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Home My WebLink About000-000-0053C CUSTOMER:. FTC Almond, INC. LOCATION: Chico, CA. 95973 BUILDER:. North Valley Building Systems BUILDING SIZE UNIT 1: 125x80x27 .LRF BMC ORDER NO.: 04-070093-1 BUILDER ORDER NO: 01--07 DESIGNER: Donald 0. Go, P.E. DATE: 2/8/01 TABLE OF CONTENTS UNIT 1 DESIGN CRITERIA: D1 SPECIFICATIONS: 1 ROOF SECONDARIES: 5 WALL SECONDARIES: 20 ENDWALL STRUCTURALS: 24 LONGITUDINAL BRACING: 26 WALL PANEL: 28 ROOF PANEL: 29 FRAME DESIGN: F1 FRAME CONNECTIONS: S1 1. © /. 4 <000 9LDING DEPARTM 6, ro f) ID,.OVF-D X14161 P #- Butler Manufacturing Company 7440 Doe Avenue BUTLER P.O. Box 1590 Visalia, CA 93279-1590 (559) 651-5369 February 8, 2001 Bob Parsons 125x80x27 LRF 0.5:12 North Valley Building Systems FTC Almond INC. #11 Three Sevens Lane Chico, CA Chico, CA BMC No. 04-070093-1 Builder No. 01-07 To Whom It May Concern: Please accept this letter as our certification that the Butler Mfg. Co. (an AISC Class MB Certified Fabricator) components of the subject building, when ordered in accordance with Butler standards, will be designed in accordance with the 1989 Edition of the AISC Specification for the Design, Fabrication and Erection of Structural Steel and the 1986 Edition of the AISI Specification for the Design of Cold -Formed Steel Structural Members. The basic loads of the subject building meet or exceed the County Climatic Data as published in the 1986 Edition of the MBMA Low Rise Building Systems Manual. Loads applied to the subject building will be in accordance with the 1997 edition of the Uniform Building Code. The subject building will be designed to carry a basic roof live load of 20 pounds per square foot, with an Importance Factor of 1.0, and a collateral load of 5.0 pounds per square foot, in addition to the dead load of the structure. Components are designed for reduced roof live loads in accordance with Section 1607.5 and 1607.6 of the Uniform Building Code. Roof live load for each component is based on the following schedule: Tributary Loaded Area (Sq. Ft.) Design Live Load (p.s.f.) 0 to 200 - 20 psf 200 to 600 16 psf Greater than 600 12 psf The building will be designed for a basic wind speed of 80 M.P.H., exposure factor `B", with an Importance Factor of 1.0. Applied in accordance with Chapter 16 -Division III of the Uniform Building Code. The building will be designed as "enclosed" for wind design. The building will be designed for Seismic Zone 3 in accordance with Chapter 16 -Division IV of the Uniform Building Code with an Importance Factor of 1.0. The soil profile type is SD. 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 dially yours, onald O. Go, P.E. 4) p�—O(Oo Project Engineer �'`•��E DOG: tj ��.�' . ..'i. <' - _ .:. r',K i WN1 DATE: 02/07/01 D E S I G N C R I T E'R I A R E P O R T PD120ODDC TIME: 01:45 PM m PAGE Vl -------- # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 125' 0" 80' oil.27' 0" 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 All cold -formed structural members are designed in accordance with the 1986 edition of the AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. 1.3 All welding shall be done in accordance with the AMERICAN WELDING SOCIETY CODE FOR BUILDING CONSTRUCTION. 2. MATERIAL SPECIFICATIONS (Minimum Fy and Fu in ksi) Built-up Sections matl <=1" thick and <=12" wide .. Fy = 55. Built-up Sections matl >1" thick or >12" wide .. Fy = 50. Wide flange Sections (unless noted) ............... Fy = 36. Cold -formed Members up to .120 thickness .......... Fy = 60. over .120 thickness .......... Fy = 55. Galvanized Material .......... Fy =.42. Brace Rods up to 3/4" diameter Fu = 80. over 3/4" diameter .................... Fu = 70. Roof Cover MR24 24 Gage ................... Fy = 50. Wall Cover SHWAL 26 Gage ' ................... Fy = 50. Wall Cover OPEN --------------------------------------------------------------------- --------------------------------------------------------- 3. SPECIFIED DESIGN LOADS AND BUILDING CODE 3.1 BUILDING CODE: The 1997 edition of the "Uniform Building Code" by the International Conference of Building Officials (ICBO). 3.2 DESIGN LOADS Terrain Cat/Wind Exp B Dead Load 2.7 + Frame Weight Roof Live Load 20 psf Exposure of•Roof Partial Exposed Rf Thermal Condition Normal Collateral Load 5.00 psf Wind Speed 80 mph Seismic Zone 3 Snow Importance Factor 1.000 Wind Importance Factor 1.000 Seismic Importance Factor 1.000 Min County Ground Snow 0 psf Building Use Category 4 (GENERAL USE) DATE: 02/07/01 D E S I G N C R I T E R I A R E P 0 R T PD1200DDC TIME: 01:45 PM PAGE V -----------------------------------------------------------------------------------------------7------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC: ENGR GRP - Visalia COMPLEX --NO .(TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR)-:(SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 125' 0" 80' 0" 27' 0" 20 PSF 80 MPH UBC 97 0.500:12 (COLUMN SHAPE) (COLUMN KNEE) (COLUMN OFFSET) (GIRT DEPTH) ----- LSW: TAPERED ASW: 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 none FEW 20.0 psf BAYS: 1, 2, 3 20.0 -psf REW COLLATERAL LOAD INTERMEDIATE FRAME 5.00 psf FRAMES: 1, 2 WIND SPEED INTERMEDIATE FRAME 80.00 mph FRAMES: 1, 2 ENDWALL STRUCTURALS 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: 02/07/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 01:45 PM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS' PAGE 1 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO . (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------ # 1 BLDG DESCRIPTION LRF 125' 0" 80' 0" 27' 0" 20 PSF 80 MPH UBC 97 0.500:12 1 DESCRIPTION F � Tum 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: 02/07/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 01:45 PM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 2 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT.# ------------------------------------------------------------------------------------------------------------------------------------ 1 BLDG DESCRIPTION LRF 125' 0" 80' 0" 27' 0" 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 column bases. Modular frames with interior columns are indeterminate reaction analysis for this frame uses the energy changing sections of. the frame-, summations are obtained by adding the frame coefficients of these sections. 3.2 ENDWALL FRAMING The frame is designed with pinned connections at the designed with pinned connections at the column top. The method considering bending only. To account for the dividing the frame into a number of individual sections and Endwall framing has two options. Option 1 consists of light gage "C" section endwall roof beams designed as simple span, simple span with cantilever, or two span continuous supported by endwall posts designed as pinned end members. Option 2 consists of H -Section roof beams and posts designed as modular rigid frames with or without endwall bracing. 3.2.1 Light Gage "C" Section Option 3.2.1.1 Endwall Posts Endwall posts will be designed as pinned end members (simple span) to resist the moment and shear caused by wind load from the tributary wall area; the axial load caused by the vertical forces (dead load, live load, uplift) from the tributary roof area; and the bending moment caused by the eccentricity of the vertical forces (roof beam attached to the endwall post flange). All roof and wall loads will be considered uniformly distributed. Except for the addition of the moment caused by the roof beam eccentricity, endwall posts will be assumed to be loaded through the shear center. The posts will be considered adequately braced against torsional -flexuraly buckling by the panels and girts. Girt locations will be considered inner and outer flange brace points. Moments and forces will be determined in accordance with the above specifications and procedures. 3.2.1.2 Endwall Roof Beams Endwall roof beams will be designed as simple span, simple span with cantilever, or two span continuous members. All connections will be considered to provide pinned end support. The roof beams will be designed to resist the shear and moment caused by the dead load, live load, and wind uplift applied to the tributary roof area. The endwall panel weight(1.1 psf x eave height) will be deducted from the applied uplift load. The purlin clips will brace the top and bottom flange of all roof beams. Allowable moment capacity will be computed in accordance with the AISI Specification. Moments and forces will be determined in accordance with the above specifications and procedures. 3.2.2 H -Section Option The rigid frame endwall consists of straight welded -up plate section corner columns, endwall posts, and roof beams with bolted splices. The minimum yield of the steel used for flanges and webs is 55 ksi. Endwall posts are designed as pinned end members (simple span) to resist the moment and shear caused by the wind load on the endwall and axial load caused by the vertical forces from the roof. Some frames will also be designed with rod bracing attached at the base and top of the endwall post to act in conjunction with the rigid frame action of the frame to resist the force caused by the wind load on the sidewalls. DATE: 02/07/01 D E S I G N D A T A R E P O R T. PD1200DSN TIME: 01:45 PM 0-00.-01 GLOBAL -DATA LRF DESIGN SPECIFICATIONS PAGE 3 ------------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION ------------------------------------------------------------------------------------------------------------------------------------ LRF 125' 0" 80' 0" 27' 0" 20 -PSF 80 MPH UBC 97 0.500:12 3.3 SECONDARY FRAMING 3.3.1 Purlins, Eave Struts, And Girts Purlins and girts may be designed as simple span or continuous beams. Eave struts are designed as simple span beams. All members are designed using the stiffness analysis method. The purlins and eave struts are designed for the shear and moment caused by live load or.uplift on the tributary roof area and the axial load caused by wind on the tributary endwall area. The girts are designed for the shear and moment caused by wind pressure or suction applied to the tributary wall area. All loads are assumed uniformly distributed, but tapered and concentrated loads can be input and considered in the design. The section is optimized for either allowable forces,•moments, or live load deflection in accordance with the above listed specifications and procedures. 3.3.2 Roof Panels Panels will be designed as continuous span members. All live or snow loads and wind pressure or suction are assumed uniformly distributed. 3.3.3 Wall Panels Panels will be designed as simple span (no girts) or continuous span (with girts) members. The panels will be designed assuming a uniformly distributed wind pressure or suction. Maximum panel spans will be developed in accordance with the above specifications and procedures. - 3.4 WIND BRACING The standard wind bracing is provided by using brace rods. Alternate wall bracing can be provided by using portal frames, wind posts, or panel diaphragms. Brace rods will be designed as tension members in accordance with the applicable provisions of AISC. Rods 0.75 inch in diameter and less will have a minimum 80 ksi ultimate tensile strength. Rods larger than 0.75 inch in diameter will have a minimum 70 ksi ultimate tensile strength. Bracing design based on panel diaphragm action will require a lineal footage of full height panels determined by eave height and wind loading. DATE: 02/07/01 D E S.I G N D A T A R E P O R T PD1200DSN TIME: 01:45 PM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 4 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 125' 0" 80' 0" ------------------------------------------------------------------------------------------------------------------------------------ 27' 0" 20 PSF 80 MPH UBC 97 0.500:12 3.4.1 Roof And Sidewall Bracing The standard wind bracing to be provided in all buildings is a parallel chord Pratt truss in'the roof and "X" diagonal rod members in the wall. The rod loads are computed by summing the windward and leeward endwall post reactions which act between the ridge of -the building and the strut whose load the brace rod is transferring down the roof. If more than one braced bay exists, it is assumed that the accumulated wind load is distributed equally to each braced bay. Hence the sum computed above is divided by the number of braced bays. The rod load is determined by dividing the strut load by the cosine of the angle between the strut and the brace rod. The braced bay sidewall. reactions are the horizontal and vertical resolution of the load in the sidewall rods. 3.4.2 Endwall Bracing The endwall bracing for the "C" Section endwall will be designed to resist a concentrated load at the top of the corner post equal to the wind load times the tributary sidewall area. The endwall bracing for the H -Section endwall will be designed to act in conjunction with the rigid frame action of the frame to resist the forces caused by the wind load on the sidewalls. DATE: 02/07/01 END FORCES D E S I G N D A T A R E P O R T PD1200DSN TIME: 01:45 PM : 1-02-01 ROOF STRUCTURALS LEFT SIDEWALL EAVE STRUTS PAGE 5 ---------------------------- # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 ' BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT --------------- # 1 BLDG DESCRIPTION -------------------------------------------------------------------------------------------------------------------- LRF 125' 0! 80' 0" 27' 0" 20 PSF 80 MPH UBC .97 0.500:12 SPANS AND UNIFORM LOADS( FT & PSF) +---------------------------------•-------------------------+ . BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT ------------------------------------------------------------ 1 26.00 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 26.50 1.96 1.7 5.0 20.0 0.0 0.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS +-----------------------------------------------------------=---------------------------------------------------+ BAY COMBINATIONS END FORCES LOCATION/ NUMBER +------------------------------+-----------------------------------------+ POSITION +------.--------------------------------------------------------------------------------------------=------------+ FRONT 1 6.63 14.00 21.38 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 IREAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) ('IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + CLL + LL 0.00 0.00 -0.02 -0.07 2 DL'+ WL (S) 0.00 0.00 0.00 0.00 DATE: 02/07/01 *********** SHEAR D E S I G N D A T A R E P 0 R T. BENDING PD120ODSN TIME: 01:45 PM SHEAR & 1-02-01 ROOF STRUCTURALS LEFT SIDEWALL EAVE STRUTS LOAD PAGE 6 -------------------------------------------------------7---------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 125' 0" 80' 0" 27' 0" 20 PSF 80 MPH UBC 97 0.500:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) 5.3 0.137' 1 13.0 56.4 +----------------------------------------------------------------------------------------------------------------+ 0.00 25.40 0.554 BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY 25.5 NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) 60.8 +----------------------------------------------------------------------------------------------------------------+ 0.00 25.40 0.598 1 0540539 311-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 25.4 2 0540539 323-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 58.5 3 0540539 323-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 58.5 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY +------=----------------------------------------------------------------=-----------------•-----------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** * COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLY . CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +----------------------------------------------------------------------------------------------------------------------------------+ 1 0.0 . 0.7 5.3 0.137' 1 13.0 56.4 101.6 0.00 25.40 0.554 1 13.0 0.1 56.4 0.308 1 1.6 25.5 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 12.9 25.4 3 26.5 -0.7 5.3 0.140 1 13.2 58.5 101.6 0.00 25.40 0.576 1 13.2 -0.1 58.5 0.332 1 1.6 25.5 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT ALLOW = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL.SHEAR = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 02/07/01 SPAN D E S I G N D A'T A R E P O R T PD120ODSN TIME: 01:45 PM -------------------------:------------------------------------------------------------------7---------------------------------------- 1-02-01 ROOF STRUCTURALS WIDTH RIGHT SIDEWALL EAVE STRUTS PAGE 7 ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. I ENGR GRP - Visalia COMPLEX - NO I (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # .1 BLDG DESCRIPTION LRF ------------------------------.-----------------------------------------------------------------------------------=------------------ '125' 0" 80' 0" 27' 0" 20 PSF 80 MPHUBC 97 0.500:12 SPANS AND UNIFORM LOADS( FT & PSF) +----------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS BAY NUMBER LOCATION/ WIDTH DL CLL LL WPRESS WSUCT +--------------------------------------------- 1 6.63 14.00 1 26.00 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 26.50 1.96 1.7 5.0 20.0 0.0, 0.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS ----------------------------- -.----------------- 7 ----------------------------------------- BAY LOCATION/ NUMBER POSITION +------------------------------------------------------------------------------------7--------------------- 1 6.63 14.00 21.38 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 0.00 0.00 -0.02 -0.07 2 DL + WL (S) 0.00 0.00 0.00 0.00 DATE: 02/07/01 D E S I G N D A T A R E P O R T PD1200DSN TIME: 01:45 PM 1-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS PAGE 8 ------------------- ORDER # 070093 ---------------------------------------------------------------------------------------------------------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT). (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 125' 0" 80' 0" ------------------------------------------------------------------------------------------------------------------------------------ 27' 0" 20 PSF 80 MPH UBC 97 0.500:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) SHEAR & BENDING --------------------- ----------------------------- --=-------------------------------- ------------=---------------+ STRUT LOAD BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY ALLV NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI)' (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) CSRB LD +----------------------------------------------------------------------------------------------------------------+ ACTMC 1. 0540539 311-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 2 0540539 323-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 0.0 3 0540539 323-4 8.00 0.077 0.060 60.00 3.50 0.31 1.25 1.28 12.83 2.30 13.0 56.4 101.6 0.00 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 0.137 1 13.0 56.4 101.6 0.00 25.40 0.554 1 13.0 0.1 56.4 0.308 1 1.6 25.5 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 12.9 25:4 3 26.5 -0.7 5.3 0.140 1 13.2 58.5 101.6 0.00 25.40 0.576 1 13.2 -0.1 58.5 0.332 1 1.6 25.5 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT ALLOW = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 02/07/01 SPAN D E S I G N D A T A. R E P O R T PD120ODSN TIME: 01:45 PM 1-02-01 ROOF STRUCTURALS +------------------=--------------------------------------------------------------------------------------------+ LEFT SLOPE PURLINS PAGE 9 ----'------- =----------------------------------------=--------------------------------------=--------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF --=--------------------------------------------------------------------------------------------------------------------------------- 125' 0" 80' 0" 27' 0" 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 +-------------------------------------------------------------------------------------+ TOP TOP TOP 2 1 1 26.00 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 26.50 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 LOCATION/ PERIMETER LOADS +------------------------------+-----------------------------------------+ NUMBER +------------------=--------------------------------------------------------------------------------------------+ WIDTH DL CLL LL WPRESS WSUCT +--------------------------------------------=---------------+ TOP TOP TOP 2 1 26.00 4.46 1.7 -5.0 20.0 0.0 18.1 2 27.00 4.46 1.7 5.0 20.0 0.0 18.1 3 26.50 4.46 1.7 5.0 20.0 0.0 18.1 PURLIN BRACE LOCATIONS --------------+ BAY COMBINATIONS END FORCES LOCATION/ NUMBER +------------------------------+-----------------------------------------+ POSITION +------------------=--------------------------------------------------------------------------------------------+ FRONT 1 6.63 14.00 21.38 TOP TOP TOP 2 5.63 13.50 21.38 (IN -K) TOP TOP TOP 3 4.63 12.50 20.38 0.00 TOP TOP TOP NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + CLL + LL 0.00 0.00 -0.06 -0.20 2 DL + WL (S), 0.00 0.00 0.02 0.07 DATE: 02/07/01 PART D E S I G N D A T A R E P O R T PD1200DSN TIME: 01:45 PM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 10 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR•ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO .(TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 125' 0" 80' 0" 27' 0" 20 PSF 80 MPH UBC 97 0.500:12 --------------------I---------------------------7----------------------------------------------------------------------------------- 1 0530870 335-4 8.00 0.082 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 0.079 60.00 2.63 0.25 1.13 1.23 11.95 2.51 2 0530870 347-4 8.00 0.082 0.069 60.00 2.63 0.25 1.13 1.23 11.95 2.51 3 0530870 347-4 8.00 0.082 0.080 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 CSR LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +--------------------------------=-------------------------------------------------------------------------------------------------+ 1 25.0 -2.0 6.3 0.321 1 10.9 88.6 100.0 0.00 19.50 0.886 1 25.0 -2.0 -87.6 0.869 1 11.2 2 25.0 -1.6 6.3 0.253 1 25.0 -74.7 98.4 0.00 25.10 0.759 1 25.0 -1.6 -74.7 0.621 1 21.6 3 1.0 2.0 6.3 0.327 1 15.6 92:5 100.0 0.00 19.10 0.925 1 1.0 2.0 -90.6 0.926 1 10.8 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT ALLOW = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE.(KIPS) DUE TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 02/07/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 01:45 PM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 11 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------- #. 1 BLDG DESCRIPTION LRF 125' 0" : 80' 0" 27' 0" 20 PSF 80 MPH UBC 97 0.500:12 DATA SUMMARY - WEB CRIPPLING +------------------------------=------------------------------------------------------+ BAY START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING ***** NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD --------------------- -----------------------------------------------=-----------------+ 1 S 1.4 1.6 0.892 1 0.0 100.0 1.40 1.60 0.000 1 1 E 4.0 7.0 0.571 1 -112.5 200.1 4.00 7.00 0.832 1 2 S 4.0 7.0 0.571 1 -112.5 200.1 4.00 7.00 0.832 1 2 E 4.0 7.0 0.580 1 -116.0 200.1 4.00 7.00 0.851 1 3 S 4.0 7.0 0.580 1 -116.0 200.1 4.00 7.00 0.850 1 3 E -1.5 1.6 0.911 1 -0.1 100.0 -1.50 1:60 0.000 1 NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS) ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO -'WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL MOMENT (IN -KIPS) ALLM . = ALLOWABLE MOMENT (IN -KIPS) DATE: 02/07/01 SPAN D E S I G N D A T A R E P O R T PD1200DSN TIME: 01:45 PM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 12 ------------------------------------------------------------------------=----------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) •(WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 125' 0" 80, 0" 27' 0" 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 +-------------------------------------------------------------------------------------+ TOP TOP TOP 2 1 1 26.00 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 26.50 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 LOCATION/ PERIMETER LOADS NUMBER +---------------------------------------------------------------------------------------------------------------+ WIDTH DL CLL LL WPRESS WSUCT +------------------------------=------------------------------+ TOP TOP TOP 2 1 26.00 0.00 0.0 0.0 0.0 0.0 0.0 2 27.00 0.00 0.0 0.0 0.0 .0.0 0.0 3 26.50 0.00 0.0 0.0 0.0 0.0 0.0 PURLIN BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY COMBINATIONS END FORCES LOCATION/ NUMBER +-------------------------------+-----------------------------------------+ POSITION +---------------------------------------------------------------------------------------------------------------+ 1 6.63 14.00 21.38 TOP TOP TOP 2 5.63 13.50 _ 21.38 (K) (IN-K) TOP TOP TOP 3 4.63 12.50 20.38 -0.06 -0.20 TOP TOP TOP NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +-------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + CLL + LL 0.00 0.00 -0.06 -0.20 2 DL + WL (S) 0.00 0.00 0.02 0.07 DATE: 02/07/01 PART D E S I G N D A T A R E P O R T PD120ODSN TIME: 01:45 PM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 13 --------------------------------------------------------------------------------------------------.---------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT .# 1 BLDG DESCRIPTION LRF ----------------------------------------------------------------------------------------------=------------------------------------- 125' 0" 80' 0" 21' 0" 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) +----------------------------------------------------------------------------------------------------------------+ ACT ALLOW +-------------------------------------=---------------------------------------------------------------------------------- 1 0530870 335-4 8.00 0.082 0.079 60.00 2.63 0.25 1.13 1.23 11..95 2.51 2 0530870 347-4 8.00 0.082 0.069 60.00 2.63 0.25 1.13 1.23 11.95 2.51 3 0530870 347-4 8.00 0.082 0.080 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 25.0 -2.0 6.3 0.321 1 10.9 88.6 100.0 0.00 19.50 0.886 1 25.0 -2.0 -87.6 0.869 1 11.2. 2 25.0 -1.6 6.3 0.253 1 25.0 -74.7 98.4 0.00 25.10 0.759 1 25.0 -1.6 -74.7 0.621 1 21.6 3 1.0 2.0 6.3 0.327 1 15.6 92.5 100.0 0.00 19.10 0.925 1 1.0 2.0 -90.6 0.926 1 10.8 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ALTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT ALLOW = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND .. •:- fir:•..,; DATE: 02/07/01 D E S I G N D A T A R E P O R T PD120ODSN TIME: 01:45 PM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 14 -------7--------------=------------------------------------------------------------------------------------------------------------- ORDER # BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 .070093 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (W.IND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ----------------------------------- 125' 0" ------------------------------------------------------------------------------------------------ 80' 0" 27' 0" 20 PSF 80 MPH UBC 97 0.500:12 DESIGN DATA SUMMARY - WEB CRIPPLING +-----------------------------------------------=-------------------------------------+ BAY START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING ***** NUM ' END ACTP ALLP . CSRC LD ACTM ALLM ACTP ALLP CSRBC LD +-------------------------------------------------------------------------------------+ 1 S 1.4 1.6 0.892 1 0.0 100.0 1.40 1.60 0.000 1 1 E 4.0 7.0 0.571 1 -112.5 200.1 4.00 7.00 0.832 1 2 S 4.0 7.0 0.571 1 -112.5 200.1 4.00 7.00 0.832 1 2 E 4.0 7.0 0.580 1 -116.0 200.1 4.00 7.00 0.851 1 3 S 4.0 7.0 0.580 1 -116.0 200.1 4.00 7.00 0.850 1 3 E -1.5 1.6 0.911 1 -0.1 10,0.0 -1.50 1.60 . 0.000 1 NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS) ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) DATE: 02/07/01 SPAN D E S I G N D A T A R E P O R T PD1200DSN TIME: 01:45 PM 1-02-01 ROOF STRUCTURALS WIDTH RSW CANOPY EAVE STRUTS PAGE 15 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT# 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530=345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION ---------------------------------=---------------------------------------------------------------------------------------=----------- LRF 125' 0" 80' 0" 27' O" 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 +----------------------------------------------------------+ 1 6.63 1 26.00 1.96 1.7 5.0 26.0., 0.0 33.9 2 27.00 1.96 1.7 5.0 26.0 0.0 33.9 3 26.50 1.96 1.7 5.0 26.0 0.0 33.9 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS -------------=-------------------------------------------+ BAY LOCATION/ NUMBER POSITION +---------------------------------------------------------------------------------------------------------------+ 1 6.63 14.00 21.38 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 0.00 0.00 -0.03 -0.09 2 DL + WL (S) 0.00 0.00 0.03 0.09 DATE: 02/07/01 D E S I G -N D A T A R E P O R T PD120ODSN TIME: 01:45 PM 1-02-01 ROOF STRUCTURALS RSW CANOPY EAVE STRUTS •.PAGE 16 --------7------------------------7-------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH). (HEIGHT) (LIVE) . (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 125' 0" 80' 0" ----------------------------------------------------------------------------------------------------------=------------------------- 27' 0" 20 PSF 80 MPH UBC 97 0.500:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) ALLV CSRV LD XM ACTM ALLM ACTA ------------------ ----------------------------=------------------------------------------------------------------+ CSRB LD XC ACTVC BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IT ----------------------------------------------------------------------------------------------------+ NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) 1.6 ----------------------------------------------------------------+ 13.0 -59.3 70.7 0.00 28.40 1 0540499 311.-4 8.00• 0.096 0.080 . 60.00 3.50 0.31. 1.38 1.61 15.98 2.94 1 2 0540499 323-4 8.00 0.096 0.086 60.00 3.50 0.31 1.38 1.61 15.98 2.94' 1.6 3 0540499 323-4 8.00 0.096 0.084 60.00 3.50 0.31 1.38 1.61 15.98 2.94 13.5 0.1 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 26.0 -0.9 1.6 0.567 1 13.0 -59.3 70.7 0.00 28.40 0.838 2 13.0 0.1 69.5 0.275 1 0.0 0.0 2 0.0 0.9 1.6 0.592 1 13.5 -63.5 70.7 0.00 26.60 0.898 2 13.5 0.1 75.4 0.323 1 0.0 0:1.0 3 26.5 -0.9 1.6" 0.580 1 13.2 -61.3 70.7 0.00 27.40 0.867 2 13.2 -0.1 72.4 0.298 1 0.0 0.0 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC .CSRC LD ACT ALLOW = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE'SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND -air DATE: 02/07/01 LOAD D E S I G N D A T A R E P O R T PD1200DSN TIME: 01:45 PM 1-02-01 ROOF STRUCTURALS DL RSW CANOPY PURLINS PAGE 17 ----------------------------------------------------------------------=-------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ------------------------------------------------------------------------------------------------------------------------------------- # 1 BLDG DESCRIPTION LRF 125' 0" 80' 0" 27' 0" 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 +---------------------------------------------------------------------=---------------+ TOP TOP TOP 2 5.63 1 26.00 4.46 1.7 5.0 26.0 0.0 33.9 1.00 CONTINUOUS 2 27.00 4.46 1.7 5.0 26.0 0.0 33.9 2.00 2.00 CONTINUOUS 3 '26.50 4.46 1.7 5.0 26.0 0.0 33.9 1.00 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PURLIN BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY COMBINATIONS END FORCES LOCATION/ . NUMBER +------------------------------+-----------------------------------------+ POSITION +---------------------------------------------------------------------------------------------------------------+ FRONT 1 6.63 14.00 21.38 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: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + CLL + LL 0.00 0.00 -0.07 -0.21 2 DL + WL (S) 0.00 0.00 0.07 0.21 DATE: 02/07/01 PART' D E S I G N D A T A R E P O R T• PD120ODSN TIME: 01:45 PM 1-02-01.ROOF STRUCTURALS RSW CANOPY PURLINS PAGE 18 ----------------------------------------------------------------7------------------------------------------------------------------- ORDER # 070093 . BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG ------------------------------------------------------------ DESCRIPTION LRF 125' 0" 80' 0" ----------------------------------------------------------------------- 27' 0" 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 0530871 335-4 8.00 0.096 0.083 60.00 2.63 0.25 1.13 1.43 13.89 2.91 2 0530870 347-4 8.00 0.082 0.074 60.00 2.63 0.25 1.13 1.23 11.95 2.51 3 0530871 347-4 8.00 ' 0.096 0.084 60.00 2.63 0.25 1.13 1.43 13.89 2.91 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 25.0 -2.2 10.1 0.217 1 10.9 -89.4 115.7 0.20 31.90 0.780 2 25.0 -2.2 -95.8 0.644 1 1.8 2 25.0 -1.7 6.3 0.276 1 25.0 -81.7 98.4 0.00 25.10 0.830 1 25.0 -1.7 -81.7 0.743 1 13.5 3 1.0 2.2 10.1 0.221 1 15.6 100.8 123.9 0.00 23.50 0.813 .1 1.0 2.2 -99..1 0.688 1 1.1 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 = C•OMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION =•MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 02/07/01 **** WEB CRIPPLING **** ***** D E S I G N D A T A R E P O R T PD120ODSN TIME: 01:45 PM 1-02-01 ROOF STRUCTURALS RSW CANOPY PURLINS PAGE 19 ---------------------------------------------------------------------------------------------------------------=-------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE.# 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT -------------------------------------------------- # 1 BLDG DESCRIPTION LRF 125' 0° : 80' 0" 27' 0" 20 PSF 80 MPH UBC 97 0.500:12 DATA SUMMARY - WEB CRIPPLING ------------------------------------------------------ =-------------------------------+ BAY START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING ***** NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD ------------------------------------------+ 1 S 1.6 2.3 0.670 1 0.0 123.9 1.60 2.30 0.000 1 1 E 4.4 8.1 0.535 1 -123.0 224.0 4.40 8.10 0.794 1 2 S 4.4 8.1 0.535 1 -123.0 224.0 4.40 8.10 0.794 1 2 E 4.4 8.1 0.543 1 -126.8 224.0 4.40 8.10 0.812 1 3 S 4.4 8.1 0.543 1 -126.8 224.0 4.40 8.10 0.812 1 3 E -1.6 2.3 0.684 1 -0.1 123.9 -1.60 2.30 0.000 1 NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS) ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL MOMENT (IN -KIPS) ALLM . = ALLOWABLE MOMENT (IN -KIPS) DATE: 02/07/01 SECTION 1 D E S I G N D A T A R.E P 0 R T PD120ODSN TIME: 01:45 PM 1-03-01 SIDEWALL STRUCTURALS LEFT SIDEWALL GIRTS PAGE 20 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE).- (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 125' 0" 80' 0" 27' 0" 20 PSF 80 MPH UBC 97 0.500:12 SPAN AND UNIFORM LOADS (FT & PSF) (WIND PRESURE = 10.9 PSF / WIND SUCTION = 10.9 PSF) --------------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 LENGTH(FT) 26.00 27.00 27.00 ----------------------------_----------------------------------------------------------------------- LOAD WIDTH / LEFT LAP / RIGHT LAP ----=-------------------------------- 21.50 7 5.25/0.0/1.0 ----------------------- 5.25/2.0/2.0 -------------------------------------- 5.25/1.0/0.0 15.50 7.00/0.0/1.0 7.00/2.0/2.0 7.00/1.0/0.0 7.50 7.75/0.0/1.0 7.75/2.0/2.0 7.75/1.0/0.0 GIRT LOCATIONS (TYPE/ PART NUMBER LENGTH(IN) GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 LENGTH(FT) 26.00 27.00 27.00 ------------- 7------------------------------------------------------------------------- 21.50 Z80/0530635 335-4 Z80/0530635 347-4 Z80/0530635 347-4 15.50 Z80/0530635 335-4 Z80/0530635 347-4 Z80/0530635 347-4 7.50 Z80/0530635 335-4 Z80/0530635 347-4 Z80/0530635 347-4 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 ---------------- ---------------------------------------------------------------------------------- NO BRACES FOR THIS WALL NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION DATE: 02/07/01 D -E S I G N D A T A R E P O R T PD1200DSN TIME: 01:45 PM 1-03-01 SIDEWALL STRUCTURALS LEFT SIDEWALL GIRTS PAGE 21 -------------------=------------------7--------------------------------------------------------------------------------------------- ORDER # 070093 - BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT --------------------------------- # 1 BLDG DESCRIPTION LRF --------------------------------------------------------------------------------------------------- 125' 0" 80' 0" 27' 0" 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) ***** NUMBER XV ACTV ALLV CSRV LD GOND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD COND 0530635 Z 8.00 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) CONTINUOUS Z GIRTS -------------------------- =------------------------=--------------------------------------------------------------------------+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD GOND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD COND +------------------- ---------------------------------------------------- --------------------------- --- --- ------------- - - - - -+ 1 25.0 -1.2 3.3 0.379 1 - 10.4 54.3 55.2 0.982 2 - 25.0 1.2 - 54.3 0.618 1 2 25.0 -1.0 3.3 0.300 1 25.0 -46.6 77.7 0.600 1 25.0 -1.0 -46.6 0.439 1 3 1.0 . 1.3. 3.3 0.387 1 15.9 -56.5 55.2 1.022 2 1.0 1.3 -56.5 0.662 1 DATE: 02/07/01 SECTION 1 D E S I G N D A T A R E P O R T PD120ODSN TIME: 01:45 PM 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS PAGE 22 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070093 . BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 125' 0" 80' 0" 27' 0" 20 PSF 80 MPH UBC 97 0.500:12 SPAN AND UNIFORM LOADS (FT & PSF) (WIND PRESURE = 10.9 PSF / WIND SUCTION = 10.9 PSF) --------------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 LENGTH(FT) - 26.00 27.00 27.00 -------- --------------------- ------------------------------- LOAD WIDTH / LEFT LAP / ---------------- RIGHT LAP ------------- --------- --------------------------------------------------------------------------------------------------- 21.50 5.25/0.0/1.0 5.25/2.0/2.0 5.25/1.0/0.0 15.50 7.00/0.0/1.0 7.00/2.0/2.0 7.00/1.0/0.0 7.50 7.75/0.0/2.0 7.75/2.0/0.0 7.75/0.0/0.0 GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 LENGTH(FT) 26.00 27.00 27.00 -------------------------------------------------------------- 21.50 Z80/0530635 335-4 ------------------------- Z80/0530635 347-4 Z80/0530635 347-4 15.50 Z80/0530635 335-4 Z80/0530635 347-4 Z80/0530635 347-4 7.50 Z80/0530635 335-4 Z80/0530635 347-4 Z80/0530635.323-4 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) -------------------=-----------------------------------------------------------7------------------- GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 LENGTH(FT) 26.00 27..00 27.00 --------------------------------------------------------------------------------------------------- ALL 6.75 ELEVATIONS 13.50 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: 02/07/01 ************ D E S I G N D A T A R E P O R T ************** ** COMBINED PD1200DSN TIME: 01:45 PM ***** 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS ALLV PAGE 23 ----------- 7---------------------------------------------------------=-------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX XC ACTVC BLDR ORDER # 01-07 CSRC BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ----------------------------------=---------------------------=--------------------------------------------------------------------- 125' 0" 80' 0" 27' 0" 20 PSF 80 MPH UBC 97 0.500:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) 1.0 1.1 3.3 0.350 1 1.0 -51.1 78.6 0.649 1 1.0 1.1 -51.1 0.541 1 PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) 0530635 Z 8.00 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) CONTINUOUS Z GIRTS +-----------------------------------------------------------------------------------------------------------------------------+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD COND -----------------------------------------------------------------------------------------------+ 1 24.0 -1.2 3.3 .0.372 1 10.4 -49.0 55.2 0.887 2 24.0 -1.2 -57.1 0.662 1 2 2.0 1.2 3.3 0.382 1 16.2 -53.3 55.2 0.964 2 2.0 1.2 -56.4 0.656 1 3 1.0 1.1 3.3 0.350 1 1.0 -51.1 78.6 0.649 1 1.0 1.1 -51.1 0.541 1 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS ----------------------------- ---------------------------------------------------------------- ----------------------------------+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTV.0 ACTMC CSRC LD.COND ------------------------------------------------------------------------------------------+ 3 0.0 0.3 3.3 0.097 1 3.7 7.1 78.9 0.090 1 1.9 0.2 5.3 0.010 1 DATE: 02/07/01 SECTION 1 D E S.I G N D A T A R E P O R T PD120ODSN TIME: 01:45 PM 1-04-01 ENDWALL STRUCTURALS REAR ENDWALL GIRTS PAGE 24 -----------------------------------------------------------------------------------------------------I------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # .20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 125' 011 80' 0" 27'. 0" 20 PSF 80 MPH UBC 97 0.500:12 SPAN AND UNIFORM LOADS (FT '& PSF) (WIND PRESURE = 10.9 PSF / WIND SUCTION = 10.9 PSF) --------------------------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 SECTION 4 SECTION 5 LENGTH(FT) 25.00 25.00 25.00 125.00 25.00 --------------------------------------------------------------------------------------------------- LOAD WIDTH / LEFT LAP / RIGHT LAP --------------------------------------------------------------------------------------------------- 22.50 6.03/0.0/0.0 6.55/0.0/0.0 6.03/0.0/0.0 21.50 5.51/0.0/0.0 5.51/0.0/0.0 15.50 7.00/0.0/0.0 7.50/0.0/0.0 7.50/0.0/0.0. 7.50/0.0/0.0 7.00/0.0/0.0 7.50 7.75/0.0/0.0 7.75/0.0/0.0 7.75/0.0/0.0 7.75/0.0/0.0 7.75/0.0/0.0 GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 SECTION 4 SECTION 5 LENGTH(FT) 25.00 ------------------------------------------------------------------------------------------------------ .25.00 25.00 25.00 25.00 ---------------------------- 22.50 Z95/0550325 289-2 Z95/0550325 289-2 Z95/0550325 289-2 21.50 Z95/0550325 271-2 Z95/0550325 271-2 15.50 Z95/0550325 271-2 Z95/0550325 289-2 ' Z95/0550325 289-2 Z95/0550325 289-2 Z95/0550325 271-2. 7.50 Z9.5/0550325 271-2 Z95/0550325 289-2 Z95/0550325 289-2 Z95/0550325 289-2 Z95/0550325 271-2 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) --------------------------------------------------------------------------=------------------------ GIRT ELEVATION SECTION 1 SECTION 2 SECTION 3 SECTION 4 SECTION 5 LENGTH(FT) 25.00 25.00 25.00 25.00 25.00 -----------------------------------------------------7--------------------------------------------- NO BRACES FOR THIS WALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION DATE: 02/07/01 ************ D E S I G N D A T A R E P O R T BENDING ************** PD1200DSN TIME: 01:45 PM BENDING 1-04-01 ENDWALL STRUCTURALS REAR ENDWALL GIRTS ACTV PAGE 25 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX XM BLDR ORDER # 01-07 ALLM BLDR ACCOUNT # 20-04-007-90 . BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF -------------------------------------------------------=---------------------------------------------------------------------------- 125' 0" 80' 0" 27' 0" 20 PSF 80 MPH UBC 97 0.500:12 SECTION PROPERTIES (ACTUAL FURNISHED PART). 0.1 79.1 0.227 1 2 PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY 83.0 NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) 3 0550325 Z 9.50 0.082 60.00 2.75 0.25 1.13 1.37 18.38 2.79 83.0 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS ` +-----------------------------------------------------------------------------------------------------------------------------+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD COND +----------------------------------------------------------------------------------------=------------------------------------+ 1 25.0 -1.1 6.9 0.152 1 12.5 -79.1 83.0 0.953 2 12.5 0.1 79.1 0.227 1 2 25.0 -1.1 6.9 0.152 1 12.5 -79.1 83.0 0.953 2 12.5 0.1 79.1 0.227 1 3 25.0 -1.1 6.9 0.152 1 12.5 -79.1 83.0 0.953 2 12.5 0.1 79.1 0.227 1 4 0.0 1.1 6.9 0.152 1 12.5 -79.1 83.0 0.953 2 12.5 0.1 79.1 0.227 1 5 0.0 1.1 6.9 0.152 1 12.5 -79.1 83.0 0.953 2 12.5 0.1 79.1 0.227 1 LONGITUDINAL BRACING DESIGN 80 CUSTOMER: FTC ALMOND, INC DATE: 02/07/01 BUILDER: NORTH VALLEY BLDG SYSTEM DESIGNED BY: DON GO BMC ORDER #: 70093 MEAN ROOF HEIGHT(H)(ft): 28.06 BLDR ORDER #: WIDTH LENGTH HEIGHT total for building walls and 125 80 27 BUILDING LOADINGS: q=0.00256M"2= 16.38 psf BUILDING CODE: UBC ROOF LIVE/SNOW LOAD: 20 EDITION YEAR: 1997 DEAD LOAD: 4. COLLATERAL. LOAD: 5 WIND DESIGN: PAC¢ :24 - WIND SPEEDW in mph): 80 BAYS BRACING WIND EXPOSURE FACTOR: B BAY SIZE V H V WIND IMPORTANCE FACTORM: 1.00 14.3 MEAN ROOF HEIGHT(H)(ft): 28.06 RSW(WIND) Ce= 0.76" Cq= 1.3 total for building walls and LSW(SEISMIC) 14.3 at each parapet q=0.00256M"2= 16.38 psf 14.3 P=(Ce)(Cq)gl= 16.19 psf 10 psf minimum ( 0.016 1 ksf SEISMIC DESIGN: SEISMIC ZONE: 3 SEISMIC COEFFICIENT Ce (FROM 16-Q): 0.36 SEISMIC ZONE FACTOR Z (FROM 16-1): 0.3 SEISMIC COEFFICIENT C" (FROM 16-R): 0.54 SEISMIC IMP. FACTORM: 1 BRACING R: 5.6 SOIL PROFILE TYPE: SD BRACINS2o (FROM TABLE 16-N): 2.2 STRUCTURAL PERIOD: T = C, (h,, = 0.2439 (30-8) V =RTW 0.40 W (30-4) WHERE Ct = 0.020 NEED NOT EXCEED: CONTROLLING V11.4-- 0.115 W Eh=V 2.5C 1 r.= 0.500 a W= 0.161 W (30-5) V= 20 R p=2--- = 1.60 (30-3) SHALL NOT BE LESS THAN: rmax AB V = 0.11 Ca I W = 0.040 W (30-6) ( max = -1 - 5, Amin '= 1 - O U S@ p = 1.50 E = p Eh = PV .= 0.172 W(30-1) FOR SIDEWALL RODS: (STRENGTH DESIGN) E = S2oE. - noy = 0.354 W(30-2) WEIGHT (W) OF FEW= 1.4 psf 0.16 pst LO) FEW WEIGHT (W) OF REW = 15 psf 1.72 psf @ REW ROOF DEAD LOAD: 4 psf 0.46 ROOF COLLATERAL LOAD: 5.0 psf 0.57 070093BRACE.xl psf TOTAL SEIS ROOF LD: -� psf BUILDING BRACING REACTIONS BAYS BRACING LOCATION 27 H BAY SIZE V H V 1 LSW(WIND) 14.3 14.3 1 RSW(WIND) 14.3 14.3 1 LSW(SEISMIC) 14.3 14.3 1 RSW(SEISMIC) 14.3 14.3 070093BRACE-kis LONGITUDINAL BRACING DESIGN CUSTOMER: FTC ALMOND, INC DATE: 2/7/01 DESCRIPTION: NORTH VALLEY BLDG SYSTEM DESIGNED BY: DON GO BUILDER: 70093 BMC ORDER #: 70093 BUTLER ORDER #: WIND.LOADING SEISMIC LOADING BAY 27 27 27 POST DISTFEW REW BAY BAY BAY BAY SPACE NO OF FROM WALL WALL POINT STRUT ROD ROD POINT STRUT ROD ROD CNROD • CNTRL /LOC BAYS LSW STR HT HT HT LOAD LOAD LOAD LOAD LOAD LOAD LOAD LOAD ALLOW ROD SIZE LSW 1 27.00 27.00 27.00 2.6 14.3 20.2 1.4 6.8 29.7 1 24.1/39.3 r RSW 1 125 27.00 27.00 27.00 2.8 14.3 20.2 1.4 6.8 29.7 1 24.1/39.3 .A : r .. 9. .v .. . S::jj;Jj I3iS•I'N e f I:�•ll 26 t 1 Y{: 15.9 .. 7.5 7/8 18.5 26 28.08 28.08 28.08 5.8 11.5 2.8 5.4 25 1 7.7 3.6 5/8 10.8 51 29.13 29.13 29.13 5.7 5.7 2.6 2.6 23 1 0.0 0.0 7/16 74 29.13 29.13 29.13 5.7 5.7 2.6 2.6 25 1 7.7 3.6 5/8 10.8 99 26.08 28.08 28.08 5.8 11.5 2.8 5.4 26 1 15.9 7.5 7/8 18.5 070093BRACE-kis 2'9 Shadov►a1(," Wall System - Panel PANEL DESIGN DATA r r alou;ais�ani;al. It is section propezie_= ;or Shadowal"'m wall panel Materials use the 1995 edition of A!S1 desi_on impo;ani to no- t;at the desi-on data reflex+s the allowable values of the panel alone. Section i nrouoh Panel Sem ion PI ooe ties for One =cam; of Width -anel I . ueslon I h`aterial 1 i rIelgnt j ompr.s slon uihickn_ss (in.I jI(itL)("'4. t`i Ino oe j ompress,on-Ins,oe ) L� tU2. '1eoii rU j i j 4S / j Sc. L4 a?. 6i?=1 LJ.Uof j Z'-•aDIe nlrorm !cad fps) i :panel No. of pan = /-c' Material i Spar's I I25 Ga. Steel] ..� I i s j ci cr Lr S j c31124 j Lc Sa JLeali L j j zJ ++1 �-31 - �reSSI]re jOn � -�/ VaiueS Shovrn;.ave been Ifl.'r=~_--j i.' as a11oWn� �..' , Aliowabla by s_,.uon -.5.1.3 of ane ;995 AIS) Specrrl�=tion. unro.; n i ,_ .jai )eJ �esied in accorcan W!`t7i Section r pf file ' 995 Shction of i;le ,=.lSl Oe5lT r7;an '2i. ,'��7�r iJ-the 1= ^:1j�1 sc:reening info'—m„atio l for acid i �Hl de:al!5. 0 MR -24® Roof System - Panels PANEL DESIGN DATA Calculated sectional properties for MP -240 roof system panel materials using 1986 edition of AISI design manual with 1989 Addendum. i 3/4" 24" 17" (Fluting) Outside Face Section Through Panel Section Properties for One Foo; or Width Panel Design WeighCompression on Outside Compression on Inside Material Thickness(; /Ft) (ksj I (ZS+) Sx (in3) I (in4) Sx (in3) I (in4) 24 Ga. Steel 0.023 i.4 12 331 5 1 0.0839 1 0.1259 0.0801 0.1142 22 Ga. Steel 0.0285 1 1.8 12�5331; 50 1 0.1063 1 0.159 0.1063 0.156 Legend -P = Pressure on Outside =w -S = Suction on Outside The above values are computed fa.- the panel only in accordance with 1986 AISI with 1989 Addendum. Suction values shown have been inzre2sed 1.33 as allowed by section A4.4 of the 1986 AISI Specification with 1989 Addendum. A1: values shown are for continuous conditions of spans greater than :�� 2. Weight of panel has been dedd from "P" values and added to "S" values. Steel coating may be galvanized coating, aluminum cow or aluminum -zinc alloy coating. Pressure values for the roof systet-n must be limited to 150 psf as this, can exceed normal system capacity. The suction values shown in the atone allowable load table do not take into account clip type, panel deformation and fastener pullout. ZA FINAL FRAME DESIGN - CONTENTS DATE: 02/07/01 CADDS TIME: 01:41 PM ------------------=---------------------------------------------------------------------------------------------------------------- F&C=rr ' - ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 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 # ------ -------------- 2 LRF 125'-0" 27'-0" ------ 20 PSF ------ 80 MPH ----------- UBC 97 ------- .50 ------ TO 12 1 ------------ -------- 01,02 1 DESIGN FRAME # 3 EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .50 TO 12 1 REW .... 26 EAVE HEIGHT = FRAME HEIGHT = COL. CLEAR HT. _ SLOPE (P/12.) _ SW R -BEAM OFFSET = DIST. TO RIDGE _ COLUMN OFFSET = GIRT DEPTH m PURLIN DI):F'TH LEFT SIDE RIGHT SIDE 26.667 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 FT. 26.000 DATE: 02/07/01 22.594 FT. 22.594 FT. 0.500 CADDS TIME: 01:41 PM X 0.125 IN. 0.125 IN. PAGE:F • 2 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 IN. BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345=7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 0.000 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 4 DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC . 97 .500 TO 12 5 EAVE HEIGHT = FRAME HEIGHT = COL. CLEAR HT. _ SLOPE (P/12.) _ SW R -BEAM OFFSET = DIST. TO RIDGE _ COLUMN OFFSET = GIRT DEPTH m PURLIN DI):F'TH LEFT SIDE RIGHT SIDE 26.667 FT. 26.667 FT. 26.000 FT. 26.000 FT. 22.594 FT. 22.594 FT. 0.500 FT 0.500 X 0.125 IN. 0.125 IN. 62.500 FT. 62.500 FT. 8.000 IN. 8.000 IN. 8.000 IN. 0.000 I.N. 0.000 :I'N. 0.000 IN. (PURL'1'N UN:I:NSLILAT81)) 0 0 --------------------- JOINT DATA --------------------- MOM. RELEASE K VALUES NUMBER JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM NUMBER FT FT X Y MZ Z MX 1 1. 620 0.000 1 1 0 1 0 2 2.760 24.187 0 0 0 1 0 3 62.500 27.424 0 0 0 0 0 4 122.240 24.187 0 0 0 1 0 5 123.380 0.000 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) I SPAN NO. WIDTH MISCELLANEOUS PROPERTIES 1 = 125.000 FT MODULUS OF ELASTICITY = 29000 KSI CMX = 0.850 CMX(stepped column/no wind) = 0.950 CMY(pinned in minor axis) = 0.600 CMY(fixed in minor axis) = 0.400 11* R Do1L•a Analysis ** ----- MEMBER DATA ---- MEMBER MOM. RELEASE K VALUES NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 1- 2 0 0 1.50 1.00 2 2- 3 0 0 1.50 1.00 3 4.- 3 0 0 1.50 1.00 4 5- 4 0 0 1.50 1.00 ( 1 = RELEASE 0 = NO RELEASE ) F R A M E D E S I G N - S E C O N D A R Y / B R A C E L O C A T I O N S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 3 ---------------------------------------------------------------------------------------------------------------=------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-011 27'-0" 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 ) O -DF Outside braced and inside Double flange brace NOTE: BRACE FORCE is the required support force.(in kips) perpendicular to the flange COLUMN 1- 2 BRACE COLUMN 5- 4 BRACE ROOFBEAM 2- 3 BRACE ROOFBEAM 4- 3 BRACE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR F0RCR DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE 0.00 B O -IF YES 0.00 D 0 -Ir YRS 0.00 0.00 1S O FL 0.00 0.00 in O FL 7.50 G O FL NO 7.50 G O FL NO 3.92 3.92 P O -DF 3.92 3.92 P O -DF 15.50 G O -SF NO 15.50 G O -SF NO 8.92 8.92 P O -SF 8.92 8.92 P O -SF 21.50 G O -SF NO 21.50 G O -SF NO 13.92 13.32 P O FL 13.92 13.92 P O FL 22.59 O O -IF YES 22.59 O O -IF YES 18.92 18.92 P O -SF 18.92 18.92 P O -SF 26.67 E O FL NO 26.67 E O FL NO 23.92 23.92 P O FL 23.92 23.92 P O FL 28.92 28.92 P O -SF 28.92 28.92 P O -SF 33.92 33.92 P O FL 33.92 33.92 P O FL 38.92 38.92 P O -SF 38.92 38.92 P O -SF 43.92 43.92 P O FL 43.92 43.92 P O FL 48.92 48.92 P O -SF 48.92 48.92 P O -SF 53.92 53.92 P 0 FL 53.92 53.92 P O FL 58.92 58.92 P O -SF 58.92 58.92 P O -SF 61.42 61.42 P O FL 61.42 61.42 P O FL GENERAL In general, forces and coordinates follow the right hand rule. The.X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive F ---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the.origin of the Z. axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line.and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member.. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X,or Y axis, or a,force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load exceptthat the moment is in the minor axis direction of the member and is supported by only one flange. D'I'STANCE 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. . iSI-INTU,P tTga0telm Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane. moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is' counter clockwise about the X axis ( near side rotating down ). F R A M E D E S I G N - C O N V E N T I O N S DATE: 02/07/01 CADDS TIME: 01:41 PM M PAGE:F 4 ------------------ # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM --------------------------------------------------------------------------------------------=-------------------------------------- FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 GENERAL In general, forces and coordinates follow the right hand rule. The.X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive F ---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the.origin of the Z. axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line.and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member.. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X,or Y axis, or a,force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load exceptthat the moment is in the minor axis direction of the member and is supported by only one flange. D'I'STANCE 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. . iSI-INTU,P tTga0telm Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane. moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is' counter clockwise about the X axis ( near side rotating down ). APPLIED LOADINGS BUILDING CODE = 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 LEFT ROOF RIGHT ROOF RIGHT CANOPY/OVERHANG = Partially Exposed Roof = Normal TRIBUTARY LOAD FACTOR 60.00 66.00$ 60.001 MIN COUNTY GROUND SNOW LOAD MIN County Rain on Snow. LOAD F R A M E D E S I G N - L 0 A D S U M M A R Y 1.00 DATE: 02/07/01 1.00 12.00 CADDS TIME: 01:41 PM PAGE:F 5 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" -----------------------------------------------------------------------=-----------------------------------------------------=----- 27'-0" 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 SHWAL 26STL 1.12 PSF ROOF MR24 24STL 2.70 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL SHWAL 26STL 1.12 PSF CANOPY / OVERIIANG / WIDT11-ICXT1):NFl:1:ON RIGHT SIDEWALL 10.000 FT. CANOPY CONN DETAIL C320 BUILDING USE AND LOCATION STATE = CALIFORNIA COUNTY = BUTTE (INLAND) USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP = B APPLIED LOADINGS BUILDING CODE = UBC - 1997 DEAD LOAD (DL ) = 2.700 PSF + FRAME DL COLLATERAL LOAD (CLL) = 5.000 PSF ROOF LIVE LOAD (LL ) = 20.000 PSF Roof Exposure Thermal Condition COEFFICIENTS LEFT ROOF RIGHT ROOF RIGHT CANOPY/OVERHANG = Partially Exposed Roof = Normal TRIBUTARY LOAD FACTOR 60.00 66.00$ 60.001 MIN COUNTY GROUND SNOW LOAD MIN County Rain on Snow. LOAD NET ROOF LOAD COEFF (PSF) 1.00 12.00 1.00 12.00 1.00 12.00 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR = 0.0 PSF WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE COEFFICIENTS = 80.000 MPH ( 12.099 PSF) = 80.000 MPH ( 12.099 PSF) = 80.000 MPH ( 12.099 PSF) = 1 ENCLOSED F R A M E D E S I G N - LOAD SUMMARY LEFT SIDEWALL 0.800(PRESSURE) LEFT ROOF -0.700(SUCTION ) DATE: 02/07/01 -0.700(SUCTION ) RIGHT SIDEWALL -0.500(SUCTION ) RIGHT CANOPY/OVERHANG -0.700(SUCTION ) CADDS TIME: 01:41 PM (EWP) SIDEWALLS. -0.700(SUCTION ) ROOF -0.700(SUCTION ) SIDEWALL CANOPY/OVERHANG PAGE:F 6 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ---------------------------------------------------------------------------------------------=-----------------=------------------- FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE COEFFICIENTS = 80.000 MPH ( 12.099 PSF) = 80.000 MPH ( 12.099 PSF) = 80.000 MPH ( 12.099 PSF) = 1 ENCLOSED SEISMIC LOADS (EQ ). PERCENT SNOW LOAD = 0.000% SEISMIC ZONE = 3 MIN CTY SEISMIC ZONE = 3 STORY DRIFT LIMIT = 0.02 P DELTA LIMIT = 0.10 OMEGA0 DEFLECT AMPLIF FACTOR = 2.80 Maximum P Delta Stability Coefficient = 0.02, MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR W:I:ND FROM RIGHT ( W f.a R ) -0.500(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) 0.800(PRESSURE) -1.200(SUCTION ) ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -0.700(SUCTION ) -1.200(SUCTION ) INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 Seismic W - LEFT ROOF = Seismic W - RIGHT ROOF = Seismic W - RIGHT CANOPY/OVERHANG = R FACTOR I FACTOR Na LATERAL FACTOR 5 SOIL PROFILE 0 Nv FACTOR 0 Ct FACTOR T FACTOR Ca FACTOR Cv FACTOR p FACTOR NET SEISMIC FACTOR Associated Load Combination 04 9.700 PSF 9.700 PSF 9.700 PSF INTERNAL SUCTION .(IS ) 0.000 0.000 0.000 0.000 4.500 1.000 1.000 D 1.000 0.035 0.415 0.360 0.540 1.000 0.200 r WIND FROM 1.13FT (W I:J.. ) LEFT SIDEWALL 0.800(PRESSURE) LEFT ROOF -0.700(SUCTION ) AIGHT ROOF -0.700(SUCTION ) RIGHT SIDEWALL -0.500(SUCTION ) RIGHT CANOPY/OVERHANG -0.700(SUCTION ) ENDWALL WIND PRESURE (EWP) SIDEWALLS. -0.700(SUCTION ) ROOF -0.700(SUCTION ) SIDEWALL CANOPY/OVERHANG -1.200(SUCTION ) SEISMIC LOADS (EQ ). PERCENT SNOW LOAD = 0.000% SEISMIC ZONE = 3 MIN CTY SEISMIC ZONE = 3 STORY DRIFT LIMIT = 0.02 P DELTA LIMIT = 0.10 OMEGA0 DEFLECT AMPLIF FACTOR = 2.80 Maximum P Delta Stability Coefficient = 0.02, MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR W:I:ND FROM RIGHT ( W f.a R ) -0.500(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) 0.800(PRESSURE) -1.200(SUCTION ) ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -0.700(SUCTION ) -1.200(SUCTION ) INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 Seismic W - LEFT ROOF = Seismic W - RIGHT ROOF = Seismic W - RIGHT CANOPY/OVERHANG = R FACTOR I FACTOR Na LATERAL FACTOR 5 SOIL PROFILE 0 Nv FACTOR 0 Ct FACTOR T FACTOR Ca FACTOR Cv FACTOR p FACTOR NET SEISMIC FACTOR Associated Load Combination 04 9.700 PSF 9.700 PSF 9.700 PSF INTERNAL SUCTION .(IS ) 0.000 0.000 0.000 0.000 4.500 1.000 1.000 D 1.000 0.035 0.415 0.360 0.540 1.000 0.200 r 1 DL + CLL + LL 2 DL + WLL 3 DL + WLR 4 D+CLL+EQL/1.4 5 D+CLL+EQR/1.4 6 DL + CLL + SLL +- SLR 7 - P0+PC+0.70PL+2.001E01.j 0 PD+PC+0.70PL+2.801EQ11 9 0.85P(DL+CL)+2.80EQL 10 0.85P(DL+CL)+2.80EQR 11 DL+CL+2.80EQL 12 DL+CL+2.80EQR 13 DL + EWP INCREASE STR LAT LONG CATEGORY 1.000 N F R A M E D E S I G N - L O A D C O M B I N A T I O N S N Std Des DATE: 02/07/01 N N Std Des 1.333. N Y N CADDS TIME: 01:41 PM Y N Std Des 1.000 N N N PAGE:F .7 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX N BLDR ORDER # 01-07 Y BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE V 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia Y N (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)_. 1.700 DESIGN --------------------------------------------------------------------------------------------------------------------=-------------- SYSTEM FRAME # 2. DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 ULA LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING. GRP LOADING- GRP 1 DL + CLL + LL 2 DL + WLL 3 DL + WLR 4 D+CLL+EQL/1.4 5 D+CLL+EQR/1.4 6 DL + CLL + SLL +- SLR 7 - P0+PC+0.70PL+2.001E01.j 0 PD+PC+0.70PL+2.801EQ11 9 0.85P(DL+CL)+2.80EQL 10 0.85P(DL+CL)+2.80EQR 11 DL+CL+2.80EQL 12 DL+CL+2.80EQR 13 DL + EWP INCREASE STR LAT LONG CATEGORY 1.000 N N N Std Des 1.333 N N N Std Des 1.333 N N N Std Des 1.333. N Y N Std Des 1.333 N Y N Std Des 1.000 N N N Std Des :1..700 Y N N Ax 1,n:l. C: 1.700 Y N N Axin.1 ll 1.700 Y N N Axial '1" 1.700 Y N N Axial T 1.700 Y N N Conns 1.700 Y N N Conns 1.333 N N N Std Des PERCENT "PERCENT PERCENT PERCENT PERCENT 100.00 DL 100.00 CLL 100.00 LL 100.00 DL 100.00 WLL 100.00 DL 100.00 WLR 100.00 DL 100.00 CLL 72.00 EQ 100.00 DL 100.00 CLL -72.00 EQ 100.00 DL 100.00 CLL 100.00 SLL' 100.00 SLR :1.110. 00 UL. 1 00 . 00 CL.1'. 70, 00 1.11, 200.00 NO 100.00 ULA 100.00 CIA, 70.00 LL -200.00 1cQ 85.00 DL 05.00 CLL 260.00 EQ 85.00 DL 85.00 CLL -280.00. EQ 100.00 DL 100:00 CLL 280.00 EQ 100.00 DL 100.00 CLL -280.00 EQ 100.00 DL 100.00 EWP LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS F R A M E D E S I G N - A P P L I E D L 0 A D S LABEL NO DATE: 02/07/01 TYPE FT FT X CADDS TIME: 01:41 PM Z LOCATION DL 2 PAGE:F 8 ----------------------------------------------------------------------------------------------------7------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 K/FT BLDR ACCOUNT # 20-04-007=90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia UNIF (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) K/FT DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 MCONC LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION DL 2 2 - 3 UNIF .0.00 62.50 0.000 K/FT -0.073 K/FT 0.000 K/FT DL 3 4 - '3 UNIF 62.50 125.00 0.000 K/FT -0.073 K/FT 0.000 K/FT CDL 3 4 - 3 MCONC 125.00 25.67 0.000 KIP -0.729 KIP -43.740 IN -K LOAD CASE (CLL) COLL)VrORAL LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION CLL 2 2 -. 3 UNIF 0.00 62.50 0.000 K/FT -0.135 K/FT 0.000 K/FT CLL 3' 4 - 3 UNIF 62.50 125.00 0.000 K/FT -0.135 K/FT 0.000 K/FT CCLL 3 4 - 3 MCONC 125.00 25.67 0.0.00 KIP -1.350 KIP -81.000.IN-K LOAD CASE (LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION LL 2 2 - 3 UNIF 0.00 62.50 0.000 K/FT -0.324 K/FT 0.000 K/FT LL 3 4 - 3 UNIF 62.50 125.00 0.000 K/FT -0.324 K/FT 0.000 K/FT CLL 3 4 - 3 MCONC 125.00 25.67 0.000 KIP -3.240 KIP -194.400 IN -K LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLL 1 1 - 2 UNIF 0.00 26.67 0.261 K/FT 0.000 K/FT 0.000 K/FT WLL 2 2 - 3 UNIF 0.00 62.50 -0.229 K/FT 0.229 K/FT 0.000 K/FT . WLL 3 4 - 3 UNIF 62.50 125.00 0.229 K/FT 0.229 K/FT 0.000 K/FT WLL 4 5 - 4 UNIF 0.00 26.67 0.163 K/FT 0.000 K/FT 0.000 K/FT CWLL 3 4 - 3 MCONC 125.00 25.67 0.000 KIP 2.287 KIP 137.202 IN -K All LOAD CASE (WLR) WIND LOAD RIGHT LOAD F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 02/07/01 DIRECTION/ LABEL CADDS TIME: 01:41 PM TYPE FT FT X PAGE:F 9 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 WLR BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia K/FT (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 2 - 3 DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 K/FT LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLR 1 1 - 2 UNIF 0.00 26.67 -0.163 K/FT 0.000 K/FT 0.000 K/FT WLR 2 2 - 3 UNIF 0.00 62.50 -0.229 K/FT 0.229 K/FT 0.000 K/FT WLR 3 4 - 3. UNIF 62.50 125.00 0.229 K/FT 0.229 K/FT 0.000 K/FT WLR' 4 5 - 4 UNIF 0.00 26.67 -0.261 K/FT 0.000 K/FT 0.000 K/FT CWLR 3 4 - 3 MCONC 17.5.00 7.5.67 0.000 K.T.P. 3.97.0 KIP 235.203 IN -K. LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EQ 1 1 - 2 UNIF 0.00 26.67 0.006 K/FT 0.000 K/FT 0.000 K/FT EQ 2 2 - 3 CONC 0.00 3.274 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 3 4 - 3 CONC 125.00 3.274 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 4 5.- 4 UNIF 0.00 26.67 0.006 K/FT 0.000 K/FT 0.000 K/FT CEQ 3 4 - 3 MCONC 125.00 25.67 0.524 KIP 0.000 KIP 0.000 IN -K LOAD CASE (SLL) MIN SNOW LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION SLL 2 2 - 3 UNIF 0.00 62.50 0.000 K/FT -0.324 K/FT 0.000 K/FT LOAD CASE (SLR) MIN SNOW LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION SLR 3 4 - 3 UNIF 62.50 125.00 0.000 K/FT -0.324 K/FT 0.000 K/FT CSLR 3 4 - 3 MCONC 125.00 25.67 0.000 KIP -3.240 KIP -194.400 IN -K .:vlr r F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 02/07/01 CADDS TIME: ------------------------- 01:41 PM PAGE:F 10 ORDER # 070093 --------- BUILDER ------------------------------------------------------------------------------------------=------- - NORTH VALLEY READY MIX BLDR ORDER # 01-07. BLDR ACCOUNT # 20-04=007-90 BLDR CONTACT -. BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWP 1 1 - 2 UNIF 0.00 26.67 -0.229 K/FT 0.000 K/FT 0.000 K/FT EWP 2 2 - 3 UNIF 0.00 62.50 -0.229 K/FT 0.229 K/FT 0.000 K/FT• EWP 3 4 - 3 UNIF 62.50 125.00. 0.229 K/FT 0.229 K/FT. 0.000 K/FT EWP 4 5 - 4 UNIF 0.00 26.67 0.229 K/FT 0.000 K/FT 0.000 K/FT CEWP 3 4 - 3 MCONC 125.00 25.67 0.000 KIP 3.920 K.T.P 235.203 IN -K LOAD CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWS 1 1.- 2 UNIF 0.00 26.67 -0.229 K/FT 0.000 K/FT 0.000 K/FT EWS 2 2 - 3 UNIF 0.00 62.50 -0.229 K/FT 0.229 K/FT' 0.000 K/FT EWS 3 4 - 3 UNIF 62.50 125.00 0.229 K/FT 0.229 K/FT 0.000 K/FT. EWS 4 5 - 4 UNIF 0.00 26.67 0.229 K/FT 0.000 K/FT 0.000 K/FT CEWS 3 4 - 3 MCONC 125.00 25.67 0.000 KIP 3.920 KIP 235.203 IN -K LOAD CASE (PDE) P Delta Unit Story S LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION C 1 1 1 - 2 CONC 0.00 -0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 1 1 1 - 2 CONC 24.19 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 24.19 0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis, .:vlr r MEMBER NO. SECTION NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5' 6 2 7 8 9 10 MEMBER NO. SECTION NO. SECTION NO. SECTION NO. SECTION NO. 1 1 2 DIST (FT) 0.00 3.75 7.50 11.7.5 14.99 15.01 15'. 50 18.50 21.50 22.59 2 1 2 3 4 JOINTS 1 - 2 OUTER FLANGE _ OUTER FLANGE _ DEPTH 'AREA (IN) (IN2) 20.00 12.75 24.25 13.81 20.50 14.88 32.75 15.94 36.99 17.00 37.00 17.00 37.46 17.12 40.23 17.81 42.99 18.50 44.00 18.75 JOINTS 2 - 3 OUTER FLANGE _ OUTER FLANGE _ OUTER FLANGE _ OUTER FLANGE _ 8.000 X 0.375 8.000 X 0.375 IX F R A M E D E S I G N - S E C T I O N P R O P E R T I E S 42.69 1350.58 DATE: 02/07/01 1.950.39 42.70 7.6113.:14 42.7 I. 3559.49 CADDS. TIME: 01:41 PM ----------------------------------------------------------------------------------------------------------------------------------- 47..71 3664.88 42:71 4328.10 42.72 PAGE:F 11 ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 MEMBER NO. SECTION NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5' 6 2 7 8 9 10 MEMBER NO. SECTION NO. SECTION NO. SECTION NO. SECTION NO. 1 1 2 DIST (FT) 0.00 3.75 7.50 11.7.5 14.99 15.01 15'. 50 18.50 21.50 22.59 2 1 2 3 4 JOINTS 1 - 2 OUTER FLANGE _ OUTER FLANGE _ DEPTH 'AREA (IN) (IN2) 20.00 12.75 24.25 13.81 20.50 14.88 32.75 15.94 36.99 17.00 37.00 17.00 37.46 17.12 40.23 17.81 42.99 18.50 44.00 18.75 JOINTS 2 - 3 OUTER FLANGE _ OUTER FLANGE _ OUTER FLANGE _ OUTER FLANGE _ 8.000 X 0.375 8.000 X 0.375 IX IY (IN4) (IN4) 874.69 42.69 1350.58 42.70 1.950.39 42.70 7.6113.:14 42.7 I. 3559.49 42.'1:1. 3561.79 47..71 3664.88 42:71 4328.10 42.72 5059.24 42.72 5341.99 42.72 8.000 X 0.500 8.000 X 0.500 6.000'X 0.500 6.000 X 0.500 WEB = 0.250 INNER FLANGE = 8.000 X 0.625 WEB = 0.250 INNER FLANGE = 8.000 X 0.625 RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO 2.02 2.17 12.85 1.76 1.97 2.11 8.08 5.76 .76.00 1.97 2.14 12.85 1.76 1.97 2.11 8.08 5.76 93.00 1..93 7..1.1. 1.7..85 1..63 :1..89 7..11 .11.01 5.76 110.00 :1 . Oar .2-01.1 :1.7.. n5 :1.. f,3 :1..119 2.1.1 1.1.01 5.76 126.9R :1..115 2.05 :1.2.05 1.63 1.09 2.11 11.01 5.76 143..90 1.85 2.05. 12.85 1.63 1.89 2.11 11.01 5.76 144.02 1.85 2.05 12.85 1.63 1.89 2.11 11.01 5.76 145.84 1.82 2.03 12.85 1.55 1.82 2.03 13.41 8.05 •156.90 1.80 2.02 12.85 1.55 1.82 2.03 13.41 8.05 167.97 1.79 2.01 12.85 1.51 1.80 2.01 14.50 8.70 171.98 WEB = 0.250 INNER FLANGE = 8.000 X 0.625 WEB = 0.219 INNER FLANGE = 8.000 X 0.625 WEB = 0.188 INNER FLANGE = 6.000 X 0.313 WEB = 0.140 INNER FLANGE = 6.000 X 0.313, LUBO (FT) 7.51 7.51 8.01 0.01 8.01 8.01 8.01 6.01 6.01 1.10 LUBI (FT) 15.52 15.52 15.52 15.52 1.5.52 15.52 15.52 6.01 6.01 1.10 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: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 12 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 ANAL SEC . DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 4.18 43.00 19.47 5559.72 48.05 1.91 2.00 12.31 1.59 1.92 2.01 10.31 8.25, 167.50 5.01 5.01 2 8.92 39.50 18.59 4569.87 48.05 1.94 2.02 12.31 1.59 1.92 2.06 10.31 7.16 153.51 5.01 10.01 3 13.92 35.81 17.67 3647.43 48.05 1..96 2.05 12.31 1.63 1.95 2.06 9.41 7.16 138.73 5.01 10.01 4 14.88 35.09 17.49 3483.41 48.04 1.97 2.05 12.31 1.71 2.00 2.06 8.49 7.16 135.88 5.01 10.01 5 2 14.89 35.09 16.44 3379.41 48.03 2.00 2.08 12.31 1.71 2.00 2.06 8.49 7.16 155.08 5.01 10.01 6 18.92 32.11 15.79 2767.70 48.03 2.02 2.10 12.31 1.71 2.00 2.06 8.49 7.16 141.50 5.01 10.01 7 23.92 28.42 14.98 23.04.55 48.02 7..05 7..1.7. 12.31 1.77 2.04 2.12 7.57 5.68 124.63 5.01 10.01 8 28.92 24.72 14.17 3.543.48 48.02. 2.011 2.1.4 12.31 1.82 '1..0'7 2.12 6.64 5.68 107.75 5.01 10.03. 9 29.89 24.00 14.01 1445.61 48.02 2.09 2.15 12.31 1.37 1.67 1.51 7.76 12.54 104.47 5.01 10.01 10 3 29.90 24.00 9.24 855.94 14.65 1.57' 1.45 12.31 1.37 1.67 1.51 7.76 12.54 123.34 5.01 10.01 11' 33.92 24.99 9.42 938.64 14.65 1.57 1.44 12.31 1.37 1.67 1.51 7.76 12.54 128.58 5.01 10.01 12 38.92 26.21 9.65 1047.97 14.65 1.56 1.43 12.31 1.24 1.56 1.51 8.53 12.54 135.11 5.01 10.01 13 43.92 27.44 9.88 1164.55 14.65 1.55 1.42 12.31 1.22 1.56 1.44 8.94 14.61 141.63 5.01 10.01 14 44.93 27.69 9.93 1189.06 14.65 1.55 1.41 12.31 1.28 1.58 '1.44 9.35 14.61 142.96 5.01 10.01 15 4 44.94 27.69 8.64 1108.00 14.64 1.59 1.48 12.31 1.28 1.58 1.44 9.35 14.61 191.99 5.01 10.01 16 48.92 28.67 8.78 1198.20 14.64 1.59 1.47 12.31 1.28 1.58 1.44 9.35 14.61 198.96 5.01 10.01 17 53.92 29.89 8.95 1317.50 14.64 1.58 1.46 12.31 1.29 1.59 1.46 9.76 15.92 207.72 5.01 10.01 18 58.92 31.12 9.12 1443.51 14.64 1.58 1.45 12.31 1.27 1.58 1.46 10.17 15.92 216.48 5.01 10.01 19 61.42 31.73 9.21 1509.07 14.64 1.57 1.45 12.31 1.26 1.58 1.45 10.48 16.80 220.87 2.50 3.54 20 62.45 31.99 9.24 1536.70 14.64 1.57 1.45 12.31 1.26 1.57 1.45 10.62 16.80 222.68 1.04 3.54 MEMBER NO. SECTION NO. SECTION N0. SECTION NO. SECTION NO. ANAL SEC PTS. NO. 3. 3. 2 3 4 5 2 6 7 8 9 10 3 11 12 13 14 15 4 16' 17 18 19 20 MEMBER NO. SECTION NO. SECTION NO. 3 JOINTS. 4 - 3 1 OUTER FLANGE _ 2 OUTER FLANGE _ 3 OUTER FLANGE _ 4 OUTER FLANGE DIST DEPTH AREA (FT) (IN) (IN2) 4.1.0 43.00 :1.9.4'7 0.92 39.50 13.92 35.81 17.67 14.88 35.09 17.49 14.89 35.09 16.44 18.92 32.11 15.79 23.92 28.42 14.98 28.92 24.72 14.17 29.89 24.00 14.01 29.90 24.00 9.24 33.92 24.99 9.42 38.92 26.21 9.65 43.92 27.44 9.88 44.93 27.69 9.93 44.94 27.69 8.64 48.92 28.67 8.78 53.92 29.89 8'.95 58.92 31.12 9.12 61.42 31.73 9.21 62.45 31.99 9.24 4 JOINTS 5 - 4 1 OUTER FLANGE _ 2 OUTER FLANGE _ 8.000 X 0.500 8.000 X 0.500 6.000 X 0.500 6.000 X 0.500 IX F R A M E D E S'I G N - S E C T I O N P R O P E R T I E S 4!369.07 411.0!; DATE: 02/07/01 48.05 3483.41 48.04 3379.41 48.03 2767.70 CADDS TIME: 01:41 PM 48..02 1543.48 48.02 1445.61 48.02 855.94 PAGE:F 13 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 14.65 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 14.64 . (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 2.06 DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH. UBC 97 .500 TO 12 7.16 MEMBER NO. SECTION NO. SECTION N0. SECTION NO. SECTION NO. ANAL SEC PTS. NO. 3. 3. 2 3 4 5 2 6 7 8 9 10 3 11 12 13 14 15 4 16' 17 18 19 20 MEMBER NO. SECTION NO. SECTION NO. 3 JOINTS. 4 - 3 1 OUTER FLANGE _ 2 OUTER FLANGE _ 3 OUTER FLANGE _ 4 OUTER FLANGE DIST DEPTH AREA (FT) (IN) (IN2) 4.1.0 43.00 :1.9.4'7 0.92 39.50 13.92 35.81 17.67 14.88 35.09 17.49 14.89 35.09 16.44 18.92 32.11 15.79 23.92 28.42 14.98 28.92 24.72 14.17 29.89 24.00 14.01 29.90 24.00 9.24 33.92 24.99 9.42 38.92 26.21 9.65 43.92 27.44 9.88 44.93 27.69 9.93 44.94 27.69 8.64 48.92 28.67 8.78 53.92 29.89 8'.95 58.92 31.12 9.12 61.42 31.73 9.21 62.45 31.99 9.24 4 JOINTS 5 - 4 1 OUTER FLANGE _ 2 OUTER FLANGE _ 8.000 X 0.500 8.000 X 0.500 6.000 X 0.500 6.000 X 0.500 IX IY (IN4) (IN4) 5559.112 40, 05 4!369.07 411.0!; 3647.43 48.05 3483.41 48.04 3379.41 48.03 2767.70 48.03 2104.55 48..02 1543.48 48.02 1445.61 48.02 855.94 14.65 938.64 14.65 1047.97 14.65 1164.55 14.65 1189.06 14.65 1108.00 14.64 1198.20 14.64 1317.50 14.64 1443.51 14.64 1509.07 14.64 1536.70 14.64 8.000 X 0.375 8.000 X 0.375 WEB WEB WEB WEB RTO (IN) •I.. '),I .1 .1)4 1.96 1.97 2.00 2.02 2.05 2.08 2.09 1.57 1.57 1.56 1.55 1.55 1.59 1.59 1.58 1.58 1.57 1.57 0.250 0.219 0.188 0.140 RTI WRX (IN) (IN) 2-00 :1.2.:11. 2-02. :1.2-:1:1. 7..05 12.31 2.05 12.31 2.08 12.31 2.10 12.31 2.12 12.31 2.14 12.31 2.15 12.31 1.45 12.31 1.44 12.31 1.43 12.31 1.42 12.31 1.41 12.31 1.48 12.31 1.47 12.31 1.46 12.31 1.45 12.31 1.45 12.31 1.45 12.31 WEB = 0.250 WEB = 0.250 INNER FLANGE = 8.000 X 0.625 INNER FLANGE = 8.000 X 0.625 INNER FLANGE = 6.000 X 0.313 INNER FLANGE = 6.000 X .0.313 WRY WRTO WRTI WDAFO WDAFI H/T (IN) (IN) (IN) (IN) (IN) RATIO L. 59 1..92 2.01. 10.31 0.25 167.50 .I.. 59 I.. 92 :1 . 06 10. 31. 7. 3.6 153. !Isl 1.63. 1.95 2.06 9.41 7.16 138.73 1.71 2.00 2.06 8.49 7.16 135..88 1.71 2.00 2.06 8.49 7.16 155.08 1.71 2.00 2.06 8.49 7.16 141.50 1.77 2.04 2.12 7.57 5.68 124.63 1.82 2.07 2.12 6.64 5.68 107.75 1.37 1.67 1.51 7.76 12.54 104.47- 1.37 1.67 1.51 7.76 12.54 123.34 1.37 1.67 1.51 7.76 12.54 128.58 1.24 1.56 1.51 8.53 12.54 135.11 1.22 1.56 .1.44 8.94 14.61 141.63 1.28 1.58• 1.44 9.35 14.61 142.96 1.28 1.58 1.44 9.35 14.61 191.99 1.28 1.58 1.44 9.35 14.61 198.96 1.29 1.59 1.46 9.76 15.92 207.72 1.27 1.58 1.46 10.17 15.92 216.48 1.26 1.58 1.45 10.48 16.80 220.87 1.26 1.57 1.45 10.62 16.80 222.68 INNER FLANGE = 8.000 X 0.625 INNER FLANGE = 8.000 X 0.625 0 LUBO (FT) 5.01 15.01. 5.01 5.01 5.01 5.01 5.01 5.01 5.01 5.01 5.01 5.01 5.01 5.01 5.01 5.01 5.01 5.01 2.50 2.07 LUBI (FT) 5. 01. 10. 0.1. "10.01 10.01 10.01 10.01 10.01 10.01 10.01 10.01 10.01 10.01 10.01 10.01 10.01 10.01 10.01 10.01 7.08 7.08 9 F R A M E D E S I G N - S E C T I O N P R O P E R T I E S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 14 ------------------------------------------------------------------------------------------=---------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ---------------------------------------------------------------------------------------------------------------------------------=- # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T' LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (•IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 20.00 12.75 874.69 42.69 2.02 2.17 12.85 1.76 1..97 2.11 .8.08 5.76 76.00 7.51 15.52 2 3.75 24.25 13.81 1350.58 42.70 1.97 2.14 12.85 1.76 1.97 2.11 8.08 5.76 93.00 7.51 15.52 3 7.50 28.50 .14.88 1950.39 42.70 1.93 2.11 12.85 1.63 1.89 2.11 11.01 5.76 110.00 8.01 15.52 4 11.25 32.75 15.94 2683.34 42.71 1.89 2.08 12.85 1.63 1.89 2.11 11.01 5.76 126.99 .8.01 15.52 - 5 14.99 36.99 17.00 3559.49 42.71 1.85 2.05 12.85 1.63 1.89 2.11 11.01 5.76 143.98 8.01 15.52 6 2 15.01 37.00 17.00 3561.79 42.71. 1.85 2.05 12.85 1.63 1..89 2.11 11.01 5.76 144.02 8.01 15.52 7 15.50 37.46 3.7.12 3664.88 47..'7:1. 1..O; 7..05 :1.2.115 1. 63 :1.09 2.11 11.01 5.76 145.84 8.01 15.52 B 18.50 40.23 3.7.03. 437.11.10 '42.72 :1.11'2.. 2.03 :1.2.05 :1..!S5 .1..112 2.03 13.41 8.05 156.90 6.01 6.01 9 21.50 42.99 18.50 5059.24 42.72. 1.00 2.02 12.85 1.55 3..82 2.03 13.41 8.05 167.97 6.01 6.01 10 22.59 44.00 18.75 5341.99 42.72 1.79 2.01 12.85 1.51 1.80 2.01 14.50 8.70 171.98 1.10 1.10 9 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 15 ------------------- ORDER # 070093 -----------------------------------------------------------------=--------------------------=------------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT.- BOB PARSONS BLDR PHONE 530-345-7296 PROJ NAME -.FTC ALMOND, INC. ENGR GRP - Visalia .# (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 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 BEND.G RATIO M V 1* 20.00 12.75 76.43 102.23 38.24 0.00 31.82 31.82 33.00 -28.38 71.98 0.96 1.00 1.75 0.09 0.00 0.00 0.09 1 1 2 24.25 13.81 98.18 128.70 38.24 -1271.58 33.00 33.00 27.86 -28.39 58.28 1.00 1.00 1.75 0..08 0.39 0.35 0.44 1 1 3 28.50 14.88 121.59 156.22 38.07 -2544.52 33.00 33.00 27.86' -28.40 48.96 1.00 1.00 1.75 0.08 0.64 0.58 0.66 1 1 4 32.75 15.94 146.60 185.78 37.88 -381.7.82 33.00 33.00 27.86 -28.40 42.7.1 1.00 1.00 1.75 0.07 0.79 0.74 0.81 1 1 5* 36.99 .17.00 173.22 23.6. 44 3').69 51192.:1.9 33.00 33.00 2'7.06 -•211.41. 37.10 :1..00 1.00 1.75' 0.07 0.89 0.84 0.91 1 1 6* 37.00 17.00 173.29 216,.5:1. 37.7.3,1►9;.6:1 33.00 33.00 '2.7.06 -'2,0.74 3'7.09 1.00 1..00 '1.75 0.07 0.89 0.04 0.91 1 1 7 37.46 17.12 175.67 219.44 37.23 -5266.03 33.00 33.00 '2.•1.0'2 -'18.74 36.61 1.00 1.00 1.75 0.07 0.91 0.86 0.93 - 1 1 8 40.23 17.81 194.55 240.73 37.20 -6299.05 33.00 33.00 32.20' -28.75 33.97 1.00 1.00 1.15 0.06 0.98 0.81 0.92 1 1 9 42.99 18.50 213.05 261.65 37.02 -7332.52 33.00 33.00 31.76 -28.76 31.68 1.00 1.00 1.15 0.06 1.05 0.88 0.99 1 1 10* 44.00 18.75 220.57 270.12 36.84 -7707.85 33.00 33.00 31.59 '-28.76 30.92 1.00 1.00 1.02 0.06 1.06 0.90 1.00 1 1 F R A M E D E S I G N - C 0 N T R 0 L L I N G. S T R E S S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 16 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP : Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- ROOF BEAM 2 - 3 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 43.00 19.47 246.11 271:19 32.40 -7716.58 33.00 33.00 31.78 29.85 31.86 1.00 1.00 1.11 0.05 0.96 0.90 0.95 1 1 2 39.50 18.59 219.76 243.20 32.39 6028.49 33.00 33.00 30.95 29.75 34.85 1.00 1.00 1.30 0.05 0.84 0.80 0.85 1 1 3 35.81 17.67 193.45 214.70 32.17 -4422.49 33.00 33.00 31.40 26.79 38.67 1.00 1.00 1.30 0.06 0.70 0.66 0.71 1 1 4* 35.09 17.49 188.42 209.76 31.96 -4146.38 18.74 33.00 31.48 23.83 39.51 1.00 1.00 1.30 0.10 0.67• 0.59 0.68 1 1 5* 35.09 16.44 182.19 7.04.33 31..95 -•4:1.4:1.52 3.0.74 :73.00 3:1..03 23.'78 26. 57 1.00 1.00 1.30 0.10 0..69 0.61 0.72 1 1 6 32.11 15.79 162.39 102.91 31.95 -2995.25 18.74 3.1.00 3:1..36 23.70 29.23. 1.00 1.00 1.30 0.11 0.56 0.49 0.60 1 1 7 28.42 14.98 139.42 157.66 31.75 -1743.29 18.74 33.00 32.52 20.90 33.32 1.00 1.00 1.53 0.11 0.38 0.32 0.44 1 1 8 24.72 14.17 116.98 133.37 31.54 -666.39 18.74 33.00 32.52 17.99 38,.77 1.00 1.00 1.53 0.12 0.17 0.15 0.27 1 1 9* 24.00 14.01 112.97 128.98 31.32 -490.34 18.74 33.00 31.19 15.09 40.05 1.00 1.00 2.30 0.12 0.13 0.12 0.24 1 1 10* 24.00 9.24 80.47 64.04 30.68 -555.02 18.42 33.00 31.19 16.31 24.66 0.96 1.00 2.30 0.18 0.21 0.28 0.46 1 1 11 24.99 9.42 84.57 66.90 30.68 231:01 18.74 33.00 33.00 16.31 23.62 1.00 1.00 2.15 0.17 0.08 0.10 0.26 6 1 12 26.21 9.65 88.82 71.35 30.59 1041.02 18.74 32.93 33.00 13.53 22.45 1.00 1.00 1.53 0.17 0.36 0.46 0.53 6 1 13 27.44 9.88 95.02 75.89 30.50 1681.60 18.74 32.74 33.00 10.71 21.38 1.00 1.00 1.21 0.16 0.54 0.66 0.71 6 1 14* 27.69 9.93 96.10 77.64 30.41 1775.84 18.74 32.70 33.00 7.88 21.18 1.00 1.00 1.11 0.16 0.56 0.69 0.73 6 1 15* 27.69 8.64 91.26 71.25 30.41 1769.64 18.74 31.76 33.00 7.85 8.75 1.00 1.00 1.11 0.19 0.63 0.75 0.81 6 1 16 28.67 .8.78 94.18 73.84 30.41 2143.48 18.74 31.57 33.00 7.85 8.43 1.00 1.00 1.11 0.18 0.74 0.91 0.92 6 1 17 29.89 8.95 100.06 78.00 30.33 2445.33 18.74 31.31 33.00 5.07 8.07 1.00 1.00 1.06 0.18 0.79 0.94 0.98 6 1 18 31.12 9.12 104.00 82.23 30.24 2578.42 18.74 31.04 33.00 2.26 7.73 1.00 1.00 1.02 0.18 0..81 0.99 0.99 6 1 19 31.73 9.21 107.58 84.38 30.17 2580.04 18.74 30.89 33.00 1.62 10.09 1.00 1.00 1.00 0.17 0.79 0.92 0.96 6 3 20* 31.99 9.24 108.63 86.13 30.13 2564.08 18.74 30.83 33.00 -1.24 7.51 1.00 1.00 1.00 0.17 0.77 0.90 0.95 6 1 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 17 ----------------------------------------------------------------------------------------=------------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 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* 43.00 19.47 246.11 271.19 32.44 -8120.80 33.00 33.00 31.78 30.43 31.86 1.00 1.00 1.11 0.05 1.01 0.94 0.99 1 1 2 39.50 18.59 219.76 243.20 32.43 -6399.90 33.00 33.00 30.90 30.33 34.85 1.00 1.00 1.29 0.05 0.89 0.85 0.90 1 1 3 35.81 17.67 193.45 214.70 32.22 -4759.25 33.00 33.00 31.35 27.37 38.67 1.00 1.00 1.29 0.06 0.75 0.71 0.76 1 1 4* 35.09 17.49 188.42 209.76 32.00 -4476.44 33.00 33.00 31.43 24.41 39.51 1.00 1.00 1.29 0.06 0.72 0.68 0.73 1 1 5* 35.09 16.44 182.19 7.04.33 32.00 -4471..51. 18.74 33.00 30.98 24.35 7.6.57 1.00 1.00 1.29 0.10 0.74 0.66 0.77 1 1 6 32.11 15.79 3.67..39 102.9:1. 37..00 -37.97.35 :I.O.74 3:1.01) 31.31. 24.35 29.2.1. :1..00 1.00 1.29 0.11 0.62 0.54 0.65 1 3. 7 28.42 14.98 139.42 157.66 31..79 -2010.73 10.79 33.00 32.40 21.40 33.32 1.00 1.00 1.49 0.11 0.44 0.37 0.49 1 1 8 24.72 14.17 116.98 133.37 31.58 -899.17 18.74 33.00 32.40 18.57 38.77 1.00 1.00 1.49 0.12 0.24 0.20 0.32 1 1 9* 24.00 14.01 112.97 128.98 31.37 -716.37 18.74 33.00 31.19 15.67 40.05 1.00 1.00 2.30 0.12 0.19 0.17 0.29 1 1 10* 24.00 9.24 80.47 64.04 30.70 -781.03 18.42 33.00 31.19 16.89 24.66 0.96 1.00 2.30 0.18 0.29 0.40 0.58 1 1 11 24.99 9.42 84.57 66.90 30.70 32.88 18.74 33.00 33.00 16.89 23.62 1.00 1.00 1.79 0.17 0.01 0.01 0.19 1 1 12 26.21 9.65 88.82 •71.35 30.61 877.61 18.74 32.93 33.00 14.11 22.45 1.00 1.00 1.71 0.17 0.30 0.39 0.47 1 1 13 27.44 9.88 95.02 75.89 30.52 1552.91 18.74 32.74 33.00 11.29 21.38 1.00 1.00 1.25 0.16 0.50 0.61 0.66- 1 1 14* 27.69 9.93 96.10 77.64 30.43 1654.18 18.74 32.70 33.00 8.46 21.18 1.00 1.00 1.13 0.16 0.53 0.6.5 0.69 1 1 15* 27.69 8.64 91.26 71.25 30.43 1648.05 18.74 31.76 33.00 8.43 8.75 1.00 1.00 1.13 0.19 0.58 0.70 0.77 1 1 16 28.67 8.78 94.18 73.84 30.43 2049.51" 18.74 31.57 33.00 8.43 8.43 1.00 1.00 1.13 0.18 0.71 0.87 0.89 1 1 17 29.89 8.95 100.06 78.00 30.34 2386.07 18.74 31.31 33.00 5.65 8.07 1.00 1.00 1.07 0.18 0.78 0.92 0.96 1 1 18 31.12 9.12 104.00 82.23 30.25 2553.88 18.74 31.04 33.00 2.84 7.73 1.00 1.00 1.03 0.18 0.80 0.98 0.98 1 1 19 31.73 9.21 107.58 84.38 30.19 2572.86 18.74 30.89 33.00 -1.48 10.09 1.00 1.00 1.00 0.17 0.78 0.91 0.96 1 3 20* 31.99 9.24 108.63 86.13 30.15 2564.08 18.74 30.83 33.00 -1.42 10.01 1.00 1.00 1.00 0.17 0.77 0.90 0.95 1 5 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 18 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 2 DESCRIPTION LRF 125'-0" 27'-011 20 PSF 80 MPH UBC 97 .500 TO 12 COLUMN 5 - 4 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT.' DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 20.00 12.75 76.43 102.23 44.13 0.00 31.82 31.82 33.00 -28.10 71.98 0.96 1.00 1.75 0.11 0.00 0.00 0.11 1 1 2 24.25 13.81 98.18 128.70 44.13 -1257.94 33.00 33.00 27.86 -28.11 58.28 1.00 1.00 1.75 0.10 0.39 0.35 0.45 6 1 3 28.50 14.88 121.59 156.22 43.96 -2517.41 33.00 33.00 27.86 -28.12 48.96 1.00 1.00 1.75 0.09 0.63 0.58 0.67 1 1 4 32.75 15.94 146.60 185.78 43.77 -3777.36 33.00 33.00 27.86 -28.13 42.21 1.00 1.00 1.75 0.08 0.78 0.73 0.81 1 1 5* 36.99 17.00 1.73.7.2 21.6.44 43.50 •-5038.49 33.00 .33.00 27.86' ••28.14 37.1.0 1..00 1.00 1.75 0.08 0.88 0.84 0.91 G 1. G* 37.00 17.00 1.73.29 7.1.61.5:1. 43.12 -504:1 .11 I1 :1:1.011 .1:1.011 27.IM -V.II.!:;1 37.04 :1..00 1.00 1.'15 0.011 0.811 0.04 0.91 1 1 7 37.46 17.12 175.87 219.44 43.12 -521.0.119 33.00 33.U0 27.82 -20.52 36.63. 1.00 1.00 1.75 0.08 0.90 0.85 0.93 1 1 8 40.23 17.81 194.55 240.73 43.09 -6235.34 33.00 33.00 32.20 -28.52 33.97 1.00 1.00 1.15 0.07, 0.97 0.80 0.90 1 1 9 42.99 18.50 213.05 261.65 42.91 -7260.27 33.00 33.00 31.76 -28.53 31.68 1.00 1.00 1.15 0.07 1.04 0.87-10.97 1 1 10* 44.00 18.75 220.57 270.12 42.73 -7632.51 33.00 33.00 31.59 -28.54 30.92 1.00 1.00 1.02 0.07 1.05 0.89 0..98 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: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 19 -------------------------------7--------------------------------------------------------------------------------------------------- ORDER #.070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ------------------------------------=---------------------------------------------------------------------------------------------- FRAME #• 2 DESCRIPTION LRF 125'-0" 27'-0" 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 OV80522 1 0.250 1.337 1/8 2.620 1 1 1 OV80524 1 0.250 0.624 1/8 2.620 3 3 1 2 0.219 0.676 1/8 2.620 3 8 1 OV80526 1 0.188 0.615 1/8 2.620 3 10 1 2 0.140 0.271 1/8 2.620 3 15 1 THE FLANGE-TO-WEB'SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS F INA L F R A M E D E S I G N - S P L I C E S U M M A R Y DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 20 ----------------------------------- # 070093 BUILDER - -------- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR)' (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE LOCATION 'MEMBER ANALYSIS CONTROLLING AXIAL SHEAR MOMENT NO TYPE MOD SEQ NO. PT. LOAD COMBINATION KIPS KIPS IN -KIPS O1 COLUMN 00 1 1 1 DL + WLL -7.01 12.32 0.00 DL + WLL -7.01 12.32 0.00 02 2 10 DL + WLL -8.33 6.04 2438.51 DL + CLL + SLL + SLR 35.70 -30.16 -7707.85 03 COLUMN O1 1 4 1 DL + WLR -10.46 12.13 0.00 DL + WLR -10.46 12.13 0.00 04 2 10 DL + WLR -11.78 5'.85 2341.40 DL + CLL + LL 41.60 -30.16 -7632.51 05 BEAM O1 1 2 9 DL + WLL -5.86 -4.74 589.76 D+CLL+EQR/1.4 13.64 7.97 -642.70 06 2 20 DL + CLL + SLL + SLR 30.11 -1.54 2564.08 DL + WLL -6.00 -0.90 -550.52 07 BEAM 00 1 3 0 DL + EWP 0.00 3.19 191.46 DL + CLL + SLL + SLR 0.00 -5.32 -319:14 08 2 9 DL + WLR -5.68 -5.01 694.06 D+CLL+EQL/1.4 13.28 8.21 -730.93 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to RightV 2---3---4 V KIPS Vertical Force Up +---H / 1 5 Z ** P Delta Analysis Performed ** No. Loading Combination' 1H 1V 5H 5V Sum H Sum V 1 -DL F R A M E D E S I G N - R E A C T I O N S 42.75 0.00 DATE: 02/07/01 2 DL + WLL -12.32 -7.01 1.01 CADDS TIME: 01:41 PM -13.27 3 DL + WLR -0.82 -4.44 PAGE:F 21 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 15.77 17.89 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 6 DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 79.61 POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to RightV 2---3---4 V KIPS Vertical Force Up +---H / 1 5 Z ** P Delta Analysis Performed ** No. Loading Combination' 1H 1V 5H 5V Sum H Sum V 1 -DL + CLL + LL 30.15 36.85 -30.15 42.75 0.00 79.61 2 DL + WLL -12.32 -7.01 1.01 -6.26 -11.31 -13.27 3 DL + WLR -0.82 -4.44 12.13 -10.46 11.31 -14.90 4 D+CLL+EQL/1.4 10.45 15.67 -15.78 20.20 -5.32 35.87 5 D+CLL+EQR/1.4 15.77 17.89 -10.45 17.97 5.32 35.87 6 DL + CLL + SLL + SLR 30.15 36.85 -30.15 42.75 0.00 79.61 7 PD+PC+0.70PL+2.80EQL not applicable 8 PD+PC+0.70PL+2.80EQR not applicable 9 0.85P(DL+CL)+2.80EQL not applicable 10 0.85P(DL+CL)+2.80EQR not applicable 11 DL+CL+2.80EQL not applicable 12 DL+CL+2.80EQR not applicable 13 DL + EWP -2.89 ' -5.68 2.89 -9.22 0.00 -14.90 ID Load Case 1H 1V 5H 5V Sum H Sum V DL DEAD LOAD 6.01 8.42 -6.01 9.22 0.00 17.64 CLL COLLATERAL LOAD 7.10 8.36 -7.10 9.86 0.00 18.23 LL LIVE LOAD 17.04 20.07 -17.04 23.67 0.00 43.74 WLL WIND LOAD LEFT -18.33 -15.43 7.03 -15.49 -11.31 -30.91 WLR WIND LOAD RIGHT -6.83 -12.86 18.14 -19.68 11.31 -32.54 EQ SEISMIC LOAD -3.69 -1.54 -3.70 1.54 -7.39 0.00 SLL MIN SNOW LOAD LEFT 8.71 15.32 -8.71 4.93 0.00 20.25 SLR MIN SNOW LOAD RIGHT 8.33 4.75 -8.33 18.74 0.00 23.49 EWP EW WIND PRESSURE -8.90 -14.10 8.90 -18.45 0.00 -32.55 EWS EW WIND SUCTION -8.90 -14.10 8.90 -18.45 0.00 -32.55 PDE P Delta Unit Story S 0.00 -0.20 0.00 0.20 0.00 0.00 FINAL FRAME D E S IGN - STRES S SUMMARY DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 22 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 500 TO 12 --------------------------------------------------------------------------------------------------------------------7-------------- MEMBER NO. 1 JOINT 1 - 2 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 15.00 55. 4 3.75 FT 20.00 IN 37.00 IN 8.000 X .375 .250 8.000 X .625 0.912 1 2 7.59 55. 4 3.00 FT 37.00 IN 44.00 IN 8.000 X .375 .250 8.000 X .625 0.999 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 37:69 -5092.19 2.22 -29.40 -23.53 33.00 33.00 27•.86 2 36.84 -7707.85 1.96 -34.95 -28.53 33.00 . 33.00 31.59 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 14.89 55. 3 5.00 FT 43.00 IN 35.09 IN 8.000 X .500 .250 2 15.01 55. 4 5.00 FT 35.09 IN 24.00 IN 8.000 X .500 .219 3 15.04 55. 4 5.00 FT 24.00 IN 27.69. IN 6.000 X .500 .188 4 17.57 55. 5 5.00 FT 27.69 IN 32.00 IN 6.000 X .500 .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 32.40 -7716.58 1.66 -31.56 -28.45 33.00 33.00 31.78 2 31.95 -4141.52 1.94 -22.73 -20.27 18.74 33.00 31.03 3 30.41 1775.84 3.06 18.48 22.87 18.74 32.70 33.00 4 30.24 2578.42 3.32 24.79 32.51 18.74 31.04 33.00 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND -28.41 37.10 0.766 1 -28.76 30.92 0.930 1 COMB. STRESS LOAD INNER FL. RATIO COND 8.000 X .625 0.946 1 8.000 X .625 0.717 1 6.000 X .313 0.728 6 6.000 X .313 0.987 6 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 29.85 31.86 0.931 1 23.78 26.57 0.895 1 16.31 23.62. 0.691 1 7.85 8.43 0.•931 1 FINAL FRAME DESIGN - STRESS SUMMARY DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 23 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 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 14.89 55. 3 5.00 FT 43.00 IN 35.09 IN 8.000 X .500 .250 8.000 X .625 0.993 1 2 15.01 55. 4 5.00 FT 35.09 IN 24.00 IN 8.000 X .500 .219 8.000 X .625 0.767 1 3 15.04 55. 4 5.00 FT 24.00 IN 27.69 IN 6.000 X .500 .188 6.000 X .313 0.690 1 4 17.57 55. 5 5.00 FT 27.69 IN 32.00 IN 6.000 X .500 .140 6.000 X .313 0.979 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FSO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 32.44 -8120.80 1.67 -33.22 -29.95 33.00 33.00 31.78 30.43 31.86 0.955 1 2 32.00 -4471.51 1.95 -24.54 -21.88 18.74 33.00 30.98 24.35 26.57 0.917 1 3 30.43 1654.18 3.06 17.21 21.31 18.74 32.70 33.00 16.89 23.62 0.715 1 4 30.25 2553.88 3.32 24.56 32.20 18.74 31.04 33.00 8.43 8.43 1.000 1 MEMBER NO. 4 JOINT 5 - 4 -------------------------- - ------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT. WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 15.00 55. 4 3.75 FT 20.00 IN 37.00 IN 8.000 X .375 .250 8.000 X .625 0.913 6 2 7.59 55. 4 3.00 FT 37.00 IN 44.00 IN 8.000 X .375 .250 8.000 X .625 0.980 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 43.58 -5038.49 2.56 -29.09 -23.28 33.00 33.00 27.86 -28.14 37.10 0.758 1 2 42.73 -7632.51 2.28 -34.60 -28.26 33.00 33.00 31.59 -28.54 30.92 0.923 1 POSITIVE DEFLECTION DIRECTION H INCHES Horiz. Deflection to Right V V INCHES Vertical Deflection Up +---H / z •* P Delta Analysis Performed +� No. FRAME DES IGN - J O I N T D E F L E C T I O N S 2V 1 DATE: 02/07/01 N -0.202 -0.014 2 CADDS TIME: 01:41 PM 1.162 -0.050 3 DL + WLR PAGE:F 24 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 6 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 13 DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 POSITIVE DEFLECTION DIRECTION H INCHES Horiz. Deflection to Right V V INCHES Vertical Deflection Up +---H / z •* P Delta Analysis Performed +� No. Loading Combination Cd 211 2V 1 DL + CLL + LL N -0.202 -0.014 2 DL + WLL N 1.162 -0.050 3 DL + WLR N -1.165 0.058 4 D+CLL+EQL/1.4 N 0.864 -0.051 5 D+CLL+EQR/1.4 N -1.053 0.038 6 DL + CLL + SLL + SLR N -0.202 -0.014 13 DL + EWP N -0.050 0.006 311 3V 41-1 4V 0.193 -8.526 0.589 0.000 1.074 1.806 0.992 0.051 -1.247 1.787 -1.334 -0.056 1.033 -3.680 1.206 0.044 -0.882 -3.672 -0.714 -0.045 0.193 -8.526 0.589 0.000 -0.116 1.595 =0.182 -0.002 POSITIVE DEFLECTION DIRECTION H INCHES Horizontal to the Right V INCHES Vertical Up MAXIMUM MEMBER DEFLECTIONS FRAME DES IGN - M E M B E R D E F L E C T I O N S 1H No. DATE: 02/07/01 PT DEFL 1 DL + CLL + LL 5 CADDS. TIME: 01:41 PM DL + WLL 11 1.162 3 DL + WLR PAGE:F 25 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia DL + EWP (TYPE)* (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 POSITIVE DEFLECTION DIRECTION H INCHES Horizontal to the Right V INCHES Vertical Up MAXIMUM MEMBER DEFLECTIONS MEMBER 1H No. Loading Combination PT DEFL 1 DL + CLL + LL 5 -0.587 2 DL + WLL 11 1.162 3 DL + WLR 11 -1.165 4 D+CLL+EQL/1.4 11 0.864 5 D+CLL+EQR/1.4 11 -1.053 6 DL + CLL + SLL + SLR 5 -0.587 13 DL + EWP 11 -0.050 V MEMBER 2V PT DR.FL 21 -8.526 21 1.806 16 2.045 17 -3.755 21 -3.672 21 -8.526 20 1.595 MEMBER 3V PT DEF%. 23. -8.526 16 1.9.78 21 1.787 21 -3.680 18 -3.719 21 -8.526 21 1.595 MEMBER 4H PT DEFL '7 0.825 11 0.992 11 -1.334 it 1.206 11 -0.714 7 0.825 8 -0.192 FINAL FRAME DESIGN - FRAME L A Y O U T DATE: 02/07/01 CADDS TIME: 01:41 PM ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR). (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" ------------------------------------------------------------------=-- 20 PSF 80 ------------- MPH --------- UBC -------- 97 --- .500 TO.12 ----------------------------- LEFT SIDE RIGHT SIDE SLOPE. (P/12.) 0.500 SLOPE (P/12.) = 0.500 DIST. TO RIDGE = 62.500 FT. DIST. TO RIDGE = 62.500 FT. COLUMN OFFSET = 8.000 IN. COLUMN OFFSET = 8.000 IN. GIRT DEPTH = 8.000 IN. GIRT DEPTH= 8.000 IN. PURLIN DEPTH = 8.000 IN. (PURLIN UNINSULATED). PURLIN DEPTH - 8.000 IN. SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 - 125.000 FT. -R- OV80524 OV80526 OV80526 OV80524 0 0 V V 8 8 0 0' 5 5 2 2 2 2 FINAL FRAME DESIGN DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 26 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT --BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 - F R A M E D E S I G N - G E N E R A L I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 27 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-047007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 LEFT SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES EAVE HEIGHT = 26.667 FT. 26.667 FT. 1 TO 5 = 25.000 FT MODULUS OF ELASTICITY = 29000 KSI FRAME HEIGHT = 26.000 FT. 26.000 FT. COL. CLEAR HT. = 24.771 FT. 25.069.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 62.500 FT. 62.500 FT. CMY(fixed in minor axis) = 0.400 COLUMN OFFSET 8.000 IN. 8.000 IN. GIRT DEPTH . 8.000 IN. 8.000 IN. 13NDWALL PURLIN DEPTH . 0.000 IN. 0.000 IN. 11VAME OFFSET 6.000 IN. (PURLIN UNINSULATED) POST OFFSET 1.000 IN. --------------------- JOINT DATA --------------------- ------------------------------ MEMBER DATA ------------------------------ JOINT X-COORD Y-COORD -DEGREE-OF-FREEDOM MEMBER MOM. RELEASE K VALUES NUMBER FT FT X Y MZ Z MX NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 1.167 0.000 1 1 0 1 0 1 1- 2 0 0 1.50 1.00 2 1.167 25.391 0 0 0 1 0 2 2- 3 0 0 0.75 1.00 3 25.000 26.541 0 0 0 1 0 3 4- 3 Rotated 0 1 1.00 1.00 4 25.000 0.000 1 1 0 1 0 4 3- 5 0 0 0.75 1.00 5 50.000 27.583 0 0 0 1 0 5 6- 5 Rotated 0 1 1.00 1.00 6 50.000 0.000' 1 1 0 1 0 6 5- 7 0 0 1.50 1.00 7 62.500 28.104 0 0 0 0 0 7 8- 7 0 0 1.50 1.00 8 75.000 27.583 0 0 0 1 0 8. 9- 8 Rotated 0 1 1.00 1.00 9 75.000 0.000 1 1 0 1 0 9 10 - 8 0 0 0.75 1.00 10 100.000 26.541 0 0 0 1 0 10 11 -10 Rotated 0 1 1.00 1.00 11 100.000 0.000 1 1 0 1 0 11 12 -10 0 0 0.75 1.00 12 123.833 25.548 0 0 0 1 .0 12 13 -12 0 0 1.50 1.00 13 123.833 0.000 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) ( 1 = RELEASE .0 = NO RELEASE ) F R A M E D E S I G N - S E C O N D A R Y / B R A C E L O C A T I O N S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 28 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP' - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION ----=------------------------------------------------------------------------------------------------------------------------------ EWDS 125'-01'" 27'-0" - 20 PSF" 80 MPH UBC 97 .500 TO 12 DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low sidewall in FEET. No support ID - B Base, G Girt, P Purlin, E Eave strut, 0 Other, 0 FL Outside flange only braced L Landmark 2000 truss purlin. O -IF. Outside and Inside flange braced MAJOR - Major axis brace point indicator. ( YES or NO ) O -SF Outside braced and inside Single flange brace NOTE: BRACE FORCE is the required support force (in kips) perpendicular to the flange COLUMN 1- 2 BRACE COLUMN 4- 3 BRACE COLUMN 6- 5 BRACE COLUMN 9- 8 BRACE DIST ID BRACE MAJOR FORCE DIST 3'.1) nRACK M/100R FORCIC 01'9T ]:b 13RACK MAJOR FORCE DIST Ib BRACK MAJOR FORCK 0.00 B O -IF" YES 0.00 B O -IF YES 0.00 B. O -IF YES 0.00 B O -IF YES 7.50 G 0 FL YES 7.50 G O -IF NO 7.50 G O -IF NO 7.50 G O -IF NO 15.50 G O -SF YES 15.50 G O -IF NO 15.50 G O -IF NO 15.50 G O -IF NO 21.50 G O -SF YES 21.50 G O -IF NO 22.50 G O -IF NO 22.50 G O -IF NO 24.77 0 O -IF YES 22.50 ' G O -IF NO 27.08 0 O -IF YES 27.08 0 O -IF YES 26.67 E O FL NO 26.04 0 O -IF YES 28.75 E NO 28.75 E NO 27.71 E NO COLUMN 11-10 BRACE COLUMN 13-12 BRACE ROOFBEAM 2- 3 BRACE ROOFBEAM 3- 5 BRACE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE 0.00 B O -IF YES 0.00 B O -IF YES 0.00 0.00 E 0 FL 3.92 28.92. P O -SF 7.50 G O -IF NO 7.50 G 0 FLYES 3.92 3.92 P O -SF 8.92 33.92 P 0 FL 15.50 G O -IF NO 15.50 G O -SF YES 8.92 8.92 P O FL 13.92 38.92 P O -SF 21.50 G O -IF NO 21.50 G O -SF YES 13.92 13.92 P O -SF 18.92 43.92 P O FL 22.50 G O -IF NO 25.07 0 O -IF YES 18.92 18.92 P O FL .23.92 48.92 P O -SF 26.04 0 O -IF YES 26.67 E 0 FL NO 23.92 23.92 P O -SF 27.71 E NO ROOFBEAM 5- 7 BRACE ROOFBEAM 8- 7 BRACE ROOFBEAM 10- 8 BRACE ROOFBEAM 12-10 BRACE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE 3.92 53.92 P O -SF 3.92 53.92 P O -SF- 3:92 28.92 P O -SF 0.00 0.00 E .0 FL 8.92 58.92 P 0 FL 8.92 58.92 P 0 FL 8.92 33.92 P 0 FL 3.92 3.92 P 0 -SF 11.42 61.42 P O -SF 11.42 61.42 P O -SF 13.92 38.92 P O -SF 8.92 8.92 P O FL 18.92 43.92 P 0 FL 13.92 13.92 P O -SF 23.92 48.92 P O -SF 18.92 18.92 P 0 FL 23.92 23.92 P O -SF GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z-axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the -Z axis. APPLIED LOADS For load application, vertical and horizontaldistances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The• distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z 'direction. Distances are measured along the axis of the member•. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the, member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAM - Special load for crane loads. This is similiar to the MCONC load except .that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams .use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at.the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. •A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). F R A M E D E S I G N - C O N V E N T I O N S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 29 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS. BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500TO 12 GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z-axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the -Z axis. APPLIED LOADS For load application, vertical and horizontaldistances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The• distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z 'direction. Distances are measured along the axis of the member•. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the, member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAM - Special load for crane loads. This is similiar to the MCONC load except .that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams .use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at.the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. •A positive vertical (V) force is upwards. A positive in -plane moment (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 1997 DATE: 02/07/01 (DL ) = 2.700 PSF + FRAME DL COLLATERAL LOAD (CLL) = 5.000 CADDS TIME: 01:41 PM (LL ) = 20.000 PSF PAGE:F 30 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDRACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" -----------------------7----------------------------------------------------------------------------------------------------------- 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 GENERAL BUILDING INFORMATION DESIGN BAY = 13.750 FT. TOTAL BUILDING LENGTH = 80.000 FT. PANELS TYPE DESCRIPTION WEIGHT LEFT SIDEWALL SHWAL 26STL 1.12 PSF ROOF MR24 24STL 2.70 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL SHWAL 26STL 1.12 PSF ENDWALL 811WAL 268TI'A 1.. 17. PSI* CANOPY / OVERHANG / WIDTH=EXTENSION LEFT SIDEWALL = 10.000 FT. CANOPY CONN DETAIL C320 BUILDING USE AND LOCATION STATE = CALIFORNIA COUNTY = BUTTE (INLAND) ,USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP = B ' APPLIED LOADINGS NET ROOF LOAD COEFF (PSF) BUILDING CODE 12.00 = 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 LEFT CANOPY/OVERHANG LEFT ROOF RIGHT ROOF = Partially Exposed Roof = Normal TRIBUTARY LOAD FACTOR 60.00% 60.00% 60.00% MIN COUNTY GROUND SNOW LOAD MIN County Rain on Snow LOAD NET ROOF LOAD COEFF (PSF) 1.00 12.00 1.00 12.00' 1.00 12.00 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR 0.0 PSF- • UNBALANCED SNOW LOADS (SLL.), (SLR) ROOF LIVE LOAD (LL ) 20.000 PSF COEFFICIENTS TRIBUTARY LOAD FACTOR LEFT CANOPY/OVERHANG 60.00% LEFT ROOF 60.00% RIGHT ROOF 60.009 WIND LOADS F R A M E D E S I G N - L 0 A D S U M M A R Y WIND LOAD RIGHT = 80.000 MPH ( 12.099 DATE: 02/07/01 WIND UPLIFT = 80.000 MPH ( 12.099 PSF) WIND LOAD CASE 1. CADDS TIME: 01:41 PM COEFFICIENTS WIND FROM LEFT PAGE:F 31 ------------------------------------------------------------------=-------------------=-------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia RIGHT SIDEWALL (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME -----------------------------------------------------------------------=----------------------------------------------------------- # 3 DESCRIPTION . EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 0.800(PRESSURE) UNBALANCED SNOW LOADS (SLL.), (SLR) ROOF LIVE LOAD (LL ) 20.000 PSF COEFFICIENTS TRIBUTARY LOAD FACTOR LEFT CANOPY/OVERHANG 60.00% LEFT ROOF 60.00% RIGHT ROOF 60.009 WIND LOADS NET ROOF LOAD COEFF WIND LOAD LEFT = 80.000 MPH ( 12.099 PSF) WIND LOAD RIGHT = 80.000 MPH ( 12.099 PSF) WIND UPLIFT = 80.000 MPH ( 12.099 PSF) WIND LOAD CASE 1. WIND ENCLOSURE = ENCLOSED COEFFICIENTS WIND FROM LEFT (WLL) LEFT CANOPY/OVERHANG -1.200(SUCTION ) LEFT SIDEWALL 0.800(PRESSURE) LEFT ROOF -0.700(SUCTION ) RIGHT ROOF -0.700(SUCTION ) RIGHT SIDEWALL -0,500(SUCTION ) ENDWALL WIND PRESURE (EWP) SIDEWALLS -0.700(SUCTION ) ROOF -0.700(SUCTION ) ENDWALL 0.800(PRESSURE) SIDEWALL CANOPY/OVERHANG-1.200(SUCTION ) ENDWALL CANOPY/OVERHANG -1.200(SUCTION ) LOAD NET ROOF LOAD COEFF (PSF) 2.00 24.00 1.00 12.00 ].. 00 7.2 . 00 MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT (WLR) -0.700(SUCTION ) -0..500(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) 0.800(PRESSURE) ENDWALL WIND SUCTION (EWS) -0_.700(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) -1.200(SUCTION ) -0.700(SUCTION ) INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 F R A M E D E S I G N - L 0 A D S U M M A R Y DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 32 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 ' DESCRIPTION EWDS 125'-0" -----------------------------=----------------------------------------------------------------------------------.----- 27'-0" 20 PSF 80 MPH UBC 97 .500 TO.12 -------------- SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.000% Seismic W - LEFT CANOPY/OVERHANG = 9.700 PSF Seismic W - LEFT ROOF = 9.700 PSF Seismic W - RIGHT ROOF = 9.700 PSF SEISMIC ZONE = 3 R FACTOR 4.500 MIN CTY.SEISMIC ZONE = 3 I FACTOR = 1.000 Na LATERAL'FACTOR 1.000' STORY DRIFT LIMIT 0.07.5 SOILS PROFIbr m D OMEGAO DEFLECT AMPLIF FACTOR - 2.000 Nv FACTOR 1.000 CL' FACTOR 0.035 T FACTOR = 0.415 Ca FACTOR = 0.360 Cv FACTOR = 0.540 p FACTOR = 1.000 NET SEISMIC FACTOR = 0.200 F R A M E D E S I G N - L 0 A D C O M B I N A T I O N S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 33 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------------------------------------------------------------------------------------ SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE STR LAT LONG CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + CLL + LL 1.000 N N N Std Des 100.00 DL 100.00 CLL 100.00 LL 2 DL + WLL 1.333 N N N Std Des 100.00 DL 100.00 WLL 3 DL + WLR 1.333 N N' N Std Des 100.00 DL 100.00 WLR 4 D+CLL+EQL/1.4 1.333 N N N Std Des 100.00 DL 100.00 CLL 72.00 EQ 5 D+CLL+EQR/1.4 1.333 N N N Std Des 100.00 DL- 100.00 CLL -72.00 EQ 6 DL + CLL +'SLL + SLR 1.000 N N N Std Des 100.00 DL 100.00 CLL 100.00 SLL 100.00 SLR 7 PD+PC+0.70PL+2.80EQL 1.700 Y N N Axi.n]. C 7.00.00 D1:. 100.00 C1.1. 70.00 LL 280.00 EQ 8 PD+PC+0.70PL+2.801EQR 1..700 Y N N Axi.nl C' 100.00 Dto 100.00 CIA. 70.00 LL -280.00 EQ 9 0.85P(DL+CL)+2.80EQL 1.1100 Y N N Axial T 85.00 DL 85.00 CLL 280.00 EQ 10 0.85P(DL+CL)+2.80EQR 1.700 Y N N Axial T 85.00 DL 85.00 CLL -280.00 EQ 11 'DL+CL+2.80EQL 1.700 Y N N Conns 100.00 DL 100.00 CLL 280.00 EQ 12 DL+CL+2.80EQR 1.700 Y N N Conns 100.00 DL 100.00 CLL -280.00 EQ 13 DL + EWP 1.333 N N N Std Des 100.00 DL 100.00 EWP 14 DL + EWS 1.333 N N N Std Des 100.00 DL 100.00 EWS LOAD CASE (DL ) DEAD LOAD LOAD F R A M E D E S I G N - A P P L I E D L O A D S DATE: 02/07/01 DIRECTION/ LABEL CADDS TIME: 01:41 PM TYPE FT FT X PAGE:F 34 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 DL BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia K/FT (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 3 - 5 DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 K/FT LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION DL 2 2 - 3 UNIF 0.00 25.00 0.000 K/FT -0.037 K/FT 0.000 K/FT DL 4 3 - 5 UNIF 25.00 50.00 0.000 K/FT -0.037 K/FT 0.000 K/FT DL 6 5 - 7 UNIF 50.00 62.50 0.000 K/FT -0.037 K/FT 0.000 K/FT DL 7 8 - 7 UNIF 62.50 75.00 0.000 K/F7' -0.037 K/FT 0.000 K/FT DL 9 10 - 0 UNIF 75.00 ].00.00 0.000 1C/1*'.1' -0.037 K/i'.1' 0.000 K/FT DL 11 12 - 10 UNIF 100.00 125.00 0.000 1(/F'1' -0.03'1 K/["T 0.000 K/FT CDL 2 2 - 3 MCONC 0.00 25.67 0.000 KIP -0.371-KIP 22.275 IN -K LOAD CASE (CLL) COLLATERAL LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION CLL 2 2 - 3 UNIF 0.00 25.00 0.000 K/FT -0.069 K/FT 0.000 K/FT CLL 4 3 - 5 UNIF 25.00 50.00 0.000 K/FT -0.069 K/FT 0.000 K/FT CLL 6 5 - 7 UNIF 50.00 62.50 0.000 K/FT -0.069 K/FT 0.000 K/FT CLL 7 8 - 7 UNIF 62.50 75.00 0.000 K/FT -0.069 K/FT 0.000 K/FT CLL 9 10 - 8 UNIF 75.00 100.00 0.000 K/FT -0.069 K/FT 0.000 K/FT CLL 11 12 - 10 UNIF 100.00 125.00 0.000 K/FT -0.069 K/FT 0.000 K/FT CCLL 2 2 - 3 MCONC 0.00 25.67 0.000 KIP -0.688 KIP 41.250 IN -K LOAD CASE (LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION LL 2 2 - 3 UNIF 0.00 25.00 0.000 K/FT -0.165 K/FT 0.000 K/FT LL 4 3 - 5 UNIF 25.00 50.00 0:000 K/FT -0.165 K/FT 0.000 K/FT LL 6 5 - 7 UNIF 50.00 62.50 0.000 K/FT -0.165 K/FT 0.000 K/FT LL 7 8 - 7 UNIF 62.50 75.00 0.000 K/FT -0.165 K/FT 0.000 K/FT LL 9 10 - 8 UNIF 75.00 100.00 0.000 K/FT -0.165 K/FT 0.000 K/FT• LL 11 12 - 10 UNIF 100.00 125.00 0.000 K/FT -0.165 K/FT 0.000 K/FT CLL 2 2 - 3 MCONC 0.00 25.67 0.000 KIP -1.650 KIP 99.000 IN -K LOAD CASE (WLL) WIND LOAD LEFT LOAD F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 02/07/01 DIRECTION/ LABEL CADDS TIME: 01:41 PM TYPE FT FT- X PAGE:F 35 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 WLL BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia K/FT (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 2 - 3 DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME $ 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 K/FT LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT- X Y Z LOCATION WLL 1 1 - 2 UNIF 0.00 26.67 0.133 K/FT 0.000 K/FT 0.000 K/FT WLL 2 2 - 3 UNIF 0.00 25.00 -0.116 K/FT 0.116 K/FT 0.000 K/FT WLL 4 3 - 5 UNIF 25.00 50.00 -0.116 K/FT 0.116 .K/FT 0.000 K/FT WLL 6 5 - 7 UNIF 50.00 62.50 -0.116 K/FT 0.116 K/FT 0.000 K/FT WL10 7 8 - 7 UNIF 62.50 '75.00 O.:I.:I.f, K/f"1' 0. J.i6 K/F'.I' 0.000 K/FT WLL 9 10 - 0 UNIF 75.00 1.00. 00 0.:1.:1.6 I(/irr 0.:1.1(, K/P"I' 0.000 K/FT WLL 11 12 - 10 UNIF 100.00 125.00 0.17.6 K/FT 0.116 K/FT 0.000 K/FT WLL 12 13 - 12 UNIF 0.00 26.67 0.083 K/FT 0.000 K/FT 0.000 K/FT CWLL 2 2 - 3 MCONC 0.00 25.67 0.000 KIP 1.996 KIP -119.779 IN -K LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLR 1 1\- 2 UNIF 0.00 26.67 -0.083 K/FT 0.000 K/FT 0.000 K/FT WLR 2 2 - 3 UNIF 0.00 25.00 -0.116 K/FT 0.116 K/FT 0.000 K/FT WLR 4 3 - 5 UNIF 25.00 50.00 -0.116 K/FT 0.116 K/FT 0.000 K/FT WLR 6 5 - 7 UNIF 50.00 62.50 -0.116 K/FT 0.116 K/FT 0.000 K/FT WLR 7' 8 - 7 UNIF 62.50 75.00 0.116 K/FT 0.116 K/FT 0.000 K/FT WLR 9 10 - 8 UNIF 75.00 100.00 0.116 K/FT 0.116 K/FT 0.000 K/FT WLR 11 12 - 10 UNIF 100.00 125.00 0.116 K/FT 0.116 K/FT 0.000 K/FT WLR 12 13 - 12 UNIF 0.00 26.67 -0.133 K/FT 0.000 K/FT 0.000 K/FT CWLR 2 2 - 3 MCONC 0.00 25.67 0.000 KIP 1.165 KIP -69.871 IN -K LOAD CASE (EQ.) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EQ 1 1 - 2 UNIF 0.00 26.67 0.003 K/FT 0.000 K/FT, 0.000 K/FT EQ 2 2 - 3 CONC 0.00 0.667 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 4 3 - 5 CONC 25.00 0.667 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 6 5 - 7 CONC 50.00 0.333 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 7 8 - 7 CONC 75.00. 0.333 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 9 10 - 8 CONC 100.00 0.667 KIP 0.000 KIP 0.000 IN -K Outside flange 11 12 - 10 CONC 125.00 0.667 KIP 0.000 KIP 0.000 IN -K Outside flange .EQ EQ 12 13 - 12 UNIF 0.00. 26.67 0.003 K/FT 0.000 K/FT 0.000 K/FT CEQ 2 2 - 3 MCONC 0.00 25.67 0.267 KIP 0.000 KIP 0.000 IN -K LOAD CASE (SLL)' MIN SNOW LOAD LEFT LOAD F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 02/07/01 LABEL NO . CADDS TIME: 01:41 PM FT FT X Y PAGE:F 36 ------------------- ORDER # 070093 --------------------------------------------------- BUILDER - NORTH VALLEY READY MIX ----------- BLDR ORDER -------- # 01-07 ------------- --------------- BLDR ACCOUNT # -------------- 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 25.00 DESIGN SYSTEM FRAME ------=---------------------------------------------------------------------------------------------------------------------------- # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12_ SLL LOAD CASE (SLL)' MIN SNOW LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS LABEL NO . (START -END) TYPE FT FT X Y Z SLL 2 2 - 3 UNIF 0.00 25.00 0.000 K/FT -0.165 K/FT 0.000 K/FT SLL 4 3 - 5 UNIF 25.00 50.00 0.000 K/FT -0.165 K/FT 0.000 K/FT SLL 6 5 - 7 UNIF 50.00' 62.50 0.000 K/FT -0.165 K/FT 0.000 K/FT CELL 2 2 - 3 MCONC 0.00 25.67 0.000 KIP -1.650 KIP 99.000 IN -K LOAD CASE MR) MIN SNOW LOAD R1.011'.I.' LOAD MEMBER JOINTS LOAD DISTANCES LOADS LABEL NO (START -END) TYPE FT FT X Y Z SLR 7 8 - 7. UNIF 62.50 75.00 0.000 K/FT 70.165 K/FT 0.000 K/FT SLR 9 10 - 8 UNIF 75.00 100.00 0.000 K/FT -0.165 K/FT 0.000 K/FT SLR 11 12 - 10 UNIF 100.00 125.00 0.000 K/FT -0.165 K/FT 0.000 K/FT LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS LABEL NO (START -END) TYPE FT FT X Y Z EWP 1 1 - 2 UNIF 0.00 26.67 -0.116 K/FT 0.000 K/FT 0.000 K/FT EWP 2 2 - 3 UNIF 0.00 25.00 -0.116 K/FT 0.116 K/FT 0.000 K/FT EWP 3 4 - 3 UNIF 0.00 27.71 0.000 K/FT 0.000 K/FT -0.242 K/FT EWP 4 3 - 5 UNIF 25.00 50.00 -0.116 K/FT 0.116 K/FT 0.000 K/FT EWP 5 6 - 5 UNIF 0.00 28.75 0.000 K/FT 0.000 K/FT -0.242 K/FT EWP 6 5 - 7 UNIF 50.00 6.2.50 -0.116 K/FT 0.116 K/FT 0.000 K/FT EWP 7 8 - 7 UNIF 62.50 75.00 0.116 K/FT 0.116 K/FT 0.000 K/FT EWP 8 9 - 8 UNIF 0.00 28.75 0.000 K/FT 0.000 K/FT -0.242 K/FT EWP 9 10 - 8 UNIF 75.00 100.00 0.116 K/FT 0.116 K/FT 0.000 K/FT EWP 10 11 - 10 UNIF 0.00 27.71 0.000 K/FT 0.000 K/FT -0.242 K/FT EWP 11 12 - 10 UNIF 100.00 125.00 0.116 K/FT 0.116 K/FT 0.000 K/FT EWP 12 13 - 12 UNIF 0.00 26.67 0.116 K/FT 0.000 K/FT 0.000.K/FT CEWP 2 2 - 3 MCONC 0.00 25.67 0.000 KIP 1.996 KIP -119.779 IN -K DIRECTION/ LOCATION DIRECTION/ LOCATION DIRECTION/ LOCATION LOAD CASE (EWS) EW WIND SUCTION LOAD F R A M E D E S I G N - A P P L I E D L O A D S NO (START -END) DATE: 02/07/01 EWS 1 1 - 2 UNIF EWS CADDS TIME: 01:41 PM UNIF EWS 3 4 - 3 UNIF PAGE:F 37 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 5 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 8.- 7 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) EWS DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 3 DESCRIPTION EWDS 125'-0" 27'-011 20 PSF 80 MPH UBC 97 .500 TO 12 UNIF LOAD CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE EWS 1 1 - 2 UNIF EWS 2 2 - 3 UNIF EWS 3 4 - 3 UNIF EWS 4 3 - 5 UNIF IT,WEI 5 6 - 5 LIN:I:If EWS 6 5 - 7 UNIF EWS 7 8.- 7 UNIF EWS 8 9 - 8 UNIF EWS 9 10 - 8 UNIF EWS 10 11 - 10 UNIF EWS 11 -12 - 10 UNIF. EWS 12 13 - 12 UNIF CEWS 2 2 - 3 MCONC DISTANCES LOADS DIRECTION/ FT FT X Y Z LOCATION 0.00 26.67 -0.116 K/FT 0.000 K/FT 0.000 K/FT 0.00 25.00 -0.116 K/FT 0.116 K/FT 0.000 K/FT 0.00 27.71 0.000 K/FT 0.000 K/FT 0.212 K/FT 25.00 50.00 -0.11.6 K/FT 0.11.6 K/F'V 0.000 K/FT 0.00 211.75 0.000 K/P"I' 0.000 K/11"1' 0.2:12 K/IFT 50.00 (2.50 -0.:1.:1.6 K/IP'1' 0.116 K/ PT 0.000 K/F'1' 62.50 75.00 0.116 K/FT 0.116 K/FT 0.000 K/FT 0.00 28.75 0.000 K/FT 0.000 K/FT 0.212 K/FT 75.00 100.00 0.116 K/FT 0.116 K/FT 0.000 K/FT - 0.00 27.71 0.000 K/FT 0.000 K/FT 0.212 K/FT 100.00 125.00 0.116 K/FT 0.116 K/FT 0.000 K/FT 0.00 26.67 0.116 K/FT 0.000 K/FT 0.000 K/FT 0.00 25.67 0.000 KIP 1.996 KIP -119.779 IN -K MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 8 MEMBER NO. SECTION NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 2 6 7. 8 9 MEMBER NO. SECTION NO. 1 1 DIST (FT) 0.00 3.75 7.50 11.50 15.50 18.50 21.50 24.77 2 1 2 DIST (FT) 1.61 3.92 8.92 9.99 10.01 13.92 18.92 23.92 24.98 3 1 JOINTS 1 - 2 OUTER FLANGE DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12.00 3.88 3.2.00 3.nn 3.2.00 3.1111 12.00 3.88 12.00 3.88 12.00 3.88 JOINTS 2 - 3 OUTER FLANGE _ OUTER FLANGE _ DEPTH AREA (IN) (IN2) 15.56 4.91 14.59 4.75 12.46 4.41 12.00 4.34 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 JOINTS 4 - 3 OUTER FLANGE _ 5.000 X 0.250 IX F R A M E D E S I G N - S E C T I O N P R O P E R T I E S 101.51 5.21 DATE: 02/07/01 5.21 1.01..51. 5.2.1. 101..51. 13.2.1. 3.01.51 CADDS TIME: 01:41 PM 5.21 101.51 5.21 5.1.1. 1.33 1.33 PAGE:F 38 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 5.11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (IN) (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 5.21 DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 12.06 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 8 MEMBER NO. SECTION NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 2 6 7. 8 9 MEMBER NO. SECTION NO. 1 1 DIST (FT) 0.00 3.75 7.50 11.50 15.50 18.50 21.50 24.77 2 1 2 DIST (FT) 1.61 3.92 8.92 9.99 10.01 13.92 18.92 23.92 24.98 3 1 JOINTS 1 - 2 OUTER FLANGE DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12.00 3.88 3.2.00 3.nn 3.2.00 3.1111 12.00 3.88 12.00 3.88 12.00 3.88 JOINTS 2 - 3 OUTER FLANGE _ OUTER FLANGE _ DEPTH AREA (IN) (IN2) 15.56 4.91 14.59 4.75 12.46 4.41 12.00 4.34 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 JOINTS 4 - 3 OUTER FLANGE _ 5.000 X 0.250 IX IY (IN4) (IN4) 101.51 5.21 101.51 5.21 101.51 5.21 1.01..51. 5.2.1. 101..51. 13.2.1. 3.01.51 5.23. 101.51 5.21 101.51 5.21 WEB = 0.120 RTO RTI WRX (IN) (IN) (IN) 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 1.. 3;a 1 .33 5.11. 1..1.6 .1..33 5.1.1. 1.33 1.33 5.11 1.33 1.33 5.11 1.33 1.33 5.11 INNER FLANGE WRY WRTO WRTI (IN) (IN) (IN) 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 1. 16 1..33 1..33 1..1.6 1..33 . 1.33 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 5.000 X 0.250 WDAFO WDAFI H/T (IN) (IN) RATIO 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.113 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 LUBO LUBI (FT) (FT) 7.50 15.50 7.50 15.50 8.00 15.50 8.00 15.50 0.00 15.50 6.00 6.00 6.00 6.00 3.27 3.27 5.000 X 0.250 WEB = 0.160 INNER FLANGE = 5.000 X 0.250 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 192.18 5.21 1.26 1.26 5.29 1.04 1.26 1.26 12.06 12.06 94.15 3.92 2.31 165.71 5.21 1.27 1.27 5.29 1.07 1.28 1.30 10.82 10.23 88.03 5.01 10.01 116.01 5.21 1.29 1.29 5.29 1.07 1.28 1.30 10.82 10.23 74.75 5.01 10.01 106.62 5.21 1.29 1.29 5.29 1.14 1.32 1.30 9.64 10.23 71.89 5.01 10.01 101.51 5.21 1.33 1.33 5.29 1.14 1.32 1.30 9.64 10.23 95.83 5.01 10.01 101.51 5.21 1.33 1.33 5.29 1.14 1.32 .1.30 9.64 10.23 95.83 5.01 10.01 101.51 5.21 1.33 1.33 5.29 1.16 1.33 1.33 9.60 9.60 95.83 5.01 10.01 101.51 5.21 1.33 1.33 5.29 1.16 1.33 1.33 9.60 9.60 95.83 5.01 10.01 101.51 5.21 1.33 1.33 5.29 1.16 1.33 1.33 9.60 9.60 95.83 4.98 4.98 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 0 9 MEMBER NO. SECTION NO: SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 2 6 7 8 9 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 8 DIST (FT) 0.00 3.75 7.50 11.50 15.50 18.50 21.50 22.50 26.04 4 1 2 DIST (FT) 0.00 •3.92 8.92 9.99 10.01 13.92 18.92 23.92 24.98 5 1 DIST (FT) 0.00 3.75 7.50 11.50 15.50 19.00 22.50 27.08 DEPTH AREA (IN) (IN2) 8.00 3.40 8.00 3.40 8.00 3.40 8.00 3.40 8.00 3.40 8.00 3.40 11.00 3.40 0.00 3.40 6.00 3.40 JOINTS 3 - 5 OUTER FLANGE OUTER FLANGE DEPTH F R A M E D E S I G N - S E C T I O N P R O P E R T I E S 12.00 3.88 DATE: 02/07/01 3.88 12.00 3.88 12.00 3.88 12.00 CADDS TIME: 01:41 PM 3.88 12.00 3.88 12.00 3.88 JOINTS PAGE:F 39 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 12.00 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 12.00 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 1.36 DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC . 97 .500 TO 12 1.36 ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 0 9 MEMBER NO. SECTION NO: SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 2 6 7 8 9 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 8 DIST (FT) 0.00 3.75 7.50 11.50 15.50 18.50 21.50 22.50 26.04 4 1 2 DIST (FT) 0.00 •3.92 8.92 9.99 10.01 13.92 18.92 23.92 24.98 5 1 DIST (FT) 0.00 3.75 7.50 11.50 15.50 19.00 22.50 27.08 DEPTH AREA (IN) (IN2) 8.00 3.40 8.00 3.40 8.00 3.40 8.00 3.40 8.00 3.40 8.00 3.40 11.00 3.40 0.00 3.40 6.00 3.40 JOINTS 3 - 5 OUTER FLANGE OUTER FLANGE DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 JOINTS 6 - 5 CEE SECTION = DEPTH AREA (IN) (IN2) 12.00 2.36 12.00 2.36 12.00 2.36 12.00 2.36 12.00 2.36 12.00 2.36 12.00 2.36 12.00 2.36 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 41.77 5.21 1.36 1.36 3.51 1.24 1.36 1.36 6.40 6.40 62.50 7.50 7.50 41.77 5.21 1.36 1.36 3.51 1.24 1.36 1.36 6.40 6.40 62.50 7.50 7.50 41.77 5.21 1.36 1.36 3.51 1.24 1.36 1.36 6.40 6.40 62.50 8.00 8.00 41.77 5.21 1.36 1.36 3.51 1.24 1.36 1.36 6.40 6.40 62.50 8.00 8.00 41.77 5.21 1.36 1.36 3.51 1.24 1.36 1.36 6.40 6.40 62.50 8.00 8.00 41.77 5.21. 1.36 1..36 3.51 1..24 .1.36 1.36 6.40 6.40 67..50 6.00 6.00 41..77 !+.2..1 5.11 'I .:161 3. L 1 .24 I.. 1r 1. 36 r.40 6.40 62.50 6.00 6.00 41.77 5.'1.1. 1..36 1..:361 3 1.24 1..31; 1.36 6.40 6.40 62.50 3.14 3.54 41.77 5.21 1.36 1.36 3.51 1.24 1.36 1.36 6.40 6.40 62.50 3.54 3.54 5.000 X 0.250 5.000 X 0.250 IX IY (IN4) (IN4) 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 12.OP. 113S IX IY (IN4) (IN4) 49.20 4.07 49.20 4.07 49.20 4.07 49.20 4.07 49.20 4.07 49.20 4.07 49.20 4.07 49.20 4.07 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 4.98 4.98 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.00 10.01 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.00 10.01 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.00 10.01 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.00 10.01 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.00 10.01 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.00 10.01 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.00 10.01 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 4.98 4.98 RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 4.56 1.31 104.19 7.50 7.50 4.56 1.31 104.19 7.50 7.50 4.56 1.31 104.19 8.00 8.00 4.56 1.31 104.19 8.00 8.00 4.56 1.31 104.19 8.00 8.00 4.56 1.31 104.19 7.00 7.00 4.56 1.31 104.19 7.00 7.00 4.56 1.31 104.19 4.58 4.58 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7'- 8 6 1 DIST (FT) 0.00 3.92 8.92 11.47. 12.48 7 1 DIST (FT) 0.00 3.92 8.92 11.42 12.48 8 1 DIST (FT) 0.00 3.75 7.50 11.50 15.50 19.00 22.50 27.08 JOINTS 5 - 7 OUTER FLANGE DEPTH F R A M E D E S I G N - S E C T I O N P R O P E R T I E S 3.88 12.00 DATE: 02/07/01 12.00 3.88 17..00 3.1)0 12.00 CADDS TIME: 01:41 PM 9 - 8 CEE SECTION 2.36 12.00 2.36 PAGE:F 40' ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia :IA 7.. !i a. (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) X 0.250 DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 RTI MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7'- 8 6 1 DIST (FT) 0.00 3.92 8.92 11.47. 12.48 7 1 DIST (FT) 0.00 3.92 8.92 11.42 12.48 8 1 DIST (FT) 0.00 3.75 7.50 11.50 15.50 19.00 22.50 27.08 JOINTS 5 - 7 OUTER FLANGE DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12.00 3.88 17..00 3.1)0 12.00 3.1113 JOINTS 8 - 7 OUTER FLANGE DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 JOINTS 9 - 8 CEE SECTION DEPTH AREA (IN) (IN2) 12.00 2.36 12.00 2.36 12.00 2.36 12.00 2.36 12.00 2.36 12.00 2.36 12.00 2.36 12.00 2.36 = 5.000 X 0.250 WEB = 0.120 IX IY RTO RTI WRX (IN4) (IN4) (IN) (IN) (IN) 101.51 5.21 1.33 1.33 5.11 101.51 5.21 1.33 1.33 5.11 101.51 5.21 1..33 1.33 5.11 101.5:1. ,.2:1• 1.33 :1..33 5.11 :IA 7.. !i a. 5.2:1. 1.33 :1..33 7.00 = 5.000 X 0.250 WEB = 0.120 IX IY RTO RTI WRX (IN4) (IN4) (IN) (IN) (IN) 101.51 5.21 1.33 1.33 5.11 101.51 5.21 1.33 1.33 5.11 101.51 5.21 1.33 1.33 5.11 101.51 5.21 1.33 1.33 5.11 101.51 5.21 1.33 1.33 5.11 12.OP. 113S IX IY (IN4) (IN4) 49.20 4.07 49.20 4.07 49.20 4.07 49.20 4.07 49.20 4.07 49.20 4.07 49.20 4.07 49.20 4.07 INNER FLANGE WRY WRTO WRTI (IN) (IN) (IN) 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 1..16+ :1..33 1..33 1.:1.6 :1..:1:1 1.33 INNER FLANGE WRY WRTO WRTI (IN) (IN) (IN) 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 1.33 1.16 1.33 . 1.33 5.000 X 0.250 WDAFO WDAFI H/T (IN) (IN) RATIO 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60' 95.83 9.60 9.60 95.03 9.60 9.60 951.03 = 5.000 X 0.250 WDAFO WDAFI H/T (IN) (IN) RATIO 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 LUBO (FT) 4.98 5.00 5.00 2.50 2.13 LUBO (FT) 4.98 5.00 5.00 2.50 2.13 LUBI (FT) 4.9B 7.51 7.51 7.51 2.13 LUBI (FT) 4.98 7.51 7.51 7.51 2.13 RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 4.56 1.31 104.19 7.50 7.50 4.56 1.31 104.19 7.50 7.50 4.56 1.31 104.19 8.00 8.00 4.56 1.31 104.19 8.00 8.00 4.56 1.31 104.19 8.00 8.00 4.56 1.31 104.19 7.00 7.00 4.56 1.31 104.19 7.00 7.00 4.56 1.31 104.19 4.58 4.58 MEMBER NO. SECTION NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 2 5 6 7 8 9 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 8 9 MEMBER NO. SECTION NO, ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 9 1 2 DIST (FT) 0.00 3.92 4.99 5.01 8.92 13.92 18.92 23.92 24.98 10 1 DIST (FT) 0.00 3.75 7.50 11.50 15.50 18.50 21.50 22.50 26.04 11 1 DIST (FT) 1.63 3.92 8.92 13.92 18.92 23.92 24.98 JOINTS 10 - 8 OUTER FLANGE _ OUTER FLANGE _ DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 17..00 3.88 12.00 3 . 1.11:1 12.00 3.00 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 JOINTS 11 - 10 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 8.00 3.40 8.00 3.40 8.00 3.40 8.00 3.40 8.00 3.40 8.00 3.40 8.00 3.40 8.00 3.40 8.00 3.40 JOINTS 12 - 10 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88' 5.000 X 0.250 5.000 X 0.250 IX F R A M E D E S I G N - S E C T I O N P R O P E R T I E S 5.21 101.51 DATE: 02/07/01 1.01. 51. 5.23 1.0.1.."1:1. !i. 2.1 101.51 CADDS TIME: 01:41 PM 5.21 101.51 5.21 101.51 5.21 PAGE:F 41 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 1.33 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 1.16 DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 3 DESCRIPTION EWDS 125'=0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 MEMBER NO. SECTION NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 2 5 6 7 8 9 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 8 9 MEMBER NO. SECTION NO, ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 9 1 2 DIST (FT) 0.00 3.92 4.99 5.01 8.92 13.92 18.92 23.92 24.98 10 1 DIST (FT) 0.00 3.75 7.50 11.50 15.50 18.50 21.50 22.50 26.04 11 1 DIST (FT) 1.63 3.92 8.92 13.92 18.92 23.92 24.98 JOINTS 10 - 8 OUTER FLANGE _ OUTER FLANGE _ DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 17..00 3.88 12.00 3 . 1.11:1 12.00 3.00 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 JOINTS 11 - 10 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 8.00 3.40 8.00 3.40 8.00 3.40 8.00 3.40 8.00 3.40 8.00 3.40 8.00 3.40 8.00 3.40 8.00 3.40 JOINTS 12 - 10 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88 12.00 3.88' 5.000 X 0.250 5.000 X 0.250 IX IY (IN4) (IN4) 101.51 5.21 101.51 5.21 1.01. 51. 5.23 1.0.1.."1:1. !i. 2.1 101.51 5.21. 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 5.000 X 0.250 IX IY (IN4) (IN4) 41.77 5.21 41.77 5.21 41.77 5.21 41.77 5.21 41.77 5.21 41.77 5.21 41.77 5.21 41.77 5.21 41.77 5.21 5.000 X 0.250 IX IY (IN4) (IN4) 101•.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 101.51 5.21 WEB = WEB = RTO (IN) 1.33 1.33 :1..3:3 :I.. 33 1.33 1.33 1.33 1.33 RTO (IN) 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 RTI (IN) 1.33 1.33 1.33 1 . 1'1 1.33 1.33 1.33 1.33 1.33 WEB = RTO (IN) 1.33 1.33 1.33 1.33 1.33 1.33 1.33 RTI (IN) 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 WEB = RTI (IN) 1.33 1.33 1.33 1.33 1.33 1.33 1.33 0.120 INNER FLANGE 0.120 INNER FLANGE WRX WRY WRTO WRTI (IN) (IN) (IN) (IN) 5.11 1.16 1.33 1.33 5.11 1.16 1.33 1.33 5.11. 1..16 :1..33 1..33 3.51 1.. 1.6 1..:1'1 1..33 5.11 1.16 1.33 1.33 5.11 1.16 1.33 1.33 5.11 1.16 1.33 1.33 5.11 1.16 1.33 1.33 5.11 1.16 1.33 1.33 0.120 INNER FLANGE WRX WRY WRTO WRTI (IN) (IN) (IN) (IN) 3.51 1.24 1.36 1.36 3.51 1.24 1.36 1.36 3.51 1.24 1.36 1.36 3.51 1.24 1.36 1.36 3.51 1.24 1.36 1.36 3.51 1.24 1.36 1.36 3.51 1.24 1.36 1.36 3.51 1.24 1.36. 1.36 3.51 1.24 1.36 1.36 0.120 INNER FLANGE WRX WRY WRTO WRTI (IN) (IN) (IN) (IN) 5.11 1.16 1.33 1.33 5.11 1.16 1.33 1.33 5.11 1.16 1.33 1.33 5.11 1.16 1.33 1.33 5.11 1.16 1.33 1.33 5.11 1.16 '1.33 1.33 5.11 1.16 1.33 1.33 = 5.000 X 0.250 = 5.000 X 0.250 WDAFO WDAFI H/T (IN) (IN) RATIO 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.113 9.60 9.60 95.03 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 5.000 X 0.250 WDAFO WDAFI H/T (IN) ' (IN) RATIO 6.40 6.40 62.50 6.40 6.40 62.50 6.40 6.40 62.50 6.40 6.40 62.50 6.40 6.40 62.50 6.40 6.40 62.50 6.40 6.40 62.50 6.40 6.40 62.50 6.40 6.40 62.50 = 5.000 X 0.250 WDAFO WDAFI H/T (IN) (IN) RATIO 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 9.60 9.60 95.83 LUBO (FT) 4.98 5.00 5.00 5.00 5.00 5.00 5.00 5.00 4.98 LUBO (FT) 7.50 7.50 8.00 8.00 8.00 6.00 6.00 3.54 3.54 LUBO (FT) 3.92 5.00 5.00 5.00 5.00 5.00 4.98 LUBI (FT) 4.98 10.01 10.01 lu.u1. 10.ul 10.01 10.01 10.01 4.98 LUBI (FT) 7.50 7.50 8.00 8.00 8.00 6.00 6.00 3.54 3.54 LUBI (FT) 2.29 10.01 10.01 10.01 10.01 10.01 4.98 F R A M E D E S I G N - S E C T I O N P R O P E R T I E S• DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 42 ----------------------------------------------------------------------------------------------------------------------=------------ ORDER # 070093 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 (TYPE) (WIDTH) (HEIGHT) (LIVE). (WIND) (CODE/YEAR) .(SLOPE) DESIGN SYSTEM FRAME -------------------------------------------------- # 3 DESCRIPTION EWDS 125'-0" --------------------------------------------------------------------------------- 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 MEMBER.NO. 12 JOINTS 13 - 12 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 7.50 15.50 2 3.75 12.00 3:88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60. 95.83: 7.50 15.50 3 7.50 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 8.00 15.50 4 11.50 3.2.00 3.80 1.01..51. 5.21 .1..33 1..33 5.1.1. 1. 1.6 1..33 1.33 9.60 9.60 95.83 8.00 15.50 5 15.50 12.00 3.00 101 . !31. 5.2.1. 1..1.1 1. 33 5 '11 1..16 .I..'3 1 1. 33 9.60 9.60 95.83 0.00 15.50 6 18.50 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 6.00 6.00 7 21.50 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 6.00 6.00 8 25.06 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 3.57 3.57 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 43 -------------------------------------------------------------------------------------"---------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ---- SYSTEM FRAME --------------- # 3 ------- DESCRIPTION ---------------- EWDS 125'-0" ----------- ------- 27'-0" ------ --=--- 20 PSF -------- 80 MPH ------- ---- UBC ------ 97 ----- ----- .500 TO ------=- 12 --- -------- --- -- COLUMN 1 - 2 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI. FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 6.86 0.00 31.94 31.47 33.00 1.40 17.38 0.97 1.00 1.75 0.06 0.00 0.00 0.06 1 2 2 12.00 3.88 16.92 16.92 -2.81 -41.65 43.99 43.99 20.17 -0.93 17.38 0.97 1.00 1.75 0.02 0.06 0.12 0.12 13 13 3 12.00 3.88 16.92 16.67 -2.86 -83.30 43.99 43.99 20.17 -0.93 17.38 0.97 1.00 1.75 0.02 0.12 0.25 0.25 13 13 4 12.00 3.88 16.92 16.92 -2.91 -84.58 43.99 43.99 7.0.17 -0.12 17.38 0.97 1.00 1.75 0.02 0.11 0.25 0.25 13 2 5 12.00 3.88 16.67 3.6.6'7 -2.96 -115.85 43.99 43.99 20.:1.'7 -3..06 17.38 0.97 1.00 1.75 0.02 0.3.3 0.26 0.26 13 2 6 12.00 3.88 16.92 16.92 -3.00 -15'7.50 43.99 4:1.99 42.5'7 -1.O6 -1'7.30 0.9'7 1.00 1.43 0.02 0.08 0.08 0.09 13 2 7 12.00 3.88 16.67 16.67 6.62 7.75 23.42 31.60.33.00 -1.80 17.38 0.97 1.00 1.15 0.07 0.01 0.02 0.09 6 2 8* 12.00 3.88 16.92 16.92 -2.40 -76.97 43.99 43.99 42.57 -1.80 17.38 0.97 1.00 1.66 0.01 0.10 0.11 0.12 2 2 ROOF BEAM 2 - 3 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V" 1* 15.56 4.91 24.69 24.69 0.17 -180.05 33.00 33.00 31.98 3.29 23.36 0.97 1.00 1.30 0.00 0.22 .0.23 0.23 1 1 2 14.59 4.75 22.33 22.33 0.16 -89.68 33.00 33.00 29.30 3.28 25.04 0.97 1.00 2.30 0.00 0.13 0.14 0.14 1. 1 3 12.46 4.41 18.62 18.31 -1.83 60.87 43.99 43.37 43.99 2.03 29.67 0.99 1.00 1.28 0.01 0.08 0.07 0.08 13 1 4* 12.00 4.34 17.77 17.77 -1.83 53.28 43.99 43.49 43.99 0.60 30.10 0.99 1.00 1.39 0.U1 0.07 0.07 0.08 13 1 5* 12.00 3.88 16.92 16.92 -1.82 53.20 43.99 42.57 43.99 0.59 13.04 0.97 1.00 1.39 0.01 0.07 0.07 0.08 13 1 6 12.00 3.88 16.67 16.67 -0.06 67.70 33.00 31.94 33.00 -0.82 13.04 0.97 1.00 1.31 0.00 0.13 0.13 0.13 1 1 7 12.00 3.88 16.92 16.67 -0.12 18.29 33.00 31.94 33.00 -2.24 13.04 0.97 1.00 1.49 0.00 0.03 0.03 0.03 1 1 8 12.00 3.88 16.67 16.67 -0.17 -116.64 33.00 33.00 29.62 -3.27 13.04 0.97 1.00 2.30 0.00 0.23 0.24 0.24 1 1 9* 12.00 3.88 16.92 16.92 -0.17 -158.41 33.00 33.00 31.94 -3.29 13.04 0.97 1.00 1.14 0.00 0.28 0.29 0.29 - 1 1 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 02/07/61 CADDS TIME: 01:41 PM PAGE:F 44 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT.# 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 3 DESCRIPTION EWDS 125'-0" 27'-0" 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* 8.00 3.40 10.44 10.44 7.04 0.00 33.00 33.00 33.00 2.30 23.07 1.00 1.00 1.75 0.06 0.00 0.00 0.06 6 13 2 8.00 3.40 10.44 10.44 -0.74 103.40 43.99 43.99 43.99 2.30 23.07 1.00 1.00.1.75 0.00 0.23 0.23 0.23 13 13 3 8.00 3.40 10.44 10.44 -0.78 206.80 43.99 36.81 43.99 0.42 23.07 1.00 1.00 1.08 0.01 0.54 0.45 0.54 13 13 4 8.00 3.40 10.44 10.44 -0.82 22.7.07 43.99 36.81 43.99 0.42 23.07 1.00 1.00 1.08 0.01 0.59 0.49 0.59 13 13 5 0.00 3.40 :1.0.44 1.0.44 -0.07 747.34 43.911 36,.11:1 43.99 ••:1..27 23.07 1.00 1..00 1.08 0.01. 0.64 0.54 0.64 13 13 6 0.00 3.40 10.44 10.44 -0. 91 2..00.. US 43 . 99 42.110 43. 99 -:1..2'1 2.1 . 0'7 :1..00 :1..00 .1.2:1 0.01. 0.43 0.44 0.45 13 11 7 8.00 3.40 .10.44 10.44 -0.94 155.77 43.99 42.00 43.99 -2.12 23.07 1.00 1.00 1.21 0.01 0.35 0.34 0.35 13 13 8 8.00 3.40 10.44 10.44 -0.95 130.35 43.99 47.04 47.04 -2.87 23.07 1.00 1.00 1.15 0.01 0.27 0.27 0.27 13 13 9* 8.00 3.40 10.44 10.44 6.78 0.00 17.79 35.29 35.29 -2.87 23.07 1.00 1.00 1.14 0.11 0.00 0.00 0.11 6 13 ROOF BEAM 3 - 5 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 0.11 -157.55 33.00 33.00 31.94 3.44 13.04 0.97 1.00 1.78 0.00 0.28 0.29 0.29 6 1 2 12.00 3.88 16.67 16.67 -1.90 -23.10 .43.99 43.99 27.27 3.44 13.04 0.97 1.00 1.00 0.01 0.03 0.05 0.05 13 1 3 12.00 3.88 16.92 16.67 0.02 78.20 33.00 31.94 33.00 1.24 13.04 0.97 1.00 1.69 0.00 0.14 0.14 0.14 6 1 4* 12.00 3.88 16.92 16.92 -0.02 80.98 33.00 31.94 33.00 0.22 13.04 0.97 1.00 1.07 0.00 0.15 0.15 0.15 1 1 5* 12.00 3.88 16.92 16.92 -0.02 81.01 33.00 31.94 33.00 0.22 13.04 0.97 1.00 1.07 0.00, 0.15 0.15 0.15 6 1 6 12.00 3.88 16.67 16.67 -0.08 91.33 33.00 31.94 33.00 -1.19 13.04 0.97 1.00 1.07 0.00 0.17 0.18 0.18 1 1 7 12.00 3.88 16.92 16.67 -0.14 19.77 33.00 31.94 33.00 -2.61 13.04 0.97 1.00 1.54 0.00 0..04 0.04 0.04 1 1 8 12.00 3.88 16.67 16.67 -0.18 -137.30 33.00 33.00 29.62 -3.64 13.04 0.97 1.00 2.30 0.00 0.27 0.28 0.28 1 1 9* 12.00 3.88 16.92 16.92 -0.18 -183.77 33.00 33.00 31.94 -3.66 13.04 0.97 1.00 1.13 0.00 0.33 0.34 0.34 6 1 F R A M E D E S I G N C O N T R O L L I N G S T R E S S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 45 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 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 # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- COLUMN 6 - 5 Rotated 90 degrees AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB 0. FL- I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (RSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 2.36 8.20 8.20 17.68 0.00 35.28 60.42 60.42 2.42 14.40 1.00 0.21 0.00 0.00 0.39 8 13 2 12.00 2.36 8.20 8.20 17.68 0.00 24.45 52.13 52.13 2.42 14.40 1.00 0.31 0.00 0.00 0.55 8 13 3 12.00 2.36 8.20 8:20 -1.47 218.16 21.27 39.92 39.92 0.55 14.40 1.00 0.03 0.67 0.67 0.70 13 13 4 12.00 2.36 8.20 8.20 -1.51 244.50 21.27 39.92 39.92 0.55 14.40 1.00 0.03 0.75 0.75 0.78 13 13 5 12.00 2.36 8.20 8.7.0 -1.55 7.70.03 21..7.'7 39.92 39.97. -1.27 14.40 1.0,0 0.03 0.83 0.83 0.86 13 13 6 12.00 2.36 8.20 8.20 -1158 2:1.'/.64 21.61 41.'1'7 41.77 -J..27 14.40 1.00 0.03 0.64 0.64 0.67 13 13 7 12.00 2.36 8.20 8.20 17.50 0.00 25.03 53.27 53.27 -2.87 14.40 1.00 0.30 0.00 0.00 0.53 8'13 8* 12.00 2.36 8.20 8.20 17.47 0.00 26.77 57.39 57.39 -2.87 14.40 2.11 0.28 0.00 0.00 0.47 8 13 ROOF BEAM 5 - 7 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR 'QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 0.36 -182.88 33.00 33.00 31.94 3.57 13.04 0.97 1.00 1.66 0.00 0.33 0.34 0.34 1 1 2 12.00 3.88 16.67 16.67 0.36 -15.33 33.00 33.00 31.94 3.57 13.04 0.97 1.00 1.94 0.00 0.03 0.03 0.03 1 1 3 12.00 3.88 16.92 16.67 0.27 66.89 33.00 31.94 33.00 1.37 13.04 0.97 1.00 2.01 0.00 0.12 0.12 0.13 6 6 4 12.00 3.88 16.67 16.67 0.24 87.84 33.00 31.94 33.00 0.70 '13.04 0.97 1.00 1.12 0.00 0.17 0.17 0.17 1 6 5* 12.00 3.88 16.92 16.92 0.21 88.17 33.00 31.94 33.00 -0.11 17.38 0.97 1.00-1.00 0.00 0.16 0.16 0.16 1 3 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 46 ------------------------------ ORDER # 070093 ---------------------------------------------------------------------------------------------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) -(CODE/YEAR) (SLOPE) DESIGN SYSTEM ----------------------------------------------------------------------------------------------------------------------------------- FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 ROOF BEAM 8 - 7 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 0.36 -172.87 33.00 33.00 31.94 3.51 13.04 0.97 1.00 1.70 0.00 0.31 0.32 0.32 6 6 2 12.00 3.88 16.67 16.67 5.47 -6.28 47.69 48.86 50.49 3.51 13.04 0.97 1.00 1.75 0.03 0.00 0.00 0.03 7 6 3 12.00 3.88 16.92 16.67 0.27 69.75 33.00 31.94 33.00 1.30 13.04 0.97 1.00 1.88 0.00 0.13 0.12 0.13 1 6 4 12.00 3.88 1.6.67 3.6.67 0.24 80.70 33.00 31.94 33.00 0.64 13.04 0.97 1.00 1.11 0.00 0.17 0.18 0.17 6 6 S* 3.7..00 3.00 16. 92 7.6.97 0.7.:1" 1111.7.7 °:1.1.1111 :1I .114 33.00 0.:1.7, 17.311 0.97 1.00 1.00 0'.00 0.16 0.16 0.16 6 13 COLUMN 9 - 8 Rotated 90 degrees AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 2.36 8.20 8.20 17.03 0.00 35.28 60.42 60.42 2.42 14.40 1.00 0.20 0.00 0.00 0.37 7. 13 2 12.00 2.36 8.20 8.20 17.03 0.00 24.45 52.13 52.13 2.42 14.40 2.30 0.29 0.00 0.00 0.53 7 13 3 12.00 2.36 8.20 '8.20 -1.22 218.16 21.27 39.92 39.92 0.55 14.40 1.00 0.02 0.67 •0.67 0.69 13 13 4 12.00 2.36 8.20 8.20 -1.25 244.50 21.27 39.92 39.92 0.55 14.40 2.30 0.02 0.75 0.75 0.77 13 13 5 12.00 2.36 8.20 8.20 -1.29 270.83 21.27 39.92 39.92 -1.27 14.40 1.00 0.03 0.83 0.83 0.•86 13 13 6 12.00 2.36 8.20 8.20 -1.32 217.64 21.63 41.77 41.77 -1.27 14.40 1.00 0.03 0.64 0:64 0.66 13 13 7 12.00 2.36 8.20 8.20 -1.36 164.44 21.63 41.77 41.77 -2.87 14.40 1.00 0.03 0.48 0.48 0.51 13 13 8* 12.00 2.36 8.20 8.20 16.82 0.00 26.77 57.39 57.39 -2.87 14.40 2.11 0.27 0.00 0.00 0.45 7 13 ET T ZT'O 00'0 00'0 ZT'0 ST'T 00'T 00'T LO' CZ L8'Z- 6Z'SE 6Z'SE 6L'LT 00'0 L4'L 44'OT 44'OT 04'£ 00'8 +6 ET ET LZ'0 LZ'0 LZ'0 TO'O LT'Z 00'T 00'T LO'EZ L8'Z- 40'L4 40'L4 661£4 SE'OET 04'T- 44'OT 44'OT O4'E 00'8 8 ET ET SE'0 4£'0 SE'0 TO'O TZ'T 00'T 00'T LO'£Z ZT'Z- 66'£4 08'Z4 66'£6 LL'SST 6E'T- 44'OT 44'OT O4'£ 00'8 L £T ET S4'0 44'0 S4'O TO'O TZ'T 00'T 00'1 LO'EZ LZ'T- 66'£4 08'Z4 66'E4 SS'TOZ 9E'T- 44'01 44'OT 041E 00'8 9 ET ET 49'0 4S'0 69'0 TO'O 80'T 00'T 00'T LO'EZ LZ'T- 66'£4 T8'9E 66'£4 4E'L4Z Z£'T- 44'OT 44'OT O4'£ 00'8 S ET ET 65'0 66'0 .6S'0 TO'O 80'T 00'T 00'T LO'£Z Z4'0 66'E4 T8'9E 66'E4 LO'LZZ 8Z'T- 44'OT 44'OT 04'£ 00'8 4 ET ET 4S'0 S4'O 4S'O TO'O 80'T 00'T 00'T LO'EZ Z4'0 66'£4 T8'9E 661£4 08'90Z EZ'T- b4'OT 44'OT 04'£ 00'8 E ET ET EZ'0• £Z'0 EZ'O TO'O SL'T 00'T 00'T LO'EZ OE'Z 66'E4 66'E4 66'E4 Ob'COT 6T'T- 44'OT 44'OT 041E 00'8 Z ET 9 LO'0 00'0 00'0 LO'0 SL'T 00'T 00'T LO'EZ OE'Z 00 -EE 06 -CE 00-E£ 00'0 EL'L 44'OT 44'OT 04'£ 00'8 +T A W OI,LK2I oaNHB JQNHB gvix I (SdIX) (SdIX) (ISX) (ISX) (IS2) (dI)I-NI) (SdIX) (ENI) (ENI) (ZNI) (NI) 'ON 8W00 SSHHIS rI3'I rI3'O 8D VO SO HVHHS so'doa Iea 083 va ,LNaWOW HDHOa XIS XOS vauv HLdaa ',Ld ,LNOD BWOD--SOI,LVH SSHUIS--- MOrigv HVZHS -SHSSa2LLS MOrIrIK- rIKIXK saazbap 06 pagplo-d OT - TT NW11rIOD T T ZE'O ZE'0 TE'0 00'0 4T'T 00'T L6'0 WET ZS'E- 46'TE 00'E£ WEE 4L'ELT- LO'0 Z6'9T Z6'9T 881E 00'ZT *6 T T 9Z'0 9Z'0 SZ'0 00'0 OE'Z 00'T L6'0 401£1 OS'E- Z9'6Z WEE WEE EO'6ZT- TT'0 L9'9T L9'9T 88'£ 00'ZT 8 T T 40'0 40'0 40'0 00'0 ZS'T 00'T 1.6'0 40'ET L4'Z- WEE 46'TE WEE LL'6T LT '0 L9'9T Z6'9T 881E 00'ZT L T 9 91:'0 9T.'O 9T'O 00'0 DIT 'I 00'T 1.6'0 VO CT 1M T.•- 00'f.f: L6—IJ: 00'E£ SO'£H EZ'O L9' 9T L.9 9T 881£ QO'ZT 9 T T TT'O TT'O T'T'0 00'0 ST'Z 00'T L,6'0 4O'£T 9E'C 00'EE U6'I:C 00'EE 1,6'09 LVO L9'9'C Z6'9*1 88'£ 00'ZT S T ET EO'0 ZO'0 TO'O 10'0 L4'T 00'T L6'0 VO ET 9E'T 8T'4E 66'£6 66'E4 ET'TT- ZO'Z- Z6'9T Z6'9T 88'£ 00'ZT r4 T ET EO'0 ZO'0 TO'O TO'O L4'T 00'T L6'0 VO ET BUT BT'4E 66'E4 66'E4 OT'TT- ZO'Z- Z6'9T Z6'9T 881E 00'ZT +£ T T SO'0 40'0 40'0 00'0 EO'Z 00'T L6'0 40'ET 8S'E 0L'8Z 00'EE 00'£E 66'OZ- 9E'0 L9'9T L9'9T 881£ 00'ZT Z T T SE'0 SE'0 4E'0 00'0 49'T 00'T L6'0 40'ET 8S'E 46'TE 00'EE WEE L8'88T- 9£'0 Z6'9T Z6'9T 881E 00'ZT rT A W OI,LVd JQNHB DNHB rIVIXFI (SdIX) (SdIX) (ISX) (ISX) (ISX) (dIX-NI) (SdIX) (ENI) (ENI) (ZNI) (NI) 'ON HWOD SSSHILS ria 'I ria 'O 80 VO SO UVZHS 302103 Iea 083 va ZNHWOW HDHOA XIS XOS vauv HLdsa ',Ld ,LNOD swOD--SOIIvH SSHH.LS--- MOrIrIK -dVSHS -SHSSHHLS Morbid- rIKIXK 8 - OT NvaS 30021 ----------------------------------------------------------------------------------------------------------------------------------- ZT 01 005' L6 D8L1 HdW 08 3Sd OZ „0 -,LZ „0-,SZT SQMH NOIMIUDSHQ E # zwvH3 waZSAS Noma (Hd0'IS) (HvaA/HQOD) (QNIM) (aAIrI) (,LHOIHH) (HIaIM) (HdAL) ETIPSTA - dHD HONH 'DNI 'QNOWrIK 011 - aWVX .0OHd 96ZL-S4E-OES # HNOHd EMU SNOSHVd 808 - ZDVINOD 2IQrI8 06 -L0040 -0Z # ,LNIIODDK daps LO -TO # HHa'dO 2IQrI8 XIW )MSH AH'I'IKA HIHON - 2IHU IIS E60OLO # '2IaaldO ----------------------------------------------------------------------------------------------------------------------------------- L4 a: HOW Wd T4:T0 :HWI,L Sam TO/LO/ZO :HLVa S S a H Z S 0 N I rI Z 0 H Z N 0 0 - N 5 I S H Q a W v 2i a F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 48 ------------------------------------------------------------------------------------------------------------------'----------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 ROOF BEAM 12 - 10 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG.BENDG RATIO M V 1* 12.00 3.88 16,92 16.92 0.33 -57.03 33.00 33.00 31.94 2.72 13.04 0.97 1.00 2.10 0.00 0.10 0.11 0.11 6 1 2 12.00 '3.88 16.67 16.67 1.94 -47.43 43.99 43.99 27.27 2.71 13.04 0.97 1.00 1.00 0.01 0.07 0.10 0.12 3 1 3 12.00 3.88 16.92 16.67 0.27 105.96 33.00 31.94 33.00 1.48 13.04 0.97 1.00 1.58 0.00 0.20 0.19 0.20 6 1 4 12.00 3.88 16.67 16.67 0.22 108.98 33.00 31.94 33.00 -1.36 13.04 0.97 1.00 1.01 0.00 0.20 0.22 0.21 1 1 5 12.00 3.00 1.6.97 1.6. 67 0. 3.f, '2.,r , 74 33 . 00 '41.94 33.00 ;t . 7n 1.1. 04 0. 97. 1.00 1.51 0.00 0.05 0.05 0.05 6 1 6 12.00 3.00 16.611 16.611 0.10 -.1.4:1 .02. :13.00 .33. 00 29. 62 -3. 02 13 . 04 0. 97 1.00 2.30 0.00 0.20 0.29 0.29 6 1 7* 12.00 3.88 16.92 16.92 0.05 -189.76 33.00 33.00 31.94 -3.83 13.04 0.97 1.00 1.14 0.00 0.34 0.35 0.35 6 1 COLUMN 13 - 12 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 3.60 0.00 31.94 31.47 33.00 1.58 17.38 0.97 1.00 1.75 0.03 0.00 0.00 0.03 1 3 2 12.00 3.88 16.92 16.92 -0.84 -36.47 43.99 43.99 11.53 1.08 17.38 0.97 1.00 1.00 0.00 0.05 0.19 0.19 13 3 3. 12.00 3.88 16.92 16.67 -0.89 -72.93 43.99 43.99 11.53 1.08 17.38 0.97 1.00 1.00 0.01 0.11 0.38 0.38 13 3 4 12.00 3.88 16.92 16.92 -0..94 -68.68 43.99 43.99 11.53 -0.21 13.04 0.97 1.00 1.00 0.01 0.09 0.35 0.35. 13 1 5 12.00 3.88 16.67' 16.67 -0.99 -64.43 43.99 43.99 11.53 0.90 17.38 0.97 1.00 1.00 0.01 0.10 0.34 0.34 13 13 6 12.00 3.88 16.92 16.92 3.39 -47.25 33.00 33.00 31.60 0.90 17.38 0.97 1.00 1.15 0.03 0.08 0.09 0.11 1 13 7 12.00 3.88 16.67 16.67 3.35 -54.91 33.00 33.00 31.60 -1.62 17.38 0.97 1.00 1.15 0.03 0.11 0.10 0.13 1 3 8* 12.00 .3.88 16.92 16.92 3.31 -64.02 33.00 33.00 31.94 -1.62 17.38 0.97 1.00 1.07 0.03 0.11 0.12 0.14 1 3 F RAM E D E S I G N - W E L D S U M M A R Y _ DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 49 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM -------------- FRAME # 3 DESCRIPTION EWDS 125'-0" ------------=------------------------- 27'-0" -------------- 20 PSF 80MPH ---------------------- 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 OV80528 1 0.120 0.098 1/8 2.620 1 7 .2 OV80530 1 0.160 0.177 1/8 2.620 2 2 1 OV80532 1 0.120 0.249• 1/8 2.620 4 1 1 OV80534 1 0.120 0.250 1/8 2.620 3 8 13 OV80536 1 0.120 0.2.64 1/8 2.620 4 9 1 OV00530 J. 0.000 0.000 0/32 0.000 .0 0 0 OV00530 M11.1.A-SIE2TION Olt C -1I 1!;i.;9': NO L"hANON TO WE''ll WEI.-D lflr.Ql.l'1lU:D OV80544 1 0.120 0.080 1/8 2.620 12 7 3 OV80542 1 0.120 0.277 1/.8 2.620 11 7 1 OV80540 1 0.120 0.254 1/8 2.620 9 9 1 THE FLANGE -TO -WEB SHEAR VALUES SHOWN -HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS F I N A L F R A M E D E S I G N - S P L I C E S U MMA R Y DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 50 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER•# 01_07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE LOCATION MEMBER ANALYSIS CONTROLLING AXIAL SHEAR MOMENT NO TYPE MOD SEQ NO. PT. LOAD COMBINATION KIPS KIPS IN -KIPS 01 COLUMN 00 1 1 1 DL + EWS -2.76 -1.36 0.00 DL + EWS -2.76 -1.36 0.00 02 2 8 DL + EWS -3.09 1.43 26.87 DL + WLL -2.40 -1.80 -76.97 03 COLUMN 01 1 3 1 DL + WLL -1.32 0.00 0.00 DL + WLL -1.32 0.00 0.00 04 2 9 D1. .i W h h 1 .62 ' 0.00 0.00 D1.. .i WLI., -:1..62 0.00 0.00 05 COLUMN 02 1 5 1 DL + WLL -5.22 0.00 0.00 DL + WLL -5.22 0.00 0.00 06 2 8 DL + WLL -1.70 0.00 0.00 DL + WLL -1.70 0.00 0.00 07 COLUMN 03 1 8 1 DL + WLR -4.85 0.00 0.00 DL + WLR -4.85 0.00 0.00 08 2 8 DL + WLR -1.58 0.00 0.00 DL + WLR -1.58 0.00 0.00 09 COLUMN 04 1 10 1 DL + WLR -1.69 0.00 0.00 DL + WLR -1.69 0.00 0.00 10 2 9 DL + WLR -2.00 0.00 0.00 DL + WLR -2.00 0.00 0.00 11 COLUMN 05 1 12 1 DL + EWS -0.79 -1.25 0.00 DL + EWS -0..79 -1.25 0.00 12 2 8 DL + EWS -1.13 1.55 66.63 DL + CLL + SLL + SLR 3.31 -0.21 -64.02 13 BEAM 01 1 2 0 DL + EWS -0.12 1.70 97.50 DL + CLL + SLL + SLR 0.00 -2.98 -162.53 14 2 4 DL + EWS -1.82 -0.63 53.28 DL + WLL 2.09 -0.10 -15.71 15 BEAM 02 3 4 4 DL + CLL + LL -0.02 0.22 80.98 DL + EWS -1.91 0.02 -32.96 16 BEAM 03 1 6 5 DL + CLL + SLL + SLR 0.21 0.04 88.17 DL + EWS -2.03 0.08 -4.76 17 BEAM 03 1 9 3 NO NET TENSION 0.00 0.00 0.00 DL + EWS -2.02 -0.27 -11.10 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS POSITIVE REACTION DIRECTION H KIPS Horizontal Force to Right V V KIPS Vertical Force Up Z KIPS Horizontal Out of Plane +---H / Z No. Loading Combination 1H 1V 1 DL + CLL + LL -0.•03 6.06 2 DL •1• WLL -:1..40 -7..06 3 DL + WLR 0.90 -1.60 4 D+CLL+EQL/1.4 -0.07 2.92 5 D+CLL+EQR/1.4 0.06 3.00 6 DL + CLL + SLL + SLR -0.03 .6.86 7 PD+PC+0.70PL+2.80EQL not applicable 8 PD+PC+0.70PL+2.80EQR not applicable 9 0.85P(DL+CL)+2.80EQL not applicable 10 0.85P(DL+CL)+2.80EQR not applicable 11 DL+CL+2.80EQL not applicable 12 DL+CL+2.SOEQR not applicable R 2-------3-------5---7---8------10------12 11 4 6 9 11 13 3Z F R A M E D E S I G N - R E A C T I O N S 6V 6Z DATE: 02/07/01 9H 9V 9Z 0.00 7.04 CADDS TIME: 01:41 PM 0.00 7.7'7 0.00 0.00 0.24 PAGE:F 51 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 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 0.00 . . (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 3.20 DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 -2.49 POSITIVE REACTION DIRECTION H KIPS Horizontal Force to Right V V KIPS Vertical Force Up Z KIPS Horizontal Out of Plane +---H / Z No. Loading Combination 1H 1V 1 DL + CLL + LL -0.•03 6.06 2 DL •1• WLL -:1..40 -7..06 3 DL + WLR 0.90 -1.60 4 D+CLL+EQL/1.4 -0.07 2.92 5 D+CLL+EQR/1.4 0.06 3.00 6 DL + CLL + SLL + SLR -0.03 .6.86 7 PD+PC+0.70PL+2.80EQL not applicable 8 PD+PC+0.70PL+2.80EQR not applicable 9 0.85P(DL+CL)+2.80EQL not applicable 10 0.85P(DL+CL)+2.80EQR not applicable 11 DL+CL+2.80EQL not applicable 12 DL+CL+2.SOEQR not applicable R 2-------3-------5---7---8------10------12 11 4 6 9 11 13 3Z 4V 4Z 5Z 6H 6V 6Z 8Z 9H 9V 9Z 0.00 7.04 0.00 0.00 0.00 7.7'7 0.00 0.00 0.24 7.02 0.00 0.00 1.32 0.00 0.00 -•3.43 -.5.22. 0.00 0.00 0.00 2.44 0.00 0.00 -1.02 0.00 0.00 0.00 2.11 0.00 0.00 3.20 -4.85 0.00 0.00 3.25 0.00 0.00 -2.49 0.51 0.00 0.00 0.00 6.00 0.00 0.00 3.08 0.00 0.00 0.00 6.30 0.00 0.00 2.67 0.22 0.00 0.00 7.04 0.00 0.00 0.00 7.77 0.00 0.00 0.24 7.02 0.00 13 DL + EWP 3.63 1.36 -2.76 3.50 14 DL + EWS -3.18 1.36 -2.76 -3.07 No. Loading Combination Sum H 10Z 11V 11Z 1 DL + CLL + LL. 0.00 0.00 7.73 0.00 2 DL + WLL -5.76 0.00 -1.25 0.00 3 DL + WLR 5.76 0.00 -1.69 0.00 4 D+CLL+EQL/1.4 -2.71 0.00 3.35 0.00 5 D+CLL+EQR/1.4 2.71 0.00 3.51 0.00 6 DL + CLL + SLL + SLR 0.00 0.00 7.73 0.00 7 PD+PC+0.70PL+2.80EQL not applicable 8 PD+PC+0.70PL+2.80EQR not applicable 9 0.85P(DL+CL)+2.80EQL not applicable 10 0.85P(DL+CL)+2.80EQR not applicable 11 DL+CL+2.80EQL not applicable 12 DL+CL+2.80EQR not applicable -0.69 3.21 3.63 -0.12 -1.53 -0.69 -2.81 -3.18 -0.12 -1.53 13H 13V Sum H Sum V Sum Z -0.21 3.60 0.00 40.03 0.00 -0.93 -0.64 -5.76 -8.06 0.00 1.58 -0.17 5.76 -7.23 0.00 -0.15 1.71 -2.71 17.75 0.00 -0.03 1.64 2.71 17.75 0.00 -0.21 3.60 0.00 40.03 0.0b 13 DL + EWP 3.50 -1.14 3.21 -1.25 -0.79 0.00 -8.06 ' 27.33 14 DL + EWS -3.07 -1.14 -2.61 - -1.25 -0.79 0.00 -8.06 -23.94 3'.33 3.63 0.00 -1.15 3.33 -2.92 -3.18 0.00 -1.15 -2.92 F R A M E D E S I G N - R E A C T I O N S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 52 ----------------------------------------------------------=------------7----------------------------------------------------------- ORDER # 070093 BUILDER- NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to Right V 2-------3-------5---7---8------10------12 V KIPS Vertical Force Up I. Z KIPS Horizontal Out of Plane +---H 1 I I I / 11 13 Z ID Load Case 1H 1V 3Z 4V 4Z 5Z 6H 6V 6Z 8Z 9H 9V 9Z DL DEAD LOAD 0.01 1.34 0.00 7..52 0.00 0.00 0.00 1.59 0.00 0.00 0.03 1.49 0.00 CLL COLLATERAL LOAD -0.01 1.63 0.00 1.63 0.00 0.00 0.00 1.82 0.00 0.00 0.06 1.63 0.00 LL LIVE LOAD -0.03 3.90 0.00 3.89 0.00 0.00 0.00 4.36 0.00 0.00 0.15 3.90 0.00 WLL WIND LOAD LEFT -1.41 -3.40 0.00 -2.83 0.00 0.00 -3.46 -6.82 0.00 0.00 0.00 0.94 0.00 WLR WIND LOAD RIGHT 0.98 -2.94 0.00 -2.54 0.00 0.00 0.00 0.51 0.00 0.00 3.17 -6.35 0.00 EQ SEISMIC LOAD -0.09 -0.06 0.00 0.15 0.00 0.00 -3.58 -4.04 0.00 0.00 0.00 3.99 0.00 SLL MIN SNOW LOAD LEFT -0.03 3.88 0.00 3.97 0.00 0.00 0.00 3.91 0.00 0.00 0.03 0.26 0.00 SLR MIN SNOW LOAD RIGHT 0.01 0.02 0.00 -0.07 0.00 0.00 0.00 0.45 0.00 0.00 0.12 3.64 0.00 EWP EW WIND PRESSURE 1.35 -4.10 3.50 -2.21 3.21 3.63 -0.15 -3.13 3.33 3.63 0.00 -2.64 3•.33 EWS EW WIND SUCTION 1.35 -4.10 -3.07 -2.21 -2.81 -3.18 -0.15' -3.13 -2.92 -3.18 0.00 -2.64 -2.92 ID Load Case 10Z 11V 11Z 13H 13V Sum H Sum V Sum Z DL DEAD LOAD 0.00 1.61 0.00 -0.04 0.88 0.00 8.44 0.00 CLL COLLATERAL LOAD 0.00 1.80 0.00 -0.05 0.80 0.00 9.31 0.00 LL LIVE LOAD 0.00 4.31 0.00 -0.12 1.92 0.00 22.28 0.00 WLL WIND LOAD LEFT 0.00 -2.86 0.00 -0.89 -1.52 -5.76 -16.50 0.00 WLR WIND LOAD RIGHT 0.00 -3.30 0.00 1.62 -1.05 5.76 -15.66 0.00 EQ SEISMIC LOAD 0.00 -0.08 0.00 -0.08 0.05 -3.76 0.00 0.00 SLL MIN SNOW LOAD LEFT 0.00 -0.06 0.00 0.00 0.01 0.00 11.96 0.00 SLR MIN SNOW LOAD RIGHT 0.00 4.38 0.00 -0.12 1.90 0.00 10.31 0.00 EWP EW WIND PRESSURE 3.50 -2.75 3.21 -1.21 -1.67 0.00 -16.50 27.33 EWS EW WIND SUCTION -3.07 -2.75 -2.81 -1.21 -1.67 0.00 -16.50 -23.94 FINAL FRAME DESIGN - S T R E S S S U M M A R Y DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 53 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) -(HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- MEMBER NO.- 1 JOINT 1 - 2 ---------------------------------- SECT, LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO GOND 1 24.77 55. 7 4.00 FT 12.00 IN 12.00 IN' 5.000 X .250 .120 5.000 X .250 .0.255 .13 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- --------------SHEAR-------------- SECT. FORCE MOMENT AXIAL FRO FBI FA FRO F131 FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) 0(S I) Ms]:) (KS 1) MS 1) (KIPS) (KIPS) RATIO COND 1 -2.96 -85.85 -0.76 -5.59 -5.15 43.99 43.99 20.17 -1.80 17.38 0.103 2 MEMBER NO. 2 JOINT 2 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 10.00 55. 3 5.00 FT 15.56 IN 12.00 IN 5.000 X .250 .160 5.000 X .250 0.229 1 2 15.00 55. 4 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.293 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 0.17 -180.05 0.03 -7.29 -7.29 33.00 33.00 31.98 3.29 23.36 0.141. 1 2 -0.17 -158.41 -0.04 -9.36 -9.36 33.00 33.00 31.94 -3.29 13.04 0.252 1 MEMBER NO. 3 JOINT 4 - 3 Rotated_90 degrees ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL: THK. INNER FL. RATIO COND 1 26.04 55. 8 4.00 FT 8.00 IN 8.00 IN 5.000 X .250 .120 5.000 X .250 0.643 13 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 -0.87 247.34 -0.26 23.69 23.69 43.99 36.81 43.99 -2.87 23.07 0.124 13 FINAL FRAME DESIGN - S T R E S S S U M M A R Y DATE:.02/07/01 CADDS TIME: 01:41 PM PAGE:F 54 ----------------------------------- # 070093 L BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 ------------------------ DESCRIPTION EWDS 125'-0" --------------------------------- 27'-0" 20 PSF 80 -------------------------- MPH UBC ---------------- 97 .500 TO 12 ------------------- ------------- MEMBER NO. 4 JOINT 3 - 5 ---------------------------------- SECT: LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS. SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 10.00 55. 3 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.292 6 2 15.00 55. 4 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.340 6 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- --------------SHEAR-------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO GOND 1 0.11 -157.55 0.03 -9.31 -9.31 33.00 33.00 31.94 3.44 13.04 0.264 1 2' -0.18 -183.77 -0.05 -10.86 -10.86 33.00 33.00 31.9.4 -3.66 13.04 0.280 1 MEMBER NO. 5 JOINT 6 - 5 Rotated 90 degrees ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK'. INNER FL. RATIO COND 1 27.08 60. 7 4.58 FT 12.00 IN 12.00 IN 12.OP.113S 0.862 13 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI)- (KSI) (KSI) (KIPS) (KIPS) " RATIO COND 1 -1.55 270.83 -1.55 270.83 270.83 21.27 39.92 39.92 -2.87 14.40 0.199 13 MEMBER NO. 6 JOINT 5 - 7 --- - ------------------------------ SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT/). STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 12.50 55. 4 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X '.250 0.341 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 0.36 -182.88 0.09 -10.81 -10.81 33.00 33.00 31.94 3.57 13.04 0.274 1 FINAL FRAME DESIGN - S T R E S S S U M M A R Y DATE: 02/07/01 CADDS TIME: 01:41 PM - PAGE:F 55 --------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX -----------------------------------------------------=------------------- BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 ---------------------------------------------------------------------=------------------------------------------------------------- DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 . MEMBER NO. 7 JOINT 8 - 7 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO GOND 1 12.50 55. 4 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.323 6 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- --------------SHEAR-=------------ SECT. FORCE MOMENT AXIAL FBO FBI FA FSO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 0.36 -172.87 0.09 -10.22 -10.22 33.00 33.00 31.94 3.51 13.04 0.269 6 MEMBER NO. 8 JOINT 9 - 8 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 27.08 60. 7 4.58 FT 12.00 IN 12.00 IN 12.OP.113S 0.856 13 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------- =----- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 -1.29 270.83 -1.29 270.83 270.83 21.27 39.92 39.92 -2.87 14.40 0.199 13 MEMBER NO. 9 JOINT 10 - 8 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND' 1 5.00 55. 2 3.92 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.352 1 2 20.00 55. 5 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.322 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 0.36 -188.87 0.09 -11.16 -11.16 33.00 33.00 31.94 3.58 13.04 0.275 1 2 0.07 -173.74 0.02 -10.27 -10.27 33.00 33.00 31.94 -3.52 13.04 0.270 1 F I N A L F RAM E D E S I G N - S T R E S S S U M M A R Y DATE: 02/07/01 CADDS TIME: 01:41 PM ---------------------------------.---=---------------------------------------------------------------------------------------------- PAGE:F 56 ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 MEMBER NO. 10 ---=------------------------------ JOINT 11 - 10 Rotated 90 degrees SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO GOND 1 26.04 55. 8 4.00 FT 8.00 IN 8.00 IN 5.000 X .250 .120 5.000 X .250 0.643 13 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR --=-=--------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS •LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI). (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 -1.32 247.34 -0.39 23.69 23.69 43.99 36.81 43.99 -2.87 23.07 '0.124 13 MEMBER NO. 11 ---------------------------------- JOINT 12 - 10 SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO.. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND .1 25.00 55. 6 5.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.352 6 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 0.05 -189.76 0.01 -11.22 -11.22 33.00 33.00 31.94 -3.83 13.04 0.294 1 MEMBER NO. 12 ---------------------------------- JOINT 13 - 12 SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO GOND 1 25.07 55. 7 4.00 FT 12.00 IN 12.00 IN 5.000 X .250 .120 5.000 X .250 0.380 13 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- --------------SHEAR-------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 -0.89 -72.93 -0.23 -4.75 -4.38 43.99 43.99 11.'53 -1.62 17.38 0.093 3 F I N A L F R A M E D E S I G N - S T R E S S S U M M A R Y DATE: 02/07/01 TIME: 01:41 PM CADDSPAGE:F ---------------------------------------------------------------------- 57 ORDER # 070093 BUILDER NORTH VALLEY READY MIX ------------------------------------------------------------ BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) • (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------- ----------------------------------------------------------------------------------------------------------------------------- # 3 DESCRIPTION : ------------------------------------------------------------------------------------------------ EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 BR BRACING MEMBERS --------------- MODULE ROD ROD TENSILE ACTUAL ALLOW STRESS LOAD NUMBER NO. DIRECTION JOINTS DIA STRENGTH FORCE FORCE RATIO. COND 1 3 / 6 8 0.750 80 -14.80 18.26 0.901 11 2 3 \ 5 9 0.750 80 -15.08 18.26 0.918 12 FRAME DES IGN - J O I N T D E F L E C T I O N S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:F 58 ----------------------------------------------7------------------------------------------------------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 ---------------------------------------------------------------------------------------------------------------------------------- POSITIVE DEFLECTION DIRECTION R H INCHES Horiz. Deflection to Right V 2-------3-------5---7---8------10------12 V INCHES Vertical Deflection Up +---H / 1 4 6 9 11 13 Z No. Loading Combination Cd 2H 2V 3H 3V 5H 5V 7H 7V 8H 8V 10H 10V 12H 1 DL + CLL + LL' N -0.030 -0.018 -0.030 -0.07.2 -0.029 -0.032 -0.027. -0.209 -0.015 -0.030 -0.016 -0.07.5 -0.016 2 Db + WJ.A.. N 0.329 0. 00r, O.325 0.00 5 0.:1:1.9 0.006 0.3:1.. 0.046 0.3.10 -0.010 0.315 0.004 0.318 3 DL + WLR N -0.297 0.005 -0.7.94 0.004 -0.290 -0.000 -0.294 0.040 -0.298 0.006 -0.303 0.006 -0.308 4 D+CLL+EQL/1.4 N. 0.232 -0.008 0.231 -0.010 0.228 -0.013 0.229 -0.088 0.230 -0.024 0.233 -0.010 0.234 5 D+CLL+EQR/1.4 N -0.253 -0.008 -0.252 -0.010 -0.248 -0.026 -0.247 -0.089 -0.246 -0.013 -0.248 -0.011 -0.250 6 DL + CLL + SLL + SLR N -0.030 -0.018 -0.030 -0.022 -0.029 -0.032 -0.022 -0.209 -0.015 -0.030 -0.016 -0.025 -0.016 13 DL + EWP N -0.002 0.008 0.003 0.003 0.008 0.006 0.011 0.009 0.013 0.005 0.018 0.004 0.023 14 DL + EWS N -0.002 0.008 0.003 0.003 0.008 0.006 0.011 0.009 0.013 0.005 0.018 0.004 0.023 No. Loading Combination Cd 12V 1 DL + CLL + LL N -0.009 2 DL + WLL N 0.002 3 DL + WLR N 0.001 4 D+CLL+EQL/1.4 N -0.004 5 D+CLL+EQR/1.4 N -0.004 6 DL + CLL + SLL + SLR N -0.009 13 DL + EWP N 0.003 14 DL + EWS N 0.003 POSITIVE DEFLECTION DIRECTION H INCHES Horizontal to the Right V V INCHES Vertical Up +---H / Z MAXIMUM MEMBER DEFLECTIONS FRAME DES IGN - M E M B E R D E F L E C T I O N S 1H No.•Loading DATE: 02/07/01 PT DEFL 1 D1' + CGL + LL 9 CADDS TIME: 01:41 PM ----------------------------------------------------------------------------------------------------------------------------------- DL + WLL 5 0.394 3 DL + WLR PAGE:F 59 ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT -.BOB PARSONS BLDR PHONE # 530-345-7296 'PROD NAME - FTC ALMOND, INC. ENGR GRP - Visalia DL + EWP (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) -0.271 DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 No. POSITIVE DEFLECTION DIRECTION H INCHES Horizontal to the Right V V INCHES Vertical Up +---H / Z MAXIMUM MEMBER DEFLECTIONS MEMBER 3H MEMBER 4V MEMBER 5H MEMBER 1H No.•Loading Combination PT DEFL 1 D1' + CGL + LL 9 -0.030 2 DL + WLL 5 0.394 3 DL + WLR 5 -0.366 4 D+CLL+EQL/1.4 9 0.232 5 D+CLL+EQR/1.4 9 -0.253 6 DL + CLL + SLL + SLR 9 -0.030 13 DL + EWP 4 -0.271 14 DL + EWS 4 -0.271 MAXIMUM MEMBER DEFLECTIONS 5 0.046 6 MEMBER 9V No. Loading Combination PT DEFL 1 DL + CLL + LL 6 -0.146 2 DL + WLL 5 0.030 3 DL + WLR 6 0.017 4 D+CLL+EQL/1.4 6 -0.075 5 D+CLL+EQR/1.4 6 -0.059 6 DL + CLL + SLL + SLR 6 -0.146 13 DL + EWP 6 0.062 14 DL + EWS 6 0.062 R +---2---+---4---+-6-+-7-+---9---+--11---+ 1 3 5 8 10 12 MEMBER 2V MEMBER 3H MEMBER 4V MEMBER 5H MEMBER 6V MEMBER 7V MEMBER 8H PT DEFL. PT DEFL P,r DEFL PT DEFL PT DEFL PT DEFL PT DEFL 6 -0.0111.1 10 -0.030 6 -0.7.83 9 -0.029 6 -0.209 6 -0.209 9 -0.015. 6 0.034 10 0.325 6 0.038 9 •0.319 5 0.046 6 0.046 9 0.310 3 -0.027 10 -0.294 5 0.044 9 '-0.290 6 0.048 4 0.049 9 -0.298 6 -0.055 10 0.231 6 -0.073 9 0.228 6 -0.088 5 -0.088 9 0.230 6 -0.026 10 -0.252 6 -0.090 9 -0.248 6 -0.089 6 -0.089 9 -0.246 6 -0.088 10 -0.030 6 -0.183 9 -0.029 6 -0.209 6 -0.209 9 -0.015 5 -0.117 4 2.013 5 0.088 5 2.000 6 0.009 5 0.009 5 -1.988 5 -0.117 4 -1.761 5 0.088 5 -1.744 6 0.009 5 0.009 5 1.755 MEMBER 10H PT DEFL 10 -0.016 10 0.315 10 -0.303 10 0.233 10 -0.248 10 -0.016 4 -2.003 4 1.770 MEMBER 11V PT DEFL 4 -0.225 4 0.023 3 0.115 4 -0.079 4 -0.109 4 -0.225 3 -0:030 3 -0.030 MEMBER 12H PT DEFL 5. 0.123 6 0.346 5 -0.491 7 0.249 9 -0.250 5 0.123 4 0.215 4 0.215 FINAL FRAME DESIGN - F R AM E L A Y O U T DATE: 02/07/01 CADDS TIME: 01:41 PM ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS. BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION -----------------------------------------------------------------------------------------7----------------------------------------- EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 LEFT SIDE RIGHT SIDE SLOPE (P/12.) = 0.500 SLOPE (P/12.) = 0.500 DIST. TO RIDGE = 62.500 FT. DIST. TO RIDGE = 62.500 FT. COLUMN OFFSET = 8.000 IN. COLUMN OFFSET = 8.000 IN. GIRT DEPTH• = 8.000 IN. GIRT DEPTH =. 8.000 IN. PURLIN DEPTH = 8.000 IN. (PURLIN UNINSULATED) PURLIN DEPTH = 8.000 IN. SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 - .25.000 FT. SPAN 2 - 25.000 FT. SPAN 3 - 25.000 FT. SPAN 4 = 25.000 FT. SPAN 5 = 25.000 FT. -R- OV80530 OV80532 OV80536 OV80540 OV80542 0 0 0\ /0 0 0 V V V\ / V V V 8 8 8\/ 8 8 8 0 0 0 X 0 0 0 5 5 5/ \ 5 5 5 2 3 3/ \ 3 3 4 8 4 8/ \8 4 4 - 1 2 3 4 5 S P L I C E• D E S IGN - CONTENTS DATE: 02/07/01 CADDS TIME: 01:41 PM ----------------------------------------------------------------------------------------------------------------------------------- Pct- - - ORDER # .070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 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 # ------ -------------- 2 LRF 125'-0" 27'-0" ------ 20 PSF ------ 80 MPH ------------------ UBC 97 .50 ------ TO 12 1 ------------ 01,02 .... S1 DESIGN FRAME # 3 EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .50 TO 12 1 REW .... S 51 DATE: 02/07/01 S P L I C E D E S I G N - C O V E R S H E E T SPLICES SELECTED GROUP INFORMATION NUM TIME: 01:41 PM NUM Description I NUM Connection Plate Opt CADDS - --- -=------------------ + ---- ---------------=----------- PAGES 2 ORDER # 070093 BLDR CONTACT BUILDER NORTH VALLEY READY ------------------------------------------------------------------- MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 - BOB PARSONS BLDR PHONE # .530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia DESIGN SYSTEM FRAME # 2 DESCRIPTION (-LRF) (HEIGHT) Pinned Base Plate (CODE/YEAR) Analysis Only 4 ----------------------------------------------------------------------------------------------- 1251-0)1 20LPSF 80MPH .500(SLTO 12 Plates RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES 02 STRESS RATIO LIMIT 1.030 COVER SHEET SIGN CONVIr,NTIONS APPLIED LOADS SUMMARY PART DIMENSIONS BOLTS / SPLICE PLATE INFORMATION REPORTS SELECTED DOLT bOADS /. ALJjOWAS1.I1',S LAYOUT S101."I'Cll FLANGE / WEB PLATE 'INFORMATION WELD INFORMATION SPL MEMB SEQ Connection SPLICES SELECTED GROUP INFORMATION NUM NUM NUM Description I NUM Connection Plate Opt - --- -=------------------ + ---- ---------------=----------- + 1 01 1 Pinned Base Plate 39 Analysis Only 2 01 2 Knee Splice 40 Optimization w/ Std Plates 3 04 1 Pinned Base Plate 39 Analysis Only 4 04 2 Knee Splice 40 Optimization w/ Std Plates 5 02 1 Intermediate Roof Bm 41 Optimization w/ Std Plates 6 02 2 Ridge 42 Optimization w/ Std Plates 7 03 1 Canopy Beam Splice 5 Analysis w/ Plate Thickness 8 03 2 Intermediate Roof Bm 41 Optimization w/ Std Plates ASSEMBLY INFORMATION NUM Stiffener Opt , Weld Opt ------- ------------------------------------------- OV80522 01 Full Optimization Design w/ Combined Welds OV80522 02 Full Optimization Design w/ Combined Welds OV80524 01 Full Optimization Design w/ Combined Welds- OV80522 01 Full Optimization Design w/ Combined Welds OV80522 02 Full Optimization Design w/ Combined Welds OV80524 01 Full Optimization Design w/ Combined Welds OV80524 02 Full Optimization Design w/ Combined Welds OV80526 01 Full Optimization Design w/ Combined Welds OV80526 02 Full Optimization Design w/ Combined Welds OV80526 02 Full Optimization Design w/ Combined Welds OV80524 06 Deficiencies Only Design w/ Combined Welds CAN 02R 02 Analysis Only Design w/ Combined Welds OV80524 02 Full Optimization Design w/ Combined Welds OV80526 01 Full Optimization Design w/ Combined Welds S P L DATE: 02/07/01 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 TIME: 01:41 PM CARDS PAGE:S 3 ORDER # 070093 BUILDER NORTH VALLEY READY MIX ---------------------------------------- ---------------------------BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE-#-01------------------TYPE : Pinned Base Plate SUBTYPE No Ext SW Pin - S Nuts ------------------------------------------------------------------------------------------------ LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO CATEGORY (kips) (kips) (kips) FACTOR STRENGTH ----------------------------------------------------- ------ -------- 1 DL + CLL + LL Std Des 36.85 -30.15 0.00 1.00 N 2 DL + WLL Std Des -7.01 12.32 0.00 1.33 N 3 DL + WLR Std Des -4.44 1.43 0.00 1.33 N 4 D+CLL+EQL/1.4 Std Des 15.67 -10.47 0.00 1.33 N 5 D+CLL+EQR/1.4 SW Des 1.7.139 -1.5.77 0.00 7..33 N 6 DLA 4• CLL + SLI, + ALR std Den 36.115 - 3 0. 151 0. 00 :L. U(1 N 7 PD+PC+0.70PL+2.00EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2:80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 13 DL + EWP Std Des -5.68 3.75 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 20.000" 8.000" 151- 0.000" 37.000" 0.000 S P'L I C E D E S I G N - B 0 L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 01:41 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGES 4 ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC.- ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND). (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 01 TYPE : Pinned Base -----------------=------------------------------------------------------------------------------------------------------------------ Plate -"- SUBTYPE : No Ext SW Pin - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042365 - ORIENTATION NORMAL y PLATE WIDTH 12.000" PLATE.LENGTH 20.562" PLATE THICKNESS 0.750" PLATE YIELD STRESS 55.00 KSI PLAT; OFFSET 0.500" D883AN STRESS RATIO 0.:1.51 CONTROLLING COND. 1 CONTROLLING LOCATION Cat. 2 Compression B 0 L T I N F O R M A T I O N BOLT DIAMETER 1.250" BOLT GAGES - INNER: 5.000" BOLT TYPE A307 WASHERS NO - BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 5.500" OUTER 2 2 9.500" 4.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 315.868 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.239 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.731 KSI CONCRETE STRESS RATIO 0.138 S P L I C E D E S I G N - B 0 L T L 0 A D S / A L L 0 W A B L E S DATE: 02/07/01 TIME: 01:41 PM CADDS ----------------------------------------------------------------------------------------------------------------------------------- PAGES 5 ORDER #•070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC.' ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE). DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext SW .500 Pin - S Nuts B O L T L 0 A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 2.388 10.000 0.000 20.000 2 1.752 1.753 2.510 13.329 1.428 26.659 .3 1.111 1.111 0.291 13.329 0.905 26.659 4 'Pots]. rimction In 111 Culllprcleia.l.aii 0.537 13.329 0.000 26.659 5 Total Section is in Compression 1.390 13.329 0.000 26.659 6. Total Section is in Compression 2.388 10.000 0.000 . 20.000 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination.- Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 1.420 1.421 0.763 13.329 1.157 '26.659 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 6 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 01 TYPE Pinned Base Plate SUBTYPE No Ext SW Pin - S Nuts ----------------------------------------------------------------------------------------------------------------------------------- SPLICE PLATE 0042365 COLUMN BOLTS: 1.250" DIA A307 NO WASHERS 12.000!' X 20.562" X 0.750" G +- 5.000"-+ 0.50011 ----+---------+--- ----------------------------- OUTSIDE FLANGE 5.500" FFFFFFFFFFFFFFFFFFFFFFF 0.375 X 8.000 I W -•h--- O W O W 4. 0001' W W -+--- o W 0 W W W W W W W W W W W W 20.500" W MAIN WEB' W 0.250 W W 11.062" W W W W W W W W W W W W W W W W W INSIDE FLANGE FFFFFFFFFFFFFFFFFFFFFFF _ 0.625 X 8.000 -+---------- ----------------------------- G 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 W E B DATE: 02/07/01 -------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION ------=-- TIME: 01:41 PM SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND CADDS ------------------- -------------------------------------------------------- PAGE:S 7 - ORDER # 070093 BUILDER NORTH VALLEY READY MIX = ------------------------------------------- BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE)* DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 TO 12 SPLICE # 01 ------------------------------------------------------------------------------------------------------------------------------ TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin .500 - S Nuts F L A N G E P LA T E S LOCATION DESCRIPTION PART NO. SIZE DIST FROM - MAXIMUM STRESSES - TENSION - COMPRESSION --------- CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) ('Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange 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 0.375 X 8.000 0.500 0.15 43.99 2.89 49.50 0.057 1 0. 625 X 8.000 0.062 0.01 43.99 2.89 49.50 0.057 1 W 1i1 13 P 1, A T E 9 ------------ MAXIMUM STRESSES'----------------- -- PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.250 6.13 22.00 2.34 43.99 2.89 49.50 0.279 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- •TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face. (k/in) (k/in).(k/in). COND 3/16" 0.05 5.57 0.010 2 1/4" 0.00 3.71 0.000 1 W E L D I N F O R M A T I O N W E B P L A T E S -------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION ------=-- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 1/8" 1/8" 1.53 3.71 0.413 1 - ter_• MSM••_ S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 8 ----------------------------------------7------------------------------------------------------------------------------- ORDER # 070093 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME #. 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz ----------------------------7------------------------------------------------------------------------------------------- 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 -4457.64 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 4457.64 1.00 N 1 DL + CLL + LL Std Des 35.70 -30.16 -7707.85 1:00 N 2 DL + WLL Std Des -8.33 6.04 7.438.51 1.33 N 3 DL + WLR Std Des 5.77 4.75 667.40 1.33 N 4 D+CLL+I&QL./:L . 4 St:d Dnrd :1.4 . 52 -10.57 65 7... 611 :1..33 N 5 D+CLL+EQR/1.4 Std Des 16.74 -15.617 -4038.63 1.33 N 6 DL + CLL + SLL + SLR Std Des 35.70 -30.16 -7707.85 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+P.0+0.70PL+2.SOEQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns 11.31 -3.19 -651.30 1.70 Y 12 DL+CL+2.80EQR Conns 19.95 -23.05 -6040.23 1.70 Y 13 DL + EWP Std Des -7.00 8.41 1412.18 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 44.000" 43.000" Part Slope 0.500 TO 12 Conn. Plate Angle (Degrees) 0.000 0.000 Offset from.Structure Line 8.000" 0.125" Main Flange Dimensions Outer Flange Width 8.000" Thickness 0.500" Inner Flange Width 8.000" Thickness 0.625" Adjacent Depth Change Information Distance to Depth Change 71- 7.129" 251- 8.535" Flg. to Flg. Dimension 37.000" 24.000" Adj. P1. Angle (Degrees) 0.000 0.000 SELECTED STIFFENER 3.500" X 0.500" DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 9 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia. (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee ----------------------------------------------------------------------------------------------------------------------------------- SUBTYPE : 2 Row Outer Hmhd - Horiz S P L I C E P L A T E BOTH SIDES PLATE TYPE CUSTOM PART NUMBER OV80522-02 ORIENTATION NORMAL PLATE WIDTH 10.000" PLATE LENGTH 51.875" PLATE THICKNESS 0.625" PI. TIE YISLO STR1r6FJ 1 55. 00 V.I.]. PLATIE OFFSET 1 0. 00011 DESIGN STRESS RATIO 0.646 CONTROLLING GOND. 1 CONTROLLING LOCATION Side 1 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 OUTER: 7.500" 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 4 1.875" INNER 3 2 9.000" 3.500" OUTER 2 4 6.375" 4.500" INNER 2 2 5.500" 3.500" OUTER 3 2 9.875" 3.500" INNER 1 2 2.000" W E B S H E A R STIFFENERS REQUIRED FOR WEB SHEAR 1 Stiffener(s) on near side of Web only STIFFENER AREA REQUIRED 1.608 In**2 STIFFENER MOMENT OF INERTIA REQUIRED 0.421 In**4 SELECTED STIFFENER 3.500" X 0.500" S P L I C E D E S I G N - B 0 L T L O A DlS / A L L 0 W A B L E S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 10 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97. .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer. Hmhd-_Horiz B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All.. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Kai) COLUMN SIDE -50% 11.136 9.569 8.351 0.000. 0.000 0.000 0.000 21.000 25.207 44.000 +50$ 0.000 0.000 0.000 15.432 17.387 19.343 0.000 21.000 43.783 44.000 1 17.775 15.116 13.048 0.000 0.000 0.000 4.266 21.000 40.234 43.082 2 0.000 0.000 0.000 9.186 10.309 11.432 0.854 27.992 25.878 58.624 3 0.000 0.000 0.000 2.811 3.139 3.466 0.671 27.992 7.846 58.635 4 6.027 5.114 4.405 0.000 0.000 0.000 1.494 27.992 13.642 58.568 5 9.394 7.998 6.912 0.000 0.000 0.000 2.217 27.992 21.263 58.467 6 17.775 15.116 13.048 0.000 0.000 0.000 4.266 21.000 40.234 43.082 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design.. 9 Category 4.Load Combination- Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 1.177 0.964 0.798 0.000 0.000 0.000 0.451 23.204 2.666 56.092 12 14.259 12.164 10..534 0.000 0.000 0.000 3.260 23.204 32.275 55.682 13 0.000 0.000 0.000 5.515 6.180 6.844 1.189 27.992 15.493 58.598 B 0 L T L 0 A D S / A L L OW A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER.3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE -50% 11.110 9.557 8.349 0.000 0.000 0.000 0.000 21.000 25.148 44.000 +50% 0.000 0.000' 0.000 14.824 16.774 18.724 0.000 21.000 42.382 44.000, 1 17.722 15.088 13.039 0.000 0.000 0.000 4.266 21.000 40.114 43.082 2 0.000 0.000 0.000 6.875 9.991 11.107 0.854 27.992 25.142 58.624 3 0.000 0.000 0.000 2.738 3.062 3.386 0.671 27.992 7.665 58.635 4 6.008 5.104 4.402 0'.000 0.000 0.000 1.494 27.992 13.599 58.568 5 9.366 7.983 6.908 0.000 0.000 0.000 2.217 27.992 21.201 58.467 6 17.722 15.088 13.039 0.000 0.000 0.000 4.266 21.000 40.114 - 43.082 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design, 10 Category 4 Load Combination - Does not apply to Splice Design. 11 1.171 0:960 0.796 0.000 0.000 0.000 0.451 23.204 2.651 56.092 12 14.219 12.143 10.529 0.000 0.000 0.000 3.260 23.204 32.185 55.682 13 0.000 0.000 .0.000 5.342 6.001 6.660 1.189 27.992 15.076 58.598 SPLICE.PLATE OV80522-02 10.000" X 51.875" X.0.625" 1. OUTER HAMMERHEAD FLANGE - 0.375 X 6.000 X 9.000 OUTER HAMMERHEAD GUSSET' 0..250 X 7.500 X 9.000 X 16.000 OUTSIDE FLANGE 0.375 X .8.000 MAIN WEB 0.250 GUSSET STIFFENER 0042908 0.312 X 3.500 X 8.000 NS/FS INSIDE FLANGE 0.625 X 8.000 -+---------+--- 1.875" 7.875" 4.500" 3.500" 37.1 .33.000" )00" 3.500" 3.500" 7.000" 2.000" — --- COLUMN SIDE - > <-- ROOF BEAM SID +------ 7.500"------+ +- 3.250"-+ ----------------------------- HFHFHFHFHFHEFEFEFEFEFEF W 0 o W o 0 W W W 0 o W o 0 W FFFFFFFFFFFFGSGSGSGSGSG W o W o W W W W W W W W W WSSSSSSSSSSS W W W W W W W W W o W o W GSGSGSGSGSGWGSGSGSGSGSG W 0 W o W W W o W o W FFFFFFFFFFFFMSMSMSMSMSM BOLTS: 0.750" DIA A325 NO WASHERS END FLANGE 0.375 X 8.000 X 40.250 7.875" GUSSET STIFFENER 0042908 0.312 X 3.500 X 8.000 NS/FS 18.000" MAIN WEB 0.250 ---+- SHEAR STIFFENER 0.500 X 3.500 X 40.625 NS ONLY 19.000" GUSSET STIFFENER 0042908 0.312 X 3.500 X 8.000 NS/FS 7.000" _ MAIN STIFFENER . 0.625 X 4.000 X 41.750 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: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 11 ------------------- ORDER # 070093 --------------------------------------------------------------------------------------------------------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROD NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - Horiz SPLICE.PLATE OV80522-02 10.000" X 51.875" X.0.625" 1. OUTER HAMMERHEAD FLANGE - 0.375 X 6.000 X 9.000 OUTER HAMMERHEAD GUSSET' 0..250 X 7.500 X 9.000 X 16.000 OUTSIDE FLANGE 0.375 X .8.000 MAIN WEB 0.250 GUSSET STIFFENER 0042908 0.312 X 3.500 X 8.000 NS/FS INSIDE FLANGE 0.625 X 8.000 -+---------+--- 1.875" 7.875" 4.500" 3.500" 37.1 .33.000" )00" 3.500" 3.500" 7.000" 2.000" — --- COLUMN SIDE - > <-- ROOF BEAM SID +------ 7.500"------+ +- 3.250"-+ ----------------------------- HFHFHFHFHFHEFEFEFEFEFEF W 0 o W o 0 W W W 0 o W o 0 W FFFFFFFFFFFFGSGSGSGSGSG W o W o W W W W W W W W W WSSSSSSSSSSS W W W W W W W W W o W o W GSGSGSGSGSGWGSGSGSGSGSG W 0 W o W W W o W o W FFFFFFFFFFFFMSMSMSMSMSM BOLTS: 0.750" DIA A325 NO WASHERS END FLANGE 0.375 X 8.000 X 40.250 7.875" GUSSET STIFFENER 0042908 0.312 X 3.500 X 8.000 NS/FS 18.000" MAIN WEB 0.250 ---+- SHEAR STIFFENER 0.500 X 3.500 X 40.625 NS ONLY 19.000" GUSSET STIFFENER 0042908 0.312 X 3.500 X 8.000 NS/FS 7.000" _ MAIN STIFFENER . 0.625 X 4.000 X 41.750 NS/FS S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 12 ----------------------------------------------------------------------=------------------------------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 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 0.375 X 6.000 X 9.000 0.000 21.52 33.00 19.06 49.50 0.652 1 OUTER 3 Main Flange 0.375 X 8.000 7.875 17.46 33.00 9.10 '49.50 0.529 1 INNER 3 Gusset Stiffener 0042908 0.312 X 3.500 X 8.000 7.000 13.36 33.00 17.07 49.50 0.405 +50% INNER 1 Main Flange 0.625 X 8.000 0.000 3.56 33.00 26.23 49.50 0.529 1 ROOF BEAM SIDE OUTER 1 End Flange 0.375 X 8.000 X 40.250 0.000 16.07 33.00 20.28 49.50 0.487 1 OUTER 3 Gusset.Stiffener 0042908 0.312 X 3.500 X 8.000 7.875 24.07 33.00 10.39 49.50 0.729 1 INNER 3 Gusset Stiffener 0042908 0.312 X 3.500 X 8.000 7.000 12.86 33.00 16.65 49.50 0.390 +50% INNER 1 Main Stiffener 0.625 X 4.000 X 41.750 0.000 3.45 33.00 25.72 49.50 0.519 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ----------------=-- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW GOND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Outer Hammerhead Gusset 0.250 X 7.500 X 9.000 X 16.000 22.53 22.00 23.81 33.00 18.82 49.50 1.024 1 Main Web 0.250 4.29 22.00 26.39 33.00 25.81 49.50 0.800 +50% ROOF BEAM SIDE Main Web 0.250 16.25 16.75 23.69 33.00 26.13 49.50 0.970 1 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 13 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE #.02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd Horiz ---------------------------------------------------------------------------------------=------------------------------------------- COLUMN SIDE DESCRIPTION OUTER 1 Hammerhead Flange Flange to Splice Plate OUTER 3 Main Flange Flange to Splice Plate INNER 3 Gusset Stiffener Stiffener.to Splice P1 Stiffener to Web Plate INNER 1 Main Flange .Flange to Splice Plate COLUMN SIDE DESCRIPTION Outer.Hammerhead Gusset Gusset to Splice Plate Gusset to Hammerhead Flange Gusset to Outer Flange Main Web Web to Splice P1 - Outer Bolts Web to Splice P1 - Inner Bolts Web to Splice P1 - Remaining W E L D I N F O R M A T I O N 5.95 8.35. 0.713 1 F L A N G E P L A T E S 5.38 5.57 0.966 1 FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- 1 STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in)'(k/in) GOND 3/8" 8.41 8.35 1.008 1 3/16" 3/16" 6.75 8'.35 0.809 1 3/16" 3/16" 3/16" YES 1/2" U 7/16" W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- - LENGTH - ---- FILLET ------------ PENETRATION --------- . Near S. Far S. Near Side Far Side 4.16 8.35 0.499 +50% 2.40 2.78 0.864 1 2.29 20.64 0.111 +50% -------- MAXIMUM STRESSES -------- TENSION SHEAR ALLOW CSR LOAD Win) Win) Win) COND 3/16" 3/16" 5.95 8.35. 0.713 1 3/16" 3/16" 5.38 5.57 0.966 1 3/16" 3/16" 5.63 5.57 1.012 1 5.000" 1/8" 1/8" 3.73 5.57 0.670 1 12.000" 3/16" 3/16" 6.60 8.35 0.790 +50% 1/8" 1.07 1.86 0.578 1 S P L I C E D E S I G N - W E L D I N F O R M AT I O N DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 14 ------------------------7---------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 02 TYPE Ext Col ----------------------------------------------------------------------------------------------------------------------------------- - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - Horiz W E L D I N F O R M A T I O N ROOF BEAM SIDE - 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 5/16" 6.22 6.96 0.894 1 End Flg to Outer Flg 3/16" 0.00 2.78 0.000 1 OUTER 3 Gusset Stiffener Stiffener to Splice P1 3/16" 3/16" 7.50 8.35 0.899 1 Stiffener to Web Plate 1/4" 3.39 3.71 0.914 1 Shear Stiffener(s) Stiffener to Splice P1 3/16" 0.00 2.78 0.000 -50% Stiffener to Web Plate 3/16" 2.54 2.78 0.914 1 . INNER 3 Gusset Stiffener Stiffener to Splice P1 3/16" 3/16" 4.01 8.35 0.481 +50% Stiffener to Web Plate 3/16" 2.34 2.78 0.843 1 INNER 1 Main Stiffener Stiffener to Splice P1 1/4" 2.15 5.57 0.387 +50t Stiffener to Web Plate 1/8" .1.54 1.86 0.8.30 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 P1 - Outer Bolts 13.000" 3/16" 3/16" 5.92 3.45 7.80 1 Web to Splice P1 - Inner Bolts 12.000" 3/16" 3./16" 6.39 2.07 8.15 .0.879 0.823 +50% Web to Splice P1 - Remaining 1/4" 3.45 3.71 0.930 1 Web to End Flange 1/8" 1.20 1.86 0.646 1 Web to Opposite Flange 1/8" 0.14 1.86 0.073 1 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 15 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 03 TYPE Pinned Base Plate SUBTYPE No Ext SW Pin•- S Nuts -------------------------------------------------------------------------------------------------------------------------=--------- LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO CATEGORY (kips) (kips) (kips) FACTOR STRENGTH --------------------------------------- ------------- ------ -------- 1 DL + CLL + LL Std Des 42.75 -30.15 0.00 1.00 N 2 DL +' WLL Std Des -6.26 1.62 0.00 1.33 N 3 DL + WLR Std Des -10.46 12.13 0.00 1.33 N 4 D+CLL+EQL/1.4 Std Des 20.20 -15.78 0.00 1.33 N 5 D+CLL+EQR/1.4 Std Des 17.97 -10.46 0.00 1.33 N 6 DL + CLL + SLL + SLR Std Des 42.75 -30.15 0.00 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL .Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. it DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 13 DL + EWP Std Des -9.22 3.75 0.00 1.33 N P A R T D I M E N S I O N S Column Dimensions at Connection Flg. to Flg. Dimension 20.000" Offset from Structure Line 8.000" Adjacent Depth Change Information Distance to Depth Change 151- 0.000" Flg. to Flg. Dimension 37.000" Adj. P1. Angle (Degrees) 0.000 S / S P L I C E P LAT E DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 16 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 .. BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS. BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC _ 97 .500 TO 12 SPLICE # 03 TYPE Pinned Base Plate SUBTYPE No Ext SW Pin - S Nuts ------------------- ---------------------------------------------------------------------------------------------------------------- PLATE TYPE PART NUMBER ORIENTATION PLATE WIDTH PLATE LENGTH PLATE THICKNESS PLATE YIELD STRESS PLATE OFFSET JAYSIAN 13'1 RIP.017 1'?A'L':I:O i CONTROLLING COND. t CONTROLLING LOCATION S P L I C E P L A T E STANDARD 0042365 NORMAL 12.000" 20.562" 0.750" 55.00 KSI 0.500" 0.:1.75 I Cat. 2 Compression B 0 L T I N F O R M A T I O N BOLT'DIAMETER 1.250" BOLT GAGES - INNER: 5.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 5.500" OUTER 2 2 9.500" 4.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 315.868 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD GOND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.278 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.731 KSI CONCRETE STRESS RATIO 0.160 S P L I C E D E S I G N - B O L T L 0 A D S / A L L 0 W A B L E S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 17 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 03 TYPE Pinned Base Plate SUBTYPE No Ext SW Pin --S Nuts B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 1.787 10.000 0.000 20.000 2 1.565 1.565 0.330 13.329 1.275 26.659'. 3 2.615 2.6.16 2.470 13.329 2.131 26.659 4 'Tol.nl E1nction .I.n itt Compronnion 1.156 13.329 0.000 26.659 5 'Total Section is in Compression 0.300 13.329 0.000 26.659 6 Total Section is in Compression 1.787 10.000 0.000 20.000 7 Category 3 Load Combination - Does not apply to Splice Design.. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination = Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to.this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 2.105 2.306 0.763 13.329 1.878 26.659 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 18 --------------------------------------------------------=------------------------------------------------------------'--------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20=04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # '2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 03 TYPE Pinned Base Plate SUBTYPE No Ext SW Pin - S Nuts ----------------------------------------------------------------------------------------------------------------------------------- SPLICE PLATE 0042365 COLUMN BOLTS: 1.250" DIA A307 NO WASHERS 12.000" X 20.562" X 0.750" +- 5.000"-+ 0.50011 ----+---------+--- ----------------------------- OUTSIDE FLANGE 5.500" FFFFFFFFFFFFFFFFFFFFFFF 0.375 'X 8.000 I W -+--- o W o W 4.00011 w W -+--- o W o W W W W W W W W W W W W 20.500" W MAIN WEB W 0.250 W W 11.062" W W W W W W W W W W W W W W W W W INSIDE FLANGE FFFFFFFFFFFFFFFFFFFFFFF 0.625 X 8.000 - +- , S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/07/01 CARDS TIME: 01:41 PM PAGE:S 19 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 03 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 INNER 1 Main Flange 0.375 X 8.000 0.500 0.22 43.99 3.36 49.50 0.068 1 O.G7.5 X 8.000 0.067. 0.02 43.99 3.35 49.50 0.068 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) Ksi COLUMN SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate .COLUMN SIDE DESCRIPTION Main Web Web to Splice Plate 0.250 6.13 22.00 3.49 43.99 3.36 49.50 0.279 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL -------------------WELD SIZE ------------------- --------.MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND 3/16" 0.08 5.57 0.015 3 1/4" 0.00 3.71 0.000 1 W E L D. I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE -------------- ----------- ---------MAXIMUM STRESSES-=------ - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD. Near S. Far S. Near Side Far Side Win) Win) Win) COND 1/8" 1/8" 1.53 3.71 0.413 1 S P L I C E D E S I G N - A P P L I E D L OA D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 20 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH. UBC 97 .500 TO 12 SPLICE # 04 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - Horiz LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ------------------------ CATEGORY -------- (kips) -------------- (kips) (in -k) -------- FACTOR STRENGTH ------ -------- -5096 MOMENT CAPACITY Std Des 0.00 0.00 -4457.64 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 4457.64 1.00 N 1 DL-+ CLL + LL Std Des 41.60 -30.16 -7632.51 1.00 N 2 DL + WLL Std Des -7.58 4.95 692.7.3 1.33 N 3 DL 4• WLR Std Dee -:1.1.78 5.05 7.34:1..40 :1..33 N 4 D4•CLL+EQL/1.4 Std lien 3.9.05 -:1.5.60 -4011.08 1.33 N 5 D+CLL+EQR/1.4 Std Des 16.82 -10.56 -2621.56 1.33 N 6 DL + CLL + SLL + SLR Std Des 41.60 -30.16 -7632:51 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination'- Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T 'Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial.T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns 22.26 -23.08 -6018.16 1.70 Y 12 DL+CL+2.80EQR Conns 13.61 -3.16 -614.48 1.70 Y 13 DL + EWP Std Des -10.54 8.41 1366.98 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 44.000" 43.000" Part Slope 0.500 TO 12 Conn. Plate Angle (Degrees) 0.000 0.000 Offset from Structure Line 8.000" 0.125" Main Flange Dimensions Outer Flange Width 8.000" Thickness 0.500" Inner Flange Width 8.000". Thickness 0.625" Adjacent Depth Change Information Distance to Depth Change 71- 7.129" 251- 8.535" Flg. to Flg. Dimension 37.000" 24.000" Adj. P1. Angle (Degrees) 0.000 0.000 W E B S H E A R STIFFENERS REQUIRED FOR WEB SHEAR 1 Stiffener(s) on near side of Web only STIFFENER AREA REQUIRED 1.608 In**2 STIFFENER MOMENT OF INERTIA REQUIRED 0.421 In**4 SELECTED STIFFENER 3.500" X 0.500" S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 21 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 04 ---------------------------------- TYPE : -------------------------------------------------------------------------------------------------- Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz S P L I C E P L A T E BOTH SIDES PLATE TYPE CUSTOM PART NUMBER OV80522-02 ORIENTATION NORMAL PLATE WIDTH 10.000" PLATE LENGTH 51.875" PLATE THICKNESS 0.625" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET r 0.00011 DESIGN STRESS RATIO 0.630 CONTROLLING COND. 6 CONTROLLING LOCATION Side 1 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 OUTER: 7.500" 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 4 1.875" INNER 3 2 9.000" 3.500" OUTER 2 4 6.375" 4.500" INNER 2 2 5.500" 3.500" OUTER 3 2 9.875" 3.500" INNER 1 2 2.000" W E B S H E A R STIFFENERS REQUIRED FOR WEB SHEAR 1 Stiffener(s) on near side of Web only STIFFENER AREA REQUIRED 1.608 In**2 STIFFENER MOMENT OF INERTIA REQUIRED 0.421 In**4 SELECTED STIFFENER 3.500" X 0.500" S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 22 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT)• (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 04 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - Horiz B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE -50% 11.136 9.569 8.351 0.000 0.000 0.000 0.000 21.000 25.207 44.000 +50% 0.000 .0.000 0.000 15.432 17.387 19.343 0.000 21.000 43.783 44.000 1 17.347 14.722 12.601 0.000 0.000 0.000 4.266 21.000 39.264 43.082 7. 0.000 0.000 0.000 3.079 3.431 3.704 0.699 27.992 8.565 58.633 3 0.000 0.000 0.000 9.160 10.263 11.366 0.827 27.992 25.726 58.626 4 9.231 7.847 6.772 0.000 0.000 0.000 2.218 27.992 20.894 58.467 5 5.855 4.957 4.259 0.000 0.000 0.000 1.493 27.992 13.253 58.568 6 17.347 14.722 12.681 0.000 0.000 0.000 4.266 21.000 39.264 43.082 7 Category 3 Load Combination - Does not apply to.Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 14.109 12.025 10.404 0.000 0.000 0.000 3.264 23.204 31.935 55.681 12 1.004 0.806 0.652 0.000 0.000 .0.000 0.447 23.204 2.273 56.092: 13 0.000 0.000 0.000 5.679 6.346 7.013 1.189 27.9.92 15.875 58.598 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE -50% 11.110 9.557 8.349 0.000 0.000 0.000 0.000 21.000 25.148 44.000 +50% 0.000 0.000 0.000 14.824 16.774 18.724 0.000 21.000 42.382 44.000 1 17.293 14.693 12.671 0.000 0.000 0.000 4.266 21.000 39.142 43.082 2 0.000 0.000 0.000 3.009 3.357 3.704 0.699 27.992 8.385 58.633 3 0.000 0.000 0.000 8.872 9.967. 11.061 0.827 27.992 25.037 58.626 4 9.203 7.833 6.767 0.000 0.000 0.000 2.218 27.992 20.831 58.467 5 5.836 4.947 4.255 0.000 0.000 0.000 1.493 27.992 13.210 58.568 6 17.293 14.693 12.671 0.000 0.000, 0.000 4.266 21.000 39.142 43.082 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 14.069 12.004 10.398 0.000 0.000 0.000 3.264 23.204 31.845 55.681 12 0.997 0.801 0.649 0.000 0.000 0.000 0.447 23.204 2.257 56.092 13 0.000 0.000 0.000 5.523 6.183 6.844 1.189 27.992 15.492 58.598 SPLICE PLATE OV80522-02 10.000" X: 51.875" X 0.625" OUTER HAMMERHEAD FLANGE 0.375 X 6.000 X 9.000 OUTER HAMMERIIIEAD GUSSIET 0.250 X 7.500 X 9.000 X 16.000 OUTSIDE FLANGE 0.375 X 8.000 MAIN WEB 0.250 GUSSET STIFFENER 0042908 0.312 X 3.500 X 8.000 NS/FS INSIDE FLANGE 0.625 X 8.000 -+---------+--- 1.875" I' 7.875" 4.500" 3.500" 37.000" 33.000" 3.500" 3.500" 7.000" 2.000" 1 _ -+------------- COLUMN SIDE -->I<-- ROOF BEAM SII +------ 7.500"------+ +- 3.250"-+ ----------------------------- HFHFHFHFHFHEFEFEFEFEFEF W 0 0 W o 0 W W W 0 o W 0 0 W FFFFFFFFFFFFGSGSGSGSGSG W o W 0 W W W W W W W W W WSSSSSSSSSSS W W W W W W W W W o W o W GSGSGSGSGSGWGSGSGSGSGSG W 0 W 0 W W W 0 W 0 W FFFFFFFFFFFFMSMSMSMSMSM ----------------------------- BOLTS: 0.750" DIA A325 NO WASHERS END FLANGE 0.375 X 8.000 X 40.250 7.875" GUSSET STIFFENER 0042908 0.312 X 3.500 X 8.000 NS/FS 18.000" MAIN WEB 0.250 ---+- SHEAR STIFFENER 0.500 X .3.500 X 40.625 NS ONLY 19.000" _ _ GUSSET STIFFENER 0042908 0.312 X 3.500 X 8.000 NS/FS 7.000" MAIN STIFFENER 0.625 X 4.000 X 41.750 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: 02/07/01 CADDS TIME: 01:41 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGE:S 23 ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" - 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 04 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - Horiz SPLICE PLATE OV80522-02 10.000" X: 51.875" X 0.625" OUTER HAMMERHEAD FLANGE 0.375 X 6.000 X 9.000 OUTER HAMMERIIIEAD GUSSIET 0.250 X 7.500 X 9.000 X 16.000 OUTSIDE FLANGE 0.375 X 8.000 MAIN WEB 0.250 GUSSET STIFFENER 0042908 0.312 X 3.500 X 8.000 NS/FS INSIDE FLANGE 0.625 X 8.000 -+---------+--- 1.875" I' 7.875" 4.500" 3.500" 37.000" 33.000" 3.500" 3.500" 7.000" 2.000" 1 _ -+------------- COLUMN SIDE -->I<-- ROOF BEAM SII +------ 7.500"------+ +- 3.250"-+ ----------------------------- HFHFHFHFHFHEFEFEFEFEFEF W 0 0 W o 0 W W W 0 o W 0 0 W FFFFFFFFFFFFGSGSGSGSGSG W o W 0 W W W W W W W W W WSSSSSSSSSSS W W W W W W W W W o W o W GSGSGSGSGSGWGSGSGSGSGSG W 0 W 0 W W W 0 W 0 W FFFFFFFFFFFFMSMSMSMSMSM ----------------------------- BOLTS: 0.750" DIA A325 NO WASHERS END FLANGE 0.375 X 8.000 X 40.250 7.875" GUSSET STIFFENER 0042908 0.312 X 3.500 X 8.000 NS/FS 18.000" MAIN WEB 0.250 ---+- SHEAR STIFFENER 0.500 X .3.500 X 40.625 NS ONLY 19.000" _ _ GUSSET STIFFENER 0042908 0.312 X 3.500 X 8.000 NS/FS 7.000" MAIN STIFFENER 0.625 X 4.000 X 41.750 NS/FS S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F-0 R M A T I O N DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 24 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) .(WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 04 TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - Horiz ----------------------------------------------------------------------------------------------------------------------------------- LOCATION DESCRIPTION COLUMN SIDE OUTER 1 Hammerhead Flange O[JTSR 3 Main FlAn9a INNIER 3 Gusset Stiffener INNER 1 Main Flange ROOF BEAM SIDE OUTER 1 End Flange OUTER 3 Gusset Stiffener INNER 3 Gusset Stiffener INNER 1 Main Stiffener DESCRIPTION COLUMN SIDE Outer Hammerhead Gusset Main Web ROOF BEAM SIDE Main Web F L A N G E PART NO. SIZE T X W X L -------- Inches --------- 0042900 0042908 0042908 PART NO. 0.375 X 6.000 X 9.000 0.3115 X R.000 0.3:1.2 X 3.500 X 0.000 0.625 X 8.000 P L A T E S DIST FROM EDGE (In.) 0.375 X 8.000 X 40.250 0.312 X 3.500 X 8.000 0.312 X 3.500 X 8.000 0.625 X 4.000 X 41.750 W E B P L A T E S SIZE T X W X OL X IL ------------- Inches -------------- 0.000 7.075 '/ . UUU 0.000 0.000 7.875 7.000 0.000 ----------- MAXIMUM STRESSES ----------- - TENSION - COMPRESSION CSR LOAD ACT.. ALLOW ACT. ALLOW COND (Ksi) (Ksi) (Ksi) (Ksi) 21.00 33.00 19.06 49.50 0.636 1 16.99 33.00 9.10 49.50 0.515 6 13-.36 33.00 17.29 49.50" 0.405 +50% 3.56 33.00 26.33 49.50 0.532 1 15.68 33.00 20.28 49.50 0.475 1 23.43 33.06 10.39 49.50 0.710 1 12.86 33.00 16.87 49.50 0.390 +50% 3.45 33.00 25.82 49.50 0.522 1 ------------------ MAXIMUM STRESSES ------------------- -- SHEAR --- - TENSION - COMPRESSION CSR LOAD ACT. ALLOW ACT. ALLOW ACT. ALLOW COND (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.250 X 7.500 X 9.000 X 16.000 21.98 22.00 23.24 33.00 18.82 49.50 0.999 6 0.250 4.29 22.00 26.39 33.00 25.92 49.50 0.800 +50% 0.250 16.03 16.75 23.22 33.00 26.23. 49.50 0.957 1 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 25 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS, BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE). (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # .2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF '80 MPH UBC 97 .500 TO 12 SPLICE # 04 TYPE : ----------------------------------------------------------------------------------------------------------------------------------- Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz W E L D I N F O R M A T I O N 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/R" 8.21 8.35 0.984 1 OUTER 3 Main 11,11Ange Flange to Splice Plate 3/16" 3/16" 6.57 8.35 0.788 1 INNER 3 Gusset Stiffener Stiffener to Splice P1 3/16" 3/1611 4.16 8.35 '0.499 +50% Stiffener to Web Plate 3/16" 2.43 .2.78 0.875 1 INNER 1 Main Flange Flange to Splice Plate YES 1/2" U 7/16" 2.29 20.64 0.111 +50% 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 Outer Hammerhead Gusset Gusset to Splice Plate 3/16" 3/16" 5.81 8.35 0.696 1 Gusset to Hammerhead Flange 3/16" 3/16" 5.25 5.57 0.943 1 Gusset to Outer Flange 3/16" 3/16" 5.49 5.57 0.987 6 Main Web Web to Splice P1 - Outer Bolts 5.000" 1/8" 1/8" 3.63 5.57 0.652 6 Web to Splice P1 - Inner Bolts 12.000" 3/16" 3/16" 6.60 8._35 0.790 +50% Web to Splice P1 - Remaining 1/8" 1.07 1.86 0.578 1 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 26 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER -NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 04. TYPE : ----------------------------------------------------------------------------------------------------------------------------------.- Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz W E L D I N F O R M A T I O N ROOF BEAM SIDE 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 5/1.6° 6.07 6.96 0.872 1 End Flg to Outer Flg 3/16" 0.00 2.78 0.000 1 OUTER 3 Gusset Stiffener Stiffener to Splice P1 3/16" 3/16" 7.31 8.35 0.875 1 Stiffener to Web Plate 1/4" 3.30 3.71 0.889 1 Shear Stiffener(s). Stiffener to Splice P1 3/16" 0.00 2.78 0.000 -50% Stiffener to Web Plate 3/16" 2.50 2.78 0.901 .1 INNER 3 Gusset Stiffener Stiffener to Splice P1 3/16" 3/16" 4.01 8.35 0.48T +50% Stiffener to Web Plate 3/16" 2.37 2.78 0.854. 1 INNER 1 Main Stiffener Stiffener to Splice P1 1/4" 2.15 5.57 0.387 +50% Stiffener to Web Plate 1/8" 1.54 1.86 0.833 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 P1 - Outer Bolts 13.000" 3/16" 3/16" 5.78 3.41 7.79 0.861 1 Web to Splice P1 - Inner Bolts 12.000" 3/16" 3/16" 6.39 2.07 8.15 0.823 +50% Web to Splice P1 -Remaining 1/4" 3.41 3.71 0.918 1 Web to End Flange 1/8" 1.17 ,1.86 0.630 1 Web to Opposite Flange 1/8" 0.10 1.86 0.053 1 S P L I C•E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 27 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 05 TYPE : •Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam ---------------------------------------------------------------------------------7------------------------------------------------- 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 -1327.71 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 1327.71 1.00 N 1 DL + CLL + LL Std Des 30.85 16.05 -490.34 1.00 N 2 DL + WLL Std Des -5.86 -4.74 589.76 1.33 N 3 DIA + Wtin Std Den -5.516 -2.19 •-409.50 1..33 N 4 D+CLL +EQL/1.4 Eltd DEas 1.3 .1. I1 5.1711 226.1.5 1.33 N 5 D+CLL+EQR/1.4 Std Des 13.64 7.97 -642.70 1.33 N 6 DL + CLL + SLL + SLR Std Des 30.85 16.05 -490.34 1.00 N 7 PD+PC+0.70PL+2.80EQL AxialC Category 3 Load Combination - Does not apply to Splice Design. - 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL+CL+2.80EQR Conns Category 2 Load Combination -.Does not apply to.this Splice Type. 13 DL + EWP Std Des -9.44 -3.26 92.14 1.33 N P A R T D I M E N S I O N S Lower Upper Roof Beam Roof Beam Dimensions at Connection Flg. to Flg. Dimension 24.000" 24.000" Adjacent Depth Change Information Distance to Depth Change 291-10.745" 321- 7.255" Flg. to Flg. Dimension 43.000" 32.000" Adj. P1. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 28 ---------------------------------------------------------7------------------------------------------------------------------7------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20704-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 05 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens -•Comp Beam S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0031318 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 29.500" PLATE THICKNESS 0.625" PLATE YIELD STRESS t 55.00 KS1 PLATE OFFSET t 2.750" DESIGN STRESS RATIO 0.462 CONTROLLING GOND. +5096 CONTROLLING LOCATION Side 2 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" _ .. .. ,. � .. ..� ..' .. ... '`-air;•. S P L I C E D E S I G N - B 0 L T L 0 A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 29 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC. 97 .500 TO 12 SPLICE # 05 ----------------------------------------- TYPE : Intermediate ----------------------------=------------------------------------------------------------- Roof Beam SUBTYPE : O/I Extens - Comp Beam B 0 L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE -50% 15.576 12.785 0.000 0.000 0.000 21.000 35.257 44.000 +5096 0.000 0.000 12.751 15.671 0.000 21.000 35.472 44.000 1. 7..129 1.471 0.000 0.000 4.539 21.000 4.819 42.959 2 0.000 0.000 6.329 7.691 1.341 27.992 17.417 58.804 3 5.511 4.580 0.000 0.000 0.618 27.992 12.475 58.637 4 0.000 0.000 0.800 1.151 1.631 27.992 2.606 58.552 5 5.841 4.662 0.000 0.000 2.255 27.992 13.222 58.461 6 2.129 1.471 0.000 0.000 4.539 21.000 4.819 42.959 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination- Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.078 0.363 1.996. 2.281 0.923 27.992 5.165 58.620 B 0 L T L 0 A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) UPPER ROOF BEAM SIDE -50% 16.327 12.768 0.000 0.000 0.000 21.000 36.957 44.000 +50% 0.000 0.000 12.729 15.885 0.000 21.000 35.957 44.000 1 2.896 1.771 0.000 0.000 4.539 21.000 6.555 42.959 2 0.000 0.000 6.312 7.772 1.341 27.992 17.591 58.584 3 5.679 4.544 0.000 0.000 0.618 27.992 12.855 58.637 4 0.000 0.000 0.825 1.241 1.631 27.992 2.810 58.552 5 6.399 4.769 0.000 0.000 2.255 27.992 14.486 58.461 6• 2.896 1.771 0.000 0.000 4.539 21.000 '6.555 42.959 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category.3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to'this Splice Type. 12 Category 2 Load Combination -Does not apply to this Splice Type. 13 0.078 0.363 1.996 2.281 0.923 27.992 5.165 58.620 _ .. .. ,. � .. ..� ..' .. ... '`-air;•. S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CARDS TIME: 01:41 PM PAGE:S 30 ----------------------------------------------------------------------------------------------------------------------------------- ORDER #.070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 05 TYPE Intermediate Roof Beam SUBTYPE 0/I Extens - Comp Beam ----------------------------------------------------------------------------------------------------------------------------------- SPLICE PLATE 0031318 LOWER ROOF BEAM SIDE -->I<-- UPPER ROOF BEAM SIDE BOLTS: 0.750" DIA A325 NO WASHERS 8.000" X 29.500" X 0.625" +- 3.250"-+ -+------------------------------------------ ---+- OUTSIDE FLANGE 0.500 X 8.000 MAIN WEB 0.219 INSIDE FLANGE 0.625 X 8.000 1.250" 2. 3.500" 24.1 20.000" '50" )00" 3.500" 1.250" 1 -+------------- 0 0 FFFll'FFFtvrFFFFFFFFFFFFFF W o W 0 W W W W W W W W W W W W W W W W W W W W W W W W W W W o W o W FFFFFFFFFFFFFFFFFFFFFFF 0 0 2.750" OUTSIDE FLANGE 0.500 X. 6.000 24.000" MAIN WEB 0.188 INSIDE FLANGE 0.313 X 6.000 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E INF O R M A T I O N DATE: 02/07/01 TIME: 01:41 PM CARDS ---------------------------------------------------------- PAGE:S 31 --------------------------------------------------------------- ORDER # 070093 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 TO 12 SPLICE # 05 ------------------------------------------------ TYPE : Intermediate Roof Beam ----------- SUBTYPE -_---------- .500 0/I Extens - Comp Beam ---------=---------------------------- F L A N G E P L A T E S LOCATION 'DESCRIPTION. PART NO. SIZE DIST FROM ----------_ MAXIMUM STRESSES - TENSION COMPRESSION ----------- CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Kai) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE OUTER 2 Main Flange INNER 2 Main Flange 0.500 X 8.000 0.625 2.750 10.63 33.00 12.21 49.50 0.322 -50% X 0.000 7..750 0.67 33,00 10.27 49.50 0.263 +50% UPPER ROOF BEAM SIDE OUTER 2 Main Flange 0.500 X 6.000 2:750 14.67 33.00 15.59 49.50 0.444 -50% INNER 2 Main Flange 0.313 X' 6.000 2.750 22.43 33.00 21.38 49.50 0.680 +50% W E B P L A T E S DESCRIPTION PART NO. SIZE -------------- -- SHEAR --- MAXIMUM STRESSES - TENSION = ------- COMPRESSION ------------ CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE Main Web 0:219 3.21 22.00 16.46 33.00 11.74 49.50 0.499 -50% UPPER ROOF BEAM SIDE Main Web 0.188 3.69 22.00 19.48 33.00 21.02 49.50 0.589 +50% W E L D I N F O R M A T I O N LOWER ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 3/8" 3/8" 5.46 16.51 0.331 -50% INNER 2 Main Flange Flange to Splice Plate YES 1/2" 1/2" 5.57 20.64 0.270 +50% DATE: 02/07/01 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 -50W YES 1/4" 1/4" TIME: 01:41 PM 10.33 0.701 +50% W E L D I N F O R M A T I O N CADDS - ------------ P L A T E S PAGES 32 ---------------- ------------------------------------------------------------ ORDER # 070093 BUILDER NORTH VALLEY READY MIX BLDR CONTACT - BOB PARSONS BLDR-ORDER-#-01-07 BLDR-ACCOUNT # 20-04-007-90 - LENGTH - ---- FILLET --- BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia Near Side Far Side DESIGN SYSTEM FRAME # 2 (TYPE) (WIDTH) (HEIGHT) DESCRIPTION LRF (LIVE) (WIND) (CODE/YEAR) (SLOPE) SPLICE 125'-0" 27'-0" TYPE Intermediate Roof Beam 20 PSF 80 MPH UBC SUBTYPE 0/I 97 .500 TO 12 Extens -#-05------------------ -� ---------------------------------------------------------------------------=---------- - Comp Beam W E L D I N F O R M A T I O N LOWER ROOF BEAM SIDE W E B P L A T E S DESCRIPTION --------------------=-WELD SIZE -------------------_-__ MAXIMUM STRESSES ---- - LENGTH - FILLET --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) Win) Win) COND Main Web Web to Splice Plate 1/8" 1/8�' 3.60 5.57 0.647 -50V UPPER ROOF BEAM SIDE 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 DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION Main Web Web to Splice Plate i1' YES 3/8" 3/8" 7.57 16.51 0.459 -50W YES 1/4" 1/4" 7.24 10.33 0.701 +50% W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD. Near S. Far S. Near Side Far Side Win) (k/in) Win) COND 1/8" 1/8"_ 3.66 5.57 0.658 +50% S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CADDS TIME:.01:41 PM PAGES 33 --------------------------------------------------------------7-------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 06 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 -1793.25 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 1793.25 1.00 N 1 DL + CLL + LL Std Des 30.11 -1.54 2564.08 1.00 N 2 DL + WLL Std Des -6.00 -0.90 -550.52 1.33 N 3 D1.1 + WLR Std Den -5.70 1.68 --550.04 :1..33 N 4 D+CLL+8QL/1.4 Std Des 12. IF/ -1.176 1105.00 1.33 N 5 D+CLL+EQR/1.4 Std Des 13.33 0.48 1099.36 1.33 N 6 DL + CLL + SLL + SLR Std Des 30.11 -1.54 2564.08 1.00 N 7 PD+PC+0.70PL+2.SOEQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.SOEQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 13 DL + EWP Std Des -9.58 0.61 -475.16 1.33 N P A R T D I M E N S I O N S Left Right Roof Beam Roof Beam Dimensions at Connection Flg. to Flg. Dimension 32.000" Part Slope 0.500 TO 12 Conn. Plate Angle (Degrees) 2.386 Adjacent Depth Change Information Distance to Depth Change 321- 7.255" Flg. to Flg.'Dimension 24.000" Adj. P1. Angle (Degrees) 0.000 32.000" 0.500 TO 12 2.386 32'- 7.255" 24.000" 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 34 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 06 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ridge SUBTYPE : 0/I Extens - Comp Bm S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0031379 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 37.500" PLATE THICKNESS 0.625" PLA'J'S Y:I:IGLt) STfUgS8 1 515.00 X11:1. PLATE OFFSET 1 2.750" DESIGN STRESS RATIO 0.523 CONTROLLING GOND. 6 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 DIE S I G N - B O L T L 0 A D S / A L L 0 W A B L E S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 35 -------------------------------------------------------7--------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER #•01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 06 TYPE Ridge SUBTYPE O/I Extens - Comp Bm 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) LEFT ROOF BEAM SIDE -50$ 16.061 13.376 0.000 0.000 0.000 21.000 36.354 44.000 +50% 0.000 0.000 13.7.79 15.658 0.000 21.000 35.442 44.000 1 0.000 0.000 3.5.64.1 1.8.828 0.081 21.000 42.617 43.999 2 5.616 4.1161 0.UU0 0.000 0.326 27.992 12.712 58.648' 3 5.589 4.736 0.000 0.000 0.408 27.992 12.651 58.645 4 0.000 0.000 6.750 8.121 0.346 27.992 18.383 58.647 5 0.000 0.000 6.668 8.029 0.291 27.992 18.175 58.648 6 0.000 0.000 15.647 18.828 0.081 21.000 42.617 43.999 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. -- 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2.Load Combination - Does not apply to this Splice Type. 13 5.375 4.616 0.000 0.000 0.058 27.992 12.168 58.651 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) RIGHT ROOF BEAM SIDE -50% 16.061 13.376 0.000 0.000 0.000 21.000 36.354 44.000 +50% 0.000 0.000 13.279 15.658 0.000 21.000 35.442 44.000 1 0.000 0.000 15.647 18.828 0.081 21.000 42.617 43.999 2 5.616 4.761 0.000 0.000 0.326 27.992 12.712 58.648 3 5.589 4.736 0.000 0.000 0.408 27.992 12.651 58.645 4 0.000 0.000 6.750 8.121 0.346 27.992 18.383 58.647 5 0.000 0.000 6.668 8.029 0.291 27.992 18.175 58.648 6 0.000 0.000 15.647 18.828 0.081 21.000 42.617 43.999 7 Category 3 Load Combination - Does.not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination- Does not apply to this Splice Type. 13 5.375 4.616 0.000 0.000 0.058 27.992 12.168 58.651 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 36 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 06 TYPE Ridge SUBTYPE 0/I Extens - Comp Bm ------------------------- ---------------------------------------------------------------------------------------------------------- SPLICE PLATE 0031379 LEFT ROOF BEAM SIDE --> <-- RIGHT ROOF BEAM SIDE BOLTS: 0.750" DIA A325 NO WASHERS 8.000" X 37.500" X 0.625" +- 3.250"-+ +---------+-------------------------------- ---+- OUTSIDE FLANGE 0.500 X 6.000- MAIN .000 MAIN WEB 0.140 INSIDE FLANGE 0.313 X 6.000 1.250" 2.750" 32.028" 28.000" 1 3.500" 1.250" 1 -+------------- 0 0 I!'10IPIPL'• let" IPIP1r1P1!'trip III it, III I!'l''11•P'11'R• W o W 0 W W W W W W W W W W W W W W W W W W W W W W W W W W W o W 0 W FFFFFFFFFFFFFFFFFFFFFFF O 0 2.750" 32.1 OIJTSIDIG FLANGE 0.500 X 6.000 )28" MAIN WEB 0.140 INSIDE FLANGE 0.313 X 6.000 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: '01:41 PM PAGES 37 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 06 ----------------------------------------------------------------------------------------------------------------------------------- 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) (Kai) (Ksi) (Ksi) LEFT ROOF BEAM SIDE OUTER 2 Main Flange 0.500 X 6.000 2.750 14.69 33.00 25.81 49.50 0.521 6 TNNICR 2 MrYirr F'lar►.J0 0.31.:1 X 6.000 2.722 26.67 33.00 21.61 49.50 0.808 6 RIGHT ROOF BEAM SIDE OUTER 2 Main Flange 0.500 X 6.000 2.750 14.69 33.00 25.81 49.50 0.521 6 INNER 2 Main Flange 0.313 X 6.000 2.722 26.67 33.00 21.61 49.50 0.808 6 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE Main Web 0.140 0.33 29.33 32.52 33.00 25.27 .49.50 0.986 6 RIGHT ROOF BEAM SIDE Main Web 0.140 0.33 29.33 32.52 33.00 25.27 49.50 0.986 6 W E L D I N F O R M A T I O N LEFT ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 3/8" 3/8" 7.51 16.51 0.455 -50% INNER 2 Main Flange Flange to Splice Plate YES 1/4" 1/4" 8.54 10.33 0.827 1 Main Web Web to Splice Plate 1/8" 1/8" 4.55 5.57 0.818 6 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 38 ----------------------------------------------------------------------------------------------------------------------------------- ORDER.# 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP —Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 06 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ridge SUBTYPE : 0/I Extens - Comp Bm W E L D I N F O R M A T I O N LEFT ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ----.FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) Win) Win) COND Main Web Web to Splice Plata 4.55 5:.57 0.87.8 6 W E L D '1' N F O R M A T I O 14 RIGHT ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) Win) (k/in) COND OUTER 2 'Main Flange Flange to'Splice'Plate YES 3/8" 3/8" 7.51 16.51 0.455 -50% INNER 2 Main Flange Flange to Splice Plate YES 1/4" 1/4" 8.54 10.33 0.827 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 (k/in) (k/in) (k/in) COND Main Web Web to Splice Plate 1/8" 1/8" 4.55 5.57 0.818 6 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 39 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 07 TYPE Miscellaneous SUBTYPE In Ext - Can @ Eave - H ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH -------------------------------- ---------------------- ------ -------- 1 DL + CLL + LL Std Des 0.00 -5.32 -319.14 1.00 N 2 DL + WLL Std Des 0.00 1.56 93.46 1.33 N 3 DL + WLR Std Des 0.00 .3.19 191.46 1.33 N 4 D+CLL+EQL/1.4 Std Des -0.30 -2.08 -:1.24.74 .1.33 N 5 D+CTA.,+ EQR/1 .4 SW Don 0. 311 -2.011 --:124.74 7..33 N 6 1A., + CLL 4• 8LL + SLR Std Dere 0.00 -!x.32.. -•:1:1.9.'.1.4 .1..00 N 7 PD+PC+0.70PL+2.BOEQL Axial C Category 3 Load Combination - Does noL apply Lo Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.BOEQR Axial T Category 4 Load Combination - Does not apply to Splice Design. it DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 13 DL + EWP Std Des 0.00 3.19 191.46 1.33 N P A R T D I M E N S I O N S Canopy. Column. Roof Beam Beam Dimensions -at Connection Flg. to Flg. Dimension 44.000" 43.000" 14.875" Part Slope 0.500 TO 12 0.500 TO 12 Conn. Plate Angle (Degrees) 2.386 2.386 Offset from Structure Line 8.000" 0.125" 0.125" Adjacent Depth.Change Information Distance to Depth Change 101- 0.000" Flg. to Flg. Dimension 9.875" Adj. P1. Angle (Degrees) 0.000 0 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 40 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296- PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2. DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE.# 07 TYPE ------------------------------------------7---------------------------------------------------------------------------------------- : Miscellaneous SUBTYPE : In Ext - Can Q Eave - H S P L I C E P L A T E ROOF BEAM SIDE CANOPY SIDE PLATE TYPE END FLANGE STANDARD PART NUMBER 0031627' ORIENTATION REVERSED PLATE WIDTH 8.000" 6.000" PLATE LENGTH 18.500" PLATE THICKNESS 0.375" 0.375" PLATE YIELD STRCSS t 55.00 K171. 55. 0 0 Ks PLATE OFFSET i 0.000" DESIGN STRESS RATIO 0.132 0.738 CONTROLLING COND. 1 1 CONTROLLING LOCATION Outer Row 1 Outer Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER, 0.625" BOLT GAGES - INNER:. 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS. DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.750" INNER 3 2 9.500" 3.875" OUTER 2 .2 4.500" 2.750" INNER 2 2 5.625" 3.875" INNER 1 2 1.750" S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 41 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION ' LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 07 TYPE : Miscellaneous SUBTYPE : In Ext - Can @ Eave - H B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION . NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 1.305 1.178 0.971 0.792 0.614 1.732 21.000 4.255 43.850 2 0.000 0.065 0.649 1.152 1.655 0.507 27.992 5.395 58.642 3 0.000 0.134 :1..330 7..360 3.39:1, 1.039 27.992 11.053 58.611 4 0.536 0.403 0.40:1. 0.130 0 . •115 It 0.602 27,992 A.. 740 50.634 5 0.484 0.436 0.357 0.209 0.222 0.671 27.992 1.578 58.635 6 1.305 1.178 _ 0.971 0.792 0.614 1.732 21.000 4.255 43.850 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.000 0.134 1.330 2.360 3.391 1.039 27.992 11.053 58.611 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt). ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi). CANOPY BEAM SIDE 1 8.186 5.304 0.587 0.000 0.000 1.732 21.000 26.682 43.850 2 0.000 0.000 0.419 1.135 1.852 0.507 27.992 6.036 58.642 3 0.000 0.00.0 0.858 2.326 3.794 1.039 27.992 12.366 58.611 4 3.250 2.117 0.261 0.000 0.000 0.682 27.992 10.596 58.634 5 3.148 2.029 0.197 0.000 0:000 0.671 27.992 10.262 58.635 6 8.186 5.304 0.587 0.000 0.000 1.732 21.000 26.682 43.850 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.000 0.000 0.858 2.326 3.794 1.039 27.992 12.366 58.611 OUTSIDE FLANGE 0.500 X 8.000 MAIN WEB 0.250 GUSSET STIFFENER 0030877 0.250 X 3.000 X 6.000 NS/FS INSIDE FLANGE 0.625 X 8.000 S P L I C E D E S I G N - L A Y O U T S K E T C H W DATE: 02/07/01 O W O W W CADDS TIME: 01:41 PM O W O W W PAGE:S 42 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 15.500". (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) W DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125"-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 W SPLICE # 07 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Miscellaneous SUBTYPE In Ext - Can Q Eave - H W BOLTS: 0.625" DIA A325 NO WASHERS ROOF BEAM SIDE -->I<-- CANOPY SIDE SPLICE PLATE 0031627 REVERSED USE END FLANGE : 8.000" X 0.375" W -+---. O W 0 W 6.000" X 18.500" X 0.375" OUTSIDE FLANGE 0.500 X 8.000 MAIN WEB 0.250 GUSSET STIFFENER 0030877 0.250 X 3.000 X 6.000 NS/FS INSIDE FLANGE 0.625 X 8.000 OUTSIDE FLANGE 0.250 X 5.000 14.888" MAIN WEB 0.140 INSIDE FLANGE 0.250 X 5.000. INNER WEB GUSSET. 0042908 0.312 X 3.500 X 8.000 +- 2.750"-+ -+---------+--- ----------------------------- 1.750" FFFFFFFFFFFFFFFFFFF.FFFF W -+--- O W O W W W -+--- O W O W W W W W W W W W W 15.500". W 4.500" W W W W W W W W W W W W -+--- 0 W o W 3.875" W W -+---. O W 0 W GSGSGSGSGSGFFFFFFFFFFFF W -+--- 25.500" O W O 1.750"W _ FFFFFFFFFFFF -+-----------------"v--------------------- OUTSIDE FLANGE 0.250 X 5.000 14.888" MAIN WEB 0.140 INSIDE FLANGE 0.250 X 5.000. INNER WEB GUSSET. 0042908 0.312 X 3.500 X 8.000 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N 65.98 0.098 DATE: 02/07/01 0.140 3.53 22.00 25.92 33.00 CADDS 49.50 TIME: 01:41 PM 1 0042908 0.312 X 3.500 X 8.000 10.59 22.00 5.22 PAGE:S 43 ----------------------------------------------------------------------------=------------------------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT -.BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia F L A N G E P L (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) FULL DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 -------- SPLICE # 07 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Miscellaneous PENETRATION --------- TENSION SUBTYPE.o:' In Ext - Can @ Eave - H LOAD Out Face In Face Out F L A N G E P L A T E S In Face Win) Win) Win) COND YES 3/8" U 3/8" ----------- MAXIMUM STRESSES ----------- 0.14 LOCATION DESCRIPTION PART NO. 0.009 SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD 0.67 T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- 0.143 (In.) (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 7/16" 0.00 20.64 0.000 1 OUTER 1 Main Flange 0.500 X 8.000 0.000 0.29 33.00 3.25 65.98 0.048 3 INNER 2 Gusset Stiffener 0030877 0.250 X 3.000 X 6.000 25.500 2.71 43.99 0..00 49.50 0.062 3 INNER 1 Main Flange 0.625 X 11.000 0.000 0.00 43.99 1.59 49.50 0.032 1 CANOPY BEAM SIDE OUTER 1 Main Flange 0.250 X 5.000 0.000 4.89 33.00 8.16 65.98 0.148 1 INNER 2 Main Flange 0.250 X 5.000 3.612 2.54 43.99 17.79 49.50 0.358 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL' ACT. ALLOW ACT. ALLOW ACT. ALLOW GOND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM_ SIDE Main Web CANOPY BEAM SIDE Main Web Inner Web Gusset ROOF BEAM SIDE DESCRIPTION OUTER 1 Main Flange End Flg to Outer Flg INNER 2 Gusset Stiffener Stiffener to End Flg Stiffener to Web Plate INNER 1 Main Flange End Flg to Splice P1 0.250 0.54 22.00 4.34 43.99 3.03 65.98 0.098 3 0.140 3.53 22.00 25.92 33.00 17.34 49.50 0.786 1 0042908 0.312 X 3.500 X 8.000 10.59 22.00 5.22 43.99 30.16 49.50 0.609 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR. LOAD Out Face In Face Out Face In Face Win) Win) Win) COND YES 3/8" U 3/8" 0.14 16.51 0.009 1 1/8" 1/8" 0.67 7.42 0.091 3 1/811 0.35 2.47 0.143 3 YES 1/2" U 7/16" 0.00 20.64 0.000 1 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 44 -------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 07 TYPE Miscellaneous SUBTYPE In Ext - Can @ Eave - H --------------------------------------------------------------------------------------------------------------------- W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ----=----------------- -- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to End Flange. 1./0" 7./n" 1.13 0.00 7.41 0.153 3 W IS L 1) 1 N F O R M A T ]: O N CANOPY BEAM SIDE FLANGE P LAT E S DESCRIPTION FULL ------------------ WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND OUTER 1 Main Flange Flange to Splice Plate YES 3/8" 1.25 8.25 0.152 1 INNER 2 Main Flange Flange to Splice Plate YES 3/161'' 3/16" 0.65 11.00 0.059 3 W E L D I N F O R M A T I O N CANOPY 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" 3.63 0.10 5.57 0.652 1 Inner Web Gusset Gusset to Splice Plate 3/16" 3/16" 1.63 11.13 0.146 3 Gusset to Inner Flange 1/4" 3.30 3.71 0.890 1 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CAD17S TIME: 01:41 PM PAGE:S 45 -----------------------------------------------7----------------------------------------------------------------------------------- ORDER # 070093 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROD NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF" 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 08 TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------------------------------------ ------ -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -1327.71 . 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 1327.71 1.00 N 1 DL + CLL + LL Std Des 30.87. 16.62 -716.37 1.00 N 2 DL + WLL Std Des -5.77 -2.43 -31.2.00 1.33 N 3 DL + WLR Std Des -5.68 -5.01 694.06 1.33 N 4 D+CLL+EQL/1.4 Std Des 13.211 0.7.:1. -730.93 1.33 N 5 D+CLL+EQR/1.4 Std Des 13.56 5.98 137.69 1.33 N 6 DL + CLL + SLL + SLR Std Des 30.87 16.62 -716.37 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns Category 2 Load'Combination - Does not.apply to this Splice Type. 12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 13 DL + EWP Std Des -9.46 -3.61 227.75 1.33 N P A R T D I M E N S I O N S Dimensions at Connection Flg. to Flg. Dimension Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj.- P1. Angle (Degrees) Lower Roof Beam 24.000" 29'-10:745" 43.000" 0.000 Upper Roof Beam 24.000" 32'- 7.255" 32.000" 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 01:41 PM : PAGES 46 ----------------------------------- # 070093 ' BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP' - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 08 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Intermediate Roof Beam SUBTYPE : O/I Extens - Comp Beam S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0031318 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 29.500" PLATE THICKNESS t 0.62.5" IPLAI'IE YIELD STRESS t 55.00 10,111 PLATE OFFSET t 2.750" DESIGN STRESS RATIO 0.462 CONTROLLING COND. +50% CONTROLLING LOCATION Side 2 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 0 A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 47 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ------ # 08 ------------- TYPE ------------------- Intermediate ---------- Roof Beam --------- SUBTYPE ----------------------- -------- 0/I Extens ------------- - Comp ------- Beam ---------- ------------- 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) LOWER ROOF BEAM SIDE -50% 15.576 12.785 0.000 0.000 0.000 21.000 35.257 44.000 +50% 0.000 0.000 12.751 15.671 0.000 21.000 35.472 44.000 1 4.653 3.531 0.000 0.000 4.703 21.000 10.532 42.882 2 4.395 3.GGG 0.000 0.000 0.608 27.992 9.949 50.634 3 0.000 0.000 7.309 8.902 1.416 27.992 20.150 58.576 4 6.917 5.548 0.000 0.000 2.323 27.992 15.657 58.449 5 0.000 0.000 0.054 0.224 1.691 27.992 0.508 58.544 6 4.653 3.531 0.000 0.000 4.703 21.000 10.532 42.882 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination- Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.000 0.000 3.280 3.890 1.021 27.992 8.805 58.612 B O L T. L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) UPPER ROOF BEAM SIDE -50% •16.327 12.768 0.000 0.000 0.000 21.000 36.957 44.000 +50% 0.000 0.000 12.729 15.885 0.000 21.000 35.957 44.000 1 5.539 3.820 0.000 0.000 4.703 21.000 12.537 42.882 2 4.508 3.632 0.000 0.000 0.688 27.992 10.204 58.634 3 0.000 0.000 7.290 8.996 1.416 27.992 20.363 58.576 4 7.517 5.648 0.000 0.000 2.323 27.992 17.015 58.449 5 0.000 0.000 0.067 0.285 1.691 27.992 0.646 58.544 6 5.539 3.820 0.000 0.000 4.703 21.000 12.537 42.882 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.000 0.000 3.271 3.903 1.021 27.992 8.835 58.612 OUTS'I'DE FLANGE 0.500 X 8.000 MAIN WEB 0.219 INSIDE FLANGE 0.625 X 8.000 -+---------+--- 1.250" 2.750" 3.500" 24.000" 20.000" 3.500" 1.250" 1 -+------------- +- 3.250"-+ ----------------------------- 0 0 W o W o W W W W W W W W W W W W W W W W W W W W W W W W W W W o W 0 W FFFFFFFFFFFFFFFFFFFFFFF 0 0 24.1 OUTSIDE FLANG8 0.500 X 6.000 )00" MAIN WEB 0:188 INSIDE FLANGE 0.313 X 6.000 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 48 ------------------------------------------------- : # 070093 BUILDER - NORTH VALLEY READY•MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" . 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 08 ------------------------------------------7---------------------------------------------------------------------------------------- TYPE Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam SPLICE PLATE 0031318 LOWER ROOF BEAM SIDE -->I<-- UPPER ROOF BEAM SIDE BOLTS: 0.750" DIA A325 NO WASHERS 8.000" X 29.500" X 0.625" OUTS'I'DE FLANGE 0.500 X 8.000 MAIN WEB 0.219 INSIDE FLANGE 0.625 X 8.000 -+---------+--- 1.250" 2.750" 3.500" 24.000" 20.000" 3.500" 1.250" 1 -+------------- +- 3.250"-+ ----------------------------- 0 0 W o W o W W W W W W W W W W W W W W W W W W W W W W W W W W W o W 0 W FFFFFFFFFFFFFFFFFFFFFFF 0 0 24.1 OUTSIDE FLANG8 0.500 X 6.000 )00" MAIN WEB 0:188 INSIDE FLANGE 0.313 X 6.000 LOWER ROOF BEAM SIDE Main Web UPPER ROOF BEAM SIDE Main Web LOWER ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate 0.219 0.188 FULL STRENGTH YES YES 3.34 22.00 16.46 33.00 11.74 49.50 0.499 -50% 3.84 22.00 19.48 33.00 21.02 49.50 0.589 +50% W E L D I N F O R M A T I O N F L A N G E P L A T E S ------------------- WELD SIZE ------------------- --------.MAXIMUM STRESSES -------- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND 3/8" 3/8" 1/2" 1/2" 5.46 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N +50% DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 49 -----------------------------=----------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS' BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 08 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Kai) (Ksi)(Ksi) LOWER ROOF BEAM SIDE OUTER 2 Main Flange 0.500 X 8.000 2.750; 10.63 33.00 12.21 49.50 0.322 -50% INNER 2 Main Flange 0.625 X 8.000 2.750 8.67 33.00 10.22 49.50 0.263 +50% UPPER ROOF BEAM SIDE OUTER 2 Main Flange 0.500 X 6.000 2.750 14.67 33.00 15.59 49.50 0.444 -50W INNER 2 Main Flange 0.313 X 6.000 2.750 22.43 33.00 21.38 49.50 0.680 +50% W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE Main Web UPPER ROOF BEAM SIDE Main Web LOWER ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate 0.219 0.188 FULL STRENGTH YES YES 3.34 22.00 16.46 33.00 11.74 49.50 0.499 -50% 3.84 22.00 19.48 33.00 21.02 49.50 0.589 +50% W E L D I N F O R M A T I O N F L A N G E P L A T E S ------------------- WELD SIZE ------------------- --------.MAXIMUM STRESSES -------- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND 3/8" 3/8" 1/2" 1/2" 5.46 16.51 0.331 -50% 5.57 20.64 0.270 +50% Main Web Web to Splice Plate 1/8" 1/8" S.P L I C E D E S I G N - W E L D I N F O R M A T I O.N DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 50 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR.ACCOUNT #. 20-04-007-•90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 125'-0" 27'-0" '20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 08 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Intermediate Roof Beam SUBTYPE : O/I Extens - Comp Beam W E L D I N F O R M A T I O N LOWER ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web Web to Splice Plate 3.60 5.57 0.647 -50% W E L D I N F O R M A T I O N UPPER ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 3/8" 3/8" 7.57 16.51 0.459 -50% INNER 2 Main Flange Flange to Splice Plate YES 1/4" 1/4" 7.24 10.33 0•.701 +50% W E L D I N F O R M A T I O N UPPER ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 1/8" S P L I C E D E S I G N DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 51 -------------------7----------------------=-----=---------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH.VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ---------------------------------------------------=------------------------------------------------------------------------------- # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 REPORTS SELECTED COVER STIS ET BOLT LOADS / Abl..OWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION S P L I C E D E S I G N - C 0 V E R S H E E T DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 52 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR). (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES 01 , STRESS RATIO LIMIT 1.030 REPORTS SELECTED COVER STIS ET BOLT LOADS / Abl..OWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION S P L I C E D E S I G N - C 0 V E R S H E E T DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 53 -------------------------------------------------------------------------7--------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 --------------------------------------------------=-------------------------------------------------------------------------------- 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 43 Analysis Only OV80528 01 Full optimization Design w/ Combined Welds 2 01 2 Knee Splice 44 Optimization w/ Std Plates OV80528 02 Full optimization Design w/ Combined Welds OV80530 01 Full optimization Design w/ Combined Welds 3 03 1 Pinned Base Plate 45 Atia.ysis Only OV00534 01 17111.1 optimization Design w/ Combined Welds 4 03 2 Int. Col.. Lo N.Oof Rm 46 UI, timizriLloit w/ 11Ld Ira.nl:an 011110534 02 lot 1:1.J. OptimixnLion Doaign w/ Combined Wo:ldn OV80532 03 uvull optimization Design w/ Combined Welds 5 05. 1 Pinned Base Plate 47 Analysis Only OV80538 01 Full Optimization Design w/ Combined Welds 6 05 2 Int. Col. to Roof Bm 48 Optimization w/ Std Plates OV80538 02 Full Optimization Design w/ Combined Welds OV80536 03 Full Optimization Design w/ Combined Welds 7 08 1 Pinned Base Plate 47 Analysis Only OV80538 01 Full Optimization Design w/ Combined Welds 8 08 2 Int. Col. to Roof Bm 48 Optimization w/ Std Plates. OV80538 02 Full Optimization Design w/ Combined Welds. OV80540 03 Full Optimization Design w/ Combined Welds 9 10 1 Pinned Base Plate 45 Analysis Only OV80534 01 Full Optimization Design w/ Combined Welds 10 10 2 Int. Col. to Roof Bm 46 Optimization w/ Std Plates OV80534 02 Full Optimization Design w/ Combined Welds OV80542 03 Full Optimization Design w/ Combined Welds 11 12 1 Pinned Base Plate 49 Analysis Only OV80544 01 Full Optimization Design w/ Combined Welds 12 12 2 Knee Splice 50 Optimization w/ Std Plates OV80544 02 Full Optimization Design w/ Combined Welds OV80542 01 Full Optimization Design w/ Combined Welds 13 02 1 Canopy Beam Splice 18 Analysis w/ Plate Thickness OV80530 06 Deficiencies Only Design w/ Combined Welds CAN 03L 02 Analysis Only Design w/ Combined Welds 14 02 2 Intermediate Roof Bm 51 Optimization w/ Std Plates OV80530 02 Full Optimization Design w/ Combined Welds' OV80532 01 Full Optimization Design w/ Combined Welds 15 04 3 Intermediate Roof Bm 52 Optimization w/ Std Plates OV80532 02 Full Optimization Design w/ Combined Welds OV80536 01 Full Optimization Design w/ Combined Welds. 16 06 1 Ridge 53 Optimization w/ Std Plates OV80536 02 Full Optimization Design w/ Combined Welds OV80540 02 Full Optimization Design w/ Combined Welds 17 09 1 Intermediate Roof Bm 54 Optimization w/ Std Plates OV80542 02 Full Optimization Design w/ Combined Welds OV80540 01 Full Optimization Design w/ Combined Welds Column Sidewall Endwall Dimensions at Connection Flg. to Flg. Dimension 12.000" Offset from Structure Line 8.000" 6.000" Adjacent Depth Change Information Distance to Depth Change 24'- 9.255" Flg. to Flg. Dimension 12.000" Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 54 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) '(WIDTH). (HEIGHT) (LIVE) (WIND) . (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 01 ------------------------------------------------------------ TYPE Pinned Base Plate --------------------=--------------------------- SUBTYPE No Ext Corner - S Nuts ----------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ---- -------------------- CATEGORY -------- (kips) ------- (kips) (kips) -------------- FACTOR STRENGTH ------ -------- 1 DL + CLL + LL Std Des 6.86 0.03 0.00 1.00 N 2 DL + WLL Std Des -2.06 1.40 0.00 1.33 N 3 DL + WLR Std Des -1.60 -0.98 0.00 1.33 N 4 D+CLL+EQL/1.4 Std Des 2.92 0.07 0.00 1.33 N 5 D+CLL+EQR/1.4 Std Dep 3.00 -0.06 0.00 :1..33 N 6 DL + CLL i• SLL + SLR Std Dep 6.0f, 0.03 0.00 1.00 N 7 PD+PC+0.70PL+2.BOEQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 13 DL + EWP Std Des -2.76 -1.36 0.00 1.33 N 14' DL + EWS Std Des -2.76 -1.36 0.00 1.33 N P A R T D I M E N S I O N S Column Sidewall Endwall Dimensions at Connection Flg. to Flg. Dimension 12.000" Offset from Structure Line 8.000" 6.000" Adjacent Depth Change Information Distance to Depth Change 24'- 9.255" Flg. to Flg. Dimension 12.000" Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 55 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 . BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND). (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 01 TYPE ----------------------------------------------------------------------------------------------------------------------------------- Pinned Base Plate SUBTYPE No Ext Corner - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042853 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 12.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET a 0.000" DESIGN STRESS RATIO 0.0119 CONTROLLING COND. 1 CONTROLLING LOCATION Cat. 2 Compression B 0 L T I N F O R M A T I O N BOLT DIAMETER 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 0.110 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.060 S P L I C E D E S I G N - B 0 L T L 0 A D S / A L L 0 W A B L E S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 56 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 01 TYPE Pinned Base Plate SUBTYPE No Ext Corner - S Nuts B O L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) -------------------------------- (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 0.515 0.515 0.794 13.329 1.167 26.659 3 0.399 0.399 0.554 13.37.9 0.903 26.659 4 Total Section is In Compression 0.000 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.659 6 Total Section is in Compression 0.000 10.000 0.000 20.000 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination -*Does not apply to Splice Design. 11 Category 2 Load Combination - Does not.apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.689 0.689 0.769 13.329 1.559 26.659 14 0.689 0.689 0.769 13.329 1.559 26.659 OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------- 3.000" 4.000" 12.000" 5.500" –. — --------------- +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W 0 W 0 W W W 0 W 0 W W W W- W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF S P L I C E D E'S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 57 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC'ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 01 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Pinned Base Plate SUBTYPE No Ext Corner - S Nuts SPLICE PLATE 0042853 COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 8.000" X 12.500" X 0.500" OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------- 3.000" 4.000" 12.000" 5.500" –. — --------------- +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W 0 W 0 W W W 0 W 0 W W W W- W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF S P L I C E D E S I G N - F L A N G E- A N D W E B P L A T E I N F O R M A T I O N W E L D I N DATE: 02/07/01 W E B CADDS TIME: 01:41 PM ------------------------- WELD SIZE ------------------------- -------- PAGE:S 58 -------------------------------7---------------------7----------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia Win) Win) COND (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 13 DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 01 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate SUBTYPE : I No Ext Corner - S Nuts F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATI ON DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW' COND =------- Inches --------- (In.) (Ksi) (Kai) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange 0.7.50 X 5.000 0.000 0.28 43.99 1.77. 49.50 0.035 1 INNIER ]. Main Flange 0.250 X 5.000 0.500 0.07 43.99 1.77 49.50 0.035 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 0.96 29.33 2.09 43.99 1.77 49.50 0.046 13 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) GOND OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION Main Web Web to Splice Plate 1/8" 0.07 3.71 0.019 13 1/8" 0.00 1.86 0.000 1 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION - =------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 0.25 0.11 7.11 0.039 13 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A -R Y DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 59 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR.GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 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 ----------------------- ---------------------------- ------ -------- 1 DL + CLL + LL Std Des 6.58 0.03 8.92 1.00 N 2 DL + WLL Std Des -2.40 -1.80 -76.97 1.33 N 3 DL + WLR Std Des -1.93 1.02 17.11 1.33 N 4 D+CLL+EQL/1.4 Std Des 2.64 0.07. .1.3.39• 1.33 N 5 D•rCLL+EQR/1.4 FJ td Doff 7..72 -0.0:1. 9.117 :1..33 N 6 DL + CLL 4• SLL •1• SLR Std Dera 6.511 0.03 11.92 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination- Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns 2.51 0.06 48.05 1.70 Y 12 DL+CL+2.80EQR Conns 2.82 -0.05 -42.47 1.70 Y 13 DL + EWP Std Des -3.09 .1.43 26.87 1.33 N 14 DL + EWS Std Des -3.09 1.43 26.87 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 12.000P 15.565" 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 5.000" Thickness 0.250" Inner Flange Width •5.000" Thickness 0.25011 Adjacent Depth Change Information Distance to Depth Change 241- 9.255" 81- 4.648" Flg. to Flg. Dimension 12.000" 12.000" Adj. P1. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - B 0 L T S / .S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 60 --------------------------------------------------------------------------------------------------------------------------------=-- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" -20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz ----------------------------------------------------------------------------------------------------------------------------------- S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042869 ORIENTATION REVERSED PLATE WIDTH 6.000" PLATE LENGTH' 21.000" PLATE THICKNESS 0.375" PTA'11E YIELD SITIVIS i 55.00 A111 PLATE OFFSET 0.000" DESIGN STRESS RA'T'IO 0.075 CONTROLLING COND. 13 CONTROLLING LOCATION Side 2 Inner Row 1 2.750" DIST FROM EDGE 5.500" 2.500" DIST FROM PREV ROW 3.000" B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS ROW IN ROW EDGE PREV ROW ROW IN.ROW OUTER 1 2 1.625" INNER 2 2 OUTER 2 2 6.625" 5.000" INNER 1 2 W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR 2.750" DIST FROM EDGE 5.500" 2.500" DIST FROM PREV ROW 3.000" S P L I C E D E S I G N - B O L T L 0 A D S / A L L O W A B L E S DATE: 02/07/01. CADDS TIME: 01:41 PM PAGE:,S 61 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 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 1 Total Section is in Compression 0.012 21.000 0.000 43.999 2 1.752 1.087 0.000 0.000 0.732 27.992 5.713 58.631 3 0.000 0.1G9 0.G4G 0.674 0.414 27.992 2.190 58.645 4 Total. Section Is in Comprenslon 0.000 27.992 0.000 50.651 5 0.086 0.000 0.000 0.000 0.003 27.992 0.280 58.651 6 Total Section is in Compression 0,.012 21.000 0.000 43.999 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination -•Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 0.000 0.000 0.217 0.321 0.026 23.204 1.048 56.099 12 0.661 0.262 0.000 0.000 0.018 23.204 2.154 56.099 13 0.000 0.270 0.868 1.070 0.583 27.992 3.489 58.639 14 0.000 0.270 0.868 1.070 0.583 27.992 3.489 58.639 B O L T L O A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 Total Section is in Compression 0.012 21.000 0.000 43.999 2 1.638 1.052 0.013 0.000 0.732 27.992 5.340 58.631 3 0.000 0.167 0.546 0.674 0.414 27.992 2.199 58.645 4 Total Section is in Compression 0.008 27.992 0.000 58.651 5 0.011 0.000 0.000 0.000 0.003 27.992 0.039 58.651 6 Total Section is in Compression 0.012 21.000 0.000 43.999 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4.Load Combination - Does not apply to Splice Design. 11 0.000 0.000 0.190 0.297 0.026 23.204 0.969 56.099 12 0.539 0.229 0.000 0.000 0.018 23.204 1.759 56.099 13 0.000 0.267 0.868 1.071 0.583 27.992 3.491 58.639 14 0.000 0.267 0.868 1.071 0.583 27.992 3.491 58.639 OUTER HAMMERHEAD FLANGE 0042891 0.375 X 6.000 X 6.811 OUTER HAMMERHEAD GUSSET 0042894 0.250 X 7.500 X 7.000 OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------+--- 1.625" 7.875" 5.000" 8.1 175" 12.( 3.000" 2.500" 1 _ -+---------- +- 2.750"-+. ----------------------------- ---+- HFHFHFHFHFHEFEFEFEFEFEF W 0 W 0 W W W o W 0 W FFFFFFFFFFFF W W . W W W W W W W W END FLANGE 0.375 X 6.000 X 14.500 W 21.000" WI MAIN WEB W 0.160 W 100" W W W W W W W W W W W 0 W o W W W o W 0 W FFFFFFFFFFFFMSMSMSMSMSM --- ----------------------------- MAIN STIFFENER 0.250 X' 2.500 X 15.000 NS/FS S P L I C E D E S I G N - L.A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 62 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 02 ------------------------------- TYPE : Ext Col - Roof ---------------------------------------------------------------------------------------------------- Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz SPLICE PLATE 0042869 REVERSED COLUMN SIDE -->I<-= ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 21.000" X 0.375" OUTER HAMMERHEAD FLANGE 0042891 0.375 X 6.000 X 6.811 OUTER HAMMERHEAD GUSSET 0042894 0.250 X 7.500 X 7.000 OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------+--- 1.625" 7.875" 5.000" 8.1 175" 12.( 3.000" 2.500" 1 _ -+---------- +- 2.750"-+. ----------------------------- ---+- HFHFHFHFHFHEFEFEFEFEFEF W 0 W 0 W W W o W 0 W FFFFFFFFFFFF W W . W W W W W W W W END FLANGE 0.375 X 6.000 X 14.500 W 21.000" WI MAIN WEB W 0.160 W 100" W W W W W W W W W W W 0 W o W W W o W 0 W FFFFFFFFFFFFMSMSMSMSMSM --- ----------------------------- MAIN STIFFENER 0.250 X' 2.500 X 15.000 NS/FS S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 63 --------------------- --------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 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 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 0042891 0.375 X 6.000 X 6.811 0.000 0.72 43.99 1.03 71.53 0.016 2 OUTER 3 Main Flange 0.250 X 5.000 7.875 0.87 43.99 0.84 49.50 0.020 2 INNER 1 Main Flange 0.250 X 5.000 1.125 0.99 43.99 2.56 71.53 0.035 12 ROOF BEAM SIDE OUTER 1 End Flange 0.375 X 6.000 X 14.500 0.000 0.68 43.99 1.16 71.53 0.016 11 INNER 1 Main Stiffener 0.250 X 2.500 X 15.000 0.000 0.28 43.99 1.56 49.50 0.030 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 0042894 0.250 X 7.500 X 7.000 2.62 29.33 2.25 43.99 1.01 71.53 0.089 2 Main Web 0.120 1.28 29.33 3.80 43.99 2.52 71.53 0.086 13 ROOF BEAM SIDE Main Web 0.160 1.77 21.88 3.33 43.99 1.56 49.50 0.081 2 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 Hammerhead Flange Flange to Splice Plate 3/16" 0.28 5.57 0.051 2 OUTER 3 Main Flange Flange to Splice Plate 1/8" 0.22 3.71 0.060 2 INNER 1 Main Flange Flange to Splice Plate YES 3/16" 3/16" 0.25 11.00 0.023 13 OUTER 1 End Flange End Flg to Splice P1 End Flg to Outer Flg INNER 1 Main Stiffener Stiffener to Splice P1 Stiffener to Web Plate ROOF BEAM SIDE DESCRIPTION 3/16" 1/811 0.26 5.57 0.047 2 0.00 1.86 0.000 1 1/811 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 13 1/8" DATE: 02/07/01 0.06 1.86 0.035 1 W E L D I N F O R M A T I O N CADDS TIME: 01:41 PM W E B P L A T E S PAGE:S 64 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia Near S. Far S. Near Side Far Side (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN.SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 02 TYPE ---------------------------------------------------------- : Ext Col - Roof Beam Knee ------------------------------------------------------------------------ SUBTYPE : 2 Row Outer'Hmhd - Horiz W E L D I N F O R M A T I O N COLUMN SIDE P TES DESCRIPTION ------------------------E WELD SIZE ---------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ---------=-- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Outer Hammerhead Gusset Gusset to Splice Plate 1/8" 1/8" 0.56 7.42 0.076 2 Gusset to Hammerhead Flange 1/8" 0.34 2.11 0.161 11 Gusset to Outer Flange 1/8" 0.66 2.47 0.265 2 Main Web Web to Splice Plate 1/8" 1/8" 0.46 0.12 7.30 0.065 13 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 End Flg to Outer Flg INNER 1 Main Stiffener Stiffener to Splice P1 Stiffener to Web Plate ROOF BEAM SIDE DESCRIPTION 3/16" 1/811 0.26 5.57 0.047 2 0.00 1.86 0.000 1 1/811 0.07 3.71 0.019 13 1/8" 0.06 1.86 0.035 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) Win) COND Main Web Web to Splice Plate 1/8" 1/8" 0.53 0.26 7.05 0.084 2 Web to End Flange 1/811• 0.11 2.47 0.043 2 ;, U, S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 65 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX- BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 03 TYPE Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO CATEGORY (kips) (kips) (kips) FACTOR STRENGTH ------------------------ --------------------------- ------ -------- 1 DL + CLL + LL Std Des 7.04 0.00 0.00 1.00 N 2 DL + WLL Std Des -1.32 0.00 0.00 1.33. N 3 DL + WLR Std Des -1.02 0.00 0.00 1.33 N 4 D+CLL+EQL/1.4 Std Des 3.25 0.00 0.00 1.33 N 5 D+CLL+EQR/1.4 Std Des 3.08 0.00 0.00 1.33 N 6 DL + CLL + SLL + SLR Std Des .7.04 0.00 0.00 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. - 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design: 11 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 13 DL + EWP Std Des -0.69 2.30 0.00 1.33 N 14 DL + EWS Std Des• -0.69 -2.01 0.00 1.33 N P A R T D I M E N S I O N S Column Dimensions at Connection Flg. to Flg. Dimension 8.000" Offset from Structure Line 1.000" Adjacent Depth Change Information Distance to Depth Change 261- 0.490" Flg. to Flg.Dimension 8.000" Adj. P1. Angle (Degrees) - 0.000 S P L I C E D E S I G N - B 0 L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 66 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME it 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 03 TYPE Pinned Base ----------------------------------------------------------------------------------------------------------------------------------- Plate SUBTYPE No Ext EWI Pin - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042856 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 8.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.120 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" C 0 N C.R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 105.000 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD GOND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.166 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.901 KSI CONCRETE STRESS RATIO 0.087 S P L I C E D E S I G N - B 0 L T L 0 A D S / A L L O W A B L E S DATE: 02/07/01 CARDS TIME: 01:41 PM PAGE:S 67 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 03 TYPE Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts B 0 L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 ._OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All., ------------------------------ (Kips per Bolt)------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 0.657 0.000 13.329 1.488 26.659 3 0.511 0.000 13.329 1.157 26.659 4 Total Section is in Compression 0., 000 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.659.'• 6 Total Section is in Compression 0.000 10.000 0.000 20."000 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.345 2.600 13.329 0.782 26.659 14 0.345 2.278 13.329 0.782 26.659 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 68 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125.'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 03 TYPE Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts ----------------------------------------------------------------------------------------------------------------------------------- SPLICE PLATE 0042856 COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 8.000" X' 8.500" X 0.500" OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------- 3.000" 8.000" 5.500" --------------- +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W 0 W o W W W W W W W W W W W W W W W W W W FT W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N M A T I O N DATE: 02/07/01 W E B P L A T E S CADDS ------------------------- WELD SIZE TIME: 01:41 PM -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET -.----------- PENETRATION --------- PAGES 69 ------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY --------------------------------------------------------------------------------- MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296. PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 0.28 5.34 0.055 .13 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 03 ---------------------------------------------------------=---------------------------------------7--------------------------------- TYPE Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW GOND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE - - OUTER 1 Main Flange 0.250 X 5.000 0.000 0.25 43.99 2.07 .49.50 0.041 1 INNER 1. Main Flange 0.250 X 5.000 0.500 0.05 43.99 2.07 49.50 0.041 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web 0.120 2.32 29.33 1.36 43.99 2.07 49.50 0.079 13 FI E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face . In Face Win) Win) Win) COND OUTER 1 Main Flange Flange to Splice Plate INNER 1' Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION 1/8" 0.06 3.71 0.017 2 0.00 1.86 0.000 1 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET -.----------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 1/8" 1/8" 0.09 0.28 5.34 0.055 .13 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 70 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) .(LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 04 TYPE Interior Col to Roof Bm SUBTYPE : EW Post Shim Cap w/ Stiff' ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO CATEGORY (kips)' (kips) (kips) FACTOR STRENGTH ----------------------------------------------------- ------ -------- 1 DL + CLL + LL std Des 6.78 0.00 0.00 1.00 N 2 DL + WLL Std Des -1.62 0.00 0.00 1.33 N 3 DL + WLR Std Des -1.33 0.00 0.00 1.33 N 4 D+CLL+EQL/1.4 Std Des 2.99 0.00 0.00 1.33 N 5 D+CLL+1FQR/1.4 Std Dee 7..82 0.00 0.00 1..33 N 6 DL + CLL + SLL + SLR Std Des 6.70 0.00 0.00 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.BOEQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.BOEQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10' O.BSP(DL+CL)+2.80EQR Axial T Category 4 Load Combination Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns 3.31 0.00 0.00 1.70 Y 12 DL+CL+2.80EQR Conns 2.61 0.00 0.00 1.70 Y 13 DL + EWP Std Des -1.00 -2.87 0.00 1.33 N 14 DL + EWS Std Des -1.00 2.51 0.00 1.33 N P A R T D I M E N S I O N S Lower End Interior Upper End Roof Beam Column Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 8.000" 12.000" Part Slope 0.500 TO 12 Conn. Plate Angle (Degrees) 2.386 Offset from Structure Line 6.000" 1.000" Main Flange Dimensions Outer Flange Width 5.000" Thickness 0.250" Inner Flange Width 5.000" Thickness 0.250" Adjacent Depth Change Information Distance to Depth Change 151- 0.000" 101- 0.000" Adj. Pl. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CARDS TIME: 01:41 PM PAGE:S 71 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 04 TYPE ----------------------------------------------------------------------------------------------------------------------------------- : Interior Col to Roof Bm SUBTYPE : EW Post Shim Cap w/ Stiff S P L I C E P L A T E COLUMN SIDE ROOF BEAM SIDE PLATE TYPE CUSTOM FLANGE PLATE PART NUMBER OV80534-02 ORIENTATION NORMAL PLATE WIDTH 6.000" 5.000" PLATE LENGTH 8.000" PLATE THICKNESS 0.375" 0.250" PLAI'k Y111:LD STRIU38 !.15.00 1(n]. 55.00 1(SI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.048 0.046 CONTROLLING GOND. 2 2 CONTROLLING LOCATION Outer Row 1 Outer Flg 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 3.000" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 3.625" INNER 1 2 1.625" S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 02/07/01 CARDS TIME: 01:41 PM PAGES 72 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 04 TYPE : Interior Col to Roof Bm SUBTYPE EW Post Shim Cap w/ Stiff B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER.3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 21.000 0.000 44.000 2 0.663 0.213 0.000 27.992 2.163 58.651 3 0.543 0.3.74 0.000 27.992 1.772 58.651 4 Total Section is in Compression 0.000 27.992 0.000 58.651 5 Total Section is in Compression 0.000 27.992 0.000 58.651 6 Total Section is in Compression 0.000 21.000 0.000 44.000 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4.Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Total Section is in Compression 0.000 23.204 0.000 56.099 12 Total Section is in Compression 0.000 23.204 0.000 56.099 13 0.408 0.131 2.338 27.992 1.331 58.446 14 0.408 0.131 .2.048 27.992 1.331 58.494 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) .(Ksi) ROOF BEAM SIDE 1 - Total Section is in Compression 0.000 21.000 0.000 44.000 2 0.368 0.442 0.000 27.992 1.441 58.651 3 0.302 0.362 0.000 27.992 1.181 58.651 4 Total Section is in Compression 0.000 27.992 0.000 58.651 5 Total Section is in Compression 0.000 27.992 0.000 58.651 6 Total Section is in Compression 0.000 21.000 0.000 44.000 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Total Section is in Compression 0.000 23.204 0.000 56.099 12 Total Section is in Compression 0.000 23.204 0.000 56.099 13 0.226 0.272 2.338 27.992 0.' 887 58.446 14 0.226 0.272 2.048 27.992 0.887 58.494 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 01:41 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGES 73 ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 04 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Shim Cap w/ Stiff SPLICE PLATE OV80534-02 INTERIOR COLUMN SIDE --> <-- ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 8.000" X 0.375" I USE EXIST. FLG.: 5.000" X 0.250" TOP SHIM DETAIL: E159 +- 3.000"-+ -+---------•F--- --------------------- v--=---- ---+- OUTSIDE FLANGE 3.625" FFFFFFFFFFFF 0.250 X 5.000 I W 5.000" -+--- o W o W WMSMSMSMSMSM MAIN sn FFENPR W 0.250 X 2.500 X 11.375 NS/FS W W W W W W W W W W W W W 8.000" W MAIN WEB 2.750" W 0.120 W W MAIN WEB W 0.120 W W W W W W W W W W W W W W -+--- o W o 1.625" W INSIDE FLANGE I_I FFFFFFFFFFFF 0.250 X 5.000 -+----------- ----------------------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: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 74 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT -.BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 .SPLICE # 04 ----------------------------------------------------------------------------------------------------------------------------------- . TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Shim Cap w/ Stiff F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange 0.250 X 5.000 0.000 0.07 43.99 2.00 49.50 0.039 1 INNER 1 Main Flange 0.7.50 X 5.000 0.000 0.20 43.99 1.99 49.50 0.039 1 ROOF BEAM BIDE OUTER 2 Main Stiffener 0.250 X 2.500 X 11.375 5.000 0.76 43.99 2.73 49.50 0.054 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 3.19 29.33 2.53 43.99 2.00 49.50 0.109 13 ROOF BEAM SIDE Main Web 0.120 0.00 29.33 0.94 43.99 7.10 49.50 0.143 1 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ----'FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 Main Flange Flange to Splice Plate 1/8" 0:00 1.86 0.000 1 INNER 1 Main Flange Flange to Splice Plate 1/8" 0.05 3.71 0.014 2 N S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 75 ----------------------7------------------------------------------------------------------------------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 . BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 04 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Shim Cap w/ Stiff W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1./0" 1./nit 0.19 0.38 5.67 0.075 13 W E L D I N F O R M A T I O N ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Stiffener Stiffener to Inner Flg 1/8" 1/8" 0.19 7.42 0.026 2 Stiffener to Web Plate 1/8" 0.14 1.86 0.081 1. W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Inner Flange 8.000" 1/8" 1/8" 0.12 7.42 0.016 2 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 76 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 - BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE.# 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 05 TYPE Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL - SHEAR X SHEAR Y STRESS MEMBER NO CATEGORY (kips) (kips) (kips) FACTOR STRENGTH ----------------------------------------------------- ------ -------- 1 DL + CLL + LL Std Des 7.77 0.00 0.00 1.00 N 2 DL + WLL Std Des -5.22 0.00 3.43 1.33 N 3 DL + WLR Std Des 2.11 0.00 0.00 1.33 N 4 D+CLL+EQL/1.4 Std Des 3.25 0.00 2.49 1.33 N 5 D+C1:A.+FOR/1..4 RI;d Dap 6.30 0.00 0.00 :1..33 N 6 DL •1• Cl.ol., + FILL, + 1i11AZ rlL:d Dtim 7.77 0.00 0.00 ;1..00 N 7 PD+PC+0.70PL-f2.BOEQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.BOEQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 11. DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 13 DL + EWP Std Des -1.53 2.42 0.12 1.33 N 14 DL + EWS Std Des -1.53 -2.12 0.12 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- 0.990" Flg. to Flg. Dimension 12.000" Adj. P1. Angle (Degrees) 0.000 'e -dim,. - . . � ° � (��.,•; S P L I C E D E S I G N - B 0 L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 77 --=--------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 . PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500'TO 12 SPLICE # 05 TYPE ------------------------------------------------7---------------------------------------------------------------------------------- : Pinned Base Plate SUBTYPE : No Ext EWI Pin - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0043838 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 12.250" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET t 0.000" DESIGN STRESS RATIO s 0.277 CONTROLLING GOND. 1 CONTROLLING LOCATION Cat. 2 Compression B.0 L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES — INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV,ROW OUTER 1' 2 4.125" INNER 1 2 4.125" C O N C R E T E S'T R E S S E S MIN. DESIGN FOOTING SIZE 142.500 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD GOND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.127 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.845 KSI CONCRETE STRESS RATIO 0.069 S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 78 ----------------------------------------------------------------------------------------------------7------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 05 TYPE Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ---------------=-------------- (Kips per Bolt)------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 1.305 .1.306 1.941 13.329 2.956 26.659 3 Tot:a7. Section in in Compression 0.000 13.329 0.000 26.659 4 1'ota7. section :lm lit Comprowilon 0.487 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.659 6 Total Section is in Compression 0.000 10.000 0.000 20.000 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.382 0.382 1.373 13.329 0.865 26.659 14 0.382 0.382 1.203 13.329 0.865 26.659 S P L I C E D E S I G N - L A Y O U T S K E T C H OUTSIDE FLANGE 4.125" DATE: '02/07/01 0.113 X 3.500 C -+--- o C 0 CADDS TIME: 01:41 PM C C PAGE:S 79 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia C / (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 127'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 05 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts SPLICE PLATE 0043838 12.000" COLUMN C BOLTS: 0.750" DIA A307 NO WASHERS 8.000" X 12.250" X 0.375" C MAIN SECTION C 12.OP.113S +- 4.000"-+ -+---------+--- ----------------------------- OUTSIDE FLANGE 4.125" CCCCCCCCCCCC 0.113 X 3.500 C -+--- o C 0 C C C C C C C C C C C C C C C C 12.000" C MAIN WEB 4.000" C 0.113 C MAIN SECTION C 12.OP.113S C C C C C C C C C C C C C C C -+--= o C o 4.125" C INSIDE FLANGE CCCCCCCCCCCC _ 0.113 X 3.500-+------------- ----------------------------- S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 80 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND)' (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80' MPH UBC 97 .500 TO •12 SPLICE # 05 TYPE Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts ----------------------------------------------------------------------------------------------------------------------------------- F L A N G E P L A T E S ------------ MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT.. ALLOW COND ------ Inches --------- (In.) (Kai) ' (Kai) (Kai) (Kai) COLUMN SIDE OUTER 3. Main Flange INNIrR 1 Main Flange 0.113' X 3.500 0.000 0.72 43.99 3.67 49.50 0.074 1 0.3.3.3 X 3.500 0.250 0.85 43.99 3.66 49.50 0.074 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X' W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Kai) (Kai) (Kai) (Kai) (Kai) 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 12.OP.113S 1.82 29.33 4.10 43.99 3.67 49.50 0.093 2 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) Win) GOND 1/8" 0.08 3.71 0.023 2 1/8" 0.09 3.71 0.027 2 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 1/8" 1/8" 0.46 7.42 0.062 2 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CARDS TIME: 01:41 PM PAGE:S 81 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 06 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Interior Col to Roof Bm SUBTYPE EW Post Top Clip w/o Stif LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y ADJ MOM' ALLOW MOM STRESS MEMBER NO ------------------------ CATEGORY -------- (kips) ------- (kips) (kips) ---------------------- (in -k) (in -k) -------- FACTOR ------ STRENGTH -------- 1 DL + CLL + LL Std Des 7.56 0.00 0.00 -183.77 540.33 1.00 N 2 DL + WLL Std Des -1.70. 0.00 0.00 42.83 540.33 1.33 N 3 DL + WLR Std Des 1.89 0.00 0.00 50.27 540.33 1.33 N 4 D+CLL+EQL/1.4 Std Des 3.04 0.00 0.00 -75.79 540.33 1.33 N 5 D+CLL+EQR/1.4 Std Des 6.09 0.00 0.00 -73.55 540.33 1.33 N 6 DL + CLL + SLL + SLR Std Des '7.556 0.00 0.00 -3.83.7'7 540.33 1.00 N 7 PD+PC+0.70PL+2.BOEQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.BOEQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.BOEQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns 2.85 0.00 0.00 -70.45 540.33 1.70 Y 12 DL+CL+2.SOEQR Conns 14.42 0.00 0.00 -62.35 540.33 1.70 Y 13 DL + EWP Std Des -1.66 2.87 0.00 43.50 540.33 1.33 N 14 DL + EWS Std Des -1.66 2.51 0.00 43.50 540.33 1.33 N P A R T D I M E N S I O N S Lower End EW Post Upper End Roof Beam Top Clip Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 11.77411 12.000" Part Slope 0.500 TO 12 Conn. Plate Angle (Degrees) 2.386 Main Flange Dimensions Outer Flange Width 5.000" Thickness .0.250" Inner Flange Width 5.000" Thickness 0.250" Adjacent Depth Change Information Distance to Depth Change 151- 0.00011 121- 6.000" Adj. P1. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 82 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX . BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC . 97 .500 TO.12 SPLICE # 06 TYPE : ----------------------------------------------------------------------------------------------------------------------------------- Interior Col to Roof Bm SUBTYPE : EW Post Top Clip w/o Stif S P L I C E P L A T E PLATE TYPE FLANGE PLATE PLATE WIDTH 5.000" PLATE LENGTH 6.000" PLATE THICKNESS _ 0.250" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.097 CON'T'ROLLING COND. 2 CONTROLLING LOCATION Inner Row ]. B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO• BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.500" INNER 1 2 1.500" P O S T T O P C L I P COLUMN WEB THICKNESS 0.113" SHEAR FORCE IN BOLTS 13.052 kips CONNECTION DETAIL NO.: E139 USE PART NO. 0543360 WITH BACKER PLATE 0543362 CAPACITY = 16.0 kips • �:"rte.. S P L I C E D E S I G N - B.0 L T L O A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 83 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 06 TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Top.Clip w/o Stif B O L T L -O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER.EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 ' INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Kai) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 Total Section is in Compression 0.256 21.000 0.000 43.996 2 0.424 0.424 0.057 27.992 1.382 58.651 3 Total section is in Comp.reeei.on 0.064 27.992 0.000 58.651 4 Total Section is in Compreasi.on 0.103 27.992 0.000 58.651 5 Total Section is in Compression 0.206 27.992 0.000 58.650 6 Total Section is in Compression 0.256 21.000 0.000 43.996 7 Category 3 Load Combination -"Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Total Section is in Compression 0.096 23.204 0.000 56.099 12 Total Section is in Compression 0.489 23.204 0.000 56.090 13 0.415 0.415 2.339 27.992 1.353 58.446 14 0.415 0.415 2.049 27.992 1.353 58.494 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 84 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 06 TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Top Clip w/o Stif ----------------------------------------------------------------------------------------------------------------------------------- ROOF BEAM BOLTS: 0.625" DIA A325 NO WASHERS USE EXIST. FLG.: 5.000" X 0.250" TOP CLIP DETAIL: E139 1 +- 2.750"-+ A A 1.500" W W -+--- o W o W W W W W W W W W W W W. W W W W W MAIN WEB 3.000" W 0.120 W MAIN SECTION W 12.OP.113S W W W W W W W W W W W W W W W -+--- o W o 1.500" W W - + - - ----------- - - - - - - - Av - - - - - - - - - - - - - VA - - - - - - - 1 ROOF BEAM SIDE Main Web ROOF BEAM SIDE DESCRIPTION Main Web Web to Inner Flange -;-err-• ;• • 0.120 0.83 33.66 2.36 43.99 20.02 71.53 0.280 12 W R 1,1 1) .1: N 1!' O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- --------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 6.000" 1/8" 1/8" 0.28 0.01 7.42 0.038 2 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 01:41 PM PAGE:S 85 ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 06 1 TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Top Clip w/o Stif W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Kai) (Kai) (Kai) (Kai) (Kai) (Kai) ROOF BEAM SIDE Main Web ROOF BEAM SIDE DESCRIPTION Main Web Web to Inner Flange -;-err-• ;• • 0.120 0.83 33.66 2.36 43.99 20.02 71.53 0.280 12 W R 1,1 1) .1: N 1!' O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- --------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 6.000" 1/8" 1/8" 0.28 0.01 7.42 0.038 2 S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y DATE: 02/07/01 CARDS TIME: 01:41 PM PAGES 86 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 07 TYPE Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO CATEGORY (kips) (kips) (kips) FACTOR STRENGTH ----------------------------------------------------- ------ -------- 1 DL + CLL + LL Std Des 7.29 0.-00 0.24 1.00 N. 2 DL + WLL Std Des 2.44 0.00 0.00 1.33 N 3 DL + WLR Std Des -4.85 0.00 3.20 1.33 N 4 D+CLL+EQL/1.4 Std Des 6.00 0.00 0.00 1.33 N 5 D+CLI,4-EQR/1.4 Std Den 3.1.0 0.00 7..67 1.33 N 6 DL + CLL + SLL + SLtt Std Dos 7.29 0.00 0.24 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.BOEQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0:85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 13 DL + EWP Std Des -1.15 2.42 0.00 1.33 N 14 DL + EWS Std Des -1.15 -2.12 0.00 1.33 N P A R T D I M E N S I O N S Dimensions at Connection Flg. to Flg. Dimension Offset from Structure Line Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) Column 12.000" 1.000" 27'-'0.990" 12.000" 0.000 S P L I C E D E S I G N - B O L T S. / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 87 --------------------------------------------------------------------------------------------7-------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME_- FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 07 TYPE Pinned Base ----------7------------------------------------------------------------------------------------------------------------------------ Plate SUBTYPE No Ext EWI Pin - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD ` PART NUMBER 0043838 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 12.250" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATS OFFSHT i 0.000" Dp1fJJAN STRItS8 RATIO t 0. 7. G0 CONTROLLING COND. 1 CONTROLLING LOCATION Cat. 2 Compression B O L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 4.125" INNER 1 2 4.125" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 142.500 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.119 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.845 KSI CONCRETE STRESS RATIO 0.065 S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 02/07/01 CARDS TIME: 01:41 PM PAGE:S 88 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS , 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 07 TYPE : Pinned Base Plate SUBTYPE : No Ext EWI Pin - S Nuts B O L T L O A'D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Kai) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 Total Section is in Compression 0.000 13.329 0.000 26.659 3 1.212 1.213 1.809 13.329 2.745 26.659 4 Total Section in in Comprennion 0.000 13.329 0.000 26.659 5 Total Section is in Compression 0.614 13.329 0.000 26.659 6 Total Section is in Compression 0.000 10.000 0.000 20.000 7 Category 3 Load Combination - Does.not apply to Splice Design. 8 Category 3 Load Combination.- Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.286 0.286 1.371 13.329 0.648 26.659 14 0.286 0.286 1.201 13.329 0.648 26.659 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CARDS TIME: 01:41 PM PAGE:S 89 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 07 TYPE : Pinned Base Plate SUBTYPE : No Ext EWI Pin - S Nuts ---------------------------------------------------------------------------------------------------------------------------------:-- SPLICE PLATE 0043838 COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 8.000" X 12.250" X 0.375" +- 4.000"-+ -+---------+--- ----------------------------- OUTSIDE FLANGE 4.125" CCCCCCCCCCCC 0.113 X 3.500 I C -+--- 0 C o C C C , C C C C C C C C C C C C C 12.000" C MAIN WEB 4.000" C 0.113 C MAIN SECTION C 12.OP.113S C C C C C C C C C C C C C C C -+--- 0 C o 4.125" C INSIDE FLANGE I_ CCCCCCCCCCCC 0.113 X 3.500-+------------- ----------------------------- S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/07/01 B P L A T E S ------------------------- WELD SIZE ------------------------- -------- CADDS TIME: 01:41 PM --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) PAGE:S 90 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27"-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 07 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate SUBTYPE : No Ext EWI Pin - S Nuts F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange DESCRIPTION COLUMN SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION 0.113 X 3.500 0.000 0.67 43.99 3.44 49.50 0.068 1 0.113 X 3.500 0.250 0.79 43.99 3.43 49.50 0.068 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ---=--------------- PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ' ACT. ALLOW ACT: ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 12.OP. 113S 1.82 29.33. 3.81 43.99' 3.44 49.50 0.086 3 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION -------- TENSION SHEAR ALLOW . CSR LOAD Out Face In Face Out Face In Face Win) (k/in) (k/in) COND 1/8" 0.07 3.71 0.021' 3 1/8" 0.09 3.71 0.025 3 W E L D I N F O R M A.T I O N W' E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) (k/in) COND Main Web Web to Splice Plate 1/8" 1/8" 0.43 7.42 0.058 3 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/61 CADDS TIME: 01:41 PM PAGE:S 91 ------------------------------------------------7---------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 08 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Interior Col to Roof Bm SUBTYPE EW Post Top Clip w/o Stif LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y ADJ MOM ALLOW MOM STRESS MEMBER NO ------------------------ CATEGORY -------- (kips) ------- (kips) (kips) ---------------------- (in -k) (in -k) -------- FACTOR ------ STRENGTH -------- 1 DL + CLL + LL Std Des 7.08 0.00 0.00 88.17 540.33 1.00 N 2 DL + WLL Std Des 2.22 0.00 0.00 -24.49 540.33 1.33 N 3 DL + WLR Std Des -1.58 0.00 0.00 -24.60 540.33 1.33 N 4 D+CLL+EQL/1.4 Std Des 5.79 0.00 0.00 33.54 540.33 1.33 N 5 D+CLL+EQR/1.4 Std Des 2.96 0.00 0.00 33.87 540.33 1.33 N 6 DL + CLL + 8LL + SLR Std Des 11.00 0.00 0.00 00.17 540.33 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C. Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.BOEQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns 14.09 0.00 0.00 17.51 540.33 1.70 Y 12 IDL+CL+2.80EQR Conns 2.81 0.00 0.00 19.90 540.33 1.70 Y 13 DL + EWP Std Des -1.41 -2.87 0.00 -4.76 540.33 1.33 N 14 DL + EWS Std Des -1.41 2.51 0.00 -4.76 540.33 1.33 N P A R T D I M E N S I O N S Lower End EW Post Upper End Roof Beam Top Clip Roof Beam Dimensions at Connection Flg. to Flg: Dimension 12.000" 11.774" 12.000" Part Slope 0.500 TO 12 Conn. Plate Angle (Degrees) 2.386 Main Flange Dimensions Outer Flange Width 5.000" Thickness 0.250" Inner Flange Width 5.000" Thickness 0.250" Adjacent Depth Change Information Distance to Depth Change 201- 0.000" 121- 6.000" Adj. P1. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 92 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0". 20.PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 08 TYPE ----------------------------------------------------------------------------------------------------------------------------------- : Interior Col to Roof Bm SUBTYPE : EW Post Top Clip w/o Stif S P L I C E P L A T E PLATE TYPE FLANGE PLATE PLATE WIDTH 5.000" PLATE LENGTH 6.000" PLATE THICKNESS 0.250" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.090 CONJ'ROLCLI:NG CONK. t 3 CONTROLLING TjOCAI'ION t 111tior Row .I. B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.500" INNER 1 2 1.500" P O S T T O P C L I P COLUMN WEB THICKNESS 0.113" SHEAR FORCE IN BOLTS 12.750 kips CONNECTION DETAIL NO.: E139 USE PART NO. 0543360 WITH BACKER PLATE 0543362 CAPACITY = 16.0 kips S P L I C E D E S I G N - B O L T L 0 A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 93 -----------------------------------------------------------------------7-------------=--------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME -'FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 08 TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Top Clip w/o•Stif B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 Total Section is in Compression 0.240 21.000 0.000 43.997' 2 Total Section is in Compression 0.075 27.992 0.000 58.651 3 0.394 0.395 0.053 27.992 1.2811 58.651 4 'Dotal Section its Lu Comp.raetiluti 0.196 27.992 0.000 50. 650 5 Total Section is in Compression 0.100 27.992 0.000 58.651 6 Total Section is in Compression 0.240 21.000 0.000 43.997 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice.Design. 11 Total Section is in Compression' 0.477 23.204 0.000 56.091 12 Total Section is in Compression 0.095 23.204 0.000 56.099 13 0.350 0.351. 2.338 27.992 1.144 58.446 14 0.350 0.351 2.049 27.992 1.144 58.494 MAIN WEB 0.120 MAIN SECTION 12.OP.113S +- 2.750"-+ -+---------+--- ------- v -------------v ------- 1.500" W W -+--- o W 0 3.1 100" 1.500--------------" o v 4 y - - - - - Av - - - - - - i 0 I 1 - - - - - -VA ------ 0 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 94 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 08 -----------------------------------------------------------7----------------------------------------------------------------------- TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Top Clip w/o Stif ROOF BEAM BOLTS: 0.625" DIA A325 NO WASHERS USE EXIST. FLG.: 5.000" X 0.250" TOP CLIP DETAIL: E139 MAIN WEB 0.120 MAIN SECTION 12.OP.113S +- 2.750"-+ -+---------+--- ------- v -------------v ------- 1.500" W W -+--- o W 0 3.1 100" 1.500--------------" o v 4 y - - - - - Av - - - - - - i 0 I 1 - - - - - -VA ------ 0 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 95 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR.GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 08 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Top Clip w/o Stif W E B P L A T E S -------------=----- MAXIMUM STRESSES------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE Main Web 0.120 0.81 33.66 2.19 43.99 19.56 71.53 0.273 11 W IC 1.1 1) 1 N F O R M A '.i' :1. O N ROOF BEAM BIDE 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 i Main Web Web to Inner Flange 6.000" 1/8" 1/8" 0.26 0.01 7.42 0.036 3 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 96 ------------------------------------------7---------------------------------------------------------------------------------------- ORDER # 070093 . BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 09 TYPE : Pinned Base Plate SUBTYPE : No Ext EWI Pin - S Nuts ---------------- : DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO CATEGORY (kips) (kips) (kips) FACTOR STRENGTH ----------------------------------------------------- --------------' 1 DL + CLL + LL Std Des 7.73 0.00 0.00 1.00 N 2 DL + WLL Std Des -1.25 0.00 0.00 1.33 N 3 DL + WLR Std Des -1.69 0.00 0.00 1.33 N 4 D+CLL+EQL/1.4 Std Des 3.35 0.00 0.00 1.33 N 5 1)+CbL+1rQR/1.4 Std Doo 3.51. 0.00 0.00 :1..33 N 6 DL 4• CLL + 8LL + SLR Std Des 7.73 0.00 0.00 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 13 DL + EWP Std Des -1.14 .2.30 0.00 1.33 N 14 DL + EWS Std Des -1.14 -2.01 0.00 1.33 N P A R T D I M E N S I O N S Column Dimensions at Connection Flg. to Flg. Dimension 8.000" Offset from Structure Line 1.000" Adjacent Depth Change Information Distance to Depth Change 261- 0.490" Flg. to Flg. Dimension 8.000" Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N - B O L T S / S P•L I C E P L A T E DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 97 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 09 TYPE ----------------------------------------------------------------------------------------------------------------------------------- : Pinned Base Plate SUBTYPE : No Ext EWI Pin - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042856 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 8.50011 - PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET : 0.000" DESIGN STRESS RATIO 0.1.37. 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" C O N C R E T E S T R E S S E S MIN.•DESIGN FOOTING SIZE 105.000 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.182 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.901 KSI CONCRETE STRESS RATIO 0.096 0 .. •,. � .�. .•'�i.. .' _ .. .. ... .. ;rte... ;.t'.• ... S P L I C E D E S I G N - B O L T L O A D S / A L L 0 W A B L E S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 98 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 09 TYPE : Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per.Bolt)------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 0.624 0.000 13.329 1.412 26.659 3 0.847 0.000 13.329 •1.9.17 26.659 4 Total Sectioii in In Comprenolon 0.000 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.659 6 Total Section is in Compression 0.000 10.000 0.000 20.000 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination = Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.571 2.600 13.329 1.294 26.659 14 0.571 2.278 13.329 1.294 26.659 0 .. •,. � .�. .•'�i.. .' _ .. .. ... .. ;rte... ;.t'.• ... S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S_ 99 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-011 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 09 TYPE Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts ----------------------------------------------------------------------------------------------------------------------------------- SPLICE PLATE 0042856 COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 8.00011 X 8.50011 X 0.500" OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------- 3.00011 8.00011 5.500" II --------------- +- 4.000t1-+ FFFFFFFFFFFFFFFFFFFFFFF W o W o W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF ----------------------------- . . z.,C;. SPLICE DESIGN - FLANGE AND WEB P LAT E •I N FORM A•T I O N DATE: 02/07/01 B P L A T E S ------------------------- WELD SIZE ------------------------- CADDS MAXIMUM STRESSES -------- TIME: 01:41 PM --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far ----------------------- PAGE:S 100 ------------------------------------------------------------------------------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME -FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 09 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION _ COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Kai) (Kai) (Kai) (Kai) COLUMN SIDE OUTER 1 Main Flange 0.250 X 5.000 0.000 0.32 43.99 2.27 49.50 0.046 1 INNIFIt 1 Main Ir1Ang0 0.:510 X 5.000 0.500 0.07 43.99 2.27 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 -------------- (Kai) (Kai) (Kai) (Kai) (Kai) (Kai) COLUMN SIDE Main Web 0.120 2.32 29.33 1.75 43.99 2.27 49.50 0.079 13 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL -------------------WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND . OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION Main Web Web to Splice Plate 1/8" 0.08 .3.71 0.022 - 3 1/811 0.00 1.86 0.000 1 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 1/8" 1/811 0.14 0.28 5.70 0.055 13 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 101 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) ' (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 10 TYPE : Interior Col to Roof BM SUBTYPE : EW Post Shim Cap w/ Stiff --------------------------------------------------------------------------------------------------------------------------.--------- LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO CATEGORY (kips) (kips) (kips) FACTOR STRENGTH --------------------------------=-------------------- ------ -------- 1 DL + CLL + LL Std Des 7.47 0.00 0.00 1.00 N 2 DL + WLL Std Des -1.55 0.00 0.00 1.33 N 3 DL + WLR Std Des -2.00 0.00 0.00 1.33 N 4 D+CLL+EQL/1.4 Std Des 3.09 0.00 0.00 1.33 N 5 D+CI.,L+EQ11/1 .4 9L•d I:)on 3.2.5 0. 00 0. 00 1.33 N 6 1)1, + CLL + 6LL + 91,11 Std Don 7.47 0.00 0.00 :1..00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.BOEQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns 2.92 0.00 0.00 1.70 Y 12 DL+CL+2.80EQR Conns 3.53 0.00 0.00 1.70 Y 13 DL + EWP Std Des -1.45 -2.87 0.00 1.33 N 14 DL + EWS Std Des -1.45 2.51 0.00 1.33 N P A R T D I M E N S I O N S Lower End Interior Upper End Roof Beam Column Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 8.000" 12.000" Part Slope 0.500 TO 12 Conn. Plate Angle (Degrees) 2.386 Offset from Structure Line 6.000" 1.000" Main Flange Dimensions Outer Flange Width 5.000" Thickness 0.250" Inner Flange Width 5.000" Thickness 0.250" Adjacent Depth Change Information Distance to Depth Change 251- 0.000" 51- 0.000" Adj. P1. Angle (Degrees) 0.000 0.000 L S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 102 --------------------------------- ----------------- --------------i---------------- ------------------------------------- -------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 10 TYPE ----------------------------------------------------------------------------------------------------------------------=------------ : Interior Col to Roof Bm SUBTYPE : EW Post Shim.Cap w/ Stiff S P L I C E P L A T E COLUMN SIDE ROOF BEAM SIDE PLATE TYPE CUSTOM FLANGE PLATE PART NUMBER OV80534-02 ORIE14TATION NORMAL PLATE WIDTH 6.000" 5.000" PLATE LENGTH 8.000" PLATE THICKNESS : 0.375" 0.250" PI:J T)r, Y:I:3ELD E3TRIrS13 I 55. 00 1(nl: 515. 00 Wq I: PLATE OFFSET t 0.000" DESIGN STRESS RATIO 0.059 0.057 CONTROLLING COND. 3 3 CONTROLLING LOCATION Outer Row 1 Outer Flg 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 3.000" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 3.625" INNER 1 2 1.625" S P L I C E -D E S I G N - B 0 L T L O A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 01:41 PM ------- PAGES 103 ------------ ----- ORDER --------------- # 070093 ----- BUILDER --------------------------------------- - NORTH VALLEY READY MIX ---------------- BLDR ORDER --------- # 01-07 ---------- ----------- BLDR ACCOUNT -- # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----- # 10 --------------- ----- TYPE Interior Col to Roof Bm ------------=-------------------------- SUBTYPE ---------------- --------- EW.Post Shim Cap w/ --------------------- Stiff -------- ------------- B O L T L G A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 21.000 0.000 44.000 2 0.636 0.7.04 0.000 27.992 2.073 58.651 3 0.03.0 U.'1.Gi1 0.000 27..997 2.GC0 511.651 4 '1'aL'aa. Sout-1011 .I n Ill 0.000 27.992 0.000 511. 651 5 'Total Section is in Compression 0.000 27.992 0.000 58.651 6 Total Section is in Compression 0.000 21.000 0.000 44.000 7 Category3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Total Section is in Compression 0.000 23.204 0.000 56.099 12 Total Section is in Compression 0.000 23.204 0.000 56.099 13 0.593. 0.190 2.338 27.992 1.934 58.446 14 0.593 0.190 2.048 _ 27.992 1.934 58.494 B O L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft A11. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 Total Section is in Compression 0.000 21.000 0.000 44.000 2 0.353 0.424 0.000 27.992 1.382 58.651 3 0.454 0.545 0.000 27.992 1.778 58.651 4 Total Section is in Compression 0.000 27.992 0.000 58.651 5 Total Section is in Compression 0.000 27.992 0.000 58.651 6 Total Section is in Compression 0.000 21.000 0.000 44.000 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4'Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Total Section is in Compression 0.000 23.204 0.000 56.099 12 Total Section is in Compression 0.000 23.204 0.000 56.099 13 0.329 0.395 2.338 27.992 1.289 58.446 14 0.329 0.395 2.048 27.992 1.-289 58.494 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: -01:41 PM - PAGES 104 ' ------------------------------- ORDER # 070093 ---------------------------------------------------------------------=----------------------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 10 -------------------------------------------- TYPE Interior Col to Roof -------------------------------------------------------------------------------------- Bm SUBTYPE EW Post Shim Cap w/ Stiff SPLICE PLATE OV80534-02 INTERIOR COLUMN SIDE --> <-- ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 8.000" X 0.375" I USE EXIST. FLG.: 5.000" X 0.250" TOP SHIM DETAIL: E159 +- 3.000"-+ A OUTSIDE FLANGE 3.625" FFFFFFFFFFFF 0.250 X 5.000 I W 5.000" -+--- 0 W o W WMSMSMSMSMSM MAIN STIFFENER W 0.250 X 2.500 X 11.375 NS/FS W W W. W W W W W W W W W W 8.000" W MAIN WEB 2.750" W 0.120 W W MAIN WEB W 0.120 W W W W W W W W W W W W W W -+--- 0 W 0 1.625" W INSIDE FLANGE I FFFFFFFFFFFF 0.250 X 5.000 _ -+------------- --------------------- 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: 02/07/01 CADDS TIME: 01:41 PM PAGES 105 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 10 TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Shim Cap w/ Stiff ----------------------------------------------------------------------------------------------------------------------------------- F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND --------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange ROOF BEAM SIDE OUTER 2 Main.Stiffener DESCRIPTION COLUMN SIDE Main Web ROOF BEAM SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate 0.250 X 5.000 0.000 0.09 43.99 2.20 49.50 0.043 1 0.7.50 X 5.000 0.000 0.24 43.99 2.20 49.50 0.043 1 0.250 X 2.500 X 11.375 5.000 0.94 43.99 3.00 49.50 0.061 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.120 3.19 29.33 3.12 43.99 2.20 49.50 0.109 13 0.120 0.00 33.66 1.16 43.99 7.81 49.50 0.158 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND 1/8" 0.02 3.71 0.006 3 1/8" 0.04 3.71 0.013 2 r S P L I C E D E S I G N - WE L D N F O R T I O N DATE: 02/07/01 '�-- CADDS TIME: 01:41 PM PAGES 106 ------------------------- ---------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500.TO 12 SPLICE # 10 TYPE Interior Col to Roof Bm SUBTYPE EW Post Shim Cap w/ Stiff ----------------------------------------------------------------------------------------------------------------------------- ------ W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION ---------------------- WELD SIZE ------------------------- - -:----- MAXIMUM STRESSES -------- - LENGTH - --- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) GOND Main Web Web to Splice Plata ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate 1/8" 1/8" 1/8" 0.23 7.42 0.032 3 0.16 1.86 0.089 1 W E L D 0.27 0.38 6.04 0.078 13 W E L D I N F O R M A T I O N F L A N G E P L A T E S B P L A T E S FULL -------------------WELD SIZE ------------------- -------- MAXIMUM STRESSES --------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) (k/in) COND 1/8" 1/8" 1/8" 0.23 7.42 0.032 3 0.16 1.86 0.089 1 k W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) Win) Win) COND Main Web Web to Inner Flange 8.000" 1/8" 1/8" 0.15 7.42 0.020 3 k S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CARDS TIME: 01:41 PM PAGES 107 -----------------------------------------------------------------------------------------------7----------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME'- FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 11 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Pinned Base Plate SUBTYPE No Ext Corner - S Nuts LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ---- -------------------- CATEGORY -------- (kips) -------------- (kips) (kips) ------- FACTOR ------ STRENGTH -------- 1 DL + CLL + LL Std Des 3.60 -0.21 0.00 1.00 N 2 DL + WLL Std Des -0.64 -0.93 0.00 1.33 N 3 DL + WLR Std Des -0.17 1.58 0.00 1.33 N 4 D+CLL+EQL/1.4 Std Des 1.71 -0.15 0.00 1.33 N 5 D+CLL+EQR/1.4 Std Des 1.64 -0.03 0.00 :1..33 N 6 DL + CLL + 8LL + SLR Std Des 3.60 -0.2:1. 0.00 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. it DL+CL+2.80EQL Conns Category 2 Load Combination'- Does not apply to this Splice Type. 12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 13 DL + EWP Std Des -0.79 -1.25 0.00 1.33 N 14 DL + EWS Std Des -0.79 -1.25 0.00 1.33 N P A R T D I M E N S I O N S Column Sidewall Endwall Dimensions at Connection Flg. to Flg. Dimension 12.000" Offset from Structure Line 8.000" 6.000" Adjacent Depth Change Information Distance to Depth Change 251- 0.823" Flg. to Flg. Dimension 12.000" Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N- - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 108 ----------------------------------------------------------------------------------------------------------------------------------- ORDER #. 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND). (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 11 TYPE ----------------------------------------------------------------------------------------------------------------------------------- : Pinned Base Plate SUBTYPE : No Ext Corner - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042853 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 12.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PbA'1.'F&- OFI*SIFT t 0. 000" DESIGN STRESS RATIO t 0.041 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 0.058 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.031 S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 109 ---------------------------------------- ORDER # 070093 ------------------------------------------------------------------------------------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 11 TYPE Pinned Base Plate SUBTYPE No Ext Corner - S Nuts B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 0.160• 0.161 0.523 13.329 0.364 26.659 3 0.041 0.041 0.894 13.329 0.094 26.659 4 ToL•al Section is in Comprenni.on 0.000 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 6.6596 26.659- 6 Total Section is in Compression 0.000 10..000 0.000 20.000' 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.197 0.197 0.704 13.329 0.446 26.659 14 0.197 0.197 0.704 13.329 0.446 26.659 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 110 ----------------------------------------------------------------------------------------------------------------------------------- - ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME -;FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 11 TYPE Pinned Base Plate SUBTYPE : No Ext Corner S Nuts --------------7-----------------------------------------------------7-------------------------------------------------------------- SPLICE PLATE 0042853 COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 8.000" X 12.500" X 0.500" OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 - z -z•„ -+---------i 3.000" 4.1100" 12.000" 5.500" _.— +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W 0 W o W W W o W 0 W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF --------------- ----------------------------- S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/07/01 P L A T E S ------------------------- WELD SIZE ------------------------- --------- CADDS TIME: 01:41 PM --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) PAGES 111 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 11 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Pinned Base Plate SUBTYPE No Ext Corner - S Nuts F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW GOND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi)• (Ksi) COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flnnga 0.250 X 5.000 0.000 0.08 43.99 0.93 49.50 0.018 1 U.'✓.,U X G.000 0.500 0.02 43.99 0.93 49.50 0.018 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION 0.120 1.08 29.33 0.60 43.99 0.93 49.50 0.037 3 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION .SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND 1/8" 0.00 1.86 0.000 1 1/8" 0.00 1.86 0.000 1 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- --------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web Web to Splice Plate 1/8" 1/811 0.02 0.13 5.05 0.026 3 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 112 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) , (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 12 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ext Col - Roof Beam Knee SUBTYPE O/I Extens Flg LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ------------------------ CATEGORY -------- (kips) -------------- (kips) (in -k) -------- FACTOR ------ STRENGTH -------- 1 DL + CLL + LL Std Des 3.31 -0.21 -64.02 1.00 N' 2 DL + WLL Std Des -0.98 1.07 37.46 1.33 N 3 DL + WLR Std Des -0.50 -1.62 -30.17 1.33 N 4 D+CLL+EQL/1.4 Std Des 1..43 -0.1.0 -36.88 1.33 N 5 1)+CJA,+IDQR/1..4 furl Don 1..35 -0.011 ••'1,6.211 1..33 N 6 DL+ CLL + SLL + 9LR n1 -d Defi 3.33. -0.11. •-64.01 .1..00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns 1.53 -0.12 -65.54 1.70 Y 12 DL+CL+2.80EQR Conns 1.22 -0.05 14.48 1.70 Y 13 DL + EWP Std Des -1.13 1.55 66.63 1.33 N 14 DL + EWS Std Des -1.13 1.55 66.63 1.33 N P A R T D I M E N S I O N S Column Roof Beam Dimensions at Connection Flg. to Flg. Dimension. 12.000" 12.000" Part Slope 0.500 TO 12 Conn. Plate Angle (Degrees) 2.386 2.386 Offset from Structure Line 8.000" 0.125" Main Flange Dimensions Outer Flange Width 5.000" Thickness 0.250" inner Flange Width 5.000" Thickness 0.250" Adjacent Depth Change Information Distance to Depth Change 251- 0.823" 28'- 4.500" Flg. to Flg. Dimension 12.000" 12.000" Adj. P1. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 113 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 12 ---------- ------------------------------------------------------------------------------------------------------------------------ TYPE : Ext Col - Roof Beam.Knee SUBTYPE : 0/I Extens Flg S P L I C E P L A T E COLUMN SIDE ROOF BEAM SIDE PLATE TYPE STANDARD FLANGE PLATE PART NUMBER 0042867 ORIENTATION NORMAL PLATE WIDTH 6.000" 5.000" PLATE LENGTH 16.750" PLATE THICKNESS 0.375" 0.250" PLA'.Prf YIJTLD STRESS i 55.00 I(S:I: 515.00 I(n]: PLATTE OFFSET s 2. 3713" DESIGN STRESS RATIO 0.127 0.222 CONTROLLING GOND. 13 13 CONTROLLING LOCATION ..Inner Flg 2 Inner Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 2 2 4.125" 3.000" OUTER 2 2 4.125" 3.000" INNER 1 2, 1.125" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR S P L I C E D E S I G N - B O L T L O A D S / A L L 0 W A B L E S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 114 -----------------------------------------------------------------7----------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND; INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 12 TYPE : Ext Col - Roof Beam Knee SUBTYPE : O/I Extens Flg B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. -----=------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 1.311 0.698 0.000 0.000 0.142 21.000 4.274 43.999 2 0.000 0.000 0.724. 1.104 0.453 27.992 3.599 58.645 3 0.866 0.562 0.000 0.000 0.651 27.992 2.824 58.635 4 0.809 0.452 0.000 0.000 0.064 27.992 2.637 58.651 5 0.277 0.125 0.000 0.000 0.055 27.992 0.906 58.651 6 1.311 0.698 0.000 0.000 0.142 21.000 4.274 43.999 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 1.554 0.914 0.000 0.000 0.075 23.204 5.066 56.099 12 0.000 0.000 0.109 0.245 0.040 23.204 0.799 56.099 13 0.000 0.000 1.219 1.891 0.649 27.992 6.163 58.638 14 0.000 0.000 1.219 1.891 0.649 27.992 6.163 58.638 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO, OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 1.213 0.681 0.000 0.000 0.030 21.000 3.954 43.999 2 0.000 0.000 0.732 1.077 0.420 27.992 3.511. 58.645 3 .0.818 0.544 0.000 0.000 0.668 27.992 2.666 58.635 4 0.756 0.444 0.000 0.000 0.015 27.992 2.464 58.651 5 0.249 0.119 0.000 0.000 0.009 27.992 0.813. 58.651 6 1.213 0.681 0.000 0.000 0.030 21.000 3.954 43.999 7 Category 3 Load Combination - Does not apply"to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 1.467 0.901 0.000 0.000 0.023 23.204 4.783 56.099 12 0.000 0.000 0.104 0.219 0.001 23.204 0.716 56.099 13 0.000 0.000 1.229 1.835 0.611 27.992 5.982 58.638 14 0.000 OF.000 1.229 1.835 0.611 27.992 5.982 58.638 OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------+--- 1.125" 2.375" 3.000" 12.010" 8.500" 1 3.000" 1.125" -i-------------- +- 2.750"-+ W W 2.375" o W 0 W _ FFFFFFFFFFFFMSMSMSMSMSM W 0 W 0 W W W W W W W W W W W W W 12.000" W W W W W W W W W W W W W W o W o W FFFFFFFFFFFFMSMSMSMSMSM W — 0 W 0 W W --------•-•--•---------- v ------- MAIN STIFFENER 0042872 0.250 X 2.500 X 11.000 NS/FS MAIN WEB 0.120 MAIN STIFFENER 0042872 0.250 X 2.500 X 11.000 NS/FS S P L I C E D E S I G N - L A Y O U T S K E T C'H DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 115 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO.12 SPLICE # 12 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof, Beam Knee SUBTYPE : 0/1 Extens Flg SPLICE PLATE 0042867 COLUMN SIDE -->I<-- ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 16.750" X 0.375" USE EXIST. FLG.: 5.000" X 0.250" OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------+--- 1.125" 2.375" 3.000" 12.010" 8.500" 1 3.000" 1.125" -i-------------- +- 2.750"-+ W W 2.375" o W 0 W _ FFFFFFFFFFFFMSMSMSMSMSM W 0 W 0 W W W W W W W W W W W W W 12.000" W W W W W W W W W W W W W W o W o W FFFFFFFFFFFFMSMSMSMSMSM W — 0 W 0 W W --------•-•--•---------- v ------- MAIN STIFFENER 0042872 0.250 X 2.500 X 11.000 NS/FS MAIN WEB 0.120 MAIN STIFFENER 0042872 0.250 X 2.500 X 11.000 NS/FS S P L I C E D E S I G N - F L ANG E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/07/01 0.250 X 5.000 CADDS TIME: 01:41 PM 2.52 33.00 3.41 65.98 0.076 1 PAGES 116 ----------------------------------------------------- # 070093 BUILDER - NORTH VALLEY READY : MIX BLDR ORDER # 01-07 3.75 43.99 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS 0.090 BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 2.500 X 11.000 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 12 --------------------------- TYPE : ---------- Ext Col - ---------- Roof Beam Knee ---------------------- SUBTYPE -------------------- 0/I Extens -------------- Flg ---------------------------- W E B P L A T E S 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 -- SHEAR --- - TENSION - T X W X L EDGE ACT. ALLOW ACT. ALLOW COND T X -------- Inches --------- (In.) (Kai) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 2 Main Flange INNER 2 Main Flange ROOF BEAM SIDE OUTER 2 Main Stiffener 0042872 INNER 2 Main Stiffener 0042872 DESCRIPTION COLUMN SIDE Main Web ROOF BEAM SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate PART NO. 0.120 3.44 17.69 6.12 43.99 5.08 49.50 0.194 1 W E L D I N F O R M A T I O N 0.250 X 5.000 FL A N G E P L A T E S 2.375 2.52 33.00 3.41 65.98 0.076 1 0.250 X 5.000 2.365 3.75 43.99 4.47 49.50 0.090 1 0.250 X 2.500 X 11.000 2.375 1.42 33.00 2.66 65.98 0.043 1 0.250 X 2.500 X 11.000 2.375 2.26 43.99 3.64 49.50 0.072 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- SIZE -- SHEAR --- - TENSION - COMPRESSION• CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW GOND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.120 1.16 29.33 3.56 43.99 4.39 49.50 0.089 1 0.120 3.44 17.69 6.12 43.99 5.08 49.50 0.194 1 W E L D I N F O R M A T I O N FL A N G E P L A T E S FULL ----------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND YES 3/16" 3/16" 0.64 8.25 0.078 1 YES 3/16" 3/16" 0.96 11.00 0.087 13 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 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 ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate INNER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate ROOF BEAM SIDE DESCRIPTION 1/8" 1/8" 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 13 W E L D I N F DATE: 02/07/01 F L A N G E CADDS TIME: 01:41 PM FULL ------------------- WELD SIZE ------------------- PAGE:S 117 --------------------------------- ORDER # 070093 ------------------------------------------------------------------------------------------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 PENETRATION --------- BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 0.064 DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 13 SPLICE # 12 ----------------------------------------------------------------------------------------------------------------------------------- . TYPE : Ext Col - Roof Beam Knee SUBTYPE : 7.42 O/I Extens Flg 1/8" 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 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 ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate INNER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate ROOF BEAM SIDE DESCRIPTION 1/8" 1/8" 0.43 0.14 7.24 0.062. 13 W E L D I N F O R M A T I O N F L A N G E PL A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES --_----- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD. Out Face In Face Out Face In Face Win) Win) (k/in) COND 1/8" 1/8" 0.35 5.57 0.064 1 1/8" 0.15 . 2.47 0.061 13 1/8" 1/8" 0.56 7.42 0.076 13 1/8" 0.20 1.86 0.111 1 W E L D I N F O R M A T I O N J ti W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) Win) (k/in) COND Main Web Web to Inner Flange 17.000" 1/8" 1/8" 0.77 0.41 7.00 0.125 13 S P L I C E D E S I G N - A P P L I E D L O A D S S U•M M A R -Y DATE: 02/07/01 CARDS PAGES 118 TIME: 01:41 PM ----------------------------------------------------------- ORDER # 070093 BUILDER - NORTH ------------------------------------------------------------------------ VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH). (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 13 -------------------------------------------------------------------------------------------------------------------------------- TYPE : Miscellaneous SUBTYPE : In Ext - Can @ Eave - H f LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ------------------------ CATEGORY -------- (kips) ------- (kips) (in -k) --------------- FACTOR STRENGTH ------ -------- 1 DL + CLL + LL. Std Des 0.00 -2.98 -162.53 1.00 N 2 DL + WLL Std Des =0.12 1.70 97.50 1.33 N 3 DL + WLR Std Des -0.12 0.87 47.60 1.33 N 4 D+CLL+EQL/1.4 Std Des 0.19 -1.17 -63.53 1.33 N 5 D+CLL+EQR/1.4 Std Des -0.19 -1.17 -63.53 1.33 N 6 DL + CLL + SLL + SLR Std Des 0.00 -2.98 -162.53 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design-, 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type.. 13 DL + EWP Std Des -0.12 1.70 97.50 1.33 N 14 DL + EWS Std Des -0.12 1.70 . 97.50 1.33 N P A R T D I M E N S I O N S Canopy Column Roof Beam Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 15.565" 14.875" Part Slope 0.500 TO 12 0.500 TO.12 Conn. Plate Angle (Degrees) 2.386 2.386 Offset from Structure Line 8.000" 0.125" 0.125" Adjacent Depth Change Information Distance to Depth Change 0.000" 10.875" Flg. to Flg. Dimension 9' 9 Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CARDS TIME: 01:41 PM PAGE:S 119 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 13 TYPE ----------------------------------------=-------------------------------- : Miscellaneous SUBTYPE : ---------------------------------------------------------- In Ext - Can Q Eave - H S P L I C E P L A T E ROOF BEAM SIDE CANOPY SIDE PLATE TYPE END FLANGE STANDARD PART NUMBER 0031627 ORIENTATION REVERSED PLATE WIDTH 6.000" 6.000" PLATE LENGTH 18.500" PLATE THICKNESS 0.375". 0.375" PLATE YIELD STRESS 55.00 KSI 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.371 0.375 CONTROLLING GOND. 1 1 CONTROLLING LOCATION Outer Row 1 Outer Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW. IN ROW EDGE PREV ROW OUTER 1 2 1.750" INNER 3 2 9.500" 3.875" OUTER 2 2 4.500" 2.750" INNER 2 2 5.625" 3.875" INNER 1 2 1.750" ti'• S P L I C E D E S I G N - B 0 L T 'L G A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 120 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 13 TYPE : Miscellaneous SUBTYPE : In Ext - Can @ Eave - H B O L T L O A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 4.170 2.712 0.327 0.000 0.000 0.970 21.000 13.593 43.952 2 0.000 0.000 0.461 1.200 1.940 0.553 27.992 6.324 58.640 3 0.000 0.000 0.229 0.591 0.952 0.282 27.992 3.105 .58.649 4 1.604 1.038 0.112 0.000 0.000 0.376 27.992 5.228 58.64.6 5 1.656 1.082 0.144 0.000 0.000 0.382 27.992 5.398 58.646 6 4.170 2.712 0.327 0.000 0.000 0.970 21.000 13.593 43.952 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not.apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.000 0.000 0.461 1.200 1.940 0.553 27.992 6.324 58.640 14 0.000 0.000 0.461 1.200 1.940 0.553 27.992 6.324 58.640 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) CANOPY BEAM SIDE 1 4.167 2.699 0.298 0.000 0.000 0.970. 21.000 13.583 43.952 2 0.000 0.000 0.446 1.194 1.942 0.553 27.992 6.332 58.640 3 0.000 0.000 0.223 0.588 0.953 0.282 27.992 3.109 58.649 4 1.602 1.032 0.100 0.000 0.000 0.376 27.992 5.224 58.646 5 1.654 1.077 0.132 0.000 0.000 0.382 27.992 5.394 58.646 6 4.167 2.699 0.298 0.000 0.000 0.970 21.000 13.583 43.952 7 Category.3 Load Combination - Does.not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.000 0.000 0.446 1.194 1.942 0.553 27.992 6.332 58.640 14 0.000 0.000 0.446 1.194 1.942 0.553 27.992 6.332 58.640 ti'• 14.1 S P L I C E D E S I G N - L A Y O U T S K E T C H OUTSIDE FLANGE 1.750" DATE: 02/07/01 0.250 X 5.000 I W -+--- o W o CADDS TIME: 01:41 PM W 2.750" W PAGES 121 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 . BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) W DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 13 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Miscellaneous SUBTYPE : In Ext - Can @ Eave - H MAIN WEB BOLTS: 0.625" DIA A325 NO WASHERS ROOF BEAM SIDE -->I<-- CANOPY SIDE SPLICE PLATE 0031627 REVERSED USE END FLANGE : 6.000" X 0.375" W W 6.000" X 18.500" X 0.375" 14.1 +- 2.750"-+ -+---------+--- ----------------------------- OUTSIDE FLANGE 1.750" FFFFFFFFFFFFFFFFFFFFFFF 0.250 X 5.000 I W -+--- o W o W 2.750" W W -+--- 0 W 0 W W W W W W W W W W 14.875" W MAIN WEB 4.500" W 0.160 W W W W W W W W W W W -+--- o W o W 3.875" W W -+--- 0 W o W INSIDE FLANGE 3.875" FFFFFFFFFFFFFFFFFFFFFFF 0.250 X 5.000 _ 1 W INNER WEB GUSSET -+--- 0 W o 0.250 X 6.000 X 7.500 1.750" W W ---- - - �• - - - - - - - - ----- -------------------- - - - - - - Au --------------------- 14.1 188" OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.140 INSIDE FLANGE 0.250 X 5.000 INNER WEB GUSSET 0042908 0.312 X '3.500 X 8.000 r S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N 0042908 0.312 X 3.500 X 8.000 DATE: 02/07/01 43.99 15.36 49..50 0.310 1 W E L D I N F CADDS TIME: 01:41 PM F L A N G E P L A T E S PAGES 122 -- ------------------------------------- ORDER # 070093 BUILDER - NORTH -------------------------------------------------------------------------------------------- VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP. - Visalia SHEAR ALLOW CSR LOAD (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) COND YES DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 YES 3/16" 3/16" SPLICE # 13 -----------------------------------------------------7----------------------------------------------------------------------------- TYPE : Miscellaneous 0.030 SUBTYPE : In Ext - Can .@ Eave - H F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE OUTER 1 Main Flange 0.250 X 5.000 0.000 2.49 33.00 4.02 65.98 0.076 1 INNER 2 Main Flange 0.250 X 5.000 3.625 1.30 43.99 8.87 49.50 0.179 1 CANOPY BEAM SIDE OUTER 1 Main Flange 0.250 X 5.000 0.000 2.49 33.00 4.13 65.98 0,.075 1 INNER 2 Main Flange 0.250 X 5.000 3.612 .1.30 43.99 9.06 49.50 0.182 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR ---• - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW. ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE Main Web Inner Web Gusset CANOPY BEAM SIDE Main Web Inner Web Gusset ROOF BEAM SIDE DESCRIPTION OUTER 1 Main Flange End Flg to Outer Flg INNER 2 Main Flange End Flg to Splice P1 0.160 0.250 X 6.000 X 7.500 1.36 22.00 11.56 33.00 8.65 49.50 0.349 1 11.43 22.00 3.23 43.99 19.46 49.50 0.520. 1 0.140 1.55 22.00 13.20 33.00 8.83 49.50 0.400 1 0042908 0.312 X 3.500 X 8.000 5.39 22.00 2.67 43.99 15.36 49..50 0.310 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND YES 3/8" 0.64 8.25 0.078 1 YES 3/16" 3/16" 0.33 11.00 0.030 2 OUTER 1 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate CANOPY BEAM SIDE DESCRIPTION Main Web Web to Splice Plate Inner Web Gusset Gusset to Splice Plate Gusset to Inner Flange YES 3/8" 0.64 8.25 0.078 1 YES 3/16" 3/16" S P L I C E D E S I G N - W E L D I N F O R M A T I O N W E L D I N F O R M A T I O N - DATE: 02/07/01 W E B P L A T E S CARDS SIZE ------------------------- TIME: 01:41 PM ------------------------------------------------------------------------------------------------------------------------------------ MAXIMUM STRESSES -------- - LENGTH'- ---- FILLET --- . ----------PENETRATION --------- TENSION PAGES 123 ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 13 ----------------------------------------------------------------------------------------------------=------------------------------ TYPE : Miscellaneous SUBTYPE : In Ext - Can @ Eave - H W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH FILLET - ---- FILLET --- --------- PENETRATION --- - ----- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to End Flange 1/8" 1/8" 1.85 0.19 5.55 0.335 1 Inner Web Gusset Gusset to End Flange 1/8" 1/8" 0.81 7.42 0.109 2 Gusset to Inner Flange 3/16" 2.86 2.78 1.026 1 W E L•D I N F O R M A T I O N CANOPY BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL -------------------WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate CANOPY BEAM SIDE DESCRIPTION Main Web Web to Splice Plate Inner Web Gusset Gusset to Splice Plate Gusset to Inner Flange YES 3/8" 0.64 8.25 0.078 1 YES 3/16" 3/16" 0.33 11.00 0.030 2 W E L D I N F O R M A T I O N - W E B P L A T E S --------=---------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH'- ---- FILLET --- . ----------PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 1/8" 1/8" 3/16" 3/16" 1/8" 1.85 0.19 5.55 0.334 1 0.83 11.13 0.075 2 1.68 1.86 0.907 1 S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 124 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME. # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 14 TYPE Intermediate Roof Beam SUBTYPE 0/I Extens - Comp Beam ------------------------ ---------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL -SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH --------=--------------------------------------------- ------ -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -279.15 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 279.15 1.00 N 1 DL + CLL + LL Std Des 0.00 0.60 39.99 1.00 N 2 DL + WLL Std Des 2.09 -0.10 -15.71 1.33 N 3 DL + WLR Std Des -1.30 -0.32 11.87 1.33 N 4 D+CLL+EQL/1.4 Std Des 0.67 0.17 26.63 1.33 N 5 D+CLL+EQR/1.4 Std Des -0.66 0.30 11.43 1.33 N 6 DL + CLL + SLL + SLR Std Des 0.00 0.60 39.99 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. .8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 13 DL + EWP Std Des -1.82 -0.63 53.28 1.33 N 14 DL + EWS Std Des -1.82 -0.63 53.28 1.33 N P A R T D I M E N S I O N S Lower Upper Roof Beam Roof Beam Dimensions at Connection Flg. to Flg. Dimension i 12.000" 12.000" Adjacent Depth Change Information Distance to Depth Change 101- 0.000" 251- 0.000" Flg. to Flg. Dimension 15.565" 12.000" Adj. P1. Angle (Degrees) 0.000 0.000 DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 125 ---------------------------------------------------=------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 14 ----------------------------- TYPE : ----------------------------------------------------------------------------------------------------- Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042866 ORIENTATION NORMAL . PLATE WIDTH 6.000" PLATE LENGTH 16.750" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET ' 2.375" DESIGN STRESS RATIO 0.991 CONTROLLING GOND. +50% CONTROLLING LOCATION Side 1 Inner Flg 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM. DIST FROM ROW IN ROW EDGE PREV ROW ROW _ IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 1 .2 1.125" 1 S P L I C E D E S I G N - B 0 L T L 0 A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 126 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12m SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 14 TYPE : Intermediate Roof Beam SUBTYPE : O/I Extens - Comp Bea B 0 L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE -50% 10.835 0.000 0.000 21.000 35.318 44.000 +50% 0.000 10.835 0.000 21.000 35.318 44.000 1 0.000 1.552 0.492 21.000 5.061 43.987 2 0.228 0.000 0.079 27.992 0.743 58.651 3 0.000 0.743 0.262 27.992 2.424. 58.649 4 0.000 0.897 0.137 27.992 2.925 58.651 5 0.000 0.584 0.246 27.992 1.904 58.649 6 0.000 1.552 0.492 21.000 5.061 43.987 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.000 2.452 0.512 27.992 7.993 58.642 14 0.000 2.452 0.512 27.992 7.993 58.642 B O L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv A11. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) UPPER ROOF BEAM SIDE -500 10.800 0.000 0.000 21.000 35.205 .44.000 +50% 0.000 10.800 0.000 21.000 35.265 44.000 1 0.000 1.548 0.492 21:000 5.045 43.987 2 0.215 0.000 0.079 27.992 0.703 58..651 3 0.000 0.743 0.262 27.992 2.424 58.649 4 0.000 0.892 0.137 27.992 2.908 58.651 5 0.000 0.583 0.246 27.992 1.903 58.649 6 0.000 1.548 0.492 21.000 5.045 43.987 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.000 2.449 0.512 27.992 7.983 58.642 14 0.000 2.449 0.512 27.992 7.983 58.642 S P L I C E D E S I G N - L A Y O U T S K E T.0 H DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 127 ----------------------------=------------------------------------------------------------------------------------------------------ ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR .ORDER # 01-07.. BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH. UBC 97 .500 TO 12 SPLICE # 14 TYPE : Intermediate Roof Beam SUBTYPE : O/I Extens - Comp Beam --------------------------------------------------------------- -------------------------------------------------------------------- SPLICE PLATE 0042866 LOWER ROOF BEAM SIDE --> <-- UPPER ROOF BEAM SIDE BOLTS: 0.62511 -DIA A325 NO WASHERS 6.000" X 16.750" X 0.375" +- 2.750"-+ -+---------+--- ----------------------------- ---+- 1.125" 1 1 2.375" 2.375" -+--- I 0 0 — I– OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.160 INSIDE FLANGE 0.250 X 5.000 12.. 000" 14.500" 1 -+--- 1.125" -+------------- FFFFFFFFFFFFFFFFFFFFFFF W W W W W W W W W W W W W W W W W W W W W W, W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF 0 0 12.1 .r OUTSIDE FLANGE 0.250 X 5.000 100" MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 128 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 14 --------------------------------------------------------------------------------------- TYPE Intermediate Roof Beam SUBTYPE ---------------------------------------------- O/I Extens - Comp Beam F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE OUTER 2 Main Flange 0.250 X 5.000 2.375 17.34 33.00 14.16 49.50 0.525 -50% INNER 2 Main Flange 0.250 X 5.000 2.375 17.34 33.00 14.16 49.50 0.525 +50% UPPER ROOF BEAM SIDI!; OUTER 2 Main Flange 0.250 X 5.000 2.375 17.28 33.00 14.77. 49.50 0.524 -50% INNER 2 Main Flange 0.250 X 5.000 2.375 17.28 33.00 14.72 49.50 0.524 +50% W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW -ACT. ALLOW GOND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE Main Web 0.160 0.31 22.00 0.00 33.00 13.69 49.50 0.275 -50% UPPER ROOF BEAM SIDE Main Web 0.120 0.42 22.00 0.00 33.00 14.25 49.50 0.287 +50% W E L D I N F O R M A T I O N LOWER ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 4.47 8.25 0.542 -50% INNER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 4.47 8.25 0.542 +50% Main Web Web to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION 1/8" .. 0.05 1.86 0.027 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL -------------------WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND YES 3/16" 3/16" 4.42 8.25 0.536' -50% YES 3/16" 3/16" 4.42 8.25 0.536 +50% W E L D I N F O R M A T I O N W E B P L A T E S ------------ ---- ------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - FILLET - --------- PENETRATION --------- TENSION SHEAR ALLOW CSR, LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web Web to Splice Plate 1/8" 0.05 1.86 0.027 1 S P L I C E D E S I G N - W E L D I N FORMAT I O N DATE: 02/07/01 CADDS PAGE:S 129 TIME: 01:41 PM -------------------------- I---------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" —20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 14 -------------------------------------------------------------------------------------------------------------------------- TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam W E L D I N F O R M A T I O N LOWER ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) Win) COND Main Web Web to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION 1/8" .. 0.05 1.86 0.027 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL -------------------WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND YES 3/16" 3/16" 4.42 8.25 0.536' -50% YES 3/16" 3/16" 4.42 8.25 0.536 +50% W E L D I N F O R M A T I O N W E B P L A T E S ------------ ---- ------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - FILLET - --------- PENETRATION --------- TENSION SHEAR ALLOW CSR, LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web Web to Splice Plate 1/8" 0.05 1.86 0.027 1 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CARDS TIME: 01:41 PM PAGES 130 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 . BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 15 TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens -Comp Beam ---------------------------------------------------------------------------------------------.---------------- ---------------- - -- - - - LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------------------------------------ ------ -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -279.15 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 279.15 1.00 N 1 DL +'CLL + LL Std Des -0.02 0.22 80.98 1.00 N 2 DL + WLL Std Des 1.97 -0.07 -17.22 1.33 N 3 DL + WLR Std Des -1.41 0.00 -21.95 1.33 N 4 D+CLL+EQL/1.4 Std Des 1.14 0.10 32.62 1.33 N 5 D+CLL+EQR/1.4 Std Des -1.15 0.10 35.41 1.33 N 6 DL + CLL + SLL +.SLR Std Des -0.02 0.22 80.98 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. it DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 13 DL + EWP Std Des .-1.91 0.02 -32.96 1.33 N 14 DL + EWS Std Des -1.91 0.02 -32.96 1.33 N P A R T D I M E N S I O N S Lower Upper Roof Beam Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 12.000" Adjacent Depth Change Information Distance to Depth Change 251- 0.000" 271- .6.000" Flg. to Flg. Dimension 12.000" 12.000" Adj. Pl. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - B 0 L T S / S P L I C E P L A T.E DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 131 -------------------------------------------------------------------------------------------------------------------------------.---- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) .(WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 15 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042866 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH _ 16.750" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.988 CONTROLLING COND. +505k CONTROLLING LOCATION Side 1 Inner Flg 2 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 1 2 1.125" S P L I C E D E S I G N - B O L T 'L 0 A D S / A L L O W A B L E S DATE: 02/07/01, CADDS TIME: 01:41 PM PAGE:S 132 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 15 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi). (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE -50$ 10.800 0.000 0.000 21.000 35.205 44.000 +50% 0.000 10.800 0.000 21.000 35.205 44.000 1 0.000 3.137 0.179 21.000 10.226 43.998 2 0.200 0.000 0.055 27.992 0.941 58.651 3 1.153 0.000 0.000 27.992 3.759 58.651 4 0.000 1.026 0.082 27.992 3.346 58.651 5 0.000 1.614 0.080 27.992 5.263 58.651 6 0.000 3.137 0.179 21.000 10.226 43.998 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type.. 13 1.686 0.000 0.018 27.992 5.496 58.651 14 1.686 0.000 0.018 27.992 5.496 58.651 B O L T L 0 A D S / A L L O W A.B L' E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) UPPER ROOF BEAM SIDE -50% 10.800 0.000 0.000 21.000 35.205 44.000 +50% 0.000 10.800 0.000 21.000 35.205 44.000 1 0.000 3.137 0.179 21.000 10.226 43.998 2 0.288 0.000 0.055 27.992 0.941 58.651 3 1.153 0.000 0.000 27.992 3.759 58.651 4 0.000 1.026 0.082 27.992 3.346 58.651 5 0.000 1.614 0.080 27.992 5.263 58.651 6 0.000 3.137 0.179 21.000 10.226 43.998 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 1.686 0.000 0.018 27.992 5.496 58.651 14 1.686 0.000 0.018 27.992 5.496 58.651 OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 +- 2.750"-+ -+---------+--- ----------------------------- ---+- 1.125" 1 1 2.375" 2.375" -+--- 0 0 12.000" 14.500" 1.125" -+------------- P'1.1,FFFle1!'It, p'lrIrpFFj'IPP'L irjr p p W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF 0 0 12.1 OUTSIDE FLANGE 0.250 X 5.000 100" MAIN WEB 0.120 — INSIDE FLANGE 0.250 X 5.000 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 133 -------------------------------------------------------------------------------------=--------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT -"BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia . (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 15 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Intermediate Roof Beam SUBTYPE : O/I Extens - Comp Beam SPLICE PLATE 0042866 LOWER ROOF BEAM SIDE -->I<-- UPPER ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 16.750" X 0.375" OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 +- 2.750"-+ -+---------+--- ----------------------------- ---+- 1.125" 1 1 2.375" 2.375" -+--- 0 0 12.000" 14.500" 1.125" -+------------- P'1.1,FFFle1!'It, p'lrIrpFFj'IPP'L irjr p p W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF 0 0 12.1 OUTSIDE FLANGE 0.250 X 5.000 100" MAIN WEB 0.120 — INSIDE FLANGE 0.250 X 5.000 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 134 ----------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 _------ BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 15 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam F L A N G E P L A T E S ----------- MAXIMUM STRESSES ---=------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE -OUTER 2 Main Flange 0.250 X 5.000 2.375 17.28 33.00 14.72 49.50 0.524 -50% INNER 2 Main Fln nge 0.250 X 5.000 2.375 17.28 33.00 14.72 49.50 0.524 +509' UPPER ROOF BEAM SIDE OUTER 2_ Main Flange 0.250 X 5.000 2.375 17.28 33.00 14.72 49.50 0.524 -50% INNER2 Main Flange 0.250 X 5.000 2.375 17.28 33.00 14.72 49.50 0.524 +50% W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (KSi) (Ksi) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE Main Web 0.120 0.15 22.00 0.00 33.00 14.25 49.50 0.287 +50% UPPER ROOF BEAM SIDE Main Web 0.120 0.15 22.00 0.00 33.00 14.25 49.50 0.287 +50% W E L D I N F O R M A T I O N LOWER ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------ -.------ WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET -7 -- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 4.42 8.25 0.536 -50% INNER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 4.42 8.25 0.536 +50� Main Web Web to Splice P'I.ato UPPER ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION Main Web Web to Splice Plate S P L I C E D E S I G N - W E L D I N F O R M A T I O N W E L D I N F DATE: 02/07/01 F L A N G E P L A T E S CADDS TIME: 01:41 PM .FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- PAGE:S 135 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 4.42 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 4.42 DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF BO MPH UBC 97 .500 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 15 TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam ------------------------- WELD SIZE ------------------------- -------- W E L D I N F OR M A T I O N - LENGTH - ---- FILLET ------------ PENETRATION --------- LOWER ROOF BEAM SIDE LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND 1/811 W E B P L A T E S 0.02 1.86 0.010 1 DESCRIPTION ---------------=--------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) GOND Main Web Web to Splice P'I.ato UPPER ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION Main Web Web to Splice Plate 0.02 1.86 0.010 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S .FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND YES 3/16" 3/16" 4.42 8.25 0.536 -50* YES 3/16" 3/16" 4.42 8.25 0.536 +50% W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND 1/811 0.02 1.86 0.010 1 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 136 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 16 TYPE : Ridge SUBTYPE : O/I Extens - Comp Bm ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN. AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------------------------------------ ------ -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -279.15 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 279.15 1.00 N 1 DL + CLL + LL Std Des 0.21 0.04 88.17 1.00 N 2 DL + WLL Std Des 1.84 -0.06 -24.49 1.33 N 3 DL + WLR Std Des 1.66 -0.1:1. -74.60 1.33 N 4 D+CLL+8QL/1.4 Std lies 1..30 -0.05 33.54 1.33 N 5 D+CLL+EQR/1.4 Std lies 1.28 -0.04 33.87 1.33 N 6 DL +CLL + SLL + SLR Std Des 0.21 0.04 88.17 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL+CL+2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 13 DL + EWP Std Des -2.03 0.08 -4.76 1.33 N 14 DL + EWS Std Des -2.03 0.08 -4.76 1.33 N P A R T D I M E N S I O N S Left Right Roof Beam Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" Part Slope 0.500 TO 12 Conn. Plate Angle (Degrees) 2.386 Adjacent Depth Change Information Distance to Depth Change 271- 6.000" Flg. to Flg. Dimension 12.000" Adj. P1. Angle (Degrees) 0.000 12.000" 0.500 TO 12 2.386 32'- 6.000" 12.000" 0.000 .f S P L I C E D E S -I G N - B O L T S / S P L I C E P L A T E DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 137 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 16 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ridge SUBTYPE : 0/I Extens - Comp Bm S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042866 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 16.750" PLATE THICKNESS 0.375" PLA'I'TF, YIPI#D STRE.013 t 55.00 I(SI PhATIP, OIYFSDPl.' i 2.3'7!5" DESIGN STRESS RATIO 0.988 'CONTROLLING COND. -50% CONTROLLING LOCATION Side 1 Outer Flg 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 1 2 1.125" .f S P L I C E D E S I G N - B 0 L T L O A D S / A L L O W A B L E S DATE: 02/07/01 CARDS PAGES 138 TIME: 01:41 PM -------------------- ------------------------------------------------------------------------------------------------ ORDER # 070093 - BUILDER NORTH READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # Visalia 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) '(CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 16 -------------------------------------------------------------------------------------------------------------------- TYPE : Ridge SUBTYPE : O/I Extens - Comp Bm B 0 L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) -----7------------------------ (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE -5096 10.792 0.000 0.000 21.000 35.177 44.000 +5096 0.000 10.800 0.000 21.000 35.205 44.000 1 0.000 3.366 0.038 21.000 10.973 43.999 7. 0.5119 0.000 0.011 211.992 1.800 50.651 3 0.616 0.000 0.035 2'7.992 2.009 58.651 4 0.000 1.014 0.009 27.992 3.307 58.651 5 0.000 1.046 0.011 27.992 3.409 58.651 6 0.000 3.366 0.038 21.000 10.973 43.999 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.672 0.345 0.005 27.992 2.192 58.651 14 0.672 0.345 0.005 27.992 2.192 58.651 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) RIGHT ROOF BEAM SIDE -50% 10.792 0.000 0.000 21.000 35.177 44.000 +50% 0.000 10.800 0.000 21.000 35.205 44.000 1 0.000 3.366 0.038 21.000 10.973 43.999 2 0.579 0.000 0.011 27.992 1.888 58.651 3 0.616 0.000 0.035 27.992 2.009 58.651 4 0.000 1.014 0.009 27.992 3.307 58.651 5 0.000 1.046 0.011 27.992 3.409 58.651 6 0.000 3.366 0.038 21.000 10.973 43.999 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. ' 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.672 0.345 0.005 27.992 2.192 58.651 14 0.672 0.345 0.005 27.992 2.192 58.651 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 139 ----------=----------------------------------------------------------------------------7------------------------------ ORDER # 070093 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 - BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 16 TYPE : Ridge SUBTYPE : 0/I Extens - Comp'Bm ----------------------------------------------------------------------------------------------------------------------------- SPLICE PLATE 0042866 - LEFT ROOF BEAM SIDE -->I<-- RIGHT ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 16.750" X 0.375" +- 2.750"-+ -+---------+--- ----------------------------- ---+- 1.125" I 2.37511 2.375" r OUTSIDE FLANGIE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 I 12.010" 14.500" 1 lrl!'Lr�r[r�rlrlrlrp�lrp�lrlrlrlrlrlrp�lr�rlrlr . .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 -+--- I 0 0 1.125" 12A OUAS.CUIE I. LANQIC 0.250 X 5.000 110" MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 0 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/07/01 CADDS PAGES 140 TIME: 01:41 PM --------7----------------------------------------------------------------------------7--------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR.ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (I,IVE)' (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 16 ---------------------------------------------------------- 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 GOND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE OUTER 2 Main Flange 0.250 X 5.000 2.375 17.28 33.00 14.73 49.50 0.524 -50% 1NNI✓R. 7. Main Flange 0.250 X 5.000 7..3G5 17.30 33.00 14.72 49.50 0.524 +50t RIGHT ROOF BEAM SIDE OUTER 2 • Main Flange 0.250 X 5.000 2.375 17.28 33.00 14.73 49.50 0.524 -50% INNER 2 Main Flange 0.250 X 5.000 2.365 17.30 33.00 14.72 49.50 ,.0.524 +5096 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE Main Web 0.120 0'.03 22.00 0.00 33.00 14.25 49.50 0.287 +50% RIGHT ROOF BEAM SIDE Main Web 0.120 0.03 22.00 0.00 33.00 14.25 49.50 0.287 +50% W E L D I N F O R M A T I O N LEFT ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL -------------------WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ----, --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/'in) (k/in) COND OUTER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" INNER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 4.42 4.43 8.25 0.536 -50% 8.25 0.537 +50% Main web Web to Splice Plate RIGHT ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate RIGHT ROOF BEAM SIDE DESCRIPTION Main Web Web to Splice Plate S P L I C E D E S I G N - W E L D I N F O R M A T I O N W E L D I N F DATE: 02/07/01 F L A N G E P L A T E S CADDS TIME: 01:41 PM FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- PAGE:S 141 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX TENSION BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 (k/in) (k/in) PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia 4.42 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 8.25 0.537 DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 16 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ridge SUBTYPE O/I Extens - Comp Bm WELD SIZE ------------------------- -------- MAXIMUM STRESSES-------- W E L D I N F O R M A T I O N TENSION SHEAR ALLOW CSR LEFT ROOF BEAM SIDE Near S. Far S. Near Side Far Side Win) Win) Win) GOND 1/8" W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET --- - ----- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near .--- S. Far S. Near Side Far Side (k/in) '(k/in) (k/in) COND Main web Web to Splice Plate RIGHT ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate RIGHT ROOF BEAM SIDE DESCRIPTION Main Web Web to Splice Plate 1.86 0.002 6 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND YES 3/16" 3/16" 4.42 8.25• 0.536 -50% YES 3/16" 3/16" 4.43 8.25 0.537 +50% W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES-------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) GOND 1/8" 1.86 0.002 6 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 142 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 17 TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ----------------------------•-------------------------- ---- - - -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -279.15 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 279.15 1.00 N 1 DL + CLL + LL Std Des 0.27 1.38 -3.17 1.00 N 2 DL + WLL Std Des -1.46 -0.25 -5.77 1.33 N 3 DL + WLJR Std DOA 1.79 -0.36 9.54 1.33 N 4 D+CLL+JEQL/1.4 Std Don -0.84 0.60 -0.05 :1..33 N 5 D+CLL+EQR/1.4 Std Des 1.07 0.60 -3.15 1.33 N 6 DL + CLL + SLL + SLR Std Des 0.27 1.38 -3.17 1.00 N 7 PD+PC+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 PD+PC+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 9 0.85P(DL+CL)+2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 0.85P(DL+CL)+2.80EQR Axial T Category 4 -Load Combination - Does not apply to Splice Design. 11- DL+CL+2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL+CL+2.BOEQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 13 DL + EWP Std Des -2.02 -0.27 -11.10 1.33 N 14 DL + EWS Std Des -2.02 -0.27 -11.10 1.33 N P A R T D I M E N S I O N S Lower Upper Roof Beam Roof -Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 12.000" Adjacent Depth Change Information Distance to Depth Change 301- 0.000" 321- 6.000" Flg. to Flg. Dimension 12.000" 12.000" Adj. P1. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E - DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S. 143 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 17 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Intermediate Roof Beam SUBTYPE 0/I Extens — Comp Beam S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042866 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 16.750" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 K3I PLATE OFFSET s 2.375" DESIGN STRESS RATIO 0.988• CONTROLLING GOND. +50% CONTROLLING LOCATION Side1 Inner Flg 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.62511. BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 1 2 1.125" S P L I C E D E S I G N - B 0 L T L 0 A D S / A L L O W A B L E S DATE: 02/07/01 CADDS TIME: 01:41 PM PAGE:S 144 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE ---------------------------------------------------------------------------------------------------------7------------------------- # 17 TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------(Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE -50% 10.800 0.000 0.000 21.000 35.205 44.000 +50P6 0.000 10.800 0.000 21.000 35.205 44.000 1. 0.069 0.000 1.3.21 21.000 0.225 43.937 2 0.563 0.:1.1;6 0.205 27.992 '1.83*1 58.650 3 0.000. 0.055 0.290 27.992 0.182 58.648 4 0.240 0.181 0.489 27.992 0.784 58.643 5 Total Section is in Compression 0.488 27.992 0.000 58.643 6 0.069 0.000 1.121 21.000 0.225 43.937 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.887 0.122 0.219 27.992 2.893 58.650 14 0.887 0.122 0.219 27.992 2.893 58.650 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) UPPER ROOF BEAM SIDE -50% 10.800 0.000 0.000 21.000 35.205 44.000 +50% 0.000 - 10.800 0.000 21.000 35.205 44.000 1 0.069 0.000 1.121 21.000 0.225 43.937 2 0.563 0.166 0.205 27.992 1.837 58.650 " 3 0.000 0.055 0.290 27.992 0.182 58.648 4 0.240 0.181 0.489 27.992 0.784 58.643 5 Total Section is in Compression 0.488 27.992 0.000 58.643 6 0.069 0.000 1.121 21.000 0.225 43.937 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Category 2 Load Combination - Does not apply to this Splice Type. 13 0.887 0.122 0.219 27.992 2.893 58.650 14 0.887 0.122 0.219 27.992 2.893 58.650 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/07/01 CADDS TIME: 01:41 PM PAGES 145 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 17 TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam ----------------------------------------------------------------------------------------------------------------------------------- SPLICE PLATE 0042866 LOWER ROOF BEAM SIDE --> <-- UPPER ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 16.750" X 0.375" +- 2.750"-+ -+---------+--- ----------------------------- ---+- 1.125" 1 1 2.375" 2.375" -+--- I o 0 ---I— OUTSIDE FLANGE 0.250 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 12.000" 14.500" 1 1.125" -+------------- 1'T'FF1rFFFFFFFFFFFFFFFFFF W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF 0 0 12. OUTSIDE FLANGE 0.250 X 5.000 )00" MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 LOWER ROOF BEAM SIDE Main Web 0.120 UPPER ROOF BEAM SIDE Main Web 0.120 LOWER ROOF BEAM SIDE DESCRIPTION FULL STRENGTH OUTER 2 Main Flange Flange to Splice Plate YES INNER 2 Main Flange Flange to Splice Plate YES 0.96 22.00 0.00 33.00 14.25 49.50 0.287 +50%' 0.96 .22.00 0.00 33.00 14.25 49.50 0.287 +50% W E L D I N F O R M A T I O N F L A N G E P L A T E S ,------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND 3/16" 3/16" 3/16" 3/16" 4.42 4.42 8.25 0.536 -50$ 8.25 0.536 +50% S P L I C E D E S I G N - F LANG E A N D W E B P LAT E I N FORMAT I O N DATE: 02/07/01 CADDS PAGE:S 146 TIME: 01:41 PM ----------------------------------------- ORDER - # 070093 BUILDER NORTH -------------------------------------------------------------------------- VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 530-345-7296 - PROJ NAME FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 SPLICE # 17 --------------------------------------------------------------------------------------------------------------------- TYPE : Intermediate Roof Beam SUBTYPE : 0/I Extens - Comp Beam F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Kai) (Kai) (Ka i)• (Kai) LOWER OUTER ROOF BEAM SIDE 2 Main Flange 0.250 X 5.000 2.375 17.28 33.00 14.72 49.50 0.524 -50% I:NNIr,R 7.Main IrIntige 0.250 X 5.000 2.375 :1.7.20 33.00 14.72 49.50 0.524 +50i UPPER OUTER ROOF BEAM SIDE 2 Main Flange 0.250 X 5.000 2.375 17.28 33.00 14.72 49.50 0.524 750% INNER 2 Main Flange 0.250 X 5.000 2.375 17.28 33.00 14.72 49.50 0.524 +50% W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION . CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Kai) (Kai) (Kai) (Kai) (Kai) (Kai) LOWER ROOF BEAM SIDE Main Web 0.120 UPPER ROOF BEAM SIDE Main Web 0.120 LOWER ROOF BEAM SIDE DESCRIPTION FULL STRENGTH OUTER 2 Main Flange Flange to Splice Plate YES INNER 2 Main Flange Flange to Splice Plate YES 0.96 22.00 0.00 33.00 14.25 49.50 0.287 +50%' 0.96 .22.00 0.00 33.00 14.25 49.50 0.287 +50% W E L D I N F O R M A T I O N F L A N G E P L A T E S ,------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND 3/16" 3/16" 3/16" 3/16" 4.42 4.42 8.25 0.536 -50$ 8.25 0.536 +50% Main web Web to Splice Plate' 1./8" 0.11 1.86 0.062 1 W E L D I N F O R M A T- I O N UPPER ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL -------------------WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION YES 3/16" S P L I C E D E S I G N - W E L D I N F O R M A T I O N 8..25 0.536 -50% DATE: 02/07/01 3/16" 4.42 8.25 0.536 CADDS TIME: 01:41 PM L D I N F O R M A T I O N PAGE:S 147 -------------------------------------7--------------------------------------------------------------------------------------------- ORDER # 070093 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 01-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT -'BOB PARSONS BLDR.PHONE # 530-345-7296 PROJ NAME - FTC ALMOND, INC. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) LOAD DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 125'-0" 27'-0" 20 PSF 80 MPH UBC 97 .500 TO 12 COND SPLICE # 17 --------------------------------------------7-------------------------------------------------------------------------------------- TYPE : Intermediate Roof Beam SUBTYPE : O/I Extens - Comp Beam W E L D I N F O R M A T I O N LOWER ROOF BEAM SIDE W E B P L A T E S DESCRIPTION WELD SIZ------------------------- ------------------------ E -------- MAXIMUM STRESSES -------- -- - LENGTH - ---- FILLET --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main web Web to Splice Plate' 1./8" 0.11 1.86 0.062 1 W E L D I N F O R M A T- I O N UPPER ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL -------------------WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION YES 3/16" 3/16" 4.42 8..25 0.536 -50% YES 3/16" 3/16" 4.42 8.25 0.536 +50% W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) Win) Win) COND Main Web Web to Splice Plate 1/8" 0.11 1.86 0:062 1