
1.850
KIP
111.020
IN-K
RKL
2
2 - 3
CONC
0.00
10.167
KIP
0.000
KIP
0.000
IN-K
Outside flange
LOAD CASE (EWS)
EW WIND SUCTION
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
DIRECTION/
LABEL
NO
(START-END)
TYPE
FT FT
X
Y
Z
LOCATION
EWS
1
1 - 2
UNIF
0.0.0 16.13
-0.108
K/FT
0.000
K/FT
0.000
K/FT
EWS
2
2 - 3
UNIF
0.00 25.00
-0.108
K/FT
0.108
K/FT
0.000
K/FT
EWS
3
4 - 3
UNIF
25.00 50.00
0.108
K/FT
0.108
K/FT
0.000
K/FT
EWS
4
5 - 4
UNIF
0.00 16.13
0.108
K/FT
0.000
K/FT
0.000
K/FT
CEWS
3
4 - 3
MCONC
50.00 15.00
0.000
KIP
1.850
KIP
111.020
IN-K
RKL
2
2 - 3
CONC
0.00
10.167
KIP
0.000
KIP
0.000
IN-K
Outside flange
LOAD CASE (REQ)
SEISMIC RACK LOAD
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
DIRECTION/
LABEL
NO
(START-END)
TYPE
FT FT
X
Y
Z
LOCATION
REQ
2
2 - 3
CONC
0.00
4.000
KIP
0.000
KIP
0.000
IN-K
Outside flange..,
LOAD CASE (PDE)
P Delta Unit Story
S
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
DIRECTION/
LABEL
NO
(START-END)
TYPE
FT FT
X
Y
Z
LOCATION
C 1
1
1 - 2
CONC
0.00
-0.500
KIP+
0:000
KIP
0.000
IN-K
Neutral axis
C 1
1
1 - 2
CONC
14.71
0.500
KIP
0.000
KIP
0.000
IN-K
Neutral axis-
C 4
4
5 - 4
CONC
0.00
-0.500
KIP
0.000
KIP
0.000
IN-K
Neutral axis
C 4
4
5 - 4
CONC
14.71
0.500
KIP
0.000
KIP
0.600•IN-K
Neutral axis
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: 02/07/01
CADDS
TIME: 04:31
PM
'PAGE:F
34
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095
BUILDER _ NORTH VALLEY READY MIX
BLDR
ORDER
# 01-07
BLDR ACCOUNT
#.
20-04-007-90
BLDR CONTACT
- BOB
PARSONS
BLDR PHONE #
530-345-7296
PROJ NAME
- FTC ALMOND,
INC.
ENGR
GRP -
Visalia
(TYPE)
- (WIDTH)
(HEIGHT) •.•
(LIVE)
-(WIND)
(CODE/YEAR)
(SLOPE)•'
DESIGN SYSTEM FRAME
-----------------------------------------------------------------------------------------------------------------------------------
# 2
DESCRIPTION LRF
50'-0"
16'-4" _
20
PSF
80 MPH
UBC 97
.500
TO 12,
-
MEMBER NO.
1
JOINTS
1 - 2
SECTION NO.
1
OUTER
FLANGE
= 6.000
X 0.250
WEB =
0.120
INNER FLANGE
= 6.000 X 0.250
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
8.00
3.90
49.28
9.00
1.65
1.65
5.97
1.45
1.62
1.62
7.47
7.47
62.50
7.50
7.50
2
3.75
11.20
4.28
102.15
9.00
1.62
1.62
5.97
1.45
1.62
1.62
7.47
7.47
89.15
7.50
7.50
3
7.50
14.40
4.67
176.92
9.00
1.59
1.59
5.97
1.45
1.62
1.62
7.47
7.47
115.80
7.50
7.50
4
10.78
17.20
5.00
261.92
9.00
1.57
1.57
5.97
1.34
1.57
1.57
11.46
11.46
139.13
6.58
6.58
5
14.07
20.00
5.34
366.54
9.00
1.54
1.54
5.97
1.34
1.57
1.57
11.46
11.46
162.46
6.58
6.58
MEMBER NO.
2
JOINTS
2- 3
SECTION NO.
1
OUTER
FLANGE
= 6.000
X 0.250
WEB =
0.188
INNER FLANGE
= 6.000 X 0.250
SECTION NO.
2
OUTER
FLANGE
- 6.000
X 0.250
WEB =
0.120
INNER FLANGE
= 6.000 X 0.250
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
1.69
16.00
5.91
244.40
9.01
1.51
1.51
6.73
1.23
1.51
1.51
10.67
10.67
82.45
3.92
2.22
2
3.92
16.00
5.91
244.40
9:01
1.51
1.51
6.73
1.33
1.56
1.57
10.67
10.67
82.45
5.00
10.01
3
4.98
16.00
5.91
244.40
9.01
1.51
1.51
6.73
1.33
1.56
1.57
10.67
10.67
82.45
5.00
10.01
4 2
4.99
16.00
4.86
223.30
9.00
1.58
1.58
6.73
1.33
1.56
1.57
10.67
10.67-
129.17
..5.00
10.01
5
8.92
16.00
4.86
223.30
.9.00
1.58
1.58
6.73
1.33
1.56
1.57
10.67
10.67
129.17
:5.00
10.01
6
13.92
16.00
4.86
223.30
9.00
1'.58
1.58
6.73
1.36
1.58
1.57
10.67
10.67..
129.17•:•'5.00
10.01
7
18.92
16.00
4.86
223.30
9.00
1.58
1.58
6.73
1.36
1.58
1.58
10.67
10.672
129.17
5.00
10.01
8
23.92
16.00
4.86
223.36
9.00
1.58
1.58
6.73
1.36
1.58
1.58
10.67
10.67,-.
129.17
5.00
10.01
9
24.97
16.00
4.86
223.30
9.00
1.58
1.58
6.73
1.36
1.58
1.58
10.67
10.67
129.17
2.11
2.11
MEMBER NO.
3
JOINTS
4 - 3
SECTION NO.
1
OUTER
FLANGE
= 6.000
X 0.250
WEB =
0.188
INNER FLANGE
= 6.000 X 0.250
SECTION NO.
2
OUTER
FLANGE
= 6.000
X 0.250
WEB =
0.120
INNER FLANGE
= 6.000 X 0.250
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
1.69
16.00
"5.91
244.40
9.01
1.51
1.51
6.73
1.23
1.51
1.51
10.67
10.67
82.45
3.92
2.22
2
3.92
16.00`-
,5.91
244.40
9.01
1.51
1.51
6.73
1.33
1.56
1.57
10..67
10.67
82.45
5.00
10.01
3
4.98
16.00.
'..5.91
244.40
9.01
1.51
1.51
6.73.
1.33
1.56
1.57
10.67
10.67
.82..45
':5.00
10.01
4 2
4.99
16.00
-.4.86
223.30
9.00
1.58
1.58
6.73
1.33
1.56
1.57
10.67
10.67:
129.17
,'5.00
10.01
5
8.92
16.00
•:'..4•.86
223.30
9.00
1.58
1.58
6.73
1.33
1.56
1.57
10.67
10.67'
129.17
.. 5.00
10.01
6
13.92
16.00
4.86
223.30
9.00
1.58
1.58
6.73
•1.36.
1.58
1.57
10.67
10.67
129.17
,5.00
10.01
7
18.92
16.00
4.86
223.30
9.00
1.58
1.58
6.73
1.36
1.58
1.58
10.67
10.67
129.17
5.00
10.01
8
23.92
16.00
'4:86
223.30
9.00
1.58
1.58
6.73
1.36
1.58
1.58
10.67
10.67
.129.17
5.00
10.01
9
24.97
16.00
4.86
223.30
9.00
1.58
1.58 ..6.73
1.36
1'.58•
1.58
10.67
10.67
129.17
2.11
2.11
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: 02/07/01,
.,._.'CADDS
TIME: 04:31 PM
• '.PAGE:F
35
-------------------=---------------------------------------------------------------------------------------------------------------
ORDER # 070095
BUILDER - NORTH VALLEY READY MIX
BLDR
ORDER
# 01-07
BLDR-ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB
PARSONS,
BLDR PHONE #
530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE)
(WIDTH)
(HEIGHT).
(LIVE)
(WIND)'
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
----------------------
# 2
DESCRIPTION LRF
---------------------------------------------------------------------------------------------------------
50'-0"
16'-4"
20
PSF
80 MPH
UBC
97
.500 TO 12-
2----------------------=--------------------------------------------------------------------------•----------------------------------
MEMBER NO. 4
MEMBER
JOINTS
5 - 4
SECTION NO. 1
OUTER FLANGE =
6.000
X 0.250
WEB =
0.120
INNER FLANGE =
6.000 X 0.250
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
8.00
3.90
49.28
9.00
1.65
1.65
5.97
1.40
1.60
1.60
9.33
9.33' 62.50
14.08
14.08
2 4.69
12.00
4.38
118.74
9.00
1.61
1.61
5.97
1.40
1.60
1.60
9.33
9.33 95.82
14.08
14.08
3 9.38
16.00
4.86
223.21
9.00
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:H,LFIa
S
S H H I S
O N
I Z Z 0
2I Z N 0 0
- N J
I S H a
a w v
a
PT. DEPTH AREA SOX SIX
NO. (IN) (IN2) (IN3) (IN3)
1* 8.00 3.90 12.32 12.32
2 12.00 4.38 19.79 19.79
3 16.00 4.86 27.91 27.91
4* 20.00 5.34 36.66 36.66
AXIAL
FORCE
(KIPS)
11.43
11.43
11.37
11.29
-ALLOW STRESSES- SHEAR ALLOW
MOMENT FA FBO FBI FORCE SHEAR QS
(IN -KIP)' (KSI) (KSI) (KSI) (KIPS) (KIPS)
---STRESS RATIOS --COMB CONT
QA CB ,O.FL I.FL ".STRESS COMB
AXIAL BENDG BENDG RATIO M V
0.00.
33.00
24.01
33.00
-5.55
23.07
1.00
1.00
1.75
0.09
;0.00
0.00
"0.09
1
13
-160.14
10.28
33.00
24.01
-4.68
17.38
F
R A M E
D E S I
G N -
C 0
N -T R
0 L L I
N G S T R E S
S
-320.41
10.28
1`
24.01
-4.68
DATE: 02/07/01
0.88
1.00
1.75
0.23
0.35
0.42
0.65
1
13
-480.83
10.28
33.00
23.87
-4.69
CADDS
0.85
1.00
TIME: 04:31
PM
0.40
0.48•"..0.69
1
13
PAGE:F
37
-----------------_------------------------------------------------------------------------------------------------------------------
ORDER # 070095
BUILDER - NORTH VALLEY
READY MIX
BLDR ORDER
# 01-07
BLDR
ACCOUNT # -20-04-007-90
BLDR CONTACT
- BOB
PARSONS
BLDR PHONE #
530-345-7296
PROJ NAME
--FTC ALMOND, INC.
ENGR GRP
-'Visalia
(TYPE) (WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
------------------------------------------------------------------------------------------------------------=---------=------------
#.,2
DESCRIPTION
LRF 50'-0"
16'-4"
20 PSF
80 MPH
UBC
97
.500 TO
ROOF BEAM
4 -
3
AXIAL
-ALLOW
STRESSES-
SHEAR
ALLOW
---STRESS RATIOS -,-COMB
CONT
PT. DEPTH
AREA
SOX
SIX
FORCE
MOMENT
FA
FBO
FBI
FORCE
SHEAR QS
QA
CB
0. FL
I.FL STRESS
COMB
NO. (IN)
(IN2)
(IN3)
(IN3)
(KIPS)
(IN -KIP)
(KSI)
(KSI)
(KSI)
(KIPS)
(KIPS)
AXIAL'BENDG
BENDG RATIO
M
V
1* 16.00
5.91
30.55,
30.55
3.56
-650.09
33.00
33.00
30.23
7.40
36.79 0.92
1.00
1.16
0.02
.0.64
0.70 .0.72
1
1
2 16.00
5.91 '30.23
30.23
3.89
-675.40
43.99
43.99
36.08
7.40
36.79"0.92
1.00
1.21
0.01
0.53
0.62" 0.63
13
1
3* 16.00
5.91
30.55
30.55
3.88.
-650.41
43.99
43.99
36.08
6.04
36.79 0.92
1.00.
1.21
0.01
"0.48
0.59.,. 0.60
13
1
4* 16.00
4.86
27.91
27.91
3.88
-650.18
43.99
43.99
36.08
6.02
9.57 0.88
1.00
1.21
0.02"
0.53
0.65•`^;•0.66
13
1
5 16.00
4.86
2.7.91
27.66
3.88
-558.94
43.99
43.99
36.08
6.02
9.57 0.88
1.00
1.21
0.02
0.48
0.56.1 0.58
13
1
6 16.00
4.86
27.66
27.66
3.87
-426.49
43.99
43.99
36.08
4.47
9.57 0.88
1.00
1:21
0.02
0.37
0.43 0.45
13
1
7 16.00
4.86
27.91•
27.66
3.37
350.80
33.00
28.88
33.00
2.91
9.57 0.88
1.00
1.30
0.02
0.44
0.38 0.46
1
1
8 16.00
4.86
27.66
27.66
3.31
431.33
33.00
28.88
33.00
2.87
12.76 0.88
1.00
1.09
0.02
0.54
0.50 0.56
1
13
9* 16.00
4.86
27.91
27'.91
3.26
433.58
33.00
28.88
33.00
2.87
12.76 0.88
1.00
1.00
0.02
0.54
0.47 0.56
1
13
COLUMN
5 -
4
PT. DEPTH AREA SOX SIX
NO. (IN) (IN2) (IN3) (IN3)
1* 8.00 3.90 12.32 12.32
2 12.00 4.38 19.79 19.79
3 16.00 4.86 27.91 27.91
4* 20.00 5.34 36.66 36.66
AXIAL
FORCE
(KIPS)
11.43
11.43
11.37
11.29
-ALLOW STRESSES- SHEAR ALLOW
MOMENT FA FBO FBI FORCE SHEAR QS
(IN -KIP)' (KSI) (KSI) (KSI) (KIPS) (KIPS)
---STRESS RATIOS --COMB CONT
QA CB ,O.FL I.FL ".STRESS COMB
AXIAL BENDG BENDG RATIO M V
0.00.
33.00
24.01
33.00
-5.55
23.07
1.00
1.00
1.75
0.09
;0.00
0.00
"0.09
1
13
-160.14
10.28
33.00
24.01
-4.68
17.38
0.90
1.00
1.75
0.25
0.25
0.30..0.55
1
13
-320.41
10.28
33.00
24.01
-4.68
12.76
0.88
1.00
1.75
0.23
0.35
0.42
0.65
1
13
-480.83
10.28
33.00
23.87
-4.69
10•':08
0.85
1.00
1.75
0.21
0.40
0.48•"..0.69
1
13
T
-
F R AM E D E S I G N - W E L'D S
U M M.A
R Y
DATE: 02/07/01
-CARDS
TIME: 04:31 PM
':PAGE:F 38
-------------------
ORDER # 070095
------------------
BUILDER - NORTH
---------=----------------------------------
VALLEY READY MIX BLDR ORDER
-------
# 01-07"
--------------
------=--------
BLDR ACCOUNT #
--------------
X20-04-007-90
BLDR CONTACT - BOB
PARSONS
BLDR PHONE # 530-345-7296 ' PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -.Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
-------------------------=--------------------------------------------------------------------------------------------
# 2 .DESCRIPTION -LRF 50'-0" 16'-4" 20 PSF
80 MPH
UBC 97
.500 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
GOND'
OV80650
1 0.120 0.491 1/8 2.620
4 1
13
OV80652
1 0.188 0.358 1/8 2.620
3 1
.1
2 0.120 0.318 1/8 2.620
3 4
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 N
- S P L I
C E S
U M M A R Y
DATE: 02/07/01
.`CADDS
TIME: 04:31 PM
••'PAGE:F 39
----------------------------=------------------------------------------------------------------------------------------------------
ORDER # 070095
BUILDER.,.-
NORTH VALLEY
READY MIX
-
BLDR ORDER #
01-07
BLDR ACCOUNT #..,20-04-007-90
BLDR CONTACT - BOB
PARSONS.
BLDR
PHONE #
530-345-7296
PROJ NAME -
FTC ALMOND, INC.
ENGR GRP -:Visalia
(TYPE) (WIDTH)
(HEIGHT)
(LIVE) (WIND)
..(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 2" DESCRIPTION • LRF 50'-0"
------------------------------- 7--------------------------------------------------------------------------------------
16'-4"
20 PSF 80
MPH
UBC 97
.500 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
+ EWP
-4.04
5.00
0:00
DL
+ EWP
-4.04
5.00
0.00
02
2
5
DL
+ EWP
-4.27
5.87
888.10
DL
+ CLL +.SLL
+ SLR 7.56
-3.25
-502.5.1
03
COLUMN 01'
l'
4
1
DL
+ WLR
=3.16
2.15
0.00
DL
+ WLR
-3.16
2.15
0.00
R
04
2
4
DL
+ WLR
-3.40
1.16
176.28
DL
+ EWP
0.40
-4.70
-790.58
05
BEAM O1.'..
1
2
9
DL
+ CLL + SLL
+ SLR 3.23
-0.46
433.58
DL
+ WLL
-0.38
-0.44
-67.35
06
BEAM 00
1
3
0
DL
+ EWP
0.00
1.45
86.72
DL
+ CLL + SLL
+ SLR 0.00
-2.95
-177.30
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
** P Delta Analysis Performed **
No. Loading Combination ' 1H 1V 5H 5V Sum H Sum V .
1 DL + CLL + LL 3.25 7.72
2 DL + WLL -2.23 -1.49
3 DL + WLR 1.08 -0.34
4 D+CLL+EQL/1.4 x0.75 3.01
5 D+CLL+EQR/1.4 2.07 3.82
6 DL + CLL + SLL + SLR 3.25 7.72
7 PD+PC+0.70PL+2.SOEQL not applicable
8 PD+PC+0.70PL+2.80EQR not applicable
9 0.85P(DL+CL)+2.80EQL not applicable
10 0.85P(DL+CL)+2.80EQR not applicable
-11 DL+CL+2.80EQL not.applicable
12 DL+CL+2.80EQR not applicable
13 DL + EWP -4.60 -4.04
14 DL+REQ .=1.35 0.38
15 DL+CLL+REQ -0.58 2.17
ID Load Case
1H
DL
DEAD LOAD
0.64
CLL
COLLATERAL LOAD
0.77
LL
LIVE LOAD
F R A M
E D E S I G N -
R E A C T
I O'N S
�`
t
DATE: 02/07/01
EQ
SEISMIC LOAD
4.42
SLL
MIN SNOW LOAD LEFT
CARDS
TIME: 04:31 PM
MIN SNOW LOAD RIGHT
0.79
EWP
EW WIND PRESSURE
-5.24
".PAGE:F 40
--------------
---------------------------------------------------------------
ORDER # 070095 BUILDER-
NORTH VALLEY READY
-------------------------------------------------------
MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT #'
20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -.Visalia
-0.79
5.39
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
-10.17
DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF
-------------------------------------------------------------------------------------------------------------
50'-0" 16'-4"
20 PSF
80 MPH UBC 97
.500 TO 12
-7.25
POSITIVE REACTION DIRECTION
-2.01
R
-4.00
0.00
-0.30
0.00
H KIPS Horizontal Force to
Right V
2---3---4
V KIPS Vertical Force Up
+---H
/
1 5
Z
** P Delta Analysis Performed **
No. Loading Combination ' 1H 1V 5H 5V Sum H Sum V .
1 DL + CLL + LL 3.25 7.72
2 DL + WLL -2.23 -1.49
3 DL + WLR 1.08 -0.34
4 D+CLL+EQL/1.4 x0.75 3.01
5 D+CLL+EQR/1.4 2.07 3.82
6 DL + CLL + SLL + SLR 3.25 7.72
7 PD+PC+0.70PL+2.SOEQL not applicable
8 PD+PC+0.70PL+2.80EQR not applicable
9 0.85P(DL+CL)+2.80EQL not applicable
10 0.85P(DL+CL)+2.80EQR not applicable
-11 DL+CL+2.80EQL not.applicable
12 DL+CL+2.80EQR not applicable
13 DL + EWP -4.60 -4.04
14 DL+REQ .=1.35 0.38
15 DL+CLL+REQ -0.58 2.17
ID Load Case
1H
DL
DEAD LOAD
0.64
CLL
COLLATERAL LOAD
0.77
LL
LIVE LOAD
'1.84
WLL
WIND LOAD LEFT
-2.87
WLR
WIND LOAD RIGHT
.0.43
EQ
SEISMIC LOAD
4.42
SLL
MIN SNOW LOAD LEFT
1.05
SLR
MIN SNOW LOAD RIGHT
0.79
EWP
EW WIND PRESSURE
-5.24
EWS
EW WIND SUCTION
-5.24
REQ
SEISMIC RACK LOAD
-1.99
PDE
P Delta Unit Story S
0..00
-3.25
11.32
0.00
19.04
-1.00
-1.25
-3.23
-2.74
2.15
-3.16
3.23
-3.51
-2.07
5.23
-1.33
8.24
-0.74
4.42
1.33
8.24
-3.25
11.32
0.00
19.04
-5.57 0.54 -10.17 -3.51
-2.65 3.37 -4.00 3.74
-3.42 6.07 -4.00 8.24
1V
5H
5V
Sum H
Sum V
1.62
-0.64
2.12
0.00
3.74
1.79
-0.77
2.71
0.00
4.50
4.30
-1.84
6.50
0.00
10.80
-3.11
-0.35
-3.37
-3.23
-6.48
-1.97
2.79
-5.28
3.23
-7.25
-0.56
-0.92
0.56
.-1.84
0.00
3.40
-1.05
1.10
0.00
4.50
0.91
-0.79
5.39
0.00
6.30
-5.67
-4.93
-1.58
-10.17
-7.25
-5.67
-4.93
-1.58
-10.17
-7.25
-1.25
-2.01
1.25
-4.00
0.00
-0.30
0.00
0.30
0.00
0.00.
F I N A L F R AM E D E S I G N S T R E S S S U M!M A R Y
DATE: 02/07/01 'CADDS
TIME: 04:31 PM PAGE:F 41
------------------------------------------------------------=----------------------------------------------------------------------
ORDER # 070095 BUILDER.= NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # `20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) -.(SLOPE)
DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 50'-0" 16'-4" 20 PSF 80 MPH UBC. . 97 .500 TO 12
---------------------------==------------=------------------------------------------------------------------------------ ------ -
MEMBER NO. 1 JOINT 1 -'12
-
----- ----------------------------
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 14.07 55. 4 3.75 FT 8.00 IN 20.00 IN 6.000-X .250 .120 6.000 X .250 0.656' 13
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 -4.48 888.10 -0.84 24.22 24.22 43.99 36.93 43.99 5.72 10.08 0.568 13
MEMBER NO. 2 JOINT 2. 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 4.98 55. 2 2.22 FT 16.00 IN 16.00 IN 6.000 X .250 .188 6.000'X .250 0.795 13
2 20.02 55. 5 5.,00 FT 16.00 IN 16.00 IN 6.000 X .250 .120 6.000 X .250 0.756 13
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 3.64 961.59 0.62 31.48 31.48 43.99 40.29 43.99 6.77 36.79 0.184 1
2 3.63 794.02 0.75 28.45 28.45 43.99 38.49 43.99 5.37 9.57 0.561 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 4.98 55. 2 2.22 FT 16.00 IN 16.00 IN 6.000 X .250 .188 6.000 X .250 0.722 1
2 20.02 55. 5 5.00 FT 16.00 IN 16.00 IN 6.000-X .250 .120 6.000 X .250 0.664 13 .
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 3.56 -650.09 0.60 -21.28 -21.28 33.00 33.00 30.23 7.40 36.79 0.201 1'
2 3.88 -650.18 0.80 -23.29 -23.29 43.99 •43.99 36.08 6.02 9.57 0.629 1
F I N A L F R A M E D E S I G N S T R E S S S U M M A R Y
DATE: 02/07/01 CADDS,
TIME: 04:31 PM PAGE:F 42
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT #,'20-04-007-.90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP —Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) .(SLOPE)
DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 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. GOND .•"
1 14.07 55. 3 4.69 FT 8.00 IN 20.00 IN 6.000 X ,.250 .120 6.000 X .250 0.685
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 11.29 -480.83 2.12 -13.12 -13.12 10.28 33.00 23.87 -4.69 10.08 0.465 13
POSITIVE DEFLECTION DIRECTION • R
H INCHES Horiz. Deflection to Right V
V INCHES Vertical Deflection Up
+---H
/
z
** P Delta Analysis Performed **
No. Loading Combination Cd 2H 2V
1
F R A M E D E S I G N - J O I
N T D E F
L E'C T
I O N S
2
DL + WLL
DATE: 02/07/01
0.573
-0.018
3
DL + WLR
N
-`.CADDS
TIME: 04:31 PM
4
D+CLL+EQL/1.4
N
0.505
-0.022
`''PAGE: F 43
------------------------------------------------------------------------------------------------------------=-------.---------------
ORDER # 070095
BUILDER - NORTH VALLEY READY MIX
BLDR ORDER
# 01-07
6
BLDR ACCOUNT #
'20-04-007-90
BLDR CONTACT -
BOB PARSONS BLDR PHONE # 530-345-7296.
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
-0.115
(TYPE) .(WIDTH) (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
15
DESIGN SYSTEM
FRAME # 2 DESCRIPTION LRF 50'-0" 16'-4"
20 PSF
80.MPH
UBC 97
q.500 TO 12
POSITIVE DEFLECTION DIRECTION • R
H INCHES Horiz. Deflection to Right V
V INCHES Vertical Deflection Up
+---H
/
z
** P Delta Analysis Performed **
No. Loading Combination Cd 2H 2V
1
DL + CLL + LL
N
0.156
-0.016
2
DL + WLL
N
0.573
-0.018
3
DL + WLR
N
`-0.698
0.025
4
D+CLL+EQL/1.4
N
0.505
-0.022
5
D+CLL+EQR/1.4
N
-0.388
0.009
6
DL + CLL + SLL + SLR
N
.- 0.156
-0.016
13
DL + EWP
N
3.393
-0.115
14
DL+REQ
N
1.405
-0.050
15
DL+CLL+REQ
N
1.446
-0.054
2---3---4
1 5
3H 3V
0.218 -1.667
0.562 0.272
-0.705 0.205
0.531 -0.720
-0.361 -0.718
0.218 -1.667
3.371 0.245
1.410 -0.305
1.466 -0.700
4H 4V
0.280 -0.005
0.552 0.021
-0.714 -0.021
0.559 0.013
-0.335 .-0.018
0.280 -0.005
3.358 0.118
1.420 0.046
1.490 0.045
FINAL FRAME DESIGN -
FRAME LAYOUT
DATE: 02/07/01
CADDS
TIME: 04:31 PM
---------------------------------------------------------------------------------------------=--------------=-----------"-----------
ORDER # 070095 BUILDER'- NORTH VALLEY READY MIX
BLDR ORDER #
01-07
BLDR'ACCOUNT
#;`'.`20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME -FTC
ALMOND, INC.
ENGR GRP
-'Visalia
(TYPE) (WIDTH) (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
r:
DESIGN SYSTEM FRAME # 2
----------------------------------------------------------------------------------------------------------------=------------------
DESCRIPTION LRF 50'-0" 16'-4"
20 PSF 80 MPH
UBC
97
.500 TO
12
LEFT SIDE
RIGHT SIDE
SLOPE (P/12.)
= 0.500
SLOPE (P/12.)
=
0.500
DIST. TO RIDGE
= 25.000 FT.
DIST. TO RIDGE
=
25.000
FT.
;ie`
COLUMN OFFSET
= 1.000 IN.
COLUMN OFFSET-
=
1.000
IN.
GIRT DEPTH
= 9.500 IN.
GIRT.DEPTH
=
9.500
IN.
PURLIN DEPTH
= 9.500 IN. (PURLIN UNINSULATED)
PURLIN DEPTH
=
9.500
IN.
SPAN WIDTHS
(LEFT TO RIGHT)
SPAN 1 = 50.000 FT.
-R-
OV80652 OV80652
0 0
V V
8 8
0 0
66
5 5
0 0
1
-
S P L
I C E D
E S I G N
- C O N T
E N T
S'
DATE: 02/07/01
"CQADDS
TIME: 04:31 PM
----------------------------
".` j l %"� • I
-------------------------------------------------------------------------------------------------------
ORDER # 070095
BUILDER - NORTH VALLEY
READY MIX
BLDR ORDER #
01-07
BLDR ACCOUNT
# '20-04-007-90
BLDR CONTACT -
----------------------------=--------------------------------------------------------------------------------=---------------------
BOB PARSONS BLDR
PHONE #
530-345-7296 PROJ
NAME -
FTC ALMOND, INC.
ENGR GRP
-.Visalia
(TYPE) (WIDTH) (HEIGHT)
(SNOW)
(WIND)
(CODE/YEAR)
(SLOPE) (UNIT)
--------
(FRAMELINES)
PAGE NO.
DESIGN FRAME #
------------ --------
1 EWDS 50'-0" 16'-4"
------
20 PSF
------
80 MPH
-----------
UBC 97
.50
------
TO 12 1
------------
FEW,REW ....
--------
S 1
DESIGN FRAME #
.2 LRF 50' -0" 16'-4"
20 PSF
80 MPH
UBC 97
.50
TO 12 1
I(a }:�0�
S 53
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
SPL MEMB SEQ Connection
NUM NUM NUM Description'•
--- --- -------------=--=------ +
1 01 1 Pinned Base Plate
2 01 2 Knee Splice,
3 03 1 Pinned Base'Plate
4 03 2 Int. Col. to Roof Bm
5 05 1 Pinned Base Plate
6 05 2 Knee Splice
7 02 1 Intermediate -Roof Bm
8 04 1 Canopy Beam Splice
9 04 2 Intermediate Roof Bm
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 -
C O V E R
S H E E T
DATE: 02/07/01
GROUP INFORMATION
':;CARDS
TIME: 04:31 PM
ASSEMBLY INFORMATION
NUM
=:PAGE:S 2
-------------------------------------------------------------------7---------=-----------------------------------------------------
ORDER # 070095
BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT
#, 20=04-007-90
BLDR CONTACT - BOB
PARSONS BLDR PHONE
# 530-345-7296
•PROJ NAME
- FTC ALMOND, INC.
ENGR GRP
-Visalia
(TYPE)
(WIDTH) (HEIGHT)''(LIVE)
22
(WIND) (CODE/YEAR)
(SLOPE)
OV80638
DESIGN SYSTEM FRAME
# 1 DESCRIPTION EWDS
50'-0" 16'-4"
20 PSF
80 MPH. UBC 97
.500 TO
12;
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
SPL MEMB SEQ Connection
NUM NUM NUM Description'•
--- --- -------------=--=------ +
1 01 1 Pinned Base Plate
2 01 2 Knee Splice,
3 03 1 Pinned Base'Plate
4 03 2 Int. Col. to Roof Bm
5 05 1 Pinned Base Plate
6 05 2 Knee Splice
7 02 1 Intermediate -Roof Bm
8 04 1 Canopy Beam Splice
9 04 2 Intermediate Roof Bm
REPORTS SELECTED
BOLT LOADS / ALLOWABLES
LAYOUT SKETCH
FLANGE / WEB PLATE INFORMATION
WELD INFORMATION
SPLICES SELECTED
GROUP INFORMATION
ASSEMBLY INFORMATION
NUM
Connection Plate
Opt I
NUM
Stiffener Opt
Weld Opt
----
---------------------------
+
-------
--
-----------------
------------
-----------
22
Analysis Only
OV80638
01
Full
Optimization
Design
w/
Combined
Welds
23
Optimization w/ Std
Plates
OV80638
02
Full
Optimization
Design
w/
Combined
Welds
OV80640
01
Full
Optimization
Design
w/
Combined
Welds
24
Analysis Only
OV80644
01
Full
Optimization
Design
w/
Combined
Welds
25
Optimization w/ Std
Plates
OV80644
02
Full
Optimization
Design
w/
Combined
Welds
OV80642
03
Full
Optimization
Design
w/
Combined
Welds
26
Analysis Only
OV80648
01
Full
Optimization
Design
w/
Combined
Welds
27.
Optimization w/ Std
Plates
OV80648
02
Full
Optimization
Design
w/
Combined
Welds
OV80646
01
Full
Optimization
Design
w/
Combined
Welds
28
Optimization w/ Std
Plates
OV80640
02
Full
Optimization
Design
w/
Combined
Welds
OV80642
61
Full
Optimization
Design
w/
Combined
Welds
8
Analysis w/ Plate Thickness,
OV80646
06
Deficiencies Only
Design
w/
Combined
Welds
CAN O1R
02-
Analysis Only
Design
w/
Combined
Welds
29
Optimization w/ Std
Plates
OV80646
02
Full
Optimization
Design
w/
Combined
Welds
OV80642
02
Full
Optimization
Design
w/
Combined
Welds
S P L I
C E D E
S I G N - A P P
L I E D L O A
D S S U M M A R Y
DATE: 02/07/01
."-.CARDS
TIME: 04:31 PM
.PAGE:S 3
----------------------- 7----------------------------------------------------------------------------------------------=------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX
BLDR ORDER #
01-07. BLDR
ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME -
FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE)
(WIDTH) (HEIGHT) (LIVE)
(WIND) (CODE/YEAR)
(SLOPE) "•
DESIGN SYSTEM FRAME # 1
DESCRIPTION EWDS
50'-0" 16'-4"
20 PSF 80
MPH, UBC 97
.500 TO 12
SPLICE # 01
----------------------------
TYPE
=-------------------------------------
Pinned Base
Plate
SUBTYPE
--------------------------=-------------------------
No Ext Corner -
S Nuts ;?
-------------
LOAD DESCRIPTION
DESIGN
AXIAL
SHEAR X SHEAR Y
STRESS MEMBER
t+
NO
------------------------
CATEGORY
--------
(kips)
-------
(kips) (kips)
--------------
FACTOR STRENGTH
------ --------
1 DL + CLL + LL
Std Des
2.35
-0.22 0.00
1.00 N
2 DL + WLL
Std Des
-0.28
0.83 0.00
1.33 N
3 DL + WLR
Std Des
0.13
-0.66 0.00
1.33 N
4 D+CLL+EQL/1.4
Std Des
0.82
0.18 0.00
1.33 N
,•,
5 D+CLL+EQR/1.4
Std Des
1.13
-0.36 0.00
1.33 N
6 DL + CLL + SLL + SLR .Std
Des
2.35
-0.22 0.00
1.00 N
7 PD+PC+0.70PL+2.80EQL,
Axial C
Category 3
Load Combination -
Does not apply
to Splice Design.
8 PD+PC+0.70PL+2.80EQR
Axial C
Category 3
Load Combination -
Does not apply
to Splice Design.
9 0.85P(DL+CL)+2.80EQL
Axial T
Category 4
Load Combination -
Does not apply
to Splice Design.
10 0.85P(DL+CL)+2.80EQR
Axial T
Category 4
Load Combination -
Does not apply
to Splice Design.
11 DL+CL+2.80EQL
Conns
Category 2
Load Combination -
Does not apply
to this Splice Type.
12 DL+CL+2.80EQR
Conns
Category 2
Load Combination -
Does not apply
to this Splice Type.
13 DL + EWP
Std Des
-0.14
-0.38 0.00
1.33 N
14 DL + EWS
Std Des
-0.14
-0.38 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
.._
12.000"
Offset from Structure Line
1.000"
6.000"
Adjacent Depth Change Information
Distance to Depth Change
141- 4.531"
Flg. to Flg. Dimension
12.000"
Adj. Pl. Angle (Degrees)
`
0.000
S P L I C E D E S
I G N - B O L-T
S / S
P L I-C E P. L A T E
DATE: 02/07/01
CADDS
TIME: 04:31 PM
'PAGE:S 4
-----------------------------------------------------------------------------------=------------------------=-----------=-----'-----
ORDER # 070095 BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07 BLDR•ACCOUNT
#-'20-04-007-90
BLDR CONTACT - BOB PARSONS. BLDR PHONE
# 530-345-7296
iPROJ NAME
- FTC ALMOND, INC.
ENGR GRP
- Visalia
(TYPE)
(WIDTH) (HEIGHT).
(LIVE)
(WIND) (CODE/YEAR)
'(SLOPE)
DESIGN SYSTEM FRAME # '1 DESCRIPTION EWDS
50'-0" 16'-4"
20 PSF
80 MPH UBC 97
.500 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 8.000"
PLATE LENGTH 12.500"
PLATE THICKNESS 0.500"
PLATE YIELD STRESS 55.00 KSI
PLATE OFFSET 0.000"
DESIGN STRESS RATIO 0.027
CONTROLLING COND. 1
CONTROLLING LOCATION Cat. 2 Compression
4
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
145.000 ( In**2 ).
CONCRETE STRENGTH
3.000 KSI
CONTROLLING'LOAD COND. NUMBER
1
ACTUAL ULTIMATE CONCRETE STRESS
0.038 KSI
FACTORED ULT. ALLOW. CONCRETE STRESS
1.842 KSI
CONCRETE STRESS RATIO
0.020
S P L I C E D E S I G N - B O L T L O A D S
/ A L
L O W A B'L
E S
DATE:
02/07/01
,CADDS
TIME:
04:31 PM
PAGES 5
-----------------------------------------------------------------------------------------------------------------------------------"
ORDER
# 070095
BUILDER
- NORTH.VALLEY READY MIX BLDR ORDER
# 01-07
BLDR
ACCOUNT #'
20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296 PROJ NAME
- FTC ALMOND, INC.
ENGR.GRP -,
Visalia
(TYPE) (WIDTH) (HEIGHT)(LIVE)
(WIND)
(CODE/YEAR)
.
(SLOPE)
DESIGN
SYSTEM FRAME•#
1
DESCRIPTION EWDS 50'-0" 16'-4" 20 PSF
80 MPH
UBC '97
.500
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
0.138
0.942
13.329
0.312
26.659
3
Total Section is in Compression
0.674
13.329
0.000
•. 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
Total Section is in Compression
0.000
10.000
0.000
.,''20.000
7
Category 3
Load
Combination - Does not apply to Splice Design.
8
Category 3
Load
Combination - Does not apply to Splice Design.
9
Category 4
Load
Combination - Does not apply to Splice Design.
10
Category 4
Load
Combination - Does not apply to Splice.Design.
11
Category 2
Load
Combination - Does not apply to this Splice Type.
12
Category 2
Load
Combination - Does not apply to this Splice Type.
13
0.067
0.431
13.329
0.153
26.659
14
0.067
0.431
13.329
0.153
26.659
MAIN WEB
0.120
INSIDE FLANGE
0.250 X 5.000
W
W
W
W
W
W
W
W
W
W
W
W
W
W
12.000" W
W
9.500" W
W
W
W
W
W
W'
W
W
W
W
W
W
W
W
W
W
W'
W
_ FFFFFFFFFFFFFFFFFFFFFFF
-+---------------------------------------
S P L I C E.
D E S I
G N - L• A Y 0 U T
S K E
T C H'
DATE: 02/07/01
CADDS
TIME: 04:31 PM
=----------------------------------------------------------------------------------------------------------------------------------
..PAGE:S 6
ORDER # 070095 BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT
# 20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296 PROJ NAME
- FTC ALMOND, INC.
ENGR GRP
- Visalia
(TYPE)
(WIDTH)
(HEIGHT) (LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 1
DESCRIPTION EWDS .
50'-0"
16'-4" 20 PSF
80 MPH
UBC 97
.500 TO
12 ;
SPLICE # 01
-----------------------7-----------------------------------------------------------------------------------------------------------
TYPE Pinned Base
Plate
SUBTYPE
No Ext Corner
- S Nuts
SPLICE PLATE 0042852
COLUMN
BOLTS:
0.750" DIA
A307 NO WASHERS
8.000" X 12.500"
X.0.500"
�••,l;;,
+- 4.000"-+
-+---------+---
-----------------------------
OUTSIDE FLANGE
3.000"
FFFFFFFFFFFFFFFFFFFFFFF
0.250 X 5.000
W
_
-+---
o W o
W
W
MAIN WEB
0.120
INSIDE FLANGE
0.250 X 5.000
W
W
W
W
W
W
W
W
W
W
W
W
W
W
12.000" W
W
9.500" W
W
W
W
W
W
W'
W
W
W
W
W
W
W
W
W
W
W'
W
_ FFFFFFFFFFFFFFFFFFFFFFF
-+---------------------------------------
S P'L I C E D E S I G N — F L A N G E A N,D W E B P L A T E' I N F O R M A T• -I O N
DATE: 02/07/01 "CADDS
TIME: 04:31 PM ..:;,PAGE:S 7
-------------- - - - - -- - ------ - - - - -- - ------------------------------------------
ORDER # 070095BUILDER.- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR,�ACCOUNT #'`f20-04-007=90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP .Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) ;(SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 ."
SPLICE # 01 TYPE Pinned Base Plate SUBTYPE No Ext Corner --S Nuts
-
----------------------------------------------------------------------------------------------------------- `---------------- -------
LOCATION DESCRIPTION
COLUMN SIDE
OUTER 1 Main Flange
INNER 1 Main Flange
DESCRIPTION
COLUMN SIDE
Main Web
COLUMN SIDE
DESCRIPTION
OUTER 1 Main Flange
Flange to Splice Plate
INNER 1 Main Flange
Flange to Splice Plate
COLUMN SIDE
DESCRIPTION
Main Web
Web to Splice Plate
PART NO.
PART NO.
F L A N G E
SIZE
T X W X L
-------- Inches ---------
0.250 X 5.000
0.250 X 5.000
P L A T E S
---------- MAXIMUM STRESSES' -----------
W E B P L A T E S
SIZE
T X W X OL X IL
------------- Inches --------------
DIST FROM
- TENSION -
COMPRESSION;',
:CSR
LOAD
EDGE
ACT' ALLOW
ACT.
ALLOW.'w.
COND
(In.)
(Ksi) (Ksi)
(Ksi)
(Ksi)'
0.000
0.06 43.99
0.61
49.50'.0.012
MAXIMUM STRESSES
1
0.500
0.00 43.99
0.61
49.50-•
0.012
1
------------------
MAXIMUM STRESSES
-------------------
(k/in)
(k/in) Win)-.'
-- SHEAR ---
- TENSION -
COMPRESSION
CSR
LOAD
ACT. ALLOW
ACT. ALLOW
ACT.
ALLOW.
COND
(Ksi) (Ksi)
(Ksi) (Ksi)
(Ksi)
(Ksi)
0.120
0.57 29.33
0.30 43.99
0-.61 49.5011.0.019
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) Win)-.'
COND
1/8"
0.00
1.86',_,°0.000
1
1/8"
0.00
1.86'.'.0.000
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) Win) Win). COND
1/8" 1/8" 0.04 0.07 5.73"'0.013 2
S P L I C E 'D E S I G N - A P P L I E D L O A D S S U M M A R Y
DATE: 02/07/01 CADDS
TIME: 04:31 PM PAGE:S 8
-----------------7-------------------------------------------------------------------------7---------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR�ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP -'.Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) .(SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 TO 12,::
SPLICE # 02 •, TYPE : Ext Col - Roof Beam Knee SUBTYPE :, In Exten Flg w/EF
---------------------------------------------------------------------------------------------------------------------=-------------
LOAD DESCRIPTION -DESIGN AXIAL SHEAR MOMENT STRESS MEMBER
NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH
1 DL + CLL + LL Std Des 2.21 -0.22 -37.90 1.00 N
2 DL + WLL Std Des -0.47 0.08 59.70 1.33 N
3 DL + WLR Std Des -0.07 -0.19 -61.39 1.33 N
4 D+CLL+EQL/1.4 Std Des 0.67 0.17 29.79 1.33 N
5 D+CLL+EQR/1.4 Std Des 0.98 -0.34 -59.71 1.33 N
6 DL + CLL + SLL + SLR Std Des 2.21 -0.22 -37.90 1.00 N
7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination,- Does not apply to Splice Design.
8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design.
9 0.85P(DL+CL)+2.80EQL.:Axial T Category 4 Load Combination - Does not apply to Splice Design.
10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design.
11 DL+CL+2.80EQL Conns 0.22 0.90 159.08 1.70 Y
12 DL+CL+2.80EQR Conns 1.43 -1.07 -189.00 1.70 Y
13 DL + EWP Std Des -0.33 0.28 7.74 1.33 N
14 DL + EWS Std Des -0.33 0.28 7.74 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 12.000" 12.000"
Part Slope 0.500 TO 12
Conn. P1ate.Angle (Degrees) 2.386 2.386
Offset from Structure Line-.' 1.000" 0.125"
Main Flange Dimensions
Outer Flange Width 5.000"
Thickness 0.250"
Inner Flange Width 5.000"
Thickness 0.250"
Adjacent Depth Change Information
Distance to Depth.Change 141- 4.531!' 131-11.500"-
Flg. to Flg. Dimension 12.000" 12.000"
Adj. P1. Angle (Degrees) 0.000 0.000
S P
L I C E D E S I G N
- B O L T S / S
P L I C E
P L A T E
DATE: 02/07/01
.CADDS
TIME: 04:31 PM
=------------
=-----------------------------------------------
'PAGE:S 9
---------------------------- =-------------- ---------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX
BLDR ORDER
# 01-07
------------------
BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296 PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -:Visalia
(TYPE) (WIDTH)
(HEIGHT) (LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION
EWDS 50'-0"
16'-4" 20 PSF
80 MPH
UBC 97
.500 TO 12-'
SPLICE # 02 TYPE
=---------------------------------
Ext Col -'Roof Beam Knee SUBTYPE :
----------------------------------------------
---------
In Exten
-------------
Flg w/EF
-----------------------------
S P L I C E P L.A
T E
COLUMN SIDE
ROOF BEAM SIDE
PLATE TYPE
STANDARD
FLANGE PLATE
PART NUMBER
0042865
ORIENTATION
NORMAL
PLATE WIDTH
6.000"
5.000".
PLATE LENGTH
15.375"
PLATE THICKNESS
0.375"
0.250"
PLATE YIELD STRESS
55.00 KSI
55.00 KSI
PLATE OFFSET
0.875"
DESIGN STRESS RATIO
0.361
0.829
CONTROLLING GOND.
12
12
CONTROLLING LOCATION
Outer Row 1
Outer 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 2.625"
INNER 2 2
4.125"
3.000"
OUTER 2 2 5.625"
3.000"
INNER1 2
1.125"
W
E B S H E A R
NO STIFFENERS ARE REQUIRED FOR
WEB SHEAR
S P L I C E
D E S I G N -
B O L T L
O A D S
/ A L
L O W A B L
E S
DATE:
02/07/01
" CADDS
TIME:
04:31 PM
PAGE:S .10
------------------------------=--------------------------------------------------------------------------------------7-------------
ORDER
# 070095
BUILDER - NORTH
VALLEY READY MIX
BLDR
ORDER
# 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR
CONTACT - BOB
PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -;•,Visalia
(TYPE) (WIDTH)
(HEIGHT).
(LIVE)
(WIND)
(CODE/YEAR) '(SLOPE)
DESIGN SYSTEM FRAME
# 1 DESCRIPTION EWDS 50'-0"
16'-4"
20 PSF
80 MPH
UBC 97
.500 TO 12-`.
SPLICE
------------------------------
# 02
TYPE
-----------------------------------------------'--------=-------------------------------
Ext Col - Roof Beam Knee
SUBTYPE
In Exten
Flg
W/EF
-------------
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 A11.
ft Act.
Ft All.
---------
---------------------
(Kips per Bolt)
------------------------------
(Ksi)
(Ksi)
(Ksi)
(Ksi)
COLUMN SIDE
1
1.020
0.419
0.000
0.000
0.126
21.000
3.326
43.999.
2
0.000
0.000
1.031
1.616
0.039
27.992
5.269,
.58.651
3
2.285
1.184
0.000
0.000
0.075
27.992
7.449'',:
58.651
4
0.000
0.000
0.414
0.700
0.056
27.992
2.284-,;.`58.651
5
2.039
1.005
0.000
0.000
0.155
27.992
6.647
58.651
6
1.020
0.419
0.000
0.000
0.126
21.000
3.326
. '43.999
7
Category 3
Load Combination -
Does not apply to
Splice Design.
8
Category 3
Load Combination -
Does not apply to
Splice Design.
9
Category 4
Load Combination -
Does not apply to
Splice Design.
10
Category 4
Load Combination -
Does not apply to
Splice Design.
11
0.000
0.000
.2.582
4.131
0.362
23.204
13.465
56.094
12
6.750
3.418
0.000
0.000
0.460
23.204•
22.003:
56.091
13
0.000
0.014
0.160
0.238
0.119
27.992
0.776
58.651
14
0.000
0.014
0.160
0.238
0.119
27.992
0.776.
58.651
B O L T L O
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 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
0.924
0.417
0.000
0.000
0.126
21.000
3..012
43.999
2
0.000
0.142
0.985
1.434.
0.039
27.992
4.676.
58.651
3
2.147
1.188
0.000
0.000
0.075
27.992-
6.999
>,'. 58.651
4
0.000
0.002
0.398
0.609
0.056
27.992
1.986
58.651
5
1.900
1.007
0.000
0.000
0.155
27.992
6.193
58.651
6
0.924
0.417
0.000
0.000
0.126
21.000.
3.012,;,'43.999
7
Category 3
Load Combination -
Does not apply to
Splice Design.
8
Category 3
Load Combination -
Does not apply to
Splice Design.
9
Category 4
Load Combination -
Does not apply to
Splice Design.
10
Category 4
Load Combination -
Does not apply to
Splice Design.
11
0.000
0.264
2.469
3.646
0.362
23.204
11.884,
56.094
12
6.317
3.427
0.000
0.000
0.460
23.204
20.591
56.091
13
0.000
0.038
0.154
0.216
0.119
27.992
0.706
58.651
14
0.000
0.038
0.154
0.216
0.119
27.992
0.706
58.651
= J"
S P L I C E D E S I G N LAYOUT S K"E T C`H
DATE:" 02/07/01 CADDS
TIME: 04:31 PM c PAGE:S 11
--------------------------------------------------------------------------------------=--------------------------------------------
ORDER # 070095 BUILDER - NORTH"VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # *•20-04-007-90
BLDR CONTACT - BOB PARSONS - BLDR "PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT) "(LIVE) (WIND) (CODE/YEAR) `(SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 TO 12
SPLICE # 02 ..TYPE : Ext Col Roof Beam Knee SUBTYPE : In Exten Flg w/EF
-----------------------------------------------------------------------------------------------------------------------------------
SPLICE PLATE 0042865 COLUMN SIDE --> <-- ROOF BEAM SIDE BOLTS: 0.625" DIA A325•NO WASHERS
6.000" X 15.375" X 0.375" I USE EXIST. FLG.: 5.000" X 0.250"
+- 2.750"-+
0.876" ----+----=----+--- ----------------------------- ---+-
OUTSIDE FLANGE 2.625" FFFFFFFFFFFEFEFEFEFEFEF END FLANGE -
0.250 X 5.000 I W 0.375 X 6.000 X 11.750
-+--- o W 0
W
3.000". W
W
-+--- o W 0
W
W
W
W
W
W
W
W
W
W
12..886" W 12.875"
MAIN WEB W MAIN WEB
0.120 W 0. 12D
5.625" W
W
W
W
W
W
W
W
W
W
W
W
W
W
-+--- 0 W 0
W
INSIDE FLANGE 3.000" _ FFFFFFFFFFFFMSMSMSMSMSM _ MAIN STIFFENER 0042872"
0.250 X 5.000 W 0.250 X 2.500 X 11.000 NS/FS
-+--- o W o
1.125" W
W
-+------------- --------------------- v-------
S P L I C
E. D E S
I G N -
F L A N G E A N D
W E B P L A T E
'I N F 0 R M
A T I 0 N
DATE: 02/07/01
ROOF BEAM SIDE
11
OUTER 1
End Flange
INNER 2
CARDS
TIME: 04:31 PM
8.37 50.49
14.70
71.53'-0.206
----------=--------
12
..PAGE:S 12
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH
VALLEY READY -MIX
BLDR ORDER # 01-07
0.000
BLDR ACCOUNT # .20-04-007-90
BLDR CONTACT - BOB PARSONS .:
71.53
BLDR PHONE # 530-345-7296
PROJ NAME - FTC ALMOND, INC.
ENGR GRP - Visalia
X
2.500 X
(TYPE)
(WIDTH) (HEIGHT).
(LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 1
DESCRIPTION EWDS
50'-0" 16'-4"
2.0 PSF 80 MPH
UBC. 97
.500 TO 12
SPLICE # 02
-----------------------------------------------------------------------------------------------------------------7-----------------
TYPE
Ext.Col -
Roof Beam Knee
SUBTYPE.:
In Exten
Flg w/EF
F L A N G E P
L A T E S
----- - -------------
PART NO.
.
SIZE
-----------
MAXIMUM STRESSES; -----------
LOCATION DESCRIPTION
PART NO.
LOAD
SIZE
DIST FROM
- TENSION -
COMPRESSION .'„ CSR LOAD
ACT. ALLOW
ACT. •ALLOW
T
X W X L
EDGE
ACT. ALLOW
ACT. ALLOW COND
Inches
--------
Inches ---------
(In.)
(Ksi) (Ksi)
(Ksi) (Ksi)
COLUMN SIDE
X
OUTER 1
Main
Flange
INNER 2
Main
Flange
ROOF BEAM SIDE
11
OUTER 1
End Flange
INNER 2
Main
Stiffener
DESCRIPTION
COLUMN SIDE
Main Web
ROOF BEAM SIDE
Main Web
COLUMN SIDE
DESCRIPTION
0.250
X
5.000
19.44 71.53.
0.876
4.02 50.49
8.84
71.53
,:0.123
11
0.250
X
5.000
P L"A T E S
2.489
8.37 50.49
14.70
71.53'-0.206
----------=--------
12
0.375
X
6.000 X
11.750
0.000
1.02 50.49
6.09
71.53
•0.085
11
0042872 0.250
X
2.500 X
11.000
2.500
4.35 50.49
11.20
71.53
0.157
12
12
W E
B P L A T E S
2.14
12.63
0.170
11
------------------
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)
0.120
0.91 33.66
23.49 50.49
14.24
71.53
0.465
12
OUTER 1 Main Flange
Flange to Splice Plate
INNER 2 Main Flange
Flange to Splice Plate
0.120
FULL
STRENGTH
YES
YES
13.90 33.66 24.53
50.49
19.44 71.53.
0.486
12
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
Win)
Win) Win)
COND
3/16" 3/16"
1.02
12.63 .'0.082
12
3/16" 3/16"
2.14
12.63
0.170
11
OUTER 1 End Flange
End Flg to Inner Flg
3/16"
0.39
1
0.0.82
12
End Flg to Outer Flg
S P L I C E D E S I G N - W E
L D I N F O R M A T
I O N
1.86
0.000
1
DATE: 02/07/01
CADDS
TIME: 04:31 PM
1/8"
1/8"
1.08
6.34
PAGES
13
------------------------------------------------------------------------------------------------------------=----------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX
BLDR ORDER # 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME - FTC ALMOND, INC.
ENGR GRP -
Visalia
L D I N F O R M A T I O N
(TYPE) (WIDTH) (HEIGHT)
(LIVE) (WIND)
(CODE/YEAR)
:(SLOPE)
DESIGN SYSTEM FRAME # 1
DESCRIPTION EWDS 50'-0" 16'-4"
20 PSF 80 MPH
UBC 97
.500 TO 12."
W E B P L A T E S
SPLICE # 02
------------------------------------------------------------------------------------------------------------------------------------
TYPE Ext Col - Roof Beam Knee
SUBTYPE : In 'Exten
Flg w/EF
DESCRIPTION
-------------------------
WELD SIZE ----------------- --
W E L D I N F O R
M A T I O N
LENGTH - ---- FILLET ------------ PENETRATION ---------
TENSION
COLUMN SIDE
CSR
LOAD.
Near S.
Far S. Near Side Far Side
Win)
(k/in) (k/in)
W E B P L A
T E S
Main Web
DESCRIPTION
------------------------- WELD SIZE
-------------------------
--------
MAXIMUM STRESSES
--------
2.94
1.45 6.02'
LENGTH - ---- FILLET ------------
PENETRATION ---------
TENSION
SHEAR ALLOW
LOAD
0.44 2.11
Near S. Far S. Near
Side Far Side
(k/in)
(k/in) (k/in)
_CSR
COND
Main Web
Web to Splice Plate
1/8" 1/8"
2.82
0.08 6.34:`.';0.445
12
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)
Win) Win),
COND
OUTER 1 End Flange
End Flg to Inner Flg
3/16"
0.39
4.76
0.0.82
12
End Flg to Outer Flg
1/8"
0.00
1.86
0.000
1
INNER 2 Main Stiffener
Stiffener to Inner Flg
1/8"
1/8"
1.08
6.34
0.171
11
Stiffener to Web Plate
1/8"
0.63 2.11
0.301
12
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
Win)
(k/in) (k/in)
COND
Main Web
Web to Inner Flange
1/8"
1/8"
2.94
1.45 6.02'
•0.545
12
Web to End Flange
1/8"
0.44 2.11
• 0.206
11
Column
Dimensions at Connection
Flg. to Flg. Dimension 12.000"
Offset from Structure Line 1.000"
Adjacent Depth Change Information
Distance to Depth Change 141-11.510"
Flg. to Flg. Dimension 12.000"
Adj. P1. Angle (Degrees) 0.000
S P L I
C E D E S
I G N - A P P
L I E D
L O A D S S U M M A R Y
DATE:
02/07/01
CADDS
TIME:
04:31 PM
-PAGE:S 14
-----
ORDER
------------------------==------
# 070095 BUILDER.- NORTH
-----------------------------
VALLEY READY MIX
---------
BLDR
-------
ORDER #
--------------------
01-07
----------------------------
BLDR ACCOUNT # .20-04-007-90
BLDR
CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ
NAME -
FTC ALMOND, INC.
ENGR GRP -,,Visalia
(TYPE)
(WIDTH) (HEIGHT)•': (LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 1
DESCRIPTION
EWDS
50'-0" 16'-4".;
20
PSF 80 MPH UBC 97
.500 T0.12
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 + CLL + LL
Std Des
5.23
0.00 0.00
1.0.0
N
2
DL + WLL
:.Std Des
-0.53
0.00 0.00
1.33
N
3
DL + WLR
Std Des
-0.13
0.00 0.00
1.33
N
4
D+CLL+EQL/1.4
Std Des
1.96
0.00 0.00
1.33
N
5
D+CLL+EQR/1.4
Std Des
2.18
0.00 0.00
.1.33
N
6
DL + CLL + SLL + SLR
Std Des
5.23
0.00 0.00
1.00
N
7
PD+PC+0.70PL+2.80EQL.
Axial C
Category 3
Load Combination -
Does not
apply
to Splice Design.
8
PD+PC+0.70PL+2.80EQR
Axial C
Category 3
Load Combination -
Does not
apply
to Splice Design.
9
0.85P(DL+CL)+2.80EQL
Axial T
Category 4
Load Combination -
Does not
apply
to Splice Design.
10
0.85P(DL+CL)+2.80EQR
Axial T
Category 4
Load Combination -
Does not
apply
to Splice Design.
11
DL+CL+2.80EQL
Conns
Category 2
Load Combination -
Does not
apply
to this Splice Type.
12
DL+CL+2.80EQR
Conns
Category 2
Load Combination -
Does not
apply
to this Splice Type.
13
DL + EWP
Std Des
-0.16
0.83 0.00
1.33
N
14
DL + EWS
Std Des
-0.16
-0.72 0.00
1.33
N
P A R T D I M
E N S I O
N S
Column
Dimensions at Connection
Flg. to Flg. Dimension 12.000"
Offset from Structure Line 1.000"
Adjacent Depth Change Information
Distance to Depth Change 141-11.510"
Flg. to Flg. Dimension 12.000"
Adj. P1. Angle (Degrees) 0.000
S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E
DATE: 02/07/01 "-'CADDS
TIME: 04:31 PM 'PAGE:S 15
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT V-20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 • PROJ NAME - FTC ALMOND, INC.. ENGR GRP --Visalia
(TYPE) (WIDTH) (HEIGHT)' (LIVE) (WIND) (CODE/YEAR) .(SLOPE)'
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 TO 12
SPLICE # 03 TYPE Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts
----------------------- ------------------------------------------------------------------------------------------------------------
PLATE TYPE
PART NUMBER
ORIENTATION
PLATE WIDTH
PLATE LENGTH
PLATE THICKNESS
PLATE YIELD STRESS
PLATE OFFSET
DESIGN STRESS RATIO
CONTROLLING GOND.
CONTROLLING LOCATION
S P L I C E P L A T E
STANDARD
0043839
NORMAL
8.000"
12.250"
0.375"
55.00 KSI
0.000"
0.186
1
Cat. 2 Compression
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 4.125"
C 0 N C R E.T E S T R E S S E S
MIN. DESIGN FOOTING SIZE 142.500 ( In**2 )
CONCRETE STRENGTH 3.000 KSI
CONTROLLING LOAD COND. NUMBER 1
ACTUAL ULTIMATE CONCRETE STRESS 0.085 KSI
FACTORED ULT. ALLOW. CONCRETE STRESS 1.845 KSI
CONCRETE STRESS RATIO 0.046
S'P L I C E D E S
I G N - B O L T '.L G A D S
/ A L
L O W A B L
E S
DATE:
02/07/01
'CADDS
TIME:
04:31 PM
PAGE:S 16
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 070095
- BUILDER..- NORTH,VALLEY READY MIX . I BLDR ORDER
# 01-07
.
BLDR
ACCOUNT #
-20-04-007-90
.BLDR CONTACT - BOB
PARSONS BLDR PHONE # 530-345-7296 PROJ NAME
- FTC ALMOND, INC.
ENGR GRP - Visalia
(TYPE)
(WIDTH) (HEIGHT) (LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
SYSTEM FRAME
# 1
DESCRIPTION EWDS
50'-0" 16'-4"• 20 PSF
80 MPH
UBC 97
.500
TO 12
.'
SPLICE
-----------------------------------------------------------------------------------------------------------------------------------
# 03
" TYPE Pinned Base
Plate SUBTYPE
No Ext EWI
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
0.000
10.000
0.000
20.000
2
0.262
0.000
13.329
0.594'
26.659
3
0.067
0.000
13.329
0.152
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
Total Section is
in Compression
0.000
10.000
0.000:•°
20.000
7
Category 3
Load
Combination - Does not
apply to Splice Design.
8
Category 3
Load
Combination - Does not
apply to Splice Design.
9
Category 4
Load
Combination - Does not
apply to Splice Design.
10
Category 4
Load
Combination - Does not
apply to Splice Design.
11
Category 2
Load
Combination - Does not
apply to this Splice Type.
12
Category 2
Load
Combination - Does not
apply to this Splice Type.
13
0.080
0.935
13.329
0.182
26.659
14
0.080
0.817
13.329
0.182
26.659
S P L I C E D E S I G'N - L A Y O U T S K E T C H _
DATE: 02/07/01 ;CADDS
TIME: 04:31 PM .PAGE:S 17
---------------------.---------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT #::.20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP -_.Visalia
(TYPE) (WIDTH) (HEIGHT). (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 TO 12.,..:•.i
SPLICE # 03 TYPE : Pinned Base Plate SUBTYPE : No Ext EWI Pin - S Nuts
-----------------------------------------------------------------------------------------------------------------------------------
SPLICE PLATE 0043839 COLUMN BOLTS: 0.750" DIA A307 -NO WASHERS
8.000" X 12.250" X 0.375"
+- 4.000"-+
+---------+--- -----------------------------
OUTSIDE FLANGE 4.125" CCCCCCCCCCCC
0.067 X 3.500 C
-+--- o C 0
C
C
C
12.000"
MAIN WEB
0.067 8.125"
MAIN SECTION
12.OP.067S
C
C
C
C
C
C
C
C
C
C
C
C
C
-- C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
CCCCCCCCCCCC
-----------------------------
S P L I
C E D E S IG N -
F L A N G E A N D
W E B P L A T E
I N F O R M A
T I ON
INNER 1 Main Flange
DATE: 02/07/01
;�'CADDS
i/8"
TIME: 04:31 PM
1.86
0.000
1
_`:`:'PAGE: S
18
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER # 01-07
BLDR ACCOUNT # "20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE
# 530-34577296
PROJ NAME - FTC ALMOND, INC.
ENGR GRP -',Visalia
W E B P L A T E S
(TYPE)
(WIDTH) (HEIGHT) .
(LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
------------------------- WELD SIZE -------------------------
DESIGN SYSTEM FRAME # 1
DESCRIPTION EWDS
50'-0" 16'-4"
20 PSF 80 MPH
UBC 97
.500 TO 12. ,•'.•
SHEAR ALLOW
SPLICE # 03
---------------------------------------------------------7-----------------------------------------------------------------=-------
• TYPE : Pinned Base
Plate
SUBTYPE :
No Ext EWI Pin
- S Nuts
COND
Main Web
F L A N G E P L
A T E S
Web to Splice Plate
1/8" 1/8"
0.08
7.42 ..0.010
----------- 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
0.067 X
3.500
0.000
0.23 43.99
4.14 49.50',0.083
1
INNER 1 Main Flange
0.067 X
3.500
0.250
0.03 43.99
4.13 49.50 •'0.083
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) (Kai)
(Kai) (Ksi)
(Ksi) (Ksi)
COLUMN SIDE
Main Web
12.OP.067S
1.01 29.33
1.15 43.99
4.14 49.50. 0.083
1
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 Win)
Win) Win).
COND
OUTER 1 Main Flange
Flange to Splice Plate
1/8"
0.00
1.86
0.000
1
INNER 1 Main Flange
Flange to Splice Plate
i/8"
0.00
1.86
0.000
1
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
Win)
Win) (k/in)
COND
Main Web
Web to Splice Plate
1/8" 1/8"
0.08
7.42 ..0.010
2
S P•L I C E D E S I G N - A P P L I E D L 0 A D S S U'M M A R Y
DATE: 02/07/01 -CADDS
TIME: 04:31 PM .'-''PAGE:S 19
---------------------------=-------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER`- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT #•••20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT)' (LIVE) (WIND) (CODE/YEAR) '•(SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 TO 121.1
SPLICE # 04 TYPE Interior Col to Roof Bm SUBTYPE EW Post Top Clip w/ Stiff
-----------------------------------------------------------------------------------------------------------------------------------
LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y. STRESS MEMBER
NO CATEGORY (kips) (kips) (kips) FACTOR STRENGTH
---------------------------------------------- ------- ------ --------
1 DL + CLL + LL Std Des 5.18 0.00 0:00 1.00 N %;
2 DL + WLL Std Des -0.60 0.00 0.00 1.33 N
3 DL + WLR Std Des -0.21 0.00 0.00 1.33 N
4 D+CLL+EQL/1.4 "Std Des 1.91 0.00 0.00 .'1..33 N
5 D+CLL+EQR/1.4 Std Des 2.13 0.00 0.00 .' 1.33 N
6 DL + CLL + SLL + SLR Std Des 5.18 0.00 0.00 1.00 N
7 PD+PC+0.70PL+2.SOEQL Axial C Category 3 Load Combination - Does not apply to Splice Design.
8 PD+PC+0.70PL+2.80EQR, Axial C Category 3 Load Combination - Does not apply to Splice Design.
9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design.
10 0.85P(DL+CL)+2.SOEQR Axial T Category 4 Load Combination - Does not apply to Splice Design.
11 DL+CL+2.80EQL Conns 1.59 0.00 0.00 1.70 Y
12 DL+CL+2.80EQR Conns 2.44 0.00 0.00 1.70 Y
13 DL + EWP Std Des -0.23 -0.94 0.00 1.33 N
14 DL + EWS Std Des -0.23 0.82 0.00 1.33 N
P A R T D I M E N S I O N S
Lower End EW Post Upper End
Roof Beam Top Clip Roof Beam:
Dimensions at Connection
Flg. to Flg. Dimension 12.000" 11.866" 16.990"
Part Slope 0.500 TO 12
Conn. Plate Angle (Degrees) 0.000
Main Flange Dimensions
Outer Flange Width 5.000"
Thickness 0.250"
Inner Flange Width 5.000"
Thickness 0.250"
Adjacent Depth Change Information
Distance to Depth Change 101- 0.000" 01- 0.000"
Adj. P1. Angle (Degrees) 0.000 0.000
S P L I C E D E S I G N - B 0 L T S / S P L I C E P L A T E
DATE: 02/07/01 CADDS
TIME: 04:31 PM :.•PAGE:S 20
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER'- NORTH VALLEY READY MIXBLDR ORDER # 01-07 BLDR•ACCOUNT #•'20-04-007-90
BLDR.CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 TO 12
SPLICE # 04 TYPE Interior Col to Roof Bm SUBTYPE EW Post Top Clip w/ Stiff
-----------------------------------------------------------------------------------------------------------------------------------
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
0.250"
PLATE YIELD STRESS
55.00 KSI
PLATE OFFSET
3.000"
DESIGN STRESS RATIO
0.018
CONTROLLING GOND.
2
CONTROLLING LOCATION
Outer Flg 2
B
O L T I N F O R M
A T I O N
BOLT DIAMETER
0.625"
BOLT.GAGES
- INNER:
BOLT TYPE
A325
WASHERS
NO
BOLT # BOLTS DIST FROM
DIST FROM
BOLT
# BOLTS
ROW IN ROW
EDGE
PREV ROW
ROW
IN ROW
OUTER 1 2
1.500"
INNER 1
2
P
O S T T O P C L
I P
COLUMN WEB THICKNESS
0.067"
SHEAR FORCE IN BOLTS
5.176
kips
CONNECTION DETAIL NO.:
E139
USE PART NO. 0543360
WITH,BACKER PLATE 0543362
CAPACITY =
16..0 kips
2.750"
DIST FROM DIST FROM
EDGE PREV ROW
1.500"
r
S P L I C E D E S
I G N - B O L T'. L O A D S
/ A L
L 0 W A B
L E S
DATE:
02/07/01
•;CADDS
TIME:
04:31 PM
tit PAGES 21
------------------------------------------------------------------------------------------------------------=---------=------------
ORDER
# 070095
BUILDER - NORTH VALLEY READY MIX BLDR ORDER
# 01-07
BLDR
ACCOUNT #
20-04-007-90
BLDR
CONTACT - BOB
PARSONS BLDR PHONE # 530-345-7296 PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE)
(WIDTH) (HEIGHT) (LIVE)
(WIND).
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
# 1 DESCRIPTION EWDS
50'-0" 16'-4". 20 PSF
80 MPH
UBC
97 .500
TO 12
SPLICE # 04
--------------7-----------7
TYPE Interior
-----------------------------------------------------------
Col to Roof Bm SUBTYPE
------=---------------
EW Post Top Clip w/ Stiff
=----------------------
B O
L T L O 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 4 INNER 3 INNER 2
INNER 1
fv Act.
Fv All.
ft Act.,
:t Ft All.
------------------------------
(Kips
per Bolt) ---------=--------------------
(Kai)
(Kai)
(KSi):.sl
(Ksi)
ROOF
BEAM SIDE
1
Total Section is
in Compression
0.175
21.000
O.Obo
43.998
2
0.143
0.155
0.020
27.992
.,• 0.507
58.651
3
0.049
0.054
0.007
27.992
0.176
58.651
4
,"`Total Section is
in Compression
0.064
27.992
0.000
58.651
5
•.Total Section is
in Compression
0.072
27.992.'
0.000
58.651
6
Total Section is
in Compression
0.175
21.000
0.000
-.: 43.998
7
Category 3
Load Combination - Does not
apply to Splice Design.
8
Category 3
Load Combination - Does not
apply to Splice Design.
9
Category 4
Load Combination - Does not
apply to Splice Design.
10
Category 4
Load Combination - Does not
apply to Splice Design.
it
Total Section is
in Compression
0.053
23.204
0.000
56.099
12
Total Section is
in Compression
0.082
23.204
0.000
56.099
13
0.056
0.061
0.767
27.992
0.198
58.629
14
0.056
0.061
0.670
27.992
0.198
58.635
r
USE EXIST. FLG.: 5.000" X 0.250"
MAIN STIFFENER
0.120 X 2.500 X 16.375 NS/FS
MAIN SECTION
12.OP.067S
-+---------+---
1.500"
3..000"
1.500"
1
-+-------------
ROOF BEAM
+- 2.750"-+
-------AV ------------- vA-------
W
W
o W o
W
MSMSMSMSMSMWMSMSMSMSMSM
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
W
W
o W o
W
A W A
------- V -------------V -------
BOLTS: 0.625" DIA A325:NO WASHERS
TOP CLIP DETAIL: E139
S P L I C E
D E S I G N -
L A Y O U T
S K E
T C H
DATE: 02/07/01
CADDS
TIME: 04:31 PM
r-4', PAGE: 22
----------------------------------------------------------------------------------------------------------------------,-------------
ORDER # 070095
BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT #'20-04-007-90
BLDR CONTACT - BOB
PARSONS. BLDR PHONE
# 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -Visalia
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
'•(SLOPE)
DESIGN SYSTEM FRAME
# 1 DESCRIPTION EWDS
50'-0" 16'=4"
20 PSF
80 MPH
UBC 97
.500 TO 12
t'
SPLICE # 04
TYPE Interior Col
to Roof Bm
SUBTYPE
EW -Post Top
Clip w/ Stiff
4.
USE EXIST. FLG.: 5.000" X 0.250"
MAIN STIFFENER
0.120 X 2.500 X 16.375 NS/FS
MAIN SECTION
12.OP.067S
-+---------+---
1.500"
3..000"
1.500"
1
-+-------------
ROOF BEAM
+- 2.750"-+
-------AV ------------- vA-------
W
W
o W o
W
MSMSMSMSMSMWMSMSMSMSMSM
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
W
W
o W o
W
A W A
------- V -------------V -------
BOLTS: 0.625" DIA A325:NO WASHERS
TOP CLIP DETAIL: E139
S P L I
C E D E S
I G N -
F L A N G,E A N D
W E B P L A T E
I N F O R M A T I O N
DATE: 02/07/01
SIZE -------------------------
--------
MAXIMUM STRESSES ---
- LENGTH - ---- FILLET ---
--------- PENETRATION ---------
CADDS
SHEAR ALLOW CSR LOAD
TIME: 04:31 PM
----------------- =----------------------------
Near Side Far Side
(k/in)
(k/in) (k/in) COND
6.000" 1/8" 1/8"
.
' PAGES
23
ORDER # 070095 BUILDER - NORTH
7 ----------------
VALLEY READY
7----------------------------------------------=--------------------
MIX
BLDR ORDER # 01-07
. BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ NAME - FTC ALMOND,.INC. ENGR GRP - Visalia
(TYPE)
(WIDTH) (HEIGHT)
(LIVE) (WIND)
(CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # `1
DESCRIPTION EWDS.
50'-0" 16'-4"
20 PSF 80 MPH
UBC 97 .500 TO 12
SPLICE # 04
-----------------------------------------------------------------------------------------------------------------------------------
TYPE :
Interior Col
to Roof Bm
SUBTYPE :
EW Post Top Clip w/ Stiff
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
GOND
--------
Inches ---------
(In.)
(Ksi) (Ksi) (Ksi) (Ksi)
ROOF BEAM SIDE
OUTER 2, Main Stiffener
0.120 X
2.500 X 16.375
3.000
0.45 43.99 3.96 49.50
0.079
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) (Kai)
(Ksi) (Ksi) (Ksi) (Ksi)
ROOF BEAM'SIDE
Main Web
ROOF BEAM SIDE
DESCRIPTION
OUTER 2 Main Stiffener
Stiffener to Inner Flg
Stiffener to Web Plate
ROOF BEAM SIDE
DESCRIPTION
Main Web
Web to Inner Flange
0.120 0.30 22.00 0.47 43.99 4.20 49.50 0.085 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
FULL --------------- - --- WELD SIZE ------------------- -------- MAXIMUM STRESSES --------
STRENGTH ---- FILLET ---- ---- ---- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD
Out Face In Face. Out Face In Face Win) Win) Win) COND
0.05 7.42 0.007 2
0.07 1.86 0.039 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"
0.06
7.41 0.008 2
S P L I C E D•E S I G N - A P P L I E D L O A D S S U M M A R Y
DATE: 02/07/01 •CADDS
TIME: 04:31 PM PAGE:S 24
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 50'-0" 16'-4" 20 PSF 80 MPH UBC • 97 .500 TO 12
SPLICE # 05 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 + CLL + LL Std Des 4.64 -0.22 0.00 1.00 N
2 DL + WLL Std Des -0.12 -0.84 0.00 1.33 N
3 'DL + WLR Std Des -1.31 1.02 0.00 1.33 N
4 D+CLL+EQL/1.4 Std Des 2.00 -0.51 0.00 1.33 N
5 D+CLL+EQR/1.4 Std Des 1.47 0.34 0.00 1.33 N
6 DL + CLL + SLL + SLR Std Des 4.64 -0.22 0.00 1.00 N
7 PD+PC+0.70PL+2.80EQL Axial C Category.3 Load Combination - Does not apply to Splice Design.
8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design.
9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design.
10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design.
11 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type.
12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type.
13 DL + EWP Std Des -1.02 -0.38 0.00 1.33 N
14 DL + EWS Std Des -1.02 -0.38 '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 12.000"
Offset from Structure Line 1.000" 6.000"
Adjacent Depth Change Information
Distance to Depth Change 131- 8.505"
Flg. to Flg. Dimension 12.000"
Adj'. P1. Angle (Degrees) 0.000
S P L I C E D E S
I G N
- B 0 L'T
S / S
P L I C E
." -P L A`T E
DATE: 02/07/01
CADDS
TIME: 04:31 PM
1 PAGE:S 25.
--------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX
7-------------------------------------------------
BLDR ORDER
# 01-07
-----------
7'
BLDR ACCOUNT V20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296
PROJ NAME
- FTC.ALMOND, INC:
ENGR GRP _.Visalia
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)(SLOPE)
..
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS
50'-0"
16'-4"
20 PSF
80 MPH
UBC 97
.500 TO 1-2
SPLICE # 05 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 0042853
ORIENTATION NORMAL
PLATE WIDTH 8.000"
PLATE LENGTH 12.500"
PLATE THICKNESS 0.500"
PLATE YIELD STRESS 55.00 KSI
PLATE OFFSET 0.000"
DESIGN STRESS RATIO 0.053
CONTROLLING COND. 1
CONTROLLING LOCATION Cat. 2 Compression
B O L T I N F 0
R M A T
I 0 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"
OUTER 2 2 7.000" 4.000"
C O N C R E T E S T R E S S E S
MIN. DESIGN FOOTING SIZE
145.000
( In**2.)
CONCRETE STRENGTH
3.000
KSI
CONTROLLING LOAD COND. NUMBER
1
ACTUAL ULTIMATE CONCRETE STRESS
0.074
KSI
FACTORED ULT. ALLOW. CONCRETE STRESS
1.842
KSI
CONCRETE STRESS RATIO
0.040.
S P L I C E D E S
I G N - B 0 L T L O A D S
/ A L
L O W A B
L E S
DATE:
02/07/01
CADDS
TIME:
04:31 PM
PAGES 26
---------------------------------------------------------------------------------------------------------------------=-------------
ORDER
# 070095
BUILDER - NORTH VALLEY READY MIX BLDR ORDER
# 01-07
BLDR ACCOUNT #.
20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJNAME
- FTC ALMOND; INC.
ENGR•GRP
-.Visalia
(TYPE)
(WIDTH) (HEIGHT) (LIVE)
(WIND)
(CODE/YEAR) '(SLOPE)''
DESIGN
SYSTEM FRAME
# 1 DESCRIPTION EWDS
50'-0" 16'-4" 20 PSF
80 MPH
UBC.
97 :500
TO 12'..
'
SPLICE
----------------------------------------------------------------------------------------------------------------=------------------
# 05
TYPE : Pinned Base
Plate SUBTYPE :
No Ext Corner - 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
1
Total Section is
in Compression
0.000
10.000;=
0.000
;.20.000
2
0.029
0.029
0.477
13.329.`
0.066
26.659
3
0.327
0.327
0.575
13.329
0.741'.
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
Total Section is
in Compression
0.000
10.000
0.000
20.000
7
Category 3
Load Combination - Does not
apply to Splice Design.
8
Category 3
Load Combination - Does not
apply to Splice Design.
9
Category 4
Load Combination - Does not
apply to Splice Design.
10
Category 4
Load Combination - Does not
apply to Splice Design.
11
Category 2
Load Combination - Does not
apply to this Splice Type.
12
Category 2
Load Combination - Does not
apply to this Splice Type.
13
0.255
0.255
0.215
13.329 '
0.577
26.659
14
0.255
.0.255
0.215
13.329
0.577
26.659
OUTSIDE FLANGE
0.250 X 5.000
MAIN WEB
0.120
INSIDE FLANGE
0.250 X 5.000
-+----------
3.000"
4.000"
12.000"
5.500"
-+-------------
+- .4.000"-+
FFFFFFFFFFFFFFFFFFFFFFF
.W
o W 0
W
W
W
0 W o
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
W
W f. .
FFFFFFFFFFFFFFFFFFFFFFF
S P L I C E
D E S I
G N - L A Y O U T
S K E
T C'H
DATE:
02/07/01
CADDS
TIME:
--------------------------------------------------=--------------------------------------------------------------------------------
04:31 PM
PAGE:S 27
ORDER
# 070095 BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT
#. 20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296'-,.. PROJ NAME
h
- FTC ALMOND, INC.
ENGR GRP
-.Visalia
(TYPE)
(WIDTH)
(HEIGHT) (LIVE)
(WIND)
(CODE/YEAR)
.-(SLOPE)
DESIGN
SYSTEM FRAME # 1
DESCRIPTION EWDS
50'-0"
16'-4" 20 PSF
80 MPH
UBC 97
.500 TO
12
SPLICE
------
# 05
--------------------
TYPE : Pinned Base
------------------------
Plate
--------
SUBTYPE :
-----------------------
-------
. No Ext Corner -•S Nuts
---------------------------
----------------
SPLICE
PLATE 0042853
COLUMN
BOLTS:
0.750" DIA
A307 NO WASHERS
8.000" X 12.500"
X 0.500"
OUTSIDE FLANGE
0.250 X 5.000
MAIN WEB
0.120
INSIDE FLANGE
0.250 X 5.000
-+----------
3.000"
4.000"
12.000"
5.500"
-+-------------
+- .4.000"-+
FFFFFFFFFFFFFFFFFFFFFFF
.W
o W 0
W
W
W
0 W o
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
W
W f. .
FFFFFFFFFFFFFFFFFFFFFFF
S P L I
C E D E S
I G N -
F L A N G E A N D
W E B P L A T E
I N F O R M A
T I 0•N
DATE: 02/07/01
CADDS
TIME:. 04:31 PM
PAGE:S
28
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH
VALLEY READY
MIX
BLDR ORDER # 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ NAME - FTC ALMOND, INC.
ENGR GRP - Visalia
(TYPE)
(WIDTH) (HEIGHT)
(LIVE) (WIND)
•(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 1
DESCRIPTION EWDS
50'-0" 16'-4"
20 PSF 80 MPH
UBC 97
.500 TO 12
SPLICE # 05
-----------------------------------------------------------------------------------------------------------------------------------
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.)
(Kai) (Ksi)
(Ksi) (Ksi)
COLUMN SIDE
OUTER 1 Main Flange
0.250 X
5.000
0.000
0.13 43.99
1.20 49.50
..0.024
1
INNER 1 Main Flange
0.250 X
5.000
0.500
0.03 43.99
1.19 49.50
0.024
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
COLUMN SIDE
DESCRIPTION
OUTER 1 Main Flange
Flange to Splice Plate
INNER 1 Main Flange
Flange to Splice Plate
COLUMN SIDE
DESCRIPTION
0.120 0.69 29.33 0.99 43.99 1.20 49.50 0.024 3
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 Win) Win) Win) COND
1/8" 0.03 3.71. 0.009 3
1/8" 0.00 1.86 0.000 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
Main Web
Web to Splice Plate 1/8" 1/8" 0.12 0.08 6.79 0.021 3
S P L I C E D E S I G N. - A P P L I E D L O A D S S U M M A R Y
DATE: 02/07/01 CADDS
TIME: 04:31 PM `PAGE:S 29
--------------------------------------------------------------------------------------------------=--------=-----------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT #.-20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP : .Visalia
(TYPE) (WIDTH) (HEIGHT)., (LIVE) (WIND) .(CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 50'-0" 16'-4".: 20 PSF 80 MPH UBC_ 97 .500 TO 12:',`•;
SPLICE # 06 TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row Inner Hmhd-;Horiz
LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER
NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH
---------------------------------------------- -------- ------ --------
1 DL + CLL + LL Std Des 4.50 -0.22 -36.14 1.00 N
2 DL + WLL Std Des -0.31 -0.37 -90.22 1.33 N
3 DL + WLR Std Des -1.50 0.26 89.42 1.33 N
4 D+CLL+EQL/1.4 Std Des 1.86 -0.50 -82.48 1.33 N
5 D+CLL+EQR/1.4 Std Des 1.33 0.32 53.95 1.33 N
6 DL + CLL + SLL +'SLR Std Des 4.50 -0.22 -36.14 1.00 N
7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design.
8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design.
9 0.85P(DL+CL)+2.80EQL .Axial T Category 4 Load Combination - Does not apply to Splice Design.
10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design.
11 DL+CL+2.80EQL Conns 2.63 -1.68 -279.54 1.70 Y
12 DL+CL+2.80EQR Conns 0.56 1.50 251.01 1.70 Y
13 DL + EWP Std Des -1.21 0.28 5.49 1.33 N
14 DL + EWS Std Des -1.21 0.28 5.49 1.33 N
P A R T D I M E N S I O N S
Column Roof Beam
Dimensions at Connection
Inside Hammerhead Dimension 7.875"
Flg. to Flg. Dimension 12.000" 20.019"
Part Slope 0.500 TO 12
Conn. Plate Angle (Degrees) 0.000 0.000
Offset from Structure Line 1.000" 0.125"
Main Flange Dimensions
Outer Flange Width 5.000"
Thickness 0.250"
Inner Flange Width 5.000"
Thickness 0.250"
Adjacent Depth Change Information
Distance to Depth Change 131- 8.505" 131-11.833"
Flg. to Flg. Dimension 12.000" 12.000"
Adj. P1. Angle (Degrees) 0.000 0.000
BOTH SIDES
PLATE TYPE
STANDARD
PART NUMBER
0042869
S P L I C E D E S I G N - B O L T
S / S P
L I C E
P L A T E
PLATE WIDTH
DATE: 02/07/01
PLATE LENGTH
21.000"
CADDS
TIME: 04:31 PM
-------------------------------------------------------------------------=----------------------------------=----------------------
0.375"
PLATE YIELD STRESS
55.00 KSI
:PAGE:S 30
ORDER # 070095
BUILDER - NORTH VALLEY READY MIX
BLDR ORDER
# 01-07
DESIGN STRESS RATIO
BLDR ACCOUNT #"
20-04-007-90
BLDR CONTACT - BOB
PARSONS BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP _
Visalia
Side 2
(TYPE) (WIDTH) (HEIGHT)
(LIVE)
(WIND)
.(CODE/YEAR)
(SLOPE)
M A'T I O N
DESIGN SYSTEM FRAME
# 1 DESCRIPTION EWDS 50'-0" 16'-4"
20 PSF
80 MPH
UBC 97
.500 TO 12
.
SPLICE # 06
TYPE Ext Col - Roof Beam Knee
3 P L I n c n r_ n rrr V
SUBTYPE
2 Row Inner Hmhd--'.Horiz
----------------------
BOLT # BOLTS DIST FROM
BOTH SIDES
PLATE TYPE
STANDARD
PART NUMBER
0042869
ORIENTATION
NORMAL
PLATE WIDTH
6.000"
PLATE LENGTH
21.000"
PLATE THICKNESS
0.375"
PLATE YIELD STRESS
55.00 KSI
PLATE OFFSET
0.875"
DESIGN STRESS RATIO
0.253
CONTROLLING GOND.
11
CONTROLLING LOCATION
Side 2
Outer Row 1
B O
L T I N F O R
M A'T I O N
BOLT DIAMETER
.0.625"
BOLT GAGES - INNER:
BOLT TYPE
A325
WASHERS
NO
BOLT # BOLTS DIST FROM
.DIST FROM
BOLT # BOLTS
ROW IN ROW
EDGE
PREV ROW
ROW IN ROW
OUTER 1 2
2.500"
INNER 2 2
OUTER 2 2
5.500"
3.000"
INNER 1 2
W
E B S H E A R
NO STIFFENERS ARE REQUIRED FOR
WEB SHEAR
2.750"
.DIST FROM
EDGE
6.625"
1.625"
DIST FROM
PREV ROW
5.000"
S P L I C
E D E S
I G N - B O
L T L
O A D S
/ A L
L O W.A B
L E S
DATE:
02/07/01
CADDS
TIME:
04:31 PM
PAGE:S 31
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 070095
BUILDER - NORTH
VALLEY READY MIX
BLDR ORDER
# 01-07
BLDR
ACCOUNT #
20-04-007-90
BLDR
CONTACT - BOB
PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
# 1 DESCRIPTION EWDS
50'-0" 16'-4"
20 PSF
80 MPH
UBC
97 .500
TO 12
SPLICE
-----------------------------------------------------------------------------------------------------------------------------------
# 06
TYPE
Ext Col -
Roof Beam Knee
SUBTYPE
2 Row Inner Hmhd -
Horiz
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)
(Kai)
(Ksi)
(Ksi)
COLUMN SIDE
1
Total Section
is
in Compression
0.089
21.000
0.000
.43.999
2
1.646
1.244
0.056
0.000
0.151
27.992
5.367
58.651
3
0.000
0.000
1.140
1.896
0.106
27.992
6.182
58.651
4
1.066
0.771
0.000
0.000
0.201
27.992
3.475
58.650
5
0.000
0.000
0.503
0.977
0.131
27.992
3.186
58.651
6
Total Section
is
in Compression
0.089
21.000
0.000
.. 43.999
7
Category 3
Load Combination
- Does not
apply to Splice
Design.
8
Category 3
Load Combination
- Does not
apply to Splice
Design..
9
Category 4
Load Combination
- Does not
apply to Splice
Design.
10
Category 4
Load Combination
- Does not
apply to Splice
Design.
11
4.374
3.251
0.000
0.000
0.682
23.204
14.258
56.081
12
0.000
0.000
2.795
4.957
0:611
23.204
16.160
56.085
13
0.125
0.135
0.164
0.180
0.114
27.992
0.587
58.651
14
0.125
0.135
0.164
0.380
0.114
27.992
0.587.
58.651
B O
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 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
0.089
21.000
0.000
43.999
2
1.633
1.213
0.000
0.000
0.151
27.992
5.323
58.651
3
0.000.
0.097
1.148
1.739
0.106
27.992
5.671
.. 58.651
4
1.045
0.732
0.000
0.000
0.201
27.992
3.407
`. 58.650
5
0.000
0.000
0.506
0.844
0.131
27.992
2.751
''58.651
6
Total Section is
in Compression
0.089
21.000
0.000
43.999
7
Category 3
Load Combination
- Does not
apply to Splice
Design.
8
Category 3
Load Combination
- Does not
apply to Splice
Design.
9
Category 4
Load Combination
- Does not
apply to Splice
Design.
10
Category
Load Combination
- Does not
apply to Splice
Design.
11
.4
4.303
3.122
0.000
0.000
0.682
23.204
"=. 14.028-
:56.081
12
0.000
0.000
2.839
4.458
0.611
23.204
14.531
56.085
13
0.125
0.135
0.164
0.180
0.114
27.992
0.587
:58.651
14
0.125
0.135
0.164
0.180
0.114
27.992
0.587
58.651
S P L I C E D E S I
G N - L A Y O U T
S K E T C H
DATE: 02/07/01
CADDS
TIME: 04:31 PM
PAGE:S 32
------------------------------7----------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER -
NORTH VALLEY READY MIX
BLDR ORDER #
01-07
BLDR ACCOUNT
# 20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME -
FTC ALMOND,
INC. ENGR GRP
- Visalia
(TYPE) (WIDTH)
(HEIGHT) (LIVE)
(WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION.
EWDS 50'-0"
16'-4" 20 PSF 80 MPH UBC
97 .500 TO
12
SPLICE # 06 TYPE Ext Col - Roof Beam
-----------------------------------------------------------------------------------------------------------------------------------
Knee SUBTYPE':
2 Row
Inner Hmhd - Horiz
SPLICE PLATE 0042869
COLUMN SIDE -=> <-- ROOF BEAM SIDE
BOLTS: 0.625" DIA
A325 NO WASHERS
6.000" X 21.000" X 0.375"
+- 2.750"-+
0,875"
----+---------+--- -----------------------------
---+-
OUTSIDE FLANGE
2.500"
FFFEFFFFFFFEFEFEFEFEFEF
END FLANGE
0.250 X 5.000
W
0.375 X 6.000 X
19.250
-+---
o ..W o.
W
3.000"
W
W
-+---
o W o
W
W
W
W
W
W
W
W
12.875"
W
MAIN WEB
W
0.120
W
W
W
21.000"
8.875"
W
MAIN WEB
W
0.160
W
W
W
W
W
.W
W
W
W
W
INSIDE FLANGE
FFFFFFFFFFFF
0.250 X 5.000
_
W
-+---
o W o
W
INNER HAMMERHEAD GUSSET
5.000" 7.875"
W
0.250 X 7.625 X 6.000
W
-+---
o W o
1.625"
W
INNER HAMMERHEAD FLANGE 0042892
HFHFHFHFHFHFMSMSMSMSMSM_
MAIN STIFFENER
0.250 X 6.000 X 6.000
_
-+------------- -----------------------------
0.250 X 2.500 X
19.750 NS/FS
S P L I C
E' D E S
I G N -
F L A N G E A N D
W E B P L A T E
I N F.0 R M A
TI O N
71.53
DATE: 02/07/01
12
INNER 1 Main Stiffener
0.250
X 2.500 X 19.750
0.000
`CADDS
50.49
TIME: 04:31 PM
71.53
.0.134
11
;PAGE:S
33
-----------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH
VALLEY READY MIX
BLDR ORDER # 01-07
BLDR ACCOUNT # "20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME - FTC ALMOND, INC.
ENGR GRP - Visalia
------------------
MAXIMUM STRESSES
-------=-----------
(TYPE)
(WIDTH) (HEIGHT);
(LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
-- SHEAR ---
DESIGN SYSTEM FRAME # 1
DESCRIPTION EWDS
50'-0" 16'-4"
20 PSF 80 MPH.
UBC 97
.500 TO '12 .
W X OL X IL
SPLICE # 06
--------------------------------------------------------------------------------------=--------------------------------------------
TYPE
Ext Col -
Roof Beam Knee
SUBTYPE
2 Row Inner Hmhd
- Horiz
-------------
Inches ---------=----
(Kai) (Kai)
F L A N G E P L
A T E S
(Kai)
(Kai)
COLUMN SIDE
----------- MAXIMUM STRESSES: .-----------
LOCATION DESCRIPTION
PART NO.
SIZE
DIST FROM
- TENSION -
COMPRESSION CSR
LOAD
14.98
50.49
T
X W XL
EDGE
ACT. ALLOW
ACT. ALLOW.'-
COND
7.625 X 6.000
11.92 33.66.
--------
Inches ---------
(In.)
(Kai) (Kai)
(Kai) (Kai).''•
11
COLUMN SIDE
OUTER 1 Main Flange
0.250
X 5.000
0.875
3.06 50.49
9.74 71.53'.0.136
12
INNER 3. Main Flange
71.53-0.246
0.250
X 5.000
8.125
1.69 50.49
0.63 49.50 0.033
12
INNER 1 Hammerhead Flange
0042892
0.250
X 6.000 X 6.000
0.250
3.75 50.49
7.86 71.53 0.109
11
ROOF BEAM SIDE
OUTER 1 End Flange
0.375
X 6.000 X 19.250
0.000
0.67
50.49
5.71
71.53
..0.'079
12
INNER 1 Main Stiffener
0.250
X 2.500 X 19.750
0.000
3.11
50.49
9.56
71.53
.0.134
11
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 ---------=----
(Kai) (Kai)
(Kai)
(Kai)
(Kai)
(Kai)
COLUMN SIDE
Main Web
0.120
1.14 33.66
14.98
50.49
9.56
71.53
0.296
11
Inner Hammerhead Gusset
0.250 X
7.625 X 6.000
11.92 33.66.
5.36
50.49
7.71
71.53:
0.354
11
ROOF BEAM SIDE
Main Web
0.160
4.93 33.66.
12.48
50.49
9.72
71.53-0.246
11
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
Win)
Win)
(k/in):,
COND
OUTER 1 Main Flange
Flange to Splice Plate
YES
3/16" 3/16"
0.78
12.63
'0.062
11'
INNER 3 Main Flange
Flange to Splice Plate
1/8"
0.43
3.17
0.136
12
INNER 1 Hammerhead Flange
Flange to Splice Plate
1/811'
0.97
3.17
0.309
12
S P L I C E
D E S I G N -
W E L D I N F O R M A T
I O N
DATE: 02/07/01
CADDS
TIME: 04:31 PM
PAGE:S
34
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER # 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC.
ENGR GRP - Visalia
(TYPE)
(WIDTH) (HEIGHT) (LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS
50'-0" 16'-4" 20 PSF 80 MPH
UBC 97
.500 TO 12
SPLICE # 06 TYPE
-------------------------------- =-----------
Ext Col—
I ---------------------------
Roof Beam Knee
SUBTYPE 2
7----------------------------------------------------------
Row Inner Hmhd - Horiz
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 Splice Plate
1/8" 1/8"
1.80
0.14 6.33
0.285
11
Inner Hammerhead Gusset
Gusset to Splice Plate
1/8" 1/8"
1.34
6.34
0.211
12
Gusset to Inner Flange
3/16"
2.98 3.17
0.940
11
Gusset to Hammerhead Flange
1/8"
1.97 2.11
0.930
11
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
Win)
Win) Win)
COND
OUTER 1 End Flange
End Flg to Splice P1
3/16"
0.25
4.76
0.054
11
End Flg to Outer Flg
1/8°
0.00
1.86
0.000
1
INNER 1 Main Stiffener
Stiffener to Splice P1
1/8"
0.77
3.17
0.245
12
Stiffener to Web Plate
1/8"
0.30 2.11
0.143
11
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 Splice Plate
1/8" 1/8"
2.00
0.70 6.16
0.343
it
Web to End Flange
1/8"
0.25 -2.11
0.118
12
S P L I C E D E S I G.N - A P P L I E D L 0 A D S S U M M A R Y
DATE: 02/07/01 CADDS
TIME: 04:31 PM PAGE:S 35
-------------7-------------=---------------------=----------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE), (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 TO 12
SPLICE # 07 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 0.00 0.00 -279.15 1.00 N
+50% MOMENT CAPACITY Std Des 0.00 0.00 279.15 1.00 N
1 DL + CLL + LL Std Des 0.18 -1.07 66.74 1.00 N
2 DL + WLL Std Des 0.16 -0.09 17.55 1.33 N
3 DL + WLR Std Des -0.01 0.33 -40.57 1.33 N
4 D+CLL+EQL/1.4 Std Des. 0.09 -0.56 44.42 1.33 N
5 D+CLL+EQR/1.4 Std Des 0.05 -0.25 3.00 1.33 N
6 DL + CLL + SLL + SLR Std Des 0.18 -1.07 66.74 1.00 N
7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design.
8 PD+PC+0.70PL+2.BOEQR Axial C Category 3 Load Combination - Does not apply to Splice Design.
9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design.
10 O'.85P.(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design.
11 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type.
12 DL+CL+2.BOEQR Conns Category 2 Load Combination - Does not apply to this Splice Type.
13 DL + EWP Std Des -0.56 0.09 -11.57 1.33 N
14 DL + EWS Std Des -0.56 0.09 -11.57 1.33 N
P A R T D I M E N S I O N S
Lower Upper
Roof Beam Roof Beam
Dimensions at Connection
Flg. to Flg. Dimension 12.000" 12.000"
Adjacent Depth Change Information
Distance to Depth Change 151- 0.000" 101- 0.000"
Flg. to Flg. Dimension 12.000" 16.990"
Adj. P1. Angle (Degrees) •0.000 0.000
S P L I C E D E S I G N - B O L T S/ S P L I .0 E P L A T E
DATE: 02/07/01 CADDS
TIME: 04:31 PM PAGES 36
----------------------------------------------------------------------------------------------------------------------.-------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 1' DESCRIPTION EWDS 50'-0" 16'-4" 20 PSF 80 MPH UBC. ' 97 .500 TO 12
SPLICE # 07 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 55.00 KSI
PLATE OFFSET 2.375"
DESIGN STRESS RATIO 0.988
CONTROLLING GOND. +50%
CONTROLLING LOCATION Side 1 Inner Flg 2
B O L T I N F.0 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 O L T L O A D S
/ A L
L 0 W A B L
E S
DATE:
02/07/01
CADDS
TIME:
04:31 PM
PAGE:S 37
------------------------------------------------------------------------------------------------7----------------------------------
ORDER
# 070095
BUILDER
- NORTH
VALLEY READY MIX
BLDR ORDER
# 01-07
BLDR
ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE)
(WIDTH)
(HEIGHT) (LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
SYSTEM FRAME
# .1
DESCRIPTION EWDS
50'-0"
16'-4" 20 PSF
80 MPH
UBC 97
.500'TO
12
SPLICE
-------------------
# 07
I
---------------------------------------------------------------------------------------------------------------
TYPE :
Intermediate
Roof Beam SUBTYPE :
0/I Extens
- Comp
Beam
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
NOOUTER
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)
------------------------------
(Kai)
(Ksi)
(Ksi)
(Ksi)
LOWER
ROOF BEAM SIDE
-50i
10.800
0.000
0.000
21.000
35.205
44.000
+50%
0.000
10.800
0.000
21.000
35.205
44.000
1
0.000
2.545
0.868
21.000
8.296
43.962
2
0.000
0.645
0.076
27.992
2.105
58.651
3
1.571
0.000
0.270
27.992
5.123
58.64.9
4
0.000
1.700
0.456
27.992
5.541
58.644
5
0.000
0.104
0.200
27.992
0.341
58.650
6
0.000
2.545
0.868
21.000-
8.296
43.962'
7
Category 3
Load
Combination -
Does not
apply to
Splice Design.
8
Category 3
Load
Combination -
Does not
apply to
Splice Design.
9
Category 4
Load
Combination -
Does not
apply to
Splice Design.
10
Category 4
Load
Combination -
Does not
apply to
Splice Design.
11
Category 2
Load
Combination -
Does not
apply to
this Splice Type.
12
Category 2
Load
Combination -
Does not
apply to
this Splice Type.
13
0.567
.0.000
0.073
27.992
1.849
58.651
14
0.567
0.000
0.073
27.992
.1.849
58.651
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)
UPPER
ROOF BEAM SIDE
-50%
10.800
0.000
0.000.
21.000
35.205
44.000
+50%
0.000
10.800
0.000
21.000
35.205
44.000
1
0.000
2.545
0.868
21.000
8.296
43.962
2
0.000
0.645
0.076
27.992
2.105
58.651
3
1.571
0.000
0.270
27.992
5.123
58.649
4
0.000
1.700
0.456
27.992
5.541
58.644
5
0.000
0.104
0.200
27.992
0.341
58.650
6
0.000
2.545
0.868
21.000
8.296
43.962
7
Category 3.Load
Combination
- Does not
apply to
Splice Design.
8'
Category 3
Load
Combination
- Does not
apply to
Splice Design.
9
Category 4
Load
Combination
- Does not
apply to
Splice Design.
10
Category 4
Load
Combination
- Does not
apply to
Splice Design.
11
Category 2
Load
Combination
- Does not
apply to
this Splice Type.
12
Category 2
Load
Combination
- Does not
apply to
this Splice Type.
13
0.567
0.000
0.073
27.992
1.849
58.651
14
0.567
0.000
0.073
27.992
1.849
58.651
S P L I C E D E S I G N - L A Y O U T S K E T C H
.DATE: 02/07/01 CARDS
TIME: 04:31 PM PAGE:S 38
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 TO 12
SPLICE.# 07 TYPE : Intermediate Roof Beam SUBTYPE 0/I Extens - Comp Beam
---------------------------------- ------------------------------------------------------------------------------------------------
SPLICE PLATE 0042866 LOWER ROOF BEAM SIDE --> <-- UPPER ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS
6.000" X 16.750". X 0.375" I
+- 2.750"-+
-+---------+--- -----------------------------
1. 12 5"'
----------------------------1.125'
2.375" 2.375"
OUTSIDE FLANGE
0.250 X 5.000
MAIN WEB
0.120
INSIDE FLANGE
0.250 X 5.000
1 12.000"
14.500" 1
1.125"
-+-------------
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 ------------------------
i
OUTSIDE FLANGE
0.250 X 5.000
)00"
MAIN WEB
0.120
1_ INSIDE FLANGE
0.250 X 5.000
S P L I C'E
D E S I G N -
F L A N G E A N D
W E B P L A T E
I N F O R M A
T I O N
DATE: 02/07/01
CADDS
TIME: 04:31 PM
PAGES
39
----------------------------------------=------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY
MIX . BLDR ORDER # 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ NAME - FTC ALMOND, INC.
ENGR GRP - Visalia
(TYPE)
(WIDTH) (HEIGHT)
(LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 1
DESCRIPTION EWDS
50'-0" 16'-4"
20 PSF 80 MPH
UBC 97
.500 TO 12
SPLICE # 07
---------------------------
TYPE Intermediate
-----------------------
Roof Beam
--------------------
SUBTYPE
-------------------
O/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.)
(Kai) (Kai)
(Kai) (Kai)
LOWER ROOF BEAM SIDE
OUTER 2 Main Flange
0.250 X
5.000
2.375
17.28 33.00
14.72 49.50
0.524
-50%
INNER 2 Main Flange
0.250 X
5.000
2.375
17.28 33.00
14.72 49.50
0.524
+50%
UPPER ROOF BEAM SIDE
OUTER 2 Main Flange
0.250 X
5.000
2.375
17.28 33.00
14.72 49.50
.0.524
-50%
INNER 2 Main Flange
0.250 X
5.000
2.375
17.28 33.00
14.72 49.50
0.524
+50%
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 --------------
(Kai) (Kai)
(Kai) (Kai)
(Kai) (Kai)
LOWER ROOF BEAM SIDE
Main Web
0.120
0.74 22.00
0.00 33.00
14.25 49.50
0.287
+50%
UPPER ROOF BEAM SIDE
Main Web
0.120
0.74 22.00
0.00. 33.00
14.25 49.50
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 Win)
Win) Win)
COND
OUTER 2 Main Flange
Flange to Splice Plate
YES 3/16" 3/16"
4.42
8.25
0.536
-50$' .
INNER 2 Main Flange
Flange to Splice Plate
YES 3/16" 3/16"
4.42
8.25
0.536
+50%
Main Web
Web to Splice Plate
UPPER ROOF BEAM SIDE
DESCRIPTION
OUTER 2 Main Flange
Flange to Splice Plate
INNER 2 Main Flange
Flange to Splice Plate
UPPER ROOF BEAM SIDE
DESCRIPTION
Main Web
Web to Splice Plate
S P L I C E D E S I G N - W E
L D I N F
O R M A T I O N
0.09 1.86 0.048
1
DATE: 02/07/01
W E L D I N F
O R•M A T I O N
CADDS
TIME: 04:31 PM
F L A N G E
P L A T E S
PAGES 40
------------------------------------------------------------------------------------------=----------------------------------------
ORDER # 070095 BUILDER
- NORTH VALLEY READY MIX
BLDR ORDER
# 01-07 BLDR ACCOUNT #
20-04-007-90'
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
LOAD
(TYPE) (WIDTH) .(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
(k/in) Win)
DESIGN SYSTEM FRAME # 1
DESCRIPTION EWDS 50'-0" 16'-4"
20 PSF
80 MPH UBC 97
.500 TO 12
8.25 0.536
SPLICE # 07
-----------------------------------------------------------------------------------------------------------------------------------
TYPE : Intermediate Roof Beam
SUBTYPE :
0/I Extens - Comp Beam
4.42
8.25 0.536
W E L D I N F O R
M A T I O N
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
W E B P L A
T E S
-- WELD
SIZE --- ---------------------
--------
DESCRIPTION
------------------------- WELD SIZE
-------------------------
--------
MAXIMUM STRESSES
--------
SHEAR ALLOW CSR
LENGTH - ---- FILLET ------------
PENETRATION --------- TENSION
SHEAR 'ALLOW
CSR LOAD
Win)
Near S. Far S. Near Side
. Far Side (k/in)
Win) Win)
COND
Main Web
Web to Splice Plate
UPPER ROOF BEAM SIDE
DESCRIPTION
OUTER 2 Main Flange
Flange to Splice Plate
INNER 2 Main Flange
Flange to Splice Plate
UPPER ROOF BEAM SIDE
DESCRIPTION
Main Web
Web to Splice Plate
1/8"
0.09 1.86 0.048
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
FULL
-------------------
WELD SIZE ----------.-------=-
--------
MAXIMUM STRESSES --------
STRENGTH
---- FILLET -------------
PENETRATION - --------
TENSION
SHEAR ALLOW CSR
LOAD
Out Face In Face
Out Face In Face
Win)
(k/in) Win)
COND
YES
3/16" 3/16"
4.42
8.25 0.536
-50%
YES
3/16" 3/16"
4.42
8.25 0.536
+50%-
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
Win)
Win) Win)
COND
1/8"
0.09 1.86 0.048
1
Column
Dimensions at Connection
Flg. to Flg. Dimension 12.000"
Part Slope
Conn. Plate Angle (Degrees)
Offset from Structure Line 1.000"
Adjacent Depth Change Information
Distance to Depth Change
Flg. to Flg. Dimension
Adj. P1. Angle (Degrees)
Roof Beam
20.019"
0.500 TO 12
2.386
0.125"
Canopy
Beam
14.875"
0.500 TO 12
2.386
0.125"
101- 0.000"
9.875"
0.000
S P L I
C E D E S
I G N - A P P
L I E D L O A
D S S U M M A R Y
DATE:
02/07/01
CARDS
TIME:
04:31 PM
PAGE:S 41
-------------------------------------------------=---------------------------------------------------------------------------------
ORDER
# 070095 BUILDER
- NORTH
VALLEY READY MIX
BLDR ORDER #
01-07 BLDR ACCOUNT # 20-04-007-90
BLDR
CONTACT - BOB PARSONS
BLDR, PHONE # 530-345-7296
PROJ NAME -
FTC ALMOND, INC.
ENGR GRP - Visalia
(TYPE)
(WIDTH) '(HEIGHT) (LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 1
DESCRIPTION
EWDS
50'-0" 16'-4"
20 PSF 80
MPH UBC 97
.500 TO 12
SPLICE # 08
-----------------------------------------------------------------------7-----------------------------------------------------------
TYPE
Miscellaneous
SUBTYPE
In Ext - Can
@ Eave - H
LOAD
DESCRIPTION
DESIGN
AXIAL
SHEAR MOMENT
STRESS MEMBER
NO
----
--------------------
CATEGORY
--------
(kips)
--------------
(kips) (in -k)
--------
FACTOR STRENGTH
------ --------
1
DL + CLL + LL
Std Des
0.00
-1.84 -110.21
1.00 N
2
DL + WLL
Std Des
0.00
0.35 20.90
1.33 N
3
DL + WLR
Std Des
0.00
0.75 44.81
1.33 N
4
D+CLL+EQL/1.4
Std Des
-0.11
-0.60 -35.81
1.33 N
5
D+CLL+EQR/1.4
Std Des
0..11
-0.60 -35.81
1.33 N
6
DL + CLL + SLL + SLR
Std Des
0.00
-1.84 -110.21
1.00 N
7
PD+PC+0.70PL+2.80EQL
Axial C
Category 3
Load Combination -
Does not apply
to Splice Design.
8
PD+PC+0.70PL+2.80EQR
Axial C
Category 3
Load Combination -
Does not apply
to Splice Design.
9
0.85P(DL+CL)+2.80EQL
Axial T
Category 4
Load Combination -
Does not apply
to Splice Design.
10
0.85P(DL+CL)+2.BOEQR
Axial T
Category 4
Load Combination -
Does not apply
to Splice Design.
11
DL+CL+2.80EQL
Conns
Category 2
Load Combination -
Does not apply
to this Splice Type.
12
DL+CL+2.80EQR
Conns
Category 2
Load Combination -
Does not apply
to this Splice Type.
13
DL + EWP
Std Des
0.00
0.75 44.81
1.33 N
14
DL + EWS
Std Des
0.00
0.75 44.81
1.33 N
P A R T D I M
E N S I O N S.
Column
Dimensions at Connection
Flg. to Flg. Dimension 12.000"
Part Slope
Conn. Plate Angle (Degrees)
Offset from Structure Line 1.000"
Adjacent Depth Change Information
Distance to Depth Change
Flg. to Flg. Dimension
Adj. P1. Angle (Degrees)
Roof Beam
20.019"
0.500 TO 12
2.386
0.125"
Canopy
Beam
14.875"
0.500 TO 12
2.386
0.125"
101- 0.000"
9.875"
0.000
S P
L I C E D E S I G N -
B O L T S / S
P L I C E
P L A T E
DATE: 02/07/01
CADDS
TIME: 04:31 PM
PAGES 42
--------------------------------------------------------------------------------------=--------------------------------------------
ORDER # 070095
BUILDER- NORTH VALLEY READY MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296 PROJ NAME
- FTC ALMOND, INC.
ENGR GRP - Visalia
(TYPE) (WIDTH)
(HEIGHT) (LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME #
1 DESCRIPTION
EWDS 50'-0"
16'-4" 20 PSF
80 MPH
UBC 97
.500 TO 12
SPLICE # 08
-----------------------------------------------------------------------------------------------------------------------------------
TYPE
: Miscellaneous
SUBTYPE :
In Ext - Can Q Eave - H
S P L I C E P L A
T E
ROOF BEAM SIDE
CANOPY SIDE
PLATE TYPE
END FLANGE
STANDARD
PART.NUMBER
0031627
ORIENTATION
REVERSED
PLATE WIDTH
6.000"
6.000"
PLATE LENGTH
18.500"
PLATE THICKNESS
0.375"
0.375"
PLATE YIELD STRESS
55.00 KSI
55.00 KSI
PLATE OFFSET
0.000"
DESIGN STRESS RATIO
0.168
0.254
CONTROLLING GOND.
1
1
CONTROLLING LOCATION
Outer Row 1
Outer 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
1.750"
INNER 3 2
9.500"
3.875"
OUTER 2 2
4.500"
2.750"
INNER 2 2
5.625"
3.875"
INNER 1 2
1.750"
S P L I C E
D E S I
G N -
B 0 L T L 0 A D S
/ A L L
0 W A B
L E S
DATE:
02/07/01
CARDS
TIME:
04:31 PM
PAGES 43
------------------------------------------------------------------=----------------------------------------------------------------
ORDER
# 070095
BUILDER - NORTH
VALLEY READY MIX
BLDR ORDER
# 01-07
BLDR.A000UNT #
20-04-007-90
BLDR
CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR
GRP -
Visalia
(TYPE)
(WIDTH)
(HEIGHT) (LIVE)
(WIND)
(CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME
# 1 DESCRIPTION EWDS
50'-0"
16'-4" 20 PSF
80 MPH
UBC
97 .500
TO 12
SPLICE
-----------------------------------------------------------------------------------------------------------------------------------
# 08
TYPE :
Miscellaneous
SUBTYPE :
In Ext -
Can @ Eave
- H
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 4
INNER 3 INNER 2
INNER 1
fv Act.
Fv All.
ft Act.
Ft All.
------------------------------
(Kips per Bolt)
------------------------------
(Ksi)
(Ksi)
(Ksi)
(Kai)
ROOF.BEAM
SIDE
1
1.800
1.326
0.551 0.000
0.000
0.597
21.000
5.867
43.982
2
0.000
0.000
0.097 0.255
0.414
0.113
27.992
1.350
58.651
3
0.000
0.000
0.208 0.548
0.888
0.243
27.992
2.895
58.649
4
0.596
0.441
0.188 0.000
0.000
0.195
27.992
1.945
c,58.650
5
0.572
0.420
0.170 0.000
0.000
0.192
27.992
1.866
58.650
6
1.800
1.326
0.551 0.000
0.000
0.597
21.000
5.867
43.982
7
Category 3
Load Combination -
Does not
apply to
Splice Design.
8
Category 3
Load Combination -
Does not
apply to
Splice Design.
9
Category 4
Load Combination -
Does not
apply to
Splice Design.
10
Category 4
Load Combination -
Does not
apply to
Splice Design.
11
Category 2•Load
Combination -
Does not
apply to
this Splice Type.
12
Category 2
Load Combination -
Does not
apply to
this Splice Type.
13
0.000
0.000
0.208 0.548
0.888
0.243
27.992
2.895
58.649
14
0.000
0.000
0.208 0.548
0.888
0.243
27.992
2.895
58.649
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)
CANOPY BEAM SIDE.
1
2.826
1.831
0.202 0.000
0.000
0.597
21.000
9.214
43.982
2
0.000
0.000
0.093 0.254
0.414
0.113
27.992•
1.350
58.651
3
0.000
.0.000
0.201 0.544
0.887
0.243
27.992
2.893
58.649
4
0.933
0.607
0.075 0.000
0.000
0.195
27.992
3.041
58.650
5
0.903
0.582
0.056 0.000
0.000
0.192
27.992
2.945
58.650
6
2.826
1.831
0.202 0.000
0.000
0.597
21.000
9.214
43.982
7
Category 3
Load Combination -
Does not
apply to
Splice Design.
8
Category 3
Load Combination -
Does not
apply to
Splice Design.
9
Category 4
Load Combination -
Does not
apply to
Splice Design.
10
Category 4
Load Combination -
Does not
apply to
Splice Design.
11
Category 2
Load Combination -
Does not
apply to
this Splice Type.
12
Category 2
Load Combination -
Does not
apply to
this Splice Type.
13
0.000
0.000
0.201 0.544
0.887
0.243
27.992
2.893
58.649
14
0:000
0.000
0.201 0.544
0.887
0.243
27.992
2.893
58.649
S P L I C E D E S I G N - L A Y O U T S K E T C H
DATE: 02/07/01 CADDS
TIME: 04:31 PM PAGE:S 44
-------------------------------------------------7---------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC.- ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 TO 12
SPLICE # 08 TYPE : Miscellaneous SUBTYPE : In Ext - Can ® Eave - H
-------------------- ----------------------------------------------------------------------------------------------------------------
BOLTS: 0.625" DIA A325 NO WASHERS
USE END FLANGE 6.000" X 0.375"
OUTSIDE FLANGE
0.250 X 5.000
MAIN WEB
0.160
GUSSET STIFFENER 0030877
0.250 X 3.000 X 6.000 NS/FS
INSIDE FLANGE
0.250 X 5.000
ROOF BEAM SIDE -->I<-- CANOPY SIDE
-+---------+---
1.750"
2.750"
15.500"
4.500"
3.875"
3.875"
-+--- 4.125"
1.750"
1 _ I -
-+-------------
+- 2.750"-+
-----------------------------
FFFFFFFFFFFFFFFFFFFFFFF
W
o W o
W
W
W
oW o
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
o W o
W
W
W
o W o
W
GSGSGSGSGSGFFFFFFFFFFFF
W
o W o
W
FFFFFFFFFFFF
------- Av---------------------
14.1
188"
SPLICE PLATE 0031627 REVERSED
6.000" X 18.500" X 0.375"
OUTSIDE FLANGE
0.250 X 5.000
MAIN WEB
0.140
INSIDE FLANGE
0.250 X 5.000
INNER WEB GUSSET 0042908
0.312 X 3.500 X 8.000
S P L I C
E D E S
I G N - F L A N G E A N D
W E B P L A T E
I N F O R M
A T I O N
DATE: 02/07/01
65.98
0.033
1
0.250
CADDS
TIME: 04:31 PM
4.125
0.68
43.99
1.78
PAGES 45
------------------=------------------------------------------------------
ORDER # 070095 BUILDER - NORTH
VALLEY READY MIX
----------------------------------------------------------
BLDR ORDER # 01-07
BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS
0.000
BLDR PHONE # 530-345-7296
PROJ NAME - FTC ALMOND, INC.
ENGR GRP - Visalia
49.50
0.082'
(TYPE) (WIDTH) (HEIGHT)
(LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 1
DESCRIPTION. EWDS 50'-0" 16'-4"
20 PSF 80 MPH
UBC 97
.500 TO 12
SPLICE # 08
-----------------------------------------------------------------------------------------------------------------------------------
TYPE :.
Miscellaneous
SUBTYPE :
In Ext - Can
@ Eave - H
0.59
43.99
F L A N G E P'L
A T E S
0.123
1
W E B 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 GOND
-------- Inches ---------
(In.)
(Kai) (Ksi)
(Ksi) (Kai)
ROOF BEAM SIDE
OUTER 1 Main Flange
INNER2 Gusset Stiffener 0030877
INNER 1 Main Flange
CANOPY BEAM SIDE
OUTER 1 Main Flange
INNER 2 Main Flange
DESCRIPTION
ROOF BEAM SIDE
Main Web
CANOPY BEAM SIDE
Main Web
Inner Web Gusset
ROOF BEAM SIDE
DESCRIPTION
OUTER 1 Main Flange
End Flg to Outer Flg
INNER 2 Gusset Stiffener
Stiffener to End Flg .
Stiffener to Web Plate
INNER 1 Main Flange
End Flg to Splice P1
PART NO.
0.250
X
5.000
0.000
1.08
33.00
1.86
65.98
0.033
1
0.250
X
3.000 X 6.000
4.125
0.68
43.99
1.78
49.50
0.035
1
0.250
X
5.000
0.000
0.08
43.99
4.10
49.50
0.082'
1
0.250
X
5.000
0.000
1.69
33.00
1.91
65.98
.0.051
1
0.250
X
5.000
3.612
0.59
43.99
6.14
49.50
0.123
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
GOND
-------------
Inches --------------
(Ksi) (Ksi)
(Ksi)
(Ksi)
(Ksi)
(Ksi)
0.160
0.61 22.00
5.05
33.00
4.03
49.50
0.152
1
0.140
0.034 1
0.93 22.00
8.95 33.00
5.99 49.50 0.270
1
0042908 0.312
X 3.500 X 8.000
3.66 22.00
1.22 43.99
10.42 49.50 0.209
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
FULL
-------------------
WELD SIZE -------------------
--------
MAXIMUM STRESSES = -------
STRENGTH
---- FILLET -------------
PENETRATION ---------
TENSION
SHEAR ALLOW CSR
LOAD
Out Face In Face
Out Face In Face
Win)
Win) Win)
COND
YES 3/8n
1/8" 1/8"
1/8n
YES 3/8"
0.27 8.25
0.034 1
0.16 7.42
0.023 3
0.23 1.86
0.125. 1
0.00 5.50
0.000 1
17
"'•
Main Web
Web to End Flange
CANOPY BEAM SIDE
DESCRIPTION
OUTER 1 Main Flange
Flange to Splice Plate
INNER 2 Main Flange
Flange to Splice Plate
CANOPY BEAM SIDE
DESCRIPTION
Main Web
Web to Splice Plate
Inner Web Gusset
Gusset to Splice Plate
Gusset to Inner Flange
1/8" 1/8n
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 - ------------------
STRENGTH ---- FILLET ---- --------- PENETRATION ---------
Out Face In Face Out Face In Face
YES
3/8'•
0.81 0.10 5.55 0.147 1
-------- MAXIMUM STRESSES --------
TENSION SHEAR ALLOW 'CSR LOAD
(k/in) (k/in) (k/in) COND
0.43 8.25 0.053 1
YES 3/16" 3/16"
S P L I C E D E S I G N
— W E
L D I N
F O R M A T I O N
F O R M A T I O N
DATE: 02/07/01
W E B
P L A T E S
------------------------- WELD
CADDS
TIME: 04:31 PM
MAXIMUM STRESSES --------
LENGTH - ---- FILLET ---
--------- PENETRATION ---------
TENSION
SHEAR ALLOW CSR LOAD
PAGE:S 46
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095
BUILDER - NORTH VALLEY READY MIX
Win) Win) COND
BLDR ORDER
# 01-07 BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB
PARSONS BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE) (WIDTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
# 1 DESCRIPTION EWDS 50'-0"
16'-4"
20 PSF
80 MPH UBC 97
.500 TO 12
SPLICE # 08
-----------------------------------------------------------------------------------------------------------------------------------
. TYPE : Miscellaneous
SUBTYPE :
In Ext - Can @
Eave - H
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)
Win) Win)
GOND
Main Web
Web to End Flange
CANOPY BEAM SIDE
DESCRIPTION
OUTER 1 Main Flange
Flange to Splice Plate
INNER 2 Main Flange
Flange to Splice Plate
CANOPY BEAM SIDE
DESCRIPTION
Main Web
Web to Splice Plate
Inner Web Gusset
Gusset to Splice Plate
Gusset to Inner Flange
1/8" 1/8n
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 - ------------------
STRENGTH ---- FILLET ---- --------- PENETRATION ---------
Out Face In Face Out Face In Face
YES
3/8'•
0.81 0.10 5.55 0.147 1
-------- MAXIMUM STRESSES --------
TENSION SHEAR ALLOW 'CSR LOAD
(k/in) (k/in) (k/in) COND
0.43 8.25 0.053 1
YES 3/16" 3/16"
0.15
11.00 0.014 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
Win)
Win) Win) COND
1/8" 1/8"
3/16" 3/16"
1/8"
1.25 0.12 5.55 0.227 1
0.38 11.13 0.034 3
1.14 1.86 0.615 1
S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y
DATE: 02/07/01 CADDS
TIME: 04:31 PM PAGES 47
--------------------------------------------------------------- --------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY.MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 TO 12
SPLICE # 09 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 0.00 0.00 -279.15 1.00 N
+50% MOMENT CAPACITY Std Des' 0.00 0.00 279.15 1.00 N
1 DL + CLL + LL Std Des 0.19 -0.66 18.57 1.00' N
2 DL + WLL Std Des 0.18 0.36 -37.14 1.33 N
3 DL + WLR Std Des -0.04 -0.42 48.43 1.33 N
4 D+CLL+EQL/1.4 Std Des 0.11 -0.02 -20.30 1.33 N
5 D+CLL+EQR/1.4 Std Des 0.04 -0.55 39.32 1.33 N
6 DL + CLL + SLL + SLR Std Des 0.19 -0.66 18.57 1.00 N
7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design:
8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design.
9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design.
10 0.85P(DL+CL)+2.BOEQR Axial T Category 4 Load Combination - Does not apply to Splice Design.
11 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type.
12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type.
13 DL + EWP Std Des -0.57 -0.11 11.04 1.33 N
14 DL + EWS Std Des -0.57 -0.11 11.04 1.33 N
P A R T D I M E N S I O N S
Lower Upper
Roof Beam Roof Beam
Dimensions at Connection
Flg. to Flg. Dimension 12.000" 12.000"
Adjacent Depth Change Information
Distance to Depth Change 15'- 0.000" 101- 0.000"
Flg. to Flg. Dimension 20.019" 16.990"
Adj. P1. Angle (Degrees) 0.000 0.000
S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E
DATE: 02/07/01 CADDS
TIME: 04:31 PM PAGES 48
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 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 55.00 KSI
PLATE OFFSET 2.375"
DESIGN STRESS RATIO 0.991
CONTROLLING COND. +50%
CONTROLLING LOCATION Side 1 Inner Flg 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
ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE
OUTER 1 2 1.125" INNER 1 2 1.125"
DIST FROM
PREV ROW
S P L I C E
. D E S I
G N -
B 0 L T L 0 A D S
/ A L
L 0 W A B L
E S
DATE:
02/07/01
CADDS
TIME:
04:31 PM
PAGES 49
--------------------------------
ORDER
# 070095
BUILDER
---------------------------------------------------------------------------------------------------
- NORTH
VALLEY READY MIX
BLDR ORDER #01-07
BLDR
ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE)
(WIDTH)
(HEIGHT) (LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
SYSTEM FRAME
# 1
DESCRIPTION EWDS
50'-0"
16'-4" 20 PSF
80 MPH
UBC 97
.500
TO 12
SPLICE
-----------------------------------------------------------------------------------------------------------------------------------
# 09
TYPE :
Intermediate
Roof Beam SUBTYPE
:
O/I Extens
- Comp
Beam
B O L
T L O
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 4
INNER 3 INNER 2
INNER 1
fv Act.
Fv All.
ft Act.
Ft All.
------------------------------
(Kips per
Bolt)
------------=-----------------
(Ksi)
(Ksi)
(Ksi)
(Kai)
LOWER
ROOF BEAM SIDE
-50%
10.835
0.000
0.000
21.000
35.318
44.000
+5096
0.000
10.835
0.000
21.000
35.318
44.000 ,
1
0.000
0.681
0.541
21.000
2.220
43.985
2
1.405
0.000
0.294
27.992
4.579
58.648
3
0.000
1.888
0.346
27.992
6.154
58.647
4
0.765
0.000
0.016
27.992
2.494
58.651
5
0.000
1.518
0.447
27.992
4.947
58.644
6
0.000
0.681
0.541
21.000
2.220
43.985
7
Category 3
Load
Combination -
Does not
apply to
Splice Design.
8
Category 3 -Load
Combination -
Does not
apply to
Splice Design.
9
Category 4
Load
Combination -
Does not
apply to
Splice Design.
10
Category 4
Load
Combination -
Does not
apply -to
Splice Design.
it
Category 2
Load
Combination -
Does not
apply to
this Splice Type.
12
Category 2
Load
Combination -
Does not
apply to
this Splice Type.
13
0.000
0.549
0.091
27.992
1.790
58.651
14
0.000
0.549
0.091
27.992
1.790
58.651
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)
UPPER
ROOF BEAM SIDE
-50%
10.800
0.000
0.000
21.000
35.205
44.000
+50%
0.000
10.800
0.000
21.000
35.205
44.000
1
0.000
0.678
0.541
21.000
2.211
43.985
2
1.400
0.000
0.294
27.992
4.563
58.648
3
0.000
1.882
0.346
27.992
6.135
58.647
4
0.762
0.000
0.016
27.992
2.485
58.651
5
0.000
1.513
0.447
27.992
4.931
58.644
6
0.000
0.678
0.541
21.000
2.211
43.985
7
Category 3
Load
Combination -
Does not
apply to
Splice Design.
8
Category 3
Load
Combination -
Does not
apply to
Splice Design.
9
Category 4
Load
Combination -
Does not
apply to
Splice Design.
10
Category 4
Load
Combination -
Does not
apply to
Splice Design.
11
Category 2
Load -Combination
-
Does not
apply to
this Splice Type.
12
Category 2
Load
Combination -
Does not
apply to
this Splice Type.
13
0.000
0.548
0.091
27.992
1.788
58.651
14
0.000
0.548
0.091
27.992
1.788
58.651
OUTSIDE FLANGE
0.250 X 5.000
MAIN WEB
0.160
INSIDE FLANGE
0.250 X 5.000
-+---------+---
1.125"
2.375"
12.000"
14.500" 1
1.125"
1
-+-------------
+- 2.750"-+
----------------------------- ---+-
2.375"
0 0 — I_
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
0 0
OUTSIDE FLANGE
0.250 X 5.000
100"
MAIN WEB
0.120
INSIDE FLANGE
0.250 X 5.000.
S•P L I C E
D E S I G N -
L A Y O U T
S K E T C H
DATE: 02/07/01
CADDS
TIME: 04:31 PM
----------------------------------------------------------
PAGES 50
ORDER # 070095 BUILDER - NORTH VALLEY READY
-------------------------------
MIX
BLDR ORDER
------------------------------------------
# 01-07
BLDR ACCOUNT
# 20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP
- Visalia
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 1
DESCRIPTION. EWDS
50'-0" 16'-4"
20 PSF
80 MPH UBC 97
..500 TO
12
SPLICE # 09
------------------------------------------7----------------------------------------------------------------------------------------
TYPE Intermediate
Roof Beam
SUBTYPE
0/I Extens -
Comp Beam
SPLICE PLATE 0042866
LOWER ROOF BEAM SIDE.--> <-- UPPER
ROOF BEAM SIDE BOLTS:
0.62511 -DIA
A325 NO WASHERS
6.000" X 16.750"
X 0.375"
OUTSIDE FLANGE
0.250 X 5.000
MAIN WEB
0.160
INSIDE FLANGE
0.250 X 5.000
-+---------+---
1.125"
2.375"
12.000"
14.500" 1
1.125"
1
-+-------------
+- 2.750"-+
----------------------------- ---+-
2.375"
0 0 — I_
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
0 0
OUTSIDE FLANGE
0.250 X 5.000
100"
MAIN WEB
0.120
INSIDE FLANGE
0.250 X 5.000.
S P L I,C
E - D E S I G N
- F L A N G E A N D
W E B P L A T E
I N F O R M A
T I O N
DATE: 02/07/01
CADDS
TIME: 04:31 PM
PAGES
51
-----------------------------------------------------------------7-----------------------------------------------------------------
ORDER.# 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07
. BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME - FTC ALMOND, INC.
ENGR GRP - Visalia
(TYPE)-
(WIDTH) (HEIGHT)
(LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 1
DESCRIPTION EWDS
50'-0" 16'-4"
20 PSF 80 MPH
UBC 97
.500 TO 12
SPLICE # 09
-----------------------------------------------------------------------------------------------------------------------------------
TYPE : Intermediate
Roof Beam
SUBTYPE :
O/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.)
(Kai) (Kai)
(Ksi) (Kai)
LOWER ROOF BEAM SIDE
OUTER 2 Main Flange
0.250
X 5.000
2.375
17.34 33.00
14.16 49.50
0.525
-50%
INNER 2 Main Flange
0.250
X 5.000
2.375
17.34 33.00
14.16 49.50
0.525
+50%
UPPER ROOF BEAM SIDE
OUTER 2 Main Flange
0.250
X 5.000
2.375
17.28 33.00
14.72 49.50
0.524
-5096
INNER 2 Main Flange
0.250
X 5.000
2.375
17.28 33.00
14.72 49.50
0.524
+50%
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
GOND
-------------
Inches --------------
(Ksi) (Ksi)
(Ksi) (Ksi)
(Ksi) (Ksi)
LOWER.ROOF BEAM SIDE
Main Web
0.160
0.35 22.00
0.00 33.00
13.69 49.50
0.275
-50%
UPPER ROOF BEAM SIDE
Main Web
0.120
0.46 22.00
0.00 33.00
14.25 49.50
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 Win)
Win) Win)
COND
OUTER 2 Main Flange
Flange to Splice Plate
YES
3/16" 3/16"
4.47
8.25
0.542
-50%
INNER 2 Main Flange
Flange to Splice Plate
YES
3/16" 3/16"
4.47
8.25
0.542
+50%
Main Web
Web to Splice Plate
1/8"
0.06 1.86 0.030 1
S P L I C E D E S I G N - W E
L D I N F O R M A T I
O N
DATE: 02/07/01
CADDS
TIME: 04:31 PM
PAGE:S
52
-----------------------------------------------------------------------7-----------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX
BLDR ORDER # 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS.
BLDR PHONE # 530-345-7296
PROJ NAME - FTC ALMOND,
INC.
ENGR GRP -
Visalia
(TYPE) (WIDTH) (HEIGHT)
(LIVE) (WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 1
DESCRIPTION EWDS 50'-0" 16'-4"
20 PSF 80 MPH UBC 97
.500 TO 12
SPLICE # 09
------------------------------
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) Win)
COND
Main Web
Web to Splice Plate
1/8"
0.06 1.86
0.030
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
Win)
Win) Win)
COND
OUTER 2 Main Flange
Flange to Splice Plate
YES 3/16" 3/16"
4.42
8.25
0.536
-50%
INNER 2 Main Flange
Flange to Splice Plate
YES 3/16" 3/16"
4.42
8.25
0.536
+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
Win)
Win) Win)
COND
Main Web
Web to Splice Plate
1/8"
0.06 1.86 0.030 1
S P
L I C E D E S I
G N
DATE: 02/07/01
CADDS
TIME: 04:31 PM
PAGE:S 53
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095
BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT #
20-04=007-90
BLDR CONTACT -
BOB PARSONS BLDR PHONE
# 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM
-----------------------------------------------------------------------------------------------------------------------------------
FRAME # 2 DESCRIPTION LRF
50'-0" 16'-4"
20 PSF
80 MPH UBC 97
.500 TO 12
S P L I C E D E S I G N - C O
V E'R
S H
E E T
DATE:
02/07/01
CADDS
TIME:
04:31 PM
PAGE:S
-54
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 070095
BUILDER - NORTH
VALLEY READY MIXBLDR
ORDER #
01-07 BLDR ACCOUNT
# 20-04-007-90
BLDR
CONTACT -
BOB PARSONS
BLDR PHONE # 530-`345-7296 PROJ NAME -
FTC
ALMOND, INC.
ENGR GRP
- Visalia
(TYPE) (WIDTH). (HEIGHT) (LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM
------------------------------------
FRAME # 2 DESCRIPTION LRF' 50'-0" 16'-4" 20
----------------------------------------------------------------------------------------------
PSF 80 MPH UBC 97
.'500 TO
12
RUN OPTIONS AND INFORMATION
SOURCING PLANT
04 - VISALIA
QUANTITY OF LIKE FRAMES
02
STRESS RATIO LIMIT
1.030
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 I
NUM Connection Plate Opt
I
NUM
Stiffener Opt
Weld
Opt
---
--- ---
-------------------- +
------------------------------- +
-------
--
----------- ------
-------------------------
1
01 1
Pinned Base Plate
30 Analysis Only
OV80650
01
Full Optimization
Design
w/
Combined
Welds
2
01 2
Knee Splice
31 Optimization w/ Std Plates
OV80650
02
Full Optimization
Design
w/
Combined
Welds
OV80652
01
Full Optimization
Design
w/
Combined
Welds
3
04 1
Pinned Base Plate
30 Analysis Only
OV80650
01
Full Optimization
Design
w/
Combined
Welds
4
04 2
Knee Splice
31 Optimization w/ Std Plates
OV80650
02
Full Optimization
Design
w/
Combined
Welds
OV80652
01
Full Optimization
Design
w/
Combined
Welds
5
02 1
Ridge
32 Optimization w/ Std Plates
OV80652
02
Full Optimization
Design
w/
Combined
Welds
OV80652
02
Full Optimization
Design
w/
Combined
Welds
6
03 1
Canopy Beam Splice
13 Analysis w/ Plate Thickness
OV80652
06
Deficiencies Only
Design
w/.Combined
Welds
CAN 02R
02
Analysis Only
Design
w/
Combined
Welds
S P L I C E D E S I G N - A P P L I ED L O A D S S U M M A R Y
DATE: 02/07/01 CADDS
TIME: 04:31 PM PAGES 55
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 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 + CLL + LL Std Des 7.72 -3.25 0.00 1.00 N
2 DL + WLL Std Des -1.49 2.23 0.00 1.33 N
3 DL + WLR Std Des -0.35 -1.07 0.00 1.33 N
4 D+CLL+EQL/1.4 Std Des 3.01 -0.75 - 0.00 1.33 N
5 D+CLL+EQR/1.4 Std Des 3.82 -2.07 0.00 1.33 N
6 DL + CLL + SLL + SLR Std Des 7.72 -3.25 0.00 1.00 N
7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design.
8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design.
9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design.
10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design.
11 DL+CL+2.80EQL :Cones Category 2 Load Combination - Does not apply to this Splice Type.
12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type.
13 DL + EWP Std Des -4.04 5.00 0.00 1.33 N
14 DL+REQ Std Des 0.38 1.35 0.00 1.33 N.
15 DL+CLL+REQ Std Des 2.17 0.58 0.00 1.33 N
P A R T D I M E N S I O N S
Column
•Dimensions at Connection
Flg. to Flg. Dimension 8.000"
Offset .from Structure Line 1.000"
Adjacent Depth Change I.nformation
Distance to Depth Change 141- 0.861"
Flg. to Flg. Dimension 20.000"
Adj. P1. Angle (Degrees) .0.000
S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E
DATE: 02/07/01 CADDS
TIME: 04:31 PM PAGES 56
------------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296• PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 TO 12
SPLICE # 01 TYPE Pinned Base Plate SUBTYPE No Ext SW Pin - S Nuts .
-----------------------------------------------------------------------------------------------------------------------------------
PLATE TYPE
PART NUMBER
ORIENTATION
PLATE WIDTH
PLATE LENGTH
PLATE THICKNESS
PLATE YIELD STRESS
PLATE OFFSET
DESIGN STRESS RATIO
CONTROLLING GOND.
CONTROLLING LOCATION
S P L I C E P L A T E
STANDARD
0042358
NORMAL
9.000"
8.437"
0.500"
55.00 KSI
0.375"
0.130
1
Cat. 2 Compression
B O L T I N F O R M A T I O N
BOLT DIAMETER 1.000" 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 2.375"
C O N C R E T E S T R E S S E S
MIN. DESIGN FOOTING SIZE 114.807 ( In**2 )
CONCRETE STRENGTH 3.000 KSI
CONTROLLING LOAD COND. NUMBER 6
ACTUAL ULTIMATE CONCRETE STRESS 0.163 KSI
FACTORED ULT. ALLOW. CONCRETE STRESS 1.881 KSI
CONCRETE STRESS RATIO 0.086
S P L I C E D E S I G N - B O L T L O A D S
/ A L
L O W A B L
E S
DATE:
02/07/01
CARDS
TIME:
04:31 PM
PAGES 57
-----=-----------------------------------------------------------------------------------------------------------------------------
ORDER
# 070095
BUILDER
- NORTH VALLEY READY MIX BLDR ORDER
# 01-07
BLDR
ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE)
(WIND)
. (CODE/YEAR) '(SLOPE)
DESIGN
SYSTEM FRAME
# 2
DESCRIPTION LRF 50'-0" 16'-4" 20 PSF
80 MPH
UBC 97
.500
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
0.000
10.000
0.000
20.000
2
0.742
1.419
13.329
0.945
26.659
3
0.176
0.684
13.329
0.224
26.659
4
Total Section is in Compression
0.000
13.329
0.000
26.659
5
Total Section is in Compression
0.102
13.329
0.000
26.659
6
Total Section is in Compression
0.000
10.000
0.000
20.000
7
Category 3
Load
Combination - Does not apply to Splice Design.
8
Category 3
Load
Combination - Does not apply to Splice Design.
9
Category 4
Load
Combination - Does not apply to Splice Design.
10
Category 4
Load
Combination - Does not apply to Splice Design.
11
Category 2
Load
Combination - Does not apply to this Splice Type.
12
Category 2
Load
Combination - Does not apply to this Splice Type.
13
2.021
3.183
13.329
2.573
26.659
14
Total Section is in Compression
0.737
13.329
0.000
26.659
15
Total Section is in Compression
0.000
13.329
0.000
26.659
S P L I C E D E S I G N - L A Y O U T S K E T C H
DATE: 02/07/01 CADDS
TIME: 04:31 PM PAGE:S 58
-------------------------7----------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 TO 12
SPLICE # 01 TYPE : Pinned Base Plate SUBTYPE : . No Ext SW Pin - S Nuts
---------------------------------------------------=-------------------------------------------------------------------------------
SPLICE PLATE 0042358 COLUMN BOLTS: 1.000" DIA A307 NO WASHERS
9.000" X 8.437" X 0.500"
+- 4.000"-+
0.37511 ----+---------+--- -----------------------------
OUTSIDE FLANGE 2.375" FFFFFFFFFFFFFFFFFFFFFFF
0.250 X 6.000 W
-+--- o W 0
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
8.375" W
MAIN WEB W
0.120 6.062" W
W
W.
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
INSIDE FLANGE FFFFFFFFFFFFFFFFFFFFFFF
0.250 X 6.000 -+---------- -----------------------------
DATE: 02/07/01 S P L I C E D E S I G N - F L A.N G E A N D W E B P L A T E I N F O R M A T I O N TIME: 04:31 PM CADDSPAGE:S 59
----------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 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.) (Kai) (Kai) (Kai). (Kai)
COLUMN SIDE
OUTER 1 Main Flange
INNER 1 Main Flange
DESCRIPTION PART NO.
COLUMN SIDE
Main Web
COLUMN SIDE
DESCRIPTION
OUTER 1 Main Flange
Flange to Splice Plate
INNER 1 Main Flange
Flange to Splice Plate
COLUMN SIDE
DESCRIPTION '
0.250 X
6.000
0.00
0.375
1.45
43.99
1.98 49.50'
0.039
6
0.250 X
6.000
0.062
0.05
43.99
1.98 49 50
0.039
6
TENSION
W E B
P L A T E S
Side Far Side
Win)
Win) Win) COND
------------------
MAXIMUM STRESSES -------------------
SIZE
-- SHEAR --
- TENSION -
COMPRESSION
CSR
LOAD
T X
W X OL
X IL
ACT. ALLOW
ACT.
ALLOW
ACT.. ALLOW
COND
------------=
Inches --------------
(Kai) (Kai)
(Kai)
(Kai)
(Kai) (Kai)
0.120
5.33 29.33
3.15
43.99
1.98 49.50
0.182
.13
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
Win)
Win) Win)
COND
1/8"
0.37 3.71 0.100 13
1/8"
0.00
1.86 0.000 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
Win)
Win) Win) COND
Main Web
Web.to Splice Plate 1/8" 1/8" 0.38 0.64 5.85 0.127 13
Dimensions at Connection
Flg. to Flg. Dimension
Part Slope
Conn. Plate Angle (Degrees)
Offset from Structure Line
Main Flange Dimensions
Outer Flange Width
Thickness
Inner Flange'Width
Thickness
Adjacent Depth Change Information
Distance to Depth Change
Flg. to Flg. Dimension
Adj. P1. Angle (Degrees)
Column Roof Beam
20.000" 16.000"
0.500 TO 12
0.000 0.000
1.000" 0.125"
6.000"
0.250"
6.000"
0.250"
14'- 0.861" 231- 3.666"
8.000" 16.000"
0.000 0.000
S P L I
C E D E S
I G N - A P P
L I E
D L O A
D S S U M M A R Y
DATE:
02/07/01
CARDS
TIME:
04:31 PM
PAGE:S 60
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 070095 BUILDER - NORTH VALLEY READY MIX
BLDR ORDER #
01-07
BLDR ACCOUNT # 20-04-007-90
BLDR
CONTACT - BOB PARSONS•
BLDR PHONE # 530-345-7296
PROJ NAME -
FTC ALMOND, INC.
ENGR GRP - Visalia ,
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 2
DESCRIPTION LRF
50'-0" 16'-4"
20 PSF 80
MPH UBC 97
.500 TO 12
SPLICE
-----------------------------------------------------------------------------------------------------------------------------------
# 02
TYPE :
Ext Col -
Roof Beam Knee
SUBTYPE :
No Extens -
Horiz w/EndF
LOAD
DESCRIPTION
DESIGN
AXIAL
SHEAR MOMENT
STRESS
MEMBER
NO
----
-----=--------------
CATEGORY
--------
(kips)
--------------
(kips) (in -k)
--------
FACTOR
------
STRENGTH
--------
--------50%
- 50%
MOMENT CAPACITY
Std Des
0.00
0.00 -504.08
1.00
N
+50%
MOMENT CAPACITY
Std Des
0.00
0.00 504.08
1.00
N
1
DL + CLL + LL
Std Des
7.56
-3.25 -502.51
1.00
N
2
DL + WLL
Std Des
-1.72
0.78 211.09
1.33
N
3
DL + WLR
Std Des
-0.57
-0.17 -86.33
1.33
N
4
D+CLL+EQL/1.4
Std Des
2.85
-0.77 -111.17
1.33
N
5
D+CLL+EQR/1.4
Std Des
3.66
-2.05 -324.35
1.33
N
6
DL + CLL + SLL + SLR
Std Des
7.56
-3.25 -502.51
1.00
N
7
PD+PC+0.70PL+2.BOEQL
Axial C
Category 3
Load Combination -
Does
not apply
to Splice Design.
8
PD+PC+0.70PL+2.80EQR
Axial C
Category 3
Load Combination -
Does
not apply
to Splice Design.
9
0.85P(DL+CL)+2.80EQL
Axial T
Category 4
Load Combination -
Does
not apply
to Splice Design.
10
0.85P(DL+CL)+2.80EQR
Axial T
Category 4
Load Combination -
Does
not apply
to Splice Design.
11
DL+CL+2.80EQL
Conns
1.69
1.07 196.75
1.70
Y
12
DL+CL+2.SOEQR
Conns
4.82
-3.89 -632.28
1.70
Y
13
DL + EWP
Std Des
-4.27
5.87 888.10
1.33
N
14
DL+REQ
Std Des
0.21
1.35 229.21
1.33
N
15
DL+CLL+REQ
Std Des
2.01
0.58 110.57
1.33
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)
Offset from Structure Line
Main Flange Dimensions
Outer Flange Width
Thickness
Inner Flange'Width
Thickness
Adjacent Depth Change Information
Distance to Depth Change
Flg. to Flg. Dimension
Adj. P1. Angle (Degrees)
Column Roof Beam
20.000" 16.000"
0.500 TO 12
0.000 0.000
1.000" 0.125"
6.000"
0.250"
6.000"
0.250"
14'- 0.861" 231- 3.666"
8.000" 16.000"
0.000 0.000
S P L I C E D E S I.G N - B O L T S / S P L I C E P L A T E
DATE: 02/07/01 CADDS
TIME: 04:31 PM PAGE:S 61
------------------------------------------------------- ----------------------------------------------------------------------------
ORDER # 070095 BUILDER -NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 TO 12
SPLICE # 02 TYPE Ext Col - Roof Beam Knee SUBTYPE No Extens - Horiz w/EndF
-----------------------------------------------------------------------------------------------------------------------------------
S P L I C E P L A T E
BOTH SIDES
PLATE TYPE STANDARD
PART NUMBER 0042917
ORIENTATION NORMAL
PLATE WIDTH 8.000"
PLATE LENGTH 20.875"
PLATE THICKNESS 0.500"
PLATE YIELD STRESS 55.00 KSI
PLATE OFFSET 0.875"
DESIGN STRESS RATIO 0.561
CONTROLLING COND. 13
CONTROLLING LOCATION Side 2 Inner Row 1
DIST FROM
PREV ROW
3.500"
`Tye'
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
ROW IN ROW
EDGE-
PREV ROW
ROW IN ROW
EDGE
OUTER 1 2
2.875"
INNER 2 2
5.500"
OUTER 2 2
6.375"
3.500"
INNER 1 2
2.000"
W
E B S H E A R
NO STIFFENERS ARE
REQUIRED FOR
WEB SHEAR
DIST FROM
PREV ROW
3.500"
`Tye'
S P L I C E
D E S I G N -
B O L T L O A D S
/ A L
L O W A B L
E S
DATE:
02/07/01
CADDS
TIME:
04:31 PM
PAGE:S 62
---------------------------------------------------------------------------------------------------------------------------------=-
ORDER
# 070095
BUILDER - NORTH
VALLEY READY MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR
CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME
-. FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE) (WIDTH)
(HEIGHT) (LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
# 2 DESCRIPTION LRF 50'-0"
16'-4" 20 PSF
80 MPH
UBC 97
.500
TO 12
SPLICE
----------------------------------------
# 02
TYPE
Ext Col - Roof Beam
-------------------------------------------------------------------------------------------
Knee SUBTYPE':
No Extens
- Horiz
W/EndF
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)
(Kai)
(Ksi)
(Ksi)
COLUMN SIDE
-50%
9.577
6.291
0.000
0.000
0.000
21.000
21.678
44.000
+50%
0.000
0.000
6.291
9.577
0.000
21.000
21.678
44.000
1
8.442
5.274
0.000
0.000
0.919
21.000
19:109
43.957
2
0.000
0.000
2.864
4.265
0.220
27.992
9.654
58.650
3
1.725
1.154
0.000
0.000
0.046
27.992
3.905
58.651
4
1.698
1.014
0.000
0.000
0.219
27.992
3.843
58.650
5
5.626
3.564
0.000
0.000
0.579
27.992
12.735
58.639
6
8.442
5.274
0.000
0.000
0.919
21.000
19.109
43.957
7
Category 3
Load Combination -
Does not apply to
Splice Design.
8
Category 3
Load Combination -
Does not apply to
Splice Design.
9
Category 4
Load Combination -
Does not apply to
Splice Design.
10
Category 4
Load Combination -
Does not apply to
Splice Design.'
1.1
0.000
0.000
2.231
3.490
0.301
23.204
7.899
56.096
12
11.305
7.251
0.000
0.000
1.099
23.204
25.588
56.052
13
0.000
0.000
11.655
17.506
1.662
27.992
39.626
58.548
14
0.000
0.000
2.832
4.323
0.381
27.992
9.785
58.646
15
0.000
0.000
1.115
1.807
0.164
27.992
4.092
58.650
O A D S
/ A L
L O W A B L
E S
DATE:
02/07/01
�
CADDS
TIME:
-----------------------------------------------------------------------------------------------------------------------------------
04:31 PM
PAGE:S 63
ORDER
# 070095
BUILDER.- NORTH
VALLEY READY MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR
CONTACT - BOB
PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN
SYSTEM FRAME
# 2 DESCRIPTION LRF
50'-0"
16'-4"
20 PSF
80 MPH
UBC 97
.500
TO 12
SPLICE
----------------------------------------------------------------------------=------------------------------------------------------
# 02•
TYPE :
Ext Col -
Roof Beam Knee
SUBTYPE :
No Extens
- Horiz
w/EndF
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 Acta
Fv All.
ft Act.
Ft All.
------------------------------
(Kips
per,Bolt)
------------------------------
(Ksi)
(Ksi)
(Ksi)
(Ksi)
ROOF
BEAM SIDE
-50%
9.577
6.441
0.000
0.000
0.000
21.000
21.678
44.000
+50%
0.000
0.000
6.255
8.779
0.000
21.000
19.872
44.000
1
8.454
5.455
0.000
0.000
0.919
21:000
19.137
43.957
2
0.000
0.038
2.849
3.942
0.220
27.992
8.923
58.650
3
1.724
1.178
0.000
0.000
0.046
27.992
3.903
58.651
4
1.703
1.059
0.000.
0.000
0.219
27.992
3.855
58.650
5
5.632
3.675
0.000
0.000
0.579
27.992
12.748
58.639
6
8.454
5.455
0.000
0.000
0.919
21.000
19.137
43.957
7
Category 3
Load Combination -
Does not
apply to
Splice
Design.
8
Category 3
Load Combination -
Does not
apply to
Splice
Design. .
9
Category 4
Load Combination -
Does not
apply to
Splice
Design.
10
Category 4
Load Combination -
Does not
apply to
Splice
Design.
11
0.000
0.000
2.212
3.162
0.301
23.204
7.157
56.096
12
11.312 .
.7.459
0.000
0.000
1.099
23.204
25.605
56.052
13
0.000
0.000
11.606
16.143
1.662
.27.992
36.539
58.548
14
0.000
0.000
2.815
3.958
0.381
.27.992
8.959
58.646
15
0.000
0.000
1.101
1.613
0.164
27.992
3.651
58.650
S P L I C E D E S I G N - L A Y O U T S K E T C H
DATE: 02/07/01 CARDS
TIME: 04:31 PM PAGE:S 64
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT #. 20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR.PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
_ (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 TO 12
SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : No Extens - Horiz w/EndF
---------------------------------------------------7-------------------------------------------------------------------------------
SPLICE PLATE 0042917 COLUMN SIDE -->I<-- ROOF BEAM SIDE BOLTS: 0.750" DIA A325 NO WASHERS
8.000" X 20.875" X 0.500"
+- 3.250"-+
.0.875" ----+---------+--- ----------------------------- ---+-
OUTSIDE FLANGE 2.875" FFFFFFFFFFFEFEFEFEFEFEF END FLANGE
0.250 X. 6.000 W 0.375 X 6.000.X 14.875
-+--- o W o
W
3.500" W
W
-+--- o W o
W .
W
W
W
W
W
W
W
W
W
17.375" W
W
W 20.875"
MAIN WEB 9.000" W MAIN WEB
0.120 W 0.188
W
W
W
W
W
W
W
W
W
W
W
W
-+--- 0 W o
W
GUSSET STIFFENER 0030877 3.500" _ GSGSGSGSGSGW
0.250 X 3.000 X 6.000 NS/FS W
-+--- 3.500" o W o
2.000" W
INSID8 FLANGEFFFFIPU'FFFFFFMSMSMSMSMSM _ MAIN STIFFENER
0.250 X 6.000 -+------------' ----------------------------- 0.250 X 3.000 X 15.375 NS/FS
S P L I C
E D E S I G N
-
F L A N G E A N D
W E B P L A T E
I N F O R M A
T I O N
DATE: 02/07/01
Stiffener to Splice P1
1/8"
1/8"
3.72 7.42
CADDS
13
TIME: 04:31 PM
1/8"
1.94 2.47
0.785
13
INNER 1 Main Flange
PAGES
65
----------------------------------------------------------------------------------7------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER # 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ NAME - FTC ALMOND, INC.
ENGR GRP - Visalia
(TYPE)
(WIDTH) (HEIGHT)
(LIVE) (WIND)
(CODE/YEAR)•
(SLOPE)
DESIGN SYSTEM FRAME # 2
DESCRIPTION LRF
50'-0" 16'-4"
20 PSF 80 MPH
UBC 97
.500 TO 12
SPLICE # 02
-----------------------------------------------------------------------------------------------------------------------------------
TYPE : Ext Col
- Roof Beam Knee
SUBTYPE.:
No Extens - Horiz w/EndF
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.)
(Kai) (Kai)
(Kai) (Kai)
COLUMN SIDE
OUTER 1 Main Flange
0.250
X
6.000
0.875
5.02 33.00
28.02. 65.98
0.425
13
INNER 2 Gusset Stiffener
0030877 0.250
X
3.000 X 6.000
3.500
14.90 43.99
10.34 49.50
0.339
13
INNER 1 Main Flange
0.250
X
6.000
0.000
5.73 43.99
17.51 49.50
0.354
1
ROOF BEAM SIDE
OUTER 1 End Flange
0.375
X
6'.000 X 14.875
0.000
1.54 33.00
18.29 65.98
0.277
13
INNER 1 Main Stiffener
0.256
X
3.000 X 15.375
0.000
8.49 43.99
15.54 49.50
0.314
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 --------------
(Kai) (Kai)
(Kai) (Kai)
.(Kai) (Kai)
COLUMN SIDE
Main Web
0.120
2.92 29.33
28.39 33.00
27.54 65•.98
0.860
-50%
ROOF BEAM SIDE
'Main Web
0.188
18.45 23.88
29.68 43.99
17.74 65.98
0.773
13
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 Splice Plate
YES 3/16"
3/16"
1.27 8.25
0.155
-50%
INNER 2 Gusset Stiffener
Stiffener to Splice P1
1/8"
1/8"
3.72 7.42
0.502
13
Stiffener to Web Plate
1/8"
1.94 2.47
0.785
13
INNER 1 Main Flange
Flange to Splice Plate
YES 3/8"
1.46 11.00
0.133
13
S P L I C E
D E S I G N - W E
L D I N F O R M A T I
O N
DATE: 02/07/01
CADDS
TIME: 04:31 PM
PAGES
66
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX
BLDR ORDER # 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR'PHONE # 530-345-7296
PROJ NAME - FTC ALMOND,
INC.
ENGR GRP -
Visalia
(TYPE)
(WIDTH) (HEIGHT)
(LIVE) (WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 2
DESCRIPTION LRF
50'-0" 16'-4"
20 PSF 80 MPH UBC 97
.500 TO 12
SPLICE # 02
-------------------------------------
TYPE Ext Col
---------------------------------------------------------------------------------------------
- Roof Beam Knee
SUBTYPE No
Extens - Horiz w/EndF
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
Win)
Win) Win)
COND
Main Web
Web to Splice Plate
1/8" 1/8"
4.01
0.08 6.34
. 0.633
12
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
Win)
Win) Win)
COND
OUTER 1 End Flange
End Flg to Splice P1
3/16"
0.59
4.18
0.143
-50%
End Flg to Outer Flg
1/8"
0.00
1.86
0.000
1
INNER 1 Main Stiffener
Stiffener to Splice P1
1/8"
2.12
3.71
0.572
13
Stiffener to Web Plate
1/8"
0.75 1.86
0.408
1
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
Win)
Win) Win)
COND
Main Web
Web to Splice Plate
3/16" 3/16"
5.78
3.53 10.35
0.654
13
Web to End Flange
1/8"
1.03 2.47
0.418
13
-50% MOMENT CAPACITY
+50% MOMENT CAPACITY
1 DL + CLL + LL
2 DL + WLL
3 DL + WLR
4 D+CLL+EQL/1.4
5 D+CLL+EQR/1.4
6 DL + CLL + SLL + SLR
7 PD+PC+0.70PL+2.80EQL
8 PD+PC+0.70PL+2.80EQR
9 0.85P(DL+CL)+2.80EQL
10 0.85P(DL+CL)+2.80EQR
11 DL+CL+2.80EQL
12 DL+CL+2.80EQR
13 DL + EWP
14 DL+REQ
15 DL+CLL+REQ
Std Des
Std Des
Std Des
Std Des
Std Des
Std Des
Std Des
Std Des
Axial C
Axial C
Axial T
Axial T
Conns
Conns
Std Des
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
S P L I C E D E
S I G N
A P P L
I E D L 0 A
D S
S U M M A R Y
1.00
N
DATE:'02/07/01
3.23
-0.46 433.58
1.00
N
-0.38
-0.44 -67.35
CADDS
TIME: 04:31 PM
-0.25
0.72 -57.25
1.33
N
-----------
PAGE:S 79
--------------
---------------------------
ORDER #'070095 . BUILDER
------------------------------
- NORTH VALLEY READY MIX
------------
-------------
BLDR ORDER #
------
01-07
--------------
----
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
1.00
PROJ NAME -
FTC ALMOND, INC.
ENGR GRP -
Visalia
Does not
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
Category 4
DESIGN SYSTEM FRAME # 2
DESCRIPTION LRF
50'-0"
16'-4"
20 PSF 80 MPH
UBC 97
.500 TO 12
apply
SPLICE # 05
--------------------------------------------------------------------------------------------------------------------7--------------
TYPE Ridge
Load Combination -
Does not
SUBTYPE
to this Splice Type.
0/I Extens -
Comp Bm
- Does not
LOAD DESCRIPTION
DESIGN AXIAL
SHEAR
MOMENT STRESS MEMBER
1.33
N
2.60
NO
------------------------
CATEGORY :(kips)
---------------
(kips)
---------------
(in -k) FACTOR STRENGTH
------ --------
3.36
-1.52 176.64
1.33
N
-50% MOMENT CAPACITY
+50% MOMENT CAPACITY
1 DL + CLL + LL
2 DL + WLL
3 DL + WLR
4 D+CLL+EQL/1.4
5 D+CLL+EQR/1.4
6 DL + CLL + SLL + SLR
7 PD+PC+0.70PL+2.80EQL
8 PD+PC+0.70PL+2.80EQR
9 0.85P(DL+CL)+2.80EQL
10 0.85P(DL+CL)+2.80EQR
11 DL+CL+2.80EQL
12 DL+CL+2.80EQR
13 DL + EWP
14 DL+REQ
15 DL+CLL+REQ
Std Des
Std Des
Std Des
Std Des
Std Des
Std Des
Std Des
Std Des
Axial C
Axial C
Axial T
Axial T
Conns
Conns
Std Des
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 -460.56
1.00
N
0.00
0.00 460.56
1.00
N
3.23
-0.46 433.58
1.00
N
-0.38
-0.44 -67.35
1.33
N
-0.25
0.72 -57.25
1.33
N
1.28
-0.58 188.18
1.33
N
1.52
0.23 187.07
1.33
N
3.23
-0.46 433.58
1.00
N
Category 3
Load Combination -
Does not
apply
to Splice Design.
Category 3
Load Combination -
Does not
apply
to Splice Design.
Category 4
Load Combination -
Does not
apply
to Splice Design.
Category 4
Load Combination -
Does not
apply
to Splice Design.
Category 2
Load Combination -
Does not
apply
to this Splice Type.
Category 2
Load Combination
- Does not
apply
to this Splice Type.
3.59
-3.16 -79.56
1.33
N
2.60
-1.40 74.16
1.33
N
3.36
-1.52 176.64
1.33
N
P A R T D I M E N S I O N S
Left Right
Roof Beam Roof Beam
16.000" 16.000"
0.500 TO 12 0.500 TO 12
2.386 2.386
251- 0.000" 251- 0.000"
16.000" 16.000"
0.000 0.000
S P L
I C E D E S I G N -
B O L T
S / S
P L I C E
P L A T E
DATE: 02/07/01
CADDS
TIME: 04:31 PM
PAGES 80
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE) (WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME #
2 DESCRIPTION LRF 50'-0"
16'-4"
20 PSF
80 MPH
UBC 97
.500 TO 12
SPLICE # 05
-------------------------------------------------------------------------------------------------------------------------------'----
TYPE :
Ridge
SUBTYPE
:
0/I Extens -Comp
Bm
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
55.00 KSI
PLATE OFFSET
2.375".
DESIGN STRESS.RATIO
0.791
CONTROLLING COND.
-50t
CONTROLLING LOCATION Side 1
Outer 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"
S P L I C E
D E S I
G N -
B O L T L 0 A D S
/ A L
L 0 W A B L
E S
DATE:
02/07/01
CADDS
TIME:
04:31 PM
PAGE:S 81
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095
BUILDER - NORTH
VALLEY READY MIX
BLDR ORDER
# 01-07
BLDR
ACCOUNT #
20-04-007-90
BLDR
CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE)
(WIDTH)
(HEIGHT) (LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
# 2 DESCRIPTION LRF
50'-0"
16'-4." 20 PSF
80 MPH
UBC 97
.500
TO 12
SPLICE # 05
-----------------------------------------------------------------------------------------------------------------------------------
TYPE :
Ridge
SUBTYPE :
0/I Extens
- Comp
BM
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)
(Kai)
(Ksi)
LEFT
ROOF BEAM SIDE
-50%
8.632
6.260
0.000
0.000
0.000
21.000
28.136
44.000 .
+50%
0.000
0.000
6.264
8.640
0.000
21.000
28.163
44.006
1
0.000
0.000
5.537
7.746
0.132
21.000
'25.249
43.999
2
1.305
0.955
0.000
0.000
0.185
27.992
4.255
58.650
3
1.106
0.809
0.000
0.000
0.287
27.992
3.607
58.648
4
0.000
0.000
2.414
3.374
0.215
27.992
10.998
58.650
5
0.000.
0.000
2.377
3.329
0.119
27.992
10.851
58.651
6
0.000
0.000
5.537
7.746
0.132
21.000
25.249
43.999
7
Category 3
Load Combination -
Does not
apply to
Splice Design.
8
Category 3
Load Combination -
Does not
apply to
Splice Design.
9
Category 4
Load Combination -
Does not
apply to
Splice Design.
10
Category 4
Load Combination -
Does not
apply to
Splice Design.
11
Category 2
Load Combination -
Does not
apply to
this Splice Type.
12
Category 2
Load Combination -
Does not
apply to
this Splice Type.
13
1.061
0.683
0.000
0.000
1.226
27.992
3.461
58.595
14
0.000
0.000
0.721
1.081
0.526
27.992
3.524
58.641
15
0.000
0.000
2.027
2.909
0.560.
27.992
9.482
58.640
S P L I C E
D E S I
G.N -
B O L T L O A D S
/ A L
L O W A B L
E S
DATE:
02/07/01
CADDS
TIME:
04:31 PM
PAGES 82
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 070095
BUILDER - NORTH
VALLEY READY MIX
BLDR ORDER
# 01-07
BLDR
ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE)
(WIDTH)
(HEIGHT) (LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
# 2 DESCRIPTION LRF
50'-0"
16'-4" 20 PSF
80 MPH
UBC 97
.500
TO 12
SPLICE # 05
-----------------------------------------------------------------------------------------------------------------------------------
TYPE :
Ridge
SUBTYPE :
0/I Extens
- Comp
Bm
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)
(Kai)
RIGHT
ROOF BEAM SIDE
-5096
8.632
6.260
0.000.
0.000
0.000
21.000
28.136
44.000
+5096
0.000
0.000
6.264
8.640
0.000
21.000
28.163
44.000
1
0.000
0.000
5.537
7.746
0.132
21.000
25.249
43.999
2
1.305
0.955
0.000
0.000
0.185
27.992
4.255
58.650
3
1.106
0.809
0.000
0.000
0.287
27.992
3.607
58.648
4
0.000
0.000
2.414
3.374
0.215
27.992
10.998
58.650
5
0.000
0.000
2.377
3.329
0.119.
27.992
10.851
58.651
6
0.000
0'.000
5.537
7.746
0.132
21.000
25.249
43..999
7
Category 3
Load Combination -
Does not
apply to
Splice Design.
8
Category 3
Load Combination -
Does not
apply to
Splice Design.
9
Category 4
Load Combination -
Does not
apply to
Splice Design.
10
Category 4.Load
Combination -
Does not
apply to
Splice Design.
11
Category 2
Load Combination
-Does not
apply to
this Splice Type.
12
Category 2
Load Combination -
Does not
apply to
this Splice*Type.
13
1.061
0.683
0.000
0.000
1.226
27.992
3.461
58.595
14
0.000
0.000
0.721
1.081
0.526
27.992
3.524
58.641
15
0.000
0.000
2.027
2.909
0.560
27.992
9.482
58.640
OUTSIDE FLANGE
0.250 X 6.000
MAIN WEB
0.120
INSIDE FLANGE
0.250 X 6.000
-+---------+---
1.125"
2.375"
3.000"
16.014"
12.500" 1
3.000"
1.125"
-+-------------
+- 2.750"-+
-----------------------------
0 0
FFFFFFFFFFFFFFFFFFFFFFF
W
0 W o
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
0 W 0
W
FFFFFFFFFFFFFFFFFFFFFFF
0 0
2.375"
16.0
OUTSIDE FLANGE
0.250 X 6.000
14"
MAIN WEB
0.120
INSIDE FLANGE
0.250 X 6..000
S P L I C E
D E S
I G N -
L A Y O U T
S K E T C H
DATE: 02/07/01
CADDS
TIME: 04:31 PM
PAGES 83
----------------------------------------------------------------------------------------------------------------------------------=
ORDER # 070095 BUILDER - NORTH'VALLEY READY
MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT
# 20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP
- Visalia
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 2
DESCRIPTION LRF
50'-0"
16'-4"
20 PSF
80 MPH UBC 97
.500 TO
12
SPLICE # 05
-----------------------------------------------------------------------------------------------------------------------------------
TYPE : Ridge
SUBTYPE :
0/I Extens -
Comp Bm
SPLICE PLATE 0037151
LEFT
ROOF
BEAM SIDE -->I<--
RIGHT
ROOF BEAM SIDE BOLTS:
0.625" DIA
A325 NO WASHERS
6.000" X 20.750"
X 0.375"
OUTSIDE FLANGE
0.250 X 6.000
MAIN WEB
0.120
INSIDE FLANGE
0.250 X 6.000
-+---------+---
1.125"
2.375"
3.000"
16.014"
12.500" 1
3.000"
1.125"
-+-------------
+- 2.750"-+
-----------------------------
0 0
FFFFFFFFFFFFFFFFFFFFFFF
W
0 W o
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
0 W 0
W
FFFFFFFFFFFFFFFFFFFFFFF
0 0
2.375"
16.0
OUTSIDE FLANGE
0.250 X 6.000
14"
MAIN WEB
0.120
INSIDE FLANGE
0.250 X 6..000
S P L I C E D E,S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N
DATE: 02/07/01 CADDS
TIME: 04:31 PM PAGE:S 84
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 TO 12
SPLICE # 05 TYPE : Ridge SUBTYPE : 0/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) ,(Kai) (Kai) (Kai)
LEFT ROOF BEAM SIDE
OUTER 2 Main Flange
INNER 2 Main Flange
RIGHT ROOF BEAM SIDE
OUTER 2 Main Flange
INNER 2 Main Flange
DESCRIPTION
LEFT ROOF BEAM SIDE
Main Web
RIGHT ROOF BEAM SIDE
Main Web
LEFT ROOF BEAM SIDE
DESCRIPTION
OUTER 2 Main Flange
Flange to Splice Plate
INNER 2 Main Flange
Flange to Splice Plate
0.250 X 6.000
0.250 X 6.000
2.375 14.67 33.00 16.06 49.50 0.444 -50%
2.361 14.63 33.00 16.04 49.50 0.443 +50%
0.250
X
6.000
2.375
14.67
33.00
16.06 49.50
0.444
-50%
0.250
X
6.000
2.361
14.'63
33.00
16.04 49.50
0.443
+50%
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 --------------
(Kai) (Kai)
(Kai)
(Kai)
(Kai) (Kai)
0.120
1.62 29.33
18.40
33.00
15.72 49.50
0.558
+50%
0.120
1.62 29.33
18.40
33.00
15.72 49.50
0.558
+50%
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
Win)
Win) Win)
COND
YES
3/16"
3/16"
3.74
8.25
0.453
-50%
YES
3/16"
3/16"
3.73
8.25
0.452
+50%
-•'•7n �P
... ,1i' .. .. M �.. _ _ ..'u•._. _ _ _. .. .. .745•. �i _
Main Web
Web to Splice Plate
RIGHT ROOF BEAM SIDE
DESCRIPTION
OUTER 2 . Main Flange
Flange to Splice Plate
INNER 2 Main Flange.
Flange to Splice Plate
RIGHT ROOF BEAM SIDE
DESCRIPTION
Main Web
Web to Splice Plate
S P L I C E
D E S I G N
- W E
L D I N
F O R M A
T I O N
W E L D I N F
DATE: 02/07/01
F L A N G E
P L A T E S
CADDS
TIME: 04:31 PM
FULL
------------ ---
WELD SIZE -------------------
--------
MAXIMUM STRESSES --------
PAGE:S 85
------------------------------------------=-=--------------------------------------------------------------------------------------
ORDER #-070095 BUILDER - NORTH VALLEY READY MIX
----
---- FILLET ---------
BLDR ORDER
# 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC. ENGR.GRP -
Visalia
COND
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)'
(WIND)
(CODE/YEAR) (SLOPE)
YES
DESIGN SYSTEM FRAME # 2
DESCRIPTION LRF
50'-0"
16'-4"
20 PSF
80 MPH
UBC 97 .500 TO 12
O R M A T I O N
SPLICE #.05
----=----------------------------------------------------------------------------7-------------------------------------------------
TYPE : Ridge
SUBTYPE_:
L A T E S
0/I Extens - Comp Bm
-------------------------
W E L D
I N F O R
M A T I O
N
- LENGTH -
LEFT ROOF BEAM SIDE
PENETRATION ---------
TENSION
SHEAR ALLOW CSR
LOAD
Near S. Far S.
Near Side Far Side
Win)
Win) Win)
W E
B P L A
T E S
2.21
5.57 0.397
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) Win)
COND
Main Web
Web to Splice Plate
RIGHT ROOF BEAM SIDE
DESCRIPTION
OUTER 2 . Main Flange
Flange to Splice Plate
INNER 2 Main Flange.
Flange to Splice Plate
RIGHT ROOF BEAM SIDE
DESCRIPTION
Main Web
Web to Splice Plate
2.21
5.57 0.397
+50%
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
YES
3/16" 3/16"
3.74
8.25 0.453
-50$
YES
3/16" 3/16"
3.73
8.25 0.452
+50%
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
Win)
Win) Win)
COND
1/8" 1/8"
2.21
5.57 0.397
+50% .
Column Roof Beam
Dimensions at Connection
Flg. to Flg. Dimension' 20.000" 16.000"
Part Slope 0.500 TO 12
'Conn. Plate Angle (Degrees) 2.386
Offset from Structure Line 1.000" 0.125"
Adjacent Depth Change Information
Distance to Depth Change
Flg. to Flg. Dimension
Adj. P1. Angle (Degrees)
Canopy
Beam
14.875"
0.500 TO 12
2.386
0.125"
101- 0.000"
9.875"
0.000
S P L I
C E D E S
I G N - A P P
L I E D L 0 A
D S S U M M A R Y
DATE:
02/07/01
CADDS
TIME:
04:31 PM
PAGES 86
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 070095 BUILDER - NORTH VALLEY READY MIX
BLDR ORDER #
01-07 BLDR ACCOUNT # 20-04-007-90
BLDR
CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME -
FTC ALMOND, INC.
ENGR GRP - Visalia
(TYPE)
(WIDTH) (HEIGHT) (LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 2
DESCRIPTION LRF
50'-0" 16'-4"
20 PSF 80
MPH UBC 97
.500 TO 12
SPLICE
=----------------------------------------------------------------------------------------------------------------------------------
# 06
TYPE :
Miscellaneous
SUBTYPE :
In Ext - Can
® Eave - H
LOAD
DESCRIPTION
DESIGN
AXIAL
SHEAR MOMENT
STRESS MEMBER
NO
----
--------------------
CATEGORY
--------
(kips)
--------------
(kips) (in -k)
--------
FACTOR STRENGTH
------ --------
1
DL + CLL + LL
Std Des
0.00
-2.95 -177.30
1.00 N
2
DL + WLL
Std Des
0.00
0.67 40.46
1.33 N
3
DL + WLR
Std Des
0.00
1.45 86.72
1.33 N
4
D+CLL+EQL/1.4
Std Des
-0.21
-1.15 -69.30
1.33 N
5
D+CLL+EQR/1.4.
Std Des
0.21
-1.15 -69.30
1.33 N
6
DL + CLL + SLL + SLR
Std Des
0.00
-2.95 -177.30
1.00 N
7
PD+PC+0.70PL+2.80EQL
Axial C
Category 3
Load Combination -
Does not apply
to Splice Design.
8
PD+PC+0.70PL+2.80EQR
Axial C
Category 3
Load Combination -
Does not apply
to Splice Design.
9
0.85P(DL+CL)+2.80EQL
Axial T
Category 4
Load Combination -
Does not apply
to Splice Design.
10
0.85P(DL+CL)+2.80EQR
Axial T
Category 4
Load Combination -
Does not apply
to Splice Design.
11
DL+CL+2.80EQL
Conns
Category 2
Load Combination -
Does not apply
to this.Splice Type.
12
DL+CL+2.80EQR
Conns
Category 2
Load Combination -
Does not apply
to this Splice Type.
13
DL + EWP
Std Des
0.00
1.45 86.72
1.33 N
14
DL+REQ
Std Des
0.00
-0.41 -24.30
1.33 N
15
DL+CLL+REQ
Std Des
0.00
-1.15 -69.30
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' 20.000" 16.000"
Part Slope 0.500 TO 12
'Conn. Plate Angle (Degrees) 2.386
Offset from Structure Line 1.000" 0.125"
Adjacent Depth Change Information
Distance to Depth Change
Flg. to Flg. Dimension
Adj. P1. Angle (Degrees)
Canopy
Beam
14.875"
0.500 TO 12
2.386
0.125"
101- 0.000"
9.875"
0.000
S P
L I C E D E S I G N -
B 0 L T
S / S
P L I C E
P L A T E
DATE: 02/07/01
CADDS
TIME: 04:31 PM
PAGES 87
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP - Visalia
(TYPE) (WIDTH)
(HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 2 DESCRIPTION
LRF 50'-0"
16'-4"
20 PSF
80 MPH
UBC 97
.500 TO 12
SPLICE # 06 TYPE
--------------------------------------------------------------------=---------------------------------------------7----------------
: Miscellaneous
SUBTYPE
:
In Ext - Can ® Eave - H
S P L I C E P L A
T E
ROOF BEAM SIDE
CANOPY SIDE
PLATE TYPE
END FLANGE
STANDARD
PART NUMBER
0031627
ORIENTATION
REVERSED
PLATE WIDTH
6.000"
6.000"
PLATE LENGTH
18.500"
PLATE THICKNESS
0.375"
0.375"
PLATE YIELD STRESS
55.0.0 KSI
55.00 KSI
PLATE OFFSET
0.000"
DESIGN STRESS RATIO
0.378
0.410
CONTROLLING COND.
1
1
CONTROLLING LOCATION
Outer Row 1
Outer 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 1.750"
INNER 3
2
9.500"
3.875"
OUTER 2 2 4.500"
2.750"
INNER 2
2
5.625"
3.875"
INNER 1
2
1.750"
S P L I C E
D'E S I
G N -
B O L T L 0 A D S
/ A L
L O W A B
L E S
DATE:
02/07/01
CADDS
TIME:
04:31 PM
PAGE:S 88
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 070095
BUILDER - NORTH
VALLEY READY MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR
CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROJ NAME.-
FTC ALMOND, INC.
ENGR
GRP - Visalia
(TYPE)
(WIDTH)
(HEIGHT) (LIVE)
(WIND)
(CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME
# 2 DESCRIPTION LRF
50'-0"
16'-4" 20 PSF
80 MPH
UBC
97 .500
TO 12
SPLICE
-----------------------------------------------------------------------------------------------------------------------------------
# 06
TYPE :
Miscellaneous
SUBTYPE :
In Ext -
Can @ Eave
- H
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)
------------------------------
(Kai)
(Kai)
(Kai)
(Kai)
ROOF
BEAM SIDE
1
4.257
2.874
0.610 0.000
0.000
0.962
21.000
13.876
43.953
2
0.000
0.000
0.210 0.495
0.780
0.219
27.992
2.542
58.650
3
0.000
0.000
0.450 1.063.
1.672
0.470
27.992
5.450
58.643
4
1.692
1.147
0.2!35 U.000
0.000
0.378
27.992
5.516
58.646
5
1.635
1.099
0.221 0.000
0.000
0.373
27.992
5.331
58.646
6
4.257
2.874
-0.610 0.000
0.000
0.962
21.000
13.876
43.953
7
Category 3
Load Combination -
Does not
apply to
Splice Design.
8
Category 3
Load Combination -
Does not
apply to
Splice Design.
9
Category 4
Load Combination -
Does not
apply to
Splice Design.
10
Category 4
Load Combination -
Does not
apply to
Splice Design.
11
Category 2
Load Combination-
Does not
apply to
this Splice Type.
12
Category 2
Load Combination -
Does not
apply to
this Splice Type.
13
0.000
0.000
0.450 1.061
1.672
0.470
27.992
5.450
58.643
14
0.583
0.393
0.083 0.000
0.000
0.131
27.992
1.901
58.651
15
1.664
1.123
0.238 0.000
0.000
0.376
.27.992
5.423
58.646
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)
------------------------------
Ks i)
.(Kai)
(Kai)
(Kai)
CANOPY BEAM SIDE
1
4.547
2.946
0.326 0.000
0.000
0.962 '
21.000
14.823
43.953
2
0.000
0.000
0.181 0.491
0.801
0.219
27.992
2.613
58.650
3
0.000
0.000
0.389 1.053
1.718
0.470
27.992
5.601
58.643
4
1.806
1.176
0.145 0.000
0.000
0.378
27.992
5.886
58.646
5
1.749
1.127
0.109 0.000
0.000
0.373
27.992
5.701
58.646
6
4.547
2.946
0.326 0.000
0.000
0.962
21.000
14.823
43.953
7
Category 3
Load Combination
- Does not
apply to
Splice Design.
8
Category 3
Load Combination
- Does not
apply to
Splice Design.
9
Category 4
Load Combination
- Does not
apply to
Splice Design.
10
Category 4
Load Combination
- Does not
apply to
Splice Design.
11
Category 2
Load Combination
- Does not
apply to
this Splice Type.
12
Category 2
Load Combination
- Does not
apply to
this Splice Type.
13
0.000
0.000
0.389 1.053
1.718
0.470
27.992
5.601
58.643
14
0.623
0.403
0.044 0.000
0.000
0.131
27.992
2.031
58.651
15
1.777
1.151
0.127 0.000
0.000
0.376
27.992
5.794
58.646
S P L I C E D E S I G N - L A Y O U T S K E T C H
DATE: 02/07/01 CADDS
TIME: 04:31 PM PAGES 89
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH VALLEY READY MIX BLDR ORDER #'01-07 BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 50'-0" 16'-4" 20 PSF 80 MPH UBC 97 .500 TO 12
SPLICE # 06 TYPE : Miscellaneous SUBTYPE : In Ext - Can @ Eave.- H
-----------------------------------------------------------------------------------------------------------------------------------
BOLTS: 0.625" DIA A325 NO WASHERS
USE END FLANGE : 6.000" X 0.375"
OUTSIDE FLANGE
0.250 X 6.000
MAIN WEB
0.188
INSIDE FLANGE
0.250,X 6.000
INNER WEB GUSSET
0.250 X 6.000 X 7.500
4.!
.11"
15.:
ROOF BEAM SIDE -->I<-- CANOPY SIDE
+- 2.750"-+
--- -----------------------------
FFFFFFFFFFFFFFFFFFFFFFF
W
o W. 0
W
W'
W
o W o
W
W
W
W
W
W
W
W
W
W
150" W
W
W
W
W
W
W
W
W
W
W
W
.W
-r--- o W o
W
3.875" W
W
-+--- o W 0
W
3.875" FFFFFFFFFFFFFFFFFFFFFFF
— W
-+---
0. W 0
1.750" W
A
W
14.1
!88"
SPLICE PLATE 0031627 REVERSED
6.000" X 18.500" X 0.375"
OUTSIDE FLANGE
0.250 X 5.000
MAIN WEB
0.140
I— INSIDE FLANGE
0.250 X 5.000
INNER WEB GUSSET 0042908
0.312 X 3.500 X 8.000
S P L I
C E D E S
I G N -
F L A N G E A N D
W E B P L A T E
I N F O R M A
T I O N
0042908 0.312
X 3.500 X 8.000
DATE: 02/07/01
43.99
16.76 49.50
0.338
1
W E L D I N F
CADDS
TIME: 04:31 PM
F L A N G E
P L A T E S
PAGE:S
90
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070095 BUILDER - NORTH
VALLEY READY
MIX
BLDR ORDER # 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE
# 530-345-7296
PROJ NAME - FTC ALMOND, INC.
ENGR GRP - Visalia
SHEAR ALLOW
CSR
LOAD
(TYPE)
(WIDTH) (HEIGHT)
(LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
COND
.YES
DESIGN SYSTEM FRAME # 2
DESCRIPTION LRF
50'-0" 16'-4"
20 PSF 80 MPH
UBC . 97
.500 TO 12
YES
3/16" 3/16"
SPLICE # 06
-------7---------------------------------------------------------------------------------------------------------------------------
TYPE :
Miscellaneous
0.026
SUBTYPE :
In Ext - Can @
Eave - H
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.)
(Kai) (Kai)
(Kai) (Kai)
ROOF BEAM SIDE
OUTER 1 Main Flange
0.250 X
6.000
0.000
2.13 33.00
3.09 65:98
0.064
1
INNER 2 Main Flange
0.250 X
6.00 0
3.250
1.10 43.99
8.06 49.50
0.163
1
CANOPY BEAM BIDE
OUTER 1 Main Flange
0.250 X
5.000
0.000
2.72. 33.00
3.70 65.98
0.082
1
INNER 2 Main Flange
0.250 X
5.000
3.612
1.15 43.99
9.88 49.50
0.200
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 --------------
(Kai) (Kai)
(Kai) (Kai)
(Kai) (Kai)
ROOF BEAM SIDE
Main Web
Inner Web Gusset
CANOPY BEAM SIDE
Main Web
Inner Web Gusset
ROOF BEAM SIDE
DESCRIPTION
OUTER 1 Main Flange
End Flg to Outer Flg
INNER 2 Main Flange
End Flg to Splice P1
0.188
0.250 X 6.000 X 7.500
1.12 22.00 10.08 33.00 7.85 49.50 0.305 1
10.55 22.00 2.56 43.99 18.10 49.50 0.480 1
0.140
1.55 22.00 14.40
33.00
9.64 49.50
0.435
1
0042908 0.312
X 3.500 X 8.000
5.88 22.00 2.36
43.99
16.76 49.50
0.338
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
FULL
-------------------
WELD SIZE -------------------
--------
MAXIMUM STRESSES
--------
STRENGTH
---- FILLET -------------
PENETRATION ---------
TENSION
SHEAR ALLOW
CSR
LOAD
Out Face In Face
Out Face In Face
(k/in)
Win) Win)
COND
.YES
3/8"
0.54
8.25
0.066
1
YES
3/16" 3/16"
0.28
11.00
0.026
3"
OUTER 1 Main Flange
Flange to Splice Plate
INNER 2 Main Flange
Flange to Splice Plate
CANOPY BEAM SIDE
DESCRIPTION
YES
3/8"
0.69 8.25 0.085 1
YES 3/16" 3/16"
S P L I C E D E S I G N
- W E L D I N F O R M A T I
O N
W E L D I N F O R M
A T I O N
DATE: 02/07/01
W E B P L A T
E S
CARDS
- ---------------
--------
MAXIMUM STRESSES --------
- LENGTH - FILLET -- ---------
PENETRATION ---------
TENSION
PAGB:S
91
TIME: 04:31 PM
(k/in)
(k/in) (k/in) COND
--------------------------------------------
ORDER # 070095 BUILDER
-7-------------------------------------------------------------------
NORTH VALLEY READY MIX
BLDR ORDER # 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
PROD NAME FTC ALMOND,
INC.
ENGR GRP - Visalia
(TYPE) (WIDTH)
(HEIGHT) (LIVE) (WIND) (CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 2
DESCRIPTION LRF 50'-0"
16'-4" 20 PSF 80 MPH UBC 97
.500 TO 12
SPLICE # 06
---------------------------------------------------------------------------------------------------------------------------
TYPE : Miscellaneous
SUBTYPE : In
Ext - Can @
Eave - H
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) Win)
COND
Main Web
Web to End Flange
1/8" 1/B"
1.90
0.18 5.56
0.343
1
Inner Web GuaseC
Gusset to End Flange
1/8" 1/0"
0.64
1.42
0.086
3
Gusset to Inner Flange
3/16"
2.64 2.78
0.948
1
W E L D
I N F O R M A T I O N
CANOPY BEAM SIDE
F LAN
G E P LAT 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) Win)
COND
OUTER 1 Main Flange
Flange to Splice Plate
INNER 2 Main Flange
Flange to Splice Plate
CANOPY BEAM SIDE
DESCRIPTION
YES
3/8"
0.69 8.25 0.085 1
YES 3/16" 3/16"
0.29
11.00 0.027 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 Splice Plate 1/8" 1/8" 2.02 0.18 5.56 0.364 1
Inner Web Gusset
Gusset to Splice Plate 3/16" 3/16" 0.74 11.13 0.066 3
Gusset to Inner Flange 1/8" . 1.84 1.86 0.989 1