HomeMy WebLinkAbout000-000-004CUSTOMER:
FTC Almond, INC.
LOCATION:
Chico, CA 95973
BUILDER:
North Valley Building Systems
BUILDING SIZE UNIT 1:
60X36X20 LRF 1 :12
BMC ORDER NO.:
04-070096-1
BUILDER ORDER'NO:
01--07
DESIGNER:
Aaron D. 'Newell, E.I.T
DATE:
2/26/01
REVISION:
1
TABLE
OF CONTENTS
UNIT 1
DESIGN CRITERIA:
D1
SPECIFICATIONS:
1
ROOF SECONDARIES:
5
WALL SECONDARIES:
19
ENDWALL STRUCTURALS:"
23 ". .
LONGITUDINAL BRACING:
25
WALL PANEL:
27
ROOF PANEL:
28
FRAME DESIGN:
F1.
FRAME CONNECTIONS:
S1
QRpFES 0
�`y�k,O�NAL
<!
301 3011 m
une 30, 2003
�rFOF CAU`c���
Dl -DC7 o00
BUTTE GOUM,fy
UKDING DEPARME MY
APPPOVF"
Ph4�
v �
Butler Manufacturing Compann C 53011 m
7440 Doe Avenuexp lune 30, 2003
BUTLER P.O. Box 1590
C Visalia, CA 93279-1590 %l'»lts
A (559) 651-5369 `fli, C 1 V _ a�Q
February 8, 2001 T` C,F CAI�F�� `
Bob Parsons 60X36X20 LRF 1:12
North Valley Building Systems FTC Almond INC.
#I I Three Sevens Lane Chico, CA
Chico, CA BMC No. 04-070096-1
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.
dially yours
Donald O. Go, P.E. eq/ Q 600
Project Engineer bu 1-1
1; COUN t Y
DOG: tj
1WDON37 DEPART; -_
ApD 0V�
�/� a/ P
DATE:
------------------ 7 ---------------------------------------------------
1.
02/26/01
D E S I G N C R I T E
R I A R E P"
O R T
PD120ODDC
TIME:
-----
.11:07 AM
----------------•------------------------------------------------------------------
PAGE 19 1
ORDER
# 070096 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
60' 0" 36' 0"
20' 0"
20 PSF
80 MPH
UBC
97 1.000:12
(COLUMN SHAPE)
(COLUMN KNEE)
(COLUMN OFFSET)
(GIRT
DEPTH)
-------------------7------
----------------------------------------------------------------------------------------------------------------------------------
TAPERED RSW: TAPERED LSW:
-------------------
HORIZONTAL RSW: HORIZONTAL
7 -------------------------------------------------------------------------------------
LSW: 1"1/4"
RSW: 1
1/4" LSW: 9 1/2"
RSW:
/2"--LSW:
9 1/211-
---------------------------------------------------------------------
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.
Wall Cover OPEN
---------------------------------------------------------------------
---------------------------------------------------------
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: 02/26/Oi
D E S I G N C R I T
R I A R E P
O R T
TIME: 11:07 AM
PD1200 DDC
O
PAGE 2
ORDER # .070096 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)
UNIT ##
(WIDTH) (LENGTH)
(HEIGHT)
(LIVE)
(WIND)
.
(CODE/YEAR) (SLOPE)
1 BLDG DESCRIPTION LRF
60' 0" 36' 0"
20' 0"
20 PSF
80 MPH
UBC
97 1.000:12
(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
LIV_E LOAD
INTERMEDIATE FRAME ENDWALL STRUCTURALS ROOF STRUCTURALS
20.0 psf FRAMES: 1 20.0 psf FEW
20.0 psf BAYS: 1, 2
20.0 psf REW
COLLATERAL LOAD
INTERMEDIATE FRAME
5.00 psf FRAMES: 1
WIND SPEED
INTERMEDIATE FRAME
80.00 mph ,FRAMES: 1
ENDWALL STRUCTURALS ROOF STRUCTURALS
5.00 psf FEW 5..00 psf BAYS: 1, 2
5.00 psf REW
ENDWALL SIDEWALL
STRUCTURALS STRUCTURALS BRACING ROOF STRUCTURALS
80.00 mph FEW 80.00 mph RSW 80 mph 80.00 mph BAYS: 1, 2
80.00 mph REW 80.00 mph LSW
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:
02/26/01
D E S I G N D
A T A R E P
O R T PD120ODSN
TIME:
11:07.AM
0-00-01 GLOBAL DATA
LRF
DESIGN SPECIFICATIONS PAGE 1
------------------------------------------------------------------------------------------------------------------------------------
ORDER
# .070096 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 60' 0" 36' 0"
20' 0"
20 PSF 80 MPH UBC 9.7 1.000:12
1 DESCRIPTION
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 AISC SPECIFICATION FOR THE
DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR.BUILDINGS.
All cold -formed structural members are designed in accordance with the AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED
STEEL STRUCTURAL MEMBERS.
DATE:
02/26/01
D E S I G N D
A T A R E P O R T
PD1200DSN
TIME:
11:07 AM
0-00-01 GLOBAL DATA
LRF DESIGN SPECIFICATIONS PAGE 2
---------------------------------7-----------------------------------------------------------7--------------------------------------
ORDER
# 010096 1 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.
E14GR GRP - Visalia
COMPLEX - NO (TYPE)
(WIDTH) (LENGTH)
(HEIGHT) (LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT
------=-----------------------------------------------------------------------------------------------------------------------------
# 1 BLDG DESCRIPTION LRF
60' 0" 36' 0"
20' 0" 20 PSF
80 MPH UBC 97 1.000:12
3 METHOD OF ANALYSIS
3.1 RIGID FRAMES
The rigid frame is designed using the stiffness analysis method
column bases. Modular frames with interior columns are
indeterminate reaction analysis for this frame uses the energy
changing sections of the frame, summations are obtained by
adding the frame coefficients of these sections.
3.2 ENDWALL FRAMING
The frame is designed with -pinned connections at the
designed with pinned connections at the column top. The
method considering bending only. To account for the
dividing the frame into a number of individual sections and
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 1'ocations will be considered inner and outer flange brace points. Moments and forces will be determined' in
accordance with the above specifications and procedures.
3.2.1.2 Endwall Roof Beams
Endwall roof beams will be designed as simple span, simple span with cantilever, or two span continuous members. All
connections will be considered to provide pinned end support. The roof beams will be designed to resist the shear
and moment caused by the dead load, live load, and wind uplift applied to the tributary roof area: The endwall panel
weight (1.1 psf x eave height) will be deducted from the applied uplift load. The purlin clips will brace the top
and bottom flange of all roof beams. Allowable moment capacity will. be computed in accordance with the AISI
Specification. Moments and forces will be determined in accordance with the above specifications and procedures.
3.2.2 H -Section Option
The rigid frame endwall consists of straight welded -up plate section corner columns, endwall posts, and roof , beams with
bolted. splices. The minimum yield of the steel used for flanges and webs is 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: 02/26/01
D E S I -G N D
A T A R E P
O R T
PD1200DSN
TIME: 11:07 AM
0-00-01 GLOBAL DATA
LRF DESIGN SPECIFICATIONS PAGE 3
-------------------------------------------------------------------------------------------------------------------------------------
ORDER # 070096 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 60' 0" 36' 0"
20' 0"
20 PSF
80 MPH UBC 91 1.000:12
3.3 SECONDARY FRAMING
3.3.1 Purlins, Eave Struts, And Girts
Purlins and girts may be designed as simple span or continuous beams. Eave struts are designed as simple span beams: All
members are designed using the stiffness analysis method. The purlins and eave struts are designed for the shear and
moment caused by live load or uplift on the tributary roof area and the axial load caused by wind on the tributary endwall
area. The girts are designed for the shear and moment caused by wind pressure or suction applied to the tributary wall
area. All loads are assumed uniformly distributed, but tapered and concentrated 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:
02/26/01
D E S I G N D
A T A R E P
O R T
PD1200DSN
TIME:
11:07 AM
0-00-01 GLOBAL DATA
LRF DESIGN SPECIFICATIONS
PAGE 4
-----------------------------------------7------------------------------------------------------------------------------------------
ORDER
# 070096
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 60' 0" 36' 0"
---------------------------------------------------------------=----------------------=----
20' 0"
20 PSF 80 MPH
UBC 97 1.000:12
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 endwa11 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.
DATE: 02/26/01 D E S I G N D
A T A R E P
O R T
PD120ODSN
TIME: 11:07 AM 1-02-01 ROOF STRUCTURALS
LEFT
SIDEWALL EAVE STRUTS
PAGE 5
------------------------------------------------------------------------------------------------------------------------=-----------
ORDER # 070096 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 60' 0" 36' 0"
---------------------------------------------------------------------------------------------------------------=------------------=-
20' 0"
20 PSF 80 MPH
UBC 97 1.000:12
SPANS AND UNIFORM LOADS( FT & PSF)
MOMENT
SHEAR MOMENT
+=-------------------------------------=-------------------+
NO DESCRIPTION
BAY SPAN LOAD UNIFORM LOADS
(IN -K)
(K) (IN-K)
NUMBER WIDTH DL CLL LL WPRESS WSUCT
+------------------------------+-----------------------------------------+
+----------------------------------------------------------+
1 17.50 4.03 1.7 5.0 20.0 0.0 0.0
1 DL + CLL + LL
-0.48
13.06
2 17.50 4.03 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
END FORCES
LOCATION/
NUMBER
POSITION
+---------
-------------------------------------------------------------------------------- ----------------- - - - - -+
1
6.13
10.88
TOP
TOP
2
6.63
11.38
REAR EW
TOP
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
W
(IN -K)
(K) (IN-K)
+------------------------------+-----------------------------------------+
1 DL + CLL + LL
-0.48
13.06
-0.05 -0.16
2 DL + WL
(S) -0.03
0.83
0.00 -0.01
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 0540505 203-4
8.00 0.096
0.060
60.00 3.50 0.31
1.38
1.61
15.98
2.94
2 0540505 212-4
8.00 0.096
0.060
60.00 3.50 0:31
1.38
1.61
15.98
2.94
NOTES: MINTHK•= MINIMUM DESIGN THICKNESS
DATE: 02/26/01 D E S I -G N D A T A R E P O R T PD120ODSN
TIME: 11:07 AM 1-02-01 ROOF STRUCTURALS LEFT SIDEWALL EAVE STRUTS PAGE 6
------------------------------------------------------------------------------------------------------------------------------------
ORDER # 070096 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 60' 0" 36' 0" 20' 0" 20 PSF 60 MPH UBC 97 1.000:12
--------------------------- =------------------------------------------------------------------------ =------------------- =------------
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 1.0 10.3 0.100 1 8.7 .44.4 132.6 0.00 35:60 0.335 1 8.7 0.2 ' 44.4 0.112 1 0.9 32.8
2 17.5 -1.0 10:3 0.094 1 8.7 50.8 132.6 0.00 35.60 0.383 1 B:7 -0.1 50.8 •0:147 1 4.0 32.6
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: 02/26/01
D E S I G N D
A T A R E P
O R T
REAR EW
PD1200DSN
TIME: 11:07 AM
1-02-01 ROOF STRUCTURALS
RIGHT
SIDEWALL EAVE STRUTS
PAGE 7
-7----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070096 BUILDER - NORTH VALLEY. READY MIX
BLDR ORDER
# 01-67
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 60, 0" 36' 0"
20' 0"
20 PSF
80 MPH
UBC 97 1.000:12
SPANS AND UNIFORM LOADS( FT &
PSF)
-0.48
13.06
-0.05 -0.16
------------------------------------------------------------
2
DL + WL
(S) -0.03
BAY SPAN LOAD
UNIFORM LOADS
NUMBER WIDTH DL
CLL LL WPRESS WSUCT
FURNISHED PART)
+----------------------------------------------------------+
+--------------------------------------------------------------------
--------------------------------------------+
1 17.50 4.03 1.7
5.0 20.0 0.0 0.0
BAY
PART LENGTH
DEPTH THICK
2++ 17.50 4.03 1.7
5.0 20.0 0.0 0.0
LIP
AREA
IX
IY
NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN.
EAVE STRUT BRACE LOCATIONS
+---------------------------------------------------------------------------------------------------------------+
BAY
LOCATION/
NUMBER
REAR EW
POSITION
+---------------------------------------------------------------------------------------------------------------+
1
6.13
10.88
SHEAR
TOP
TOP
2
6.63
11.38
TOP
TOP
NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL
LOAD COMBINATIONS END FORCES
+------------------------------+-----------------------------------------+
NOTES: MINTHK = MINIMUM DESIGN THICKNESS
FRONT
EW
REAR EW
SHEAR
MOMENT
SHEAR MOMENT
NO
DESCRIPTION
(K)
(IN -K)
(K) (IN-K)
+------------------------------+-----------------------------------------+
1
DL + CLL + LL
-0.48
13.06
-0.05 -0.16
2
DL + WL
(S) -0.03
0.83
0.00 -0.01
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
0540505 203-4
8.00 0.096
0.060
60.00 3.50 0.31
1.38
1.61
15.98
2.94
2
0540505 212-4
8.00 0.096
0.060
60.00 3.•50 0.31
1.38
1.61
15.98
2.94
NOTES: MINTHK = MINIMUM DESIGN THICKNESS
DATE: 02/26/01 D E S I G N D A T A R E P O R T PD120ODSN
TIME: 11:07 AM 1-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS PAGE 8
-------------------------------------=----------------------------------------------------------------------------------------------
ORDER # 070096 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 60' 0" 36' 0" 20' 0" 20 PSF 80 MPH UBC 97 1.000:12
7 --------------------------------------------------------------------------------------------------------------------------
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 1.0 10.3 '0.100 1 8.7 44.4 132.6 0.00 35.60 0.335 1 8.7 0.2 44.4 0.112 1 0.9 32.8
2 17.5 -1.0 10.3 0.094 1 8.7 50.8 132.6 0.00 35.60 0.383 1 8.7 -0.1 50.8 0.147 1 4.0 32.6
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: 02/26/01
D E S I G N D
A T A R E P O R T
PD120ODSN
TIME: 11:07 AM
1-02-01 ROOF STRUCTURALS
LEFT SLOPE PURLINS
PAGE 9
-------------------------------------------------------------------------------------------------------------------------------=----
ORDER # 070096 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 60' 0" 36' 0"
20' 0" 20 PSF
80 MPH UBC 97 1.000:12
SPANS AND UNIFORM LOADS (FT &
PSF)
DL + CLL + LL
-0.60
------------------------------------------
------- =--------------=---------------------+
2.•
BAY SPAN LOAD
UNIFORM LOADS LAP PURLIN
-5.67
NUMBER WIDTH DL
CLL LL WPRESS WSUCT LEFT
RIGHT TYPE
+------------------------=----------------=-------------------------------------------+
1 17.50 5:00 1.7
5.0 20.0 0.0 11.0
SIMPLE
2 17.50 5.00 1.7
5.0 20.0 0.0 11..0
SIMPLE
NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN.
PERIMETER LOADS
(FT & PSF)
LOCATION/
NUMBER
+------------------------------------------------------------+
POSITION
BAY SPAN
LOAD
PERIMETER
LOADS
NUMBER
WIDTH DL
CLL LL
WPRESS WSUCT
+------------------------------------------------------------+
6.63
1 17.50
0.00 0.0
0.0 0.0
0.0 0.0
2 17.50
0.00 0:0
0.0 0.0
0.0 0.0
PURLIN BRACE LOCATIONS
+--------------------------------------------------------------------- ------------------------------------------+
BAY
COMBINATIONS
LOCATION/
NUMBER
POSITION
+---------------------------------------------------------------------------------------------------------------+
1
6.13
10.88
REAR EW
TOP
TOP
2
6.63
11.38
NO
TOP
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
-0.60
16.22
-0:06 -0.20
2.•
DL + WL
(S) 0.21
-5.67
0.02 0.07
DATE: 02/26/01
D E S I G N D A
T A R E P O R T
PD120ODSN
TIME: 11:07 AM
1-02-01 ROOF STRUCTURALS
--------------------------------------------------------------------------------------------=--------------
LEFT SLOPE PURLINS
PAGE 10
------------------------
ORDER # 070096
=
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)
(LIVE) (WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION LRF 60' 0" 36' 0"
--------------- --------------------------------------------------- =----------------------
.(HEIGHT)
20' 0" 20 PSF 80
=------------------------------
MPH UBC
97 1.000:12
=-----------
SECTION PROPERTIES
(ACTUAL FURNISHED PART)
+--------------------=------------------------------------------------------------------------------------------+
BAY PART
LENGTH DEPTH THICK MINTHK FY FLG
RAD LIP AREA IX
IY
NUMBER NUMBER
(IN) (IN) (IN) (IN) (KSI) (IN)
(IN) (IN) (IN**2) (IN**4)
(IN**4)
+---- --------------- ---- ----=--------------------=-------------------------=------------------------
1 0530629
215-4 8.00 0.060 0.060 60.00 2.63
0.25 0.75 0.86 8.35
1.40
2 0530869
215-4 8.00 0.067 0.061 60.00 2.63
0.25 1.06 1.00 9.76
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 0.0 1.3 ' 2.4 0.520 1 8.7 54.6 59.2 0.00 11.70 0.921 1 8.7 0.3 54.6 0.860 1 7.0
2 17.5 -1.2 3.4 0.351 1 8.7 62.6 . 77.1 0.00 15.50 0.812 1 8.7 -0.2 62.6 0.662 1 8.4
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: 02/26/01'
START
D E S I G N D
A T A R E P
O R T
PD120ODSN
TIME: 11:07 AM
1-02-01 ROOF STRUCTURALS
LEFT
SLOPE PORLINS
PAGE 11
------------------------------------------------
ORDER # 070096
-----------------------------------------------------------------
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 60' 0"
----------------------------------------------------------
36' 0"
---------=--------------------------------------------------=-------------
20' 0"
20 PSF
80 MPH UBC 97 1.000:12
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
1:3 CLIP 1 -16.1 59.2
1.30
C4IP .1
1
E
-1.1 CLIP 1 0.0 59.2
-1.10
CLIP 1
2
S
1.2 •CLIP 1 0.0 77.1
1.20
CLIP 1
2
E
-1.2 CLIP 1 -0.1 77.1
-1.20
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: 02/26/01
D E S I G.N D
A T A R E P O R T
PD120ODSN
TIME: 11:07 AM
1-02-01 ROOF STRUCTURALS
RIGHT SLOPE PURLINS
PAGE 12
------------------------------------------------------------------------------------------------------------------------------------
ORDER # 070096 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
COMPLEX - NO
(TYPE) (WIDTH) (LENGTH)
(HEIGHT) (LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION
-=-----------------------------------------------
LRF 60' 0" 36' 0"
-----------------------
20' 0" 20 PSF
=------------------------------------------------
80 MPH UBC 97 1.000:12
=------------
SPANS AND UNIFORM LOADS (FT &
PSF)
-0.60
16.22
+-------------------------=------
--- ---- --------------------- -----------=----------------+
DL + WL
BAY SPAN LOAD
UNIFORM LOADS LAP PURLIN
0.02 0.07
NUMBER WIDTH DL
CLL LL WPRESS WSUCT LEFT
RIGHT TYPE
+-----------------------== --- ----------------------------------------------------------+
1 17.50 5.00 1.7
5.0 20.0 0.0 11.0
SIMPLE
2 17.50 5.00 1.7
5.0 20.0 0.0 11.0
SIMPLE
NOTES: MEMBER WEIGHT IS •INCLUDED IN ADDITION TO DEAD LOAD SHOWN.
PERIMETER LOADS
(FT & PSF)
LOCATION/
NUMBER
+----------------------------=-------------------------------+
POSITION
+---------------------------
BAY SPAN
LOAD
PERIMETER
LOADS
NUMBER
WIDTH DL
CLL LL
WPRESS WSUCT
+-------------------------------------------.-----------------+
11.38
1 17.50
0.00 0.0
0.0 0.0
0.0 0.0
2 17.50
0.00 0.0
0.0 0.0
0.0 0.0
PURLIN BRACE LOCATIONS
+---------------------------------------------------------------------------------------------------------------+
BAY
COMBINATIONS
LOCATION/
NUMBER
POSITION
+---------------------------
------------------------------------------------------------------------------------+
1
6.13
10.88
REAR EW
TOP
TOP
2
6.63
11.38
NO
TOP
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
-0.60
16.22
-0.06 -0.20
2
DL + WL
($) 0.21
-5.67
0.02 0.07
DATE: 02/26/01
D E S I G N D A
T A R E P O R T
PD120.ODSN
TIME: 11:07 AM
1-02-01 ROOF STRUCTURALS
I
RIGHT SLOPE PURLINS.
PAGE 13
-----------------------------
ORDER # 070096
-------------------------------------------------------------------------------------------------------
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 60' 0" 36' 0"
=-----------------------------------------------------------------------------------------------------------------------------------
20' 0" '20 PSF 80
MPH UBC
97 1.000:12
SECTION PROPERTIES
(ACTUAL FURNISHED PART)
+----------------------------------------------------------------=----=-----------------------------------------+
BAY PART
LENGTH DEPTH THICK MINTHK FY FLG
RAD LIP AREA IX .
IY
NUMBER NUMBER
(IN) (IN) (IN) (IN) (KSI) (IN)
(IN) (IN) (IN**2) (IN**4)
(IN**4)
+---------------------------------------------------------------------=------------=----------------------------+
1 0530629
215-4 8.00 0.060 0.060 60.00 2.63
0.25 0.75 0.86 8.35
1.40
2 0530869
215-4 8.00 0.067 0.061 60.00 2.63
0.25 1.06 1.00 9.76
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 0.0 1.3 2.4 0.520 1 8.7 54.6 59.2 0.00 11.70 0.921 1 8.7 0.3 54.6 0.860 i 7.0
2 . 17.5 -1.2 3:4 0.351 1 8.7 62.6 77.1 0.00 15.50 0.812 1' 8.7 -0.2 62.6 0.662 1 8.4
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: 02/26/01
START
D E S I G N D
A T A R E P
O R T
PD120ODSN
TIME: 11:07 AM
1-02-01 ROOF STRUCTURALS
RIGHT
SLOPE PURLINS
PAGE 14
--------------------------=------------------------------------------
ORDER # 070096
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 60' 0"
--------------------=--------------------------------------------------------=------------------------------------------------------
36' 0"
20' 0"
20 PSF
80 MPH UBC 9.7 1.000:12
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
1.3 CLIP 1 -16.1 59.2
1.30
CLIP 1
1
E
-1.1 CLIP 1 0.0 59.2
-1.10
CLIP 1
2
S
1.2 CLIP 1 0.0 77.1
1.20
CLIP 1
2
E
-1.2 CLIP- 1 -0.1 77.1
-1.20
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: 02/26/01 D E S I G N D
A T A R E P
O R T
PD120ODSN
TIME: 11:07 AM 1-02-01 ROOF STRUCTURALS
LSW EXT OVHANG EAVE STRUTS PAGE 15
------------------------------------------------------------------------------------------------------------------------------------
ORDER # 070096 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/YgAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION LRF 60' 0" 36' 0"
---------------------------------------------------------------------------------------------.---------------------------------------
20' 0"
20 PSF
80 MPH UBC 97 1.000:12
SPANS AND UNIFORM LOADS( FT & PSF)
+----------------------------------------------------------+
(K)
(IN -K) (K) (IN-K)
BAY SPAN LOAD UNIFORM LOADS'
+---------------------------=--+-----------------------------------------+
NUMBER WIDTH DL CLL LL WPRESS WSUCT
+----------------------------------------------------------+
-0.28
7.59 -0.03 -0.09
1 17.50 2.04 1.7 5.0 24.0 0.0 30.9
2 DL + WL
2 17.50 2.04 1.7 5.0 24.0 0.0 . 30.9
-7.22 0.02 0.08
NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN.
EAVE STRUT BRACE LOCATIONS
+---------------------------------------------------------------------------------------------------------------+
BAY LOCATION/
NUMBER POSITION
-------------------------------------------------------------+
1 NO BRACES FOR THIS BAY
2 NO BRACES FOR THIS BAY
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
-0.28
7.59 -0.03 -0.09
2 DL + WL
(S) 0.26
-7.22 0.02 0.08
SECTION PROPERTIES (ACTUAL
FURNISHED PART)
+----------------------------------------------------------------------------------------------------------------+
BAY PART LENGTH
DEPTH THICK
MINTHK FY FLG RAD
LIP
AREA
IX
. IY
NUMBER NUMBER (IN)
(IN) (IN)
. (IN) (KSI) (IN) (IN)
(IN)
(IN**2)
(IN**4)
(IN**4)
------------------------- -------------------------------------------------------------------------------------
---+
1 0540539 215-4
8.00 0.077
0.060 60,.00 3.50 0.31
1.25
1.28
12.83
2.30
2 0540539 215-4
8.00 0.077
0.060 60.00 3.50 0.31
1.25
. 1.28
12.83
2.30
NOTES: MINTHK = MINIMUM DESIGN THICKNESS
DATE: 02/26/01 D E S I G N D A T A R E P O R T PD120ODSN
TIME: 11:07 AM 1-02-01 ROOF STRUCTURALS LSW EXT OVHANG EAVE STRUTS. PAGE 16
-------------------------------------------------------------------------------------------------------------=---------------- - - - - -
-
ORDER # 070096 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 60' 0" 36' 0'" 20' 0" 20 PSF 80 MPH. UBC 97 1.000:12
-----------------------------=------------------------------------------------------------------------------------------------------
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 0.6 5.3 0.116 1 8.7 •-22.2 54.2 0.00 29.60 0.410 2 8.7 0.1 26.4 0.068 1 0.0 7.2
2 17.5 -0.6 5.3 0.109 1 8.7 -25.8 54.2 0.00 28.90 0.475 2 8.7 -0.1 30.2 0.089 1 0.0 4.9
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: 02/26/01
D E S I G N D
A T A R E P
O R T
PD120ODSN
TIME: 11:07 AM
1-02-01 ROOF STRUCTURALS
RSW EXT OVHANG EAVE STRUTS PAGE 17
----------------
----------------------------=--------------------------------------
ORDER # BUILDER - NORTH VALLEY READY MIX
---------------
BLDR ORDER
-----------------
# 01-07
-----------------
BLDR ACCOUNT* 20-04-007-90
.070096
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 60' 0" 36' 0"
20' 0"
20 PSF
80 MPH UBC 97 1.000:12
SPANS AND UNIFORM LOADS( FT &
PSF)
(K) (IN-k)
+----------------------------------------------------------+
+------------=-----------------+-----------------------------------------+
BAY SPAN LOAD
UNIFORM LOADS
-0.28
7.59
-0.03 -0.09
NUMBER WIDTH DL
CLL LL WPRESS WSUCT
2 DL + WL
(S) 0.26
+----------------------------------------------------------+
0.02 0.08
1 17.50 2.04 1.7
5.0 24.0 0.0 30.9
2 17.50 2.04 1.7
5.0 24.0 0.0 30.9
------------------------- ==---------------------------------------------------------------------=---------
NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN.
EAVE STRUT BRACE LOCATIONS
------------------------=-------------------- - - - - -+
BAY LOCATION/
NUMBER POSITION
+---------------------=-------=---------------------------------------------------------------------------------+
1 NO BRACES FOR THIS BAY
2 NO BRACES FOR THIS BAY
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
-0.28
7.59
-0.03 -0.09
2 DL + WL
(S) 0.26
-7.22
0.02 0.08
SECTION PROPERTIES (ACTUAL
FURNISHED PART)
------------------------- ==---------------------------------------------------------------------=---------
-------+
BAY PART LENGTH
DEPTH THICK
MINTHK
FY FLG RAD
LIP AREA
IX
IY
NUMBER NUMBER (IN)
(IN) (IN)
(IN)
(KSI) (IN) (IN)
(IN) (IN**2)
(IN**4)
(IN**4)
---------------------------- =---------------- =-------------------------------------------------------------------+
1 0540539 215-4
8.00 0.077
0.060
60.00 3.50 0.31
1.25 1.28
12.83
2.30
2 0540539 215-4
8.00 0.077
0.060
60.00 3.50 0.31
1.25 1.28
12.83
2.30
NOTES: MINTHK = MINIMUM DESIGN THICKNESS
DATE: 02/26/01 D E S I G N D A T A R E P O R T PD120ODSN
TIME: 11:07 AM 1-02-01 ROOF STRUCTURALS RSW EXT OVHANG EAVE STRUTS PAGE 18
----------------------------------------------------------------------------------------------------------------------�-------------
ORDER # 070096 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 60' 0" 36' 0" 20' 0" 20 PSF 80 MPH UBC 97 1:000:12
--------------------- --------------------------------------------------------------------------------------------------------
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 0.6 5.3 0.116 1 8.7 -22.2 54.2 0.00 29.60 0.410 2 8.7 0.1 26.4 0.068 1 0.0 7.2
2 17.5 -0.6 5.3 0.109 1 8.7 -25.8 54.2 0.00 28.90 0.475 2 8.7 -0.1 30.2 0.089 1 0.0 4.9
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: 02/26/01
D E
S I G N D
A T A R E P
O R T
PD120ODSN
TIME: 11:07 AM
1-03-01 SIDEWALL STRUCTURALS
LEFT
SIDEWALL GIRTS
PAGE 19
----------------------------=-------------------------------------------------------------------------------------------------------
ORDER # 070096
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
60' 0"
36' 0"
. 20' 0"
20 -PSF
----------------
.80 MPH UBC 97 1.000:12
-SPAN
SPANAND UNIFORM LOADS
(FTS& PSF)
=---
(WIND PRESURE _.
9.9 PSF /
WIND SUCTION =
9.9 PSF)
----------------------------
GIRT ELEVATION
-------------------------------------------------------------------
SECTION 1
SECTION 2
LENGTH(FT)
18.00
18.00
----------------=---------
---------------------------------------------
LOAD WIDTH / LEFT LAP / RIGHT LAP
----------------------------
-------------------- ------------------------------------------------------------------------------
15.50
5.50/0.0/0.0
-5.50/0.0/0.0
8.00
7.75/0.0/0.0
7.75./0.0/0.0
GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) )
----------------------------------------------------------=-------
GIRT ELEVATION SECTION 1 SECTION 2
LENGTH(FT) 1 18.00 18.00
-----------------------------=----------------7-------------------
15.50 Z95/0550303 199-2 Z95/0550303 199-2
8.00 Z95/0550303 199-2 Z95/0550303 199-2
INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT))
---------------------------------------------------------------------------------------------------
GIRT ELEVATION SECTION 1 SECTION 2
LENGTH(FT) 18.00 18.00
----------------------7-------------------------------------7--------------------------------------
NO BRACES FOR THIS WALL
NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL
LOAD COMBINATIONS
+------------------------------+
NO DESCRIPTION
---------------------------
1
------------------------ 1 WIND PRESSURE
2 WIND SUCTION
DATE: 02/26/01
D
E S I G N D
A T A R E P
O R T
PD1200DSN
TIME: 11:07 AM
1-03-01 SIDEWALL
STRUCTURALS
LEFT
SIDEWALL'GIRTS
PAGE 20
--=---------------------------------------------------------------------------------------------------------------------'-----------
ORDER # 070096 BUILDER - NORTH VALLEY READY MIX
(KSI)
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
--------------------------------------------------------------------------------------------------------------=---------------------
60' 0"
36' 0"
20' 0"
20 PSF
80 MPH UBC 97 1.000:12
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
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
---- --+1 0.0. 0:7 2.7 0.249 1 8_.7 -35.4 53.6 0.660 2 8.7 0.1 35.4 0.111. 1
2 0.0 0.7 2.7 0.249 1 8.7 -35.4 53.6 0.660 2 8.7 0.1 35.4 0.111 1
DATE: 02/26/01
D E
S I G N D
A T A R E P
O R T
PD120ODSN
TIME: 11:07 AM
1-03-01 SIDEWALL STRUCTURALS
RIGHT SIDEWALL GIRTS.
PAGE 21
---------------------------------------------------------------------------------------------------------------------=--------------
ORDER # 070096
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
COMPLEX -'NO
(TYPE)
(WIDTH)
(LENGTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION
-------------------------
LRF
---------------------------------------------------------------------------------------
60' 0"
36' 0"
20' •0"
20 PSF
80 MPH UBC 97 1.000:12
--
SPAN AND UNIFORM LOADS
(FT & PSF)
--=--------------------------------------=-------------------------------
(WIND PRESURE =
9.9 PSF /
WIND SUCTION =
9.9 PSF)
--------------------------
GIRT ELEVATION
SECTION 1
SECTION 2
LENGTH(FT)
18.00
18.00
-----------------------
------------------------------------------------------------------------
LOAD WIDTH / LEFT LAP / RIGHT LAP
-------------------------
15.50
--------------------------------------------------------------------------
5:50/0.0/0.0
5.50/0.0/0.0
8.00
7:75/0.0/0.0
7.75/0.0/0.0
GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) )
------------------------------------------------------------------
GIRT ELEVATION SECTION 1 SECTION 2
LENGTH(FT) 18.00 18.00
-------------------------�=---------------------------------------
15.50 Z95/0550303 199-2 Z95/0550303 199-2
8.00 Z95/0550303 199-2 Z95/0550303 199-2
INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT))
-=---------------------------=---------------------------------------------------------------------
GIRT ELEVATION SECTION 1 SECTION 2
LENGTH(FT) 18.00 18.00
---------------------------------------------------------------------------------------------------
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
0
DATE: 02/26/01
SUMMARY (MAXIMUM CONDITIONS SHOWN)
D E
S I G N D A
T A R E P O R T
BAY/SECTION
************ SHEAR *+**********
PD120ODSN
TIME: 11:07 AM
XV ACTV ALLV CSRV LD COND
1-03-01 SIDEWALL STRUCTURALS
RIGHT SIDEWALL GIRTS
PAGE 22
-----------------------------
ORDER # 070096
----------------------------------------
BUILDER NORTH VALLEY READY MIX
------------------------------------------
BLDR ORDER # 01-07
8.7 -35.4 53.6 0.660 2 8.7 0.1 35.4 0.111 1
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
60' 0"
36' 0"
20' 0"
20 PSF
80 MPH
UBC 97 1.000:12
-------------------------------=----------------------------------------I
--------------------
-------------------------=--------------
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
DESIGN DATA
SUMMARY (MAXIMUM CONDITIONS SHOWN)
SIMPLE Z GIRTS
--------------------------- -------------------------------------------------------
----------------------------------- ---=-------+
BAY/SECTION
************ SHEAR *+**********
*********** BENDING **************** COMBINED SHEAR & BENDING ***Ii*
NUMBER
XV ACTV ALLV CSRV LD COND
XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD COND
+--------------------=----------------------------------------------=---------------------------------------------------------+
1
0.0 0.7 2.7 0.249 1'
8.7 -35.4 53.6 0.660 2 8.7 0.1 35.4 0.111 1
2
0.0 0.7 2.7 0.249 1
8.7 -35.4 53.6 0.660 2 8.7 0.1 35.4 0.111 1
DATE: 02/26/01
D
E S I G N D A
T A. R E P
O R T
PD1200DSN'
TIME: 11:07 AM
1-04-01 ENDWALL STRUCTURALS
FRONT
ENDWALL GIRTS
PAGE 23
-----------------------------------------------------------=--------------------------------=------------=--------------------------
ORDER # 070096
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
------------------=-----------------------------------------------------------------------------------------------------------------
60' 0"
36' 0"
20' 0"
20 PSF
80 MPH UBC 97 1.000:12
SPAN AND UNIFORM LOADS
(FT & PSF)
(WIND PRESURE
= 9.9 PSF / WIND SUCTION =
9.9 PSF)
-------------------------
GIRT ELEVATION
-------------------------------------------------------------------------
SECTION 1
SECTION 2
SECTION 3
LENGTH(FT)
20.00
-
20.00
20.00
--------------------------
------------------------------------------------------------------------
LOAD WIDTH / LEFT LAP /
RIGHT LAP
---------------------------------------------------------------------------------------------------
15.50
5.92/0.0/0.0
6.75/0.0/0.0
5.92/0.0/0.0
8.00
7.75/0.0/0.0
7.75/0.0/0.0
7.75/0.0/0.0
GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) )
----------------------------------------------------------------------------------------
GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3
LENGTH(FT) 20.00 20.00 .20.00
---------------------------------------------------------------------------------------
15.50 Z95/0550303 217-2 Z95/0550303 229-2 Z95/0550303 217-2
8.00 Z95/0550303 217-2 Z95/0550303 229-2 Z95/0550303 217-2
INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT))
---------------------=-----------------------------------------------------------------------------
GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3
LENGTH(FT) 20.00 20.00 20.00
---------------------------------------------------------------------=-----------------------------
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)
0550303 Z 9.50 0.060 60.00 2.75 0.25 1.06 1.00 13.47 1.98
DATE: 02/26/01
************
D E S I G N D
A T A R E P
O R T
PD120ODSN
TIME: 11:07 AM
1-04-01 ENDWALL
STRUCTURALS
FRONT ENDWALL GIRTS
PAGE 24
------------------7---------7--------------------------------------------------------7----------------------------------------------
ORDER # 070096 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
------------------------------------------------------------------------------------------------------------------------------------
60' 0"
36' 0"
20' 0"
20 PSF
80 MPH UBC 97 1:000:12
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
0.8
2.7
0.284
1
10.0
-46.2 53.6
0.862 2
10.0 0.1
46.2
0:187
1
2
0.0
0.8
2.7
0.284
1
10.0
-46.2 53.6
0.862 2
10.0 0.1
46.2
0.187
1
3-
0.0
0.8
2.7
0.284
1
10.0'
-46.2 53.6
0.862 2
10.0 0.1
46.2
.0.187
1
DATE: 02/26/01
D E
S I G N D
A T A R E P
O R T
PD120ODSN
TIME: 11:07 AM
1-05-01 LONGITUDINAL
BRACING
ROOF
BRACING
PAGE 25
----------------------------=-----------------------------------------------------------7-------------------=--------=--------------
ORDER # 070096 BUILDER - NORTH VALLEY READY MIX
LEN
BLDR ORDER
# 01-07
BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS
BLDR PHONE # 530-345-7296
ECTION
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP - Visalia
COMPLEX - NO (TYPE)
(WIDTH)
(LENGTH).
(HEIGHT)
(LIVE)
(WIND) .(CODE/YEAR) (SLOPE)
UNIT # 1 BLDG DESCRIPTION LRF
-----------------------------------------------------------------------------------------------=---------------=-,---=--=------------
60' 0"
36' 0"
20' 0"
20 PSF
80 MPH UBC 97 1.000:12
ROOF BRACE RODS FOR LONGITUDINAL BRACING
THE'FOLLOWING TABLE CONTAINS INFORMATION ON THE BRACING SECTIONS
STARTING WITH THE LEFT SIDEWALL STRUCTURE LINE AND THE FIRST
BRACED BAY FROM THE FRONT ENDWALL. ANY DIRECTIONS INDICATEDASSUME
YOU ARE LOOKING AT A PLAN VIEW OF THE ROOF BRACING WIT$ THE .FRONT
ENDWALL AT THE BOTTOM OF THE DRAWING.
+------+-----+--------+-------+-------+--------+----------+------------+
ROD
BAY
DIST
BAY
ROD
ROD
CONNECTION
PART
DIR-
NUM
FROM
LEN
LOAD
DIA
DET
NUMBER
ECTION
FROM
EAVE
FEW
(FT)
(FT)
(KIPS)
(IN)
LEFTIRIGHT
+------+-----+-------=+---=---+-------+--------+----+-----+------------+
! / !
2 !
0.00
! 18.00 1
4.89 !
0.5000
!B001!B001 !
544047 1
! \ 1
2 !
0.00
1 18.00 !
4.89 !
0.5000
1BOO11BOOl !
544047 !
! / !
2 !
21.00
1 18.00 1
0.25 !
0.5000
1B0011B001 !
544047 !
1 \ !
2 !
21.00
1 18.00 !
0.25 !
0:5000
1BOO11BOOl !
544047 !
! / !
2 !
30.00
1 18.00 1
0.25 !
0.5000
1BOO11BOOl !
544047 !
! \ !
2 !
30.00
! 18.00 !
0.25 !
0.5000
!B0011B001 !
544047 !
! / 1
2 !
39.00
! 18.00 1
4.89 !
0.6250
1B0011B122 !
544048 !
! \ !
2 1
39.00
1 18.00 1
4..89 1
0.6250
!B0011B121 !
544048 !
+------+-----+--------+-------+-------+--------+----+-----+------------+
DATE: 02/26/01 D E S I G N D A T A R E P O R T
PD1200DSN
TIME: 11:07 AM 1-05-01 LONGITUDINAL BRACING WALL BRACING
PAGE 26
------------------------------------------------------------------------------------------------------------------------------------
ORDER # 070096 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 60' 0" 36' 0" 20' 0"
------------------------------------------------------------------------------------------------------------------------------------
20 PSF 80 MPH
UBC 97 1.000:12
LEFT SIDEWALL BRACE RODS FOR LONGITUDINAL BRACING
THE FOLLOWING TABLE CONTAINS INF(".•';?'! '.ON ON THE SIDEWALL BRACE RODS
STARTING WITH THE FIRST BRACED, n=:= :::OM THE FRONT ENDWALL. THE ROD DIR.
INDICATES THE ROD DIRECTION 7.19 71.-r_�;;ED FROM THE OUTSIDE. THE ROD DIR
HAS 3 VALUES WHICH MAY gF ' t', , " ; OR /
+------+-----+-------+---- -�----+--------+----------------+------------+-------------+-------------+
ROD
BAY
BAY
BR NOM
ROD
ROD
CONNECTION
PART
REACTIONS
REACTIONS
DIR-
NUM
SIZE
EAVE
LOAD
DIA
DET
NUMBER
HORIZI VERT
HORIZI VERT
ECTION
FROM
HT
ANCH
(WIND)
(SEISMIC)
FEW
(FT)
(FT)
(KIPS)
(IN)
BASEI
TOP
(BOLT
(KIPS)I(KIPS)
(KIPS)I(KIPS)
+------+-----+-------+-------+-------+--------+----+-----+-----+------------+------+------+------+--.----+
l \ ! 2 1 18.00 1 20.00 1. 7.03 1 0.6250 1B0011 B001! NIR 1 0544048 ! 4.581 4.711
2.23! 2.291
! / 1 2 1 18.00 1 20.00 l 7.03 ! 0.6250 !B001! B0011 NIR 1 0544048 l 4.581 4.711
2.23! 2.291
+------+-----+-------+-------+-------+--------+----+-----+-----+------------+------+------+------+------+
RIGHT SIDEWALL PORTAL FRAMES
DESIGN DATA SUMMARY
+------+-------+-------+-------+-----------+-------------+--------------------+---------+---------+----------------+---------------+
BAY BAY NOM ACT FORCE PORTAL BEAM PORT COL CONN DETS I PORTAL PORTAL REACTIONS REACTIONS
NUM SIZE EAVE CLEAR AT TOP TO FRAME LEFT RIGHT BEAM COLUMN (WIND) (SEISMIC)
FROM HT HT OF PORTAL CONN DET ANCH �ANCH PART PART HORIZ VERT HORIZ VERT
FEW (FT) (FT) (FT) (KIPS) LEFT I RIGHT TOP BOLT BOLT NUMBER NUMBER (KIPS)I (KIPS) (KIPS)I (KIPS)
+------+-------+-------+-------+-----------+------+------+------+------+------+---------+---------+-------+--------+-------+-------+
I 2 118.00 120.00 117.35 I 4.57 I B121 I B122 I B060 'I A319 I A320 10544150 10544146 I 2.28 I 5.69 I 1.58 I 3.93 I
+------+-------+-------+-------+-----------+------+------+------+------+------+---------+-=-------+-------+--------+-------+-------+
SECTION PROPERTIES
+----------------------------------------------------------------------------------------------------------------------+
BAY PART LENGTH DEPTH FLANGE OUT IN WEB AREA IX SX RX IY RY RT
NUMBER TYPE (IN) (IN) WIDTH THICK THICK THICK (IN**2) (IN**4) (IN**3) (IN) (IN**4) (IN) - (IN)
------------------------- =-==------------------------------------------------------------------------------------------+
BEAM 195-6 17:75 9.00 .500 .500 .281 13.71 779.75 87.86 7.54 60.78 12.11 2.40
COLUMN 208-3 17.75 9.00 .500 .500 .160 11.68 732.36 82.52 7.92 60.76 2.28 2.48
NOTES:
FY = 50 KSI
Z7
ShadowaII TM Wall System - Panel
PANEL DESIGN DATA.
Calculated section properties. for ShadowallT" wall panel materials use the 1996 edition of AISI desi_an
manual. It is important to note that the design data reflects the allowable values of the panel alone.
Outside Faro
�
I244 Ga. Steal) L 1 .`?. 1 ti s41 LD �'
I I I
I e0end _ i aSSUre 0n OUHsjn lace;
S = Suction On Outside face'
Values ShOWn have been increase-, !.z-1"':" as aliowe-d ' y section r,- c
o s_�fion -,0.1.3 or ane 1990 AISI SpacincaLion.
AIiOV� able Unif0 i 10?^ values are IeSted in accordance whit Secboh i= of
oo "thQ '• 996 sdition of the AISI
deSigiii mail(�a. >; .t. t0 the tech tical scree, it ,IntO�T��atlO 1 for a0a1t10;�aI d ta-
Section i nrouoh Panel
Section rrooerties for One l=oot of Width
Fane)
Material I
U,esign
hickness
ry''W1eight ompress,on uts,oe 1
,n. ksi I �;
( I ) I{ )li Sq. ff
ompressonans�oe
}' x ,n.3) I (m.) 1
x in-) n. (�
1
�4 e. Ji?el
��
�
1 L .40 1 1 i.4L 1 .1 i3iL �i o I'01
1onuluwazlie
UnITOrm Load (PS-)
Irranel
No. o, 1
I
pan
Maternal
Spans I
I 1 r I I 1
Ga. Steell
1
4L l i
I25
1
1 0,, 1 LL I 1 i 1
�
I244 Ga. Steal) L 1 .`?. 1 ti s41 LD �'
I I I
I e0end _ i aSSUre 0n OUHsjn lace;
S = Suction On Outside face'
Values ShOWn have been increase-, !.z-1"':" as aliowe-d ' y section r,- c
o s_�fion -,0.1.3 or ane 1990 AISI SpacincaLion.
AIiOV� able Unif0 i 10?^ values are IeSted in accordance whit Secboh i= of
oo "thQ '• 996 sdition of the AISI
deSigiii mail(�a. >; .t. t0 the tech tical scree, it ,IntO�T��atlO 1 for a0a1t10;�aI d ta-
MR -240 Roof System - Panels
PANEL DESIGN DATA
Calculated sectional properties for MR -24o roof system panel materials using 1986 edition of AISI design
manual with 1989 Addendum.
L 24"
3/4"
17"(Fluting)
Outside Face
Section Throuqh Panel .
Section Properties for One Foot of Width
Panel . Design
eigh
EI
Fyj Compression on Outside
Compression on Inside
Material Thickne
(#/Ft)
(ksi)
(ksi) Sx (in3) I (in4)
Sx (in3) I (in4).
24 Ga. Steel 0.023
1 1.4
129500160
1 0.0839 0.1259
0.0801 1 0.1142
2 Ga. Steel 0.0285
1 1.8
1295001
50 1 0.1063 1 0.159
1 0.1063 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.
FINAL
FRAME
DESIGN
-
CONTENTS
DATE: 02/26/01
CADDS
TIME: 10:44 AM
1
----------------------------------------------------------------=------------------------------------------------------------------
ORDER # 070096
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 60'-0" 20'-0"
------
20 PSF
------
80 MPH
-----------
UBC 97
1.00
-------
------
TO 12. 1
------ - -----
FEW,REW
-=--.----
1
DESIGN FRAME #
2 LRF 60'-0" 20'-0"
20 PSF
80 MPH
UBC 97
1:00
TO 12 1
01- ....
28
RUN OPTIONS AND INFORMATION
SOURCING PLANT 04 - VISALIA 01-18-01
QUANTITY OF LIKE FRAMES : 02
OPTIMIZATION MODE ANALYSIS ONLY
STRESS RATIO LIMIT 1.030
GLOBAL YIELD STRESS 55. ksi
DEFLECTION LIMITS HORIZONTAL - H/ 10
VERTICAL - L/180
MODIFIED WEB SHEAR NO .
REPORTS SELECTED
STANDARD REPORTS
CONTROLLING STRESS REPORT
MATERIAL SUMMARY REPORT
DEFLECTIONS AT ANALYSIS POINTS
Ly CONTROLLED
BASED ON ALL SECONDARY LOCATIONS
PLATE SELECTION
FINAL FRAME
DESIGN
- C 0 V E
R S ii
E E T
Flange Width
DATE: 02/26/01
0.000
Flange Thick
0.000
0.000
Web Thickness:
CADDS
TIME: 10:44 AM
=--------------------------------------------------------------------
--------------------
ORDER # 070096
BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07
=--------------------------
7 --- =--------=-
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
60'-0" 20'-0"
20 PSF
80 MPH
UBC 97
1.000 TO 12
RUN OPTIONS AND INFORMATION
SOURCING PLANT 04 - VISALIA 01-18-01
QUANTITY OF LIKE FRAMES : 02
OPTIMIZATION MODE ANALYSIS ONLY
STRESS RATIO LIMIT 1.030
GLOBAL YIELD STRESS 55. ksi
DEFLECTION LIMITS HORIZONTAL - H/ 10
VERTICAL - L/180
MODIFIED WEB SHEAR NO .
REPORTS SELECTED
STANDARD REPORTS
CONTROLLING STRESS REPORT
MATERIAL SUMMARY REPORT
DEFLECTIONS AT ANALYSIS POINTS
Ly CONTROLLED
BASED ON ALL SECONDARY LOCATIONS
PLATE SELECTION
LIMITS
Min.
Max.
Flange Width
0.000
0.000
Flange Thick
0.000
0.000
Web Thickness:
•0.000
0.000
Flanges Un -Balanced
-- MEMBERS 1,2,3,4,5,6,7,8
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
DATE: 02/26/01.
CADDS
TIME: 10:44 AM
PAGE:F 2
----------------------------------------------------
ORDER # 070096
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
60'-0"
20'-0"
--- -----------------------7----------------------------------
20 PSF
80 MPH UBC 97
1.000 TO 12
--- -----_----
LEFT SIDE
RIGHT SIDE
SPAN NO.
WIDTH
MISCELLANEOUS
PROPERTIES,
EAVE HEIGHT
=
19.669 FT.
19.669 FT.
1 TO 3 =
20.000 FT
MODULUS OF ELASTICITY 29000 KSI
FRAME HEIGHT
=
19.000 FT.
19.000 FT.
COL. CLEAR HT.
=
18:087 FT.
18.087 FT.
CMX
= 0.850
SLOPE (P/12.)
=
1:000
1.000
CMX(stepped column/no wind) = 0.950
SW R -BEAM OFFSET
=
0.125 IN.
0.125 IN.
CMY(pinned in
minor axis) = 0.600
DIST. TO RIDGE.
=
30.000 FT.
30.000 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
-
8.000 IN.
8.000 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
18.547
0 0 0
1
0
2
2- 3
0 0
0.75 1.00
3
20.000
20.165
0 0 0
1
0
3
4- 3 Rotated
0 1
1.00 1.00
4
20.000
0.000
1 1 0
1
0
4
3- 5
0 0
1.50 1.00
5
30.000
20.998
0 0 0
0
0
5
6- 5
0 0
1.50 1.00
6
40.000
20.165
0 0 0
1
0
6
7- 6 Rotated 0 1
1.00 1.00
7
40.000
0.000
1 1 0
1
0
7
8- 6
0 0
0.75 1.00
8
59.417
18.547
0 0 0
1
0
8
9- 8
0 0
1.50. 1.00
9
59.417
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
DATE: 02/26/01
CADDS
TIME: 10:44 AM
PAGE:F
3
-------
ORDER #
-----------
070096
-----------------------------------------
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 60'-0"
20'-0"
20
PSF 80 MPH UBC 97
i.000 -TO 12
DIST -
Distance to.secondary
from
the end of the member in
FEET.
BRACE
- Minor axis secondary bracing code as follows:
ACCUM -
Distance to
purlin from the
low sidewall in FEET.
No support
ID -
B Base, G
Girt, P Purlin, E
Eave strut, 0 Other,
0 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 7- 6 BRACE
COLUMN 9-
8
BRACE
DIST
ID BRACE
MAJOR FORCE
DIST ID BRACE MAJOR
FORCE.
DIST
ID BRACE MAJOR FORCE
DIST
ID BRACE
MAJOR
FORCE
0.00
B O -IF
YES
0.00 B O -IF YES
0.00
B O -IF YES,
0.00
B O -IF
YES
8.00
G O -IF
YES
8.00 G O -IF NO
8.00
G O -IF NO
8.00
G O -IF
YES
15.50
G O -IF
YES
15.50 G O -IF NO
15.50
G O -IF NO
15.50
G O -IF
YES
18.09
0 O -IF
YES
19.66 0 O -IF YES
19.66
0 O -IF YES
18.09
0 O -IF
YES
19.67
E 0 FL
NO
21.34 E NO
21.34
E NO
19.67
E 0 FL
NO
ROOFBEAM 2-
3 BRACE
ROOFBEAM 3- 5
BRACE
ROOFBEAM 6- 5 BRACE
ROOFBEAM 8-
6
BRACE
DIST
ACCUM ID
BRACE FORCE
DIST ACCUM ID BRACE
FORCE
DIST
ACCUM ID BRACE FORCE
DIST
ACCUM ID
BRACE
FORCE
0.00
0.00
E 0 FL
3.98 23.98 P O -SF
3.98
23.98 P O -SF
0.00
0.00
E 0 FL
3.98
3.98
P O -SF
8.98 28.98 P O -SF
8.98
28.98 P O -SF
3.98
3.98
P O -SF
8.98
8.98
P 0 FL
8.98
8.98.
P O FL
13.98
13.98
P O -SF
13.98
13.98
P O -SF
18.98
18.98
P O -SF
18.98
18.98
P O -SF
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.
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 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 ).
F R A M E
D E S I G N -
C O N V E N
T I O N S
DATE: 02/26/01
CADDS
TIME: 10:44 AM
PAGE:F 4
----------------------------=--------------------------------------------------------------------=---------------------=-----------
ORDER # 070096
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
60'-0" 20'-0"
20 PSF
80 MPH UBC 97
1.000 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.
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 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 ).
BUILDING USE AND LOCATION
F R A
M E D E S I
G N - L O A D S
U M M A R
Y
LEFT CANOPY/OVERHANG
DATE: 02/26/01
USE CATEGORY
LEFT ROOF
= 4 (GENERAL USE)
TERRAIN.CAT/WIND
EXP
CADDS
TIME: 10:44 AM
RIGHT CANOPY/OVERHANG
80.00%
BUILDING CODE
= UBC - 1997
PAGE:F 5
-------------------------- 7-------------------------------------------------------------------------------------------=------------
ORDER # 070096 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 60'-0"
-----------------------------=------------------------------=-----------------------------------------------------------------------
20'-0" 20 PSF
80 MPH
UBC 97 1.000 TO 12
GENERAL BUILDING INFORMATION
DESIGN BAY
= 9.250 FT.
TOTAL BUILDING LENGTH
= 36.000 FT.
PANELS
TYPE DESCRIPTION
WEIGHT
LEFT SIDEWALL
SHWAL
26STL
1.12 PSF
ROOF
MR24
24STL
2.70 PSF (INCLUDING ALLOWANCE
FOR SECONDARIES)
RIGHT SIDEWALL
SHWAL
26STL
1.12 PSF
ENDWALL
SHWAL
26STL
1.12 PSF
CANOPY / OVERHANG / WIDTH -EXTENSION
LEFT SIDEWALL
= 4.073 FT.
OVERHANG
CONN DETAIL C300
RIGHT SIDEWALL
= 4.073 FT.
OVERHANG
CONN DETAIL C300
ENDWALL
= 4.000 FT.
OVERHANG
BUILDING USE AND LOCATION
TRIBUTARY LOAD
STATE
= CALIFORNIA
COUNTY
LEFT CANOPY/OVERHANG
= BUTTE (INLAND)
USE CATEGORY
LEFT ROOF
= 4 (GENERAL USE)
TERRAIN.CAT/WIND
EXP
= B
APPLIED LOADINGS
RIGHT CANOPY/OVERHANG
80.00%
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
Roof Exposure = Partially Exposed Roof
Thermal Condition = Normal
COEFFICIENTS
MIN COUNTY GROUND SNOW LOAD
MIN County Rain on Snow
NET ROOF LOAD
(PSF)
16.00
16•.00
16.00
16.00
TRIBUTARY LOAD
LOAD
FACTOR
COEFF
LEFT CANOPY/OVERHANG
80.00$
1.00
LEFT ROOF
80.00$
1:00
RIGHT ROOF
80.00%
1.00
RIGHT CANOPY/OVERHANG
80.00%
1.00
= 0 PSF
INCLUDES 1.00 IMPORTANCE FACTOR
0.0 PSF
UNBALANCED SNOW LOADS (SLL), (SLR)
ROOF LIVE LOAD (LL ) = 20.000 PSF
COEFFICIENTS
LEFT CANOPY/OVERHANG
LEFT ROOF
RIGHT ROOF
RIGHT CANOPY/OVERHANG
WIND LOADS
WIND LOAD LEFT
WIND LOAD RIGHT
WIND UPLIFT
WIND LOAD CASE
WIND ENCLOSURE
COEFFICIENTS
LEFT CANOPY/OVERHANG
LEFT SIDEWALL
LEFT ROOF
RIGHT ROOF
RIGHT SIDEWALL
RIGHT CANOPY/OVERHANG
TRIBUTARY LOAD
F R A M E
D E S I G N -
L 0 A D S
U M M A
R Y
FACTOR
DATE: 02/26/01
(PSF)
80.00%
2.00
CADDS
TIME: 10:44 AM
80.00%
1.00
16.00
PAGE:F 6
-------------------------------------------------------------------------------------------------------------------------=---------
ORDER # 070096
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
WIND SPEED = 76 MPH
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
1.00 IMPORTANCE FACTOR
DESIGN SYSTEM FRAME
-------------------------=-----------------------•----------=-----------------------------------------------------------------------
# 1 DESCRIPTION EWDS
60'-0" 20'-0"
20 PSF
80 MPH
UBC 97
1.000 TO 12
UNBALANCED SNOW LOADS (SLL), (SLR)
ROOF LIVE LOAD (LL ) = 20.000 PSF
COEFFICIENTS
LEFT CANOPY/OVERHANG
LEFT ROOF
RIGHT ROOF
RIGHT CANOPY/OVERHANG
WIND LOADS
WIND LOAD LEFT
WIND LOAD RIGHT
WIND UPLIFT
WIND LOAD CASE
WIND ENCLOSURE
COEFFICIENTS
LEFT CANOPY/OVERHANG
LEFT SIDEWALL
LEFT ROOF
RIGHT ROOF
RIGHT SIDEWALL
RIGHT CANOPY/OVERHANG
TRIBUTARY LOAD
LOAD NET
ROOF LOAD
FACTOR
COEFF
(PSF)
80.00%
2.00
32.00
80.00%
1.00
16.00
80.00%
1.00
16.00
80.00%
2.00
32.00
= 80.000 MPH ( 11.040
PSF)
MIN COUNTY
WIND SPEED = 76 MPH
= 80.000 MPH ( 11.040
PSF)
INCLUDES
1.00 IMPORTANCE FACTOR
= 80.000 MPH (.11.040
PSF)
= 1
= ENCLOSED
WIND FROM LEFT
WIND FROM RIGHT
INTERNAL PRESSURE
INTERNAL SUCTION
(WLL)
(WLR)
(IP )
(IS )
-1.200(SUCTION )
-0.700(SUCTION )
0.800(PRESSURE)
-0.500(SUCTION )
0.000
0.000
-0.700(SUCTION )
-0.700(SUCTION )
0.000
0.000
-0.700(SUCTION )
-0.700(SUCTION )
0.000
0.000
-0.500(SUCTION )
0.800(PRESSURE)
0.000
0.000
-0.700(SUCTION )
-1.200(SUCTION )
SIDEWALLS
ROOF
ENDWALL
SIDEWALL CANOPY/OVERHANG
ENDWALL CANOPY/OVERHANG
ENDWALL WIND PRESURE
(EWP)
-0.700(SUCTION )
-0.700(SUCTION.)
0.800(PRESSURE)
-1.200(SUCTION )
-1.200(SUCTION )
ENDWALL WIND SUCTION
(EWS)
-0.700(SUCTION )
-0.700(SUCTION )
-0.700(SUCTION )
-1.200(SUCTION )
-0.700(SUCTION )
F R A M E D E S I
G N - L 0 A
D S U M M A R Y
DATE: 02/26/01
CADDS
TIME: 10:44 AM
PAGE:F 7
----------------------------------------------------------------------------------------------------------------------=------------
ORDER # 070096 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 60'-0"
-----------------------------------------------------------------------------------------------------------------------------------
20'-0" 20
PSF 80 MPH UBC 97
1.000 TO 12
SEISMIC LOADS (EQ )
PERCENT SNOW LOAD
= 0.000',
Seismic W
- LEFT CANOPY/OVERHANG =
9.700 PSF
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
= 0.331
Ca FACTOR
= 0.360
Cv FACTOR
= 0.540
p 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: 02/26/01 CADDS
TIME: 10.:44 AM PAGE:F 8
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070096 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 60'-0" 20'-0" - 20 PSF 80 MPH UBC 97 1.000 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 p+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
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.SOEQL 1.700 Y N N Conns 100.00 DL 100.00 CLL 280.00 EQ
12 DL+CL+2.SOEQR 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 O A D S
DISTANCES
DATE: 02/26/01
LOADS
CADDS
9
TIME: 10:44 AM
(START -END)
'
-----------------------------
FT
PAGE:F
----------=--------
ORDER # 070096
---------------------------------------------------
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
K/FT
(TYPE) (WIDTH) (HEIGHT)
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE).
DLL
DESIGN SYSTEM FRAME
------------------------------------------------------------------------------------------------------------
# •1 DESCRIPTION EWDS 60'-0" 20"-0"
20 PSF
80 MPH UBC 97
1.000 TO 12
0.000
LOAD CASE (DL ) DEAD LOAD
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
LABEL
NO
(START -END)
TYPE
FT
FT
X
Y
Z
DL
2
2 - 3
UNIF
0.00
20.00
0.000
K/FT
-0.036
K/FT
0.000
K/FT
DLL
4
3 - 5
UNIF
20.00
30.00
0.000
K/FT
-0.036
K/FT
0.000
K/FT
DL
5
6 = 5
UNIF
30.00
40.00
0.000
K/FT
-0.036
K/FT
0.000
K/FT
DL
7
8 - 6
UNIF
40.00
60.00
0.000
K/FT
-0.036
K/FT
0.000
K/FT
ODL
2
2 - 3
MCONC
0.00
18.67
0.000
KIP
-0.146
KIP
3.561
IN -K
ODL
7
8 - 6
MCONC
60.00
18.67
0.000
KIP
-0.146
KIP
-3.561
IN -K
LOAD CASE (CLL)
COLLATERAL
LOAD
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
LABEL
NO
(START -END)
TYPE
FT
FT
X
Y
Z
CLL
2
2 - 3
UNIF
0.00
20.00
0.000
K/FT
-0.066
K/FT
0.000
K/FT
CLL
4
3 - 5•
UNIF
20.00
30.00
0.000
K/FT'
-0.066
K/FT
0.000
K/FT'
CLL
5
6 - 5
UNIF
30.00
40.00
0.000
K/FT
-0.066
K/FT
0.000
K/FT
CLL
7
8 - 6.
UNIF
40.00
60.00
0.000
K/FT
-0.066
K/FT
0.000
K/FT
OCLL
2
2 - 3
MCONC
0.00
18.67
0.000
KIP
-0.270
KIP
6.594
IN -K
OCLL
7
8 - 6
MCONC
60.00
18.67
0.000
KIP
-0.270
KIP
-6.594
IN -K
LOAD
CASE (LL )
LIVE LOAD
LOAD
MEMBER
JOINTS
LOAD
DISTANCES
LOADS
LABEL
NO
(START -END)
TYPE
FT
FT
X
Y
Z
LL
2
2 - 3
UNIF
0.00
.20.00
0.000
K/FT
-0.212
K/FT
0:000
K/FT
LL
4
3 - 5
UNIF
20.00
30.00
0.000
K/FT
-0.212
K/FT
0.000
K/FT.
LL
5
6 - 5
UNIF
30.00
40.00
0.000
K/FT
-0.212
K/FT
0.000
K/FT
LL
7
8 - 6
UNIF
40.00
60.00
0.000
K/FT
-0.212
K/FT
0.000
K/FT
OLL
2
2 - 3
MCONC
0.00
18.67
0.000
KIP
-0.863
KIP
21.101
IN -K
OLL
7
8 - 6
MCONC
60.00
18.67
0.000
KIP
-0.863
KIP
-21.101
IN -K
DIRECTION/
LOCATION
DIRECTION/
LOCATION
DIRECTION/
LOCATION-
LOAD CASE (WLL) WIND LOAD LEFT
LOAD
F R A M.E D E S I G N - A
P P L I E D
L O A
D S
NO
(START -END)
DATE: 02/26/01
WLL
1
1 - 2
UNIF
WLL
CADDS
TIME: 10:44 AM
UNIF
WLL
4
3 - 5
UNIF
PAGE:F 10
---------------------=-------------------------------------------------------------------------------------------------------------
ORDER # 070096
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
2 - 3
(TYPE) (WIDTH) (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE) .
LOAD
DESIGN SYSTEM
---------------------------------------------------------------------------------------------=-------------------------------------
FRAME # 1 DESCRIPTION EWDS 60'-0" 20'-0"
20 PSF
80 MPH
UBC 97
1.000 TO 12
LOAD
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
3 - 5
UNIF
WLL
5
6 - 5
UNIF
WLL
7
8 - 6
UNIF
WLL
8
9 - 8
UNIF
OWLL
2
2 - 3
MCONC
OWLL
7
8 - 6
MCONC
LOAD
CASE (WLR)
.WIND LOAD
RIGHT
LOAD
MEMBER
JOINTS
LOAD
LABEL
NO
(START -END)
TYPE
WLR
1
1 - 2
UNIF
WLR
2
2 - 3
UNIF
WLR
4
3 - 5
UNIF
WLR
5
6 - 5
UNIF
WLR
7
8 - 6
UNIF
WLR
8
9 - 8
UNIF
OWLR
2
.2 - 3
MCONC
OWLR
7
8 - 6
MCONC
LOAD
CASE (EQ )
SEISMIC LOAD
LOAD
MEMBER
JOINTS
LOAD
LABEL
NO
(START -END)
TYPE
EQ
1
1 - 2
UNIF
EQ
2
2 - 3
CONC
EQ
4
3 - 5
CONC
EQ
5
6 - 5 •
CONC
EQ
7
8 - 6
CONC
EQ
8
9 - 8
UNIF
OEQ
2
2 - 3
MCONC
OEQ
7
8 - 6
MCONC
DISTANCES
FT FT
0.00
19.67
0.00'
20.00
20.00
30.00
30.00.
40.00
40.00
60.00
0.00
19.67
0.00
18.67
60.00
18.67
DISTANCES
FT FT
0.00
19.67
0.00
20.00
20.00
30.00
30.00
40.00
40.00
60.00
0.00
19.67
0.00
18.67
60.00
18.67
X
0.082 K/FT
-0.102 K/FT
-0.102 K/FT
0.102 K/FT
0.102 K/FT
0.051 K/FT
0.000 KIP
0.000 KIP
X
-0.051 K/FT
=0.102 K/FT
-0.102 K/ FT
0.102 K/FT
0.102 K/FT
-0.082 K/FT
0.000 KIP
0.000 KIP
LOADS
Y
0.000 K/FT
0.102 K/FT
0.102 K/FT
0.102 K/FT
0.102 K/FT
0.000 K/FT
0.715 KIP
0.417 KIP
LOADS
Y
0.000 K/FT
0.102 K/FT
0.102 K/FT
0.102 K/FT
0.102 K/FT
0.000 K/FT
0.417 KIP
0.715 KIP
0
0.000 K/FT
0.000 K/FT
0.000 K/ FT
0.000 K/FT
0.000 K/FT
0.000 K/FT
-17.471 IN -K
10.192 IN -K
Z
0.000 K/FT
0.000 K/FT
0.000 K/FT
0.000 K/FT
0.000 K/FT
0.000 K/FT
-10.192 IN -K
17.471 IN -K
DISTANCES
LOADS
FT
FT
X
Y
Z
0.00
19.67
0.002
K/FT
0.000
K/FT
0.000
K/FT
0.00
0.514
KIP
0.000
KIP
0.000
IN -K
20.00
0.257
KIP
0.000
KIP
0.000
IN -K
40.00
0.257
KIP
0.000
KIP
0.000
IN -K
60.00
0.514
KIP
0.000
KIP
0.000
IN -K
0.00
19.67
0.002
K/FT
0.000
K/FT
0.000
K/FT
0.00
18.67
0.105
KIP
0.000
KIP
0.000
IN -K
60.00
18.67
0.105
KIP
0.000
KIP
0.000
IN -K
DIRECTION/
LOCATION
DIRECTION/
LOCATION
DIRECTION/
LOCATION
Outside flange
Outside flange
Outside flange
Outside flange
LOAD CASE (SLL) MIN SNOW LOAD LEFT
LOAD
F R A M E
D E S I G N - A
P P L I E D
L 0 A
D S
(START -END)
TYPE
DATE: 02/26/01
2
2 - 3
UNIF
SLL
4
3 - 5
CADDS
TIME: 10:44 AM
2
2 - 3
MCONC
LOAD CASE (SLR)
MIN SNOW
LOAD RIGHT
PAGE:F 11
---------------------
ORDER # 070096
-------------------------------------------------------------------------------------------------------------
BUILDER.- NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07
(START -END)
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT -BOB
PARSONS BLDR PHONE
# 530-345-7296
PROJ NAME
= FTC ALMOND, INC.
ENGR GRP -
Visalia
OSLR
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
LOAD
DESIGN SYSTEM FRAME
---------------------------------------------------------------------------------------------------------------------=-------------
# 1 DESCRIPTION EWDS
60'-0" 20'-0"
20 PSF
80 MPH
UBC 97
1.000 TO 12
EWP
LOAD CASE (SLL) MIN SNOW LOAD LEFT
LOAD
MEMBER.
JOINTS
LOAD
LABEL
NO
(START -END)
TYPE
SLL
2
2 - 3
UNIF
SLL
4
3 - 5
UNIF
OSLL
2
2 - 3
MCONC
LOAD CASE (SLR)
MIN SNOW
LOAD RIGHT
LOAD
MEMBER
JOINTS
LOAD
LABEL
NO
(START -END)
TYPE
SLR
5
6 - 5
UNIF
SLR
7
8 - 6
UNIF
OSLR
7
8 - 6
' MCONC
LOAD CASE (EWP)
EW WIND PRESSURE
0.000
LOAD
MEMBER
JOINTS
LOAD
LABEL
NO
(START -END)
TYPE
EWP
1
1 - 2
UNIF
EWP
2
2 - 3
UNIF
EWP
3
4 - 3
UNIF
EWP
4
3 - 5
UNIF
EWP
5
6 - 5
UNIF
EWP
6
7 - 6
UNIF
EWP
7
8 - 6
UNIF
EWP
8
9 - 8
UNIF
OEWP
2
2 - 3
MCONC
OEWP
7
8 - 6
MCONC
LOAD CASE (EWS)
EW WIND SUCTION
LOAD
MEMBER
JOINTS
LOAD
LABEL
NO
(START -END)
TYPE
EWS'
1
1 - 2
UNIF
EWS
2
2 - 3
UNIF
EWS
3
4 - 3
UNIF
EWS
4
3 - 5
UNIF
EWS
5
6 - 5
UNIF
EWS
6
7 - 6
UNIF
EWS
7
8 - 6
UNIF
EWS
8
9 - 8
UNIF
DEWS
2
2 - 3'
MCONC
DISTANCES
FT FT
0.00 20.00
20.00 30.00
0.00 18.67
DISTANCES
FT FT
30.00 40.00
40.00 60.00
60.00 18.67
DISTANCES
FT FT
0.00
19.67
0.00
20.00
0.00
21.34
20.00
30.00
30.00
40.00
0.00
21.34
40.00
60.00
0.00
19.67
0.00
18.67
60.00
18.67
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
-0.071 K/FT
-0.102 K/FT
0.000 K/FT
-0.102 K/FT
0.102 K/FT
0.000 K/FT
0.102 K/FT
0.071 K/FT
0.000 KIP
0.000 KIP
LOADS
Y
-0.212 K/FT
-0.212 K/FT
-0.863 KIP
LOADS
Y
-0.212 K/FT
-0.212 K/FT
-0.863 KIP
LOADS
Y
0.000 K/FT
0.102 K/FT
0.000 K/FT
0.102 K/FT
0.102 K/FT.
0.000 K/FT
0.102 K/FT
0.000 K/FT
0.625 KIP
0.625 KIP
Z
0.000 K/FT
0.000 K/FT
21.101 IN -K
Z
0.000 K/FT
0.000 K/FT
-21.101 IN -K
Fo
0.000 K/ FT
0.000 K/FT
-0.177 K/FT
0.000 K/FT
0.000 K/FT
-0.177 K/FT
0.000 K/FT
0.000 K/FT
-15.274 IN -K
15.274 IN -K
DISTANCES
LOADS
FT
FT
X
Y
Z
0.00
19.67
-0.071
K/FT
0.000
K/FT
0.000
K/FT
0.00
20.00
-0.102
K/FT
0.102
K/FT
0.000
K/FT
0.00
21.34
0.000
K/FT
0.000
K/FT
0.155
K/FT
20.00
30.00
-0.102
K/FT
10.102
K/FT
0.000
K/FT
30.00
40.00
0.102
K/FT
0.102
K/FT
0.000
K/FT
0.00
21.34
0.000
K/FT
0.000
K/FT
0.155
K/FT
40.00
60.00
0.102
K/FT
0.102
K/FT
0.000
K/FT
0.00
19.67
0.071
K/FT
0.000
K/FT
0.000
K/FT
0.00
18.67
0.000
KIP
0.625
KIP
-15.274
IN -K
DIRECTION/
LOCATION
DIRECTION/
LOCATION
DIRECTION/
LOCATION
DIRECTION/
LOCATION
F R A M E D E S I G N - A P P L I E D L 0 A D S
DATE: 02/26/01 CADDS
TIME: 10:44 AM PAGE:F 12
-
--------------------------------------------------------------------=-------------------------------------------------------------
ORDER # 070096 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 60'-0" 20'-0" 20 PSF 80 MPH UBC 97 1.000 TO 12
LOAD CASE (EWS) EW WIND SUCTION
LOAD MEMBER" JOINTS LOAD DISTANCES LOADS DIRECTION/.
LABEL NO (START -END) TYPE FT FT X Y Z LOCATION
OEWS 7 8 - 6 MCONC 60.00 18.67 0.000 KIP 0.625 KIP 15.274.IN-K
MEMBER NO.
SECTION NO.
ANAL SEC
PTS. NO.
1 1
2
3
4
5
6
MEMBER NO.
SECTION NO.
SECTION NO.
ANAL SEC
PTS. NO.
1 1
2
3
4
5 2
6
7
8
MEMBER NO.
SECTION NO.
ANAL SEC
PTS. NO.
1 1
2
3
4
5
6
1
1
DIST
(FT)
0.00
4.00
8.00
11.75
15.50
18.08
2
1
2
DIST
(FT)
1.00
3.98
8.98
9.99
10.01
13.98
18.98
19.96
3
1
DIST
(FT)
0.00
A . 00
8.00
11.75
15.50
19.66
JOINTS, 1 - 2
OUTER FLANGE
DEPTH AREA
(IN) (IN2)
12.00 3..88
12.00 3.88
12.00 3.88
12.00 3.88
12.00 3.88
12.00 3.88
JOINTS 2 - 3
OUTER FLANGE
OUTER FLANGE
DEPTH AREA
(IN) (IN2)
12.00 4.66
12.00 4.66
12.00 4.66
12.00 4.66
12.00 3.88
12.00 3.88
12.00 .3.88
12.00 3.88
JOINTS 4 - 3
OUTER FLANGE _
DEPTH AREA
(IN) (IN2)
8.00 3.40
8.00 3.40
8.00 3..40
8.00 3.40
8.00 3.40
8.00 3.40
5.000 X 0.250 WEB
IX
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
(IN)
(IN)
DATE: 02/26/01
5.21
1.33
1.33
101.51
5.21
1.33
CADDS
TIME: 10:44,AM
5.21
1.33
1.33
101.51
5.21
1.33
PAGE:F 13
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070096
BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07
5.21
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
60'-0" 20'-0"
20 PSF
80 MPH
UBC 97
1.000 TO 12
MEMBER NO.
SECTION NO.
ANAL SEC
PTS. NO.
1 1
2
3
4
5
6
MEMBER NO.
SECTION NO.
SECTION NO.
ANAL SEC
PTS. NO.
1 1
2
3
4
5 2
6
7
8
MEMBER NO.
SECTION NO.
ANAL SEC
PTS. NO.
1 1
2
3
4
5
6
1
1
DIST
(FT)
0.00
4.00
8.00
11.75
15.50
18.08
2
1
2
DIST
(FT)
1.00
3.98
8.98
9.99
10.01
13.98
18.98
19.96
3
1
DIST
(FT)
0.00
A . 00
8.00
11.75
15.50
19.66
JOINTS, 1 - 2
OUTER FLANGE
DEPTH AREA
(IN) (IN2)
12.00 3..88
12.00 3.88
12.00 3.88
12.00 3.88
12.00 3.88
12.00 3.88
JOINTS 2 - 3
OUTER FLANGE
OUTER FLANGE
DEPTH AREA
(IN) (IN2)
12.00 4.66
12.00 4.66
12.00 4.66
12.00 4.66
12.00 3.88
12.00 3.88
12.00 .3.88
12.00 3.88
JOINTS 4 - 3
OUTER FLANGE _
DEPTH AREA
(IN) (IN2)
8.00 3.40
8.00 3.40
8.00 3..40
8.00 3.40
8.00 3.40
8.00 3.40
5.000 X 0.250 WEB
IX
IY
RTO
RTI
(IN4)
(IN4)
(IN)
(IN)
101.51
5.21
1.33
1.33
101.51
5.21
1.33
1.33
101.51
5.21
1.33
1.33
101.51
5.21
1.33
1.33
101.51
5.21
1.33
1.33
101.51
5.21
1.33
1.33
5.000 X 0.250
5.000 X 0.250
IX
I IY
(IN4)
(IN4)
110.13
5.21
110.13
5.21
110.13
5.21
110.13
5.21
101.51
5.21
101.51
5.21
101.51
5.21
101.51
5.21
5.000 X 0.250
IX
IY
(IN4)
(IN4)
41.77
5.21
41.77
5.21
41.77
5.21
41.77
5.21
41.77
5.21
41.77
5.21
RTO
(IN)
1.27
1.27
1.27
1.27
1.33
1.33
1.33
1.33
RTO
(IN)
1.36
1.36
1.36
1.36
1.36
1.36
WEB =
WEB =
RTI
(IN)
1.27
1.27
1.27
1.27
1.33
1.33
1.33
1.33
WEB =
RTI
(IN)
1.36
1.36
1.36
1.36
1.36
1.36
0.120
WRX
(IN)
5.11
5.11
5.11
5.11
5.11
5.11
0.188
0.120
WRX
(IN)
4.99
4.99
4.99
4.99
4.99
4.99
4.99
4.99
0.120
WRX
(IN)
3.51
3.51
3.51
3.51
3.51
3.51
INNER FLANGE
WRY
WRTO
WRTI
(IN)
(IN)
(IN)
1.16
1.33
1.33
1.16
1.33
1.33
1.16
1.33
1.33
1.16
1.33
1.33
1.16
1.33,
1.33
1.16
1.33
1.33
INNER FLANGE
INNER FLANGE
WRY
WRTO
WRTI
(IN)
(IN)
(IN)
1.06
1.27
1.27
1.06
1.27
1.29
1.06
1.27
1.29
1.14
1.32
1.29
1.14
1.32
1.29
1.14
1.32
1.29
1.16
1.33
1.33
1.16
1.33
1.33
INNER FLANGE
WRY
WRTO
WRTI
(IN)
(IN)
(IN)
1.24
1.36
1.36
1.24
1.36
1.36
1.24
1.36
1.36
1.24
1.36
1.36
1.24
1.36
1.36
1.24
1.36
1.36
5.000 X 0.250
WDAFO WDAFI H/T
(IN) (IN) RATIO
9.60
9.60
95.83
9.60
9.60
95.83
9.60
9.60
95.83
9.60
9.60
95.83
9.60
9.60
95.83
9.60
9.60
95.83
5.000
X 0.250
95.83
5.000
X 0.250
95.83
WDAFO
WDAFI
H/T
(IN) (IN) RATIO
9.60
9.60
61.17
9.60
9.60
61.17
9.60
9.60
61.17
9.60
9.60
61.17
9.60
9.60
95.83
9.60
9.60
95.83
9.66
9.60
95.83
9.60
9.60
95.83
= 5.000 X
0.250
WDAFO WDAFI H/T
(IN) (IN) . RATIO
6.40
6.40
62.50
6.40
6.40
62.50
6.40
6.40
62.50
6.40
6.40
62.50
6.40
6.40
62.50,
6.40
6.40
62.50
LUBO
(FT)
8.00
8.00
8.00
7.50
7.50
2.59
LUBO
(FT)
4.00
5.02
5.02
5.02
5.02
5.02
5.02
4.98
LUBO
(FT)
8.00
8.00
8.00
7.50
7.50
4.16
LUBI
(FT)
8.00
8.00
8.00
7.50
7.50
2.59
LUBI
(FT)
2.99
10.03
10.03
10.03
10.03
10.03
5.02
4:98
LUBI
(FT)
8.00
8.00
8.00
7.50
7.50
4.16
MEMBER NO.
SECTION NO
ANAL SEC
PTS. NO.
1 1
2
3•
4
MEMBER NO.
SECTION NO
ANAL SEC
PTS. NO.
1 1
2
3
4
MEMBER NO.
SECTION NO
ANAL SEC
PTS. NO.
1 1
2
3
4
5
6
4
1
DIST
(FT)
0.00
3.98
8.98
9.96
5
1
DIST
(FT)
0.00
3.98
8.98
9.96
6
1
DIST
(FT)
0.00
4.00
8.00
11.75
15.50
19.66
JOINTS 3 - 5
OUTER, FLANGE
DEPTH AREA
(IN) (IN2)
12.00 3.88
12.00' 3.88
12.00 3.88
12.00 3.88
JOINTS 6 - 5
OUTER FLANGE
DEPTH AREA
(IN) (IN2)
12.00 3.88
12.00 3.88
12.00 3.88
12.00 3.88
JOINTS 7 - 6
OUTER FLANGE
DEPTH
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
8.00
3.40
DATE.: 02/26/01
3.40
8.00
3.40
8.00
3.40
8.00
CADDS
TIME: 10:44 AM
1.33
1.33
5.11
101.51
5.21
1.33
PAGE:F 14
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070096
BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07
5.11
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
60'-0" 20'-0"
20 PSF
80 MPH
UBC 97
1.000 TO 12
MEMBER NO.
SECTION NO
ANAL SEC
PTS. NO.
1 1
2
3•
4
MEMBER NO.
SECTION NO
ANAL SEC
PTS. NO.
1 1
2
3
4
MEMBER NO.
SECTION NO
ANAL SEC
PTS. NO.
1 1
2
3
4
5
6
4
1
DIST
(FT)
0.00
3.98
8.98
9.96
5
1
DIST
(FT)
0.00
3.98
8.98
9.96
6
1
DIST
(FT)
0.00
4.00
8.00
11.75
15.50
19.66
JOINTS 3 - 5
OUTER, FLANGE
DEPTH AREA
(IN) (IN2)
12.00 3.88
12.00' 3.88
12.00 3.88
12.00 3.88
JOINTS 6 - 5
OUTER FLANGE
DEPTH AREA
(IN) (IN2)
12.00 3.88
12.00 3.88
12.00 3.88
12.00 3.88
JOINTS 7 - 6
OUTER FLANGE
DEPTH
AREA
(IN)
(IN2)
8.00
3.40
8.00
3.40
8.00
3.40
8.00
3.40
8.00
3.40
8.00
3.40
5.000
X 0.250
WEB
=
0.120
IX
IY
RTO
RTI
WRX
(IN4)
(194)
(IN)
(IN)
(IN)
101.51
5.21
1.33
1.33
5.11
101.51
5.21
1.33
1.33
5.11
101.51
1.33
1.33
5.11
101.51
__5.21
5.21
1.33
1..33
5.11
5.000 X 0.250
IX
IY
(IN4)
(IN4)
101.51
5.21'
101.51
5.21
101.51
5.21
101.51
5.21
5.000 X 0.250
IX
IY
(IN4)
(IN4)
41.77
5.21
41.77
5.21
41.77
5.21
41.77
5.21
41.77
5.21
41.77
5.21
WEB = 0.120
RTO
RTI
WRX
(IN)
(IN)
(IN) -
1.33
1.33
5.11
1.33
1.33
5.11
1.33
1.33
5.11
1.33
1.33
5.11
RTO
(IN)
1.36
1.36
1.36
1.36
1.36
1.36
WEB =
RTI
(IN)
1.36
1.36
1.36
1.36
1.36
1.36
0.120
WRX
(IN)
3.51
3.51
3.51
3.51
3.51
3.51
INNER FLANGE
WRY
WRTO
WRTI
(IN)
(IN)
(IN)
1.16
1.33
1.33
1.16
1.33
1.33
1.16
1.33
1.33
1.16
1.33
1.33
INNER FLANGE
WRY
WRTO
WRTI
(IN)
(IN).
(IN)
1.16
1.33
1.33
1.16
1.33
1.33
1.16
1.33
1.33
1.16
1.33
1.33
INNER.FLANGE
WRY
WRTO
WRTI
(IN)
(IN)
(IN)
1.24
1.36
1.36
1.24
1.36
1.36
1.24
1.36
1.36
1.24
1.36
1.36
1.24
1.36
1.36
1.24
1.36
1.36
5.000 X 0.250
WDAFO WDAFI H/T
(IN) (IN) RATIO
9.60 9.60 95.83
9.60 9.60 95.83
9.60 9.60 95.83
9.60 9.60 95.83
5.000'X 0.250
WDAFO WDAFI H/T
(IN) (IN) RATIO
9.60 9.60 95.83
9.60 9.60 95.83
9.60 9.60 95.83
9.60 9.60 95.83
5.000 X 0.250
WDAFO WDAFI. H/T
(IN) (IN) RATIO
6.40
6.40
62.50
6.40
6.40
62.50
6.40
6.40
62.50
6.40
6:40
62.50
6.40
6.40
62.50
6.40
6.40
62.50
LUBO
(FT)
4.98
5.02
5.02
1.96
LUBO
(FT)
4.98
5.02
5.02
1.96
LUBO
(FT)
8.00
8.'00
8.00
7.50
7.50
4.16
LUBI
(FT)
4.98
5.02
5.02
1.96
LUBI
(FT)
4:98
5.02
5.02
1.96
LUBI
(FT)
8.00.
8.00
8.00
7.50
7.50
4.16
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: 02/26/01
CADDS
TIME: 10:44
AM
=-------------------------------------------------------------------------------------------==----------
PAGE:F
15
---------------------------
ORDER # 070096
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
60'-0"
20'-0"
20
PSF
80 MPH
UBC
97
1.000
TO 12
MEMBER NO.
7
JOINTS
8 - 6
SECTION NO.
1
OUTER
FLANGE =
5.000
X 0.250
WEB =
0.188
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
LUBO
LUBI
PTS. NO.
(FT)
(IN)
.(IN2)
(IN4)
(IN4)
(IN)
(IN)
(IN)
'(IN)
(IN)
(IN)
(IN)
(IN)
RATIO
(FT)
(FT)
1 1
1.00
12.00
4.66
110.13
5.21
i.27
1.21
4.99
1.06
1.27
1.27
9.60
9.60
61.17
4.00
2.99
2
3.98
12.00
4.66
110.13
5.21
1.27
1.27
4.99
1.06
1.27
1.29
9.60
9.60
61.17
5.02
i0.03
3
8.98
12.00
4.66
110.13
5.21
1.27
1.27
4'.99
1.06
1.27
1.29
9.60
.9.60
61.17
5.02
10.03
4
9.99
12.00
4.66
110.13
5.21
1.27
1.27
4.99
1.14
1.32
1.29
9.60
9.60
61.17
5.02
.10.03
5 2
10.01
12.00
3.88
101.51
5.21
1.33
1.33
4.99
1.14
1.32
1.29
9.60
9.60
95.83
5.02
10.03
6
13.98
12.00
3.88
101.51
5.21
1.33
1.33
4.99
1.14
1.32
1.29
9.60
9.60
95.83
5.02
10.03
7
18.98
12.00
3.88
101.5.1
5.21
1.33
1.33
4.99
1.16
1.33
1.33
9.60
9.60
95.83
5:02
5.02
8
19.96
12.00
3.88
101.51
5.21
1.33
1.33
4.99
1.16
1.33
1.33
9.60
9.60
95.83
4.98
4:98
MEMBER NO.
8
JOINTS
9 - 8
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
8.00
8.00
2
4.00
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
8.00
8.00
3
8.00
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
8.00
8.00
4
11.75
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
5
15.50
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
6
18.08
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
2.59
2.59
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:
02/26/01
CARDS
TIME:
10:44
AM
PAGE:F
16
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 070096
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---------------------------------------------------------------------------------------------------
SYSTEM FRAME
# 1
DESCRIPTION
EWDS 60'-0"
20'-0"
20 PSF
80 MPH
UBC
97
1.000 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
7.02
0.00
46.15
47.05
50.49
1.44
17.38
0.97
1.00
1.75
0.04
0.00
0.00
0.04
8
2
2
12.00
3.88
16.92
16.92
-1.78
53.61
43.99
40.99
43.99
1.12
17.38
0.97
1.00
1.75
0.01
0.08
0.07
0.08
2
2
3
12.00
3.88
16.92
16.92
-1.84
107.21
43.99
40.99
43.99
1.12
17.38
0.97
1.00
1.75
0.01
0:15
0.14
0.15
2
2
4
12.00
3.88
16.92
16.92
-1.89
128.87
43.99
38.37
43.99
-0.70
17.38
0.97
1:00
'1.15
0.01
0.20
0.17
0.20
2
5
5
12.00
3.88
16.92
16.92
-1.93
150.52
43.99
38.37
43.99
-0.70
17.38
0.97
1.00
1.15
0.01
0.23
0.20
0.23
2
5
6*
12.00
3.88
16.92
16.92
2.37
-152.38
43.99
43.99
42.57
-0.69
17.38
0.97
1.00
1.07
0.01
0.20
0.21
0.23
5'
5
ROOF
BEAM
2 -
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*
12.00
4.66
18.35
18.35
0.04
164.57
43.99
43.99
47:04
2.46
41.55
1.00
1.00
1.15
0.00
.0.20
0.19
0.20
2
1
2
12.00
4.66
18.04
18.04
0.19
-125.99
43.99
43.99
34.40
2.45
41.55
1.00
1.00
1.58
0.00
0.17
0.20
'0.20
3
1
3
12.00
4.66
18.35,
18.04
0.24
82.39
33.00
33.00
33.00
1.00
41.55
1.00
1.00
1.48
0.00
0.14
0.14
0.14
6
6
4*
12.00
4'.66
18.35
18.35
0.10
73.68
33.00
33.00
33.00
-1.07
55.39
1.00
1.00
1.29
0.00
0.12
0.12
0.12
1
4
5*
12.00
3.88
16.92
16.92
0.10
73.59
33.00
31.94
33.00
-1.07
17.38
0.97
1.00
1.29
0.00
0.14
0.13
0.14
6
4
6
12.00
3.88
16.67,
16.67
0.10
41.84
33.00
31.94
33.00
-2.28
13.04
0.97
1.00
1.29
0.00
0.08
0.08
0.08
6
1
7
12.00
3.88
16.67
16.67
-0.13
-96.83
33.00
33.00
31.94
-3.45
13.04
0.97
1.00
2.26
0.00
0.19
0.18
0.19
1
1
8*
12.00
3.88
16.92,
16.92
-0.14
-137.37
33.00
33.00
31.94
-3.46
13.04
0.97
1.00
1.16
0.00
0.25
0.25
0.25
6
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:
02/26/01
CADDS
TIME:
10:44
AM
PAGE:F
17
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 070096
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 60'-A"
20'-0"
20 PSF
80 MPH
UBC
97
1.000 TO
12
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*
8.00
3.40
10.44.
10.44
10.38
0.00
47.69
50.49
50.49
1.07
23.07
1.00
1.00
1.75
0.06
0.00
0.00
0.06
7
13
2
8.00
3.40
10.44
10.44
-0.66
51.39
43.99
43.99
43.99
1.07
23.07
1.00
1.00
1.75
0.00
0.11'
0.11
0:12
13
13
3
8.00
3.40
10.44
10.44
-0.71
102.77
43.99
43.99
43.99
-0.30
23.07
1.00
1.00
1.75
0.00
0.22'
0.22
0.23
13
13,
4
8.00
3.40
10.44
10.44
-0.75
89.22
43.99
38.81
43.99
-0.30
23.07
1.00
1.00
1.14
0.01
0.22
0.19
0.22
13
13
5
8.00
3.40
10.44
10.44
-0.80
75.66
43.99
38.81
43.99
-1.48
23.07
1.00
1.00
1.14
0.01
0.19
0.16
0.19
13
13
6*
8.00
3.40
10.44
10.44
10.20
0.00
33.10
54.00
54.00
-1.48
23.07
1.00
1.00
2.26
0.09
0.00
0.00
0.09
7
13
ROOF BEAM
3 -
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
0.42
-135.75
33.00
33.00
31.94
3.25
13.04
0.97
1.00
1.91
0.00
0.24
0.25
0.25
1
1
2
12.00
3.88
16.67
16:67
-0.04
-33.99
43.99
43.99
42.57
3.25
13.04
0.97
1.00
1.42
0.00
0.05
0.05
0.05
2
1
3
12.00
3.88
16.67
16.67
0.21
59.08
33.00
31.94
33.00
0.67
13.04
0.97
1.00
1.43
0.00
0.11
0.12
0.11
6
1
4*
12.00
3.88
16.92
16.92
0.15
58.74
33.00
31.94
33.00
0.43
17.38
0.97'1.00
1.00
0.00
0.11
0.11
0.11
1
2
ROOF BEAM
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
0.42
-135.75
33.00
33.00
31.94
3.25
13.04
0.97
1.00
1.91
0.00
0.24
0.25
0.25
1
1
2
12.00
3.88
16.67
16.67
-0.04
-33.99
43.99
43.99
42.57
3.25
13.04
0.97
1.00
1.42
0.00
0.05
0.05
0.05
3
1
3
12.00
3.88
16.67
16.67
0.21
59.08
33.00
31.94
33.00
0.67
13.04
0.97
1.00
1.43
0.00
0.11
0.12
0.11
6
6
4*
12.00
3.88
16.92
16.92
0.15
58.74
33.00.
31.94
33.00
0.43
17.38
0.97
1.00
1.00
0.00
0.11
0.11.
0.11
6
3
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:
02/26/01
CADDS
TIME:
10:44
AM
PAGE:F
18
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 070096
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 60'-0"
20'-0"
20 PSF
80 MPH
UBC
97
1.000 TO
12
=--------
COLUMN
7 -
6 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*
8.00
3.40
10.44
10.44
10.38
0.00
47.69
50.49
50.49
1.07
23.07
1.00
1.00
1.75
0.06
0.00
0.00
0.06
8
13
2
8.00
3.40
10.44
10.44
-0.66
51.39
43.99
43.99
43.99
1.07
23.07
1.00
1.00
1.75
0.00
0.11
0.11
0.12
13
13
3
8.00
3.40
10.44
10.44
-0.71
102.77
43.99
43.99.43.99
-0.30
23.07
1.00
1.00
1.75
0.00
0.22
0:22
0.23
13
13
4
8.00
3.40
10..44 ,
10.44
-0.75
89.22
43.99
38.81'43.99
-0.30
23.07
1:00
1.00
1.14
0.01
0.22
0.19
0.22
13
13
5
8.00
3.40
10.44
10.44
-0.80
75.66
43.99
38.81
43.99
-1.48
23.07
1.00
1.00
1.14
0.01
0.19
0.16
0.19
13
13
6*
8.00
3.40
10.44
10.44
10.20
0.00
33.10
54.00
54.00
-1.48
23.07
1.00
1.00
2.26
0.09
0.00
0.00
0.09
8
13
ROOF
BEAM
8.-
6
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)
(I143)
(IN3)
(KIPS)
(IN -KIP)
(KSI)•
(KSI)
(KSI)
(KIPS)
(KIPS)
AXIAL
BENDG
BENDG RATIO
M.
V
1*
12.00
4.66
18.35
18.35
0.04
164.57
43.99
43.99
47:04
2.45
41.55
1.00
1.00
1.•15
0.00
0.20
0.19
0.20
3
1
2
12.00
4.66
18.04.
18'.04
0.19
-125.99
43.99
43.99
34.40
2.45
41.55
1.00
1.00
1.58
0.00
0.17
0.20
0.20
2
1
3
12.00
4.66
18.35
18.04
0.24
82.39
33.00
33.00
33.00
1.00
41.55
1.00'1.00
1.48
0.00
0.14
0.14
0.14
1
1
4*
12.00
4.66
18.35
18.35
0.10
73.67
33.00
33.00
33.00
-1.07
55.39
1.00
1.00
1.29
0.00
0.12'
0.12
0.12
1
5
5*
12.00
3.88
16.92
16.92
0.10
73.59
33.00
31.94
33.00
-1.07
17.38
0.97
1.00
1.29
0.00
0.14
0.13
0.14
1
5
6
12.00
3.88
16.67
16:67
0.10
41.84
33.00
31.94
33.00
-2.28
13.04
0:97
1.00
1.29
0.00
0.08
0.08
0.08
6
1
7
12.00
3.88
16.67
16.67
.-0.13
-96.83
33.00
33.00
31.94
-3.45
13.04
0.97
1.00
2.26
0.00
0.19
0.18
0.19
6
1
8*
12.00
3.88
16.92
16.92
-0.14
-137.38
33.00
33.00
31.94
-3.46
13.04
0.97
1.00
1.16
0.00
0.25
0.25
0.25
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: 02/26/01
CADDS
TIME: 10:44 AM
PAGE:F
19
-------------------
ORDER # 070096
-----------------------
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 60'-0"
20'-0"
20 PSF
80 MPH
UBC
•97
1.000 TO 12
COLUMN 9 .-
8
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
7.02
0.00
46.15
47.05
50.49
1.44
17.38 0.97
1.00
1:75
0.04 0.00 0.00
0.04
7
3
2 12.00 3.88
16.92
16.92
-1.78
53.61
43.99
40.99
43.99
1.12
17.38 0.97
1.00
1.75
0.01 0.08 0.07
0.08
3
3
3 12.00 3.88
16.92
16.92
-1.84
107.21
43.99
40.99
43.99
1.12
17.38 0.97
1.00
1.75
0.01. 0.15 0.14
0.15
3
3
4 12.00 3.88
16.92
16.92
-1.89
128.87
43.99
38:37
43.99
-0:70
17.38 0.97
1.00
1.15
0.01 0.20 0.17
0.20
3
4
5 12.00 3.88
16.92
16.92
-1.93
150.52.
43.99
.38.37
43.99
-0.70
.17.38 0.97
1.00
1:15
0.01 0.23 0.20
0:23
3
4
6* 12.00 3.88
16.92
16.92
2.37
-152:38
43.99
43.99
42.57
-0.69
17.38 0.97
1.00
1.07.0.01
0.20 0.21
0.23'
4
4
F R A M
E D E S I G N - W E L D S
U M MAR
Y
.DATE: 02/26/01
CADDS
TIME: 10:44 AM
=---------------------------------------------7----------------------------------------------------------------------=---------=---
PAGE:F 20
ORDER # 070096
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
-----------
60'=0" .20'-0" 20 PSF
---------------------------------------------------------------
80 MPH
UBC
. 97
1.000 TO 12
-----------
-----------
PART
WEB
WEB FLG-TO-WEB FILLET ALLOW
CONTROLLING
NO.
SECT
THK STRESS SIZE SHEAR
MEMB
ANAL
LOAD
(IN) (KIPS/IN) (KIPS/IN)
N0.
PT
COND
OV81296
1
0.120 0.078 1/8 2.620
1
1
2
OV81298
1
0.188 0.164 1/8. 2.620
2
1
1
2
0.120 0.250 1/8 2.620
2
8
1
OV81300
1
0.120 0.129 1/8 2.620
3
5
13
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 PLI
CE -SUMMARY
DATE: 02/•26/01
CADDS
TIME: 10:44 AM
PAGE:F 21
--------------------
ORDER # 070096
---------=----------------------------------------
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) (IIEIGHT)
(LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
---------------------
# 1
--------------------------------------------------------------------------------------------------------------
DESCRIPTION EWDS
60'-0" 20'-0"
20 PSF 80
MPH
UBC 91
1.000 TO 12
SPLICE
LOCATION
MEMBER
ANALYSIS CONTROLLING
AXIAL
SHEAR
MOMENT
NO
TYPE
MOD
SEQ
140.
PT.
LOAD COMBINATION KIPS
KIPS
IN -KIPS
01
COLUMN
00
1
1
1
DL + WLL
-1.73
1.44
0.00
DL + WLL
-1.73
1.44
0.00
02
2
6
DL+CL+2.80EQL
-1.77
2.41
.532.75
DL+CL+2.80EQR
4.79
-557.23
03
COLUMN
01
1
3
1
DL + WLR
-2.13
•-2.52
0:00
0.00
DL + WLR
-2.13
0.00
0.00
04
2
6
DL + WLR
-2.37
0.00
0.00
DL + WLR
-2.37
0.00
0.00' .
05
COLUMN
02
1
6
1
DL + WLL
-2.13
0.00
0.00
Dt + WLL
-2.13
0.00
0.00
06
2
6
DL + WLL
-2.37
0:00
0.00
DL + WLL
-2.37
0.00
0.00
07
COLUMN
03
1
8
1
DL + WLR
-1.73
1.44
0.00
DL + WLR
-1.73.
1.44
0.00
08
2
6
DL+CL+2.80EQR
-1.77
2.41
532.75
DL+CL+2.80EQL
4.79
-2.52
-551.23
09
BEAM
02
1
4
4
DL + CLL + SLL
+ SLR 0.15
-0.01
58.74
DL + EWS
-1.07
0.10
-3.80
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: 02/26/01
CADDS
TIME: 10:44 AM
PAGE:F 22
------------------------------------------------------------------------------7------7----------------------------=----------------
ORDER # 070096 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 # 1
----------------------=--------------=--------------------------------=------------------------------------------------------------
DESCRIPTION
EWDS
60'-0"
20'-0"
20
PSF
80 MPH
UBC
97
1.000 TO
12
POSITIVE REACTION DIRECTION
R
H KIPS Horizontal Force
to Right V
2-------3---5---6-------8
_
V KIPS Vertical Force Up
Z KIPS Horizontal Out of
Plane +---H
/
1
4
7
9
Z
No. Loading Combination
1H 1V
3Z
4V
4Z
6Z
7V
7Z
9H
9V-
Sum H
Sum V
Sum Z
1 DL + CLL + LL
0.15 4.63
0.00
6.96
0.00
0.00
6.96
0.00
-0.15
4.63
0.00
23.18
0.00
2 DL + WLL
-1.44 -1.73
0.00
0.49
0.00
0.00
72.13
0.00
-1.17
0.36
-2:62
-3.02
0.00
3 DL + WLR
1.17 0.36
0.00
-2.13
0.00
0.00
0.49
0'.00
1.44
-1.73
2.62
-3.02
0.00
4 D+CLL+EQL/1.4
-0.60 0.90
0.00
3.84
0.00
0.00
1.42
0.00
•-0.72
2.58
-1.32
8.73
0.00
5 D+CLL+EQR/1.4
0.72 2.58
0.00
1.42
0.00
0.00.
3.84
0.00
0.60
0.90
1.32
8.73
0.00
6 DL + CLL + SLL + SLR
0.15 4.63
0.00
6.96
0.00
0.00
6.96
0.00
-0.15
4.63
0.00
23.18
0.00
1 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.BOEQR not
applicable
11 DL+CL+2.80EQL not
applicable
12 DL+CL+2.80EQR not
applicable
13 DL + EWP
0.57 -0.95
2.00
-0.62
1.78
2.00
-0.62
i.78
-0.57
-0.95
0.00
-3.14
7.55
14 DL + EWS
0.57 -0.95
-1.75
-0.62
-1.56
-1.75
-0.62
-1.56
=0.57
-0.95
0.00
-3.14
-6.62
ID Load Case
1H 1V
3Z
4V
4Z
6Z
7V
7Z
9H
9V
Sum H
Sum V
Sum Z
DL DEAD LOAD
0.03 0.84
0.00
1.28
0.00
0.00
1.28
0.00
-0.03
0.84
0.00
4.23
0.00
CLL COLLATERAL LOAD
0.03 0.90
0.00
1.35
0.00
0.00
1.35
0.00
-0.03
0.90
0.00
4.50
0.00
LL LIVE LOAD
0.10 2.89
0.00
4.33
0.00
0.00
4.33
0:00
-0.10
2.89
0.00
14.45
0.00
WLL WIND LOAD LEFT
-1.47 -2.57
0.00
-0.79
0.00
0.00
-3.41
0.,00
-1.14
-0.48
=2.62
-7.25
0.00
WLR WIND LOAD RIGHT
1.14 -0.48
0.00
-3.41
0.00
0:00
-0.79
0.00
1.47
-2.57
2.62
=7.25
0.00
EQ SEISMIC LOAD
-0.92 -1.16
0.00
1.68
0.00
0.00
-1.68
0.00
-0.92
1.16
-1.83
0.00
0.00
SLL MIN SNOW LOAD LEFT
0.05 2.86
0.00
4.15
0.00
0:00
0.18
0.00
-0.05
0.02
0.00
7.22
0.00
SLR MIN SNOW LOAD RIGHT
0.05 0.02
0.00
0.18
0.00
0.00
4.15
0.00
-0.05
2.86
0.00
7.22
0.00
EWP EW WIND PRESSURE
0.55 -1.79
2.00
-1.90
1.78
2.00
-1.90
1.78
-0.55
-1.79
0.00
-7.37
7.55
EWS EW WIND SUCTION
0.55 -1.79
-1.75
-1.90
-1.56
-1.75
-1.90
-1.56
-0.55
-1.79
0.00
-7.37
-6.62
FINAL FRAME DESIGN - S T R E S S S U M M A R Y
DATE: 02/26/01 CADDS
TIME: 10:44 AM PAGE:F 23
--------------------------------------------------------------------------------------------------------------=----=---------------
ORDER # 070096 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 60'-0" 20'-0" 20 PSF 80 MPH UBC 97 1.000 TO 12
-----------------------------------------------------------------------------------------------------------------------------------
MEMBER NO. 1 JOINT 1 - 2
----------------------------------
SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD
NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND
1 18.09 55.. 5 4.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.232 2
CONTROLLING ACTIONS
---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR --- =-----_----
SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD
NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND
1 -1.93 150.52 -0.50 8.90 8.90 43.99 38.37 43.99 1.44 17.38 0.083 2
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 10.00 55. 3 5.00 FT 12.00 IN 12:00 IN 5.000 X .250 .188 5.000 X .250 0.204 2
2 10.00 55. 3 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.254 6
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 0.04 164.57 0.01 8.97 8.97 43.99 43.99 47.04 2.46 41.55 0.059 1
.2 -0.14 -137.37 -0.04 -8.12 -8.12 33.00 33.00 31.94 -3.46 13.04 0.265 1
MEMBER NO. 3 JOINT 4 - 3' Rotated 90 degrees
----------------------------------
SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD
NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND
1 19.66 55. 5 4.16 FT 8.00 IN 8.00 IN 5.000 X .250 .120 5.000 X .250 0.228 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 -0.71 102.77 -0.21 9.84 9.84 43.99 43.99 43.99 -1.48 23.07 0.064 13
FINAL FRAME DESIGN - S T R E S S S U M M A'R Y
DATE: 02/26/01 CADDS
TIME: 10:44 AM PAGE:F 24
-----------------------------------------------------------------------------------------------------------------=-----------------
ORDER # 070096 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 60'-0" 20'-0" 20 PSF 80 MPH UBC 97 1.000 TO 12
-----------------------------------------------------------------------------------------------------------------------------------
MEMBER NO. 4 JOINT 3 - 5
----------------------------------
SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS, LOAD
NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND
1 10.00 55. 3 5.00 FT 12.00 IN 12.00 IN. 5.000 X .250 .120 5.000 X .250 0.255 1
CONTROLLING ACTIONS
---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------- ------ SHEAR --------------
SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD
NO. (KIPS). (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS). (KIPS) RATIO COND
1 0.42 -135.75 0.11 -8.02 -8.02 33.00 33.00 31.94 3.25 .13.04 0.249 1
MEMBER NO. 5 JOINT 6 - 5
----------------------------------
SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD
NO.' (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO GOND
1 10.00 55: 3 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.255 1
CONTROLLING ACTIONS
---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- --------------- SHEAR --------------
SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD
NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND
1 0.42 -135.75 0.11 -8.02 -8.02 33.00 33.00 31.94 3.25 13.04 0.249 1
MEMBER NO. 6 JOINT 7 - 6 Rotated 90 degrees
----------------------------------
SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD
NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND
1 19.66 55. 5 4.16 FT 8.00 IN 8.00 IN 5.000 X '.250 .120 5.000 X .250 0.228 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 -0.71 102.77 -0.21 9.84 9.84 43.99 43.99 43.99 -1.48 •23.07 0.064 13
MEMBER 90. 7 JOINT 8 - 6
----------------------------------
SECT. LENGTH YIELD NO. MAX SEG
NO. (FT) STRESS SEGS SIZE
1 10.00 55. 3 5.00 FT
2 10.00 55. 3 5.00 FT
CONTROLLING ACTIONS
---AXIAL---
FINAL FRAME
DESIGN
- S T R E
S S S U M M A R Y
(IN -KIP)
1 0.04
DATE: 02/26/01
2 -0.14
-137.38
12.00 IN
12.00 IN
5.000 X .250 .188
CADDS
TIME: 10:44 AM
12.00 IN
12.00 IN
5.000 X .250 .120
5.000 X .250 0.254
1
PAGE:F 25
------------------------=----------------------------------------------------------------------------------7-----------------------
ORDER # 070096
BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-01
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
60'-0" 20'-0"
20 PSF
80 MPH UBC '97
1.000 TO 12
MEMBER 90. 7 JOINT 8 - 6
----------------------------------
SECT. LENGTH YIELD NO. MAX SEG
NO. (FT) STRESS SEGS SIZE
1 10.00 55. 3 5.00 FT
2 10.00 55. 3 5.00 FT
CONTROLLING ACTIONS
---AXIAL---
DEPTH AT
SECT. FORCE
MOMENT
NO. (KIPS)
(IN -KIP)
1 0.04
164.57
2 -0.14
-137.38
DEPTH AT
DEPTH AT
WEB
COMB. STRESS
LOAD
START
END
OUTER FL. THK.
INNER FL. RATIO
GOND
12.00 IN
12.00 IN
5.000 X .250 .188
5.000 X .250 0.204
3
12.00 IN
12.00 IN
5.000 X .250 .120
5.000 X .250 0.254
1
---MAXIMUM STRESSES ---
AXIAL
FBO
FBI
(KSI)
(KSI)
(KSI)
0.01
8.97
8.97
-0.04
-8.12
-8.12
MEMBER NO. 8 JOINT 9 - 8
7 ------------------------------
SECT. LENGTH YIELD NO. MAX SEG
NO. (FT) STRESS SEGS SIZE
1 18.09 55. 5 4.00 FT
CONTROLLING ACTIONS
---AXIAL---
SECT. FORCE MOMENT
NO. (KIPS) (IN -KIP)
1 -1.93 150.52
---ALLOWABLE STRESSES ---
FA
FBO
FBI
(KSI)
(KSI)
(KSI)
43.99
43.99
47.04
33.00
33.00
31.94
DEPTH AT DEPTH AT
START END
12.00 IN 12.00 IN
---MAXIMUM STRESSES ---
AXIAL FBO FBI
(KSI) (KSI) (KSI)
-0.50. 8.90 8.90
WEB
OUTER FL. THK.
5.000 X .250 .120
---ALLOWABLE STRESSES ---
FA FBO FBI
(KSI) (KSI) (KSI)
43.99 38.37 43.99
--------------SHEAR--------------
FORCE ALLOW STRESS LOAD
(KIPS) (KIPS) RATIO COND
2.45 41.55 0.059 1
-3.46 13.04 0.265 1
COMB. STRESS LOAD
INNER FL. RATIO COND
5.000 X .250 0.232 3
-------------- SHEAR ---------- ----
FORCE ALLOW STRESS . LOAD
(KIPS) (KIPS) RATIO COND
1.44 17.38 0.083 3
FRAME
DES IGN
- J O I
N T
D E F L E C T I
O N S
DATE: 02/26/01
CADDS
TIME: 10:44 AM
PAGE:F 26
ORDER # 010096
--------------•---------------------------------------------------------------------------------------
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
(TYPE) (WIDTH)
(HEIGHT)
(LIVE)
•(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
---------------------
# 1
-----------------------=------------------------------------------------------------=-------------------------
DESCRIPTION
EWDS 60'-0"
20'-0"
20
PSF 80 MPH
UBC 97
1.000 TO 12
POSITIVE DEFLECTION
DIRECTION
R
H INCHES Horiz. Deflection
to Right
V
2-------3---5---6-----=-8
V INCHES Vertical
Deflection Up
I
+---H
/
1
4 7
9
z
No. Loading Combination
Cd
2H
2V
3Ii
3V
5H
5V
6H 6V
8H
8V
1 DL + CLL + LL
N
-0.007
-0•.009
-0.006
-0.017
0.000
-0.095
0.006 -0.017
0.007
-0.009
2 DL + WLL
N
1.767
0.004
1.767
-0.001
1.766
0.013
1.766 0.005
1.765
-0.001
3 DL + WLR
N
-1.765
-0.001
-1.766•
0.005
-1.766
0.013
-1.767 -0.001
-1.767
0.004
4 D+CLL+EQL/1.4
N
1.481
-0.002
1.482
-0.009
1.484
-0.035
1.487 -0.003
1:486
-0.005
5 D+CLL+EQR/1.4
N
-1.486
-0.005
-1.487
-0.003
-1.484
-0.035
-1.482 =0.009
-1.481
-0.002
6 DL + CLL + SLL +
SLR N
-0.007
-0.009
-0.006
-0.017
0.600
=0.095
0.006 -0.017
'0.007
-0.009
13 DL + EWP
N
-0.002
0.002
0.000
0.002
_0.000
0.013
0.000 0.002
0.002
0.002
14 DL + EWS
N'
-0.002
0.002
0.000
0.002
Cr. 000
0.013
0.000 0.002
0.002
0.002
FRAME DES IGN - M E M B E R D E F L E C T I 6.14 S
DATE: 02/26/01 CADDS
TIME: 10:44 AM PAGE:F 27
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070096 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 60-0" 20'-0" 20 PSF 80 MPH UBC 97 1.000 TO 12
POSITIVE DEFLECTION DIRECTION R
H INCHES Horizontal to the Right V +---2---+-4-+-5-+---7---+
V INCHES Vertical Up
+---H 1 3 6 - 8
Z
MAXIMUM MEMBER DEFLECTIONS
MEMBER 1H MEMBER 2V MEMBER 3H MEMBER -4V MEMBER 5V MEMBER 6H MEMBER 7V MEMBER 8H
No. Loading Combination PT DEFL PT DEFL PT DEFL PT DEFL PT DEFL PT DEFL PT DEFL 'PT DEFL
1 DL + CLL + LL 4 -0.040 4 -0.094 7 -0.006 5 -0.095 5 -0.095 7 0.006 4 -0.094 4 0.040
2 DL + WLL 7 1.767 3 -0.110 7 1.767 2 0.020 5 0.013 7 1.766 3 0.140 7 1.765
3 DL + WLR 7 -1.765 3 0.140 7 -1.766 5 0.013 2 0.020 7 -1.767 3 -0.110 7 -1.767
4 D+CLL+EQL/1.4 7 1.481 3-0.148. 7 1.482 5 -0.035 3 -0.038 7 1.481 3 0.081 7 1.486
5 D+CLL+EQR/1.4 7 -1.486 3 0.081 7 -1.487 3 -0.038 5 -0.035 7-1:482 3 -0.148 7 -1.481
6 DL + CLL + SLL + SLR '4 -0.040 4 -0.094 7 -0.006 5 -0.095 5 -0.095 7 0.006 4 -6.094 4 0.040
13 DL + EWP 3 -0.035 2 -0.004 4 0.447 5 0.013 5 0.013 4 -0:447 2 -0.004 3 0:035
14 DL + EWS 3 -0.035 2 -0.004 4 -0.392 5 0.013 5 0.013 4 0.392 2 -0.004 3 0.035
FINAL FRAME DESIGN -
F R A M E L A
Y O U
T
DATE: 02/26/01
CADDS
TIME: 10:44 AM
----------------------------------------
ORDER # 070096 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
PROJ NAME -
FTC ALMOND, INC.
ENGR GRP - Visalia
(TYPE) (WIDTH) (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 1
----------------------------------------------
DESCRIPTION EWDS 60'-0" 20'-0"
------------- 7 ----------------------------
20 PSF 80 MPH
UBC 97
7 --------- =------------
1.000 TO 12
=-------------------
LEFT SIDE
RIGHT SIDE
SLOPE (P/12.)
= 1.000
SLOPE (P/12.)
DIST. TO RIDGE
= 30.000 FT.
DIST. TO RIDGE
=
30.000 FT.
COLUMN OFFSET
= 1.000 IN.
COLUMN OFFSET
=
1.0.00 IN.
GIRT DEPTH
= 9.500 IN.
GIRT DEPTH
=
9.500;IN.
PURLIN DEPTH
= 8.000 IN. (PURLIN UNINSULATED)
PURLIN DEPTH
=
8.000 IN.
SPAN WIDTHS
(LEFT TO RIGHT)
SPAN 1 = 20.000 FT.
SPAN 2 = 20.000 FT.
SPAN 3 = 20.000 FT.
-R-
OV81298 OV81298
0 0 0 0
V V V V
8 8 8 8
1 1 1 1
2 3 3 2
9 0 0 9
6 0" 0 6
1 2 3
FINAL
FRAME
DESIGN
DATE: 02/26/01
CADDS
TIME: 10:44 AM
PAGE:F 28
----------------------
ORDER # 070096
--------------------------------=-------
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
60'-0"
20'-0"
20 PSF
80 MPH UBC 97
1.000 TO 12
RUN OPTIONS AND INFORMATION
SOURCING PLANT 04 - VISALIA 01-18-01
QUANTITY OF LIKE FRAMES : 01
OPTIMIZATION MODE AUTO -PART GEN
STRESS RATIO LIMIT 1.030
GLOBAL YIELD STRESS 55. ksi
DEFLECTION LIMITS HORIZONTAL - H/ 50
VERTICAL - L/180
P DELTA ANALYSIS YES
MODIFIED WEB SHEAR NO
REPORTS SELECTED :
STANDARD REPORTS
CONTROLLING STRESS REPORT
MATERIAL SUMMARY REPORT
DEFLECTIONS AT ANALYSIS POINTS
Ly CONTROLLED
BASED ON ALL SECONDARY LOCATIONS
-- MEMBERS 1,2,3,4
PLATE SELECTION LIMITS
Min. Max.
Flange Width 0.000 0.000
Flange Thick 0.000 - 0.000
Web Thickness: 0.000 0.000
Flanges Un -Balanced
FINAL FRAME
DES I G N
- C O V E
R S H
E E T
DATE: 02/26/01
CADDS
TIME: 10:44 AM
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070096
BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07
BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB
PARSONS BLDk 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
60'-0" .20'-0"
20 PSF
80 MPH
UBC 97
1.000 TO 12
RUN OPTIONS AND INFORMATION
SOURCING PLANT 04 - VISALIA 01-18-01
QUANTITY OF LIKE FRAMES : 01
OPTIMIZATION MODE AUTO -PART GEN
STRESS RATIO LIMIT 1.030
GLOBAL YIELD STRESS 55. ksi
DEFLECTION LIMITS HORIZONTAL - H/ 50
VERTICAL - L/180
P DELTA ANALYSIS YES
MODIFIED WEB SHEAR NO
REPORTS SELECTED :
STANDARD REPORTS
CONTROLLING STRESS REPORT
MATERIAL SUMMARY REPORT
DEFLECTIONS AT ANALYSIS POINTS
Ly CONTROLLED
BASED ON ALL SECONDARY LOCATIONS
-- MEMBERS 1,2,3,4
PLATE SELECTION LIMITS
Min. Max.
Flange Width 0.000 0.000
Flange Thick 0.000 - 0.000
Web Thickness: 0.000 0.000
Flanges Un -Balanced
F R
A M E D E
S
I G N
- G E WE
R A L I N
t O'R M A T I O N
DATE: 02/26/01
_
CADDS
TIME: 10:44 AM
=--------------------------------------------------------------------
PAGE:F 29
---=--------------
ORDER # 070096
BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
=-----=----------------------------
# 01-07 BLDR ACCOUNT #
=--------
20-04-007-90
BLUR 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
60'-0"
20.'-0"
20 PSF
80 MPH UBC 97 1.000 TO 12
LEFT SIDE
RIGHT SIDE
SPAN NO.
WIDTH
MISCELLANEOUS PROPERTIES
EAVE HEIGHT
=
19.669 FT.
19.669 FT.
1 =
60.000 FT
MODULUS OF ELASTICITY =
29000 KSI
FRAME HEIGHT
=
19.000 FT.
19.000 FT.
COL. CLEAR HT.
=
17.836 FT.
17.836 FT.
CMX =
0.856
SLOPE (P/12.)
=
1.000
1.000
CMX(stepped column/no wind) =
0.950
SW R -BEAM OFFSET
=
0.125 IN.
0.125 IN.
CMY(pinned in minor axis) =
0.600
DIST. TO RIDGE
=
30.000 FT.
30.000 FT.
CMY(fixed in minor axis) =
0.400
COLUMN OFFSET
=
1.000 IN.
1.000 IN.
GIRT DEPTH
-
9.500 IN.
9.500 IN.
PURLIN DEPTH
=
8.000 IN.
8.000 IN.
(PURLIN UNINSULATED)
## P Delta Analysis ##
--------------
- ------
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
0.438
0.000
1 1 0
1
0
1
1- 2
0 0 1.50 1.00
2
1.103
18.386
0 0 0
1
0
2
2- 3
0 0 1.50 1.00
3
30.000
20.785
0 0 0
0
0
3
4- 3
0 0 1.50 1.00
4
58.897
18.386
0 0 0
1
0
4
5- 4
0 0 1.50 1.00
5
59.563
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
DATE: 02/26/01 CADDS
TIME: 10:44 AM PAGE:F 30
----------------------------------------------------------------------------------------------------------------=------------------
ORDER # 070096 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 60'-0" 20'-0" 20 PSF 80 MPH UBC 97 1.000 TO 12
-----------------------------------------------------------------------------------------------------------------------------------
DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code as follows:
ACCUM - Distance to purlin from the low sidewall in FEET. O FL Outside flange only braced
ID - B Base, G Girt, P Purlin, E Eave strut, O 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- 3 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 O FL 0.'00 0.00 E O FL
8.00 . G O -SF' NO 8.00 G O -SF NO 3.98 3.98 P O -SF 3.98 3.98 P 0 -SF
15.50 G O FL NO 15.50 G O FL NO 8.98 8.98 P, O FL 8.98 8.98 P 0 FL
17.84 O O -IF YES 17.84 O O -IF YES 13.98 . 13.98 P O -SF 13.98 13.98 P O -SF
19.67 E O FL NO 19.67 E O FL NO 18.98 18.98 P O FL 18.98 18.98 P O FL
23.98 23.98 P O -SF 23.98 23.98 P O -SF
28.98 28.98 P O -SF 28.98 28.98 P O -SF
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 ), orZ ( 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.
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 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 ).
F R A M E
D E S I G N -
C O N V E N
T I O N S
DATE: 02/26/01
CARDS
TIME: 10:44 AM
PAGE:F 31
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070096
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
60'-0" 20'-0"
20 PSF
80 MPH UBC 97
1.000 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 ), orZ ( 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.
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 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 ).
BUILDING USE AND LOCATION
STATE
F R A M E D E S I
G N - L 0 A D S
U M M A R
Y
= BUTTE (INLAND)
DATE: 02/26/01
= 4 (GENERAL USE)
TERRAIN CAT/WIND
EXP
CADDS
TIME: 10:44 AM
BUILDING CODE
PAGE:F 32
------------------------------------------------------------------=----------------------------=----------------------'------------
ORDER # 070096 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 60'-0"
--=---------------------------------------------------------------------------------------------------------------------------------
20'-0" 20 PSF
80 MPH
UBC 97 1.000 TO 12
GENERAL BUILDING INFORMATION
DESIGN BAY
= 18.000 FT.
TOTAL BUILDING LENGTH
36.000 FT.'
PANELS
TYPE DESCRIPTION
WEIGHT
LEFT SIDEWALL
SHWAL 26STL
1.12 PSF
ROOF
MR24 24STL
2.10 PSF (INCLUDING
ALLOWANCE
FOR SECONDARIES)
RIGHT SIDEWALL
SHWAL 26STL
1.12 PSF
CANOPY / OVERHANG / WIDTH -EXTENSION
LEFT SIDEWALL
= 4.073 FT. OVERHANG
CONN DETAIL C300
RIGHT SIDEWALL
= 4.073 FT. OVERHANG
CONN DETAIL C300
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
Roof Exposure
Thermal Condition
COEFFICIENTS
= Partially -Exposed Roof
= Normal
MIN COUNTY GROUND SNOW LOAD
MIN County Rain on Snow
TRIBUTARY LOAD LOAD NET ROOF LOAD
FACTOR COEFF (PSF)
LEFT CANOPY/OVERHANG'. 60.00% 1.00 12.00
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
F R A M E
D E S I G N -
L 0 A D S
U M M A R Y
LEFT CANOPY/OVERHANG
-1.200(SUCTION )
DATE:,02/26/01
0.800(PRESSURE)
LEFT ROOF
-0.700(SUCTION )
RIGHT ROOF
CADDS
TIME: 10:44 AM
-0.500(SUCTION )
RIGHT CANOPY/OVERHANG
-0.700(SUCTION )
PAGE:F 33
---------------------=-------------------------------------------------------------------------------------=---------
(EWP)
SIDEWALLS
-0.700(SUCTION )
ORDER # 070096 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
-=-------------------------------------------------------------------------------------------------=---------------------=---------
60'-0" 20'-0".
20 PSV
80 MPH UBC 97
1.000 TO 12
UNBALANCED SNOW LOADS (SLL), (SLR)
ROOF LIVE LOAD (LL ) = 20.000 PSF
COEFFICIENTS
LEFT CANOPY/OVERHANG
LEFT ROOF
RIGHT ROOF
RIGHT CANOPY/OVERHANG
WIND LOADS
WIND LOAD LEFT
WIND LOAD RIGHT
WIND UPLIFT
WIND LOAD CASE
WIND ENCLOSURE
COEFFICIENTS
TRIBUTARY LOAD
FACTOR
60.00%
60.00%
60.00%
60.00%
= 80.000 MPH ( 11.04.0 PSF)
= 80.000 MPH ( 11.040 PSF)
= 80.000 MPH ( 11.040 PSF)
= 1
ENCLOSED
LOAD
WIND FROM LEFT
COEFF
(WLL)
LEFT CANOPY/OVERHANG
-1.200(SUCTION )
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 )
LOAD
NET ROOF LOAD
COEFF
(PSF)
2.00
24.00
1.00
12.00
1.00
12.00
2.00
24.00
MIN COUNTY WIND SPEED
WIND FROM RIGHT
(WLR)
-0.700(SUCTION )
-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
(IP )
0.000
0.000
0.000
0.000
INTERNAL SUCTION
(IS )
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: 02/26/01
CADDS
TIME: 10:44 AM
------------------7---------------7---------------------------------------------------------------7--------------------------------
PAGE:F 34
ORDER # 070096 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 60'-0"
20'-0" 20 PSF 80 MPH UBC 97
1.000 TO 12
SEISMIC LOADS (EQ ).
PERCENT SNOW LOAD
= 0.000%
Seismic W - LEFT CANOPY/OVERHANG =
9.700 PSF
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
= i.000
STORY DRIFT.LIMIT
= 0.025
SOIL PROFILE
= D
P DELTA LIMIT
= 0.100
Nv FACTOR
= 1.000
OMEGAO DEFLECT AMPLIF
FACTOR = 2.800
Ct FACTOR
= 0.035
T FACTOR
=' 0.331
Ca FACTOR
= 0.360
Cv FACTOR
= 0.540
p FACTOR
= 1.000
NET SEISMIC FACTOR
= 0.200
Maximum P Delta Stability
Coefficient = 0.03, Associated Load Combination 05
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:
02/26/01
CADDS
TIME:
=----------------
10:44 AM
PAGE:F 35
ORDER
---------------------------------------------------=--------------------------------------------------------------
# 070096 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
60'-0"
20'-0"
----------------------------------------------
20
PSF 80 MPH
UBC
97
1.000 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)+2.80EQL
1.700
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
F R A M E D E S I G N
- A
P P L I E
D L 0 A
D S
. DATE:
02/26/01
CADDS
TIME:
10:44 AM
PAGE:F 36
----------------------------------------------------------------------------------------------------------------=------------------
ORDER
# 070096
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
60'-0" 20'-0"
20 PSF
80 MPH
UBC
97
1.000 TO 12
LOAD
CASE (DL )
DEAD LOAD
LOAD
MEMBER
' JOINTS
LOAD
DISTANCES
LOADS
DIRECTION/
LABEL
NO
(START-END)
TYPE
FT
FT
X
Y
Z
LOCATION
DL
2
2 - 3
UNIF
0.00
30.00
0.000
K/FT
-0.049
K/FT
0.000
K/FT
DL
3
4 - ''3
UNIF
30.00
60.00
0.000
K/FT
-0.049
K/FT
0:000
K/FT
ODL
2
2 - 3
MCONC
0.00
18.67
0.000
KIP
-0.198
KIP
4.837
IN-K
ODL
3
4 - 3
MCONC
60.00
18.67
0.000
KIP
-0.198
KIP
-4:837
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
30.00
0.000
K/FT
-0.090
K/FT
0.000'K/FT
CLL
3
4 - 3
UNIF
30.00
60.00
0.000
K/FT
-0.090
K/FT
0.000
K/FT
OCLL
2
2 - 3
MCONC
0.00
18.67
0.000
KIP
-0.367
KIP
8.958
IN-K
OCLL
3
4 - 3
MCONC
60.00
18.67
0.000
KIP
-0.367
KIP
-8.958
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
30.00
0.000
K/FT
-0.216
K/FT
0.000
K/FT
LL
3
4 - 3
UNIF
30.00
60.00
0.000
K/FT
-0.216
K/FT
0.000
K/FT
OLL,
2
2 - 3
MCONC
0.00
18.67
0.000
KIP
-0.880
KIP
21:499
IN-K
OLL
3
4 - 3
MCONC
60.00
18.67
0.000
KIP
-0.880
KIP
-21.499
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
UNIT'
0.00
19.67
0.159
K/FT
0.000
K/FT
0.000
K/FT
WLL
2
2 = 3
UNIF
0.00
30.00
-0.139
K/FT
0.139
K/FT
0.000
K/FT
WLL
3
4 - 3
UNIF
30.00
60.00
0.139
K/FT
0.139
K/FT
0.000
K/FT
WLL
4
5 - .4
UNIF
0.00
19.67
0.099
K/FT
0.000
K/FT
0.000
K/FT
OWLL
2
2 - 3
MCONC
0.00
18.67
0.000
KIP
0.971
KIP
-23.734
IN-K
OWLL
3
4 - 3
MCONC
60.00
18.67
0.000
KIP
0.567
KIP
13..845
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:
02/26/01
CADDS
TIME:
10:44 AM
PAGE:F 37
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 070096
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
-------------------
-----
60'-0" 20'-0"
----------------------
20 PSF
--------
80 MPH
---------
UBC
-------
97
------
1.000 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
19.67
-0.099
K/FT
0.000
K/FT
0.000
K/FT
WLR
2
2 - 3
UNIF
0.00
30.00
-0.139
K/FT
0.139
K/FT
0.000
K/FT
WLR
3
4 - 3
UNIF
30.00
60.00
0.139
K/FT
0.139
K/FT
0.000
K/FT
WLR
4
5 _ .4
UNIF
0.00
19.67
-0.159
K/FT
0.000
K/FT
0.000
K/FT
OWLR
2
2 - 3
MCONC
0.00
18.67
0.000
KIP
0.567
KIP
-13.845
IN -K
OWLR
3
4 - 3
MCONC
60.00
18.67
0.000
KIP
0.971
KIP
23.734
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
19.67
0.004
K/FT
0.000
K/FT
0.000
K/FT
EQ
2
2 - 3
CONC
0.00
1.048
KIP
0.000
KIP
0.000
IN -K
Outside flange
EQ
3
4 - 3
CONC
60.00
1.048
KIP
0.000
KIP
0.000
IN -K
Outside flange
EQ
4
5 - 4
UNIF
0.00
19.67
0.004
K/FT
0.000
K/FT
0.000
K/FT
OEQ
2
2 - 3
MCONC
0.00
18.67
0.142
KIP
0.000
KIP
0.000
IN -K
OEQ
3
4 _ 3
MCONC
60.00
18.67
0.142
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
30.00
0.000
K/FT
-0.216
K/FT
0.000
K/FT
OSLL
2
2 - 3
MCONC
0.00
18.67
0.000
KIP
-0.880
KIP
21.499
IN -K
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
30.00
60.00
0.000
K/FT
-0.216
K/FT
0.000
K/FT
OSLR
3
4 - 3
MCONC
60.00
18.67,
0.000
KIP
-0.880.KIP
-21.499
IN -K
LOAD CASE (EWP) EW WIND PRESSURE
LOAD
F R A M E
D E S I G N - A
P P L I E D
L 0 A
D S
LOADS
DATE: 02/26/01
DIRECTION/
LABEL
NO
(START -END)
CADDS
TIME: 10:44 AM
------------------------------=-
FT
X
Y
Z
PAGE:F 38
----------
ORDER # 070096
-----------------------------------------------------------------------------------------
BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
# 01-07
0.00
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT -
BOB PARSONS BLDR PHONE
# 530-345-7296
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP --
Visalia
2
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND)
(CODE/YEAR)
(SLOPE)
0.139
DESIGN SYSTEM
----------------------------=------------------------------------------------------------------------------------------------------
FRAME # 2 DESCRIPTION LRF
60'-0" 20'-0"
20 PSF'
80 MPH
UBC 97
1.000 TO 12
UNIF
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
19.67
-0.139
K/FT
0.000
K/FT
0.000
K/FT
EWP
2
2 = 3
UNIF
0.00
30.00
-0.139
K/FT
0.139
K/FT
0.000
K/FT
EWP
3
4 - 3
UNIF
30.00
60.00
0.139
K/FT
0.139
K/FT
0.000
K/FT
EWP
4
5 - 4
UNIF
0.00
19.67
0.139
K/FT
0.000
K/FT
0.000
K/FT
OEWP
2
2 - 3
MCONC
0.00
18.67
0.000
KIP
0.971
KIP
-23.734
IN -K
OEWP
3
4 - '3
MCONC
60.00
18.67
0.000
KIP
0.971
KIP
23.734
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.
19.67
-0.139K/FT
0.000
K/FT
0.000
K/FT
EWS
2
2 - 3
UNIF
0.00
30.00
-0.139
K/FT
0.139
K/FT _
0.000
K/FT
EWS
3
4 - 3
UNIF
30.00
60.00
0.139
K/FT
0.139
K/FT
0.000
K/FT
EWS
4
5 - 4
UNIF
0.00
19.67
0.139
K/FT
0.000
K/FT
0.000
K/FT
OEWS
2
2 - 3
MCONC
0.00
18.67
0.000
KIP
0.971
KIP
-23.734
IN -K
DEWS
3
4 - 3
MCONC
60.00
18.67
0.000
KIP
0.971
KIP
23.734
IN -K
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
18.39
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
18.39
0.500
KIP
0.000
KIP
0.000
IN -K
Neutral axis
MEMBER NO.
SECTION NO.
ANAL SEC
PTS. NO.
1 1
2
3
4
5
6
MEMBER NO.
SECTION NO.
SECTION NO.
ANAL SEC
PTS. NO.
1 1
2
3
4
5 2
6
7
8
9
10
1
1
DIST
(FT)
0.00
4.00
8.0.0
11.75
15.50
17.83
2
1
2
DIST
(FT)
1.97
3.98
8.98
10.02
10.03
13.98
18.98
23.98
28.98
29.94
JOINTS 1 - 2
OUTER FLANGE
DEPTH AREA
(IN) (IN2)
8.50 3.96
11.98 4.38
15.45 4:79
18.71 5.19
21.97 5.58
24.00 5.82
JOINTS '2 - 3
OUTER FLANGE
OUTER FLANGE
DEPTH, AREA
(IN) (IN2)
16.00 6.28
16'.00 6.28'
16.00 6.28
16.00 6.28
16.00 5.23
16.00 5.23
16.00 5.23
16.00 5.23
16.00 5.23
16.00 5.23
= 6.000
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
INNER FLANGE
= 6.000 X 0.250
DATE: 02/26/01
IY
RTO
RTI
WRX
WRY
CADDS
TIME: 10:44 AM
WDAFO
WDAFI
H/T
(IN4)
(IN4)
PAGE:F 39
-------------------------------------------7----------------7---------7------------------------------------------------------------
ORDER # 070096
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
1.61
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
9.00
DESIGN SYSTEM FRAME
-------------------------
# 2 DESCRIPTION LRF
=---------------------------------------------------------------------------------------------
60'-0" 20'-0"
20 PSF
80 MPH UBC 97
1.000 TO 12
=----------=
MEMBER NO.
SECTION NO.
ANAL SEC
PTS. NO.
1 1
2
3
4
5
6
MEMBER NO.
SECTION NO.
SECTION NO.
ANAL SEC
PTS. NO.
1 1
2
3
4
5 2
6
7
8
9
10
1
1
DIST
(FT)
0.00
4.00
8.0.0
11.75
15.50
17.83
2
1
2
DIST
(FT)
1.97
3.98
8.98
10.02
10.03
13.98
18.98
23.98
28.98
29.94
JOINTS 1 - 2
OUTER FLANGE
DEPTH AREA
(IN) (IN2)
8.50 3.96
11.98 4.38
15.45 4:79
18.71 5.19
21.97 5.58
24.00 5.82
JOINTS '2 - 3
OUTER FLANGE
OUTER FLANGE
DEPTH, AREA
(IN) (IN2)
16.00 6.28
16'.00 6.28'
16.00 6.28
16.00 6.28
16.00 5.23
16.00 5.23
16.00 5.23
16.00 5.23
16.00 5.23
16.00 5.23
= 6.000
X 0.250
WEB
=
0.120
INNER FLANGE
= 6.000 X 0.250
IX
IY
RTO
RTI
WRX
WRY
WRTO
WRTI
WDAFO
WDAFI
H/T
(IN4)
(IN4)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
RATIO
56.18
9.00
1.65
1.65
6.83
1.44
1.61
1.61
7.98
7.98
66.67
118.26
9.00
1.61.
1.61
6.83
1.44
1:61
1.61
7.98
7.98
95.6.3
206.78
9.00
1.58
1.58
6.83
1.44
1.61
1.55
7.98
13.15
124.60
316.03
9.00
1.55
1.55
6.83
1.32
1.55
1.55
12.47
13.15
151.76
452.81
9.00
1.53
1.53
6.83
1.32
1.55
1.55
12.47
13.15
178.92
552.61
9.00
1.51
1.51
6.83
1.26'
1.52
1.55
15.32.
13.15
.195.80
= 6.000
X 0.250
WEB
=
0.188
INNER FLANGE
= 6.000 X 0.313
= 6.000
X 0.250
WEB
=
0.120
INNER FLANGE
_. 6.000 X 0.313
IX
IY
RTO
RTI
WRX
WRY
WRTO
WRTI
WDAFO
WDAFI
H/T
(IN4)
(IN4)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
RATIO
264.95
10.14
1.50
1:55
6.73
1:27
1.50
1.55
10.67
8.52
82.11
264.95
10.14
1.50
1.55
6.73
1.27
.1.50
1.58
10.67
8.52
82.11
264.95
10.14
1.50
1.55
6.73
1.27
1.50
1.58
10.67
8.52
82.11
264.95
10.14
1.50
1.55,
6.73
1.37
1.55
1.58
10.67
8.52
82.11
243.81
10.14
1.57
1.61
6.73
1.37
1.55
1.58
10.67
8.52
128.640
243.81
10.14
1.57
1.61
6.73
1.37
1.55
1.58
1.67
8.52
128.64
243.81
10.14
1.57
1.61
6.73
1.39
1.57
1.61
10.67
8.52
128.64
243.81
10.14
1.57
1.61
6.73
1.39
1.57
1.61
10.67
8.52
128.64
243.81
10.14
1.57
1.61
6.73
1.39
1.57
1.61
10.67
8.52
128.64
243.81
10.14
1.57
1.61
6.73
1.39
1.57
1.61
10.67
8.52
128.64
LUBO
(FT)
8.01
8.01
8.01
7.50
7.50
2.34
LUBO
(FT)
4:00
5.02
5.02
5.02
5.02
5.02
5.02
5.02
5.02
1.92
LUBI
(FT)
8.01
8.01
9.84
9.84
9.84
9.84
LUBI
(FT)
2.02
10.03
10.03
10.03
10.03
10.03
10.03
10.03
5.02
1.92
MEMBER NO.
SECTION NO.
SECTION NO.
ANAL SEC
PTS. NO.
1 1
2
3
4
5 2
6
7
8
9
10
MEMBER NO.
SECTION NO.
ANAL SEC
PTS. NO.
1 1
2
3
4
5
6
3
1
2
DIST
(FT)
1.97
3.98
8.98
10.02
10.03
13.98
18.98
23.98
28.98
29.94
4
1
DIST
(FT)
0.00
4.00
8.00
11.75
15.50
17.83
JOINTS .4 - 3
OUTER - FLANGE
OUTER FLANGE
DEPTH AREA
(IN) (IN2)
16.00 6.28
16.00 6:28
16.00 6.28
16.00 6:28
16:00 5.23
16.00 5.23
16.00 5.23
16.00 5.23
16.00, 5.23
16.00 ' 5.23
JOINTS 5 - 4
OUTER FLANGE
DEPTH
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
3.96
11.98
DATE: 02/26/01
15.45
4.79
18.71,
5.19
21.971
CADDS
TIME: 10:44 AM
5.82
RTO
RTI
WRX
WRY
PAGE:F 40
--------------------------=---------------------------------------------------------------------------------------------=----------
ORDERA 070096
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
RATIO
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
1.27
DESIGN SYSTEM
-----------------------------=---------------------------------------=-------------------------------------------------==--=-------
FRAME # .2. DESCRIPTION LRF
60'-0" 20'-0"
20 PSF
80 MPH UBC 97
1.000 TO 12`
10.14
MEMBER NO.
SECTION NO.
SECTION NO.
ANAL SEC
PTS. NO.
1 1
2
3
4
5 2
6
7
8
9
10
MEMBER NO.
SECTION NO.
ANAL SEC
PTS. NO.
1 1
2
3
4
5
6
3
1
2
DIST
(FT)
1.97
3.98
8.98
10.02
10.03
13.98
18.98
23.98
28.98
29.94
4
1
DIST
(FT)
0.00
4.00
8.00
11.75
15.50
17.83
JOINTS .4 - 3
OUTER - FLANGE
OUTER FLANGE
DEPTH AREA
(IN) (IN2)
16.00 6.28
16.00 6:28
16.00 6.28
16.00 6:28
16:00 5.23
16.00 5.23
16.00 5.23
16.00 5.23
16.00, 5.23
16.00 ' 5.23
JOINTS 5 - 4
OUTER FLANGE
DEPTH
AREA
(IN)
(IN2)
8.50
3.96
11.98
4.38
15.45
4.79
18.71,
5.19
21.971
5.58
24.00
5.82
6.000-X 0.250
WEB
=
0.188
INNER FLANGE
= 6.000 X 0:313
6.000
X 0.250
WEB
=
0.120
INNER FLANGE
= 6.000 X 6.313
IX
IY
RTO
RTI
WRX
WRY
WRTO
WRTI
WDAFO
WDAFI
H/T
(IN4)
(IN4)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN).
RATIO
264.95
10.14
1.50.
1.55
6.73
1.27
1.50
1.55
10.67
8.52
82.11
264.95
10.14
1.50
1.55
6-.73
1.27
1.50
1.58
10.67
8.52
82.11
264.95
10.14
1.50
1.55
6.73
1.27
1.50
'1.58
10.67
8.52
82.11
264.95
10.14
1.50.
1.55
6.73
1.37
1.55
1.58
10.67
8.52
82.11
243.81
10.14
1.57
1.61
6.73
1.37
1.55
1.58
10.67
8.52
128.64
243.81
10.14
1.57
1.61
6.73
1.37
1.55
1.58
10.67
8.52
128.64
243.81
.10.14
1.57
1.61
6.73
1.39
1.57
1.61
10.67
8.52
128.64
243.81
10.14
1.57
1.61
6.73
1.39
1.5.7
1.61
10.67
8.52
128.64
243.81
10.14
1.57
1.61
6.73
1.39
1.57
1.61
10.67
8.52
128.64
243.81
10.14
1.57
1.61
6.73
1.39
1.57
1.61
10.67
8.52
128.64
6.000
X 0.250
WEB
=
0.120
INNER FLANGE
= 6.000 X 0.250
IX
IY
RTO
RTI
WRX
WRY
WRTO
WRTI
WDAFO
WDAFI
H/T
(IN4)
(IN4)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
(IN)
RATIO
56.18
9.00
1.65
1.65
6.83
1.44
1.61
1.61
7.98
7.98
66.67
118.26
9.00
1.61
1.61
6.83
1.44
1.61
1.61
1.98
7.98
95.63
206.78
9.00
1.58
1.58
. 6.83
1.44
1.61
1.55
7.98
13.15
124.60
316.03
9.00
1.55
1.55
6.83
1.32
1.55
1.55.
12.47
13.15
151.76
452.81
9.00
1.53
1.53
6.83
1.32
1.55
1.55
12.47
13.15'
178.92
552.61
9.00
1.51
1.51
6.83
1.26
1.52
1.55
15.32
13.15.
195.80
LUBO
(FT)
4.00
5.02
5.02
5.02
5.02
5.02
5.02
5.02
5.02
1.92
LUBO
(FT)
8.01
8.01
8:01
7.50
7.50
2.34
LUBI
(FT)
2.02
10.03
10.03
10.03
10.03
10.03
10.03
10.03
5.02
1.92
LUBI
(FT).
8.01
8.01
9.84 .
9.84
9.84
9.84
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:
02/26/01
CADDS
TIME:
10:44
AM
PAGE:F
41
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 070096
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 60'-0"
20'-0"
20 PSF
80 MPH
UBC
97
1.000 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*
8.50
3.96
13.22
13.22
13.12
0.00
33.00
32.66
33.00
=4.54
17.24
1.00
1.00
1.75
0.10
0.00
0.00
0.10
1
1
2
11.98
4.38.
19.75
19.75
13.12
-218.19
21.41
33.00
29.80
-4.54
13.07
0.90
1.00
1.75
0.14
0.33
0.33
0.47
1
1
3
15.45
4.79
26.52
26.76
13.07
-436.47
33.00
33.00
28.05
-4.55
9.93
0.88
1.00
1.34
0.08
0.49
0.58
0.66
1
1
4
18.71
5.19
33.78
33.78
13.00
-641.22
33.00
33.00
27.88
-4.55
8.11
0.86
1.00
1.34
0.08
0.58
0.68
0.76
1
1
5
21.97
5.58
41.22
41.22
12.94
-846.06
33.00
33.00
26.97
-4.55
6.85
0.84
1.00
1134.
0.07
0.62
0.76
0.83
1
1
6*
24.00
5.82
46.06
46.06
12.87
-973.45
33.00
33.00
26.18
-4.55
6.25
0.83
1.00
1.34
0.07
0.64
0.81
0.87
.1
1
ROOF
BEAM
2 -
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*
16.00
6.28
31.35
35.09
5.87
-955.42'
33.00
33.00
32.74
10.04
37.10
0.99
1.00
1.13
0.03
0.92
0.83
0.90
1
1
2
16.00
6.28
31.04
34.73
5.87
-714.21
33.00
33.00
31.01
10.02
37.10
0.99
1.00
2.04
0.03
0.73,
0.66
0.70
1
1
3
16.00
6.28
31.35
34.73
5.73
-210.62
33.00.
33.00
31.01
8.39
37.10
0.99
1.00
2.04
0.03
0.21
0.20
0.22
6
1
4*
16.00
6.28
31.35
35.09
-0.90
229.25
43.99
40..31
43.99
6.51
37.10
0.92
1.00
1.30
0.00
0.18
0.15
.0.18
2
1
5*
16.00
5.23
28.53
32.71
-0.90
228.89
43.99
38.51
43.99
6.49
9.65
0.88
1.00
1.30
0.00
0.21
0.16
0.21
2
1
6
16.00
5.23
28.29
32.42
5.57
180.84
33.00
28.89
33.00
6.49
9.65
0.88
1.00
2.30
0.03
0.22
0.18
0.25
1
1
7
16.00
5.23
28.53
32.42
5.42
459.47
33.00
28.89
33.00
4.65
9.65
0.88
1.00
1:38
0.03
0.56
0.43
0.59
6
1
8
16.00
5.23
28.29
32.42
5.26
626.23
33.00
28.89
33.00
2.79
9.65
0.88
1.00
1.14
0.03
0.77
0.62
0:80
6
1
9
16.00
5.23
28.29
32.42
5.11
681.14
33.00
28.89
33. UO'
0.93
9.65
0.88
1.00
1.04
0.03
0.83
0.67
0.86
1
1
10*
16.00
5.23
28.53
32.71
5.00
675.58
33.00
28.89
33.00
0.95
12.86
0.88
1.00
1.00
0.03
0.82
0.63
0.85
1
3
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: 02/26/01
CADDS
TIME: 10:44
AM
PAGE:F
42
----------------------------------------------------------------------------------------------------------------------=------------
ORDER # 070096
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 60'-0"
20'-0"
20 PSF
80 MPH
UBC
97
1.000 TO
12
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
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*
16.00
6.28
31.35
35.09
5.81
-955.42
33.00
33.00
32.74
10.04
37.10
0.99
1.00
1.13
0.03
0.92
0.83
0.90
1
1
2
16.00
6.28
31.04
34.73
5.87
-714.21
33.00
33.00
31.01
10.02
37.10
0.99
1.00
2.04
0.03
0. 73
0.66
0.70
1
1
3
16.00
6.28
31.35
34.73
5.73
-210.62
33.00
33.00
31.01
8.39
37.10
0.99
1.00
2.04
0.03'
0.21
0.20
0.22
1
1
4*
16.00
6.28
31.35
35.09
-0.90
229.25
43.99
40.31
43.99
6.51
37.10
0.92
1.00
1.30
0.00
0.18
0.15
0.18
3
1
5*
16.00
5.23
28.53
32.71
-0.90
228.89
43.99
38.51
43.99
6.49
9.65
0.88
1.00
1.30
0.00
0.21
0.16
0.21
3
1
6
16.00
5.23
28.29
32.42
5.57
180.84
33.00
28.89
33.00
6.49
9.65
0.88
1.00
2.30
0.03
0.22
0.18
0.25
1
1
7
16.00
5.23
28.53
32.42
5.42
459.47
33.00
28.89
33.00
4.65
9.65
0.88
1.00
1.38-0.03
0.56
0.43
0.59
1
1
8
16.00
5.23
28.29
32.42
5.26
626.23
33.00
28.89
33.00
2.79
9.65
0.88
1.00
1.14
0.03
0.77
0.62
0.80
1
1
9
16.00
5.23
28.29
32.42
5.11
681.14
33.00
28.89
33.00
0.93
9.65
0.88
1.00
1.04
0.03
0.83
0.67
0.86
1
1
10*
16.00
5.23
28.53
32.71
5.00
675.58
33.00
28.89
33.00
0.95
12.86
0.88
1:00
1.00
0.03
0.82
0.63
0.85
1
2
COLUMN
5 -
4
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*
8.50
3.96
13.22
13.22
13.12
0.00
33.00
32.66
33.00
-4.54
17.24
1.00
1.00
1.75
0.10
0.00
0.00
0.10
1
6
2
11.98
4.38
19.75
19.75
13.12
-218.19
21.41
33.00
29.80
-4.54
13.07
0.90
1.00
1.75
0.14
0.33
0.33
0.47 .1
6
3
15.45
4:79
26.52
26:76
13.07
-436.47
33.00
33.00
28.05
-4.55
9.93
0.88
1.00
1.34
0.08
0.49
0.58
0.66
1
1
4
18.71
5.19
33.78
33.78
13.00
-641.22
33.00
33.00
27.88
-4.55
8.11
0.86
1.00
1.34
0.08
0.58
0.68
0.76
1
1
5
21.97
5.58
41.22
41.22
12.94.
-846.06
33.00
33.00
26.97
-4.55
6.85
0.84
1.00
1.34
0.07
0.62
0.76
0.83
1
6
6*
24.00
5.82
46.06
46.06
12.87
-973.45
33.00
33.00
26.18
-4.55
6.25
0.83
1.00
1.34
0.07
0.64
0.81
0.87
1
1
i
F R A M
E D E S I G N - W E L D S
U M M A
R Y
DATE:
02/26/01
CADDS
TIME:
10:44 AM
PAGE:F 43
ORDER
# 070096
------------------------------------------------------------------------------------------------------
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
60'-0" 20'-0" 20 PSF
80 MPH
UBC 97
1.000 TO
12
PART
WEB
WEB FLG-TO-WEB FILLET ALLOW
CONTROLLING
NO.
SECT
THK STRESS SIZE SHEAR
MEMB ANAL
LOAD
(IN) (KIPS/IN) (KIPS/IN)
NO. PT
COND
OV81318
1
0.120 0.500 1/8 2.620
1 1
1
OV81320
1
0.188 0.526 1/8 2.620
2 1
1
2
0.120 0.365 1/8 2.620
3 5
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 PLI
CE- SUMMARY
DATE:
02/26/01
CADDS
TIME:
10:44 AM
=------------------------------
=----------------------
=--------------
PAGE:F 44
--------------------------------------------------------------
ORDER
# 070096
BUILDER -
NORTH
VALLEY
READY
MIX
BLDR ORDER #
01-07
BLDR ACCOUNT #
20-04-007-90
BLDR
CONTACT - BOB
PARSONS
BLDR
PHONE
# 530-345-729.6
PROJ NAME -
FTC ALMOND, INC.
ENGR GRP -
Visalia
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME
-----------------------------------•------------------------------------------------------------------
# 2 DESCRIPTION
LRF
60'-0"
20'-0"
20 PSF 80
MPH
UBC 97
1.000 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
-3.48
3.71
0.00
DL '+
WLL
-3.48
3.71
0.00
02
2
6
DL
+ WLL
-3.79
0.92
459.11
DL
+ CLL + SLL
+ SLR 12.70
-5.02
-973.45
03
COLUMN O1
1
4
1
DL
+ WLR
-3.48
3:71
0.00
DL
+ WLR
-3.48
3.71
0.00
04
2
6
DL
+ WLR
-3.79
0.92
459.11
DL
+ CLL + SLL
+ SLR 12.70
-5.02
-973.45
05
BEAM O1
1
2
10
DL
+ CLL + LL
5.00
-0.42
67.5.58
DL
+ WLL
-1.00
-0.78
-126.28
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
POSITIVE REACTION DIRECTION R
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
1 DL + CLL + LL 5.01 12.95
2 DL + WLL -3.71 -3.48
3 DL + WLR 1.36 -1.35
4 D+CLL+EQL/1.4 1.22 5.02
5.D+CLL+EQR/1.4 3.05 6.16
6 DL + CLL + SLL + SLR 5.01 12.95
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.SOEQL not applicable'
12 DL+CL+2.80EQR riot applicable
13 DL + EWP 0.44 -2.62
5H
F R A M
E D E S I G N -
R E A C T
I O N S
12.95
0.00
DATE: 02/26/01
-1.36
-1.35
-5.07
-4.83
3.71
CADDS
TIME: 10:44 AM
-4.83
-3.05
6.16
-1.83
11.18•
PAGE:F 45
------------------------------------------------------------------------------------------------------------=----------------------
ORDER # 070096
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
-4.65
-6.00
(TYPE)
(WIDTH) (HEIGHT)
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
WIND LOAD RIGHT
DESIGN SYSTEM
-----------------------------------------------------------------------------------------------------------------------------------
FRAME # 2 DESCRIPTION LRF
60'-0" 20'-0"
20 PSF
80 MPH UBC 97
1.000 TO 12
EQ
POSITIVE REACTION DIRECTION R
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
1 DL + CLL + LL 5.01 12.95
2 DL + WLL -3.71 -3.48
3 DL + WLR 1.36 -1.35
4 D+CLL+EQL/1.4 1.22 5.02
5.D+CLL+EQR/1.4 3.05 6.16
6 DL + CLL + SLL + SLR 5.01 12.95
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.SOEQL not applicable'
12 DL+CL+2.80EQR riot applicable
13 DL + EWP 0.44 -2.62
5H
5V
Sum H
Sum V
-5.01
12.95
0.00
25.90
-1.36
-1.35
-5.07
-4.83
3.71
-3.48
5.07
-4.83
-3.05
6.16
-1.83
11.18•
-1.22
5.02
1.83
11.18
-5.01
12.95
0.00
25.90
-0.44 -2.62 0.00 -5.24
ID
Load Case
1H
1V
5H
5V
Sum H
Sum V
DL
DEAD LOAD
0.94
2.52
-0.94
2.52
0.00
5.04
CLL
COLLATERAL LOAD
1.20
3.07
-1.20
3.07
0.00
6.13
LL
LIVE LOAD
2.88
7.36
-2.88
'7.36
0.00
14.72
WLL
WIND LOAD LEFT
-4.65
-6.00
-0.43
-3.88
-5.07
-9.88
WLR
WIND LOAD RIGHT
0.43
-3.88
4.65
-6.00
5.07
-9.88
EQ
SEISMIC LOAD
-1.27
-0.79
-1.27
0.79
-2.54
0.00
SLL
MIN SNOW LOAD LEFT
1.44
5.80
-1.44
1.56
0.00
7.36
SLR
MIN SNOW LOAD RIGHT
1.44
1.56
-1.44
5.80
0.00
7.36
EWP
EW WIND PRESSURE
-0.50
-5.14
0.50
-5.14
0.00
-10.28
EWS
EW WIND SUCTION
-0.50
-5.14
0.50
-5.14
0.00
-10.28
PDE
P Delta -Unit Story S
0.00
-0.31
0.00
0.31
0.00
0.00
FINAL FRAME DESIGN - S T R E S S S U M M A R Y
DATE: 02/26/01 CADDS
TIME: 10:44 AM PAGE:F 46
-------------- -----------------------------------------------=------------------------------------------------- =--------------------
ORDER # 070096 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 60'-0" 20'-0" 20 PSF 80 MPH UBC 97 1.00070 12
-----------------------------------------------------------7----------------------=------------------------------------------------
MEMBER NO. 1 JOINT t1 - 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 17.84 55. 5 4.00 FT 8.50 IN 24.00 IN 6.000 X .250 .120 6.000,X .250 0.874 1
CONTROLLING ACTIONS '
---AXIAL---
FBO
---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
12.87
-973.45
2:21 -21.13
-21.13
33.00 33.00
26.18
-4.55
6.25
0.729 1
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
10.03
55.
3 5.00 FT 16.00
IN 16.00
IN 6.000 X .250
.18,8
5.000 X .313
0.895
1
2
19.97
55.
5 5.00 FT 16.00
IN 16.00
IN 6.000 X .250
.120
6.000 X .313
0.863
1
CONTROLLING ACTIONS
---AXIAL---
FBO
---MAXIMUM STRESSES ---
SECT. FORCE
MOMENT
AXIAL
FBO
FBI
NO. (KIPS)
(IN -KIP)
(KSI)
(KSI)
(KSI)
1 5.87
-955.42
0.93
-30.47
-27.23
2 5.11
681.14
0.98
24.08
22.11
MEMBER NO. 3
----------------------------------
JOINT 4
- 3
16.00 IN
16.00 IN 6.000 X. .250
---ALLOWABLE STRESSES ---
FA
FBO
FBI
(KSI)
(KSI)
(KSI)
33.00
33.00
32.74
33.00
28.89
33.00
SECT.
LENGTH
YIELD
NO.
MAX SEG
DEPTH AT
DEPTH AT
NO.
(FT)
STRESS
SEGS
SIZE
START
END OUTER FL.
1
10.03
55.
3
5.00 FT
16.00 IN
16.00 IN 6.000 X .250
2
19.97
55.
5
5.00 FT
16.00 IN
16.00 IN 6.000 X. .250
CONTROLLING ACTIONS
---AXIAL---
FBO
---MAXIMUM STRESSES ---
SECT. FORCE
MOMENT
AXIAL
FBO
FBI
NO. (KIPS)
(IN -KIP)
(KSI)
(KSI)
(KSI)
1 5.87
=955.42
0.93
-30.47
-27.23
2 5.11
681.14
0.98
24.08,
22.11
WEB
THK.
.188
.120
---ALLOWABLE STRESSES ---
FA
FBO
FBI
(KSI)
(KSI)
(KSI)
33.00
33.00
32.74
33.00
28.89
33.00
--------------SHEAR--------------
FORCE ALLOW STRESS LOAD
(KIPS) (KIPS) RATIO COND
10.04 37.10 0.271 1
6.49 9.65 0.673 1
COMB. STRESS LOAD
INNER FL. RATIO COND
6.000 X .313 0.895 1
6.000 X .313 0.863 1
--------------SHEAR--------------
FORCE ALLOW STRESS LOAD
(KIPS) (KIPS)' RATIO COND
10.04 37.10. 0.271 1
6.49 9.65 0.673 1 .
FINAL FRAME DESIGN - S T R E S S S U M M A R Y
DATE: 02/26/01 CADDS
TIME: 10:44 AM PAGE:F 47
----------------------------7-------------------------------------==-------7-------------------------------------------------------
ORDER # 070096 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-00.7-90
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 60'-0" 20'-0" 20 PSF 80 MPH UBC 97 1.600 TO 12
---------------------------7--------------------------------------=--------------------------------------------------------------=-
MEMBER NO. 4 JOINT 5 -. 4
SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT' WEB COMB. STRESS LOAD
NO. (FT) STRESS SEGS SIZE 'START END OUTER FL. THK. INNER FL. RATIO COND
1 17.84 55: 5 4.00 FT 8.50 IN 24.00 IN 6.600 X .250 .120 6.000 X .250 0.874 1 .
CONTROLLING ACTIONS
---AXIAL--- =--MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- --------------- SHEAR --------------
SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD
NO. (KIPS) (IN -KIP)' (KSI) (KSI) (KSI) (KSI) WSI) (KSI) .(KIPS) (KIPS) RATIO GOND
1 12.87 -973.45 2.21 -21.13 -21.13 33.00 33.00 26.18 -4.55 6.25 0.729 1
FRAME
DES IGN
- J O I
N T D E F
L E'C T
I 0 N S
DATE: 02/26/01
CARDS
TIME: 10:44 AM
PAGE:F 48
------------------------------------------------
ORDER # 070096 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
60'-0"
20'-0"
20 PSF
80 MPH
UBC 97 1.000 TO 12
POSITIVE DEFLECTION DIRECTION
R
H INCHES Horiz. Deflection
to Right
V
2---3---4
V INCHES Vertical Deflection Up
+---H
/
1
5
z
## P Delta Analysis Performed ##
No. Loading Combination Cd
2H
2V
3H
3V
4H
4V
1 DL + CLL + LL N
-0.273
-0.011
0.000
-3.444
0.273
-0.011
2 DL + WLL N
1.627
-0.053
1.570
0.657
1.522
0.057
3 DL + WLR N
-1.522
0.057
-1.570
0.657
-1.627
-0.053
4 D+CLL+EQL/1.4 N
0.848
-0.038
0.961
-1.465
1.080
0.029
5 D+CLL+EQR/1.4 N
-1.080
0.029
-0.961
-1.465
-0.848
-0.038
6 DL + CLL + SLL + SLR N
-0.273
-0.011
0.000
-3.444
0.273
-0.011
13 DL + EWP N
0.032
•0.003
0.000
0.461
-0.032
0.003
FRAME
DES
IGN
- M E
M B E R D E
F L E C
T I O N S
DATE: 02/26/01
CADDS
TIME: 10:44 AM
PAGE:F 49
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070096 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
60'-0"
20'-0"
20 PSF
80 MPH
UBC 97 1.000 TO 12
POSITIVE DEFLECTION DIRECTION
R
H INCHES Horizontal to the
Right
V
V INCHES Vertical Up
+---H
1 4
Z
MAXIMUM MEMBER DEFLECTIONS
MEMBER
1H
MEMBER 2V
MEMBER
3V MEMBER 4H
No. Loading Combination PT
DEFL
PT
DEFL
PT
DEFL PT
DEFL
1 DL + CLL + LL 4
-0.545
11
-3.444
11
-3.444 4
0.545
2 DL + WLL 7
1.627
11
0.657
7
0.798 7
1:522
3 DL + WLR 7
-1.522
7
0.798
11
0.657 7
-1.627
4 D+CLL+EQL/1.4 7
0.848
9
-1.483
11
-1.465 7
1.080
5 D+CLL+EQR/1.4 7
-1.080
11
-1.465
9
-1.483 7
-0.848
6 DL + CLL + SLL + SLR 4
-0.545
11
-3.444
11
-3.444 4
0.545
13 DL + EWP 5
0.042
11
0.461
11
0.461 5
-0.042
SPAN 1 = 60.000 FT.,
-R-
OV81320 OV81320
0 0
V V
8 8
1 1
3 3
1 1
8 8
1
FINAL FRAME D E S IGN -
F RAM E LAYOUT
DATE:
02/26/01
CADDS
TIME:
10:44 AM
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 070096 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 60'-0" 20'70"
20 PSF 80
MPH
UBC
97
1.000 TO 12
LEFT SIDE
RIGHT SIDE
SLOPE (P/12.)
= 1.000
SLOPE (P/12.)
=
1.000
DIST. TO RIDGE
= 30.000 FT.
DIST. TO RIDGE
=
30.000
FT.
COLUMN OFFSET
= 1.000 IN.
COLUMN OFFSET
=
1.000
IN.
GIRT DEPTH
= 9.500 IN.
GIRT DEPTH
=
•9.500
IN.
PURLIN DEPTH
= 8.000 IN. (PURLIN UNINSULATED)
PURLIN DEPTH
=
8.000
IN.
SPAN WIDTHS
(LEFT TO RIGHT)
SPAN 1 = 60.000 FT.,
-R-
OV81320 OV81320
0 0
V V
8 8
1 1
3 3
1 1
8 8
1
i
S P L
I C E D
E S I G N
- CONTENTS
DATE: 02/26/01
CADD
TIME: 10:44 AM
S I
----------------------------
ORDER # 070096
-------------.----------------------------
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 EW DS 60'-0" 20'-01!
------
20 PSF
-----=
80 MPH
-----------
UBC 97 1.00
----=-=
------
TO 12 1
------------
FEW;REW
---R-----
DESIGN FRAME #
2 LRF 60'-0" 20'-0"
20 PSF
80 MPH
UBC 97 1.00
TO 12. 1 .01-
.....
S 53
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
S P L I C E
D E
S I G N -
C O V E R
S H E E T
ASSEMBLY INFORMATION
DATE: 02/26/01
NUM
NUM
NUM
Description I
NUM
CADDS
TIME: 10:44 AM
n
Stiffener.Opt
Weld Opt
---
---
---
PAGE:S 2
------------------------------
# 070096
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
PROJ NAME
- FTC ALMOND, INC.
ENGR GRP -
Visalia
OV81296
01
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE)
(WIND) (CODE/YEAR)
(SLOPE)
2
DESIGN SYSTEM
FRAME # 1 DESCRIPTION EWDS
60'-0"
20'-0"
20 PSF
80 MPH UBC 97
1.000 TO 12
02
--------------------------------=----------------------------------------------------------=---------------------------------------
Optimization
Design
RUN OPTIONS AND
INFORMATION
Welds
SOURCING PLANT
04 - VISALIA
OV81298
01
Full
Optimization
Design
QUANTITY OF LIKE FRAMES
02
Welds
3
03
1
Pinned Base Plate
139
Analysis Only
STRESS RATIO LIMIT
1.030
01
Full
Optimization
Design
w/
Combined
Welds
4
03
2
REPORTS SELECTED
140
Optimization w/
Std Plates
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
137
Analysis Only
OV81296
01
.Full
Optimization
Design
w/
Combined
Welds
2
01
2
Knee Splice
138
Optimization w/
Std Plates
OV61296
02
Full
Optimization
Design
w/
Combined
Welds
OV81298
01
Full
Optimization
Design
w/
Combined
Welds
3
03
1
Pinned Base Plate
139
Analysis Only
OV81300
01
Full
Optimization
Design
w/
Combined
Welds
4
03
2
Int. Col. to Roof Bm
140
Optimization w/
Std Plates
OV81300
02
Full
Optimization
Design
w/
Combined
Welds
OV81298
03
Full
Optimization
Design
w/
Combined
Welds
5
06
1
Pinned Base Plate
139
Analysis Only -
OV81300
01
Full
Optimization
Design
w/
Combined
Welds
6
06
2
Int. Col. to Roof BM
140
Optimization w/
Std Plates
OV81300
02
Full
Optimization
Design
w/
Combined
Welds
OV81298
03
Full
Optimization
Design
w/
Combined
Welds
7
08
1
Pinned Base Plate
137
Analysis Only
OV81296
01
Full
Optimization
Design
w/
Combined
Welds
8
08
2
Knee Splice
138
Optimization w/
Std Plates
OV81296
02
Full
Optimization
Design
w/
Combined
Welds
OV81298
01
Full
Optimization
Design
w/
Combined
Welds
9
04
1
Ridge
141
Optimization w/
Std Plates
OV81298
02
Full
Optimization
Design
w/
Combined
Welds
OV81298
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: 02/26/01
CADDS
TIME: 10:44 AM.
-
--
==
-
PAGE:S 3
-
------------------------------------
ORDER # 070096 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
60'-0" 20'-0"
20 PSF 80
MPH UBC 97 1.000 TO 12
SPLICE # 01
----------------------=----------------
TYPE :.
Pinned Base
--------------------------------------------------------------------------------------------
Plate
SUBTYPE :
No Ext Corner - S Nuts
LOAD DESCRIPTION
DESIGN
AXIAL
SHEAR X SHEAR Y
STRESS MEMBER
NO
------------------------
CATEGORY
--------
(kips)
-------
(kips) (kips)
--------------
FACTOR STRENGTH
--------------
1 DL + CLL + LL
Std Des
4.63
-0.15 0.00
1.00 N
2 DL + WLL
Std Des
-1.73
1.44 0.00
1.33 N
3 DL + WLR
Std Des
0.36
-1.17 0.00
1.33 N
4 D+CLL+EQL/1.4
Std Des
0.90
0.60 0.00
1.33 N
5 D+CLL+EQR/1.4.
StdDes
2.58
-0.72 0.00
1:33 N
6 DL +•CLL + SLL + SLR
Std Des
4.63
-0.15 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
-0.95
-0.57 0.00
1.33 N
14 'DL + EWS
Std Des
-0.95
-0.57 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.
184- 1.042"
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: 02/26/01
CADDS
TIME: 10:44 AM
PAGE:S 4
------------------------------------------------------
ORDER # 070096 BUILDER _ NORTH VALLEY READY
=--------------=--------------------------------------=----------.=------------
MIX
BLDR ORDER
# 01707
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
60'-0" 20'-0"
20 PSF
80 MPH
UBC 97
1.000 TO 12
.SPLICE # 01 TYPE : Pinned Base
--------------------------------------------------------------------------------------------------------------------------
Plate
SUBTYPE :
No Ext Corner
- S Nuts
---------
S P L I C E
P L A T E
PLATE TYPE STANDARD
PART NUMBER 0042852
ORIENTATION NORMAL
PLATE WIDTH 8.000"
PLATE LENGTH 12.500"
PLATE THICKNESS 0.500"
PLATE YIELD STRESS 55.00 KSI
PLATE OFFSET 0.000"
DESIGN STRESS RATIO 0.057
CONTROLLING GOND. 2
CONTROLLING LOCATION Outer Row 1
B O L T I N F O R
M A T I O N
BOLT DIAMETER 0.750"
BOLT GAGES
- INNER:
4.000"
BOLT TYPE A307
WASHERS NO
BOLT # BOLTS DIST FROM DIST FROM
ROW IN ROW EDGE PREV ROW
OUTER 1 2 3.000"
C O N C R E T E S T R E S S E S
MIN. DESIGN FOOTING SIZE
145.000 ( In**2 )
CONCRETE STRENGTH
3.000 KSI
CONTROLLING LOAD GOND. NUMBER
6
ACTUAL ULTIMATE CONCRETE STRESS
0.014 KSI
FACTORED ULT. ALLOW. CONCRETE STRESS
1.842 KSI
CONCRETE STRESS RATIO
0.040
DATE:
02/26/01
'CADDS
TIME:
10:44 AM
PAGES .5
-------------------------------------------------------------------------------------------------------------------------------------
ORDER
# 070096
BUILDER - NORTH VALLEY READY MIX BLDR ORDER
# 01-07
BLDR
ACCOUNT #
26-04-007-90
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
60'-0" 20'-01' 20 PSF
80 MPH
UBC
97 1.000
TO 12
SPLICE
---------------------------
# 01
TYPE : Pinned Base
------------------------------------------------------------------------------
Plate SUBTYPE :
No Ext
Corner -
------------
S Nuts
--------------
B O
L T LOA -DS / A L LL 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
0.865
1.635
13.329.
,1.958
26.659
3
Total Section is
in Compression
1.122
13.329
0.000
26.659
4
Total Section is
in Compression
0.173
13.329
0.000
26.659
5
Total Section is
in Compression
0.000
13.329
0.006
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
0.474
0.649
13.329
1.075
26.659
14
0.474
0.649
13.329
1.075
26.659
SPLICE PLATE 0042852
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"
12.000"
9.500"
-+-------------
COLUMN
+- 4.000"-+
FFFFFFFFFFFFFFFFFFFFFFF
W
o 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
W
W
W
W
FFFFFFFFFFFFFFFFFFFFFFF
BOLTS: 0.750" DIA A307 NO WASHERS
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: 02/26/01
CADDS
TIME: 10:44 AM
------------------------------------------------------------
-----------------------------------------------------------------------------------------=-------------------
PAGES 6
ORDER # 070096
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
60'-0" 20'-0"
20 PSF
80 MPH
UBC 97
1.000 TO 12
SPLICE # 01
---------------------=--------------------------------------------==---------------------------------------------------------------
TYPE Pinned Base
Plate
SUBTYPE
No Ext Corner
- S Nuts
SPLICE PLATE 0042852
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"
12.000"
9.500"
-+-------------
COLUMN
+- 4.000"-+
FFFFFFFFFFFFFFFFFFFFFFF
W
o 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
W
W
W
W
FFFFFFFFFFFFFFFFFFFFFFF
BOLTS: 0.750" DIA A307 NO WASHERS
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
O R M A T I O N
DATE: 02/26/01
F L A N G E
P L A T E S
CADDS
TIME: 10:44 AM
-------------------
WELD SIZE -------------------
--------
MAXIMUM STRESSES --------
STRENGTH
---- FILLET -------------
PAGE:S 7
---------------------------=-------------------------------------------------------------------------------=-----------------------
ORDER # 070096 BUILDER - NORTH
VALLEY READY
MIX
BLDR ORDER # 01-07
BLDR ACCOUNT #
20-04-007-90
BLDR CONTACT - BOB PARSONS
COND
BLDR PHONE
# 530-345-7296
PROJ NAME - FTC ALMOND, INC.
ENGR GRP - Visalia
2
(TYPE)
(WIDTH)
(HEIGHT)
(LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
W E L D I N F
DESIGN SYSTEM FRAME # 1
DESCRIPTION EWDS
60'-0"
20'-0"
20 PSF 80 MPH
UBC 97
1.000 TO 12
SPLICE # 01
------------------------------------------------------------------------------=--------------------------------;-------------------
TYPE
Pinned Base
Plate
SIZE -------------------------
SUBTYPE
No Ext Corner
- S Nuts
LENGTH -
---- FILLET ------------
PENETRATION ---------
TENSION
F L
A N G E P
L A T E S
Near S. Far S.
Near Side Far Side
Win)
Win) Win)
COND
----------- 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
INNER 1 Main Flange
0.250 X 5.000
0.250 X 5.000
0.000 0.35 43.99 1.19 49.50 0.024 6
0.500 0.01 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
0.98 29.33 1.86
43.99
1.19 49.50 0.041
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
Win)
Win) Win)
COND
0.08
3.71 0.024
2
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" 0.22 6.12 7.01 0.036 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:.02/26/01
CADDS
TIME: 10:44 AM
'PAGE:S 8
----------------------------=---------------------------------------=--------------------------------------------------------------
ORDER # 070096 BUILDER - NORTH
VALLEY READY MIX
BLDR ORDER # O1-67
BLDR ACCOUNT # 20-04-007790
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
60'-0" 20'70"
20 PSF 80 MPH UBC 97
1:000 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
4.42
-----
0.15 -32.95
1.00 N
2 DL + WLL
Std Des
-1.97
0.00 150.61
1.33 N
3 DL + WLR
Std Des
0.16
-0.27 -152.86
1.33 N
4 D+CLL+EQL/1.4
Std Des
0.69
0.58 127.90
1.33 N
5 D+CLL+EQR/1.4
Std Des
2.37
-0.69 -152.38
1.33 N
6DL + CLL + SLL + SLR
Std Des
4.42
-0.15 -32.95
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.BOEQL
Conns
-1.77
2.41 532.75
1.70 Y
12 DL+CL+2.80EQR
Conns
4.79
-2.52 -557.23
1.70 Y
13 DL + EWP
Std Des
-1.19
0.67 16.46
1.33 N
14 DL + EWS
Std Des.
-1.19
0.67 16.46•
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
1.000 TO 12
Conn. Plate Angle (Degrees)
4.764
4.764
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
181- 1.042"
281-11.997"
Flg. to Flg. Dimension
12.000"
12.000"
Adj. Pl. 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: 02/26/01
CADDS .
TIME: 10:44 AM
PAGE:S 9
------------------------------------------------------------------------------------------------------------
ORDER # 070096 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 60'-0"
20'-0"
20 PSF.
80 MPH
UBC 97
1:000 -TO 12
SPLICE # 02 TYPE
-----------------------------------------------------------------------------------------------------------
Ext Col - Roof Beam Knee
SUBTYPE
In Exten
Fig w/EF
------------------------
S P L I C E P L A
T E
BOTH SIDES
PLATE TYPE
CUSTOM
PART NUMBER
OV81296-02
ORIENTATION
NORMAL
PLATE WIDTH
6.000"
PLATE LENGTH
15.750"
PLATE THICKNESS
0.500"
PLATE YIELD STRESS
55.00 KSI
PLATE OFFSET
0.878"
DESIGN STRESS RATIO
0.731
CONTROLLING GOND.
11
CONTROLLING LOCATION Side 1
.Inner Fig 2
B O L T I N F O R M A T I
O N
BOLT DIAMETER 0.750"
BOLT GAGES
- INNER:
3.250"
BOLT TYPE A325
WASHERS NO
BOLT # BOLTS DIST FROM
DIST FROM
BOLT
#.BOLTS DIST FROM
DIST FROM
ROW IN ROW EDGE
PREV ROW
ROW
IN ROW
EDGE
PREV ROW
OUTER 1 2 2.878"
INNER 2
2
4.749"
3.500"
OUTER 2 2 6.378"
3.500"
INNER 1
2
1.249"
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:
02/26/01
CADDS
TIME:
10:44 AM
PAGE:S 10
------
ORDER
-------------
# 070096
-------------------
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
60'-0"
20'-0"
20 PSF
80 MPH
UBC 97
1.000
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 All.
ft Act.
Ft All.
-------------------------------
(Kips
per Bolt)
---------------------------
(Ksi)
(Ksi)
(Ksi)
(Ksi)
COLUMN
SIDE
1
0.528
0..000
0.000
0.000
0.146
21.000
1.195
43.998
2
0.000
.0.000
2.414
4.401
0.047
27.992
9.961
58.651
3
6.399
2.316
0.000
0.000
0.081
27.992
14.484
58.651
4
0.000
0.000
1.773
3.469
0.146
27.992
7.852.
58.651
5
5.973
1.989
0.000
0.000
0.250
27.992
13.521
58.649
6
0.528
0.000
0.000
0.000
0.146
21.000
1.195-
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,.
11
0.000
0.000
7.917
14.964
0.720
23.204
33.871
56.07.9
12
22.564
7.841
0.000
0.000
0.823
23.204
51.074
.56.073
13
0.000
0.072
0.356
0.571
0.218
27.992
1.294
58..650
14
0.000
0.072
0.356
0.571
0.218
21.992
1.294
58.650
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)'
ROOF BEAM
SIDE
1
0.398
0.000
0.000
0.000
0.146
21.000
0.901
43.998
2
0.000
0.555
2.391
3.781
0.047
27.992
8.559
58.651
3
5.697
2.581
0.000
0.000
0.081
27.992
12.896
58.651
4
0.000
0.278
1.794
2.941
0.146
27.992
6.658
58.651
5
5.257
2.258
0.000
0.000
0.250
27.992
11.900
58.649
6
0.398
0.000
0.000
0.000
0.146
21.000
0.901
43.998
7
Category 3
Load Combination -
Does not
apply to
Splice
Design.
8
Category 3
Load Combination -
Does not
apply'to
Splice
Design.
1
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
1.530
7.927
12.771
0.720
23:204
28.907
56.079
12
19.974
8.815
0.000
0.000
0.823
23.204
45.212
56.073
13
0.000
0.136
0.353
0.517
0.218
27.992
.1.172
58.650
14
0.000
0.136
0.353
0.517
0.218
27.992
1.172
58.650
0.818"
OUTSIDE FLANGE
0:250 X 5.000
GUSSET STIFFENER 0030877
0.250 X 3.000 X 6.000 NS/FS
MAIN WEB
0.120
GUSSET STIFFENER 0030877
0.250 X 3.000 X 6.000 NS/FS
INSIDE FLANGE
0.250 X 5.000
----+---------+---
2.878"
4.378"
3.500"
5.i22"
4.622"
-+--- 3.420"
3.500" _I
1.250"
---------------
+- 3.250"-+
---7 -------------- -----------
FFFFFFFFFFFEFEFEFEFEFEF
W
o W o
W
GSGSGSGSGSGW
W
o 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
GSGSGSGSGSGW
W
o W o
W
FFFFFFFFFFFFMSMSMSMSMSM
W
o W o
W
W
-----------------------------
END FLANGE .
0.375 X 6.000 X 11:750
12.875"
MAIN WEB
0.188
MAIN STIFFENER 0042872
0.250 X 2.500 X 11.000 NS/FS
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: 02/26/01
'CADDS
TIME: 10:44 AM
PAGE:S 11
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070096
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
60'-0" 20'-0"
20 PSF
80 MPH UBC 97
1.000 TO
12
SPLICE # 02
-----------------------------
TYPE Ext Col - Roof
=-----------------------------------
Beam Knee
=-----------------------------------------------------------------
SUBTYPE
In Exten
Flg w/EF
SPLICE PLATE OV81296-02
COLUMN SIDE -->I<-- ROOF BEAM SIDE BOLTS:
0.750" DIA
A325 NO WASHERS
6.000" X
15.750"
X 0.500"
0.818"
OUTSIDE FLANGE
0:250 X 5.000
GUSSET STIFFENER 0030877
0.250 X 3.000 X 6.000 NS/FS
MAIN WEB
0.120
GUSSET STIFFENER 0030877
0.250 X 3.000 X 6.000 NS/FS
INSIDE FLANGE
0.250 X 5.000
----+---------+---
2.878"
4.378"
3.500"
5.i22"
4.622"
-+--- 3.420"
3.500" _I
1.250"
---------------
+- 3.250"-+
---7 -------------- -----------
FFFFFFFFFFFEFEFEFEFEFEF
W
o W o
W
GSGSGSGSGSGW
W
o 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
GSGSGSGSGSGW
W
o W o
W
FFFFFFFFFFFFMSMSMSMSMSM
W
o W o
W
W
-----------------------------
END FLANGE .
0.375 X 6.000 X 11:750
12.875"
MAIN WEB
0.188
MAIN STIFFENER 0042872
0.250 X 2.500 X 11.000 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
1 N F 0 R M A
T I 0 N
DATE: 02/26/01
CARDS
PAGE:S
12
TIME: 10:44 AM-
----------------------------=-----------------------------------=--=-------------------------------------------
ORDER # 070096 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
60'-0"
20'-0"
20 PSF 80 MPH
UBC 97
1.000 TO 12
SPLICE # 02
---------------------------------------
TYPE
Ext Col -
------:---------------------
Roof
Beam Knee
=--------------------------------------------
SUBTYPE
In Exten
Flg w/EF
-----------
F L A N
G E P L A T E S
----------- MAXIMUM STRESSES:
==---------
LOCATION DESCRIPTION
PART NO.
SIZE
DIST FROM
- TENSION -
COMPRESSION
CSR
LOAD
T
X
W X
L
EDGE
ACT. ALLOW
ACT. ALLOW
COND
--------
Inches ---------
(In.)
(Ksi) (Ksi)
(Ksi) (Ksi)
COLUMN SIDE
OUTER 1 Main Flange
0.250
X
5.000
0.878
8.87 50.49
27.74 71.53
0.388
11
OUTER 2 Gusset Stiffener
0030877
0.250
X
3.000 X
6.000
4.378
15.42 50.49
11.69 71.53
0.305
12
INNER 3 Gusset Stiffener
0030877
0.250
X
3.000 X
6.000
6.250
3.93 50.49
10.79 71.53
0.150
12
INNER 2 Main Flange
0.250
X
5.000
2.830
27.46 50.49
43.50 71.53
0.607
12
ROOF BEAM SIDE
OUTER 1 End Flange
0.375
X
6.000 X
11.750
0.000
3.13 50.49
15.98 71.53
0.223
11
INNER 2 Main Stiffener
0042872
0.250
X
2.500 X
11.000
2.875
14.67 50.49
26.12 71.53
0.365
12
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)
COLUMN SIDE
Main Web
0.120
3.24 33.66
42.04 50.49
42.16 71.53
0.833
12
ROOF BEAM SIDE
Main Web
0.188
26.34 33.66
40.28 50.49
47.68 71.53
0.797
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: 02/26/01
CARDS
TIME: 10:44 AM
PAGE:S
13
--------------------------------------------------------------------------------------------------------------------==-------------
ORDER # 070096 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
60'-0" 20'-0" 20 PSF 80 MPH UBC 97
1.000 TO 12
SPLICE # 02
------------=--------------------------------=----------------------------------------------------
TYPE : Ext Col
- Roof Beam Knee
SUBTYPE : In
Exten
-------------------
Flg w/EF
----------
----
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)
Win) (k/in)
COND
OUTER 1 Main Flange
Flange to Splice Plate
YES
3/16" 3/16"
2.27
12.63
0.180
12
OUTER 2 Gusset Stiffener
Stiffener to Splice P1
1/8" 1/8"
3.85
6.34
0.608
12
Stiffener to Web Plate
1/8"
1.97 2.11
0.932
12
INNER 3 Gusset Stiffener
Stiffener to Splice Pl
1/8"
0.98
3.17
0.310
11
Stiffener to Web Plate
1/8"
1.40 2.11
0.666
12
INNER 2 Main Flange
Flange to Splice Plate
YES
3/16" 3/16"
7.03
12.63
0.557
11
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"
5.24
6.34
0.826
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)
(k/in) (k/in)
COND
OUTER 1 End Flange
End Flg to Splice P1
3/16"
1.21
4.76
0.255
12
End Flg to Outer Flg
1/8"
0.00
1.86
0.000
1.
INNER 2 Main Stiffener
Stiffener to Splice P1
1/8" 1/8"
3.66
6.34
0.578
11
Stiffener to Web Plate
1/8"
1.48 2.11
0.702
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: 02/26/01
CADDS
TIME: 10:44 AM
'PAGE:S
14
ORDER # 070096 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 60'-0" 20'-0"
20 PSF
80 MPH UBC 97
1.000 TO 12
SPLICE # 02
------------------------------------------------------------------------------------------------------------------------=----------
TYPE : Ext Col - Roof Beam Knee
SUBTYPE :
In Exten
Flg W/EF
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
I
Web to Splice Plate
3/16" 3/16"
7.57
5.03 8.75
1.039**
12
Web .to End Flange
1/8"
1.14 2.11
0.540
11
Web to Opposite Flange
1/8"
0.67 2.11
0.317
12
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: 02/26/01 CADDS
TIME: 10:44 AM PAGES 15
--------------=-------------=--------------------------------------------------------------------------------=----------------------
ORDER # 070096 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 60'-0" 20'-0" 20 PSF 80 MPH UBC 97 1.000 TO 12
SPLICE # 03 TYPE : Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts
-------------------------------------------------------=--------------------------------=----------------------------'------------=
LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER
NO CATEGORY (kips) (kips) (kips) FACTOR STRENGTH
1 DL + CLL + LL Std Des 6.96 0.00 0.00 1.00 N
2 DL.+ WLL Std Des 0.49 0.00 0.00 1.33 N
3 DL + WLR Std Des -2.13 0.00 0.00 1.33 N
4 D+CLL+EQL/1.4 Std Des 3.84 0.00 0.00 1.33 N
5 D+CLL+EQR/1.4 Std Des 1.42 0.00 0.00 1.33 N
6 DL + CLL + SLL + SLR Std Des 6.96 0.00 0.00 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 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 -0.62 1.07 0.00 1.33 N
14 DL + EWS Std Des -0.62 -0.94 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 Information
Distance to Depth'Change 191- 7.958"
Flg. to Flg. Dimension 8.000"
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: 02/26/01
CADDS
TIME: 10:44 AM
PAGE:S 16
-----------------------------=--------------------------------------------------=--
ORDER # 070096 BUILDER - NORTH VALLEY READY
MIX
BLDR ORDER
I------------------------------------------------
# 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
60'-0!' 20'-0"
20 PSF
80 MPH
UBC 97 1.000 TO 12
SPLICE # 03 TYPE : Pinned Base
Plate
SUBTYPE :
No Ext EWI Pin - S Nuts
S P L I C E
P L A T E
PLATE TYPE STANDARD
PART NUMBER 0042856
ORIENTATION NORMAL
PLATE WIDTH 8.000"
PLATE LENGTH 8.500"
PLATE THICKNESS 0.500"
PLATE YIELD STRESS 55.00 KSI
PLATE OFFSET 0.000"
DESIGN STRESS RATIO 0.119
CONTROLLING GOND. 1
CONTROLLING LOCATION : 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 3.000"
C O N C R E T E S T R E S S•E S
MIN. DESIGN FOOTING SIZE
105.000 ( In**2 )
CONCRETE STRENGTH
3.000 KSI
CONTROLLING LOAD COND. NUMBER
1
ACTUAL ULTIMATE CONCRETE STRESS
0.164 KSI
FACTORED ULT. ALLOW. CONCRETE STRESS
1.901 KSI
CONCRETE STRESS RATIO
0.086
S P L I C E D E S I G N - B 0 L T L O A D S
/ A L
L 0 W A B L
E S
DATE:
02/26/01
CARDS
TIME:
10:44 AM
i
PAGES '17
ORDER
# 070096
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 60'-0" 20'-0" 20 PSF
80 MPH
UBC 97
1.000
TO 12
SPLICE
------------------------------------------------------------
# 03
TYPE Pinned Base Plate SUBTYPE
----------------------------------------------------
No Ext EWI
Pin -
S Nuts
-----=--=----------
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)
COLUMN
SIDE
1
Total Section is in Compression
0.000
10.000
0.000
20.000
2
Total Section is in Compression
0.000
13.329
0.000
26.659
3
1.067
0.000
13.329
2.415
26.659
4
Total Section is in Compression
0.000
13.329
0.000
26.659
5
Total Section is in Compression
0:000
13.32.9
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
0.309
1.211
13.329
0.700
26.659
14
0.309
1.060
13.329
0.700
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: 02/26/01 CADDS
TIME: 10:44 AM PAGE:S 18
-------------------- =------ =-------------------------------------------------------------------------------- =----------------------
ORDER # 070096 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 60'-0!' 20'-0" 20 PSF 80 MPH UBC 97 1.000 TO 12
SPLICE # 03 TYPE Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts
---------------------------=-------------------------------------------------------------------------------------------------------
SPLICE PLATE 0042856 COLUMN BOLTS: 0.750" DIA' A307 NO WASHERS
8.000" X 8.500,X 0.500"
+- 4.000"-+
-+---------+---
----------- -----------------
OUTSIDE FLANGE
3.000"
FFFFFFFFFFFFFFFFFFFFFFF
0.250 X 5.000
inI
-+---
0 W o
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
8.000"
W
MAIN WEB
-
W
0.120
5.500"
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 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 0 N
DATE: 02/26/01 CADDS
TIME: 10:44 AM PAGE:S 19
-------------------------=-------------------------------=-----------------------------------=-------------------------------------
ORDER # 070096 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 60'-0" 20'-0" 20 PSF 80 MPH UBC 97 1:000 TO 12
SPLICE # 03 TYPE Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts
----------------------------------------------------------------------=------------------------------------------------------------
F L A N G E P L A T E S
----------- MAXIMUM STRESSES ---- 1
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
INNER 1 Main Flange
0.250 X 5.000 0.000 0.41 43.99 2.05 49.50 0.041 1
0.250 X 5.000 0.500 0.08 43.99 2.05 49.50 0.041 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
1.08 29.33
2.20 43.99
2.05 49.50
0.050
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
1/811
0.10
3.71
.0.028
3
1/811
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" 0.26 7.42 0.036 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: 02/26/01
CADDS
TIME: 10:44 AM
PAGES 20
--------------------------------------------------------------------------------------7--------------------------------------------
ORDER # 070096 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
60'-0" 20'-0"
20
PSF 80 MPH
UBC 97 1.000 TO 12
SPLICE # 04
---------------------------=----------------------------------------
TYPE :
Interior
Col to Roof Bm
SUBTYPE :
--------------------------------------
EW
Post Top Clip w/o Stif
-------------------------
LOAD DESCRIPTION
DESIGN
AXIAL
SHEAR X SHEAR Y ADJ MOM ALLOW MOM
STRESS
MEMBER
NO
------------------------
CATEGORY
--------
(kips)
-------
(kips) (kips)
----------------------
(in -k)
(in -k)
--------
FACTOR
------
STRENGTH
--------
1 DL + CLL + LL
Std Des
6.78
0.00 0.00
-137.37
540.33
. 1.00
N
2 DL + WLL
Std Des
0.31
0.00 0.00
-28.31
540.33
1.33
N
3 DL + WLR
Std Des
-2.37
0.00 0.00
71.11
540.33
1.33
N
4 D+CLL+EQL/1.4
Std Des
3.66
0.00 0.00
-95.02
540.33
1.33
N
5 D+CLL+EQR/1.4
Std Des
1.24
0.00 0.00
-3.10
540.33
1.33
N
6 DL + CLL + SLL + SLR
Std Des
6.78
0.00 0.00
-137.37
540.33
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.SOEQL
Conns
7.17
0.00 0.00
-227.80
540.33
1.70
Y
12 DL+CL+2.80EQR
Conns
-2.32
.0.00 0.00
_129.69
540.33
1.70
Y
13 DL + EWP
Std Des
-0.85
-1.48 0.00
14.37
540.33
1.33
N
14 DL + EWS
Std Des
-0.85
1.30 0.00
14.37
540.33
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"
7.500"
12.000"
Part Slope
1.000 TO 12
Conn. Plate Angle (Degrees)
4.764
Main Flange. Dimensions
Outer Flange Width
5.000"
Thickness
0.250"
Inner Flange Width
5.000"
Thickhess
0.250"
Adjacent Depth Change Information
Distance to Depth Change
201- 0.000"
101- 0.000"
Adj. P1. Angle (Degrees)
0.000
0.000
SPLICE D E S'I G N - BOLTS / SPLICE PLATE
DATE: 02/26/01 `� CADDS
TIME: 10:44 AM PAGE:S 21
----------------------------=-----------7-----------------------------------------------------------•-------------------------------
ORDER # 070096 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 60'-0" 20'-0" 20 PSF 80 MPH UBC 97 1.000 TO 12
SPLICE # 04 TYPE Interior Col to Roof Bm SUBTYPE EW Post Top Clip w/o Stif
----------------------------------------------------------------------------=------------------------------------------=-----------
S P L I C E P L A T E
PLATE TYPE FLANGE PLATE
PLATE WIDTH 5.000"
PLATE LENGTH 6.000"
PLATE THICKNESS 0.25011 -
PLATE YIELD STRESS 55.00 KSI
PLATE OFFSET 0.000"
DESIGN STRESS RATIO 0.135
CONTROLLING GOND. 3
CONTROLLING LOCATION Inner Row 1
2.750"
DIST FROM . DIST FROM
EDGE PREV ROW
1.500"
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
0.120"
SHEAR FORCE IN BOLTS
6.785
kips
CONNECTION DETAIL NO.:
E137
USE PART NO. 0543358
WITHOUT BACKER
PLATE
CAPACITY =
13.0 kips
2.750"
DIST FROM . DIST FROM
EDGE PREV ROW
1.500"
0
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:
02/26/01
CADDS
TIME:
10:44 AM
PAGES 22
-----------------------------
ORDER
# 070096 .
----------------- 7 --------------------------- ---------------------------------------------
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
60'-0" 20'-0" 20.PSF
80 MPH
UBC 97
1.000`TO
12
SPLICE
-----------------
# 04
--------------------------------------------=--------------------------------------------------------=-----------
TYPE Interior
Col to Roof Bm SUBTYPE
EW Post Top
Clip w/o
Stif
-
B O
L T L 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
fii Act.
Fv All.
it Act.
Ft All.
-----------------=------------
(Kips
per Bolt) ------------------- -----------
(Ksi)
(Ksi)
(Ksi)
(Ksi)_
ROOF
BEAM SIDE
1
Total Section is
in Compression
0:459
21.000
:0.000
43.989
2
Total Section is
in Compression
0.020
2.7.992
0.000
58.651
3
0.589
0.589
0.160
27.992
11.922
58.651
4
Total Section is
in Compression
0.247
27.992
0.000
58.649
5
Total Section is
in Compression
0.083
27.992
;0.000
58.651
6
Total. Section is
in Compression
0.459
21.000
0.000
43.989
7
Category3
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 riot
apply.to Splice Design.
10
Category 4
Load Combination - Does not
apply to Splice Design.
11
Total Section is
in Compression
0.484
23.204
0.000
56.090
12
0.577
0.577
0.156
23.204
1.882
56.099
13
0.2,12
0.212
1.208
27.992
0.691
58.597
14
0.212
0.212
1.058
27.992
0.691
58.610
0
MAIN WEB 3.1
0.120
)00"
1.500"
1
-+------------- -
o N
N
N
•-=...
"V.......
0
------V"------
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: 02/26/01
CADDS
TIME: 10:44 AM
I
PAGES 23
-----------------
ORDER # 070096
-----------------------------------------------------------------------------------------------------------------
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
60'-0"
20'-0"
20 PSF
80 MPH
UBC 97 1:000 TO
12
SPLICE # 04
-----------------------------------------------------------------------------------------------------------------------------------
TYPE Interior Col
to Roof
Bm
SUBTYPE :,
EW Post Top Clip W/o Stif
ROOF BEAM
BOLTS: 0.625" DIA
A325 NO WASHERS
USE EXIST. FLG.:
5.000" X 0.250"
TOP CLIP DETAIL: E137
+-
2.750"-+
-+---------+---
-------
"
V -------------V"-------
1.500"
W
.
I
W
I
-+---
o
W o
MAIN WEB 3.1
0.120
)00"
1.500"
1
-+------------- -
o N
N
N
•-=...
"V.......
0
------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 O R M A
T I O N
DATE: 02/26/01
CARDS
TIME: 10:44 AM
PAGE:S
24
----------------------------------------------------------------------------------------------=-------------=----------=-----------
ORDER # 070096 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
60'-0"
20'-0"
20 PSF 80 MPH
UBC 97
1.000 TO 12
SPLICE # 04
-----------------------------------------------------------------------------------------------------------------------------------
TYPE Interior
Col to Roof
Bm
SUBTYPE
EW Post'Top Clip w/o Stif
W E
B P L A
T E S
------------------
MAXIMUM STRESSES ---- --------------
DESCRIPTION
PART NO.
SIZE
-- SHEAR ---
- TENSION -
COMPRESSION
CSR
LOAD
T X
W X
OL X
IL ACT. ALLOW
ACT. ALLOW
ACT. ALLOW
COND
-------- -----
Inches
--------------
(Ksi) (Ksi)
(Ksi) (Ksi)
(Ksi) (Ksi)
ROOF BEAM SIDE
Main Web
0.120
0.78 22.00
3.28 43.99
9.39 49.50.
0.189
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 Inner Flange
6.000"
1/8" 1/8"
0.38
0.03 6.33
0.061
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: 02/26/01 CADDS
TIME: 10:44 AM PAGE:S 47
---------------------------------------=-----------------------------------------------------------------------------=-------------
ORDER # 070096 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 60'-0" 20'-0" 20 PSF 80 MPH UBC 97 1.000.TO 12
SPLICE # 09 TYPE : Ridge SUBTYPE : O/I Extens - Comp Bm
-----------------------------------------------------------------------------------------------------------------------------------
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 0.15 -0.01 58.74 1.00 N
2 DL + WLL Std Des -0.05 0.43 -6.68 1.33 N
3 DL + WLR Std Des -0.12 -0.41 -6.68 1.33 N
4 D+CLL+EQL/1.4 Std Des 0..09 0.38 22.13 1.33 N
5 D+CLL+EQR/1.4 Std Des 0.03 -0.38 22.13 1.33 N
6 DL + CLL + SLL + SLR Std Des 0.15 -0.01 58.74 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+2.80EQR 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 .-1.07 0.10 -3.80 1.33 N
14 DL + EWS Std Des -1.07 0.10 -3.80 1.33 N
P A R T D I M E N S I O N S
Left Right
Roof Beam Roof Beam
Dimensions at Connection
Flg. to Flg. Dimension 12.000" 12.000"
Part Slope 1.000 TO 12 1.000 TO 12
Conn. Plate Angle (Degrees) 4.764 4.764
Adjacent Depth Change Information
Distance to Depth Change 301- 0.000" 301- 0.000"
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: 02/26/01
--CADDS
TIME: 10:44 AM
.: PAGE:S 48
--------------------------------------------------------------------------------------7------------------------------7-------------
ORDER # 070096 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
60'-0"
20'-0"
20 PSF
80 MPH
UBC 97
1.0001TO 12
SPLICE # 09
--------------------------=-----------------------------------------------------------
TYPE
Ridge
SUBTYPE
=---------
O/I Extens -
------------------------
Comp Bm•
-----------
S P L I C E
P L A
T E
BOTH SIDES
PLATE TYPE
STANDARD
PART NUMBER
0042866
ORIENTATION
NORMAL
PLATE WIDTH
6.000"
PLATE LENGTH
16.750"
PLATE THICKNESS
0.375"
PLATE YIELD STRESS
55.00 KSI
PLATE OFFSET
2.375"
DESIGN STRESS RATIO
0.989
CONTROLLING GOND.
-50%
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 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 O W A B L
E S
DATE:
02/26/01
CADDS
TIME:
10:44 AM
-------------------------------------=---------------------------------------------------------------
PAGES 49
----------------------------=-
ORDER
# 070096 .
BUILDER - NORTH
VALLEY READY MIX
IBLDR 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
60'-0"
20'-0" 20 PSF
80 MPH
UBC 97
1'.000
TO 12
SPLICE # 09
-
--------------------------------------------------------------------------------------------------------------
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 3-1
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)
LEFT
ROOF BEAM SIDE
-50%
10.767
0.000
0.000
21.000
35.095,.
44:000
+50%
0.000
10.800
0.000
21.000
35.205
;'-.44.000
1
0.000
2.240
0.000
21.000
7.303
44:000
2
0.276
0.000
0.347
27.992
0.899
_:, 58.647
3
0.275
0.000
0.337
27.992
0.899
586647
4
0.000
0.844
0.315
27.992
2.752
58.648
5
0.000
0.844
0.304
27.992
2.751
58.648
6
0.0002.240
0.000
21.000
.7.303.
44.000
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
0.400
0.139
0.010
27.992
1.303
58.651
14
0.400
0.139
0.010
27.992
1.303
58.651
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
iv Act.
Fv All.
ft Act.
Ft A11:
------------------------------
(Kips per Bolt)
------------------------------
(Ksi)
(Ksi)
(Ksi)
(Ksi)
RIGHT
ROOF BEAM SIDE
-50%
10.767
0.000
0.000
21.000.
35.095
44.000
+50%
0.000
10.800
0.000
21.000
35.205
44.000
1
0.000
2.240
0.000
21.000
7.303
44.000
2
0.276
0.000
0.347
27.992
0.899
58.647
3
0.275
0.000
0.337
27.992
0.899
58.647
4
0.000
0.844
0.315
27.992
2.752
58.648
5
0.000
0.844
0.304
27.992
2.751
58.648
6
0.000
2.240
0.000
21.000
7.303.
44.000
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
0.400
0.139
0.010
27.992
1.303
58.651
14
0.400
0.139
0.010
27.992
1.303'
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 i
DATE: 02/26/01 CADDS
TIME: 10:44 AM PAGE:S 50
----------------------------------------------------------------------'=-----------------------------------------------=------------
ORDER # 070096 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) I(WIND) (CODE/YEAR) (SLOPE)
DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 60'-0" 20'-0" 20 PSF 80 MPH UBC 97 1:000 TO 12
SPLICE # 09 TYPE Ridge SUBTYPE 0/I Extens - Comp Bm
----------------------------------------------------------------------------------------------------------------------=------------
SPLICE PLATE 0042866 LEFT ROOF BEAM SIDE --> <-- RIGHT ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS
6.000" X 16.750" X 0.375"
+- 2.750"-+
+---------+-------------------------------- ---+-
1.125"
2.375" I I 2.375"
-i--- 0 O
OUTSIDE FLANGE
0.250 X 5.000
MAIN WEB
0.120
INSIDE FLANGE
0.250 X 5.000
12.042"
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
0 0
12A
OUTSIDE FLANGE
0.250 X 5.000
142"
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
-50%
DATE: 02/26/01
X 5.000
2.333
17.34
33.00
14.72 49.50
0.525-
CADDS
TIME: 10:44 AM
X 5.000
2.375
17.29
33.00
14.77' 49.50
0.524
PAGES 51
---------------------------=------------------------------------------------------------------------------------------=------------
ORDER # 070096 BUILDER - NORTH
VALLEY READY
MIX.
2.333
BLDR ORDER # 01-07
33.00
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
60'-0"
20'-0"
20 PSF 80 MPH
UBC 97
1.000 TO 12
CSR
SPLICE # 09
---------------------------------------------------------------------------------------------------------------=-------------------
TYPE :
Ridge
X IL
ACT. ALLOW
SUBTYPE :
0/I Extens -
Comp Bm
COND
-------------
Inches --------------
F L
A N G E P
L A T E S
(Ksi)
(Ksi) (Ksi)
0.120
0.30 29.33
Q. 00
-----------
MAXIMUM STRESSES
-----------
LOCATION DESCRIPTION
PART NO.
SIZE
0.30 29.33
DIST FROM
- TENSION -
COMPRESSION
CSR LOAD'-
+50%;
T X
W
X L
EDGE
ACT. ALLOW
ACT. ALLOW
COND
--------
Inches
---------
(In.)
(Ksi) (Ksi)
(Kai) (Ksi)
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 5.000
2.375
17.29
33.00
14.77. 49.50
0.524
-50%
0.250
X 5.000
2.333
17.34
33.00
14.72 49.50
0.525-
+50%
0.250
X 5.000
2.375
17.29
33.00
14.77' 49.50
0.524
-50%
0.250
X 5.000
2.333
17.34
33.00
14.72 49.50
0.525
+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 --------------
(Ksi) (Ksi)
(Ksi)
(Ksi)
(Ksi) (Ksi)
0.120
0.30 29.33
Q. 00
33.00
14.25 49.50
0.287
+50%
0.120
0.30 29.33
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
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"
4.42
8.25
0.536
-50%
YES
3/16" 3/16"
4.44
8.25
0.538
+50%
Main Web
Web to Splice Plate 1/8" 0.04 2.47 0.014 2
S P LI C E
D E S I G N - W E
L D I N F O R M A T I.0
N
DATE: 02/26/01
CARDS
TIME: 10:44 AM
PAGE:S
52
-----------------------------------------------------------------------------------------------------------------------=-----------
ORDER # 070096 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
60'-0" 20'-0"
20 PSF 80 MPH UBC 97
1.000 TO 12
SPLICE # 09
------------------------7---------------------------------------------------------------------------------------7------------------
TYPE Ridge
SUBTYPE 0/I
Extens - Comp Bm
W E L D I N F O R
M A T I O N
LEFT ROOF BEAM.SIDE
W E B P L A
T E S
DESCRIPTION
-------------------------
WELD SIZE
-------------------------
--------
MAXIMUM STRESSES
--------
LENGTH -
---- FILLET ------------
PENETRATION ---------
TENSION
SHEAR ALLOW
CSR
LOAD
Near S. Far S. Near
Side Far Side
Win)
(k/in) Win)
GOND
Main Web
Web to Splice Plate
1/8"
0.04 2.47
0.014
2
W E L D I N F O R
M A T I O N
RIGHT ROOF BEAM SIDE
F L A N G E P L
A T E S
DESCRIPTION
FULL
------------------- WELD
SIZE -------------------
--------
MAXIMUM STRESSES
--------
STRENGTH
---- FILLET ------- - -----
PENETRATION --------=
TENSION
SHEAR ALLOW
CSR
LOAD
Out Face In Face Out
Face In Face
(k/in)
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"
4.44
8.25
0:538
+50%
W E L D I N F O R
M A T I O N
RIGHT 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" 0.04 2.47 0.014 2
S P
L I C E D E S I
G N
DATE: 02/26/01
CADDS
TIME: 10:44 AM
,PAGE:S 53
ORDER # 070096
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
60'-0" 20'-0"
20 PSF
80 MPH UBC 97
1:•000 ;TO 12
RUN OPTIONS AND INFORMATION
SOURCING PLANT 04 - VISALIA
QUANTITY OF LIKE FRAMES O1
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 I GROUP INFORMATION ASSEMBLY INFORMATION
NUM NUM NUM Description NUM Connection Plate Opt NUM Stiffener Opt Weld Opt
-- --- ----------------=------ + ------------------------------- +-------- -- ----------------- ------------=-----------
1
S P L I C E
D E S I G N -
C 0 V E R
S H E E T
Analysis Only
-
DATE: 02/26/01
2
Knee Splice
146
Optimization w/ Std Plates,
3
CADDS
TIME: 10:44 AM
Pinned Base Plate
145
Analysis Only
4
04
PAGE:S 54
=
-----------------------------------------------------------------------=---------------------------------------------
ORDER # 070096
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
60'-0" 20'-0"
20 PSF
80 MPH UBC 97
1.000 TO
12
RUN OPTIONS AND INFORMATION
SOURCING PLANT 04 - VISALIA
QUANTITY OF LIKE FRAMES O1
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 I GROUP INFORMATION ASSEMBLY INFORMATION
NUM NUM NUM Description NUM Connection Plate Opt NUM Stiffener Opt Weld Opt
-- --- ----------------=------ + ------------------------------- +-------- -- ----------------- ------------=-----------
1
01
1
Pinned Base Plate
145
Analysis Only
2
01
2
Knee Splice
146
Optimization w/ Std Plates,
3
04
1
Pinned Base Plate
145
Analysis Only
4
04
2.
Knee Splice
146
.Optimization w/ Std Plates
5
02
1
Ridge
141
Optimization w/ Std Plates
OV81318 01 Full Optimization Design w/ Combined Welds
OV81318 02 Full Optimization Design,w/ Combined Welds
OV81320 01 Full Optimization Design w/ Combined Welds
OV81318 01 Full Optimization Design w/ Combined Welds
OV81318 02 Full Optimization Design w/ Combined Welds
OV81320 01 Full Optimization Design w/ Combined Welds
OV81320 02 Full Optimization Design w/ Combined Welds
OV81320 02 Full Optimization Design w/'Combined Welds
Column
Dimensions at Connection
Flg. to Flg. Dimension 8.500"
Offset from Structure Line 1.000"
Adjacent Depth Change Information
Distance to Depth Change 17'-10.028"
Flg. to Flg. Dimension 24.000"
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:
02/26/01
CADDS
TIME:
-----------------------------------------------------------------------------------------=----------------------------==-----------
10:44 AM
PAGE:S 55
ORDER
# 070096 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
60'-0" 20'-0"
20 PSF 80
MPH UBC 97
1.000 TO 12
SPLICE
-----------------------------------------------------------------------------------------------------------------------------------
# 01
TYPE
Pinned Base
Plate
SUBTYPE
No Ext SW
Pin - S Nuts
LOAD
DESCRIPTION
DESIGN
AXIAL
SHEAR X SHEAR Y
STRESS MEMBER
NO
CATEGORY
-- -.--
(kips)
-------
(kips) (kips)
--------------
FACTOR STRENGTH
------ --------
.1
DL + CLL + LL
Std Des
12.95
-5.01 0.00
1.00 N
2
DL + WLL
Std Des
-3.48
3.71 0.00
1.33 N
3
DL + WLR
Std Des
-1.37
-1.36 0.00
1.33 N
4
D+CLL+EQL/1.4
Std Des
5.02
-1.23 0.00
1.33 N
5
D+CLL+EQR/'1.4
Std Des
6.16
-3.05 0.00
1.33 N
6
DL + CLL + SLL + SLR
Std Des
12.95
-5.01 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.SOEQL
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.SOEQR
Conns
Category 2
Load Combination -
Does not apply
to this Splice Type.,
13
DL + EWP
Std Des
-2.64
-0.44 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 8.500"
Offset from Structure Line 1.000"
Adjacent Depth Change Information
Distance to Depth Change 17'-10.028"
Flg. to Flg. Dimension 24.000"
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: 02/26/01
CADDS
TIME: 10:44 AM
=---------------------------- '---------------------------------------------.-------------------------------------------=------------
PAGE:S 56
ORDER # 070096 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
60'-0"
20'-0"
20 PSF
80 MPH
UBC 97
1.000 TO 12
SPLICE # 01 TYPE Pinned Base
---- ---------------------------------------------------------------------------------------------------------------
Plate
SUBTYPE
No Ext SW
Pin - S Nuts
S P L I C E
P L A
T E
PLATE TYPE STANDARD
PART NUMBER 003640.1
ORIENTATION NORMAL
PLATE WIDTH 9.000"
PLATE LENGTH 9.000"
PLATE THICKNESS 0.500"
PLATE YIELD STRESS 55.00 KSI
PLATE OFFSET 0.500"
DESIGN STRESS RATIO 0.205
CONTROLLING GOND. 1
CONTROLLING LOCATION 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
BOLT
# BOLTS DIST
FROM
DIST FROM
ROW IN ROW EDGE PREV ROW
ROW
IN ROW
EDGE
PREV ROW
OUTER 1 2 2.500"
INNER 1
2
2.500"
C O N C R E T E S T R E S S E S
MIN. DESIGN FOOTING SIZE
121.000
( In**2 )
CONCRETE STRENGTH
3.000
KSI
CONTROLLING LOAD GOND. NUMBER
1
ACTUAL ULTIMATE CONCRETE STRESS
0.256
KSI
FACTORED ULT. ALLOW. CONCRETE STRESS
1.870
KSI
CONCRETE STRESS RATIO
0.137
_
S P L I C E D E S I G N - B 0 L T L 0 A D S
/ A L
L O W A B L
E S
DATE:
02/26/01
CADDS
TIME:
10:44 AM
-=-
PAGE:S 57
------------------
ORDER
-----------=
# 070096
---------------------------------------------------------------------------------------
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 60'-0" 20'-0" 20 PSF
80 MPH
'UBC 97
1:000
TO 12
SPLICE
-----------------------------------
# 01
TYPE : Pinned Base Plate SUBTYPE :
----------------------------------------------------------------------------------
No Ext SW
Pin -
S Nuts
-------
-------
B O L T L 0 A D S / F, 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
iv 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
0.869.
0.870
1.181
13.329
1.107
26.659
3
0.341
0.342
0:433
13.329
0.435
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
0.659
0.659
0.140
13.329
0.840
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
2.500"
FFFFFFFFFFFFFFFFFFFFFFF
DATE: 02/26/01
W
-+---
o W 0
CARDS
TIME: 10:44 AM
----------------------------------------------
=-----------------------------------------------------------------------------------
W
W
PAGES 58
ORDER # 070096 'BUILDER - NORTH VALLEY READY
MIX
W
BLDR ORDER
# 01-07
W
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)
W
DESIGN SYSTEM FRAME # 2
DESCRIPTION LRF
60'-0"
20'-0"
20 PSF
80 MPH
UBC 97
1.000 TO
12
SPLICE # 01
---------- 1
TYPE : Pinned. Base
Plate
SUBTYPE
W
No Ext SW
Pin -.S Nuts
W
PLATE 0036401
W
COLUMN
BOLTS: 1.000" DIA
A307 NO WASHERS
9.000" X 9.000"
X 0.500"
W
W
+- 4.000"-+
0.50011 ----+---------+---
-----------------------------
OUTSIDE FLANGE
2.500"
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
9.00.0"
W
MAIN WEB
4.000"
W
0.120
W
W
W
W
W
W
W
W
is
W
W
W
W
W
W
W
W
-+---
0 W 0
2.500"
W
INSIDE FLANGE
I
FFFFFFFFFFFFFFFFFFFFFFF
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: 02/26/01
P L A T E S
------------------------- WELD
SIZE -------------------------
•CADDS
TIME: 10:44 AM
--------- PENETRATION ---------
TENSION SHEAR,ALLOW CSR
LOAD
Near S. Far S.
-
PAGES
59
--------------------------------------------------
ORDER # 070096 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
btSCRIPTION LRF
60'-0" 20'-0"
20 PSF 80 MPH
UBC 97
1.000 TO 12
SPLICE # 01
--------------------------------------------------
TYPE : Pinned Base
Plate
---------------=---------------------------------------------------=-------------
SUBTYPE :
No Ext SW Pin
- S Nuts
F L A N G E P L
A T E S
----------- MAXIMUM STRESSES
-----------
LOCATION DESCRIPTION
PART NO.
SIZE
DIST FROM
- TENSION -
COMPRESSION
CSR
LOAD
T X
W X L
EDGE
ACT. ALLOW
ACT. ALLOW
COND
--------
Inches ---------
(In.)
(Ksi) (Ksi)
(Ksi) •(Ksi)
COLUMN SIDE
OUTER 1 Main Flange
0.250 X
6.000
0.500
0.63 43.99
3.27 49.50
0.065'
1
INNER 1 Main -Flange
0.250 X
6.000
0.000
0.42 43.99
3.27 .49.5 0
0.065
1
W E B P L A
T E S
------------------
MAXIMUM STRESSES -------------
------
DESCRIPTION
PART NO.
SIZE
-- SHEAR ---
- TENSION - '
COMPRESSION
CSR
LOAD
T X
W X OL X
IL ACT. ALLOW
ACT. ALLOW
ACT. ALLOW
COND
- Inches --------------
(Ksi) (Ksi)
(Ksi) (Ksi)
(Ksi) '(Ksi)
COLUMN SIDE
Main Web
0.120
5.22 22.00
2.11 43.99
3.27 49.50
0.237
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 (k/in)
Win) Win)
COND
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
1/8"
0.16 3.71 .0.043 2
1/8"
0.10 3.71 0.029
2
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
1/8" 1/8"
0.63 ' 3.71 0.169
1
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: 02/26/01 CADDS
TIME: 10:44 AM 'PAGE:S 60
-----------------------------------------------------------------------------------------------------------------------------------
ORDER # 070096 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 60-0" 20'-0" 20 PSF 80 MPH UBC 97 1.000 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% MOMENT CAPACITY Std Des 0.00 0.00 -579.02 1.00 N
+50% MOMENT CAPACITY Std Des 0.00 0.00 579.02 1.00 N
1 DL + CLL + LL Std Des 12.70 -5.02 973.45 1.00 N
2 DL + WLL *Std Des -3.79 0.92 459.11 1.33 N
3 DL + WLR Std Des -1.66 0.38 -111.48 1.33 N
4 D+CLL+EQL/1.4 Std Des 4.77 -1.28 -229.19 1.33 N
5 D+CLL+EQR/1.4 Std Des 5.91 -3.00 -600.14 1.33 N
6 DL + CLL + SLL + SLR Std Des 12.70 -5.02 -973.45 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.BOEQL Conns 3.13 1.22 306.63 1.70 Y
12 DL+CL+2.BOEQR Conns 7.55 -5.49 -1135.97 1.70 Y
13 DL + EWP Std Des -2.93 2.00 153.04 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 24.000" 16.000"
Part Slope 1.000 TO 12
Conn. Plate Angle (Degrees) 0.000 0.000
Offset from Structure Line 1.000" 0.125"
Main Flange Dimensions _
Outer Flange Width 6.000"
Thickness 0.250"
Inner Flange Width 6.000"
Thickness 0.313"
Adjacent Depth Change Information
Distance to Depth Change 171-10.028" 281- 0.329"
Flg. to Flg. Dimension 8.500" 16.000"
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: 02/26/01
CADDS
TIME: 10:44 AM
PAGES 61
---------- ---------------------------------------------------
ORDER # 070096 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 60'-0"
20'-0"
20 PSF
80 MPH
UBC 97
1.000 TO 12
SPLICE .# 02 TYPE
-----------------------------------------------------------------------------------------------------------==-----------=--.--------
Ext Col - Roof Beam Knee
SUBTYPE
No Extens -
Horii w/EndF
S P L I C E P L A
T E
BOTH SIDES
PLATE TYPE
STANDARD
PART NUMBER
0042918
ORIENTATION
NORMAL
PLATE WIDTH
8.000"
PLATE LENGTH
24.875"
PLATE THICKNESS
0.500"
PLATE YIELD STRESS
55.00 KSI
PLATE OFFSET
0.875"
DESIGN STRESS RATIO
0.617
CONTROLLING GOND.
1
CONTROLLING LOCATION Side 2
Outer Row 1
B O L T I N F O R M A T I
O N
BOLT DIAMETER 0.750"
BOLT GAGES
- INNER:
3.250"
BOLT TYPE A325
WASHERS NO
BOLT # BOLTS DIST FROM
DIST FROM
BOLT
# BOLTS DIST
FROM
DIST FROM
ROW IN ROW EDGE
PREV ROW
ROW
IN ROW
EDGE
PREV ROW
OUTER 1 2 2.815"
INNER 2
2
5.500"
3.500"
OUTER 2 2 6:375"
3.500"
INNER 1
2
2.000"
WE
B S H E A R
NO STIFFENERS ARE REQUIRED FOR
WEB SHEAR
t
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:
02/26/01
CADDS
TIME:
10:44 AM
PAGES 62
-----------------------------------------------------------------------------------------------------------------------------------
ORDER
# 070096
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 60'-0"
20'-0"
20 PSF
80 MPH
UBC 97
1.000 TO 12
SPLICE # 02
-------------=------------------------------------------------------------=-------------------7------------------------------------
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)
(Ksi)
(Ksi)
(Ksi)
COLUMN SIDE
-50%
8.601
6.201
0.000
0.000
0.000
21.000
19.468
44.000
+50%
0.000
0.000
6.201
8.601
0.000
21.000
19.468
44.000
1
12.717
8.816
0.000
0.000
1.419
21.000
28.785
43.899
2
0.000
0.000
5.406
7.349
0.259
27.992
16.635
58.649
3
1.889
1.409
0.000
0.000
0.107
27.992
4.276
58.651
4
2.754
1.855
0.000
0.000
0.360
27.992.
6.235
58.647
5
8.101
5.676
0.000
0.000
0.849
27.992
18.338'
58.625
6
12.717
8.816
0.000
0.000
1.419
21.000
28.785
43.899
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
2.886
4.124
0.344
23.204
9.335
56.095
12
15.832
11.203
0.000
0.000
1.554
23.204
35.835
56.005
13
0.000
0.000
2.020
2.685
0.567
27.992
6.078
58.639
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)
ROOF
BEAM SIDE
-50%
8.606
6.326
0.000
0.000
0.000
21.000
19.480
44.000
+50%
0.000
0.000
6.111
7.996,
0.000
21.000
18.099
44.000
1
12.746
9.073
0.000
0.000
1.419
21.000
28.851
43.899
2
0.000
0.000
5.349
6.904
0.259
27.992
15.627
58.649
3
1.888
1.428
0.000
0.000
0.107
27.992
•4.274
58.651
4
2.765
1.923
0.000
0.000
0.360
27.992
16.259
58.647
5
8.116
5.827
0.000
0.000
0.849
27.992
18.371
58.625
6
12.746
9.073
0.000
0.000
1.419
21.000
28.851
43.899
7
Category 3
Load Combination -
Does not apply to
Splice
Design.
e
Category 3
Load Combination -
Does not apply to
Splice
Design.
9
Category 4
Load Combination -
Does not apply to
Splice
Design.
i
10
Category 4
Load Combination -
Does not apply to
Splice
Design.
11
0.000
0.000
2.827
3.776
0.344
23.204
8.547
56.095
12
15.853
11.475
0.000
0.000
1.554
23.204
35.884
56.005
13
0.000
0.000
2.008
2.552
0.567
27.992
5.776
58.639
0.875"
OUTSIDE FLANGE
0.250 X 6.000
STIFFENER 0030877
0.250 X 3.000 X 6.000 NS/FS
MAIN WEB
0.120
INSIDE FLANGE
0.250 X 6.000
----+---------+---
2.875"
4.375"
3.500"
13.000"
1 20.500"
3.500"
2.000"
1
-+----------
+- 3.250"-+
----------- 7-----------------
FFFFFFFFFFFEFEFEFEFEFEF
W
o W o
W
GSGSGSGSGSGW
W
o 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
o W 0
W
W
W
o W o
W
FFFFFFFFFFFFMSMSMSMSMSM
---------- :
END FLANGE
0.375 X 6.000 X 13.625
24.875"
MAIN WEB
0.188
_ MAIN STIFFENER
0.250 X 3.000•X 15.250 NS/FS
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:
02/26/01
CADDS
TIME:
10:44 AM
'PAGE:S 63,
------------------------------------------------------------------------=-------------=--------------------------------------------
ORDER
#-070096 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
60'-0" 20'-0"
20 PSF
80 MPH UBC 97
1.000 TO
12
SPLICE
---------------------------------------------
# 02
TYPE Ext Col --Roof Beam Knee
--------------------------------------------------------------------------------------
SUBTYPE
No Extens -
Horiz w/EndF
SPLICE
PLATE 0042918
COLUMN SIDE -->I<--
ROOF
BEAM SIDE BOLTS:
0.750" DIA
A325 NO.WASHERS
8.000" X 24.875"
X 0.500"
0.875"
OUTSIDE FLANGE
0.250 X 6.000
STIFFENER 0030877
0.250 X 3.000 X 6.000 NS/FS
MAIN WEB
0.120
INSIDE FLANGE
0.250 X 6.000
----+---------+---
2.875"
4.375"
3.500"
13.000"
1 20.500"
3.500"
2.000"
1
-+----------
+- 3.250"-+
----------- 7-----------------
FFFFFFFFFFFEFEFEFEFEFEF
W
o W o
W
GSGSGSGSGSGW
W
o 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
o W 0
W
W
W
o W o
W
FFFFFFFFFFFFMSMSMSMSMSM
---------- :
END FLANGE
0.375 X 6.000 X 13.625
24.875"
MAIN WEB
0.188
_ MAIN STIFFENER
0.250 X 3.000•X 15.250 NS/FS
S P L I C
E D E S
I G N -
F L A N G E A IV D
W E B P L A T E
I N F O R M
A T I O N
DATE: 02/26/01
49.50
0.291
+50%
0.250
X
CADDS
TIME: 10:44 AM
4.375
11.02
33.00
9.05
49.50
PAGE:S 64
---- --
ORDER # 070096 BUILDER - NORTH
-- ------------------------------------------------------------------------------------------
VALLEY READY MIX
BLDR ORDER # 01-07
6.000
BLDR ACCOUNT # 20-04-007-90
BLDR CONTACT - BOB PARSONS
4.53
BLDR PHONE # 530-345-7296
PROJ NAME - FTC ALMOND, INC.
ENGR GRP = Visalia
0.532
1
(TYPE)
(WIDTH) (HEIGHT)
(LIVE) (WIND)
(CODE/YEAR)
(SLOPE)
DESIGN SYSTEM FRAME # 2
DESCRIPTION LRF
60'-0" 20'-0"
20 PSF 80. MPH
UBC 97
1.000 TO 12 .
SPLICE # 02
-------------------------------------------------------------------=--------------------------------------------------=------------
TYPE
Ext Col -
Roof Beam Knee
SUBTYPE .:
No Extens -
Horii*w/EndF
23.11
49.50
0.467
F L A N GE P
L A T E S
W E
B P L A T E S
1.43 1.86.
0.775•
1
=----------
MAXIMUM STRESSES -=---------
LOCATION DESCRIPTION
PART NO.
8.25
SIZE
DIST FROM
- TENSION -
COMPRESSION CSR LOAD
--------=-------=--
. T
X W X L
EDGE
ACT. ALLOW
ACT. ALLOW COND
-- SHEAR ---
- TENSION
--------
Inches ---------
(In.)
(Ksi) (Ksi)
(Ksi), (Ksi)
COLUMN SIDE
OUTER 1 Main Flange
OUTER 2 Gusset Stiffener 0030877
INNER 1 Main Flange
ROOF BEAM SIDE
OUTER 1 End Flange
INNER 1 Main Stiffener
DESCRIPTION
COLUMN SIDE
Main Web
ROOF BEAM SIDE
Main Web
COLUMN SIDE
DESCRIPTION
OUTER 1 Main Flange
Flange to Splice Plate
OUTER 2 Gusset Stiffener
Stiffener to Splice P1
Stiffener to Web Plate
INNER 1 Main Flange
Flange to Splice Plate
PART NO.
0.250
X
6.000
33.00
0.875
4.16
33.00
14.48
49.50
0.291
+50%
0.250
X
3.000 X
6.000
4.375
11.02
33.00
9.05
49.50
0.334
1
0.250
X
6.000
MAXIMUM STRESSES
0.000
4.53
33.00
26.39
49.50
0.532
1
0.375
X
6.000 X
13.625
0.000
2.06
33.00
9.56
49.50
0.193
+50%
0.250
X
3.000 X
15.250
0.000
4.22
33.00
23.11
49.50
0.467
1
1
W E
B P L A T E S
1.43 1.86.
0.775•
1
YES
3/8"
1.15
8.25
0.140
+50t
------------------
MAXIMUM STRESSES
--------=-------=--
SIZE
-- SHEAR ---
- TENSION
-
COMPRESSION
CSR
LOAD
T X
W X
OL X IL
ACT. ALLOW
ACT.
ALLOW
ACT.'
ALLOW
''
COND
-------------
Inches ---------=----
(Ksi) (Ksi)
(Ksi)
(Ksi)
(Ksi)
(Ksi)
0.120
2.01 22.00
25.71
33.00
26.08
49.50
0.778
+50%
0.188
17.00 17.62 26.53
33.00
23.40 49.50
0.965
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
3/16" 3/16"
1.06
8.25
0.129
1
1/8" 1/8"
2.75
5.57
0.495
1
1/8"
1.43 1.86.
0.775•
1
YES
3/8"
1.15
8.25
0.140
+50t
S P L I C E
D E S I G N - W E
L D I N F 0 R -M A T I
0 N
DATE: 02/26/01
CADDS
TIME: 10:44 AM
PAGE:S
65
-----------------------------------------------------------------------------------------------------------
ORDER # 070096 BUILDER
- NORTH VALLEY READY MIX
BLDR ORDER # 01-07
BLDR ACCOUNT V,11-26-04-007-90
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
60'-0" 20'-0"
20 PSF 80 MPH UBC 97
1.000 TO 12
SPLICE # 02
-----------------------------------------------------------=-------------------------=----------------------=----------------------
TYPE Ext Col
- Roof Beam Knee
SUBTYPE No
Extens - Horii 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) (k/in)�
COND
Main Web
Web to Splice Plate
l./8" 1/8"
3.68
0.14 6.34
0.580
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"
0.79
4.18
0.191
1
End Flg to Outer Flg
1/8"
0.00
1.86
0.000
1
INNER 1 Main Stiffener
Stiffener to Splice P1
1/8"
1.05
2.78
0.379
+50%
Stiffener to Web Plate
1/8"
1.13 1.86
0.612
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
(k/in)
(k/in)'(k/in)
COND
Main Web
Web to Splice Plate
3/16" 3/16"
6.21
3.90 8.81
0.832
12
Web to End Flange
1/8"
0.59•: 1.86
0.318
+50%
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 MAR Y
DATE: 02/26/01 CARDS
TIME: 10:44 AM PAGE:S 17
----------------- -------------------------------------------------------------------------------------------------------------------
ORDER # 070096 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 60'-0" 20'-0" 20 PSF 80 MPH. UBC 97 1.000 TO 12
SPLICE # 05 TYPE : Ridge SUBTYPE . O/I Extens - Comp Bm
-------------- :
DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER
NO CATEGORY (kips) .(kips) (in -k) FACTOR STRENGTH
-------------------------------- --------------------- ------ --------
-50% MOMENT CAPACITY Std Des 0.00 0.00 -539.73 1.00 N
+50$ MOMENT CAPACITY Std Des 0.00 0.00 539.73 1.00 N
1 DL + CLL + LL Std Des 5.00 -0.42 675.58 1.00 N
2 DL + WLL Std Des -1.00 -0.78 -126.28 1.33 N
3 DL + WLR Std Des -0.86 0.95 -126.28 1.33 N
4 D+CLL+EQL/1.4 Std Des 2.08 -0.74 288.51 1.33 N
5 D+CLL+EQR/1.4 Std Des 2.18 0.41 288.51 1.33 N
6 DL + CLL + SLL + SLR Std Des 5.00 -0.42 675.58 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.BOEQL 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 -2.63 0.24 -86.73 1.33 N
P.A R T D I.M E N S I O N S
Left Right
Roof Beam Roof Beam
Dimensions at Connection
Flg. to Flg. Dimension 16.000" 16.000"
Part Slope 1.000 TO 12 1.000 TO 12
Conn. Plate Angle (Degrees) 4.764 4.764
Adjacent Depth Change Information
Distance to Depth Change 30'-. 0.000" 301- 0.000"
Flg..to Flg. Dimension 16.000" 16.000"
Adj. Pl. 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: 02/26/01
CADDS
TIME: 10:44 AM
PAGE:S 78
------------------------------------------------------=----------------------------------------------------------------------------
ORDER # 070096 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
60'-0"
20'-0"
20 PSF
80 MPH
UBC 97
1.000 TO 12
SPLICE # 05
----=------------------------------7-----------------------------------------------------------------------------------------------
TYPE :
Ridge
SUBTYPE :
O/I Extens -.Comp
Bm
S P L I C E
P L A
T E
BOTH SIDES
PLATE TYPE
STANDARD
PART NUMBER
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
0.914
CONTROLLING GOND.
-50%
CONTROLLING LOCATION Side.l
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 O A.D S
/ A L
L O W A B L
E S
DATE:
02/26/01
CADDS
TIME:
10:44 AM
PAGES 79
-----------------------------------
ORDER
# 070096
-----------------------------
BUILDER - NORTH
VALLEY READY MIX
-------------------------------------------------------------------
BLDR ORDER # 01-0.7
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
60'-01.'
20'-0" 20 PSF
80 MPH
UBC 97 1.000
TO 12 -
SPLICE
--------------------------
# 05
TYPE :
---------------------------------------------------------------------------------------------------------
Ridge
SUBTYPE
:
O/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)
(Ksi)
LEFT ROOF
BEAM SIDE
-50%
9.949
7.362
0.000
0.000
0.000
21.000
32.429
44.000
+50%
0.000
0.000
7.341
10.126
0.000
21.000
33.005
.44.000
1
0.000
0.000
8.632
12.073
0.000
21.000
39.354
44.000
2
2.443
1.827
0.000
0.000
0.350
27.992
7.963
58.647
3
2.443
1.828
0.000
0.000
0.357
27.992
7.964
58.647
4
0.000
0.000
3.686
5.156
0.231
27.992
16.808
58.649
5
0.000
0.000
3.687
5.156
0.238
27.992
16.808
58.649
6
0.000
0.000
8.632
12.073
0.000.
21.000
39.354
44.000
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
1.929
1.4.84'
0.000
0.000
,0.006
27.992
6.287
59.651
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)
RIGHT
ROOF BEAM SIDE
-50%
9.949
7.362
0.000
0.000
0.000
21.000
32.429
44.000
+50%
0.000
0.000
7.341
10.126
0.000
21.000
33.005
44.000
1
0.000
0.000
8.632
12.073
0.000
21.000
39.354
44.000
2
2.443
1.827
0.000
0.000
0.350
27.992
7.963
58.647
3
2.443
1.828
0.000
0.000
0..357
27.992
7.964
58.647
4
0.000
0.000
3.686
5.156
0.231
27.992
16.808
58.649
5
0.000
0.000
3.687
5.156
0.238
27.992
16.808
58.649
6
0.000
0.000
8.632
12.073
0.000
21.000
39.354"
44.000
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
1.929
1.484
0.000
0.000
0.006
27.992
6.287
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: 02/26/01 CADDS
TIME: 10:44 AM PAGE:S 80
---------------------------------------------------------------------------------------------------------------------=-------------
ORDER # 070096 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 60'-0" 20'-0" 20 PSF 80 MPH UBC 97 1.000 TO 12
SPLICE # 05 TYPE Ridge SUBTYPE O/I Extens - Comp Bm
--------------•---------------------------------------------------------------------------------------------------------------------
SPLICE PLATE 0037151 •LEFT ROOF BEAM SIDE --> <-- RIGHT ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS
6.000" X 20.750" X 0.375"
+= 2.750"-+
+---------+------------------------'-------- ___+_
OUTSIDE FLANGE
0.250 X 6.000
MAIN WEB
0.120
INSIDE FLANGE
0.313 X 6.000
1.125"
2.375"
3.000"
16.055"
12.500" 1
0 0
FFFFFFFFFFFFFFFFFFFFFFF
W
o 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
o W o
W
FFFFFFFFFFFFFFFFFFFFFFF
0 0
2.375"
OUTSIDE FLANGE
0.250 X 6.000
16.055"
MAIN WEB
0.120
INSIDE FLANGE
0.313 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: 02/26/01
CADDS
TIME: 10:44 AM
PAGE:S
81
-------------------------- --------------------------------------------------------------------------------------------------------
ORDER # 070096 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
60'-0" 20'-0"
20 PSF 80 MPH
UBC 97
1.0.00 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
GOND
--------
Inches -=--------
(In.)
(Ksi) (Ksi)
(Ksi) (Ksi)
LEFT ROOF BEAM SIDE
OUTER 2 Main Flange
0.250
X
6.000
2.375
17.02 33.00
24.17 49.50
0.516
-50%
INNER 2 Main Flange
0.313
X
6.000
2.320
16.29 33.00
15.82 49.50
0.494
1
RIGHT ROOF BEAM SIDE
OUTER 2 Main Flange
0.250
X
6.000
2.375
17.02 33.00
24.77 49.5;0.
0.516
-50$
INNER 2Main Flange
0.313
X
6.000
2.320
16.29 33.00
15:82 49.50
0.494
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)
LEFT ROOF BEAM SIDE
Main Web
0.120
0.47 29.33
25.58 33.00
24.21 49.50
0.774
1
RIGHT ROOF BEAM SIDE
Main Web
0.120
0.47 29.33
25.58 33.00
24.21 49.50
0.774
1
W E L D I N F O R
M A T I O N
LEFT ROOF BEAM SIDE
F L A N G E P L
A T E S
DESCRIPTION.
FULL -------------------
WELD
SIZE -------------------
-------=
MAXIMUM STRESSES
--------
STRENGTH ----
FILLET -------------
PENETRATION ---------
TENSION
SHEAR ALLOW
CSR
LOAD
Out
Face In Face Out
Face In Face Win)
Win) Win)
COND
OUTER 2 , Main Flange
Flange to Splice Plate
YES
3/16"
3/16"
4.34
8.25
0.526
-50%
INNER 2 Main Flange
Flange to Splice Plate
YES
1/411
1/4"
5.20
10.33
0.503
1
Main Web
Web to Splice Plate
1/8" 1/8"
3.07 5.57 0.551 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: 02/26/01
CADDS
TIME: 10:44 AM
PAGE:S
82
---------------------------------------------------------------------------------------------------------=-------------------------
ORDER # 070096 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
60'-0"
20'-0" 20 PSF 80 MPH UBC 97
1.000 TO 12
SPLICE # 05
-----------------------------------------------------------------------------------------------------------------------------------
TYPE : Ridge
SUBTYPE : 0/I
Extens - Comp Bm
W E L D
I N F O R M A T I O N
LEFT ROOF BEAM SIDE
W E
B P L A T E S
DESCRIPTION
-------------------------
WELD SIZE ------------------=------
--------
MAXIMUM STRESSES --------
LENGTH -
---- FILLET ---
-----=--- PENETRATION ---------
-TENSION
SHEAR ALLOW
CSR..
LOAD
Near S. Far
S. Near Side Far Side
Win)
Win) Win)
r
COND
Main Web
Web to Splice Plate
1/8" 1/8"
3.07
5.57
0.551
1
W E L D
I N F O R M A T I O N
RIGHT ROOF 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
Win)
Win) Win)
GOND
OUTER 2 Main Flange
Flange to Splice Plate
YES
3/16" 3/1611
4.34
8.25
0.526
-50%
INNER 2 Main Flange
Flange to Splice Plate
YES
1/411 1/4"
5.20
10.33
0.503
1
W E L D
I N F O R M A T I O N
RIGHT 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" 1/8"
3.07 5.57 0.551 1