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Home My WebLink About000-000-002• BUTLER H ENGINEERING DATA mom DATE: 02/20/92 DATA: 3 WGS : 3' ZE: B ON GO 4853 BUTLER MANUFACTURING COMPANY ENGINEERING DATA CUSTOMER: DON BROWN LOCATION: CHICO, CALIFORNIA BUILDER: NORTH VALLEY -READY -MIX BUILDING SIZE: 75'X90'X16'4" LRF 1:12 BMC ORDER NO.: *04-033542-1 BUILDER ORDER NO.: 92-11 TABLE OF CONTENTS PAGE DESIGN CRITERIA D1 SPECIFICATIONS 1 ROOF SECONDARIES 5 WALL SECONDARIES 15 ENDWALL STRUCTURALS 19 LONG. BRACING 23 WALL PANEL G04-00 ROOF PANEL G03-00 MISCELLANEOUS DESIGN NA FRAME DESIGN F1 FRAME CONNECTIONS S1 F Wo No. C 045618 Exp. 12-3184 cl I� OF • • DATE: 02/20/92 D E S I G N C R'I T E R I A R E P O R T TIME: 03:10 PM _____ ------------------------------------------ ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN COMPLEX - NO (TYPE) (WIDTH.) (LENGTH) (HEIGHT) (LIVE) UNIT # 1 BLDG DESCRIPTION LRF 75' 0"90, KNEE)90, 0" (COLUMN16,4"2020 PSF (COLUMN SHAPE) LSW: TAPERED RSW: TAPERED LSW: HORIZONTAL RSW: HORIZONTAL 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 Dead Load 2.2 + Frame Weight Built-up Sections ......................... Fy',= 50 ksi min. Wide flange Sections (unless noted) ....... Fy = 36 ksi min. Cold -formed Members up to .120 thickness .. Fy = 55 ksi min. over .120 thickness .. Fy = 50 ksi min. Galvanized Material .. Fy = 42 ksi min. Brace Rods up to 3/4" diameter ............ Fy = 80 ksi min. over 3/4" diameter ............ Fy = 70 ksi min. Roof Cover BRII 28 Gage ........... Fy = 80 ksi min. Wall Cover BRII 28 Gage ........... Fy = 80 ksi min.. Wall Cover BRII 28 Gage ........... Fy = 80 ksi min. Wall Cover --------------------------------------------------------------- OPEN 0 PD1200DDC PAGE Z31 ---------------------------------- BLDR ACCOUNT # 20-04-007-90 ENGR GRP - Visalia (WIND) (CODE/YEAR) (SLOPE) 80 MPH UBC 88 1.000:12 (GIRT DEPTH) LSW 8" --RSW 8" ------------------------ ------------------------------------------------------- 3. SPECIFIED DESIGN LOADS AND BUILDING CODE 3.1 BUILDING CODE: _The 1988 edition of the "Uniform Building Code" by the International Conference of Building Officials (ICBG). 3.2 DESIGN LOADS Dead Load 2.2 + Frame Weight Roof Live Load 20 psf Collateral Load 0 psf Wind Speed 80 mph Wind Exposure Factor B Seismic Zone 3 Snow Importance Factor 1.000 Wind Importance Factor 1.000 . Seismic Importance Factor 1.000 MBMA County Ground Snow 0 psf Building Use Category 1 DATE: 02/20/92 D E S I G N TIME: 03:10 PM 0-00-01 GLOBAL DATA ------------------------------------------------------------------ ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX' BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 COMPLEX - NO. (TYPE) (WIDTH) (LENGTH) UNIT # 1 BLDG -DESCRIPTION LRF 75' 0" 90' 0" ------------------------------------------------------------------ DA T A R E P O R T PD120ODSN LRP DESIGN SPECIFICATIONS PAGE 1 ------------------------------------------------------------------ BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 PROJ NAME - DON BROWN ENGR°GRP - Visalia (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 16' 4" 20 PSF 80 MPH UBC 88 1.000:12 ------------------------------------------------------------------ 1 -DESCRIPTION 1.1 GENERAL The primary structural system consists of rigid frames designed as clear span or with interior columns as a modular rigid frame. The end. frames' consist of "C"Section simple beams and posts or an H -Section modular rigid frame. Purlins and eave struts spanning between the frames support the roof panels. The wall panels span from the base to the eave and may be supported at the intermediate points by girts spanning between the frames. 1.2 RIGID FRAMES The rigid frames consist of tapered or straight welded -up plate section exterior columns and roof beams with bolted splices. For modular frames, interior columns are straight sections. The minimum yield of the steel used for flanges and webs is 50 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 55 ksi minimum yield material except that material greater than 0.120" thick is 50 ksi ainimum 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 50 ksi. 1.4 SECONDARY FRAMING The secondary framing consists of purlins, girts, and eave struts cold -formed from 55 ksi minimum yield material. Purlins and girts are 2-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: 02/20/92 D E S I G N D.A T A R E P O R T PD120ODSN TIME: 03:10 PM 0-00-01 GLOBAL DATA LRP DESIGN SPECIFICATIONS PAGE 2 ----------------------------- ------=------------------- ---- ----------------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF -----75'- 0" ----------90'--0"---------16, 4" ---20 PSF 80 MPHUBC88 1.000:12 -------------=--------------------- ---- ------------------------------------- 3 METHOD OF ANALYSIS 3.1 RIGID FRAMES The rigid frame is designed using the stiffness analysis method. The frame is designed with pinned connections at the column bases. Modular frames with interior columns are designed with pinned connections at the column top. The indeterminate reaction analysis for this frame uses the energy method considering bending only. To account for the changing sections of the frame, summations are obtained by dividing the frame into a number of individual sections and adding the frame coefficients of these sections. 3.2 ENDWALL FRAMING Endwall framing has two options. Option 1 consists of light gage "C" section endwall roof beams designed as simple span, simple span with cantilever, or two span continuous supported by endwall posts designed as pinned end members. Option 2 consists of H -Section roof beams and posts designed as modular rigid frames with or without endwall bracing. 3.2.1 Light Gage "C" Section Option 3.2.1.1 Endwall Posts Endwall posts will be designed as pinned end members (simple span) to resist the moment and shear caused by wind load from the tributary wall area; the axial load caused by the vertical forces (dead load, live load, uplift) from the tributary roof area; and the bending moment caused by the eccentricity of the vertical forces (roof beam attached to the endwall post flange). All roof and wall loads will be considered uniformly distributed. Except for the addition of the moment caused by the roof beam eccentricity, endwall posts will be assumed to be loaded through the shear center. The posts will be considered adequately braced against torsional-flexuraly buckling by the panels and girts. Girt locations will be considered inner and outer flange brace points. Moments and forces will be determined in accordance with the above specifications and procedures. 3.2.1.2 Endwall Roof Beams Endwall roof beams will be designed as simple span, simple span with cantilever, or two span continuous members. All connections will be considered to provide pinned end support. The roof beams will be designed to resist the shear and moment caused by the dead load, live load, and wind uplift applied to the tributary roof area. The endwall panel weight (1.1 psf x eave height) will be deducted from the applied uplift load. The purlin clips will brace the top and bottom.flange of all roof beams. Allowable moment capacity will be computed in accordance with the AISI Specification. Moments and forces will be determined in accordance with the above specifications and procedures. 3.2.2 H -Section Option The rigid frame endwall consists of straight welded -up plate section corner columns, endwall posts, and roof beams with bolted splices. The minimum yield of the steel used for flanges and webs is 50 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. D E S I G N D A T A R E• P 0 R T PD1200DSN . DATE: 02/20/92 LRF DESIGN SPECIFICATIONS 0-00-01 GLOBAL DATA PAGE TIME: 03:10 PM ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOODBLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (SLOPE) COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) UNIT # 1 BLDG DESCRIPTION LRF 75' 0" 90, 0" 16, 4" 20 PSF 80 MPH ----UBC--88---- 1000:12 ----------------------------------------------------------- 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. D E S I G N D A T A R E P O R T PD120ODSN DATE: 02/20/92 0-00=01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 4 TIME: 03:10 PM ----------------------------------- _____03_10_________________ ----- --------------------------------- # 033542 BUILDER - NORTH VALLEY READY-MIX BLDR ORDER # 92-11 BLDR ACCOUNT ENGR GRP # 20-04-007-90 - Visalia BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN (HEIGHT) ALIVE) (WIND) (CODE/YEAR) (SLOPE) COMPLEX - NO (TYPE) (WIDTH) (LENGTH) 4"00012 PSF 80 MPH------UBC- 88 1.------ UNIT ------- ----__--_20 # 1 BLDG DESCRIPTION LRF 75' 0" 90' 0"---_-_---16' ---------------------- ----------- ------------------------ 3.4.1 Roof And Sidewall Bracing to be in all buildings is a parallel chord Pratt truss in the roof and "X" diagonal rod. The standard wind bracing provided 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 braced bay it is building and the strut whose load the brace rod is transferring down the roof. If more than one Hence the sum computed exists, above is divided assumed that the accumulated wind load is distributed equally to each braced bay. load by the cosine of the angle between by the number of braced bays. The rod load is determined by dividing the strut 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: 02/20/92 D E S I G N D A T A R E P O R T PD120ODSN TIME: 03:10 PM 1-02-01 ROOF STRUCTURALS LEFT SIDEWALL EAVE STRUTS -----PAGE ------------------------------------------------------------------------------------------------------ ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-09-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND] (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 75' 0" 90' 0" 16' 4" 20 PSF 80 MPH UBC 1.000.12 -- -------------------------------------------------------------- , SPANS AND UNIFORM LOADS( FT a PSF) +---------------------- --------------------------------------+ BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT -----------------------------------------------+ 1 22.00 1.99 1.2 0.0 20.0 0.0 0.0' 2 22.50 1.99 1.2 0.0 20.0 0.0 0.0 3 22.50 1.99 1.2 0.0 20.0 0.0 0.0 4 22.00 1.99 1.2 0.0 20.0 0.0 0.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS --------------------------------------------------- BAY LOCATION/ NUMBER POSITION +------------------------------------------------------------------------------------- 1 11.75 TOP 2 _ 11.25 TOP 3 11.25 TOP 4 10.25 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 + LL -.0.02 0.06 -0.02 -0.06 2 DL + WL (S) 0.00 0.00 0.00 0.00 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY SHEAR 4 BENDING ** STRUT ! XC ACTVC ACTMC CSRC. LD ACT ! ------------------------------------------+ --------------------------------------------- ***** 11.0 0.1 COMBINED AXIAL i D E S I G N D A T A R E P O R T ALLV CSRV PD120ODSN DATE: 02/20/92 ACTM ALLM 1-02-01 ROOF STRUCTURALS CSRB LD LEFT SIDEWALL EAVE STRUTS 11.0 PAGE 6 TIME: 03:10 PM 0.00 29.30 0.296 1 1 9.7 0.053 1 11.3 34.6 111.4 ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX 2 3 BLDR ORDER # 92-11 1 BLDR ACCOUNT # ENGR GRP - 20-04-007-90 Visalia BLDR CONTACT - ANDY WOOD 29.30 BLDR PHONE # 916-345-7296 PROJ (HEIGHT) NAME - DON BROWN (LIVE) (WIND) (CODE/YEAR) (SLOPE) COMPLEX - NO 0.00 (TYPE) (WIDTH) 1 (LENGTH) 16' 4" 20 PSF 80 MPH UBC 88 1.000.12 UNIT # 1 BLDG DESCRIPTION ------------------------------------------------------------ LRF 75' 0." 90' 0" SECTION PROPERTIES (ACTUAL FURNISHED PART) -----------------=---------------------------------+ LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA I% I BAY PART (IN) (IN) (IN) (RSI) (IN) (IN) (IN) (IN 2) (IN **4) (IN**4) NUMBER NUMBER (IN) ---------------- ---- ---- ------------------+ ---- -- ---------------------------------- 269-4 8.00 0.094 0.060 ------------ 55.00 3.50 0.31 1.13 1.53 15.32 2. 1 0540224 2 0540189 269-4 8.00 0.094 0.060 55.00 3.50 0.31 1.13 1.53 15.32 2.63 2.63 3 0540189 269-4 8.00 0.094 0.060 55.00 3.50 0.31 1.13 1.53 1.53 15.32 15.32 2.63 4 0540224 269-4 8.00 0.094 0.060 55.00 3.50 0.31 1.13 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY SHEAR 4 BENDING ** STRUT LOAD XC ACTVC ACTMC CSRC. LD ACT *********** SHEAR **********" ------------------------------------------+ --------------------------------------------- ***** 11.0 0.1 COMBINED AXIAL i BENDING ********** 27.1 BAY NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD 9.7 0.052 -------------------------------------------------- 1 11.0 33.0 111.4 0.00 29.30 0.296 1 1 0.0 0.5 0.0 0.5 9.7 0.053 1 11.3 34.6 111.4 0.00 291. 30 0.310 1 2 3 0.0 0.5 9.7 0.053 1 11.3 34.6 111.4 0.00 29.30 0.310' 1 4 22.0 -0.5 9.7 0.052 1 11.0 .33.0 111.4 0.00 29.30 0.296 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 ------------------------------------------+ * COMBINED SHEAR 4 BENDING ** STRUT LOAD XC ACTVC ACTMC CSRC. LD ACT ALLOW ------------------------------------------+ 11.0 0.1 33.0 0.088 1 4.5 27.1 11.3 0.1 34.6 0.096 1 1.1 26.7 11.3 0.1 34.6 0.096 1 1.1 26.7 11.0 -0.1 33.0 0.088 1 1.1 26.8 = 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 J DATE: 02/20/92 D E S I G N TIME: 03:10 PM 1-02-01 ROOF STRUCTURALS ----------------------------------------------------------------- - ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-729 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT # 1 BLDG DESCRIPTION LRF 75' 0" 90' 0" -------------------=--------------------------------------------- SPANS AND UNIFORM LOADS( FT a PSF) +------------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +------------------------------------------------------------+ 1 22.00 1.99 1.2 0.0 20.0 0.0 0.0 2 22.50 1.99 1.2 0.0 20.0 0.0 0.0 3 22.50 1.99 1.2 0.0 20.0 0.0 0.0 4 22.00 1.99 1.2 0.0 20.0. 0.0 0.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. D A T A R E P O R T PD1200DSN RIGHT SIDEWALL EAVE STRUTS PAGE 7 ------------------------------------------------------------------ BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 6 PROJ NAME - DON.BROWN ENGR GRP -'Visalia (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 16' 4" 20 PSF 80 MPH UBC 88 .1.000:12 ------------------------------------------------------------------- EAVE STRUT BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +-----------------------------,-------------------------------------------------------------------------------+ 1 11.75 TOP 2 11.25 TOP 3 11.25 TOP 4 10.25 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 + LL -0.02 0A6 -0.02 -0.06 2 DL + WL (S) 0.00 0.00 0.00 0.00 0 DATE: 02/20/92 D E S I G N D A T A R E P O R T PD120ODSN TIME: 03:10 PM 1-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS PAGE 8 ------------------------------------------------------------------------------------------------------- ORDER N 033542 BUILDER NORTH VALLEY READY -MIX BLDR ORDER A 92-11 BLDR ACCOUNT 4 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE 9 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia COMPLEX- NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 75, 0"-----------90' 0"-16, 40 ---------20- PSF 80 MPH UBC 88----1.000:12 --------------------------------- ---- ---- -------- SECTION PROPERTIES (ACTUAL FURNISHED PART) ------------------ ------------------------- --------------------------------------------- f *------- ----------- BAY R------- ; : ---+ 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) (IA 4) --------------------------------------------------------------------------------------+ 1 0540224 269-4 8.00 0.094 0.060 55.00 3.50 0.31 1.13 1.53 15.32 2.63 2 0540189 269-4 8.00 0.094 0.060 55.00 3.50 0.31 1.13 1.53 15.3'2 2.63 3 0540189 269-4 8.00 0.094 0.060 55.00 3.50 0.31 1.13 1.53 15.32 2.63 4 0540224 269-4 8.00 0.094 0.060 55.00 3.50 0.31 1.13 1.53 15.32 2.63 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY --------------------------------------------------------------------------------- ---------i*------------+ BAY SHEAR "* " " " " *" " " COMBINED AXIAL 4 BENDING " "'** "" * COMBINED SHEAR 4 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 0.5 9.7 0.052 1 11.0 33.0 111.4 0.00 29.30 0.296 1 11.0 0.1 33.0 0.088 1 4.5 27.1 2 0.0 0.5 9.7 0.053 1 11.3 34.6 111.4 0.00 29.30 0.310 1 11.3 0.1 34.6 0.096 1 1.1 26.7 3 0.0 0.5 9.7 0.053 1 11.3 34.6 111.4 0.00 29.30 0.310 1 11.3 0.1 34.6 0.096 1 1.1 26.7 4 22.0 -0.5 9.7 0.052 1 11.0 33.0 111.4 0.00 29.30 0.296 1 11.0 -0.1 33.0 0.088 1 1.1 26.8 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 PURLIN BRACE LOCATIONS + -------------------------------------- BAY LOCATION/_ NUMBER POSITION ------------------------------------------------------------ 1 11.75 TOP 2 11.25 TOP 3 11.25 TOP 4 10.25 TOP NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL ------------+ -----------+ D E S I G N D A T A R E P O R T PD120ODSN DATE: 02/20/92 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 9 TIME: 03:10 PM ---------------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) COMPLEX - # 1 BLDG DESCRIPTION LRF ' . 75' 0" 90' 0" 16' 4" .20 PSF 80 MPH 1.000:12 UNIT ---------------------------------------------------------------------------------- -------- -- --UBC--88 SPANS AND UNIFORM LOADS (FT 4 PSF) +-------------------------------------------------------------------------------------t LAP PURLIN BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE +-------------------------------------------------------------------------------------+ 1.2 0.0 20.0 0.0 13.1 1.00 CONTINUOUS 1 22.00 2 22.50 5.00 5.00 1.2 0.0 20.0 0.0 13.1 .2.00 1.00 CONTINUOUS 3 22.50 5.00 1.2 0.0 20.0 0.0 13.1 1.00 2.00 CONTINUOUS 4 22.00 5.00 1.2 0.0 20.0 0.0 13.1 1.00 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF) +------------------------------------------------------------+ BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +------------------------------------------------------------+ 1 22.00 4.49 1.2 0.0 20.0 0.0 23.8 2 22.50 4.49 1.2 0.0 20.0 0.0 23.8 3 22.50 4.49 1.2 0.0 20.0 0.0 23.8 4 22.00 4.49 1.2 0.0 20.0 0.0 23.8 PURLIN BRACE LOCATIONS + -------------------------------------- BAY LOCATION/_ NUMBER POSITION ------------------------------------------------------------ 1 11.75 TOP 2 11.25 TOP 3 11.25 TOP 4 10.25 TOP NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL ------------+ -----------+ i D E S I G N D A T A R E P O R T PD1200DSN DATE: 02/20/92 1-02-01 ROOF STRUCTURALS LEFT'SLOPE PURLINS PAGE 10 TIME: 03:10 PM ------------------ # 033542 BUILDER NORTH ------------------------------------------------------------------------------------- VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # ENGR GRP - 20-04-007-90 Visalia ORDER BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON (HEIGHT) BROWN (LIVE) (WIND) (CODE/YEAR) (SLOPE) COMPLEX - NO (TYPE) (WIDTH) (LENGTH) 0" PSP 80 MPHUBC88 12 1.------ UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------ 75' 0" 90' --16_--4"3333------20 LOAD COMBINATIONS END FORCES -+----------------------------3333----3333-+ FRONT EW REAR EW SHEAR' MOMENT SHEAR MOMENT NO DESCRIPTION (K) AIN -K) (K) (IN -K) +-----------------------------------------+ 1 DL + LL -0.05 0.15 -0.05 -0.15 2 DL + WL (S) 0.02 -0.08 0.02 0.08 SECTION PROPERTIES (ACTUAL FURNISHED PART) --------------------------AREA -------------------+ +--------------3333--3333-- -----3333-------------------3333-- LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX ly BAY PART (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN :• *• 2) (IN 4) •• (IN 4) NUMBER NUMBER (IN) ------ -------- -------- --------- --------- --+ +---------03057-- ----------------------------------------------3333-- 8.00 0.068 0.063 55.00 2.63 0.25 0.81 0.98 9.52 1.66 1 0530572 293-4 5 '0530447 293-4 8.00 0.060 0.060 55.00 2.63 0.25 0.75 0.86 8.35 1.40 2 3 0530447 293-4 8.00 0.060 0.060 55.00 2.63 0.25 0.75 0.86 8.35 9.52 1.40 1.66 4 0530572 293-4 8.00 0.068 0.063 55..00 2.63 0.25 0.81 0.98 NOTES: MINTHK = MINIMUM DESIGN THICKNESS i DATE: 02/20/92 D E S I G N D A T A R E P O R T PD120ODSN 1-02-01 ROOF STRUCTURALS' LEFT SLOPE PURLINS PAGE 11 TIME: 03:10 PM ___________________ ORDER # 033542 BUILDER,- NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 75' 0" 90' 0" 16' 4" 20 PSF 80 MPH UBC 88 1.000.12 ------------------------------------------------------ DESIGN DATA SUMMARY ----------=-=----------------------------------------- t------- ********** ** COMBINED SHEAR & BENDING ** STRUT LOAD BAY *********** SHEAR '******'* " " " " " * " COMBINED AXIAL i BENDING NUM XV ACTV ' ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC -----ACTVC ACTMC ----CSRC LD ACT ALLOW ---------------------------------------------------------------------+ ---------------------------------------- - 6.4 1 21.0 -1.3 3.6 0.378 1 21.0 -50.9 67.4 0.00 15.40 0.755 1 21.0 -1.3 -50.9 0.713 1 2 2.0 1.1 2.4 0.442 1 2.0 -39.1 56.2 0.00 12.40 0.697 1 2.0 1.1 39.1 0.676 1 9.6 3 20.5 -1.1 2.4 0.442 1 20.5 -39.1 56.2 0.00 12.40 0.697 1 20.5 -1.1 -39.1 0.676 1 9.6 4 1.0 1.3 3.6 0.378 1 1.0 -50.9 67.4 0.00 15.40 0.755 1 1.0 1.3 -50.9 0.713 1 6.4 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT ALLOW DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (*,indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND PERIMETER LOADS (FT s PSF) +----------------------- -------------------------------------+ BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT -------------------------------------------------------------- 1 ----------------------------------------------+1 22.00 4.49 1.2 0.0 20.0 0.0 23.8 2 22.50 4.49' 1.2 0.0 20.0 0.0 23.8 3 22.50 4.49 1.2 0.0 20.0 0.0 23.8 4 22.00 4.49 1.2 0.0 20.0 0.0 23.8 PURLIN BRACE LOCATIONS BAY LOCATION/ NUMBER POSITION +---------------------------------------------------------------------------------------------------------------+ 1 11.75 TOP 2 11.25 TOP 3 11.25 TOP 4 10.25 TOP NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL D E S I G N D A T A R E P O R T PD120ODSN DATE: 02/20/92 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 12 TIME: 03:10 PM # 033542 BUILDER - NORTH VALLEY READY ________________ -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 ENGR GRP - Visalia ORDER BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN . (LIVE) (WIND) (CODE/YEAR) (SLOPE) COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) 16' 4 20 PSF 80 MPH USC 88 100012 UNIT # 1 BLDG DESCRIPTION -------=----------------------------------------------------- LRF 75' 0" 90' 0" _---------- --- -- ------__ SPANS AND UNIFORM LOADS (FT i PSF) UNIFORM LOADS LAP PURLIN BAY SPAN LOAD WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE NUMBER ---------------------------------------------------------------+ 1.2 0.0 20.0 0.0 13.1 1.00 CONTINUOUS 1 22.00 5.00 5.00 1.2 0.0 20.0 0.0 13.1 2.00 1.00 CONTINUOUS 2 22.50 3 22.50 5.00 1.2 0.0 20.0 0.0 13.1 1.00 2.00 CONTINUOUS 4 22.00 5.00 1.2 0.0 20.0 0.0 13.1 1.00 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT s PSF) +----------------------- -------------------------------------+ BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT -------------------------------------------------------------- 1 ----------------------------------------------+1 22.00 4.49 1.2 0.0 20.0 0.0 23.8 2 22.50 4.49' 1.2 0.0 20.0 0.0 23.8 3 22.50 4.49 1.2 0.0 20.0 0.0 23.8 4 22.00 4.49 1.2 0.0 20.0 0.0 23.8 PURLIN BRACE LOCATIONS BAY LOCATION/ NUMBER POSITION +---------------------------------------------------------------------------------------------------------------+ 1 11.75 TOP 2 11.25 TOP 3 11.25 TOP 4 10.25 TOP NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +----------------------------=-+-----------------------------------------+ FRONT.EW REAR EW DATE: 02/20/92 D E S I G N D A T A R E P 0 R T. PD120ODSN TIME: 03:10 PM 1-02-01 ROOF STRUCTURALS ----------------------------------------------------------------------------- '(K) RIGHT SLOPE PURLINS PAGE 13 ---------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 1 DL + LL PROJ NAME - DON BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ----------------------------- # 1 BLDG DESCRIPTION LRF 75' 0" 90' 0" -------------------------------------------------------------------------------- 16' 4- 20 PSP 80 MPH UBC 88 1.000:12 LOAD COMBINATIONS END FORCES +----------------------------=-+-----------------------------------------+ FRONT.EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION '(K) (IN -K) (K) (IN-K) +------------------------------+----------------------------=------------+ 1 DL + LL -0.05 0.15 -0.05 -0.15 2 DL + WL (S) 0.02 -0.08 0.02 0.08 SECTION PROPERTIES (ACTUAL FURNISHED PART) +---------------------------------------------------------------------------------------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IR IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +---------------------------------------------------------------------------------------------------------------+ 1 0530572• 293-4 8.00 0.068 0.063 55.00 2.63 0.25 0.81 0.98 9.52 1.66 2 0530447 293-4 8.00 0.060 0.060 55.00 2.63 0.25 0.75 0.86 8.35 1.40 3 053044.7 293-4 8.00 0.060 0.060 55.00 2.63 .0.25 0.75 0.86 8.35 1.40 4 0530572 293-4 8.00 0.068 0.063 55.00 2.63 0.25 0.81 0.98 9.52 1.66 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 02/20/92 D E S I G N D A T A R E P O R T PD120ODSN TIME: 03:10 PM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 14. -------------------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90- BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------75'--0"-----------90'--0"----------- UBC 88 1.000:12 16' 4" 20 PSF 80 MPH -- DESIGN DATA SUMMARY -----------------------+ -------------------------------------------------------------------------------------- BAY *********** SHEAR *********** ****** "*** COMBINED AXIAL a BENDING *****"'*** ** COMBINED SHEAR 4 BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW ---------------------------------------------------------------------------------------------------------------------- 1 21.0 -1.3 3.6 0.378 1 21.0 -50.9 67.4 0.00 15.40 0.755 1 21.0 -1.3 -50.9 0.713 1 6.4 2 2.0 1.1 2.4 0.442 1 2.0 -39.1 56.2 0.00 12.40 0.697 1 2.0 1.1 -39.1 0.676 1 9.6 3 20.5 -1.1 2.4 0.442 1 20.5 -39.1 56.2 0.00 12.40 0.697 1 20.5 -1.1 -39.1 0.676 1 9.6 4 1.0 1.3 3.6 0.378 1 1.0 750.9 67.4 0.00 15.40 0.755 1 1.0 1.3 -50.9 0.713 1 6.4 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT ' (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 02/20/92 D E S I G N D A T A R E P O R T PD120ODSN TIME: 03:10 PM 1-03-01 SIDEWALL STRUCTURALS LEFT SIDEWALL GIRTS PAGE 15 -------—--- ------------------------------------------------------------------------------------------------------------—-- ORDER # 033542 BUILDER — NORTH VALLEY READY—MIX BLDR ORDER # 92-11 BLDR ACCOUNT '# 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN ENGR GRP — Visalia COMPLEX — NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT'# 1 BLDG DESCRIPTION LRF 75' 0" 90' 0". 16' 4" 20 PSF 80 MPH UBC a8----1_000_12 --------------------------------------------------------------------------------------- ------ SPANS AND UNIFORM LOADS (FT a PSF) +---------------------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS LAP GIRT NUMBER WIDTH WPRESS WSUCT LEFT RIGHT TYPE +---------------------------------------------------------------------+ 1 22.00 4.75 14.3 13.1 1.00 CONTINUOUS 2 22.50 4.75 14.3 13.1 2.00 1.00 CONTINUOUS 3 22.50 4.75 14.3 13.1 1.00 2.00 CONTINUOUS 4 22.00 4.75. 14.3 13.1 1.00 CONTINUOUS GIRT BRACE LOCATIONS ----------------------+ BAY LOCATION/ NUMBER POSITION +-------------------------------------+ 1 NO BRACES.FOR THIS SECTION 2 NO BRACES FOR THIS SECTION 3 NO BRACES FOR THIS SECTION 4 NO BRACES FOR THIS SECTION NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION GIRT LOCATIONS +------------------------------- BAY NUMBER +------------------------------- 1 7.50 9.50 2 7.50 9.50 3 7.50 9.50 4 7.50 9.50 -------------------------------------------------------------------------------+ GIRT LOCATIONS -------------------------------------------------------------------------------+ • 0 DATE: 02/20/92 D E S I G N D A T A R E P O R T TIME: 03:10 PM 1-03-01 SIDEWALL STRUCTURALS LEFT SIDEWALL GIRTS ORDER ------------------------------------------------------------ # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) UNIT --------------------------------- # 1 BLDG DESCRIPTION LRF 751 0" ----------- --90_0"---------16'--4"----------20 - -- 293-4 PSF SECTION PROPERTIES (ACTUAL FURNISHED PART) XV ACTV ALLV CSRV +-------------------------------------------------------------------------- LENGTH DEPTH THICK MINTHK FY FLG RAD BAY NUMBER PART NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) +-------------------------------------------------------------------------- 0550245 293-4 8.00 0.060 0.060 55.00 2.63 0.25 1 2 0550245 293-4 8.00 0.060 0.060 55.00 2.63 0.25 3 0550245 293-4 8.00 0.060 0.060 55.00 2.63 0.25 4 0550245 293-4 8.00 0.060 0.060 55.00 2.63 0.25 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) ----------------------------------------------- BAY *******w***w SHEAR *►*****►**** NUMBER XV ACTV ALLV CSRV LD -------------- ! 1.40 0.75 0.86 21.0 -0.8 3.3 0.257 1 2 2.0 0.7 3.3 0.207 1 3 20.5 -0.7 3.3 0.207 1 4 1.0 0.8 3.3 0.257 1 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM CSRB XC ACTVC ACTMC CSRC LD PD120ODSN PAGE 16 -------------------------------- BLDR ACCOUNT # •20-04-007-90 ENGR GRP - Visalia (WIND) (CODE/YEAR) (SLOPE) 80 MPH ------UBC- 88 1.000:12 LIP AREA IX IY (IN) (IN**2) (IN**4) (IN**4) --------------------------------- 0.75 0.86 8.35 1.40 0.75 0.86 8.35 1.40 0.75 0.86 8.35 1.40 0.75 0.86 8.35 1.40 ---------------------------------- BENDING ************** XM ACTM ALLM CSRB LD ------------------------------------- 8.2 -27.8 52.7 0.527 2 2.0 -24.5 74.8 0.327 1 20.5 -24.5 74.8 0.327 1 13.7 -27.8 ' 52.7 0.527 2 ------------------------------------ ** COMBINED SHEAR & BENDING ***** XC ACTVC ACTMC CSRC LD -----------------------------------+ 21.0* -0.8 -31.8 0.245 1 2.0 0.7 -24.5 0.149 1 20.5 -0.7 -24.5 0.149 1 1.0 0.8 -31.8 0.245 1 = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN. -KIPS) = ALLOWABLE MOMENT (IN. -KIPS) = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR AT COMBINED LOCATION = MOMENT AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK GIRT BRACE LOCATIONS +-------------------------------------+ BAY LOCATION/ NUMBER POSITION +-------------------------------------+ 1 NO BRACES FOR THIS SECTION 2 NO BRACES FOR THIS SECTION 3 NO BRACES FOR THIS SECTION 4 NO BRACES FOR THIS SECTION NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS -------------------------------- NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION GIRT LOCATIONS +---------------------------------- D E S I G N D A T A R E P O R T PD1200DSN DATE: 02/20/92 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS PAGE 17 TIME: 03:10 PM ------ 1 7.50 ---------------------------------------------------=---------------------------------------------------------------------- # 033542 BUILDER -.NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 Visalia ORDER BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN (LIVE) ENGR GRP - (WIND) (CODE/YEAR) (SLOPE) COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) 16'4_----------20 PSF 80 MPH USC 88 1.000:12 UNIT # 1 BLDG• DESCRIPTION LRF =---------------------------------------------------- 75' 0" -----90' 0" ------------- -- SPANS AND UNIFORM LOADS (FT 4 PSF) --------------------------------------------------------------+ GIRT BAY SPAN LOAD UNIFORM LOADS LAP NUMBER WIDTH WPRESS WSUCT LEFT RIGHT TYPE --------------------------------------------------------+ 13.1 1.00 CONTINUOUS 1 22.00 4.75 14.3 2 22.50 4.75 14.3 13.1 2.00 1.00 CONTINUOUS 3 22.50 4.75 14.3 13.1 1.00 2.00 CONTINUOUS 4 22.00 4.75 14.3 13.1 1.00 CONTINUOUS GIRT BRACE LOCATIONS +-------------------------------------+ BAY LOCATION/ NUMBER POSITION +-------------------------------------+ 1 NO BRACES FOR THIS SECTION 2 NO BRACES FOR THIS SECTION 3 NO BRACES FOR THIS SECTION 4 NO BRACES FOR THIS SECTION NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS -------------------------------- NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION GIRT LOCATIONS +---------------------------------- BAY NUMBER ----------------------------- ------ 1 7.50 9.50 ' 2 7.50 9.50 3 7.50 9.50 4 7.50 9.50 ----------------------------------------------------------------------------+ GIRT LOCATIONS ----------------------------------------------------------------------------+ w DATE: 02/20/92 D E S I G N D A T A R E P O R T TIME: 03:10 PM 1-03-01 SIDEWALL STRUCTURALS ------------------------------------ RIGHT SIDEWALL GIRTS ---------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX 0550245 BLDR ORDER # 92-11 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) UNIT -------------------------------------------------------------------------------------------------- # 1 BLDG DESCRIPTION LRF 75' 0" 90' 0" 16' 4" 20 PSF SECTION PROPERTIES (ACTUAL FURNISHED PART) + ----------------------------------------- BAY PART LENGTH DEPTH THICK NUMBER NUMBER (IN) (IN) (IN) +----------------------------------=------ (IN) 1 0550245 293-4 8.00 0.060 2 0550245 293-4 8.00 0.060 3 0550245 293-4 8.00 0.060 4 0550245 293-4 8.00 0.060 NOTES: MINTHK = MINIMUM DESIGN THICKNESS 9 PD120ODSN PAGE 18 -------------------------------- BLDR ACCOUNT # 20-04-007-90 ENGR GRP - Visalia (WIND) (CODE/YEAR) (SLOPE) 80 MPH UBC 88 1.000:12 -------------------------------- --------------------------------------------------------------------+ MINTHK FY FLG RAD LIP AREA IX IY (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) --------------------------------------------------------------------+ 2 2.0 0.7 3.3 0.207 1 0.060 55.00 2.63 0.25 0.75 0.86 8.35 1.40 0.060 55.00 2.63 0.25 0.75 0.86 8.35 1.40 0.060 55.00 2.63 0.25 0.75 0.86 8.35 1.40 0.060 55.00 2.63 0.25 0.75 0.86 8.35 1.40 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) + ---------------------------------------------- BAY tR►tttttRRRt SHEAR ttttRRR*RtR* NUMBER XV ACTV ALLV CSRV LD +---------------------------------------------- CSRB 1 21.0 --0.8 3.3 0.257 1 2 2.0 0.7 3.3 0.207 1 3 20.5 -0.7 3.3 0.207 1 4 1.0 0.8 3.3 0.257 1 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM CSRB XC ACTVC ACTMC CSRC LD -----------------------------------------------7 ------ ------------------ RRRRRRttRtt BENDING ************** ** COMBINED SHEAR & BENDING ***** XM ACTM ALLM CSRB LD XC ACTVC ACTMC CSRC LD ----------------------------------------=---------------------------------+ 8.2 -27.8 52.7 0.527 2 21.0 -0.8 -31.8 0.245 1 2.0 -24.5 74.8 0.327 1 2.0 0.7 -24.5 ' 0.149 1 20.5 -24.5 74.8 0.327 1 20.5 -0.7 -24.5 0.149 1 13.7 -27.8 52.7 0.527 2 1.0 0.8 -31.8 0.245 1 = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN. -KIPS) = ALLOWABLE MOMENT (IN. -KIPS) = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET), FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR AT COMBINED LOCATION = MOMENT AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (• indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK DATE: 02/20/92 D E S I G N D A T A R E P O R T TIME: 03:10 PM 1-04-01 ENDWALL STRUCTURALS FRONT ENDWALL GIRTS ------------------7------------------------------------------------------------------------------- ORDER # 033542 BUILDER — NORTH VALLEY READY—MIX BLDR ORDER # 92-11 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN COMPLEX — NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) UNIT # 1 BLDG DESCRIPTION LRF 75' 0" 90' 0" 16' 4" 20 PSF -----------=-------------------------------------------------------------------------------------- SPANS AND UNIFORM LOADS (FT.4 PSF) +---------------------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS LAP GIRT NUMBER WIDTH WPRESS WSUCT LEFT RIGHT TYPE +---------------------------------------------------------------------+ 1 NO EW GIRTS FOR THIS EW SECTION 2 NO EW GIRTS FOR THIS EW SECTION 3 25.00 4.75 14.3 13.1 SIMPLE GIRT BRACE LOCATIONS +-------------------------------------+ BAY LOCATION/ NUMBER POSITION +-------------------------------------+ 1 NO.BRACES FOR THIS SECTION 2 NO BRACES FOR THIS SECTION 3 NO BRACES FOR THIS SECTION NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +-------------=----------------+ 1 WIND PRESSURE 2 WIND SUCTION GIRT LOCATIONS +------------------------------------------------------------------------- BAY GIRT, NUMBER LOCATIONS +------------------------------------------------------------------------- 3 7.50 9.50 .40 PD120ODSN PAGE 19 ---------------------------------- BLDR ACCOUNT # 20-04-007-90 ENGR GRP — Visalia (WIND) (CODE/YEAR) (SLOPE) 80 MPH UBC 88 1.000:12 ---------------------------------- SECTION PROPERTIES (ACTUAL FURNISHED PART) +--------------------------------------------------------------------------------------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) _(IN**4) (IN**4) +--------------------------------------------------------------------------------------------------------------+ 3 0550255 271-2 9.50 .0.074 0.069 55.00 2.75 0.25 0.88 1.20 16.05 2.11 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 02/20/92 D E S I G N D A T A R E P O R T PD1200DSN TIME: 03:10 PM 1-04-01 ENDWALL STRUCTURALS FRONT ENDWALL GIRTS---PAGE 20 -------------------------------------------------------------------------------------------------------- ---------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/REAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF -75' 0" -----90'- 0" --------16' 4" -----20 PSF 80 --MPH------UBC 88 1.000:12 ------------------------------------------------- ------------------------- DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) +----------------------------------------------------------------------------------------------------------------------=--+ BAY *******'*'*: SHEAR *'**'****'** **'*'****** BENDING " *********'** ** COMBINED SHEAR & BENDING NUMBER XV ACTV ALLV CSRV LD XM ACTM ALLM CSRB LD XC ACTVC ACTMC CSRC LD +------------------------------------------------------------------------------------------------------------------------+ - 3 0.0 0.8 5.1 0.166 1 12.5 58.3 64.6 0.903 2 12.5 0.1 63.6 0.243 1 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL. SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR (' indicates overstress condition) XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN. -KIPS) ALLM = ALLOWABLE MOMENT (IN. -KIPS) CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR AT COMBINED LOCATION ACTMC = MOMENT AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK GIRT BRACE LOCATIONS i --------------------------------------- BAY LOCATION/ NUMBER POSITION +-------------------------------------+ 1 NO BRACES FOR THIS SECTION 2 NO BRACES FOR THIS SECTION 3 NO BRACES FOR THIS SECTION NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LIME NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+. 1 WIND PRESSURE 2 WIND SUCTION GIRT LOCATIONS ------7---------------------------------- BAY GIRT NUMBER LOCATIONS ------------------------------------------------- +----------- 1 7.50 9.50 2 7.50' 12.50 3 7.50 9.50 ---------+ D E S I G N D A T A R E P O R T PD120ODSN DATE: 02/20/92 1-04-01 ENDWALL STRUCTURALS REAR ENDWALL GIRTS PAGE 21 TIME: 03:10 PM -----------—--- -------------------------------------------------------------------------------------------------------——-- ORDER # 033542 BUILDER — NORTH VALLEY READY—MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN (LIVE) ENGR GRP — Visalia (WIND) (CODE/YEAR) (SLOPE) COMPLEX — NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) PSF 80 MPH 1.000:12 0"16_--4"----------20 UNIT # 1 BLDG DESCRIPTION LRF 75' 0" 90'-- --------- -------------=-----------=---------------------------------- -----UBC--88 SPANS AND UNIFORM LOADS (FT 4 PSF) --------------------------------------------------------------+ IGIRT BAY 'SPAN LOAD UNIFORM LOADS LAP NUMBER WIDTH WPRESS WSUCT LEFT RIGHT TYPE --------------------------------------------------------+ 1 25.00 4.75 14.3 13_.1 SIMPLE 2 25.00 6.25 14.3 13.1 SIMPLE 3 25.00 4.75 14.3 13.1 SIMPLE GIRT BRACE LOCATIONS i --------------------------------------- BAY LOCATION/ NUMBER POSITION +-------------------------------------+ 1 NO BRACES FOR THIS SECTION 2 NO BRACES FOR THIS SECTION 3 NO BRACES FOR THIS SECTION NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LIME NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+. 1 WIND PRESSURE 2 WIND SUCTION GIRT LOCATIONS ------7---------------------------------- BAY GIRT NUMBER LOCATIONS ------------------------------------------------- +----------- 1 7.50 9.50 2 7.50' 12.50 3 7.50 9.50 ---------+ DATE: 02/20/92 D E S I G N D A T A R E P O R T PD120ODSN TIME: 03:10 PM 1-04-01 ENDWALL STRUCTURALS REAR ENDWALL GIRTS PAGE 22. --------------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) I (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 75' 0"-----------90, 0" ------16' 4" -------20 PSF 80 MPH------UBC--88 1.000:12 ----------------------------------------------- ------- ------ SECTION PROPERTIES (ACTUAL FURNISHED PART) ------------------ --------------- -------------------------------------------------------*f-------**-------**---+ BAY PART LENGTH DEPTH THICK MINTHK, FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (ZN) (IN) (IN 2) (IN 4) (IN 4) ------------------ --------------- -------------------------------------------------------------------------------+ 1 0550255 271-2 9.50 0.074 0.069 55.00 2.75 0.25 0.88 1.20 16.05 2.11 2 0550265 289-2 9.50 0.098 0.083 55.00 2.75 0.25 1.00 1.61 21.42 3.01 3 0550255 271-2 9.50 0.074 0.069 55.00 2.75 0.25 0.88 1.20 16.05 2.11 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) ------------------------------------------------------------+ -------------------------------------------------- +_ BAY -+-BAY **«********* SHEAR ***********: *:********* BENDING ************** ** COMBINED SHEAR fi BENDING ***** NUMBER XV ACTV ALLV CSRV LD XM ACTM ALLM CSRB LD XC ACTVC ACTMC CSRC LD ---------------------------------------------------------------------------------------------------------+ - 1 0.0 0.8 5.1 0.166 1 12.5 58.3 64.6 0.903 2 12.5' 0.1 63.6 0.243 1 2 25.0 -1.1 11.9 0.094 1 12.5 -76.7 96.6 0.794 2 12.5 0.1 83.7 0.188 1 3 0.0 0.8 5.1 0.166 1 12.5 -58.3 64.6 0.903 2 12.5 0.1 ,63.6 0.243 1 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM CSRB XC ACTVC ACTVC CSRC LD = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN. -KIPS) = ALLOWABLE MOMENT (IN. -KIPS) = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR AT COMBINED LOCATION = MOMENT AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK , • DATE: 02/20/92 D E S I G N D A TIME: 03:10 PM 1-05-01 LONGITUDINAL BRACING ---------=---------------------------------------------------------- ORDER # 033542 BUILDER — NORTH VALLEY READY—MIX BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 COMPLEX — NO (TYPE) (WIDTH) (LENGTH) UNIT # 1 BLDG DESCRIPTION LRF -----_75'—_0"-----------90' 0" ------ ------------------------------------ ROOF'BRACE RODS FOR LONGITUDINAL BRACING 0 T A R E P O R T PD1200DSN ROOF BRACING PAGE 23 -------------------------------------------------------------- BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 PROJ NAME — DON BROWN ENGR GRP — Visalia (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 16'_-4"----------20--PSP SO MPH -----UBC-- 1.000:12 — THE FOLLOWING TABLE CONTAINS INFORMATION ON THE BRACING SECTIONS STARTING WITH THE LEFT SIDEWALL STRUCTURE LINE AND THE FIRST BRACED BAY FROM.THE FRONT ENDWALL. ANY DIRECTIONS INDICATED ASSUME YOU ARE LOOKING AT A PLAN VIEW OF THE ROOF BRACING WITH THE FRONT ENDWALL AT THE BOTTOM OF THE DRAWING. +------+-----+--------+-------+-------+--------+----------+------------+ ROD BAY DIST BAY ROD ROD 1CONNECTION1 PART DIR— NUM FROM LEN LOAD DIA DET NUMBER JECTION1 FROMI EAVE FEW I (FT) (FT) I (KIPS)) (IN) ILEFTIRIGHT1 -------------------------------------------------------------- ---------+ 0.00 1 22.50 ! 5.34 ! 0.5000 !B0011B001 1 544047 ! ! \ ! 1 ! 0.00 ! 22.50 ! 5.34 ! 0.5000 !B001!B001 ! 544047 ! 49.00 ! 22.50 ! 5.34 ! 0.5000 !B001!8001 ! 544047 ! ! \ ! 1 ! 49.00 22.50 ! 5.34 ! 0.5000.!BO01!B001 ! 544047 ! +------+-----+--------+-------+-------+--------+----+-----+------------+ LEFT SIDEWALL BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS INFORMATION ON THE SIDEWALL BRACE RODS STARTING WITH THE FIRST BRACED BAY FROM THE FRONT ENDWALL. THE ROD DIR. INDICATES THE ROD DIRECTION AS VIEWED FROM THE OUTSIDE. THE ROD DIR HAS 3 VALUES WHICH MAY BE X , \ , OR / . +------+-----+-------t-------+-------+--------+----------------+------------+-------------- ROD BAY BAY BR NOMI ROD I ROD I CONNECTION PART I REACTIONS DIR— NUM SIZE EAVE LOAD DIA DET NUMBER I HORIZI VERT JECTION1 FROMI HT JANCH FEW I (FT) (FT) (KIPS)) (IN) 1BASE1 TOP IBOLT I l(KIPS)I(KIPS)I ------------------------------------------- =--+----+-----------+-------------------+------- ! \ ! 1 ! 22.50 / 16.33 ! 6.18 ! 0.5000 !B0011 80011 N/R.! 0544047 ! 5.1 ! 3.3 ! 22.50 ! 16.33 ! 6.18 ! 0.5000 1BO01! B0011 N/R ! 0544047 ! 5.1 1 3.3 ! -------------+-------------------------------------+-----------+------------+------+------+ RIGHT SIDEWALL BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS INFORMATION ON THE SIDEWALL BRACE RODS STARTING WITH THE FIRST BRACED BAY FROM THE FRONT ENDWALL. THE ROD DIR. INDICATES THE ROD DIRECTION AS VIEWED FROM THE OUTSIDE. THE ROD DIR HAS 3 VALUES WHICH MAY BE X \ OR / +------------------------------------+-------------------------+---------=— +-------------+ ROD BAY BAY BR NOME ROD I ROD I CONNECTION PART REACTIONS DIR— NUM SIZE EAVE LOAD DIA DET NUMBER HORIZI VERT JECTION1 FROMI HT RANCH I I FEW I (FT) (PT) (KIPS) (IN) JBASEJ TOP 1BOLT I !(KIPS)I(KIPS)l +--------------------------------------------------+-----+-----+-------------------+------- ! / ! 1 ! 22.50 ! 16.33 ! 6.18 ! 0.5000 !B001! B001! N/R ! 0544047 ! 5.1 ! 3.3 ! \ ! 1 ! 22.50 ! 16.33 ! 6.18 ! 0.5000 !B001! B001! N/R ! 0544047 ! 5.1 ! 3.3 ! +--------------------------------------------------------------+-------------------+------+ q D E S I G N D A T A R E P O R T PD120ODSN DATE: 02/20/92 1-05-01 LONGITUDINAL BRACING WALL BRACING PAGE 29 TIME: 03,:10 PM ------------------------------------ --------------------- ORDER ----------------------------------------- # 033542 BUILDER — NORTH VALLEY READY—MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN (LIVE) ENGR GRP — Visalia (WIND) (CODE/YEAR) (SLOPE) COMPLEX — NO (TYPE) (WIDTH) (LENGTH) (HEIGHT)' 4" PSF 80 MPHUBC88 1.000:12 UNIT ------- # 1 BLDG DESCRIPTION LRF ------75'--0"-----------90'--0"---------16, ----------- ---------------- --------- -----20 LEFT SIDEWALL BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS INFORMATION ON THE SIDEWALL BRACE RODS STARTING WITH THE FIRST BRACED BAY FROM THE FRONT ENDWALL. THE ROD DIR. INDICATES THE ROD DIRECTION AS VIEWED FROM THE OUTSIDE. THE ROD DIR HAS 3 VALUES WHICH MAY BE X , \ , OR / . +------+-----+-------t-------+-------+--------+----------------+------------+-------------- ROD BAY BAY BR NOMI ROD I ROD I CONNECTION PART I REACTIONS DIR— NUM SIZE EAVE LOAD DIA DET NUMBER I HORIZI VERT JECTION1 FROMI HT JANCH FEW I (FT) (FT) (KIPS)) (IN) 1BASE1 TOP IBOLT I l(KIPS)I(KIPS)I ------------------------------------------- =--+----+-----------+-------------------+------- ! \ ! 1 ! 22.50 / 16.33 ! 6.18 ! 0.5000 !B0011 80011 N/R.! 0544047 ! 5.1 ! 3.3 ! 22.50 ! 16.33 ! 6.18 ! 0.5000 1BO01! B0011 N/R ! 0544047 ! 5.1 1 3.3 ! -------------+-------------------------------------+-----------+------------+------+------+ RIGHT SIDEWALL BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS INFORMATION ON THE SIDEWALL BRACE RODS STARTING WITH THE FIRST BRACED BAY FROM THE FRONT ENDWALL. THE ROD DIR. INDICATES THE ROD DIRECTION AS VIEWED FROM THE OUTSIDE. THE ROD DIR HAS 3 VALUES WHICH MAY BE X \ OR / +------------------------------------+-------------------------+---------=— +-------------+ ROD BAY BAY BR NOME ROD I ROD I CONNECTION PART REACTIONS DIR— NUM SIZE EAVE LOAD DIA DET NUMBER HORIZI VERT JECTION1 FROMI HT RANCH I I FEW I (FT) (PT) (KIPS) (IN) JBASEJ TOP 1BOLT I !(KIPS)I(KIPS)l +--------------------------------------------------+-----+-----+-------------------+------- ! / ! 1 ! 22.50 ! 16.33 ! 6.18 ! 0.5000 !B001! B001! N/R ! 0544047 ! 5.1 ! 3.3 ! \ ! 1 ! 22.50 ! 16.33 ! 6.18 ! 0.5000 !B001! B001! N/R ! 0544047 ! 5.1 ! 3.3 ! +--------------------------------------------------------------+-------------------+------+ q • • BUTLER MFG. COMPANY ENGINEERING DATA 10ItM M0. 250•10 COs MADE !r CCD auTLe;z►5II. watt: pANIEL 9-15 RIVE• 1 I 28GAGE 80 KSI !'0" 2 &04 00 !r OTE MGE Oi 8 16 -76 1 1 . ay. TA3U4l,j�D S=L'r(C1.�A.L P20?E2T1c55 Or oLl 71_E21z8 - 6A. 80 t+SZ Ntc�"[E¢IAL C1Stt-!!t l�ilZ FDtTlor�► or �i151 ��-st4ti► N1&Wu&L. k4r2 RrPPL 5E1,1TA.T1Y CGQTC-1Z. :c- • ! 1 i� •. 1 • % �\�� SII. i SEC -.10.1: ::IAC P.\):£L SCCT:O� 3•ItOS•I:r, tLS TO -.t ONE TOOT Or WIDTH D.S G`: I R�1;I:T , 1 - PANEL MATE-Iu:. I I Z L.s.) 1 rl ::i:) CGt:iSt=:]:: 0:: CE "'EZ CJ.'.E"'EZ G� NS:UL I SII 41 Sa 3) 3 Cc.41 1 z8 ga . ; .015 .86 129500 1 80 _042 .PA:: 7 1 1'e s :: • 8 P S 1,.LL V4L.UE", NAVE PEEN SNM&ASED 1•�3 p.5 A�-�vWED E,y 5EC.Ttow 3.1•Z, of TSE 1c)71'7 &1-51- SPKI(=1t.p.�'(Or1. ALL VA, LU E-', 5N5,Vl4 k? -S RST t!Sd.GLC LO Al -V 0a oLl .Sl Dc F& -CE 6 = ,5J( -TI Cit-! OW DuT51 E Fk, L E A::.O•.WABLL UNIFORM LOAD (PS%) .%'VM,7tgOf SPAN 4, EPA% 5 SPA- 6 S>A:: • 7 .PA:: 7 1 1'e s :: • 8 P S P S 1' S P S ? S 7• S PANEL 1LATt7L"L SI1A-%7S ._GA. = `' 89 63 72 51 .50 35 37 26 23 28 20 _ 5— ;n k2"- 17 - Trg== 7 8 4 44 4 25 31 1,.LL V4L.UE", NAVE PEEN SNM&ASED 1•�3 p.5 A�-�vWED E,y 5EC.Ttow 3.1•Z, of TSE 1c)71'7 &1-51- SPKI(=1t.p.�'(Or1. ALL VA, LU E-', 5N5,Vl4 k? -S RST t!Sd.GLC LO Al -V 0a oLl .Sl Dc F& -CE 6 = ,5J( -TI Cit-! OW DuT51 E Fk, L E • BUTLER MFG. COMPANY ENGINEERING DATA rtt.E FORM NO. 250.10 G03 •00' Mpg ti+AOE BY CRO. BY DATi PAGE 0r 5U7LZ��ZIE-5 ]I koO>= 8 21 178 ] 1 REN• 1 ON. Z$ GAGE 80 KSI SION 2 T�B0L•ATepScC�1oE.1''Jt_ PSP T1e� O, P51-1TLETZIr-�, 28 41A- . 84— Q-51Q,!C 1917 EDI ii0N CSF pts �- pc5(C�t-1 M�u�o� Arlo RI�Pe�S�t.1Tn.Tl.iE Cct1TC� 'sec-Tt�t,1 • , • sc-' 1 1 1I I I r0::30LFAC i i II �- 1 2: (Ti.. SCCTIOY T1!IIC"P1l',LL SEC7lON PROPERTIES FOIZ ONE FOOT W1D-IR t'IA?ERIAL DEStrxu TuICKN`55 ytjE1GF�Y ('t/FT) E F:,,CoMP. ouoUT51DE (Ksl) (Ks1) S� (Il:j) Z (IR4) COMP. Oh! IMSIDE S,Fi CIu4) ,28 ga. .015 .86 29500 80 .042.3 - .0529 1 1.0299 1 .0265 • ALLO.-A31:F. VNIT08,1 LOAD (PZF) �JStD'rt SPAT: - 2. 0' SPA\ ;,S• SP/.\ - 2.0' ST'AN - 4.01 SPANPAN PAS=L J ATrt:A:. OF SPANS p S P S P S P I S P S P 5 rvo 239 1450 1531288 1061 2001 601 1131 381 721 341 65 Z99 149 191 1 319 1331 221 751 125 481 .80 431 72 coAT:, sTFFL TY11C= 5 8 179331 124 1-2 30 701 129 451 83 481 75 Fon 1,A0�7G- : 1=0TZ"�11'SWrf Tt C.► ..86 Pyr-, :OZ Stt At>o .86 Psr WLl1E5 91&.YF D�cE1J SIS' LEG -,=.1D 01j OUTSIDF 54G�-: •1 Ss Sc1�T1vh! G!! Gl �S1pE FAL.E TYPlc 1.I -TE.It1oR CuilItC.SAT1OX fi .! T1'PICALvDrAD 0 - F I N A L F R A M E S I G N CAD* DATE: 02/20/92 PAGE: 1 TIM£: 02:57 PM ORDER BLDR DESIGN --------------------------------------------------------------------- -------------------------------------------------------------- -------------- # 033542 CONTACT — ANDY SYSTEM FRAME --------------------------------------- BUILDER NORTH VALLEY READY—MIX BLDR ORDER WOOD BLDR PHONE # 916-345-7296 PROJ NAME (TYPE) (WIDTH) (HEIGHT) (LIVE) # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF —11 # 92R — DON BROWN (WIND) (CODE/YEAR) 80 MPH --UBC— 88----- BLDR.ACCOUNT # SPGR GRP — (SLOPE) 1000—TO 12 20-04-007-90 Visalia F R A M E D E S I G N - G E 0 R A L I N F O R M A T I O N DATE: 02/20 CAO TIME: 02:57 PM PAGE: 2 ------------------------- ORDER B 033542 ----------------------------------------------------------------------------------------------- BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT 8 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR). (SLOPE) DESIGN SYSTEM FRAME $ ----------------------------------------------------------------------------------------------------------------------------------- 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 LEFT SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES EAVE HEIGHT = 16.002 FT. 16.002 FT. 1 TO 3 = 25.000 FT MODULUS OF ELASTICITY = 29000 KSI FRAME HEIGHT = 15.333 FT. 15.333 FT. COL. CLEAR HT. = 14.478 FT. 14.478 FT. CMR = 0.850 SLOPE (P/12.) 1.000 1.000 CMX(stepped column/no wind) - 0.950 SW R -BEAM OFFSET 0.125 IN. 0.125 IN. CMY(pinned in minor axis) = 0.600 DIST. TO RIDGE = 37.500 FT. 37.500 FT. CMY(fixed in minor axis) - 0.400 COLUMN OFFSET = 8.000 IN. 8.000 IN. GIRT DEPTH = 8.000 IN. 8.000 IN. ENDWALL PURLIN DEPTH = 8.000 IN. 8.000 IN. FRAME OFFSET = 6.000 IN. (UNINSULATED) (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 M2 Z MX NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 1.162 0.000 1 1 0 1 0 1 1- 2 0 0 1.50 1.00 2 1.162 14.934 0 0 0 1 0 2 2- 3 0 0 0.75 1.00 3 25.000 16.920 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 1.50 1.00 5 37.500 17.962 0 0 0 0 0 5 6,- 5 0. 0 1.50 1.00 6 50.000 16.920 0 0 0 1 0 6- 7- 6 Rotated 0 1 1.00 1.00 7 50.000 0.000 1 1 0 1 0 7 8- 6 0 0 0.75 1.00 8 73.839 14.934 0 0 0 1 0 8 9 -.8 0 0 1.50 1.00 9 73.839 0.000 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) ( 1.= RELEASE 0 = NO RELEASE ) 0 F R A M E D E S I G N - S E C O N D Y / B R A C E, L O C A T I O N S L CA DATE: 02/20/92 PAGE: 3 TIME: 02:57 PM # --------------------------------------------------------------------------------------------------------- 033542 - BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90' ORDER ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia BLDR CONTACT - (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH ----UBC- Be ---- 1000 -TO 12 Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code as follows: DIST - ACCUM - Distance to purlin from the low sidewall in FEET. No support - B Base, G Girt, P Purlin, E Eave strut, O Other 0 FL Outside flange only braced ID MAJOR - Major axis brace point indicator. ( YES or NO ) O -IF Outside and Inside flange braced O -SF Outside braced and inside Single flange brace COLUMN 1- 2 COLUMN 4- 3• COLUMN 7- 6 COLUMN 9- 8 ROOFBEAM 2- 3 DIST ID BRACE MAJOR DIST ID BRACE MAJOR DIST ID BRACE MAJOR DIST ID BRACE MAJOR DIST ACCUM ID BRACE 0.00 B O -IF YES 0.00 B 0 -IF YES 0.00 B O -IF YES 0.00 B O -IF YES 0.00 0.00 E O FL 7.50 G O -SF NO 16.42 0 O -IF YES 7.50 G O -IF NO 7.50 G O -SF YES 3.98 3.98 P O -SF 9.50 G O FL NO 18.09 E NO 9.50 G O -IF NO 9.50 G O FL YES 8.98 8.98 P O FL 16.42 0 O -IF YES 14.48 O O -IF YES 13.98 13.98 P O -SF 14.48 0 O -IF YES 18.09 E NO 16.00 E 0 FL NO 18.98 18.98 P O FL 16.00 E O FL NO 23.98 23.98 P O -SF ROOFBEAM 3- 5 ROOFBEAM 6- 5 ROOFBEAM 8- 6 DIST ACCUM ID BRACE DIST ACCUM ID BRACE DIST ACCUM ID BRACE 3.98 28.98 P O -SF 3.98 ,28.98 P O -SF 0.00 0.00 E 0 FL 8.98 33.98 P 0 FL 8.98 33.98 P O FL 3.98 3.98 P O -SF 11.48 36.48 P O -SF 11.48 36.48 P O -SF 8.98 8.98 P O FL 13.98 13.98 P O -SF 18.98 18.98 P 0 FL 23.98 23.98 P O -SF DISTANCE TO ANALYSIS POINTS COLUMNS USE THE VERTICAL DISTANCE MEASURED FROM START OF MEMBER ROOFBEAMS USE THE HORIZONTAL DISTANCE MEASURED FROM START OF MEMBER APPLIED LOADS + VERT OR FY — UPWARD + HORZ OR FX — TOWARDS RIGHT + MOMT OR MZ — COUNTER—CLOCKWISE REFERENCE DISTANCES USE THE GLOBAL COORDINATE SYSTEM X—DIST IS FROM LEFT STRUCTURE LINE (HORIZONTAL) Y—DIST IS FROM LEFT BASE ELEVATION NORMALIZED TO 0.0 (VERTICAL) FOR LOAD TYPES 1,2,3 (UNIF, CONC, E TAPER) COLUMNS USE Y—DISTANCE ROOF BEAMS USE X—DISTANCE FOR LOAD TYPES 4,5 (MOMENT PRODUCING) BOTH DISTANCES ARE USED MEMBER FORCES MEMBER FORCES USE THE MEMBER COORDINATE SYSTEM + AXIAL — MEMBER IS IN COMPRESSION + SHEAR — OUTWARD FORCE ON END OF MEMBER + MOMENT — COMPRESSION ON OUTER,FLANGE FRAME REACTIONS REACTIONS USE THE GLOBAL COORDINATE SYSTEM + HORIZONTAL IS TOWARDS RIGHT + VERTICAL IS UPWARD + MOMENT IS COUNTER—CLOCKWISE EXPLANATION OF LOAD TABLE HEADINGS' FOR LOAD TYPES 1,3 (UNIF 6 TAPER) X1 6 Yl ARE STARTING LOAD MAGNITUDES ,(KIPS/FT) X2 & Y2 ARE ENDING LOAD MAGNITUDES (KIPS/FT) (IGNORE Z1, X1=X2 OR Y1=Y2 FOR UNIF LOAD) FOR LOAD TYPES 2,4,5 (CONC, MOMENT PRODUCING) X1 IS CONCENTRATED HORIZONTAL LOAD (KIPS) Y1 IS CONCENTRATED VERTICAL LOAD (KIPS) Z1 IS CONCENTRATED MOMENT LOAD (IN—KIPS) (IGNORE X2 4 Y2) 0 F I N A L F R A M E D E S I Gl — S I G N C O N V E N T I O N CA DATE: 02/20/92 PAGE: 4 TIME: 02:57 PM ------------------------------------- ——-------- -----—------ ORDER # 033542 BLDR CONTACT — ANDY DESIGN SYSTEM FRAME ----------------------------------------------------------- ----------------- ------------------------------------------- BUILDER NORTH VALLEY READY—MIX WOOD BLDR PHONE # 916-345-7296 (TYPE) (WIDTH) (HEIGHT) —4" # 1 DESCRIPTION EWDS 75'-0" --16= ---- ---- BLDR ORDER.# PROJ NAME (LIVE) 20PSF —---- 92-11 — DON BROWN (WIND) (CODE/YEAR) 80 MPH UBC 881.000 ---------- BLDR ACCOUNT # ENGR GRP — (SLOPE) TO 12 20-04-007-90 Visalia DISTANCE TO ANALYSIS POINTS COLUMNS USE THE VERTICAL DISTANCE MEASURED FROM START OF MEMBER ROOFBEAMS USE THE HORIZONTAL DISTANCE MEASURED FROM START OF MEMBER APPLIED LOADS + VERT OR FY — UPWARD + HORZ OR FX — TOWARDS RIGHT + MOMT OR MZ — COUNTER—CLOCKWISE REFERENCE DISTANCES USE THE GLOBAL COORDINATE SYSTEM X—DIST IS FROM LEFT STRUCTURE LINE (HORIZONTAL) Y—DIST IS FROM LEFT BASE ELEVATION NORMALIZED TO 0.0 (VERTICAL) FOR LOAD TYPES 1,2,3 (UNIF, CONC, E TAPER) COLUMNS USE Y—DISTANCE ROOF BEAMS USE X—DISTANCE FOR LOAD TYPES 4,5 (MOMENT PRODUCING) BOTH DISTANCES ARE USED MEMBER FORCES MEMBER FORCES USE THE MEMBER COORDINATE SYSTEM + AXIAL — MEMBER IS IN COMPRESSION + SHEAR — OUTWARD FORCE ON END OF MEMBER + MOMENT — COMPRESSION ON OUTER,FLANGE FRAME REACTIONS REACTIONS USE THE GLOBAL COORDINATE SYSTEM + HORIZONTAL IS TOWARDS RIGHT + VERTICAL IS UPWARD + MOMENT IS COUNTER—CLOCKWISE EXPLANATION OF LOAD TABLE HEADINGS' FOR LOAD TYPES 1,3 (UNIF 6 TAPER) X1 6 Yl ARE STARTING LOAD MAGNITUDES ,(KIPS/FT) X2 & Y2 ARE ENDING LOAD MAGNITUDES (KIPS/FT) (IGNORE Z1, X1=X2 OR Y1=Y2 FOR UNIF LOAD) FOR LOAD TYPES 2,4,5 (CONC, MOMENT PRODUCING) X1 IS CONCENTRATED HORIZONTAL LOAD (KIPS) Y1 IS CONCENTRATED VERTICAL LOAD (KIPS) Z1 IS CONCENTRATED MOMENT LOAD (IN—KIPS) (IGNORE X2 4 Y2) BUILDING USE AND LOCATION STATE F R A M E D E S I G N O A D S U M M A R Y CA DATE: 02/20/92 = BUTTE (INLAND) PAGE: 5 TIME: 02:57 PM = 1: Normal use ------------------------------— ORDER # 033542 BUILDER ----------------------------------------------------------------------------------------- NORTH VALLEY READY—MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN ENGR GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DL DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0". -------------------------------------------------------------------- 16'—.4" ----20—PSF --------- 80 MPH -----UBC 88----- 1000 TO 12 = 0.000 PSF GENERAL BUILDING INFORMATION .ROOF LIVE LOAD (LL ) = 20.000 PSF DESIGN BAY = 11.500 FT. COEFFICIENTS TOTAL BUILDING LENGTH = 90.000 FT. TRIBUTARY LOAD PANELS TYPE DESCRIPTION WEIGHT FACTOR LEFT SIDEWALL BRII 28STL 0.92 PSF 60.00% ROOF BRII 28STL 2.42 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) 60.00% RIGHT SIDEWALL BRII 28STL 0.92. PSF ENDWALL OPEN BUILDING USE AND LOCATION STATE = CALIFORNIA COUNTY = BUTTE (INLAND) USE CATEGORY = 1: Normal use APPLIED LOADINGS BUILDING CODE = UBC — 1988 DEAD LOAD (DL ) = 2.420 PSF + FRAME DL COLLATERAL LOAD (CLL). = 0.000 PSF .ROOF LIVE LOAD (LL ) = 20.000 PSF MIN COUNTY GROUND SNOW LOAD COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF' (PSF) LEFT ROOF 60.00% 1.00 12.00 RIGHT ROOF 60.00% 1.00 12.00 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE EXPOSURE FACTOR WIND ENCLOSURE COEFFICIENTS = 80.000 MPH ( 11.900 PSF) = 80.000 MPH ( 11.900 PSF) = 80.000 MPH ( 11.900 PSF) = 1 B ENCLOSED WIND FROM LEFT F R A M E D E S I G N O A D S U M M A R Y LEFT ROOF CA * - DATE: 02/20/92 RIGHT SIDEWALL -0.500(SUCTION ) ENDWALL WIND PRESURE PAGE: 6 TIME: 02:57 PM ROOF -0.700(SUCTION ) ENDWALL 1.200(PRESSURE) SIDEWALL CANOPY/OVERHANG -1.200(SUCTION ) ORDER BLDR DESIGN -------------------------------------------------------- # 033542 CONTACT - ANDY SYSTEM FRAME BUILDER NORTH VALLEY READY WOOD BLDR PHONE .(TYPE) # 1 DESCRIPTION EWDS ' -MIX BLDR ORDER # 916-345-7296 PROJ NAME (WIDTH) (HEIGHT) (LIVE) 75'-0"_-___16__4"-_---20-PSF ------- # 92-11 - DON BROWN (WIND) (CODE/YEAR) 80 MPH --_-UBC 88-----1000-TO BLDR ACCOUNT # ENGR GRP - (SLOPE) 12 20-04-007-90 Visalia WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE EXPOSURE FACTOR WIND ENCLOSURE COEFFICIENTS = 80.000 MPH ( 11.900 PSF) = 80.000 MPH ( 11.900 PSF) = 80.000 MPH ( 11.900 PSF) = 1 B ENCLOSED SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.000% SEISMIC ZONE = 3 MIN CTY SEISMIC ZONE = 3 MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT (WLR) -0.500(SUCTION ) -0.700(SUCTIOM ) -0.700(SUCTION ) 0.800(PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -0.700(SUCTION ) -1.100(SUCTION ) -1.200(SUCTION ) -0.700(SUCTION ) LEFT ROOF RIGHT ROOF Z FACTOR I FACTOR Rw FACTOR SOIL PROFILE S FACTOR Ct FACTOR T FACTOR C FACTOR C/Rw FACTOR NET SEISMIC FACTOR INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 4.420 PSF 4.420 PSF 0.300 1.000 6.000 S3 1.500 0.035 = 0.284 2.750 0.458 0.1375 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 WIND FROM LEFT (WLL) LEFT SIDEWALL 0.800(PRESSURE) LEFT ROOF -0.700(SUCTION ) RIGHT ROOF -0.700(SUCTION ) RIGHT SIDEWALL -0.500(SUCTION ) ENDWALL WIND PRESURE (EWP) SIDEWALLS -0.700(SUCTION ) ROOF -0.700(SUCTION ) ENDWALL 1.200(PRESSURE) SIDEWALL CANOPY/OVERHANG -1.200(SUCTION ) ENDWALL CANOPY/OVERHANG -1.200(SUCTION ) SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.000% SEISMIC ZONE = 3 MIN CTY SEISMIC ZONE = 3 MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT (WLR) -0.500(SUCTION ) -0.700(SUCTIOM ) -0.700(SUCTION ) 0.800(PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -0.700(SUCTION ) -1.100(SUCTION ) -1.200(SUCTION ) -0.700(SUCTION ) LEFT ROOF RIGHT ROOF Z FACTOR I FACTOR Rw FACTOR SOIL PROFILE S FACTOR Ct FACTOR T FACTOR C FACTOR C/Rw FACTOR NET SEISMIC FACTOR INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 4.420 PSF 4.420 PSF 0.300 1.000 6.000 S3 1.500 0.035 = 0.284 2.750 0.458 0.1375 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 F R A M E D E S I G N - LOD C O M B I N A T I O N S CA DATE: 02/20/92 PAGE: 7 TIME: 02:57 PM ----- # 033542 BUILDER - NORTH =-------------------------------------------------------------------------------------- VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 Visalia ORDER BLDR CONTACT - ANDY WOOD BLDR PHONE.# 916-345-7296 PRbJ NAME - DON BROWN ENGR GRP - (CODE/YEAR) • (SLOPE) (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 161-4" 20 PSF 80 MPH ----- UBC ----88-----1_000-TO 12 ------------------------------------------------------------------------- LCN LOAD DESCRIPTION STRESS DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + LL 1.000 Std Des ' 100.00 DL 100.00 LL 2 DL + WLL 1.333 Std Des 100.00 DL 100.00 WLL 3 DL + WLR 1.333 Std Des 100.00 DL 100.00 WLR 4 DL + EQL 1.333 Std Des 100.00 DL 100.00 EQ 5 DL + EQR 1.333 Std Des 100.00 DL -100.00 EQ 6 PDL+0.70PL+2.25EQL 1.700 Axial C 100.00 DL 70.00 LL 225.00 EQ 7 PDL+0.70PL+2.25EQR 1.700 Axial C 100.00 DL 70.00 LL -225.00 EQ 8 0.85PDL + 2.25EQL 1.700 Axial T 85.00 DL 225.00 EQ 9 0.85PDL + 2.25EQR 1.700 Axial T 85.00 DL -225.00 EQ 10 DL +2.25EQL 1.700 Conns 100.00 DL 225.00 EQ 11 DL +2.25EQR 1.700 Conns 100.00 DL -225.00 EQ 12 DL + EWP 1.333 Std Des 100.00 DL 100.00 EWP 13 DL + EWS 1.333 Std Des 100.00 DL 100.00 EWS F R A M E D E S I G N -10P P L I E D L O A D S DATE: 02/20 2 CA PAGE: 8 TIME: 02:57 PM -------------------------------------------------------- ----------------------------- ORDER '# 033542 ------------------------- - BUILDER NORTH VALLEY READY -MIX - ----------------------------------------------------------- BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) t (WIDTH) (HEIGH.T) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y, Z LOCATION . DL 2 2 - 3 UNIF 0.00 25.00 0.000 K/FT -0.028 K/FT 0.000 K/FT DL 4 3 - 5 UNIF 25.00 37.50 0.000 K/FT -0.028 K/FT 0.000 K/FT DL 5 6 - 5 UNIF 37.50 50.00 .0.000 K/FT -0.028 K/FT 0.000 K/FT DL 7 8 - 6 UNIF 50.00 75.00 0.000 K/FT -0.028 K/FT 0.000 K/FT 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 -0.138 K/FT 0.000 K/FT LL 4 3 - 5 UNIF 25.00 37.50 0.000 K/FT -0.138 K/FT 0.000 K/FT LL 5 6 - 5 UNIF 37.50 50.00 0.000 K/FT -0.138 K/FT 0.000 K/FT LL 7 8 - 6 UNIF 50.00 75.00 0.000 K/FT -0.138 K/FT 0.000 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 16.00 0.109 K/FT 0.000 K/FT 0.000 K/FT WLL 2 2 - 3 UNIF 0.00 25.00 -0.096 K/FT 0.096 K/FT 0.000 K/FT WLL 4 3 - 5 UNIF 25.00 37.50 -0.096 K/FT 0.096 K/FT 0.000 K/FT WLL 5 6 - 5 UNIF 37.50 50.00 0.096 K/FT 0.096 K/FT 0.000 K/FT WLL 7 8 - 6 UNIF 50.00 75.00 0.096 K/FT 0.096 K/FT 0.000 K/FT WLL 8 9 - 8 UNIF 0.00 16.00 0.068 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (WLR) WIND LOAD RIGHT .LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLR 1 1 - 2 UNIF 0.00 16.00 -0.068 K/FT 0.000 K/FT 0.000 K/FT WLR 2 2 - 3 UNIF 0.00, 25.00 -0.096 K/FT 0.096 K/FT 0.000 K/FT WLR 4 3 - 5 UNIF 25.00 37.50 -0.096 K/FT 0.096 K/FT 0.000 K/FT WLR 5 6 - 5 UNIF 37.50 50.00 0.096 K/FT 0.096 K/FT 0.000 K/FT WLR 7 8 - 6 UNIF 50.00 75.00 0.096 K/FT 0.096 K/FT 0.000 K/FT WLR 8 9 - 8 UNIF 0.00 16.00 -0.109 K/FT 0.000 K/FT 0.000 K/FT F R A M E D E S I G N - P P L I E D L 0 A D S DATE: 02/20/92 TIME: 02:57 PM ---------=-------------------- ORDER # 033542 BUILDER ------------------------------------------------ NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) DESIGN ---------------------------------------------------------------------------------------------------- SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH USC 88 LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS LABEL NO (START -END) TYPE FT FT X Y Z EQ 1 i - 2 UNIF 0.00 16.00 0.001 K/FT 0.000 K/FT 0.000 K/FT EQ 2 2 - 3 CONC 0.00 0.175 KIP 0.000 KIP 0.000 IN -K EQ 4 3 - 5 CONC 25.00 0.087 KIP 0.000 KIP 0.000 IN -K EQ, 5 6 - 5 CONC 50.00 0.087 KIP 0.000 KIP 0.000 IN -K EQ 7 8 - 6 CONC 75.00 0.175 KIP 0.000 KIP 0.000 IN -K EQ 8 9 - 8 UNIF 0.00 16.00 0.001 K/FT 0.000 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 16.00 -0.096 K/FT 0.000 K/FT 0.000 K/FT EWP 2 2 - 3 UNIF 0.00 25.00 -0.096 K/FT 0.096 K/FT 0.000 K/FT EWP 3 4 - 3 UNIF 0.00 18.09 0.000 K/FT 0.000 K/FT -0.357 K/FT EWP 4 3 - 5 UNIF 25.00 37.50 -0.096 K/FT 0.096 K/FT 0.000 K/FT EWP 5 6 - 5 UNIF 37.50 50.00 0.096 K/FT 0.096 K/FT 0.000 K/FT EWP 6 7 - 6 UNIF 0.00 18.09 0.000 K/FT 0.000 K/FT -0.357 K/FT EWP 7 8 - 6 UNIF 50.00 75.00 0.096 K/FT 0.096 K/FT 0.000 K/FT EWP 8 9 - 8 UNIF 0.00 16.00 0.096 K/FT 0.000 K/FT 0.000 K/FT LOAD, CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD DISTANCES LOADS LABEL NO (START -END) TYPE FT FT X Y Z EWS 1 1 - 2 UNIF 0.00 16.00 -0.096 K/FT 0.000 K/FT 0.000 K/FT EWS 2 2 - 3 UNIF 0.00 25.00 -0.096 K/FT 0.096 K/FT 0.000 K/FT EWS 3 4 - 3 UNIF 0.00 18.09 0.000 K/FT 0.000 K/FT 0.327 K/FT EWS 4 3 - 5 UNIF 25.00 37.50 -0.096 K/FT 0.096 K/FT 0.000 K/FT EWS 5 6 -• 5 UNIF 37.50 50.00 0.096 K/FT 0.096 K/FT 0.000 K/FT EWS 6 7 - 6 UNIF 0.00 18.09 0.000 K/FT 0.000 K/FT 0.327 K/FT EWS 7 8 - 6 UNIF 50.00 75.00 0.096 K/FT 0.096 K/FT 0.000 K/FT EWS 8 9 - 8 UNIF 0.00 16.00 0.096 K/FT 0.000 K/FT 0.000 K/FT CAD'DT PAGE: 9 ---------------------------- BLDR ACCOUNT # 20-04-007-90 ENGR GRP - Visalia (SLOPE) 1.000 TO 12 ---------------------------- DIRECTION/ LOCATION Outside flange Outside flange Outside flange Outside flange DIRECTION/ LOCATION DIRECTION/ LOCATION F I N A L F R A M E D E S I G N I* S E C T I 0 N P R O P E R T I E S 40 DATE: 02/20/92 CA PAGE 10 TIME: 02:57 PM ------------------------------ ORDER # 033542 ---------------------------------------------------------------------------------------- BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME.- DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ------------------------------------------------------------------------------------------------- SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88' - 1.000 TO 12 MEMBER SECTION NO. 1 NO. 1' JOINTS OUTER 1 - 2 FLANGE = 5.000,X 0.188 WEB = 0.100 IftftfiR FLANGE = 5.000 R 0.188 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAPO 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 11.88 3.03 76.89 3.92 1.32 1.3.2 5.04 1.14 1.32 1.32 12.63 12.63 115.00 7.50 7.50 2 3.75 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 7.50 7.50 3 7.50 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 7.50 7.50 4 9.50 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 4.98 6.98 5 14.47 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 4.98 6.98 MEMBER NO. 2 SECTION NO. 1 JOINTS OUTER 2 - 3' FLANGE = 5.000 X 0.188 WEB = 0.100 INNER FLANGE = 5.000 X 0.188 ANAL SEC DIST DEPTH AREA ZX IY RTO RTZ WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 1.57 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 4.00 2.42 2 3.98 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 5.02 10.03 3 8.98 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 5.02 10.03 4 13.98 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 5.02 10.03 5 18.98 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 5.02 10.03 6 23.98 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 5.02 10.03 7 24.96 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 4.98 4.98 MEMBER NO. 3 SECTION NO. 1 JOINTS OUTER 4 - 3 FLANGE = 5.000 X 0.188 WEB = 0.100 INNER FLANGE = 5.000 R 0.188 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 7.88 2.63 31.30 3.92 1.36. 1.36 3.45 1.22 1.36 1.36 8.38 8.38 75.00 16.42 16.42 2 . 4.10 7.88 2.63 31.30 3.92 1.36 1.36 3.45 1.22 1.36 1.36 8.38 8.38 75.00 16.42 16.42 3 8.21 7.88 2.63 31.30 3.92 1.36 1.36 3.45 1.22 1.36 1.36 8.38 8.38 75.00 16.42 16.42 4 12.31 7.88 2.63 31.30 3.92 1.36 1.36 3.45 1.22 1.36 1.36 8.38 8.38 75.00 16.42 16.42 5 16.42 7.88 2.63 31.30 3.92 1.36 1.36 3.45 1.22 1.36 1.36 8.38 8.38 75.00 16.42 16.42 0 FINAL FRAME DESIGN 0 SECTION PROPERTI DATE: 02/20/92 TIME: 02:57 PM ----------------------------------------------------------- ORDER # 033542 BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR CONTACT --ANDY WOOD BLDR PHONE # 916-345,-7296 PROJ NAME - DON BROWN (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0"-----16'-4" ----20 PSP 80 MPH UBC 88 ------------------------------------------------------- ------ ----- ------ 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 4 1 DIST (FT) 0.00 3.98 8.98 11.48 12.46 it DIST (FT) 0.00 3.98 8.98 11.48 12.46 6 1 DIST (FT) 0.00 3.75 7.50 9.50 12.96 16.42 JOINTS 3 - 5 OUTER FLANGE DEPTH AREA (IN) (IN2) 11.88 3.03 11.88 3.03 11.88 3.03 11.88- 3.03 11.88 3.03 JOINTS 6 - 5 OUTER FLANGE _ DEPTH AREA (IN) (.IN2) 11.88 3.03 11.88 3.03 11.88 3.03 11.88 3.03 11.88 3.03 JOINTS 7 - 6 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 7.88 2.63 7.88 2.63 7.88 2.63 7.88 2.63 7.88 2.63 7.88 2.63 E S CA PAGE: 11 ---------------------------- BLDR ACCOUNT # 20-04-007-90 ENGR GRP - Visalia (SLOPE) 1.000 TO 12 ---------------------------- 5.000 X 0.188 WEB = 0.100 INNER FLANGE = 5.000 X 0.188 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32' 12.63 12.63 115.00 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 5.000 X 0.188 WEB = 0.100 INNER FLANGE = 5.000 X 0.188 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 - 12.63 12.63 115.00 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 '12.63 115.00 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 5.000 X 0.188 WEB = 0.100 INNER FLANGE 5.000 X 0.188 IX IY RTO RTI- WRX WRY WRTO WRTI WDAFO WDAFI H/T (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO 31.30 3.92 1.36 1.36 3.45 1.22 1.36 1.36 8.38 8.38 75.00 31.30 3.92 1.36 1.36 3.45 1.22 1.36 1.36 8.38 8.38 75.00 31.30 3.92 1.36 1.36 3.45 1.22 1.36 1.36 8.38 8.38 75.00 31..30 3.92 1.36 1.36 3.45 1.22 1.36 1.36 8.38 8.38 75.00 31.30 3.92 1.36 1.36 3.45 1.22 1.36 1.36 8.38 8.38 . 75.00 31.30 3.92 1.36 1.36 3.45 1.22 1.36 1.36 8.38 8.38 75.00 LUBO (FT) 4.98 5.02 5.02 2.51 1.96 LUBO (FT) 4.98 .5.02 5.02 2.51 1.96 LUSO (FT) 7.50 7.50 7.50 6.92 6.92 6.92 LUBI (FT) 4.98 7.53 7.53 7.53 1.96 LUBI (FT) 4.98 7.53 7.53 7.53 1.96 LUBI (FT) 7.50 7.50 7.50 6:92 6.92 6.92 F I N A L F R A M E D E'S I G N I* S E C T I O N P R 0 P E R T I DATE: 02/20/92 TIME: 02:57 PM -------------------------------------------------------------- ORDER # 033542 BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN (TYPE) (WIDTH) (HEIGHT) (LIVE) •(WIND) (CODE/YEAR) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0"-----16'_4"-----20 PSF 80 MPH -----UBC- 88 ---------------------------------------------------------------- E S CA PAGE: 12 ----------------------------- BLDR ACCOUNT # 20-04-007-90 ENGR GRP - Visalia (SLOPE) 1_ - 1.000 TO 12 ----------------------------- MEMBER NO. 7 JOINTS OUTER 8 - 6 FLANGE = 5.000 X 0.188 WEB = 0.100 INNER FLANGE = 5.000 X 0.188 SECTION NO. 1 WRTO WRTI WDAFO WDAFI IH/T (IN4) (IN4) (IN) (IN) (IN). (.IN) (IN) (IN) ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO 1 1 1.57 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 2 3.98 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.6.3 115.00 3 8.98 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 4 13.98 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 5 18.98 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 6 23.98 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 7 24.96 11.88 3.03 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 8 1 DIST (FT) 0.00 3.75 7.50 9.50 14.47 JOINTS 9 - 8 OUTER FLANGE DEPTH AREA (IN) (IN2) 11.88 3.03 11.88 3.03 11.88 3.03 11.88 3.03 11.88 3.03 5.000 X 0.188• WEB = 0.100 INNER FLANGE = 5.000 X 0.188• IX - IY " RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI IH/T (IN4) (IN4) (IN) (IN) (IN). (.IN) (IN) (IN) (IN) (IN) RATIO 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 76.89 3.92 1.32 1.32 5.04 1.14 1.32 1.32 12.63 12.63 115.00 LUBO (FT) 4.00 5.02 5.02 5.02 5.02 5.02 4.98 LUBO (FT) 7.50 7.50 7.50 4.98 4.98 LUBI (FT) 2.42 10.03 10.03 10.03 10.03 10.03 4.98 LUBI (FT) 7.50 7.50 7.50 6.98 6.98 F I N A L F R A M Z . D E S I G N C O N T R O L L I N G S T R E S S CAJO DATE: 02/20/92 PAGE: 13 TIME: 02:57 PM -----------------------------------------------------------------------------------------------------AAAA--ACCO------- ORDER # 033542 BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 - BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0"AAAA-16'=4"-----20 PSF . 80 MPHUBC88 1.000 TO 12 ------- -------------------------------------------------------- COLUMN 1 - Z AXIAL SHEAR -ALLOW STRESSES- ALLOW --STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE FORCE MOMENT FA FBO FBI SHEAR QS QA CB O.FL I.FL STRESS COND NO. (IN) (IN2) (IN3) (IN3) (KIPS) (KIPS) (IN -KIP) .(KSI) (KSI) (KSI) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 11.88 3.03 12.95 12.95 2.25 1.66 0.00 25.89 25.89 30.00 9.95 0.86 1.00 1.75 0.03. 0.00 0.00 0.03 1 2 2 11.88 3.03 12.95 12.95 -1.23 1.25 56.22 39.99 .34.51 39.99 9.95 0.86 1.00 1.75 0.01 0.13 0.11 0.13 2 2 3 11.88 3.03 12.75 12.75 -1.27. 1.25 112.45 39.99 34.51 39.99 9.95 0.86 1.00 1.75 0.01 0.26 0.24 0.26 2 2 4 11.88 3.03 12.95 12.75 -1.29 0.73 130.01 39.99 34.51 39.99 9.95 0.86 1.00 1.05 0.01 0.29 0.25 0.29 2 2 5* 11.88 3.03 12.95 12.95 -1.35 0.67 146.02 39.99 34.51 39.99 9.95 0.86 1.00 1.05 0.01 0.33 0.28 0.33 2 12 ROOF BEAM 2 - 3 AXIAL SHEAR -ALLOW STRESSES- ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE FORCE MOMENT FA FBO FBI SHEAR QS QA CB O.FL I.FL STRESS COND NO. (IN) (IN2) (IN3) (IN3) (KIPS) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 11.88 3.03 12.95 12.95 -0.03 1.73 147.22 39.99 34.51 39.99 7.47 0.86 1.00 1.13 0.00 0.33 0.28 0.33 2 1 2 11.88 3.03 12.75 12.75 0.07 1.73 -116.81 39.99 39.99 30.21 7.47 0.86 1.00 1.28 0.00 0.25 0.30 0.30 3 1 3 11.88 3.03 12.95 12.75 0.06 0.96 -97.68 -39.99 39.99 30.21 7.47 0.86 1.00 1.28 0.00 0.21 0.25 0.25 3 1 4 11.88 3.03 12.75 12.75 0.31 -0.80 63.25 30.00 25.89 30.00 7.47 0.86 1.00 1.03 0.00 0.19 0.18 0.19 1 1 5 11.88 3.03 12.95 12.75 0.23 -1.68 14.85 30.00 25.89 30.00 7.47 0.86 1.00 1.52 0.00 0.04 0.04 .0.05 1 1 6 11.88 3.03 12.75 12.75 0.16 -2.31 -86.76 30.00 30.00 25.89 7.47 0.86 1.00 2.30 0.00 0.25 0.26 0.26 1 1 7* 11.88 3.03 12.95 12.95 0.11 -2.32 -113.93 30.00 30.00 25.89 7.47 0.86 1.00 1.12 0.00 0.29 0.34 0.34 1 1 COLUMN 4 - 3 Rotated 90 degrees AXIAL SHEAR -ALLOW STRESSES- ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE FORCE MOMENT FA FBO FBI SHEAR QS QA CB O.FL I.FL STRESS COND NO. (IN) (IN2) (IN3) (IN3) (KIPS) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 7.88 2.63 7.95 7.95 4.66 -0.22 0.00 27.10 14.09 30.00 '15.04 0.90 1.00 1.75 0.07 0.00 0.00 0.07 1 12 2 7.88 2.63 7.95 7.95 4.66 -0.22 0.00 5.73 14.09 30.00 15.04 0.90 1.00 1.75 0.31 0.00 0.00 0.31 1'12 3 7.88 2.63 7.95 7.95 4.62 -0.22 0.00 5.73 14.09 30.00 15.04 0.90 1.00 1.75 0.31 0.00 0.00 0.31 1 12 q 7.88 2.63 7.95 7.95 4.58 -0.22 0.00 5.73 14.09 30.00 15.04 0.90 1.00 1.75 0.30 0.00 0.00 0.30 1 12 5* 7.88 2.63 7.95 7.95 4.55 -0.22 0.00 5.73- 14.09 30.00 15.04 0.90 1.00 1.75 0.30 0.00 0.00 0.30 1 12 F I N A L F R A M E D E S I G N * C O N .T R 0 L L I N G S T R E S S DATE: 02/20 CA PAGE: 14 TIME: 02:57 PM ----------------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME --------------------------------------------------------------------------7---------------------------------------------- # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 ROOF BEAM 3 - 5 AXIAL SHEAR -ALLOW STRESSES- ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE FORCE MOMENT FA FBO FBI SHEAR QS QA CB O.FL I.FL STRESS COND NO. (IN) (IN2) (IN3) (IN3) (KIPS) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 11.88 3.03 12.95 1'2.95 0.48 2.17 -112.86 30.00 30.00 25.89 7.47 0.86 1.00 1.66 0.01 0.29 0.34 0.34 1 1 2 11.88 3.03 12.75 12.75 -0.22 2.17 32.38 39.99 34.51 39.99 7.47 0.86 1.00 1.67 0.00 0.07 0.07 0.07 3 1 3 11.88 3.03 12.95 12.75 0.37 0.80 38.47 30.00 25.89 30.00 7.47 0.86 1.00 2.03 0.00 0.11 0.10 0.12 1 1 4 11.88 3.03 12.75 12.75 0.33 0.39 49.89 30.00 25.89 30.00 7.47 0.86 1.00 1.12 0.00 0.15 0.14 0.15 1 1' 5* 11.88 3.03 12.95 12.95 0.30 0.32 49.51 30.00 25.89 30.00 9.95 0.86 1.00 1.00 0.00 0.15 0.13 0.15 1 2 ROOF BEAM 6 - 5 AXIAL SHEAR. -ALLOW STRESSES- ALLOW ---STRESS RATIOS --.COMB CONT PT. DEPTH AREA SOX SIX FORCE FORCE MOMENT FA FBO FBI SHEAR QS QA CB O.FL I.FL STRESS COND NO. (IN) (IN2) (IN3) (IN3) (KIPS) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 11.88 3.03 12.95 12.95 0.48 2.17 -112.86 30.00 30.00 25.89 7.47 0.86 1.00 1.66 0.01 0.29 0.34. 0.34 1 1 2 11.88 3.03 12.75 12.75 -0.22 2.17, 32.38 39.99 34.51 39.99 7.47 0.86 1.00 1.67 0.00 0.07 0.07 0.07 2 1 3 11.88 3.03 12.95 12.75 0.37 0.80 38.46 30•.00 25.89 30.00 7.47 0.86 1.00 2.03 0.00 0.11 0.10 0.12 1 1 4 11.88 3.03 12.75 12.75 0.33 0.39 49.89. 30.00 25.89 30.00 7.47 0.86 1.00 1.12 0.00 0.15 0.14 0.15 1 1 5* 11.88 3.03 12.95 12.95 0.30 0.32 49.51 30.00 25.89 30.00 9.95 0.86 1.00 1.00 0.00 0.15 0.13 0.15 1 3 COLUMN 7 - 6 Rotated 90 degrees AXIAL SHEAR -ALLOW STRESSES- ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE FORCE MOMENT FA FBO FBI SHEAR QS QA CB O.FL I.FL STRESS COND NO. (IN) (IN2) (IN3) (IN3). (KIPS) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 7.88 2.63 7.95 7.95 4.66 1.67 0.00 27.10 27.10 30.00 15.04 0.90 1.00 1.75 0.07 0.00 0.00 0.07 1 12 2 7.88 2.63 7.95 7.95 -1.18 1.67 75.02 39.99 36.12 39.99 15.04 0.90 1.00 1.75 0.01 0.26 0.24 0.26 12 12 3 7.88 .2 .63 7.95 7.95 -1.21 -0.03 •150.03 39.99 36.12 39.99 15.04 0.90 1.00 1.75 0.01 0.52 0.47 0.52 12 12 4 7.88 2.63 7..95 7.95 -1.23 -1.92 149.35 39.99 36.12 39.99 15.04 0.90 1.00 1.82 0.01 0.52 0.47 0.52 12 12 5 7.88 2.63 7.95 7.95 -1.26 -1.92 69.72 39.99 36.12 39.99 15.04 0.90 1.00 1.82 0.01 0.24 .0.22 0.24 12 12 6* 7.88 2.63 7.95 7.95 4.54 -1.92 0.00 19.78 27.10 30.00 15.04 0.90 1.00 1.75 0.09 0.00 0.00 0.09 1 12 F I N A L 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 D CADS' DATE: 02/20/92 PAGE: 15 TIME: 02:57 PM ------------------------------ ORDER # 033542 ---------------------------------------------------------------------------------------- BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN --------------------------------------------------------------- ---------------------------------------------------------- SYSTEM FRAME # 1. DESCRIPTION EWDS 75'-0" --16'-4" ---- ----20-PSP ------------ 80 MPH ---UBC- - 88 ----1_000 TO 12 ROOF BEAM 8 - 6 AXIAL SHEAR -ALLOW STRESSES- ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE FORCE MOMENT FA FBO FBI SHEAR QS QA CB O.FL I.FL STRESS COND NO. (IN) (IN2) (IN3) (IN3) (KIPS) (KIPS) (IN -KIP) (KSI) (RSI) (RSI) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 11.88 3.03 12.95 12.95 -0.03 1.73 147.22 39.99 34.51 .39.99 7.47 0.86 1.00 1.13 0.00 0.33 0.28 0.33 3 1 2 11.88 3.03 12.75 12.75 0.07 1.73 -116.81 39.99 39.99 30.21 7.47 0.86 1.00 1.28 0.00 0.25 0.30 0.30 2 1 3 11.88 3.03 12.95 12.75 0.06 0.96 -97.68 39.99 39.99 30.21 7.47 0.86 1.00 1.28 0.00 0.21 0.25 0.25 2 1 4 11.88 3.03 12.75 12.75 0.31 -0.80 63.25 30.00 25.89 30.00 7.47 0.86 1.00 1.03 0.00 0.19 0.18 0.19 1 1 5 11.88 3.03 12.95 12.75 0.23 -1.68 14.85 30.00 25.89 30.00 7.47 0.86 1.00 1.52 0.00 0.04 0.04 0.05 1 1 6 11.88 3.03 12.75 12.75 0.16 -2.31 -86.76 30.00 30.00 25.89 7.47 0.86 1.00 2.30 0.00 0.25 0.26 0.26 1 1 7* 11.88 3.03 12.95 12.95 0.11 -2.32 -113.94 30.00 30.00 25.89 7.47 0.86 1.00 1.12 0.00 0.29 0.34 0.34 1 1 COLUMN 9'- 8 AXIAL SHEAR -ALLOW STRESSES- ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE FORCE MOMENT FA FBO FBI SHEAR QS QA CB O.FL I.FL STRESS COND NO. (IN) (IN2) (IN3). (IN3) (KIPS) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 11.88 3.03 12.95 12.95 2.25 1.66 0.00 -25.89 25.89 30.00 9.95 0.86 1.00 1.75 0.03 0.00 0.00 0.03 1 3 2 11.88 3.03 12.95 12.95 -1.23 1.25 56.22 39.99 34.51 39.99 9.95 0.86 1.00 1.75 0.01 0.13 0.11 0.13 3 3 3 11.88 3.03 12.75 12.75 -1.27 1.25 112.45 39.99 34.51 39.99 9.95 0.86 1.00 1.75 0.01' 0.26 0.24 0.26 3 3 4 11.88 3.03 12.95 12.75 -1.29 0.73 130.01 39.99 34.51 39.99 9.95 0.86 1.00 1.05 0.01 0.29 0.25 0.29 3 3 5* 11.88 3.03 12.95 12.95 -1.35 0.67 146.02 39.99 34.51 39.99 9.95 0.86 1.00 1.05 0.01 0.33 0.28 0.33 3 12 F R A M E D E S I G N E L D S 'U M M A R Y DATE: 02/20/92 TIME: 02:57 PM- ----------------------------------------------------------- M- ------------------------------—---------------------------------------------- ORDER # 033542 BUILDER NORTH VALLEY READY—MIX BLDR ORDER # 92-11 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON'BROWN (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSP 80 MPH UBC 88 ---------------------------------=-------------------------------------------------------------------- PART CAP WEB PAGE: 16 ---------------------------- BLDR ACCOUNT # 20-04-007-90 ENGR GRP — Visalia (SLOPE) THK 1.000 TO 12 ---------------------------- SIZE SHEAR PART WEB WEB FLG—TO—WEB FILLET ALLOW CONTROLLING NO. SECT THK STRESS SIZE SHEAR MEMB ANAL LOAD (IN)' (KIPS/IN) (RIPS/IN) NO. PT COND OV02310 1 0.100 0.089 3/:32 1.965 1 1 2 OV02320 1 0.100 0.166 3/32 1.965 7 7 1 OV02330 1 0.100 0.166 3/32 1.965 6 4 12 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- S P L I C E S U M M A R Y CA DATE: 02/20/92 PAGE: 17 TIME: 02:57 PM -- ----- ORDER ---------- ------- # 033542 ------- BUILDER --- ----- NORTH ------- VALLEY ------- READY ------------------------------------------------------------------ -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN -----------I------------------------------------------------- SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-9" ------------------------- 20 PSF 80 MPH ----UBC- 88 ---1.000-TO 12 SPLICE LOCATION MEMBER ANALYSIS CONTROLLING AXIAL SHEAR MOMENT NO TYPE MOD SEQ NO. PT. LOAD COMBINATION KIPS KIPS IN -KIPS 01 COLUMN 00 1 1 1 DL + WLL -1.19 1.66 0.00 DL + WLL -1.19 1.66 0.00 02 2 5 DL + WLL -1.35 0.27 146.02 DL + WLR -0.09 -0.31 -115.30 03 COLUMN 01 1 3 1 DL + WLR -2.23 0.00 0.00 DL + WLR -2.23 0.00 0.00 04 2 5 DL + WLR -2.38 0.00 0.00 DL + WLR -2.38 0.00 0.00 05 COLUMN 02 1 6 1 DL + WLL -2.23 0.00 0.00 DL + WLL -2.23 0.00 0.00 06 2 6 DL + WLL -2.38 0.00 0.00 DL + WLL -2.38 0.00 0.00 07 COLUMN 03 1 8 1 DL + WLR -1.19 1.66 0.00 DL + WLR -1.19 1.66 0.00 08 2 5 DL + WLR -1.35 0.27 146.02 DL + WLL -0.09 -0.31' -115.30 09 BEAM 02 1 4 5 DL + LL 0.30 -0.02 49.51 DL + WLR -0.24 -0.28 -12.51 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 No. Loading Combination 1 DL + LL 2 DL + WLL 3 DL + WLR 4 DL + EQL 5 DL + EQR 6 PDL+0.70PL+2.25EQL 7 PDL+0.70PL+2.25EQR 8 0.85PDL + 2.25EQL 9 0.85PDL + 2.25EQR 10 DL +2.25EQL 11 DL +2.25EQR 12 DL + EWP 13 DL + EWS ID Load Case DL DEAD LOAD LL LIVE LOAD WLL WIND LOAD LEFT WLR WIND LOAD RIGHT EQ SEISMIC LOAD EWP EW WIND PRESSURE EWS EW WIND SUCTION Z 1H 1V 0.30 2.25 -1.66 -1.19 1.17 0.07 -0.21 0.34 0.34 0.81 not applicable not applicable not applicable not applicable not applicable not applicable R 2-------3---5---6---=---8 -0.72 F R A M E D E S I G N S R E A C T I O N S 7 CA* DATE: 02/20/92 0.58 3Z 4V: 4Z 6Z PAGE: 18 TIME: 02:57 PM 9V Sun H Sum V Sum Z 0.00 4.66 ----------------------------=- ORDER BLDR DESIGN ----------=---------------------------------------------- # 033542 CONTACT - ANDY SYSTEM FRAME ----------------------------------------------------------------------------------------- BUILDER NORTH VALLEY READY WOOD BLDR PHONE (TYPE) # 1 DESCRIPTION EWDS -MIX BLDR ORDER # 916-345-7296 PROJ NAME (WIDTH) (HEIGHT)- (LIVE) 4"20 PSF 75'-0" ----16=_ ----- # 92-11 - DON BROWN (WIND) (CODE/YEAR) 80 MPH ----UBC--- 88 BLDR ACCOUNT # ENGR GRP - (SLOPE) ---- 1000 -TO 12 20-04-007-90 Visalia POSITIVE REACTION DIRECTION H KIPS Horizontal Force to Right V V KIPS Vertical Force UP Z KIPS Horizontal Out of Plane +---H No. Loading Combination 1 DL + LL 2 DL + WLL 3 DL + WLR 4 DL + EQL 5 DL + EQR 6 PDL+0.70PL+2.25EQL 7 PDL+0.70PL+2.25EQR 8 0.85PDL + 2.25EQL 9 0.85PDL + 2.25EQR 10 DL +2.25EQL 11 DL +2.25EQR 12 DL + EWP 13 DL + EWS ID Load Case DL DEAD LOAD LL LIVE LOAD WLL WIND LOAD LEFT WLR WIND LOAD RIGHT EQ SEISMIC LOAD EWP EW WIND PRESSURE EWS EW WIND SUCTION Z 1H 1V 0.30 2.25 -1.66 -1.19 1.17 0.07 -0.21 0.34 0.34 0.81 not applicable not applicable not applicable not applicable not applicable not applicable R 2-------3---5---6---=---8 0.55 -0.72 3.45 0.55 1 4 7 9 3Z 0.06 0.58 3Z 4V: 4Z 6Z 7V 7Z 9H 9V Sun H Sum V Sum Z 0.00 4.66 0.00 0.00 4.66 0.00 -0.30 2.25 0.00 13.81 0.00 0.00 -0.38 0.00 0.00 -2.23 0.00 -1.17 0.07- -2.83 -3.74 0.00 0.00 -2.23 0.00 0.00 -0.38 0.00 1.66 -1.19 2.83 -3.74 0.00 0.00 1.49 0.00 0.00 0.81 0.00 -0.34 0.81 -0.56 3.46 0.00 0.00 0.81 0.00 0.00 1.49 0.00 0.21 0.34 0.56 3.46 0:00 0.55 -0.72 3.45 0.55 -0.72 -3.16 1H IV 3Z 0.06 0.58 0.00 0.24 1.67 0.00 -1.72 -1.77 0.00 1.11 -0.51 0.00 -0.28 -0.24 0.00 0.49 -1.30 3.45 0.49 -1.30 -3.16 -1.15 3.01 3.45 -1.15 3.01 -0.55 -0.72 0.00 -3.74 12.92 -1.15 -2.75 -3.16 -1.15 -2.75 -0.55 -0.72 0.00 -3.74 -11.83 4V 4Z 6Z 7V 7Z 9H 9V Sum H Sum V Sum Z 1.15 0.00 0.00 1.15 0.00 -0.06 0.58 0.00 3.4.6 0.00 3.51 0.00 0.00 3.51 0.00 -0.24 1.67 0.00 10.35 0.00 -1.53 0.00 0.00 -3.38 0.00 -1.11 -0.51 -2.83 -7.20 0.00 -3.38 0.00 0.00 -1.53 0.00 1.72 -1.77 2.83 -7.20 0.00 0.34 0.00 0.00 -0.34 0.00 -0.28 0.24 -0.56 0.00 0.00 -2.30 3.01 3.45 -2.30 3.01 -0.49 -1.30 0.00 -7.20 12.92 -2.30 -2.75 -3.16 -2.30 -2.75 -0.49 -1.30 0.00 -7.20 -11.83 DATE: 02/20 92 F I N A L F R A M E D E S 'I G- S T R E S S S U M M A R Y TIME: 02:57 PM ------------------------------------------------------------------------------------------------------ ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 ------------------------------------------------------------------------------------------------------ MEMBER NO. 1 JOINT 1 - 2 ---------------------------------- SECT. LENGTH C* NO. PAGE: 19 ---------------------------- BLDR ACCOUNT # 20-04-007-90 ENGR GRP ,- Visalia (SLOPE) NO. (FT) 1.000 TO 12 SEGS SECT. LENGTH YIELD NO. I 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 14.48 50. 4 4.97 FT 11.88 IN 11..88 IN 5.000 X .188 .100 5.000 X .188 0.327 2 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 -1.35 146.02 -0.44 1 11.28 11.28 39.99 34.51 39.99 1.66 9.95 0.167 2 MEMBER NO. 2 JOINT 2 - 3 ---------------------------------- SECT. LENGTH" YIELD NO. MAX SEG DEPTH AT DEPTH AT WE,3 COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 25.00 50. 6 5.00 FT 11.88 IN 11.88 IN 5.000 X .188 .100 5.000 X, .188 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 0.11 -113.93 0.04 -8.80 -8.80 30.00 30.00 25.89 -2.32 7.47 0.311 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 16.42 50. 4 4.10 FT 7.88 IN 7.88 IN 5.000 X .188 .100 5.000 X .188 0.309 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 4.66 0.00 1.77 0.00 0.00 5.73 14.09 30.00 -0.22 15.04 0.015 12 t F I N A L F R A M E D E S I Gle- S T R E S S S U M M A R Y DATE: 02/20/92 TIME: 02:57 PM ---------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME- DON BROWN (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 ------------------------------------------------------------------------------------------------------ MEMBER NO. 4 JOINT 3 - 5 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. .1 12.50 50. 4 5.00 FT 11.88 IN 11.88 IN 5.000 X .188 .100 5.000 X .188 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 0.48 -112.86 0.16 -8.72 -8.72 30.00 30.00 25.89 MEMBER NO. 5 JOINT 6 - 5 --------------------------- ! LENGTH YIELD NO. MAX SSG DEPTH AT DEPTH AT WEB NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. 1 12.50 50. 4 5.00 FT 11.88 IN 11.88 IN 5.000 X .188 .100 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) (I(SI) 1 0.48 -112.86 .0.16 -8.72 -8.72 30.00 30.00 25.89 MEMBER NO. 6 JOINT 7 - -6 Rotated 90 degrees ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB NO. (FT) STRESS SEGS SIZE START END . OUTER FL. THK. 1 16.42 50. 5 3.75 FT 7.88 IN 7.88 IN 5.000 X .188 .100 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) .(KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 -1.21 150.03 -0.46 18.88 18.88 39.99 36.12 39.99 FORCE (KIPS) 2.17 INNER PL. 5.000 X .188 FORCE (KIPS) 2.17 INNER FL. 5.000 X .188 COMB. STRESS LOAD RATIO COND 0.342 •1 ----SHEAR------- ALLOW STRESS (KIPS) RATIO 7.47 0.291 COMB. STRESS LOAD RATIO COND 0.342 1 ----SHEAR------- ALLOW STRESS (KIPS) RATIO 7.47 0.291 COMB. STRESS LOAD RATIO COND 0.523 12 LOAD COAD 1 LOAD COND 1 --------------SHEAR-------------- CADDS ' ALLOW STRESS LOAD PAGE: 20 ---------------------------- BLDR ACCOUNT # 20-04-007-90 ENGR GRP - Visalia (SLOPE) 1.000 TO 12 ------------------ COMB. STRESS LOAD RATIO COND 0.342 •1 ----SHEAR------- ALLOW STRESS (KIPS) RATIO 7.47 0.291 COMB. STRESS LOAD RATIO COND 0.342 1 ----SHEAR------- ALLOW STRESS (KIPS) RATIO 7.47 0.291 COMB. STRESS LOAD RATIO COND 0.523 12 LOAD COAD 1 LOAD COND 1 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND -1.92 15.04 0.128 12 Ll • FINAL FRAME DESIG- S T R E S S S U M M A R Y DATE: 02/20/92., TIME: 02:57 PM ----------------=--------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 '(TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" -------------------------------- BLDR ORDER # 92-11 PROJ NAME - DON BROWN (LIVE) • (WIND). (CODE/YEAR) 20 PSF 80 MPH UBC 88 MEMBER NO. 7 JOINT 8 - 6 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG' DEPTH AT DEPTH AT WEB NO. (FT) , STRESS SEGS SIZE START END OUTER FL. THK. 1 25.00 50. 6 5.00 FT 11.88 IN 11.88 IN 5.000 X .188 .100 CONTROLLING ACTIONS --AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 0.11 -113.94 0.04 -8.80 -8.80 30.00 30.00 25.89 MEMBER NO. 8 JOINT 9 - 8 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. 1 14.48 50. 4 4.97 FT 11.88 IN 11.88 IN 5.000 X .188 .100 CONTROLLING ACTIONS --AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- SECT FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 -1.35 146.02 -0.44 11.28 11.28 39.99 34.51 39.99 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .188 0.341 1 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND -2.32 7.47 0.311 1 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .188. 0.327 3 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 1.66 9.95 0.167 3 co PAGE: 21 ---------------------------- BLDR ACCOUNT # 20-04-007-90 ENGR GRP - Visalia (SLOPE) 1.000 TO 12 ----------------------- COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .188 0.341 1 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND -2.32 7.47 0.311 1 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .188. 0.327 3 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 1.66 9.95 0.167 3 F I N A L F R A M 0 E S I G N DATE: 02/20/92 TIME: 02:57 PM --------------------------------------------------------------------- ORDER # 033542 BUILDER — NORTH VALLEY READY—MIX BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 75'-0" 16'-4" -------------------------------------------------------------------- CADID PAGE: 24 --------------- ------------------------ BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 PROJ NAME — DON BROWN ENGR GRP — Visalia (LIVE) (WIND). (CODE/YEAR) (SLOPE) _ 70 DCF 84 MPH UBC a8 1.000 TO 12 F R A M E D E S I G N - G E le R A L I N F O R M A T I O N DATE: 02/20/92 CAR PAGE 25 TIME: 02:57 PM ------------------------------ ORDER N 033542 --------------------------------------------------------------------------------------- BUILDER NORTH VALLEY READY -MIX BLDR ORDER 8 92-11 BLDR ACCOUNT #. 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE Y 916-345-7296 PROJ NAME - DON BROWN ENGR GRP -'Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM -------------- FRAME 9 -------------------------------- 2 DESCRIPTION LRF ----75__0"-----16'-4" ----20 PSF ------------------- 80 MPHUBC88-----1000-TO 12 ----- LEFT SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES EAVE HEIGHT = 16.002 FT. 16.002 FT. 1 = 75.000 FT MODULUS OF ELASTICITY = 29000 RSI FRAME HEIGHT = 15.333 FT. 15.333 FT. = 0.850 COL. CLEAR HT. = 13.799 FT. 13.799 FT. CMX CMX(stepped column/no wind) =.0.950 SLOPE (P/12.) 1.000 0.125 IN. 1.000 0.125 IN. CMY(pinned in minor axis) =:0.600 SW R -BEAM OFFSET DIST. TO RIDGE = = 37.500 FT. 37.500 FT. CMY(fixed in minor axis) = 0.400 COLUMN OFFSET = 8.000 IN. 8.000 IN. GIRT DEPTH 8.000 IN. .8.000 IN. PURLIN DEPTH = 8.000 IN. 8.000 IN. (UNINSULATED) (UNINSULATED) --------------------- JOINT DATA --------------------- ------------------------------ MEMBER DATA ------------------------------ JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM MEMBER MOM. RELEASE R VALUES NUMBER FT FT X Y MZ Z MX NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 1.232 0.000 1 1 0 1 0 1 1- 2 0 0 1.50 1.00 2 1.796 14.512 0 0 0 1 0 2 2- 3 0 0 1.50 1.00 3 37.500 17.710 0 0 0 0 0 3 4- 3 0 0 1.50 1.00 4 73.204 14.512 0 0 0 1 0 4 5- 4 0 0 1.50 1.00 5 73.768 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 D10 Y / B R A C E L 0 C A, T I O N S CA DATE: 02/20/92 PAGE: 26 TIME: 02:57 PM -----------------=------------------------------- ---------------------------------------------------------------- ORDER # 033542 BUILDER NORTH.VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 75'_0"_____161_4"-----20 PSF 80 MPH UBC 88-----1000 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,0 Other 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 COLUMN 1- 2 COLUMN 5- 4 ROOFBEAM 2- 3 ROOFBEAM 4- 3 DIST ID BRACE MAJOR DIST ID BRACE MAJOR DIST ACCUM ID BRACE DIST ACCUM ID BRACE 0.00 B O -IF YES 0.00 B O -IF YES 0.00 0.00 E O FL 0.00 0.00 E 0 FL 7.50 G O -SF NO 7.50 G O -SF NO 3.98 3.98 P O -SF 3.98 3.98 P O -SF 9.50 G 0 FL NO 9.50 G 0 FL NO 8.98 8.98 P O -SF 8.98 8.98 P O -SF 13.80 0 O -IF YES 13.80 0 O -IF YES 13.98 13.98 P 0 FL 13.98 13.98 P O FL 16.00 E 0 FL NO 16.00 E O FL NO 18.98 18.98 P O -SF 18.98 18.98 P 0 -SF 23.98 23.98 P O FL 23.98 23.98 P 0 FL 28.98 28.98 P O -SP 28.98 28.98 P O -SF 33.98 33.98 P O FL 33.98 33.98 P O FL 36.48 36.48 P O -SP 36.48 36.48 P 0 -SF DISTANCE TO ANALYSIS POINTS COLUMNS USE THE VERTICAL DISTANCE MEASURED FROM START OF MEMBER ROOFBEAMS USE THE HORIZONTAL DISTANCE MEASURED FROM START OF MEMBER APPLIED LOADS . + VERT OR FY — UPWARD + HORZ OR FX — TOWARDS RIGHT + MOMT OR MZ — COUNTER—CLOCKWISE REFERENCE DISTANCES USE THE GLOBAL COORDINATE SYSTEM X—DIST IS FROM LEFT STRUCTURE LINE (HORIZONTAL) Y—DIST IS FROM LEFT BASE ELEVATION NORMALIZED TO 0.0 (VERTICAL) FOR LOAD TYPES 1,2,3 (UNIF, CONC, 6 TAPER) COLUMNS USE Y—DISTANCE ROOF BEAMS USE X—DISTANCE FOR LOAD TYPES 4,5 ,(MOMENT PRODUCING) BOTH DISTANCES ARE USED MEMBER FORCES MEMBER FORCES USE THE MEMBER COORDINATE SYSTEM + AXIAL — MEMBER IS IN COMPRESSION + SHEAR — OUTWARD FORCE ON END OF MEMBER + MOMENT — COMPRESSION ON OUTER FLANGE FRAME REACTIONS REACTIONS USE THE GLOBAL COORDINATE SYSTEM + HORIZONTAL IS TOWARDS RIGHT + VERTICAL IS UPWARD + MOMENT IS COUNTER—CLOCKWISE EXPLANATION OF LOAD TABLE HEADINGS FOR LOAD TYPES 1,3 (UNIF & TAPER) X1 E Y1 ARE STARTING LOAD MAGNITUDES (KIPS/FT) X2 & Y2 ARE ENDING LOAD MAGNITUDES (KIPS/FT) (IGNORE 'Z1, X1=X2 OR Y1=Y2 FOR UNIF LOAD) FOR LOAD TYPES 2,4,5 (CONC, MOMENT PRODUCING) X1 IS CONCENTRATED HORIZONTAL LOAD (KIPS) Yl IS CONCENTRATED VERTICAL LOAD (KIPS) Z1 IS CONCENTRATED MOMENT LOAD (IN—KIPS) (IGNORE X2 & Y2) F I N A L F R A M E D E S I G— S I G N C O N V E N T I O N CAO DATE: 02/20/92 PAGE: 27 TIME: 02:57 PM ------------ ---------------------- ORDER # 033542 BLDR CONTACT — ANDY DESIGN SYSTEM FRAME ---------------------------------------------- ------------------------------------------------------------------------------------ — BUILDER NORTH VALLEY READY—MIX WOOD BLDR PHONE # 916-345-7296 -(TYPE) (WIDTH) (HEIGHT) # 2 DESCRIPTION LRF ----75__0"-----16'=4_-----20 BLDR ORDER PROJ NAME (LIVE) PSP -------- # 92-11 — DON BROWN (WI.ND) (CODE%YEAR) 80 MPHUBC88 BLDR ACCOUNT # ENGR GRP — (SLOPE) ----1000 TO 12 20-04-007-90 Visalia DISTANCE TO ANALYSIS POINTS COLUMNS USE THE VERTICAL DISTANCE MEASURED FROM START OF MEMBER ROOFBEAMS USE THE HORIZONTAL DISTANCE MEASURED FROM START OF MEMBER APPLIED LOADS . + VERT OR FY — UPWARD + HORZ OR FX — TOWARDS RIGHT + MOMT OR MZ — COUNTER—CLOCKWISE REFERENCE DISTANCES USE THE GLOBAL COORDINATE SYSTEM X—DIST IS FROM LEFT STRUCTURE LINE (HORIZONTAL) Y—DIST IS FROM LEFT BASE ELEVATION NORMALIZED TO 0.0 (VERTICAL) FOR LOAD TYPES 1,2,3 (UNIF, CONC, 6 TAPER) COLUMNS USE Y—DISTANCE ROOF BEAMS USE X—DISTANCE FOR LOAD TYPES 4,5 ,(MOMENT PRODUCING) BOTH DISTANCES ARE USED MEMBER FORCES MEMBER FORCES USE THE MEMBER COORDINATE SYSTEM + AXIAL — MEMBER IS IN COMPRESSION + SHEAR — OUTWARD FORCE ON END OF MEMBER + MOMENT — COMPRESSION ON OUTER FLANGE FRAME REACTIONS REACTIONS USE THE GLOBAL COORDINATE SYSTEM + HORIZONTAL IS TOWARDS RIGHT + VERTICAL IS UPWARD + MOMENT IS COUNTER—CLOCKWISE EXPLANATION OF LOAD TABLE HEADINGS FOR LOAD TYPES 1,3 (UNIF & TAPER) X1 E Y1 ARE STARTING LOAD MAGNITUDES (KIPS/FT) X2 & Y2 ARE ENDING LOAD MAGNITUDES (KIPS/FT) (IGNORE 'Z1, X1=X2 OR Y1=Y2 FOR UNIF LOAD) FOR LOAD TYPES 2,4,5 (CONC, MOMENT PRODUCING) X1 IS CONCENTRATED HORIZONTAL LOAD (KIPS) Yl IS CONCENTRATED VERTICAL LOAD (KIPS) Z1 IS CONCENTRATED MOMENT LOAD (IN—KIPS) (IGNORE X2 & Y2) F R A M E D E S I G N 0 A D S U M M A R Y DATE: 02/2 TIME: 02:57 PM --------------=--------------------------------------------------------- =----------------------------- ORDER # 033'542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 ' BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN (TYPE,) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 ------------------------------------------------------------------------------------------------------ GENERAL BUILDING INFORMATION DESIGN BAY = TOTAL BUILDING LENGTH = PANELS ' LEFT SIDEWALL ROOF RIGHT SIDEWALL BUILDING USE AND LOCATION STATE COUNTY USE CATEGORY 22.500 FT. 90'.000 FT. TYPE DESCRIPTION BRII 28STL BRII 28STL BRII 28STL CA0 PAGE: 28 ---------------------------- BLDR ACCOUNT # 20-04-007-90 ENGR GRP - Visalia (SLOPE) 1.000 TO 12 WEIGHT 0.92 PSF 2'.42 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) 0.92 PSF = CALIFORNIA = BUTTE (INLAND) = 1: Normal use APPLIED LOADINGS BUILDING CODE = UBC - 1988 DEAD LOAD (DL ) = 2.420 PSF + FRAME DL COLLATERAL LOAD (CLL) = 0.000 PSF ROOF LIVE LOAD (LL ) = 20.000 PSF MIN COUNTY GROUND SNOW LOAD COEFFICIENTS TRIBUTARY LOAD LOAD MET ROOF LOAD FACTOR COEFF (PSF) LEFT ROOF 60.00% 1.00. 12.00 RIGHT ROOF 60.00% 1.00 12.00 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR WIND LOADS 'WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE EXPOSURE FACTOR WIND ENCLOSURE COEFFICIENTS = 80.000 MPH ( 11.900 PSF) = 80.000 MPH ( 11.900 PSF) = 80.000 MPH ( 11.900 PSF) = 1 = B ENCLOSED WIND FROM LEFT F R A M E D E S I G N o 0 A D S U M M A R Y LEFT ROOF CA o DATE: 02/20/92 RIGHT SIDEWALL -0.500(SUCTION ) 0.000 ENDWALL WIND PRESURE 0.000 PAGE: 29 TIME: 02:57 PM ROOF -0.700(SUCTION ) SIDEWALL CANOPY/OVERHANG -1.200(SUCTION ) = 4.420 PSF ------------------------------ ORDER # 033542 ------------------------------------------------------------------------------------ BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT 1 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia = 0.035 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) = 2.750 DESIGN -------------------------------------------- SYSTEM FRAME # 2 DESCRIPTION LRF -------------------------------------------------------------------------------------- 75'-0" 16'=4" 20 PSF 80 MPH UBC 88 1.000 TO 12 WIND LOADS 'WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE EXPOSURE FACTOR WIND ENCLOSURE COEFFICIENTS = 80.000 MPH ( 11.900 PSF) = 80.000 MPH ( 11.900 PSF) = 80.000 MPH ( 11.900 PSF) = 1 = B ENCLOSED SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.000% SEISMIC ZONE = 3 MIN CTY SEISMIC ZONE = 3 MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT (WLR) -0.500(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) 0.800(PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -0.700(SUCTION ) -1.200(SUCTION ) LEFT ROOF RIGHT ROOF Z FACTOR I'FACTOR Rw FACTOR SOIL PROFILE S FACTOR Ct FACTOR T FACTOR C FACTOR C/Rw FACTOR NET SEISMIC FACTOR INTERNAL WIND FROM LEFT INTERNAL SUCTION (WLL) LEFT SIDEWALL 0.800(PRESSURE) LEFT ROOF -0.700(SUCTION ) RIGHT ROOF -0.700(SUCTION ) RIGHT SIDEWALL -0.500(SUCTION ) 0.000 ENDWALL WIND PRESURE 0.000 (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 MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT (WLR) -0.500(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) 0.800(PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -0.700(SUCTION ) -1.200(SUCTION ) LEFT ROOF RIGHT ROOF Z FACTOR I'FACTOR Rw FACTOR SOIL PROFILE S FACTOR Ct FACTOR T FACTOR C FACTOR C/Rw FACTOR NET SEISMIC FACTOR INTERNAL PRESSURE INTERNAL SUCTION (IP ) (IS ) .0.000 .0.000 0.000 0.000 0.000 0.000 0.000 0.000 = 4.420 PSF = 4.420 PSF = 0.300 = 1.000 = 6.000 = S3 = 1.500 = 0.035 = 0.284 = 2.750 = 0.458 = 0.1375 F R A M E D E S I G N - L D C O M B I N A T I O N .S CA DATE: 02/20/92 PAGE: 30 TIME: 02:57 PM ----- ORDER --------- --------BUILDER NORTH # 033542 ------------------------------------------------------------------------------------------------ VALLEY READY-MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN •ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN --------------------------------------------- SYSTEM FRAME # 2 DESCRIPTION LRF -----75=_0"-----16'-4" ---------20 PSF 80 MPH -------- -UBC-- 88-----1.000 TO 12 LCN LOAD DESCRIPTION STRESS DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + LL 1.000 Std Des 100.00 DL 100.00 LL 2 DL + WLL. 1.333 Std Des 100.00 OL 100.00 WLL 3 DL + WLR 1.333 Std Des 100.00 DL 100.00 WLR 4 DL + EQL 1.333 Std Des 100.00 DL 100.00 EQ 5 DL + EQR 1.333 Std Des 100.00 DL -100.00 EQ 6 PDL+0.70PL+2.25EQL 1.700 Axial C 100.00 DL 70.00 LL 225.00 EQ 7 PDL+0.70PL+2.25EQR 1.700 Axial C 100.00 DL 70.00 LL -225.00 EQ 8 0.85PDL + 2.25EQL 1.700 Axial T 85.00 DL 225.00 EQ 9 0.85PDL + 2.25EQR 1.700 Axial T 85.00 DL -225.00 EQ 10 DL +2.25EQL 1.700 Conns 100.00 DL 225.00 EQ . 11 DL +2.25EQR 1.700 Conns 100.00 DL -225.00 EQ 12 DL + EWP 1.333 Std Des 100.00 . DL 100.00 EWP F R A M E D E S I G N - OP P L I E D L 0 A D S CA DATE: 02/20/92 PAGE: 31 TIME: 02:57 PM ------------------------------------------------------------------------------------------------------ ORDER # 033542 BUILDER BLDR CONTACT - ANDY WOOD DESIGN SYSTEM FRAME A 2 --------------------------------------------------------------------- NORTH VALLEY BLDR (TYPE) DESCRIPTION LRF READY -MIX PHONE # 916-345-7296 (WIDTH) 75'-0" (HEIGHT) 16'-4" BLDR PROJ 20 ORDER NAME (LIVE) PSF - 92-11 DON BROWN (WIND) (CODE/YEAR) 80 MPHUBC ----- 88-----1000-TO BLDR ACCOUNT # ENGR GRP - (SLOPE) 12 20-04-007-90 Visalia LOAD CASE (DL ) DEAD LOAD LOAD LABEL MEMBER NO JOINTS (START -END) LOAD TYPE DISTANCES FT FT X LOADS Y Z DIRECTION/ LOCATION DL DL 2 3 2 - 3 4 - 3 UNIF UNIF 0.00 37.50 37.50 75.00 0.000 0.000 K/FT K/FT -0.054 -0.054 K/FT K/FT 0.000 0.000 K/FT K/FT LOAD CASE (LL ) LIVE LOAD LOAD LABEL MEMBER NO JOINTS (START -END) LOAD TYPE DISTANCES FT FT X LOADS Y Z DIRECTION/ LOCATION LL LL 2 3 2 - 3 4 - 3 UNIF UNIF 0.00 37.50 37.50 75.00 0.000 0.000 K/FT K/FT -0.270 -0.270 K/FT K/FT 0.000 0.000 K/FT K/FT LOAD CASE (WLL) WIND LOAD LEFT LOAD LABEL MEMBER, NO JOINTS (START -END) LOAD TYPE DISTANCES FT FT X LOADS Y 2 DIRECTION/ LOCATION WLL WLL WLL WLL 1 2 3 4 1 - 2 2 - 3 4 - 3 5 - 4 UNIF UNIF UNIF UNIF 0.00 0.00 37.50 0.00 16.00 37.50 75.00 16.00 0.214 -0.187 0.187 0.134 K/FT K/FT K/FT K/FT 0.000 0.187 0.187 0.000 K/FT K/FT K/FT K/FT 0.000 0.000 0.000 0.000 K/FT K/FT K/FT K/FT LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER LABEL NO JOINTS (START -END) LOAD TYPE DISTANCES FT FT X LOADS Y Z DIRECTION/ LOCATION WLR WLR WLR WLR 1 2 3 4 1 - 2 2 - 3 4 - 3 5 - 4 UNIF UNIF UNIF UNIF 0.00 0.00 37.50 0.00 16.00 37.50 75.00 16.00 -0.134 -0.187 0.187 -0.214 K/FT K/FT K/FT K/FT 0.000 0.187 0.187 0.000 K/FT K/FT K/FT K/FT 0.000 0.000 0.000 0.000 K/FT K/FT K/FT K/FT LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER LABEL NO JOINTS (START -END) LOAD TYPE DISTANCES FT FT X LOADS Y 2 DIRECTION/ LOCATION EQ EQ EQ EQ 1 2 3 4 1 - 2 2 - 3 4 - 3 5 - 4 UNIF CONC CONC UNIF 0.00 0.00 75.00 0.00 16.00 16.00 0.003 0.513 0.513 0.003 K/FT KIP KIP K/FT 0.000 0.000 0.000 0.000 K/FT KIP KIP K/FT 0.000 0.000 0.000 0.000 K/FT IN -K IN -K K/FT Outside flange Outside flange F R A M E D E S I G N — P'P L I E D L O A D S CAI* DATE: 02/20/92 PAGE: 32 TIME: 02:57 PM — ------------------------------ ORDER # 033542 BLDR CONTACT — ANDY DESIGN SYSTEM FRAME ------------------------------------------------------------------------------ BUILDER WOOD # 2 —--------------------------------------------------------------------------------------- NORTH VALLEY READY—MIS BLDR PHONE # 916-345-7296 (TYPE) (WIDTH) DESCRIPTION LRF 75'-0" (HEIGHT) 16'-4" BLDR ORDER PROJ NAME (LIVE) 20 PSF # 92-11 — DON BROWN (WIND) (CODE/YEAR) 80 MPH UBC 88-----1000—TO BLDR ACCOUNT # ENGR GRP —.Visalia (SLOPE) 12 20-04-007-90 LOAD CASE (EWP) EW WIND PRESSURE LOAD LABEL MEMBER NO JOINTS (START—END) LOAD TYPE DISTANCES FT FT % LOADS Y 2 DIRECTION/ LOCATION EWP EWP EWP EWP 1 2 3 4 1 2 4 5— — 2 — 3' — 3 4 UNIF UNIF UNIF UNIF 0.00 0.00 37.50 0.00 16.00 37.50 75:00. 16.00 —0.187 —0.187 0.187 0.187 K/FT K/FT K/FT K/FT 0.000 0.187 0.187 0.000 K/FT K/FT K/FT K/FT 0.000 0.000 0.000 0.000 K/FT K/FT K/FT K/FT o LOAD CASE (EWS) EW WIND SUCTION LOAD LABEL MEMBER NO JOINTS (START—END) LOAD TYPE- DISTANCES FT FT X LOADS Y Z DIRECTION/ LOCATION EWS EWS EWS EWS 1 2 3 4 1 2 4'— 5— — 2 — 3 3 4 UNIF UNIF UNIF UNIF 0.00 0.00 37.50 0.00 16.00 37.50 75.00 16.00 —0.187 —0.187 0.187 0.187 K/FT K/FT K/FT K/FT 0.000 0.187 0.187 0.000 K/FT K/FT K/FT K/FT 0.000 0.000 0.000 0.000 K/FT K/FT K/FT K/FT o F I N A L F R A M E D E S I G N* S E C T I O N P R 0 P E R T I DATE: 02/20/92 TIME: 02:57 PM ------------------------------------------------ ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND), (CODE/YEAR) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF ----75==0" ----- 16=_----- 4_20-PSF 80 MPHUBC88 ------------------=--------------------------- MEMBER NO. SECTION NO ANAL SEC PTS. NO. 1 1 2 3 4 5 MEMBER NO. SECTION NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 2 8 9 10 11 12 1 1 DIST (FT) 0.00 3.75 7.50 9.50 13.79 2 1 2 DIST (FT) 2.52 3.98 8.98 13.98 18.98 19.82 19.83 23.98 28.98 33.98 36.48 37.44 JOINTS 1 - 2 OUTER FLANGE _ DEPTH AREA (IN) (IN2) 12.00 5.34 15.26 5.80 18.52 6.26 20.26 6.50 24.00 7.02 JOINTS 2 - 3 OUTER FLANGE OUTER FLANGE DEPTH AREA (IN) (IN2) 21.00 8.21 20.24 8.05 17.64 7.48 15.04 6.91 12.44 6.34 12.00 6.24 12.00 5.34 12.94 5.47 14.07 5.63 15.20 5.79 15.77 5.87 15.99 5.90 E S CA PAGE: 33 ---------------------------- BLDR ACCOUNT # 20-04-007-90 ENGR GRP - Visalia (SLOPE) ---1000 TO 12 6.000 X 0.250 WEB = 0.140 INNER FLANGE 6.000 X 0.375 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T (IN4) (IN4). (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO 141.75 11.25 1.58 1.65 7.47 1.39 1.54 1.63 10.17 6.78 81.25 240.81 11.25 1.54 1.63 7.47 1.39 1.54 1.63 10.17 6.78 104.54 370.49 11.25 1.51 1.61 7.47 1.39 1.54 1.63 10.17 6.78 127.84 453.03 11.25 1.50 1.59 7.47 1.29 1.48 1.59 14.75 9.45 140.26 663.82 11.26 1.46 1.57 7.47 1.29 1.48 1.59 14.75 9.45 166.93 6.000 X 0.250 WEB _ = 0.219 INNER FLANGE = 6.000 X 0.375 6.000 X 0.250 WEB = 0.140 INNER FLANGE = 6.000 X 0.375 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO 548.56 11.27 1.40 1.52 6.26 1.18 1.40 1.52 13.75 9.16 93.04 503.38 11.27 1.40 1.53 6.26 1.21 1.42 1.54 12.63 8.42 89.57 365.96 11.26 1.44 1.55 6.26 1.21 1.42 1.58 12.63 6.68 77.69 253.75 11.26 1.47 1.58 6.26 1.25 1.45 1.58 10.89 6.6.8 65.82 164.83 11.26 1.51 1.60 6.26 1.30 1.49 1.58 9.16 6.68 53.94 152.06 11.26 1.51 1.61 6.26 1.42 1.56 1.64 8.29 5.76 51.95 141.78 11.25 1.58 1.65 6.26 1.42 1.56 1.64 8.29 5.76 81.26 167.33 11.25 1.57 1.64 6.26 1.42 1.56 1.69 8.29 5.76 87.97 201.28 11.25 1.56 1.64 6.26 1.42 1.56 1.64 9.00 5.76 96.05 238.82 11.25 1.54 1.63 6.26 1.40 1.55 1.63 9.76 6.63 104.13 258.96 11.25 1.54 1.63 6.26 1.39 1.54 1.63 10.32 6.63 108.18 266.91 11.25 1.54 1.62 6.26 1.38 1.54 1.62 10.59 7.06 109.72 LOBO (FT) 7.51 7.51 7.51 4.30 4.30 LUBO (FT) 4.00 5.02 5.02 5.02 5.02 5.02 5.02 5.02 5.02 5.02 2.51 1.92 LUBI (FT) 7.51 7.51 7.51 6.30 6.30 LUSI (FT) 1.47 5.02 10.04 10.04 10.04 10.04 10.04 10.04 10.04 7.53 7.53 1.92 F I N A L 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: 02/22 CA TIME: 02:57 PM PAGE: 34 ------------------------------------------------------------- :-= # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) .(CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 75'-0" 16'-4^ 20 PSF 80 MPH UBC 88 1.000 TO 12 ---------------------------------------------------------------=-----------------------------------------=------------------------- MEMBER NO. SECTION NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 7 2 8 9 10 11 12 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 3 1 2 DIST (FT) 2.52 3.98 8.98 13.98 18.98 19.82 19.83 23.98 28.98 33.98 36.48 37.44 4 1 DIST (FT) 0.00 3.75 7.50 9.50 13.79 JOINTS 4 - 3 OUTER FLANGE OUTER FLANGE DEPTH AREA (IN) (IN2) 21.00 8.21 20.24 8.05 17.64 7.48 15.04 6.91 12.44 6.34 12.00 6.24 12.00 5.34 12.94 5.47 14.07 5.63 15.20 5.79 15.77 5.87 15.99 5.90 JOINTS .5 - 4 OUTER FLANGE DEPTH AREA (IN) (IN2) 12.00 5.34 15.26 5.80 18.52 6.26 20.26 6.50 24.00 7.02 6.000 X 0.250 WEB = 0.219 INNER FLANGE = 6.000 X 0.375 6.000 X 0.250 WEB = 0.140 INNER FLANGE = 6.000 X 0.375 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T (IN4) (IN4) (.IN)' (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO 548.56 11.27 1.40 1.52 6.26 1.18 1.40 1.52 13.75 9.16 93.04 503.38 11.27 1.40 1.53 6.26 1.21 1.42 1.54 12.63 8.42 89.57 365.96 11.26 1.44 1.55 6.26 1.21 1.42 1.58 12.63 6.68 77.69 253.75 11.26 1.47 1.58 6.26 1.25 1.45 1.58 10.89 - 6.68 65.82 164.83 11.26 1.51 1.60 6.26 1.30 1.49 1.58 9.16 6.68 53.94 152.06 11.26 1.51 1.61 6.26 1.42 1.56 1.64 8.29 5.76 51.95 141.78 11.25 1.58 1.65 6.26 1.42 1.56 1.64 8.29 15.76 81.26 167.33 11.25 1.57 1.64 6.26 1.42 1.56 1.64 .8.29 5.76 87.97 201.28 11.25 1.56 1.64 6.26 1.42 1.56 1.64 9.00 5.76 96.05 238.82 11.25 1.54 1.63 6.26 1.40 1.55 1.63 9.76 6.63 104.13 258.96 11.25 1.54 1.63 6.26 1.39 1.54 1.63 10.32 6.63 108.18 266.91 11.25 1.54 1.62 6.26 1.38 1.54 1.62 10.59 7.06 109.72 6.000 X 0.250 WEB = 0.140 INNER FLANGE = 6.000 X 0.375 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO 141.75 11.25 1.58 1.65 7.47 1.39 1.54 1.63 10.17 6.78 81.25 240.81 11.25 1.54 1.63 7.47 1.39 1.54 1.63 10.17 6.78 104.54 370.49 11.25 1.51 1.61 7.47 1.39 1.54 1.63 10.17 6.78 127.84 453.03 11.25 1.50 1.59 7.47 1.29 1.48 1.59 14.75 9.45 140.26 663.82 11.26 1.46 1.57 7.47 1.29 1.48 1.59 14.75 9.45 166.93 LUBO (FT) 4.00 5.02 5.02 5.02 5.02 5.02 5.02 5.02 5.02 5.02 2.51 1.92 LUBO (FT) 7.51 7.51 7.51 4.30 4.30 LUBI (FT) 1.47 5.02- 10.04 10.04 10.04 10.04 10.04 10.04 10.04 7.53 7.53 1.92 LUBI (FT) 7.51 7.51 7.51 6.30 6.30 F I N A L F R A M E D E S I G N 0 C O N T R O L L I N G S T R E S S CAs DATE: 02/20 92 PAGE: 35 TIME: 02:57 PM ------------------------ ORDER ------- # 033542 ------ BUILDER ------------------------------------------------------------------------------- NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # Visalia 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON (WIND) BROWN (CODE/YEAR) ENGR GRP (SLOPE) - (TYPE) (WIDTH) (HEIGHT) (LIVE) DESIGN --------=------------------------------------------------------------ SYSTEM FRAME # 2 DESCRIPTION LRF 75'-0" 16'-4" 20 PSF 80 MPH _----UBC- 88-----1.000 TO 12 COLUMN 1 - 2 AXIAL SHEAR -ALLOW STRESSES- ALLOW --- STRESS RATIOS --COMB CONT DEPTH AREA SOX SIX FORCE FORCE MOMENT FA FBO FBI SHEAR QS QA CB O.FL I.FLI STRESS COND M V PT. (KIPS) (KIPS) (IN -KIP) (KSI) (RSI) (KSI) (KIPS) AXIAL BENDG BENDG RATIO NO. (IN) (I142) (IN3) (IN3) 20.91 27.15 13.60 -9.58 0.00 28.04 28.04 30.00 21.16 0.93 1.00 1.75 0.09 0.00 0.00 0.09 1 1 1* 12.00 5.34 35.91 13.60 -9.58 -429.21 30.00 30.00 30.00 16.25 1.00 1.00 1.75 0.08 0.51 0.40 0.48 1 1 2 15.26 5.80 28.15 44.67 13.53 -9.58 -858..83 30.00 30.00 30.00 13.19 1.00 1.00 1.75 0.07 0.84 0.64 0.74 1 1 3 18.52 6.26 35.62 40.32 49.71 13.45 -9.58 -1088.13 30.00 30.00 29.97 11.99 1.00 1.00 1.27.0.07 0.95 0.73 0.87 1 1 4 20.26 6.50 50.23 61.59 13.41 -9.59 -1580.74 30.00 30.00 29.39 10.02 1.00 1.00 1.27 0.06 1.05 0.87 0.98 1 1 5* 24.00 7.02 ROOF BEAM 2 - 3 AXIAL SHEAR -ALLOW STRESSES- ALLOW ---STRESS RATIOS --COMB CONT AREA SOX SIX FORCE FORCE MOMENT FA FSO FBI SHEAR QS QA CB O.FL I.FL STRESS COND PT. DEPTH (IN3) (KIPS) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) AXIAL BENDG BENDG RATIO M V NO. (IN) (IN2) (IN3) 8.21 48.13 57.12 11.29 11.17 -1568.60 30.00 30.00 30.00 44.18 1.00 1.00 1.06 0.05 1.09 0.92: 0.99 1 1 1* 21.00 8.05 45.26 53.91 11.29 11.15 -1374.01 30.00 30.00 30.00 45.94 1.00 1.00 1.24 0.05 1.04 0.85 0.95 1 1 2 20.24 7.48 37.56 45.28 11.13 9.66 -794.17 14.51 30.00 28.09 53.21 1.00 1.00 1.82 0.10 0.73 0.59 0.69 1 1 3 17.64 6.91 30.67 37.12 10.95 7.92 -319.16 14.51 30.00 28.09 53.76 1.00 1.00 1.82 0.11 0.36 0.29 0.40 1 1 4 15.04 29.42 10.77 6.19 52.55 14.51 30.00 30.00 54.25 1.00 1.00 1.93 0.12 0.07 0.06 0.19 1 1 5 12.44 6.34 6.24 23.69 22.83 28.46 10.59 4.46 96.46 14.51 30.00 30.00 52.57 1.00 1.00 1.59 0.12 0.14 0.11 0.25 1 1 6* 12.00 5.34 20.91 27.16 10.44 4.77 98.28 14.28 28.04 30.00 21.16 0.93 1.00 1.59 0.14 0.16 0.12 0.30 1 1 7* 12.00 5.47 22.94 29.37 10.44 4.77 337.28 14.25 27.85 30.00 19.47 0.93 1.00 1.59 0.13 0.52 0.38 0.65 1 1 8 12.94 5.63 25.25 32.37 10.32 3.08 522.18 14.22 27.62 30.00 17.76 0.92 1.00 1.20 0.13 0.73 0.57 0.86 1 1 9 14.07 5.79 28.02 35.42 10.19 1.37 603.98 14.19 27.41 30.00 16.32 0.91 1.00 1.07 0.12 0.76 0.56 0.88 1 1 10 15.20 5.87 29.08 36.96 10.09 -0.72 605.10 14.17 27.31 30.00 15.69 0.91 1.00 1.00 0.12 0.73 0.57 0.85 1 1 11 15.77 10.03 -0.74 596.29 14.17 27.27 30.00 15.46 0.91 1.00 1.01 0.12 0.70 0.52 0.82 1 1 12* 15.99 5.90 29.83 37.92 F I N A L 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 CA DATE: 02/20/92 PAGE: 36 TIME: 02:57 PM -------=-------------------=-- # 033542 ---------------------------------------------------------------------------------------- BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 ORDER ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia BLDR CONTACT - (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN --------------------------------------------- SYSTEM FRAME # 2 DESCRIPTION LRF -----75=_0"-----16__4"-----20-PSF --- 80 MPH -----UBC-- 88----- 1000 -TO 12 ROOF BEAM 4 - 3 AXIAL SHEAR -ALLOW STRESSES- ALLOW ---STRESS RATIOS --COMB CONT AREA SOX SIX FORCE FORCE MOMENT FA FBO FBI SHEAR QS QA CB O.FL I.FL STRESS COND PT. DEPTH (IN3) (KIPS) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) AXIAL BENDG BENDG RATIO M V NO. (IN) (IN2) (IN3) 1* 21.00 8.21 48.13 57.12 11.29 11.17 -1568.60 30.00 30.00 30.00 44.18 1.00 1.00 1.06 0.05 1.09 0.92 0.99 1 1 8.05 45.26 53.91 11.29 11.15 -1374.02 30.00 30.00 30.00 45.94 1.00 1.00 1.24 0.05 1.04 0.85 0.95 1 1 2 20.24 7.48 37.56 45.28 11.13 9.66 -794.17 14.51 30.00 28.09 53.21 1.00 1.00 1.82 0.10 0.73 0.59 0.69 1 1 3 17.64 6.91 30.67 37.12 10.95 7.92 -319.16 14.51 30.00 28.09 53.76 1.00 1.00 1.82 0.11 0.36 0.29 0.40 1 1 4 15.04 12.44 6.34 23.69 29.42 10.77 6.19 52.55 14.51 30.00 30.00 54.25 1.00 1.00 1.93 0.12 0.07 0.06 0.19 1 1 5 6.24 22.83 28.46 10.58 4.45 96.45 14.51 30.00 30.00 52.57 1.00 1.00 1.59 0.12 0.14 0.11 0.25 1 1 6* 12.00 5.34 20.91 27.16 10.44 4.77 98.27 14.28 28.04 30.00 21.16 0.93 1.00 1.59 0.14 0.16 0.12 0.30 1 1 7* 12.00. 5.47 22.94 29.37 10.44 4.77 337.28 14.25 27.85 30.00 19.47 0.93 1.00 1.59 0.13 0.52 0.38 0.65- 1 1 8 12.94 14.07 5.63 25.25 32.37 10.32 3.08 522.18 14.22 27.62 30.00 17.76 0.92 1.00 1.20 0.13 0.73 0.57 0.86 1 1 9 10 15.20 5.79 28.02 35.42 10.19 1.37 603.98 14.19 27.41 30.00 16.32 0.91 1.00 1.07 0.12 0.76 0.56 0.88 1 1 11 15.77 5.87 29.08 36.96 10.09 -0.72 605.10 14.17 27.31 30.00 15.69 0.91 1.00 1.00 0.12 0.73 0.57 0.85 1 1 12* 15.99 5.90 29.83 37.92 10.03 -0.74 596.29 14.17 27.27 30.00 15.46 0.91 1.00 1.01 0.12 0.70 0.52 0.82 1 1 COLUMN 5 - 4 AXIAL SHEAR -ALLOW STRESSES- ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE FORCE MOMENT FA FBO FBI SHEAR QS QA CB O.FL I.FL STRESS COND NO. (IN) (IN2) (IN3) (IN3) (KIPS) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 5.34 20.91 '27.15 13.60. -9.58 0.00 28.04 28.04 30.00 21.16 0.93 1.00 1.75 0.09 0.00 0.00 0.09 1 1 2 15.26 5.80 28.15 35.91 13.60 -9.58 -429.22 30.00 30.00 30.00 16.25 1.00 1.00 1.75 0.08 0.51 0.40 0.48 1 1 3 18.52 6.26 35.62 44.67 13.53 -9.58 -858.83 30.00 30.00 30.00 13.19 1.00 1.00 1.75 0.07 0.84 0.64 0.74 1 1 4 20.26 6.50 40.32 49.71 13.45 -9.58 -1088.13 30.00 30.00 29.97 11.99 1.00 1.00 1.27 0.07 0.95 0.73 0.87 1 1 5* 24.00 7.02 50.23 61.59 13.41 -9.59 '-1580.75 30.00 30.00 29.39 10.02 1.00 1.00 1.270.06 1.05 0.87 0.96 1 1 F R A M E D E S I G N E L D S U M M A R Y DATE: 02/20/92 TIME: 02:57 PM ---------=-----—----------------------------------------------- ORDER # 033542 BUILDER NORTH VALLEY READY—MIX BLDR ORDER # 92-11 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 75'_ _____ 0"16'_4=-----20 PSF 80 MPH -----UBC- ------ ---------- 88 —---------------------------- ----- PART WEB WEB FLG—TO—WEB FILLET ALLOW NO. SECTTHK (SLOPE) STRESS SIZE SHEAR (IN) (KIPS/IN) (KIPS/IN) OV02340 1 0.140 0.765 1/8 2.620 OV02350 1 0.219 0.464 7/32 4.585 2 0.140 0.381 1/8 2.620 THE FLANGE—TO—WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD CONTROLLING ' MEMB ANAL LOAD N0. PT COND 4 1 1 3 3 1 3 7 1 CAO PAGE: 37 ---------------------------- BLDR ACCOUNT # 20-04-007-90 ENGR GRP — Visalia (SLOPE) --_1_000—TO 12 -------------- CONTROLLING ' MEMB ANAL LOAD N0. PT COND 4 1 1 3 3 1 3 7 1 DESIGN SYSTEM FRAME # 2 SPLICE LOCATION F I N A L F R A M E D E S I G le - S P L I C E• S U M M A R Y DATE: 02/20/92 SHEAR MOMENT NO TIME: 02:57 PM --------------------------- PT. LOAD ----------------------------------------------------- ORDER # 033542 --------------------- - BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN WLL -4.51 (TYPE) (WIDTH) (.HEIGHT) (LIVE) (WIND) (CODE/YEAR) neonnrnmrnu r_oe 74,-0" 161-4" 20 PSF. 80 MPH UBC 88 DESIGN SYSTEM FRAME # 2 SPLICE LOCATION MEMBER ANALYSIS CONTROLLING AXIAL SHEAR MOMENT NO TYPE MOD SEQ NO. PT. LOAD COMBINATION KIPS KIPS IN -KIPS 01 COLUMN 00 1 1 1 DL.+ WLL -4.51 6.29 0.00 DL + WLL -4.51 6.29 0.00 02 2 5 DL + WLL -4.81 3.57 755.11 DL + LL •13.05 -10.06 -1580.74 03 COLUMN 01 .1 4 1 DL + WLR -4.51 6.29 0.00 DL + WLR -4.51 6.29 0.00 04 2.. 5 DL + WLR -4.8.2 3.57 755.12 DL + LL 13.05 -10.06 -1580.75 05 BEAM 01 1 2 12 DL + LL 10.03 -0.84 596.29 DL + WLL -3.49 -0.33 -189.11 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 u CAD PAGE: 38 ---------------------------- BLDR ACCOUNT # 20-04-007-90 ENGR GRP — Visalia (SLOPE) 1.000 TO 12 ------------=--------------- F R A M E D E S I G N 4 DATE: 02/20/92 TIME: 02:57 PM ------------------------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR CONTACT "ANDY WOOD BLDR PHONE # 916-345-7296 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 75'-0" 16'-4" -------------------------------------------------------------------- POSITIVE REACTION DIRECTION H KIPS Horizontal Force to Right V V KIPS Vertical Force Up No. Loading Combination 1 DL + LL 2 DL + WLL 3 DL + WLR 4 DL + EQL 5 DL + EQR 6 PDL+0.70PL+2.25EQL 7 PDL•+0.70PL+2.25EQR 8 0.85PDL + 2.25EQL 9 0.85PDL + 2.25EQR 10 DL +2.25EQL 11 DL +2.25EQR 12 DL + EWP ID Load Case DL DEAD LOAD LL LIVE LOAD WLL WIND LOAD LEFT WLR WIND LOAD RIGHT EQ SEISMIC LOAD EWP EW WIND PRESSURE EWS EW WIND SUCTION +---H Z 1H 1V 5H 10.06 13.24 -10.06 -6.29 -4.51 0.72 -0.72 -3.28 6.29 1.67 2.89 -2.79 2.79 3.35 -1.67, not applicable not applicable not applicable not applicable not applicable not applicable -1.68 -3.89 1.68 1H IV 5H 2.23 3.12 -2.23 7.83 10.12 -7.83 -8.52 -7.63 2.95 -2.95 -6.40 8.52 -0.56 -0.23 -0.56 -3.91 -7.01 3.91 -3.91 -7.01 3.91 R E A C T I O N S, Sum V CAW 0.00 26.49 -3.28 PAGE: 39 ------------------------------------------------------------- BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 PROJ NAME - DON BROWN ENGR GRP - Visalia (LIVE) (WIND) (CODE/YEAR) (SLOPE) -1.12 20 PSF ------------------------------------------------------------- 80 MPH UBC 88 1.000 TO 12 -14.03 5V Sum H Sum V 13.24 0.00 26.49 -3.28 -5.57 -7.79 -4.51 5.57 -7.79 3.35 . -1.12 6.24 2.89 1.12 6.24 -3.89 0.00 -7.79 5V Sum H sum V 3.12 0.00 6.24 10.13 0.00 20.25 -6.40 -5.57 -14.03 -7.63 5.57 -14.03 0.23 -1.12 0.00 -7.01 0.00 -14.03 -7.01 0.00 '-14.03 F I N A L F R A M E D E S I G # S T R E S S S U M M A R Y DATE: 02/20/92 TIME: 02:57 PM ------------------------------------------ ------------------------- ORDER # 033542 BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 75'-0" 16'-4" 20 PSF 80 MPH -----UBC- 88 --------------------------------------------------------------------------- CA S * PAGE: 40 ---------------------------- BLDR ACCOUNT # 20-04-007-90 ENGR GRP - Visalia (SLOPE) 1.000 TO 12 MEMBER NO. 1 JOINT 1 - 2 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB INNER FL. COMB. STRESS RATIO LOAD COAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. 13.80 50. 4 4.29 FT 12.00 IN 24.00 IN 6.000 X .250 .140 6.000 X .375 0.975 1 1 CONTROLLING ACTIONS ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- --------------SHEAR---------- - ---AXIAL--- FSO FBI FA FBO FBI FORCE ALLOW STRESS LOAD SECT. FORCE MOMENT AXIAL (KSI) (KSI) (KSI) (KSI) (RSI) (KIPS) (KIPS) RATIO COND NO. (KIPS) (IN -KIP) (KSI) 1 13.41 -1580.74 1.91 -31.47 -25.67 30.00 30.00 29.39 -9.59 10.02 0.956 1 MEMBER NO. 2 JOINT 2 -. 3 ----- ----------- SECT. LENGTH -------- YIELD --- NO. ------ - MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS RATIO LOAD COAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL., 1 19.82 50. 5 5.00 FT 21.00 IN 12.00 IN 6.000 X .250 .219 6.000 X .375 0.991 1 2 17.68 50. 5 5.00 FT 12.00 IN 16.00 IN 6.000 X .250 .140 6.000 X .375 0.883 1 CONTROLLING ACTIONS ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- ---AXIAL--- SECT. FORCE MOMENT AXIAL FSO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 11.29 -1568.60 1.37 -32.59 -27.46 30.00 30.00 30.00 11.17 44.18 0.253 1 2 10.19 603.98 1.76 21.56 16.89 14.19 27.41 30.00 4.77 19.47 0.245 1 MEMBER NO. 3 JOINT 4 - -3 ---------------- SECT. LENGTH ----------------- YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 19.82 50. 5 5.00 FT 21.00 IN 12.00 IN 6.000 X .250. .219 6.000 X .375 0.992 1 2 17.68 50. 5 5.00 FT 12.00 IN 16.00 IN 6.000 X .250 .140 6.000 X .375 0.883. 1 CONTROLLING ACTIONS ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- --------------SHEAR-------------- ---AXIAL"- FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD SECT. NO. (KIPS) (IN -KIP,) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS), (KIPS) RATIO COND 1 11.29 -1568.60 1.37 -32.59 -27.46 30.00 30.00 30.00 11.17 44.18 0.253 1 in io 603.98 1.76 21.56 16.89 14.19 27.41 30.00 4.77 19.47 0.245 1 F I N A L F R A M E D E S I G — S T R E S S S U M M A R Y CAD DATE: 02/20/92 PAGE: 91 TIME: 02:57 PM ------------------------------—------------------------------------------------------------------------------------- ORDER # 033542 BUILDER NORTH VALLEY READY—MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN ENGR GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF ---- ---- 75'-0" 16__9=-----20 PSF 80 MPH ---_UBC— 88 ---- 1000—TO 12 MEMBER NO. 4 JOINT 5 — 4 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS' LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 13.80 50. 4 4.29 FT '12.00 IN 24.00 IN 6.000 X .250 .140 6.000 X .375 0.975 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) (RSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 13.41 —1580.75 1.91 —31.47 —25.67 30.00, 30.00 29'.39 —9.59 10.02, 0.956 1 S P L I C E D E S* N DATE: 02/20/92 TIME: 02:57 PM ---------------------------------------------------------------------- ORDER # 033542 BUILDER — NORTH VALLEY READY—MIX BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'70" --161-4"--- ----------------------------------------------------------- -------------------------------- BLDR ORDER # 92-11 PROJ NAME — DON BROWN (LIVE) (WIND) (CODE/YEAR) --20 PSF 80 MPH-----UBC-- 88 ------------- ----- CAD* PAGE: '31 ----------------------------- BLDR ACCOUNT # 20-04-007-90 ENGR GRP — Visalia (SLOPE) —_-1_000—TO 12 ----------------- RUN OPTIONS AND INFORMATION S P L I C E D E S I' G N 0 V E R S H E E T 04 - VISALIA CAD DATE: 02/20/92 PAGE: 2 TIME: 02:57 PM QUANTITY OF LIKE FRAMES ------------- 02 ------------------------------------------------------------------------------------------------------------ ORDER # 033542 BLDR CONTACT - ANDY DESIGN SYSTEM FRAME ------------------------------------------------------------------------- BUILDER NORTH VALLEY READY -MIX BLDR ORDER - WOOD BLDR PHONE # 916-345-7296 PROJ NAME (TYPE) (WIDTH) (HEIGHT) (LIVE) # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF # 92-11 - DON BROWN (WIND) (CODE/YEAR) 80 MPH UBC 88 BLDR ACCOUNT # ENGR GRP - (SLOPE) 1.000 TO 12 20-04-007-90 Visalia RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES 02 STRESS RATIO LIMIT 1.030 REPORTS SELECTED COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION SPLICES SELECTED SPL MEMB SEQ Connection GROUP IN ASSEMBLY INFORMATION Stiffener Opt Weld Opt NUM NUM NUM Description I NUM Connection Plate Opt NUM ------------- ---------- --- --- --- -------------------- + ---- --------------------------- + ------- -- ----------------- 1 Pinned Base Plate 1 Analysis only OV02310 01 Full Optimization Design w/ Combined Welds 1 01 Splice 2 Optimization w/ Std Plates OV02310 02 Full Optimization Design w/ Combined Welds 2 01 2 Knee OV02320 01 Full Optimization Design w/ Combined Welds 03 1 Pinned Base Plate 3 Analysis Only OV02330 01 Full Optimization Design w/ Combined Welds 3 Col. to Roof Bm 4 Optimization w/ Std Plates OV02330 02 Full optimization Design w/ Combined Welds .4 03 2 Int. OV02320 03 Full Optimization Design w/ Combined Welds 5 06 1 Pinned Base Plate 3 Analysis Only OV02330 01 Full Optimization Design w/ Combined Welds 2 Int. Col, to Roof Bm 4 Optimization w/ Std Plates OV02330 02 Full Optimization Design w/ Combined Welds 6 06 OV02320 03 Full Optimization Design w/ Combined Welds 1 Pinned Base Plate 1 Analysis Only OV02310 01 Full optimization Design w/ Combined Welds 7 08 Splice 2 optimization w/ Std Plates OV02310 02 Full Optimization Design w/ Combined Welds 8 08 2 Knee OV02320 01 Full Optimization Design w/ Combined Welds 04 1 Ridge 5 Optimization w/ Std Plates OV02320 02 Full Optimization Design w/ Combined Welds 9 OV02320 02 Full Optimization Design w/ Combined Welds S P L I C E D E S I G N - A P P L D L O A D S S U M M A R Y DATE: 02/20/9 CAD* TIME: 02:57 PM 'PAGE: 3 ----------------7------------------------------------------------------------------------------------------------------------------ ORDER # 033542 BUILDER - NORTH'VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION • EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE # 01 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Pinned Base Plate SUBTYPE No Ext Corner - S Nuts LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ---- -------------------- CATEGORY -------- (kips) ------- (kips) (kips) -------------- FACTOR STRENGTH ------ -------- I DL + LL Std Des 2.25 -0.30 0.00 1.00 N 2 DL + WLL Std Des -1.19 1.66 0.00 1.33 N 3 DL + WLR Std Des 0.07 -1.17 0.00 1.33 N 4 DL + EQL Std Des 0.34 0.21 0.00 1.33 N 5 DL + EQR Std Des 0.81 -0.34 0.00 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category.3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination -.Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.25EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL +2.25EQR Conns Category. 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -0.72 -0.55 0.00 1.33 N 13 DL + EWS Std Des -0.72 -0.55 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 11.876" offset from Structure Line 8.000" 6.000" Adjacent Depth Change Information Distance to Depth Change 141- 5.739" Flg. to Flg. Dimension 11.876" Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N — B O L / S � P L I C E P L A T E DATE: 02/20/ CAD TIME: 02:57 PM PAGE: 4 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER — NORTH VALLEY READY—MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN ENGR GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" .20 PSF 80 MPH USC 88 1.000 TO 12 SPLICE # 01 TYPE ----------------------------------------------------------------------------------------------------------------------------------- : Pinned Base Plate SUBTYPE : No Ext Corner — S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0092852 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 12.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 50.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.044 CONTROLLING COND. 2 CONTROLLING LOCATION Outer Row 1 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES — INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 3.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 145.000 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.036 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.020 S P L I C E D E S I G N - B O L T A D S / A L L O W A B L E S DATE: 02/20/ CADO TIME: 02:57 PM PAGE: 5 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE#'O1 -------------------------------------------------------7-----------------------------------------=--------------------------------- 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 0.597 1.876 13.329 1.351 26.659 3 Total Section is in Compression 1.291 13.329 0.000 26.659 4 Total Section is in Compression 0.049 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.659 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Total Section is in Compression 0.000 0.100 0.000 0.100 9 Total Section is in Compression 0.000 0.100 0.000 0.100 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.361 0.621 13.329 0.818 26.659 13 0.361 0.621 13.329 0.818 26.659 S P L I C E D E S I G N — Y 0 U T S K E T C H DATE: 02/20/ CA D TIME: 02:57 PM PAGE: 6 ---------------------------------------- -------------------------------------------------------------------------------- ORDER # 033542 BUILDER — NORTH VALLEY READY—MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN ENGR GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE). (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE # 01 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate SUBTYPE : No Ext Corner — S Nuts SPLICE PLATE 0042852 COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 8.000" X '12.500" X 0.500" +— 4.000"—+ —+---------+--- ----------------------------- OUTSIDE FLANGE 3.000" I I FFFFFFFFFFFFFFFFFFFFFFF 0.188 X -5.000 I I I W I -+--- I I o W o I I I W I I I I W I I I I FJ I I U7 1 I I I W i I ' W I I I K I I I I W I I I I W I I I i W I. I 1 I W I I I i W I 11.876" I W I MAIN WEB I I I W i 0.100 9.500" I ( W I I I I W I I I I W I I M L"1' Iw f I I. - �. •I. w ' 14.' ' ;;t..S!Dr. FLA -2, If I'_... ,. Sf F'!FER .. "'iT G' �i'�'S $. ( - {'t •r. �•�� I� «. S P L I C E D E S I G,N - F L A N G E A N W E B P L A T E I N, F O R M A T I O N DATE: 02/20/ CADD TIME:,02:57 PM PAGE: 7 -------------------------------------------------------=----------------=---------------------------------------------------------- ORDER # 033542 BUILDER.- NORTH VALLEY READY-MIX BLDR ORDER,# 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON'BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1:000 TO 12 SPLICE # 01 TYPE --------------------------------7-------------------------------------------------------------------------------------------------- Pinned Base Plate SUBTYPE No Ext Corner - S Nuts ' F L A N G E P L A T E S ------==--- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches--------- (In.) (Ksi) (Ksi) (Ksi)` (Ksi;), COLUMN SIDE OUTER 1 Main Flange 0.188 X 5.000 0.000 0.31 39.99 0.74 45.00 0.016 1 INNER 1 Main Flange 0.188 X 5.000 0.624 0.01 39.99 0.74 45.00 0.016 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 11 ------------- Inches-------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) u' COLUMN SIDE Main Web 0.100 2.55 26.66 1.54 39.99 0.74 '45.00 0.096 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 (k/in) (k/in) (k/in). COND OUTER 1 Main Flange Flange to Cap Plate 3/16" 0.05 3.71 '0.016 2 INNER 1 Main Flange Flange to Cap Plate 3/16" 0.00 2.78 0.000 1 W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES-------- LENGTH - ---- FILLET --- --------- PENETRATION--------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web Web to Cap Plate - Outer Bolt's 6.000" 1/8" 1/8" 0.15 4.95 0.031 2 Web to Cap Plate - Remaining 1/8" 0.26 2.47 0.103 2 S P L I C E D E S I G N - A P P 0 D. L 0 A D S S U M M A R Y D* CAD DATE: 02/20/92 PAGE: 8 TIME: 02:57 PM --------------------------=--------------- ORDER # 033542 BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 0/I Extens F1g ---------------- ---- --------------------------------- ----------- ----------------------- ------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH 1 DL + LL Std Des 2.15 -0.30 =52.00 1.00 N 2 DL + WLL Std Des -1.35 0.27 146.02 1.33 N 3 DL + WLR Std Des -0.09 -0.31 -115.30 1.33 N 4 DL + EQL Std Des 0.24 0.20 35.93 1.33 N 5 DL + EQR. Std Des 0.72 -0.33 -58.03 1.33 N 6 PDL+0.70PL+.2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.25EQL Conns -0.11 0.53 94.66 1.70 Y 11 DL +2.25EQR Conns 1.01 -0.66 -116.75 1.70 Y 12 DL + EWP Std Des -0.88 0.67 29.62 1.33 N 13 DL + EWS Std Des -0.88 0.67 29.62 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 11.876" 11.876" Part Slope 1.000 TO 12 Conn. Plate Angle (Degrees) 4.764 4.764 Offset from Structure .Line 8.000" 0.125" Main Flange Dimensions Outer Flange Width 5.000" Thickness 0.188" Inner Flange Width 5.000" Thickness 0.188" Adjacent Depth Change Information Distance to Depth Change 141- 5.739" 351-11.110" Flg. to Flg. Dimension 11.876" 11.876" Adj. P1. Angle (Degrees) 0.000 0.000 DATE: 02/20/ S P L I C E D E S I G N — B O L{ TIME: 02:57 PM -------------------------------------------------------------------- ORDER # 033542 BUILDER — NORTH VALLEY READY—MIX BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" SPLICE # 02 TYPE : Ext Col — Roof Beam Knee -------------------------------------------------------------------- PLATE TYPE PART 'NUMBER ORIENTATION PLATE WIDTH PLATE LENGTH PLATE THICKNESS PLATE YIELD STRESS PLATE OFFSET DESIGN STRESS RATIO CONTROLLING COND. CONTROLLING LOCATION BOLT DIAMETER BOLT TYPE WASHERS / S P L I C E P L A T E DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 CAD16 1.125" OUTER 2 2 PAGE: 9 --------------------------------------------------------------- BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 PROJ NAME — DON BROWN ENGR GRP — Visalia (LIVE) (WIND) (CODE/YEAR) (SLOPE) 20 PSF 80 MPH UBC 88 1.000 TO 12 SUBTYPE : --------------------------------------------------------------- O/I Extens Flq S P L I C E P L A T E COLUMN SIDE ROOF BEAM SIDE STANDARD FLANGE PLATE 0042867 NORMAL 6.000" 5.000" 16.750" 0.37-5" 0.187" 50.00 KSI 50.00 KSI 2.375" 0.324 0.996 2 2 Inner Flg 2 Inner Row 1 B 0 L T I N F O R M A T I O N 0.625" BOLT GAGES — INNER: 2.750" A325 NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" OUTER 2 2 4.125" 3.000" W E- B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR' BOLT # BOLTS DIST FROM ROW IN ROW EDGE INNER 2 2 4.125" INNER 1 2 1.125" DIST FROM PREV ROW 3.000" S P L I C E D E S I G N - B 0 LI / S P L I C E P L A T E DATE: 02/20/ CADD TIME: 02:57 PM PAGE: 9 ----------------------------------------------------------------------------------------------------------------=------------------ ORDER # .033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : 0/I Extens Flq 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" 0.187" PLATE YIELD STRESS 50.00 KSI 50.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.324 0.996 CONTROLLING COND. 2 2 CONTROLLING LOCATION Inner Flq 2 Inner Row 1 B 0 L T I N F 0 R M A T. I 0 N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" 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 4 S P L I C E D E S I G N - B 0 L T& A D S / A L L 0 W A B L E S DATE: 02/20/97 CAD TIME: 02:57 PM PAGE: 10 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY-MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE). (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 161-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 0/I Extens Flg 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 1.188 0.602 0.000 0.000 0.194 21.000 3.872 43.999 2 0.000 0.000 2.488 4.115 0.154 27.992 13.412 58.651 3 3.169 1.867 0.000 0.000 0.121 27.992 10.331 58.651 4 0.000 0.000 0.546 0.946 0.073 27.992 3.085 58.651 5 1.511 0.856 0.000 0.000 0.157 27.992 4.925 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Total Section is in Compression 0.000 0.100 0.000 0.100 9 Total Section is in Compression 0.000 0.100 0.000 0.100 10 0.000 0.000 1.523 2.577 0.220 35.700 8.402. 74.798 11 3.088 1.770 0.000 0.000 0.302 35.700 10.067 74.798 12 0.000 0.000 0.567 0.897- 0.303 27.992 2.926 58.649 13 0.000 0.000 0.567 0.897 0.303 27.992 2.926 58.649 B 0 L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 • INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per. Bolt)------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 1.065 0.607 0.000 0.000 0.048 21.000 3.472 43.999 2 0.000 0.000 2.539 3.881 0.063 27.992 12.652 58.651 3 2.963 1.898 0.000 0.000 0.127 27.992 9.659 58.651 4 0.000 0.000 0.560 0.885 0.090 27.992 2.886 58.651 5 1.394 0.866 0.000 0.000 0.109 27.992 4.546 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Total Section is in Compression 0.000 0.100 0.000 0.100 9 Total Section is in Compression 0.000 0.100 0.000 0.100 10 0.000 0.000 1.562 2.425 0.212 35.700 7.905 74.798 11 2.859 1.792 0.000 0.00.0 0.233 35.700 9.321 74.798 12 0.000 0.000 0.590 0.869 0.244 27.992 2.833 58.649 13 0.000 0.000 0.590 0.869 0.244 27.992 2.833 58.649 S P L I C E D E S I G N — •A Y 0 U T S K E T C H DATE: 02/20/0 CAD TIME: 02:57 PM PAGE: 11 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER — NORTH VALLEY READY—MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN ENGR GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE # 02 ----------------------------------------------------- TYPE Ext Col —.Roof Beam Knee SUBTYPE 0/I Extens ----------------------------------------------------------------- — II Flq SPLICE PLATE 0042867 COLUMN SIDE -->I<-- ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 16.750" X0.375" I USE EXIST. FLG.: 5.000" X 0.188" I +- 2.750"-+ -+------=--+--- ----------------------v------- ---+- 1.125" 1 1 W I i I 2.375" I W I 2.375" -+--- I I o W o i I W OUTSIDE FLANGE 3.000" ( I FFFFFFFFFFFFMSMSMSMSMSM I I MAIN STIFFENER 0042872 0.188 X 5.000 I I I W I 1 0.250 X 2.500 X 11.000 NS/FS -+--- I I o W o I I I I I W I I I I I W I I I I I W I I I I I W I I I I I W I I I I I W I I I I I W I I I i I W I I I I I W I I I I I W I I I I I W I I I I I W I I I 11.917" I W I 11.875" MAIN WEB 8.500" 1 I W I I MAIN WEB 0.100 1 I I W I I 0.100 i I I W 1 I I I I W I I I i I W I I I I I W I I I i i W I I I I I W I I I I I W I I I I I W I I I I I W I I I I I W I I I I I W I I -+--- I I o W o I i I I I W I 1 INSIDE FLANGE 3.000" I FFFFFFFFFFFFMSMSMSMSMSM I _ I_ MAIN STIFFENER 0042872 0.188 X 5.000 -I_ I I W i 0.250 X 2.500 X 11.000 NS/FS -+--- I o W o I 1.125" I W I I W -+------------- --------------------- v------- • 'I • I O N V S P L I C E D E S G N - F L A N G E A N W E B P L A T E I N F O R M A T DATE: 02/20/92 CADDY TIME: 02:57 PM PAGE: 12 --------------------7-------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : 0/I Extens -11 Flg 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 2 Main Flange 0.188 X 5.000 2.375 8.21 39.99 9.87 59.98 0.205 3 INNER 2 Main Flange 0.188 X 5.000 2.458 10.91 39.99 8.20 59.98 0.273 2 ROOF BEAM SIDE OUTER 2 Main Stiffener 0042872 0.250 X 2.500 X 11.000 2.375 3.60 39.99 6.51 59.98 0.108 2 INNER 2 Main Stiffener 0042872 0.250 X 2.500 X 11.000 2.500 4.57 39.99 5.41 59.98 0.114 2 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR . LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web 0.100 0.65 26.66 8.39 39.99 9.67 59.98 0.209 2 ROOF BEAM SIDE Main Web 0.100 8.17 19.92 16.71 39.99 10.14 59.98 0.418 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 (k/in) .(k/in) (k/in) COND OUTER 2 Main Flange Flange to Cap Plate YES 1/4" 3/16" 1.57 7.52 0.210 3 INNER 2 Main Flange Flange to Cap Plate YES 3/16" 1/4" 2.09 7.52 0.278 2 S P L I C E D E S I G N - W� D I N F O R M A T I O N CADDS DATE: 02/20/92 PAGE: 13 TIME: 02:57 PM -------- ---------------- ---------------------------------------------------------------------------------------------------------- - ORDER # 033542 BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 Extens 1.000 Flg TO 12 SPLICE # 02 ---------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE: 0/I 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 SIZE ------------------------- -------- MAXIMUM STRESSES -------- DESCRIPTION ------------------------WELD - 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 1/8" 1/8" 0.84 0.03 4.95 0.170 2 Web to Cap Plate W E L D I N F 0 R M A T I.0 N ROOF BEAM SIDE' F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- TENS---- MAXIMUM STRESSES --TETT-- 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 Stiffener089 4.95 0.182 3 Stiffener to Inner Flg 1/8" 1/8" . . 0.37 2.47 0.150 2 Stiffener to Web Plate 1/8" INNER 2 . Main Stiffener 1.14 4.95 0.231 2 Stiffener to Inner Flg 1/8" 1/8" 0.30 2.47 0.124 3 Stiffener to Web Plate 1/8" W E L D I N7 O R M A T I O N ROOF BEAM SIDE W E B P L A T E S SIZE ------------------------- -------- MAXIMUM STRESSES -------- DESCRIPTION ------------------------WELD - 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 Inner Flange 17.000" 1/8" 1/8" 1.75 0.32 4.95 0.361 2 1/8" 0.69 2.47 0.280 3 Web to Opposite Flange S U M M A R Y S P L I C E D E S I G N - A P P D L 0 A D S CADDDS DATE: 02/20/92 PAGE: 14 TIME: 02:57 PM ----------------------------------=--------------------------------------------------------------------------------- ORDER # 033542 BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 ENGR GRP - Visalia BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 (WIDTH) (HEIGHT) PROJ (LIVE) NAME - DON BROWN (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION (TYPE) EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE # 03 ----------------------------------------------------------------------------- TYPE : Pinned Base Plate SUBTYPE No Ext EWI Pin S Nuts LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ------------------------ CATEGORY -------- (kips) ------- (kips) (kips) -------------- FACTOR STRENGTH ------ ---- 1 DL + LL Std Des 4.66 0.00 0.00 1.00 N 2 DL + WLL Std Des -0.38 0.00 0.00 1.33 N 3 DL + WLR Std Des -2.23' 0.00 0.00 1.33 N 4 DL + EQL Std Des 1.49 0.00 0.00 1.33 N 5 DL + EQR Std Des 0.81 0.00 0.00 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design.' 10 DL +2.25EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL +2.25EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -1.15 -0.22 0.00 1.33 N 13 DL + EWS Std Des -1.15 0.20 0.00 1.33 N P A R T D S M E N S I 0 N S Column Dimensions at Connection Flg. to Flg. Dimension 7.876" Offset from Structure Line 1.000" Adjacent Depth Change Information Distance to Depth Change 161- 5.083" Flg. to Flg. Dimension 7.876" Adj.. Pl. Angle (Degrees) 0.000 S P L I C E D E S I G N - B 0 Lo / S P L I C E P L A T E CADD DATE: 02/20/92 PAGE: 15 TIME: 02:57 PM -------------------------------------------- --------- ORDER # 033542 BUILDER NORTH VALLEY READY ------------------------------------------------------------------- -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75-0" 16'-4." 20 PSF 80 MPH USC 88 1.000 TO 12 SPLICE # 03 TYPE ------------------------------------------------------------------------------ Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts S P L I' C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042856 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 8.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 50.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.082 CONTROLLING COND. 3 CONTROLLING LOCATION Outer Row 1 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 3.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 105.000 ( In'•2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.110 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.901 KSI CONCRETE STRESS RATIO 0.058 0 - S P L I C E D E S I G N - B 0 L T 00 A D S / A L L 0 W A B L E S 0 DATE: 02/20/92 CA PAGE: 16 TIME: 02:57 PM ------------------------------ ORDER # 033542 ---------------------------------------------------------------------------------- BUILDER NORTH VALLEY READY -MIX' BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------ # 03 TYPE : Pinned Base Plate SUBTYPE : No Ext EWI Pin - S Nuts B O L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 0.000 13.329 0.432 26.659 2 0.190 0.000 13.329 2.524 26.659 3 4 1.115 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 Category 3 Load Combination - Does not 'apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Total Section is in Compression 0.000 0.100 0.000 0.100. 9 Total Section is in Compression 0.000 0.100 0.000 0.100: 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 0.251 13.329 1.298 26.659 12 0.573 0.230 13.329 1.298 26.659 13 0.573 • S P L I C E D E S I G N — DATE: 02/20/92 TIME: 02:57 PM ---------------------------------------------------------- ORDER # 033542 BUILDER — NORTH VALLEY READY—MIX BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 161-4" SPLICE # 03 TYPE : Pinned Base Plate -------------------------------------------------------------------- SPLICE PLATE 0042856 8.000" X 8.500" X 0.500" OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.100 INSIDE FLANGE 0.188 X 5.000 Y 0 U T S K E T C H CADD PAGE: 17 ---------------------------------------- ---------------------- BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 PROJ NAME — DON BROWN ENGR GRP — Visalia (LIVE) (WIND) .(CODE/YEAR) (SLOPE) 20 PSF 80 MPH UBC 88 1.000 TO 12 SUBTYPE : No Ext EWI Pin — S Nuts --------------------------------------------------------------- COLUMN BOLTS: 0.750" DIA A307 NO WASHERS +— 4.000"—+ —+---------+--- ----------------------------- 3.000". I I FFFFFFFFFFFFFFFFFFFFFFF I I I W I -+--- I I ° W C i I I I W I I I I W I I I I W I I I I W I I I I W I I I W I I I W I I I W I I I W I I I I -W I I I W I I I W I I I W I I I W I I I I W 7.876" I W I i I W I 5.500" I I W I I I I W I I I I W I I I W I I I I W I I I I W I I I I W I I I I W I I I I W I I I I W I I I W I W I I I W I I I I W I I I I W I I I W I I I i W I I I I W I I I W FFFFFFFFFFFFFFFFFFFFFFF —+------------- ----------------------------- BOLTS: 0.750" DIA A307 NO WASHERS S P L I C E D E S I G N - F L A N G E A 0 W E B P L A T E I N F 0 'R M A T I 0 N DATE: 02/20/0 CAD TIME: 02:57 PM ----------------------------------------------------------------------------------------------------------=------------------------ PAGE: 18 ORDER # 033542 BUILDER - NORTH VALLEY READY-MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia- (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 751-0". 16'-4" 20 PSF 80 MPH USC 88 1.000 TO 12 SPLICE # 03 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate SUBTYPE : No Ext EWI Pin - S Nuts F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- 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 0.188 X 5.000 0.000 0.55 39.99 1.77 45.00 0.039 1 INNER 1 Main Flange 0.188 X 5.000 0.624 0.12 39.99 1.77 45.00 0.039 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches-------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web 0.100 0.27 26.66 2.87 39.99 1.77 45.00 0.071 3 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION--------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND OUTER 1 Main Flange Flange to Cap Plate 3/16" 0.10 3.71 0.029 3 INNER 1 Main Flange Flange to Cap Plate 3/16" 0.02 3.71 0.006 3 W E L D I N F O R M A T I O N COLUMN SIDE W E- B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES-------- LENGTH - ---- FILLET --- --------- PENETRATION--------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web Web to Cap Plate 1/8" 1/8" 0.29 4.95 0.058 3 S P L I C E D E S I G N - A P P & D L 0 A D S S U M M A R Y CADD DATE: 02/20/92 TIME: 02:57.PM PAGE 19 ----------------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE # 04 TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Top Clip W/o Stif -------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y ADJ MOM ALLOW MOM STRESS MEMBER NOCATEGORY (kips) (kips) (kips) (in -k) (in -k) FACTOR STRENGTH 1 DL + LL Std Des 4.55 0.00 0.00 -113.93 335.23 1.00 N 2 DL + WLL Std Des -0.53 0.00 0.00 -7.45 335.23 1.33 N 3 DL + WLR Std Des -2.38 0.00 0.00 80.98 335.23 1.33 N 4 DL + EQL Std Des 1.38 0.00 0.00 -41.62 335.23 1.33 N 5 DL + EQR Std Des 0.70 0.00 0.00 -9.19 335.23 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.25EQL Conns 1.81 0.00 0.00 -61.89 335.23 1.70 Y 11 DL +2.25EQR Conns 0.27 0.00 0.00 11.08 335.23 1.70 Y 12 DL + EWP Std Des -1.30 -0.22 0.00 30.13 335.23 1.33 N 13 DL + EWS Std Des -1.30 0.20 0.00 30.13 335.23 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 F1g. Dimension 11.876" 7.500" 11.876" Part Slope 1.000 TO 12 Conn. Plate Angle (Degrees) 4.764 Main Flange Dimensions Outer Flange Width 5.000" Thickness 0.188" Inner Flange Width 5.000" Thickness 0.188" Adjacent Depth Change Information Distance to Depth Change 25'- 0.000" 12'- 6.000" Adj. P1. Angle (Degrees) 0.000 0.000 i S P L I C E D E S I G N — B O L • / S P L I C E P L A T E CADDO DATE: 02/20/92 PAGE: 20 TIME: 02:57 PM -------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER NORTH VALLEY READY—MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN ENGR GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'—A" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE # 04 ----------------------------------------------------------------------------------------------------------------- TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Top Clip w/o Stif S P L I C E P L A T E PLATE TYPE FLANGE PLATE PLATE WIDTH 5.000" PLATE LENGTH 6.000" PLATE THICKNESS 0.187" PLATE YIELD STRESS 50.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.268 CONTROLLING COND. 3 CONTROLLING LOCATION Inner Row 1 B O L T I N F 0 R. M A T I O N BOLT DIAMETER 0.625" BOLT GAGES — INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT #.BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.500" INNER 1 2 1.500" P O S T T O P C L I P COLUMN WEB THICKNESS 0.100" SHEAR FORCE IN BOLTS 4.547 kips CONNECTION DETAIL NO.: E137 USE PART NO. 0543358 WITHOUT BACKER PLATE CAPACITY = 13.0 kips S P L I C E D E S I G N - B O L T 0 A D S / A L L O W A B L E S DATE: 02/20 CAS TIME: 02:57 PM PAGE: 21 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 04 TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Top Clip w/o Stif 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) ROOF BEAM SIDE 1 Total Section is in Compression 0.307 21.000 0.000 43.995 2 0.132 0.132 0.036 27.992 0.432 58.651 3 0.593 0.593 0.161 27.992 1.934 58.651 4 Total Section is in Compression 0.093 27.992 0.000 58.651 5 Total Section is in Compression 0.047 27.992 0.000 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Total Section is in Compression 0.000 0.100 0.000 0.100 9 Total Section is in Compression 0.000 0.100 0.000 0.100 10 Total Section is in Compression 0.122 35.700 0.000 74.799' 11 Total Section is in Compression 0.018 35.700 0.000 74.799 12 0.323 0.323 0.201 27.992 1.054 58.650 13 0.323 0.323 0.187 27.992 1.054 58.650 -------.^------------- ^-------- -------------+- I M I I M I u00S'T I M I I I M I I M I I I M I I M I M I I I M I I I M I I I M I I I M I I I M I I I M I I I M I I I M I I I M I I I M I I I M I I I M I „000•£ I M I I I 14 I I I M I I I M I I I M I I I M I I I M I i I M I I I M I I I M I I I M I I I M I I I M I I I M I I I M i I I M I I I 0 M 0 I ---+- I M I I M I u005'T -------.^------------- -------- ---+---------+- +-,.OSL'Z -+ OO T'0 8314 NIVW L£T3 :7IVl30 dI'IJ dos ..88T'0 X ,.000'5 :'J'I3 '7SIX3 3Sn S113HSVM ON SZ£V VI0 .SZ9'0 :SS'I08 WV39 JOOH ----------------------------------------------------------------------------------------------------------------------------------- ;T;S o/M dTTO dol ;sod 143 : 3dAd.8nS mg ;o0g 0; T00 3oT2equi : 3d7.1 b0 # 30i7dS ZT Ol 000'T 88 Dan HdW 08 dSd OZ 6-.9T u0 -,SL S0M3 NOIldIU:)S30 T # 3WVUA W31SAS NDIS30 (3dO'IS) (uv3A/3000) (ONIM) (3AI7) (IHOI3H) (HZQZM) (3dAl) eTTesTA - duo HON3 NMOU9 N00 - 3WVN rood 96ZL-S6£-9T6 '# 3NOHd Ua78 00014 AONV - SJVINOJ Ua79 06 -L00 -b0 -OZ # INnOJOV 11079 TT -Z6 # N3uUo Ua7a XIW-AOV3U X37ZVA HIUON - U307In6 Z6S££0 # U30HO ----------------------------------------------------------------------------------------------------------------------------------- ZZ :3°JVd Wd LS:ZO :3WIl 00VJ 6/OZ/ZO :31V0 H 0 1 3 K S l n 0 A�- N 0 I S 3 0 3 J I Z d S Main Web Web to Inner Flange 6.000" 1/8" 1/8" 0.40 0.03 4.95 0.080 3 T E I N F O R M A T I O N S P L I C E D E S I G N - F L A N G • E A N10 W E B P L A CADDO DATE: 02/20/92 PAGE: 23 TIME: 02:57 PM ------------------------------ ORDER # 033542 -----------------------------------------7----------------------------------------------- BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT- ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - (SLOPE) Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 EW Post TopClip 1.000 TO 12 w/o Stif SPLICE --------------------------------- # 04 TYPE : Interior ------------------------------------------------------------------------------------------------- Col to Roof Bm SUBTYPE : W E B P L A T E S ----------------.-- MAXIMUM STRESSES ------------------- SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD DESCRIPTION PART NO. W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND T X --- --------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 0.100 0.63 20.00 3.96 39.99 7.55 45.00 0.167 1 Main Web W E L D I N F O R M A T I O N ROOF REAM SIDE W E B P L A T E S ------------- SIZE ----------- -------------- -------- MAXIMUM STRESSES -------- DESCRIPTION - LENGTH - ---- FILLET --WELD -- 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 Inner Flange 6.000" 1/8" 1/8" 0.40 0.03 4.95 0.080 3 S P L I C E D E S I G N - A P P •E D L O A D S S U M M A R Y DATE: 02/200 CAD TIME: 02:57 PM PAGE: 45 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE # 09 TYPE : Ridge SUBTYPE : 0/I Extens - Comp Bm -------------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 -194.22 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 194.22 1.00 N 1 DL + LL Std Des 0.30 -0.02 49.51 1.00 N 2 DL + WLL Std Des -0.19 0.32 -12.51 1.33 N 3 DL + WLR Std Des -0.24 -0.28 -12.51 1.33 N 4 DL + EQL Std Des 0.07 0.11 12.47 1.33 N 5 • DL + EQR Std Des 0.06 -0.11 12.47 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2•.25EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL +2.25EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -1.28 0.12 -5.75 1.33 N 13 DL + EWS Std Des -1.28 0.12 -5.75 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 Fig. to Fig. Dimension 11.876" 11.876" Part Slope 1.000 TO 12 1.000 TO 12 Conn. Plate Angle (Degrees) 4.764 4.764 Adjacent Depth Change Information Distance to Depth Change 371- 6.000" 371- 6.000" Fig. to Fig. Dimension 11.876" 11.876" Adj. Pl. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - B 0 L� / S P L I C E P L A T E DATE: 02/20/ CAD TIME: 02:57 PM PAGE: 46 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE # 09 --------------------------------- TYPE : Ridge ------------------------------------------------------------------------------------------------- SUBTYPE : 0/1 Extens - Comp Bm S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042866 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 16.750" PLATE THICKNESS 0.375" PLATE YIELD STRESS 50.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.792 CONTROLLING COND. +50% CONTROLLING LOCATION Side 1 Inner Flg 2 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT #.BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM 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 • 0 A D S / A L L O W A B L E S DATE: 02/20 CAD TIME: 02:57 PM PAGE: 47 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME. # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000.TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 09 TYPE Ridge SUBTYPE 0/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 -508 7.599 0.000 0.000 21.000 24.770 44.000 +50% 0.000 7.552 0.000 21.000 24.616 44.000 1 0.000 1.864 0.000 21.000 6.076 44.000 2 0.534 0.000 0.248 27.992 1.741 58.649 3 0.533 0.000 0.240 27.992 1.740 58.649 4 0.000 0.472 0.093 27.992 1.538 58.651 5 0.000 0.471 0.085 27.992 1.537 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Total Section is in Compression 0.000 0.100 0.000 0.100 9 Total Section is in Compression 0.000 0.100 0.000 0.100 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.521 0.121 0.008 27.992 1.700 58.651 13 0.521 0.121 0.008 27.992 1.700 58.651 B 0 L T L 0 A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) RIGHT ROOF BEAM SIDE -508 7.599 0.000 0.000 21.000 24.770 44.000 +50% 0.000 7.552 0.000 21.000 24.616 44.000 1 0.000 1.864 0.000 21.000 6.076 44.000 2 0.534 0.000 0.248 27.992 1.741 58.649 3 0.533 0.000 0.240 27.992 1.740 58.649 4 .0 .000 0.472 0.093 27.992 1.538 58.651 5 0.000 0.471 0.085 27.992 1.537 58.651 6 Category 3 Load Combination - Does not apply to Splice Design., 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Total Section is in Compression 0.000 0.100 0.000 0.100 9 Total Section is in Compression 0.000 0.100 0.000 0.100 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.521 0.121 0.008 27.992 1.700 58.651 13 0.521 0.121 0.008 27.992 1.700 58.651 S P L I C E D E S I G N — *A Y 0 U T S K E T C H DATE: 02/20/9T CADD TIME: 02:57 PM PAGE: 48 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER — NORTH VALLEY READY—MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN ENGR GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75-0" 16'-4" 20 PSF 80 MPH USC 88 1.000 TO 12 SPLICE # 09 TYPE : Ridge SUBTYPE : 10/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" —+---------+-------------------------------- ---+— OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.100 INSIDE FLANGE 0.188 X 5.000 1.125" 1 2.375" 14.500" 1.125" 0 0 FFFFFFFFFFFFFFFFFFFFFFF W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF 0 0 OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.100 INSIDE FLANGE 0.188 X 5.000 S P L I C E D E S I G N - F L A N G E A NW E B P L A T E I N F O R M A T I O N DATE: 02/20/ CADO TIME: 02:.57 PM PAGE: 49' ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH USC 88 1.000 TO 12 SPLICE # 09 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ridge SUBTYPE : 0/I Extens.- Comp Bm F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE OUTER 2 Main Flange 0.188 X 5.000 2.375 16.23 3.0.00 13.08 45.00 0.541 -50% INNER 2 Main Flange 0.188 X 5.000 2.458 16.12 30.00 13.18 45.00 0.537 +50% RIGHT ROOF BEAM SIDE OUTER 2 Main Flange 0.188 X 5.000 2.375 16.23 30.00 13.08 45.00 0.541 -50% INNER 2 Main Flange 0.188 X 5.000 2.458 16.12 30.00 13.18 45.00 0.537 +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 ILACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE Main Web 0.100 0.26 26.66 0.00 30.00 12.86 45.00 0.286 -508 RIGHT ROOF BEAM SIDE Main Web 0.100 0.26 26.66 6.00 30.00 12.86 45.0'0 0.286 -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 Cap Plate YES 1/4" •3/16" 3.11 5.64 0..552 -50% INNER 2 Main Flange Flange to Cap Plate YES 3/16" 1/4" 3.09 5.64 0.548 +50% S P L I C E D E S I G N - D I N F O R M A T I O N DATE: 02/20/ CAD TIME: 02:57 PM PAGE: 50 ---------------------------------------------------------------=------------------------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY-MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE # 09 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ridge SUBTYPE : O/I Extens - Comp Bm W E L D I N F O R M A T I O N LEFT ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES-------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k./in) COND Main Web . Web to Cap Plate 1/8" 0.03 2.47 0.010 2 W E L D I N F O R M A T I O N RIGHT ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION--------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND OUTER 2 Main Flange Flange to Cap Plate YES 1/4" 3/16" 3.11 5.64 0.552 -50% INNER 2 Main Flange Flange to Cap Plate. YES 3/16" 1/4" 3.09 5.64 0.548 +50% W E L D I N F O R M A T I O N RIGHT ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION--------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web Web to Cap Plate 1/8" 0.03 2.47 0.010 2 *G , S P L I C E D E N DATE: 02/20# CADDS TIME:'02:57 PM ---------------------------------------------------------------------------- PAGE: 51 ------------------------------- # 033542 BUILDER — NORTH VALLEY-READY—MIX BLDR ORDER # 92-11 BLDR ACCOUNT•#• 20-04-007-90 BLDR CONTACT —.ANDY -WOOD BLDR PHONE.# 916-345-7296 PROJ NAME — DON BROWN ENGR GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN -------------------------------------------------------------------------7--------------------------------------------------------- SYSTEM FRAME # 2 DESCRIPTION LRF 75'=0" 16'-4" 20 PSF 80 MPH '' UBC 88 1.000 TO 12 S P L I C E D E S I G N 9C,O V E R S H E E' T DATE: 02/20/92 TIME: 02:57 PM ORDER '# 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR CONTACT - ANDY 'WOOD BLDR PHONE # 916-345-7296 PROJ"NAME'- DON BROWN (TY,PE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) DESIGN SYSTEM FRAME .# 2 DESCRIPTION LRF 75'-0"' 16'-4" 20 PSF 80•MPH UBC 88 ---------------------------------------------------------------- RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES 03 STRESS RATIO LIMIT 1.030 REPORTS SELECTED COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION CADS PAGE: 52 ---------------------------- BLDR ACCOUNT # 20-04-007-90 ENGR' GRP - Visalia (SLOPE) 1.000 TO 12 SPLICES SELECTED SPL MEMB SEQ Connection GROUP INFORMATION ASSEMBLY INFORMATION Stiffener Opt NUM NUM NUM Description NUM Connection Plate Opt NUM= ------Weld-Opt- --------- --- --- --- -------------------- + ---- --------------------------- + ------- - ----------------- 01 1 Pinned Base Plate 6 Analysis Only' 070234'0 01 Full Optimization Design w/ Combined Welds 1 Splice 7 Optimization w/ Std Plates OV02340 02 Full Optimization Design w/ Combined Welds 2 01 2 Knee OV02350 01 Full optimization Design w/ Combined Welds 1 Pinned Base Plate 6 Analysis only OV02340 01 Full Optimization Design w/ Combined Welds 3 04 2 Knee Splice 7 Optimization w/ Std -Plates OV02340 02 Full Optimization 'Design w/ Combined Welds 4 04 OV02350 01 Full Optimization Design w/ Combined Welds 1 Ridge 8 optimization w/ Std Plates OV02350/ 02 Full Optimization Design wCombined Welds 5 02 OV02350 02 Full Optimization Design w/ Combined Welds LOAD DESCRIPTION NO. 1 DL + 'LL 2 DL + WLL 3 DL + WLR 4 DL + EQL 5 DL + EQR 6 PDL+0.70PL+2.25EQL 7' PDL+0.70PL+2.25EQR 8 0.85PDL + 2.25EQL 9 0.85PDL + 2.25EQR 10 DL +2.25EQL 11 DL +2.25EQR 12 DL ,+ EWP OE D L O A D S S U M M A R Y CADD PAGE: 53 -------------------------------------------------------------- BLDR.ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 PROJ NAME - DON BROWN ENGR GRP = Visalia (LIVE) (WIND) (CODE/YEAR) (SLOPE) 20 PSF 80 MPH UBC 88 1.000 TO 12 SUBTYPE : No Ext SW Pin.- S Nuts -------------------------------------------------------------- DESIGN AXIAL SHEAR X SHEAR Y STRESS. MEMBER CATEGORY ,(kips) (kips) (kips) FACTOR STRENGTH Std Des 13.24 -10.06 0.00 1.00 N Std Des -4.51 6.29 0.00 1'.33 N Std Des -3.28 1.22 0.00 1.33 N Std Des 2.89 -1.68 0.00 1.33 N Std Des 3.35 -2.79 0.00 1.33 N Axial C Category.3 Load Combination - Does not apply to Splice Design. Axial C Category 3 Load Combination - Does not apply to Splice Design. Axial T Category '4 Load Combination - Does not apply to Splice Design. Axial T Category 4 Load Combination - Does not apply to Splice Design. Conns Category'2 Load Combination - Does not apply to'this Splice Type. Conns Category 2 Load Combination - Does not apply to this Splice Type. Std Des -3.89 2.38 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" 8.000" 131- 9.594" 24.000" 0.000 S P L I C E D E S I G N - A P P DATE: 02/20/92 TIME: 02:57 PM -------------------------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR CONTACT.- ANDY WOOD BLDR PHONE # 916-345-7296 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 75.'-0" 16'-4" SPLICE -------------------------------------------------------------------- # 01 TYPE : Pinned Base Plate LOAD DESCRIPTION NO. 1 DL + 'LL 2 DL + WLL 3 DL + WLR 4 DL + EQL 5 DL + EQR 6 PDL+0.70PL+2.25EQL 7' PDL+0.70PL+2.25EQR 8 0.85PDL + 2.25EQL 9 0.85PDL + 2.25EQR 10 DL +2.25EQL 11 DL +2.25EQR 12 DL ,+ EWP OE D L O A D S S U M M A R Y CADD PAGE: 53 -------------------------------------------------------------- BLDR.ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 PROJ NAME - DON BROWN ENGR GRP = Visalia (LIVE) (WIND) (CODE/YEAR) (SLOPE) 20 PSF 80 MPH UBC 88 1.000 TO 12 SUBTYPE : No Ext SW Pin.- S Nuts -------------------------------------------------------------- DESIGN AXIAL SHEAR X SHEAR Y STRESS. MEMBER CATEGORY ,(kips) (kips) (kips) FACTOR STRENGTH Std Des 13.24 -10.06 0.00 1.00 N Std Des -4.51 6.29 0.00 1'.33 N Std Des -3.28 1.22 0.00 1.33 N Std Des 2.89 -1.68 0.00 1.33 N Std Des 3.35 -2.79 0.00 1.33 N Axial C Category.3 Load Combination - Does not apply to Splice Design. Axial C Category 3 Load Combination - Does not apply to Splice Design. Axial T Category '4 Load Combination - Does not apply to Splice Design. Axial T Category 4 Load Combination - Does not apply to Splice Design. Conns Category'2 Load Combination - Does not apply to'this Splice Type. Conns Category 2 Load Combination - Does not apply to this Splice Type. Std Des -3.89 2.38 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" 8.000" 131- 9.594" 24.000" 0.000 S P L I C E D E S I G N — B 0 /. S P L I C E P L A T E DATE: 02/200 CA!1* TIME: 02:57 PM PAGE: 54 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER — NORTH VALLEY READY—MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN ENGR GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 75'-0" 161-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE # 01 TYPE ----------------------------------------------------------------------------------------------------------------------------------- Pinned Base Plate SUBTYPE No Ext SW Pin — S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042361 ORIENTATION NORMAL PLATEWIDTH 10.000" PLATE LENGTH 12.437" PLATE THICKNESS 0.625" PLATE YIELD STRESS 50.00 KSI PLATE OFFSET 0.375" DESIGN STRESS RATIO 0.131 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 BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 5.375" INNER 1 2 3.062" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 173.244 .( In**2 ) CONCRETE'STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.170 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.806 KSI CONCRETE STRESS RATIO 0.094 4 S P L I C E D E S I G N - B 0 L T •0 A D S / A L L 0 W A B L E S 0 DATE: 02/20/ CAD PAGE:. S5 TIME: 02:57 PM ---------------------------------------7------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR). (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 75-0" 16'-4" 20 PSF '80 MPH UBC 88 1.000 TO 12 SPLICE ----------------------------------------------------------------------------=------------------------------------------------------ # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts 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) COLUMN SIDE 1 Total Section is in Compression 0.700 10.000 0.000 20.000 2 1.126 1.127 1.281 13.329 0.918 26.659 3 0.819 0.820 0.249 13.329 0.668 26.659 4 Total Section is in Compression 0:048 13.329 0.000 26.659 5 Total Section is in Compression 0.228 13.329 0.000 26.659 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Total Section is in Compression 0.000 0.100 0.000 0.100 9 Total Section is in Compression 0.000 0.100 0.000 0.100 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice.Type. 12 0.973 0.973 0.485 13.329 0.793 26.659 S P L I C E D E S I G N — JOA Y 0 U T S K E T C H DATE: 02/20/ CAD PAGE. 56 TIME: 02:57 PM --------------------- ORDER # 033542 ------------------------------------------------------------------------------------------------------------- BUILDER — NORTH VALLEY READY—MIX BLDR ORDER # 92-1.1 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE #. 916-345-7296 PROJ NAME — DON BROWN ENGR.GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME #. 2 DESCRIPTION LRF 75'-0" 16'—.4" 20 PSF 8.0 MPH UBC 88 1.000 TO 12 SPLICE # 01 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin — S Nuts SPLICE PLATE 0042361 COLUMN BOLTS: 1.250" DIA X'307 NO WASHERS 10.000" X 12.43.7" X 0.625" +—'5.000"—+ 0.375" ----+---------+--- ----------------------------- OUTSIDE FLANGE 5.375" 1 I FFFFFFFFFFFFFFFFFFFFFFF 0.250 X 6.000 I I I W I -+--- I I o W o W I I I W I I I I W I W W i I I W I I I W I W I W I I I W I I W I W i I W i 1 I I W W W 1 1 12.375" I W 1 MAIN WEB 4.000" I I W. I. 0.140 I I I W W I I I W I W i I I W I I I W I I. W W I I I W I W I I I W I I I I W I I W I W I I I W I I I I W I W i —+--- I I o W o I 3.062" I 1 W I INSIDE FLANGE 1 _1 _ I FFFFFFFFFFFFFFFFFFFFFFF 0.375 X 6.000 —+------------------------------------------ COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange DESCRIPTION COLUMN SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 1 Main Flange Flange to Cap Plate INNER 1 Main Flange Flange to Cap Plate COLUMN SIDE DESCRIPTION .0.250 X S P L I C E D E S I G N — F L A N G E A .� W E B P L A T E I N F O R M A T I O N 2.48 DATE: .02 20� 1 0.375 X 6.000 W E B P L A CADDS TIME: 02:57 PM 2.48 45.00 0.054 1 ------------------------- W PAGE: 57 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER — NORTH VALLEY READY—MIX --------- BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD S. BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN ENGR GRP — Visalia ------------------'MAXIMUM STRESSES ------------------- (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 .OL SPLICE ----------------------------------------------------------------=-----------------------------=------------------------------------ # 01 TYPE Pinned Base Plate SUBTYPE No Ext SW Pin — S Nuts COND. •------------- Inches -------------- F L A N G E P L A T E S (Ksi) (Ksi) (Ksi) (Ksi) 0.140 ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. 2.48 SIZE DIST FROM — TENSION — COMPRESSION CSR LOAD I N F O R M A T T X W X L EDGE ACT. ALLOW ACT. ALLOW COND F L A -------- 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 Cap Plate INNER 1 Main Flange Flange to Cap Plate COLUMN SIDE DESCRIPTION .0.250 X 6.000 0.15 0.375 0.17 39.99 2.48 45.00 0.054 1 0.375 X 6.000 W E B P L A 0.062 0.41 39.99 2.48 45.00 0.054 1 ------------------------- W E B P L A T E S --------- PENETRATION --------- TENSION• SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) ------------------'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) 0.140 6.32 20.00 2.32 39.99 2.48 45.00 0.316 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 1/4- 0.04 4.95 0.009 2 1/4" 0.15 4.95 0.032 2 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH — .---- FILLET --- --------- PENETRATION --------- TENSION• SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web Web to Cap Plate 1/8" 1/8" 0.88 3.71 0.238 1 S P L I C E D E S I G N - A P P& D L 0 A D S S' U M M A R Y DATE: 02/200 CADO TIME: 02:57 PM PAGE: 58 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE # 02 TYPE Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - Horiz ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------ --------------- --------------- ------ -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -856.81 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 856.81 1.00 N 1 DL+ LL Std Des 13.05 -10.06 -1580.74 1.00 N 2 DL.+ WLL Std Des -4.81 3.57 755.11 1.33 N 3 DL '+ WLR Std Des -3.59 2.44 258.45 1.33 N 4 DL + EQL Std Des 2.70 -1.71 -262.18 1.33 N 5 DL + EQR Std Des 3.15 -2.76 -437.79 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.25EQL Conns2.42 -1.06 -152.43 1.70, Y 11 DL +2.25EQR Conns 3.44 -3.41 -547.55 1.70 Y 12 DL + EWP Std Des -4.20 4.07 476.79 1.33 N P A R T D I M E N S I O N S Column Roof Beam Dimensions at Connection Hammerhead Dimension 7.875" Flg. fo Flg. Dimension 24.000" 21.000" Part Slope 1.000 TO 12 Conn. Plate Angle (Degrees) 0.000 0.000 Offset from Structure Line 8.000" 0.125" Main Flange Dimensions Outer Flange Width 6.000" Thickness 0.250" Inner Flange Width 6.000" Thickness 0.375" Adjacent Depth Change Information Distance to Depth Change 131- 9.594" 171- 3.643" Flg. to Flg. Dimension 12.000" 12.000" Adj. Pl. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N — B O / S P L I C E P L A T E DATE: 02/20 CA* TIME: 02:57'PM PAGE:59 -------------------------------------------------=--------------------------------------------------------------------------------- ORDER # 033542 BUILDER — NORTH VALLEY READY—MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN ENGR GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 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 0031025 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 31.875" PLATE THICKNESS 0.437" PLATE YIELD STRESS 50.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.815 CONTROLLING COND. 1 CONTROLLING LOCATION Side 2 Outer Row 1 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES — INNER: 3.250" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.875"INNER 2 2 6.375" 4.500" OUTER 2 2 6.375" 4.500" INNER 1 2 1.875" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR 0 DATE: 02/20 S P L I C E D E S I G N - B 0 L T TIME: 02:57 PM ----------------------------------------------7--------------------- ORDER 9 033542 . BUILDER - NORTH VALLEY READY -MIX BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME R 2 DESCRIPTION LRF 75'-0" 16'-4" SPLICE # 02 TYPE : Ext Col - Roof Beam Knee -------------------------------------------------------------------- LOAD OUTER EDGE NO OUTER 1 OUTER 2 ------------------- COLUMN SIDE 10 G A D S / A L L O W A B L E S CAD PAGE: 60' --------------------------------------------------------------- BLDR ORDER # 92-11 BLDR ACCOUNT q 20-04-007-90 PROJ NAME - DON BROWN ENGR GRP - Visalia (LIVE) (WIND) (CODE/YEAR) (SLOPE) 20 PSF 80 MPH UBC 88 1.000 TO 12 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 INNER EDGE SHEAR TENSION 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) -50% 8.965 6.894 0.000 0.000 0.000 21.000 20.292 44.000 +50% 0.000 0.000 7.063 8.979 0.000 21.000 20.325 44.000 1 15.294 11.520 0.000 0.000 2.847 21.000 34.619 43.593 2 0.000 0.000 6.931 8.738 1.008 27.992 19.779 58.613 3 0.000 0.000 2.672 3.337 0.689 27.992 7.555 58.634 4 2.486 1.862 0.000 0.000 0.484 27.992 5.628 58.643 5 4.279 3.232 0.000 0.000 0.780 27.992 9.685 58.629 6 Category.3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Total Section is in Compression 0.000 0.100 0.000 0.100 9 Total Section is in Compression 0.000 0.100 0.000 0.100 10 1.367' 1.007 0.000 0.000 0.299 35.700 3.095 74.797 11 5.399 4.088 0.000 0.000 0.965 35.700 12.222 74.772 12 0.000 0.000 4.549 5.718 1.151 27.992 12.943 58.602 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% 9.028 6.993 0'.000 0.000 0.000 21.000 20.434 44.000 +50% 0.000 0.000 6.986 8.996 0.000 21.000 20.364 44.000 1 15.448 11.756 0.000 0.000 2.847 21.000 34.967 43.593 2 0.000 0.000 6.904 8.789 1.008 27.992 19.895 58.613 3 0.000 0.000 2.668 3.358 0.689 27.992 7.602 58:634 4 2.513 1.903 0.000 0.000 0.484 27.992 5.690 58.643 5 4.320 3.295 0.000 0.000 0.780 27.992 9.779 58.629: 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply'to Splice Design. 8 Total Section is in Compression 0.000 0.100 0.000 0.100 9 Total Section is in Compression 0.000 0.100 0.000 0.100 10 1.386 1.035 0.000 0.000 0.299 35.700 3.137 74.797 11 5.449 4.165 0.000 0.000 0.965 35.700 12.335 74.772 12 0.000 0.000 4.541 5.758 1.151 27.992 13.035 58.602 S P L I C E D E S I G N — *A Y 0 U T S K E T C H CADD DATE: 02/20/92 PAGE: 61 TIME: 02:57 PM ------------------------------—------------------------------------------------------------------------------------- ORDER # 033542 BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 92-1,1 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN ENGR GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 75'-0" 16-4" 20 PSV 80 MPH UHC 88 1.000 TO 12 SPLICE # 02 TYPE : Ext Col'.— Roof Beam Knee. SUBTYPE : 2 Row Outer Hmhd — Horiz ------------------------------------------------------------------------------ SPLICE PLATE 0031025 8.000" X 31.875" X 0.437" OUTER HAMMERHEAD FLANGE 0030924 0.375 X 7.000 X 6.000 OUTER HAMMERHEAD GUSSET 0030925 0.250.X 7.500 X 6.000 X10.000 OUTSIDE FLANGE 0.250 X 6.000 MAIN WEB 0.140 INSIDE FLANGE 0.375 X 6.000 COLUMN SIDE -->I<-- ROOF BEAM SIDE i ---------------------------- HFHFHFHFHFHEFEFEFEFEFEF I t W I i 0 W o I W I I W I I W I 0 W o. I i W I FFFFFFFFFFFF I I W I I W I I W I I W I W I I W I BOLTS: 0.750" DIA A325 NO WASHERS END FLANGE 0.375 X 6.000 X 17.625 W I I W W I I W I I W I 31.875" W I I MAIN WEB W I I 0.219 I W I I. W I I I W I I I W I I I W I I I W I I I W I I I W I I I W I I I W I I I W I I W I 0 W o I I W I I I W I I I. W I I I o W o I I W I I FFFFFFFFFFFFMSMSMSMSMSM ----------------------------- MAIN STIFFENER 0.375 X 2.750 X 20.250 NS/FS S P L I C E D E S I G N - F L A N G E A W E B P L A T E I N F O R M A T I O N DATE: 02/20/ CAD TIME: 02:57 PM PAGE: 62 -------------------------------------------------=--------------------------------------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) •(HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 751-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 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 0030924 0.375 X 7.000 X 6.000 0.000 5.41 30.00 8.41 45.00 0.187 +503 OUTER 3 Main Flange 0.250 X 6.000. 7.875 7.66 30.00 0.88 45.00 0.255 1 INNER 1 Main Flange 0.375 X 6.000 0.000 3.80 30.00 21.98 45.00 0.488 1 ROOF BEAM SIDE OUTER 1 End Flange 0.375 X 6.000 X 17.625 0.000 6.52 30.00 9.78 45.00 0.217 1 INNER 1 Main Stiffener 0.375 X 2.750 X 20.250 0.000 4.15 30.00 20.40 45.00 0.453 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------- -------- Inches -------------- (Ksi') (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Outer Hammerhead Gusset 0030925 0.250 X 7.500 X 6.000 X 10.000 16.86 20.00 17.19 30.00 8.23 45.00 0.843 1 Main Web 0.140 4.73 20.00 20.90 30.00 21.62 45.00 0.697 +50% ROOF BEAM SIDE Main Web 0..219 13.43 15.47 '22.25 .30.00 20.75 45.00 0.868 1 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S' DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES ----- STRENGTH ---- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND OUTER 1 Hammerhead Flange Flange to Cap Plate YES 3/16" U 5/16" +1/16" 2.10 11.25 0.187 1 OUTER 3 Main Flange Flange to Cap Plate 3/16" 1.96 2.78 0.704 1 INNER 1 Main Flange Flange to Cap Plate YES 3/16" U 5/16" +1/16" 1.45 11.25 0.130 +50% Outer Hammerhead Gusset Gusset to Cap Plate Gusset to Hammerhead Flange Gusset to Main Flange Main Web Web to Cap Plate - Inner Bolts 9.000" Web to Cap Plate - Remaining ROOF BEAM SIDE DESCRIPTION OUTER 1 End Flange FULL STRENGTH 3/16" 3/16" 1/4" 5/16" 1/8" 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 --------------- ---- FILLET ------------- PENETRATION ----- out Face In Face Out Face In Face 4.30 5.57 0.772 S P L I C E D E S I G N - Wo D I N F O R M A T I O N 4.21 4.64 DATE: 02/20/ 2.93 3.71 0.788 +508 0.66 1.86 CAD TIME: 02:57 PM 0.00 2.78 PAGE: 63 -------------=--------------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER - NORTH VALLEY READY-MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT -'ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia 3/16" (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 2.78 DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 75'-0" 161-4" 20 PSF 80 MPH. UBC 88 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE: 2 Row Outer Hmhd - Horiz W E W E L D I N F O R M A T I O N COLUMN SIDE ROOF BEAM SIDE W E B P L A T E S. DESCRIPTION ------------------------- WELD SIZE ------------------------- P L A T -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR ' LOAD WELD SIZE ---- Near S. Far S. Near Side Fax Side (k/in) (k/in) (k/in) COND Outer Hammerhead Gusset Gusset to Cap Plate Gusset to Hammerhead Flange Gusset to Main Flange Main Web Web to Cap Plate - Inner Bolts 9.000" Web to Cap Plate - Remaining ROOF BEAM SIDE DESCRIPTION OUTER 1 End Flange FULL STRENGTH 3/16" 3/16" 1/4" 5/16" 1/8" 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 --------------- ---- FILLET ------------- PENETRATION ----- out Face In Face Out Face In Face 4.30 5.57 0.772 1 3.68 3.71 0.991 +50% 4.21 4.64 0.908 1 2.93 3.71 0.788 +508 0.66 1.86 0.357 1 --------- MAXIMUM STRESSES -------- - TENSION SHEAR ALLOW CSR LOAD (k/in) (k/in) (k/in) GOND Flange to Cap Plate YES 3/16" U 5/16" +1/16" 2.53 11.25 0.226 1 End Flg to Outer Flg 3/16" 0.00 2.78 0.000 1 INNER 1 Main Stiffener Stiffener to Cap Plate 3/16" 1.55 2.78 0.559 +50% Stiffener to Web Plate 3/16." 1.03 2.78 0.373 1 W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ---- ----------------- ---- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web Web to Cap Plate - Outer. Bolts 9.000" 3/16" 3/16" 4.87 2.78 5.57 1.007 1 Web to Cap Plate - Inner Bolts 9.000" 3/16" 3/16" 2.89 1.53 5.57 0.588 +50% Web to Cap Plate - Remaining 3/16" 2.78 2.78 0.998 1 Web to End Flange 3/16" 0.83 2.78 0.299 1 Web to opposite Flange 1/8" 1.85 1.86 0.995 1 S P L ,I C E D E S I, G N - A P P 16E D L O A D S S U M M A R Y DATE: 02/20/ CA!00 TIME: 02:57 PM PAGE: 75 -------------------------------------7--------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER,- NORTH VALLEY READY-MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE # 05, ----------------------------------------------------------------------------------------------------------------------------------- TYPE Ridge SUBTYPE 0/I Extens - Comp Bm LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS 14EMBER NO ------------------------ CATEGORY -------- (kips) ------- (kips) (in-k) ------- -------- FACTOR STRENGTH -------------- -50% MOMENT CAPACITY Std.Des 0.00 0.00 -569.31 1.00 N +508 MOMENT CAPACITY Std Des 0.00 0.00 569.31 1.00 N 1 DL + LL Std Des 10.03 -0.84 596.29 1.00 N 2 DL + WLL Std Des -3.49 -0.33 -189.11 1.33 N 3 DL + WLR Std Des -3.39 0.92 -189.11 .1.33 N 4 DL + EQL Std Des 2.21 -0.41 133.29 1.33 N 5 DL + EQR Std Des 2.24 0.06 133.29 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.25EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL +2.25EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL +.EWP Std Des -5.24 0.46 -153.73 1.33 N P A R T D I M E N S I O N S Left Right Roof Beam Roof Beam Dimensions at Connection Fig. to Fig. Dimension 16.000" 16.000" Part Slope 1.000 TO 12 1.000 TO 12 Conn. Plate Angle (Degrees) 4.764 4.764 Adjacent Depth Change Information Distance to Depth Change 171- 8.10.1" 171- 8.101" Fig. to Fig. 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 I• / S P L I. C E P L A T E DATE: 02/20/0 CAD PAGE: 76 TIME: 02:57 PM ---------------------------------------------7---------------------------------------------------------------- ORDER #•033542 BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 " DESCRIPTION LRF 75-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE # 05 ---------------------------------------------7------------------------------------------------------------------------------------ TYPE : Ridge .SUBTYPE : 0/I Extens - Comp Bm S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0037151 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 20.750" PLATE THICKNESS 0.375" PLATE YIELD STRESS 50.00 KSI PLATE "OFFSET 2.375" DESIGN STRESS RATIO 0.841 •CONTROLLING COND., +50% CONTROLLING LOCATION Side 1 Inner Flg 2 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 2 2 4.125" 3.000" OUTER 2 2 4.125" 3:000" INNER 1 2. 1.125" • S P L I C E D E S I G N - B O L T 100 A D S / A L L O W A B L E S CAD DATE: 02/20/92 PAGE: 77 TIME: 02:57 PM ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY.WOOD BLDR PHONE #916-345-7296 PROJ NAME (LIVE) - DON BROWN (WIND) (CODE/YEAR) ENGR GRP - (SLOPE) Visalia (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 # 05 TYPE Ridge SUBTYPE 0/I Extens Com Bm p SPLICE ----------------------------------------------------------------------------------------------------------- - - --------------------- B 0 L T L O A D S / A L L O W A S L E S INNER EDGE SHEAR TENSION LOAD OUTER EDGE OUTER 1 - OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. NO ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE 0.000 0.000 0.000 21.000 33.946 44.000 -50% 10.414 7.828 7.781 10.694. 0.000 21.000 34.858 44.000 +50% 0.000 0.000 7.053 10.012. 0.000 21.000 32.634 44.000 1 0.000 0.000 0.000 0.000 0.250 27.992 12.694 58.649 2 3 894 2.991 0.000 0.000 0.257 27.992 12.694 58.649 3 3.894 2.991 1.578 2.239 0.092 27.992 7.300 58.651 4 0.000 0.000 1.578 2.240 0.100 27.992 7.301- 58.651 5 0.000 0.000 6. Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 0.000 0.100 0.000 0.100 8 Total -section is in Compression 0.000 0.100 0.000 0.100 9 Total Section is in Compression 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 0.000 0.000 0.007 27.992 11.339 58.651 12 3.479 2.714 B 0 L T L 0 A D S / A L L O W A B L E S INNER EDGE SHEAR TENSION LOAD OUTER EDGE OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. NO ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) RIGHT ROOF BEAM SIDE 10.414 7.828 0.000 0.000 0.000 21.000 33.946 44.000 -50% 0.000 0.000 7.781 10.694 0.000 21.000 34.858 44.000 +50% 1 0.000 0.000 7.053 10.012 0.000 21.000 32.634 44.000 2 3.894 2.991 0.000 0.000 0.•250 27.992 12.694 58.649 3 3.899 2.991 0.000 0.000 0.257 27.992 12.694 58.649 4 0.000 0.000 1.578 2.239 0.092 27.992 7.300 58.651 1.578 2.240 0.100 27.992 7.301 58.651 5 0.000 0.000 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 0.000 0.100 0.000 0.100 8 Total Section is in Compression 0.000 0.100 0.000 0.100 9 - Total Section is in Compression 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 0.000 0.000 0.007 27.992 11.339 58.651 12 3.479 2.714 S P L I C E D E S I G N — •A Y 0 U T S K E T C H DATE: 02/20/ CA TIME: 02:57 PM PAGE: 78 -------------------------------------------------------- # 033542 BUILDER — NORTH VALLEY READY—MIX -------------------------------------------------- BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — DON BROWN ENGR GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 75'-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE # 05 ----------------------------------------------------------------------7--------------------------_--------------------------------- TYPE Ridge SUBTYPE 0/I Extens — Comp Bm SPLICE PLATE 0037151 LEFT ROOF BEAM SIDE -->I(-- RIGHT ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 20.750" X 0.375" I" I —+---------+-------------------------------- ---+- 1.125" I f I I 2.375" I I 2.375" OUTSIDE FLANGE 3.000" I I FFFFFFFFFFFFFFFFFFFFFFF I I OUTSIDE FLANGE 0.250 X 6.000 I I I W I I 0.250 X 6.000 o W o I I I I I W I I W W W I I I W I I W W i W W W I' I W W I i 16.055" I W I 16.055"• MAIN WEB 12.500" I I W I I MAIN WEB 0.140 I I I W I I 0.140 i W I I I W i I W W W i W i W J W W W W W -+--- I I o W o W INSIDE FLANGE 3.000" I FFFFFFFFFFFFFFFFFFFFFFF I I_ INSIDE FLANGE 0.375 X 6.000 _I _ I I _ I 0.375 X 6.000 -+--- I O o 1.125" —+------------------------------------------ ' S P L I C E D E S I G N - F L A N G E A 110 W E B P L A T E I N F O R M A T I O N CAD DATE: 02/20/92 PAGE: 79 TIME: 02:57 PM --------------------------------------------------------------------------------------------------------------- ORDER # 033542 BUILDER NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 75'-0" 161-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 ' SPLICE # 05 ---------------------------------------------------------------------------------------------------------------------- TYPE : Ridge SUBTYPE : 0/I Extens - Comp Bm F L A N G E. P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - 'COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE 2 Main Flange 0.250. X 6.000 2.375 17.88 30.00 22.50 45.00 0.596 -50% OUTER INNER 2 Main Flange 0.375 X 6.000 2.320 12.18 30.00 14.21 45.00 0.406 +50% RIGHT ROOF BEAM SIDE 2 Main Flange 0.250 X 6.000 2.375 17.88 30.00 22.50 45.00 0.596 -50% OUTER INNER 2 Main Flange 0.375 X 6.000 2.320 12.18 30.00 14.21 45.00 '0.406 +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. A-LLOW COND ------------- Inches =------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE 0.140 0.54 26.66 .19.69 30.00 22:02 45.00 0.656 +50% Main Web RIGHT ROOF BEAM SIDE 0.140 0.54 26.66 19.69 30.00 22.02 45.00 0.656 +50% Main Web 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 -------------- 7 -----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 Cap Plate YES 5/16" 1/4" 4.57 7.50 0.610 -50$ INNER 2 Main Flange Flange to Cap Plate YES 1/4" 1/4" J 1/8" +1/16" 4.67 11.25 0.416 +50% OUTER 2 Main Flange Flange to Cap Plate INNER 2 Main Flange Flange to Cap Plate RIGHT ROOF BEAM SIDE DESCRIPTION YES 5/16" 1/4" YES 1/4" 1/4" J 1/8" +1/1'6" 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 4.57 7.50 0.610 -508 4.67 11.25 0.416 +50% -------- MAXIMUM STRESSES -------- TENSION SHEAR ALLOW CSR LOAD (k/in) (k/in) (k/in) COND Main Web Web to Cap Plate - Outer Bolts 4.000" 1/8" 1/8" 2.73 3.71 0.736 -508 Web to Cap Plate - inner Bolts 4.000" 1/8" 1/8" 2.76 3.71 0.743 +50% Web to Cap Plate - Remaining 1/8" 0.08 2.47 0.031 3 S P L I C E D E S I G N - D I N F O R M A T I O N DATE: 02/20/92 CAD PAGE: 80 TIME: 02:57 PM ----------------------------------------------------=------------------------------------------------------------------------------ ORDER # 033542 BUILDER - NORTH VALLEY READY -MIX BLDR ORDER # 92-11 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - DON BROWN ENGR GRP - Visalia . (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 751-0" 16'-4" 20 PSF 80 MPH UBC 88 1.000 TO 12 SPLICE # 05 ------------------'----------------------------------------------------------------------------------------------------------------- TYPE : Ridge SUBTYPE : O/1 Extens - Comp Sm 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) (k/in) (k/in) COND Main Web Web to Cap Plate - Outer Bolts 4.000" 1/8" 1/8" 2.73 3.71 0.736 -50% Web to Cap Plate - Inner Bolts 4.000" 1/8" 1/8" 2.76 3.71 0.743 .+50% Web to Cap Plate - Remaining 1/8" 0.08 2.47 0.031 3 W E L D I N F O R M A T I O N RIGHT ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------= TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND OUTER 2 Main Flange Flange to Cap Plate INNER 2 Main Flange Flange to Cap Plate RIGHT ROOF BEAM SIDE DESCRIPTION YES 5/16" 1/4" YES 1/4" 1/4" J 1/8" +1/1'6" 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 4.57 7.50 0.610 -508 4.67 11.25 0.416 +50% -------- MAXIMUM STRESSES -------- TENSION SHEAR ALLOW CSR LOAD (k/in) (k/in) (k/in) COND Main Web Web to Cap Plate - Outer Bolts 4.000" 1/8" 1/8" 2.73 3.71 0.736 -508 Web to Cap Plate - inner Bolts 4.000" 1/8" 1/8" 2.76 3.71 0.743 +50% Web to Cap Plate - Remaining 1/8" 0.08 2.47 0.031 3