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Home My WebLink About000-000-0063C CUSTOMER: FTC ALMOND, INC. LOCATION: CHICO, CA BUILDER: NORTH VALLEY BLDG SYS. BUILDING SIZE UNIT 1: 125X160X27 LRF .5:12 BMC ORDER NO.: 04-07002-1 BUILDER ORDER NO: 01-07 DESIGNER: DONALD O. GO, P.E. DATE: 2/8/01 I TABLE OF CONTENTS FRAME DESIGN: F1 FRAME CONNECTIONS: S1 Ql-O G oo BUTTE COUKTT 'BULDING DEPARTME' Mw. UNIT 1 DESIGN CRITERIA: D1 SPECIFICATIONS: 1 ROOF SECONDARIES: 5 WALL SECONDARIES: 22 ENDWALL STRUCTURALS: 26 LONGITUDINAL BRACING: 28 WALL PANEL: 30 ROOF PANEL: 31 FRAME DESIGN: F1 FRAME CONNECTIONS: S1 Ql-O G oo BUTTE COUKTT 'BULDING DEPARTME' Mw. Butler Manufacturing Company 7440 Doe Avenue BUTLER . P.O. Box 1590 ® Visalia, CA 93279-1590 (559) 651-5369 February 8, 2001 Bob Parsons 125x160x27 LRF .5:12 North Valley Building Systems FTC Almond, Inc. Chico, CA Chico, CA BMC No. 04-070092-1 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 cavy 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 So. 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. aally yo rs, d O. Go, P.E. Project Engineer t; „G dog:dda `r1 � `�� DEPARTPTT,�. DATE: 02/07/01 D E S I G N C R I T E R I A R E P O R T PD1200DDC TIME: 09:47 AM PAGE D1 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 125' 0" 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 (COLUMN SHAPE) (COLUMN KNEE) (COLUMN OFFSET) (GIRT DEPTH) LSW: TAPERED RSW: TAPERED LSW: HORIZONTAL RSW: HORIZONTAL LSW: 8" RSW: 8" LSW: 8" RSW: 8" ------------------------------------------------------------- - - -- -- ---------------------------------------------- 1. DESIGN SPECIFICATIONS I I 3. SPECIFIED DESIGN LOADS AND BUILDING CODE 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 --------------------------------------------------------------------- 3.1 BUILDING CODE: The 1997 edition of the "Uniform Building Code" by the International Conference of Building Officials (ICBO). 3.2' DESIGN LOADS Terrain Cat/Wind Exp B Dead Load 2.7 + Frame Weight Roof Live Load 20 psf Exposure of Roof Partial Exposed Rf Thermal Condition Normal Collateral Load 5.00 psf Wind Speed 80 mph Seismic Zone 3 Snow Importance Factor 1.000 , Wind Importance Factor 1.000 Seismic Importance Factor 1.000 Min County Ground Snow 0 psf Building Use Category 4 (GENERAL USE) DATE: 02/07/01 D E S I G N C R I T E R I A R E P O R T PD1200DDC TIME: 09:47 AM PAGE P2 ------------------------------------------------------------------------------------------------------------------------=----------- ORDER # 070092 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 125' 0" 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 (COLUMN SHAPE) (COLUMN KNEE) (COLUMN OFFSET) (GIRT DEPTH) --------------------------------------------------------------- LSW: TAPERED RSW: TAPERED LSW: HORIZONTAL RSW: HORIZONTAL -------------------------------------------------------------------- LSW: 8" RSW: 8" LSW: 8" RSW: 811 -7 LOADS LIVE LOAD INTERMEDIATE FRAME ENDWALL STRUCTURALS ROOF STRUCTURALS 20.0 psf FRAMES: 1, 2, 3, 4, 51 6 20.0 psf FEW 20.0 psf BAYS: 1, 2, 3, 4, 5, 6 none REW COLLATERAL LOAD INTERMEDIATE FRAME ENDWALL STRUCTURALS ROOF STRUCTURALS 5.00 psf FRAMES: 1, 2, 3, 4, 5, 6 5.00 psf FEW 5.00 psf BAYS: 1, 2, 3, 4, 5,. 6 5.00 psf REW WIND SPEED ENDWALL SIDEWALL INTERMEDIATE FRAME STRUCTURALS STRUCTURALS BRACING ROOF STRUCTURALS 80.00 mph FRAMES: 1, 2, 3, 4, 5, 6 80.00 mph FEW 80.00 mph RSW 80 mph 80.00 mph BAYS: 1,'2, 3, 4, 5, 6 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: 02/07/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 09:47 AM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 1 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 125' 0" 160' 0" ----------------------------------------------------------------------------------------------------------------------------- 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 ------ 1 DESCRIPTION 1.1 GENERAL The primary structural system consists of rigid frames designed as clear span or with interior columns as a modular rigid frame. The end frames consist of "C" Section simple beams.and posts or an H -Section modular rigid frame. Purlins and eave struts spanning between the frames support the roof panels. The wall panels span from the base to the eave and may be supported at the intermediate points by girts spanning between the frames. 1.2 RIGID FRAMES The rigid frames consist of tapered or straight welded -up plate section exterior columns and roof beams with bolted splices. For modular frames, interior columns are straight sections. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.3 END FRAMES Endwall framing has two options: (1) Light gage "C" section members composed of endwall posts and endwall roof beams. The members are fabricated from. 60 ksi minimum yield materialexcept 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: 02/07/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 09:47 AM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 2 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 125' 0" 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 3 METHOD OF ANALYSIS 3.1 RIGID FRAMES The rigid frame is designed using the stiffness analysis method. The frame is designed with pinned connections at the column bases. Modular frames with interior columns are designed with pinned connections at the column top. The indeterminate reaction analysis for this frame uses the energy method considering bending only. To account for the changing sections of the frame, summations are obtained by dividing the frame into a number of individual sections and adding the frame coefficients of these sections. 3.2 ENDWALL FRAMING Endwall framing has two options. Option 1 consists of light gage "C" section endwall roof beams designed as simple span, simple span with cantilever, or two span continuous supported by endwall posts designed as pinned end members. Option 2 consists of H -Section roof beams and posts designed as modular rigid frames with or without endwall bracing. 3.2.1 Light Gage "C" Section Option 3.2.1.1 Endwall Posts Endwall posts will be designed as pinned end members (simple span) to resist the moment -and shear caused by wind load from the tributary wall area; the axial load caused by the vertical forces (dead load, live load, uplift) from the tributary roof area; and the bending moment caused by the eccentricity of the vertical forces (roof beam attached to the endwall post flange). All roof and wall loads will be considered uniformly distributed. Except for the addition of the moment caused by the roof beam eccentricity, endwall posts will be assumed to be loaded through the shear center. The posts will be considered adequately braced against torsional-flexuraly buckling by the panels and girts. Girt locations will be considered inner and outer flange brace points. Moments and forces will, be determined in accordance with the above specifications and procedures. 3.2.1.2 Endwall Roof Beams Endwall roof beams will be designed as simple span, simple span with cantilever, or two .span continuous members. All connections will be considered to provide pinned end support. The roof beams will be designed to resist the shear and moment caused by the dead load, live load, and wind uplift applied to the tributary roof area. The endwall panel weight (1.1 psf x eave height) will be deducted from the applied uplift load. The purlin clips will brace the top and bottom flange of all roof beams. Allowable moment capacity will be computed 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: 02/07/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 09:47 AM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE. 3 ----------------------------7------------------------------------------------------------------------------------------------------- ORDER # 07009.2 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 125' 0" 160, 0" 27' 4" 20 PSF 80 MPH UBC 97 0..500:12 3.3 SECONDARY FRAMING 3.3.1 Purlins, Eave Struts, And Girts Purlins and girts may be designed as simple span or continuous beams. Eave struts are designed as simple span beams. All members are designed using the stiffness analysis method. The purlins and eave struts are designed for the shear and moment caused by live load or uplift on the tributary roof area and the axial load caused by wind on the tributary endwall area. The girts are designed for the shear and moment caused by wind pressure or suction applied to the tributary wall area. All loads are assumed uniformly distributed, but tapered and concentrated loads can be input and considered in the design. The section is .optimized for either allowable forces, moments, or live load deflection in accordance with the above listed specifications and. procedures. 3.3.2 Roof Panels Panels will be designed as continuous span members. All live or snow loads and wind pressure or suction are assumed uniformly distributed. 3.3.3 Wall Panels Panels will be designed as simple span (no girts) or continuous span (with girts) members. The panels will be designed assuming a uniformly distributed wind pressure or suction. Maximum panel spans will be developed in accordance with the above specifications and procedures. 3.4 WIND BRACING The standard wind bracing is provided by using brace rods. Alternate wall bracing can be provided by using portal frames, wind posts, or panel diaphragms. Brace rods will be designed as tension members in accordance with the applicable provisions of AISC. Rods 0.75 inch in diameter and less will have a minimum 80 ksi ultimate tensile strength. Rods larger than 0.75 inch in diameter will have a minimum 70 ksi ultimate tensile strength. Bracing design based on panel diaphragm action will require a lineal footage of full height panels determined by eave height and wind loading. DATE: 02/07/'01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 09:47 AM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 4 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 125' 0" -------------------------- 160' 0" ------------ 27' 4" ------- - - ---,---------------------------------------------------- 20 PSF 80 MPH UBC 97 0.500:12 3.4.1 Roof And Sidewall Bracing The standard wind bracing to be provided in all buildings is a parallel chord Pratt truss in the roof and "X" diagonal rod members in the wall. The rod loads are computed by summing the windward and leeward endwall post reactions which act between the ridge of the building and the strut whose load the brace rod is transferring down the roof. If more than one braced bay exists, it is assumed that the accumulated wind load is distributed equally to each braced bay. Hence the sum computed above is divided by the number of braced bays. The rod load is determined by dividing the strut load by the cosine of the angle between the strut and the brace rod. The braced bay sidewall reactions are the horizontal and vertical resolution of the load in the'sidewall rods. 3.4.2 Endwall Bracing The endwall bracing for the "C" Section endwall will be designed to resist a concentrated load at the top of the corner post equal to the wind load times the tributary sidewall area. The endwall bracing for the•H-Section endwall will be designed to act in conjunction with the rigid frame action of the frame to resist the forces caused by the wind load on the sidewalls. DATE: 02/07/01 SPAN D E S I G N D A T A R E P O R T PD120ODSN TIME: 09:47 AM 1-02-01 ROOF STRUCTURALS LEFT SIDEWALL EAVE STRUTS PAGE 5 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 125' 0" 160" 0" 27' 4" 20 PSF 80 MPH UBC 97 . 0•.500:12 SPANS AND UNIFORM LOADS( FT & PSF) +----------------------------------------------------------+ BAY SPAN LOAD LOCATION/ UNIFORM LOADS NUMBER +---------------------------------------------------------------------------------------------------------------+ WIDTH DL CLL LL WPRESS 20.88 WSUCT +------------------------------------------------- TOP TOP 2 ---------+ 1 25.50 1.96 1.7 5.0 20.0 0.0 0.0 2 27.00 1.96 1.7 5.0 20.0 0.0 0.0 3 27.00 1.96 1.7 5.0 20.0 0.0 0.0 4 27.00 1.96 1.7 5.0 20.0 0.0 0.0 5 27.00 1.96 1.7 5.0 20.0 0.0 0.0 6 25.67 1.96 1.7 5.0 20.0 0.0 0.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY END FORCES LOCATION/ NUMBER POSITION +---------------------------------------------------------------------------------------------------------------+ REAR EW 1 6.13 13.50 20.88 NO DESCRIPTION TOP TOP TOP 2 5.63 13.50 21.38 0.07 TOP TOP TOP 3 5.63 13.50 21.38 TOP TOP TOP 4 5.63 13.50 21.38 TOP TOP TOP 5 5.63 13.50 21.38 TOP TOP TOP 6 4.63 12.00 19.38 TOP 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 (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + CLL + LL -0.02. 0.07 -0.01 -0.03 2 DL + WL (S) 0.00 0.00 0.00 0.00 DATE: 02/07/01 DATA SUMMARY D E S I G N D A T A R E P O R T NUM XV PD1200DSN TIME: 09:47 AM ACT ALLOW +---------------------------------------------------------------------------------------------------- ------------------------------+ 1-02-01 ROOF STRUCTURALS 0.0 0.7 5.3 0.134 1 12.7 54.2 101.6 0.00 25.40 0.533 1 12.7 0.1 54.2 0.284 1 LEFT SIDEWALL EAVE STRUTS 2 PAGE 6 ---------------------------------------------------------------------------------------------------------=-------------------------- ORDER # 070092 BUILDER - NORTH VALLEY READY MIX 3 BLDR ORDER # 01-07 1.7 25.4 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS 13.1 25.4 BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR.GRP - Visalia COMPLEX - NO 54.9 0.292 1 (TYPE) (WIDTH) .(LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ,# 1 BLDG DESCRIPTION LRF --------------------------------------------------------------------------------------------------------------------=--------------- 125' 0" 160' 0" 27' 4" 20' PSF 80 MPH UBC 97 0.500:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT +----------------------------------------------------------------------------------------------------------------+ = CRITICAL MOMENT (IN -KIPS) BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX I IY = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +---------------------------------------------------------------------=------------------------------------------+ ACTVC = SHEAR (KIPS) AT COMBINED LOCATION 1 0540539 311-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK 2 0540539 323-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 3 0540539 323-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 4 0540539 323-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 5 0540539 323-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 6 0540539 311-4 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 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 0.7 5.3 0.134 1 12.7 54.2 101.6 0.00 25.40 0.533 1 12.7 0.1 54.2 0.284 1 1.7 25.6 2 27.0 -0.8 5.3 0.142 1 13.5 60.8 101.6 0.00 25.40 0.598 1 13.5 -0.1 60.8 0.358 1 1.7 25.4 3 27.0 -0.8 5.3 0.142 1 13.5 60.8 101.6 0.00 25.40 0.598 1 13.5 -0.1 60.8 0.358 1 1.7 25.4 4 27.0 -0.8 5.3 0.142 1 13.5 60.8 101.6 0.00 25.40 0.598 1 13.5 -0.1 60.8 0.358 1 13.1 25.4 5 0.0 0.8 5.3 0.142 1 13.5 60.8 101.6 0.00 25.40 0.598 1 13.5 0.1 .60.8 0.358 1 1.7 25.4 6 25.7 -0.7 5.3 0.135 1 12.8 54.9 101.6 0.00 25.40 0.540 1 12.8 -0.1 54.9 0.292 1 1.7 25.6 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: 02/07/01 LOAD D E S I G N D A T A R E P O R T PD120ODSN TIME: 09:47 AM 1-02-01 ROOF STRUCTURALS DL RIGHT SIDEWALL EAVE STRUTS PAGE 7 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 125' 0" 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 SPANS AND UNIFORM LOADS( FT & PSF) +----------------------------------------------------------+ BAY SPAN LOAD LOCATION/ UNIFORM LOADS NUMBER +---------------------------------------------------------------------------------------------------------------+ WIDTH DL CLL LL WPRESS WSUCT +----------------------------------------------------------+ TOP TOP 1 25.50 1.96 1.7 5.0 20.0 0.0 0.0 2 27.00 1.96 1.7 5.0 20.0 0.0 0.0 3 27.00 1.96 1.7 5.0 20.0 0.0 0.0 4 27.00 1.96 1.7 5.0 20.0 0.0 0.0 5 27.00 1.96 1.7 5.0 20.0 0.0 0.0 6 25.67 1.96 1.7 5.0 20.0 0.0 0.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY END FORCES LOCATION/ NUMBER POSITION +---------------------------------------------------------------------------------------------------------------+ REAR EW 1 6.13 13.50 20.88 NO DESCRIPTION TOP TOP TOP 2 5.63 13.50 21.38 0.07 TOP TOP TOP 3 5.63 13.50 21.38 TOP TOP TOP 4 5.63 13.50 21.38 TOP TOP TOP 5 5.63 13.50 21.38 TOP TOP TOP 6 4.63 12.00 19.38 TOP 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 (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + CLL + LL' .-0.02 0.07 -0.01 -0.03 2 DL + WL (S) 0.00 0.00 0.00 0.00 DATE: 02/07/01 DATA SUMMARY D E S I G N D A T A R E P O R T NUM XV PD120ODSN TIME: 09:47 AM ACT ALLOW +----------------------------------------------------------------------------------------------------------------------------------+ 1-02-01 ROOF STRUCTURALS 0.0 0.7 5.3 0.134 1 12.7 54.2 101.6 0.00 25.40 0.533 1 12.7 0.1 RIGHT SIDEWALL EAVE STRUTS 1.7 25.6 PAGE 8 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 BUILDER - NORTH VALLEY READY MIX 1.7 25.4 BLDR ORDER # 01-07 60.8 0.358 1 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS 60.8 0.358 1 BLDR PHONE # 530-345-7296• PROJ NAME - FTC ALMOND; INC. ENGR GRP - Visalia COMPLEX - NO -0.7 5.3 0.135 1 12.8 54.9 101.6 0.00 25.40 0.540 1 12.8 -0.1 (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------7----------------------------------------------------------------------- 125' 0" 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT +----------------------------------------------------------------------------------------------------------------+ ACTM = CRITICAL MOMENT (IN -KIPS) 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) = DISTANCE.(FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING +----------------------------------------------------------------------------------------------------------------+ ACTVC = SHEAR (KIPS) AT COMBINED LOCATION 1 0540539 311-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 2 0540539 323-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND 3 0540539 323-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 4 0540539 323-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 5 0540539 323-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 6 0540539 311-4 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 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 0.7 5.3 0.134 1 12.7 54.2 101.6 0.00 25.40 0.533 1 12.7 0.1 54.2 0.284 1 1.7 25.6 2 27.0 -0.8 5.3 0.142 1 13.5 60.8 101.6 0.00 25.40 0.598 1 13.5 -0.1 60.8 0.358 1 1.7 25.4 3 27.0 -0.8 5.3 0.142 1 13.5 60.8 101.6 0.00 25.40 0.598 1 13.5 -0.1 60.8 0.358 1 1.7 25.4 4 27.0 -0.8 5.3 0.142 1 13.5 60.8 101.6 0.00 25.40 0.598 1 13.5 -0.1 60.8 0.358 1 13.1 25.4 5 0.0 0.8 5.3 0.142 1 13.5' 60.8 101.6 0.00 25.40 0.598 1 13.5 0.1 60.8 0.358 1 1.7 25.4 6 25.7 -0.7 5.3 0.135 1 12.8 54.9 101.6 0.00 25.40 0.540 1 12.8 -0.1 54.9 0.292 1 1.7 25.6 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: 02/07/01 SPAN D E S I G N D A T A R E P O R T PD1200DSN TIME: 09:47 AM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 9. ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 125' 0" -------------- ------------------------------------------------------------------------------------------------------------------- 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 SPANS AND UNIFORM LOADS (FT & PSF) +-------------------------------------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS LOADS LAP PURLIN NUMBER DL WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE +-------------------------------------------------------------------------------------+ 1 25.50 5.00 1.7 5.0 20.0 0.0 16.5 1 25.50 5.00 1.7 5.0 20.0 0.0 12.1 3 1.00 CONTINUOUS 2 27.00 5.00 1.7 5.0 20.0 0.0 12.1 2.00 1.00 CONTINUOUS 3 27.00 5.00 1.7 5.0 20.0 0.0 12.1 1.00. 1.00 CONTINUOUS 4 27.00 5.00 1.7 5.0 20.0 0.0 12.1 1.00 1.00 CONTINUOUS 5 27.00 5.00 1.7 5.0. 20.0 0.0 12.1, 1.00 2.00 CONTINUOUS 6 25.67 5.00 1.7 5.0 20.0 0.0 12.1 1.00 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF) +------------------------------------------------------------+ BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +----------------------------------------- -------------------+ 1 25.50 5.00 1.7 5.0 20.0 0.0 16.5 2 27.00 5.00 1.7 5.0 20.0 0.0 16.5 3 27.00 5.00 1.7 5.0 20.0 0.0 16.5 4 27.00 5.00 1.7 5.0 20.0 0.0 16.5 5 27.00 5.00 1.7 5.0 20.0 0.0 16.5 6 25.67 5.00 1.7 5.0 20.0 0.0 16.5 DATE: 02/07/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 09:47 AM 1-02-01 ROOF STRUCTURALS ILEFT SLOPE PURLINS PAGE 10 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 125' 0" 160' 0" ------------------------------------------------------------------------------ 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 PURLIN BRACE LOCATIONS +--------------------------------------------------------------------------------- ---------------------- --- - - - - -+ BAY PART LENGTH LOCATION/ NUMBER MINTHK FY POSITION RAD ----------------------------------------------------------+ 1 6.13 13.50 20.88 NUMBER TOP TOP TOP 2 5.63 13.50 21.38 (IN) TOP TOP 'POP 3 5.63 13.50 7.:L . 30 TOP TOP TOP 4 5.63 13.50 21.38 8.00 TOP TOP TOP 5 5.63. 13.50 21.38 11.95 TOP TOP TOP 6 4.63 12.00 19.38 60.00 TOP 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 -0.06 0.20 -0.04 -0.08 2 DL + WL (S) 0.02 -0.07 0.01 0.03 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 0530870 335-4 8.00 0.082 0.080 60.00 2.63 0.25 1.13 1.23 11.95 2.51 2 0530870 347-4 8.00 0.082 0.069. 60.00 2.63 0.25 1.13 1'.23 11.95 2.51 3 0530870 347-4 8.00 0.082 0.073 60:00 2.63 0.25 1.13 1.23 11.95 2.51 4 0530870 347-4 8.00 0.082 0.073 60.00 2.63 0.25 1.13 1.23 11.95 2.51 5 0530870 347-4 8.00 0.082 0.069 60.00 2.63 0.25 1.13 1.23 11.95 2.51 6 0530870 335-4 8.00 0.082 0.080 60.00 2.63 0.25 1.13 1.23 11.95 2.51 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 02/07/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 09:47 AM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 11 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 ------------------------------------------------------------------------------------------------------------------------------------ 125' 0" 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 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 24.5 -2.0 6.3 0.318 1 24.5 -91.0 100.0 0.00 25.10 0.910 1 24.5 -2.0 -91.0 0.929 1 12.6 2 26.0 -1.6 6.3 ' 0.262 1 2.0 -73.1 98.6 0.00 25.10 " 0.741 1 26.0 -1.6 -73.5 0.609 1 18.9 3 26.0 -1.7 6.3 0.277 • 1 26.0 -80.0 100.0 0.00 25.10 0.800 1 26.0 -1.7 -80.0 0.717 1 18.0 4 1.0 1.7 6.3 0.277 1 1.0 -80.0 100.0 0.00 25.10 0.800 1 1.0 1.7 -80.0 0.717 1 18.0 5 25.0 -1.6 .6.3 0.267. :1. 7.5.0 -73.9 90.5 0.00 7.5.10 0.'750 1 25.0 -1.6 -73.9 0.615 1 19.0 6 1.0 2.0 6.3 0.320 1 1.0 -91.8 100.0 0.00 25.10 0.918 1 1.0 2.0 -91.8 0.944 1 12.3 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 02/07/01 START D E S I G N D A T A R E P O R T PD1200DSN TIME: 09:47 AM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 12 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 125' 0" 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 DESIGN DATA SUMMARY - WEB CRIPPLING +-------------------------------------------------------------------------------------+ BAY START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING ***** NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD +-------------------------------------------------------------------------------------+ 1 S 1.4 1.6 0.860 1 -0.1 100.0 1.40 1.60 0.000 1 1 E 4.0 7.0 0.580 1 -115.8 200.1 4.00 7.00 0.850 1 2 S 4.0 7.0 0.580 1 -115.8 200.1 4.00 7.00 0.850 1 2 E 3.6 7.0 0.510 .1. -94.1 260.1 3.60 7.U0 0.7211 1 3 S 3.6 7.0 0.516 1 -94.1 7.00.1 3.60 '7.O0 0.7211 1 3 E 3.8 7.0 0.538 1 -101.7 200.1 3.80 7.00 0.769 1 4 S 3.8 7.0 0.538 1 -101.7 200.1 3.80 7.00 0.769 1 4 E 3.6 7.0 0.517 1 -93.8 200.1 3.60 7.00 0.726 1 5 S 3.6 7.0 0.517 1 -93.8 200.1 3.60 7.00 0.726 1 5 E 4.1 7.0 0.583 1 -116.7 200.1 4.10 7.00 0.855 1 6 S 4.1 7.0 0.583 1 -116.7 200.1 4.10 7.00 0.855 1 6 E -1.4 1.6 0.866 1 0.0 100.0 -1.40 1.60 0.000 1 NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS) ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS -RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) DATE: 02/07/01 SPAN D E S I G N D A T A R E P O R T PD120ODSN TIME: 0.9:47 AM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 13 -----------------------------------------------------------------------------------------7------------------------------------------ ORDER # 070092 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 125' 0" 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 SPANS AND UNIFORM LOADS (FT & PSF) +-------------------------------------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS LAP PURLIN NUMBER DL WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE +-------------------------------------------------------------------------------------+ 1 25.50 5.00 1.7 5.0 20.0 0.0 16.5 2 1 25.50 5.00 1.7 5.0 20.0 0.0 12.1 27.00 1.00 CONTINUOUS 2 27.00 5.00 1.7 5.0 20.0 0.0 12.1 2.00 1.00 CONTINUOUS 3 27.00 5.00 1.7 5.0 20.0 0.0 12.1 1.00 1.00 CONTINUOUS 4 27.00 5.00 1.7 5.0 20.0 0.0 12.1. 1.00 1.00 CONTINUOUS 5 7.7.00 5.00 1..7 5.0 20.0 0.0 1.7..1. 1..00 7..00 CONTINUOUS . 6 25.67 5.00 1.7 5.0 20.0 0.0 12.1 1.00 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF) +------------------------------------------------------------+ BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +------------------------------------------------------ - -----+ 1 25.50 5.00 1.7 5.0 20.0 0.0 16.5 2 27.00 5.00 1.7 5.0 20.0 0.0 16.5 3 27.00 5.00 1.7 5.0 20.0 0.0 16.5 4 27.00 5.00 1.7 5.0 20.0 0.0 12.1 5 27.00 5.00 1.7 5.0 20.0 0.0 12.1 6 25.67 5.00 1.7 5.0 20.0 0.0 12.1 DATE: 02/07/01 PART D E S I G N D A T A R E.P O R T PD120ODSN TIME: 09:47 AM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 14' ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 125' 0" 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 . 0.500:12 PURLIN BRACE LOCATIONS -----------------------+ BAY PART LENGTH LOCATION/ NUMBER MINTHK FY POSITION +--------.-------------------------------------------------------------------------------------------------------+ LIP 1 6.13 13.50 7.0.88 NUMBER TOP TOP TOP 2 5.63 13.50 21.38 (IN) 1'Or 'Pop TOP 3 5.63 13.50 7.7..311 TOP TOP TOP 4 5.63 13.50 21.38 8.00 TOP TOP TOP 5 5.63 13.50 21.38 11.95 TOP TOP TOP 6 4.63 12.00 19.38 60.00 TOP 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 -0.06 0.20 -0.04 -0.08 2 DL + WL (S) 0.02 -0.07 0.01 0.03 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 0530870 335-4 8.00 0.082 0.080 60.00 2.63 0.25 1.13 1.23 11.95 2.51 2 0530870 347-4 8.00 0.082 0.069 60.00 2.63 0.25 1.13 1.23 11.95 2.51 3 0530870 347-4 8.00 0.082 0.073 60.00 2.63 0.25 1.13 1.23 11.95 2.51 4 0530870 347-4 8.00 0.082 0.073 60.00 2.63 0.25 1.13 1.23 11.95 2.51 5 0530870 347-4 8.00 0.082 0.069 60.00 2.63 0.25 1.13 1.23 11.95 2.51 6 0530870 335-4 8.00 0.082 0.080 60.00 2.63 0.25 1.13 1.23 11.95 2.51 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 02/07/01 *********** D E S I G D A T A R E P O R T PD120ODSN TIME:. 09:47 AM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 15 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 . BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007790 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 ------------------------------------------------------------------------------------------------------------------------------------ 125' 0" 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 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 24.5 -2.0 6.3 0.318 1 24.5 -91.0 100.0 0.00 25.10 0.910 1 24.5 -2.0 -91.0 0.929 1 12.6 2 26.0 -1.6 6.3 0.262 1 2.0 -73.1 98.6 0.00 25.10 0.741 1 26.0 -1.6 -73.5 0.609 1 18.9 3 26.0 -1,.7 6.3 0.7.77 1 26.0 -80.0 100.0 0.00 25.10 0.800 1 26.0 -1.7 -80.0 0.717 1 18.0 4 1. 0 1.17 6.3 0.277 1. 1..0 _00.0 3.00.0 0.00 25.:1.0 0.800 3. 1.0 1.7 -80.0 0.71.7 1 18.0 5 25.0 -1.6 G,3 0.262 _ 1. 25.0 -73.9 90.5 0.00 25.10 0.'750 1 25.0 -1.6 -73.9 0.61.5 :1 19.0 6 1.0 2.0 6.3 0.320 1 1.0 -91.8 100.0 0.00 25.10 0.918 1 1.0 2.0 -91.8 0.944 1 12.3 NOTES: XV' ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT ALLOW = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 02/07/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 09:47 AM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 16 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 125' 0" ------------------------------------------------------------------------------------------------------------------------------------ 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 DESIGN DATA SUMMARY - WEB CRIPPLING +-------------------------------------------------------------------------------------+ BAY START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING ***** NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD +-------------------------------------------------------------------------------------+ 1 S 1.4 1.6 0.860 1 -0.1 100.0 1.40 1.60 0.000 1 1 E 4.0 7.0 0.580 1 -115.8 200.1 4.00 7.00 0.850 1 2 S 4.0 7.0 0.580 1 -115.8 200.1 4.00 7.00 0.850 1 2 E 3.6 7.0 0.518 3. -94.1 7.00.1. 3.60 7.00 0.728 1 3 Fi 3.6 7.0 0.5111 1. -94.1. 700.1 3.f0 7.00 0.7211 1. 3 E 3.0 7.0 0.538 1 -1.01.7 200.1 3.00 7.00 0.76► 1 4 S 3.8 7.0 0.538 1 -101.7 200.1 3.80 7.00 0.769 1 4 E 3.6 7.0 0.517 1 -93.8 200.1 3.60 7.00 0.726 1 5 S 3.6 7.0 0.517 1 -93.8 200.1 3.60 7.00 0.726 1 5 E 4.1 7.0 0.583 1 -116.7 200.1 4.10 7.00 0.855 1 6 S 4.1 7.0 0.583 1 -116.7 200.1 4.10 7.00 0.855 1 6 E -1.4 1.6 0.866 1 0.0 100.0 -1.40 1.60 0.000 1 NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS) ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS RATIO - BENDING AND WEB'CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) DATE: 02/07•/01 SPAN D E S I G N D A T A R E P O R T PD120ODSN TIME: 09:47 AM 1-02-01 ROOF STRUCTURALS WIDTH RSW CANOPY EAVE STRUTS PAGE 17 ------------------------------------------------------------------------------------------------------------------------------------ ORDER.# 070092 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 ------------------------------------------------------------------------------------------------------------------------------------ 125' 0" 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 SPANS AND UNIFORM LOADS( FT & PSF) +----------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS NUMBER NUMBER WIDTH DL CLL LL WPRESS WSUCT +----------------------------------------------------------+ 5.63 13.50 4 27.00 1.96 1.7 5.0 26.0 0.0 34.0 5 27.00 1.96 1.7 5.0 26.0 0..0 34.0 6 . 25.67 1.96 1.7 5.0 26.0 0.0 34.0 NOT80 i MRMB1911 WRI'6111T IS '1NC1-dJD1J:1j IN ADDITION 1'0 Up:AU h0A0 6111UWN . EAVE STRUT BRACE LOCATIONS +-------------------------------------------------------------------------------------------=--=-------.---------+ BAY COMBINATIONS END FORCES LOCATION/ NUMBER +---------------------=--------+-----------------------------------------+ POSITION +----------------------------------------------------------------------.-----------------------------------------+ FRONT 4 5.63 13.50 21.38 SHEAR TOP TOP TOP 5 5.63 13.50 21.38 +------------------------------+-----------------------------------------+ TOP TOP TOP 6 4.63 12.00 19.38 DL + WL TOP 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 (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + CLL + LL 0.00 0.00 -0.02 -0.04 2 DL + WL (S) 0.00 0.00 0.02 0.04 DATE: 02/07/01 *********** SHEAR D E S I G N D A T -A R E P O R T BENDING PD120ODSN TIME: 09:47 AM SHEAR & 1-02-01 ROOF STRUCTURALS RSW CANOPY EAVE STRUTS STRUT LOAD PAGE 18 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 ------------------------------------------------------------------------------------------------------------------------------------ 125' 0" 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) 0.902 2 13.5 0.1 75.4 0.323 +----------------------------------------------------------------------------------------------------------------+ 0.0 0.0 5 0.0 0.9 1.6 BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY 2 NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) -0.9 +----------------------------------------------------------------------------------------------------------------+ 0.560 1 12.8 -58.0 70.7 0.00 4 0540499 323-4 8.00 0.096 0.086 60.00 3.50 0.31 1.38 1.61 15.98 2.94 0.0 0.0 5 0540499 323-4 8.00 0.096 0.086 60.00 3.50 0.31 1.38 1.61 15.98 2.94 6 0540499 311-4 8.00 0.096 0.080 60.00 3.50 0.31 1.38 1.61 15.98 2.94 NOTICS i MINT11K - MINIMUM 1.71Ef.3ION 'I'llICKNICgn 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 +----------------------------------------------------------------------------------------------------------------------------------+ 4 0.0 0.9 1.6 0.592 1 13.5 -63.8 70.7 0.00 26.60 0.902 2 13.5 0.1 75.4 0.323 1 0.0 0.0 5 0.0 0.9 1.6 0.592 1 13.5 -63.8 70.7 0.00 26.60 0.902 2 13.5 0.1 75.4 0.323 1 0.0 0.0 6 . 25.7 -0.9 1.6 0.560 1 12.8 -58.0 70.7 0.00 29.00 0.820 2 12.8 -0.1 67.7 0.261 1 0.0 0.0 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT ALLOW = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL'SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 02/07/01 SPAN D E S I G N D A T A R E P O R T PD1200DSN TIME: 09:47 AM 1-02-01 ROOF STRUCTURALS w NUMBER RSW CANOPY PURLINS PAGE 19 ----------------------------------------------- # 070092 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 125' 011 160' 011 27' 411 20 PSF 80 MPH UBC 97 0.500:12 SPANS AND UNIFORM LOADS (FT & PSF) +-------------------------------------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS LAP PURLIN NUMBER • WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE +-------------------------------------------------------------------------------------+ --------------------------------------------------------------------------------+ 4 5.63 13.50 21.38 4 27.00 4.46 1.7 5.0 26.0 0.0 34.0 1.00 CONTINUOUS 5 27.00 4.46 1.7 5.0 26.0 0.0 34.0 2.00 2.00 CONTINUOUS 6 25.67 4.46 1.7 5.0 26.0 0.0 34.0 1.00 CONTINUOUS NOTES i MII:M13ICR WIC10111' IS :I:NCIAJDIU) IN ADDI' .10N TO LAICAL) hOAD S11OWN . PURLIN BRACE LOCATIONS -------------------------------------+ BAY LOCATION/ NUMBER POSITION --------------------------------------------------------------------------------+ 4 5.63 13.50 21.38 TOP TOP TOP 5 5.63 13.50 21.38 TOP TOP TOP 6 4.63 12.00 19.38 TOP 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 "0.00 0.00 -0.04 -0.09 2 DL + WL I (S) 0.00 0.00 0.04 0.09 DATE: 02/07/01 PART D E S I G N D A T A R E P O R T PD120ODSN TIME: 09:47 AM 1-02-01 ROOF STRUCTURALS RSW CANOPY PURLINS PAGE 20 -7---------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 125' 0" 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 SECTION PROPERTIES (ACTUAL•FURNISHED PART) +-------------------------------------------------------------------------------=-------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) -------------+ 4 0530871 347-4 8.00 0.096 0.086 60.00 2.63 0.25 1.13 1.43 13.89 2.91 5 0530870 347-4 8.00 0.082 0.076 60.00 2.63 0.25 1.13 1.23 11.95 2.51 6 0530870 335-4 8.00 0.082 0.082 60.00 2.63 0.25 1.13 1.23 11.95 2.51 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 ------------=------------+ 4 26.0 -2.3 10.1 0.226 1 10.9 105.3 123.9 0.00 23.00 0.850 1 26.0 -2.3 -102.4 0.733 1 0.8 5 2.0 1.8 6.3 0.279 1 2.0 -85.0 98.4 0.00 25.00 0.864 1 2.0 1.8 -85.0 0.800 1 14.3 6 1.0 2.2 6.3 0.345 1 15.0 93.8 100.0 0.00 19.70 0.938 1 1.0 2.2 -93.6 0.994 1 1.7 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT ALLOW = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 02/07/01 D E S I G N D A T A R E P 0 R -T PD1200DSN TIME: 09:47 AM 1-02-01 ROOF STRUCTURALS RSW CANOPY PURLINS PAGE 21 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 : 125' 0" 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 DATA SUMMARY - WEB CRIPPLING +------------------------------------------------.-------------------------------------+ BAY START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING ***** NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD +-------------------------------------------------------------------------------------+ 4 S 1.6 2.3 0.699 1 0.0 123.9 1.60 2.30 0.000 1 4 E 4.5 8.1 0.000 1 -130.6 224.0 4.50 8.10 0.389 1 5 S 4.5 8.1 0.000 1 -130.6 224.0 4.50 8.10 0.389 3. 5 E 4.3 7.0 0.000 3. -17.0.5 200.1 4.30 7.00 0.401. 1- 6 8 4.3 11.0 0.000 1 -17.0.5 7.00.1 4.30 7.00 0.403. 3. 6 E -1.5 ' 1.6 0.950 1 0.0 100.0 -1.50 1.60 0.000 1 NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS) ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) DATE: 02/07/01 SECTION 1 D E S I G N D A T A R E P O R T LENGTH(FT) PD120ODSN TIME: 09:47 AM 1-03-01 SIDEWALL STRUCTURALS LEFT SIDEWALL GIRTS -------------- ---- Z80/0530635 335-4 PAGE 22 --------7-------------------------------------------------------------=------------------------------------------------------------- ORDER # 070092 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 ------------------------------------------------------------------------------------------------------------------------------------ 125' 0" 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 SPAN AND UNIFORM LOADS (FT & PSF) (WIND PRESURE _ 10.9 PSF / WIND SUCTION = 10.9 PSF) ------------------------------------------------------------------------------------------------------------------ GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 SECTION 4 SECTION 5 SECTION 6 LENGTH(FT) 26.00 27.00 27.00 27.00 27.00 26.00 ------------------------------------------------------------------------------------------------------------------ LOAD WIDTH / LEFT LAP / RIGHT LAP ------------------------------------------------------------------------------------------------------------------ 21.50 5.47./0.0/1..0 5.47./7.0/1..0 5.47/1..0/1..0 5.42./.1..0/1..0 5.42/1.0/2.0 5.42/1.0/0.0 15.50 7.00/0.0/1..0 '7.00/2.0/1..0 7.00/:1..0/1.,0 7.00/1.0/1.0 7.00/1.0/2.0 7.00/1.0/0.0 7.50 '1.75/0.0/1.0 7.75/2.0/1.0 '7.75/1.0/1.0 7.'75/1.0/1.0 '1.75/1.0/2.0 7.75/1.0/0.0 GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 SECTION 4 SECTION 5 LENGTH(FT) 26.00 27.00 27.00 27.00 27.00 - -------- ------------ ------- 21.50 -------------- ---- Z80/0530635 335-4 --- ------------- ----- Z80/0530635 347-4 ----- ----------- ----------- Z80/0530635 347-4 -------- ----- Z80/0530635 347-4 -------------- --------- Z80/0530635 347-4 15.50 Z80/0530635 335-4 Z80/0530635 347-4 Z80/0530635 347-4 Z80/0530635 347-4 Z80/0530635 347-4- 7.50 Z80/0530635 335-4 Z80/0530635 347-4 Z80/0530635 347-4 Z80/0530635 347=4 Z80/0530635 347-4 GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) --------------------------------------------- GIRT ELEVATION SECTION 6 LENGTH(FT) 26.00 --------------------------------------------- 21.50 Z80/0530635 335-4 15.50 Z80/0530635 335-4 7.50 Z80/0530635 335-4 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) ------------------------------------------------------------------------------------------------------------------ GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 SECTION 4 SECTION 5 SECTION 6 LENGTH(FT) 26.00 27.00 27.00 27.00 27.00 26.00 ------------------------------------------------------------------------------------------------------------------ NO BRACES FOR THIS WALL NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL DATE: 02/07/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 09:47 AM 1-03-01 SIDEWALL STRUCTURALS LEFT SIDEWALL GIRTS PAGE 23 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 125' 0" 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION SEC'T'ION 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) 0530635 Z 8.00 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) CONTINUOUS 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 24.5 -1.2 .3.3 0.378 1 10.2 -50.5 55.2 0.914 2 24.5 -1.2 -56.7 0.659 1 2 2.0 1.0 3.3 0.312 1 2.0 -45.6 77.8 0.585 1 2.0 1.0 -45.6 0.431 1 3 26.0 -1.1 3.3 0.330 1 26.0 -49.4 78.1 ' 0.633 1 26.0 -1.1 -49.4 0.501 1 4 1.0 1.1 3.3 0.330 1 1.0 -49.4 78.1 0.633 1 1.0 1.1 -49.4 0.501 1 5 25.0 -1.0 3.3 0.313 1 25.0 -46.1 77.8 0.592 1 25.0 -1.0 -46.1 0.439 1 6 1.0 1.2 3.3 0.380 1 15.4 -51.3 55.2 0.928 2 1.0 1.2 -57.2 0.670 1 DATE: 02/07/01 SECTION 1 D E S I G N D A T A R E P O R T LENGTH(FT) PD120ODSN TIME: 09:47 AM 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS Z80/0530635 335-4 PAGE 24 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 ----------------------7-----------------------------------------------=------------------------------------------------------------- 125' 0" 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 SPAN AND UNIFORM LOADS (FT & PSF) (WIND PRESURE = 10.9 PSF / WIND SUCTION = 10.9 PSF) ------------------------7----------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 SECTION 4 SECTION 5 SECTION 6 LENGTH(FT) 26.00 27.00 27.00, 27.00 27.00 26.00 ------------------------------------------------------------------------------------------------------------------ LOAD WIDTH / LEFT LAP / RIGHT LAP ------------------------------------------------------------------------------------------------------------------ 21.50 5.47../0.0/:1..0 5.42/2.0/:1.0 5.42/7..0/7..0 5.42/:1.0/]..0 5.42/1.0/2.0 5.42/1.0/0.0 15.50 '7.00/0.0/1.0 '7.00/2.0/:1.0 '7.00/1.0/:1.0 7.00/7..0/7..0 '1.00/1.0/2.0 7.00/1.0/0.0 7.50 7.75/0.0/0'.0 7.'75/0.0/0.0 7.75/0.0/2.0. 7.'75/2.0/0.0 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 SECTION 4 SECTION 5 LENGTH(FT) 26.00 27.00 27.00 27.00 27.00 --------------------------------------------------------------------------------------------------------------------------------- 21.50 Z80/0530635 335-4 Z80/0530635 347-4 Z80/0530635 347-4 Z80/0530635 347-4 Z80/0530635 347-4 15.50 Z80/0530635 335-4 Z80/0530635 347-4 Z80/0530635 347-4 Z80/0530635 347-4 ..Z80/0530635 347-4 7.50 Z80/0530873 311-4 Z80/0530635 323-4 Z80/0530635 347-4 Z80/0530635 347-4 Z80/0530635 323-4 GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) ------------------------------- - ------------- GIRT ELEVATION SECTION 6 ILENGTH(FT) 26.00 --------------------------------------------- 21.50 Z80/0530635 335-4 15.50 Z80/0530635 335-4 7.50 Z80/0530873 311-4 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 SECTION 4 SECTION 5 SECTION 6 LENGTH(FT) 26.00 27.00 27.00 27.00 27.00 26.00 ------------------------------------------------------------------------------------------------------------------ ALL 6.50 6.75 6.75 6.50 ELEVATIONS 13.00 13.50 13.50 13.00 19.50 20.25 20.25 19.50 NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL DATE: 02/07/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 09:47 AM 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS PAGE 25 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 BUILDER - NORTH VALLEY READY MIX CSRV LD BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROD NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------ # 1 BLDG DESCRIPTION LRF 125' 0" 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 LOAD COMBINATIONS -------------------------------- NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION SECTION PROPERTIES (ACTUAL FURNISHED PART) PART SHAPE DEPTH THICKNL88- FY1'LM1(3L^� RADIUS - -�TL 1PAlt EA - � 1X IY NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2)' (IN**4) (IN**4) 0530635 Z 8.00 0.060 60.00 2.63 0.25 '0.75 0.86 8.35 1.40 0530873 Z 8.00 0.067 60.00 2'.63 0.25 1.06 1.00 9.76 1.98 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) CONTINUOUS 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 24.5 -1.1 3.3 0.341 1 24.5 -51.4 78.4 0.656 1 24.5 -1.1 -51.4 0.540 1 2 2.0 0.9 3.3 0.282 1 2.0 -41.3 77.8 0.531 1 2.0 0.9 -41.3 0.353 1 3 25.0 -1.3 3.3 0.386 1 10.8 -52.2 55.2 0.944 2 25.0 -1.3 -59.6 0.720 1 4 2.0 1.3 3.3 0.386 1 16.2 -52.2 55.2 0.944 2 2.0 1.3 -59.6 0.720 1 5 25.0 -0.9 3.3 0.283 1 25.0 -41.8 77.8 0.537 1 25.0 -0.9 -41.8 0.360 1 6 1.0 1.1 3.3 0.344 1 1.0 -51.8 78.3 0.662 1 1.0 1.1 -51.8 0.549 1 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS +--------------------------------------------------------------------------------------=--------------------------------------+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD GOND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD GOND +-----------------------------------------------------------------------------------------------------------------------------+ 1 0.0 1.1 4.5 0.238 1 12.7 82.6 102.8 0.804 1 12.7 0.1 82.6 0.646 1 2 0.0 0.3 3.3 0.091 1 3.5 6.2 78.9 0.079 1 0.0 0.3 0.0 0.008 1 5 0.0 0.3 3.3 0.091 1 3.5 6.2 78.9 0.079 1 0.0 0.3 0.0 0.008 1 6 0.0 1.1 4.5 0.239 1 12.8 83.7 102.8 0.814 1 12.8 0.1 83.7 0.663 1 DATE: 02/07/01 SECTION 1 D E S I G N D A T A R E P O R T PD120ODSN TIME: 09:47 AM 1-04-01 ENDWALL STRUCTURALS FRONT ENDWALL GIRTS PAGE 26 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 ------------------------------------------------------------------------------------------------------------------------------------ 125' 0" 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 SPAN'AND UNIFORM LOADS (FT & PSF) (WIND PRESURE = 10.9 PSF / WIND SUCTION = 10.9 PSF) --------------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 SECTION 4 SECTION 5 LENGTH(FT) 25.00 25.00 25.00 25.00 25.00 --------------------------------------------------------------------------------------------------- LOAD WIDTH / LEFT LAP / RIGHT LAP --------------------------------------------------------------------------------------------------- 22.50 6.20/0.0/0.0 6.72/0.0/0.0 6.7.0/0.0/0.0 21.50 5.68/0.0/0.0 .'.60/0.0/0.0 15.50 '1.00/0.0/0.0 7.50/0.0/0.0 7.50/0.0/0.0 7.50/0.0/0.0 '1.00/0.0/0.0 7.50 7.75/0.0/0.0 7.75/0.0/0.0 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 SECTION 4. SECTION 5 LENGTH(FT) 25.00 25.00 25.00 25.00 25.00 ------------------------- 22.50 7------------------------------------------------------------=------------------------------------------ Z95/0550325 289-2 Z95/0550325 289-2 Z95/0550325 289-2 21.50 Z95/0550325 271-2 Z95/0550325 271-2 15.50 Z95/0550325 271-2 Z95/0550325 289-2 Z95/0550325 289-2 Z95/0550325 289-2 Z95/0550325 271-2 7.50 Z95/0550325 271-2 Z95/0550325 289-2 Z95/0550325 289-2 Z95/0550325 289-2 Z95/0550325 271-2 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) --------------------------------------------------------------------------------------------------= GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 SECTION 4 SECTION 5 LENGTH(FT) 25.00 25.00 25.00 25.00 25.00 --------------------------------------------------------------------------------------------------- NO BRACES FOR THIS WALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +-------------------------.-----+ 1 WIND PRESSURE 2 WIND SUCTION _.,.r,. <,F. DATE: 02/07/01 SHAPE DEPTH D E S I G N D A T A R E P O R T PD120ODSN TIME: 09:47 AM 1-04-01 ENDWALL STRUCTURALS FRONT ENDWALL GIRTS PAGE 27 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 125' 0" ------------------------------------------------------------------------------------------------------------------------------------ 160' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 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) ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***+* NUMBER XV ACTV 0550325 Z 9.50 0.082 60.00 2.75 0.25 1.13 1.37 18.38 2.79 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE 'L 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 1.1 6.9 0.152 1 12.5 79.4 83.0 0.956 2 12.5 0.1 79.4 0.229 1 2 0.0 1.1 6.9 0.152 1 12.5 -79.4 83.0 0.956 2 12.5 0.1 79.4` 0.229 1 3 0.0 1.1 6.9 0.152 1 12.5 -79.4 83.0 0.956 2 12.5 0.1 79.4 0.229 1 4 0.0 1.1 6.9 0.152 1 12.5 -79.4 83.0 0.956 2 12.5 0.1 79.4 0.229 1 5 0.0 1.1 6.9 0..152 1 12.5 -79.4 83.0 0.956 2 12.5 0.1 79.4 0.229 1 WIND DESIGN: WIND SPEED(V in mph): LONGITUDINAL BRACING DESIGN WIND EXPOSURE FACTOR: CUSTOMER: FTC ALMOND, INC DATE: 02/07/01 BUILDER: NORTH VALLEY BLDG SYSTEM DESIGNED BY: DON GO BMC ORDER #: 70092 1.3 q=0.00256(V)'2= 16.38 BLDR ORDER #: WIDTH LENGTH HEIGHT ( 0.016 125 160 27 BUILDING. LOADINGS: SEISMIC ZONE: 3 RSW(SEISMIC) BUILDING CODE: UBC ROOF LIVE/SNOW LOAD: 20 EDITION YEAR: 1997 DEAD LOAD: 4 SOIL PROFILE TYPE: SO COLLATERAL LOAD: 5 WIND DESIGN: WIND SPEED(V in mph): 80 WIND EXPOSURE FACTOR: B WIND IMPORTANCE FACTORM: 1.00 MEAN ROOF HEIGHT(H)(ft): 28.06 Ce= 0.76 Cq= 1.3 q=0.00256(V)'2= 16.38 psf P=(Ce)(Cq)gl= 16.19 psf ( 0.016 1 ksf SEISMIC DESIGN: 25.2 SEISMIC ZONE: 3 RSW(SEISMIC) SEISMIC ZONE FACTOR Z (FROM 16-1): 0.3 25.2 SEISMIC IMP. FACTORM: 1 BRACING R: 5.6 SOIL PROFILE TYPE: SO BRACIN 920 (FROM TABLE 16-N): 2.2 STRUCTURAL PERIOD: T = C, (h,) = 0.2439 (30-8) WHERE Ct = 0.020 CONTROLLING V/1.4= 0.115 W Eh=V rQ1a"= 0.500 20 p = 2 -- 1 .72 130 3) rm" AB pmax = 7 - 5> Pmfn =A -.0 U S@ p = 1.50 E = p Eh = PV = 0.172 W(30-1) FOR SIDEWALL RODS: (STRENGT- DESIGN) 0.354 W(30-2) total for building walls and at each parapet 10 psf minimum SEISMIC COEFFICIENT Ce (FROM 16-Q): 0.36 SEISMIC COEFFICIENT C„ (FROM 16-R): 0.54 V - RT W - 0.40 W (30-4) NEED NOT EXCEED: 2.5C V = FZ aI W = 0.161 W (30-5) SHALL NOT BE LESS THAN: V= 0.11 Ce I W= 0.040 W (30-6) WEIGHT (W) OF FEW= 1.4 psf WEIGHT M9 OF REW= 15 psf ROOF DEAD LOAD: 4 psf ROOF COLLATERAL LOAD: 5.0 psf 070092BRACE.xl psf TOTAL SETS ROOF LD: 9 psf 7 psf @ REW BUILDING BRACING REACTIONS BAYS BRACING LOCATION 27 H BAY SIZE V H V 1 LSW(WIND) 14.3 14.3 1 RSW(WIND) 14.3 14.3 1 LSW(SEISMIC) 25.2 25.2 1 RSW(SEISMIC) 25.2 25.2 070092BRACE.xis LONGITUDINAL BRACING DESIGN CUSTOMER: FTC ALMOND, INC DATE: 2/7/01 i. DESCRIPTION: NORTH VALLEY BLDG SYSTEM DESIGNED BY: DON GO BUILDER: 70092 BMC ORDER /: 70092 BUTLER ORDER #: ' WIND LOADING SEISMIC LOADING BAY 27 27 27 POST DIST FEW REW BAY BAY BAY BAY SPACE NO OF FROM WALL WALL POINT STRUT ROD ROD POINT STRUT ROD ROD CNTRL ROD CNTRL /LOC BAYS LSW STR HT HT HT LOAD LOAD LOAD LOAD LOAD LOAD LOAD LOAD ROD SIZE ALLOW ROD SIZE LSW 1 27.00 27.00 27.00 2.8 14.3 20.2 2.5 12.0 52.2 1 1/4 37.7/61.4 RSW 1 125 27.00 27.00 27.00 2.8 14.3 20.2 2.5 12.0 52.2 1 1/4 37.7/61.4 --p. al, wilmm ll 26 1 15.9 13.2 7/8 18.5 26 28.08 28.08 28.08 5.8 11.5 4.9 9.5 25 1 7.7 6.3 5/8 10.8 51 29.13 29.13 29.13 5.7 5.7 4.6 4.6 23 1 0.0 0.0 7/16 74 29.13 .29.13 29.13 5.7 5.7 4.6 4.6 25 1 7.7 6.3 5/8 10.8 99 28.08 28.08 28.08 5.8 11.5 4.9 9.5 26 1 15.9 13.2 .7/8 18.5 070092BRACE.xis PAGE' : 30 Shadowall ," Wall System - Panel PANI L DESIGN DATA Calo l;aied seoiion �;ode iies .a- S adDwall` wall panei materi Manual. 1,; als use the 1995 edition of A;SI design s IMPD ,ant to nD:_ that the design data reflecis the aliDwable values of the panel alone. SeCtiDn i nrouoh Panel SeeLIDn PmDeiiies ID- one =DD` D, Wi.,th rane► ueslgn ry elgnt om resslon Jutsloe ompress,on-Insloe h' aterial nioi;nes (in. l Cr I 1 (.Si) P )Ii* % 4• )i x In.�) (m.) x Ins) I I (In. ) LD 1V2. 'leBl i /'J I L�Ju I D 1 7. 14 I i I I I I i i .. -7-F ,-- z J = su:t!on D^ outs! values ShDVrTi i 2%fe ZS alloWe ' ' s _ C by sec:tJoh x'.1-3 of Life 1995 A!Jl SpeCITIC^-lion. FeSi d lri aC orcan with Se boh t= of the ? 1?g3 sdi; n D?. the .-"�;S1 OeSl7i� r„an;al. �eia” iD L`,le i�;i711-a, S reenin- InfDii,�atlD i Tor add'rLioral Oa:a!'!S. MR -24® 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. if 3/4" 24" 17' (Fluting) /— Outside Face Section Through Panel Section Properties for One Foot Y. Width 2" 12 3/8n Panel Design eighEIFy Compression on Outside Compression on Inside Material Thickne I (#/Ft) (Ys►(fcsi) Sx (in3) 1 (in4) Sx (in3) I (in4) 24 Ga. Steel 0.023 1.42.5091 60 1 0.0839 0.1259 0.0801 0.1142 22 Ga. Steel 0.0285 1.8 12.45991 50 1 0.1063 0.159 0.1063 0.156 Legend -P = Pressure on Outside .ace -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 inc;reased 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 dedu-Led 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 D E S 'I G N - CONTENTS DATE: 02/07/01 CADDS TIME: 09:42 AM pxC-- : F1 ----------------------------------------------------------- ----------------------------------------------------------------------- ORDER # 070092 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 # 7 EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .50 TO 12 1 FEW .... F 1 DESIGN FRAME # 9 LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .50 TO 12 1 01,02,03,04, .... fr34 05,06 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: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 2 --------------------------------------- ORDER # 070092 ---------------------------------------------------------------------------------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-3296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # ----------------------------------------------------------------------------------------------------------------------------------- 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97, ..500 TO 12 LEFT SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES EAVE HEIGHT = 27.001 FT. 27.001 FT. 1 TO 5 = 25.000 FT MODULUS OF ELASTICITY = 29000 KSI FRAME HEIGHT = 26.333.FT. 26.333 FT. COL. CLEAR HT. = 25.402 FT. 25.402 FT. CMX = 0.850 SLOPE (P/12.) 0.500 0.500 CMX(stepped column/no wind) a 0.950 SW R -BEAM OFFSET = 0.125 IN. 0.125 IN. CMY(pinned in minor axis) = 0.600 DIST. TO RIDGE 62.500 FT. 62.500 FT. CMY(fixed in minor axis) - 0.400 COLUMN OFFSET 8.000 IN. 8.000 IN. GIRT DEPTH w 8.000 IN. 0.000 IN. ENDWALL PURLIN DEPTH 13,600 IN. 0.000 I.N. 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 1.167 0.000 1 1 0 1 0 1 1- 2 0 0 1.50 1.00 2 1.167 25.882 0 0 0 1 0 2 2- 3 0 0 0.75 1.00 3 25.000 26.875 0 0 0 1 0 3 4- 3 Rotated 0 1 1.00 1.00 4 25.000 0.000 1 1 0 1 0 4 3- 5 0 0 0.75 1.00 5 50.000 27.916 0 0 0 1 0 5 6- 5 Rotated 0 1 1.00 1.00 6 50.000 0.000 1 1 0 1 0 6 5- 7 0 0 1.50 1.00 7 62.500 28.437 0 0 0 0 0 7 8- 7 0 0 1.50 1.00 8 75.000 27.916 0. 0 0 1 0 8 9- 8 Rotated 0 1 1.00 1.00 9 75.000 0.000 1 1 0 1 0 9 10 - 8 0 0 0.75 1.00 10 100.000 .26.875 0 0 0 '1 0 10 11 -10 Rotated 0 1 1.00 1.00 11 100.000 0.000 1 1 0 1 0 11 12 -10 0 0 0.75 1.00 12 123.833 25.882 0 0 0 1 0 12 13 -12 0 0. 1.50 1.00 13 123.833 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: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 3 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 ----------------------------------------------------------------------------------------------------------------------------------- # 7 DESCRIPTION EWDS 125'-0t1 27'-411. 20 PSF 80 MPH UBC 97 .500 TO 12 DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low sidewall in FEET. No support ID - B Base, G Girt, P Purlin, E Eave strut, O Other, O.FL Outside flange only braced L Landmark 2000 truss purlin. O -IF Outside and Inside flange braced MAJOR - Major axis brace point indicator. ( YES or NO ) O -SF Outside braced and inside Single flange brace NOTE: BRACE FORCE is the required support force (in kips) perpendicular to the flange COLUMN 1- 2 BRACE COLUMN 4- 3 BRACE COLUMN 6- 5 BRACE COLUMN 9- 8 BRACE DIST 1:1) BRACE MAJOR FORCE D1:S'1' 1:1) IIR.ACIE MAJOR FORCE DIST 3:1) BRACE MAJOR FORCE DIST ID BRUCE MAJOR FORCE 0.00 B O -IF YES 0.00 13 O -IF YES 0.00 13 O -IF YES 0.00 B O -IF YES 7.50 G O FL YES 7.50 G O -IF NO 7.50 G O -IF NO 7.50 G O -IF NO 15.50 G O -SF YES 15.50 G O -IF NO 15.50 G O -IF NO 15.50 G O -IF NO 21.50 G O -SF YES 21.50 G O -IF NO 22.50 G O -IF NO 22.50 G O -IF NO 25.40 0 O -IF YES 22.50 G O -IF NO 27.42 0 O -IF YES 27.42 O O -IF YES 27.00 E O FL NO 26.37 O O -IF YES 29.08 E NO 29.08 E NO _ 28.04 E NO COLUMN 11-10 BRACE COLUMN 13-12 BRACE ROOFBEAM 2- 3 BRACE ROOFBEAM 3- 5 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 3.92 28.92 P O -SF 7.50 G O -IF NO 7.50 G O FL YES 3.92 3.92 P O -SF 8.92 33.92 P 0 FL 15.50 G O -IF NO 15.50 G O -SF YES 8.92 8.92 P O FL 13.92 38.92 P O -SF 21.50 G O -IF NO 21.50 G O -SF YES 13.92 13.92 P O -SF 18.92 43.92 P O FL 22.50 G O -IF NO 25.40 O O -IF YES 18.92 18.92 P O FL 23.92 48.92 P O -SF 26.37 O O -IF YES 27.00 E O FL NO 23.92 23.92 P O -SF 28.04 E NO ROOFBEAM 5- 7 BRACE ROOFBEAM 8- 7 BRACE ROOFBEAM 10- 8 BRACE ROOFBEAM 12-10 BRACE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE 3.92 •53.92 P O -SF 3.92 53.92 P O -SF 3.92 28.92 P O -SF 0.00 0.00 E O FL 8.92 58.92 P O FL 8.92 58.92 P O FL 8.92 33.92 P O FL 3.92 3.92 P O -SF 11.42 61.42 P O -SF 11.42 61.42 P O -SF 13.92 38.92 P O -SF 8.92 8.92 P O FL 18.92 43.92 P O FL 13.92 13.92 P O -SF 23.92 48.92 P O -SF 18.92 18.92 P 0 FL 23.92 23.92 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 flx:l s . 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: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 4 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z flx:l s . 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 STATE = CALIFORNIA COUNTY = BUTTE (INLAND) USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP = B APPLIED LOADINGS BUILDING CODE = UBC - 1997 DEAD LOAD (DL ) = 2.700 PSF + FRAME DL COLLATERAL LOAD (CLL) = 5.000 PSF ROOF LIVE LOAD (LL ) = 20.000 PSF MIN COUNTY GROUND SNOW LOAD MIN County Rain on Snow Roof Exposure = Partially Exposed Roof Thermal Condition = Normal COEFFICIENTS TRIBUTARY LOAD LOAD FACTOR COEFF LEFT ROOF 60.00% 1.00 RIGHT ROOF 60.00% 1.00 NET ROOF LOAD (PSF) 12.00 12.00 = 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR = 0.0 PSF F R A M E D E S I G N - L O A D S U M M A R Y DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 5 -------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" ----------------------------------------------------------------------------------------------------------------------------------- 27'-4" 20 PSF SO MPH UBC 97 .500 TO 12 . GENERAL BUILDING INFORMATION DESIGN BAY = 13.250 FT. TOTAL BUILDING LENGTH = 160.000 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 SNDWALL ST1WAL 2GS'L'.L :1..1.7. PSF BUILDING USE AND LOCATION STATE = CALIFORNIA COUNTY = BUTTE (INLAND) USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP = B APPLIED LOADINGS BUILDING CODE = UBC - 1997 DEAD LOAD (DL ) = 2.700 PSF + FRAME DL COLLATERAL LOAD (CLL) = 5.000 PSF ROOF LIVE LOAD (LL ) = 20.000 PSF MIN COUNTY GROUND SNOW LOAD MIN County Rain on Snow Roof Exposure = Partially Exposed Roof Thermal Condition = Normal COEFFICIENTS TRIBUTARY LOAD LOAD FACTOR COEFF LEFT ROOF 60.00% 1.00 RIGHT ROOF 60.00% 1.00 NET ROOF LOAD (PSF) 12.00 12.00 = 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR = 0.0 PSF UNBALANCED SNOW•LOADS (SLL), (SLR) ,ROOF LIVE LOAD (LL ) = 20.000 PSF COEFFICIENTS LEFT ROOF RIGHT ROOF WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE COEFFICIENTS TRIBUTARY LOAD FACTOR 60.00$ 60.00% WIND FROM LEFT F R A M E D E S I G N - L 0 A D S U M M A R Y ( 12.144 PSF) = 1 DATE: 02/07/01 -0.500(SUCTION ) ENDWALL WIND PRESURE CADDS TIME: 09:42 AM ROOF -0.700(SUCTION ) ENDWALL 0.800(PRESSURE) SIDEWALL CANOPY/OVERHANG -1.200(SUCTION ) PAGE:F 6 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 ----------------------------------------------------------------------------------------------------------------------------------- # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC_ 97 .500 TO 12 UNBALANCED SNOW•LOADS (SLL), (SLR) ,ROOF LIVE LOAD (LL ) = 20.000 PSF COEFFICIENTS LEFT ROOF RIGHT ROOF WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE COEFFICIENTS TRIBUTARY LOAD FACTOR 60.00$ 60.00% LOAD NET ROOF LOAD COEFF (PSF) 1.00 12.00 1.00 3.2.00 MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT (WLR) -0.•500(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) 0.800(PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) -1.200(SUCTION ) -0.700(SUCTION ) INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 WIND FROM LEFT = 80.000 MPH ( 12.144 PSF) = 80.000 MPH ( 12.144 PSF) = 80.000 MPH ( 12.144 PSF) = 1 -0.700(SUCTION ) = ENCLOSED -0.500(SUCTION ) LOAD NET ROOF LOAD COEFF (PSF) 1.00 12.00 1.00 3.2.00 MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT (WLR) -0.•500(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) 0.800(PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) -1.200(SUCTION ) -0.700(SUCTION ) INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 WIND FROM LEFT (WLL) LEFT SIDEWALL 0.800(PRESSURE) LEFT ROOF -0.700(SUCTION ) RIGHT ROOF -0.700(SUCTION ) RIGHT SIDEWALL -0.500(SUCTION ) ENDWALL WIND PRESURE (EWP) SIDEWALLS -0.700(SUCTION ) ROOF -0.700(SUCTION ) ENDWALL 0.800(PRESSURE) SIDEWALL CANOPY/OVERHANG -1.200(SUCTION ) ENDWALL CANOPY/OVERHANG -1.200(SUCTION ) LOAD NET ROOF LOAD COEFF (PSF) 1.00 12.00 1.00 3.2.00 MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT (WLR) -0.•500(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) 0.800(PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) -1.200(SUCTION ) -0.700(SUCTION ) 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:"02/07/01 CADDS TIME: 09:42 AM PAGE:F 7 -----------------------------------7----------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS . 125'-0" ----------------------------------------------------------------------------------------------------------------------------------- 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.000% Seismic W - LEFT ROOF = 9.700 PSF Seismic W - RIGHT ROOF = 9.700 PSF SEISMIC 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 OM1EGAO DEFLECT AMPTA:F FACTOR 2.1300 Nv FACTOR a 1.000 C4' FACTOR 0.035 T FACTOR 0.418 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: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 8 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF BO MPH UBC 97 .500 TO 12 ------- 7--------------------------------------------------------------------------------------------------------------------------- LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE STR LAT LONG CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + CLL + LL 1.000 N N N Std Des 100.00 DL 100.00 CLL 100.00 LL 2 DL + WLL 1.333 N N N Std Des 100.00 DL 100.00 WLL 3 DL + WLR 1.333 N N N Std Des 100.00 DL 100.00 WLR 4 D+CLL+EQL/1.4 1.333 N N N Std Des 100.00 DL 100.00 CLL' 72.00 EQ 5 D+CLL+EQR/1.4 1.333 N N N Std Des 100.00 DL 100.00 CLL -72.00 EQ 6 PD+PC+0.70PL+2.80EQL 1.700 Y N N Axial C 3.00.00 DL 100.00 CLL 70.00 LL 280.00 EQ 7 PD+PC+0.70PL+2.808QR 1.1700 Y N N Axial C 3.00.00 DL 1.00.00 CLL 70.00 LL. -280.00 LIQ 8 0.85P(DL+CL),b2.801EQ1j 1.1100 Y N N Axial T 115.00 D11 05.00 01.14 200.00 IQ 9 0.85P(DL+CL)+2.80EQR 1.700 Y N N Axial T 85.00 DL 85.00 CLL -280.00 EQ 10 DL+CL+2.80EQL 1.700 Y• N N Conns 100.00 DL 100.00 CLL 280.00 EQ 11 DL+CL+2.BOEQR 1.700 Y N N Conns 100.00 DL 100.00 CLL -280.00 EQ 12 DL + EWP 1.333 . N N N Std Des 100.00 DL 100.00 EWP 13 DL + EWS 1.333 N N N Std Des 100.00 DL 100.00 EWS LOAD CASE (DL ) DEAD LOAD LOAD F R A M E D E S I G N - A P P L I E D L 0 A D S NO (START -END) DATE: 02/07/01 FT FT DL 2 2 - 3 UNIF CADDS .TIME: 09:42 AM DL 4 3 - 5 UNIF 25.00 50.00 PAGE:F 9 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 DL BLDR ACCOUNT # .20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 75.00 (TYPE) (WIDTH) (HEIGHT). (LIVE) (WIND) (CODE/YEAR) (SLOPE) .1.25.00 DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 JOINTS LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FT DL 2 2 - 3 UNIF 0.00 25.00 DL 4 3 - 5 UNIF 25.00 50.00 DL 6 5 - 7 UNIF 50.00 62.50 DL 7 8 - 7 UNIF 62.50 75.00 DP, 9 10 - 0 UNIF 75.00 1011.00 DL 11 12 - 10 UNIF 3.00.00 .1.25.00 LOAD CASE (CLL) COLLATERAL LOAD LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FT CLL 2 2 - 3 UNIF 0.00 25.00 CLL 4 3 - 5 UNIF 25.00 50.00 CLL 6 5 - 7 UNIF 50.00 62.50 CLL 7 8 - 7 UNIF 62.50 75.00 CLL 9 10 - 8' UNIF 75.00 100.00 CLL 11 12 - 10 UNIF 100.0.0 125.00 LOAD CASE .(LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FT LL 2 2 - 3 UNIF 0.00 25.00 LL 4 3 - 5 UNIF 25.00 50.00 LL 6 5 - 7 UNIF 50.00 62.50 LL 7 8 - 7 UNIF 62.50 75.00 LL 9 10 - 8 UNIF 75.00 100.00 LL 11 12 - 10 UNIF 100.00 125.00 X 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/F'T 0.000 1(/P'9, o . 000 1(/ P"C X 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT X 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT LOADS Y -0.036 K/FT -0.036 K/FT -0.036 K/FT -0.036 K/FT -0.036 K/FT -0.036 K/ FT LOADS Y -0.066 K/FT -0.066 K/FT -0.066 K/FT -0.066 K/FT -0.066 K/FT -0.066 K/FT LOADS Y -0.159 K/FT -0.159 K/FT -0.159 K/FT -0.159 K/FT -0.159 K/FT -0.159 K/FT Vi 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/F'T 0.000 K/F'T 4) 0.000 K/FT. 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT 6 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT 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 0 A D S DATE: 02/07/01 DIRECTION/ LABEL CADDS TIME: 09:42 AM TYPE FT FT X PAGE:F 10 --------------------------------------------------------------------------------------=-----------------------------------7-------- ORDER # 070092 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 WLL 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) 2 - 3 DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 7 . DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 K/FT LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLL 1 1 - 2 UNIF 0.00 27.00 0.1.29 K/FT 0:000 K/FT 0.000 K/FT WLL 2 2 - 3 UNIF 0.00 25.00 -0.113 K/FT 0.113 K/FT 0.000 K/FT WLL 4 3 - 5 UNIF 25.00 50.00 -0.113 K/FT 0.113 K/FT 0.000 K/FT WLL 6 5 - 7 UNIF 50.00 62.50 -0.113 K/FT 0.113 K/F'T 0.000 K/FT WLL 7 0 - 11 UNIF 62.50 '15.00 0.1.1.3 1(/ Irl' 0.1.:1.3 K/F"1' 0.000 K/FT WLL 9 1.0 - 8 UNIF '15.00 100.00 0.1:1.3 1(/ Irl, 0.1.1.3 K1111' 0.000 K/FT WLL 11 12 - 10 UNIT 100.00 125.00 0.113 K/F'1' 0.113 K/F"1' 0.000•K/FT WLL 12 13 - 12 UNIF 0.00 27.00 0.080 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLR 1 1 - 2 UNIF 0.00 27.00 -0.080 K/FT 0.000 K/FT 0.000 K/FT WLR 2 2 - 3 UNIF 0.00 25.00 -0.113 K/FT 0.113 K/FT 0.000 K/FT WLR 4 3 - 5 UNIF 25.00 50.00 -0.113 K/FT 0.113 K/FT 0.000 K/FT WLR 6 5 - 7 UNIF 62.50 -0.113 K/FT 0.113 K/FT 0.000 K/FT WLR 7 8 - 7 UNIF .50.00 62.50. 75.00 0.113 K/FT 0.113 K/FT 0.000 K/FT WLR 9 10 - 8 UNIF 75.00 100.00 0.113 K/FT 0.113 K/FT. 0.000 K/FT WLR 11 12 - 10 UNIF 100.00 125.00 0.113 K/FT 0.113 K/FT 0.000 K/FT WLR 12 13 - 12 UNIF 0.00 27.00 -0.129 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL 'NO (START -END) TYPE FT FT X Y Z LOCATION EQ 1 1 - 2 UNIF 0.00 27.00 0.003 K/FT 0.000 K/FT 0.000 K/FT EQ 2 2 - 3 CONC 0.00 0.643 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 4 3 - 5 CONC 25.00 0.643 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 6 5 - 7 CONC 50.00 0.321 KIP 0.000 KIP 0.000 IN -K Outside flange ` EQ 7 8 - 7 CONC 75.00 0.321 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 9 10 - 8 CONC 100.00 0.643 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 11 12 - 10 CONC 125.00 0.643 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 12 13 - 12 UNIF 0.00 27.00 0.003 K/FT 0.000 K,/FT 0.000 K/FT 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 DATE: 02/07/01 NO (START -END). TYPE FT FT CADDS TIME:09:42 AM 2 2 - 3 UNIF ------------------- PAGE:F 11 --------------- ORDER # 070092 ------------------------------------------------------------------------------------------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 3 - 5 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE.# 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia UNIF (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) CASP (SLR) DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 LOAD LOAD CASE (SLL) MIN SNOW LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END). TYPE FT FT X SLL 2 2 - 3 UNIF 0.00 7.5.00 0.000 K/FT SLL 4 3 - 5 UNIF 25.00 50.00 0.000 K/FT SLL 6 5 - 7 UNIF 50.00 62.50 0.000 K/FT LOAD CASP (SLR) MIN SNOW LOAD R:I:CII11' LOAD MEMBER. JOINTS LOAD DISTANCES. LABEL NO (START -END) ,TYPE FT FT X SLR 7 8 - 7 UNIF 62.50 75.00 0.000 K/FT SLR 9 10 - 8 UNIF 75.00 100.00 0.000 K/FT SLR 11 12 - 10 UNIF 100.00 125.00 0.000 K/FT LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FT X EWP 1 1 - 2 UNIF 0.00 27.00 -0.113 K/FT EWP 2 2 - 3 UNIF 0.00 25.00 -0.113 K/FT EWP 3 4 - 3 UNIF 0.00 28.04 0.000 K/FT EWP 4 3 - 5 UNIF 25.00 50.00 -0.113 K/FT EWP 5 6 - 5 UNIF 0.00 29.08 0.000 K/FT EWP 6 5 - 7 UNIF 50.00 62.50 -0.113 K/FT EWP 7 8 - 7 UNIF 62.50 75.00 0.113 K/FT EWP 8 9 - 8 UNIF 0.00 29.08 0.000 K/FT EWP 9 10 - 8 UNIF 75.00 100.00 0.113 K/FT EWP 10 11 - 10 UNIF 0.00 28.04 0.000 K/FT EWP 11 12 - 10 UNIF 100.00 125.00 0.113 K/FT EWP 12 13 - 12 UNIF 0.00 27.00 0.113 K/FT LOADS Y -0.159 K/FT -0.159 K/FT -0.159 K/FT LOADS Y -0.159 K/FT -0.159 K/FT -0.159 K/FT LOADS Y 0.000 K/FT 0.113 K/FT 0.000 K/FT 0.113 K/FT 0.000 K/FT 0.113 K/FT 0.113 K/ FT 0.000 K/FT 0.113 K/FT 0.000 K/FT 0.113 K/ FT 0.000 K/FT Z 0.000 K/FT 0.000 K/FT 0.000 K/FT Z 0.000 K/FT 0.000 K/FT 0.000 K/FT Z 0.000 K/FT 0.000 K/FT -0.243 K/FT 0.000 K/FT -0.243 K/FT 0.000 K/FT 0.000 K/FT -0.243 K/FT 0.000 K/FT -0.243 K/FT 0.000 K/FT 0.000 K/FT DIRECTION/ LOCATION DIRECTION/ LOCATION DIRECTION/ LOCATION LOAD CASE (EWS) EW WIND SUCTION LOAD F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 02/07/01 DIRECTION/ LABEL NO CARDS TIME: 09:42 AM FT. FT X Y PAGE:F 12 ---=--------------------------------------------------------------------------------------------7---------------------------------- ORDER # 070092 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 1 - BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530=345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 0.000 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIF DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 0.000 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 27.00 -0.113 K/FT 0.000 K/FT 0.000 K/FT EWS 2 2 - 3 UNIF 0.00 25.00 -0.113 K/FT 0.113 K/FT 0.000 K/FT EWS 3 4 - 3 UNIF 0.00 28.04 0.000 K/FT 0.000 K/FT 0.213 K/FT EWS 4 3 - 5 UNIF 25.00 50.00 -0.1.13 K/FT 0.113 K/IFT 0.000 K/FT 11)WS 5 6 - 5 1.1N1F 0.00 291011 0.000 1(./h'.1.' 0.000 I(/ 11"r 0.213 K/FT LAWS 6 5 - 7 UNIF 50.00 62.50 -0.7.7.3 1(/11"P 0.113 K/ IVT 0.000 K/FT EWS 7 8 - 7 UNIF 62.50 75.00 0.113 K/FT 0.113 K/FT 0.000 K/FT EWS 8 9 - 8 UNIF 0.00 29.08 0.000 K/FT 0.000 K/FT 0.213 K/FT EWS 9 10 - 8 UNIF 75.00 100.00 0.113 K/FT 0.113 K/FT 0.000 K/FT EWS 10 11 - 10 UNIF 0.00 28.04 0.000 K/FT 0.000 K/FT 0.213 K/FT EWS 11 12 - 10 UNIF 100.00 125.00 0.113 K/FT 0.113 K/FT 0.000 K/FT EWS 12 13 - 12 UNIF 0.00 27.00 0.113 K/FT 0.000 K/FT 0.000 K/FT MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 6 7 8 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 8 9 1 1 DIST (FT) 0.00 3.75 7.50 11.50 15.50 10.50 21.50 25.40 2 1 DIST (FT) 1.63 3.92 8.92 13.92 18.92 23.92 24.98 3 1 DIST (FT) 0.00 3.75 7.50 11.50 15.50 18.50 21.50 22.50 26.37 JOINTS 1 - 2 OUTER FLANGE DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12:00 3.88 ;1.2.00 3.813 12.00 3.1111 3.2.00 3.88 12.00 3.88 12.00 3.88 JOINTS 2 - 3 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 12.00 3.88 JOINTS 4 - 3 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 12.00 3.88 12.00 3.88 12.00 3.88 5.000 X 0.250 WEB = 0.120 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 (IN4) (IN4) DATE: 02/07/01 (IN) (IN) 101.51 5.21 1.33 CADDS TIME: 09:42 AM 101.51 .5.21 1.33 1.33 5.11 PAGE:F 13 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 101.51. (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 5.21 DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 7 DESCRIPTION EWDS 125'-0" 27'•-411 20 PSF 80 MPH UBC 97 .500 TO 12 1.33 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 6 7 8 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 8 9 1 1 DIST (FT) 0.00 3.75 7.50 11.50 15.50 10.50 21.50 25.40 2 1 DIST (FT) 1.63 3.92 8.92 13.92 18.92 23.92 24.98 3 1 DIST (FT) 0.00 3.75 7.50 11.50 15.50 18.50 21.50 22.50 26.37 JOINTS 1 - 2 OUTER FLANGE DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12:00 3.88 ;1.2.00 3.813 12.00 3.1111 3.2.00 3.88 12.00 3.88 12.00 3.88 JOINTS 2 - 3 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 12.00 3.88 JOINTS 4 - 3 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 12.00 3.88 12.00 3.88 12.00 3.88 5.000 X 0.250 WEB = 0.120 IX IY RTO RTI WRX (IN4) (IN4) (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 5.21 1.33 1..33 5.11 1.01..51. 5.7.1. 1..33 1..33 5.11. 101.51 Li. 21 1..:13 1 .33 5.1.1. 101.51. 5.21 1..33 1.33 5.11 101.51 5.21 1.33 1.33 5.11 101.51 5.21 1.33 1.33 5.11 5.000 X 0.250 WEB = 0.120 Ix. IY RTO RTI WRX (IN4) (IN4) (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 5.21 1.33 1.33 5.11 101.51 5.21 1.33 1.33 5.11 101.51 5.21 1.33 1.33 5.11 101.51 5.21 1.33 1.33 5.11 101.51 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 5.21 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 101.51 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 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 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..3.6 1..33 .1.33 1.. 1.6 :1.. 7 3 1.33 1.3.6 3..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 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 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 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 95.03 9.60 9.60 95.83 9.60 9.60 95.03 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 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 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 LUBO (FT) 7.50 7.50 8.00 8.00 0.00 6.00 6.00 3.90 LUBO (FT) 3.92 5.00 5.00 5.00 5.00 5.00 4.98 LUBO (FT) 7.50 7.50 8.00 8.00 8.00 6.00 6.00 3.87 3.87 LUBI (FT) 15.50 15.50 15.50 .75.50 15.50 6.00 6.00 3.90 LUBI (FT) 2.29 10.01 10.01 10.01 10.01 10.01 4.98 LUBI (FT) 7.50 7.50 8.00 8.00 8.00 6.00 6.00 3.87 3.87 MEMBER NO. SECTION NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 2 5 ' 6 7 8 9 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 8 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 4 1 2 DIST (FT) 0.00 3.92 4.99 5.01 8.92 13.92 18.92 23.92 24.98 5 1 DIST (FT) 0.00 3.75 7.50 11.50 15.50 19.00 22.50 27.41 6 1 DIST (FT) 0.00 3.92 8.92 11.42 12.48 JOINTS 3 - 5 OUTER FLANGE 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 12.00 3.88 DATE: 02/07/01 3.0(1 12.00 3.813 12.00 3.88 12.00 CADDS TIME: 09:42 AM 3.88 12.00 3.88 12.00 3.88 JOINTS PAGE:F 14 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 (IN) BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 5.21 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 9.60 DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 1.•16 MEMBER NO. SECTION NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 2 5 ' 6 7 8 9 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 8 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 4 1 2 DIST (FT) 0.00 3.92 4.99 5.01 8.92 13.92 18.92 23.92 24.98 5 1 DIST (FT) 0.00 3.75 7.50 11.50 15.50 19.00 22.50 27.41 6 1 DIST (FT) 0.00 3.92 8.92 11.42 12.48 JOINTS 3 - 5 OUTER FLANGE OUTER FLANGE DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 :1.2.00 3.0(1 12.00 3.813 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 JOINTS 6 - 5 CEE SECTION DEPTH AREA (IN) (IN2) 12.00 2.36 12.00 2.36 12.00 2.36 12.00 .2.36 12.00 2.36 12.00 2.36 12.00 2.36 12.00 2.36 JOINTS 5 - 7 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 5.000 X 0.250 RTO WEB = 0.120 INNER FLANGE = 5.000 X 0.250 5.000 X 0.250 WDAFI WEB = 0.120 INNER FLANGE = 5.000 X 0.250 (IN) IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 .101.51 5.2.1 1..33 1.33 5.1.1 1.•16 1.33 1.33 9.60 9.60 95.83 :1.0:1.. 5:1. 5. 2.1 :1..3:1 :1..:13 5.1.:1. 1..:1.6 :1..33 1..33 9.60 9.60 95.83 :1.0.1..53. 5.2:1 :1..3:1 :1..33 5.:1.:1. :I..:1.G :1..:13 :1..33 9.60 9.60 95.03 101..51 5.7.3. 1..33 1.33 5.1.1 1.16 1.33 1.33 9.60 9.60 95.03 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 ' 101.51 5.21 1.33 1.33 5.11 1,.16 1.33 1.33 9.60 9.60 95.83 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 12.OP. 113S LUBO (FT) 4.98 5.00 5.00 5.00 5.00 5.00 5.00 5.00 4.98 LUBI (FT) 4.98 10.01 .10.01 .10.01 10.01 1.0.01 10.01 10.01 4.98 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) • RATIO (FT) (FT) 49.20 4.07 4.56 1.31 104.19 7.50 7.50 49.20 4.07 4.56 1.31 104.19 7.50 7.50 49.20 4.07 4.56 1.31 104.19 8.00 8.00 49.20 4.07 4.56 1.31 104.19 8.00 8.00 49.20 4.07 4.56 1.31 104.19 8.00 8.00 49.20 4.07 4.56 1.31 104.19 7.00 7.00 49.20 4.07 4.56 1.31 104.19 7.00 7.00 49.20 4.07 4.56 1.31 104.19 4.92 4.92 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 101.51 5.21 1.33 1.33 5.11 1.16 1.33. 1.33 9.60 9.60 95.83 4.98 4.98 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.00 7.51 101.51 5.21 1.33 1.33 5.11 1.16 .1.33 1.33 9.60 9.60 95.83 5.00 7.51 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 2.50 7.51 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 2.13 2.13 7 1 DIST (FT) 0.00 3.92 8.92 17..12 12.48 8 1 DIST (FT) 0.00 3.75 7.50 11.50 15.50 19.00 22.50 27.41 9 1 2 DIST (FT) 0.00 3.92 4.99 5.01 8.92 13.92 18.92 23.92 24.98 JOINTS 8 - 7 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 3.88 12.00 DATE: 02/07/01 12.00 3.88 7.7..00 3.08 12.00 CADDS TIME: 09:42 AM 101.51 5.21 1.33 1.33 5.11 PAGE:F 15 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 1.01. 51 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 104.19 DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 7 1 DIST (FT) 0.00 3.92 8.92 17..12 12.48 8 1 DIST (FT) 0.00 3.75 7.50 11.50 15.50 19.00 22.50 27.41 9 1 2 DIST (FT) 0.00 3.92 4.99 5.01 8.92 13.92 18.92 23.92 24.98 JOINTS 8 - 7 OUTER FLANGE DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12.00 3.88 7.7..00 3.08 12.00 3.00 JOINTS 9 - 8 CEE SECTION DEPTH AREA (IN) (IN2) 12.00 2.36 12.00 2.36 12.00. 2.36 12.00 2.36 12.00 2.36 12.00 2.36 12.00 2.36 12.00 2.36 JOINTS 10 - 8 OUTER FLANGE _ 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 12.00 3.88 12.00 3.88 12.00 3.88 5.000 X 0.250 WEB = 0.120 IX IY RTO RTI WRX (IN4) (IN4) (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 5.21. 1.33 1.33 5.11 :10:1.. 5:1. 5. 21, :1..:13 1.33 5.11 1.01. 51 5.2..1 1.33 1.33 5.11 12.OP. 113S IX IY (IN4) (IN4) 49.20 4.07 49.20 4.07 49.20 4.07 49.20 4.07 49.20 4.07 49.20 4.07 49.20 4.07 49.20 4.07 5.000 X 0.250 5.000 X 0.250 IX IY (IN4) (IN4) 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 INNER FLANGE WRY WRTO WRTI (IN) (IN) (IN) 1.16 1.33 -1.33 1.16 1.33 1.33 1.1.6 1.33 1.33 1.16 :1..33 :1..33 7..16 1..33 1.33 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 95.03 LUBO' LUBI (FT) (FT) 4.98 4.98 5.00 7.51 5.00 7.51 2.50 7.51 2.13 2.13 RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 4.56 1.31 104.19 7.50 7.50 4.56 1.31 104.19 7.50 7.50 4.56 1.31 104.19 8.00 8.00 4.56 1.31 104.19 8.00 8.00 4.56 1.31 104.19 8.00 8.00 4.56 1.31 104.19 7.00 7.00 4.56 1.31 104.19 7.00 7.00 4.56 1.31 104.19 4.92 4.92 WEB = 0.120 INNER FLANGE = 5.000 X 0..250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1.33 1.33 5.11 1.16 `1.33 1.33 9.60 9.60 95.83 4.98 4.98 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5..00 10.01 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.00 10.01 1.33 1.33 5.11 1.16 1.33. 1.33 9.60 9.60 95.83 5.00 10.01 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.00 10.01 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.00 10.01 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.00 10.01 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.00 10.01 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 4.98 4.98 MEMBER NO. 10 SECTION NO. ` 1 ANAL SEC DIST PTS. NO. (FT) 1 1 0.00 2 3.75 3 7.50 4 :I.1.. 5 0 5 15.50 6 18.50 7 21.50 8 22.50 9 26.37 MEMBER NO. 11 SECTION NO. 1 ANAL SEC DIST PTS. NO. (FT) 1 1 1.63 2 3.92 3 8.92 4 13.92 5 18.92 6 23.92 7 24.98 MEMBER -NO. 12 SECTION NO. 1 ANAL SEC DIST PTS. NO. (FT) 1 1 0.00 2 3.75 3 7.50 4 11.50 5 15.50 6 18.50 7 21.50 8 25.40 JOINTS 11 - 10 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 3.88 12.00 DATE: 02/07/01 12.00 3.88 1.2.00 3.no :1.2.00 CADDS TIME: 09:42 AM 3.80 12.00 3.88 12.00 3.88 PAGE:F 16 -------------------------------------------------7--------------------------------------------------------------------------------- ORDER # 070092 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 2.0-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 1.33 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 5.21 DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 9.60 MEMBER NO. 10 SECTION NO. ` 1 ANAL SEC DIST PTS. NO. (FT) 1 1 0.00 2 3.75 3 7.50 4 :I.1.. 5 0 5 15.50 6 18.50 7 21.50 8 22.50 9 26.37 MEMBER NO. 11 SECTION NO. 1 ANAL SEC DIST PTS. NO. (FT) 1 1 1.63 2 3.92 3 8.92 4 13.92 5 18.92 6 23.92 7 24.98 MEMBER -NO. 12 SECTION NO. 1 ANAL SEC DIST PTS. NO. (FT) 1 1 0.00 2 3.75 3 7.50 4 11.50 5 15.50 6 18.50 7 21.50 8 25.40 JOINTS 11 - 10 OUTER FLANGE DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12.00 3.88 1.2.00 3.no :1.2.00 :3.N11 12.00 3.80 12.00 3.88 12.00 3.88 12.00 3.88 JOINTS 12 - 10 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 12.00 3.88 JOINTS 13 - 12 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 12.00 3.88 12.00. 3.88 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 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 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 .101.5.1 5.7.1 1.33 1..33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 10:1..5:1. ;.2'I. 1..3.1 1..3:1 5.:1.:1, 1.16. :1..33 :1..33 9.60 9.G0 95.83 .0:1.. ,:I. !'..2.1. :1..1:1 1-33 5,1.:1. 111.16 1..:1:1 1.33 9.G0 9.60 9!5.113 101.51 5.21. 1.3.3 1.33 5.11. 1.16 1.33 1.33 9.60 9.60 95.83 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 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 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9..60 9.60. 95.83 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 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 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 LUBO (FT) 7.50 7.50 8.00 0.00 11.00 6.00 6.00 3.87 3.87 LUBO (FT) 3.92 5.00 5.00 5.00 5.00 5.00 4.98 LUBO (FT) 7.50 7.50 8.00 8.00 8.00 6.00 6.00 3.90 LUBI (FT) 7.50 7.50 8.00 11.00 11.00 6.00 6.00 3.87 3.87 LUBI (FT) 2.29 10.01 10.01 10.01 10.01 10.01 4.98 LUBI (FT) 15.50 15.50 15.50 15.50 15.50 6.00 6.00 3.90 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 02./07/01 CADDS TIME: 09:42 AM PAGE:F 17 -------------------------------------------•----------------------------------------------------=----------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 COLUMN 1 - 2 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 3.49 0.00 31.94 31.47 33.00 1.55 17.38 0.97 1.00 1.75 0.03 0.00 0.00 0.03 1 2 2 12.00 3.88 16.92 16.92 -0.81 -36.19 43.99 43.99 11.53 1.06 17.38 0.97 1.00 1.00 0.00 0.05 0.19 0.19 12 •2 3 12.00 3.88 16.92 16.67 -0.86 -72.37 43.99 43.99 11.53 1.06 17.38 0.97 1.00 1.00 0.01 0.11 0.38 0.38 12 2 4 12.00 3.88 16.92 16.92 -0.92 -68.93 43.99 43.99 11.53 -0.20- 13.04 0.97 1.00 1.00 0.01 0.09 0.35 0.35 12 1 5 12.00 3.88 16.67 16.67 -0.97 -65.49 43.99 43.99 11.53 0.86 17.38 0.97 1.00 1.00 0.01 0.10 0.34 0.34 12 12 6 12.00 3.88 16.92 16.92 3.28 -45.36 33.00 33.00 31.60 0.86 17.38 0.97 1.00 1.15 0.03 0.08 0.08 0.11 1 12 7 12.00 3.88 16.67 16.67 3.24 -52.72 33.00 33.00 31.60 -1.58 17.38 0.97 1.00 1.15 0.03 0..10 0.10 0.13 1 2 8* 12.00 3.88 16.92 16.92 3.20 -62.28 33.00 33.00 31.94 -1.58 17.38 0.97 1.00 1.08 0.03 0.11 0.12 0.14 1 2 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 3.88 16.92 16.92 0.31 -55.51' 33.00 33.00 31.94 2.62 13.04 0.97 1.00 2:09 0.00 0.10 0.10 0.11 1 1 2 12:00 3.88 16.67 16.67 1.91 -48.66 43.99 43.99 27.27 2.62 13.04 0.97 1.00 1.00 0.01 0.07 0.11 0.12 2 1 3 12.00 3.88 16.92 16.67 0.26 101.88 33.00 31.94 33.00 1.43 13.04 0.97 1.00 1.59 0.00 0.19 0.18 0.19 1 1 4 12.00 3.88 16.67 16.67 0.21 104.90 33.00 •31.94 33.00 -1.31 13.04 0.97 1.00 1.01 0.00 0.20 0.21 0.21 . 1 1 5 12.00 3.88 16.92 16.67 0.15 25.67 33.00 31.94 33.00 -2.68 13.04 0.97 1.00 1.51 0.00 0.05 0.05 0.05 1 1 6 12.00 3.88 16.67 16.67 0.09 -136.07 33.00 33.00 29.62 -3.68 13.04 0.97 1.00 2.30 0.00 0.27 0.28 0.28 1 1 7* 12.00 3.88 16.92 16.92 0.05 -183.08 33.00 33.00 31.94 -3.70 13.04 0.97 1.00 1.14 0.00 0.33 0.34 0.34 1 .1 F R A M E D E S I G N - C O N T R,O L L I N G S T R E S S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 18 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 .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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 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* 12.00 3.88 16.92 16.92 7.51 0.00 31.94 31.47 33.00 2.35 17.38 0.97 1.00 1.75 0.06 0.00 0.00 0.06 1 12 2 12.00 3.88 16.92 16.92 -1.09 105.65 43.99 41.94 43.99 2.35 17.38 0.97 1.00 1.75 0.01 0.15 0.14 0.15 12 12 3 12.00 3.88 16.92 16.92 -1.13 211.31 43.99 36.19 43.99 0.46 17.38 0.97 1.00 1.09 0.01 0.35 0.28 0.35 12 12 4 12.00 3.88 16.92 16.92 -1.19 233.61 43.99 36.19 43.99 0.46 17.38 0.97 1.00 1.09 0.01 0.38 0.31 0.38 12 12 5 12.00 3.88 16.92 16.92 -1.24 255.91 43.99 36.19 43.99 -1.24 17.38 0.97 1.00 1.09 0.01 0.42 0.34 0.42 12 12 6 12.00 3.88 16.92 16.92 -1.28 211.40 43.99 42.37 43.99 -1.24 17.38 0.97 1.00 1.19 0.01 0.29 0.28 0.29 12 12 7 12.00 3.88 16.92 16.92 -1.32 166.89 43.99 42.37 43.99 -2.09 17.38 0.97 1.00 1.19 0.01 0.23 0.22 0.23 12 12 8 12.00 3.88 16.92 16.92 -1.33 141.85 43.99 42.57 43.99 -2.88 17.38 0.97 1.00 1.69 0.01 0.20 0.19 0.20 12 12 9* 12.00 3.88 16.92 16.92 7.21 0.00 23.47 31.94 33.00 -2.88 17.38 0.97 1.00 1.75 0.08 0.00 0.00 0.08 1 12 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 0.35 -182.22 33.00 33.00 31.94 3.45 13.04 0.97 1.00 1.64 0.00 0.33 0.34 0.34 1 1 2 12.00 3.88 16.67 16.67 0.35 -20.55 33.00 33.00 28.73 3.45 '13.04 0.97 1.00 2.04 0.00 0.04 0.04 0.05 1 1 3* 12.00 3.88 16.92 16.92 -1.99 -11.16 43.99 43.99 34.00 1.32 13.04 0.97 1.00 1.45 0.01 0.01 0.02 0.03 12 1 4* 12.00 3.88 16.92 16.92 -1.99 -11.19 43.99 43.99 34.00 1.31 13.04 0.97 1.00 1.45 0.01 0.02 0.02 0.03 12 1 5 .12.00 3.88 16.92 16.67 0.26 58.24 33.00 31.94 33.00 1.31 13.04 0.97 1.00 2.16 0.00 0.11 0.10 0.11 1 1 6 12.00 3.88 16.67 16.67 0.22 79.24 33.00 31.94 33.00 -1.02 13.04 0.97 1.00 1.14 0.00 0.15 0.16 0.15 1 1 7 12.00 3.88 16.92 16.67 0.16 17.88 33.00 31.94 33.00 -2.39 13.04 0.97 1.00 1.53 0.00 0.03 0.03 0.03 1 1 8 12.00 3.88 16.67 16.67 0.11 -125.99 33.00 33.00 29.62 -3.39 13.04 0.97 1.00 2.30 0.00 0.25 0.26 0.26 1 1 9* 12.00 3.88 16.92 16.92 0.06 -169.21 33.00 33.00 31.94 -3.40 13.04 0.97 1.00 1.13 0.00 0.30 0.31 0.31. 1 1 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 02/07/01 CARDS TIME: 09:42 AM PAGE:F 19 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- COLUMN 6 - 5 Rotated 90 degrees AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 2.36 8.20 8.20 7.05 0.00 20.75 35.54 35.54 2.47 14.40 1.00 0.14 _0.00 0.00 0.26 1 12 2 12.00 2.36 8.20 8.20 7.05 0.00 14.28 30.66 30.66 2.47 14.40 1.45 0.21 0.00 0.00 0.37 1 12 3 12.00 2.36 8.20 8.20 -1.34 222.72 21.27 39.92 39.92 0.59 14.40 1.00 0.03 0.68 0.68 0.71 12 12 4 12.00 2.36 8.20 8.20 -1.38 251.11 21.27 39.92 39.92 0.59 14.40 1.45 0.03 0.77 0.77 0.80 12.12 5 12.00 2.36 8.20 8.20 -1.41 279.50 21.27 39.92 39.92 -1.23 14.40 1.00 0.03 0.85 0.85 0.89 12 12 6 12.00 2.36 8.20 8.20 -1.44 227.79 21.47 41.77 41.77 -1.23 14.40 1.45 0.03 0.67 0.67 0.70 12 12 7 12.00 2.36 8.20 8.20- -1.46 17.6.09 21.47 41.77 41.77 -2.88 14.40 1.00 0.03 0.51 0.51 0.55 12 12 8* 12.00 2.36 8.20 8.20 6.87 0.00 15.54 33.49 33.49 -2.88 14.40 2.14 0.19 0.00 0.00 0.32 1 12 ROOF BEAM 5 - 7 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 0.35 -168.36 33.00 33.00 31.94 3.42 13.04 0.97 1.00 1.70 0.00 0.30 0.31 0.31 1 1' 2 12.00 3.88 16.67 16.67 4.79 -3.44 47.69 48.86 50.49 3.42 13.04 0.97 1.00 1.75 0.03 0.00 0.00 0.03 6 1 3 12.00 3.88 16.92 16.67 0.26 69.29 33.00 31.94 33.00 1.29 13.04 0.97 1.00 1.88 0.00 0.13 0.12 0.13 1 1 4 12.00 3.88 16.67 16.67 0.23 88.56 33.00 31.94 33.00 0.65 13.04 0.97 1.00 1.11 0.00 0.17 0.17 0.17 1 1 5* 12.00 3.88 16.92 16.92 0.20 88.46 33.00 31.94 33.00 0.10 17.38 0.97 1.00 1.00 0.00 0.16 0.16 0.17 1 12 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 02/07/01 CARDS TIME: 09:42 AM PAGE:F 20 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 ROOF BEAM 8 - 7 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 0.35 -168.36 33.00 33.00 31.94 3.42 13.04 0.97 1.00 1.70 0.,00 0.30 0.31 0.31 1 1 2 12.00 3.88 16.67 16.67 4.79 -10.07 47.69 48.86 50.49 3.42 13.04 0.97 1.00 1.75 0.03 0.00 0.00 0.03 6 1 3 12.00 3.88 16.92 16.67 0.26 69.29 33.00 31.94 33.00 1.29 13.04 0.97 1.00 1.88 0.00 0.13 0.12 0.13 1 1 4 12.00 3.88 16.67 16.67 0.23 88.56 33.00 31.94 33.00 0.65 13.04 0.97 1.00 1.11 0.00 0.17 0.17 0.17 1 1 5* 12.00 3.88 16.92 16.92 0.20 88.46 33.00 31.94 33.00 0.10 17.38 0.97 1.00 1.00 0.00 0.16 0.16 0.17 1 3 COLUMN 9 - 8 Rotated 90 degrees AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 2.36 8.20 8.20 7.05 0.00 20.75 35.54 35.54 2.47 14.40 1.00 0.14 0.00 0.00 0.26 1 12 2 12.00 2.36 8.20 8.20 7.05 0.00 14.28 30.66 30.66 2.47 14.40 2.30 0.21 0.00 0.00 0.37 1 12 3 12.00 2.36 8.20 8.20 -1.34 222.72 21.27 39.92 39.92 0.59 14.40 1.00 0.03 0.68 0.68 0.71 12 12 4 12.00 2.36 8.20 8.20 -1.38 251.11 21.27 39.92 39.92 0.59 14.40 2.30 0.03 0.77 0.77 0.80 12 12 5 12.00 2.36 8.20 8.20 -1.41 279.50 21.27 39.92 39.92 -1.23 14.40 1.00 0.03 0.85 0.85 0.89 12 12 6 12.00 2.36 8.20 8.20 -1.44 227.79 21.47 41.77 41.77 -1.23 14.40 1.45 0.03 0.67 0.67 0.70 12 12 7 12.00 2.36 8.20 8.20 -1.46 176.09 21.47 41.77 41.77 -2.88 14.40 1.00 0.03 0.51 0.51 0.55 12 12 8* 12.00 2.36 8.20 8.20 6.87 0.00 15.54 33.49 33.49 -2.88 14.40 2.14 0.19 0.00 0.00 0.32 1 12 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 02/07/01 CARDS TIME: 09:42 AM PAGE:F 21 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 ----------------------------------------------------------------------------------------------------------------------------------- # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 ROOF BEAM 10 - 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 0.35 -182.22 33.00 33.00 31.94 3.45 13.04 0.97 1.00 1.64 0.00 0.33 0.34 0.34 1 1 2 12.00 3.88 16.67 16.67 0.35 -20.55 33.00 33.00 28.73 3.45 13.04 0.97 1.00 2.04 0.00 0.04 0.04 0.05 1 1 3* 12.00 3.88 16.92 16.92 5.63 0.00 47.69 48.86 50.49 1.32 13.04 0.97 1.00 1.75 0.03 0.00 0.00 0.03 6 1 4* 12.00 3.88 16.92 16.92 5.63 0.00 47.69 48.86 50.49 1.31 13.04 0.97 1.00 1.75 0.03 0.00 0.00 0.03 6 1 5 12.00 3.88 16.92 16.67 0.26 58.24 33.00 31.94 33.00 1.31 13.04 0.97 1.00 2.16 0.00 0.11 0.10 0.11 1 1 6 12.00 3.88 16.67 16.67 0.22 79.24 33.'00 31.94 33.00 -1.02 13.04 0.97 1.00 1.14 0.00 0.15 0.16 0.15 1 1 7 12.00 3.88 16.92 16.67 0.16 17.88 33.00 31.94 33.00 -2.39 13.04 0.97 1.00 1.53 0.00 0.03 0.03 0.03 1 1 8 12.00 3.88 16.67 16.67 0.11 -125.99 33.00 33.00 29.62 -3.39 13.04 0.97 1.00 2.30 0.00 0.25 0.26 0.26 1 '1 9* 12.00 3.88 16.92 16.92 0.06 -169.21 33.00 33.00 31.94 -3.40 13.04 0.97 1.00 1.13 0.00 0.3.0 0.31 0.31 1 1 COLUMN 11 - 10 Rotated 90 degrees AXIAL -ALLOW STRESSES- SHEAR' ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 16.26 0.00 46.15 .48.14 50.49 2.35 17.38 0.97 1.00 1.75 0.09 0.00 0.00 0.09 7 12 2 12.00 3.88 16.92 16.92 -1.09 105.65 43.99 41.94 43.99 2.35 17.38 0.97 1.00 1.75 0.01 0.15 0..14 0.15 12 12 3 12.00 3.88 16.92 16.92 -1.13 211.31 43.99 36.19 43.99 0.46 17.38 0:97 1.00 1.09 0.01 0.35 0.28 0.35 12 12 4 12.00 3.88 16.92 16.92 -1.19 233.61 43.99 36.19 43.99 0.46 17.38 0.97 1.00 1.09 0.01 0.38 '0.31 0.38 12 12 5 12.00 3.88 16.92 16.92 -1.24 255.91 43.99 36.19 43.99 -1.24 17.38 0.97 1.00 1.09 0.01 0.42 0.34 0.42 12 12 6 12.00 3.88 16.92 16.92 -1.28 211.40 43.99 42.37 43.99 -1.24 17.38 0.97 1.00 1.19 0.01 0.29 0.28 0.29 12 12 7 12.00 3.88 16.92 16.92 -1.32 166.89 43.99 42.37 43.99 -2.09 17.38 0.97 1.00 1.19 0.01 0.23 0.22 0.23 12 12 8 12.00 3.88 16.92 16.92 -1.33 141.85 43.99 42.57 43.99 -2.88 17.38 0.97 1.00 1.69 0.01 0.20 0.19 0.20 12 12 9* 12.00 3.88 16.92 16.92 15.97 0.00 33.92 48.86 50.49 -2.88 17.38 0.97 1.00 1.75 0.12 0.00 0.00 0.12 7 12 ROOF BEAM PT. DEPTH NO. (IN) 1* 12.00 2 12.00 3 12.00 4 12.00 5 12.00 6 12.00 7* 12.00 L*)r9JZQ PT. DEPTH NO. (IN) 1* 12.00 2 12.00 3 12.00 4 12.00 5 12.00 6 12.00 7 12.00 8* 12.00 12 - 10 AREA SOX (IN2) (IN3) 3.88 16.92 3.88 16.67 3.88 16.92 3.88 16.67 3.88 16.97. 3.88 16.67 3.88 16.92 13 - 12 AREA SOX (IN2) (IN3) 3.88 16.92 3.88 16.92 3.88 16.92 3.88 16.92 3.88 16.67 3.88 16.92 3.88 16.67 3.88 16.92 SIX (IN3) 16.92 16.67 16.67 16.67 16.67 16.67 16.92 SIX (IN3) 16.92 16.92 16.67 16.92 16.67 16.92 16.67 16.92 AXIAL FORCE (KIPS) 0.31 1.91 0.26 0.21 0.15 0.09 0.05 AXIAL FORCE (KIPS) 13.22 -0.81 -0.86 -0.92 -0.97 3.28 3.24 3.20 -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL. STRESS COMB (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V -55.51 33.00 33.00 31.94 2.62 13.04 0.97 1.00 2.09 0.00 0.10 0.10 0.11 1 1 -48.98 43.99 43.99 27.27 2.62 13.04 0.97 1.00 1.00 0.01 0.07 0.11 0.12 3 1 101.88 33.00 31.94 33.00 1.43 13.04 0.97 1.00 1.59 0.00 0.19 0.18 0.19 1 1 104.90 33.00 31.94 33.00 -1.31 13.04 0.97 1.00 1.01 0.00 0.20 0.21 0.21 1 1 25.67 33.00 31.94 33.00 -2.68 13.04 0.97 1.00 1.51 0.00 0.05 0.05 0.05 1 1 -136.07 33.00 33.00 29.62 -3.68 13.04 0.97 1.00 2.30 0.00 0.27 0.28 0.28 1 1 -183.08 33.00 33.00 31.94 -3.70 13.04 0.97 1.00 1.14 0.00 0.33 0.34 0.34 1 1 -ALLOW STRESSES- SHEAR MOMENT FA FBO FBI FORCE (IN -KIP) (KSI) (KSI) (KSI) (KIPS) 0.00 46.15 48.14 50.49 4.74 -36.19 43.99 43.99 11.53 1.06 -72.37 43.99 43.99 11.53 1.06 -68.93 43.99 43.99 11.53 -0.20 -65.49 43.99 43.99 11.53 0.86 -45.36 33.00 33.00 31.60 0.86 -52.72 33.00 33.00 31.60 -1.58 -62.28 33.00 33.00 31.94 -1.58 ALLOW ---STRESS RATIOS --COMB CONT SHEAR QS QA CB O.FL I.FL STRESS COMB (KIPS) AXIAL BENDG BENDG RATIO M V 17.38 0.97 1.00 1.75 0.07 0.00 0.00 0.07 6 3 17.38 0.97 1.00 1.00 0.00 0.05 0.19 0.19 12 3 17.38 0.97 1.00 1.00 0.01 0.11 0.38 0.38 12 3 13.04 0.97 1.00 1.00 0.01 0.09 0.35 0.35 12 1 17.38 0.97 1.00 1.00 0.01 0.10 0.34 0.34 12 12 17.38 0.97 1.00 1.15 0.03 0.08 0.08 0.11 -1 12 17.38 0.97 1.00 1.15 0.03 0.10 0.10 0.13 1 3 17.38 0.97 1.00 1.08 0.03 0.11 0.12 0.14 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: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 22 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 ----------------------------------------------------------------------------------------------------------------------------------- # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 . .500 TO 12 ROOF BEAM PT. DEPTH NO. (IN) 1* 12.00 2 12.00 3 12.00 4 12.00 5 12.00 6 12.00 7* 12.00 L*)r9JZQ PT. DEPTH NO. (IN) 1* 12.00 2 12.00 3 12.00 4 12.00 5 12.00 6 12.00 7 12.00 8* 12.00 12 - 10 AREA SOX (IN2) (IN3) 3.88 16.92 3.88 16.67 3.88 16.92 3.88 16.67 3.88 16.97. 3.88 16.67 3.88 16.92 13 - 12 AREA SOX (IN2) (IN3) 3.88 16.92 3.88 16.92 3.88 16.92 3.88 16.92 3.88 16.67 3.88 16.92 3.88 16.67 3.88 16.92 SIX (IN3) 16.92 16.67 16.67 16.67 16.67 16.67 16.92 SIX (IN3) 16.92 16.92 16.67 16.92 16.67 16.92 16.67 16.92 AXIAL FORCE (KIPS) 0.31 1.91 0.26 0.21 0.15 0.09 0.05 AXIAL FORCE (KIPS) 13.22 -0.81 -0.86 -0.92 -0.97 3.28 3.24 3.20 -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL. STRESS COMB (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V -55.51 33.00 33.00 31.94 2.62 13.04 0.97 1.00 2.09 0.00 0.10 0.10 0.11 1 1 -48.98 43.99 43.99 27.27 2.62 13.04 0.97 1.00 1.00 0.01 0.07 0.11 0.12 3 1 101.88 33.00 31.94 33.00 1.43 13.04 0.97 1.00 1.59 0.00 0.19 0.18 0.19 1 1 104.90 33.00 31.94 33.00 -1.31 13.04 0.97 1.00 1.01 0.00 0.20 0.21 0.21 1 1 25.67 33.00 31.94 33.00 -2.68 13.04 0.97 1.00 1.51 0.00 0.05 0.05 0.05 1 1 -136.07 33.00 33.00 29.62 -3.68 13.04 0.97 1.00 2.30 0.00 0.27 0.28 0.28 1 1 -183.08 33.00 33.00 31.94 -3.70 13.04 0.97 1.00 1.14 0.00 0.33 0.34 0.34 1 1 -ALLOW STRESSES- SHEAR MOMENT FA FBO FBI FORCE (IN -KIP) (KSI) (KSI) (KSI) (KIPS) 0.00 46.15 48.14 50.49 4.74 -36.19 43.99 43.99 11.53 1.06 -72.37 43.99 43.99 11.53 1.06 -68.93 43.99 43.99 11.53 -0.20 -65.49 43.99 43.99 11.53 0.86 -45.36 33.00 33.00 31.60 0.86 -52.72 33.00 33.00 31.60 -1.58 -62.28 33.00 33.00 31.94 -1.58 ALLOW ---STRESS RATIOS --COMB CONT SHEAR QS QA CB O.FL I.FL STRESS COMB (KIPS) AXIAL BENDG BENDG RATIO M V 17.38 0.97 1.00 1.75 0.07 0.00 0.00 0.07 6 3 17.38 0.97 1.00 1.00 0.00 0.05 0.19 0.19 12 3 17.38 0.97 1.00 1.00 0.01 0.11 0.38 0.38 12 3 13.04 0.97 1.00 1.00 0.01 0.09 0.35 0.35 12 1 17.38 0.97 1.00 1.00 0.01 0.10 0.34 0.34 12 12 17.38 0.97 1.00 1.15 0.03 0.08 0.08 0.11 -1 12 17.38 0.97 1.00 1.15 0.03 0.10 0.10 0.13 1 3 17.38 0.97 1.00 1.08 0.03 0.11 0.12 0.14 1 3 F R A M E D E S I G N - W E L D S U M M A R Y DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 23 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 ----------------------------------------------------------------------------------------------------------------------------------- # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 PART WEB WEB FLG-TO-WEB FILLET ALLOW CONTROLLING NO. SECT THK STRESS SIZE SHEAR MEMB ANAL LOAD (IN) (KIPS/IN) (KIPS/IN) NO. PT COND OV80412 1 0.120 0.257 1/8 2.620 12 1 3 OV80414 1 0.120 0.268 1/8 2.620 2 7 1 OV80416 1 0.120 0.156 1/8 2.620 3 8 12 OV80418 1 0.120 0.247 1/8 2.620 6, 1 1 OV80420 1 0.000 0.000 0/32 0.000 0 0 0 OV80420 MILL -SECTION OR C -SECT: NO FLANGE TO WEB WELD REQUIRED THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS F I N A L F R A M E D E S I G N - S P L I C E S U M M A R Y DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 24 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 ----------------------------------------------------------------------------------------------------------------------------------- # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE LOCATION MEMBER ANALYSIS CONTROLLING AXIAL SHEAR MOMENT NO TYPE MOD SEQ NO. PT. LOAD COMBINATION KIPS KIPS IN -KIPS 01 COLUMN 00 1 1 1 DL + EWS -0.77 -1.23 0.00 DL + EWS -0.77 -1.23 0.00 02 2 8 DL + EWS -1.11 1.51 67.34 DL + CLL + LL 3.20 -0.20 -62.28 03 COLUMN 01 1 3 1 DL + WLL -1.59 0.00 0.00 DL + WLL -1.59 0.00 0.00 04 2 9 DL + WLL -1.95 0.00 0.00 DL + WLL -1.95 0.00 0.00 05 COLUMN 02 1 5 1 DL + WLL -1.33 0.00 0.00 DL + WLL -1.33 0.00 0.00 06 2 8 DL + WLL -1.56 0.00 0.00 DL + WLL -1.56 0.00 0.00 07 COLUMN 03 1 8 1 DL + WLL -1.47 0.00 0.00 DL + WLL -1.47 0.00 0.00 08 2 8 DL + WLL -1.70 0.00 0.00 DL + WLL -1.70 0.00 0.00 09 COLUMN 04 1 10 1 DL + WLL -4.62 0.00 0.00 DL + WLL -4.62 0.00 0.00 10 2 9 DL + WLL -1.50 0.00 0.00 DL + WLL -1.50 0.00 0.00 11 COLUMN 05 1 12 1 DL + WLR -3.73 4.74 0.00 DL + WLR -3.73 4.74 0.00 12 2 8 DL + EWS -1.11 1.51 67.34 DL + CLL + LL 3.20 -0.20 -62.28 13 BEAM 02 1 4 3 NO NET TENSION 0.00 0.00 0.00 DL + EWS -1.99 -0.26 -11.16 14 BEAM 03 1 6 5 DL + CLL + LL 0.20 -0.01 88.46 DL + WLR -1.55 0.05 -11.93 15 BEAM 03 1 9 3 DL + WLR -1.43 -0.38 10.86 DL + EWS -1.99 -0.26 -11.16 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 H KIPS Horizontal Force to Right V V KIPS Vertical Force Up Z KIPS Horizontal Out of Plane +---H Z No. Loading Combination 1H 1V 1 DL + CLL a• LL 0.20 3.49 2 DL + WLL -1.55 -0.14 3 DL + WLR 0.90 -0.60 4 D+CLL+EQL/1.4 0.03 1.60 5 D+CLL+EQR/1.4 0.14 1.68 6 PD+PC+0.70PL+2.80EQL not applicable 7 PD+PC+0.70PL+2.80EQR not applicable 8 0.85P(DL+CL)+2.80EQL not applicable 9 0.85P(DL+CL)+2.80EQR not applicable 10 DL+CL+2.80EQL not applicable 11 DL+CL+2.80EQR not applicable R 2-------3-------5---7---8------10------12 I I 1 4 6 9 11 13 3Z F R A M E D E S I G N - R E A C T I O N S 6Z 8Z DATE: 02/07/01 9Z 10Z 11H 0.00 7.51. CADDS TIME: 09:42 AM 7.05 0.00 0.-00 7.05 0.00 PAGE:F 25 -------=--------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 0.00 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 0.00 DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 3.05 POSITIVE REACTION DIRECTION H KIPS Horizontal Force to Right V V KIPS Vertical Force Up Z KIPS Horizontal Out of Plane +---H Z No. Loading Combination 1H 1V 1 DL + CLL a• LL 0.20 3.49 2 DL + WLL -1.55 -0.14 3 DL + WLR 0.90 -0.60 4 D+CLL+EQL/1.4 0.03 1.60 5 D+CLL+EQR/1.4 0.14 1.68 6 PD+PC+0.70PL+2.80EQL not applicable 7 PD+PC+0.70PL+2.80EQR not applicable 8 0.85P(DL+CL)+2.80EQL not applicable 9 0.85P(DL+CL)+2.80EQR not applicable 10 DL+CL+2.80EQL not applicable 11 DL+CL+2.80EQR not applicable R 2-------3-------5---7---8------10------12 I I 1 4 6 9 11 13 3Z 4V 4Z 5Z 6V 6Z 8Z 9V 9Z 10Z 11H 0.00 7.51. 0.00 0.00 7.05 0.00 0.-00 7.05 0.00 0.00 0.00 0.00 -1..59 0.00 0.00 -1.33 0.00 0.00 -1.47 0.00 U.00 -3.20 0.00 -1.19 0.00 0.00 -1.31 0.00 0.00 -1.16 0.00 0.00 0.00 0.00 3.44 0.00 0.00 3.05 0.00 0.00 3.05 0.00 0.00 -2.32 0.00 3.26 0.00 0.00 3.17 0.00 0.00 3.17 0.00 0.00 0.00 12 DL + EWP 3.68 1.23 -0.77 3.55 13 DL + EWS -1.28 1.23 -0.77 -3.12 No. Loading Combination 3.49 11V 11Z. 13H 1 DL + CLL + LL -5.64 7.51 0.00 -0.20 2 DL + WLL -6.17 -4.62 0.00 -0.90 3 DL + WLR 0.00 1.83 0.00 4.74 4 D+CLL+EQL/1.4 0.78 0.00 -0.14 5 D+CLL+EQR/1.4 5.93 0.00 2.29 6 PD+PC+0.70PL+2.80EQL not applicable 7 PD+PC+0.70PL+2.80EQR not applicable 8 0.85P(DL+CL)+2.80EQL not applicable 9 0.85P(DL+CL)+2.80EQR not applicable 10 DL+CL+2.80EQL not applicable 11 DL+CL+2.80EQR not applicable -1.04 3.26 3.68 -1.28 -1.04 -2.86 -3.23 -1.28 13V Sum H Sum V Sum Z 3.49 0.00 36.08 0.00 2.99 -5.64 -6.17 0.00 -3.73 5.64 -6.17 0.00 4.28 -2.43 16.20 0.00 -1.00 2.43 16.20 0.00 12 DL + EWP -1.04 3.26 -1.23 -0.77 0.00 -6.17 27.76 13 DL + EWS -1.04 -2.86 -1.23 -0.77 0.00 -6.17 -24.33 3.39 3.68 -1.28 3.39 3.55 0.00 -2.97 -3.23 -1.28 -2.97 -3.12 0.00 F R A M E D E S I G N - R E A C T I O N S DATE: 02/07/01 TIME: 09:42 AM CADDS ----------------------------------------------------------------------------------------------------------------------------------- PAGE:F 26 ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to Right V 2-------3-------5---7---8------10------12 V KIPS Vertical Force Up Z KIPS Horizontal Out of Plane +---H I I I / 1 11 l Z ID Load Case 1H 1V 3Z 4V 4Z 5Z 6V 6Z 8Z 9V 9Z 10Z 11H DL DEAD LOAD 0.04' 0.87 0.00 1.63 0.00 0.00 1.48 0.00 0.00 1.48 .0.00 0.00 0.00 CLL COLLATERAL LOAD 0.05 0.77 0.00 .1.72 0.00 0.00 1.63 0.00 0.00 1.63 0.00 0.00 0.00 LL LIVE LOAD 0.12 1.85 0.00 4.15 0.00 0.00 3.94 0.00 0.00 3.94 0.00 0.00 0.00 WLL WIND LOAD LEFT -1.58 -1.01 0.00 -3.23 0.00 0.00 -2.81 0.00 0.00 -2.95 0.00 0.00 -3.20 WLR WIND LOAD RIGHT 0.87 -1.48 0.00 -2.82 0.00 0.00 -2.79 0.00 0.00 -2.64 0.00 0.00 0.00 EQ SEISMIC LOAD -0.08 -0.05 0.00 0.12 0.00 0.00 70.08 0.00 0.00 -0.08 0.00 0.00 -3.23 SLL MIN SNOW LOAD LEFT 0.11 1.83 0.00 4.23 0.00 0.00 3.62 0.00 0.00 0.31 0.00 0.00 -0.11 SLR MIN SNOW LOAD RIGHT 0.00 0.02 0.00 -0.07 0.00 0.00 0.31 0.00 0.00 3.63 0.00 0.00 0.00 EWP EW WIND PRESSURE 1.19 -1.64 3.55 -2.67 3.26 3.68 -2.76 3.39 3.68 -2.76 3.39 3:55 0.00 EWS EW WIND SUCTION 1.19 -1.64 -3.12 -2.67 -2.86 -3.23 -2.76 -2.97 -3.23 -2.76 -2.97 -3.12 0.00 ID Load Case 11V 11Z 13H 13V Sum H. Sum V Sum Z DL DEAD LOAD 1.63 0.00 -0.04 0.87 0.00 7.95 0.00 ,CLL COLLATERAL LOAD 1.72 0.00 -0.05 0.77 0.00 8.25 0.00 LL LIVE LOAD 4.15 0.00 -0.12 1.85 0.00 19.88 0.00 WLL WIND LOAD LEFT -6.25 0.00 -0.86 2.11 -5.64 -14.13 0.00 WLR WIND LOAD RIGHT 0.20 0.00 4.78 -4.60 5.64 -14.13 0.00 EQ SEISMIC LOAD -3.58 0:00 -0.07 3.67 -3.38 0.00 0.00 SLL MIN SNOW LOAD LEFT -0.19 0.00 0.00 0.14 0.00 9.94 0.00 SLR MIN SNOW LOAD RIGHT 4.34 0.00 0.00 1.71 0.00 9.94 0.00 EWP EW WIND PRESSURE -2.67 3.26 -1.19 -1.64 0.00 -14.13 27.76 EWS EW WIND SUCTION -2.67 -2.86 -1.19 -1.64 0.00 -14.13 -24.33 FINAL FRAME DESIGN - STRES S SUMMARY DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 27 ------------------------------------------------------------------------'----------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC97 .500 TO 12 -------------------------------------------------------------------------------------=--------------------------------------------- MEMBER NO. 1 JOINT 1 - 2 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS. LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 25.40 55. 7 4.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.377 12 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIALS FnO 1!1;:1: FA FRO Fr3l: NU. 00.01) O:N-10:P) (Kna:) ((n.L) Oin.l.) (I(n;l:) (Kfi:l:) (Kna.) 1 -0.86 -72.37 -0.22 -4.71 =4.34 43.99 43.99 11.53 MEMBER NO. 2 JOINT 2 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG• DEPTH AT DEPTH AT WEB NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. 1 25.00 55. 6 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 0.05 -183.08 0.01 -10.82 -10.82 33.00 33.00 31.94 MEMBER NO. 3 JOINT 4 - 3 Rotated 90.degrees ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. 1 26.37 55. 8 4.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 -1.24 255.91 -0.32 15.13 15.13 43.99 36.19 43.99 ---------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KII S ) ( K:1 PS) RATIO CUND -1.58 17.38 0.091 2 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .250 0.339 1 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND -3.70 13.04 .0.284 1 COMB. STRESS LOAD INNER FL. RATIO GOND 5.000 X .250 0.418 12 --------------SHEAR-----------'-- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND -2.88 17.38 0.166 12 FINAL FRAME DESIGN - S TRES S SUMMARY DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 28 ------------------------------------------------------ .ORDER # 070092 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 # 7 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 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. 5.00 55. 2 3.92 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.340 1 2 20.00 55. 5 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.314 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- ©1CCT. IPORCIC MOMDIN'T AX:I:AG 11710 113:1: IVA IrSO IV131 FORCIC ALLOW STRESS LOAD NO. (KIPS) (IN -KIP). (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 0.35 -182.22 0.09 -10.77 -10.77 33.00 33.00 31.94 3.45 13.04 0.264 1 2 0.06 -169.21 0.02 -10.00 -10.00 33.00 33.00 31.94 -3.40 13.04 0.261 1 MEMBER NO. 5 ---------------------------------- JOINT 6 - 5 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 27.42 60. 7 4.91 FT 12.00 IN 12.00 IN 12.OP.113S 0.885 12 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 -1.41 279.50 -1.41 279.50 279.50 21.27 39.92 39.92 -2.88 14.40 0.200 12 MEMBER NO. 6 ---------------------------------- JOINT 5 - 7 SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 12.50 55. 4 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.314 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 0.35 -168.36 0.09 -9.95 -9.95 33.00 33.00 31.94 3.42 13.04 0.262 1 FINAL FRAME DESIGN - S T R E S S S U M M A R Y DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 29 ---------------------------------------------------------------------------------------------------=------------------------------- ORDER # 070092 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 # 7 DESCRIPTION _EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- MEMBER NO. 7 JOINT 8 - .7 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 12.50 55. 4 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.314 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIA1.o FBO FBI FA FBO FF3I NO. (K:1:17FJ) (3:N-K:I:17) (Kfio OU1.0 (KF.1.1:) (Knl) ( U41) O(Sl) 1 0.35 -168.36 0.09 -9.95 -9.95 33.00 33.00 31.94 MEMBER NO. 8 JOINT 9 - 8 Rotated 90 degrees ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. 1 27.42 60. 7 4.91 FT 12.00 IN 12.00 IN 12.OP.113S CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 -1.41 279.50 -1.41 279.50 279.50 21.27 39.92 39.92 MEMBER NO. 9 JOINT 10 - 8 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. 1 5.00 55. 2 3.92 FT 12.00 IN 12.00 IN 5.000 X .250 .120 2 20.00 55. 5 5.00 FT 12.00 IN '12.00 IN 5.000 X .250 .120 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 0.35 -182.22 0.09 -10.77 -10.77 33.00 33.00 31.94 2 0.06 -169.21 0.02 -10.00 -10.00 33.00 33.00 31.94 -------------- SHEAR -------------- FORCLE ALLOW STRESS LOAD (KI PS) (KIPS) RATIO CONI) 3.42 13.04 0.262 1 COMB. STRESS LOAD INNER FL. RATIO COND 0.885 .12 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO GOND -2.88 14.40 0.200 12 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .250 0.340 1 5.000 X .250 0.314 1 --------------SHEAR----=--------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 3.45 13.04 0.264 1 -3.40 13.04 0.261 1 FINAL FRAME DESIGN - STRES S SUMMARY DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 30 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 ' DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- MEMBER NO. 10 JOINT it - 10 .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 26.37 55. 8 4.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.418 12 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (K81) (K9:I:) (KS1) (KSI) (KSI) .1 -1.24 255.91 -0.32 15.13 15.13 43.99 36.19 43.99 MEMBER NO. 11 JOINT 12 - 10 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. 1 25.00 55. 6 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 CONTROLLING ACTIONS ---AXIAL--- -,--MAXIMUM STRESSES- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 0.05 -183.08 0.01 -10.82 -10.82 33.00 33.00 31.94 MEMBER NO. 12 JOINT 13 - 12 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. 1 25.40 55. 7 4.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 -0.86 -72.37 -0.22 -4.71 -4.34 43.99 43.99 11.53 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO GOND -2.88. 17.38 0.166 12 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .250 0.339 1 -------------- SHEAR ----- -.-------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND -3.70 13.04 0.284 1 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X -.250 0.377 12 -----=-------- SHEAR -------------- FORCE ALLOW STRESS LOAD (KIPS) .(KIPS) RATIO COND 4.74 17.38 0.273 3 FINAL FRAME DESIGN - S T R E S S S U M M A R Y DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 31 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 -------------------------------------------7--------------------------------------------------------------------------------------- # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 BRACING MEMBERS --------------- MODULE ROD ROD TENSILE ACTUAL ALLOW STRESS LOAD NUMBER NO. DIRECTION JOINTS DIA STRENGTH FORCE FORCE RATIO COND 1 5 / 11 12 0.750 80 -13.33 18.26 0.811 10 2 5' \ 10 13 0.750 80 -13.59 .18.26 0.827 11 FRAME DES IGN - J O I N T D E F L E C T I O N S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 32 -----------------------------------------------------------------------7----------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500.TO 12 ---------------- ------------------------------------------------------------------------------------------------------------------ POSITIVE DEFLECTION DIRECTION R H INCHES Horiz. Deflection to Right V 2-------3-------5-- 7---8------10------12 V INCHES Vertical Deflection Up +---H / 1 4 6 9 11 13 Z No. Loading Combination Cd 2H .2V 3H 3V 5H 5V 7H 7V 8H 8V 10H 10V 12H 1 DL + CLL 4• LL N -0.007 -0.009 -0.007 -0.021 -0.007 -0.034 0.000 -0.21.9 0.007 -0.034 0.007 -0.021 0.007 2 DL + WLL N 0.288 0.003. 0.203 0.005 0.278 0.0017 0.274 0.060 0.269 0.008 0.265 0.004 0.259 3 DL + WLR N -0.305 0.002 -0.302 0.004 -0.298 0.007 -0.297 0.034 -0.296 0.006 -0.293 `-0.005 .-0.298 4 D+CLL+EQL/1.4 N 0.202 -0.004 0.201 -0.009 0.198 -0.014 0.200 -0.086 0.201 -0.014 0.197 -0.009 0.192 5 D+CLL+EQR/1.4 N -0.225 -0.004 -0.224 -0.009 -0.222 -0.015 -0.217 -0.105 -0.211 -0.015 -0.208 -0.017 -0.209 12 DL + EWP N -0.012 0.003 -0.008 0.003 -0.002 0.007 0.000 0.015 0.002 0.007 0.008 0.003 0.012 13 DL + EWS N -0.012 0.003 -0.008 0.003 -0.002 0.007 0.000 0.015 0.002 0.007 0.008 0.003 0.012 No. Loading Combination Cd 12V 1 DL + CLL + LL N -0.009 2 DL + WLL N -0.008 3 DL + WLR N 0.001 4 D+CLL+EQL/1.4 N -0.011 5 D+CLL+EQR/1.4 N -0.004 12 DL + EWP N 0.003 13 DL + EWS N 0.003 POSITIVE DEFLECTION DIRECTION H INCHES Horizontal to the Right V V INCHES Vertical Up +---H Z/ MAXIMUM MEMBER DEFLECTIONS FRAME DES IGN - M E M B E R D E F L E C T I O N S No. Loading Combination DATE: 02/07/01 DEFL 1 DL + CLL + LL 5 -0.137 2 CADDS TIME: 09:42 AM 0.482 3 DL + WLR 6 -0.339 4 PAGE:F 33 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 -0.242 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 6 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) ' DEFL DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 0.038 POSITIVE DEFLECTION DIRECTION H INCHES Horizontal to the Right V V INCHES Vertical Up +---H Z/ MAXIMUM MEMBER DEFLECTIONS MEMBER 3H MEMBER 4V MEMBER 5H MEMBER 1H No. Loading Combination PT DEFL 1 DL + CLL + LL 5 -0.137 2 DL + WLL 5 0.482 3 DL + WLR 6 -0.339 4 D+CLL+EQL/1.4 9 0.202 5 D+CLL+EQR/1.4 7 -0.242 12 DL + EWP 4 -0.215 13 DL + EWS 4 -0.215 MAXIMUM MEMBER DEFLECTIONS 6 0.013 9 MEMBER 9V No. Loading Combination PT DEFL 1 DL + CLL + LL 6 -0.140 2 DL + WLL 6 0.038 3 DL + WLR 6 0.017 4 D+CLL+EQL/1.4 6 -0.063 5 D+CLL+EQR/1.4 6 -0.056 12 DL + EWP 6 0.061 13 DL + EWS 6 0.061 R +---2---+---4---+-6-+-7-+---9---+--11---+ 1 3 5 8 10 12 MEMBER 2V MEMBER 3H MEMBER 4V MEMBER 5H MEMBER 6V MEMBER 7V MEMBER 8H PT DEFL PT DEFL PT DEFL PT DEFL PT DEFL PT DEFL PT DEFL 4 -0.215 10 -0.007 6 -0.140 9 -0.007 6 -0.219 6 -0.219 9 0.007 3 0.116 10 0.283 6 0.013 9 0.278 5 0.060 6 0.060 9 0.269 4 0.017 10 -0.302 6 0.045 9 -0.298 6 0.034 5 0.034 9 -0.296 4 -0.102 10 0.201 6 -0.058 9 0.198 6 -0.086 6 -0.086 9 0.201 4 -0.079 10 -0.224 6 -0.057 9 -0.222 6 -0.105 6 -0.105 9 -0.211 3 -0.032 4 0.868 6 0.061 5 2.110 6 0.015 6 0.015 5 -2.110 3 -0.032 5 -0.769 6 0.061 5 -1.852 6 0.015 6 0.015 5 1.852 MEMBER 10H MEMBER 11V MEMBER 12H PT DEFL PT DEFL PT DEFL 10 0.007 4 -0.215 5 0.137 10 0.265 4 0.012 5 0.306 10 -0.293 3 0.110 5 -0.486 10 0.197 4 -0.082 7 0.211 10 -0.208 4 -0.108 9 -0.209 4 -0.868 3 -0.032 4 0.215 5 0.769 3 -0.032 4 0.215 FINAL FRAME DES IGN - FRAME LAYOUT DATE: 02/07/01 CADDS TIME: 09:42 AM ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" ----------------------------------------------------------------------------------------------------------------------------------- 20 PSF 80 MPH UBC 97 .500 TO 12 LEFT SIDE RIGHT SIDE SLOPE (P/12.) = 0.500 SLOPE .(P/12.) = 0.500 DIST. TO RIDGE = 62.500 FT. DIST. TO RIDGE = 62.500 FT. COLUMN OFFSET = 8.000 IN. COLUMN OFFSET = 8.000 IN. GIRT DEPTH = 8.000 IN. GIRT DEPTH = 8.000 IN. PURLIN DEPTH = 8.000 IN. (PURLIN UNINSULATED) PURLIN DEPTH = 8.000 IN. SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 - 25.000 FT. SPAN 2 - 25.000 FT. SPAN- 3 = 25.000 FT. SPAN 4 = 25.000 FT. SPAN 5 = 25.000 FT. -R- OV80414 OV80418 OV80418 OV80414 0 0 0 0 0 0 V V V V V V 8 8 8 8 8\ /8 0 0 0 0 0 X 0 4 4 4 4 4/ \4 1 1 2 2 1 1 2 6 0 0 6 2 1 2 3 4 5 F'I N A L FRAME DESIGN DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 34 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 ----------------------------------------------------------------------------------------------------------------------------------- # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 EAVE HEIGHT = FRAME HEIGHT = COL. CLEAR HT. _ SLOPE (P/12.) _ SW R -BEAM OFFSET = DIST. TO RIDGE. _ COLUMN OFFSET = GIRT DIEV.111 .. PURLIN DEPTH LEFT SIDE RIGHT SIDE 27.001 FT. F R A M E D E S I G N - G E N E R A L I N F O R M A T I O N 26.333 FT. DATE: 02/07/01 22.608 FT. 0.500 Z MX 0.500 CADDS TIME: 09:42 AM 0.125 IN. 62.500 FT. 62.500 PAGE:F 35 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 'BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 "I'N. 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 ----------------------------------------------------------------------------------------------------------------------------------- # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 EAVE HEIGHT = FRAME HEIGHT = COL. CLEAR HT. _ SLOPE (P/12.) _ SW R -BEAM OFFSET = DIST. TO RIDGE. _ COLUMN OFFSET = GIRT DIEV.111 .. PURLIN DEPTH LEFT SIDE RIGHT SIDE 27.001 FT. 27.001 FT., 26.333 FT. 26.333 FT. 22.608 FT. 22.608 FT. 0.500 Z MX 0.500 1.657 0.125 IN. 0.125 IN. 62.500 FT. 62.500 FT.. 0.000 IN. 8.000 IN. 0.000 "I'N. 0.000 IN. 1).000 :I:N . 0.000 :I:N . (PURLIN UNINSULATED) 1 1 0 --------------------- JOINT DATA --------------------- K VALUES JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM NUMBER FT FT X Y MZ Z MX 1 1.657 0.000 1 1 0 1 0 2 3.007 24.305 0 0 0 1 0 3 62.500 27.861 0 0 0 0 0 4 121.993 24.305 0 0 0 1 0 5 123.343 0.000 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) SPAN NO. WIDTH MISCELLANEOUS PROPERTIES 1 = 125.000 FT MODULUS OF ELASTICITY = 29000 KSI CMX = 0.850 CMX(stepped column/no wind) = 0.950 CMY(pinned in minor axis) = 0.600 CMY(fixed in minor axis) = 0.400 ** P Delta Analysis ** ----- MEMBER DATA ---- MEMBER MOM. RELEASE K VALUES NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 1- 2 0 0 1.50 1.00 2 2- 3 0 0 1.50 1.00 3 4- 3 0 0 1.50 1.00 4 5- 4 0 0 1.50 1.00 ( 1 = RELEASE 0 = NO RELEASE ) F R A M E D E S I G N - S E C O N D A R Y / B R A C E L O C A T I O N S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 36 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 ------------- --------------------------------------------------------------------------------------------------------------------- DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code.as follows: ACCUM - Distance to purlin from the low sidewall in FEET. 0 FL Outside flange only braced ID - B Base, G Girt, P Purlin, E Eave strut, O Other, O -IF Outside and Inside flange braced L Landmark 2000 truss purlin. O -SF Outside braced and inside Single flange brace MAJOR - Major axis brace point indicator. ( YES or NO ) O -DF Outside braced and inside Double flange brace 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 II) BRAGS MAJOR FORCP DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE 0:00 B O -IF YES 0.00 B O -IF YES 0.00 0.00 E 0 FL 0.00 0.00 E O FL 7.50 G 0 FL NO 7.50 G 0 FL NO 3.92 3.92 P 0 -DF 3.92 3.92 P O -DF 15.50 G O -SF NO 15.50 G O -SF NO 8.92 8.92 P O -SF 8.92 8.92 P O -SF 21.50 G O -SF NO 21.50 G O -SF NO 13.92 13.92 P O FL 13.92 13.92 P O FL 22.61 0 O -IF YES 22.61 O O -IF YES 18.92 18.92 P O -SF 18.92 18.92 P O -SF 27.00 E 0 FL NO 27.00 E O FL NO 23.92 23.92 P O FL 23.92 23.92 P O FL 28.92 28.92 P O -SF 28.92 28.92 P O -SF 33.92 33.92 P O FL 33.92 33.92 P 0 FL 38.92 38.92 P O -SF 38.92 38.92 P O -SF 43.92 43.92 P 0 FL 43.92 43.92 P 0 FL 48.92 48.92 P O -SF 48.92 48.92 P O -SF 53.92 53.92 P 0 FL 53.92 53.92 P 0 FL 58.92 58.92 P O -SF 58.92 58.92 P O -SF 61.42 61.42 P O FL 61.42 61.42 P 0 FL GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis .is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAM - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor.axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance .measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roof beams, 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: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 37 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis .is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAM - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor.axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance .measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roof beams, 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 ). APPLIED LOADINGS BUILDING CODE F R A M E D E S I G N - L 0 A D S U M M A R Y DATE: 02/07/01 COLLATERAL LOAD (CLL) = 5.000 PSF ROOF LIVE LOAD (LL ) CADDS TIME: 09:42 AM COUNTY GROUND SNOW LOAD MIN County Rain on Snow PAGE:F 38 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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) COEFF DESIGN SYSTEM FRAME # 9 DESCRIPTION LRF 125'-0" ----------------------------------------------------------------------------------------------------------------------------------- 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 RIGHT ROOF GENERAL BUILDING INFORMATION 1.00 12.00 RIGHT CANOPY/OVERHANG 60.00% 1.00 12.00 DESIGN BAY = 27.000 FT. TOTAL BUILDING LENGTH = 160.000 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 CANOPY / OVER[IANG / WIDTH-IrXTENSION RIGHT SIDEWALL 10.000 FT. CANOPY CONN DETAIL C320 BUILDING USE AND LOCATION STATE = CALIFORNIA COUNTY = BUTTE (INLAND) USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP = B APPLIED LOADINGS BUILDING CODE = UBC - 1997 DEAD LOAD (DL ) = 2.700 PSF + FRAME DL COLLATERAL LOAD (CLL) = 5.000 PSF ROOF LIVE LOAD (LL ) = 20.000 PSF MIN COUNTY GROUND SNOW LOAD MIN County Rain on Snow Roof Exposure = Partially Exposed Roof Thermal Condition = Normal COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT ROOF 60.00% 1.00 12.00 RIGHT ROOF 60.00% 1.00 12.00 RIGHT CANOPY/OVERHANG 60.00% 1.00 12.00 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR = 0.0 PSF WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE COEFFICIENTS = 80.000 MPH ( 12.144 PSF) = 80.000 MPH ( 12.144 PSF) = 80.000 MPH ( 12.144 PSF) = 1 = ENCLOSED MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR F R A M E D E S I G N - L O A D S U M M A R Y (WLR) (IP ) DATE: 02/07/01 0.800(PRESSURE) -0.500(SUCTION ) 0.000 LEFT ROOF -0.300(SUCTION ) -0.700(SUCTION ). CADDS TIME: 09:42 AM -0.700(SUCTION ) -0.700(SUCTION ) 0.000 RIGHT SIDEWALL -0.500(SUCTION ) 0.800(PRESSURE) PAGE:F 39 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 ENDWALL WIND PRESURE BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia = D (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) -1.200(SUCTION ) DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 9 DESCRIPTION LRF 125'-0" 27'-4" .20 PSF 80 MPH UBC 97 .500 TO 12 = 0.418 WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE COEFFICIENTS = 80.000 MPH ( 12.144 PSF) = 80.000 MPH ( 12.144 PSF) = 80.000 MPH ( 12.144 PSF) = 1 = ENCLOSED MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR IN'T'ERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 SEISMIC LOADS (EQ ) WIND FROM I,13FT WIND FROM RI(311'T' INTERNAL PRESSURE (W.1:,1.,) (WLR) (IP ) LEFT SIDEWALL 0.800(PRESSURE) -0.500(SUCTION ) 0.000 LEFT ROOF -0.300(SUCTION ) -0.700(SUCTION ). 0.000 RIGHT ROOF -0.700(SUCTION ) -0.700(SUCTION ) 0.000 RIGHT SIDEWALL -0.500(SUCTION ) 0.800(PRESSURE) 0.000 RIGHT CANOPY/OVERHANG -0.700(SUCTION ) -1.200(SUCTION ) I FACTOR _ ENDWALL WIND PRESURE ENDWALL WIND SUCTION . (EWP) (EWS) STORY DRIFT LIMIT SIDEWALLS -0.700(SUCTION ) -0.700(SUCTION ) = D ROOF -0.700(SUCTION ) -0.700(SUCTION ) Nv FACTOR SIDEWALL CANOPY/OVERHANG -1.200(SUCTION ) -1.200(SUCTION ) IN'T'ERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.000% Seismic W - LEFT ROOF = 9.700 PSF Seismic W - RIGHT ROOF = 9.700 PSF Seismic W - RIGHT CANOPY/OVERHANG = 9.700 PSF SEISMIC ZONE = 3 R FACTOR = 4.500 MIN CTY SEISMIC ZONE = 3 I FACTOR _ = 1.000 Na LATERAL FACTOR = 1.000 STORY DRIFT LIMIT = 0.025 SOIL PROFILE = D P DELTA LIMIT = 0.100 Nv FACTOR = 1.000 OMEGAO DEFLECT AMPLIF FACTOR = 2.800 Ct FACTOR = 0.035 T FACTOR = 0.418 Ca FACTOR = 0.360 Cv FACTOR = 0.540 p FACTOR = 1.000 NET SEISMIC FACTOR = 0.200 Maximum P Delta Stability Coefficient = 0.02, Associated Load Combination 04 F R A M E D E S I G N - L O A D C O M B I N A T I O N S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 40 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 -----------------------------------------------------------------=----------------------------------------------------------------- DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE STR LAT LONG CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + CLL + LL 1.000 N N N Std Des 100.00 DL 100.00 CLL, 100.00 LL 2 DL + WLL 1.333 N N N Std Des 100.00 DL 100.00 WLL 3 DL + WLR 1.333 N N N Std Des 100.00 DL 100.00 WLR 4 D+CLL+EQL/1.4 1.333 N Y N Std Des 100.00 DL 100.00 CLL ' 72.00 EQ 5 D+CLL+EQR/1.4 1.333 N Y N Std Des 100.00 DL 100.00 CLL -72.00 EQ 6 DL + CLL + SLL + SLR 1.000 N N N Std Des 100.00 DL 100.00 CLL 100.00 SLL 100.00 SLR 7 PD+PC+0.70PL4'2. BOEQL 1.700 Y N N Axial. C 1.00.00 Dl., 100.00 C1,L 70.00 LL 280.00 EQ 8 PD+PC+0.70PJ!j+2.B0ISQ1Z 1.700 Y N N nx:l.nl C 100.00 Db 100.00 Clib 70.00 LL -280.00 6Q 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 LOAD CASE (DL ) DEAD LOAD LOAD F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 02/07/01 DIRECTION/ LABEL CADDS TIME: 09:42 AM TYPE FT FT X PAGE:F 41 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 DL 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) 4 - 3 DESIGN SYSTEM FRAME ------------------------------------------------------------=------------------------------------------------------=--------------- # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 K/FT 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 62.50 0.000 K/FT -0.073 K/FT 0.000 K/FT DL 3 4 - 3 UNIF 62.50 125.00 0.000 K/FT -0.073 K/FT 0.000 K/FT CDL 3 4 - 3 MCONC 125.00 26.00 0.000 KIP -0.729 KIP -43.740 IN -K LOAD CABS (CLL) COLLA'TSRAL LOM.) 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 62.50 0.000 K/FT -0.135 K/FT 0.000 K/FT CLL 3 4 - 3 UNIF 62.50 125.00 0.000 K/FT -0.135 K/FT 0.000 K/FT. CCLL 3 4 - 3 MCONC 125.00 26.00 0.000 KIP -1.350 KIP -81.000 IN -K •LOAD CASE (LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION LL 2 2 - 3 UNIF 0.00 62.50 0.000 K/FT -0.324 K/FT 0.000 K/FT LL 3 4 - 3 UNIF 62.50 125.00 0.000 K/FT -0.324 K/FT 0.000 K/FT CLL 3 4 - 3 MCONC 125.00 26.00 0.000 KIP -3.240 KIP -194.400 IN -K LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLL 1 1 - 2 UNIF 0.00 27.00 0.262 K/FT 0.000 K/FT 0.000 K/FT WLL 2 2 - .3 UNIF 0.00 62.50 -0.230 K/FT 0.230 K/FT 0.000 K/FT WLL 3 4 - 3 UNIF 62.50 125.00 0.230 K/FT 0.230 K/FT 0.000 K/FT WLL 4 5 - 4 UNIF 0.00 27.00 0.164 K/FT 0.000 K/FT 0.000 K/FT CWLL 3 4 - 3 MCONC 125.00 26.00 0.000 KIP 2.295 KIP 137.718 IN -K F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 42 ------------------------- ORDER # 070092 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 --------------- # 9 ----------- DESCRIPTION -------- LRF ---------------- 125'-0" 27'-4" -------------------- 20 PSF ---------- 80 MPH -------- UBC --------- 97 ----- .500 -TO 12 ----------------------------- LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS ' LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLR 1 1 - 2 UNIF 0.00 27.00 -0.164 K/FT 0.000 K/FT 0.000 K/FT WLR 2 2 - 3 UNIF 0.00 62.50 -0.230 K/FT 0.230 K/FT 0.000 K/FT WLR 3 4 - 3 UNIF 62.50 125:00 0.230 K/FT 0.230 K/FT 0.000 K/FT WLR 4 5 - 4 UNIF 0.00 27.00 -0.262 K/FT 0.000 K/FT 0.000 K/FT CWLR 3 4 - 3 MCONC 125.00 26.00 0.000 KTP 3.935 KIP 7.36.089 IN -K LOAD CASH (EQ ) 81EISMIC 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 27.00 0.006 K/FT 0.000 K/FT 0.000 K/FT EQ 2 2 - 3. CONC 0.00 3.274 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 3 4 - 3 CONC 125.00 3.274 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 4 5 - 4 UNIF 0.00 27.00 0.006 K/FT 0.000 K/FT 0.000 K/FT CEQ 3 4 - 3 MCONC 125.00 26.00 0.524 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 62.50 0.000 K/FT -0.324 K/FT 0.000 K/FT LOAD CASE (SLR) MIN SNOW LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION SLR 3 4 - 3 UNIF 62.50 125.00 0.000 K/FT -0.324 K/FT 0.000 K/FT CSLR 3 4 - 3 MCONC 125.00 26.00 0.000 KIP -3.240 KIP -194.400 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 O A D S LABEL NO DATE: 02/07/01 TYPE FT FT EWP 1 CADDS TIME: 09:42 AM 0.00 27.00 EWP 2 2 - 3 PAGE:F • 43 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 4,- 3 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 27.00 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 7.6.00 DESIGN SYSTEM -------------------------------------------------------------------------------=--------------------------------------------------- FRAME # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 MEMBER LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FT EWP 1 1 - 2 UNIF 0.00 27.00 EWP 2 2 - 3 UNIF 0.00 62.50 EWP 3 4,- 3 UNIF 62.50 125.00 EWP 4 5 - 4 UNIF 0.00 27.00 CEWP 3 4 - 3 MCONC 1.25.00 7.6.00 LOAD CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FT EWS 1 1 - 2 UNIF 0.00 27.00 EWS 2 2 - 3 UNIF 0.00 62.50 EWS 3 4 - 3' UNIF 62.50 125.00 EWS 4 5 - 4 UNIF 0.00 27.00 CEWS 3 4 - 3 MCONC 125.00 26.00 LOAD CASE (PDE) P Delta Unit Story S LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FT C 1 1 1- 2 CONC 0.00 C 1 1 1- 2 CONC 24.31 C 4 4 5- 4 CONC 0.00 C 4 4 5- 4 CONC 24.31 X -0.230 K/FT -0.230 K/FT 0.230 K/FT 0.230 K/FT 0.000 1(1P X -0.230 K/FT -0.230 K/FT 0.230 K/FT 0.230 K/FT 0.000 KIP LOADS Y 0.000 K/FT 0.230 K/FT 0.230 K/FT 0.000 K/FT 3.935 KIP LOADS Y 0.000 K/FT 0.230 K/FT 0.230 K/FT 0.000 K/FT 3.935 KIP r. 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT 236.089 IN -K 6 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT 236.089 IN -K DIRECTION/ LOCATION DIRECTION/ LOCATION LOADS DIRECTION/ X Y Z LOCATION -0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis 0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis -0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis, 0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis MEMBER NO. - SECTION NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 2 7 8 9 10 MEMBER NO. SECTION NO. SECTION NO. SECTION NO. SECTION NO. 1 1 2 DIST (FT) 0.00 3.75 7.50 11..7.5 14.99 15.01 15.50 18.50 21.50 22.60 2 1 2 3 4 JOINTS 1 - 2 OUTER FLANGE _ OUTER FLANGE _ DEPTH AREA (IN) (IN2) 20.00 12.27 24.50 13.39 7.9.00 1.4.52 33.50 1.5.64 37.99 16.77 38.01 16.77 38.66 16.93 42.60 17.92 46.54 18.91 47.99 19.27 JOINTS 2 - 3 OUTER FLANGE _ OUTER FLANGE _ OUTER FLANGE _ OUTER FLANGE _ 8.000 X 0.313 8.000 X 0.313 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 40.05 1291.00 DATE: 02/07/01 1903.05 40.061 2660.45 40.06 3575.16 CADDS TIME: 09:42 AM 40.07 3724.08 40.07 4687.33 40.08 PAGE:F 44 -------------------------------------------------------7--------------------------------------------------------------------------- ORDER # 070092 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 13.50 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 1.50 1.73 DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 8.52 182.42 MEMBER NO. - SECTION NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 2 7 8 9 10 MEMBER NO. SECTION NO. SECTION NO. SECTION NO. SECTION NO. 1 1 2 DIST (FT) 0.00 3.75 7.50 11..7.5 14.99 15.01 15.50 18.50 21.50 22.60 2 1 2 3 4 JOINTS 1 - 2 OUTER FLANGE _ OUTER FLANGE _ DEPTH AREA (IN) (IN2) 20.00 12.27 24.50 13.39 7.9.00 1.4.52 33.50 1.5.64 37.99 16.77 38.01 16.77 38.66 16.93 42.60 17.92 46.54 18.91 47.99 19.27 JOINTS 2 - 3 OUTER FLANGE _ OUTER FLANGE _ OUTER FLANGE _ OUTER FLANGE _ 8.000 X 0.313 8.000 X 0.313 IX IY (IN4) (IN4) 813.17 40.05 1291.00 40.05 1903.05 40.061 2660.45 40.06 3575.16 40.07 3577.95 40.07 3724.08 40.07 4687.33 40.08 5789.46 40.08 6231.01 40.08 8.000 X 0.313 8.000 X 0.313 6.000 X 0.500 6.000 X 0.500 RTO (IN) 1.96 1.91 1..0G 1.. n 1. 1.77 1.77 1.76 1.73 1.69 1.68 WEB = 0.250 WEB = 0.250 RTI. WRX (IN) (IN) 2.18 13.06 2.15 13.06 2.3.2 13.06 2.09 13.06 2.06 13.06 2.06 13.06 2.05 13.06 2.03 13.06 2.00 13.06 2.00 13.06 WEB = 0.281 WEB = 0.250 WEB = 0.188 WEB = 0.140 INNER FLANGE = 8.000 X 0.625 INNER FLANGE = 8.000 X 0.625 WRY WRTO WRTI WDAFO WDAFI H/T (IN) (IN) (IN) (IN) (IN) RATIO 1.73 1.91 2.11 9.78 5.86 76.25 1.73 1.91 2.11 9.78 5.86 94.25 1.60 1..81 2.11 13.50 5.86 112.25 1.60 1.n1 2.11 13.50 5.86 130.24 1.60 1.81 2.11 13.50 5.86 148.22 1.60 1.81 2.11 13.50 5.86 148.27 1.60 1.81 2.11 13.50 5.86 150.88 1.50 1.73 2.03 17.01 8.52 166.65 1.50 1.73 2.03 17.01 8.52 182.42 1.45. 1.69 2.00 18.88 9.45 188.22 INNER FLANGE = 8.000 X 0.500 INNER FLANGE = 8.000 X 0.500 INNER FLANGE = 6.000 X 0.375 INNER FLANGE = 6.000 X 0.375 LUBO (FT) 7.51 7.51 8.01 8.01 8.01 8.01 8.01 6.01 6.01 1.11 LUBI (FT) 15.52 15.52 15.52 15.52 15.52 15.52 15.52 6.01 6.01 1.11 F R A M E D E S I G N - S E C T I O N P R O P E R T I E S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F. 45 ----------------------------------------------------------------------------------------------------------------------------------- ORDER ## 070092 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 ----------------------------------------------------------------------------------------------------------------------------------- # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 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 4.50 47.00 19.48 5777.10 34.77 1.66 1.89 12.66 1.35 1.68 1.90 18.11 11.34 164.37 5.01 5.01 2 8.92 43.70 18.55 .4839.81 34.77 1.69 1.91 12.66 1.35 1.68 1.97 18.11 9.99 152.62 5.01 10.02 3 9.87 42.98 18.35 4650.18 34.77 1.70 1.92 12.66 1.43 1.74 1.97 16.70 9.99 150.07 5.01 10.02 4 2 9.88 42.97 17.04 4450.29 34.74 1.74 1.95 12.66 1.43 1.74 1.97 16.70 9.99 168.65 5.01 10.02 5 13.92 39.96 16.29 3740.98 34.74 1.77 1.97 12.66 1.43 1.74 1.97 16.70 9.99 156.57 5.01 10.02 6 18.92 36.22 15.35 2964.20 34.73 1.80 2.00 12.66 1.48 1.78 1.97 15.21 9.99 141.61 5.01 10.02 7 23.97. 32.47 .1.4.42 7.794 .71. 34.73 1..84 2.03 1.2 . 66 1..53 1..82 2.03 13 .72 8.12 126.64 5.01 10.02 8 28.92 20.73 13.48 1725.93 34.72 1.80 2. UG 1'l.. GG 1.. 50 1..06 2.U3 12.22 0.12 111.60 5.01 10.02 9 29.89 28.00 13.30 1626.25 34.72 1.88 2.07 12.66 1.31 1.61 1.52 9.72 11.92 108.76 5.01 10.02 10 3 29.90 28.00 10.35 1299.85 15.77 1.54 1.46 12.66 1.31 1.61 1.52 9.72 11.92 144.28 5.01 10.02 11 33.92 28.00 10.35 1299.85 15.77 1.54 1.46 12.66 1.31 1.61 1.52 9.72 11.92 144.28 5.01 10.02 12 38.92 28.00 10.35 1299.85 15.77 1.54 1.46 12.66 1.23 1.54 1.52 9.33 11.92 144.28 5.01 10.02 13 43.92 28.00 10.35 1299.85 15.77 1.54 1.46 12.66 1.23 1.54 1.48 9.33 12.44 144.28 5.01 10.02 14 44.93 28.00 10.35 1299.85 15.77 1.54 1.46 12.66 1.30. 1.58 1.48 9.33 12.44 144.28 5.01 10.02 15 4 44.94 28.00 9.05 1218.49 15.76 1.59 1.52 12.66 1.30 1.58 1.48 9.33 12.44 193.75 5.01 10.02 16 48.92 28.00 9.05 1218.49 15.76 1.59 1.52 12.66 1.30 1.58 1.48 9.33 12.44 193.75 5.01 10.02 17 53.92 28.00 9.05 1218.49 15.76 1.59 1.52 12.66 1.32 1.59 1.52 9.33 12.44 193.75 5.01 10.02 18 58.92 28.00 9.05 1218.49 15.76 1.59 1.52 12.66 1.32 1.59 1.52 9.33 12.44 193.75 5.01 10.02 19 61.42 28.00 9.05 1218.49 15.76 1.59 1.52 12.66 1.32 1.59 1.52 9.33 12.44 193.75 2.50 3.54 20 62.46 28.00 9.05 1218.49 15.76 1.59 1.52 12.66 1.32 1.59 1.52 9.33 12.44 193.75 1.04 3.54 MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE _ SECTION NO. 2 OUTER FLANGE _ SECTION NO. 3 OUTER FLANGE _ SECTION NO. 4 OUTER FLANGE _ ANAL SEC DIST DEPTH AREA PTS. 'NO. (FT) (IN) (IN2) 1 1 4.50 47.00 19.48 7. 0.97. 43.170 In. 55 3 9.87 42.90 3.8.35 4 2 9.88 42:97 17.04 5 13.92 39.96 16.29 6 18.92 36.22 15.35 7 23.92 32.47 14.42 8 28.92 28.73 13.48 9 29.89 28.00 13.30 10 3 29.90 28.00 10.35 11 33.92 28.00 10.35 12 38.92 28.00 10.35 13 43.92 28.00 10.35 14 44.93 28.00 10.35 15 4 44.94 28.00 9.05 16 48.92 28.00 9.05 17 53.92 28.00 9.05 18 58.92 28.00 9.05 19 61.42 28.00 9.05 20 62.46 28.00 9.05 MEMBER NO. 4 JOINTS 5 - 4 SECTION NO. 1 OUTER FLANGE _ SECTION NO. ' 2 OUTER FLANGE _ 8.000 X 0.313 8.000 X 0.313 6.000 X 0.500 6.000 X 0.500 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 34.77 4039.0:1. DATE: 02/07/01 4650.10 34.77 4450.29 34.74 3740.98 -CADDS TIME: 09:42 AM 34.73 2294.71 34.73 1725.93 34.72 PAGE:F 46 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 15.76 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND-) (CODE/YEAR) (SLOPE) 15.76 DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 1.74 MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE _ SECTION NO. 2 OUTER FLANGE _ SECTION NO. 3 OUTER FLANGE _ SECTION NO. 4 OUTER FLANGE _ ANAL SEC DIST DEPTH AREA PTS. 'NO. (FT) (IN) (IN2) 1 1 4.50 47.00 19.48 7. 0.97. 43.170 In. 55 3 9.87 42.90 3.8.35 4 2 9.88 42:97 17.04 5 13.92 39.96 16.29 6 18.92 36.22 15.35 7 23.92 32.47 14.42 8 28.92 28.73 13.48 9 29.89 28.00 13.30 10 3 29.90 28.00 10.35 11 33.92 28.00 10.35 12 38.92 28.00 10.35 13 43.92 28.00 10.35 14 44.93 28.00 10.35 15 4 44.94 28.00 9.05 16 48.92 28.00 9.05 17 53.92 28.00 9.05 18 58.92 28.00 9.05 19 61.42 28.00 9.05 20 62.46 28.00 9.05 MEMBER NO. 4 JOINTS 5 - 4 SECTION NO. 1 OUTER FLANGE _ SECTION NO. ' 2 OUTER FLANGE _ 8.000 X 0.313 8.000 X 0.313 6.000 X 0.500 6.000 X 0.500 IX IY (IN4) (IN4) 5777.10 34.77 4039.0:1. 34.77 4650.10 34.77 4450.29 34.74 3740.98 34.74 2964.20 34.73 2294.71 34.73 1725.93 34.72 1626.25 34.72 1299.85 15.77 1299.85 15.77 1299.85 15.77 1299.85 15.77 1299.85 15.77 1218.49 15.76 1218.49 15.76 1218.49 15.76 1218.49 15.76 1218.49 15.76 1218.49 15.76 8.000 X 0.313 8.000 X 0.313 WEB WEB WEB WEB RTO (IN) 1.6G 1.70 1.74 1.77 1.80 1.84 1.88 1.88 1.54 1.54 1.54 1.54 1.54 1.59 1.59 1.59 1.59 1.59 1.59 0.281 0.250 0.188 0.140 RTI WRX (IN) (IN) 1.89 12.66 1.93. .1.2.66 1.97. 12.66 1.95 12.66 1.97 12.66 2.00 12.66 2.03 12.66 2.06 12.66 2.07 12.66 1.46 12.66 1.46 12.66 1.46 12.66 1.46 12.66 1.46 12.66 1.52 12.66 1.52 12.66 1.52 12.66 1.52 12.66 1.52 12.66 1.52 12.66 WEB = 0.250 WEB = 0.250 INNER FLANGE = 8.000 X 0.500 INNER FLANGE = 8.000 X 0.500 INNER.FLANGE _ .6.000 X 0.375 INNER FLANGE = 6.000 X 0.375 WRY WRTO WRTI WDAFO WDAFI H/T (IN) (IN) (IN) (IN) (IN) RATIO 1.35 1.68 1.90 18.11 11.34 164.37 1..35 1.. GO :1.97 18.11. 9.99 152.62 1.43 1.74 1.97 16.70 9.99 150.07 1.43 1.74 1.97 16.70 9.99 168.65 1.43 1.74 1.97 16.70 9.99 156.57 1.48 1.78 1.97 15.21 9.99 141.61 1.53 1.82 2.03 13.72 8.12 126.64 1.58 1.86 2.03 12.22 8.12 111.68 1.31 1.61 1.52 9.72 11.92 108.76 1.31 1.61 1.52 9.72 11.92 144.28 1.31 1.61 1.52 9.7.2 11.92 144.28 1.23 1.54 1.52 9.33 11.92 144.28 1.23 1.54 1.48 9.33 12.44 144.28 1.30 1.58 1.48 9.33 12.44 144.28 1.30 1.58 1.48 9.33 12.44 193.75 1.30 1.58 1.48 9.33 12.44 193.75 1.32 1.59 1.52 9.33 12.44 193.75 1.32 1.59 1.52 9.33 12.44 193.75 1.32 1.59 1.52 9.33 12.44 193.75 1.32 1.59 1.52 9.33 12.44 193.75 INNER FLANGE = 8.000 X 0.625 INNER FLANGE = 8.000 X 0.625 LUBO (FT) 5.01 5.03, 5.01 5.01 5.01 5.01 5.01 5.01 5.01 5.01 5.01 5.01 5.01 5.01 5.01 5.01 5.01 5.01 2.50 2.08 LUBI (FT) 5.01 10.02 10.02 10.02 10.02 10.02 10.02 10.02 10.02 10.02 10.02 10.02 '10. 02 10.02 10.02 10.02 .10.02 10.02 7.09 7.09 F R A M E D E S I G N - S E C T I O N P R O P E R T I E S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 47 ---------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- 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 20.00 12.27 813.17 40.05 1.96 2.18 13.06 1.73 1.91 2.11 9.78 5.86 76.25 7.51 15.52 2 3.75 24.50 13.39 -1291.00 40.05 1.91 2.15 13.06 1.73 1.91 2.11 9.78 5.86 94.25 7.51 15.52 3 7.50 29.00 14.52 1903.05 40.06 1.86 2.11. 13.06 1.60 1.81 2.11 13.50 5.86 112.25 8.01 15.52 4 11.25 33.50 15.64 2660.45 40.06 1.81 2.09 13.06 1.60 1.81' 2.11 13.50 5.86 130.24 8.01 15.52 5 14.99 37.99 16.77 3575.16 40.07 1.77 2.06 13.06 1.60 1.81 2.11 13.50 5.86 148.22 8.01 15.52 6 2 15.01 38.01 16.77 3577.95 40.07 1.77 2.06 13.06 1.60 1.81 2.11 13.50 5.86 148.27 8.01 15.52 7 15.50 38.66 16.93 3'724.00 40.07 1. 116 2.05 13.06 1.60 1.01 2.11 13.50 5.86 150.88 8.01 15.52 0 10.50 42.60 1.'7.97. 4607.33 40.00 1.73 2.03 13.06 1.50 1.73 2.03 17.01 8.52 166.65 6.01 6.01 9 21.50 46.54 18.91 5789.46 40.08 1.69 2.00 13.06 1.50 1.73 2.03 17.01 8.52 182.42 6.01 6.01 10 22.60 47.99 19.27 6231.01 40.08 1.68 2.00 13.06 1.45 1.69 2.00 18.88 9.45 188.22 1.11 1.11 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 48 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 COLUMN 1 - 2 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 20.00 12.27 68.46 100.12 38.29 0.00 29.66 29.66 33.00 -28.25 71..51 0.90 1.00 1.75 0.11 0.00 0.00 0.11 6 6 2 24.50 13.39 89.80 127.53 38.29 -1263.56 33.00 33.00 27.89 -28.26 57.33 1.00 1.00 1.75 0.09 0.43. 0..36 0.44 1 6 3 29.00 14.52 113.03 156.14 38.13 -2528.95 33.00 33.00 27.89 -28.26 47.85 1.00 1.00 1.75 0.08 0.68 0.58 0.66 1 6 4 33.50 15.64 138.10 186.93 37.95 -3795.02 33.00 33.00 27.89 -28.27 41..05 1.00 1.00 1.75 0.07 0.83 0.73 0.80 6 6 5* 37.99 1.6.77 164.99 219.00 37.76 -5062.44 33.00 33.00 7.7.70 -7.8.7.8 35.95 1.00 1.00 1.75 0.07 0.93 0.83 0.90 1 6 6* 30.01 16.77 165.07 2.19.09 37.61! -5065.81 33.00 33.00 2.7.78 -211.11 35.94 1.00 1.00 1.75 0.07 0.93 0.83 0.90 6 6 7 38.66 16.93 168.74 223.41 37.68 -5232.26 33.00 33.00 27.71 -28.11 35.30 1.00 1.00 1.75 0.07 0.94 0.85 0.91 1 6 8 42.60 17.92 194.40 253.51 37.66 -6241.37 33.00 33.00 31.82 -28.12 31.89 1.00 1.00 1.15 0.06 0.97 0.77 0.91 1 6 9 46.54 18.91 220.57 283.87 37.48 -7251.29 33.00 33.00 31.11 -28.13 29.07 1.00 1.00 1.15 0.06 1.00 0.82 0.94 6 6 10* 47.99 19.27 231.21 296.09 37.29 -7622.75 33.00 33.00 30.83 -28.14 28.16 1.00 1.00 1.02 0.06 1.00 0.84 0.94 6 6 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 49 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 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* 47.00 19.48 228.63 264.62 32.38 -7641.73 33.00 33.00 31.24 29.82 40.65 1.00 1.00 1.11 0.05 1.02 0.92 0.97 1 1 2 43.70 18.55 205.33 239.35 32.37 -6070.13 33.00 33.00 30.25 29.72 43.84 1.00 1.00 1.30 0.05 0.90 0.84 0.89 6 1 3* 42.98 18.35 200.88 234.47 32.16 -5762.76 33.00 33.00 30.38 26.78 44.59 1.00 1.00 1.30 0.05 0.87 0.81 0.86 6 1 4* 42.97 17.04 191.16 225.96 32.15 -5755.34 33.00 33.00 29.69 26.72 31.41 1.00 1.00 1.30 0.06 0.91 0.86 0.91 6 1 5 39.96 16.29 1.72.24 7.04..71. 37..15 -4464.51 33.00 33.00 30.24 26.77. 33.88 1.00 1.00 1.30 0.06 0.79 0.72 0.78 6 1 6 36.7.7. 15.35 :1.49.54 1.'19.97 3:1..94 --3016.90 :1.9.44 33.00 30.83 7;1.114 37.54 1..00 1.00 1.30 0.3.1 0.62 0.51. U.62 6 1. 7 32.47 14.42 128.71 156.36 31.73 -1704.83 19.44 33.00 32.11 20.92 42.09 1.00 1.00 1.52 0.11 0.42 0.34 0.45 6 1 8 28.73 13.48 108.55 .133.87 31.52 -707.42 19.44 33.00 32.11 18.01 47.89 1.00 1.00 1.52 0.12 0.20 0.16 0.28 6 1 9* 28.00 13.30 105.03 129.89 31.31-531.00 19.44 33.00 31.29 15.12 49.21 1.00 1.00 2.30 0.12 0.15 0.12 0.25 6 1 10* 28.00 10.35 99.62 86.93 30.82 -604.12 19.44 33.00 30.99 16.04 21.03 1.00 1.00 2.30 0.15 0.18 0.22 0.37 6 1 11 28.00 10.35 99.62 86.04 30.82 169.71 19.44 32.66 33.00' 16.04 21.03 1.00 1.00 2.02 0.15 0.05 0.06 0.20 6 1 12 28.00 10.35 98.58 86.04 30.70 963.61 19.44 32.66 33.00 13.25 21.03 1.00 1.00 1.57 0.15 0.29 0.35 0.45 6 1 13 28.00 10.35 99.62 86.04 30.58 1587.33 19.44 32.66 33.00 10.41 21.03 1.00 1.00 1.22 0.15 0.48 0.55 0.63 6 1 14* 28.00 10.35 99.62 86.93 30.47 1678.04 19.44 32.66 33.00 7.58 21.03 1.00 1.00 1.11 0.15 0.51 0.58 0.66 6 1 15* 28.00 9.05 94.44 80.71 30.46 1674.47 19.44 31.72 33.00 7.54 8.68 1.00 1.00 1.11 0.17 0.56 0.63 0.73 1 1 16 28.00 9.05 93.52 79.95 30.46 2034.72 19.44 31.72 33.00 7.5.4 8.68 1.00 1.00 1.11 0.17 0.69 0.80 0.86 1 1 17 28.00 9.05 94.44 79.95 30.35 2319.24 19.44 31.72 33.00 4.76 8.68 1.00 1.00 1.06 0.17 0.78 0.87 0.95 1 1 18 28.00 9.05 93.52 79.95 30.23 2434.92 19.44 31.72 33.00 1.95 8.68 1.00 1.00 1.02 0.17 0.82 0.96 1.00 1 1 19 28.00 9.05 94.44 79.95 30.14 2427.89 19.44 31.72 33.00 -1.51 8.68 1.00 1.00 1.00 0.17 0.81 0.91 0.98 6 6 20* 28.00 9.05 94.44 80.71 30.09 2408.30 19.44 31.72 33.00 -1.54 8.68 1.00 1.00 1.00 0.17 0.81 0.90 0.98 1 6 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 50 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 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* 47.00 19.48 228.63 264.62 32.42 -8046.11 33.00 33.00 31.24, 30.40 40.65 1.00 1.00 1.10 0.05 1.07 0.97 1.02 1 1 2 43.70 18.55 205.33 239.35 32.41 -6443.73 33.00 33.00 30.20 30.30 43.84 1.00 1.00 1.29 0.05 0.96 0.89 0.94 1 1 3* 42.98 18.35 200.88 234.47 32.20 -6129.69 33.00. 33.00 30.33 27.36 44.59 1.00 1.00 1.29 0.05 0.92 0.86 0.92 1 1 4* 42.97 17.04 191.16 225.96 32.20 -61.22.20 33.00 33.00 29.64 7.7.30 31.41 1.00 1.00 1.29 0.06 0.97 0.91 0.97 1 1 5 39.96 16.7.9 172.7.1 7,04.71. 37..70 -4003.24 33.00 33.00 30.19 27.30 33.88 .1.00 1.00 1.29 0.06 0.85 0.78 0.84 6 1 6 36.22 3...5.35 3.49.54 7.79.97 .1.:1..99 -3340.76 19.44 33.00 30.78 24.42 37.54 1.00 1.00 1.29 0.3.3. 0.68 0.87 0.617 1 1 7 32.47 14.42 120.71 156.36 33..'7'7 -2053.03 19.44 33.00 31.98 21.50 42.09 1.00 1.00 1:48 0.11 0.49 0.39 0.50 6 1 8 28.73 13.48 108.55 133.87 31.56 -941.55 19.44 33.00 31.98 18.59 47.89 1.00 1.00 1.48 0.12 0.26 0.21 0.33 1 1 9* 28.00 13.30 105.03 129.89 31.35 -758.33 19.44 33.00 31.29 15.66 49.21 1.00 1.00 2.30 0.12 0.22 0.18 0.30 1 1 10* 28.00 10.35 99.62 86.93 30.84 -831.44 19.44 33.00 30.99 16.63 21.03 1.00 1.00 2.30 0.15 0.25 .0.30 0.46 1 1 11 28.00 10.35 99.62 86.04 30.84 -31.10 19.44 33.00 30.99. 16.63 21.03 1.00'1.00 2.30 0.15 0.01 0.01 0.16 1 1 12 28.00 10.35 98.58 86.' 04 30.73 799.25 19.44 32.66 33.00 13.83 21.03 1.00 1.00 1.79 0.15 0.24 0.29 0.40 1 1 13 28.00 10.35 99.62 86.04 30.61 1457.88 19.44 32.66 33.00 10.99 21.03 1.00 1.00 1.26 0.15 0.44 0.51 0.59 1 1 14* 28.00 10.35 99.62 86.93 30.49 1555.64 19.44 32.66 33.00 8.12 21.03 1.00 1.00 1.13 0.15 0.47 0.54 0.62 1 1 15* 28.00 9.05 94.44 80.71 30.49 1552.17 19.44 31.72 33.00 8.12 8.68 1.00 1.00 1.13 0.17 0.52 0.58 0.69 1 1 16 28.00 9.05 93.52 79.95 30.49 1940.18 19.44 31.72 33.00 8.12 8.68 1.00 1.00 1.13 0.17 0.66 0.77 0.83 1 1 17 28.00 9.05 94.44 79.95 30.37 2259.62 19.44 31.72 33.00 5.34 8.68 1.00 1.00 1.07 0.17 0.76 0.85 0.93 1 1 18 28.00 9.05 93.52 79.95 30.26 2410.20 19.44 31.72 33.00 2.53 8.68 1.00 1.00 1.03 0.17 0.82 0.95 0.99 1 1 19 28.00 9.05 94.44 79.95 30.17 2420.64 19.44 31.72 33.00 -1.53 11.57 1.00 1.00 1.00 0.17 0.81 0.91 0.98 1 5 20* 28.00 9.05 94.44 80.71 30.11 2408.30 19.44 31.72 33.00 -1.57 11.57 1.00 1.00 1.00 0.17 0.81 0.90 0.98 1 5 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 51 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 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* 20.00 12.27 68.46 100.12 44.18 0.00 29.66 29.66 33.00 -27.95 71.51 0.90 1.00 1.75 0.12 0.00 0.00 0.12 1 1 2 24.50 13.39 89.80 127.53 44.18 -1248.82 33.00 33.00 27.89 -27.96 57.33 1.0.0 1.00 1.75 0.10 0.42 0.35 0.45 6 1 3 29.00 14.52 113.03 156.14 44.02 -2499.69 33.00 33.00 27.89 -27.97 47.85 1.00 1.00 1.75 0.09 0.68 0.57 0.67 6 1 4 33.50 15.64 138.10 186.93 43.84 -375.1.43 33.00 33.00 27.89 -27.98 41.05 1..00 1.00 1.75 0.08 0.82 0.72 0.80 1 1 5* 37.99 10.77 J.64. 99 7.19.00 43.65 ••50114.66; 33.00 33.00 27.78 -7.7.99 35.95 1..00 1.00 1.75 0.00 0.92 0.82 0.90 1 1 6* 311.01 3.6.77 1.65. 07 219.09 43.50 ••50011.00 33.00 33.00 27.70 _27. 70 35.94 1 . UU 1.00 1.75 0.00 0.92 0.02 0.90 6 1. 7 38.66 16.93 168.74 223.41 43.58 -5172.40 33.00 33.00 27.71 -27.78 35.30 1.00 1.00 1.75 0.08 0.93 0.84 0.91 6 1 8 42.60 17.92 194.40 253.51 43.55 -6169.18 33.00 33.00 31.82 -27.79 31.89.1.00 1.00 1.15 0.07 0.96 0.76 0.89 6 1 9 46.54 18.91 220.57 283.87 43.37 -7166.84 33.00 33.00 31.11 -27.80 29.07 1.00 1.00 1.15 0.07 0.99 0.81 0.92 1 1 10* 47.99 19.27 231.21 296.09 43.18 -7533.81 33.00 33.00 30.83 -27.81 28.16 1.00 1.00 1.02 0.07 0.99 0.83 0.92 6 1. F R A M E D E S I G N - W E L D S U M M A R Y DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 52 . --------------------------------------------------------7------------------------------------------------7------------------------- ORDER # 070092 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 # '9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 PART WEB. WEB FLG-TO-WEB FILLET ALLOW CONTROLLING NO. SECT THK STRESS SIZE SHEAR MEMB ANAL LOAD (IN) (KIPS/IN) (KIPS/IN) NO. PT COND OV80390 1 0.250 1.356 1/8 2.620 1 1 6 OV80392 1 0.281 0.499 3/16 3.930 3 2 1 2 0.250 0.544 1/8 2.620 3 8 1 OV80394 1 0.188 0.491 1/8 2.620 3 10 1. 2 0.140 0.253 1/8 2.620 3 15 1 1.I1111C FhANOR-TO-WI¢il n[IRA12 VAloillQ1 F111OWN IIAVR n11:11:N ADJUSTED FOR WIND LOAD TO S11OW THE EQUIVALENT LIVE•LOAD THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS F I N A L F R A M E D E S I G N - S P L I C E S U M M A Y DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 53 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION ----------------------------------------------------------------------------------------------------------------------------------- LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE LOCATION MEMBER ANALYSIS CONTROLLING AXIAL SHEAR MOMENT NO TYPE MOD SEQ NO. PT. LOAD COMBINATION KIPS KIPS IN -KIPS 01 COLUMN 00 1 1 1 DL + WLL -7.13 12.45 0.00 DL + WLL -7.13 12.45 0.00 02 2 10 DL + WLL -8.45 6.11 2452..15 DL + CLL + SLL + SLR 35.70 -30.13 -7622.75 03 COLUMN 01 1 4 1 DL + WLR -10.60 12.26 0.00 DL + WLR -10.60 12.26 0.00 04 2 1.0 D11 •I WLJi, _11-.92 5.91. 2347.21 111. r CIJ. •I 1:11:J.. •I [.11.11 41..60 ^30.:1.3 -'!5:13.01 05 BEAM 01 1 2 9 Dt. + WIA, -5.00 -4.76 613.29 DL + WLR -5.58 -2.13 -414.57 06 2 20 DL + CLL'+ LL 30.09 -1.54 2408.30 DL + WLL -6.02 -0.94 -518.50 07 BEAM 00 1 3 0 DL + EWP 0.00 3.21 .192.35 DL + CLL + SLL + SLR 0.00 -5.32 -319.14 08 2 9 DL + WLR -5.70 -5.03 719..45 D+CLL+EQL/1.4 13.28 8.23 -756.03 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 +* I? Delta Analyr4ir4 Perfor.met] +" No. Loading Combination ill 1V 511 5V Sum If Sum V 1 F R A M E D E S I G N - R E A C T I O N S 0.00 79.56 DATE: 02/07/01 DL + WLL -12.45 -7.13 0.95 -6.32 -11.50 CADDS TIME: 09:42 AM DL + WLR -0.76 -4.49 12.26 -10.60 11.50 PAGE:F 54 -----------------------------------7----------------------------------------------------------------------------------------------- ORDER # 070092 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 6 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 79.56 DESIGN SYSTEM FRAME # 9 DESCRIPTION LRF -----------------7----------------------------------------------------------------------------------------------------------------- 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 POSITIVE REACTION DIRECTION 8 R not applicable H KIPS Horizontal Force to Right V 2---3---4 not applicable V KIPS Vertical Force Up 10 0.85P(DL+CL)+2.80EQR not applicable it +---H not applicable 12 DL+CL+2.80EQR / 1 5 13 DL + EWP Z 2.86 -9.32 0.00 -15.09 ID +* I? Delta Analyr4ir4 Perfor.met] +" No. Loading Combination ill 1V 511 5V Sum If Sum V 1 DL + CLL + LL 30.12 36.83 -30.12 42.73 0.00 79.56 2 DL + WLL -12.45 -7.13 0.95 -6.32 -11.50 -13.45 3 DL + WLR -0.76 -4.49 12.26 -10.60 11.50 -15.09 4 D+CLL+EQL/1.4 10.45 15.63 -15.78 20.19 -5.33 35.82 5 D+CLL+EQR/1.4 15.77 17.89 -10.44 17.94 5.33 35.82 6 DL + CLL + SLL + SLR 30.12 36.83 -30.12 42.73 0.00 79.56 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 it DL+CL+2.80EQL not applicable 12 DL+CL+2.80EQR not applicable 13 DL + EWP -2.86 -5.77 2.86 -9.32 0.00 -15.09 ID Load Case 1H iv 5H 5V Sum H Sum V DL DEAD LOAD 6.02 8.39 -6.02 9.20 0.00 17.60 CLL COLLATERAL LOAD 7.09 8.36 -7.09 9.86 0.00 18.23 LL LIVE LOAD 17.01 20.07 -17.01 23.67 0.00 43.74 WLL WIND LOAD LEFT -18.47 -15.53 6.97 -15.52 -11.50 -31.05 WLR WIND LOAD RIGHT -6.78 -12.88 18.28 -19.80 11.50 -32.69 EQ SEISMIC LOAD -3.69 -1.56 -3.70 1.56 -7.40 0.00 SLL MIN SNOW LOAD LEFT 8.70 15.33 -8.70 4.92 0.00 20.25 SLR MIN SNOW LOAD RIGHT 8.31 4.75 -8.31 18.74 0.00 23.49 EWP EW WIND PRESSURE -8.88 -14.16 8.88 -18.53 0.00 .-32.69 EWS EW WIND SUCTION -8.88 -14.16 8.88 -18.53 0.00 -32.69 PDE P Delta Unit Story S 0.00 -0.20 0.00 0.20 0.00 0.00 FINAL FRAME DESIGN - STRES S SUMMARY DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 55 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- MEMBER NO. 1 JOINT 1 - 2 - 7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 15.00 55. 4 3.75 FT 20.00 IN 38.00 IN 8.000 X .313 .250 8.000 X .625 0.900 1 2 7.61 55. 4 3.00 FT 38.00 IN 48.00 IN 8.000 X .313 .250 8.000 X .625 0.941 6 CONTROLLING ACTIONS ---AXIAL--- ••--MAX:I:MLIM A'11?R.gf1Rn--.- •-••••A11.0WA13L#lE 8TRIC8131CS--- -------------- S11EAR-------------- SECT. FORC1E M0MRN'.1.' AXIA1:. 11'110 1111:1:1: IPA 11'130 11'133: FORCE ALLOW STRRSS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 37.76 -5062.44 2.25 -30.68 -23.12 33.00 33.00 27.78 -28.28 35.95 0.787 6 2 37.48 -7251.29 1.98 -33.02 -25.54 33.00 33.00 31.11 -28.14 28.16 0.999 6 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 9.88 55. 2 4.50 FT 47.00 IN 42.98 IN 8.000 X .313 .281 8.000 X .500 0.975 1 2 20.02 55. 5 5.00 FT 42.98 IN 28.00 IN 8.000 X .313 .250 8.000 X .500 0.915 6 3 15.04 55. 4 5.00 FT 28.00 IN 28.00 IN 6.000 X .500 .188 6.000 X .375 0.658 6 4 .17.56 55. 5 5.00 FT 28.00 IN 28.00 IN 6.000 X .500 .140 6.000 X .375 0.995 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 32.38 -7641.73 1.66 -33.56 -28.88 33.00 33.00 31.24 29.82 40.65 0.734 1 2 32.15 -5755.34 1.89 -30.11 -25.47 33.00 33.00 29.69 26.72 31.41 0.851 1 3 30.47 1678.04 2.94 16.84 19.30 19.44 32.66 33.00 16.04' 21.03 0.763 1 4 30.23 2434.92 3.34 26.04 31.76 19.44 31.72 33.00 7.54 8.68 0.869 1 FINAL FRAME DESIGN - S T R E S S S U M M A R Y DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 56 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 ------------------------------------------------------------------------------------------=----=----------------------------------- MEMBER NO. 3 JOINT 4 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 9.88 55. 2 4.50 FT 47.00 IN 42.98 IN 8.000 X .313 .281 8.000 X .500 1.024 1 2 20.02 55. 5 5.00 FT 42.98 IN 28.00 IN 8.000 X .313 .250 8.000 X .500. 0.971 1 3 15.04 55. 4 5.00 FT 28.00 IN 28.00 IN 6.000 X .500 .188 6.000 X .375 0.621 1 4 17.56 55. 5 5.00 FT 28.00 IN 28.00 IN 6.000 X .500 .140 6.000 X .375 0.987 1 CON111OLLING ACTIONS ---AXIAL--- ---MAXIMUM ST11IC.:10 flA------AbbOWABI:AIS 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 32.42 -8046.11 1.66 -35.33 -30.41 33.00 33.00 31.24 30.40 40.65 0.748 1 2 32.20 -6122.20 1.89 -32.03 -27.09 33.00 33.00 29.64 27.30 31.41 0.869 1 3 30.49 1555.64 2.95 15.62 17.89 19.44 32.66 33.00 16.63 21.03 0.791 1 4 30.26 2410.20 3.34 25.77 31.44 19.44 31.72 33.00 8.12 8.68 0.936 1 MEMBER NO. 4 JOINT 5 - 4 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG NO. (FT) STRESS SEGS SIZE 1 15.00 55. 4 3.75 FT 2 7.61 55. 4 3.00 FT CONTROLLING ACTIONS ---AXIAL--- AXIAL SECT. FORCE MOMENT NO..(KIPS) (IN -KIP) 1 43.65 -5004.66 2 43.18 -7533.81 DEPTH AT DEPTH AT START END 20.00 IN 38.00 IN 38.00 IN 48.00 IN ---MAXIMUM STRESSES --- AXIAL FBO FBI (KSI) (KSI) (KSI) 2.60 -30.33 -22.85 2.24 -32.58 -25.44 WEB OUTER FL. THK. 8.000 X .313 .250 8.000 X .313 .250 ---ALLOWABLE STRESSES --- FA FBO FBI (KSI) (KSI) (KSI) 33.00 33.00 27.78 33.00 33.00 30.83 COMB. STRESS LOAD INNER FL. RATIO COND 8.000 X .625 0.901 1 8.000 X .625 0.919 6 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND -27.99 35.95 0.779 1 -27.81 28.16 0.988 1 C FRAME DESIGN - J O I N T D E F L E C T I O N S 3V 41I DATE: 02/07./01 1 DL + CLL + LL N -0.256 -0.010 0.168 CADDS TIME: 09:42 AM 0.005 2 DL + WLL N 1.085 -0.055 PAGE:F 57 ----------------------------------------------------------------------------------------7------------------------------------------ ORDER # 070092 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 N BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 0.746 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) D+CLL+EQR/1.4 DESIGN SYSTEM FRAME # 9 DESCRIPTION ----------------------------------------------------------------------------------------7---------------=-------------------------- LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 6 POSITIVE DEFLECTION DIRECTION N R -0.010 0.168 -8.198 0.593 0.005 H INCHES Horiz. Deflection to Right V 2---3---4 -0.031 0.006 -0.101 1.520 -0.172 V INCHES Vertical Deflection Up +---H / 1 5 z ** P Delta Analysis Performed ** No. Loading Combination Cd 211 2V 311 3V 41I 4V 1 DL + CLL + LL N -0.256 -0.010 0.168 -8.198 0.593 0.005 2 DL + WLL N 1.085 -0.055 0.991 1.744 0.902 0.055 3 DL + WLR N -1.054 0.062 -1.141 1.726 -1.236 -0.061 4 D+CLL+EQL/1.4 N 0.746 -0.052 0.926 -3.544 1.113 0.049 5 D+CLL+EQR/1.4 N -0.980 0.043 -0.795 -3.535 -0.615 -0.046 6 DL + CLL + SLL + SLR N -0.256 -0.010 0.168 -8.198 0.593 0.005 13 DL + EWP N -0.031 0.006 -0.101 1.520 -0.172 -0.003 g FRAME DES IGN - M E M B E R D E F L E C T I O N S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:F 58 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION LRF 125'-0" 27'-411 20 PSF 80 MPH UBC 97 .500 TO 12 POSITIVE DEFLECTION DIRECTION R H INCHES Horizontal to the Right V +-2-+-3-+ V INCHES Vertical Up +---H 1 4 Z MAXIMUM MEMBER DEFLECTIONS MEMBER 1H MEMBER 2V MEMBER 3V MEMBER 4H No. Loading Combination PT D111F1.1 1?'.0 1)111'1.1 P.J. DIrF[, P'C IN!"T'L 1 DL + CLL + LL 5 -0.614 21 -8.3.90 21 .-8.198 7 0.819 2 DL + WLL 11 1.085 21 1.744 17 1.873 11 0.902 3 DL + WLR 11 -1.054 16 1.921 21 1.726 11 -1.236 4 D+CLL+EQL/1.4 11 0.746 18 -3.601 21 -3.544 11 1.113 5 D+CLL+EQR/1.'4 11 -0.980 21 -3.535 18 -3.574 11 -0.615 6 DL + CLL + SLL + SLR 5 -0.614 21 -8.198 21 -8.198 7 0.819 13 DL + EWP 4 0.054 20 1.520 21 1.520 8 -0.182 SPAN 1 - 125.000 FT. -R- OV80392 OV80394 OV80394 OV80392 0 0 V V 8 8 0 0 3 3 9 9 0 0 1 FINAL FRAME DESIGN - F R AM E L A Y O U T DATE: 02/07/01 CADDS TIME: 09:42 AM ---------------------------------------- ORDER # 070092 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 # 9 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 LEFT SIDE RIGHT SIDE SLOPE (P/12.) 0.500 SLOPE (P/12.) = 0.500 DIST. TO RIDGE = 62.500 FT. DIST. TO RIDGE = 62.500 FT. COLUMN OFFSET = 8.000 IN. COLUMN OFFSET = 8.000 IN. GIRT DEPTH = 8.000 IN. GIRT DEPTH = 8.000 IN. PURLIN DEPTH = 8.000 IN. (PURLIN UNINSULATED) PURLIN DEPTH = 8.000 IN. SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 - 125.000 FT. -R- OV80392 OV80394 OV80394 OV80392 0 0 V V 8 8 0 0 3 3 9 9 0 0 1 SPLICE DESIGN - C O N.T E N T S DATE: 02/07/01 CADDS TIME: 09:42 AM �c� : -------------------------------------------------------7------------------------------------------------------------------------ ORDER # 070092 . 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 # 7 EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .50 TO 12 1 FEW .... S 1 DESIGN FRAME # 9 LRF 125'-0" 27'-4" • 20 PSF 80 MPH UBC 97 .50 TO 12 1 01,02,03,04, .... S86 05,06 RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES 01 STRESS RATIO LIMIT• 1.030 COVER SHEET SIGN CONVENTIONS APPLIED LOADS SUMMARY PART DIMENSIONS BOLTS / SPLICE PLATE INFORMATION REPORTS SELECTED BOLT LOADS / ALLOWABLES LAYOUT SK15TC1I FLANGE / WEB PLATE INFORMATION WELD INFORMATION S P L I C E D E S I G N - C 0 V E R S H E E T DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 2 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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) (CODS/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES 01 STRESS RATIO LIMIT• 1.030 COVER SHEET SIGN CONVENTIONS APPLIED LOADS SUMMARY PART DIMENSIONS BOLTS / SPLICE PLATE INFORMATION REPORTS SELECTED BOLT LOADS / ALLOWABLES LAYOUT SK15TC1I FLANGE / WEB PLATE INFORMATION WELD INFORMATION ASSEMBLY INFORMATION NUM Stiffener Opt Weld Opt ------- ------------------- ------------------------ OV80412 01 Full Optimization Design w/ Combined Welds OV80412 02 Full Optimization Design w/ Combined Welds OV80414 01 Full Optimization Design w/ Combined Welds 0V1104.1,fi 0:1. Irtli 1. Optimization Ueaign w/ Combfited Wilda OV004:1.6 02 1118.:1. Optimization Do iglt w/ Combined Welds OV80414 03 Full Optimization Design w/ Combined Welds OV80420 01 Full Optimization Design w/ Combined Welds OV80420 02 Full Optimization Design w/ Combined Welds OV80418 03 Full Optimization Design w/ Combined Welds OV80420 01 Full Optimization Design w/ Combined Welds OV80420 02 Full Optimization Design w/ Combined Welds OV80418 03 Full Optimization Design w/ Combined Welds OV80416 01 Full Optimization Design w/ Combined Welds OV80416 02 Full Optimization Design w/ Combined Welds OV80414 03 Full Optimization Design w/ Combined Welds OV80412 01 Full Optimization Design w/ Combined Welds OV80412 02 Full Optimization Design w/ Combined Welds OV80414 01 Full Optimization Design w/ Combined Welds OV80414 02 Full Optimization Design w/ Combined Welds OV80418 01 Full Optimization Design w/ Combined Welds OV80418 02 Full Optimization Design w/ Combined Welds OV80418 02 Full Optimization Design w/ Combined Welds OV80414 02 Full Optimization Design w/ Combined Welds OV80418 01 Full Optimization Design w/ Combined Welds S P L I C E D E S I G N - C O V E R S H E E T SPLICES SELECTED DATE: 02/07/01 MEMB SEQ Connection CADDS TIME: 09:42 AM NUM NUM NUM Description I PAGE:S 3 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 Pinned Base Plate (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 2 DESIGN SYSTEM FRAME # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 Std ASSEMBLY INFORMATION NUM Stiffener Opt Weld Opt ------- ------------------- ------------------------ OV80412 01 Full Optimization Design w/ Combined Welds OV80412 02 Full Optimization Design w/ Combined Welds OV80414 01 Full Optimization Design w/ Combined Welds 0V1104.1,fi 0:1. Irtli 1. Optimization Ueaign w/ Combfited Wilda OV004:1.6 02 1118.:1. Optimization Do iglt w/ Combined Welds OV80414 03 Full Optimization Design w/ Combined Welds OV80420 01 Full Optimization Design w/ Combined Welds OV80420 02 Full Optimization Design w/ Combined Welds OV80418 03 Full Optimization Design w/ Combined Welds OV80420 01 Full Optimization Design w/ Combined Welds OV80420 02 Full Optimization Design w/ Combined Welds OV80418 03 Full Optimization Design w/ Combined Welds OV80416 01 Full Optimization Design w/ Combined Welds OV80416 02 Full Optimization Design w/ Combined Welds OV80414 03 Full Optimization Design w/ Combined Welds OV80412 01 Full Optimization Design w/ Combined Welds OV80412 02 Full Optimization Design w/ Combined Welds OV80414 01 Full Optimization Design w/ Combined Welds OV80414 02 Full Optimization Design w/ Combined Welds OV80418 01 Full Optimization Design w/ Combined Welds OV80418 02 Full Optimization Design w/ Combined Welds OV80418 02 Full Optimization Design w/ Combined Welds OV80414 02 Full Optimization Design w/ Combined Welds OV80418 01 Full Optimization Design w/ Combined Welds SPLICES SELECTED SPL MEMB SEQ Connection GROUP INFORMATION NUM NUM NUM Description I NUM Connection Plate Opt --- --- --- -------------------- + ---- --------------------------- + 1 01 1 Pinned Base Plate 23 Analysis Only 2 01 2 Knee Splice 24 Optimization w/ Std Plates 3 03 7. pi.nrlod t1Pi1144 P Int o 7.5 niin1 ya:l.p Oiily 4 03 2 'ljit•. Col. Lo Raaf. 13m 26 OpLi.mizatJon w/ 111.d Plett.aii 5 05 1 Pinned Base Plate 27 Analysis Only 6 05 2 Int. Col. to Roof Bm 28 Optimization w/ Std Plates 7 08 1 Pinned Base Plate 27 Analysis Only 8 08 2 Int. Col. to Roof Bm 28 Optimization w/ Std Plates 9 10 1 Pinned Base Plate 25 Analysis Only 10 10 2 Int. Col. to Roof Bm 26 Optimization w/ Std Plates 11 12 1 Pinned Base Plate 23 Analysis Only 12 12 2 Knee Splice 24 Optimization w/ Std Plates 13 04 1 Intermediate Roof Bm 29 Optimization w/ Std Plates 14 06 1 Ridge 30 Optimization w/ Std Plates 15 09 1 Intermediate Roof Bm 29 Optimization w/ Std Plates ASSEMBLY INFORMATION NUM Stiffener Opt Weld Opt ------- ------------------- ------------------------ OV80412 01 Full Optimization Design w/ Combined Welds OV80412 02 Full Optimization Design w/ Combined Welds OV80414 01 Full Optimization Design w/ Combined Welds 0V1104.1,fi 0:1. Irtli 1. Optimization Ueaign w/ Combfited Wilda OV004:1.6 02 1118.:1. Optimization Do iglt w/ Combined Welds OV80414 03 Full Optimization Design w/ Combined Welds OV80420 01 Full Optimization Design w/ Combined Welds OV80420 02 Full Optimization Design w/ Combined Welds OV80418 03 Full Optimization Design w/ Combined Welds OV80420 01 Full Optimization Design w/ Combined Welds OV80420 02 Full Optimization Design w/ Combined Welds OV80418 03 Full Optimization Design w/ Combined Welds OV80416 01 Full Optimization Design w/ Combined Welds OV80416 02 Full Optimization Design w/ Combined Welds OV80414 03 Full Optimization Design w/ Combined Welds OV80412 01 Full Optimization Design w/ Combined Welds OV80412 02 Full Optimization Design w/ Combined Welds OV80414 01 Full Optimization Design w/ Combined Welds OV80414 02 Full Optimization Design w/ Combined Welds OV80418 01 Full Optimization Design w/ Combined Welds OV80418 02 Full Optimization Design w/ Combined Welds OV80418 02 Full Optimization Design w/ Combined Welds OV80414 02 Full Optimization Design w/ Combined Welds OV80418 01 Full Optimization Design w/ Combined Welds S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 4 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext Corner - S Nuts ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO CATEGORY (kips) (kips) (kips) FACTOR STRENGTH ----------------------------------------------------- ------ -------- 1 DL + CLL + LL Std Des 3.49 -0.20 0.00 1.00 N 2 DL + WLL Std Des -0.14 1.55 0.00 1.33 N 3 DL + WLR Std Des -0.60 -0.90 0.00 1.33 N 4 D+CLL+EQL/1.4 Std Des 1.60 -0.04 0.00 1.33 N 5 D+ CLL+ EQR/ 1. 4 Std Des 1..68 -0.1.4 0.00 1.33 N G PD+PC+0.70PL+2. 00HQ1, Axia3. C Cateyory .t band C01111.) - DOOS not npply to Splice Design. 7 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -0.77 -1.23 0.00 1.33 N 13 DL + EWS Std Des -0.77 -1.23 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 8.000" 6.000" Adjacent Depth Change Information Distance to Depth Change 251- 4.823" Flg. to Flg. Dimension 12.000" Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N - B 0 L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 5 ----------------------------------------------------------------------------------------7------------------------------------------ ORDER # 070092 BUILDER - NORTH VALLEY READY MIX BLDR ORDER #101-07 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 01 TYPE : Pinned Base ----------------------------------------------------------------------------------------------------------------------------------- Plate SUBTYPE : No Ext Corner - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042853 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 12.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET t 0.000" DESIGN STRESS RATIO = 0.040 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 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 3.000" OUTER 2 2 7.000" 4.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 145.000 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.056 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.030 S P L I C E D E S I G N - B O L T L 0 A D S / A L L 0 W A B L E S DATE: 02/07/01 TIME: 09:42 AM CADDS ------------------------------------------------------------------------------------------------------ 6 ORDER BLDR # 070092 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ------PAGES ACCOUNT # --------- 20-04-007-90 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 TO 12 SPLICE # 01 ------------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate SUBTYPE : .500 No Ext Corner - S Nuts B 0 L T L 0 A D S / A L L 0 W A B L E S LOAD NO OUTER EDGE OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER EDGE INNER 4 INNER 3 INNER 2 INNER 1 SHEAR fv Act. Fv All. TENSION ft Act. Ft All. COLUMN SIDE -------------------=---------- (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) 1 2 Total Section is in Compression 0.000 10.000 0.000 20.000 3 0.033 0.151 0.033 0.151 0.875 13.3.29, 0.076 26.659 1'otA;l. f7er,L:Lnu Ln i.n Cr�mF+r.r+nnl.c'i+ 0.5.11 0.000 13.329 13.329 0.342 0.000 26.659 26.659 6 Category 3 Total. SecH.or+ ir+ Load Combination - Does not -hi Compre�atiloi+ apply to Splice Design. 0.000 13.329 0.000 26.659 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 13 0.191 0.191 0.191 0.191 0.694 13.329 0.432 26.659 0.694 13.329 0.432 26.659 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 7 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext Corner - S Nuts ---------------------------------------------------------------------------------------------------------7------------------------- SPLICE PLATE 0042853 COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 8.000" X 12.500" X 0.500" OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------i 3.000" 4.000" 12.000" 5.500" +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W 0 W o W W W o W 0 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 ----------------------------- S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/07/01 B P L A T E S ------------------------- WELD SIZE ------------------------- CADDS MAXIMUM STRESSES -------- TIME: 09:42 AM --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side PAGES 8 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 01 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Pinned Base Plate SUBTYPE No Ext Cornet - S Nuts F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Kai) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange 0.7.50 X 5.000 0.000 0.08 43.99 0.90 49.50 0.017 1 INNER 1 Main Flange 0.7.50 X. 5.000 0.500 0.02 43.99 0.90 49.50 0.017 1 W E B P L A T E S ------------------ MAXIMUM STRESSES -------------- 7 ---- 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 1.05 29.33 0.58 43.99 0.90 49.50 0.036 2 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION• FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face . Win) Win) Win) COND OUTER 1 Main Flange Flange to Splice.Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION Main Web Web to Splice Plate 1/8" 0.00 1.86 0.000 1 1/8" 0.00 1.86 0.000 1 W E L D I N F O R M A T'I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 1/8" 1/8'r 0.01 0.13 5.02 0.025 2 Dimensions at Connection Flg. to,Flg. Dimension 12.000" S P L I C E D E S I G N - A P P L I E D L O AD S S U M M A R Y 2.386 DATE: 02/07/0,1 8.000" 0.125" Main Flange Dimensions CADDS 5.000" Thickness 0.250 Inner Flange Width PAGE:S 9• TIME: 09:42 AM 0.250" Adjacent Depth Change Information Distance to Depth Change 251- 4.823" ------------------------------ ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE.# -----------------------------------------------------------.------------------------------------------------------------- 02 TYPE Ext Col - Roof Beam Knee SUBTYPE 0/I Extens Flg LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ---- -------------------- CATEGORY -------- (kips) ------- ------- (kips) (in -k) -------- FACTOR STRENGTH - ----- -------- 1 DL + CLL + LL Std Des 3.20 -0.20 -62.28 1.00 N 2 DL + WLL Std Des -0.48 -1.58 -32.56 1.33 N 3 DL + WLR Std Des -0.95 1.04 37.23 1.33 N 4 D+CLL+EQL/1.4 Std Des 1.32 -0.08 -17.67 1.33 N 5 D+CLL+EQR/1.4 Std Des 1.39 -0.09 -35.57 1.33 N 6 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQR. Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL+CL+2.80EQL Conns 1.22 -0.07 6.98 1.70 Y 11 DL+CL+2.80EQR Conns 1.51 -0.11 -62.64 1.70 Y 12 DL + EWP Std Des -1.11 1.51 67.34 1.33 N 13 DL + EWS Std Des -1.11 1.51 67.34 1.33 N P A R T D I M E N S I O N S Column Roof Beam Dimensions at Connection Flg. to,Flg. Dimension 12.000" 12.000" Part Slope 0.500 TO 12 Conn. Plate Angle (Degrees) 2.386 2.386 Offset from Structure Line 8.000" 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 251- 4.823" 281- 4.500" Flg. to Flg. Dimension 12.000" 12.000" . Adj. P1. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P LAT E DATE: 02/07/01 CADDS PAGES 10 TIME: 09:42 AM --------------------------------------- ORDER # 070092 - 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 02 ------------------------------------------------------------------------------------------------------------------------ TYPE : Ext Col - Roof Beam Knee SUBTYPE : O/I Extens Flg S P L I C E P L A T E COLUMN SIDE ROOF BEAM SIDE PLATE TYPE STANDARD FLANGE PLATE PART NUMBER 0042867 ORIENTATION NORMAL PLATE WIDTH 6.000" 5.000" PLATE LENGTH 16.750" PLATE THICKNESS 0.375" 0.250" PLATE YIELD STRESS 55.00 KSI 55.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.128 0.224 CONTROLLING COND. 12 12 CONTROLLING LOCATION Inner Flg 2 Inner Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 2 2 4.125" 3.000" OUTER 2 2 4.125" 3.000" INNER 1 2 1.125" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR S P L I C E D E S I G IJ - B O L T L O A D S / A L L O W A B L E S DATE: 02/07/01 CA DDS PAGGEE: S 11 TIME: 09:42 AM ------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7. DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 02 -------------------------------------------------------------------7----------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : 0/I Extens Flg B 0 L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 1.278 0.681 0.000 0.000 0.137 21.000 4.165 43.999 2 0.926 0.598 0.000 0.000 0.635 27.992 3.018 58.636 3 0.000 0.000 0.717 1.094 0.437 27.992 3.566 58.645 4 0.317 0.151 0.000 0.000 0.056 27.992 1.035 58.651 5 0.778 0.435 0.000 0.000 0.061 27.992 2.538 58.651 6 Category 3 Load Combination,- Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 0.000 0.053 0.050 23.204 0.175 56.099 11 1.480 0.868. 0.000 0.000 0.070 23.204 4.824 56.099 12 0.000 0.000 1.229 1.907 0.634 27.992 6.217 58.638 13 0.000 0.000 1.229 1.907 0.634 27.992 6.217 58.638 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 OUTER4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 1.182 0.664 0.000 0.000 0.028 21.000 3.855 43.999 2 0.875 0.580 0.000 0.000 0.651 27..992 2.852 58.636 3 0.000 0.000 0.724 1.067 0.405 27.992 3.477 58.645 4 0.287 145 0.000 0.000 0.011 27.992 0.937 58.651 5 0.727 .0. 0.427 0.000 0.000 0.013 27.992 2.371 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 0.000 0.036 0.009 23.204 0.119 56.099 11 1.396 0.856 0.000 0.000 0.018 23.204 4.552 56.099 12 0.000 0.000 1.238 1.850 0.596 27.992 6.032 58.638 13 0.000 0.000 1.238 1.850 0.596 27.992 6.032 58.638 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 12 ------------------------------------------------------------------=---------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 02 ---------------------------------------------------------------------------------------------------------------------------------- TYPE,: Ext Col - Roof Beam Knee SUBTYPE : 0/I Extens - �� Flg SPLICE PLATE 0042867 COLUMN SIDE --Ic-- ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 16.750" X 0.375" USE EXIST. FLG.: 5.000" X 0.250" +- 2.750"-+ -+---------+--- --------------------- v------- ---+- 1.125" W 2.375" W 2.375" -+--- 0 W 0 W OUTSIDE FLANGE _ 3.000" FFFFFFFFFFFFMSMSMSMSMSM _ MAIN STIFFENER 0042872 0.250 X 5.000 W 0.250 X 2.500 X 11.000 NS/FS -+--- 0 W o W W W W W W W W W W W W 12.010" W 12.000" MAIN WEB 8.500" W MAIN WEB 0.120 W 0.120 W W W W W W W W W W W W -+--- 0 W o W INSIDE FLANGE 3.000" FFFFFFFFFFFFMSMSMSMSMSM MAIN STIFFENER 0042872 . 0.250 X 5.000 _ W _ 0.250 X 2.500 X 11.000 NS/FS -+--- 0 W o 1.125" W W -+------------- --------------------- v------- S P'L I C E D E S I G N - P L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/07/01 0.074 1 0.250 X 5.000 CADDS TIME: 09:42 AM 3.79 43.99 4.35 49.50 0.687 1 PAGE:S 13 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 2.375 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS 65.98 BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia X 2.500 X (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 02 -----------------------------=----------------------------------------------------------------------------------------------------- TYPE Ext Col - Roof Beam Knee SUBTYPE O/i Extens Flg F L A N G E P L A T E.& ------------------- SIZE ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. LOAD SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD ACT. ALLOW ACT. ALLOW T X W X L EDGE ACT. ALLOW ACT. ALLOW COND ------------- -------- Inches.--------- (In.) (Ksi) (Ksi) (Kai) (Ksi) COLUMN SIDE OUTER 2 Main Flange INNER 2 Main Flange ROOF BEAM SIDE OUTER 2 Main Stiffener 0042872 INNER 2 Main Stiffener 0042872 DESCRIPTION PART NO. COLUMN SIDE Main Web ROOF BEAM SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate 0.250 X 5.000 4.94 49.50 2.375 2.46 33.00 3.45 65.98 0.074 1 0.250 X 5.000 P L A T E S 2.365 3.79 43.99 4.35 49.50 0.687 1 0.250 X 2.500 X 11.000 2.375 1.38. 33.00 2.70 65.98 0.042 1 0.250 X 2.500 X 11.000 2.375 2.28. 43.99 3.53 49.50 0.071 1 0.076 1 W E B P L A T E S 0.96 11.00 0.088 12 ------------------ 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 1.13 29.33 3.59 43.99 4.26 49.50 0.086 1 0.120 FULL STRENGTH YES YES 3.35 17.69 6.17 43.99 4.94 49.50 0..189 -1 W .E L D I .N F O R M A T I O N F'L A N G E P L A T E S -------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In.Face Out Face In Face Win) Win) Win) COND 3/16" 3/16" 0.62 8.25 0.076 1 3/16" 3/16" 0.96 11.00 0.088 12 Main Web Web to Splice Plate ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate INNER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate ROOF BEAM SIDE DESCRIPTION 1/8" 1/8" 0:43 0.13- 7.25 0.062 12 W E L D I N F O R M A T I O N F L A N G E P L A T E S 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 1/8" 1/8" 1/8" 0.34 5.57 0.062 1 0.15 2.47 0.062 12 1/8" 1/8" 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 12 1/8" DATE: 02/07/01 0.20 1.86 0.108 1 W E L D CADDS TIME: 09:42 AM W E B P L A T E S PAGES 14 ------------------------------- ORDER # 070092 --------------------------------------------------------------------------------------------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia LOAD (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) COND DESIGN SYSTEM FRAME # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : O/I Extens Flg W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION --- - --------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) Win) Win) , COND Main Web Web to Splice Plate ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate INNER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate ROOF BEAM SIDE DESCRIPTION 1/8" 1/8" 0:43 0.13- 7.25 0.062 12 W E L D I N F O R M A T I O N F L A N G E P L A T E S 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 1/8" 1/8" 1/8" 0.34 5.57 0.062 1 0.15 2.47 0.062 12 1/8" 1/8" 0.57 7.42 0.077 12 1/8" 0.20 1.86 0.108 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 Inner Flange 17.000" 1/8" 1/8" 0.78 0.41 7.00 0.126 12 S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 15 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 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 7.51 0.00 0.00 1.00 N 2 DL + WLL Std Des -1.59 0.00 0.00 1.33 N 3 DL + WLR Std Des -1.19 0.00 0.00 1.33 N 4 D+CLL+EQL/1.4 Std Des 3.44 0.00 0.00 1.33 N 5 D+CLL+EQR/1.,4 Std Des 3.26 0.00 0.00 1.33 N 6 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQR- Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -1.04 2.35 0.00 1.33 N 13 DL + EWS Std Des -1.04 -2.06 0.00 1.33 N P A R T D I M E N S I O N S Column Dimensions at Connection Flg. to Flg. Dimension 12.000" Offset from Structure Line 1.000" Adjacent Depth Change Information Distance to Depth Change 261- 4.490" 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 t E P L A T E DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 16 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 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 0042853 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 12.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.087 CONTROLLING COND. 1 CONTROLLING LOCATION Cat. 2 Compression 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" OUTER 2 2 7.000" 4.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 145.000 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.120 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.065 S P L I C E D E S I G N - B O L T L O A D S / A L L 0 W A B L E S DATE: 02/07/01 CARDS TIME: 09:42 AM PAGE:S 17 ---------------------------------- ORDER # 070092 ------------------------------------------------------------------------------------------------ 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ------------------------------------- # 03 TYPE Pinned Base Plate SUBTYPE i ---------------------------------------------------------------------------------------------- No Ext EWI Pin - S Nuts B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt)------------------------------ (Ksi) (Ksi) (Ksi) (Kai) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 0.398 0.398 0.000 13.329 0.902 26.659 3 0.298 0.7.90 0.000 13.329 0.675 26.659 4 Total Section In in Comprenriion 0.000 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.659 6 Category 3 Load Combination - Does not apply to Splice Design. _ 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.258 0.258 1.328 13.329 0.585 26.659 13 0.258 0.258 1.164 13.329 0.585 26.659 OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------i 3.000" 4.000" 12.000" 5.500" _. — +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W 0 W 0 W W W 0 W. 0 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 ----------------------------- S P L I C E D E S I G N - L A Y OU T S K E T C H DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 18 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 # 7 . DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 03 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts SPLICE PLATE 0042853 COLUMN •BOLTS: 0.750" DIA A307 NO WASHERS 8.000" X 12.500" X 0.500" OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------i 3.000" 4.000" 12.000" 5.500" _. — +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W 0 W 0 W W W 0 W. 0 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 ----------------------------- S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E. I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 19 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS. 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 03 -----------------------------------7----------------------------------------------------------------------------------------------- TYPE : Pinned Base'Plate SUBTYPE : No Ext EWI Pin - S Nuts F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Kai) (Ksi) (Kai) (Ksi) COLUMN SIDE OUTER 1 Main Flange 0.250 X 5.000 0.000 0.16 43.99 1.94 49.50 0.039 1 INNER 1 Main Flange 0.250 X 5.000 0.500 0.04 43.99 1.93 49.50 0.039 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 GOND ------------- Inches -------------- (Ksi) (K'si) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web 0.120 1.60 29.33 1.21 43.99 1.94 49.50. 0.055 12 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION 1/8" 0.04 3.71 0.011 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 0.09 0.19 5.67 0.038 12 S P L I C E' D E S I G N - A P P L I E D' L 0 A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 20 ------------------------------------------------ ---------------------------------------------------------------------------------- ORDER # 070092 BUILDER - NORTH VALLEY READY MIX BLDR, ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT -*BOB PARSONS BLDR PHONE # 5307345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 04 TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Shim Cap w/ Stiff ------------------------------------------------------------------------------------------------------------------------------------ LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO CATEGORY (kips) (kips) (kips) FACTOR STRENGTH ----------------------------------------------------- ------ -------- 1 DL + CLL + LL Std Des 7.21 0.00 0.00 1.00 N 2 DL + WLL Std Des -1.95 0.00 0.00 1.33 N 3 DL + WLR Std Des -1.55 0.00 0.00 1.33 N 4 D+CLL+EQL/1.4 Std Des ` 3.15 0.00 0.00 1.33 N 5 D+CL,L,+1rQR/1. 4 Std Dep 2 . 97 0.00 0.00 1.33 N 6 1?D+PC+0.'70P1J+2.8019QL Axial C Category 3 Load Combiiiat•ion - Doon not: Apply to Splice Design. 7 PD+PC+0.70PL+2.BOEQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL+CL+2.80EQL Conns 3.40 0.00 0.00 1.70 Y 11 DL+CL+2.80EQR Conns 2.70 0.00 0.00 1.70 Y 12 DL + EWP Std Des -1.39 -2.88 0.00 1.33 N 13 DL + EWS Std Des -1.39 2.53 0.00 1.33 N P A R T D I M E N S I O N S Lower End Interior Upper End Roof Beam Column Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 12.000" 12.000" Part Slope 0.500 TO 12 Conn. Plate Angle (Degrees) 2.386• Offset from Structure Line 6.000" 1.000" Main Flange Dimensions Outer Flange Width 5.000" Thickness 0.250" Inner Flange Width 5.000" Thickness 0.250" Adjacent Depth Change Information Distance to Depth Change 251- 0.000" 51- 0.000" Adj. P1. Angle (Degrees) 0.000 0.000 1 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 21 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 04 TYPE : ----------------------------------------------------------------------------------------------------------------------------------- Interior Col to Roof Bm . SUBTYPE : EW Post Shim Cap w/ Stiff S P L I C E P L A T E COLUMN SIDE ROOF BEAM SIDE PLATE TYPE CUSTOM. FLANGE PLATE PART NUMBER OV80416-02 ORIENTATION NORMAL PLATE WIDTH 6.000" 5.000•' PLATE LENGTH 12.000" PLATE THICKNESS 0.375" 0.250" PLATE YIELD STRESS : 55.00 KSI 55.00 KSI PLATIC OIFIFSICT t 0.0110" DESIGN STRESS RATIO s 0.060 0.055 CONTROLLING GOND. 2 2 CONTROLLING LOCATION Inner Row 1 Outer Flg 2 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 3.000" 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 3.625" INNER 1 2 5.625" S P L I C E D E S I G N - B 0 L T L O A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 22 -------------------------------------------------------------------------------=-_-------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 04 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Shim Cap w/ Stiff B O L T L O A'D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Kai) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 21.000 0.000 44.000 2 0.373 0.706 0.000 27.992 2.303 58.651 3 0.296 0.561 0.000 27.992 1.828 58.651 4 ',Cahn,. neat lots in iii C omp.romwl.ott 0.000 27.992 0.000 58.653, 5 'Dotal Section in in Compression 0.000 27.992 0.000 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does mot apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Total Section is in Compression 0.000 23.204 0.000 56.099 it Total Section is in Compression 0.000 23.204 0.000 56.099 12 0.266 0.504 2.348 27.992 1.642 58.445 13 0.266 0.504 2.058 27.992 1.642 58.493 B 0 L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Kai) (Ksi). (Ksi) ROOF BEAM SIDE 1 Total Section is in Compression 0.000 21.000 0.000 44.000 2 0.442 0.531 0.000 27.992 1.732 58.651 3 0.351 0.421 0.000 27.992 1.375 58.651 4 Total Section is in Compression 0.000 27.992 0.000 58.651 5 Total Section is in Compression 0.000 27.992 0.000 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Total Section is in Compression 0.000 23.204 0.000 56.099 11 Total Section is in Compression 0.000 23.204 0.000 56.099 12 0.315 '0.379 2.348 27.992. 1.235 58.445 13 0.315 0.379 2.058 27.992 1.235 58.493 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 23 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 04 TYPE Interior Col to Roof Bm SUBTYPE EW Post Shim Cap w/ Stiff --------------------------------------------------------=-------------------------------------------------------------------------- SPLICE PLATE OV80416-02 6.000" X 12.000" X 0.375" OUTSIDE FLANGE 0.250 X 5'.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 INTERIOR COLUMN SIDE -->I<-- ROOF BEAM SIDE +- 3.000"-+ A 3.625" FFFFFFFFFFFF W 5.000" -+--- o W o W-•---- - 2.' wMSMSMSMSMSM W W W W W W W W W W W' W W W 12.000" W i50" W W W W W W W W W W W W W W W W W W -+--- o W 0 5.625" W _ FFFFFFFFFFFF -+------------- ---------------------AV------- BOLTS: 0.625" DIA A325 NO WASHERS USE EXIST. FLG.: 5.000" X 0.250" TOP SHIM DETAIL: E159 MAIN STIFFRNKR 0.250 X 2.500 X 11.375 NS/FS MAIN WEB 0.120 S P L I C E D E S I G N - 3.74 49.50 0.075 F L A N G E A N D W E B P L A T E I -N F O R M A T I O N DATE: 02/07/01 P L A T E S ------------------- WELD SIZE ------------------- -------- CADDS TIME: 09:42 AM PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) PAGES 24 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 04 --------------------------------------------=-------------------------------------------------------------------------------------- TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Shim Cap w/ Stiff F L-A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Kai) (Kai) (Kai) (Kai) COLUMN SIDE OUTER 1 Main Flange 0.250 X 5.000 0.000 0.05 43.99 1.86 49.50 0.037 1 INNER 1 Main Flange 0.250 X 5.000 0.000 0.02 43.99 1.BG 49.50 '0.037 1 ROOF BEAM SIDE OUTER 2 Main Stiffener 0.250 X 2.500 X 11.375 5.000 0.91 43.99 0.77 49.50 0.021 2 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Kai) (Kai) (Kai) (Kai) (Kai) (Kai) COLUMN SIDE Main Web 0.120 2.09 29.33 3.00 43.99 1.86 49.50 0.071 12 ROOF BEAM SIDE Main Web 0.120 COLUMN SIDE DESCRIPTION FULL STRENGTH OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate 1/8" 0.00 1.86 0.000 1 0.00 33.66 1.02 43.99 3.74 49.50 0.075 1 W.E L D I N F O R M A T I O N F L A N G E P L A T E S ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) (k/in) COND 1/8" 0.00 1.86 0.000 1 1/8" 0.00 1.86 0.000 1 OUTER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate 1/8" 1/8" 1/8" 0.22 7.42 0.031 2 0.04 1.86 0.023 1 S P L I C E D E S I G N - WE L D I N F O R M A T I O N ROOF BEAM SIDE DATE: 02/07/01 W E CADDS TIME: 09:42 AM DESCRIPTION ------------------------- WELD SIZE ----=------------=------- -------- PAGE:S 25 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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) 0.12 DESIGN SYSTEM FRAME # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 04 -------------------------------------------------------------------------------------------------=--------------------------------- TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Shim Cap w/ Stiff 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/a" 0.3.6 7.42 0.048 •2 W E L D .I N F O R M A T I O N ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES - _ ------ STRENGTH• ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW. CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate 1/8" 1/8" 1/8" 0.22 7.42 0.031 2 0.04 1.86 0.023 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 12.000" 1/8" 1/8" 0.12 7.42 0.016 2 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 26 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'=4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 05 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 7.05 0.00 0.00 1.00 N 2 DL + WLL Std Des -1.33 0.00 0.00 1.33 N 3 DL + WLR Std Des -1.31 0.00 0.00 1.33 N 4 D+CLL+EQL/1.4 Std Des 3.05 0.00 0.00 1.33 N 5 D+Cb1.+1EQR/1..4 Slid Des 3.1.7 0.00 0.00 1.33 N G r?D+1?C+0.70PJ..+2.11011:Q1.. nxinl C C'nlsaquy-y 3 hf:)nd (.'t7mhinntion - Donn nol: nppl.y I.o Spllon Donign. 7 PD+PC+0.70PL•4•2.80EQR Axial C Category 3 Load CombiIlation - Does not apply to Splice Design. 8 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -1.28 2.47 0.00 1.33 N 13 DL + EWS Std Des -1.28 -2.17 0.00 1.33 N P A R T D I M E N S I O N S Column Dimensions at Connection Flg. to Flg. Dimension 12.000" Offset from Structure Line 1.000" Adjacent Depth Change Information Distance to Depth Change 27'- 4.990" Flg. to Flg. Dimension 12.000" Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 27 - -------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 05 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 0043838 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 12.250" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATS OFF89T 0.000" DESIGN STRESS RATIO i 0.251 CONTROLLING COND. 1 CONTROLLING LOCATION Cat. 2 Compression 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 BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 4.125" INNER 1 2 4.125" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 142.500 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD GOND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.115 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.845 KSI CONCRETE STRESS RATIO 0.062 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: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 28 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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,# 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE --------------------------------------7--------------------------------------------------7-----------7------------------------------ # 05 TYPE : Pinned Base Plate SUBTYPE : No Ext EWI Pin - S Nuts B O L T L O A D S / A L L O W A,B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All.. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Kai) (Kai). (Kai) (Kai) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 0.332 0.332 0.000 13.329 0.753 26.659 3 0.320 0.37.8 0.000 13.329 0.742 26.659 4 111otn3. ScscLiou :La :1.n Compronaioi► 0.000 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.659 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.321 0.321 1.400 13.329 0.726 26.659 13 0.321 0.321 1.227 13.329 0.726 26.659 SPLICE PLATE 0043838 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 -+---------+--- ----------------------------- OUTSIDE FLANGE 4.125" CCCCCCCCCCCC CARDS TIME: 09:42 AM C --F--- o C o PAGE:S 29 ---------------= ORDER # 070092 ------------------------------------------------------------------------------------------------------------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 C 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 05 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Pinned Base Plate SUBTYPE : C No Ext EWI Pin - S'Nuts C SPLICE PLATE 0043838 COLUMN 8.000" X 12.250" X 0.375" +- 4.000"-+ -+---------+--- ----------------------------- OUTSIDE FLANGE 4.125" CCCCCCCCCCCC 0.113 X 3.500 C --F--- o C o C C C C C C C C C C C C C C C C 12.000" C MAIN WEB 4.000" C 0.113 C MAIN SECTION C 12.OP.113S C C C C C C C C C C C C C C C -+--- o C o 4.125" C INSIDE FLANGE I CCCCCCCCCCCC 0.113 X 3.500 _ -+------------- ----------------------------- 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 DATE: 02/07/01 ----------------- - ------- WELD SIZE ------------------------- -------- CADDS TIME: 09:42 AM TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) PAGE:S 30 --------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 05 ----------------------------7------------------------------------------------------------------------------------------------------ TYPE : Pinned Base Plate SUBTYPE : No Ext EWI Pin - S Nuts F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X . W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Kai) (Kai) (Kai) (Kai) COLUMN SIDE OUTER 1 Main Flange 0.113 X 3.500 0.000 0.18 43.99 3.32 49.50 0.067 1 INNER 1 Main Flange 0.1].3 X 3.500 0.250 0.22 43.99 3.32 49.50 0.067 1 W E B P L A T L S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION. PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches ---,- ---------- (Kai) (Kai) (Kai) (Kai) (Kai) (Kai) COLUMN SIDE Main Web 12.OP.113S 1.86 29.33 1.05 43.99 3.32 49.50 0.067 1 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ---------------- - -- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION Main Web Web to Splice Plate 1/8n 0.00 1.86• 0.000 1 1/8" 0.02 3.71 .0.007 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 Win) Win) Win) COND 1/8" 1/8" 0.11 0.21 5.76 0.041 12 S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 31 ----------------------------------------------------------------------------------------------------------------------------------= ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 06 ----------------------------------------------------------------------------------------------------------------------------------- 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 6.87 0.00 0.00 -169.21 540.33 1.00 N 2 DL + WLL Std Des -1.56 0.00 0.00 37.67 540.33 1.33 N 3 DL + WLR Std Des -1.54 0.00 0.00 38.32 540.33 -1.33 N 4 D+CLL+EQL/1.4 Std Des 2.87 0.00 0.00 -69.47 540.33 1.33 N 5 D+CL,L+EQR/1.4 Std nes 7..99 0.00 0.00 -73.78 540.33 1.33 N 6 PD-1.PC+0.701?L-1.7..O0ICQl., Axinl C Cntagory 3 Lond C.omb.hirAl.loil •• Uaen tial: npp;l.y to npl.-iun 1)00ign. 7 PD+PC+0.70PL+2.80EQlt Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL+CL+2.80EQL Conns 2.69 0.00 0.00 -63.14 540.33 1.70 Y 11 DL+CL+2.80EQR Conns 3.16 0.00 0.00 -79.91 540.33 1.70 Y 12 DL + EWP Std Des -1.51 -2.88 0.00 37.21 540.33 1.33 N 13 DL + EWS Std Des -1.51 2.53 0.00 37.21 540.33 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" 11.774" 12.000" Part Slope 0.500 TO 12 Conn. Plate Angle (Degrees) 2.386 l 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 201- 0.000" 121- 6.000" Adj. P1. Angle (Degrees) 0.000 0.000 .. .._ ... . .. .. .. .. . . � � � � � � _ � .. � � � ' � � .iii lr.::A:•'. _ .. .. ... _. S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 32 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 06 ----------------------------------------------------------------------------------------------------------------------------------- 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 0.250" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.089 CONTROLLING GOND. t 7. CONTROLLING LOCATION t Inner Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.500" INNER 1 2 1.500" P 0 S T T O P C L I P COLUMN WEB THICKNESS : 0.113" SHEAR FORCE IN BOLTS : 6.865 kips CONNECTION DETAIL NO.: E139 USE PART NO. 0543360 WITH BACKER PLATE 0543362 CAPACITY = 16.0 kips .. .._ ... . .. .. .. .. . . � � � � � � _ � .. � � � ' � � .iii lr.::A:•'. _ .. .. ... _. S P L I C E D E S I G N - B O L T L 0 A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 33 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 06 ----------------------------------------------------7------------------------------------------------------------------------------ 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.O W A B L E S" LOAD OUTER EDGE INNER EDGE SHEAR TENSION' NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Kai) (Ksi) (Ksi) ROOF BEAM SIDE 1 Total Section is in Compressioci 0.232 21.000 0.000 43.997 2 0.388 0.388 0..052 27.992 1.266 58.651 3 0.303 0.303 0.052 27.992 .1.251 50.651 4 Total Soct•i.on in in Comprennion 0.097 27.992 0.000 50.651 5 Total Section is in Compression 0.101 27.992 0.000 58.651 .6 Category 3 Load Combination.- Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Total Section is in Compression 0.091 23.204 0.000 56.099 11 Total Section is in Compression 0.107 23.204 0.000 56.099 12 0.376 0.376 2.348 27.992 1.228 58.445 13 0.376 0.376 2.058 27.992 1.228 58.493 USE EXIST. FLG.: 5.000" X 0.250" MAIN WEB 0.120 MAIN SECTION 12.OP.113S ROOF BEAM S P L I C E D E S I G N - L A Y O U T S K E T C H W DATE: 02/07/01 o •W o W CADDS TIME: 09:42 AM W W PAGE:S 34 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 W (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF BO MPH UBC 97 .500 TO 12 W SPLICE # 06 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Top Clip w/o Stif USE EXIST. FLG.: 5.000" X 0.250" MAIN WEB 0.120 MAIN SECTION 12.OP.113S ROOF BEAM BOLTS: 0.625" DIA A325 NO WASHERS TOP CLIP DETAIL: E139 +- 2.750"-+ -+---------+--- ------- AV ------------- VA ....... 1.500" W W -+--- o •W o W W W W W W W W W W W W W W W W W 3.000" W W - W W W W W W W W W W W W W W W W -+--- o W o 1.500" W W -+-------------------- A A v -------------V ------. BOLTS: 0.625" DIA A325 NO WASHERS TOP CLIP DETAIL: E139 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I.N F O R M A T I O N DATE: 02/07/01 CARDS TIME: 09:42 AM PAGES 35 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 06 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 X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Kai) (Kai) (Kai) (Kai) (Kai) (Kai) ROOF BEAM SIDE Main Web ROOF BEAM BIDE DESCRIPTION Main Web Web.to Inner Flange 0.120 0.40 22.00 2.16 43.99 9.53 49.50 0.193 1 W U; 1.0 1.) 3: N F O R M A '1' 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 6.000" 1/8" 1/8" 0.26 0.01 7.42 0.035 2 S P L I C E D E S I G N A P P L I E D 'L G A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 68 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 13 TYPE Intermediate Roof Beam SUBTYPE O/I Extens - Comp Beam ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ---------------------------------------------- ------ ------ -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -279.15 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 279.15 1.00 N 1 DL + CLL + LL Std Des 0.26 1.32 -3.41 1.00 N l DL + WLL Std Des 1.77 -0.34 9.93 1.33 N 3 DL + WLR 'Std Des -1.42 -0.20 -5.03 1.33 N 4 D+CLL4.EQL/1.4 Std Des 1.04 0.50 -7..07 1.33 N 5 D+CLL+EQR/1.4 Std Des -0.82 0.55 -0.59 1.33 N 6 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -1.99 -0.26 -11.16 1.33 N 13 DL + EWS Std Des -1.99 -0.26 -11.16 1.33 N P A R T D I M E N S I O N S Lower Upper Roof Beam Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 12.000" Adjacent Depth Change Information Distance to Depth Change 301- 0.000" 321- 6.000" 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: 02/07/01 CARDS TIME: 09:42 AM PAGE:S 69 -------------------------------------------------------------- 7 ---------------------------------- ---------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 13 TYPE Intermediate Roof Beam SUBTYPE 0/I Extens - Comp Beam ----------------------------------------------------------------------------------------------------------------------------------- S P L I C E P L A T E BOTH SIDES PLATE'TYPE STANDARD PART NUMBER 0042866 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 16.750" PLATE THICKNESS 0.375" PLATR YIRLD STR88S : 55.00 ICS1 PLATE OFFSET t 7..3'75" DESIGN STRESS RATIO 0.988 CONTROLLING COND. +50$ CONTROLLING LOCATION : Side 1 Inner Flg 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 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: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 70 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 13 -------------------------------------------------------------------------------------------------------7--------------------------- TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam ' B 0 L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Kai) LOWER ROOF BEAM SIDE -50% 10.800 0.000 0.000 21.000 35.205 44.000 +50%; 0.000 10.800 0.000 21.000 35.205 44.000 3. 0.080 0.000 1.078 21.000 0.261 43.941 2 0.000 0.0113. 0.278 27.992 0.231 50.649 3 0.529 0.182 0.225 27.992 1.726 58.650- 4 Total Section is in Compression 0.472 27.992 0.000 58.643 5 0.224 0.184 0.450. 27.992 0.733 58.644 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination- Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.882 0.112 0.208 27.992 2.876 58.650 13 0.882 0.112 0.208 27.992 2.876 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) (Kai) (Ksi) (Ksi) UPPER ROOF BEAM SIDE -501k 10.800 0.000 0.000 21.000 35.205 44.000' +50% 0.000 10.800 0.000 21.000 35.205 44.000 1 0.080 0.000 1.078 21.000 0.261 43.941 2 0.000 0.071 0.278 27.992 0.231 58.649 3 0.529 0.182 0.225 27.992 1.726 58.650 4 Total Section is in Compression 0.472 27.992 0.000 58.643 5 0.224 0.184 0.450 27.992 0.733 58.644 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category.4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.882 0.112 0.208 27.992 2.876 58.650 13 0.882 0.112 0.208 27.992 2.876 58.650 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 71 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 13 TYPE : Intermediate Roof Beam SUBTYPE : O/I Extens - Comp Beam ----------------------------------------------------------------------------------------------------------------------------------- SPLICE PLATE 0042866 LOWER ROOF BEAM SIDE -->I<-- UPPER ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 16.750" X 0.375" +- 2.750"-+ -+---------+--- ----------------------------- ---+- 1.125" 2.375" 2.375" +--- I 0 0 OUTSIDR FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE. 0.250 X 5.000 12.000" 14.500" 1 1.125" -I------------- IPP'LrIrP' Ply IrRIPP'P'FIP1P1rIPIPF P7r1rF 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 o •---------------------------- OUTSIDE PLAN 08 0.250 X 5.000 )00" MAIN WEB 0.120 _ INSIDE FLANGE 0.250 X 5.000 LOWER ROOF BEAM SIDE Main Web UPPER ROOF BEAM SIDE Main Web LOWER ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate 0.120 0.120 FULL STRENGTH YES YES 0.92 22.00 0.00 33.00 14.25 49.50 0.287 +50% 0.92 22.00 0.00 33.00 14.25 49.50 0.287 +50% W E L D I N F O R M A T I O N F L A N G E P L A T E S ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) Win) (k/in) COND 3/16" 3/16" 4.42 8.25 0.536 -50% 3/16" 3/16" 4.42 8.25 0.536 +50% S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 72 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 13 TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW GOND -------- Inches --------- (In.). (Kai) (Kai) (Kai) (Kai) LOWER ROOF BEAM SIDE OUTER 2 Maim•Flange 0.250 X 5.000 2.375 17.28 33.00 14.72 49.50 0.524 -50% INNER 2 Main Flange 0. 2510 X 5.000 2.375 17.28 33.00 14.72 49.50 0.524 •►•50% UPPER ROOF BEAM SIDE, OUTER 2 Main Flange 0.250 X 5.000 2.375 17.28 33.00 14.72 49.50 0.524 -50$ INNER 2 Main Flange 0.250 X 5.000 2.375 17.28 33.00 14.72 49.50 0.524 +50$ W E B P L A T E S ------------------ MAXIMUM STRESSES. ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X I W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Kai) (Kai) (Kai) (Kai) (Kai) (Kai) LOWER ROOF BEAM SIDE Main Web UPPER ROOF BEAM SIDE Main Web LOWER ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate 0.120 0.120 FULL STRENGTH YES YES 0.92 22.00 0.00 33.00 14.25 49.50 0.287 +50% 0.92 22.00 0.00 33.00 14.25 49.50 0.287 +50% W E L D I N F O R M A T I O N F L A N G E P L A T E S ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) Win) (k/in) COND 3/16" 3/16" 4.42 8.25 0.536 -50% 3/16" 3/16" 4.42 8.25 0.536 +50% Main Web Web to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION Main Web Web to Splice Plate 1./8" 0.11 1.86 '0.059 1 W E L D I N F O R M A '1' 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" 4.42 8.25 0.536 -50% YES 3/16" 3/16" 4.42 8.25 0.536 +50% W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE --------------------- ----------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 1/8" 0.11 1.86 0.059 1 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 73 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 13 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Intermediate Roof Beam SUBTYPE : O/I Extens - Comp Beam W E L D I N F O R M A T I O N LOWER ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION Main Web Web to Splice Plate 1./8" 0.11 1.86 '0.059 1 W E L D I N F O R M A '1' 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" 4.42 8.25 0.536 -50% YES 3/16" 3/16" 4.42 8.25 0.536 +50% W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE --------------------- ----------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 1/8" 0.11 1.86 0.059 1 S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 74 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 14 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ridge SUBTYPE 0/I Extens - Comp Bm LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ------------------------ CATEGORY -------- (kips) -------------- (kips) (in -k) -----=-- FACTOR STRENGTH ------ -------- -50% MOMENT CAPACITY 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 0.7.0 -0.01 88.46 1.00 N 2 DL + WLL std Des 1.64 -0.05 -25.19 1.33 N 3 DL + W1:JR Std Dora -1-55 0.05 -1.:1..93 1.33 N 4 4 I]td Dorn 1..7.4 ••0.06 :1:1.911 1..33 N 5 D+CLL+EQR/1.4 std Des -1.07 0.07 43.52 1.33 N 6 PD+PC+0.70PL+2.BOEQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -2.12 0.10 -5.64 1.33 N 13 DL + EWS Std Des -2.12 0.10 -5.64 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 0.500 TO 12 0.500 TO 12 Conn. Plate Angle (Degrees) 2.386 2.386 Adjacent Depth Change Information Distance to Depth Change 321- 6.000" 321- 6.000" 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: 02/07/01 CADDS TIME: 09:42 AM PAGES 75 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 14 TYPE Ridge SUBTYPE 0/I Extens - Comp Bm ----------------------------------------------------------------------------------------------------------------------------------- S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042866 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 16.750" PLATE THICKNESS 0.375" PLATE YIELD STRESS : 55.00 KSI PLATTE OFFSET t 2.375" DESIGN STRESS RATIO 0..988 CONTROLLING COND''. -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: 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 1.125" INNER 1 2 2.750" DIST FROM DIST FROM EDGE PREV ROW 1.125" S P L I C E D E S I G N - B 0 L T L O A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 76 ---------------------------------------------------=------------------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 14 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 SHEARTENSION 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% 10.792 0.000 0.000 21.000 35.177 44.000 +50% 0.000 10.800 0.000 21.000 35.205 44.000 3. 0.000 3.379 0.000 21.000 11.016 44.000 2 0.642 0.11110 0.019 27.992 2.095 58.651 3 0.799 0.000 0.009 27.992 2.606 58.651 4 0.000 1.054 0.006 27.992 3.438 58.651 5 0.000 1.911 0.016 27.992 6.231 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.723 0.335 0:011 27.992 2.358 58.651 13 0.723 0.335 0.011 27.992 2.358 58.651 B 0 L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) RIGHT ROOF BEAM SIDE -50% 10.792 0.000 0.000 21.000 35.177 44.000 +50% 0.000 10.800 0.000 21.000 35.205 44.000 1 0.000 3.379 0.000 21.000 11.016 44.000 2 0.642 0.000 0.019 27.992 2.095 58.651 3 0.799 0.000 0.009 27.992 2.606 58.651 4 0.000 1.054 0.006' 27.992 3.438 58.651 5 0.000 1.911 0.016 27.992 6.231 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.723 0.335 0.011 .27.992 2.358 58.651 13 0.723 0.335 0.011 27.992 2.358 .58.651 'S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 77 = ------------------=--------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 14 --------------------------------------------------------------------------------------------=-------------------------------------- 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" 2.375" -+--- o 0 OUTSIDE FLANGE - I''l�'P III III Ph P P FF 11111101111 117 101711'117111 _ OUTSIDE FLANGE 0.250 X 5.000 W 0.250 X 5.000 W W W W W W W W W W W W W 12.010" W 12.010" MAIN WEB 14.500" W MAIN WEB 0.120 W 0.120 W W W W W W W W W W W W W W INSIDE FLANGE FFFFFFFFFFFFFFFFFFFFFFF INSIDE FLANGE 0.250 X 5.000 _ _ 0.250 X 5.000 -+--- o 0 1.125" -+------------- ----------------------------- - S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 78 -------------------------------------------------------------- i-------------------------------------------------------------------- ORDER # 070092 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 # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 14 -----------------------------------------------------------------------------------------=----------------------------------------- TYPE Ridge SUBTYPE 0/I Extens - Comp Bm F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Kai) (Ksi) (Ksi) .LEFT ROOF BEAM SIDE OUTER 2 Main Flange 0.250 X 5.000 2.375 17.28 33.00 14.73 49.50 0.524 -50% INNER 2 Main Flange 0.7.50 X 5.000 2.365 17.30 33.00 14.72 49.50 0.524 +SUR RIGHT ROOF BEAM SIDE OUTER 2 Main Flange 0.250 X 5.000 2.375 17.28 33.00 14.73 49.50 0.524 -50W INNER 2 Main Flange 0.250 X •5.000 2.365 17.30 33.00 14.72 49.50 0.524 +50% W E B P L A T E S - ------------------ MAXIMUM STRESSES ---------------- DESCRIPTION PART 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 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 0.120 0.120 FULL STRENGTH YES YES 0.02 29.33 0.00 33.00 14.25 49.50 0.287 +50% 0.02 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 ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND 3/16" 3/16" 4.42 3/16" 3/16" 4.43 8.25 0.536 -50% 8.25 0.537 +50% Main Web Web to Splice Plate RIGHT ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate RIGHT ROOF BEAM SIDE DESCRIPTION Main Web Web to Splice Plate S P L I C E D E S I G N - W E L D I N F O R M A T I O N 0.001 2 DATE: 02/07/01 W E L D I N F O R M A.T I O N CADDS TIME: 09:42 AM F L A N G E P L A T E S PAGE:S 79 --------------------------------=----------------------------------------------------------------------------------------7--------- ORDER # 070092 BUILDER - NORTH VALLEY READY MIX WELD 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 CSR (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) Win) Win) DESIGN SYSTEM FRAME # 7 DESCRIPTION EWDS 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 8.25 SPLICE # 14 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ridge YES 3/16" 3/16" SUBTYPE : O/I Extens - Comp Bm 8.25 0.537 +50% W E L D I N F O R M A T 1'0 N M A T I O N LEFT ROOF BEAM SIDE W E B P L A T E S W E B P L A T E S ------------------------- -------- MAXIMUM STRESSES -------- DESCRIPTION ------------------------- ---- FILLET ------------ WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- CSR - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Win) Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate RIGHT ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate RIGHT ROOF BEAM SIDE DESCRIPTION Main Web Web to Splice Plate 2.47 0.001 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 YES' 3/16" 3/16" 4.42 8.25 0.536 -50t YES 3/16" 3/16" 4.43 8.25 0.537 +50% W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION ------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 1/8" 2.47 0.001 2 ff S P L I C E D E S I G N DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 86 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97. .500 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES 06 STRESS RATIO LIMIT 1.030 REPORTS SELECTED COMER SHR ET BOLT LOADS / Al. LOWAB.IMS SIGN CONVENTIONS PAYOUT SKIT,-1VIl APPLIED LOADS SUMMARY FLANGE / WEB PLATE 'INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION S P L I C E D E S I G N - C 0 V E R S H E E T SPLICES SELECTED SPL DATE: 02/07/01 SEQ Connection GROUP INFORMATION CADDS TIME: 09:42 AM NUM Description I NUM. Connection Plate Opt PAGE:S . 87 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 . 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 01 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 3 DESIGN SYSTEM FRAME # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 4 ------------------------------------------------------- 2 -----------------------=---------------------------------------------------- RUN OPTIONS AND INFORMATION Optimization.w/ Std Plates 5 SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES 06 STRESS RATIO LIMIT 1.030 REPORTS SELECTED COMER SHR ET BOLT LOADS / Al. LOWAB.IMS SIGN CONVENTIONS PAYOUT SKIT,-1VIl APPLIED LOADS SUMMARY FLANGE / WEB PLATE 'INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION ASSEMBLY INFORMATION NUM Stiffener Opt Weld Opt ------- ------------------- ------------------------ OV80390 01 Full Optimization Design w/ Combined Welds OV80390 02 Full Optimization Design w/ Combined Welds OV803.92 01 Full Optimization Design w/ Combined Welds OV80390 01 Full Optimization Design w/ Combined Welds OV80390 02 Full Optimization Design w/ Combined Welds OV80392 01 Full Optimization Design w/ Combined Welds OV80392 02 Full Optimization Design w/ Combined Welds OV80394 01 Full Optimization Design w/ Combined Welds OV80394 02 Full Optimization Design w/ Combined Welds OV80394 02 Full Optimization Design w/ Combined Welds OV80392 06 Deficiencies Only Design w/ Combined Welds CAN 09R 02 Analysis Only Design w/ Combined Welds OV80392 02 Full Optimization Design w/ Combined Welds OV80394 01 Full Optimization Design w/ Combined Welds SPLICES SELECTED SPL MEMB SEQ Connection GROUP INFORMATION NUM NUM NUM Description I NUM. Connection Plate Opt --- --- --- -------------------- + ---- --------------------------- + 1 01 1 Pinned Base Plate 5 Analysis Only 2 01 2 Knee Splice 6 Optimization w/ Std Plates 3 04 1 Pinned Base Plate 5 Analysis Only 4 04 2 Knee Splice 6 Optimization.w/ Std Plates 5 02 1 Intermediate Roof Bm 7 Optimization w/ Std Plates 6 02 2 Ridge 8 Optimization w/ Std Plates 7 03 1 Canopy Beam Splice 14 .Analysis w/ Plate Thickness 8 03 2 Intermediate Roof Bm 7 Optimization w/ Std Plates ASSEMBLY INFORMATION NUM Stiffener Opt Weld Opt ------- ------------------- ------------------------ OV80390 01 Full Optimization Design w/ Combined Welds OV80390 02 Full Optimization Design w/ Combined Welds OV803.92 01 Full Optimization Design w/ Combined Welds OV80390 01 Full Optimization Design w/ Combined Welds OV80390 02 Full Optimization Design w/ Combined Welds OV80392 01 Full Optimization Design w/ Combined Welds OV80392 02 Full Optimization Design w/ Combined Welds OV80394 01 Full Optimization Design w/ Combined Welds OV80394 02 Full Optimization Design w/ Combined Welds OV80394 02 Full Optimization Design w/ Combined Welds OV80392 06 Deficiencies Only Design w/ Combined Welds CAN 09R 02 Analysis Only Design w/ Combined Welds OV80392 02 Full Optimization Design w/ Combined Welds OV80394 01 Full Optimization Design w/ Combined Welds S P L I C E D E S I G N - A P P L I E D L O A D S. S U M M A R Y DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 88 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts ------------------------------------------------ ---------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO CATEGORY (kips) (kips) (kips) FACTOR STRENGTH -------------------------------- --------------------- ------ -------- 1 DL + CLL + LL Std Des 36.83 -30.12 0.00 1.00 N 2 DL + WLL Std Des -7.13 12.45 0.00 1.33 N 3 DL + WLR Std Des -4.49 1.37 0.00 1.33 N 4 D+CLL+EQL/1.4 Std Des 15.63 -10.47 0.00 1.33 N 5 D+CLL+EQR/1.4 Std Des 17.89 -15.77 0.00 1.33 N 6 DL + CLL + SLL + SLR Std lion 36.03 -30.:1.2 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.BOEQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 13 DL + EWP Std Des -5.77 3.73 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 20.000" Offset from Structure Line 8.000" Adjacent Depth Change Information Distance to Depth Change 151- 0.000" Flg. to'Flg. Dimension 38.000" Adj. P1. Angle (Degrees) 0.000 S P L I C E' D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 89 ----------------------------------------------------------------------------------------------------=------------------------------- ORDER # 070092 . 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 # 9 DESCRIPTION LRF 125'-0" 27'-4"20 PSF 80.MPH UBC 97 .500 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 0042365 ORIENTATION NORMAL PLATE WIDTH 12.000" PLATE LENGTH 20.562" PLATE THICKNESS 0.750" PLATE YIELD STRESS : 55.00 KSI PLATE OFFSET f 0.500" DESIGN STRESS RA'1.'10 t 0.151 CONTROLLING COND. 1 CONTROLLING LOCATION Cat. 2 Compression B O L T I N F O R M A T I O N BOLT DIAMETER 1.250" BOLT GAGES - INNER: 5.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN,ROW EDGE PREV ROW OUTER 1 2 5.500" OUTER 2 2 9.500" 4.000" C O N C R E T E. S T R E S S E S MIN. DESIGN FOOTING SIZE 315.868 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 6 ACTUAL ULTIMATE CONCRETE STRESS 0.239 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.731 KSI CONCRETE STRESS RATIO 0.138 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 O W A B L E S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 90 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC '97 .500 TO 12, SPLICE ---------------------------------------------------------------------------------------------------------------------------------.-- # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv.Act. Fv All. ft Act. Ft All. ------------=----------------- (Kips per Bolt) - ----------------------------- (Kai) (Kai) (Kai) (Kai) COLUMN SIDE 1 Total Section is in Compression 2.385 10.000 0.000 20.000 2 1.782 1.783 2.537 13.329 1.453 26.659 3 1.122 1.127.b 0.279 13.329 0.914 26.659 4 'A'ol:na. aoct:ioii in iii Compronnion 0.540 13.329 0.000 26.659 5 Total Section is in Compression 1.390 13.329 0.000 26.659 6 Total Section is in Compression 2.385 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 1.441 1.441 0.759 13.329 1.174 26.659 0 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 91 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 .SPLICE # 01 TYPE Pinned Base Plate SUBTYPE No Ext SW Pin - S Nuts ---------------------------------------------=------------------------------------------------------------------------------------- SPLICE PLATE 0042365 COLUMN BOLTS: 1.250" DIA A307 NO WASHERS 12.000" X 20.562" X 0.750" +- 5.000"-+ 0.50011 ----+---------+--- ----------------------------- OUTSIDE FLANGE 5.500" FFFFFFFFFFFFFFFFFFFFFFF 0..313 X 8.000 W -+--- o W o L W 4.00011 W W -+--- o W O W W W W W W W W W W W W 20.500" W MAIN WEB W 0.250 W W 11.062" W W W W W W W W W W W W W W W W W INSIDE FLANGE FFFFFFFFFFFFFFFFFFFFFFF 0.625 X 8.000 +--------- i S P L I C E D E S I G N - F L A N G E A N D W E'B P L A T E I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 92 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 01 ------------------------------------------------ TYPE : Pinned Base ---------------------------------------------------------------------------------- Plate SUBTYPE : No Ext SW Pin - S Nuts F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- _(In.) (Kai) (Kai) (Kai) (Kai) COLUMN SIDE OUTER 1 Main Flange 0.313 X 8.000 0.500 0.18 43.99 3.01 49.50 0.061 6 INNER 1. Main Flange O.G7.5 X 8.000 0.062 0.01 43.99 3.00 49.50 0.061 1 W I. 13 P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Kai) (Kai) (Kai) (Kai) (Kai) (Kai) COLUMN SIDE Main Web 0.250 6.10 22.00 2.38 43.99 3.01 49.50 0.277 6 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES. -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION 3/16" 0.05 5.57 0.010 2 1/4" 0.00 3.71 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) (k/in) COND Main Web Web to.Splice Plate 1/8" 1/8" 1.53 3.71 0.411 6 0 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 93 ---------------------------7------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 02 ------------------------------------=--------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz ------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ------------------------ CATEGORY -------- (kips) -------------- (kips) (in -k) -------- FACTOR ------ STRENGTH -------- -5096 MOMENT CAPACITY Std Des 0.00 0.00 -4374.78 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 4374.78 1.00 N 1 DL + CLL + LL Std Des 35.70 -30.13 -7622.75 1.00 N 2 DL + WLL Std Des -8.45 6.11 7.452.15 1.33 N 3 DL + WLtt std Dos -5.111 4.74 637.77 1.33 N 4 D+CLL4-9QL/3..4 St.d Dort :1.4.01.1 -:1.!1.51 -26:1.9.619 :1..33 N 5 D+CLL+EQR/1.4 Std Des 16.75 -3.5.67 -4001.47 1.33 N 6 DL + CLL + SLL + SLR Std Des 35.70 -30.13 -7622.75 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 11.24 -3.19 -624.28 1.70 Y 12 DL+CL+2.80EQR Conns 20.00 -23.05 -5997.08 1.70 Y 13 DL + EWP Std Des -7.08 8.45 1394.21 1.33 N P A R T D I M E N S I O N S Column Roof Beam Dimensions at Connection Outside Hammerhead Dimension 7.875" Flg. to Flg. Dimension 48.000" 47.000" Part Slope 0.500 TO 12 Conn. Plate Angle (Degrees) 0..0001 0.000 Offset from Structure Line 8.000" 0.125" Main Flange Dimensions Outer Flange Width 8.000" Thickness 0.313" Inner Flange Width 8.000" Thickness 0.500" Adjacent Depth Change Information Distance to Depth Change 71- 7.293" 251- 4.709" Flg. to Flg. Dimension 38.000" 28.000" Adj. P1. Angle (Degrees) 0.000 0.000 0 S P L I C E D E S I G N - B O L T S, /. S P L I C E P L A T E DATE: 02/07/01 CARDS TIME: 09:42 AM PAGE:S 94 -----------------7----------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 02 -------------------------------------------------------------------------------------------------------------------=--------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0035421 ORIENTATION NORMAL PLATE WIDTH 10.000" PLATE LENGTH 55.875" PLATE THICKNESS 0.625" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.822 CONTROLLING COND. +50% CONTROLLING LOCATION Side 1 Inner Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 1.125" BOLT GAGES - INNER: 4.000" 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 2.375" INNER 2 2 6.000" 3.625" OUTER 2 2 6.000" 3.625" INNER 1 2 2.375" OUTER 3 2 10.250" 4.250" 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 0 L T L O A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 95 --------------------------------------------------------------------------------------7-------------------------------------------- ORDER # 070092 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. EN GR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) .DESIGN SYSTEM FRAME # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE -----------------------------------------7---------------------------------------------------=------------------------------------- # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz . B O -L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. -----------------------=------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Kai) . COLUMN SIDE -50% 17.596 15.573 13.202 0.000 0.000 0.000 21.000 17.702 44.000 +50% 0.000 0.000 0.000 21.920 24.608 0.000 21.000 24.757 44.000 1 28.230 24.739 20.645 0.000 0.000 3.031 21.000 28.400 43.539 2 0.000 0.000 0.000 13.400 14.967 0.614 27.992 15.057 58.637 3 0.000 0.000 0.000 3.969 4.402 0.477 27.992 4.428 58.643 4 9.553 8.355 6.951 0.000 0.000 1.063 27.992 9.611 58.609 5 14.952 13.118 10.967 0.000 0.000 1.576 27.992 15.042 58.558 6 28.230 24.739 20.645 0.000 0.000 3.031 21.000 28.400 43.539 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 1.782 1.503 1.176 0.000 0.000 0.320 23.204 1.793 56.095 12 22.753 19.999 16.770 0.000 0.000 2.319 23.204 22.890 55.889 13 0.000 0.000 0.000 7.922 8.829 0.850 27.992 8.882 58.624 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% 17.556 15.577 13.258 0.000 0.000 0.000 21.000 17.662 44.000 +5096 0.000 0.000 0.000 21.370 24.051 0.000 21.000 24.197 44.000 1 28.154 24.750 20.759 0.000 0.000 3.031 21.000 28.324 43.539 2 0.000 0.000 0.000 13.096 14.656 0.614 27.992 14.744 58.637 3 0.000. 0.000 0.000 3.895 4.325 0.477 27.992 4.351 58.643 4 9.527 8.360 6.991 0.000 0.000 1.063 27.992 9.584 58.609 5 14.912 13:123 11.025 0.000 0.000 1.576 27.992 15.002 58.558 6 28.154 24.750 20.759 0.000 0.000 3.031 21.000 28.324 43.539 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 1.776 1.506 1.190 0.000 0.000 0.320 23.204 1.786 56.095 12 22.694 20.007 .16.855 0.000 0.000 2.319 23.204 22.831 55.889 13 0.000 0.000 0:000 7.752 8.654 0.850 27.992 8.706 58.624 S P L I C E D E S I G N - L A Y O U,T S K E T C H DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 96 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz SPLICE PLATE 0035421 COLUMN SIDE --> <-- ROOF BEAM SIDE BOLTS: 1.125" DIA A325 NO WASHERS 10.000" X 55.875" X 0.625" +- 4.000"-+ -+---------+-------------------------------- ---+- OUTER HAMMERHEAD FLANGE 2.375"- HFHFHFHFHFHEFEFEFEFEFEF END FLANGE 0.375 X 6.000 X 7.000 I W I 0.375 X 8.000 X 44.188 -+--- o W o 7.875" W 7.875" OUTER HAMMERHEAD GUSSET 3.625" W 0.250 X 7.500 X 7.000 X 15.000 W -+--- o W o W OUTSIDE FLANGE _ 4.250" FFFFFFFFFFFFGSGSGSGSGSG _ GUSSET STIFFENER 0030877 0.313 X 8.000 W 0.250 X 3.000 X 6.000 NS/FS -+--- o W o W W W W W W W W W W MAIN WEB W 0.281 39.625" W 48.000" W 48.000" MAIN WEB W 0.250 W W W W W W W W W -+--- o W o W 3.625" W W -+--- o W o 2.375" W INSIDEC FLANGE I FFFFFFFFFFFFMSMSMSMSMSM_ MAIN STIFFENER 0.625 X 8.000 _ -+------------------------------------------ 0.625 X 4.000 X 46.000 NS/FS S P L I C E D E S I G N - 1 F L A N G E A N D W E B P L A T E I N F 0 R M A T I O'N 20.64 0.149 DATE: 02/07/01 CADDS TIME: 09:42. AM PAGE:S 97 -----------------------------------------------------------------------------=----------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF ].25,-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 02 ------------------------------------------------------------------7---------------------------------------=------------------------ TYPE Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz 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 Hammerhead Flange 0.375 X 6.000 X 7.000 0.000 10.41 33.00 15.01 49.50 0.315 6 OUTER 3 Main Flange 0.313 X 8.000 7.875 16.44 33.00 9.16 49.50 0.498 6 INNER 1 Main Flange 0.625 X 8.000 0.000 4.76 33.00 23.13 49.50 0.467 6 ROOF BEAM SIDE OUTER 1 End Flange 0.375 X 8.000 X 44.188 0.000 7.78 33.00 15.48 49.50 0.312 +50% OUTER 3 Gusset Stiffener 0030877 0.250 X 3.000 X 6.000 7.875 27.62 33.00 9.66 49.50 0.83.7 6 INNER 1 Main Stiffener 0.625 X 4.000 X 46.000 0.000 4.65 33.00 21.92 49.50 0.442 6 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 Outer Hammerhead Gusset Main Web ROOF BEAM SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 1 Hammerhead Flange Flange to Splice Plate OUTER 3 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate 0.250 X 7.500 X 7.000 X 15.000 21.93 22.00 33.61 33.00 14.87 49.50 1.018 6 0.250 3.58 22.00 33.79 33.00 22.83 49.50 1.024 +50% 0.281 FULL STRENGTH YES 12.37 12.68 29.77 33.00 22.22 49.50 0.976 6 W E L D I N F O R M A T I O N F-L A N G E P L A T E S ------- ---------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face. Out Face In Face Win) Win) Win) COND 3/16" 3/16" 3/16" 1/2" U 7/16" 4.07 4.18 0.975 1 5.31 8.35 0.636 1 3.07 20.64 0.149 +50% S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 98 --------------------------------------------------------------------------------=-------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 02 TYPE : . Ext Col ----------------------------------------------------------------------------------------------------------------------------------- - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Outer Hammerhead Gusset Gusset to Splice Plate 3/16" .3/16" 8.40 8.35 1.006 6 Gusset to Hammerhead Flange 3/16" 3/16" 4.83 5.57 0.867 +50% Gusset to Outer Flange 3/16" 3/16" 5.48 5.57 0.985 6 Main Web Web to Splice P1 - Outer Bolts 6.000" 1/8" 1/8" 4.71 5.57 0.845 1 Web to Splice P1 - Inner Bolts 9.000" 3/16" 3/16" 8.45 8.35 1.011 +50% Web to Splice P1 - Remaining 1/8" 0.90 1.86 0.483 6 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" 3.02 4.18 0.724 6 End Flg to Outer Flg 3/16" 0.00 2.78 0.000 1 OUTER 3 Gusset Stiffener Stiffener to Splice P1 3/16" 3/16" 6.90 8.35 0.827 6 Stiffener to Web Plate 1/4" 3.60 3.71 0.971 6 INNER 1 Main Stiffener Stiffener to Splice P1 1/4" 2.90 5.57 0.522 +50% Stiffener to Web Plate 3/16" 1.45 2.78 0.523 6 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 99 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC- 97 .500 TO 12 SPLICE # 02 TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - Horiz ----------------------------------------------------------------------------------------------------------------------------------- W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice P1 - Outer Bolts 14.000" 1/4" 1/4" 8'.36 2.97 10.82 0.820 6 Web to Splice P1 - Inner Bolts 9.000" 3/16" 3/16" 8.24 1.69 8.27 1.017 +50% Web to Splice P1 - Remaining 1/4" 2.97 3.71 0.799 6 Web to End Flange 3/16" 0.53 2.78 0.190 6 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CARDS TIME: 09:42 AM PAGE:S 100 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 03 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 42.73 -30.12 0.00 1.00 N 2 DL + WLL Std Des -6.32 1.57 0.00 1.33 N 3 DL + WLR Std Des -10.60 12.26 0.00 1.33 N 4 D+CLL+EQL/1.4 Std Des 20.19 -15.78 0.00 1.33 N 5 D+CLL+EQR/1.4 Std Des 17.94 -10.46 0.00 1.33 N 6 DL + CLL + SLL + SLR Std Des 42.73 -30.12 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 -9.32 3.73 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 20.000" Offset from Structure Line 8.000" Adjacent Depth Change Information Distance to Depth Change 151- 0.000" Flg. to Flg. Dimension 38.000" Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 101 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 03' 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 0042365 ORIENTATION NORMAL PLATE WIDTH 12.000" PLATE LENGTH 20.562" PLATE THICKNESS 0.750" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.500" DESIGN STRESS RATIO 0.175 CONTROLLING COND. 1 CONTROLLING LOCATION Cat. 2 Compression B O L T I N F O R M A T I O N BOLT DIAMETER 1.250" BOLT GAGES - INNER: 5.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 5.500" OUTER 2 2 9.500" 4.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 315.868 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD GOND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.277 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.731 KSI CONCRETE STRESS RATIO 0.160 S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 102 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 03 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Kai) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 1.784 10.000 0.000 20.000 2 1.579 1.579 0.318 13.329 1.287 26.659 3 7..649 2.650 2.497 13.329 2.159 26.659 4 '.Colinl lJectJon in :Ln Comprenrr:l.ui► 1.:1.57 :1.3.329 0.000 76+.659 5 Total Section is in Compression 0.303 13.329 0.000 26.659 6 Total Section is in Compression 1.784 10.000 0.000 20.000 7 Category 3 Load Combination -.Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 2.330 2.331 0.759 13.329 1.899 26.659 OUTSIDE FLANGE 0.313 X 8.000 MAIN WEB 0.250. INSIDE FLANGE 0.625 X 0.000 0.500" --------------- 5.500" ---+---------5.500" 4.000" 20.500" 11.062" +- 5.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W o W 0 W W W 0 W 0 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 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 103 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 r .500 TO 12 ' SPLICE # 03 ---------------- ---------------------------------------------------------- TYPE Pinned Base Plate SUBTYPE =-------------------------------------------------------- No Ext SW Pin - S Nuts SPLICE PLATE 0042365 COLUMN BOLTS: 1.250" DIA A307 NO WASHERS 12.000" X 20.562" X 0.750" OUTSIDE FLANGE 0.313 X 8.000 MAIN WEB 0.250. INSIDE FLANGE 0.625 X 0.000 0.500" --------------- 5.500" ---+---------5.500" 4.000" 20.500" 11.062" +- 5.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W o W 0 W W W 0 W 0 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 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E* I N F O R M A T I 0 N DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 104 --------------------------------------------------------------------------------------------=-------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 03 -----------------------------------------------------------------------------------------7----------------------------------------- TYPE Pinned Base Plate SUBTYPE No Ext SW Pin - S Nuts F L A N C E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Kai) (Kai) (Kai) (Kai) COLUMN SIDE OUTER 1 Main Flange 0.313 X 8.000 0.500 0.27 43.99 3.49 49.50 0.070 1 INNER 1 Main Flange 0.625 X 8.000 0.062 0.02 43.99 3.48 49.50 0.070 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Kai) (Kai) (Kai) (Kai) (Kai) (Kai) COLUMN SIDE Main Web 0.250 6.10 22.00 3.54 43.99 3.49 49.50 0.277 1 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 Main Flange Flange to Splice Plate 3/16" 0.08 5.57 0.015 3 INNER 1 Main Flange Flange to Splice Plate 1/4" 0.00 3..71 0.000 1 W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW . CSR LOAD Near•S. Far S. Near Side Far Side (k/in) .(k/in) (k/in) COND Main Web Web to Splice Plate 1/8" 1/8" 1.53 3.71 0.411 1 S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R_ Y DATE: 02/07/01 CARDS TIME: 09:42 AM PAGES 105 -----------------------------------------------------7----------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 04 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - Horiz LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ---------------------=-- CATEGORY -------- (kips) -------------- (kips) (in -k) -------- FACTOR ------ STRENGTH -------- -50$ MOMENT CAPACITY Std Des 0.00 0.00 -4374.78 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 4374.78 1.00 N 1 DL + CLL + LL Std Des 41.60 -30.13 -7533.81 1.00 N 2 DL + WLL Std Des -7.63 4.94 662.92 1.33 N 3 DL + WLR Std Des -11.92 5.91 2347.21 1.33 N 4. D+CLL+EQL/1.4 Std Des 19.06 -15.68 -3968.78 1.33 N 5 D+CLL+EQR/1.4 Std Des 16.80 -10.56 -2583.06 1.33 N 6 DL + CLL + SLL + SLR Std Des 41.60 -30.13 -7533.81 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.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 22.31 -23.08 -5970.38 1..70 Y 12 DL+CL+2.80EQR Conns 13.55 -3.16 -581.46 1.70 Y 13 DL + EWP Std Des -10.64 8.45 1340.60 1.33 N P A R T D I M E N S I O N S Column Roof Beam Dimensions at Connection Outside Hammerhead Dimension 7.875" Flg. to Flg. Dimension 48.000" 47.000" Part Slope 0.500 TO 12 Conn. Plate Angle (Degrees) 0.000 0.000 Offset from Structure Line 8.000" 0.125" Main Flange Dimensions Outer Flange Width 8.000" Thickness 0.313" Inner Flange Width 8.000" Thickness 0.500" Adjacent Depth Change Information Distance to Depth Change 71- 7.293" 251- 4.709" Flg. to Flg. Dimension 38.000" 28.000" Adj. P1. Angle '(Degrees) 0.000 0.000 S'P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 106 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 BUILDER - NORTH VALLEYREADY 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 04 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz ----------------------------------------------------------------------------------------------------------------------------------- S P L I C E P L A•T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0035421 ORIENTATION NORMAL PLATE WIDTH 10.000" PLATE LENGTH • 55.875" PLATE THICKNESS 0.625" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.822 CONTROLLING COND. + wk CONTROLLING LOCATION Side 1 Inner Row 1 DIST FROM PREV ROW 3.625" B O L T I N F O R M A T I O N BOLT DIAMETER 1.125" BOLT GAGES - INNER: 4.000" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW- EDGE OUTER 1 2 2.375" INNER 2 2 6.000" OUTER 2 2 6.000" 3.625" INNER 1 2 2.375" OUTER 3 2 10.250" 4.250" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR DIST FROM PREV ROW 3.625" S P L I C E D E S"I G N - B.0 L T L O A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 107 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ------------------------------7---------------------------------------------------------------------------------------------------- # 04 TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - Horiz B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Kai) (Ksi) (Ksi) (Ksi) COLUMN SIDE -50% 17.596 15.573 13.202 0.000 0.000 0.000 21.000 17.702 44.000 +50% 0.000 0.000 0.000 21.920 24.608 0.000 21.000 24.757 44.000 1 27.479 24.034 19.995 0.000 0.000 3.031 21.000 27.644 43.539 2 0.000 0.000 0.000 4.342 4.803 0.496 27.992 4.832 58.642 3 0.000 0.000 0.000 13.336 14.863 0.595 27.992 14.953 58.638 4 14.666 12.849 10.718 0.000 0.000 1.577 27.992 14.755 58.558 5 9.252 8.074 6.692 0.000 0.000 1.062 27.992 9.308 58.609 6 27.479 24.034 19.995 0.000 0.000 3.031 21.000 27.644 43.539 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 22.490 19.750 16.538 0.000 0.000 2.322 23.204 22.626 55.888 12 1.479 1.221 0.919 0.000 0.000 0.317 23.204 1.488 56.096 13 0.000 0.000 0.000 8.131 9.030 0.850 27.992 9.085 58.624 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% 17.556 15.577 13.258 0.000 0.000 0.000 21.000 17.662 44.•000 +50% 0.000 0.000 0.000 21.370 24.051 0.000 21.000 24.197 44.000 1 27.403 24.046 20.110 0.000 0.000 3.031 21.000 27.568 43.539 2 0.000 0.000 0.000 4.269 4.726 0.496 27.992 4.755 58.642 3 0.000 0.000 0.000 13.050 14.568 0.595 27.992 14.656 58.638 4 14.626 12.855 10.777 0.000 0.000 1.577 27.992 14.715 58.558 5 9.226 8.078 6.732 0.000 0.000 1.062 27.992 9.282 58.609 6 27.403 24.046 20.110 0.000 0.000 3.031 21.000 27.568 43.539 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 22.431 19.758 16.625 0.000 0.000 2.322 23.204 22.567 55.888 12 1.474 1.225 0.934 0.000 0.000 0.317 23.204 1.483 56.096 13 0.000 0.000 0.000 7.973 8.866 0.850 27.992 8.919 58.624 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 108 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 04 -----------------------------------------------------------------------------------------------------------------------------,------ TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz SPLICE PLATE 0035421 COLUMN SIDE --> <-- ROOF BEAM SIDE BOLTS: 1.125" DIA A325 NO WASHERS 10.000" X 55.875" X 0.625" +- 4.000"-+ -+---------+--- ------ - ---------------------- ---+- OUTER HAMMERHEAD FLANGE 2.375" HFHFHFHFHFHEFEFEFEFEFEFI END FLANGE 0.375 X 6.000 X 7.000 I I W 0.375 X 8.000 X 44.188 -+--- 0 W o 7.875" W 7.875" OUTER HAMMERHEAD GUSSET 3.625" W 0.250 X 7.500 X 7.000 X 15.000 W -+--- o W o W OUTSIDE FLANGE _ 4.250" FFFFFFFFFFFFGSGSGSGSGSG _ GUSSET STIFFENER 0030877 0.313 X 8.000 W 0.250 X 3.000 X 6.000 NS/FS -+--- o W o W W W W W W W W W W MAIN WEB W 0.281 39.625" W 48.000" W 48.000" MAIN WEB W 0.250 W W W W W W W W W -+--- 0 W o W 3.625" W W -+--- 0 W 0 2.375" W INSIDE FLANGE I FFFFFFFFFFFFMSMSMSMSMSM MAIN STIFFENER 0.625 X 8.000 -+---------- --- --- _ 0.625 X 4.000 X 46.000 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 I N F O R M A T I 0 N U 7/16" 3.07 20.64 DATE: 02/07/01 +50% CADDS TIME: 09:42 AM PAGES 109 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO.12 SPLICE # 04 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - Horiz F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Kai) (Kai) (Kai) (Kai) COLUMN SIDE OUTER 1 Hammerhead Flange 0.375 X 6.000 X 7.000 0.000 10.13 33.00 15.01 49.50 0.307 6 OUTER 3 Main Flange 0.313 X 8.000 7.875 15.95 33.00 9.16 49.50 0.483 6 INNER 1 Main Flange 0.625 X 8.000 0.000 4.76 33.00 23.20 49.50 0.469 1 ROOF BEAM SIDE OUTER 1 End Flange 0.375 X 8.000 X 44.188 0.000 7.57 33.00 15.48 49.50 0.312 +50% OUTER 3 Gusset Stiffener 0030877 0.250 X 3.000 X 6.0'00 7.875 26.80 33.00 9.66 .49.50 0.812 6 INNER 1 Main Stiffener 0.625 X 4.000 X 46.000 0.000 4.65 33.00 21.98 49.50 0.444 6 W E B. P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ---=-=------- Inches -------------- (Kai) (Kai) (Kai) (Kai) (Kai) (Kai) COLUMN SIDE Outer Hammerhead Gusset 0.250 X 7.500 X 7.000 X 15.000 21.33 22.00 32.71 33.00 14.87 49.50 0.990 6 Main Web 0.250 3.58 22.00 33.79 33.00 22.90 49.50 1.024 +50% ROOF BEAM SIDE Main Web 0.281 12.19 12.68 29.31 33.00 22.27 49.50 0.961 6 W E L D I N F O R M A T I O N' COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 . Hammerhead Flange Flange to Splice Plate OUTER 3 Main Flange Flange to Splice.Plate INNER 1 Main Flange Flange to Splice Plate YES 3/16" 3/16" 3/16" 1/2" 3.96 4.18 0.949 1 5.15 8.35 0.617 1 U 7/16" 3.07 20.64 0.149 +50% S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 110 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC . 97 .500 TO 12 SPLICE # 04 TYPE : Ext Col -----------------------------------------------------------------------7----------------------------------------------------------- - Roof Beam Knee SUBTYPE : 12 Row'Outer Hmhd - Horiz W E L D I N F O R M A T I O N COLUMN SIDE W E B PL 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 Outer Hammerhead Gusset Gusset to Splice Plate 3/3.6" 3/3.6" 8..18 8.35 0.979 6 Gusset to Hammerhead Flange 3/16" 3/16" 4.83 5.57 0.867 +50% Gusset to Outer Flange 3/16" 3/16" 5.33 5.57 0.958 6 Main Web Web to Splice P1 - Outer Bolts 6.000" 1/8" 1/8" 4.56 5.57 0.819 6 Web to Splice P1 - Inner Bolts 9.000" 3/16" 3/16" 8.45 8.35 1.011 +50P6 Web to Splice P1 - Remaining 1/8" 0.90 1..86 0.483 1 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" 2.94. 4.18 0.704 6 End Flg to Outer Flg 3/16" 0.00 2.78 0.000 1 OUTER 3 Gusset Stiffener Stiffener to Splice P1 3/16" 3/16" 6.70 8.35 0.802 6 Stiffener to Web Plate 1/4" 3.49 3.71 0.942 6 INNER 1 Main Stiffener Stiffener to Splice P1 1/4" 2.90 5.57 0.522 +50% Stiffener to Web Plate 3/16" 1.43 2.78 0.515 6 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 111 ----------------------------------------------------------------------------------------------------------------------------------- ORDER #.070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 04 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz -------------------------------- -------------------------------------------------------------------------------------------------- W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice P1 - Outer Bolts 14.000" 1/4" 1/41' 8.14 2.92 10.81 0.800 6 Web to Splice P1 - Inner Bolts 9.000" 3/16" 3/16" 8.24 1.69 8.27 1.017 +50% Web to Splice P1 - Remaining 1/4" 2.92 . 3.71 0.788 6 Web to End Flange 3/16" 0.51 2.78 0.185 6 DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 112 ----------------------------------------------------------------------------------------------------'------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 05 TYPE Intermediate Roof Beam SUBTYPE 0/I Extens - Comp Beam ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ---- -------------------------------------------------- ------ -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -1643.75 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 1643.75 1.00 N 1 DL + CLL + LL Std Des 30.82 16.09 -531.00 1.00 N 2 DL + WLL Std Des -5.88 -4.76 613.29 1.33 N 3 DL 4• WLR Std Don -5.58 -2.13 -414.57 1...33 N 4 D+CLL+IEQL/1.4 Std Des 13.18 5.179 213.20 1.33 N 5 D+CLL+EQR/1.4 Std Des 13.64 8.03 -666.08 1.33 N 6 DL + CLI. + SI,L i• SLR Std lies 30.132 16.09 -531.00 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 -9.52 -3.24 90.44 1.33 N P A R T D I M E N S I O N S Lower Upper Roof Beam Roof Beam Dimensions at Connection Flg. to Flg. Dimension 28.000" 28.000" Adjacent Depth Change Information Distance to Depth Change 291-10.752" 321- 7.248" Flg. to Flg. Dimension 47.000" 28.000" Adj. P1. Angle (Degrees) 0.000 0.000 9 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 09:42 AM - - PAGE:S 113 ------------------------------------------------ ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 8'0 MPH UBC 97 .500 TO 12 SPLICE # 05 ---------------------------------------------------------------------------------------------------------------=------------------- TYPE : Intermediate Roof -Beam SUBTYPE : O/I Extens - Comp Beam S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0031319 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 33.500" PLATE THICKNESS 0.625" PLATE YIELD STRESS s 55.00 KSI PLATE OFFSET 2.750" DESIGN STRESS RATIO 0.477 CONTROLLING GOND. -50$„ CONTROLLING LOCATION Side 1 Outer Flg 2 B O L T I N F O R MAT I O N BOLT DIAMETER 0.750" BOLT GAGES = INNER: 3.250" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW -IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.250" INNER 2 2 4.750" 3.500" OUTER 2 2 4.750" 3.500" INNER 1 2 1.250" 9 S P L I C E D E S I G N - B O L T L O A D S / A L L 0 W A B L E S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 114 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 05 TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam B O L T L O A D S / A L L O W A B'L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) --------------------------- (Kai) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE -50% 16.423 13.799 0.000 0.000 0.000 21.000 37.173 44.000 +50% 0.000 0.000 13.880. 16.779 0.000 21.000 37.980 44.000 1 1.917 1.363 0.000 0.000 4.552 21.000 4.341 42.953 2 0.000 0.000 5.824 6.955 1.347 27.992 15.743 58.584 3 4.634 4.116 0.000 0.000 0.602 27.992 10.943 58.630 4 0.000 0.000 0.569 0.846 1.639 27.992 1.915 58.551 5 5.02.4 4.099 0.000 0.000 2.271 27.992 11.371 58.458 6 1.917 1.363 0.000 0.000 4.552 21.000 4.341 42.953 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.277 0.483 1 1.895 2.101 0.917 27.992 4.757 58.620 B O L T L O A D S• / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------- (Kai) (Ksi) (Ksi) (Ksi) UPPER ROOF BEAM SIDE -50% 16.879 13.834 0.000 0.000 0.000 21.000 38.205 44.000 +50% 0.000 0.000 13.783 16.623 0.000 21.000 37.626 44.000 1 2.307 1.524 0.000 0.000 4.552 21.000 5.223 42.953 2 0.000 0.000 5.804 6.914 1.347 27.992 15.650 58.584 3 4.914 4.106 0.000 0.000 0.602 27.992 11.123 58.638 4 0.000 0.000 0.496 0.761 1.639 27.992 1.723 58.551 5 5.316 4.180 0.000 0.000 2.271 27.992 12.034 58.458 6 2.307 1.524 0.000 0.000 4.552 21.000 5.223 42.953 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.277 0.483 1.895 2.101 0.917 27.992 4.757 58.620 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01. CADDS TIME: 09:42 AM PAGES 115 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 BUILDER - NORTH VALLEY READY MI_X 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 05 TYPE : Intermediate Roof Beam SUBTYPE : O/I Extens - Comp. Beam ----------------------------------------------------------------------------------------------------------------------------------- SPLICE PLATE 0031319 LOWER ROOF BEAM SIDE --> <-- UPPER ROOF BEAM SIDE BOLTS: 0.750" DIA A325 NO WASHERS 8.000" X 33.500" X 0.625" +- 3.250"-.+ -+---------+-------------------------------- ---+- 1.250" 2.750" 2.750" -+--= o 0 OUTSIDE FLANGE 3.500" FFFFFFFFFFFFFFFFFFFFFFF OUTSIDE FLANGE 0.313 X 8.000 W 0.500 X 6.000 -+--- o W o MAIN WEB 0.250 INSIDE FLANGE 0.500 X 8.000 28.000" 24.000" 1 3.500" 1.250" --------------- W W W W W W W W W W W W W W W W W W W W W W W W W W W 0 W o W FFFFFFFFFFFFFFFFFFFFFFF 0 0 •---------------------------- 28.1 100" MAIN WEB 0.188 INSIDE FLANGE 0.375 X 6.000 Tt.'r, y;3 u 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 C+ N DATE: 02/07/01 49.50 0.533 -50% 0.500 X CARDS TIME: 09:42 AM 2.750 11.47 33.00 12.45 49.50 PAGE:S 116 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS 33.00 BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 0.375 X (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 9 DESCRIPTION. LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 05 ---------------------------------------------------- TYPE : Intermediate Roof Beam ------------------------------------------------------------------------------- SUBTYPE : O/I Extens - Comp Beam F LANG E P LAT fi S ------------------ MAXIMUM STRESSES ------------------- PART NO. ----------- MAXIMUM STRESSES ---------=- LOCATION DESCRIPTION PART NO. - TENSION - SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD W X OL T X W X L EDGE ACT. ALLOW ACT. ALLOW COND ACT. ALLOW -------- Inches --------- (In.) (Kai) (Kai) (Kai) (Kai) LOWER ROOF BEAM SIDE OUTER 2 Main Flange INNER 2 Main FlArme UPPER ROOF BEAM SIDE OUTER 2 . Main Flange INNER 2 Main Flange DESCRIPTION LOWER ROOF BEAM SIDE Main Web UPPER ROOF BEAM SIDE Main Web LOWER ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate 0.313 X 8.000 2.750 17.60 33.00 17.03 49.50 0.533 -50% 0.500 X 0.000 2.750 11.47 33.00 12.45 49.50 0.348 +50% 0.500 X 6.000 2.750 15.35 33.00 16.10. 49.50 0.465 -50% 0.375 X 6.000 2.750 19.91 33.00 19.52 4.9.50 0.603 +5046 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Kai) (Kai) (Kai) (Kai) (Kai) (Kai) 0.250 2.37 22.00 15.88 .33.00 16.74 49.50 0.481 -50% 0.188 3.16 22.00 20.97 33.00 19.15 49.50 0.634 +50% W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND YES 1/4" 1/4" 5.68 10.33 0.550 -50% YES 3/8" 3/8" 5.92 16.51 0.359 +50% S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 117 ---------------------------------------------------------------------------------------7------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 05 TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam ----------------------------------------------------------------------------------------------------------------------------------- W E L D I N F O R M A T I O N LOWER ROOF BEAM SIDE W E B P L-A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win). Win) COND Main Web Web to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION Main Web Web to Splice Plate 1/8" 1/8" 3.94 5.57 0.708 +50% 1/8" 1/8" 3..97 5.57 0.713 -50% W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL - ------------------- WELD SIZE• ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW . CSR LOAD Out Face In Face Out Face In Face. Win) Win) Win) COND YES 3/8" -3/8" .7.92 16:51 0.480 -50% YES 5/16" 5/16" 7.70 12.38 0.622 +50% W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 1/8" 1/8" 3.94 5.57 0.708 +50% S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 118 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 06 TYPE : Ridge SUBTYPE : 0/I Extens - Comp Bm . ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------------------------------------ ------ -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -155.8.30 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 1558.30 1.00 N 1 DL + CLL + LL Std Des 30.09 -1.54 2408.30 1.00 N 2 DL + WLL Std Des -6.02 -0.94 -518.50 1.33 N 3 DL + WLR Std Des -5.72 1.72 -517.96 1.33 N 4 I: +CI:,L+JrQY./1 .4 fled Dap :I,l . n6 -1. 110 :1.039.9:1. ;1..33 N 5 D+CLL+EQR/1.4 Std Des 3.3.33 0.49 1034.04 1.33 N 6 DL + CLL + SLL +-SLR Std Des 30.09 -1.54 2408.30 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR ' Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL+CL+2.80EQR Conns Category 2 Load Combination, - Does not apply to this Splice Type. 13 DL + EWP Std Des -9.66 0.61 -438.13 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 28.000" 28.000" Part Slope 0.500 TO 12 0.500 TO 12 Conn. Plate Angle (Degrees) 2.386 2.386 Adjacent Depth Change Information Distance to Depth Change 321- 7.248" 321- 7.248" Flg. to Flg. Dimension 28.000" 28.000" Adj. P1. Angle (Degrees) 0.000 0.000 :'I r CONTROLLING LOCATION : Side.l Inner.Flg 2 BOLT DIAMETER BOLT TYPE WASHERS BOLT # BOLTS ROW IN ROW OUTER 1 2 OUTER 2 2 OUTER 3 2 .B O 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 BOLT GAGES - INNER: DATE: 02/07/01 NO CARDS TIME: 09:42 AM DIST FROM BOLT # BOLTS EDGE PREV ROW PAGES 119 ----------------------------------------------------------------------------------------7------------------------------------------ ORDER #,070092 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 4.750" 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 06 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ridge SUBTYPE : 0/I Extens - Comp Bm S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0033542 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 33.500" PLATE THICKNESS 0.625" PLATE YIELD STRESS t 55.00 KSI PLATIN OFFSET t 2.750" DESIGN STRESS RATIO .0.420 CONTROLLING GOND. 1 CONTROLLING LOCATION : Side.l Inner.Flg 2 BOLT DIAMETER BOLT TYPE WASHERS BOLT # BOLTS ROW IN ROW OUTER 1 2 OUTER 2 2 OUTER 3 2 .B O L•T I N F O R M A T I O N 0.750" BOLT GAGES - INNER: A325 NO DIST FROM DIST FROM BOLT # BOLTS EDGE PREV ROW ROW IN ROW 1.250" INNER 3 2 4.750" 3.500" INNER 2 2 8.250" 3..500" INNER 1 2 3.250" DIST FROM EDGE 8.250" 4.750" 1.250" - DIST FROM PREV ROW 3.500" 3.500" S P L I C E D E S I G N - B 0 L T L O A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 120 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 06 TYPE : Ridge SUBTYPE : 0/I Extens - Comp Bm B O L T L 0 A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Kai) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE -50% 12.842 10.251 7.661 0.000 0.000 0.000 0.000 21.000 29.068 44.000 +5096 0.000 0.000 0.000 7.790 10.155 12.520 0.000 21.000 28.339 44.000 1 0.000 0.000 0.000 9.746 13.7.62 16.779 0.054 21.000 37.979 43.999 7. 4.773 3 . n93 3.013 0. 000 0. 000 0. 000 0.224 211.992 10.004 58. G5O 3 4.752 3.873 2.995 0.000 0.000 •0.000 0.279 27.992 10.757 50.649 4 0.000 0.000, 0.000 4.214 5.733 7.252 0.233 27.992 16.415 58.649 5 0.000 0.000 0.000 4.157 5.665 7.174 0.197 27.992 16.238 58.650 6 0.000 0.000 0.000 9.746 13.262 16.779 0.054 21.000 37.979 43.999 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type.. 13 4.429 3.671 2.914 0.000 0.000 0.000 0.039 27.992 10.025 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 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) RIGHT ROOF BEAM SIDE -5096 12.842 10.251 7.661 0.000 0.000 0.000 0.000 21.000 29.068 44.000 +50% 0.000 0.000 0.000 7.790 10.155 12.520 0.000 21.000 28.339 44.000 1 0.000 0.000 0.000 9.746 13.262 16.779 0.054 21.000 37.979 43.999 2 4.773 3.893 3.013 0.000 0.000 0.000 0.224 27.992 10.804 58.650 3 4.752 3.873 2.995 0.000 0.000 0.000 0.279 27.992 10.757 58.649 4 0.000 0.000 0.000 4.214 5.733, 7.252 0.233 27.992 16.415 58.649 5 0.000 0.000 0.000 4.157 5.665 7.174 0.197 27.992 16.238 58.650 6 0.000 0.000 0.000 9.746 13.262 16.779 0.054 21.000 37.979 43.999 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 4.429 3.671 2.914 0.000 0.000 0.000 0.039 27.992 10.025 58.651 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 121 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" .20 PSF .80 MPH UBC 97 .500 TO 12 SPLICE # 06 TYPE : Ridge SUBTYPE : 0/I Extens - Comp Bm -------=--------------------------------------------------------------------------------------------------------------------------- SPLICE PLATE 0033542 LEFT ROOF BEAM,SIDE-->I<-- RIGHT ROOF BEAM SIDE BOLTS: 0.750" DIA A325 NO WASHERS 8.000" X 33.500" X 0.625" +- 3.250"-+ -+---------+--- ---------------------- ------- ---+- OUTSIDE FLANGE 0.500 X 6.000 MAIN WEB 0.140 GUSSET STIFFENER 0030877 0.250 X 3.000 X 6.000 NS/FS INSIDE FLANGE 0.375 X 6.000 1.250" 2. 3.500" 3.500" 24.! 17.000" 1550" i00" 3.500" -+--- 3.524" 3.500" _I _ 1.250" -+------------- O O FFFFFFFFFFFFFFFFFFFFFFF W O W o W W W o W O W W W .W W W W W W W W W W W W W W W W o W O W GSGSGSGSGSGWGSGSGSGSGSG W O W O W FFFFFFFFFFFFFFFFFFFFFFF 2.750" OUTSIDE FLANGE 0.500 X 6.000 24.500" MAIN WEB 0.140. —I- 3. 524 —L GUSSET STIFFENER 0030877 0.250 X 3.000 X 6.000 NS/FS INSIDE FLANGE 0.375 X 6.000 S P L I C E D E S I G N - F L A N G E A N D WE B P L A T E I N F O R M A T I O N OUTER DATE: 02/07/01 INNER 3 Gusset Stiffener 0030877 INNER 2 Main Flange 3.000 X 6.000 6.250 CARDS TIME: 09:42 AM ----------------------------------------------------------------------------------------------------------------------------------- 1.4.28 49.50 0.354 1 0. 37!11 X PAGES 122 ORDER # 070092 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 44.50 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS X BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 28.56 49.50 0.577 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 11.69 DESIGN SYSTEM FRAME # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 X SPLICE # 06 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ridge 33.00 SUBTYPE : 0/I Extens - Comp Bm 1 2.92 5.57 W E B P L A T E F L A N G E P L A T E S. 1/8" 1.86 1.86 1.004 -50% YES ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. 0.557 SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD COMPRESSION CSR T X W X L EDGE ACT. ALLOW ACT. ALLOW COND ACT. ALLOW -------- Inches --------- (In.) (Kai) (Kai) (Kai) (Kai) LEFT ROOF BEAM SIDE OUTER 2 Main Flange DESCRIPTION T,NNfR 3 CaUppOt At..f:f-ener 0030877 :I:NNICII 2. Mn;i.0 Ir;l.nu41a RIGHT ROOF BEAM SIDE OUTER 2 Main Flange INNER 3 Gusset Stiffener 0030877 INNER 2 Main Flange 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 3 Gusset Stiffener Stiffener to Splice P1 Stiffener to Web Plate INNER 2 Main Flange Flange to Splice Plate PART NO. 0.500 X 6.000 2.750 11.62 33.00 28.56 49.50 0.577 1 0.250 X 3.000 X 6.000 6.250 3.1.69 33.00 1.4.28 49.50 0.354 1 0. 37!11 X Y , 000 :4.726 :L7 . 96 33.00 20. 3,0 44.50 0. $44 :1. 0.500 X 6.000 2.750 11.62 33.00 28.56 49.50 0.577 1 0.250 X 3.000 X 6.000 6.250 11.69 33.00 14.28 49.50 0.354 1 0.375 X 6.000 2.726 17.96 33.00 20.10 49.50 0.544 1 2.92 5.57 W E B P L A T E S 1/8" 1.86 1.86 1.004 -50% YES ------------------ MAXIMUM STRESSES ------------------- 6.89 12.38 0.557 1 SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches.-------------- (Kai) (Kai) (Kai) (Kai) (Kai) (Kai) 0.140 0.40 29.33 26.29 33.00 27.97 49.50 0.796 -50% 0.140 0.40 29.33 26.29 33.00 27.97 49.50 0.796 -50% W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND YES 3/8" 3/8" 5.95 16.51 0.360 -50% 1/8" 1/8" 2.92 5.57 0.525 1 1/8" 1.86 1.86 1.004 -50% YES 5/16" 5/16" 6.89 12.38 0.557 1 ,•.... .. ... ... ......._,. .. .. �. .. ..:. .. � �. .• ..•� � �. .. •.. ....ski- S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 02/07/01 CARDS TIME: 09:42 AM PAGE:S 123 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 06 TYPE : Ridge SUBTYPE : O/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 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 RIGHT ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 3 Gusset Stiffener Stiffener to Splice P1 Stiffener to Web Plate INNER 2 Main Flange Flange to Splice Plate RIGHT ROOF BEAM SIDE DESCRIPTION Main Web Web to Splice Plate e 3.68 5.57 0.661 -50% W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) (k/in) COND YES 3/8" 3/8" 5.95 16.51 0.360 -50% 1/8" 1/8" 2.92 5.57 0.525 1 1/8" 1.86 1.86 1.004 -50% YES 5/16" 5/16" 6.89 12.38 0.557 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) (k/in) COND 1/8" 1/8" 3.68 5.57 0.661 -50% e S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CARDS TIME: 09:42 AM PAGE:S 124 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 ' 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 07 ------------------------------------------------------------------------------------=---------------------------------------------- TYPE Miscellaneous SUBTYPE In Ext - Can @ Eave - H LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ------------------------ CATEGORY -------- (kips) -------------- (kips) (in -k) -------- FACTOR STRENGTH ------ -------- I DL + CLL + LL Std Des 0.00 -5.32 -319.14 1.00 N ` 2 DL + WLL Std Des 0.00 1.57 93.98 1.33 N 3 DL + WLR Std Des 0.00 3.21 192.35 1.33 N 4 D+CLL+EQL/1.4 Std Des -0.38 -2.08 -124.74 1.33 N 5 Di•C1.,L+1rQR/1..4 SW Don 0.30 -2.08 -1.24.74 1.33 N 6 Dl.s + CLL + S1.1 -i + nLIt AL•d Deis 0.00 -5.32 •-33.9.3.4 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 .0 Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 13 DL + EWP Std Des 0.00 3.21 192.35 1.33 N P A R T D I M E N S I O N S Canopy Column Roof Beam Beam Dimensions at Connection Flg. to Flg. Dimension 48.000" 47.000" 14.875" Part Slope 0.500 TO 12 0.500 TO 12 Conn. Plate Angle (Degrees) 2.386 2.386 Offset from Structure Line 8.000" 0.125" 0.125" Adjacent Depth Change Information Distance to Depth Change 101- 0.000" Flg. to Flg. Dimension 9.875" Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CARDS TIME: 09:42 AM PAGE:S 125 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 ' 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 07 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Miscellaneous SUBTYPE In Ext - Can ® Eave - H S P L I C E P L A T E ROOF BEAM SIDE CANOPY SIDE PLATE TYPE END FLANGE STANDARD PART NUMBER 0031627 ORIENTATION REVERSED PLATE WIDTH 8.000" 6.000" PLATE LENGTH 18.500" PLATE THICKNESS 0.375" 0.375" PLATE YIELD S'T'RESS 55.00 KSI 55.00 KSI PbATI6 OFFSET 0.000" DESIGN S'T'RESS RATIO 0.1117 0.738 CONTROLLING COND. 3 1 CONTROLLING LOCATION Inner Row 1 Outer Row 1 B O L T I N F O R M A T I.0 N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.750" INNER 3 2 9.500" 3.875" OUTER 2 2 4.500" 2.750" INNER 2. 2 5.625" 3.875" INNER 1 2 1.750" S P.L I C E D E S I G N - B 0 L T L O A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 126 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 07 --------------------------------------------------------------------7-------------------------------------------------------------- TYPE Miscellaneous SUBTYPE In Ext - Can ® Eave - H B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 1.165 1.058 0.884 0.734 0.585 1.732 21.000 3.797 43.850 2 0.000 0.000 0.603 1.165 1.728 0.509 27.992 5.635 58.642 3 0.000 0.000 1.7.34 2.386 3.538 1.044 27.992 11.533 58.611 4 0.479 0.437 0.361/ 0.306 0.246 0.602 27.992 1.564 50.634 5 0.431 0.390 0.324 0.267 0.211 0.671 27.992 1.405 50.635 6 1.165 1.058 0.884 0.734 0.585 1.732 21.000 3.797 43.850 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.000 0.000 1.234 2.386 3.538 1.044 27.992 11.533 58.611 B O L T L 0 A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Kai) (Ksi) (Ksi) CANOPY BEAM SIDE 1 8.186 5.304 0.587 0.000 0.000 1.732 21.000 26.682 43.850 2 0.000 0.000 0.421 1.141 1.862 0.509 27.992 6.070 58.642 3 0.000 0.000 0.862 2.337 3.811 1.044 27.992 12.423 58.611 4 3.250 2.117 0.261 0.000 0.000 0.682 27.992 10.596 58.634 5 3.148 2.029 0.197 0.000 0.000 0.671 27.992 10.262 58.635 6 8.186 5.304 0.587 0.000 0.000 1.732 21.000 26.682 43.850 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.000 0.000 0.862 2.337 3.811 1.044 27.992 12.423 58.611 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 127 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 07 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Miscellaneous SUBTYPE : In4 Ext - Can @ Eave - H BOLTS: 0.625" DIA A325 NO WASHERS ROOF'BEAM SIDE --> <-- CANOPY SIDE SPLICE PLATE 0031627 REVERSED USE END FLANGE 8.000" X-0.37511 I 6.000" X 18.500" X 0.375" +- 2.750"-+ -+---------+--- ----------------------------- ---+- OUTSIDE FLANGE 1.750" FFFFFFFFFFFFFFFFFFFFFFF OUTSIDE FLANGE 0.313 X 8.000 W 0.250 X 5.000 -+--- 0 W o W W' W -+--- 0 W 0 W W W W W W W W W W 15.500" W 14.888" 4.500" W MAIN WEB W 0.140 MAIN WEB W 0.281 W W W W W W W W W -+--- 0 W 0 I W 3.875" W W -+--- o W o W GUSSET STIFFENER 0030877 3.875" GSGSGSGSGSGFFFFFFFFFFFF _ INSIDE FLANGE 0.250 X 3.000 X 6.000 NS/FS _ I I W 0.250.X 5.000 -+--- 29.250" o W 0 INNER WEB GUSSET 0042908 1.750" W 0.312 X 3.500 X 8.000 INSIDE FLANGE 1 FFFFFFFFFFFF 0.500 X 8.000 _ -+------------- -------AV--------------------- S P L I C E D E'S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 128 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 07 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Miscellaneous SUBTYPE : In Ext - Can ® Eave - H F L A N G E P L A T E S ----------- MAXIMUM'STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W - X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Kai) (Kei) (Kai) (Ksi) ROOF BEAM SIDE OUTER 1 Main Flange 0.313 X 8.000 0.000 0.37 33.00 4.55 65.98 0.068 3 INNER 2 Gusset Stiffener 0030877 0.250 X 3.000 X 6.000 29.250 2.81 43.99 0.00 49.50 0.064 3 INNER 1 Main Flange 0.500 X 8.000 0.000 0.00 43.99 1.59 49.50 0.032 1 CANOPY BEAM SIDE OUTER 1 Main Flange 0.250 X 5.000 0.000 4.89 33.00 8.20 65.98 0.148 1 INNER 2 Main Flange 0.250 X 5.000 3.612 2.55 43.99 17.79 49.50 0.358 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) ROOF BEAM SIDE Main Web CANOPY BEAM SIDE Main Web Inner Web Gusset ROOF BEAM SIDE DESCRIPTION OUTER 1 Main Flange End Flg to Outer Flg INNER 2 Gusset Stiffener Stiffener to End Flg Stiffener to Web Plate INNER 1. Main Flange End Flg to Splice P1 0.281 0.43 22.00 4.03 43.99 4.39 65.98 0.092 3 0.140 3.53 22.00 25.92 33.00 17.34 49.50 0.786 1 0042908 0.312 X 3.500 X 8.000 10.59 22.00 5.24 43.99 30.16 49.50 0.609 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 5/16" U 3/16" 0.11 10.33 0.012 1 1/8" 1/8" 0.70 7.42 0.095 3 1/8" 0.36 2.47 0.148 3 YES 3/8" U 3/8" 0.00 16.51 0.000 1 OUTER 1 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate CANOPY BEAM SIDE DESCRIPTION YES 3/8" 1.25 8.25 0.152 1 YES 3/16" 3/16" S P L I C E D E S'I G N - W E L D I N F O R M A T I O N W E L D I N F O R M A T I O N DATE: 02/07/01 W E B P L A T E S CADDS SIZE -----=------------------- TIME: 09:42 AM MAXIMUM STRESSES -------- LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION PAGE:S .129 -----------------------------------------------------------------------------7----------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20.PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 07 ----------------------------------------------------------------------------------------------------------------'------------------- TYPE Miscellaneous SUBTYPE In Ext - Can @ Eave - H W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION --------- -------=-------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to End Flange 3/16" 3/16" 1.18 . 0.07 11.12 0.106 3 W E L D I N F O R M A T I O N CANOPY 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 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate CANOPY BEAM SIDE DESCRIPTION YES 3/8" 1.25 8.25 0.152 1 YES 3/16" 3/16" 0.65 11.00 0.060 3 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE -----=------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 1/8" 3.63 0.10 5.57 0.652 1 Inner Web Gusset Gusset to Splice Plate 3/16" 3/16" 1.63 11.13 0.147 3 Gusset to Inner Flange 1/4" . 3.30 3.71 0.890 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: 02/07/01 CADDS TIME: 09:42 AM PAGES 130 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 08 TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH --------------------------------------- --------------- ------ -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -1643.75 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 1643.75 1.00 N 1 DL + CLL + LL Std Des 30.84 16.63 -758.33 1.00 N 2 DL + WLL Std Des -5.78 -2.38 -316.80 1.33 N 3 DL + WLR Std Des -5.70 -5.03 719.45 1.33 N 4 D+CLL+EQL/1.4 Std Des 13.20 0.23 -'756.03 .1.33 N 5 D+CLL+EQR/1.4 Std Des 13.56 5.96 125.41 1:33 N 6 DL + CLL + SLL +.SLR Std Des 30.84 16.63 -758.33 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.SOEQR 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 -9.53 -3.59 227.43 1.33 N P A R T D I M E N S I O N S Lower Upper Roof Beam Roof Beam Dimensions at Connection Flg. to Flg. Dimension 28.000" 28.000" Adjacent Depth Change Information Distance to Depth Change 291-10.752" 321- 7.248" Flg. to Flg. Dimension 47.000" 28.000" Adj. P1. Angle (Degrees) 0.000 0.000 ;, t�,5V, S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CARDS TIME: 09:42 AM PAGE:S 131 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 08 -------------------------------------------------------------------------------- TYPE : Intermediate Roof Beam SUBTYPE : --------------------------------------------------- 0/1 Extens - Comp Beam S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0031319 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 33.500" PLATE THICKNESS 0.625" PLATE YIELD STRESS : 55.00 KSI YLAI'IF, OIFFSHT i 2.750" DESIGN STRESS RATIO : 0.477 CONTROLLING COND. -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 0.750" BOLT GAGES - INNER: 3.250" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.250" INNER 2 2 4.750" 3.500" OUTER 2 2 4.750" 3.500" INNER 1 2 1.250" ;, t�,5V, S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 132 ------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 08 TYPE : Intermediate Roof Beam SUBTYPE : O/I Extens - Comp Beam B 0 L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) '(Ksi) (Kai) LOWER ROOF BEAM SIDE -501* 16.423 13.799 0.000 0.000 0.000 21.000 37.173 44.000 +5096 0.000 0.000 13.880 16.779 0.000 21.000 37.980 44.000 1 4.026 3.122 0.000 0.000 4.704 21.000 9.114 42.881 2 3.005 3.321 0.000 0.000 0.674 27.992 0.'195 50.634 3 0.000 0.000 6.699 8.016 1.423 27:992 18.143 58.576 4 5.959 4.887 0.000 0.000 2.328 27.992 13.488 58.448 5 0.000 0.000 0.000 0.120 1.686 27.992' 0.272 58.545 6 4.026 3.122 0.000 0.000 4.704 21.000 9.114 42.881 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.000 0.000 3.008 3.486 1.016 27.992 7.890 58.613 B 0 L T L 0 A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) UPPER ROOF BEAM SIDE -50$ 16.879 13.834 0.000 0.000 0.000 21.000 38.205 44.000 +50% 0.000 0.000 13.783 16.623 0.000 21.000 37.626 44.000 1 4.492 3.299 0.000 0.000 4.704 21.000 10.167 42.881 2 3.938 3.310 0.000 0.000 0.674 27.992 8.914 58.634 3 0.000 0.000 6.672 7.964 1.423 27.992 18.027 58.576 4 6.272 4.967 0.000 0.000 2.328 27.992 14.197 58.448 5 0.000 0.000 0.000 0.050 1'.686 27.992 0.114 58.545 6 4.492 3.299 0.000 0.000 4.704 21.000 10.168 42.881 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load -Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. it Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.000 0.000 3.011 3.483 1.016 27.992 7.885 58.613 S P L I C E D E S I G N - L A Y O U T S K E T C H k DATE: 02/07/01 CADDS TIME: 09:42 AM PAGES 133 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 08 TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam -----------------------------------------------------------------------------------------------------------------------------------. SPLICE PLATE 0031319 LOWER ROOF BEAM SIDE -->I<-- UPPER ROOF BEAM SIDE BOLTS: 0.750" DIA A325 NO WASHERS 8.000" X 33.500" X 0.625" +- 3.250"-+ -+---------+--- ----------------------------- ---+- 1.250" 2.750" 2.750" OU'1'BIDIC FLANGE 0.313 X 8.000 MAIN WEB 0.250 INSIDE FLANGE 0.500 X 8.000 3.suu� 28. 24.000" 300" 3.500" 1.250" -I------------- p�lrlrlrp�lrlrlrlrp�4rp�irp�lrlrp��rirp�lrlrlr W 0 W o W W W W W W W W W W W W W W W W W W W W W W W W W W W O W O W FFFFFFFFFFFFFFFFFFFFFFF ----------------------- 28.0 OUT8a:133 FLANGE 0.500 X 6.000 00" MAIN WEB 0.188 INSIDE FLANGE 0.375 X 6.000 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 09:42 AM PAGE:S 134 -------------------------------------------------------------------------------=--------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 08 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam F LANG E P LAT E S _ ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Kai) (Kai) (Ksi) LOWER ROOF BEAM SIDE OUTER 2 Main Flange 0.313 X 8.000 2.750 17.60 33.00 17.03 49.50 0.533 -50% INNhR 2 Main Flange 0.500 X 8.000 x.750 11.47 33.00 12.45 49.50 0.348 +50% UPPER ROOF BEAM BIDE OUTER 2 Main Flange 0.500 X 6.000 2.750 15.35 33.00 16.10 49.50 0.465 -50% INNER 2 Main Flange 0.375 X 6.000 2.750 19.91 33.00 19.52 49.50 0.603 +50% W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION -. COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi). (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE Main Web 0.250 2.46 22.00 15.88 33.00 16.74 49.50 0.481 -50% UPPER ROOF BEAM SIDE Main Web 0.188 3.28 22.00 20.97 33.00 19.15 49.50 0.634 +50% W E L D I N F O R M A T I O N LOWER ROOF BEAM SIDE FL 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 1/411 1/4" 5.68 10.33 0.550 -50% INNER 2 Main Flange Flange to Splice Plate YES 3/8" 3/8" .5.92 16.51 0.359 +50% S P L I C E D E S I G N - W E L D I N FORMAT I O N CARDS DATE: 02/07/01 PAGB:S 135 TIME: 09:42 AM --------- ------------------------------------------------------------------------------------------------------------- ORDER # 070092 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 # 9 DESCRIPTION LRF 125'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 08 TYPE : Intermediate Roof Beam SUBTYPE : O/I Extens - Comp - Beam ----- -------------- ---------------------------------------------------------------------------------------- ----------------------- W E L D I N F O R M A T I O N LOWER ROOF BEAM SIDE 7.92 16.51 0.480 -50% YES 5/16" 5/16" W E B P L A T E S +50% W E L D I N F O R M A T I O N SIZE ------------------------- -------- MAXIMUM STRESSES -------- DESCRIPTION --------------------WELD - LENGTH - FILLET --------- PENETRATION --------- ------ TENSION SHEAR ALLOW CSR LOAD MAXIMUM STRESSES -------- Near S. Far S. Near Side Far Side (k/in) (k/in) Win) COND Main Web Near S. Far S. Near Side Far Side 3.97 5.57 0.713 -50� W eb to Splice L".1ate W E L D I N F O 11 M A T 1 0 N UPPER ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL -------------------WELD SIZE ------------------- PENETRATION --------- -------- TENSION MAXIMUM STRESSES -------- SHEAR ALLOW CSR LOAD STRENGTH ---- FILLET ---- --------- Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION Main Web Web to Splice Plate YES 3/8" 3/8" 7.92 16.51 0.480 -50% YES 5/16" 5/16" 7.70 12.38 0.622 +50% W E L D I N F O R M A T I O N W E B P L A T E S WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- ------=------------------ ------ - LENGTH - FILLET --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND 1/8" 1/811 3.94 5.57 0.708 +50%