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Permit 2995 - Wendy's - Storage and Fence
Job Address 17275 Southcenter Parkway Tenant /Owner Wendys Insp. Datg of Is y ce V 'J Description of Work Add storage structure and screen fence Legal Description Date 10 -31 J - 42 Attached - 1st Fl. Property Owner Wendy's Intl. Address 17275 Southcenter Parkway Tukwila, WA 98188 Phone Engineer/Architect Address Phone Contractor Complete Restaurant Service Address 6601 220th St. S.W. #2 Montlake Terrace, WA 9840:. Phone 775 -3493 Authorized Agent License No. 23 -01 COMPLRS161CZ Value of Work 18,000 Fire Protection Use Zone C -2 Type of Construction Ate. -Asse Issued Bv: • Sprinklers IT] Detectors INSPECTION RECORD - 433 -1845 Type Insp. Date Notes Setback Date 10 -31 J - 42 Rec. if 494 4 - 1st Fl. Rebar Footing Fdtn. Bond Slab Frame Wall Bd. Total Tot. Tot. Total el Dept. Approvals Req'd Insp. Date Planning' Div. Health Dept. Public Works Dept. Plumbing Electrical Cert. of Occupancy Size of Unit or Building Uses Sq.Ft. Occ. B -2 Occ. Load No Change Fees P.C. Bldg. Demo. Amt. 84.00 _29.00 Date 10 -31 J - 42 Rec. if 494 4 - 1st Fl. 2nd Fl. Bond Total Tot. Tot. Total el '. ,. CITY OF UILDING TUKWI A IS ERMIT MUST BE P STED CONSPICUOUSLY ON BUILDING Special Conditions Approved for Issuance By NOTICE THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUC- TION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. Sig ature of on ractor Authorized Agent Date &� PERMIT NUMBER ;:C ?95 Control Number R4 - 36n L Fire Dept. Date Bldg. Official Date THESE PREMISES SHALL NOT BE OCCUPIED UNTIL ALL APPROVALS HAVE BEEN SIGNED. CPS No. I (7\ ••-••• p z ; RAI *i R 4) GAL : tD Es c I td r<.4- g. 0 g .. ....- .. „."3- ----, —. — -- .--'. ----- --- %-lg r ' ----,, '--------,-----` ----..._ -- Job Address 17275 Southcentc r Parkway Tenant /Owner Wendys Date of Issuance / c. - '0 Description of Work Add storage structure and screen fence Legal Description E21 Attached 2roperty Owner Wendv's Intl. Address 17.415 Southcenter Parkway T u k w i l a , WA 98183 Phone Engineer /Architect Address Phone Contractor Comol et�� Ekes � durant Service Address :601 220th St. S.W. 1 42 i'iom:.l eke T�::rrace , OA 98402 Phone 775-3493 Authorized Agent License No. ,z3-01 C0r0PLRSI61C7 Value of Work 18,000 Appl :-- Accepted -By t >sued b dt Y+' ." `Fire Protection Use Zone C -2 Type of Construction m S•rinklers Er] Detectors INSPECTION RECORD - 433 -1845 Type Insp. Date Notes Setback Date Rec. 4 1st Fl. Rebar , 2 No Chance P.C. Footing 1 -31 5984 , 2nd Fl. Fdtn. ) Bldg.12).uu Slab )14 / Frame Demo. Bond Wall Bd. Total Tot. Tot. Total 213.00 Dept. Approvals' Req'd Insp. Date Plannin4'Div. Health Dept. Public Works Dept. Plumbing Electrical Cert. of OccupancyI --__' Size of Unit or Building Uses Sq.Ft. Occ. Occ. Load Fees Amt. Date Rec. 4 1st Fl. , 2 No Chance P.C. 34.00 1 -31 5984 , 2nd Fl. Bldg.12).uu ► - :h'2 .) ;01 Demo. Bond Total Tot. Tot. Total 213.00 Special Conditions ,J/ r' Approved for Issuance By,' / . BUILDING PERMIT CITY TUKWIILA THIS ERMIT MUST BE PO STED CONSPICUOUSLY ON BUILDING ti NOTICE THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUC- TION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. Signature of- ;Contractor or Authorized Agent Date• PERMIT NUMBER ` ! - -- Control Number 2,4..360 FINAL APPROVALS: Fire Dept. Date Bldg. Official Date THESE PREMISES SHALL NOT BE OCCUPIED UNTIL ALL APPROVALS HAVE BEEN SIGNED. CPS No. I INSPECTION REQUEST (:' tf?-5R arc Date , ( s1.10YS Time !' 4 : /2_a.m. p.m. Owner . 110/LAX CL J. Permit n, Tenant Address : Date Wanted Contr. or Type of Inspection TYPE DATE INSP. NOTES Grading (Bldg ,... Setback (Bldg. 433-1845) Rebar/Footing/Found. (Bldg. 433-1845) Slab (Bldg. 433-1845) Grout (Bldg. 433-1845) Frame (Bldg. 433-1845) Roofing (Bldg. 433-1845) Insulation (Bldg. 433-1845) Mechanical (Bldg. 433-1845) Will Board (Bldg. 433-1845) i Utiliffes Water/Sewer/Drainage (Shops 433-1860) Parking (Plnq. 433-1845) Landscape (Plnq. 433-1845) Street Use Permits (PWO 433-1850) Fire (Fire 433-1859) FINAL (Bldg. 433-1845) 17 /0 21 iliC AP t.tn) ciiama, JOB ADDRESS /72. WORK TO BE DONE OWNER CONTRACTOR DATE ISSUED SPECIAL CONDITIONS CITY OF TUKWILA BUILDING PERMIT ;NV RECORD POST AT OR NEAR 1 -%.)NT OF BUILDING PROTECT -ROM WEATHER City of Tukwila Bi lding Division 433-1845 . Inspector must sign all spaces pertaining to this job. B.P. 40 Control I ir4--34 Date Issued/ TYPE OCCUPANCY • PRIOR TO FINAL ALL ITEMS PERTAINING TO THIS JOB MUST BE SIGNE04OFF. SylHE r •-•, INSPECTORS,- -- -J • • , v • • ; CITY OF TUKILA Central Permit System TO: ❑ Building ❑ Planning Authorized Signature / This project is approved by this department: „ / r / Aufhorized 4 Signat e' FINAL APPROVAL FORM ❑ Public Works *Fire Dept. Project Name . ),Ce Address / _ , 4 Type of Permit(s) c5.7rrr., c E J This project is nearing completion. Please investigate your area of responsibility and indicate below either your final approval or necessary corrections. " % 7))1, , /4 ' '' Control No r' — Permit No 6) /S ❑ Police ❑ Parks/Recreation If no response is received within one week, it will be assumed that the project is of no concern to your department and a certificate of occupancy may be issued. project is NOT approved by this department; the following corrections are necessary: �_ ! Date CPS Fornoi ../rs prel 7/ 3/t5 4 -efir:liciete ci-1412 e e'vt 7A fix -eze -Ate .0 lear i CITY d!' lUKWJLA CENTRAL PERMIT SYSTEM - ROUTI F TO: BLDG. Q PLNG. PROJECT fri4.=A y S : ADDRESS / 1 - 5 -$ DATE TRANSMITTED H.-- C.P.S. STAFF COORDINATOR k PLEASE REVIEW THE ATTACHED PROJECT PLANS AND RESPOND WITH APPROPRIATE COMMENTS. IN THE SPACE BELOW. INDICATE CRUCIAL CONCERNS BY CHECKING THE BOX NEXT TO THE LINE(S) ON WHICH THAT CONCERN IS N OTED: r n D" 7il erpa a ( 47-1 11 G'- e-OltA S I 1 Jr* /4 �w ra a a a a a Mo 5e �Y P • W • 2 . cc. c e oAe l V ors I ?l ?Cl ?tii'� f�.. Date D.R.C. 'REVIEW REQUESTED [] PL AN SUBMITTAL REQUESTED jJ nn^ . rr I5 , frAt. t q f tr'•] T.( 1 , . FIRE .a POLICE [] P. & R. TUKV1 }L/; FIRE F'REVLN1 ON BUREAU • .Perr ? ? i. RESPONSE REQUESTED BY `/ -/3 • RESPONSE RECEIVED � v � .(. - ':'t .................... PLAN CHECK DATE / / /e/ dt • COMMENTS PREPARED BY • u ate CONTROL NUMBER 6 i CI 1Y dr 1UKWILA PERMIT NUMBER CONTROL NUMBER 4 CENTRAL PERMIT SYSTEM - ROUTING FORM TO: [] BLDG. PLNG. P.W. FIRE •0 POLICE [] P. & R. PROJECT /.cz'!✓i0c ,ADDRESS /7 #7,5 6',G , RESPONSE REQUESTED BY DATE TRANSMITTED C.P.S. STAFF COORDINATOR, RESPONSE RECEIVED PLEASE REVIEW THE ATTACHED PROJECT PLANS AND RESPOND WITH APPROPRIATE COMMENTS. IN THE SPACE BELOW. INDICATE CRUCIAL CONCERNS BY CHECKING THE BOX NEXT TO THE LINE(S) ON WHICH THAT CONCERN IS NOTED: • Q D Q Q • D.R.C. REVIEW R EQUESTED 0 PLAN; SUBMITTAL REQUESTED 14 r nt14nuCn f""l Q • / 'PLAN CHECK DATE COMMENTS PRE PARED BY • -A / / / :4 111 g. • 14 • • 4 igtoh , ' t j 0g 'f' thightoa ng. + N .;i�T e ©rheM i ' Sotitlitett gtia�."ter , ;;: , the Westtisx . !' =ma g of _ 1 an f :.;; ; . � .. , : �arg�ta�. • S 44-. . • ' •,f " *1.'oni4 :4e3: tnii i •';56 O ' 5. ' tGAL :.•P15Cfe1•° ION • • yy S Y t'.t • t� t •y 1 . n. CITY QF l UiLWILA • OCT . - 3 1984. akai.UiNG1; 9 `,c _ ..: fit.! :.o CITY .OF TUKWIIA APPROVED. JAN 4 1905 0 • 4 a Y • 9 co s�! JL 7r H t f Hr r _.-4,_ rIL lj ' M.._ M M 4S - . 2 , 4-" x 24 AT nR IGhc F•IE ZS SG /4 L.E. CITY Of TOKYIIIA APPROVE 4 198 NOTED IJIL ► ING • IVI ION It00160014 GDU1s3E MEONN+7 Tipp 5-1-461N -� 2x G1E.flIr+'s A? To 4x4 1 C ,i IC." ? IZ I € p t JZ % Ml/ (p Vera-r; IN CEN-rem veto 114- WF.04 .8IV "O. .. ILL W/GROUT IN -TWO L - _.-.•_— ..Z P,T. AT eel .0 ?mg ,(13. Ger E4GH SIDE w/ I" p MATOA-1. SaosiT1'IG tyu11.QI•4,, 'r'ZIr -t • p,77 4 x4 4 oQ V4 04 t,'0 "401 • .SI-A* IN /. 4 aveo.G L�aNI e i s Flag "TA L L 4 FmNGE S. MGT' O. N WENDY'S -- /TZtr S. GENDER PARS WAY • 1":-.11.2121 GENERAL INFORMATION The Series II Fascia System has been designed and engineered to replace decor panels on existing stores as well as providing panels for new construction. This instruction booklet refers to installations on RE- MODELED STORES only. Review all instructions and familiarize yourself with all parts before starting con- struction. Before installation of the Series I I System, the following verifications and/or procedures must be made: 1. Have sign contractor remove existing single face building signs while general contractor removes. old decor panels and moldings. 2. Check with customer about location of signs to be used on building. Sign mounting supports for all signs must be completed BEFORE installation of new Series II fascia panels. If signs have been ordered (or will be) from Vacuform, sign mounting supports will be shipped with the Series II parts shipment. Be sure that Vacuform Form #82055 is filed out 3. Complete electric service at each sign location and for fascia lighting. If required. Provide one 20 amp circuit for each set of neon letters; (con- nects behind letter "W ). Provide two 20 amp circuits for roof lighting. See page 13 for detail through truss. 4. Special care must be raked when handling ABS fascia panels to guard against damaging painted surfaces. Clear polyethylene wraping provid- ed must be placed between panels while stacking to prevent scuffing finish. 5. Be prepared to store your shipment of Series II parts to prevent job site damage or theft. There will be approximately 30 cartons or crates; the longest are about 10 feet long. Storage will require about 150 square feet of floor space. Some cartons are stackable. 6. If any existing single face building signs were originally installed re- cessed into plywood overhang, the recess area must be built out flush to plywood fascia. 7. Existing top roof flashing and retainer should be bent back 180° or removed if flashing is removed, it will have to be replaced after new fascia system is installed. 8. Be sure to verify the building dimensions of your store. The lamp fixture layout for the Series II lighting has little or no tolerance for incorrect building dimensions. Each order is custom to the building dimensions given with your order. 9. Some buildings may require special treatments when installing fascia panels in corner areas. The finished look will depend on truss construc- tion and the method of fascia panel treatment. See Reference Sheet "C" for details. 4 rr_, -r:ti r' ITV OF tUJKVA LA OCT Si t9 c% IJ84 3U.LDING DEFT. TYPICAL SERIES II FASCIA INSTALLATION •It • • s. I Vaill11111 01 • ! • • • /err or4o M.14 ....- ,•••• 11111111•11 I: •••••••■■••■,......0 • 'Yzez21.e • • 0 „ ISTINIG MAX.ALLO 1Yf'e .""N • •••••••••■■•, or' : 15 e 155. 0 • „•••/ ■••■•=.0 •••••°. 4 „....■•••■ -•'•■•• ••••■...%. ' • hi 01'05'231TV' ; 1 p ; C‘• ••••••••• ••••■•••••11. •■••■••• 4111■••=, amssom....• so t 2.7 : P IS' . IL 0 24 • ■-stis C9DE rn • • - 22 .. tes • tee._ .e • u J ISTINC�%� MAX.ALLO �w► •_ _ 9 •o • N 44 • r ,.r „# e 165,0 "' • - 37.67 Win N OI 05 23.5 E (155.0 . rgOrferr *4 D - . r - r. INL�l ,iiµt:�•.. � .. r CITY fJf= fE..A 24.0 22 -0 Eris 198- i3111Li 1►W�: cjf. p 23 -o" 1 =20' • -•,..1 X25 IS' N Y I • 24' ■•11' 4 1 X CQDE JOHN D. GRIFFIN ASSOCIATES Consulting Eno9lnettr/Structursl•Clvll 11800 SLATER AVENUE N.E. KIRKLAND, WASHINGTON 90033 1234003 CITY'OF TUL WILA OCT 3 1 1984 BUILDING DEPT. Complete Restaurant Service Corp. fbi 220 S.W., Suite 2 Mountlake Terrace, NA 98043 Attention: Nr. Verne Jacobsen Rev Structural Report for Refrigerated Storage Plant prepared by Professional argintering Consultants, P.A. Wichita, Pansas.for International Cold Storage Co. Inc., Andover, Kansas. ;car Mr. Jacobsen, I'have reviewed the subject Structural Report for the Refrigerated Plant you plan to use at Wendy's Restaurant and It appears that the structure is designed to withstand the root,.' floor and wind loads specified in the Uniform Rlulldinp Code for this area. If I can be further assistance in this matter please contact'' ft office. April 3, 1911 NOTES 1. Unit to have twelve 2 x 6 studs (foamed in place) as indicated. 2. Each unit to have two interior lights. 3. Unit to have aluminum siding skirt. 4. Heat tape in freeser door jamb. 5. One way root with high side on the 14', side with doors. 6. Two each - hunts Thermometer. 7. Brown Siding 8. Condensing unit to be roof - mounted (with no set in) over coil. 9. Dry storage compartment to be provided with supports for addition of evaporator coil. *. I -Solt Modification for American Lock. f igli7MMOW , 4 .REFRIGERATION SPECIFICATIONS Condensing Unit Modals EAAL -0100 Evaporator Model s AL15 -41 Power: 208 Volt, 30, 20 Amp. XX Wired Direct WE SLOPE 5'— 0 P q. 30x 78 3,X 78" c. 48' 6" STUDS Ar DRY STORAGE BUILDING HEIGHT Interior Heights 7'6" Exterior Heights 8'10" (Excluding Refrigeration Unity_ LOCATION: O 2X6 COIL SUPP ORTS ' I -al I ' 1 I 1 1 I 1�1 I I 1 I I , I 1 , ' 1 1 I , 1 1 1 1 1_l '1144 NuLappmwo ( FLOOR ELEVATION c fl 111 insa swot PLANT NO.: MODEL 1 1 1 1 1 1 1 • I 1 I 1 1 1 1 1 IOT -Iola 7s6" r a COIL —I0 30" X 78" • POWER SERVICE: Wired Direct Pressers 206/230V, 30, 20 Amps OPT IONS A. Remote Thermometer 2. Brown Siding 3. Door Locking Bar with I -Bolt Modification 4. 30" x 7d" Self- Closing Dual - Temp Door S. 10 Each 2 x 6 Studs as Indicated 6. 16 Gauge Floor NOTES. 1. Remote mount condensing unit over coil with no set -in. 2. Dry storage compartment to be provided with supports for addition of evaporator coil over Dual -Temp door. REFRIGERATION SYSTEMS EAAL -0100 AL'S-41 REFRIGERATION SPECIFICATIONS This fregser is Assigned to main - tain -10 at 100 ambient temp- 8 -� eratgres assuming product enters at 0 temperature with standard door openings. BUILDING HEIGHT .'(Including Re . Unit) .Interior Heights 7'9" Exterior Height: 8'10" Uleappowst TITLE: WINDY' S bswN a ova amomm BF 111/84 NSF•approved entarion standard OWO NO. 1 r2' ► :.,) Imo. ) 0 PLANT NO.: MODEL: IDT -816 LOCATION: 7-0" 16' -O" FLOOR ELEVATION MOB REPORT ANALYTICAL STRUCTURAL ANALYSIS OF REFRIGERATED STORAGE PLANT. PROJECT NO. 10- 82244 -248 NOVEMBER 1982 Prepared For INTERNATIONAL COLD STORAGE COMPANY, INC. 215 EAST 13TH STREET ANDOVER, KANSAS 67002 Prepared By PROFESSIONAL ENGINEERING CONSULTANTS, P.A. 1440 EAST ENGLISH WICHITA, KANSAS 67211 P RonnesIsNA1. E N•INIVRINo C oNSUL *SNIa r.o,ns►a+A! AfO IAIION` I X44• MAST MNHUSH , WICHITA. HANIAS SV$ft • 1.1•) aia•a••1 REPORT ANALYTICAL STRUCTURAL ANALYSIS OF' REFRIGERATED STORAGE PLANT PROJECT NO. 10- 82244 -248 Prepared For INTERNATIONAL. COLD STORAGE COMPANY, INC. 215 EAST 13TH STREET ANDOVER, KANSAS 67002 Prepared By PROFESSIONAL ENGINEERING CONSULTANTS, P.A. 1440 EAST ENGLISH WICHITA, KANSAS 67211 NOVEMBER 1982 • TABLE OF CONTENTS SECTION I. INTRODUCTION SECTION II. OBJECTIVE OF STRUCTURAL ANALYSIS SECTION III. MATERIALS AND FABRICATION SECTION IV. DISCUSSION OF ANALYSIS SECTION V. ALLOWABLE LOADINGS (a) Roof (b) Floor (c) Wall SECTION VI. SUMMARY AND CONCLUSION SECTION VII. REFERENCES • APPENDIX Figure 1. Typical Single Unit A - Figure lA Fabrication Detail ,A -2 thru A- thru 1F . Figure 2. Typical Double Unit A-6 • Figure 3. Beam' and Column Support A -? • Figure 4. Allowable Unit Live Loading A -6 Figure 5: Foundation Details A -9 Figure 6. Anchorage Details r A -10 • Table A. Interior Roof Beam Load Table (Multi - Units) • A•11 Design Calculations A•12 thru A -21:` I. INTRODUCTION This report encompasses the result of an analytical structural analysis 'conducted upon a refrigerated storage plant manufactured by International Cold Storage 'p Company, Inc. of Wichita, Kansas. The International Cold Storage Company, inc. has been involved In the desigrrnant" manufacturing of refrigerated storage equipment for over 30 year$. The units are available for delivery throughout the United States. The basic construction of the structure of this plant is comprised of wall, :and•roof'sandwich units. These units consist of two metal skins enclosinQ,ereths foam insulation. The metal skins, interior and exterior, are assembled with spacers to create a cavity between them. Into this cavity is injected liquid urethane foem which" expands to fill the cavity and adheres to the interface of each skin, The rysuit Is a composite structural unit with an overall predetermined thickness without ," any, additional structural elements considered. The units that will be'considered; in this report will have an average thickness of four (4) inches for the floor and wells and a varying thickness (4" minimum) for the roof, a slope of approximately 1/2" per foot for. drainage. II. OBJECTIVE OF STRUCTURAL ANALYSIS The fabrication of this type of foam filled sandwich unit used as , a structural element is a relatively new concept. General information available pertaining to the properties of urethane foam material with respect to its tensile, compressive, and shearing strengths are based upon free -rise foam characteristics and does not necessarily represent the properties of the foam in a confined area. These properties will be investigated along with the metal skin properties. The individual properties of steel and aluminum material for tensile' compressive and shearing strength has been established through manufacturer's specifications, . and tests. The purpose of this structural analysis 1s to determine the structural characteristics of a composite element to sustain an imposed load and to establish allowable load capacities by using standard accepted formulas for composite interactions and applying appropriate safety factors. • III. MATERIALS AND FABRICATION The general manner in which the materials are used as composite units in the fabrication of the wall, floor, and roof areas are shown in Figure 1 of the Appendix. Figures lA through IF of the Appendix depict detail fabrication, ,, connections presently being used in the construction of these units. The foam material to be used is Flexipol /Delta -Therm System 4NDT- 171,,as;. manufactured by Flexible Products Company, Marietta, Georgia, or Olin /Autofroth 485 as manufactured by Olin Chemical, Standord, Connecticut. The foam characteristics as supplied by this manufacturer are 25 -30 psi In compression and in tension, and 25 psi in shear, having a maximum density of 2 P.C.F. The face skins as shown in Figure No. 1 are 20 gage galvanized steel for the floor, .032 for the ceiling, and 28 gage galvanized steel for the roof. The, well, skins are .032 embossed aluminum interior and .024 embossed aluminum , exterior. The urethane core and skins react structurally as a composite. The bonding surfaces of the interior and exterior skins are first processed with a bonding adhesive to provide a better bonding surface for the injected foam material. The adhesion between the foam core and the skin faces must be equal to or greater than the tensile and shear strength of the foam core. The'bonding adhesive on the skin surfaces improves this quality. 4 Rectangular steel tubings are attached to the bottom side of the floor units at a maximum spacing of 3.5 ft. on center. These members are provided to serve as a skid for loading and unloading,of the storage plants from transport trailers. Also, when the storage plants are in a stationary position for use, the skid tubes serve to distribute the dead and live loads to foundation supports. The storage plants utilizing the composite skin concept in their fabrication are available in a great variety of sizes. Some of these varieties are as follows: 8 ft. wide buildings from 8 ft. to 32 ft. in length 10 ft. wide buildings from 10 ft. to 32 ft. in,length 3. 12 ft. wide buildings from 12 ft. to 32 ft. in length Double -wide and multiple -wide storage plants can be furnished by the utilization of standard modular sections joined together. A variety of storage plant widthi and lengths can be furnished. IV. DISCUSSION OF STRUCTURAL ANALYSIS RESULTS The rigidity and structural integrity of a sandwich unit is basically developed from the shear strength of the foam core, the adhesion of the foam to the skin face, and the buckling strength of the exterior skin. The stresses at which buckling occurs in the face skin is influenced by the rigidity of the core. Prior to buckling, the core holds the face. straight and allows it to support considerable compression. Above a critical load, the core .yeilds in shear inward or outward causing the face skin to buckle. The analysis results were predicated upon these two characteristics. The characteristics of creep and thermal warp conditions were considered as affecting the load supporting capacity of these composite units and compensated for as being incorporated into the safety factor of the allowable stresses. To meet the loading criteria acceptable in practically all areas, the design was investigated for roof live loading of 25 through 55 pounds per square foot and for floor live loading of 203 and 230 pounds per square foot. For these structures, as a service type building and having no occupancy requirements, the allowable deflection criteria of L /180 of span ratio was used. However, the limiting ratio of L/240 as required by some building codes was investigated. The allowable loads for this ratio is calculated in the Design Calculations Sheet of this report. The standard production storage plant's floor is supported by steel tube skids as shown in Figure No. 1 (see Appendix). Although these plants may vary in width from 8 ft. to 12 ft., the spacing of the steel tube skids are maintained at a maximum spacing of approximately 3.5 feet. This spacing of the floor skids dictated the maximum floor free span used in the analysis for maximum floor loading. A cantiever span condition is created in the floor system as the standard width increases. This cantilever span varies from 6 inches to 18 inches. The wall load and partial roof load is supported along this cantilever. Additional skid supports were considered as the width increased to maintain a maximum overall floor loading. This condition is depicted in Figure No. 4 of the Appendix. When double or multi- storage plants are fabricated from standard components, they are constructed using intermediate timber beam members and intermediate column supports. The multiplicity of width and length requirements determines their use. However, the unsupported span of the wall, floor, and roof areas are constant with that of the standard production plant. An example of a double section is shown in Figure No. 2 and 3 of the Appendix. Anchorage of the storage plants on a particular installation site is accomplished by securing the units supporting skid structure to a prepared foundation. Figure No. 5 and 6 of the Appendix depicts a suggested foundation and anchoring system. 6 . V. ALLOWABLE LOADING C. Wall Allowable Load • PSF *Denotes Standard Plant The following "Allowable Load Table" for floor, roof and walls were developed as a result of the previously described structural analysis. A . Roof Allowable Load • PSF Skin Material Foam Unit Roof /Ceiling Buckling Shear A ■ L /180 0 ■ L/240 *1. 8 ft. 28 ga. /.032 AL 55.4 212.7 65.3 49.3 *2. 10 ft. 28 ga. /.032 AL 36.0 175.5 46.5 35.7 3. 10 ft. 24 ga. /.032 AL 57.6 175.5 51.3 38.9 4. 10 ft. 20 ga. /.032 AL 86.5 175.5 53.1 40.3 5. 12 ft. 28 ga. /.040 AL 25.5 151.4 35.1 26.3 *6. 12 ft. 24 ga. /.040 AL 40.9 151.4 39.7 29.7 7. 12 ft. 20 ga. /.040 AL 61.5 151.4 43.4 32.6 Floor Allowable Load • PSF Skin Material Foam Floor /Base Buckling Shear A. L 180 A L/240 *1. 20 ga. /24 ga. 544 384 203 150 2. 18 ga. /24 ga. 724 384 203 150 3. 16 ga. /24 ga. 906 384 203 150 4. .125 AL/24 ga. 1893 384 203 150 Foam Wall Skins Buckling Shear A ■ L 180 A • L/240 .032 interior, .024 exterior 66 170 60 45 Figure No. 4 of the Appendix depicts the variety of loading patterns as described in Items (A). (B), and (C). The double and multi- plants fabricated sections as previously described are joined together with timber beams and supported at intervals with steel columns. See Figure No. 3 of the Appendix. For allowable beam spans and total roof load P.S.F. of multi - units, see Table A in the Appendix. VI. SUMMARY AND CONCLUSION The following foam properties were considered in performing the analysis . for the sandwich composite units of this report. Compressive and tensile moduli Shear strength - Strength of beam action Shear modulus - Deflection of beam action Shear creep - Deflection of beams under sustained load These properties were established as the result of extensive testing of foam core sandwich units by the "Olin Mathieson Chemical Corporation" of New Haven, Connecticut. Using these property values in accepted formulas for composite beam action, the analysis indicated that the roof, wall, and floor composite units should perform satisfactorily as structural elements under the specified live loading stated In this report. espectfully submitted, :PROFESSIONAL ENGIN RING CONSULTANTS Hartsock, J. A. - "Rigid Urethane Foam Sandwich Structures" 1970 Polymer Conference Polymer Institute, University of Detroit June 4, 1970, PP. 3 -4 Hartsock, :J..`A. "Shear and Buckling in Foam-Filled Panels" Journal of Cellular Plastics November 1966 .024 EMBOSSED SIDING .040•ALUMINUM TRIM INJECTAFOAM CONSTRUCTION DIAGRAM 28 GA. GALVANIZED (ONE WAY ROOF .032 ALUMINUM CEILING .032 ALUMINUM INTERIOR WALLS 4" POLYURETHANE FOAM POURED IN PLACE (THICKER IN ROOF ACCORDING TO TAPER) 2.2 MINIMUM 0 /FT. DENSITY 20 GA. GALVANIZED STEEL FLOOR - SEE FIGURE 10 - 1E 24 1A. GALVANIZED STEEL BASE 3/16 x 1 -1/2 x 3" RECTANGULAR STEEL SKIDS Prepared for: INTERNATIONAL COLD STORAGE CO., INC. 215 East 13th Street Andover, Kansas 67002 STEEL SUBROOF (1/2" PER 1' TAPER) VAILABLE) SEE FIGURE lA 20 GA. GALVANIZED STEEL RAIL TYPICAL CROSS SECTION S tandar d Si nd a Unit FIGURE 1 28 GAGE GALVANIZED STEEL STANDING T SEAM ROOF CAP 1 -1/2" HIGH SEE FIGURE lA SEE FIGURE 111 Prepared by: PROFESSIONAL ENGINEERING CONSULTANTS 1440 East English Street Wichita, Kansas 67211 A -1 28 Ga. Ga lv. Steel .032 Aluminum Ceiling A -2 • • 2" Min. 1/2" 3/4" ^, Prepared for: INTCRNATIONAL COLD STORAGE CO., INC. 215 East 13th Street Andover, Kansas 67002 • . ..,.,. • . • N----.032 Aluminum Ceiling TYPICAL SECTION AT ROOF METAL SPLICE Standard Single Unit 3" , 1' - • • • • 4 "' TYPICAL SECTION AT ROOF Standard Single Unit 3" • 11.0“ FIGURE lA 28 Ga. Galvanized Steel Roof & Ceiling Panels Polyurethane Foam Poured In Plac 28 Ga. Galv. Steel Standing T Seam Roof Cap .040 X 2" x 3" Alum. Roof Trim 1/2" #6 Roundlead Phillips Screw 6" 0.C. Top Rail 1/2" x 1" x 4" 20 Ga. Galvanized Steel 4" Min. .024 Embossed Alum. Siding 4" Polyurethane Foam Poured In Place,•Typical .032 Aluminum Interior Wall Panels Prepared by: . PROFESSIONAL ENAINEERING CONSULTANTc 1040 East [Wish Street Wichita, Kansas 67211 • .• . 024 Embossed Alum. Siding 4" Polyurethane Foam Poured In Place . 032 Aluminum Interior Wall Panels --.. 5/8" Hex Head Screws w/1/8" Cont. Gasket 6" 0.C. Typ. All Interior Seams . 032 Aluminum Interior Wall Panels 4" Polyurethane Foam Poured In Place • • • • • :'' • .024 Embossed Alum. •1/2" "S" Lock Siding Prepared for: INTERNATIONAL COLO STORAGE CO.. INC. 215 East 13th Street Andover, Kansas 67002 • A • TYPICAL VERTICAL WALL SECTION Standard Single Unit 3" • 1' - 0" FIGURE 1B • Joints • ' . .Staggered '. 3 ', 10_ FIGURE 1C '1/2" #6 Roundhead Phillips Screws 2 Per Seam ler 24 Ga. Siding Stiffner 1" x 1" Vertical Angle Every Seam TYPICAL HORIZONTAL WALL SECTION Standard Single Unit Siding Stiffner 24 Ga. 1" x 1" Vertical Angle Every Seam • �• a •• • . • Prepared by: PROFESSIONAL ENGINEERING CONSULTANTS 1440 East English Street Wichita, Kansas 67211 A -3 Base Pan To 2 X 6 W/ 4 -16 d Nails Base Pan To Bottom 2 X 6 W/ 16d•Nalis'9,12" O.C: A -4 3 .. Composite Floor Bm. To Steel Skid - 1/2" Hex Head Bolt with Washer and Nut 2 X 6 To 2 X 6 W/3 - 16d Nails Staggering Pattern 0 12" O.C. Top Plywood Secured By Staples TYPICAL CROSS SECTION AT BASE Standard Single Unit 3" • l'-0" FIGURE 1D Prepared for: INTERNATIONAL COLD STORAGE CO., INC. 215 East 13th Street Andover, Kansas 67002 • TYPICAL SECTION AT BASE Standard Single Unit 3" ■ 1 -0 FIGURE lE ,--- -3" X 3" 20 Ga. Galv. Vert. Corner :024 Embossed Alum. Siding Composite Floor Bm. - 2 - 2 X Separated By 1/2" Plywood 4" Polyurethane roam (Typ.) 20 Ga. Galv. Steel Floor Pan 24 Ga. Galv. Steel Base Pan 3/16 X 1 -1/2" X 3" Steel Skid 4" Panel To Panel W/ 5/8" Hex',Heac Screws 0 6" O.C. Vertical Corner Tu 2 X 6 Case W/4 - Bd :Nails Siding To Base Pan 1. 1/2" - #6 Roundhead Phillips Screws 0 18" O.C. Horiz. , Prepared by: PROFESSIONAL ENGINEERING CONSULTANTS 1440 East English Street Wichita, Kansas 67211 Prepared for: INTERNATIONAL COLD STORAGE 215 East 13th Street Andover, Kansas 67002 CO., INC. FIGURE 1F TYPICAL ISOMETRIC CORNER DETAIL Standard Single Unit No Scale • Prepared by: PROFESSIONAL ENGINEERING CONSULTANTS 1440 East English Street Wichita, Kansas 67211 • A -5 A -6 4 MIL POLYETHELENE VAPOR BARRIER 0 GA. GALV. STEEL BASE SEE FIGURE 3 FOR INTERIOR BEAM DETAIL AT FIELD JOINT 2" COLUMN - SEE FIGURE 3 FOR DETAIL SEE FIGURE 1 FOR WALL, ROiF AND FLOOR CONSTRUCTION 2 x 6 JOIST @ 24" CTRS Prepared for: INTERNATIONAL COLD STORAGE CO., INC. 215 East 13th Street Andover, Kansas 67002 4" Min. VARIES 2 x 6 AND 5/8" CO PLYWOOD EACH SIDE OF FIELD JOINT WITH 1/2" BOLTS @ 24" CTRS TYPICAL CROSS SECTION Injectafoam Multiple Units FIGURE 2 ROOF VARIES WITH ROOF /SLOPE OF 1/2" PER FOOT TO CENTER 2 x 6 BAND 20 GA. GALV. STEEL FLOORING 2 x 8 SUB FLOORING 3" x 1 -1/2" x 3/16" STEEL TUBE SKID -24 GA. TRIM 5/8" x 2 -1/2" CD PLYWOOD Prepared by: PROFESSIONAL ENGINEERING CONSULTANTS 1440 East English Wichita, Kansas 67211 5/8" . CO Plywood (Typ.) 1/4 ".Steel Plate Top and Bottom .with 4 Holes Each Prepared for: INTERNATIONAL COLD STORAGF CO., INC. 215 Cast 13th Street • Andover, Kansas 67002 1, 2 or 3 2 by - Minimum 4" deep at end walls -Taper 1/2" per foot to center. (See Table A for Requirements) TYPICAL INTERIOR BEAM 611 / TYPICAL INTERIOR COLUMN BEAM AND COLUMN DETAILS Multiple Units FIGURE 3 1/2" Bolts at 24" Ctrs. TS 3" x 1 1/2" x 3/16" Column (See Table A for Spacing) Prepared by: PROFESSIONAL ENGINEERING CONSULTANTS 1440 E. English St. Wichita, Kansas 67211 A -7 ZE 0 0 J N 13 1-P C •.- C i ROOF LIVE LOAD 55.4 P.S.F. 203 P.S.F. a * L 3 =Gw 3 =G' { Std. 8' Unit 230 PSF Std. 8' Unit 230 PSF Prepared for: INTERNATIONAL COLD STORAGE CO., INC. 215 East 13th Street Andover, Kansas 67002 1'- ROOF LIVE LOAD 36 P.S.F. 230 PSF Std. 10' Unit Std. 10' Unit ALLOWABLE UNIT LIVE LOADING FIGURE 4 230 PSF 230 PSF ROOF LIVE LOAD 40 P.S.F. Std. 12' Unit Prepared by: PROFESSIONAL ENGINEERING CONSULTANTS 1440 East English St. Wichita, Kansas 67211 230 PSF • Std. 12' Unit 203 P.S.F. ijrel r!c:1 3-a~ r - ZE 0 0 J N 13 1-P C •.- C i ROOF LIVE LOAD 55.4 P.S.F. 203 P.S.F. a * L 3 =Gw 3 =G' { Std. 8' Unit 230 PSF Std. 8' Unit 230 PSF Prepared for: INTERNATIONAL COLD STORAGE CO., INC. 215 East 13th Street Andover, Kansas 67002 1'- ROOF LIVE LOAD 36 P.S.F. 230 PSF Std. 10' Unit Std. 10' Unit ALLOWABLE UNIT LIVE LOADING FIGURE 4 230 PSF 230 PSF ROOF LIVE LOAD 40 P.S.F. Std. 12' Unit Prepared by: PROFESSIONAL ENGINEERING CONSULTANTS 1440 East English St. Wichita, Kansas 67211 230 PSF • Std. 12' Unit 203 P.S.F: ' 1 714: 4 1'14: 1 ZE 0 0 J N 13 1-P C •.- C i ROOF LIVE LOAD 55.4 P.S.F. 203 P.S.F. a * L 3 =Gw 3 =G' { Std. 8' Unit 230 PSF Std. 8' Unit 230 PSF Prepared for: INTERNATIONAL COLD STORAGE CO., INC. 215 East 13th Street Andover, Kansas 67002 1'- ROOF LIVE LOAD 36 P.S.F. 230 PSF Std. 10' Unit Std. 10' Unit ALLOWABLE UNIT LIVE LOADING FIGURE 4 230 PSF 230 PSF ROOF LIVE LOAD 40 P.S.F. Std. 12' Unit Prepared by: PROFESSIONAL ENGINEERING CONSULTANTS 1440 East English St. Wichita, Kansas 67211 230 PSF • Std. 12' Unit • L 'I • L 0 8' 10' 12' 14' 16' 18' 20' 22' 10" — 42" centers on 8' & 10' units. - -.42" & 24" centers PLAIT on 12' units. 5' -0" 5' -0" 3' 5' -0 1 0-0"' 4' -0" 0 5' -0" 0 -6ll wr-A. - .♦,�.tr• O. Depth 1 :. Depth of footings to frost line or Local recoimnsndations Width W • 8', 10' or 12' for combination of two 8' units. Rows 0 2 1' -0" 2 o 3 0 3 3 O 4 4 1$ 0.911 n Prepar:i for: INTERNATIONAL COLD STROAGE CO., INC. 2307 South Oliver Wichita, Kansas 67218 FOUNDATION DETAILS FIGURE 5 Ground Level CROSS SECTION Single Units. Multiple Units width L D E 24' 4' -1 1/2" 0 26' 4' -7 1/2" 0 28' 5'-0" 0 -3" 301 51 -0" 1,-3" 32' 4'-5 1/4" 0 18" r i SlirA 16" x 3/8" x 12" Steel Plato with 4 -S /8 x 10" Anchovy - Bottom f lu with Concrr,tcs W is Rows 5 5 5 5 6 . E 7 W Elevation of Freezer Floor may be varied by varying height of footings Prepared by: PROFESSIONAL ENGINEERING CONSULTANTS 1440 E. English St. Wichita, Kansas 67211 A -9 12" Squar _ x 3 /fl" Steel Plate AT EXISTING CONCRETE SLAB 12" Square x 3/8" Steel Plate with 4 -3/8" x 10" Anchors ,f. 1Y • Asphalt Paving A -10 Concrete Slab 3/16" „ 4 -3/8" Wedge-Cone Drill - Type Anchor's - Minimum 2" Imbedment i • • � • • (5 • • 4,, . 1'-6" Square Minimum Prcparcd for: INTERNATIONAL COLD STROAGE C O . , INC. 2307 South Oliver Wichita, Kansas 67218 x 1 1/2" Steel Tube Skid - Cement Grout if Required for Leveling 3/16 4" / r 3" x 1 1/2" Stool Tuba Skid • I • i it • ( I'T FIGURE 6 • 1 ANCHORAGE DETAILS Minimum depth • 2' -0" or as required by Local conditions AT EXISTING ASPHALT PAVING Note: Maximum spacing of anchor plates to be 6' - centers per skid. Prepared by: PROFESSIONAL ENGINEERING CONSIILTAIII S 1440 E. English St. ' Wichita, Kansas 67211 Unit Length Clear Length Span PJo. Spans Multiple Widths Beam Section 01______, k2 01 (B) 01 03 (C) 02 k n3 #3 02 14 Ft. 13.33 Ft. 13.33 Ft. 1 8 4 16 15.33 15.33 1 8 3 18 17.33 8.67 2 8 39 49 44 66 84 64 20 19.33 9.67 2 8 35 45 40 60 76 64 NOTE: INTERIOR ROOF BEAM LOAD TABLE - MULTIPLE UNITS Allow Total Roof Loads PSF (Deduct 4 PSF for DL from Values Shown) Beam Section Is Composed As Follows: (A) 1 -2" By + 5/8" Plywood Facing (B) 2 -2" By + 5/8" Plywood Facing (C) 3 -2" By + 5/8" Plywood Facing Grade of Wood is As Noted - #1, #2, or #3 For 64 PSF - Use 2 - 2 x 10 (#2) + 5/8" plywood sim to.(B) For 64 PSF - Tapered beam crown (9" depth) minimum 1._ Allowable Loading Investigation of Floor, Ceiling (roof) and Walls. The determination of allowable loading considered in these calculations as being controlled by: (1) A. Buckling of the face skin B. Shear of the core foam C. Deflection A -12 Design Investigation Formulas (1) S ■ L • Maximum shear in core foam M • Sbtd • Maximum S • $ WL 2 • Maximum tensile or compressive stress for uniform loading Sb ■ .5(E x E x G = Maximum buckling stress • 5WL + WL • Deflection TEI En; Formula Notations Ss ■ Shar Stresses (P.S.I.) S ■ Compressive'or Tensile Stresses (P.S.I.) Sb • Maximum Buckling Stresses (P.S.I.) t ■ Thickness of Face Skin (in.) b ■ Width of Face Skin (12" considered) 0 • Panel Thickness (in.) L • Span (in.) E ■ Elastic Modulus of Face Skin (P.S.I.) E • Elastic Modulus of Core Foam (P.S.I.) G • Shear Modulus of Core Foam (P.S.I.) Allowable Design Stresses *Safety Factor Shear • 13 P.S.I. Max. Buckling for Aluminum Max. Buckling for Steel 5200 ♦ 1.5* =.3467 P.S.I. 7500 t 1.5* ■ 5000 P.S.I. 2. Investigate Maximum Loading of Compression Face of Roof Panel for Buckling Stresses Considered A. 1. 8' overall span, clear span it 7' -4" (88 ") 2. Skin Thickness • .0149" (28 ga. galvanizes steel) 3. 1/2" taper /ft., average thickness = 5" W#/in length = 8btDSh = 8(12)(.01 )(5)(5000) • 4.62M /in. • 55.4# /ft. B. 1. 10' overall span, clear span • 9' -4" (112 ") 2. Skin Thickness • .0149" (28 ga. galvanized steel) 3. 1/2" taper /ft., average thickness = 5.25" W0 /in length = 8(12)(.0149)(5.25)(5000) = 3.0M /in. = 36#/ft. 1. 10' overall span, clear span = 9' -4" (112 ") 2. Skin Thickness = .0239 (24 ga. galvanized steel) 3. 1/2" taper /ft., average thickness = 5.25" W#/in length • 8(12)(.0239) (5.25)(5000) = 4.8M /in. • 57.6#/ft. (112) 1. 10' overall span, clear span = 9' -4" (112 ") 2. Skin Thickness - .0359" (20 ga. galvanized steel) 3. 1/2" taper /ft., average thickness • 5.25" W#/in length = 8(12)(.0359) (5.25)(500) • 7.21#/in. = 86.5#/ft. (112) C. 1. 12' overall span, clear span = 11' -4" (136 ") 2.. Skin Thickness = .0149" (28 ga. galvanized steel) 3. 1/2" taper /ft., average thickness • 5.5" WM /in length • 8(12)(.0149) .5)(5000) = 2.1# /in. = 25.5#/ft. (136) 1. 12' overall span, clear span = 11' -4" (136') 2. Skin Thickness = .0239" (24 ga. galvanized steel) 3. 1/2" taper /ft., average thickness = 5.5" W0 /in length = 8(12)L.0239) 5.5 500 = 3.410 /in. • 40.90 /ft. (1 36 1. 12' overall span, clear span = 11' -4" (136 ") 2. Skin Thickness • .0359" (20 ga. galvanized steel) 3. 1/2" taper /ft., average thickness • 5.5" W#/in length = 8 12 .0359 5.5 5000 • 5.12# /in. • 61.5#/ft. 136 A -13 Summary Allowable roof loading controlled by buckling stress: A. 8 wide unit = 55.4 # /ft. (28 ga.) B. 10' wide unit = 36.0# /ft. 28 10' wide unit = 57.6# /ft. (24 ga.; 10' wide unit • 86.5 # /ft. (20 ga. C.: 12' wide unit = 25.5# /ft. (28 ga. 12' wide unit = 40.9# /ft. 24 ga. 12' wide unit = 61.5 # /ft. (20 ga. Investigate Maximum Loading of Roof Panel for Shear Stresses: Allowable Shear of Core Foam = 13 P.S.I. A. 8' wide unit, average thickness = 5" W ?' Sb = 13(2)(12)(5) = 17.73# /in.. 212.7# /ft. 88 B. 10' wide unit, average thickness - 5.25" W • 13(2)(12)(5.25) 14.63 # /in. 175.5# /ft. 112 C . 12' wide unit, average thickness ■ 5.5" W • 13(2 )(12)(5.5) = 12.6# /in. = 151.4#/ft. 136 Summary Allowable roof loading controlled by shear: A. 8' wide unit = 212.7#/ft. B . 10' wide unit = 175.5# /ft. C .: 12'. wide 'unit = 151.4M /ft. • 4. Investigate Maximum Loading of Roof Panel for Allowable Deflection . of L /180 and L/240 A. 8' Wide Unit (28 ga. galvanized steel) (.032 aluminum) (1) J = L = 88 = .49" TUN 180` 5(W)(88)4 + W 88 2 = .06W 384(10000000)(3.02) 8(12)(5) ( WM /ft. _ .49(12) = 98.0# /ft. .06 (2) L = 88 = .37" W# /ft. • .37612) = 74.0# /ft. B. 10' Wide Unit (28 ga. galvanized steel) (.032 aluminum) Q = L = 112 = .62" T80 T80 5(w)(112) 4 + W 112 2 • .16W 38 4(10000000)3.34) : 2 . 25 50) WM /ft. • .62(12) = 46.5# /ft. .16 (1) (2) 6 • , L _ .47" WM /ft. ■ .47(12) • 35.3M /ft. .16 10' Wide Unit (24 ga. galvanized steel) (.032 aluminum) (1) a • L • 112 = .62" TUU TEN 5(W)(112) 4 + W(112) 2 • .145W 384(10000000)(4.47) 8(12)(5.25)(250) W# /ft. _ .62(12) = 51.3# /ft. .145 ( O = L _ .47" W# /ft. • .42) = 38.9# /ft. .145 10' Wide Unit (20 ga. galvanized steel) (.032 aluminum) (1) G • L = 112 a .62" 80 Tp 5 W 112' + W 112 2 .14W 0. . 8(12)(5.25 WM /ft. • .62(12) = 53.1# /ft. .14 A -16 (2) p • L = .47" W # /ft. _ .47(12) = 40.3# /ft. 240 C. 12' Wide Unit (28 gas galvanized steel) (.032 (1) .76" 5(W)(136) + W1136) 2 • .26W 384(10000000)(3.66 8(12)(5. )(250) W# /ft. • .76(12) = 35.1# /ft. .26 (2) Q • L = .57" W# /ft. • .57(12) • 26.3# /ft. ' .26 12' Wide Unit (24 ga. galvanized steel) (.032 aluminum) (1) Q == 136 • .76" Tiff 11Z 5 W 136 ) + W 136 2 .23W 384 (l 0000000 4.9T) 8 W# /ft. • .76(12) = 39.7# /ft. .23 (2) 0 _ r i L _ , a , • . 57 12' Wide Unit (20 ga. galvanized steel) (.032 aluminum) (1) Q • L • 136 • .76" T80 180 5 W 136 4 + W 136) ■ 0000 0 8(12)(5.5)(250) .21W W # /ft. • .76(12) • 43.4# /ft. .21 (2) Q ■I .57" .14 W# /ft. ■ .57(12) 29.7 # /ft. .233 W# /ft. • .57 (12) • 32.6# /ft. .2 Summary Allowable Roof Loading Controlled by Deflection 8' Unit 10' Unit _R m., 28 ga. L /180 98.0# /ft. 46.5 # /ft. L/240 74.00/ft. 35.3# /ft. 10' Unit 24 ga. 51.3# /ft. 38.9 # /ft. aluminum) 10' Unit 12' Unit 20,92. 28 ga. 53.10/ft. 35.10/ft. 40.3# /ft. 26.3# /ft. 12' Unit 12' Unit 24 ga. 20 ga. 39.7# /ft. 43.4#/ft. 29.7# /ft. 32.60/ft. 5. Investigate Standard Floor System Allowable Loading as Controlled by Buckling Stresses. Maximum spacing of skid supports is 39" clear A. Floor Skin (top 20 ga.) (bottom 24 ga.) t = .0359" t = .0239" W = 8(12)(.0359 4)(5000) = 45.3 # /in. = 544 # /ft. (39; B. Floor Skin (top 18 ga.) (bottom 24 ga.) t = .0478" t = .0239" W = 8(12)(.0478)(4)(5000) = 60.3 # /in. • 724 # /ft. (39)Z C. Floor Skin (top 16 ga.) (bottom 24 ga.) t = .0598" t = .0239" W = 8(12)(.0598)(4)(5000) = 75.5 # /in. = 906 # /ft. (39) _ D. Floor Skin (top .125 al.) (bottom 24 ga.) t = .125" t = .0239" W • 8(12)(.125)(4)(5000) = 158 # /in. is 1893# /ft. (39) . Investigate Maximum Loading of Floor System for Shear Stresses. Maximum spacing of skid supports • 39" clear A. Floor Skin (top 20 ga.) (bottom 24 ga.) t = .0359" t = .0239" W • 13(2)(12)(4) = 32 # /in. • 384 # /ft. 39 B. Floor Skin (top 18 ga.) (bottom 24 ga.) t _ .0478" t = .0239" W - 13(2)(12)(4) = 32 # /in. • 384# /ft. 39 C. Floor Skin (top 16 ga.) (bottom 24 ga.) t = .0598" t = .0239" W = 13(2)(12)(4) = 32# /in. = 384 # /ft. 39 0. Floor Skin (top .125 al.) (bottom 24 ga.) t = .125" t = .0239" W = 13(2)(12)(4) = 32# /in. = 384# /ft. 39 A -17 A -18 7. Investigate Maximum Loading of Floor System for Allowable Deflection , of L /180 and L/240. Maximum spacing of skid supports • 39" clear. A. Floor Skin (top 20 ga.) (bottom 24 ga.) t = .0359" t = .0239" L = 39 = .22" Ted' Teo 5(W)(39) + W 39 2 .013W 384(30000000)(2.71) 8(12)(5)(2 W#/Ft. _ .22(12) = 203# /ft. .013 Q • L = 39 = .163" 40 B. Floor Skin (top 18 ga.) (bottom 24 ga.) t = .0478" t = .0239" = L = 39 = .22" 180 T80 5(W)(39) 4 + W 39 2 = .013W 384(30000000)(2 8(12)(5)(2 W#/Ft. • .22(12) = 203# /ft. .013 Q • L • 39 = .163" WO/ft. ■ .163(12) • 150M /ft. 40 .013 C. Floor Skin (top 16 ga.) (bottom 24 ga. t = .0598" t = .0239" Q • L = 39 = .22" T 80 180 5(W)(39) + W 39 2 .013W 384(30000000)(3. 8(12)(5)(250) W#/Ft. _ .22(12) = 203M /ft. .013 W#/ft. _ .163(12) = 150M /ft. .013 ■ L •. 39 = .163" W# /ft. • .163 12) = 150M /ft. 'f40 .013 D. Floor Skin (top .125 al.) (bottom 24 ga.) t = .125" t = .0239" _ $O s T 9 .22" 5(W)(39) 4 + W(39) = .013W 384(100000000)(3.71) 8(12)(5)(250) WO/Ft. _ .22(12) = 203# /ft. .013 = L = 39 = .163" WO/ft. _ .163(12) = 150# /ft: 240 40 .013 Summary Allowable Floor Loading Controlled by Deflection 1 /180 - 203# /Ft. L/240 - 150N /Ft. Investigate Wall Loading as Controlled by Shear or Buckling Stresses of the Compressive Skin. Effective Height ■ 88" Compression Skin Thickness = .032" Allowable Buckling Stress for Aluminum *Safety'Factor Sb ■ .5[(10x10 / 3467 P.S.I. 1.5* Allowable Load Controlled by Buckling W#/ft. is 8 12 .032 4 3467 = 5.5# /in. is 66# /ft. Allowable Load Controlled by Shear W#/ft. = 13(2)(12)(4) = 14.2# /in. = 170# /ft. 88 . Investigate Maximum Loading of Wall Panel for Allowable Deflection of L /180 and L/240 A. Effective Wall Height a 88" Wall Skin (.032 inside)(.024 outside) (1) = L = 88 = .49" T80 1 5(W)(88) 4 + W 88 2 = .099W 384(10000000)(2.27) 8(12)(5)(250) W#/ft. _ .49(12) = 59.4# /ft. .099 (2) L 711.15 = 88 = .37" WN /Ft. .37(12),= 44.80/ft. .099 Summary Allowable Wall Load Controlled by Deflection L /180 - 59.4 L/240 - 44.8 10. Investigate Anchors for Wind Resistance A. Consider Standard 8' Wide Unit (1) Wt. /Ft. length of unit = 260# (2 ) .Wind Pressure = 45# /sq.ft. (3) Length of Unit / Anchor Location = 6.5 (4) Height of Unit = 8.17' (5) Spacing of Anchor Skids = 7' (outside skids only) Resistance Moment = 260(6.5)(3.5) • 5915 sq.ft. Overturning Moment = 45(6.5)(8.17)(4.1) = 9798 sq.ft. Reaction @ Windward Anchor Point 5915- 9798 • -3883 uplift 7 Try 3/8" 0 wedge anchors pullout = 4100# = 1025# Ea. Therefore, use minimum base plate 12" square x 3/8" w/4 -3/8 "0 wedge anchors or 4 -3/8 "0 rod anchors Weld skid tube to base plate. DATE AiJlf • TYPE CONST. OCC. GROUP OCC. LOA'* LEGAL DESCR. USE ZONE AUTO SPRINKLERS REQ. ( DETECTOR OWNER kNyeli i D / ONE - ?_ ZIP ^ 7J CONTRACTOR /��, W M1'LCre 1?)`0 7/(SV.V W DJ T SC - icVI Ci6 PHONE - 7 -7lc - 4-C213 ❑ YES ❑ NO 2 YES u NO PLAN RVW: PLANS: SENT ( /I/ 7 /C� RETURN D / / /g/ OpI lfi APPROVED FEE DISTRIB. BUILDING BLDG. AREA PLAN RVW, 2nd FL. FIRE DEPT. DEMOLITION DECK PLANNING / SEPA Tr OF STORES ' VALUATION BOND OTHER PUBLIC WKS. I TOTAL NAME OF APPLICANTitPLMIL. -S L "YtAr:,�...? - Bldg. Div; PHONE `2 --el, 3 I CERTIFY THAT THE INFORMATION FURNISHED BY ME IS TRUE AND CORRECT AND THAT THE APPLICABLE CITY OF TUKWILA REQUIREMENTS WILL BE MET. Ailli 0 —' I-4),A ..-4-c.)-- SI NATURE OF APPLICANT COMMENTS: • Amount_, Date Paid Recei t # BP: / 3r�C'T1 A PC:��V�_1�rPMi DATE AiJlf . JOB ADDRESS ) ! 2-7c JQ L k � j) P / \J/ y LEGAL DESCR. LOT NO. BLOCK TRACT E ATTACHED SHEET OWNER kNyeli i D / ONE ADDRESS J ] pA. , �,L/ �- SO-L.) - jam ' � f ZIP ^ 7J CONTRACTOR /��, W M1'LCre 1?)`0 7/(SV.V W DJ T SC - icVI Ci6 PHONE - 7 -7lc - 4-C213 ADDRESS (j (00 ( - ZZr) rf .. 3 (isi i S V I TE.) ' Z ZIP LICENSE NO z - --5 " --.��� -e JP t- S 1 'SST NO. G -C90 Cl ' V 4 9' BUILDING USE 13 TAU t / A iJ t TENANT A a Ak r ..r e�a-+.� CLAS OF WO K C. , �� -d W ADDITION EMO EL 0 REPAIR ❑ OTHER (Specify) BLDG. AREA lst FL. 2nd FL. BASEMENT GARAGE DECK MEZZANINE Tr OF STORES TOTAL S.F. VALUATION I 4/6°6° NAME OF APPLICANTitPLMIL. -S L "YtAr:,�...? - ADDRESS 67 & a t '- Z2&h 31,..) 31,..) 5J L "2___-. PHONE `2 --el, 3 I CERTIFY THAT THE INFORMATION FURNISHED BY ME IS TRUE AND CORRECT AND THAT THE APPLICABLE CITY OF TUKWILA REQUIREMENTS WILL BE MET. Ailli 0 —' I-4),A ..-4-c.)-- SI NATURE OF APPLICANT • Con s •ru' Number ry .. APPLICATION FOR PERMIT BUILDING DEPARTMENT CITY of TUKWILA 6200 SOUTHCENTER BOULEVARD WSW 6FrR . val�4 SH }N� I�1 1 t ::, T I, ij J 7 1984 BY TUKWILA FIRE PREVENTION BUREAU DO NOT WRITE BELOW THIS LINE Ft tCEIVED CITY OF TUKWILA, OCT 1 1984 8UILDINQ DEp ;