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HomeMy WebLinkAbout000-000-0033 3C CUSTOMER: FTC Almond, INC. LOCATION: Chico, CA 95973 BUILDER: North Valley .Building Systems BUILDING SIZE UNIT 1: 60X80X27 LRF 0.5:12 BMC ORDER NO.: 04-070094-1 BUILDER ORDER NO: 01--07 DESIGNER: Donald O. Go, P.E. DATE: 2/8/01 TABLE OF CONTENTS UNIT 1 DESIGN CRITERIA: D1 SPECIFICATIONS: 1 ROOF SECONDARIES: 5 WALL SECONDARIES: 15 ENDWALL STRUCTURALS: 18 LONGITUDINAL BRACING: 22 WALL PANEL: 24 ROOF PANEL: 25 FRAME DESIGN: F1 FRAME CONNECTIONS: S1 .©wow d Uii9 COUNT WDLL ?ING DEPARTME-:w QMFES /0� - �C� N A 3011 m E p. June 30. 2003 : JI. �IVIL �P �jFOF CAO��� Butler Manufacturing Company 7440 Doe Avenue BUTLER P.O. Box 1590 ® Visalia, CA 93279-1590 (559) 651-5369 February 8, 2001 Bob Parsons 60X8OX27 LRF 0.5:12 North Valley Building Systems FTC Almond INC. #11 Three Sevens Lane Chico, CA Chico, CA BMC No. 04-070094-1 Builder No. 01-07 To Whom It May Concern: Please accept this letter as our certification that the Butler Mfg. Co. (an AISC Class MB Certified Fabricator) components of the subject building, when ordered in accordance with Butler standards, will be designed in accordance with the 1989 Edition of the AISC Specification for the Design, Fabrication and Erection of Structural Steel and the 1986 Edition of the AISI Specification for the Design of Cold -Formed Steel Structural Members. The basic loads of the subject building meet or exceed the County Climatic Data as published in the 1986 Edition of the MBMA Low Rise Building Systems Manual. Loads applied to the subject building will be in accordance with the 1997 edition of the Uniform Building Code. The subject building will be designed to carry a basic roof live load of 20 pounds per square foot, with an Importance Factor of 1.0, and a collateral load of 5.0 pounds per square foot, in addition to the dead load of the structure. Components are designed for reduced roof live loads in accordance with Section 1607.5 and1607.6 of the Uniform Building Code. Roof live load for each component is based on the following schedule: Tributary Loaded Area (Sq. Ft.) Design Live Load (p.s.f.) 0 to 200 20 psf 200 to 600 16 psf Greater than 600 12 psf The building will be designed for a basic wind speed of 80 M.P.H., exposure factor "B", with an Importance Factor of 1.0. Applied in accordance with Chapter 16 -Division III of the Uniform Building Code. The building will be designed as "enclosed" for wind design. The building will be designed for Seismic Zone 3 in accordance with Chapter ,16 -Division IV of the Uniform Building Code with an Importance Factor of 1.0. The soil profile type is Sp. Load combinations will be in accordance with Section 1612.3.2 of the Uniform Building Code. The Butler Components, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the above loading requirements without exceeding the allowable working stress. The design of this building for wind loads assumes that doors not supplied by Butler are designed to sustain the same wind pressures and suctions as the walls in which they are installed. This certification does not cover field modifications or design of materials not furnished by Butler Manufacturing Company. Components for the building will be produced in one or more of Butler Manufacturing Company's facilities located in Annville, PA, Birmingham, AL, Galesburg, IL, Laurinburg, NC, San Marcos, TX, and Visalia, CA. All listed facilities are Category MB certified by the American Institute of Steel Construction. o ially yours, D/—D�oO onald d*Go, P.E. b JTTE Gjum ; 1 Project Engineer DOG: tj DATE: 02/06/01 D E S I G N C R I T E R I A R E P 0 R T PD1200DDC TIME: ------ 03:21 PM -.----------------------------------------------------------------------------------------------------------------------------- PAGE A01 ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR.ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 60' 0" • 80' 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 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 Ail 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 mat.l >1" thick or •>1211 wide .. Fy = 50. Wide flange Sections (unless noted) ............... Fy = 36. Cold -formed Members up to .120 thickness .......... Fy 60. over .120 thickness .......... Fy = 55. Galvanized Material .......... Fy = 42. Brace Rods up to 3/4" diameter .................... Fu = 80. over 3/4" diameter .................... Fu = 70. Roof Cover MR24 24 Gage ................... Fy = 50. Wall Cover SHWAL 26 Gage ................... Fy = 50. Wall Cover OPEN ------------------------------- =------------------------------------- -------------------------------------------=------------- 3. SPECIFIED DESIGN LOADS AND BUILDING CODE 3.1 BUILDING CODE: The 1997 edition of the "Uniform Building Code"'by the International Conference of Building Officials (ICBO). 3.2' DESIGN LOADS Terrain Cat/Wind Exp B Dead Load 12.7 + 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: 02/06/01 D E S I G N C R I T E R I A R E P O•R T PD1200DDC TIME: 03:21 PM PAGE .02 - ------------------------------------------------------------------------------------------------------------- ORDER # 070094. BUILDER - NORTH VALLEY READY MIX.. BLDR ORDER # 01-07 BLDR.ACCOUNT'# 20-04-001-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC.; ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 60' 0" 80' 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" ----------------------=----------------------------------------------------------------------------------------------------------- ACTUAL DESIGN LOADS LIVE LOAD INTERMEDIATE FRAME ENDWALL STRUCTURALS ROOF STRUCTURALS 20.0 psf FRAMES: 1, 2, 3, 4 none 20.0 psf BAYS: 1,. 2, 3 COLLATERAL LOAD INTERMEDIATE FRAME 5.00 psf. FRAMES: 1, 2, 3, 4 WIND SPEED INTERMEDIATE FRAME 80.00 mph FRAMES: 1, 2, 3, 4 ENDWALL STRUCTURALS ROOF STRUCTURALS 5.00 psf FEW 5.00 psf BAYS: 1, 2, 3 5.00.psf REW ENDWALL SIDEWALL STRUCTURALS STRUCTURALS BRACING ROOF STRUCTURALS" 80.00 mph FEW 80..00 mph RSW 80 mph 80.00 mph BAYS: 1, 2, 3 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: 02/06/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 03:21 PM ----------------------------- 0-00-01 GLOBAL DATA ------------- LRF DESIGN SPECIFICATIONS PAGE1 -- ------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX -------------- BLDR ORDER -------------------------- # 01-07 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) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 60' 0" 80, 0" 271' 4" 20 PSF 80 MPH ,(CODE/YEAR) UBC 97 0.500:12 1 DESCRIPTION 1.1 GENERAL The primary structural system consists of rigid frames designed as clear span or with interior columns as a modular rigid frame. The end frames. consist of "C" Section simple beams and posts or an H -Section modular rigid frame. Purlins and eave struts spanning between the frames support the roof panels. The wall panels span from the base to the eave and may be supported at the intermediate points by girts,spanning between the frames. 1.2 RIGID FRAMES The rigid frames consist of tapered or straight welded -up plate section exterior columns and roof beams with bolted splices. For modular frames, interior columns are straight sections. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.3 END FRAMES Endwall framing has two options: (1) Light gage "C" section members composed of endwall posts and endwall roof beams. The members are fabricated from 60 ksi minimum yield material except that material greater than 0.120" thick is 55 ksi minimum yield. (2) H -Section roof beams and posts designed as a modular rigid frame. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.4 SECONDARY FRAMING The secondary framing consists of purlins, girts, and eave struts cold -formed from 60 ksi minimum yield material: Purlins and girts are Z-shaped members and eave struts are C-shaped. 2 DESIGN SPECIFICATIONS All structural mill sections or welded -up plate sections are designed in accordance with the 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: 02/06/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 03:21 PM .0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 2 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia _ COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ----------------------------------------------------------- 60' 0" 80' 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 bedetermined 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: 02/06/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: -----------------------------------------7--------7--------------------------------------------------------------------------------- 03:21 PM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 3 ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME.- FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR). (SLOPE) UNIT --------------------------------------------------------------------------------------------------------------=----=---------------= # 1 - BLDG DESCRIPTION LRF 60' 0" 80' 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 ks.i 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: 02/06/01 D E S I.G N D A T A R E P 0 R T. PD1200DSN TIME: 03:21 PM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 4 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070094 'BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) .(WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION ------------------------------------------------------------------------------------------------------------------------------------ LRF 60' 0" 80' 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: 02/06/01 SPAN D E S I G N D A T A R E P O R T PD1200DSN TIME: 03:21 PM 1-02-01 ROOF STRUCTURALS DL CLL LL WPRESS LEFT SIDEWALL EAVE STRUTS PAGE 5 --------------------------------------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY ----------------------- MIX - ---------------------------------------------------- BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 60' 0" 80' 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 +--------------------------------------------- 4.63 -------------+ 1 24.00 1.96 1.7 5.0 20.0 0.0 18.1 2 27.00 1.96 1.7 5.0 20.0 0.0 18.1 3 25.00 1.96 1.7 5.0 . 20.0 0.0 18.1 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +-----------------------------------------------------------------------------------=-----=-------------------=-+ 1 4.63 12.00 19.38 TOP TOP TOP 2 5.63 13.50 21.38 TOP TOP TOP 3 4.63 12.50 20.38 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 -0.10 1.25 -0.10 -1.25 2 DL + WL (S) 0.06 -0.76 0.06 0.76. DATE: 02/06/01 D E S I G N D A,T A R E P O R T PD120ODSN TIME: 03:21 PM -----------------------------------------------------------------------------------------------=------------------------------------ 1-02-01 ROOF STRUCTURALS LEFT SIDEWALL EAVE STRUTS PAGE 6 ORDER # 070094 BUILDER -. NORTH VALLEY READY MIX BLDR ORDER # 01-07 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--------------------------------------I-------------------------------- 60' 0" 80' 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) +----------------------------------------------------------------------------------=-----------------------------+ 1 0540539 311-4 8.00 0.077 0.072 60.00 3.50 0.31 1.25 1.28 12.83 2.30 2 0540539 323-4 8.00 0.077 0.076 60.00 3.50 0.31 1.25 1.28 12.83 2.30 3 0540539 323-4 8.00 0.077 0.074 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 ' CSR LD XM ACTM ALLM ACTA ' ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW --------------------------------------.------------------------------------------------------------------------------------------------- 1 -- ---=----------------------+1 0.0 0.7 0.8 0.814 1 12.0 -23.9 54.2 5.40 23.90• 0.756 2 12.0 0.1 48.0 0.223 1 5.4 6.2 2 0.0 0.8 0.8 0.916 1 13.5 -30.4 54.2 2.00 .20.00 0.659 2 13.5 0.1 61.9 0.371 1 2.0 4.9 3 25.0 -0.7 0.8 0.850 1 12.5 -25.9 54.2 2.00 22.10 0.565 2 12.5 -0.1 52.2 0.264 1 2.0 5.5 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT'(IN-KIPS) AT.COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 02/06/01 D E S I G N D A T A R E P O R T .. PD120ODSN TIME: 03:21 PM --------------------=--------------------------------------------------------------------------------------------------------------- .1-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS PAGE 7 ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT.- BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRF 60' 0" 80' 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 +---------------------------=---------=--------------------+ 4.63_ 12.00 1 24.00 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 25.00 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 +------------------------------------------------------------------------------=--------------------------------+ FRONT 1 4.63_ 12.00 19.38 SHEAR TOP TOP TOP 2 5.63 13.50 21.38 +------.------------------------+------=----------------------------------+ TOP TOP TOP 3 4.63 12.50 20.38 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 -0.10 1.25 -0.10 -1.25 2 DL + WL (S) 0.00 0.07 0.00 -0.07 DATE: 02/06/01 *********** SHEAR D E S I G N D A T A R E P O R T PD120ODSN TIME: 03:21 PM * COMBINED 1-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS PAGE 8 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 • BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF --------------------- =-----------------------------------------------=------------------------------- 60' 0" 80' 0" 27' 4" 20 PSF 80 MPH UBC =------------------------------ 97 0.500:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) 0.0 0.7 5.3 0.127 -----------------------------------------------------------------------=-----------------------------------------+ 12.0 47.4 101.6 0.00 BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY 1 NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) 0.142 +--------------------------------------------------------------=-------------------------------------------------- 13.5 60.8 101.6 0.00 1 0540539 311-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 1 2 0540539 323-4 8.00 0.077 0.060 60.00 3.50 -0.31 _ 1.25 1.28 12.83 2.30 0.132 3 0540539 323-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 0.506 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 0.127 1 12.0 47.4 101.6 0.00 25.40 0.466 1 12.0 0.1 47.4 . 0.218 1 5.4 25.9 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 2.0 25.4 3 25.0 -0.7 5.3 0.132 1 12.5 51.5 101.6 0.00. 25.40 0.506 1 12.5 -0.1 51.5 0.257 1 2.0 25.7 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: 02/06/01 LOAD D E S I G N D A T A R E P O R T PD120ODSN TIME: 03:21 PM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 9 ------------------------7----------------------------------------------------------------------------------------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # x`20-04-007-90 BLDR.CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) .(WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------=---------------------=------------- # 1 BLDG DESCRIPTION LRF 60' 0" 80' 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 WIDTH ' DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE --------------------------- --------- ----------------------------------------- ----------------------- ---------=--------+ 1 1 24.00 5.00 1.7 5.0 20.0 0.0 12.1 1.00 CONTINUOUS 2 27.00 5.00 1.7 5.0 20.0 0.0 12.1 2.00 2.00 CONTINUOUS 3 25.00 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 24.00 4.46 1.7 5.0 20.0 0.0 17.5 2 27.00 4.46 1.7 5.0 20.0 0.0 17.5 3 25.00 4.46 1.7 5.0 20.0 0.0 17.5 PURLIN BRACE LOCATIONS ---------------------------------- =------------------------------------------------------------ =----------------+ BAY LOCATION/ NUMBER POSITION +--------------------------==-----------------------------------------------------------------------------------+ 1 4.63 12.00 19.38 TOP TOP.. TOP .2 5.63 13.50 21.38 TOP TOP TOP 3 4.63 12.50 20.38 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 -0.26 3.20 -0.26 2 DL + WL (S) 0.10 -1.24 0.10 1.24 DATE: 02/06/01 D E S I G N D A T A R E P O R T PD12006SN TIME: 03:21 PM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 10 -------------------------- =---------------------------------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX ------------------------------------------------------ BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------- 60' 0" 80' 0" ------------ 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 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) +-------------------------------------=-----------=-----------------=-------------------------------------------+ ACTVC ACTMC CSRC LD ACT ALLOW +-------------------.--------------=------------------------------------------------------------------------------------------------+ 1 0530870 335-4 8.00 0.082 0.074 60.00 2.63 0.25 1.13 1.23 11.95 2.51 2 0530869 347-4 8.00 0.067 0.067 60.00 2.63 0.25 1.06 1.00 9.76 1.98. 3 0530870 347-4 8.00 0.082 0.078 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 +-------------------.--------------=------------------------------------------------------------------------------------------------+ 1 23.0 -1.9 6.3 0.296 1 23.0 -80.4 100.0 0.00 25.10 0.804 1 23.0 -1.9 -80.4' 0.734 1 13.9 2 25.0 -1.6 3.4 0.467 1 25.0 -68.2 75.6 0.00 17.70 0.902 1 25.0 -1.6 -68.2 1.000 1 15.1 3 1.0 1.9 6.3 0.309 1 1.0 -85.6 100.0 0.00 25.10 0.856 1 1.0 1.9 -85.6 0.828 1 13.2 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: 02/06/01 START D E S I G N D A T A R E P O R T PD1200DSN TIME: 03:21 PM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 11 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT #.20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP •- Visalia COMPLEX - NO .# '.(TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION --------------=---------=--------------------------------------------------------------------------------------------- LRF 60' 0" 80' 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 1.3 1.6 0.811 1 -3.1 100.0 1.30 1.60 0.000 1 1 E 3.8 5.9 0.650 1 -103.5 177.2 3.80 5.90 0.909 1 2 S 3.8 5.9 0.650 1 -103.5 177.2 3.80 5.90 0.909 .1 2 E 3.9 5.9 0.669 1 -109.7 177.2 3.90 5.90 0.948 1 3 S 3.9 5.9 0.669 1 -109.7 177.2 3.90. 5.90 0.948 1 3 E -1.4 1.6 0.852 1 -3.1 100.0 -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: 02/06/01 SPAN D E S I G N D -A T A R E P O R T PD120ODSN TIME: 03:21 PM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 12 --------------------------=--------------------------------------------------------------------------------------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR.ORDER # 01-07 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 # 'l BLDG DESCRIPTION LRF ---------------------------------------------------------------------------------------------------------------'--------------------- 60' 0" 80' 0" 27' 4" '20 PSF 80 MPH UBC 97 0.500:12 SPANS AND UNIFORM LOADS (FT & PSF) +-------------------------------------------------------------------- ---------------+ BAY SPAN LOAD LOCATION/ UNIFORM LOADS LAP PURLIN NUMBER +---------------------------------------------------------------------------------------------------------------+ WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE ----------------- -------- ---=----------- ----------------------------------------------+ 2 5.63 13.50 1 24.00 5.00 1.7 5.0 20.0 0.0 12.1 1.00 CONTINUOUS 2 27.00 5.00 1.7 5.0 20.0 0.0 12.1 2.00 2.00 CONTINUOUS 3 25.00 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 24.00 4.46 1.7 5.0 20.0 0.0 17.5 2 27.00 4.46 1.7 5.0 20.0 0.0 17.5 3 25.00 4.46 1.7. '5.0 20.0 0.0 17.5 PURLIN BRACE LOCATIONS +--------------------------------------------------------------------------------=------------------------------+ BAY COMBINATIONS END FORCES LOCATION/ NUMBER POSITION +---------------------------------------------------------------------------------------------------------------+ EW 1 4.63 12.00 19.38 MOMENT TOP TOP TOP 2 5.63 13.50 21.38 --+--------------------------------_--------+ TOP TOP TOP 3 4.63 12.50 20.38 (S) 0.10 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 -0.26 3.20 -0.26 -3.20 2 DL + WL (S) 0.10 -1.24 0.10 1.24 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 23.0 -1.9 6.3 � 0.296 .1 23.0 -80.4 100.0 0.00 25.10 0.804 1 23:0 -1.9 -80.4 0.734. 1 13.9 2 25.0 -1.6 3.4 0.467 1 25.0 -68.2 75.6 0.00 17:70 0.902 1 25.0 -1.6 -68.2 1.000 1 15.1 3 1.0 1.9 6:3 0.309 1 1.0 -85.6 100.0 0.00 25.10 0.856 1 1.0 1.9 -85.6 0.828 1 13.2 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 ti .y ' 7 DATE: 02/06/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 03:21 PM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 13 ----------------------------=-----------------------------------------------=------------------------------------------ ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT ------------- #'120-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR). (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ---------------------------------------- 60' 0" ---------------------------------------------------------------------------- 80' 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) +---------------------------------------------------------------------------------------------------------------+ 1 0530870 335-4 8.00 0.082 0.074 60.00• 2.63 0.25 1.13 1.23 11.95 2.51 2 0530869 347-4 8.00 0.067 0.067 60.00 2.63 0.25 1.06. 1.00 9:76 1.98 3 0530870 347-4 8.00 0.082 0.078 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 +----------------------------=-----------------------------------------------------------------------------------------------------+ 1 23.0 -1.9 6.3 � 0.296 .1 23.0 -80.4 100.0 0.00 25.10 0.804 1 23:0 -1.9 -80.4 0.734. 1 13.9 2 25.0 -1.6 3.4 0.467 1 25.0 -68.2 75.6 0.00 17:70 0.902 1 25.0 -1.6 -68.2 1.000 1 15.1 3 1.0 1.9 6:3 0.309 1 1.0 -85.6 100.0 0.00 25.10 0.856 1 1.0 1.9 -85.6 0.828 1 13.2 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 ti DATE: 02/06/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 03:21 PM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS:. - PAGE 14 ------- - - - - - - - - - - - - - - ----------------------------------------- ORDER # 070094 • BUILDER - NORTH VALLEY READY MIX ---------------------------- ----------- BLDR ORDER # 01-07 BLDR ----- - -- - - - ----------- ACCOUNT #t•1'20-04-007-90 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:cLRF 60' 0" 80' 0" -------------------------- =----------------------------------------------------------------------------------- 27' 4" 20 PSF 80 MPH UBC 91 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 1.3 1.6;, 0.811 1 -3.1 100.0 1.30 1.60 0.000 1 1 E 3.8 5.9.' 0.650 1 -103.5 177.2 3.80 5.90 0.909 1 " 2 S 3.8. 5.9':• 0.650 1 -103.5 177.2 3.80 5.90 0.909 1 .! 2 E 3.9 5.9, 0.669 1 -109.7 177.2 3.90 5.90 0.948 1 3 S 3.9 5.9 0.669 1 -109.7 177.2 3.90 5.90 0.948 1 3 E -1.4 1.6 0.852 1 -3.1 100.0 -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: 02/06/01 SECTION 1 D E S I G N. D A T A R E P O R T PD120ODSN TIME: 03:21 PM 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS PAGE 15 ----------------------------------------------------------------------=------------------------------------------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX 13.50 BLDR ORDER # 01-07 BLDR ACCOUNT #.•20-04-007-90 BLDR CONTACT— BOB PARS014S BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND,.INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION= LRF ---------------------------------------- 60, 0" ------------------------------------------------------------------------------------------- 80, 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 SPAN AND UNIFORM LOADS (FT & PSF) (WIND PRESURE = 10.8 PSF / WIND SUCTION = 10.8 PSF) ------------------------------ GIRT ELEVATION -------------------------------------------------------------------- SECTION 1 SECTION 2 SECTION 3 LENGTH(FT) 26.00 27.00 27.00 --------------------------------------------------------------------------------------------------- LOAD WIDTH / LEFT LAP / RIGHT LAP -------------------------=-=----------------------------------------------------------------------- 22.00 4.67/0.0/1.0 4.67/2.0/2.0 4.67/1.0/0.0 ,. '. 17.00 2.50/0.0/0.0# 2.50/0.0/0.0# 2.50/0.0/0.0# # = THE GIRT DESIGN LOAD WIDTH WAS AFFECTED BY A PORTION OF THE WALL BEING SELF—SUPPORTING, SUCH AS A WAINSCOT GIRT LOCATIONS (TYPE/ PART•NUMBER - LENGTH(IN) GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 LENGTH(FT) 26.00 27.00 27.00 --------------------------------------------------------------------------------------- 22.00 Z80/0530629 335-4 Z80/0530629 347-4 Z80/0530629 347-4 17.00 C80/0702271 311-4 C80/0702271 323-4 080/0702271 323-4 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) GIRT ELEVATION SECTION 1 SECTION 2 SECTION- 3 LENGTH(FT) 26.00 27.00 27.00 ----------------=---------==----------------------------------------------------------------------- ALL 6.50 6.75 6.75 ELEVATIONS 13.00 13.50 13.50 19.50 20.25 20.25 NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +----=-------------------------+ NO DESCRIPTION +----------------------------=-+ 1 WIND PRESSURE 2 WIND SUCTION DATE: 02/06/01 ************•SHEAR D E S I G N D A T A R E P O R T BENDING PD1200DSN TIME: 03:21 PM SHEAR & 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS NUMBER PAGE 16 ----------------------------=------------------------------------------------------------------- ORDER # .070094 BUILDER - NORTH VALLEY READY MIX CSRV ------------------------------------ BLDR ORDER # 01-07 BLDR ACCOUNT #:�.20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION.,'LRF --------------------- ------=----------------------------------------------------------------------------------------- 60' 0" 80' 0" 27' 4" 20 PSF 80 MPH UBC `97. 0.500:12 --------------- SECTION PROPERTIES (ACTUAL FURNISHED PART) 0.381 1 23.0 -0.7 -30.0 0.190 1 2 25.0 -0.6 3.3 0.181 PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA- IX IY NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4)' 0.7 0530629 Z 8.00 0.060 60.00 2.63 .0.25 0.75 0.86 8.35 1.40 0702271 C 8.00 0.096 60.00 3.50 0.31 1.38 1.61 15.98 2.94 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 23.0 -0.7 3.3 0.212 1 23.0 -30.0 78.9 0.381 1 23.0 -0.7 -30.0 0.190 1 2 25.0 -0.6 3.3 0.181 1 25.0 -25.7 77.8 0.331 1 25.0 -0.6 -25.7 0.139 1 3 1.0 0.7 3.3 0.221 1 1.0. -32.2 78.6 0.409 1 •1.0 0.7 =32.2 0:215 1 DATE: 02/06/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 03:21 PM 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS PAGE .17 ----------------------------------------------------------------------------------------------------------------------.-------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # :-20-04-007-90 BLDR CONTACT - BOB PARSONSBLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP — Visalia COMPLEX - NO .(TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG.DESCRIPTION�• LRF 60' 0" 80' 0" 27' 4" 20 PSF 80 MPH UBC 97' 0.500:12 ------------------------- ------------------------------------------------------------------------------------------------------ DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE C GIRTS +--------------------------=--------------------------------------------------------------------------------=---------= -----+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING-***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD COND 1 0.0 0.3 13.7 0.024 1 12.0 23.4 176.8 0.133 1 12.0 0.0 23.4. 0.018 1 2 0.0 0.4 13.7 0.027 1 13.5 29.7 176.8 0.168 1 13.5 0.0 29.7 0.028 1 3 25.0 -0.3 •13.7 0.025 1 12.5 25:4 176.8 0.144 1 12.5 0.0 25.4 0.021. 1 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS). ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR (* indicates overstress condition) XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN. -KIPS) ALLM = ALLOWABLE MOMENT (IN. -KIPS) CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR AT COMBINED LOCATION ACTMC = MOMENT AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING,LOAD COMBINATION FOR GIVEN LOAD CHECK r:fr # = THE GIRT DESIGN LOAD WIDTH WAS AFFECTED BY A PORTION OF THE WALL BEING SELF SUPPORTING, SUCH AS A WAINSCOT GIRT LOCATIONS (TYPE/ PART -NUMBER - LENGTH(IN) ) ------------------------------------------ ----------------------- GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 30.00 30.00 --------------------------------------- --------------------------- 22.00 Z95/0550295 349-2 Z95/0550295 349-2 17.00 C95/0702147 354-3 C95/0702147 354-3 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) -----------------------------------------------------------------7--------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 30.00 30.00 --------------------------------------------------------------------------------------------------- ALL 7.50 7.50 ELEVATIONS 15.00 15.00 22.50 22.50 LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +---------------------------=--+ 1 WIND PRESSURE 2 WIND SUCTION DATE: 02/06/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 03:21 PM 1-04-01 ENDWALL STRUCTURALS ---=----------------------------------------------------------------------------------------=------------ FRONT ENDWALL GIRTS PAGE 18 --------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # ':20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP -'Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION•,.LRF 60' O" 80' 0" 27' 4" 20 PSF 80 MPH UBC 97• • 0.500:12 SPAN AND UNIFORM LOADS (FT &:PSF) (WIND PRESURE = 10.8 PSF / WIND SUCTION = 10.8 PSF) ------------------------=-------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 ------------ ------------ LENGTH(FT) 30.00 30.00 ! --------------------------------------------------------------------------- LOAD WIDTH / LEFT LAP / RIGHT LAP ------------------------------------------------------------------=-------------------------------- 22.00 4.98/0.0/0.0 4.98/0.0/0.0 17.00 2.50/0.0/0.0# 2.50/0.0/0.0# # = THE GIRT DESIGN LOAD WIDTH WAS AFFECTED BY A PORTION OF THE WALL BEING SELF SUPPORTING, SUCH AS A WAINSCOT GIRT LOCATIONS (TYPE/ PART -NUMBER - LENGTH(IN) ) ------------------------------------------ ----------------------- GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 30.00 30.00 --------------------------------------- --------------------------- 22.00 Z95/0550295 349-2 Z95/0550295 349-2 17.00 C95/0702147 354-3 C95/0702147 354-3 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) -----------------------------------------------------------------7--------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 30.00 30.00 --------------------------------------------------------------------------------------------------- ALL 7.50 7.50 ELEVATIONS 15.00 15.00 22.50 22.50 LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +---------------------------=--+ 1 WIND PRESSURE 2 WIND SUCTION DATE: 02/06/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 03:21 PM 1-04-01 ENDWALL =------------------------ STRUCTURALS FRONT ENDWALL GIRTS PAGE 19 -------=--------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY 7----------------------------------------------------------------------------- MIX BLDR ORDER # 01-07 . BLDR ACCOUNT # "-20-04-007-90 BLDR CONTACT - BOB PARSONS - BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP -Visalia. COMPLEX COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION. ----------------------------- LRF 60' 0" ---------------------------------- 80' 0" 27' 4" 20 PSF 80 MPH UBC .•97 0.500:12 PROPERTIES (ACTUAL FURNISHED PART) • i PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY NUMBER (IN) (IN) (KSI) (IN) (IN).(IN) (IN**2) (IN**4) (IN**4) " 0550295 Z 9.50 0.060 60.00 2.75 0.25 1.06 1.00 13.47 1.98 0702147 C 9.50," 0.067 60.00 3.50 0.31 1.00 1.18 16.34 1.94 r 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 COND ------------------------------ -=-----------------------------------------------------------------------------------------------+ 1 0.0 0.8 2.7 0.299 1 15.0 72:9 107.2 0.680 1 15.0 0.1 72.9 0.463 1 2 0.0 0.8 2.7 0.299 1 15.0 72.9 107.2 0.680 1 15.0 0.1 72.9 0.463 1 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE C GIRTS ------------------------------ =------------------------- =------------------------------------------------------- --------------+ BAY/SECTION ************ SHEAR ************ ***"******** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD GOND XC ACTVC ACTMC CSRC LD COND +--------------------------------------------------------------------------=------------------------------------------=-------+ 1 0.0 0.4 3.8 0.106 1 15.0 36.6 128.7 0.284 1 15.0 0.0 36.6 0.081 1 2 0.0 0.4 3.8 0.106 1 15.0 36.6 128.7 0.284 1 15.0 0.0 36.6 0.081 1 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV ='CRITICAL SHEAR (KIPS) „ ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR (* indicates overstress condition) XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN. -KIPS) ALLM = ALLOWABLE MOMENT (IN. -KIPS) CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR AT COMBINED LOCATION ACTMC = MOMENT AT COMBINED LOCATION CSRC = COMB INED.STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING:'LOAD COMBINATION FOR GIVEN LOAD CHECK DATE: 02/06/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 03:21 PM 1-04-01 ENDWALL STRUCTURALS REAR ENDWALL GIRTS PAGE 20 -----------------------------------------------------------------------------------------------------------------------=------------ ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # '20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 -PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ---------------------------- # 1 BLDG DESCRIPTION LRF ------------------=---------------------------------------------------------------------- 60' 0" 80' . 0" 27' 4" 20 PSF 80 MPH UBC—.97,, 0.500:12 ----=---------- SPAN =--------------------------------------------------------------------------------------------------- AND UNIFORM LOADS (FT &.PSF) (WIND PRESURE = 10.8 PSF / WIND SUCTION = 10.8 PSF) GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) '30.00 30.00 ----------------------------- ----------------------------------------------------------------------- LOAD WIDTH / LEFT LAP / RIGHT LAP , ---------------------------- 22.00 ---------------------------------------------------------------------- 4.98/0.0/0.0 4.98/0.0/0.0 17.00 2.50/0.0/0.0# 2.50/0.0/0.0# # = THE GIRT DESIGN LOAD WIDTH WAS AFFECTED BY A PORTION OF THE WALL BEING SELF—SUPPORTING, SUCH AS A,WAINSCOT GIRT LOCATIONS (TYPE/ PART'NUMBER - LENGTH(IN) GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 30.00 30.00 ------------------------------------------------------------------ 22.00 Z95/0550295 349-2 Z95/0550295 349-2 17.00 095/0702147 354-3 C95/0702147 354-3 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 30.00 30.00 --------------------------------------------------------------------------------------------------- ALL 7.50 7.50 ELEVATIONS 15.00 15.00 22.50 22.50 LOAD COMBINATIONS +------------------------==----+ NO DESCRIPTION +------------------------=---=-+ 1 WIND PRESSURE 2 WIND SUCTION 0550295 Z 9.50 0:060 60.00 2.75 0.25 1.06 1.00 13.47 1.98 0702147 C 9.50 0.067 60.00 3.50 0.31 1.00 1.18 16.34 1.94 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS +-----------------------------------------------------------------------------------------------------------------------------+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD GOND XC ACTVC ACTMC CSRC LD COND +-----------------------------------------------------------------------------------------------------------------------------+ 1 0.0 0.8 2.7 0.299 1 15.0 72.9 107.2. 0.680 1 1.5.0 0.1 72.9 0.463 1 2 0.0 0.8 2.7 0.299 1 15.0 72.9 107.2 0.680 1 15.0 0.1 72.9 0.463 1 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE C GIRTS +------------------------------------------------------------------------------------------------------------------------------ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD COND +-----------------------------------------------------------------------------------------------------------------------------+ 1 0.0 0.4 3.8 0.106 1 •15.0 36.6 128.7 0.284 1 15.0 0.0 36.6 0.081 1 2 0.0 0.4 3.8 0.106 1 15.0 36.6 128.7 0.284 1 15.0 0.0 36.6 0.081 1 V NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV COMBINED STRESS RATIO AT CRITICAL SHEAR (* indicates overstress condition) XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN. -KIPS,) ALLM = ALLOWABLE MOMENT (IN. -KIPS) CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates -overstress condition) XC = DISTANCE. -(FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR AT COMBINED LOCATION ACTMC = MOMENT AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING .(* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK DATE: 02/06/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 03:21 PM 1-04-01 ENDWALL STRUCTURALS REAR ENDWALL GIRTS i;:o' PAGE 21 ---- ORDER # 070094 ----------------------------------------------------------------------------------------------.-------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # -01-07 BLDR ACCOUNT # '20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP -:Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION• ------------------ LRF ------------------ 60' 0" ------------------- 80' 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) 0550295 Z 9.50 0:060 60.00 2.75 0.25 1.06 1.00 13.47 1.98 0702147 C 9.50 0.067 60.00 3.50 0.31 1.00 1.18 16.34 1.94 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS +-----------------------------------------------------------------------------------------------------------------------------+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD GOND XC ACTVC ACTMC CSRC LD COND +-----------------------------------------------------------------------------------------------------------------------------+ 1 0.0 0.8 2.7 0.299 1 15.0 72.9 107.2. 0.680 1 1.5.0 0.1 72.9 0.463 1 2 0.0 0.8 2.7 0.299 1 15.0 72.9 107.2 0.680 1 15.0 0.1 72.9 0.463 1 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE C GIRTS +------------------------------------------------------------------------------------------------------------------------------ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD COND +-----------------------------------------------------------------------------------------------------------------------------+ 1 0.0 0.4 3.8 0.106 1 •15.0 36.6 128.7 0.284 1 15.0 0.0 36.6 0.081 1 2 0.0 0.4 3.8 0.106 1 15.0 36.6 128.7 0.284 1 15.0 0.0 36.6 0.081 1 V NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV COMBINED STRESS RATIO AT CRITICAL SHEAR (* indicates overstress condition) XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN. -KIPS,) ALLM = ALLOWABLE MOMENT (IN. -KIPS) CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates -overstress condition) XC = DISTANCE. -(FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR AT COMBINED LOCATION ACTMC = MOMENT AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING .(* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK DATE: 02/06/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 03:21 PM 1-05-01 LONGITUDINAL BRACING ROOF BRACING- PAGE 22 ORDER # 070094 --------------------------------------I BUILDER.- NORTH VALLEY READY MIX DIA -------------------------------------------- BLDR ORDER # 01-07 ------------ BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS , BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP -Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION ----------------------------=------------------------------------------------------------------------------------------------------- '.LRF 60' 0" 80' 0" 27' 4" 20 PSF 80 MPH UBC 97 . 0.500:12 6 ROOF BRACE RODS FOR LONGITUDINAL BRACING 0.00 1 26.00 1 5.40 l 0.5000 THE FOLLOWING TABLE CONTAINS INFORMATION ON THE BRACING SECTIONS STARTING WITH THE LEFT SIDEWALL STRUCTURE LINE AND THE FIRST BRACED BAY FROM THE FRONT ENDWALL. ANY DIRECTIONS INDICATED ASSUME YOU ARE LOOKING AT A PLAN -VIEW OF THE ROOF BRACING WITH THE FRONT ENDWALL AT THE BOTTOM OF;'THE DRAWING. +------+-----+--------+----=--+-------+--------+----------+------------+ ROD BAY DIST BAY ROD ROD CONNECTION PART DIR- NUM FROM LEN LOAD DIA DET NUMBER ECTION FROM EAVE FEW (FT) (FT) (KIPS) (IN) LEFTIRIGHT +------+-----+--------+----=--+-------+--------+----+-----+------------+ 1/ 1 1 1 0.00 1 26.00 1 5.40 l 0.5000 1BOO11BOOl l 544047 1 1\ 1 1 1 0.00 1 26.00 1 5.40 l 0.5000 1BOO11BOOl 1 544047 l 1/ 1 1 1 30.00 1 26.00 1 5.40 1 0.5000 1BOO11BOOl 1 544047 1 1\ ! 1 l 30.00 1 26.00.1 5.40 1 0.5000 1BOO11BOOl 1 544047 l +------+-----+--------+-----=-+-------+--------+----+-----+------------+ DATE: 02/06/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 03:21 PM 1-05-01 LONGITUDINAL BRACING WALL BRACING PAGE 23 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 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 601 0" 80' 0" 27' 4" 20 PSF 80 MPH UBC 97 0.500:12 --------------------------=--------------------------------------------------------------------------------------------------------- ANCH (WIND) (SEISMIC) 4 LEFT SIDEWALL BRACE RODS FOR LONGITUDINAL BRACING (FT) (KIPS) (IN) . THE FOLLOWING TABLE CONTAINS INFORMATION ON THE SIDEWALL BRACE RODS STARTING WITH THE FIRST BRACED BAY FROM THE FRONT ENDWALL. THE ROD DIR. INDICATES THE ROD DIRECTION AS VIEWED FROM THE OUTSIDE. THE ROD DIR HAS 3 VALUES WHICH MAY BE X , \ , OR / . +------t-----t--------------=t-------t--------t----------------t------------t---------------------------- ROD BAY BAY BR NOM ROD ROD CONNECTION PART REACTIONS REACTIONS DIR- NUM SIZE EAVE LOAD DIA DET NUMBER HORIZI VERT HORIZI VERT ECTION FROM FROM HT HT ANCH ANCH (WIND) (SEISMIC) (WIND) FEW (FT) (FT) (KIPS) (IN) . BASE TOP BOLT TOP (KIPS)I(KIPS) (KIPS)I(KIPS) +------+-----+-------+-------+-------+--------+----+-----+-----+------------+------+------+------+------+ (KIPS)I(KIPS) +------+-----+-------+----.---+-------+--------+----+-----+-----+------------+------+------+------+------+ 1 \ 1 1 1 26.00 1 27.33 1 15.55 1 0.8750 1B0011 B0011 N/R 1 0544050 1 6.61! 6.971 4'.861 5.131 1 / 1 1 1 26.00 1 27633 l 15.55 1 0.8750 180011 B0011 N/R 1 0544050 ! 6.611 6.971 4.86! 5.131 +------+-----+-------+-------+-------+--------+----+-----+-----+----=-------+------+------+------+------+ 1 1 26.00 1 27.33'! 15.55 1 RIGHT SIDEWALL BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS INFORMATION ON THE SIDEWALL BRACE RODS STARTING WITH THE FIRST BRACED BAY FROM THE FRONT ENDWALL. THE ROD DIR. INDICATES THE ROD DIRECTION AS VIEWED FROM THE OUTSIDE. THE ROD DIR HAS 3 VALUES WHICH MAY BE X , \ , OR / . +------+-----+-------+-------+=------+--------+----------------+------------+-------------+-------------+ ROD BAY BAY BR NOMI ROD ROD CONNECTION PART REACTIONS REACTIONS DIR- NUM SIZE EAVE LOAD DIA DET NUMBER HORIZI VERT HORIZI VERT ECTION FROM HT ANCH (WIND) (SEISMIC) FEW (FT) (FT) (KIPS) . (IN) BASET TOP (BOLT 1(KIPS)I(KIPS) (KIPS)I(KIPS) +------+-----+-------+----.---+-------+--------+----+-----+-----+------------+------+------+------+------+ 1 / 1 1 1 26.00 1 27.33 1 15.55 1 0.8750 1B0011 B0011 N/R 1 0544050 ! 6.611 6.971 4.861 5.131 1 \ 1 1 1 26.00 1 27.33'! 15.55 1 0.8750 1B001! B0011 N/R 1 0544050 1 6.611 6.971 4.861 5.131 +------+-----+-------+-------+-------+--------+----+-----+-- --- +------------+------+------+------+------+ PX66-- z� Shadowall ;K Wall System -Paned:. PANE::L DESIGN DATA Calculated section properties for Shadowall'im wall panel materials use the 1995 e manual. It is important to note that the design data reflec+ o clition of l alone. desi_pn � s the allowable values of the panel alone. SectiDn i nrouoh Panel Section Ri-mer-ties for One root of Width ravel eslgn ry eignt ompresmon umioe omareSMDn-+rs,oe Material I h;ckness (in.l (ksi) I(ksi)ISq. t -F x in.,,) lin. ;D 2. 'teal ) x ms) l+n. ,! i l 1�0 t o I 1. i4 1 .43 Auiowaole Untrorm cad (Ds) ranel Nlaferial Spans I �' l I I��� 11yI 25 Ga. Steell [ I 4L I o., I 4/ I G/ I 41 I c3 171 I[D io -Z3 I �� Leg P = P ressure on Outside S = Su --tion on OiJtside Tape; ' Vaiues shDwn have been in�,ease , ^� i.,., as aIIDw$d by section .�5.1-3 of the 1993 ASI Specincation. A sic;n . le nLatuniform iDad values are Tested in accordance with Se --bon .r o; oo^ deSlDn .manual. >?eferto.the techni; 31 sCreenlnC�:l'nfD,T�atlDn for a001t1Dia1 p +� yD Sdit'Dn Df t11� A1SI .aUS. MR -24@ Roof System - Panels ' PANELDESIGN DATA Calculated sectional properties for MR -240 roof system panel materials using 1986 edition of AISI design manual with 1989 Addendum. r 314" 17" (Fluting) /—Outside Face Section Throuah Panel Section Properties for One Foot of Width 1 12" 12 318 Panel Designeigh Fy Compression on Outside Compression on Inside Material Thickne (#/FL) (ksi) I (ksi) Sx (n3) I (in4) Sx (in3) T 1 (in4) 24 Ga. Steel 0.023 1.4 129500 60 1 0.0839 10.1259 0.08011 0.1142 22 Ga. Steel 0.0285 1 1.8 12-05001 50 1 0.1063 1 0.159 1 0.1063 1 0.156 Legend -P = Pressure on Outside face -S = Suction on Outside face The above values are computed for the panel only in accordance with 1986 AISI with 1989 Addendum Suction values shown have been increased 1.33 as allowed by section A4.4 of the 1986 AISI Specification with 1989 Addendum. All values shown are for. continuous conditions of spans greater than 2. Weight of panel has been deducted from "P" values and added to "S" values. Steel coating may be galvanized coating, aluminum coating or aluminum -zinc alloy coating. Pressure values for the roof system must be limited to 150 psf as this can exceed normal system capacity. The suction values shown in the above allowable load table do not take into account clip type, panel deformation and fastener pullout F INAL FRAME DE -S I G N - CONTENTS DATE: 02/06/01 CARDS TIME: 03:18 PM - - ------------- ORDER # 070094 ------------------------------- BUILDER - NORTH VALLEY ------------------- READY MIX ------------------ BLDR ORDER # ----------------- 01-07. ----------------- BLDR ACCOUNT -------------- #.-°20-04-007-90 BLDR CONTACT - BOB PARSONS' BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP -;Visalia (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE/YEAR) (SLOPE) (UNIT) (FRAMELINES) PAGE NO. DESIGN FRAME # ------ -------------- 1 EXDS 60!-0" 27'-4" ------ 20 PSF ------ 80 MPH ----------- UBC 97 ------- .50 --- -- TO 12 1 --------- -------- FEW, REW "'. -r� , DESIGN FRAME # 4 LRF 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .50 TO 12 1 02,03,0405 ..... 18 L 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 0 N DATE: 02/06/01 =:-'CADDS TIME: 03:18 PM !PAGE:F 2 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070094 BUILDER = NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # '20-04-007-90 BLDR CONTACT - BOB PARSONS, BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) '(SLOPE) DESIGN SYSTEM ------------------------------ FRAME # 1 DESCRIPTION' EXDS 60'-0" m ------------------- ----------------------------------------------------------------------------------- 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12'- 2,-----------------------------=----------------------------------------------------------------------------------------------------- LEFT LEFT SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES EAVE HEIGHT = 27.001 FT. 27.001 FT. 1 TO 2 = 30.000 FT MODULUS OF ELASTICITY =•29000 KSI FRAME HEIGHT = 26.333 FT. 26.333 FT. COL. CLEAR HT. = 26.361 FT. 26.361 FT. CMX = 0.850 SLOPE (P/12.) = 0.500 0.500 CMX(stepped column/no wind) = 0.950 SW R -BEAM OFFSET = 0.125 IN. 0.125 IN. CMY(pinned in minor axis) = 0:600 DIST. TO RIDGE = 30.000'FT. 30.000 FT. CMY(fixed in minor axis) = 0.400 COLUMN OFFSET = 8.000 IN. 8.000 IN. GIRT DEPTH = 8.0W'IN. 8.000 IN. ENDWALL .. PURLIN DEPTH = 8.000,IN. 8.000 IN. FRAME OFFSET = 24.000 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 Deleted 1 Deleted 2 Deleted 2 Deleted 3 30.000 _ 27'.583 1 0 0 1 0 3 4- 3 Rotated 0 0 1.00 1.00 , 4 30.000 0.000 1 1 0 1 4 Deleted 5 Deleted 5 Deleted 6 Deleted ( 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: 02/06/01 ;: CADDS TIME: 03:18 PM -PAGE:F 3 ------------------------------=---------------------------------------------------------------------------------------------------- ORDER # 070094 BUILDER- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH),, (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ---------------------------=-------------------------------------------------------------------------------------------=----------- # 1 — DESCRIPTION EXDS 60'-0". 27'-4" 20 PSF 80 MPHUBC 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, 0 Other, O-IF Outside and Inside flange braced L Landmark 2000 truss•purlin. MAJOR - Major axis brace point indicator. ( YES or NO ) NOTE: BRACE FORCE is the required support force (in kips) perpendicular to the flange COLUMN 4- 3 BRACE DIST ID BRACE MAJOR FORCE 0.00 B O-IF YES 17.00 G O-IF NO 22.00 G O-IF NO 27.58 0 O-IF YES 28.25 E NO y, 10:40 1`13 In general, forces and coordinates follow the right hand rule. The X axis -is horizontal and posi- 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 momenta about the X, Y, and Z axis are counter- clockwise as viewed looking toward the origin of the axis. APPLIED LOADS ZCONC - Out -of -plane concentrated load. This Toad can be a V moment about the global X or Y axis, or a force in the Z axis direction. +---H SCRAN - Special load for crane loads. " * This is 8imiliar to / the MCONC load except that the moment is in they minor axis Z direction of the member and is supported by only one flange. 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. 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 ). t:" F R A M E D E S I G N - C O N V E N T I O N S r DATE: 02/06/01 %CADDS TIME: 03:18 PM ;`IPAGE:F 4 ---------------------------------------------------------------------------------------------------------------------=------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01707 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ------------------------------------------------------------------------------------------------------------------------=----------- # 1 DESCRIPTION EXDS 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 10:40 1`13 In general, forces and coordinates follow the right hand rule. The X axis -is horizontal and posi- 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 momenta about the X, Y, and Z axis are counter- clockwise as viewed looking toward the origin of the axis. APPLIED LOADS ZCONC - Out -of -plane concentrated load. This Toad can be a V moment about the global X or Y axis, or a force in the Z axis direction. +---H SCRAN - Special load for crane loads. " * This is 8imiliar to / the MCONC load except that the moment is in they minor axis Z direction of the member and is supported by only one flange. 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. 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 ). t:" APPLIED LOADINGS BUILDING CODE = UBC - 1997 DEAD LOAD (DL'),= 2.700 PSF + FRAME DL COLLATERAL LOAD (CLL) = 5.000 PSF ROOF LIVE LOAD (LL;)' = 20.000 PSF Roof Exposure = Partially Exposed Roof Thermal Condition = Normal COEFFICIENTS MIN COUNTY GROUND SNOW LOAD MIN County Rain on Snow TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT ROOF 100.00% 1.00 20.00 RIGHT ROOF 100.00% 1.00 20.00 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: 02/06/01 CADDS TIME: 03:18 PM PAGE:F 5 ---------------------------------------------------------------------------------------------------------------- ORDER # 070094 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # ------------- 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296. PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) •(SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EXDS 60'-0" ------------------------------------------------------------------------------------------------------------==--------------------- 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12•'. GENERAL BUILDING INFORMATION DESIGN BAY = 0.000 FT. TOTAL BUILDING LENGTH = 80.000 FT. PANELS TYPE DESCRIPTION WEIGHT LEFT SIDEWALLOPEN ROOF 1 MR24 24STL 2.70 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL SHWAL 26STL 1.12 PSF ENDWALL SHWAL 26STL 1.12 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 Roof Exposure = Partially Exposed Roof Thermal Condition = Normal COEFFICIENTS MIN COUNTY GROUND SNOW LOAD MIN County Rain on Snow TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT ROOF 100.00% 1.00 20.00 RIGHT ROOF 100.00% 1.00 20.00 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR 0.0 PSF UNBALANCED SNOW LOADS (SLL), (SLR) ROOF LIVE LOAD (LL ) = 20.000 PSF COEFFICIENTS TRIBUTARY LOAD FACTOR LEFT ROOF 100.00% RIGHT ROOF 100.00% WIND LOADS F R A M E D E S I G N - L O.A D S U M M A R Y PSF) .WIND LOAD RIGHT DATE: 02/06/01 PSF) WIND UPLIFT = 80.000 MPH ( 12.052 PSF) WIND LOAD CASE CARDS TIME: 03:18 PM WIND ENCLOSURE = ENCLOSED COEFFICIENTS ',PAGE:F 6 ---------------------------------------------------------------------------------------------------------7-------------=----------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT #•,20-04-007-90 LEFT SIDEWALL BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 1 DESCRIPTION EXDS 60'-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 TRIBUTARY LOAD FACTOR LEFT ROOF 100.00% RIGHT ROOF 100.00% WIND LOADS WIND LOAD LEFT = 80.000 MPH ( 12.052 PSF) .WIND LOAD RIGHT = 80.000 MPH ( 12.052 PSF) WIND UPLIFT = 80.000 MPH ( 12.052 PSF) WIND LOAD CASE = 1 WIND ENCLOSURE = ENCLOSED COEFFICIENTS WIND FROM LEFT (WLL) LEFT SIDEWALL 0.000 LEFT ROOF 0.000 RIGHT ROOF 0.000 RIGHT SIDEWALL 0.000 ENDWALL WIND PRESURE (EWP) ENDWALL 0.800(PRESSURE) LOAD NET ROOF LOAD COEFF (PSF) 1.00 20.00 1.00 20.00 MIN COUNTY WIND SPEED WIND FROM RIGHT (WLR) 0.000 0.000 0.000 0.000 ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 F R A M E D E S I G N - L 0 A D SUM -MARY DATE: 02/06/01 ;CADDS TIME: 03:18 PM :.:PAGE:F 7 ORDER # 070094 BUILDER - -------------------------------------------------------------------------------------------- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR'ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS .. BLDR PHONE # 530=345-7296 PROJ NAME - FTC'ALMOND, INC. ENGR GRP -:Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EXDS 60'-0" --------------------- =------- ==---------------------------------------------------------------------------- 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12.';v =----------------------- 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 = 4.5001 MIN CTY SEISMIC ZONE,,. = 3 I FACTOR = 1.000 Na LATERAL FACTOR STORY DRIFT LIMIT = 0.025 SOIL PROFILE = D OMEGAO DEFLECT AMPLIF FACTOR = 2.800 Nv FACTOR = 1.000 Ct FACTOR = 0.035• i T FACTOR = 0.418• Ca FACTOR = 0.360 Cv FACTOR = 0.540. p FACTOR = 1.500 . NET SEISMIC FACTOR = 0.300 r .r v.. F R A M E D E S I G N - L 0 A D C O M B I N A T I O N S DATE: 02/06/01 .;.CADDS TIME: 03:18 PM -PAGE:F 8 ------------------------------------------------------------------------------------------------------------------------=---------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT -04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP -;;Visalia (TYPE) (WIDTH) (HEIGHT)' (LIVE) (WIND) (CODE/YEAR) '(SLOPE) r}.; DESIGN SYSTEM FRAME # 1 DESCRIPTION EXDS 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12..r,: . 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 s PERCENT 1 DL + EWP 1.333 N N N Std Des 100.00 DL 100.00 EWP 2 DL + EWS 1.333 N N N Std Des 100.00 DL 100.00 EWS t r .4; F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 02/06/01 .:CADDS TIME: 03:18 PM ,PAGE:F 9. ------------ ---------------------------------------------------------------------------------------------------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT = # `20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia• (TYPE) (WIDTH) (HEIGHT). .(LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 ----------------- ------------------------------------------------- DESCRIPTION EXDS 60'-0" 27'-4" --------------------------------------------------- 20 PSF 80 MPH UBC 97 .500 TO 12. --==----.------ LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS - DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION EWP 1 Not Selected UNIF 0.00 27.00 0.000 K/FT 0.000 K/FT -0.145 K/FT EWP 3 4 - 3 UNIF 0.00 28.25 0.000 K/FT 0.000 K/FT -0.289 K/FT 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 Not Selected UNIF 0.00 27.00 0.000 K/FT 0.000 K/FT 0.127 K/FT EWS 3 4 - 3 UNIF 0.00 28.25 0.000 K/FT 0.000 K/FT 0.253 K/FT 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: 02/06/01 CADDS TIME: 03:18 PM =.PAGE:F 10 ------------------------------------------------------------------------------------------------------------=---------------------- ORDER # 070094 BUILDER'- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # '20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN --------------------------=-- SYSTEM FRAME # 1 DESCRIPTION EXDS ------------------------------------------------------------------------------=----------------------- 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE = 6.Ob0 X 0.250 WEB =. 0.120 INNER FLANGE = 6.000 X 0.250 ANAL SEC DIST DEPTH AREA IX. IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO ;(FT) (FT) 1 1 0.00 12.00 4.38 118.77 9.00 1.161 1.61 5.21 1.43 1.61 1.61 8.00 8.00 95.83 17.00 17.00 2 4.25 12.00 4.38. 118.77 9.00 1.61 1.61 5.21 1.43 1.61 1.61 8.00 8.00. 95.83 17.00 17.00 3 8.50 12.00 4.38 118.77 9.00 1.61 1.61 5.21 1.43 1.61 1.61 8.00 8.00 95.83 ",17.00 17.00 4 12.75 12.00 4.38 118.77 9.00 1.61 1.61 5.21 1.43 1.61 1.61 8.00 8.00. 95'.83. '17. 0,0 17.00 5 17.00 12.00 A.38 118.77 9.00 1.61 1.61 5.21 1.43 1.61 1.61 8.00 8.00 95.83 17:00 17.00 6 22.00 12.00 4.38 118.77 9.00 1.61 1.61 5.21 1.43 1.61 1.61 8.00 8.00 95.83 5.58 5:58 7 24.79 12.00 4.38 118.77 9.00 " 1.61 1.61 5.21 1.43 1.61 1.61 8.00 8.00• 95.83 5.58 5.58 8 27.58 12.00 4:38 118.77 9.00 1.61 1.61 5.21 1.43 1.61 1.61 8.00 8.00 •95.83 5.58 5.58 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: 02/06/01 .CADDS TIME: 03:18 PM '.-PAGE:F 11 -------------7--------------------------------------------------------------------------------------------------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER #, 01-07 BLDR ACCOUNT #. 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EXDS 60'-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 4.38 19.80 19.80 0.41 0.00 31.65 24.78 43.99 1.53 17.38 0.90 0.80 1.75 0.00 0.00 .0.00'..`6.00 1 1 2 12.00 4.38 19.80 .19.80 0.41 77.88. 43.99 24.78 43.99 1.53 17.38 0.90 1.00 1.75 0.00 0.16 0.09,,:;',0.16 1 1 3 12.00 4.38 19.80 19:80 0.35 155.75 43.99 24.78 43.99 1.53 17.38 0.90 1.00 1.75 0.00 0.32 0.18 0.32 1 1 4 12.00 4.38 19.80 19•:80 0.28 233.63 43.99 24.78 43.99 1.53 17.38 0.90 1.00 1.75 0.00 '0.48 0.27• =0.48 1 1 5 12.00 4.38 19.80 .19.80 0.22 311.50 43.99 24.78 43.99 =1.65 17.38 0.90 1.00 1.75 0.00 .0.63 0.36 ."'0.64 1 1 6 12.00 4.38 19.80 19;80 0.16 212.38 43.99 39.71 43.99 -3.28 17.38 0.90 1.00 1.79 0.00 0.27 0.24,-;0.27 1 1 7 12.00 4.38 19.80 19.80 0.08 102.67 43.99 39.71 43.99 -3.28 17.38 0.90 1.00 1.79 0.00 0.13 0.12.,"0.13 1 1 8* 12.00 4.38 19.80 19.80 0.04 -7.03 43.99 43.99 39.71 -3.28 17.38 0.90 1.00 1.79 0.00 0.01 0.01._'0.01 1 1 F R A M E D E S I G N - W E L D S U M M A R Y DATE: 02/06/01 `CADDS TIME: 03:18 PM ;!,PAGE:F 12 ----------------------------=-------------------------------------------------------------------------------=---------------------- ORDER # 070094 BUILDER." NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # •20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) "(SLOPE) DESIGN SYSTEM -------------- FRAME # 1 DESCRIPTION EXDS 60'-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' OV80358 1 0.120 0.182 1/8 2.620 3 6 1 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD NO NET TENSION 0.00 0.00 02 2 8 DL + EWS -2.87 0.04 DL + EWS -2.87 0.04 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: 02/06/01 "..-CADDS TIME: 03:18 PM -,.PAGE: F 13 ------------------------- ORDER # 070094 BUILDER`- ----------------------------------------------------------------------------------------------------- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT #. 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR.GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) . (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EXDS 60'-0" -----------------------------------------------------------------------------------------------------7----------------------------- 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 O1 COLUMN O1' 1 3 1 NO NET TENSION 0.00 0.00 0.00 NO NET TENSION 0.00 0.00 02 2 8 DL + EWS -2.87 0.04 DL + EWS -2.87 0.04 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 F R A M E D E S I G N - R E A C T I O N S DATE: 02/06/01 CADDS TIME: 03:18 PM ------------------------------------------------------------------------------------------------------- PAGE:F 14 ----------------------------- ORDER # 070094 BUILDER.- NORTH VALLEY READY MIX BtDR ORDER # 01-07 BLDR.A000UNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION EXDS 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 . POSITIVE REACTION DIRECTION V KIPS Vertical Force Up, V 2 3 5 Z KIPS Horizontal Out of Plane +---H / 4 Z No. Loading Combination 3Z 4V 4Z Sum V Sum Z 1 DL + EWP 4.18 0.41 3.98 0.41 8.16 2 DL + EWS -3.66 0.41 -3.49 0.41 -7.15 ID Load Case �3Z 4V 4Z Sum V Sum Z DL DEAD LOAD 0.00 0.41 0.00 0.41' 0.00 EWP EW WIND PRESSURE 4.18 0.00 3.98 0.00 8.16 EWS EW WIND SUCTION -3.66 0.00 -3.49 0.00 -7.15 i FINAL FRAME DES I G.N - STRES S• SUMMARY DATE: 02/06/01 �CADDS TIME: 03:18 PM PAGE:F 15 ------------------------------------------------ =--------------------------------------------------------------------- ==----------- ORDER # 070094 BUILDER•- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # "20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC.. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 " ,DESCRIPTION EXDS 60'-0" 27'-4" 20 PSF 80.MPH UBC 97 .500 TO 12 -------------------------=-------------------------------=----------=--------------=---------------------=--==--------=----------- MEMBER NO. 3 JOINT 4"'-.-13 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 27.58 55. 7 5.00 FT 12.00 IN 12.00 IN 6.000 X .250 .120 6.000 X ..250 0.636 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 0.22 311.50 0.05 15.74 15.74 43.99 24.78 43.99 -3.28 17.38 0.189 •'1 POSITIVE DEFLECTION DIRECTION H INCHES Horiz. Deflection to Right V 2 V INCHES Vertical.Deflection Up +---H / z No. Loading Combination Cd.. 3V 1 DL + EWP N. •-0.001 2 DL + EWS N -0.001 3 5 4 FRAME DESIGN - J O I N T D E F L E C T I O N S , DATE: 02/06/01 CADDS TIME: 03:18 PM .; PAGE:F 16 -------------------------------------------=---------------------------------------------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 -----------"------------ BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM -------------------------------------------------------------------------------=---------------------------------------------------- FRAME # 1 DESCRIPTION EXDS 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 POSITIVE DEFLECTION DIRECTION H INCHES Horiz. Deflection to Right V 2 V INCHES Vertical.Deflection Up +---H / z No. Loading Combination Cd.. 3V 1 DL + EWP N. •-0.001 2 DL + EWS N -0.001 3 5 4 FRAME DES IGN - M EMB E R D E F L E C T I O N S DATE: 02/06/01 CADDS TIME: 03:18 PM ---------------------------- =---------- =------------------------------------------------------------------------------------- PAGE:F 17 ------ ORDER # 070094 BUILDER.- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # '20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EXDS =---------------------------------------------------------------------------------------------------------------------------------- 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 _ POSITIVE DEFLECTION DIRECTION H INCHES Horizontal to the.,Right V + + + V INCHES Vertical Up +---H 3 Z MAXIMUM MEMBER DEFLECTIONS MEMBER 3H No. Loading Combination PT DEFL 1 DL + EWP 4 0.805 2 DL + EWS 4 -0.705 SLOPE (P/12.) DIST. TO RIDGE COLUMN OFFSET GIRT DEPTH PURLIN DEPTH SPAN 1 = 30.000 FT. SPAN 2 = '30.000 FT. -R- 0 V 8 0 3 5 + 8 + 1 2 0.500 F INAL FRAME DESIGN - F R AM E L A Y O U T DATE: 02/06/01 FT. DIST. TO RIDGE = 30.000 CADDS TIME: 03:18 PM IN. COLUMN OFFSET = 8.000 IN. --------------------- ORDER # 070094 =------ =-----------------------------------------------------------------------------------------_-------=----- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR' ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME -------------------- # 1• . DESCRIPTION EXDS 60'-0" 27'-4" ---------=------------------------------------------------------------- 20 PSF 80 MPH UBC 97 -=--------------- .500 TO 12,? =---------------------- LEFT SIDE RIGHT SIDE SLOPE (P/12.) DIST. TO RIDGE COLUMN OFFSET GIRT DEPTH PURLIN DEPTH SPAN 1 = 30.000 FT. SPAN 2 = '30.000 FT. -R- 0 V 8 0 3 5 + 8 + 1 2 0.500 SLOPE (P/12.) = 0.500 30.000 FT. DIST. TO RIDGE = 30.000 FT. 8.000 IN. COLUMN OFFSET = 8.000 IN. 8.000 IN. GIRT DEPTH = 8.000 IN. 8.000 IN. (PURLIN UNINSULATED) PURLIN DEPTH = 8.000 IN. SPAN WIDTHS (LEFT TO RIGHT) '�a FINAL FRAME DES IGN DATE: 02/06/01 ' ;'• <CADDS TIME: 03:18 PM `''PAGE:F 18 --------------------------.--------------------------------------------------------------------------------------------.-.------------ ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007=90 BLDR CONTACT - BOB PARSONS' :,?;' BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR'GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) "(SLOPE) DESIGN SYSTEM FRAME # 4 ..•DESCRIPTION LRF 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 '�a 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: 02/06/01 . CADDS TIME: 03:18 PM PAGE:F 19 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT #• 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM -------------------------------------------------------------------------------------------------=--------------------------------- FRAME # 4 • DESCRIPTION LRF 60'-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 = 60.000 FT MODULUS OF ELASTICITY ='29000 KSI FRAME HEIGHT = 26.333 FT. 26.333 FT. COL. CLEAR HT. = 24.762 FT. 24.762 FT. CMX = 0.850 SLOPE (P/12.) = 0.500 0.500 CMX(stepped column/no wind) = 0.950 SW R -BEAM OFFSET = 0.125 IN. 0.125 IN. CMY(pinned in minor axis) = 0.600 DIST. TO RIDGE = 30.000 FT. 30.000 FT. CMY(fixed in minor axis) = 0.400 COLUMN OFFSET = 8.000 IN. 8.000 IN. GIRT DEPTH = 8.000 IN. 8.000 IN. PURLIN DEPTH = 8.000 IN. 8.000 IN. (PURLIN UNINSULATED) ** P Delta Analysis ** . --------------------- JOINT DATA --------------------- ------------------------------ MEMBER DATA ------------------------------ JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM MEMBER MOM. RELEASE K VALUES - NUMBER FT FT X Y MZ Z MX NUMBER JOINTS START END IN PLANE OUT OF PLANE •1 1.000 0.000 1 1 0 1 0 1 1- 2 0 0 1.50 1.00 2 1.516 25.562 0 0 0 1 0 2 2- 3 0 0 1.50 1.00,;. 3 30.000 26.149 0 0 0 0 0 3 4- 3 0 0 1.50 1.00 4 58.484 25.562 0 0 0 1 0 4- 5- 4 0 0 1.50 1.00 5 59.000 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: 02/06/01 CADDS TIME: 03:18 PM PAGE:F 20 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070094 BUILDER- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT V. 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 '.DESCRIPTION LRF 60'-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. O FL Outside flange only braced ID B Base; G Girt, P Purlin, E Eave strut, O Other, O -IF Outside and'Inside flange braced L Landmark 2000 truss purlin. O -SF Outside braced and inside Single flange brace MAJOR - Major axis brace point indicator. ( YES or NO ) NOTE: BRACE FORCE is the required support force (in kips) perpendicular to the flange COLUMN 1- 2 BRACE COLUMN 5- 4 BRACE ROOFBEAM 2- 3 BRACE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ACCUM ID BRACE FORCE 0.00 B O -IF YES 0.00 -B O -IF YES 0.00 0.00 E O FL 24.76 O O -IF YES 17.00 G O -SF NO 3.92 3.92 P O -SF 27.00 E O FL NO 22.00 G O -SF NO 8.92 8.92 P O FL 24.76 O O -IF YES 13.92 13.92 P O -SF 27.00 E O FL NO 18.92 18.92 P O FL 23.92 23.92 P O -SF 28.92 28.92 P O -SF FRAME CONSTRAINTS - SPLICE LOCATION RESTRICTIONS LOCATION - Distance is referenced from previous location #. WIDTH/HEIGHT - Clear opening size, used to locate posts and perform the frame profile interference check. UNIT #1 - FEW - LOCATIONS FROM LEFT TO RIGHT (Normal) LOC RESTR FLOOR LINE # TYPE LOCATION WIDTH/HEIGHT OFFSET DESCR. 1 Post 30.00 0.00 x 0.00 0.00 EW Post ROOFBEAM 4-'3-' BRACE DIST ACCUM ID BRACE FORCE 0.00 0.00 E O FL . 3.92 3.92 P .0 -SF 8.92 8.92 P 0 FL 13.92 13.92 P O -SF 18.92 18.92 P O FL 23.92 23.92 P O -SF 28.92 28.92 P O -SF FLOOR LINE OFFSET. - Distance from bottom of restriction to baseline reference of frame UNIT #1 - REW - LOCATIONS FROM RIGHT TO LEFT.(Reversed) LOC RESTR. FLOOR LINE #• TYPE LOCATION WIDTH/HEIGHT OFFSET DESCR. 1 Post 30.00 0.00 x 0.00 .0.00 EW Post F R A M E D E S I G N - C O N V E N T I O N S DATE: 02/06/01 + `•.CADDS TIME: 03:18 PM i 'PAGE:F 21 ------------------------------=-----------------------------------------------------------------------------=---------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT #j'20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP —„Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF 60'-0” 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12�"px' -----------------------------------------------------------------------------------------------------------------------=----------- GENERAL s. In general, forces and .coordinates follow the ZCONC - Out -of -plane concentrated load. This load can be a right hand rule. The X axis -is horizontal and posi- V moment about the global X or Y axis, or a force,.in the Z axis tive to the right. The Y axis is vertical and posi- I direction. ` tive upward. The Z axis is -normal to the X and Y axis, and is positive out'of this plane. Positive +---H SCRAN - Special load for crane loads. This is:similiar to moments about the X, Y, -and Z axis are counter- / the MCONC load except that the moment is in thee, minor axis clockwise as viewed looking toward the origin of the Z direction of the member and is supported by only one flange. 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 distributedlloads. 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.;:F�.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,.e"or at the outer or inner flange of the member. ' MCONC - Moment producing9.",concentrated load. This load type is similiar to a concentratedload except the location of the load is given in global ;coordinates, and can exist off the member. Ni 3� ;4 n 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. rr 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 F R A M E D E S I G N - L O A D S U M M A R Y DATE: 02/06/01 1997 DEAD LOAD (DL ) = 2.700 CARDS TIME: 03:18 PM (CLL) = 5.000 PSF ROOF LIVE LOAD PAGE:F 22 ---------------------------------------------------------------------------------------------------------------=------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF 60'-0" 27'-4" ----------------------------------------------------------------------------------------------------------------------------------- 20 PSF 80 MPH UBC 97 .500 TO 12 GENERAL BUILDING.INFORMATION DESIGN BAY = 27.000 FT. TOTAL BUILDING LENGTH = 80.000 FT. PANELS TYPE DESCRIPTION WEIGHT LEFT SIDEWALL OPEN ROOF MR24 .24STL 2.70 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL SHWAL 26STL 1.12 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 Roof Exposure Thermal Condition COEFFICIENTS Partially Exposed Roof Normal MIN COUNTY GROUND SNOW LOAD MIN County Rain on Snow 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 WIND LOADS WIND LOAD LEFT = F R A M E D E S I G N - L 0 A D SUM -MARY WIND LOAD RIGHT = 80.000 MPH ( 12.052 DATE: 02/06/01 INCLUDES 1.00 IMPORTANCE FACTOR WIND UPLIFT = 80.000 MPH ( 12.052 CADDS TIME: 03:18 PM WIND LOAD CASE = 1 PAGE:F 23 ----------------------------------------=-------------------------------------------=-------------------------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-.07 BLDR ACCOUNT # -- 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR.GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) -(SLOPE) DESIGN SYSTEM FRAME --------------------------------------- # 4 DESCRIPTION LRF ------------------------------ 60'-0" 27'-4" 20 PSF -------------------------------------------------------------- 80 MPH UBC 97 .500 TO 12 0.800(PRESSURE) WIND LOADS WIND LOAD LEFT = 80.000 MPH ( 12.052 PSF) MIN COUNTY WIND SPEED = 76 MPH WIND LOAD RIGHT = 80.000 MPH ( 12.052 PSF) INCLUDES 1.00 IMPORTANCE FACTOR WIND UPLIFT = 80.000 MPH ( 12.052 PSF) WIND LOAD CASE = 1 WIND ENCLOSURE = ENCLOSED COEFFICIENTS WIND FROM LEFT WIND FROM RIGHT INTERNAL PRESSURE INTERNAL SUCTION (WLL) (WLR) (IP ) (IS ) LEFT SIDEWALL 0.800(PRESSURE) -0.500(SUCTION ) 0.000 0.000 LEFT ROOF -0.700(SUCTION ) -0.700(SUCTION ) 0.000 0.000 RIGHT ROOF -0.700(SUCTION ) -0.700(SUCTION ) 0.000 0.000 RIGHT S.IDEWALL -0.500(SUCTION ) 0.800(PRESSURE) 0.000 0.000 ENDWALL WIND PRESURE ENDWALL WIND SUCTION (EWP) (EWS) SIDEWALLS -0.700(SUCTION ) -0.700(SUCTION ) ROOF -0.700(SUCTION ) -0.700(SUCTION ) SIDEWALL CANOPY/OVERHANG -1.200(SUCTION ) -1.200(SUCTION ) SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.000% 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 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 = 0.03, Associated.Load Combination 05 F R A M E D E S I G N - L 0 A D C O M B I N -A T I O N S DATE: 02/06/01 CADDS TIME: ------------------- 03:18 PM PAGE:F 24 ORDER - -----------------------------------------------------------------=------------------------------------------- # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR'ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND,.INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 -------------------------------------------------------------------7--------------------------------------------------------------- DESCRIPTION LRF 60'-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 500.00 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 PD+PC+0.70PL+2.80EQL 1.700 Y N N Axial C 100.00 DL 100.00 CLL 70.00 LL 280.00 EQ 7 PD+PC+0.70PL+2.80EQR 1.700 Y N N Axial C 100:00 DL 100.00 CLL 70.00 LL -280.00 EQ 8 0.85P(DL+CL)+2.80EQL 1.700 Y ', N N Axial T 85.00 DL 85.00 CLL 280.00 EQ 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+2.80EQR 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 LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE DL 2 2 - 3 UNIF DL 3 4 - 3 UNIF LOAD CASE (CLL) COLLATERAL LOAD LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE CLL 2 •. 2 - 3 UNIF CLL 3 4 - 3 UNIF LOAD CASE (LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE LL 2 2 - 3 UNIF LL 3 4 - 3 UNIF LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE WLL 1 1 - 2 UNIF WLL 2 2 - 3 UNIF WLL 3 4 - 3 UNIF WLL 4 5 - 4 UNIF LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE WLR 1 1 - 2 UNIF WLR 2 2 - 3 UNIF WLR 3 4 - 3 UNIF WLR 4 5 - 4 UNIF DISTANCES FT FT 0.00 30.00 30.00 60.00 DISTANCES FT FT 0.00 30.00 30.00 60.00 DISTANCES FT FT 0.00 30.00 30.00 60.00 DISTANCES FT FT 0.00 27.00 0.00 30.00 F R A M E D E S I G N - A P P L I E D L•O A D S 0.00. 27.00 DATE: 02/06/01 Z 0.00 CADDS TIME: 03:18 PM K/FT 0.000 K/FT 0.000 PAGE:F 25 -----------------------------------------------------------------------------------------------------------7----------------------- ORDER # 070094 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 K/FT 0.228 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) - 27.00 DESIGN SYSTEM FRAME ----=------------------------------------------------------------------------------------=-=--=-------------.----------------------- # 4 DESCRIPTION LRF 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 :500 TO 12 K/FT LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE DL 2 2 - 3 UNIF DL 3 4 - 3 UNIF LOAD CASE (CLL) COLLATERAL LOAD LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE CLL 2 •. 2 - 3 UNIF CLL 3 4 - 3 UNIF LOAD CASE (LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE LL 2 2 - 3 UNIF LL 3 4 - 3 UNIF LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE WLL 1 1 - 2 UNIF WLL 2 2 - 3 UNIF WLL 3 4 - 3 UNIF WLL 4 5 - 4 UNIF LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE WLR 1 1 - 2 UNIF WLR 2 2 - 3 UNIF WLR 3 4 - 3 UNIF WLR 4 5 - 4 UNIF DISTANCES FT FT 0.00 30.00 30.00 60.00 DISTANCES FT FT 0.00 30.00 30.00 60.00 DISTANCES FT FT 0.00 30.00 30.00 60.00 DISTANCES FT FT 0.00 27.00 0.00 30.00 30.00 60.00 0.00. 27.00 X 0.000 K/FT 0.000 K/FT X 0.000 K/FT 0.000 K/FT X 0.000 K/FT 0.000 K/FT X 0,.260 K/FT -0.228 K/FT 0.228 K/FT 0.163 K/FT LOADS Y -0.073 K/FT -0.073 K/FT LOADS Y -0.135 K/FT -0.135 K/FT LOADS Y -0.324 K/FT -0.324 K/FT LOADS Y 0.000 K/FT 0.228 K/FT 0.228 K/FT 0.000 K/FT Z 0.000 -K/FT 0.000 K/FT Z 0.000 K/FT 0.000 K/FT Z 0.000 K/FT 0.000 K/FT Z 0.000 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT DISTANCES LOADS FT FT X Y Z 0.00 27.00 -0.163 K/FT 0.000 K/FT 0.000 K/FT 0.00 30.00 -0.228 K/FT' 0.228 K/FT 0.000 K/FT 30.00 60.00. 0.228 K/FT 0.228 K/FT 0.000 K/FT 0.00 27.00 -0.260 K/FT- 0.000 K/FT 0.000 K/FT DIRECTION/ LOCATION DIRECTION/ LOCATION DIRECTION/ LOCATION DIRECTION/ LOCATION DIRECTION/ LOCATION LOAD CASE (SLR) MIN SNOW LOAD RIGHT LOAD MEMBER JOINTS LOAD F R A M E D E S I G N - A P P L I E D L•O A D S DATE: 02/06/01 LABEL NO (START -END) TYPE FT FT CADDS TIME: 03:18 PM Z LOCATION SLR 3 PAGE:F 26 ---------------------------------------------------------------------.--------------------------------------------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX 0.000 •BLDR ORDER # 01-07 -0.324 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS LOAD BLDR PHONE # 530-345-7296 EW WIND PRESSURE PROJ NAME - FTC ALMOND, INC. •ENGR''GRP - Visalia. (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) ;(SLOPE) DESIGN SYSTEM FRAME ---------------------------------------------------------------------=-------------------------------------------------=----------- # 4 DESCRIPTION LRF 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 .LOAD CASE (EQ ) SEISMIC LOAD NO (START -END) TYPE FT FT LOAD MEMBER JOINTS LOAD DISTANCES LOADS EWP DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EQ 2 2 - 3 CONC 0.00 1.571 KIP 0.000 KIP 0.000 IN -K Outside flange• EQ 3 4 - 3 CONC 60.00 1.571 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 K/FT LOAD CASE (SLL) MIN SNOW LOAD LEFT UNIF 0.00 27.00 0.228 K/FT LOAD MEMBER JOINTS LOAD DISTANCES LOAD LOADS EW WIND SUCTION DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION SLL 2 2 - 3 UNIF 0.00 30.00 0.000 K/FT -0.324 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 30.00 60.00 0.000 K/FT -0.324 K/FT 0.000 K/FT LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWP 1 1 - 2 UNIF 0.00 27.00 -0.228 K/FT 0.000 K/FT 0.000 K/FT EWP 2 2 - 3 UNIF 0.00 30.00 -0.228 K/FT 0.228 K/FT 0.000 K/FT EWP 3 4 - 3 UNIF 30.00 60.00 0.228 K/FT 0.228 K/FT 0.000 K/FT EWP 4 5 - 4 UNIF 0.00 27.00 0.228 K/FT 0.000 K/FT 0.000 K/FT 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 -0.228 K/FT 0.000 K/FT 0.000 K/FT EWS 2 2 - 3 UNIF 0.00 30.00 -0.228 K/FT 0.228 K/FT 0.000 K/FT EWS 3 4 - 3 UNIF 30.00 60.00 0.228 K/FT 0.228 K/FT 0.000 K/FT EWS 4 5 - 4 UNIF 0.00 27.00 0.228 K/FT 0.000 K/FT 0.000 K/FT F R A M E D E S I G N A P P L I E D L O A D S DATE: 02/06/01 CADDS TIME: -------------------------------------------------------------------------------------------=--------------------------------------- 03:18 PM PAGE:F 27 ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND). (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 ------------------------- -------------------------------------------- DESCRIPTION LRF 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 CASE (PDE) P Delta Unit Story S LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION C 1 1 1 - 2 CONC 0.00 -0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 1 1 1 - 2 CONC 25.56 0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 4 4 5 - 4 CONC 0.00 -0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 4 4 5 - 4 CONC 25.56 0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis F R A M E D E S I G N - S E C T I O N P R O P E R T I E S DATE: 02/06/01 CADDS TIME: 03:18 PM PAGE:F 28 -----------------------------------------------------------------=------------------------------------------------------------------ ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT#'20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) ''(SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- MEMBER NO. 1 JOINTS 1 - 2 SECTION NO. 1 OUTER FLANGE = 10.000 X 0.375 WEB = 0.120 INNER ,FLANGE = 10.000 X 0.375 SECTION NO. 2. OUTER FLANGE = 10.000 X 0.375 WEB = 0.120 INNER FLANGE = 10.000 X 0.375 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 8.00 8.37 112.91 62.50 2.83 2.83 7.40 2.59 2.77 2.77 4.36 4.36 60.42 24.76 24.76 2 5.00 12.00 8.85 267.65 62.50 2.80 2.80 7.40 2.59 2.77 2.77 4.36 4.36 93.74 24.76 24.76 3 10.00 16.00 9.33 493.14 62.50 2.78 2.78 7.40 2.59 2.77 2.77 4.36 4.36 127.06 24.76 24.76 4 14.99 20.00 9.81 793.22 62.50 2.75 2.75 7.40 2.59 2.77 2.77 4.36 4.36 160.38 24.76 24.76 5 2 15.01 20.00 9.81 793.56 62.50 2.75 2.75 7.40 2.59 2.77 2.77 4.36 4.36 160.42 24.76 24.76 6 19.88 20.00 9.81 793.56 62.50 2.75 2.75 7.40 2.59 2.77 2.77 4.36 4.36 160..42 24..76 24.76 7 24.76 20.00 9.81 793.56 62.50 2.75 2.75 7.40 2.59 2.77 2.77 4.36 4.36 160.42 24.76 24.76 MEMBER NO. 2 JOINTS 2 - 3 SECTION NO. 1 OUTER FLANGE = 6.000 X 0.313 WEB = 0.219 INNER FLANGE = 6.000 X 0.313 SECTION NO. 2 OUTER FLANGE = 6.000 X 0.313 WEB = 0.140 INNER FLANGE = 6.000 X 0.313 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) (ZN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 2.26 20.00 8.00 496.68 11.28 1.48 1.48 8.20 1.19 1.48 1.48 10.65 10.65 88.47 3.92 1.65 2 3.92 20.00 8.00 496.68 11.28 1.48 1.48 8.20 1.19 1.48 1:51 10.65 10.65 88.47,• 5.00 10.01 3 8.92 20.00 .8.00 496.68 11.28 1.48 1.48 8.20 1.19 1.48 1.51 10.65 10.65 88.47 5.00 10.01 4 9.97 20.00 8.00 496.68 11.28 1.48 1.48 8.20 1.29 1.54 1.51 10.65 10.65 88.47 5.00 10.01 5 2 9.98 20.00 6.47 448.81 11.27 1.56 1.56 8.20 1.29 1.54 1.51 10.65 10.65 138.39 5.00 10.01 6 13.92 20.00 6.47 448.81 11.27 1.56 1.56 8.20 1.29 1.54 1.51 10.65 10.65: 138.39 5.00 10.01 7 18.92 20.00 6.47 448.81 11.27 1.56 1.56 8.20 1.32 1.56 1.56 10.65 10.65 .138.39 5.00 10.01 8 23.92 20.00 6.47 448.81 11.27 1.56 1.56 8.20 1.32 1.56 1.56 10.65 10.65, 138.39 5.00 10.01 9 28.92 20.00 6.47 448.81 11.27 1.56 1.56 8.20 1.32 1.56 1.56 10.65 10.65 138.39 5.00 5.00 10 29.97 20.00 •6.47 448.8.1 11.27 1.56 1.56 8.20 1.32 1.56 1.56 10.65 10.65 138.39 2.10 2.10 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: 02/06/01 CADDS TIME: 03:18 PM PAGE:F 29 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 120-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 ----------------------------- =----------------------------------------------------------------------------------------- =----------- MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE = 6.000 X 0.313 WEB = 0.219 INNER FLANGE = 6.000 X 0.313 SECTION NO. 2 OUTER FLANGE = 6.000 X 0.313 WEB = 0.140 INNER FLANGE = 6:000 X 0.313 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 2.26 20.00 8.00 496.68 11.28 1.48 1.48 8.20 1.19 1.48 1.48 10.65 10.65. 88.47 3.92 1.65 2 3.92 20.00 8.00 496.68 11.28 1.48 1.48 8.20 1.19 1.48 1.51 10.65 10.65 88.47 5.00 10.01 3 8.92 20.00 8.00 496.68 11.28 1.48 1.48 8.20 1.19 1.48 1.51 10.65 10.65 88.47 5.00 10.01 4 9.97 20.00 8.00 496.68 11.28 1.48 1.48 8.20 1.29 1.54 1.51 10.65 10.65 88.47 5.00 10.01 5 2 9.98 20.00 6.47 448.81 11.27 1.56 1.56 8.20 1.29 1.54 1.51 10.65 10.65 138.39 5.00 10.01 6 13.92 20.00 6.47 448.81 11.27 1.56 1.56 8.20 1.29 1.54 1.51 10.65 10.65 138.39 5.00 10.01 7 18.92 20.00 6.47 448.81 11.27 1.56 1.56 8.20 1.32 1.56 1.56 10.65 10.65. 138.39 5.00 10.01 8 23.92 20.00 6.47 448.81 11.27 1.56 1.56 8.20 1.32 1.56 1.56 10.65 10.65 138.39 5.00 10.01 9 28.92 20.00 6.47 448.81 11.27 1.56 1.56 8.20 1.32 1.56 1.56 10.65 10.65 138.39 5.00 5.00 10 29.97 20.00 6.47 448.81 11.27 1.56 1.56 8.20 1.32 1.56 1.56 10.65 10.65 138.39 2.10 2.10 MEMBER NO.• 4 JOINTS 5 4 SECTION NO. 1 OUTER FLANGE = 10.000 X 0.375 WEB = 0.120 INNER FLANGE = 10.000 X 0.375 SECTION NO. 2 OUTER FLANGE = 10.000 X 0.375 WEB = 0.120 INNER FLANGE = 10.000 X 0.375 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN)' (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN)- RATIO (FT) (FT) 1 1 0.00 8.00 8.37 112.91 62.50 2.83 2.83 7.40 2.61 2.79 2.79 3.92 3.92 60.42 17.00 17.00 2 5.00 12.00 8.85 267.65 62.50 2.80 '2.80 7.40 2.61 2.79 2.79 3.92 3.92 93.74 17.00 17.00 3 10.00 16.00 9.33 493.14 62.50 2.78 2.78 7.40 2.61 2.79 2.79 3.92 3.92 127.06 17.00 17.00 4 14.99 20.00 .9.81 793.22 62.50 2.75 2.75 7.40 2.61 2.79 2.79 3.92 3.92 160.38 17.00 17.00 5 2 15.01 20.00 9.81 793.56 62.50 2.75 2.75 7.40 2.61 2.79 2.79 .3.92 3.92 160.42 17.00 17.00 6 17.00 20.00 9.81 793.56 62.50 2.75 2.75 7.40 2.61 2.79 2.79 3.92 3.92 160.42 17.00 17.00 7 22.00 20.00 9.81 793.56 62.50 2.75 2.75 7.40 2.52 2.75 2.75 5.33 5.33 160.42 5.00 5.00 8 24.76 20.00 9.81 793.56 62.50 2.75 2.75 7.40 2.52 2.75 2.75 5.33 5.33 160.42 2.76 2.76 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: 02/06/01 CADDS TIME: 03:18 PM PAGE:F .30 -----------------------------=----------------------------------------------------------------------------------------------------- ORDER # 070094 BUILDER'- NORTH VALLEY READY MIX . BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP --Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) .(SLOPE) . DESIGN SYSTEM --------------------------- FRAME # 4 DESCRIPTION =------------------------------------------------------------------- LRF 60'-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* 8.00 8.37 28.23 28.23 17.61 0.00 32.59 23.70 33.00 7.40 23.86 0.99 1.00 1.75 0.06 0.00 0.00 0.06 1 2 2 12.00 8.85 44.61 44.61 17.61 -280.34 11.30 33.00 23.70 -4.68 13.62 0.86 1.00 1.75 0.18 0.19 0.24 0.41 1 1 3 16.00 9.33 61.65 61.65 17.46 -560.98 11.30 33.00 23.70 -4.68 9.89 0.83 1.00 1.75 0.17 0.28 0.34 0.51 1 1 4* 20.00 9.81 79.34. 79.34 17.31 -841.92 11.30 33.00 23.67 -4.69 7.76 0.80 1.00 1.75 0.16 0.32 0.40 0.55 1 1 5* 20.00 9.81 79.36 79.36 16.98 -842.52 11.30 33.00 23.67 -5.26 7.75 0.80 1.00 1.75 0.15 0.32 0.40 0.55 1 1 6 20.00 9.81 79.36 79.36" 16.98 -1150.04 11.30 33.00 23.67 -5.26 7.75 0.80 1.00 1.75 0.15 0.44 0.54, 0.70 1 1 7* 20'.00 9.81 79.36 79.36 16.82 -1457.56 11.30 33.00 23.67 -5.26 7.75 0.80 1.00 1.75 0.15 0:56 0.69 0.84 1 1 ROOF BEAM 2 - 3 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3). '(IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 20.00 8.00 49.67 49.67 5.90 -1379.75 33.00 33.00 32.57 15.36 46.53 0.99 1.00 1.11 0.02 0.84 0.85 0.88 1 1 2 20.00 8.00 49.14 49.14 5.90 -1076.36 33.00 33.00 30.61 15.33 46.53 0.99 1.00 2.07 0.02 0.69 0.72 0.74 1 1 3 20.00 8.00 49.67 49:14 -0.57 -619.51 43.99 43.99 32.15 12.92 46.53 0.99 1.00 1.00 0.00 0.30 0.39 0.39 3 1 4* 20.00 8.00 49.67 49.67 -0.57 -616.10 43.99 43.99 32.15 10.13 46.53 0.99 1.00 1.00 0.00 0.28 0.39 0.39 3 1 5* 20.00 6.47 44.88 44.88 -0.57 -616.07 43.99 43.99 32.15 10.10 12.16 0.95 1.00 1.00 0.00 0.31 0.43.•..0.43 3 1 6 20.00 6.47 44.45 44:45 -0.59 -604.86 43.99 43.99 32.15 10.10 12.16 0.95 1.00 1.00 0.00 0.32 0.42 0.42 3 1 7 20.00 6.47 44.88 44.45. 5.57 745.58 33.00 31.41 33.00 7.35 12.16 0.95 1.00 1.37 0.03 0.53 0.50 0.55 1 1 8 20.00 6.47 44.45 44:45 5.45 1019.84 33.00 31.41 33.00 4.59 12.16 0.95 1.00 1.14 0.03 0.73 0.73 0.76 1 1 9 20.00 6.47 44.45 44.45 5.34 1127.91 33.00 31.41 33.00 -3.04 16.21 0.95 1.00 1.05 0.02 0.81 0.80•'.0.83 1 2 10* 20.00 6.47 44.88 44.88 5.25 1124.60 33.00 31.41 33.00 2.71 16.21 0.95 1.00 1.00 0.02 0.80 0.76 0.82 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: 02/06/01 CADDS TIME: 03:18 PM PAGE:F 31 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX ..BLDR ORDER # 01-07 BLDR ACCOUNT # "20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------- SYSTEM FRAME # 4 DESCRIPTION ----------------------------------------------------------------------------------------------------- LRF 60'-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* 20.00 8.00 49.67 49.67 5.90 -1379.75 33.00 33.00 32.57 15.36 46.53 0.99 1.00 1.11 0.02 0.84 0.85` 0.88 1 1 2 20.00 8.00 49.14 49.14 5.90 -1076.36 33.00 33.00 30.61 15.33 46.53 0.99 1.00 2.07 0.02 0.69 0.72 0.74 1 1 3 20.00 8.00 49.67 49.14 -0.68 -584.96 43.99 43.99 32.15 12.92 46.53 0.99 1.00 1.00 0.00 0.28 0.37 0.37 2 1 4* 20.00 8.00 49.67 49:67 -0.68 =581.49 43.99 43.99 32.15 10.10 46.53 0.99 1.00 1.00 0.00 0.27 0.36 0.36 2 1 5* 20.00 6.47 44.88 44.88 -0.68 -581.46 43.99 41.99 32.15 10.10 12.16 0.95 1.00 1.00 0.00 0.29 0.40 0.40 2 1 6 20.00 6.47 44.45 44.45 -0.70 -570.03 43.99 43.99 32.15 10.10 12.16 0.95 1.00 1.00 0.00 0.30 0.40 .0.40 2 1 7 20.00 6.47 44.88 44.45 5.57 745.58 33.00 31.41 33.00 7.35 12.16 0.95 1.00 1.37 0.03. 0.53 0.50 0.55 1 1 8 20.00 6.47 44.45 44.45 5.45 1019.84 33.00 31.41 33.00 4.59 12.16 0.95 1.00 1.14 0.03 0.73 0.73 0.76 1 1 9 20.00 6.47 .44.45 44.45 5.34 1127.91 33.00 31.41 33.00 -3.05 16.21 0.95 1.00 1.05 0.02 0.81 0.80 0.83 1 3 10* 20.00 6.47 44.88 44.88 5.25 1124.60 33.00 31.41 33.00 2.72 16.21 0.95 1.00 1.00 0.02 0.80 0.76 0.82 1 2 COLUMN 5 - 4 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 8.00 8.37 28.23 28.23 17.61 0.00 32.59 30:60 33.00 7.29 23.86 0.99 1.00 1.75 0.06 0.00 0.00 0.06 1 3 2 12.00 8.85 44.61 44.61 17.61 -280.34 18.76 33..00 28.43 -4.68 13.62 0.86 1.00 1.75 0.11 0.19 0.20 '0.30 1 1 3 16.00 9.33 61.65 61:65 17.46 -560.98 18.33 33.00 27.40 -4.68 9.89 0.83 1.00 1.75 0.10 0.28 .0.30 0.40 1 1 4* 20.00 9.81 79.34 79.34 17.31 -841.92 33.00 33.00 26.45 -4.69 7.76 0.80 1.00-1.75 0.05 0.32 0.40-•0.45 1 1 5* 20.00 9.81 79.36 79:36 16.98 -842.52 33.00 33.00 26.45_ -5.26 7.75 0.80 1.00 1.75 0.05 0.32 0.40 0.45 1 1 6 20.00 9.81 79.36 79.36 16.98 -968.33 33.00 33.00 26.45 -5.26 7.75 0.80 1.00 1.75 0.05 0.37 0.46 0.51 1 1 7 20.00 9.81 79.36 79.36 16.92 -1283.66 33.00 33.00 26.45 -5.26 7.75 0.80 1.00 1.13 0.05 0.49 0.61 0.66 1 1 8* 20.00 9.81 79.36 79.36 16.75 -1457.56 33.00 33.00 26.45 -5.26 7.75 0.80 1.00 1.06 0.05 0.56 0.69 0.75 1 1 F R A M E D E S I G N - W E L D S U M M A R Y DATE: 02/06/01 CADDS TIME: 03:18 PM ----------------------------------------------------------------------------------------------------------------------------------- -PAGE:F .32 ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT #20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH)' (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ------------------=----- FRAME # 4 DESCRIPTION LRF 60'-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 GOND OV80360 1 0.120 0.703 1/8 2.620 1 1 2 �OV80362 1 0.219 0.572 1/8 2.620 2 1 1 2 0.140 0.416 1/8 2.620 2 5 1 'THE FLANGE-TO-WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD 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: 02/06/01 CADDS TIME: 03:18 PM PAGE:F 33 ----------------------------=----------------------------------------------------------------------------=------------------------- ORDER # 070094 BUILDER.,- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR-ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME.- FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION ---------------------------- 7------------------------------------------------------------------------------- LRF 60'-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 60 1 1. 1 DL + WLL -5.82 7.60 0.00 DL + WLL -5.82 7.60 0.00 02 2 7 DL + WLL -6.64 4.09 1179.93 DL + CLL + LL 16.82 -5.26 -1457.56 03 COLUMN 01 1 4 1 DL + WLR -5.82 7.49 0.00 DL + WLR -5.82 7.49 '0.00 04 2 8 DL + WLR -6.64 1.12 1223.86 DL + CLL + LL 16.75 -5.26 -1457.56 05 BEAM 01 1 2 10 DL + CLL + LL 5.25 -0.22 1124.60 DL + WLR -0.64 2.71 -283.47 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS ** P Delta Analysis Performed.** No. Loading Combination 1H 1V 1 DL + CLL + LL 5.26 17.44 2 DL + WLL -7.60 -5.82 3 DL + WLR 3:93 -0.51 4 D+CLL+EQL/1:4 1.04 6.67 5 D+CLL+EQR/1.4 3.37 8.78 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 12 DL + EWP '1.73 -3.17 ID Load Case DL DEAD LOAD CLL COLLATERAL LOAD LL LIVE LOAD WLL WIND LOAD LEFT WLR WIND LOAD RIGHT EQ SEISMIC LOAD SLL MIN SNOW LOAD LEFT SLR MIN SNOW LOAD RIGHT EWP EW WIND PRESSURE EWS EW WIND SUCTION PDE P Delta Unit Story S 1H 0.94 .•1.27 3.05 -8.54 2.99 -1.61 1.52 1.52 0.79 0."79 0.00 5H F R A M E D E S I G N - R E A C T I O•N S 0.00 34.89 DATE: 02/06/01 -0.51 -11.42 -6.33 7.49 -5.82 11.42 CADDS TIME: 03:18 PM 8.78 -2.38 15.45 -0.99 6.67 2.38 PAGE:F 34 -----------------------------.------------------------------------------------------------------------------------------------------ -4.18 8.43 -9.50 11.42 -13.68 -1.46 -1.69 .ORDER # 070094 BUILDER.- NORTH VALLEY READY MIX 7.38 BLDR ORDER # 01-07 BLDRACCOUNT # i:20-04-007-90 BLDR CONTACT - BOB PARSONS, BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP -'Visalia -6.84 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) '=(SLOPE) -13.68 DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF ----------------------------------------------------------------------------------------------------------------------------------- 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12,1-,.'" POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to•Right V 2---3---4 V KIPS Vertical Force Up.• +---H Z ** P Delta Analysis Performed.** No. Loading Combination 1H 1V 1 DL + CLL + LL 5.26 17.44 2 DL + WLL -7.60 -5.82 3 DL + WLR 3:93 -0.51 4 D+CLL+EQL/1:4 1.04 6.67 5 D+CLL+EQR/1.4 3.37 8.78 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 12 DL + EWP '1.73 -3.17 ID Load Case DL DEAD LOAD CLL COLLATERAL LOAD LL LIVE LOAD WLL WIND LOAD LEFT WLR WIND LOAD RIGHT EQ SEISMIC LOAD SLL MIN SNOW LOAD LEFT SLR MIN SNOW LOAD RIGHT EWP EW WIND PRESSURE EWS EW WIND SUCTION PDE P Delta Unit Story S 1H 0.94 .•1.27 3.05 -8.54 2.99 -1.61 1.52 1.52 0.79 0."79 0.00 5H 5V Sum H Sum V -5.26 17.44 0.00 34.89 -3.82 -0.51 -11.42 -6.33 7.49 -5.82 11.42 -6.33 -3.42 8.78 -2.38 15.45 -0.99 6.67 2.38 15.45 -1.73 -3.17 0.00 -6.33 iv 5H 5V Sum H Sum V 3.67 -0.94 3.67 0.00 7.35 4.05 -1.27 4.05 0.00 8.10 9.72 -3.05 9.72 0.00 19:44 -9.50 -2.88 -4.18 -11.42 -13.68 -4.18 8.43 -9.50 11.42 -13.68 -1.46 -1.69 1.46 -3.30 0.00 7.38 -1.52 2.34 0.00 9.72 2.34 -1.52 7.38 0.00 9.72 -6.84 -0.79 -6.84 0.00 -13.68 -6.84 -0.79 -6.84 0.00 -13.68 -0.44 0.00 0.44 0.00 0.00 MEMBER F INAL FRAME DESIGN - S T R E S S S U M M A R Y FORCE MOMENT DATE: 02/06/01 LENGTH YIELD NO. .-.MAX SEG DEPTH AT CADDS TIME: 03:18 PM =------------------ STRESS SEGS SIZE START PAGE:F 35 ------------------------------ ORDER # 070094 =------------------------- BUILDER'- NORTH VALLEY READY MIX -------------------------------------------------------- BLDR ORDER # 01-07 BLDR ACCOUNT # •20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND; INC. ENGR GRP - Visalia 2.*- 3 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) YIELD DESIGN SYSTEM FRAME --------------------- # .4 DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------- 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 STRESS MEMBER NO. 1 JOINT 1 - 2 FORCE MOMENT ---------------------------------- SECT. LENGTH YIELD NO. .-.MAX SEG DEPTH AT DEPTH AT NO. (FT) STRESS SEGS SIZE START END OUTER FL 1 15.00 55. 3 5.00 FT 8.00 IN 20.00 IN 10.000 X 2 9.76 55. 2 4.88 FT 20.00 IN 20.00 IN 10.000 X CONTROLLING ACTIONS WEB COMB. STRESS LOAD _ THK. INNER FL. RATIO COND 375 .120 10.000 X .375 0.554 1 375 .120 10.000 X .375 0.840 1 ---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 17.31 -841.92 1.76 -10.61 -10.61 11.30 33.00 23.67 2 16.82 -1457.56 '1.71 -18.37 -18.37 11.30 33.00 23.67 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 9.98 55.• 3 :•.' 5.00 FT 20.00 IN 20.00 IN 6.000 X .313 .219 2 20.02 55. 5 :*,5.00 FT 20.00 IN 20.00 IN 6.000 X .313 .140 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES- ---ALLOWABLE STRESSES--- SECT. FORCE MOMENT ' AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 5.90 -1379.75 '0.74 -27.78 -27.78 33.00 33.00 32.57 2 5.34 1127.91 0.82 25.37 26.53 33.00 31.41 33.00 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND -4.69 7.76 0.604 1 -5.26 7.75 0.678 1 COMB. STRESS LOAD INNER FL. RATIO COND 6.000 X .313' 0.875•. 1 6.000 X .313 0.833; 1 --------------SHEAR-------------- FORCE ALLOW STRESS "`LOAD (KIPS) (KIPS) RATIO 'COND 15.36 46.53 0.330 1 10.10 12.16 0.831 1 FIN -AL FRAME DESIGN - S T R E S S S U M M A R Y DATE: 02/06/01 •,�CADDS TIME: 03:18 PM PAGE:F 36 ------------------------------------------------------------------------------------------------ ORDER # 070094 - BUILDER'..- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT #: 20-04-007-90 BLDR CONTACT - BOB PARSONS ';,, BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH). (HEIGHT) (LIVE) (WIND) (CODE/YEAR) „(SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF .60'-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 9.98 55. 3 5.00 FT 20.00 IN 20.00 IN 6.000 X .313 .219 6:.000 X .313 0.875 1 , 2 20.02 55. 5 5.00 FT 20.00 IN 20.00 IN 6.000 X .313 .140 6.000 X .313 0.833 1 CONTROLLING ACTIONS JOINT 5'-, 4 . (KIPS) ---------------------------------- SECT: LENGTH ---AXIAL--- -=-MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) .(KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 5.90 :1379.75 0.74 -27.78 -27.78 33.00 33.00 32.57 2 5.34 1127.91 0.82 25.37 26.53 33.00 31.41 33.00 MEMBER NO. 4 JOINT 5'-, 4 . (KIPS) ---------------------------------- SECT: LENGTH YIELD NO.', MAX SEG DEPTH AT NO. (FT) STRESS SEGS' SIZE START 1 15.00 55. 3: 5.00 FT 8.00 IN 2 9.76 55. 3;,; 5.00 FT 20.00 IN CONTROLLING ACTIONS DEPTH AT WEB END OUTER FL. THK -------------- SHEAR ---------_---- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO .COND 15.36 46.53 0.330 1 10.10 12.16 0.831 1 COMB. STRESS LOAD INNER FL. RATIO`:, GOND..' 20.00 IN 10.000 X .375 .120 10.000 X .375 0.455 1 20.00 IN 10.000 X .375 .120 10.000 X .375 0.746 1 ---AXIAL--- ALLOW ---MAXIMUM STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI NO. (KIPS) (IN -KIP) ;(KSI) (KSI) (KSI) 1 17.31 -841.92, • 1.76 -10.61 -10.61 2 16.75 -1457.56 1.71 -18.37 -18.37 ---ALLOWABLE STRESSES --- FA FBO FBI (KSI) (KSI) (KSI) 33.00 33.00 26.45 33.00 33.00 26.45 -=------------SHEAR-------------- FORCE ALLOW STRESS .-.LOAD (KIPS) (KIPS) RATIO ,COND -4.69 7.76 0.604 '`. 1 -5.26 7.75 0.678 1 ** P Delta Analysis Performed.** No. Loading Combination Cd 2H 1.DL + CLL + LL N -0.119 2 DL + WLL N FRAME DES IGN - J O I N T D E F L E.0 T I O N S 4 D+CLL+EQL/1.4 DATE: 02/06/01 1.363 5 D+CLL+EQR/1.4 N =1.463 CADDS TIME: 03:18 PM N 0.194 PAGE:F 37 ------------------------------=---------------------------------------------------------------------------------------------------- ORDER # 070094 BUILDER;- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP -.Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 .'DESCRIPTION --------------------------- -------------------------------------------------------------------------------==-------=--=----------- LRF 60'-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---4 V INCHES Vertical Deflection Up +---H / 1 5 z ** P Delta Analysis Performed.** No. Loading Combination Cd 2H 1.DL + CLL + LL N -0.119 2 DL + WLL N ' '3.675 3 DL + WLR N -3.690 4 D+CLL+EQL/1.4 N' 1.363 5 D+CLL+EQR/1.4 N =1.463 12 DL + EWP N 0.194 2V 3H 3V 4H 4V -0.017 0.000 -3.109 0.119 -0.017 -0.067 3.646 0.664 3.622 0.074 0.075 -3.720 0.821 -3.756 -0.069 -0.035 1.412 -1.304 1.463 0.020 0.020 -1.412 -1.301 -1.363 -0.035 0.000 0.176 0.631 0.158 0.007 F R A M E D E S I G N - M E M B E R D E F L E C T I O N S DATE: 02/06/01 CADDS TIME: 03:18 PM PAGE:F 38 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070094 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT,# 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC: ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF 60'-0" 27'-4" 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.;•-DEFL PT DEFL PT DEFL PT DEFL 1 DL + CLL + LL 4 -0.531 11 -3.109 11 -3.109 4 0.529 2 DL + WLL .8 3.675 11 0.664 7 0.969 9 3.622 3 DL + WLR 8 -3.690 7 1.102 11 0.821 9 -3.756 4 D+CLL+EQL/1.4 8 1.363 9 -1.322 11 -1.304 9 1.463 5 D+CLL+EQR/1.4 8 -1.463 11 -1.301 9 -1.319 9 -1.363 12 DL + EWP 6' '0.243 11 0.631 11 0.631 9 0.158 F I N A L F R AM E D E S I G N - F R A M E L A Y O U T DATE: 02/06/01 1CADDS TIME: 03:18 PM --------------------------------------------------- ORDER # 070094 BUILDER•- ------------------------------------------------------------------------------- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # .20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF 60'-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 _. 30.000 FT. DIST. TO RIDGE = 30.000 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 = 60.000 FT. -R- OV80362 OV80362 0 0 V V 8 8 0 0 3 3 6 6 0 0 1 SPLICE DESIGN - CONTENTS' DATE: 02/06/01 CADDS TIME: 03:18 PM -----------------------------------------------------------------------------------------------------------------------=----------- S ' ORDER # 070094 BUILDER:- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ---------------------=---=---==--------------------------------------------------------------------------------------=------------- BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP —.Visalia (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE/YEAR) (SLOPE) (UNIT) (FRAMELINES) PAGE NO. DESIGN FRAME # 1 EXDS 60'-0" 27'-4" ------ 20 PSF ------ 80 MPH ------------------ UBC 97 .50 ------ TO 12 1 ------------ FEW,REW ... -------- " S 1 DESIGN FRAME # 4 LRF 60:-0" 27'-4" 20 PSF 80 MPH UBC 97 .50 TO 12 1 02, 03,04 513 REPORTS SELECTED COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT,SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS' WELD INFORMATION BOLTS / SPLICEJLATE INFORMATION S P L I C E D E S I G N - C O V E R S H E E T SPL DATE: 02/06/01 SEQ Connection.' GROUP INFORMATION ASSEMBLY INFORMATION CADDS TIME: 03:18 PM NUM Description. I NUM Connection Plate Opt I NUM Stiffener Opt Weld Opt. PAGES 2 ---------------------------- ----------------------------------------------------------------------------------------.---;------------ ORDER # 070094 BUILDER,- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR--ACCOUNT #.•'20-04-007-90 03 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP -.Visalia 2 Int. Col. to Roof Bm (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EXDS 60'-0" - 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 ------------------------------------------------------------------------------------------------------------=---------------------- RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES 02 STRESS RATIO LIMIT 1.030 REPORTS SELECTED COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT,SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS' WELD INFORMATION BOLTS / SPLICEJLATE INFORMATION SPLICES SELECTED SPL MEMB SEQ Connection.' GROUP INFORMATION ASSEMBLY INFORMATION NUM NUM NUM Description. I NUM Connection Plate Opt I NUM Stiffener Opt Weld Opt. --- --- --- ----==-----=-------- + - - ----------------------- - - - - =- +- - - - - -- -- ----------- - - - - -- ------------------------ 1 03 1 Pinned Base Plate 1 Analysis Only OV80358 01 Full Optimization Design w/ Combined Welds 2 03 2 Int. Col. to Roof Bm 2 Optimization w/ Std Plates OV80358 02 Full Optimization Design w/ Combined Welds Column Dimensions at Connection Flg. to Flg. Dimension 12.000" Offset from Structure Line'.•. 1.000" Adjacent Depth Change Information Distance to Depth Change-- 271- 7.000" Flg. to Flg. Dimension; 12.000" Adj. P1. Angle (Degrees) 0.000 .S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/06/01 CADDS TIME: 03:18 PM •.PAGE:S 3 ------------------------- ORDER # 070094 -------------------------------------------------------------------=-------------------------------------- BUILDER:- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT #'-20-04-007-90 BLDR CONTACT - BOB PARSONS ;"; BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) .(HEIGHT) (LIVE) (WIND) (CODE/YEAR) '(SLOPE) DESIGN SYSTEM FRAME #, 1 '•DESCRIPTION EXDS 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12,x. SPLICE # 01 -------------------------=---------------------------------------------------------------------------------------------=----------- ,-`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 + EWP Std Des 0.41 1.53 0.00 1.33 N 2 DL + EWS Std Des 0.41 -1.34 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-- 271- 7.000" 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: 02/06/01 CADDS TIME: 03:18 PM -------------------------------------------------------------------------=------------------------------------------------------=-- PAGES 4 ORDER # 070094 BUILDER•- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # '20-04-007-90 BLDR CONTACT - BOB PARSONS•. BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP -•Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EXDS 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12;'!;:" SPLICE # 01 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 0.002 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 0.005 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.003 •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: 02/06/01 CADDS TIME: 03:18 PM PAGES 5 -----------------------------7------------------------------------------------------------------------------=-------- =------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR'ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP -.Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) ::(SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EXDS 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 500 TO 12 SPLICE # 01 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 NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 ----------------=------------- (Kips per Bolt) COLUMN SIDE 1 Total Section is in Compression 2 ;Total Section is in Compression SHEAR TENSION fv Act. Fv All., ft Act.. Ft All. (Ksi) (Ksi) (Ksi). .. (Ksi) 0.747 13.329 0.000 26.659 0.640 13.329 0.000r 26.659 OUTSIDE FLANGE 0.250 X 6.000 MAIN WEB 0.120 -+---------- 3.000" 4.000" 12.000" 5.500" —._ --------------- +- 4.000"-+ 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 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: 02/06/01 `.CARDS TIME: 03:18 PM 0 .PAGE:S 6 -----------------------------------------------------------------------------------------------------------=-=--------=-=---------- ORDER # 070094 BUILDER•- NORTH -VALLEY READY MIX 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 # 1 DESCRIPTION EXDS 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 :500 TO 12 SPLICE # 01 ---------------------------- 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 6.000 MAIN WEB 0.120 -+---------- 3.000" 4.000" 12.000" 5.500" —._ --------------- +- 4.000"-+ 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 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 0 R M A T.I O N DATE: 02/06/01 CADDS TIME: 03:18 PM PAGES 7 ---------------------------=-------------------------------------------------------------------7----------------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # •20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP -.Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE)' (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EXDS 60'-0° 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12.; SPLICE # 01 '4`',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 GOND ------ Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange 0.250 X 6.000 INNER 1 Main Flange 0.250 X 6.000 DESCRIPTION COLUMN SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 1 Main Flange Flange to Splice Plate INNER 1 'Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION Main Web Web to Splice Plate W E B P L A T E S PART NO. SIZE T X W X OL X IL ------------- Inches -------------- 0.120 FULL STRENGTH 0.000 0.00 43.99 0.09 65.98 0.001 1 0.500 0.00 43.99 0.09 65.98`:.0.001 1 ------------------ MAXIMUM STRESSES ------------------- -- SHEAR --- - TENSION - COMPRESSION CSR LOAD ACT. ALLOW ACT. ALLOW ACT. ALLOW COND (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) SHEAR ALLOW: CSR 1.04 29.33 0.00 43.99 0.09. 65.98:0.035. 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 1/8" 0.00 2.47, 0.000 1 1/8" 0.00 2.47 0.000 1 W E L D I N F O R M A T I O N W E B P L A T E S ----- -------------------- WELD SIZE ------------------------.- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW: CSR LOAD Near S. Far S. Near Side Far'Side- (k/in) (k/in) (k/in)';, COND 1/8" 0.12 2.47 0.050 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: 02/06/01 CADDS TIME: 03:18 PM PAGE:S 8 -------------------------------------------------------------------------------------------------------------------=--------------- -ORDER # 070094 BUILDER - NORTH VALLEY READY MIX . BLDR ORDER # 01-07 BLDR ACCOUNT # •20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EXDS 60'-0" •27'-4" 20 PSF 80 MPH UBC 97 :500 TO 12 SPLICE # 02 -------------------------- =-------------- STYPE Interior =------------------------------------------------------------------- Col to Roof Bm SUBTYPE EX Post Top Clip ----------------------- LOAD DESCRIPTIONDESIGN AXIAL SHEAR ADJ MOM ALLOW MOM STRESS MEMBER NO ------------------------ CATEGORY =------- (kips) ------- (kips) (in -k) ----------------------- (in -k) FACTOR ------ STRENGTH -------- 1 DL + EWP Std Des 3.28 0.04 0.00 589.71 1.33 N 2 DL + EWS Std Des -2.87 0.04 0.00 589.71 1.33 N P A R T D I M E.N S I O N S Endwall EW Post Post Top Clip Dimensions at Connection Flg. to Flg. Dimension 12.000" 6.000" Part Slope 0.500 TO 12 Orientation Ridge Main Flange Dimensions Outer Flange Width 6.000" Thickness 0.250" Inner Flange Width 6.000" Thickness 0.250" Adjacent Depth Change Information Distance to Depth Change 01- 0.000" 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: 02/06/01 :,CADDS TIME: 03:18 PM PAGES 9 -----------------------------=--------------------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX ----------------------------------- BLDR ORDER # 01-07 ---------------=------------ BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296" PROJ NAME - FTC ALMOND,• INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 ,•.DESCRIPTION EXDS 60'-0" 27'-4""."" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 02 :.TYPE Interior Col ------------------------------ ------------------------------------- to Roof Bm -------------------------------------------- SUBTYPE EX Post Top Clip..: =--------- =------------ S P L I C E P L A T E , PLATE TYPE FLANGE PLATE PLATE WIDTH 6.000" PLATE LENGTH 6.000" PLATE THICKNESS 0.250" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.195 CONTROLLING COND. 2 CONTROLLING LOCATION Inner Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 0:625" BOLT GAGES - INNER: 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 0.000" INNER 1 2 0.000" P 0 S T T 0 P C L I P SHEAR FORCE IN BOLTS 2.459 kips CONNECTION DETAIL NO.: E148 USE (1) PART NO..0543354••AND (1) PART NO. 0543355 16.5 kips '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: 02/06/01 CADDS TIME: 03:18 PM : PAGE:S 10 --------------------------------------------------------=---------------------------------------=---------------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS, BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 `DESCRIPTION EXDS 60'-0" 27'-4" 20 PSF 80 MPH UBC" 97 ..500 TO 12 SPLICE # 02 ---------------------=------ •TYPE Interior Col -=----------------------------------------------------------------------------------------------------- to Roof Bm SUBTYPE EX.Post Top Clip B 0 L T L O A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2.. OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All".' ft Act. Ft All. ------------------------------ (Kips per Bolt) ------"----=------------------- (Ksi) (Ksi) .. (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.033 27.992 0.000•.`58.651 2 0.717 0.717 0.033 27.992 2.3381. 58.651 MAIN WEB 0.120 3A 100" 1.500" - + - - - - - - - - - - - - - W o W o W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W 0 W o W A W A - - - - - - - V- - - - - - - - - - - - -V - - - - - - - S P L I C E D E S I G N - L A Y O U T S K E T CIH :k•. "` DATE: 02/06/01 `' t CADDS TIME: 03:18 PM PAGE: 11 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070094 BUILDER— NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT #' 20-04-007-90 BLDR CONTACT - BOB PARSONS =' BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP -,Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) .(CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 '••DESCRIPTION EXDS 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12' SPLICE # 02 ", TYPE Interior Col to Roof Bm SUBTYPE EX Post Top Clip . --------------------------- =------------------------------------------------------------------------------- =----------------------- �...' COLUMN BOLTS: 0.625" DIA A325 NO WASHERS USE EXIST. FLG.: 6.000" X 0.250" TOP CLIP DETAIL: E148;'"i +- 3.000"-+ t-+---- - - - - - + - -- ----------------------------- 1.500" i W MAIN WEB 0.120 3A 100" 1.500" - + - - - - - - - - - - - - - W o W o W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W 0 W o W A W A - - - - - - - V- - - - - - - - - - - - -V - - - - - - - S P L I C E• D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/06/01 •_;'CADDS TIME: 03:18 PM ---=--------------- PAGES 12 -------------------------- 7------------------------------------------------------------------------ ORDER # 070094 BUILDER.= NORTH VALLEY READY MIX BLDR ORDER # 01-07 =------------ BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS:;.. BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EXDS 60'-0" 27'-4" 20 PSF 80 MPH UBC . 97 .500 TO 12 SPLICE # 02 . TYPE : Interior Col to Roof Bm SUBTYPE : EX Post Top Clip W E B P L A T E S ---------------=---MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ---=--------- Inches -------------- (Ksi) (Ksi) (KSi) (Ksi) (Ksi) (Ksi),: COLUMN SIDE Main Web 0.120 0.06 29.33 3.99 43.99 4.55 65.98-< 0.090 2 W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION. ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Inner Flange 1/8" 1/8" 0.48 7.42 0.064 2 S P L I C E D E S I G N DATE: 02/06/01 CARDS TIME: 03:18 PM PAGES 13 ---------------------------------- ORDER # 070094 BUILDER.- NORTH VALLEY READY --------------------------------------------------------------------- MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS''I. BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR.GRP - :Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) .(CODE/YEAR) •-(SLOPE) DESIGN SYSTEM FRAME # 4 • DESCRIPTION LRF -----------------------------------------------------------------------------------------------------------=----------------------- 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 500 TO 12 1. SPLICES SELECTED SPL MEMB S P L I C E D E S I G N - C 0 V E R S H E E T DATE: 02/06/01 ; NUM NUM CADDS TIME: 03:18 PM I NUM Connection Plate Opt I NUM Stiffener Opt PAGE:S 14 ------------------------- ORDER # 070094 --------------------------------------------------------------------------------------------------------- BUILDER -.NORTH VALLEY READY MIX =-----=------------- BLDR ORDER # 01-07 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 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) OV80360 DESIGN SYSTEM FRAME # 4 ' DESCRIPTION LRF '60'-0" 27!-4" 20 PSF 80 MPH UBC 97 ,(SLOPE) .500 TO 12'=:': --------------------------------------------------------- 2 01 --------------------------------------------------------------- RUN OPTIONS AND INFORMATION 4 ----------- Plates SOURCING PLANT' 04 - VISALIA Full'Optimization Design w/ Combined QUANTITY OF LIKE FRAMES 04 STRESS RATIO LIMIT 1.030 Full Optimization Design w/ Combined.Welds 3 04 1 REPORTS SELECTED 3 Analysis Only COVER SHEET. 01 Full Optimization BOLT LOADS / ALLOWABLES w/ Combined Welds SIGN CONVENTIONS 04 2 Knee Splice LAYOUT SKETCH Optimization w/ Std Plates OV80360 APPLIED LOADS SUMMARY Full Optimization Design FLANGE / WEB PLATE INFORMATION Combined Welds PART DIMENSIONS -,WELD INFORMATION OVS0362 01 BOLTS / SPLICE.PLATE INFORMATION Optimization Design w/ Combined Welds SPLICES SELECTED SPL MEMB SEQ Connection GROUP INFORMATION ASSEMBLY,INFORMATION NUM NUM NUM Description I NUM Connection Plate Opt I NUM Stiffener Opt .. Weld Opt --- --- --- =-----=------------- + ---- --------------------------- + ------- -- ----------------- ------------------------ 1 01 1 Pinned Base Plate 3 Analysis Only OV80360 01 Full Optimization Design w/ Combined Welds 2 01 2 Knee Splice.:, 4 Optimization w/ Std Plates OV80360 02 Full'Optimization Design w/ Combined Welds OV80362 01 Full Optimization Design w/ Combined.Welds 3 04 1 Pinned Base Plate 3 Analysis Only OV80360 01 Full Optimization Design w/ Combined Welds 4 04 2 Knee Splice 4 Optimization w/ Std Plates OV80360 02 Full Optimization Design w/ Combined Welds OVS0362 01 Full Optimization Design w/ Combined Welds 5 02 1 Ridge 5 Optimization w/ Std Plates OV80362 02 Full Optimization Design w/ Combined Welds OV80362 02 Full Optimization Design w/ Combined Welds • i . 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: 02/06/01 CADDS TIME: 03:18 PM PAGE:S 15 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070094 BUILDER.- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # `20-04-0077,90 BLDR CONTACT - BOB PARSONS • BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF 60'-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 17.44 -5.26, 0.00 1.00 N 2 DL + WLL Std Des -5.82 7.60 0.00 1.33 N 3 DL + WLR Std Des -0.58 -3.93 0.00 1.33 N 4 D+CLL+EQL/1.4 Std Des 6.67 -1.04 0.00 1.33 N 5 D+CLL+EQR/1.4 Std Des 8.78 -3.37 .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.SOEQL 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 -3.27 -1.72 0.00 1.33 N P A R T D I M E N S I O N S Dimensions at Connection Flg. to Flg. Dimension Offset from Structure Line Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) Column 8.000" 8.000" 151- 0.000" 20.000" 0.000 S P L I C E D E S I G N - B 0 L T S / S P L I -C E P L A T E DATE: 02/06/01 CADDS TIME: 03:18 PM .:PAGE:S 16 ------------------------------------------------------------------------------------------------------------------------=---------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP -.Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF 60'-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 0036401 ORIENTATION NORMAL PLATE WIDTH 9.000" PLATE LENGTH 9.000" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.500" DESIGN STRESS RATIO 0.093 CONTROLLING GOND. 2 CONTROLLING LOCATION Inner Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 1.000" BOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 2.500" INNER 1 2 2.500" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 121.000 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.345 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.870 KSI CONCRETE STRESS RATIO 0.184 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: 02/06/01 .CADDS TIME: 03:18 PM PAGES 17 ----------------------------------------------------------------------------------------------------------=-=----------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20=04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENOR GRP - Visalia . (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF 60'-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 SHEAR TENSION fv Act. Fv All. B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE (Kai) 0.000 10.000 0.000 ; 20.000 INNER EDGE NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 , 26.659 -------------------=---------- 13.329'•,, 0.000;•,' (Kips per Bolt) ------------------------------ 13.329 COLUMN SIDE 1 -Total Section is in Compression 2 1.455 1.456 3 0.144 0.145.. 4 Total Section is in Compression 5 Total Section is in Compression 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 0.816 0.817 SHEAR TENSION fv Act. Fv All. ft Act.•:. Ft All. (Ksi) (Ksi) (Ksi)• (Kai) 0.000 10.000 0.000 ; 20.000 2.419 13.329 1.854 :'""26.659 1.250 13.329',,., 0. 184 ..' , 26.659 0.000 13.329'•,, 0.000;•,' 26.659 0.000 13.329 0.000:= 26.659 0.548 13.329 1.040 26.659 r. 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: 02/06/01 CADDS TIME: 03:18 PM PAGE:S 18 ------------------------------------------------------------------------------------------------------------=---------------------- ORDER # 070094 BUILDER•- NORTH VALLEY READY MIX . BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF 60'-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 0036401 COLUMN' BOLTS: 1.000" DIA A307.NO WASHERS 9.000" X . 9.000" X 0.500" 0.500" ----+---------- OUTSIDE FLANGE 2.500" 0.375 X 10.000 is ~ MAIN WEB 0.120 c•' INSIDE FLANGE #. 0.375 X 10.000 t� N ,3 4.1 l00" 8.! —t--- 2.500" 1 J -I---------- +- 4.000"-+ ---- ----------------------------- FFFFFFFFFFFFFFFFFFFFFFF W 0 W o W W W W W W W W W W W W W W W W >00" W W W W W W W W W W W W W W W W W W W 0 W 0 W FFFFFFF.'FFFFFFFFFFFFFFF ----------------------------- 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: 02/06/01 CARDS TIME: 03:18 PM `PAGE:S 19 -------------------------------=--------------------------------------------------------------------------------------------------- ORDER # 070094 BUILDER— NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME.# 4 . DESCRIPTION LRF 60'-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.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange 0.375 X 10.000 0.500 0.48 43.99 2.29 .49.50 70.046 1 INNER 1 Main Flange 0.375 X 10.000 0.500 0.48 43.99 2.29 49.50,.•0.046 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------- -------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW. ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web 0.120 8.74 29.33 2.95 43.99 2.29 49.50 0.298 2 W E L D I N F O R M A T I.0 N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL' ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face. Win) Win) (k/ in) COND OUTER 1 Main Flange Flange to Splice Plate 3/16" 0.18 5.57:. 0.033 2 INNER 1 Main Flange Flange to Splice Plate 3/16" 0.18 5.57 0.033 2 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 FarSide(k/in) Win) Win)<` COND Main Web Web to Splice Plate _ 1/8" 1/8" 0.35 1.05 5.40 •0.205 2 S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y DATE: 02/06/01 CADDS TIME: 03:18 PM • PAGE:S 20 -----------------------------------------------------------------7---------------------------------------------------------------- ORDER # 070094 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT #;-''20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP --,Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF 60'-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 -50% MOMENT CAPACITY Std Des 0.00 0.00 -819.52 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 819.52 1.00 N 1 DL + CLL + LL '-Std Des 16.82 -5.26 -1457.56 1.00 N 2 DL + WLL Std Des -6:64 4.09 1179.93 1.33 N 3 DL + WLR Std Des -1.32 -1.73 -517.72 1.33 N 4 D+CLL+EQL/1.4 Std Des 6.05 -1.04 -271.13 1.33 N 5 D+CLL+EQR/1.4 Std Des '8.15 -3.37 -949.02 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 3.00 2.31 708.04 1.70 Y 11 DL+CL+2.80EQR Conns 11.20 -6.73 -1928.19 1.70 Y 12 DL + EWP Std Des -3.98 1.35 381.70 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 20.000" 20.000" 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 6.000" Thickness 0.313" Inner Flange Width 6.000" Thickness 0.313" Adjacent Depth Change Information Distance to Depth Change... 91- 9.149" 271- 8.833" Flg. to Flg. Dimension 20.000" 20.000" 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: 02/06/01 'CARDS TIME: 03:18 PM ---------------- -- PAGE:S 21 I ------------------------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX --- --- - - ----------- BLDR ORDER --------- # 01-07 ------------- -----------------=---------- BLDR ACCOUNT # '20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC -ALMOND, INC. ENbR GRP -.Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF 60'-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-•=Iioriz S P L I C E P L A T E BOTH SIDES PLATE TYPE CUSTOM ,. PART NUMBER OV80360-02 ORIENTATION NORMAL PLATE WIDTH 10.000" PLATE LENGTH 27.875" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.600 CONTROLLING COND. 1 CONTROLLING LOCATION Side 2 Outer Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER '0.750" BOLT GAGES - INNER: 3.250" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.875" INNER 2 2 6.375" 4.500" OUTER 2 2 6.375" 4.500" INNER 1 2 1.875" W E B S H E A R NO STIFFENERS ARE REQUIRED.FOR WEB SHEAR S P L I C E D E S I G N - B 0 L T L 0 A D S / A L L 0 W A B L E S DATE: 02/06/01 CADDS TIME: 03:18 PM F PAGE:S 22 ------------------------- ORDER # 070094 ------------------------------------------------------------------------------------------------------ BUILDER- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) :(SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF 60'-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 B 0 L T L O A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4- INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE -50% 9.849 7.489'. 0.000 0.000 0.000 21.000 22.295 44.000 +50% 0.000 0.000; 7.585 10.113 0.000 21.000 22.890 44.000 1 15.800 ].1.735 0.000 0.000 1.486 21.000 35.763. .43.889 2 0.000 0.000 11.987 15.829 1.157 27.992 35.829 58.601 3 6.358 4.857 0.000 0.000 0.489 27.992 14.393 58.643 4 2.647 1.913 0.000 0.000 0.295 27.992 5.991 58.648 5 10.571 7.902 0.000 0.000 0.953 27.992 23.928 58.617 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 6.132 8.225 0.654 23.204 18.617 56.083 11 22.025 16.560_% 0.000 0.000 1.903 23.204 49.854: 55.958 12 0.000 0.000 4.177 5.475 0.382 27.992 12.394',' 58.646 B 0 L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE -50% 10.182 1.555 0.000 0.000 0.000 21.000- 23.047. 44.000 +50% 0.000 0.000 7.557 10.209 0.000 21.000 , 23.108 44.000 1 16.576 11:981 0.000 0.000 1.486 21.000 37.520 43.889 2 0.000 0.000 11.952 15.968 1.157 27.992. 36.143 58.601 3 6.555 4.890 0.000 0.000 0.489 27.992 14.838 58.643 4 2.828 1.986 0.000 0.000 0.295 27.992 6.401 58.648 5 11.044 8.039 0.000 0.000 0.953 27.992• 24.998 58.617 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 6.049 8.251 0.654 23.204 18.677 •: 56.083 11 22.926 16.797 0.000 0.000 1.903 23:204 51.893 55.958 12 0.000 0.000` 4.164 5.518 0.382 27.992 12.496 58.646 OUTER HAMMERHEAD FLANGE 0030924 0.375 X 7.000 X 6.000 OUTER HAMMERHEAD GUSSET 0030925 0.250 X 7.500 X 6.000 X 10.000 OUTSIDE FLANGE 0.375 X 10.000 MAIN WEB 0.120 INSIDE FLANGE 0.375 X 10.000 -+---------+--- 1.875" .7.875" 4.500" 15.125" 20.000" 4.500" 1.875" 1 _I -+---------- +- 3.250"-+ ----------------------------- HFHFHFHFHFHEFEFEFEFEFEF W o W o W W W o W o W FFFFFFFFFFFF 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 W W o W o W FFFFFFFFFFFFMSMSMSMSMSM ----------------------------- - - -.L- END FLANGE " 0.375 X 6.000 X 18.500 t 27.875" MAIN WEB 0.219 MAIN STIFFENER 0.375 X 3.000 X 19.250 NS/FS S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/06/01 CARDS TIME: 03:18 PM PAGES 23 -------------------------------------------------- ORDER # 070094 BUILDER = NORTH VALLEY READY ------------------ MIX ------------ BLUR ORDER ----------- # 01-07 . ------------ ------------ BLDR•ACCOUNT ------•---------- #''20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP -•Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) "(SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 y SPLICE # 02 ------7------------------=-=------------------------------------------------------------------------------------------------------- .,TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row.Outer Hmhd - Horiz SPLICE PLATE OV80360=02 COLUMN SIDE -T> <-- ROOF BEAM SIDE BOLTS: 0.750" DIA A325 NO WASHERS 10.000" X 27.875" X 0.500" OUTER HAMMERHEAD FLANGE 0030924 0.375 X 7.000 X 6.000 OUTER HAMMERHEAD GUSSET 0030925 0.250 X 7.500 X 6.000 X 10.000 OUTSIDE FLANGE 0.375 X 10.000 MAIN WEB 0.120 INSIDE FLANGE 0.375 X 10.000 -+---------+--- 1.875" .7.875" 4.500" 15.125" 20.000" 4.500" 1.875" 1 _I -+---------- +- 3.250"-+ ----------------------------- HFHFHFHFHFHEFEFEFEFEFEF W o W o W W W o W o W FFFFFFFFFFFF 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 W W o W o W FFFFFFFFFFFFMSMSMSMSMSM ----------------------------- - - -.L- END FLANGE " 0.375 X 6.000 X 18.500 t 27.875" MAIN WEB 0.219 MAIN STIFFENER 0.375 X 3.000 X 19.250 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 DATE: 02/06/01 CADDS TIME: 03:18 PM PAGE:S 24 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070094 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT V-20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) - DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12'1 SPLICE # 02 ---------------------------- 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 0030924 0.375 X 7.000 X 6.000 0.000 5.60 33.00 14.05 65.98`:0.212 2 OUTER 3 Main Flange 0.375 X 10.000, 7.875 2.94 33.00 0.26 71.53.:;0.089 1 INNER 1 Main Flange 0.375 X 10.000 0.000 4.01 43.99 17.01 49.50, 0.344 1 ROOF BEAM SIDE OUTER 1 End Flange 0.375 X 6.000 X 18.500 0.000 6.99 33.00 15.99 65.98 0.241 2 INNER 1 Main Stiffener 0.375 X 3.000 X 19.250 0.000 6.74 43.99 22.13 49.50 0.446 1 W E B P L A T E S ----------=------- MAXIMUM STRESSES ------- ------------ DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION,,, CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW " COND ---=--------- Inches -------------- (Ksi) (Ksi) (Ksi) .,(Ksi) (Ksi) (Ksi),. COLUMN SIDE Outer Hammerhead Gusset 0030925 0.250 X 7.500 X 6.000 X 10.000 24.59 29.33 17.79 33.00 13.69 65.98 0.838 2 Main Web 0.120 2.23 22.00 41.39 43.99 16.62 49.50 0.940 2 ROOF BEAM SIDE Main Web 0.219 14.55. 17.15 22.69 33.00 22.57 49.50.,. 0.848 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 Hammerhead Flange' Flange to Splice Plate 3/16" 2.17 4.18 0.521 1 OUTER 3 Main Flange Flange to Splice Plate.. 3/16" 1.11 4.18 0.268 1 INNER 1 Main Flange Flange to Splice Plate YES 5/16" U 1/4" 1.52: 16.50 0.092 2 S P L I C E D E S I G N - W E L D I N F 0 R -M A T I 0 N DATE: 02/06/01 CADDS TIME: 03:18 PM =-------------------------------------- PAGES 25 ----------------------------- =--------------- -------------------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY'MIX BLDR ORDER # 01-07 BLDR ACCOUNT #-•20-04-007-90 ----------- BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF 60'-0" 27'-4" 20 PSF 80 MPH. UBC 97 :500TO 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) Win) Win) COND Outer Hammerhead Gusset Gusset to Splice Plate!'. 1/8” 1/8" 6.20 6.34 0.978 11 Gusset to Hammerhead Flange 3/16" 3/16" 6.15 7.42 0.828 2 Gusset to Outer Flange. 3/16" 3/16" 6.16 6.34 0.971 11 Main Web Web to Splice Plate 1/81' 1/8" 4.97 7.42 0.669 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 1 End Flange End Flg to Splice P1 3/16" 2.71 4.18 .0.651 1 End Flg to Outer Flg 3/16" 0.00 2.78. 0.000 1 INNER 1 Main Stiffener Stiffener to Splice Pl,a'.. 3/16" 2.52 5.57 0.454 2 Stiffener to Web Plate 1/8" 1.29 1.86 " 0.697 1 W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ----------=-------------- WELD SIZE ------------------------- =------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW-,', CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win). COND Main Web Web to Splice Plate 3/16". 3/16" 6.96 4.27 8.84 0.924 11 Web to End Flange 1/8" 1.18 2.11 .0.556 11 DATE: 02/06/01 CADDS TIME: 03:18 PM PAGE:S 37 --------------------------=-----------------------------------------------------------------------------7-------------------------- ORDER # 070094 BUILDER - NORTH VALLEY• READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 05 TYPE : Ridge SUBTYPE : O/I Extens - Comp Bm ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION 'DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH -------------------------=---------------------------- ------ -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -740.53 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 740.53 1.00 N 1 DL + CLL + LL Std Des 5.25 -0.22 1124.60 1.00 N 2 DL + WLL Std Des -0.98 -2.62 -247.75 1.33 N 3 DL + WLR Std Des -0.64 2.71 -283.47 1.33 N 4 D+CLL+EQL/1.4 Std Des 2.13 -1.14 473.12 1.33 N 5 D+CLL+EQR/1:4 Std Des 2.28 0.98 472.08 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. it DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -4.71 0.22 -222.21 1.33 N P A R T D I M E N S I O N S Lef t Right Roof Beam Roof Beam Dimensions at Connection Flg. to Flg. Dimension 20.000" 20.000" 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 301- 0.000" 301- 0.000" Flg. to Flg. Dimension 20.000" 20.000" 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: 02/06/01 "`'.CADDS TIME: 03:18 PM �PAGE:S 38 ------------------------------------------------------------ ORDER # 070094 BUILDER•.- NORTH VALLEY READY MIX ---------------------------------------------------------------------- BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INCI ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) •(SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 05 ---------------------------- "TYPE =---------------------------------------------------------------- Ridge SUBTYPE O/I Extens - =------------------------------------- Comp Bm S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042924 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 25.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 2.750" DESIGN STRESS RATIO 0.720 CONTROLLING GOND. 1 CONTROLLING LOCATION Side 1 Inner Flg 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 3.250" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.250" INNER 2 2 4.750" 3.500" OUTER 2 2 4:750" 3.500" INNER 1 2 1.250" 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: 02/06/01 CADDS TIME: 03:18 PM ;:PAGE:S 39 -----------------------------------------=-------------------------------------------------------------------------=--------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # '20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT). (LIVE) (WIND) (CODE/YEAR) `(SLOPE) DESIGN SYSTEM FRAME # 4' DESCRIPTION LRF 60'-0" 27'-4" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 05 .TYPE Ridge SUBTYPE 0/I Extens - Comp Bm ----------------------------- ----------------------------------------------------------------------------------------------------- B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE NO OUTER.1 OUTER 2•. OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 ------------------------------ (Kips per Bolt) ------------------------------ LEFT ROOF BEAM SIDE -50% 11.110 8.144 +50% 0.000 0.000 1 0.000 0.000 2 3.818 2.820- .8203 3 4.341 3.201 4 0.000 0.000 5 0.000 0.000 6 Category 3 Load Combination 7 Category 3 Load Combination 8 Category 4 Load Combination 9 Category 4 Load Combination 10 Category 2 Load Combination 11 Category 2 Load Combination 12 3.893 2.973• 0.000 0.000 8.150 11.121 11.800 16.278 0.000 0.000 0.000 0.000 4.968 6.852 4.950 6.829 SHEAR fv Act. Fv All. (Ksi) (Ksi) 0.000 21.000 0.000 21.000 0.000 21.000 0.752 27.992' 0.758 27.992 0.298 27.992 0.304 27.992" - Does not apply to Splice Design. - Does not apply to Splice Design. - Does not apply to Splice Design. - Does not apply to Splice Design. - Does not apply to this Splice Type. - Does not apply to this Splice Type. 0.000 0.000 0.006 27.992 LOAD OUTER EDGE NO OUTER'l OUTER 2 OUTER 3 ------------------------------ RIGHT ROOF BEAM SIDE TENSION ft Act.,• Ft All. (Ksi). `' (Ksi) 25.148 44.000 25.172 44.000 36.846 44.000 8.643 58.630 9•.826 58.630 15.510,'.58.648 15.459 .'58.648 8:812 58.651 B O L T L O A D S / A L L O W A B L E S INNER EDGE SHEAR TENSION 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). -50w 11.110 8.144 0.000 0.000 0.000 21.000 25.148 44.000 +50% 0.000 0.000.: 8.150 11.121. 0.000 21.000 25.172 . 44.000 1 0.000 0.000 ;: 11.800 16.278 0.000 21.000 36.846 44.000 2 3.818 2.820 ;' 0.000 0.000 0.752 27.992 8.643 58.630 3 4.341 3.201 • 0..000 0.000 0.758 27.992 9.826'. 58.630 4 0.000 0.000 _;`; 4.968 6.852 0:298 27.992 15.510. 58.648 5 0.000 0.000. 4.950 6.829 0.304 27.992. 15.459 .. 58.648 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 3.893 2.973 0.000 0.000' 0.006 27.992 8.812 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: 02/06/01 CADDS TIME: 03:18 PM :,.PAGE:S 40 ----------------------------------------------------------------------------------------------------------- --- -- ------ ORDER # 070094 BUILDER•= NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT #.-,20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP -Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) ;(SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF 60'-0" 27'-4" 20 PSF 80 MPHUBC " 97 .500 TO 12"'- SPLICE 2"'SPLICE # 05 TYPE Ridge SUBTYPE 0/I Extens - Comp Bm ----------------------------------------------=-------------------------------------------------------------=--------=------------- SPLICE PLATE 0042924 LEFT ROOF BEAM SIDE --> <-- RIGHT ROOF BEAM SIDE BOLTS: 0.750" DIA A325 NO WASHERS 8.000" X 25.500" X 0.500" +- 3.250"-+ +---------+-------------------------------- ---+- 1.i50" 2.750" 2.750" ' -+--- 0 0 OUTSIDE FLANGE 3.500" FFFFFFFFFFFFFFFFFFFFFFF OUTSIDE FLANGE 0.313 X 6.000 W 0.313 X 6.000 -;--- O W O MAIN WEB 0.140 INSIDE FLANGE 0.313 X 6.000 20.017" 16.000" 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 o W o W FFFFFFFFFFFFFFFFFFFFFFF 0 o -=-------------------------- 20.1 )17 11 MAIN WEB 0.140 INSIDE FLANGE 0.313 X 6.000 RIGHT ROOF BEAM SIDE OUTER 2 Main Flange INNER 2 Main Flange DESCRIPTION LEFT ROOF BEAM SIDE Main Web RIGHT ROOF BEAM SIDE Main Web LEFT ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate 0.313 X 6.'000 S P L I C E D E S I G N - F L A N G E A N D W E B P L A•T E I N F O R M A T I O N 22.37 33.00 15.84 DATE: 02/06/01 0.678 1 W E B P L A T E S ------------------- WELD SIZE --------------- --- CADDS MAXIMUM STRESSES TIME: 03:18 PM MAXIMUM STRESSES ------------------- PENETRATION"--------- TENSION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION PAGES 41 -----------------------------=----------------------------------------------------------------------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY.MIX ACT. ALLOW ACT. BLDR ORDER # 01-07 10.33 BLDR ACCOUNT #-�20-04-007-90 =----------- BLDR CONTACT - BOB PARSONS (Ksi) BLDR PHONE # 530-345-7296 1 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 24.51 49.50 0.740 1 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4. DESCRIPTION LRF 60'-0" 27'-411 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 05 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ridge SUBTYPE O/I.Extens - Comp Bm F L A N G E P L A T E S ----------- MAXIMUM STRESSES, ----------- .LOCATION, DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION' CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi)..: LEFT ROOF BEAM SIDE OUTER 2 Main Flange 0.313 X 6.000 2.750 15.37 33.00 24.99 49:50 0.504 1 INNER 2 Main Flange 0.313 X 6.000 2.733 22.37 33.00 15.84 49.50 0.678 1 RIGHT ROOF BEAM SIDE OUTER 2 Main Flange INNER 2 Main Flange DESCRIPTION LEFT ROOF BEAM SIDE Main Web RIGHT ROOF BEAM SIDE Main Web LEFT ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate 0.313 X 6.'000 2.750 15.37 33.00 24.99 49.50 0.504 1 0.313 X 6.000 2.733 22.37 33.00 15.84 49.50 0.678 1 W E B P L A T E S ------------------- WELD SIZE --------------- --- -------- MAXIMUM STRESSES ------------------ MAXIMUM STRESSES ------------------- PENETRATION"--------- TENSION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION Out Face In Face. CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW 10.33 COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.694 1 0.140 0.99 29.33 24.41 33.00 24.51 49.50 0.740 1 0.140 FULL STRENGTH YES YES 0.99 29.33 24.41 33.00 •24.51 49.50 0.740 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S ------------------- WELD SIZE --------------- --- -------- MAXIMUM STRESSES -------- ---- FILLET ------------- PENETRATION"--------- TENSION SHEAR ALLOW ;;.•CSR LOAD Out Face In Face Out Face In Face. (k/in) (k/in).(k/in),',: COND 1/4" 1/4" 4.92 10.33 ,`"0.477 r -5096 1/4" 1/4" 7.17 10.33 0.694 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: 02/06/01 CADDS TIME: 03:18 PM PAGES 42 -------------------------=---=-------------------------------------------------------- ORDER # 070094 BUILDER - NORTH VALLEY READY MIX -------------------------------- I BLDR ORDER # 01-07 ------------- BLDR ACCOUNT # :'20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 4 DESCRIPTION LRF 60'-0" 27'-4" 20 PSF 80 MPH. UBC 97 .500 TO 12 '^ SPLICE # 05 --------------------------------------------------------------------7-------------------------------------------------------------- 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 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) GOND Main Web Web to Splice Plate .1/8" 1/8" 3.42 5.57.,` 0.614_ 1 W E L D I N F O R M A T I O N RIGHT ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE------------------- ------�=- MAXIMUM STRESSES`-------- STRENGTH ---- FILLET ---- --------- PENETRATION--------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 1/4" 1/4" 4.92 10.33,0.477 -50% INNER 2 Main Flange Flange to Splice Plate YES 1/4" 1/4" 7.17 10.33 0.694 1 W E L D I N F O R M A T I O N RIGHT ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ---------------------.---- WELD SIZE -----------------=------- -------- MAXIMUM STRESSES-------- - LENGTH - ---- FILLET ---. --------- PENETRATION=-----=-- TENSION SHEAR ALLOW:.., 'CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win)'' COND Main Web Web to Splice Plate 1/8" 1/8" 3.42 5.57 "- 0.614 1