anaheim-gazette 1933-09-21

Text of Official Report Which Virtually Condemns Anaheim High Auditorium As Unsafe In Case of Major Earthquakes (Continued from page 1) three units consists of 12-inch tile walls plastered on both sides when exposed on the inside and on one side only when not so exposed. The tile is discontinued at the ceiling line and the wall framing continued to the roof line and beyond to form parapets, where such occur, in frame construction of 2-inch by 6-inch studs and 1-inch sheathing. All frame construction is plastered on the outside with cement plaster on poultry netting. Non-continuous reinforced concrete lintels are used over all openings in the walls. Unit No. One: Excepting the portico, unit number one is the most closely knit together of all three units. It is comparatively much better braced and stiffened by the presence of the second floor which forms a horizontal diaphragm at approximately mid-height of the building. The portico has a very decided weakness which will be noted later under details. Unit No. Two: Unit number two, the auditorium, is very loosely constructed and, in general, consists of six wooden roof trusses indicated as "A", "B", and "C" on the accompanying sketch, spanning variable lengths of from 68 to 75 feet (approximately) between the proscenium wall and the inside limit to unit number one, and tile and frame combination side walls, as previously described. The trusses are supported by wooden columns while the trusses themselves support the balcony by means of hangers. The balcony is framed with pairs of 15-inch channels under its floor and parallel to and directly under the six trusses noted above. Wooden joists frame between these channels and on them the stepped floor is furred up with lesser wooden members. The trusses and side wall framing manifest amazing weaknesses which, also, will be discussed later. These nails are stressed to approximately the existing dead load and, therefore, no live load at all. An analysis of the portico shows that the principal weaknesses lie in the pediment framing and the free standing columns (4 in number) under it. The portico cross framing consists of 7 frames composed of 2-1 inch by 8 inch each and nailed with 4-8d nails. When figured for 20 pounds wind load this nailing is wholly inadequate. The free standing columns are composed of common brick cores around which 3½ inches of plaster has been worked, which is a deviation from the plans as they are indicated thereon as concrete columns. One column was drilled with a star drill to ascertain the depth of plaster, in verification of the method of construction described by one of the craftsmen who worked on the job during its construction. These columns will not, of course, figure for lateral loading and indicate a fibre stress of 270 pounds per square inch in bending which accordingly is a very dangerous feature. The other walls of the portico are constructed of the tile combination previously mentioned. They contain a dangerous weakness at the meeting of the two materials but this will be described under unit three where it is of even more importance. Other items which merit adverse criticism in unit one, are the lack of ties at the ends and other details of trusses "F". Unit No. Two: The principal structural items in unit number one are the longitudinal roof trusses, six in number, and lettered "A", "B" and "C" on the sketch sheet, truss "D" (steel), balcony framing, and side walls. All six trusses "A", "B" and "C", are wooden. Howe type with steel rods. All have 10-inch by 10-inch chords built up out of 5 2-inch by 10 in. bolted together at intervals and all have solid web members. At The trusses are supported by wooden columns while the trusses themselves support the balcony by means of hangers. The balcony is framed with pairs of 15-inch channels under its floor and parallel to and directly under the six trusses noted above. Wooden joists frame between these channels and on them the stepped floor is furred up with lesser wooden members. The trusses and side wall framing manifest amazing weaknesses which, also, will be discussed later. Unit No. Three: All the weaknesses evident in unit two are present to an even greater degree in unit number three. This unit consists of a fly gallery bounded on three sides by combination tile and frame walls and by the proscenium wall on the other. Six roof trusses ("E") with a span of 31 feet 4 inches support the roof over the stage and also the fly gallery. The vertical distance from the stage floor to the fly gallery is 43 feet 10½ inches. Three sides of this unit lack any stiffness in themselves and very little more when taken in combination with each other. Details follow latter. General: Considering its general lack of unity, this building is remarkably free of cracks. Cracks which do occur, however, are in the exact locations that would naturally be expected. There is a horizontal crack at the top of the tile wall, where it joins the frame wall above, that extends almost completely around the building and as will be shown later, this joint is one of the principal weaknesses in the structure. Other cracks of an indicative nature occur in the upper corners of the portico. The portico columns are crazed but whether this is from structural weakness or shrinkage of the cement plaster "skin" on the outside of the brick core, is difficult to say. These columns are noted later. All three units are constructed on concrete foundations consisting of spread footings. Soil Conditions and Foundations: The soil underlying this vicinity and this building in particular is characteristic deep alluvium. The top stratum is a sandy clay approaching loam and this formation, we understand, extends down about 10 feet at which point a good quality fairly coarse sand is reached. The sandy clay extends to the maximum foundation depth which is about 4 feet excepting the furnace room which oges about 6 feet deeper. The soil may be removed easily by shoveling and should not be loaded to more than one ton per square foot as a maximum according to conservative practice. The permanent water table is about 12 feet below the surface, according to information furnished by local builders. Unit soil pressures vary between quite widely separated limits. For instance, the maximum pressure noted Unit No. Two: The principal structural items in unit number one are the longitudinal roof trusses, six in number, and lettered "A", "B" and "C" on the sketch sheet, truss "D" (steel), balcony framing, and side walls. All six trusses "A", "B" and "C", are wooden. Howe type with steel rods. All have 10-inch by 10-inch chords built up out of 5 2-in-1 by 10-in. bolted together at intervals and all have solid web members. Attention is particularly called to the alarming condition in the lower chords of the trusses; for instance, consider the third panel of truss "A". South, numbering the panels from the proscenium toward the interior, a detail sketch of which is shown on the accompanying sheet. This panel was checked carefully twice and the data are very accurate. It will be readily seen that, whereas the chord member is made up of five 2-in. by 10-in. timbers, the member is so weakened in this panel by the system of splicing used that almost all of the stress in this panel is now being carried by a single 2 in. by 10-in. timber. Friction caused by the bolts squeezing the other members of the chord together plays some part in resisting this stress but friction is an unreliable factor and should not be counted upon. Other details which are not up to specifications are the end shoes on trusses "B" and "C" and the end connections on trusses "A". Some of the daps are ill fitting in all six trusses and are shimmed with side grain shims which have little value. At their ends, all of these trusses are supported by laminated columns made up of 5 2-in. by 10-in. bolted together and therefore have ample section for direct stress but have little value in stiffening the building as a whole, and in fact, the connection of the truss to the column has got little value. Transverse bracing consists of 6 lines of 2-in by 6-in. "X" bracing between trusses "A", "B" and "C" at about 10 feet ects. This bracing extends also to the walls. Roof joists are 2-in. by 6-in. and are spaced 24 inches ects, and do not come up to required loading on a 13-foot span. Side walls are the tile-frame combination previously mentioned and will be discussed under unit 3. Steel truss "D" over the proscenium, in itself figures safe but is not very well braced. It supports two trusses "C" at the proscenium end and these rest on it without any lateral ties. The columns under truss "D" figure all right for vertical loads but have little bending strength. Unit No. Three: Unit number three, stage and fly gallery, presents some of the greatest weaknesses against lateral forces of any section of the building; for example, this is the section wherein criticism in unit one, are the lack of ties at the ends and other details of trusses "F". Unit No. Two: The principal structural items in unit number one are the longitudinal roof trusses, six in number, and lettered "A", "B" and "C" on the sketch sheet, truss "D" (steel), balcony framing, and side walls. All six trusses "A", "B" and "C", are wooden. Howe type with steel rods. All have 10-inch by 10-inch chords built up out of 5 2-in-1 by 10-in. bolted together at intervals and all have solid web members. Attention is particularly called to the alarming condition in the lower chords of the trusses; for instance, consider the third panel of truss "A". South, numbering the panels from the proscenium toward the interior, a detail sketch of which is shown on the accompanying sheet. This panel was checked carefully twice and the data are very accurate. It will be readily seen that, whereas the chord member is made up of five 2-in. by 10-in. timbers, the member is so weakened in this panel by the system of splicing used that almost all of the stress in this panel is now being carried by a single 2 in. by 10-in. timber. Friction caused by the bolts squeezing the other members of the chord together plays some part in resisting this stress but friction is an unreliable factor and should not be counted upon. Other details which are not up to specifications are the end shoes on trusses "B" and "C" and the end connections on trusses "A". Some of the daps are ill fitting in all six trusses and are shimmed with side grain shims which have little value. At their ends, all of these trusses are supported by laminated columns made up of 5 2-in. by 10-in. bolted together and therefore have ample section for direct stress but have little value in stiffening the building as a whole, and in fact, the connection of the truss to the column has got little value. Transverse bracing consists of 6 lines of 2-in by 6-in. "X" bracing between trusses "A", "B" and "C" at about 10 feet ects. This bracing extends also to the walls. Roof joists are 2-in. by 6-in. and are spaced 24 inches ects, and do not come up to required loading on a 13-foot span. Side walls are the tile-frame combination previously mentioned and will be discussed under unit 3. Steel truss "D" over the proscenium, in itself figures safe but is not very well braced. It supports two trusses "C" at the proscenium end and these rest on it without any lateral ties. The columns under truss "D" figure all right for vertical loads but have little bending strength. Unit No. Three: Unit number three, stage and fly gallery, presents some of the greatest weaknesses against lateral forces of any section of the building; for example, this is the section wherein criticism in unit one, are the lack of ties at the ends and other details of trusses "F". Unit No. Two: The principal structural items in unit number one are the longitudinal roof trusses, six in number, and lettered "A", "B" and "C" on the sketch sheet, truss "D" (steel), balcony framing, and side walls. All six trusses "A", "B" and "C", are wooden. Howe type with steel rods. All have 10-inch by 10-inch chords built up out of 5 2-in-1 by 10-in. bolted together at intervals and all have solid web members. Attention is particularly called to the alarming condition in the lower chords of the trusses; for instance, consider the third panel of truss "A". South, numbering the panels from the proscenium toward the interior, a detail sketch of which is shown on the accompanying sheet. This panel was checked carefully twice and the data are very accurate. It will be readily seen that, whereas the chord member is made up of five 2-in. by 10-in. timbers, the member is so weakened in this panel by the system of splicing used that almost all of the stress in this panel is now being carried by a single 2 in. by 10-in. timber. Friction caused by the bolts squeezing the other members of the chord together plays some part in resisting this stress but friction is an unreliable factor and should not be counted upon. Other details which are not up to specifications are the end shoes on trusses "B" and "C" and the end connections on trusses "A". Some of the daps are ill fitting in all six trusses and are shimmed with side grain shims which have little value. At their ends, all of these trusses are supported by laminated columns made up of 5 2-in. by 10-in. bolted together and therefore have ample section for direct stress but have little value in stiffening the building as a whole, and in fact, the connection of the truss to the column has got little value. Transverse bracing consists of 6 lines of 2-in by 6-in."X" bracing between trusses "A", "B" and "C" at about 10 feet ects. This bracing extends also to the walls. Roof joists are 2-in. by 6-in. and are spaced 24 inches ects, and do not come up to required loading on a 13-foot span. Side walls are the tile-frame combination previously mentioned and will be discussed under unit 3. Steel truss "D" over the proscenium, in itself figures safe but is not very well braced. It supports two trusses "C" at the proscenium end and these rest on it without any lateral ties. The columns under truss "D" figure all right for vertical loads but have little bending strength. Unit No. Three: Unit number three, stage and fly gallery, presents some of the greatest weaknesses against lateral forces of any section of the building; for example, this is the section wherein criticism in unit one, arethe lack of ties atthe endsandotherdetailsoftrusses"F". maximum foundation depth which is about 4 feet excepting the furnace room which oges about 6 feet deeper. The soil may be removed easily by shoveling and should not be loaded to more than one ton per square foot as a maximum according to conservative practice. The permanent water table is about 12 feet below the surface, according to information furnished by local builders. Unit soil pressures vary between quite widely separated limits. For instance, the maximum pressure noted occurs under the steel columns at the proscenium wall and is equal to about five times the minimum which occurs under the side walls of the auditorium and is about 1100 pounds per square foot. An intermediate value occurs under truss "A" (See sketch sheet hereto attached for location) and is equal to about three times the minimum. In considering this difference, however, it should be noted that there is far greater percentage of live load at the proscenium than at truss "A". At the proscenium, the live load constitutes about 35% of the total load while at the side wall of the auditorium it is only about 7% of the total. But even taking this factor into consideration, there still exists a wide difference in unit pressures at the various footings. On the above basis, the unit soil pressure for dead load only under the proscenium steel column would be somewhat above the estimated safe bearing capacity. This fact, in itself, is not alarming and as stated above, the building is not badly cracked due to unequal settlement. The building is located on level ground and drainage of surface water would not be very rapid. Superstructure: Unit No. One: The worst features of unit number one are the roof trusses "F" and the portico columns. The main members of the trusses are satisfactory but the detail is poor. For instance, the horizontal component of the end post is 13,500 pounds. This stress is held at the end by 4-1-inch by 8-inch boards nailed to the end post with 6-10d nails at each end of each board. Not allowing anything for eccentricity (which is a large factor). ANAHEIM GAZETTE Upset the Experts' Dope in National League Here are the two National League baseball managers who stood the experts on their heads this season. Left is Bill McKechnie of the Boston Braves and right, Memphis Bill Terry of the New York Giants. Their teams were not conceded a chance at the start of the season but on September 1 they were battling each other for the flag with a slight advantage for Terry's Giants. Sheriff Gets Man In 16-Year Hunt Constable Logan Jackson, sorrowing over the death of Loren E. Eckles of Orange, killed July 21, 1917, when hit by a shot from Jose Sanchez' gun, took a silent oath to get the man responsible for his friend's death. As constable, Jackson pursued the trail of the slayer until called away to war. Upon returning, the ex-officer never once forgot that Jose Sanchez had been named in the murder complaint and had been signed by Justice John R. Cox, terror of the traffic courts. Fourteen years passed, Jackson became sheriff of Orange county. Again in an official capacity where his private New Government School Drawing New Students Public Official's Job Getting More Attention as Experts Give S. C. Courses "Industry and education must join order to make it possible for the scholarly-trained administrator of public business to function effectively and economically," Dean Emery E. Olson of the school of government, University of Southern California, commented announcing that the new fall term will the civic center division opens its first term with an expanded program including four new instructors and eight new courses. "Through the splendid program citizenship training in the American schools, the high school student learns to respect his government as an institution. But the civic association, trade association, etc., and the university must combine their forces add stability and respect and prestige for the individual office holder and the public employee." That the school of government is the most rapidly-growing school of the University of Southern California teaches to the interest of the public office in his job of serving, guarding, and furthering the public welfare. The majority of courses meet at 5:40 p.m. in the Los Angeles City Hall, and are attended by city and county state workers, ambitious for improvement in their respective fields. New faculty members include Superior Court Judge Ruben S. Schmidt Howard Chapin Ives, Stephen E. Smith and Olive C. Booth. New courses include functioning of government agencies, problems of state administration, government of Los Angeles metropolitan area; government office supervision; governmental cost accounting; water bacteriology and water microcopy; and geodetic engineering. Dr. John M. Pfifner will conduct t Fruit Measurements Smallest in History Measurement of fruit, both inside and outside, is the smallest for this period of the year since measurements were over the death of Loren E. Eckles of Orange, killed July 21, 1917, when hit by a shot from Jose Sanchez' gun, took a silent oath to get the man responsible for his friend's death. As constable, Jackson pursued the trail of the slayer until called away to war. Upon returning, the ex-officer never once forgot that Jose Sanchez had been named in the murder complaint and had been signed by Justice John R. Cox, terror of the traffic courts. Fourteen years passed, Jackson became sheriff of Orange county. Again in an official capacity where his private resolve became public duty, Sheriff Jackson instructed his deputies to be on the lookout constantly for Jose Sanchez and to report the slightest clue to their chief. Officer L. H. Nicholson, working on another murder case, stumbled across a card on which was printed: "Pedro Sanchez, blacksmith shop, Atlantic and Bandini." The name "Sanchez" was magic. Nicholson reported to the sheriff, who ordered him to follow up the possible clue. The house in which the card was found belonged to Trinidad Padilla, a nephew of Pedro Sanchez, the blacksmith, brother of the man wanted on the musty old murder charge, on which a $250 reward was withdrawn last year by the board of supervisors. The mother of the brothers was found at the Bandini address. She finally told Jose's whereabouts. Sheriff Jackson headed the group that went to the Olive View Sanitarium near San Fernando, where the suspect was confined with tuberculosis. Sheriff Jaskson headed for "Jose Padilla's" room. The inmate recognizing the sheriff as he approached, knew the jig was up. "I've come for you, Sanchez. You know why," said Jackson. "Yeh, I know. I'm ready," the prisoner replied. Sanchez faces preliminary hearing on a new murder complaint—the old one having been lost—before Justice Kenneth E. Morrison September 28, at 9 a.m. Awards Fullerton $1578 In Penalties Penalties and interest on delinquent taxes in the amount of $1578.09 were awarded the city of Fullerton in its suit against the county by Superior Judge H. G. Ames on Monday. The Fullerton suit, the same as similar cases handed down more than a year ago in favor of Santa Ana, Seal Beach, Laguna Beach, La Habra, Placentia, San Clemente and Tustin, was delayed when Fullerton attempted to embody fraud charges in an amended complaint which sought delinquent taxes and involvement by law enforcement officials and workers, ambitious for improvement in their respective fields. New faculty members include Supervisor Court Judge Ruben S. Schmidt Howard Chapin Ives, Stephen E. Smith and Olive C. Booth. New courses include functioning of government agencies, problems of state administration, government of Los Angeles metropolitan area; government office supervision; governmental cost accounting; water bacteriology and water microbiology; and geodetic engineering. Dr. John M. Pfiffner will conduct the new course in government of the Los Angeles metropolitan area, dealing with problems created by the multiplicity of governmental units. Alleged waste disposal overlapping and duplication will be examined by the group; suggest remedy such as city-county consolidation, city-county separation, and centralization of specific functions will be considered. Prof. Russell Ewing will head the new course in functioning of governmental agencies, to include office and departmental visitation, and planning for civic groups and social science teachers. A descriptive analytical presentation of the staff and line function involved in state administration will be covered in the new course in problems of state administration, also to be included in charge of Prof. Ewing. Judge Schmidt is to head the course in criminal law administration, presenting rule of procedure governing arrest, investigation of crime, evidence taking of confessions and admission trial procedure, and administration of the law governing major offenses. Ray Pinker, forensic chemist, and Spencer Moxley, ballistic expert of the crime investigation laboratory, record division, police department, assisted by J. Clark Sellers, examiner and photographer of questioned documents and handwriting expert, are to conduct a course in physical evidence. Fingerprinting will be studied scientifically under the direction of Police Captain H. L. Barlow, superintendent of the records and identification division John Donner is to head the new course in governmental cost accounting, and Alfred Cooper will conduct the class in government office supervision, another innovation designed primarily for office supervisors, supervising clerks and office employees and dealing with distribution of working force, cooperation morale, and typical personnel problems. Dr. Henry Reining is to head a "citizen conference"; and other faculty of the technical and professional and scientific government-training school are: Burton L. Hunter. William B. Henley Joseph M. Lowery, Herbert E. Hayes Henry L. Thompson, Dr. Hugh Willett Clifford Burr, Clifford N. Amsden, and Dr. Pauline Young. Public relations public speaking and secretarial training also are among popular courses given. Fruit Measurements Smallest in History Measurement of fruit, both inside and outside, is the smallest for this period of the year since measurements were started in 1928, Dr. D. D. Waynick of the Association Laboratory announced this week. Average size of the new setting in 12 typical groves is 1.558 inches for outside and 1.398 inches for inside fruit. Dr. Waynick feels that the weather will determine to a large extent the size of fruit to be harvested next year. Penalties and interest on delinquent taxes in the amount of $1578.09 were awarded the city of Fullerton in its suit against the county by Superior Judge H. G. Ames on Monday. The Fullerton suit, the same as similar cases handed down more than a year ago in favor of Santa Ana, Seal Beach, Laguna Beach, La Habra, Placentia, San Clemente and Tustin, was delayed when Fullerton attempted to embody fraud charges in an amended complaint which sought delinquent taxes and interest from 1905 to and including the fiscal year, 1930-31. Judge Ames denied fraud existed when Assistant District Attorney W. F. Menton argued that county officials in collecting the taxes were acting as agents for the city of Fullerton. Claims prior to 1927-28 thus were outlawed under the statute of limitations. Gets Permit to Re-roof a House Bert Annin last week secured permission to re-roof a residence at 112 West Broadway at an estimated cost of $173. Government School Drawing for New Students Official's Job Getting Attention as Experts Live S. C. Courses and education must join in make it possible for the selenized administrator of public function effectively and well," Dean Emery E. Olson of government, University of California, commented in that the new fall term of inter division opens its fall can expanded program in new instructors and eight schools of government is the young-growing school of the of Southern California test interest of the public off-bill of serving, guarding, and the public welfare. The courses meet at 5:40 p.m. Angeles City Hall, and are city and county and state ambitious for improvement in active fields. City members include Super-Judge Ruben S. Schmidt, Spin Ives, Stephen E. Smith, E. Booth. New courses intention of governmental problems of state administration of Los Angeles metro; government office super-mental cost accounting; triology and water microscopic engineering. M. Pfiffner will conduct the splendid program of training in the American high school student learns his government as an institute the civic association, the nation, etc., and the unit combine their forces to try and respect and prestige individual office holder and the employee." 600 Junior Fair Members Feted Taken to Pomona Exhibition; Orange County 4-H Club Entries Win Many Awards Six hundred 4-H Agricultural club members and leaders from Southern California were guests of the Los Angeles county fair last Saturday and paraded before the grandstand, which was packed with people from all parts of California. The Orange county group arrived at the main entrance early in the morning and were admitted by passes supplied by the fair management to all who had completed their projects and turned in their record books. The day was spent looking at the fair. Several of the members who were club delegates to the Davis convention and attended the state fair expressed the opinion that the Pomona show was superior in attractiveness and interest. All the clubs from Orange county that exhibited booths in the junior fair were awarded ribbons and prizes. One Orange county booth, displayed by the Cackle and Root club of La Habra under the leadership of R. E. Launer, took first prize in the whole show. The Forestry club under the leadership of John Osterman was awarded third prize. The West Orange club under H. J. Hinrichs, featuring a community project, took tenth place. The two girls' clubs that entered from Orange county also placed, the Live Wires from Tustin, second place, and the Humming Bird-Orange Blossom club combination exhibit received fourth place. In individual entries the White Flemish junior doe displayed by Paul Knaak of the West Orange club took first place; and the White Flemish special buck displayed by his brother, Donald Knaak of the same club, received first place also. In the sheep class Raymond Hull of the West Orange 4-H club entered six specimens and took three first and three second places. Visitors to the fair are urged to in- WHIPSTOCK SUIT HEARING FRIDAY (Continued from page 1) It is charged by the state that these reservoirs of petroleum were "tapped" by use of devices which permit well drillers to deliberately deviate from the perpendicular in going down for oil. They can drill off at any angle after having drilled to a certain step, according to the state contention, by means of an arrangement known as a "whipstock." The state charges that the operators went down perpendicularly on their own property which is on the inland side of the Ocean avenue and then slanted their drills seaward and downward until they reached the immense offshore of pool. Science says Today use a LIQUID Laxative If you want to GET RID of Constipation worries— Any hospital offers evidence of the harm done by harsh laxatives that drain the system, weaken the bowel muscles, and in some cases even affect the liver and kidneys. A doctor will tell you that the unwise choice of laxatives is a common cause of chronic constipation. Fortunately, the public is fast returning to the use of laxatives in liquid form. A properly prepared liquid laxative brings a perfect movement. There is no discomfort at the time and no weakness after. You don't have to take "a double dose" a day or two later. This test has proved to many men and women that their trouble was not "weak bowels," but strong cathartics: First. Select a good liquid laxative. 2. Take the dose you find is suited to your system. 3. Gradually reduce the dose until bowels are moving regularly without any need A doctor will tell you that the unwise choice of laxatives is a common cause of chronic constipation. Fortunately, the public is fast returning to the use of laxatives in liquid form. A properly prepared liquid laxative brings a perfect movement. There is no discomfort at the time and no weakness after. You don't have to take "a double dose" a day or two later. In buying any laxative, always read the label. Not the claims, but the contents. If it contains one doubtful drug, don't take it. Dr. Caldwell's Syrup Pepsin is a prescriptional preparation in which there are no mineral drugs. Its ingredients are on the label. By using The liquid test: This test has proved to many men and women that their trouble was not "weak bowels," but strong cathartics: First. Select a good liquid laxative. 2. Take the dose you find is suited to your system. 3. Gradually reduce the dose until bowels are moving regularly without any need of stimulation. Syrup pepsin has the highest standing among liquid laxatives, and is the one generally used. It contains senna, a natural laxative which is perfectly safe for the youngest child. Your druggist has Dr. Caldwell's Syrup Pepsin. By Charles McManus