THEDESJGNOFAHOGHSCHOOL SHOPIUMMNG Than 6-: $0 Door» of I. s. WCHIGAN STATE COLLEGE T. E. Monaghan 1949 The Design of a High School Shop Building A Thesis Submitted to The Faculty of Michigan State College of Agriculture and Applied Science by T.E. Monaghan ”II-In... Candidate for the Degree of Bachelor of Science June 1949 .THHEIS C2,! ,‘Ap_ c: '3' . fl '1’: f5 3 H E Q R 9 P t: W "-“ - .. '- {a .1: :31 ‘ + ‘fi; 2' P51! 5‘ -‘ -.-‘1 M t 3 i - -‘ 5 i - .‘ ; "H .1, -. 311? I rt, '1. 'n a 5 - '«u‘ '3. 31. s s , 9* =" 3'. W 11"" “N f; .' ‘P’ 5% 3.3 :3. a '33, I" I 6‘ .~ . ‘3‘ §fi413 -; cvwiwfi { -34 h 'J - pl .5 in .s‘na'.‘ a l. 1. 1 ‘3. Ii» . . *7- ¢‘ I (”a 3"" '"‘ {’N “S” "‘\.. ’1 '. ff” Aux L”: é {3’ “R‘s" \ “m ' *3 \Jb ACKNOWLEDGEMENT My sincere thanks and appreciation to all who helped me in this project. Special thanks to all the clan Monaghan,who encouraged me and to brother Pat for his fine snketch. T.E.M. AI.“N 131.1 “’3er FOREWORD The purpose of this thesis, the design of a shop building for West Branch High School, is not only to put to a practical test engineering information gained in school, but to help so- lve an existing and pressing school problem. As a premise in the consideration of the school building problem, we must understand the causes of the present inade- quacy. For this discussion, we shall consider only the situa- tion in the West Branch public schools. There has, in the last ten years, been a tremendous increase in the enrollment. This is due not only to the increase in population, but also to the increased consolidation and the elimination of many rural sch- ools. In addition to these major causes, in the last decade many rural students who otherwise might have discontinued their schooling after eight years,are recognizing the importance of secondary education and this to has added to the crowded con- ditions in the school. Paralleling this rapid advance in the school enrollment, the manual training department has grown from a small one room woodworking class, tillit now occupies a major part in the High School training program. It is now broken into many divi- sions Which include woodworking, metalworking, farmshop, weld- ing, electricity, drafting and several others. In fact, the growth has been so rapid that the space now allotted to the shOp is very inadequate, and in fact is even dangerously cro- wded. Recognizing this condition in the shop as well as in the other departments, the school leaders and the department of education took a survey of needs and planned a large build- ing program. However, after the war, hampered by a lack of funds and a very high cost of construction, the program was slow in getting started. When at last the building plans were presented to the public for approval, some of the items were excluded for the sake of economy. One of these items being the shop addition. With both the need for more shOp Space and the necessary economy in mind, I have planned a seperate shop building which, I believe, will meet and satisify each of these requirements. However, the aesthetic qualities are also important and the building has been planned to beutify as well as to serve the community. The proposed cinder block construction is decidedly modern as well as very practical. I believe that such a build- ing is necessary and that if constructed, the community would many times over be reimbursed for the small initial expendature, in better trained and more highly skilled citizens. May 1949 T.E.M. .3028. lei Ichwm new} «Sufism Q01“. amended Design of the Roof Truss : Fink Type I General Design Thickness of walls - 8 inches. Span of roof truss - 39 ft. 0 in. Spacing of roof trusses - 16 ft. 6in. Roof covering - 1/4 in. corrugated asbestos roofing to cover roof and the gable ends of the building. Pitch of roof - the height of the roof will be made 1/4 of the span - 9 ft. 9 in. Bracing - diagonal bracing will be used in the plane of the upper chords. Two longitudinal struts will be used as near as possible to the one-third po- ints of the span in the plane of the lower chords. Type of truss - a fink roof truss will be used with the upper chord divided into four equal panels. The length is 5 ft. 5 3/8 in. An eave overhang of 2 ft. 6 in. will also be used. II Weight Estimate and Loadings Dead Load : corrugated asbestos roof covering --5 1b1/ sq.ft. insulation board for under purlins -1.5 " steel purlins 4 ft. 3 in. centers —-4.5 " roof trusses ---------------------- 2.5 " struts and bracing ---------------- 1.5 " total dead weight 13.0 " Dead weight per panel - 13Xl6.5X5.45 - 1170 lbs. Snow Load : Snow load on a horizontal surface - 40 lb/ sq.ft Snow load on a roof of 1/4 pitch 27 " Snow load per panel - 27 x 16.5 x 5.45 - 2430 lb. Wind Load : Pressure on a vertical surface - 20 lb/ sq.ft. Pressure on a roof of 1/4 pitch - 11.8 " Wind load per panel - 11.8 x 16.5 x 5.45 - 1060 lb. III Design of Purlins Loadings to be considered 1. Dead plus full snow 2. Dead plus 1/2 snow plus full wind Purlin spacing - 4ft. 3in. Dead load on purlin 9 x 4.25 x 16.5 - 631 lbs. Snow lead‘on purlin 27 x 4.25 x 16.5 - 1891 " Wind load on purlin 11.8 x 4.25 x 16.5 ~82? " Dead load perpendicular to roof 631 x .89 - 562 lbs. Snow load perpendicular to roof 1891 x .89 -1682 " Dead load parallel to roof 631 x .45 284 " Snow load parallel to roof 1891 x .45 851 " Maximum loading perpendicular to roof 2244 lbs. Maximum loading parallel to roof 1135 " Bending moments - neglehting continuity At center 2244 x $6.5 x 12 _ 55,500 in.-1bs At quarter point 3/4 ( 55,500 ) - 41,700 in lbs. At quarter point 567.5% 8.25 x 12 _ 7020 " Trial section depth 1/40 span - 5 in. try a 5 in. 10-lb standard I-beam moduli - 4.84 and 0.82 maximum stress at center 52,300 '- 11,450 1b/sq.in. at quarter pt. 41 700 plus 2,020 - 17,270 4.84 . 2 deflection perpendicular to roof g): 2244 x 16.53:: L728 - 3 4 30 x 106 x 12.1 check of assumed weight 7 purlins @ 10 lb/ft. 1b/sq. in. .027 in. 70 1b/ft. weight per sq.ft. 70/24.3 2.9 lb/sq.ft. connection to roof truss purlins will be welded to the roof truss with at least 8 in. of 1/4 in. fillet at each connection IV Design of Sag Rods Tension - ( 9 plus 27 ) .45 x 8.25 x 24.3 Net area required - 3250 / 20,000 - Diameter to furnish this area Allow 1/16 " for stress concentration Non-upset rod to furnish this diameter - 3250 lbs. .163 sq. in. 1/2 in. 5/8 in. 3/4 in. ‘4 (1) T"(27'37(3) (4) (5) (6) I (7) I (8)“‘ ‘—1 Stress Dead Full One .ind Wind olumns Max.:Dead Mem. Load }Load Half rom From for 'Stresd plus is... Sm: 2:318:63? _M:’:.______1SBEL.___.__ 1B 49200 %19100 -9550 44750'-2650; 1&2 ”283001—28300 U,Le . 20 48650 Tl8000 -90005-4750 -2650i 1&2 426650 -26650 U,Uz i 50 T8100 416800 -8400 -4750 -2650! 1&2 -24900;-2490 0,0,. 6E 47600 415800 -7900 -4750 -2650E 1&2 +23400'-234oq q,u,i 131 49200 419100 -95501-2650 -4750. 1&2 '28300 -2830? Uvn, ' 123 48650 18000 —9000‘-2650 -4750 1&2 26650 -26650 UgUg' i 9G 48100 16800 —8400 -2650 -4750; 1&2 24900 -249oq U,Ug{ : 8F 7600 15800 -7900 -2650 -4750: 1&2 23400 -23400 U309? 1L 8200 17000 /8500 /3800 /2350 1&2 25200 /25200 LOL,§ 3L #6900 14300 £7150 /2600 /2350 1&2 2212001/21200 L,L2i 7L 4250 8830 ”/4415 / 250 /2350 1&2 113080 /13080 L,L3§ 11L 6900 14300 /7150 / 250 /4650 1&2 #21200 /21200 L,L,% 13L 8200 17000 /8500 ; 250 £5850 1&2 125200 {25200 L,L53 3 1-2 1070 2220 -1110 -1100 o 1,3,443280 -3290 U,L,§ : 2-3 1250 2600 /1300 ;1200 0 1,3,4|3750 /3850 U,L, . 3-4 2100 4370 -2185 -2150 0 1,3,4 6435 -6470 v.1.z : 4-5 1300 2700 /1350 /1200 0 1,3,4 3850 /4000 UzM, ‘ 5-6 1070 2220 -1110 -1100 0 1,3,4 3280 -3290 03M, } 6-7 3800 7900 /3950‘;3600' 0 1.3.4 11350 x11700 U,M,] E 4-7 2550 5300 /2650 /2350 0 1,3,4 7550 /7850 M,L,_E 413-1241070 2220 -1110 0 -1100 1,3,543280 -3290: U,L4: 12-11 /1250 2600 /1300 o {/1200 1.3.5 3750 /3850 uqu; 11-10 -2100 4370 -2185 o '-2150 1.3.546435 ~6470 UaLg? 10-9 /1300{2700 /1350 0 1/1200 1,3,543850 /4000 ugmgi 9-8 ~107042220 -1110 o -1100 1,3.543280 -3290 UkMz} 8-7 x3800;7900 /3950 0 /3600 1,3,5;11350 /11700 UpMzi I10-7 ./2SSOfSBOO /2650 0 x2350 1.3.517550 :/7850 M2L3: V Design of Truss Members Top Chord - the upper chord will be composed of two angles 3 x 21/2 x 1/4 in. However the short legs will be turned in and tack welded togather. Bottom Chord - the entire bottom chord will be made of 3 x 2 1/2 x 1/4 in. angles. The short legs will be turned in and tack welded togather while in contact. In order to use this section, the center member 1%13 will have to be supported at the mid-point by‘a hanger. gross area of angles 2 x 1.31 - 2.62 sq.in maximum stress ( LOL,) -;--- 25,200 lb ten. value of member 2.62 x 20.000 - 52,000 lb. slenderness ratio ( LzLa) 89 ~~~~ 118.5 value of field splice - 2772 2,000- 54,000 lb. _ use 27 in. of 1/4 in weld on each side Tension Web Members - the highest stressed web mem— ber is U;M.. A similar member U,M,has the greatest horizontal length. Two 3 x 2 1/2 x 1/4 in angles will be used. Short legs will be turned in and tack welded togather at a spacing of 3/8 in. apart. gross area of angles 2.62 in. maximum stress ( U,M,) is 11,700 lb. ten value of member is 2.62 x 20.000 - 52,400 lbs. slenderness ratio ( UqM.) 12 - 97.4 .75 value of welded connection 12 x 2000 - 24,000 lb. use 12 in. of 1/4 in fillet Sub-struts - U,L, and UsM, - these members will be made of two 2 1/2 x 2 x 1/4 in. angles gross area of angles - 2 x 1.06 -- 2.12 sq.in. maximum stress ----- 3,300 lb. compression slenderness ratio --- 33 - 56 .59 2 allowable stress - 17,000 - .485 (_l_) - 15,480 1§./1; value of member -- 2.12 x 15,480 -- 32,800 lb. value of welded connection -- 12 x 2900 --- 24,000 lb. use 12 in. of 1/4 in. fillet weld Web Compression Member UALZ- the 1/r requirement controls the design of this member. Use two 2 1/2 x 2 x 1/4 in. angles. gross area of angles -- 2 x 1.06 -- 2.12 maximum stress -- 6,500 lb. slenderness ratio -- 66 -- 112 allowable stress -- 1;?000 - .485 ( l/r {l—- 10,000 1b./ sq.in. value of member -- 10,000 x 2.12 -- 21,200 lb. value of welded connection -- 12 x 2,000 -- 24,000 lb./ sq.in. use 12 in. of 1/4 in. fillet Hangher UHC will be made of two 1 1/2 x 1 1/2 x 1/4 in. angles VI Design of Joints The design of the joints will be better understood by a study of the welded details. The system used here is to weld one web member to the chord, and then to weld the second web member to the first and possibly also to the chord. Joints U, and U3 - sub-struts are welded to the upper chord with 12 in. of 1/4 in. fillet. Joints L, and L1 - the tension diagonals qaLzandIHiLz Joint Joint Joint and MIL'2 are welded to the chord with 12 in. of 1/4 in. fillet, and the members U,L,and Uthare welded to the tendion diagonals and to the chord with 12 in. of 1/4 inch fillet. M,- the diagonal ULMris welded to the back of UHM‘LAwith 6 in. of 1/4 in. fillet. The sub- strut U314. is welded to the back of U414, Lawith 8 in. of 1/4 in. fillet, and U,M,is welded to UgMIand to qulewith 8 in. of 1/4 in. fillet. Uz- the tension diagonals UlM.and UAL,are each welded to the upper chord with 12 in. of 1/4 in. fillet. Then the compression member Uszis butt welded to the diagonals ( diagonals and struts are separated by 1/4 in. ) and the same weld co- nnects the strut Uszto the chord. The combined length of these butt welds is 12 in. There are two extra 4 in. fillet welds connecting Uleto the chord. U&- the diagonal U§M.is welded to the upper chord with 12 in. of 1/4 in. fillet. The upper chord sections are butt welded togather all around the inside with a 1/4 in. flush butt weld for a length Of 12 in. The members should be sep- erated about 1/8 in. before welding. This joint is capable of developing the strength of the mem- bers in compression. Joint C- the hanger U C is welded on the outside of the bottom chord and also of the top chord , with 8 in. of 1/4 in. fillet. Joint Lo - the upper and lower chords are built by butt welding them togather at L with two 6 1/2 in. lengths of butt welds. The members should be separated at least 1/8 in..before welding to obtain a good butt weld through the entire thick- ness of the metal. This joint will be strong en- ough to develop the full resistances of the mem- bers. VII End Bearing and Bracing The end bearing for this truss is very simple. A sole plate 8 x 10 in. is welded to the bottom of the lower chord. Bearing is sufficiently low for bearing on the masonry wall. The bearing is 19,400 / 80 -- 243 1b./ sq.in. The thickness of the plate is determined by flexure as a cant- ilever. moment - 243 x ( 5 f4/ 2 -- 3040 in.lb./in. .section modulus - 3040 / 20,000--.1520 depth d --( 6 x .152 )'/"L -- .96 in. use a one in. bearing plate Slotted holes - use a slot of length equal to the dia- meter of the anchor bolt plus about twice the expected expansion to allow for poor setting of the bolt in the masonary. A slot of 7/8 x 1 1/4 in. will be used to accomodate a 3/4 in. bolt. Location of shoe - place the shoe with its center dir- ectly under the intersection of the lower and upper chords so that there will be no moment of eccentricity introduced by the vertical reaction. Bed plate on masonry - a bed plate 10 x 12 in. is bol- ted to the masonry to provide a surface upon which the shoe can slide. The thickness of this plate is also made 1 in. Purlins - will be welded directly to the upper chords with 8 in. of 1/4 in. fillet weld per connection. VIII Final Computation of Weight Purlins - l4 purlins, 16.5 ft. , @ 10 1b/ft. - 2310 lb. 2310 / 803 --------------------- 2.87 lb./sq.ft. Bracing - 8 diagonals, 20 ft. , @ 3.2 1b./ft. - 512 lb. two struts, 16.5 ft. , @ 9.9 ib./ft. ---- 327 lb. 839 / 803 ---------------------- 1.05 lb./sq.ft. Truss - top chord - 2- 3x2l/2xl/4 in. angles 43.8 ft. @ 9.8 lb./ft. -- 429 1b. bottom chord- 2 - " 40 ft. @ "" -- 392 1b. web - 2- 21/2 x 2 x 1/4 in. angles 9 ft. @ 7e24 lb/ftre "" 507 lbe hanger -2- 11/2 x 11/2 x 1/4 in. angles 9 ft. @ 4.7 lb./ft. -- 43 1b. eave extension - 2- 2x 2 x 1/4 in. angles - zl’e7 fte @ 6e4 lbo/fte -" 3o lbe lateral plates - 6 plates - 4 x 6 x 1/4 in. @ 2 1b./ft/ —- 12 lb. gussets and welds --------------------- 250 1b. total weight ( 1 truss )1663 1 . unit weight - 1663 / 803 ........... 2.08 1b./rt§ Roof covering and insulation ----------- 4.5 lb./sq.ft. Total dead weight ----------- 2.87 1.05 2.08 4. 0 total 10.50 lb./ft3‘ Estimated dead weight .......... 13- 1b./rtf' Footings : The footings shall be composed of class "B" concrete as specified herin. Class "B" concrete shall be 3000 lb. concrete and shall contain not less than five and one-quarter ( 5 1/4 ) bags of cement per cubic yard of freshly mixed concrete and not more than five and one-half ( 5 1/2 ) gallons of water per bag of cement and not less than one pound of admixture per bag of ce- ment The footings shall be placed on undistrubed soil and shall be at least eight ( 8 ) in. deep and sixteen ( l6 ) in. wide as shown on scketch in back of this book. However, at the pilisters the footing width is increased to twenty-four ( 24 ) in. The top el- evation of the footing shall be three ( 3 ) ft. four ( 4 ) in. below the average ground elevation at the exterior wall surface. Subsurface or Footing Wall The part of the wall which is below the ground level shall be built of concrete blocks, which must be made by a licensed manufactures and must comply with the specifications for such material as estab- lished by the Building Department of the City of West Branch. This wall is to extend from the top of the footing for a heeght of three ( 3 ) ft. four ( 4 ) in. The blocks are to be of the three core type, 8 x 8 x 16 in. size. On top of this wall there is to be plac- ed on the outside edge one layer of 4 x 4 x 16 in. size cement block as shown on scketch in the back of this book. Floor Slab : The floor slab shall be composed of class "D" concrete as speciefed herein : Class "D" concrete shall be mixed in the porportion of one part Portland Cement, one part fine aggregate, and two parts coarse aggregate by volume, and shall contain not more than five gallons of water per bag of cement including moisture carried on the surface of the aggregate. The earth bearing surfaces for the floor shall be brought up or cut down to the proper levels and thoroughly compacted until further effort does not add to the compactness of the mass. Typical crossections of the floor slab are shown on another page in this book. Floor slab reinforcing is to be of welded wire fabric - no. 6 wire, 6 x 6 in. mesh. This re- inforcing weighs 0.42 lbs. per sq. ft. Walls : Exterior walls are to be built up from the level of the floor slab and should be built of 8 x 8 x 16 in. size cinder blocks. These cinder blocks must be made by a lie- ensed manufacture and must comply with the specifications for such material as established by the Building Department of the City of West Branch. The wall is to extend for a height of nine ( 9 ) ft. four ( 4 ) in. On top of this is to be placed a reinforced concrete beam, of class "B" concrete. This beam is to act as a lintel over the win- dow openings and is to be continuous all around the top of the wall. This same type of beam is to be used over the door Opening. A crossection of this beam is shown on a scketch later in this book. Interior walls are to be made of 4 x 8 x 16 in. cinder blocks. The partition between the drafting room and the finish room is to be a solid cinder block wall for the full height of ten feet. The walls between the main room and the drafting room and between the main room and the finish room are to be built up with these interior cinder blocks for a height of two ( 2 ) ft. eight ( 8 ) in. with the remaining distance to the ceiling being a glass partition, subject to approval of the school board. Concrete Materials : The following materials shall comply with standard speci- fications of the American Society of Testing Materials and in accordance with the designation number listed or its latest revision : Portland Cement ----------- A.S.T.M. C-150-46 Fine Aggregate for concrete " C-33—46 Course I! II fl 1! C_33-46 Reinforcing Steel -------- " A-15-39 Admixture : An admixture shall be used in all concrete work. The ad- mixture shall be Pozzolith, manufactured by the Master Builders Company, Cleveland, Ohio , or its equal. It shall be mixed in strict accordance with the directions of the manufacturer. Window Sills : The window sills are to be made of class "B" concrete and are to be made so as to extend one and one-half ( 1 1/2 ) in. out from the outside edge of the wall. There is to be a drip slot on the bottom of the projecting edge as shown on the sill crossection later in this book. Mortar : All exterior walls shall be laid in mortar consisting of one part Portland cement, one part lime, and six parts sand ( all measured by volume ) to which shall be added Master Builders Omicron Waterproofing in the preportion of one quart per each sack of cement and one quart per each sack of lime in exact accordance with the directions of the manufactures. Retempering of mortar which has begun to set will not be permitted. No mortar which has been frozen shall be used on the work. Mortar for interior partitions shall be as specified for exterior masonry except that waterproofing compound shall be omitted. Jointing : All the masonry walls, exterior and interior, shall be pointed using a pointing tool to produce a slightly'con- cave joint with continuous and complete contact between mortar and masonry. Windows : The windows shall be Truscon Intermediate Projected Win- dows, no. 436 T , or equal. This type is five ft. wide so two of these shall be used in each window Opening, using a variable mullion as a center connection. The only exception being the two small windows in the east wall of thebuilding where no 426 of this same style shall be used. The glass in the toilet windows shall be of the fro- sted glass type. Doors : The main door shall be a Truscon Industrial Steel Door - Series 31, or its equal. They shall be of the double swing variety, no. 6070, and shall be equiped with special anti- panic devices built for both outside and inside control. The large door on the east end of the building shall be of the Truscon Two-section Vertical Lift type. It shall be ten ft. wide and ten ft. high. The inside doors can be of some cheaper glass construction. Ceiling : It is suggested that the drafting room and the finish room have a ceiling of asbestos or other fiber material. This ceiling could very easily be attached to the under side of the lower chords and struts. In the main room a ceilé ing is not necessary, but it would improve the appearance of the interior a great deal and might cut the heating costs a bit. Roofing : The roofing as before stated is to be of the corrugated asbestos type and will be connected directly to the purlins. Lighting : Due to the many types of lighting which would prove sat- isfactory and the uncertain availability of these items, the type of fixtures will be left to the discretion of the electrical contractor, subject to the approval of the school board. However, all work, togather with all mater- ials ( or equipment ) furnished by the electrical con- tractor shall comply with the latest published codes and standards listed below : 1. The National Electrical Code Standard of the National Board of Fire Underwriters. 2. The Standards of the National Electrical Man- ufacturer's Association. 3. The Electrical Code Section of the City of West Branch and the Building Code. Heating : The heating system which will be connected to the central heating unit of the school shall be of the forced air type or other satisfactory to the school board. Painting, Calking, Glass and Glazing, Plumbing and Sewers, and any other items not specifically mentioned are to be left to the discretion of, and are to be built under the dir- ection of, the school board of West Brunch High School. Cost Estimate : In an attempt to arrive at a fairly accurate estimate of the cost of this structure, I enlisted the aid of and re- ceived the help of a Lansing Architectural firm of O.J. Munson and Co. For this type of structure, the 1949 build- ing costs run about $0.50 per cubic foot. This figure while not exact is fairly accurate and places the cost in the $27,000.00 bracket. The 1949 building costs are high, but even so the cost compared to the size and type of building seems quite reasonable and strengthens my belief that West Branch is able,and should add this building to their present building plans. T.E.M. v ltnltlllll m- ......—-- - H pd :- E' ———.—-.1- --1 r“ p I at l I D F d . I .u I n a v . 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