Loading...
HomeMy WebLinkAbout2317v O ¢ Z 'L 00 w Q U U F Q Z W F y Z N Z 0`H 0 z o y F W Q Y f J Q a: w U a O a X 3 W y FW W O Q y J iw 1 0 w ¢ O n n o W crX W � N Z > Q i=o - o M ,3 m I O Z Z P: O CC.jLU _ �.0 Z U 0: LLH Ow a >7 N F- Z. Lik U-1 APPLICANT TO FILL IN INFORMATION WITHIN RED LINES- USE BALL POINT PEN ONLY/_/,7-J) BUI LDI NG'PROJECT I DENTI FICA' BUILDING APPLICATION & PEI T ADD ESS LLDING- ELECTRICAL- PLUMBING - MECHANICAL. &A F0__ ERMI 1�' ER 317 CWNEWT PLAN CHECK VALIDATION NAME QTY. ELECTRIC PERMIT FEE ZNE croR s NAME NAME OUTLETS -SWITCHES- RECEP 5.00/1.00 ILIGHTING FIXTURES 5.00/1.00 LIC..NO. - CONTRACTOR'S ADDRESS - ADDRESS PPLIANCES- RESIDENTIAL 4.00 PANELS 5.00 PHONE DATE OF APPLICATION ARCHITECT OR ENGINEER _ - LIC. No. SIGNS 6.00 PLAN CHECK FEE ' PC NO SIGNS'TRA"N S. 3.00 ADDRESS ENG. SPECIAL CIRCUIT 5,00 PERMIT V LIDATION TEMP. METER OR POLE INS. 15.00 ZIP APPLICANT'S a ADDRESS MOTORS SEE FEE SCH. SERVICE CHANGE 10.00 LICENSED CONTRACTORS DECLARATION I hereby affirm that ,I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.- License ClassLic. Number ISSUANCE DATE BLDG. LECT. ❑ PLG. ❑ MECH. ❑ Date Contractor BUILDING PERMIT INFORMATION OWNER -BUILDER DECLARATION I"hereby affirm that I'am exempt from the Contractor's License Law for the following reason. (Sec. 703 1.5, Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit'to file a signed statement that he is licensed, pursuant to the provisions of the Contractor's License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he is exempt therefrom and - ' MISC. REFER TO ORD fly fLD J 101OO © $/FT. PERMIT. ISSUANCE 6.00 ELEC. CONTR. �� LIC. NO. ELEC. TOTAL O IT TO /r��' QTY. PLUMBING PERMIT FEt II 6 ffino TYPE CONSTR. the basis for the alleged exemption. Any violation of Section 7031.5r by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars (S500).): - ALTER -DRAIN•& VENT -WATER (EA.) 4.00 O I, as owner of the property, or my employees with wages asBACK their sole compensation, will do the work', and the structure is not intended or offered for sale (Sec. 7044, Business and Professions F LOW'PROTECT'. DEVICE, " 2.00 OCC. GROUP RES. UNITS DRAINS -FLOOR, ROOF, AREA, COND. 4.00 Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improve- ments are not intended or offered for sale. If, however, the building FIXTURES - PER TRAP 4.00 SO. FT. FLOOR AREA /0' L7/ TOTAL ACREAGE ,3n ' ' GAS - EA. SYSTEM - 1 INC.4 OUTLETS 4.00 or improvement is sold within one year of completion, -the owner- builder will have the burden of proving that he did not build or im- prove for purpose ,ofsale.). I, as owner of the property, am, exclusively contracting with GAS 'EA. SYSTEM -OVER 4 IE%a.l ' 1,00 BUILDING USE REs IND -CON PB Otn .❑ El 1:1 1:1 In INDUSTRIAL WASTE INTER. 20.00 LAWN SPRINKLERS - 1 INC 5 V.B. 5.00 ASSESSORS PARCEL NO. •y licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply/{ to an owner of property who builds or improves thereon, and who LAWN SPRINKLERS - OVER 5 (EA.) 1.00 contracts for such cense Law. projects with a contractors nsed pursuant to the Contractor's License W SEWER -SANITARY -STORM EA. 200ft/8.00 TR. ACT NOWATER PARCEL NO. O I am exempt under Sec. B. C. for this reason , HEATER W/VENT 4.00 Date er/Y WATER SYSTEM 4.00 ACC..DATE ACC. FILE NO. WATER TREATING EQUIP, 4.00 - WORKERS'COMP NSATION DECLA ATION - �• - I hereby affirm that I have a certificate of consent to self -insure. or a certificate of Workers' Compensation Insurance, or a certified copy thereof (Sec. 3800, Lab.C.). - s, BONING `77yi'Tj] ENG. SITE NO. Policy No. Company - - FIRE SPRINK V .N ❑ ENF„131=v J&W V�N❑ • Certified copy Is hereby furnished. '' O Certified copy is filed with the city inspection division. Applicant - MISC. - REFER TO ORD. CERTIFICATE OF EXEMPTION FROM WORKERS' .PERMIT' ISSUANCE 6.00 FLOOD ZONE !e n r COMPENSATION INSURANCE (This section need not be .completed if the permit is for one Y ❑ PLG: CONTR. LIC. NO. PLG. TOTAL hundred dollars (S 100) or less.) I certify that in the performance of the work for which this per- mit is issued, 1 shall not employ any person in any manner so as to QTY. MECHANICAL PERMIT FEE FEE SUMMARY BUILDING / pas D (JJ become subject to the Workers' Compensation Laws`of California. Date - Applicant -NOTICE TO APPLICANT: If, after making this Certificate of Ex- ALTER OR -ADD TO MECH. 4.00 APPLIANCE 4.00 PLAN CHECK - FEE 6,4�1 .� emption, you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. AIR HANDLING UNIT (TO 10=C.F,M.) 3.00 AIR HANDLING UNIT(OVER 10=,C.F.M.) 5.00 SEISMIC FEE CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097,Civ.C.). - EXHAUST HOOD (WITH DUCT) 2.00 MICROFILM HEATING UNIT (TO 100,000 B.T.U.) 4.00 Lender's Name Lender's Address HEATING UNIT (OVER 100,000 B.T.U.P.50 ELECTRIC I certify that I have read this application and state that the above VENTILATION FAN (SINGLE) 3.00 informationis ,correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and PLUMBING BOILER- COMP (3 H.P. or 100,000 B.T.U.) 4.00 - hereby authorize representatives of this city to enter upon the above-meritioned property for inspection purposes. BOILER -COMP (Over 100,000 BTU) SEE FEE SCH. MECHANICAL (We) a [ a , indemnify and keep harmless the City of Cupert' lia ilities, judgments, costs and expenses which may w a rue said•City in consequence of the MISC. - REFER TO ORD. CONST. TAX 3 00 PERMIT ISSUANCE 3.00 Bra a SMECH. f %`' CONT. LIC. NO. MECH. TOTAL TOTAL Ignatu FApplicant/Contractor Date ' - OFFICE COPY r I CITY OF CUPF,RTINO IIISPECTIOV RECORD (Office Copy) 2817 _ 10201.DeAnza Blvd. P1:Pj1IT TIO. SANITARY DIST. NO. LOT NO. AI)1)RI;SS Parking Structure DeAnza Corp. Center PROJECT OWNER PERMIT ISSUED Date Building 10-14-82 Electrical Plumbing Mcchan ical Temp. Gas/Elect. Solar Fire Sprinkler Sign Hisc. FINAL. INSPECTIONS Date I Insp: r,a.s Plumbing Solar Pool Planning Fire Dep Health P,,uilding BUILDING IFad Certification Date Insp. 'Foundation Pre-Gunite Slab-Hembrane Bond Beam Underfloor Girders Floor Steel Tiedowns Diaphrams Seismic Bracing halls -Panels Frame Lath Uallboards Int/Ext. Firewalls_ Other Not Ai)proved 1-4-9320, JOB SITE PIIONE NO. ELECTRICAL Date Power Pole Insp. Underground _ Rou ,h Wiring_ _ Walls Ceiling Fixtures Int/Ext Motors Grounding Temp. Power Other Not Approved f PLUMBING Date Backflow Insp. Underground _ Underfloor _ Partial Rough Rough Complete Solar Rough Water & Insulation Main Drain R/of/S Drain Gas Other Not Approved MECHANICAL Date Underfloor S.M. Insp. Ducts & Insulation Fire Dampers _ Fireplace Grease Duct & Hood One Hour Shaft Condensate Drain Equipment Anchorage Flues & Comb. Air Other Not Approved %��,9.1,f'1'�"b5®®. (,JEST S,fpE R •/irBL � \ �cni►►t,�p%�-.o�t,��2. F BUILDING ELECTRICAL PLUMBING 11ECHANICAL MISCELLANEOUS C I T Y O F C U P E F. T,.I_N 0 Building Division PROJECT .4�KI.v c_ �'}.0 �� G t� CONTROL # 024 ADDRESS /10 A-0.4 Illi �.11� 9 ti 2 � aL do_ PERMIT # OWNER .Sa Bregma a Ey. PHONE -0 70D SAN. # ADDRESS BLDG. TYPE REP. PHONE OCC. GROUP En.rGi�/e�t. ARCHITECT _ /�,jR �� �yG PHONE ADDRESS REP. PHONE CONTRACTOR PHONE VAL. $ ADDRESS REP. PHONE STRUCT.PLAN CK ��i�� /�i DG ­ .P CK PLAN CHECK HOURS PERMIT FEE CAP FEE CONST. TAX 3, a 0-c7 ENERGY FEE TOTAL FEES DATE REC. DATE RET. BLDG. DEPT. - - -- ----- ------ ENG. DEPT. 7/ �k PLAN. DEPT. - STRUCT. ENG. CENTRAL FIRE DIST. 07) HEALTH DEPT. •SAN. DIST. — -ENERGY - 'HANDICAPPED 3.3 moo, 4(,)q Qp \ aF I NO W WAT ENGINEERING INCORPORATED -' ' C i) January 4, 1983 Mr. Kenneth Tanner, Superintendent Idaho Del -Ray Corporation 701-42D Kings Row San Jose, California 95112 Void Tubes - DE A'VZA P.aRKING Cupertino, California, Dear Mx. Tanner, You have our permission to place the 2 - #6 bars in a 3 -inch diameter void tube in lieu of 1 - #6 bar in a 2 -inch void tube. As per Detail 1/S-7, the -tube must be 39 inches long with 3 inches of concrete cover at the bottom. Also, -the 2 - #6 bars must be spaced in the tube void with a maximum of distance between t em; in other words, at least 1 inch' -space. Sincerely C. Nicholas Watry, P.E. President CMV/dj b IF Automatic Sprinkler Company, Inc 308 Sango Court Milpitas, California 95035 (408) 946-7272 LETTER OF NOV 3 , 19$2 -We're Superior„ BLDG. INSPECTION DEPARTMIX CITY ..0E OPERAND California License Number 287121 Fire Protection Systems - Halon — Engineers - Contractors SMITTAL _&XAR�AZ77 6 VS Old- ATT.:—��%e,ie WE ARETRANSMITTING: THE FOLLOWING: AHerewith X Shop Drawings Under Separate Cover Plot Plan DATE SUBJECT_Q6_ m04 -1-12t_ �__A - -- ��_�% _tea JOB N0. - _.V b.=_/_ G ...----------- -- FOR: Your Use Your Approval COPIES SHEET NO. DATED DESCRIPTION `sus _ UG �GG�Ut'�IC��US 4- 4- 4- J, PLEASE REVIEW AND RETURN v COPIES WITH YOUR APPROVAL AND/OR COMMENTS AS SOON AS POSSIBLE. REMARKS: t //1E_0&r00A),0 IUL�BY: P International Conference of Building Officials N 5360 SOUTH WORKMAN MILL ROAD WHITTIER, CALIFORNIA 90601 (213) 699-0541 1922 - X" August 25, 1982 BOARD OF DIRECTORS ,� f F-EI ES OF THE (� n EXI E DIRECTOR PRESIDENT I IV„ I t�l�' It JI JE . BIHR, P.E. WILLIAM F. FUREY, P.E. Mr. C. Nicholas Watry, P.E TENI L DIRECTOR SUPERINTENDENT OF BUILDING DO 4" 0 WATSON, P.E. RIVERSIDE. CALIFORNIA President SEP 16 1982 FIRST VICE-PRESIDENT Watry Engineering Incorporated H. T. WIEDENMAN, P.E. 2000 Broadway, Suite 200 DIRECTOR Redwood Cit California 94063 DEPARTMENT OF BUILDING y� T BLDG. INSPECTION DEPARTMENT. DES MOINES, IOWA CITY. OF CUPERTINO SECOND VICE-PRESIDENT Dear Mr. Watry: JACK S. ATKINS, P.E. BUILDING OFFICIAL PLACERVILLE. CALIFORNIA This letter is in response to your letter addressed to Mr. Hutch dated TREASURER August 18, 1982, concerning the requirements of the Uniform Building JOHN E. MAULDING, P.E. Code. Since Mr. Mutch is no longer with our organization I am responding SUPERINTENDENT OF BUILDING LANCASTER. CALIFORNIA in his stead. IMMEDIATE PAST PRESIDENT JOHN C. CANESTRO, P.E. It is the policy of the International Conference of Building Officials concern- CITY BUILDING OFFICIAL HAYWARD. CALIFORNIA ing requests for code interpretations to respond only to representatives DAVID A. BASSETT, P.E. of our member jurisdictions. Thus, we are unable to provide you with BUILDING SAFETY DIRECTOR the information requested. MEDFORD. OREGON B JOHNG OFBOSS F S We appreciate the problem with which you are faced, but as indicated, COUNTY OF LANE the policy of our organization prohibits us from responding to other than EUGENE.OREGON member jurisdictions concerning code questions since one of our main CHARLES CLAWSON DIRECTOR OF COMMUNITY functions is to act as their consultant and not be placed in the middle DEVELOPMENT of a possible dispute. ARLINGTON. TEXAS CHARLES L. GILLETT CHIEF BUILDING OFFICIAL This position is necessary since often our answers may not agree with COUNTI'OFARAPAHOE those of some buildinp officials on �Iuestions concerningp the code. This �7 LITTLETON. COLORADO O O may be because of their interpretations or amendments and modifications SOL J. JACOBS, P.E. DIRECTOR OF INSPECTIONS to the code or some other pertinent information of which we are not MINNEAPOLIS. MINNESOTA aware. Our response in these cases could result in confusion and additional DONALD T. Mac RAE, P.E. costs to all concerned. In an case the building official is the final author - Y g STATE BUILDING COMMISSIONER STATE OF INDIANA ity in these matters. ADMINISTRATIVE BUILDING COUNCIL INDIANAPOLIS. INDIANA We would, therefore,' suggest that you contact the local building. official MARKR.RODMAN 01RECTOR involved and request a response to your particular inquiry. If the building BUILDING SERVICES SPRINGFIELD. ILLINOIS official desires to contact us regarding your question, we will be more WILLIAM E.SCHLECHT than happy to render an interpretation to him. MANAGER. BUILDING. PLANNING AND ZONING DIVISION VANCOUVER. WASHINGTON We feel sure you will understand the necessity for the policy and hope DAVID R. SCOTT, P.E. you will not be too inconvenienced thereby. DIRECTOR DEPARTMENT OF BUILDING SAFETY S�jcerely, TEMPE. ARIZONA CHARLES I VOLZ, AIA / CHIEF BUILDING OFFICIAL DIVISION OF CODE ADMINISTRATION 1 ALBUOUEROUE. NEW MEXICO �STANLEY WHEELER T.J.Jyamatsu, P.E. RECEIVED CHIEF BUILDING INSPECTOR Ch1 Plan Check Engineer LIVERMORE. CALIFORNIA TJK:mn AUG 2 7 1982 WASRY ENGINEERING INC. Regional Offices: 6738 N.W. Tower Drive • Kansas City, Missouri 64151 • (816) 741-2241 17544 Midvale Avenue N., Suite 304 • Seattle, Washington 98133 • (206) 542-9421 i WATRY ENGINEERING INCORPORATED Mr. R.J. Mutch, P.E. Senior Staff Engineer, Plan Check International Conference of Building Officials 5360 South Workman Mill Road Whittier, California 90601 Dear Mr. Mutch, 1 August 18, 1982 Mn EGE�WE I W SEP 16 1982 01 BLDG. INSPECTION DEPARTMENT CITY OF CUPERTINO Re: Code Interpretation Table 23-I "Horizontal Force Factor K for Buildings or other Structures." 1979 and 1982 Uniform Building Codes. For years we have been designing complete vertical load -carrying space frames with shear walls.or braced frames as.horizontal resisting elements and using a "K" factor of 1.00 according to Table 23-I of our code. As an example; the most prevalent structure that we design is a flat plate reinforced concrete slab supported by columns fon vertical loads. Reinforced concrete or masonry walls are placed in the structure, to take all lateral loads. The shear walls may or may not be adjacent to the columns and are never attached. We attribute lateral forces to these structures using a "K" factor of.1.0. Some local building officials take issue with this code interpretation, and it would be very appropriate to present a letter to them as a clarification. Would you please write me a letter to affirm the use of a "K" factor of 1.0 when complete vertical load -carrying system is used with shear walls and braced frames. If it would be more convenient, please sign below indicating your concurrence. I.C.B.O. By: Date: CNW/elw C. Nicholas President �W&" [En BCU (mO Qom(, 2000 D 0 0 0 �'j�'M /, SUM M R 0 0 0 0 C f y CadobI! U Uh 040-M D, `M5 -w o o d o d Specializing in the Structural Design of Concrete Buildings CITY OF CUPERTINO �SC=CO TORRE AVE: C::.j-.;'�iio, CA 95014 STRUCTURAL TESTS AND INSPECTIONS SCHEDULE (See Appendix A on Reverse Side for Requirements of Uniform Building C6de, Section 306(a) Prior to issuance of a building permit, the Owner, on the ac%xe of the Architect or Engineer, shall complete, sign and submit this form to the Building Official. )199e- Project.Slamie Date 1i,4LE �,4z�NE0 AvG Proj t Address esungrl pec on Age cY Owner's Name S ignal le hereby certifies that the Testing.' Inspection Agency named &Dove has been engaged to n echo during constr/ep aschecked below, to satisfy all applicable portions of the Builou+g Code.Prior to issuance of an occupancy permit, the Inspection Agency shall submit a statemework performed were d. Any items checked but not tested or inspected will be noted and explained. Whenever any designated items on this list are ready for sar• oling, testing or inspection, it shall be the responsibility of the Contractor to give timely notice to the Inspection Agency so that the required services may be :-efformed. REINFORCING STEEL: Tensile & Bend, one set per heat per — tons Inspection of Placement x . � C.7-14- ��� — Inspection of Welding (MASONRY: _ Preliminary Acceptance Tests SEP 2 1982 (Masonry Units, Wall Prisms) Subsequent Tests (Mortar. Grout, Field Wall Prisms) Inspection of Grouting TEC? 11`JICAL inspection of Placement BGrouting ANALYSIS, INC. CONCRETE. GUNrrE, GROUT & MORTAR: Conc. Gun. Grout Mortar Agg. Tests for -0esig ns .Suitability of Mix Des' ns Test Panel Batch Plant r w. Cement Grao Samole Inspect Plamriq Com ressitx+'esb ast S ecimero Pick-up Samo4s Shrinkage Bars Yield Check Air Check Dry Unit Weqrn PRECAST CONCRETE: Reinforcing Tests Inspection of Reinforcing Placement Tendon Tests Inspection of Tendon Placement Inspection of Concrete Placement Inspection of Concrete Batching Inspection of Panel Attach. 6 Inserts Inspection of Panel Installation Compression Tests Inspection of Stressing(Transfer PILING, CAISSONS, CAPS. TIES: — Inspection of Reinforcing Placement — Inspection of Concrete Placement — Inspection of Concrete Batching UNDERPINNING: — Inspection of Steel Fabrication — Inspection of Reinforcing & Forms — Inspection of Concrete Placement — Inspection of Tiebacks STRUCTURAL STEEL: _ Sample & Test (list specific members below) — Shop (dent. 6 Welding Inspection — Shop Ultrasonic Inspection — Shop Radiography — Feld Welding Inspection — Feld Bolting Inspection — Feld Ultrasonic Inspection Feld Radiography — Metal Deck Welding Inspection ASPHALTIC CONCRETE: — Mix Designs _ Inspection of Batch Plant — Core/Test — Feld Inspection _ Suitability Tests — Specific Gravity — Asphalt Content — Sieve Analysis _ K Factors Stabilometer Value Swell INSULATING CONCRETE: — Sample & Test _ Unit Weights FIREPROOFING: — Inspection of Placement Density Tests — Thickness Tests _ Inspect Batching FILL MATERIAL: — Acceptance Tests — Moisture-Oensity Determination — Feld Density (' l ROOFING: Inspection of Placement Sample & Test STRUCTURAL WOOD: l a — inspection of Fabrication '? — Inspection of Truss Joist Fab. Sample & Test Components Inspection of Glu -tam Fab. E�DG. INP o f I�U4ERjlNO. CITY. OUw To" Inspection or SpWIM Instructions OTE: The tests and inspections as shown on this page and page 2 are required by the 1979 B.C. Copies of test and inspection reports shall be submitted to the Building Dept. on daily basis. The special inspectors and fabricators shall be. approved by the Building fficial. APPENDIX A All of the tests and inspections listed on the STRUCTURAL TESTS AND INSPECTIONS SCHEDULE will be called for at one time or another in the plans and specifications submitted to a -Building Department. Seldom will one project require all of I he Tests and Inspections shown. The listed items fall into one :f :he following categories: 1. Required by Plans and Specifications as deemed necessary --y the Architect/ Engineer for the integrity and successful performance of his project. 2. Required by specific reference in 1979 Uniform Building Coce. and the Uniform Building Code Standards (STDS), 1979 edition. 3. A combination of 1 and 2. The following lists the Building Code references which bear on each of the Tests and Inspections in the STRUCTURAL TESTS AND INSPECTION SCHEDULE. Where no Building Code Secticn is cited. the Test or Inspection is optional at the discretion of the Architect/ Engineer. REINFORCING STEEL -4Tensile and Bend Test -2603(b), (f), (i), STDS 26.405. 26.406 VInspection of Placement -306(a)3 N Inspection of Welding -306(a)4 MASONRY -4Preliminary Tests (Masonry Units, Wall Prisms) 2404(c)1, 2404(c)2 -A -B -C-0 '4Subsequent Tests (Mortar, Grout, Field Wall Prisms) 2404(c)2, 2403(r)3, 2403(s)3 Inspection of Grouting -2413(d)3 and 8, 2415(x,) I Inspection of Masonry Placement and Grouting 306(a)6, Tables 24-8, 24-H, 24-J, 24-K CONCRETE I GUNITE I GROUT MORTAR ' I 2603(b)(d) See Conc. ! STDS 24-23 ! STDS 24.22 I Agg. Tests `or -Design 2603(d) See Conc. I STDS 24-231 STDS 24.22: Suitability of Agg. 2604(c)2 See Conc. l Mix Designs I I i Test Panels 26.1310'• See Conc. I ! I Con. Batch PI. Insp. I ; Cement Grab Sample! 306(a)1 See Conc. I See Msnry. I See Msnry. ! Inspect Placing—', 2604(d) I See Conc. 24.2201 ' • ! 24.2105" Compression Tests i 24.2202• • I Cast Specimens I I Pick -Up Sam --les I Shrinkage Bars j ! Yield Check I Air Content Dry Unit Wt. I "STDS STRUCTURAL WOOD Inspection of Fabrication—STDS 25-10 Sample and Test Components -2505, STDS 25 .1003, 25.1010 PRECAST CONCRETE Reinforcing Tests (See Reinforcing Steel) Inspection of Reinforcing Placement -306(a)3 Tendon Tests—STDS 26-7, 2612(m) Inspection of Tendon Placement -306(a) 3 Inspection of Concrete Placement -306(a)1 Inspection of Concrete Batching--STDS 26.1310 Inspection 6f Panel Attach. and Inserts -306(a)3 Inspection of Panel Installation -306(a)1 Compression Tests -2604(d) Inspection of Stressing -306(a)3 PILING, CAISSONS, CAPS, TIES Inspection of Reinforcing Placement -306(a)3 Inspection of Concrete Placement -306(a)1 Inspection of Concrete Batching—STDS 26.1310 UNDERPINNING Inspection of Steel Fabrication -306(a)4 Inspection of Reinf. and Forms -306(a)3 Inspection of Concrete Placement -306(a)1 STRUCTURAL STEEL Shop Ident. and Welding -306(a)4, 2701(0), STDS 27-6 and STDS 27.203 Shop U.T.—STDS 27-6 Shop X-ray—STDS 27-6 Field Welding -306(a)4, STDS 27-6 Field Bolting—STDS 27.706.306(a)5 Field U.T.—STDS 27-6, 2722(f) Field X-ray—STDS 27-6, 2722(f). Metal Deck Welding -306(a)4 Page 2 1479 EDITIgN Sr�icial Inspections Sec. 306. ta) General. In addition to the inspections cu be made as speci- fied in Section 305, the owner ,hall employ a +pedal inspector during con- struction on the following types of work: 1. CONCRETE: During ih'e taking of test specimens and placing of all reinforced concrete and pneumatically placed concrete. EXCEPTiO.SlS: I. Concrete for tounda6uns cunfurming (u :he minimum requirements of Table `to. _9-A of (his w.le anti for Group R. Uivimun ) and Group '0. Di%ision I Vc.upancies. pri%iued the bwluing otii:;al tints no �peciat 7,.a:1rU:l exist. .. For :oundacion concr.:e •+hen the ,cruccurai lesil_tn is caseu on a f" no greater: r.an _ Wpsi. 3. Nonscru:viral ;labs on grade. including prestressed ,labs on trade %hen effectil,e ;restress in concrete is less than 150 pounds per <quare inch. a. Site work concrete full- ,upported on earth and concrete »here no special hazard e.�t�cs. 2. DUCTILE MOMENT -RESISTING CONCRETE FRAME: As re- quired by Section :626 (h) of this code. 3. REINFORCING STEEL AND PRESTRESSING STEEL: A. During all stressing and grouting of prestressed concrete. B. During placing of reinforcing steel, placing of tendons and prestress- ing steel for all concrete required to have special inspection by Item No. 1. EXCEPTION: The special inspector need not be present during entire rein- forcing steel and prestressing steel -placing operations, provided he has in- spected for conformance with the approved plans prior to the closing of forms or the delivery of concrete to the job site. 4. WELDING. A. Ductile moment -resisting steel frames. As required by Section 272-1 (f) of this code. B. All structural welding, including welding of reinforcing steel. EXCEPTiOINS: 1. When welding is done in an approved fabricator's shop. 2. when approved by the building official, single -pass fillet welds when stressed to less than 50 percent of allowable stresses and Floor and roof deck welding and welded studs when used for structural diaphragm or composite systems may have periodic inspections as defined in Section 306 (e) of this code. For periodic inspection, the inspector shall check qualifications of welders at star of work and then make final inspection of all welds for com- pliance prior to completion of welding. S. HiGH-STRENGTH BOLTING: During all bolt installations and tightening operations. EXCEPTIONS: 1. The special inspector need not be present during the en- tire installation and tightening operation. provident he has: (i) inspected the surfaces and bolt type for conformance to plans and specifications prior to scan of bolting, and (ii) Will, upon completion of all bolting, verify the minimum specified bolt tension for 10 percent of the bolts for each "type" of connection, for a representative number of total connections established by the plans and ;petit icat ions. 2. In bearing -type connections when threads are not required by '"sign (o be exc:uded from the shear plane, infMnion prior to ur'durmg in,tallatiun +ill not be required. . 6. STRUCTURAL MASONRY: During preparation of masonry wall ,ri.;ms, sampling and placing of all masonry units, placement of reinforce- icrit. inspection of trout space. immediately prior to closing of cleanouts nd .curing all grouting operations. Where the%"_ is less than 2600 psi and peciaf inspection stresses are used, test specimens may consist of either ine prism test for each "000 -square feet of wail area or a series of tests -aced on both zruut and mortar for the first three :unsecuti%e das•s and ach third day thereafter. EXCE MO*v'- Special inspection will not be required for ,tru:tyres designed in accordance with the values in appropriate tables for nin- :oncinu'ous inspection. 7. REINFORCED GYPSUM CONCRETE: When cast -in-place Class gypsum concrete is being mixed and placed. S. INSULATING CONCRETE FiLL: During the application of insu- atir.g concrete fill when used as part of a structural system. EXCEPTION: The special inspections may be limited to an initial in,pec- tion to check the deck surface and placement of reinforcing. The special in- spector shall supervise the preparation of compression test specimens during this initial inspection. 9. SPRAYED -ON FIREPROOFING:. As required by U.B.C. Standard vo. 43-8. 10. PILING. DRILLED PiERS AND CAISSONS: During driving and testing of piles and :onstruction of cast -in-place drilled piles or caissons. See hems `los. I and 3 for concrete and reinforcing steel inspection. 11. SPECIAL GRADING. EXCAVATION AND FILLING: During csnhwork excavations, grading and filling operations inspection to satisfy the requirements of Chanter =9 and Chapter 70 (Appendix) of this code. 12. SPECIAL CASES: work which, in the opinion of the building of- ficial, involves unusual hazards. (b) Special inspector. The special inspector shall be a qualified person who shall demonstrate his competence, to the satisfaction of the building official, for inspection of the particular type of construction or operation requiring special inspection. (c) Duties and Responsibilities of the Special Inspector. 1. The special inspector shall observe :he work assigned to be certain it conforms to the design drawings and specifications. 2. The special inspector shall furnish inspection reports co the building official, the engineer or architect of record, and other designated persons. .-ll discrepanc:es shall be brought to :he immediate attention of the con- tractor for correction, then, if uncorrected, to the proper design authority and to the building official. 3. The spec:al inspector ,hall submit z final ,igned report stating wheth- er the work requiring special inspection was. to (he best of its knowledge. in conformance with the appru,cd plans and specifications and the uppli- cable workmanship provision of these codes. (d) waiver of Special Inspection. The building official may waivethe re- quirement for :.`.e employment of a special inspector if he finds that the ounstructiun is of minor nature. (e) Periodic Special Inspection. Some inspections may be made on a periodic basis and iatisfy the requirements of :critinuous inspection, pro- %ided this periodic scheduled inspection is performed as outlined in (he project plans and specifications and apprused by the building official. (t) approved Fabricators. Special in.,pectiuns required by this section and elsewhere in this code shall not be required where the work is done on the premises of a fabricator registered and approved by the building of- ficial to perform such work without ipecial inspection. The ::rtificate of registration shall be subject to revocation by the buildialt official if it is found that any work done pursuant to the approval is in violation of this code. The. approved fabricator shall submit a Certificate of Compliance that the work was performed in accordance with the approved plans and specifications to the building official and to the engineer or architect of record. The approved fabricator's qualifications shall be contingent on compliance with the following: I. The fabricator has developed and submitted a detailed fabrication procedural manual reflecting key quality control procedures which will provide a basis for inspection control of workmanship and the fabricator plant. Z. Verification of the fabricator's quality control capabilities, plant and personnel as outlined in the fabrication procedural manual shall be by an approved inspection or quality control agency. 3. Periodic plant inspections shall be conducted by an approved inspec- tion or quality control agency co monitor the effectiveness of the quality control program. 4. it shall be the responsibility of the inspection or quality control agency to notify the approving authority in writing of any change to the proce- dural manual. Any'fabricator approval may be revoked for just cause. Re. approval of the fabricator shall be contingent on compliance with quality control procedures during the past year. -Page 3 WATRY ENGINEERING INCORPORATED February 24, 1983 Mr. Paul Tai Building Inspector City of Cupertino 10300 Torre Avenue Cupertino, California 95014 RE: Rebar Placement - Wall Panels DE ANZA PARKING GARAGE Cupertino, California Dear Mr. Tai', I have reviewed the Special Inspection Report by Testing Engineers Incorporated and shop drawings by Bailey Steel. The work has been performed per the intention of our drawings and placement of concrete can proceed. CNW/djb cc Testing Engineers Idaho Del -Ray Corporation Very truly yours, ;WeATENGIN RING INCORPORAT C. Ni o� FJa rE. # 5125 Y� Pres dent nalVED FEB 241983 TECHNICAL �`"ANALYSIS, INC. �Wa4uy [EnghwAng 11M. 200000 o a o a 9 suft 200, R( 0 0 0 o CORY, (�_W mh "003 o 03 Specializing in the Structural Design of Concrete Buildings //1/ �C '.'� o / ��,,c-ir /�i�o> lou/G( fle 3, e- RECEIVED FEB 24 1983 TECHNICAL, ANALYSIS, INC RECEIVED FEB 2 3 1983 WATRY ENGINEERINGING. 4, TECHNICAL ANALYSIS, INC. 20395 PACIFICA DR. SUITE 107 CUPERTINO, CA. 95014 Feb. 22, 1983 Mr. John Busto Planning and Building Dept. City of Cupertino 10300 Torre Ave. Cupertino, CA 95014 RE: De Anza Parking Structure 10201 IV. De Anza Blvd. TAI Job No. CU83-2-374 Dear John: As per your request, we have reviewed the shop drawings issued by R.S. Bailey Steel. Corp. for the referenced project androte the following. 1. The special inspector and the quality control company of this project shall provide a certificate to certify that said shop drawings and structural details are in conformance with the structural drawings designed and issued by Watry Eng. Inc. 2. Watry Engineering Inc. shall provide a letter or a statement on Bailey Steel Corp. shop drawings to specify that all the steel structures shop drawings issued by Bailey has been reviewed and found acceptable to thea,r� design. The above are.the findings of this structural plan check. Should you have any questions, please contact the undersigned. Sincerely, TECHNIC ANALYSIS, INC. i Paul K. Tai, P.E,. PKT:mjd FEB 2 3 1983 BLDG. INSPECTION DEPARTMENT CITY OF. CUPERTINQ m WATRY ENGINEERING INCORPORATED 4C.y u CULAT I El; IWE CLEC 13 1982 DG. INSPECTION DEPARTMENT CITY OF CUPERTINO RECEIVED E,, I DEC 13 •• da,�• s R, r 1 I1 11 "EE A N Z A r'ARKIN.U... S w BLVD. ZA i . o ------- FR IDAHO DEL RAY CORP. OFF Ck CUP'PY tlo'y Lmvg�bu��Y mBm�� Oo�r�e 9 09 Howeird &we., SuMe 202, uoftgam a, Specializing in the Structural Design of Concr( to Buildings SECTION PAGE -A•- ----=CHAOS---=- _--- _ -- - -- - 1, TO Z, .DL:�I6 KI io 49 - �� I, in P-�S D. IDE I� 1 L1 �4 1, 70-2 R F=-T,AI Q I NC -j . WA L. LS I, To 4 v Q RAiLIN6, DESIGN I To I H. CCMPIJ ToR 5YIIO PS 1S I. TO 2(40, 14,41ZI4 Zo�t-1-3 �/12 TT J72 � zaxlz�: 5�, xw4 4�- Z. 9S 5 Zia'e� 'aa �-P 7X) C 71- PZ JO;IIV, 5,x/0 #/T WOTV Cnghwing Mc. 9209 Howard Am, SO% 202, B UTUngsm, Ca06Qornk 94090 o 415-369-7117 Specializing in the Structural Design of Concrete Buildings j PL z f 21 4w) Mn'OTY EngMeadng Mc. 9209 G amud Awe., BuKa 202, o uTfings[ma, Caflftnk g4010 0 415466-7M Specializing in the Structural Design of Concrete Buildings LF v 1 �V �of'IGP�7� 17= nmix�- /7lA x ��4. res srr-� e . or1�Y �" rte,/vn�r�c� �'F�'Irzx7s ,e/9r-gC7/V9 I� I r' { _ —__— _ o I 00 WVTV CEngo na,@ ng Ilm 1201 Ho alyd &we., Suns 202, o uFfingamc9 C aWolrnk MOM o ,05- 4a -M7. Specializing in the Structural Design of Concrete Buildings 3 y i 0 d I a -- N � v Fy Wslt y EH&Oavling Om 92009 H0(?ma d Am, SuMs 202, B udingams9 C aWomia NOW 0 615-368-7117 Specializing in the Structural Design of Concrete Buildings z O U W Ln 04 8 _z - z a /� 5:6D z z O w LL.>: O p m p z U z O w 0 w F- V) LL m D O J z Z 0 w to 0 o J ~ J Y U z Q a F- p W J Q 0 w _ID ° 3a p U to Ln Li Ln —z = az W =w F- Ow aa a O �a o v=ii z w J LU a J w a 3 a m a F- � w Q z w z F- O Q 0 p L *' W F- N W a w p _w F- W 0- 0 o a a z F- p \ a w a .O a U - w J 4 }. F F- a 0- m J VI 8 _z - z a /� 5:6D z z O w LL.>: O p m p z U z O w 0 w F- V) LL m D O J z Z 0 w to 0 o J ~ J Y U z Q a F- p W J Q 0 w _ID ° 3a p U to Ln Li Ln —z = az W =w F- Ow aa a O �a o v=ii z W J w a 3 a � z w z Q 0 W F- N W a w p W 0- 0 o a a z F- p \ ^ F- a 0- cL 0- N w \ SUPPORT GEOMETRY SUPP # RELATIVE SUPPORT DIAMETER HEIGHT EI/L PROPERTY --. ti (in) j 0.00 1 2 (in) 0.00 2 3 WEI.POST TENSIONED SLAB DESIGN SECTION DEANZ 2 5 0.00 SPAN GEOMETRY 6 0.00 2 7 0.00 ? 8 SPAN # SPAN RELATIVE SLAB W DL W L1. T RIGHT T AVE TRIB i (ft) EI/L PROPERTY (plf) (plf) (in) (in) C(1) 2.32 - 1 83.00 36.00 - 6.50 1 29.00 1.00 1 83.00 36.00 2 24.83 1.17 1 83.00 36.00 3 24.83 1.17 1 83.00 36.00 4 24.83 1.17 1 83.00 36.00 5 24.83 1.17 1 83.00 36.00 6 24.83 1.17 1 83.00 36.00 7 24.83 1.17 1 83.00 36.00 8 29.00 1.00 1 83.00 36.00 C(r) 2.32 - 1 83.00 36.00 SUPPORT GEOMETRY SUPP # RELATIVE SUPPORT DIAMETER HEIGHT EI/L PROPERTY 1 (in) j 0.00 1 2 (in) 0.00 2 3 0.00 0.00 2 4 q 0.00 2 5 0.00 2 6 0.00 2 7 0.00 ? 8 0.00 2 9 0.00 1 SUPPORT PROPERTIES NOTE: LIVE LOAD NOT SKIPPED COL TYPE COL W COL D DIAMETER HEIGHT SUPPORT RELATIVE (in) (in) (in) (ft) (in) E 1 0.00 0.00 - _ 1.00 14.00 0.00 2 0.00 0.00 - 1.00 69.00 0.00 SLAB PROPERTIES SLAB # T LEFT T BOT T RIGHT T AVE TRIB RELATIVE (in) (in) (in) (in) (ft) E 1 - - - 6.50 1.00 1.00 I Wvy Encghawhg P. nc- UM Hamudl Aws.9 SuRe 202, 9 B uvfingame, C aflkvnk 94090 o 495-34 0 -77`d U Specializing in the Structural Design of Concrete Buildings . t SECTION DEANZ = 380.00 psi f'c = 4.00 ksi ULTIMATE MOMENTS I = 380.00 psi fy = 60.00 ksi ULTIMATE MOMENTS ARE REDUCED TO FACE OF SUPPORT. K FACTORS ARE CALCULATED FROM NON -REDUCED ULTIMATE MOMENTS AND ACTUAL CENTER TO CENTER SPANS , K=WLL/M. SPAN 'Mu(L) -K Mu(MID) +K Mu(R) -K CGS (ft -k) CGS (ft -k) ROT (ft -k) (in) C(1) BOT' RIGHT (in) (in) -0.32 -2.00 1 -0.00 -312.50 +9.60 +1.74 -8.86 -10.33 2 -9.92 -7.57 +0.58 +4?.11 -4.17 -14.20 3 -3.80 -14.20 +3.05 +21.58 -5.�4 -11.51 4 -5.43 -11.51 +2.43 +24.59 -4.95 -12.23 5 -4.95 -12.23 +2.43 +24.59 -5.43 -11.51 6 -5.34 -11.51 +3.05 +21.58 -3.80 -14.2.0 7 -4.17 -14.20 +0.58 +42.11 -9.92 -7.57 8 -8.86 -10.33 +9.60 +13.34 -0.00 -312.50 4.00 C(r) .-0.32 -2.00 8 5.25 1.00 3.50 3.38 COLUMN MOMENTS AND REACTIONS 1.00 SECONDARY MOMENTS C(r) 3.50 - SUPPORT M11 REACTION - SPAN -M(r) +M -M(1) (ft -k) (kips) (ft -k) (ft -k) (ft -k) 1 0.00 2.50 1 -0.00 -0.00 +0.00 2 0.00 5.53 2 -2.23 +1.34 -0.45 3 q 0.00 4.06 3 -0.17 +0.50 -0..83 4 0.00 4.50 4 -0.87 +0.77 -0.67 5 0.00 4.96 5 -0.67 +0.77 -0.87 6 0.00 4.50 6 -0.83 +0.50 -0.17 7 0.00 4.06 7 -0.45 +1.74 -2.23 8 0.00 5.5? 8 +0.00 -0.00 -0.00 9 0.00 2.50 GENERAL DESIGN DATA MAX TENSION TOP = 380.00 psi f'c = 4.00 ksi MAX TENSION ROT = 380.00 psi fy = 60.00 ksi MAX COMPRESSION = 1800.00 psi F/A =150.00 psi MIN TENDON PROFILES .(FROM SOFFIT) REBAR PROFILES (FROM SOFFIT) SPAN CG'S CGS CGS SAG CGS CGS CGS LEFT ROT RIGHT (in) LEFT BOT' RIGHT (in) (in) (in) (in) (in) (in) C(1) 3.25 - 3.50 0.25 - - 3.50 1: 3.50 1.00 5.2.5 3.38 3.50 1.00 5.25 2 5.25 1.00 4.75 4.00 5.2.5 1.00 4.75 3 4.75 1.00 4.75 3.75 4.75 1.00 4.75 4 4.75 1.00 11.75 3.75 4.75 1.00 4.75 5 4.75 1.00 4.75 3.75 4.75 1.00 4.75 6 4.75 1.00 4.75 3.75 4.75 1.00 4.75 7 4.75 1.00 5.25 4.00 11.75 1.00 5.25 8 5.25 1.00 3.50 3.38 5.25 1.00 3.50 C(r) 3.50 - 3.25 0.25 3.50 - - Waty Lng5n.ssHng Ilnc .12 11 aowwd Aws.9 SuNs 202, Bur96ngam s, CaMwMa NOW o Q'M-34s-7997 Specializing in the Structural Design of Concrete Buildings SECTION DEANZ STRESS DESIGN OUTPUT SPAN LOCA -1 Fe F/A Wbal ADL BAL Wnet TENS COMP 1 0.00 TION 0.00 (psi) (plf) 0.00 (plf) (psi) (psi) 0.00 C(1) - �(kips) 11.70 150.00 1?_3.52 148.81 -4.51 -151.16 148.83 0.00 1 B 13.94 178.76 46.26 55.74 72.74 380.00 737.5? 0.00 2 L 11.70 150.00 81.38 98.05 37.62 1118.65 448.66 0.00 0.00 B 0.00 0.00 0.00 0.00 0.05 -13?.!46 1r,7.;3 .11 3 R 11.70 150.00 76.30 01.92 4?.70 32.56 332.56 B _!#5.x,2. ')54.37 MINIMUM 4 L 11.70 150.00 76.30 91.92 42.70 35.69 335.60 B I As MID As RIGHT -616.86 ?33.13 TOP 5 R 11.70 150.00 76.30 91.92 42.70 35.69 335.69 C(1) B 0.06 0.00 1 -66.86 2?3.13 0.00 6 L 11.70 150.00 76.30 91.x2 42.70 32.56 332.56 0.00 3 B 0.00 0.00 0.00 0.06 0.00 -45.62 2.54.37 0.00 7 R i� 11.70 150.00 81.38 98.05 37.62 148.56 448.66 0.06 0.00 B - 0.00 0.00 0.00 0.06 -132.46 167.53 0.06 8 B I ? 94 178.76 46.2.6 55.74 72.74 380.00 737.53 0.00 C(r) - C(r) 150.00 123.52 /13�z)' 148.81 -4.51 -151.16 k- 148.83 I N M IS ; �3 k 130 10V- use �8 Za ULTIMATE DESIGN I `J 0D % SPAN I As LEFT As MID As RIGHT T(� BOT TOP BOT TOP BOT (si./ft) (si/ft) (si/ft) (si/ft) (si/ft) (si/ft) C(1) 0.00 0.00 1 0.00 0.00 0.00 0.12 0.11 0.00 2 0.05 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 6 0.00 0.00 0.00 0.00 0.00 0.00 7 0.00 0.00 0.00 0.00 0.05 0.00 8 .11 0.00 0.00 0.12 0.00 0.00 C(r) 0.00 0.00 3/� MINIMUM BONDED REBAR ( TWO WAY SECTION) SPAN !As LEFT As MID As RIGHT TOP BOT TOP BOT TOP BOT (si/it) (si/ft) (si/ft) (si./ft) (si/ft) (si/.ft) C(1) 0.06 0.00 1 0.06 0.00 0.00 0.17 0.06 0.00 2 0.06 0.00 0.00 0.00 0.06 0.00 3 0.06 0.00 0.00 0.00 0.06 0.00 4 0.06 0.00 0.00 0.00 0.06 0.00 5 0.06 0.00 0.00 0.00 0.06 0.00 6 0.06 0.00 0.00 0.00 0.06 0.00 7 0.06 0.00 0.00 0.00 0.06 10.00 8 0.06 0.00 0.00 0.17 0.06 0.00 C(r) 0.06 0.00 -+( 1 MWS,E1mQkn)a@N 9 Ilwn 9209 Hoc ewd Awe., SuNe 2002 9 Burr ngufflo' C�aWovnk 94090 0415-348-71 � 7 ' z O U W MA Q J Q w z W J W CC J z W z o a z LL ,I V Z W m } i W 2 O o z Nm `� U z O W O W ►- N U-CO�z L W - W W O zO W V)O O ~ J ~ W Q O (L Q to CC J Q = D z Q CC p O N W J Q W N W CL >- h- \ p U V) U) - z = a z W =W O w 0 �� Q D 0 z W J W CC J 4 W ,I V W 2 Nm `� G Q L W - W W W Q O (L Q Q N C N W CL >- h- \ I= V N [C W LL a W O J c d m W Q \ J r N W J W CC 4 ,I V W 2 G Q L W - W W Q O (L Q C N W CL >- h- \ 6.50 1.00 1.00 a 0 d D i 0 v 0 �n m v w i WMWF3% LEInlgh)("Vhilg NnIC,, 9 009 ao�fQ9(9 Qe�Q.q ��n64e �0� 9 o�F�am��milm, C aMomhD 94M 0 itis- 34 -7117 SDecializine in the Stmrtural npcion of ('r- -ere a + ��- WEI POST TENSIONED SLAB DESIGN SECTION DEANZ SPAN GEOMETRY SPAN # SPAN RELATIVE SLAB W DL W LL (ft) EI/L PROPERTY (plf) (plf) C(1) 2.32 - 1 83.00 36.00 1 13.82 2.40 1 83.00 36.00 2 33.18 1.00 1 83.00 36.00 3 24.82 1.34 1 83.00 36.00 4 24.82 1.34 1 83.00 36.00 _ 5 24.82 1.34 1 83.00 36.00 6 24.82 1.34 1 83.00 35.00 7 24.82 1.34 1 83.00 36.00 8 24.82 1.34 1 83.00 36.00 9 33.18 1.00 1 83.00 36.00 10 13.82 2.40 1 83.00 36.00 C(r) 2.32 - 1 83.00 36.00 SUPPORT GEOMETRY SUPP # RELATIVE SUPPORT NOTE: EI/L PROPERTY LIVE LOAD NOT SKIPPED 1 0.00 1 2 0.00 2 3 0.007_ 4 0.00 2 5 0.00 2 6 0.00 2 7 0.00 2 8 0.00 2 9 0.00 2 10 0.00 2 11 0.00 1 SUPPORT PROPERTIES COL TYPE SCOL W COL D DIAMETER HEIGHT SUPPORT RELATIVE (in) (in) (in) (ft) (in) E 1 0.00 0.00 - 1.00 14.00 0.00 2 0.00 0.00 - 1.00 69.00 0.00 SLAB PROPERTIES I SLAB # T LEFT T BOT T RIGHT T AVE TRIB RELATIVE (in) (in) (in) (in) (ft) E 6.50 1.00 1.00 a 0 d D i 0 v 0 �n m v w i WMWF3% LEInlgh)("Vhilg NnIC,, 9 009 ao�fQ9(9 Qe�Q.q ��n64e �0� 9 o�F�am��milm, C aMomhD 94M 0 itis- 34 -7117 SDecializine in the Stmrtural npcion of ('r- -ere a + ��- SECTION DEAN ULTIMATE MOMENTS ULTIMATE MOMENTS ARE REDUCED TO FACE OF SUPPORT. K FACTORS ARE CALCULATED FROM NON -REDUCED ULTIMATE MOMENTS AND ACTUAL CENTER TO CENTER SPANS , K=WLL/M. SPAN Mu(L) -K Mu(MID) +K Mu(R) -K (ft -k) (ft -k) (ft -k) C(1) Mu REACTION SPAN -M(r) -0.32_ -2.00 1 -0.37 -70.97 +0.00 1EQQ -9.41 -2.54 2 -8.03 -14.62 +7.87 +18.119 -8.90 -13..52 3 -9.82 -7.62 +0.62 +41.51 -4.17 -14.16 4 ; -3.82 -14.16. +3.04 +21.62 -5.33 -11.51 5 -5.42 -11.51 +2.44 +24.55 -4.()4 -12.24 6 -4.94 -12.2.4 +2.44 +24.55 -5.42 -11.51 7 !-5.33 -11.51 +3.04 +21.62 -3.82 -14.116 8 -4.17 -14.16 +0.62 +111.51 -Q.82 -7.62 9 -8.90 -13.62 +7.87 +18.49 -8.03 -14.62 10 -9.41 -2.511 +0.00 1E9!) -0.37 -70.97 C(r) -0:32 -2.00 10 :. -1.05 +0.53 -0.00 COLUMN MOMENTS AND REACTIONS SECONDARY MOMENTS SUPPORT Mu REACTION SPAN -M(r) +M -M(1) LEFT (ft -k) (kips) (in) (ft -k) (ft -'c) (ft -k) 1 0.00 0.71 1 -0.00 +2.02 -4.04 2 0.00 5.07 2 +0.14 +0.22 -0.58 3 0.00 5.114 3 -2.66 +1.50 -0.33 11 0.00 4.06 4 -0.18 +0.51 -0.83 5 0.00 11.50 5 -0.87 +0.77 -0.6.5 6 0.00 4.36 6 -0.66 +0.77 -0.87 7 0.00 4.50 7 -0.83 +0.51 -0.18 8 0.00 4.06 8 -0.45 +1.48 -2.50 9 0.00 5.44 9 -0.19 +0.08 +0.02. 10 0.00 5.07 10 :. -1.05 +0.53 -0.00 11 0.00 0.71 SECTION DEANZ GENERAL DESIGN DATA MAX TENSION TOP = 380.00 psi MAX TENSION"'BOT = 380.00 psi MAX COMPRESSION = 1800.00 psi TENDON PROFILES (FROM SOFFIT) SPAN C(1) 1 2 3 4 nwOr y Eolga1 f'c = 4.00 ksi fy = .50.00 ksi F/A =150.00 psi MIN REBAR PROFILES (FROM SOFFIT) CG S CG S . CGS SAG CG S CGS CGS LEFT BOT RIGHT (in) LEFT BOT RIGHT (in) (in) (in) (in) (in) (in) -3.25 - 5.25 2.00 - - 5.25 -5.25 3.50 5.25 1.75 5.25 3.50 5.25 5.25 1.00 4.75 4.00 5.25 1.00 4.75 4.75 1.00 4.75 3.75 4.75 1.00 4.75 4.75 1.00 4.75 3.75 4.75 1.00 4.75 (lig ��l)i�.5UC5� U l Ubr%aq l'd�lX1UiSr! ",902, B UFM45 11� e,`�0parflA.9400 UO O'6115- .. -- - Cn.ar;� ;r.-L., C.. -..-._i �_ - r .-.. __ - ..- -- 1. -- I 140 I 3-3C 12 I 0 1 1 R 111.70 150.00 115,70 _14�.4q 150.04 Q: B 2. R. 12_.58 161.'2_ 43.01 51.82 75.4Q 380.00 702.05 B 317.39 640.04 L 11.70 150.00 76.37 92.02 !i?,53 185.16 485.16 3 -12.8.90 171-09 B A2_.63 32.01 4 R 11.70 150.00 76.37 -2.02 B � -46.23 253.76 5 L 11.70 150.00 76.37 92.02 42.63 35.05 335.05 -66.87 233.12 B O2. 42.63 35.05 335.05 6 R 11.70 150.40 76.37 02 _56.87 233.12 B 7 L 11.70 150.00 76.37 92.0?_ 42.63 32.01 332.01 _46.23 253.76 B 8 R 11.70 150.00 81.47 98.15 37.53 -131.42 445.13 168.57 B 9 L 12.OA 154.98 43.91 52.90 75.49 80-00 689-95 628.08 B I 610-58 10 L 11.70 150.00 57.85 64.70 61.15 -140.4° 150.00 B C(r) - 111.70 150.00 123.52 148.81 -4.51 -151.16 1148.83 `7-o 10/17 � 10) Y � Q 0 � n m 0 3 0 m' m a 0 �n m v 7 n 5nci 1201 Moo /awa, SuKa 20029 uTflnnpma, C OUVOmW 84090 0498 -34o -a997 SECTION DEANZ ULTIMATE DESIGN SPAN As LEFT As 1 TOP BOT TOP 2 (sil;ft)(si/ft 0.00 (si/ft) C(1) 0.06 10�Z2�-2,2::-., 0.00 1 0 0.00 0.00 2 0.10 0.00 0.00 3 0..09 0.00 0.00 4 0.00 0.00 0.00 5 0.00 0.00 0.00 6 0.00 0.00 0.00 7 0.00 0.00 0.00 8 (0- 0.00 0.00 9 0.,13 0.00 0.00 10 1 0.112 0.00 0.00 C(r) 0.00 0.00 7 J MINIMUM BONDED REBAR (TWO WAY SECTION) SPAN !As LEFT As TOP BOT TOP (silft) (si/ft) (si/ft) C(1) RIGHT TOP BOT 1 0.05 0.00 0.00 2 o.o6 0.00 0.00 3 0.06 0.00 0.00 4 0.06 0.00 0.00 5 0.06 0.00 0.00 6 0.06 0.00 0.00 7 0.06 0.00 0.00 8 0.06 0.00 0.00 9 0.06 0.00 0.00 10 0.06 0.00 0.00 C(r) (0- 0.00 MID BOT. �(S�) 4, 0.00 0.08 0.00 0.00 0.00 0.00 0.00 0.00 0.08 0.00 �(� - 615 0 I As RIGHT TOP BOT (si/ft) (si/ft) 0.00 0.00 e--10...Oo- 0.00 0.16 0.00 0. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07 0.00 0.10 0.00 0.00 0.00 MID As RIGHT BOT TOP BOT (si/ft) (si/ft) (Si/ft) 0.06 0.00 0.00 0.06 0.00 0.14 0.06 0.00 0.00 0.06 0.00 0.00 0.06 0.00 0.00 0.06 0.00 0.00 0.06 0.00 0.00 0.06 0.00 0.06 0.00 0.14 0.06 0.00 0.00 o.o6 0.00 J4-LZz) -,-f 3Z; :,� 4,345 UF- .� Mn7a rrsi C Gi1�6fn1 c�p0�ilg IInm 11201 aomand Aws., SWC o 202, 0uTfl gumm, C�aWorm�6a NOW 0 C5- 34oMV z O U W W J W a J W ED 4 p C� W a z i6z z o a o �� F- O w m w 0 41 �- 0- w w o O o F= a LL) 0- O a z a a aD V 3 Uz O w w Q - } m Q J a } w F- 00 O� J �z Q tL Ii O uJ N O F- Q ~ J t - V) a J = U \, Z QD Lij -i Q ILa Lo w V �� -1 Q p U � � II II II II u V z w z W►- a W z w O w WCo F- ~ LD }w w (1O U ++ N Q O > IL l%) LL LL LL W G- N W J W a J W ED 4 p Q: I- W a \� H z w z F- O w 0 41 �- 0- w w o F= a LL) 0- O a W J a a aD V 3 w Q - } m Q J a } H W J W 4 p H z w z LO w f- a �- 0- w w o w Q a o a a aD V 3 w Q - } \ �• H I WEI POST TENSIONED SLAB DESIGN SPAN GEOMETRY SPAN # ISPAN SUPPORT GEOMETRY SUPP # RELATIVE (ft) 1 1 9.00 2 0.00 24.83 3 ;24.83 4 124.83 5 X33.18 6 13.82 C(r) 2.32 SUPPORT GEOMETRY SUPP # RELATIVE W DL EI/L 1 0.00 2 0.00 3 0.00 4 0.00 5 0.00 6 0.00 7 0.00 SUPPORT PROPERTIES SECTION DEAN7, RELATIVE SLAB W DL W LL EI/L PROPERTY (plf) (plf) 3.6Q 1 83.00 36.00 1.34 1 83.00 36.00 1.�4 1 83.00 36.00 1.311 1 83.00 ?6.00 1.00 1 83.0035.00 0.00 2.40 1 83.00 36.00 - 1 83.00 36.00 SUPPORT PROPERTY 1 2 a 2 2 2 1 NOTE: LIVE LOAD NOT SKIPPED COL TYPE COL W COL D DIAMETER HEIGHT SUPPORT RELATIVE ULTIMATE (in) (in) (in) (ft) (in) E 1 0.00 0.00 - 1.00 14.00 0.00 2 0.00 0.00 - 1.00 69.00 0.00 SLAB PROPERTIES +0.00 1E99 -3.98 -2.10 2 SLAB # T LEFT T BOT T RIGHT T AVE TRIB RELATIVE -5.85 (in) (in) (in) (in) (ft) E 1 - - - 6.50 1.00 1.00 ULTIMATE MOMENTS p ULTIMATE MOMENTS ARE REDUCED TO FACE OF SUPPORT. K FACTORS ARE CALCULATED FROM NON -REDUCED ULTIMATE MOMENTS AND ACTUAL CENTER TO CENTER SPANS , K-4fLL/M. SPAN Mu(L) -K Mu(MID) +K Mu(R) -K (ft -I-) -(ft-k) (ft -k) 1 -0.00 1E99 +0.00 1E99 -3.98 -2.10 2 -3.04 -16.01 +3.21 +20.94 -5.80 -10.86 3 -5.85 -10.86 +2.83 +22.56 -3.73 -14.43 4 -4.05 -14.43 +0.68 +40.61 -9.84 -7.61 5 -8.93 -13.58 +7.86 +18.51 -8.02 -14.63 6 -9.110 -2.54 +0.00 1E99 -0.37 -70.97 C(r) X0.32 -2.00 AW3P Eng6rnloQphg �Rc`MM Hamnu 1 Awe, OWN 2002. ufrHna@Mn 9_ CC?q.HVro)fm6� Qntro)�n n 4b19_��n_T)1)lT SECTION DEANZ COLUMN MOMENTS AND REACTIONS SECONDARY MOMENTS SUPPORT Mu REACTION SPAN -M(r) +M -M(1) (ft -k) (kips) (ft -k) (ft -k) (ft -k) 1 0.00 0.04 1 -0.00 +0.17 -0.33 2 0.00 3.63 2 +0.15 +0.44 a-1:03 3 0.00 4.64 3 -1.05 +0.60 -0.14 4 0.00 4.03 4 -0.40 +1.44 -2.401 5 0.00 5.45 5 -0.20 +0.08 +0.02 6 0.00 5.07 6 -1.04 +0.52 -0.00 7 0.00 0.71 GENERAL DESIGN DATA MAX TENSION TOP = 380.00 psi f'e = 4.00 ks.i MAX TENSION BOT = 380.00 psi f = 60.00 ksi MAX COMPRESSION = 1800.00 psi F/A =150.00 psi. MIN TENDON PROFILES (FROM SOFFIT) REBAR PROFILES (FROM SOFFIT) SPAN CGS CGS CGS SAG CGS CGS CGS LEFT BOT RIGHT (in) LEFT BOT RIGHT (in) (in) (in) (in) (in) (in) 1 3.25 3.62 4.75 0.37 3.25 3.62 4.75 2 4.75 1.00 4.75 3.75 4.75 1.00 4.75 3 4.75 1.00 4.75 3.75 4.75 1.00 4.75 4 4.75 1.00 5.25 4.00 11.75 1.00 5.25 5 5.25 1.00 5.25 4.25 5.2.5 1.00 5.2.5 6 5.25 3.50 3.50 0.88 5.25 3.50 3.50 C(r) 3.50 - 3.25 0.25 3.50 - - STRESS DESIGN OUTPUT SPAN LOCA- Fe F/A Wbal `ADL BAL Wnet TENS COMP TION (kips) (psi) (plf) (p1f) (psi) (psi) 1 B 11.70 150.00 80.00 96.39 39.00 -149.99 150.00 2 R 11.70 150.00 76.30 91.92 112.70 48.18 348.18 B -40.35 259.64 3 L 11.70 150.00 76.30 91.92 42.70 50.06 '50.06 B -53.14 246.85 4 R 11.70 150.00 81.38 98.05 37.62 146.47 446.47 B -1201.58 170.41 5 L 12.14 155.66 44.10 53.13 74.90 380.00 691.32 B 315.41 626.73 CL 6 L 11.70 150.00 57.85 69.70 61.15 310.16 610.15 B -149.99 150.00 3 NO - 11.70 150.00 123.52 148.81 -4.51 -151.16 148.83 d 70 o w IA Watvy E1nlgh)a8v )]g l6c . U01 moo w avd Awe., SUM 200 2 9 0 urdiingnm@, C alfflwNa OW10 0 415-340-71 -71 U -- . .. - - SECTION DEAN? ULTIMATE DESIGN SPAN As LEFT As MID 1 TOP BOT TO P BOT 3 (si/ft) (si/ft) (si/ft) (si/ft) 1 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 5 0.00 0,12 0.00 0.08 0.00 6 0.00 0.00 C(r) 0.00 0.00 MINIMUM BONDED REBAR )�(� r+' (TWO WAY SECTION) SPAN ,As LEFT As MID TOP BOT TOP BOT (si/ft) (si/ft) (si/ft) (si/ft) 1 0.06 0.00 0.00 0.00 2 0.06 0.00 0.00 0.00 3 0.06 0.00 0.00 0.00 4 0.06 0.00 0.00 0.00 5 '0.06 0.00 0.00 0.14 0.00 0.00 0.00 C(r) 0.06 0.00 BONDED REBAR LENGTHS--� SUPPORT SPAN LENGTH (ft) 1.99 9.85 1?.11 12.11 1 ? . 50 28.43 12.0a 3.18 As RIGHT 1 BOT (si/ft) 1 2 0.00 0.00 2 3 0.00 0.07 3 4 0.00 0.00 4 5 5 6 6 7 LENGTH (ft) 1.99 9.85 1?.11 12.11 1 ? . 50 28.43 12.0a 3.18 As RIGHT TOP BOT (si/ft) (si/ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.07 0.00 0.10 0.00 0.00 0.00 As RIGHT TOP BOT (si/ft) (si/ft) 0.06 0.00 0.06 0.00 0.06 0.00 0.06 0.00 0.06 0.00 0.06 0.00 NOTE: BARS MAY BE REDUCED BY 6 in WITH A 1 ft STAGGER A watt once =9 Homavd Awe., zuNs 2m, o umno m e, cangoTnAp., smon o� o cvgomnn-7�ia q" f z z o a w w z� co 0z � �zO w0 w F-- N u _u OLL � J �z Q lL ►� O W N O F- Z F- J r O J � Na =U z Q a F- �N uj-i Q w Q o N ch II II 11 II u N i Ir z W F- a W zw Ow W m 0 o w o N 0 LL LL LL- LL li N !T 14 \V) AnIrn � a a 0 0 0 -- O c m F- O a i w ►- lL d d CL F-, F- N N m a- 0 0 Z a z m CL J J N N N Q a d Q a o J N 0 0 0 0 0 7r 3 U U 6 U w J w J w a a F - 4 UJ Q 4j�\v \ w, N F- V F- V w I a� N w Q G N w 2 F - a F - Ir w CL .O LL w -1 - a w a a 4j w Q O x CD Q N a � \ w J w 4 N F- V w I Q N w 2 F - a - a w w Q O x a O a # a D I w a r F- WEI POST TENSIONED SLAB DESIGN SECTION DF..AN7.. SPAN GEOMETRY SPAN # SPAN W LL (ft) C(1) 2.32 1 24.83 2 24.83 3 24.83 4 24.83 5 129.00 C(r) 2_.32 SUPPORT GEOMETRY SUPP # RELATIVE 36.00 EI/L 1 0.00 2 0.00 3 0.00 4 0.00 5 0.00 6 0.00 SUPPORT PROPERTIES COL TYPE COL W (in) 1 0.00 2 0.00 SLAB PROPERTIES SLAB # T LEFT (in) 1 - ULTIMATE MOMENTS RELATIVE SLAB W DL W LL EI/L PROPERTY (pl.f) (plf) - 1 83.00 36.00 1.17 1 83.00 36.00 1.17 1 83.00 36.00 1.17 1 83.00 36.00 1.17 1 83.00 35.00 1.00 1 83.00 36.00 - 1 83.00 36.00 SUPPORT PROPERTY 1 2 2 2 2 1 NOTE: LIVE LOAD NOT SKIPPED COL D DIAMETER HEIGHT SUPPORT RELATIVE (in) (in) (ft) (in) E 0.00 - 1.00 14.00 0.00 0.00 - 1.00 69.00 0.00 T BOT T RIGHT T AVE TRIB RELATIVE (in) (in) (in) (ft) E - - 6.50 1.00 1.00 Y,9 ULTIMATE MOMENTS ARE REDUCED TO FACE OF SUPPORT. K. FACTORS ARE CALCULATED FROM NON -REDUCED ULTIMATE MOMENTS AND ACTUAL CENTER TO CENTER SPANS , K=, LL/M. SPAN Mu(L) -K Mu(MID) +K MUM -K (ft -k) (ft -k) (ft -k) C(1) -0.32 -2.00 1 -0.00 -229.09 +6.39 +14.09 -6.51 -9.64 2 -7.13 -9.64 +1.55 • +30.71 -5.03 -12.32 3 -4.77 -12.32 +3.29 +20.63 -3.91 -13.91 4 -4.32 -13.91 +0.52 +43.19 -9.90 -7.59 5 -8.83 -10.35 +9.61 +13.32 -0.00 -312.50 C(r) -0.32 -2.00 i 1QP)7 fid J�fN PO�iICJ pyla UM rmi nMa Pr4� QMQ.,o ��oQc� �Oo p ���am�ca��r�mr�_ C���nf}nre rna�, ��rn��rnn ns�2 'ten" .T �l ll T I SECTION DEAN/- COLUMN EANZCOLUMN MOMENTS AND REACTIONS SECONDARY MOMENTS SUPPORT Mu REACTION SPAN -M(r) +M -M(1) (ft -k) (kips) (ft -k) (ft -k) (ft -k) 1 01.00 2.18 1 -0.00 +0.20 -0.41 2 0.00 U.94 2 -1.60 +1.15 -0.70 3 0.00 4.35 3 -0.59 +0.40 -0.22 4 0.00 4.10 4 -0.52 +1.37 -2.21 5 0.00 5.52 5 +0.01 -0.00 -0.00 6 0.00 2.50 GENERAL DESIGN DATA Y MAX TENSION TOP = 380.00 psi f'c = 4.00 ksi MAX TENSIONIBOT = 380.00 psi fy = 60.00 ksi MAX COMPRESSION = 1800.00 psi_ F/A =150.00 psi MIN TENDON PROFILES (FROM SOFFIT) REBAR PROFILES (FROM SOFFIT) SPAN CGS CGS CGS SAG CGS CGS CGS LEFT BOT RIGHT (in) LEFT BOT RIGHT (in) (in) (in) (in) (in) (in) C(1) 3.25 - 3.50 0.2.5 - - 3.50 1 3.50 1.00 4.79 3.13 3.50 1.00 4.75 2 4.75 1.00 4.75 3.75 4.75 1.00 4.75 3 4.7` 1.00 4.75 3.75 4.75 1.00 4.75 4 4.75 1.00 5.?5 4.00 u.75 1.00 5.25 5 5.2.5 1.00 3.50 3.38 5.25 1.00 3.50 C(r) 3.50 - 3.25 0.25 3.50 - - STRESS DESIGN OUTPUT SPAN LOCA- Fe F/A Wbal ADL BAL Wnet TENS COMP TION (kips) (psi) (plf) (plf) (psi) (psi) C(1) - 11.70 150.00 1.2.3.52 148.81 -4.51 -151.16 148.83 1 R 11.70 150.00 50.95 61.39 68.05 204.62 504.62 B 198.07 498.07 2 L 11.70 150.00 76.30 91.92 42.70 93.72 393.72 B -07.13 202.86 3 L 11.70 150.00 76.30 01.92 )12.70 13.11 313.11 B -37.67 2.62.32 4 R 11.70 150.00 81.38 98.05 37.62 148.15 448.15 B _ -134.42 165.57 B Q 1 n 46 4 55 8 2 56 380 00 738 15 C(r) - 11.70 150.00 123.52 148.81 -4.51 -151.16 148.83 Wa4rra, Ilfhlc� 1201 G;kamudl Awa, SSUM 202, B uMngam�q I R SECTION DEANZ T ULTIMATE DESIGN SPAN AAs LEFT As MID As RIGHT TOP BOT TOP BOT TOP BOT (si/ft) (si/ft) (si/ft) (si./ft) (si/ft) (si/ft) C(1) 0.00 0.00 1 0.00 0.00 0.00 0.03 0.05 0.00 2 0.02 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.05 0.00 5 p0.11 0.00 0.00 0.12 0.00 0.00 C (r) 0_. 0 0.00 MINIMUM BONDED REBAR��-4' Tb (TWO WAY SECTION) SPAN As LEFT As MID TOP BOT TOP BOT (si/ft) (si/ft) (si/ft) (si/ft) C(1) 0.07 0.06 1 0.06 0.00 2 0.06 0.00 3 0.06 0.00 4,06 0.00 0.00 5 - 0.06 0.00 C(r) 0.06 0.00 BONDED REBAR LENGTHS SUPPORT SPAN LENGTH # 1 ft (ft) 1 5.01 1 .2.2.37 2 12_.49 2 - 3 12..11 3 - 4 12.11 4 - 5 1-1.18 5 26.54 6 5.71 As RIGHT TOP BOT (si./ft) (si/ft) 0.06 0.00 .00 0.07 0.06 0.00 1.00 0.00 0.06 0.00 1.00 0.00 0.06 0.00 1.00 0.00 0.06 0.00 1.00 0.17 0.06 0.00 TD NOTE: BARS MAY BE REDUCED BY 6 .in WITH A 1 ft STAGGER 0 a • 00 3 C� m 0 v CD a 0 �o v M�%4P� Cng[IfnlGGChig Onlc� 12M mcw'@)�d n'cnQ�9 ��a�4c� �Oo� 9 SUFflwg2Mc�, C���o4o�o�u�l J4�9(o� o �� e 6 '77��777 . # LL D CL V) tL z V) o a CO � V1 p a a Q. j V) .. w d _ J o I d. o a to C U O a N o U O V) c U O~ m o U - w V) a x w z m z a a 0 z o a LA W F - F- a 0 w w c� O 0- 0 o CL CL F- 0 _o Q , 3` w LL Z)Z m F- # w a. J 0 C Z V) } F- Uz O wo w F V) LL m O J z V) w Q w w V)O OO Cr F - w U z Q a a a. w .Q J F- \� a 3CC a a. J m , U V) - }. II II f{ II u V) E) Ix V) W a W =w rz- Ow CL CL W m ~ �w w �O z �a o �i �_ .1 � �i Z U W i In i ITR I sof INM �4�Wlx- Z a V) # LL D CL V) tL z V) o a CO � V1 p a a Q. j V) .. w d _ J o LL w a J -j 3 d. o a to C U O a N o U O V) c U O~ m o U w J w J w V) a x w z m a a 0 LA W F - F- a 0 w w 0- 0 o CL CL F- 0 _o Q , 3` a F- # w a. V) } F- V) w Cr F - w a. w .Q J a a. m , 4a�J }. V) w J w V) x w z a 0 LA W DC F- a w F- a 0 w 0- 0 o CL CL F- 0 _o 3` a o I. CL Z) # w a. V) } F- C WEI POST TENSIONED SLAB DESIGN SECTION DEAN7, SPAN GEOMETRY SPAN # SPAN RELATIVE SLAB W DL W LL RELATIVE (ft) EI/L PROPERTY (plf) (pl.f) C(1) 2.32 - 1 163.00 36.00 1 24.83 1.17 1 13.00 36.00 2 124.83 1.17 1 163.00 36.00 3 129.00 1.00 1 153.00 36.00 C(r) , 2.32 - 1 163.00 36.00 SUPPORT GEOMETRY SUPP 0 RELATIVE SUPPORT NOTE: j EI/L PROPERTY LIVE LOAD NOT SKIPPED 1 0.00 1 2 0.00 2 3 0.00 2 4 0.00 1 SUPPORT PROPERTIES COL TYPE COL W COL D DIAMETER HEIGHT SUPPORT RELATIVE (in) (in) (in) (ft) (in) E 1 0.00 0.00 - 1.00 14.00 0.00 2 0.00 0.00 - 1.00 59.00 0.00 SLAB PROPERTIES SLAB T LEFT T BOT T RIGHT T AVE TRIB RELATIVE (in) (in) (in) (in) (ft) E 1 - - - 7.50 1.00, 1.00 ULTIMATE MOMENTS ULTIMATE MOMENTS ARE REDUCED TO FACE OF SUPPORT. K FACTORS ARE CALCULATED FROM NON -REDUCED UILTIMATE MOMENTS AND ACTUAL CENTER TO CENTER SPANS K=WLL/M. SPAN Mu(L) -K Mu(MID) +K Mu(R) -K (ft -k) (.ft -k) (ft -k) C(l) -0.53 -2.00 1 0.00 -229.09 +11.48 +13.03 -8.71 -10.85 2 -10.85. +0.00 +65.06 -15.64 -7.87 3 -�10.33 13.62 -10.73 +16.11 +13.02 -0.00 -312.50 C(r) X0.53 -2.00 j COLUMN MOMENTS AND REACTIONS I SECONDARY MOMENTS I SUPPORT Mu REACTION SPAN -M(r) +M -M(1) (ft -k) (kips) (ft -k) -(ft-k) (ft -k) 1 ;0.00 3.63 1 -0.00 +0.12 -0.25 2 10.00 7.57 2 -1.90 +2.18 -2.45 3 10.00 8.80 3 -0.81 +0.40 -0.00 4 +0.00 11.11 WNAT37 Flnlg6rnPW- 6[n]g OffjC.1120011 anWAVOIT01 AW0,.q SSU5ft 2002�MfP(I�mlydi�rfimra_ � ,oast����� CoArn-flrn m AiIOZ_'�),lM) 97,1492 I: SECTION DEANZ I GENERAL DESIGN DATA MAX TENSION TOP = 380.00 psi f'c = 4.00 ksi MAX TENSION BOT = 380.00 psi fy = 50.00 ksi MAX COMPRESSION = 1800.00 psi F/A =150.00 psi MIN TENDON PROFILES (FROM SOFFIT) REBAR PROFILES (FROM SOFFIT) SPAN CGS CGS CGS SAG CGS CGS CGS # LEFT BOT RIGHT (in)LEFT BOT RIGHT ('in) (in) (in) (in) (in) (in) C(1) ;3.25 - 3.50 0.25 - - 3.50 1 j3.50 1.00 5.25 3.38 3.50 1.00 5.25 2 ,5.25 1.00 5.25 4.25 5.25 1.00 5.25 3 5.25 1.00 3.50 3.38 5.25 1.00 3.50 C(r) 3.50 - 3.25 0.25 3.50 - - STRESS DESIGN OUTPUT Y SPAN LOCA- Fe F/A Wbal ADL BAL Wnet TENS COMP TION (kips) (psi) (plf) (pl.f) (psi) (psi) C(1) - i 13.50 150.00 142.52 87.43 56.48 -138.97 161.02 1 B !14.90 165.60 70.10 43.01 128.90 380.00 711.21 2 R 14.28 1.58.70 105.56 64.76 93.44 380.00 697.41 B -158.69 158.70 3 B ,26.0? X89.08 86.32 52.96 112.68 380.00 958.15 C(r) - 11.50 150.00 142.52 87.►a3 56.118 -138.97 161.02 ULTIMATE DESIGN USE I �3 SPAN As LEFT As MID As RIGHT TOP BOT TOP BOT TOP BOT (si/ft) (si/ft) (SI/ft), (si/ft) (si/ft) (si/ft) C(1) 0.00 0.00 1 0.00 0.00 0.00 0.10 0.07 0.00 2 0.07 0.00 0.00 0.00 0.11 0.00 3 0.09 0.00 0.00 0.09 0.00 0.00 C(r) 0.00 0.00 ) � , y d+� MINIMUM BONDED REBAR ( �Gr. _5 , Z" (TWO WAY SECTION) SPAN C(1) 1 2 3 C(r) FT As MID r' As RIGHT 7 As LE .,. TO P BOT (si/ft) (si/ft) 0.07 0.00 0.07 0.00 0.07 0.00 0.07 0.00 TO P BOT (-Si/ft) (si/ft) 0.00 0.2.0 . 0.00 0.00 0.00 0.16 TOP BOT (si/ft) (si/ft) 0.07 0.00 0.07 0.00 0.07 0.00 0.07 0.00 , 20CU5� = 1,95y" U5g 5_oil � M90TV Eng6naoftg Onc� M)l Hoomwd Awe., Sc lft 202, , S uTfl �g��mQ, C��iOB�oTnk NOW a 49�i46 -7M. 1.. i Z Z o a c� Z w 0 O m z U O w0 w Ln 0V) Z Q �L O W N O Z J l f - O -� zU D z cr a 0 wa Q 3a �� C)U d a Q C) U II II II II u L/)o Irz W ►- a W =w FZ-Ow TFW m O ~ �w w �0 �, Q z d LL LL LL LL Li N RUN= III I mmimmmolm w a � D \\ J w O w T a a 0 N w a w M dl a N O W a x F- o 3 F - � a O a_ � N # w a w Q F- cr N � � 0 U W U0# ►= o a LL LL d 0 ►- o co 0 F- 0 m # cr .0 w a a v aEL .. a F- n- �� 1\ Q a N Q- D 0 z Q a 0 m Q 0 a D 0 J 3 J -j 3 U 0In U u N u w a � D \\ J w O w T a a 0 N w a w M dl a O W a x F- o 3 F - � a O a_ � N # w a w Q F- cr 0 w F- X w LL EL w O -� a n- m a a J } w J w a a � D \\ \ V O w T a 0 N w a w M F - a w 0 O W a x F- o 3 � a O a_ � N # w a I r, ° "i �WEI POST TENSIONED SLAB DESIGN:- SECTION 4 j SPAN,:' GEOMETRY SPAN # SPAN RELATIVE SLAB W DL W LL (ft) EI/L PROPERTY (plf) (plf) C(1) 2.32 - 1 163.00 36.00 1 24.83 1.17 1 163.00 36.00 2 24.83 1.17 1 163.00 36.00 3 24.83 1.17. 1 163.00 36.00 4 29.00 1.00 1 163.00 36.00 C(r) 2.32 - 1 163.00 36.00 SUPPORT GEO�ETRY SUPP # RELATIVE SUPPORT NOTE: EI/L PROPERTY LIVE LOAD NOT SKIPPED 1 0.00 1 2 0.00 2 3 0.00 2 4 0.00 2 5 0.00 1 SUPPORT PROPERTIES COL TYPE COL -W COL D DIAMETER HEIGHT SUPPORT RELATIVE (in) (in) (in) (ft) (.in) E 1 0.00 0.00 - 1.00 14.00 0.00 2 0.00 0.00 - 1.00 59.00 0.00 SLAB PROPERTIES SLAB # T LEFT T BOT T RIGHT T AVE TRIB RELATIVE (in) (in) (in) (in) (ft) E 1 - - - .7.50 1.00 1.00 ULTIMATE MOMENTS ULTIMATE MOMENTS ARE REDUCED TO FACE OF SUPPORT. K FACTORS ARE CALCULATED FROM NON -REDUCED ULTIMATE MOMENTS AND ACTUAL CENTER TO CENTER SPANS K=WLL/M. SPAN Mu(L) -K Mu(MID) +K Mu(R) -K (ft -k) (ft -k) (ft -k) C(1) -0.53 -2.00 1 -0.00 -22.9.09 +10.06 +14.50 -11.28 -9.29 D 2 -12.07 -9.29 +3.62 +25.84 -5.57 -15.40 0 3 -5.91 -15.40. +1.33 +38.67 -16.32 -7.50 4 -14.66 -10.23 +15.54• +13.42 -0.00 -312.50 o C(r) -0.53 -2.00 3 c� 0 d I IDm a 0 � iv T a o H �'li TV 1Eli]9urn]c 81119 aom&Td Ave., SUNS 202, uTlAngam@, CaW@Tnv @ 940T0 o 4T5-M@-7TT7; SOeCld1171no in the Ctr,,rtiir,l n-;- _r r _____._ n , SECTION )t COLUMN MOMENTS AND REACTIONS SECONDARY MOMENTS SAG CGS SUPPORT Mu REACTION SPAN -M(r) +M -Mll) RIGHT (ft-',,) (kips) (ft -k) (ft-'<) (ft -k) 1 0.00 2 1 -0.00 +0.112. -0.85 2 0.00 8.. P14 -2.?4 +1.21 -0.019 ? 0.00 ?o 3 -0.?8 +1.r,8 -2.07 is 0.00 ^ .07 -1 .09 +0.54 -0.00 5 0.00 )1.07 4.�5 9. ?1; 1.00 GENERAL DESIGN DATA MAX TENSION TOP = 390.00 psi MAX TENSION BOT = 380.00 psi MAX COMPRESSION = 1800.00 psi TENDON PROFILES (FROM SOFFIT) f'c = )1.00 ksi fy = 50.00 ksi FIA -150.00 nsi MIN RE13AR PROFTLES (FROM SOFFTT) SPAN 6GS CGS CGS SAG CGS CGS CGS LEFT ROT RIGHT (in) LEFT BOT RIGHT (in) (in) (in) (in) (in) (in) C(1) 3.25 - 3.50 0.25 - - 3.50 1 1.50 1.00 5.25 3.28 ?.50 1.00 5.?5 2 5.25 1.00 F.?5 4.�5 9. ?1; 1.00 5.:25 ? 5.?S 1.00 5.25 4.25 5.?5 1.00 5.25 4 5.?5 1.00 3.50 ?.-�8 5.?5 1.00 ?.50 C(r) ?.50 - 3.25 0.25 ?.50 - - STRESS DESIGN OUTPUT SPAN LOCA- Fe F/A Whal. °DL BAL Wnet TENS COMP TION (kips) (psi) (pl.f) (plf) (psi.) !psi.) C(1.) - 13.50 150.00 142,52 87.47 55.118 -138.97 161,09. 1 R 14.C;8 162..00 58.58 ►12.07 110.42 380.00 7011-00 B 121.61 6115.61 L 13.50 150.00 np.77 61.21 on.?3 ?01.50 501.50 R 17.66 282.3? 3 R 111.70 163.86 108.66 rl6.6.5 00.-�1380.00 705.72 R `^ -119.1() 207.52 4 R CQ.9? 2.80.?1 8?.70 F1.?5 115.?0 ?80.00 OhO .(,2 C(r) - ., 1F0.00 87,).1? 56.48 -138.()7 151.0.?_ �� ULTIMATE DESIGN '�- I �' x SPAN As LEFT As MID As RIGHT TOP BOT TOP BOT TOP ROT (si/ft) (si.tft) (si./ft) (si./ft) (Si./ft) (si/ft) ((1) 0.00 0.00 1 0.00 0.00 0.00 0.06 0.17 0.00 ? 0.1l1 0.00 0.00 0.00 0.00 0.00 ? 0.00 0.00 0.00 0.00 0.13 0.00 4 0.14 0.00 0.00 0.09 0.00 0.00 C(r) 0.00 0.00 +�'_� zlitUji C InI! j��i1c�C P(I�11 j fllom. Uffl How1w�qjPgl /Awa,.9 BUNS 202 9 - UvUrngw rlQo C @Wovnk SWO 0 M -3,68-7M SECTION MINIMUM BONDED REBAR (TWO WAY SECTION) SPAN As LEFT TOP BOT (si/ft) (si./ft) C(1) MID As RIGHT 1 0.07 0.00 2 0.07 0.00 (si/ft) 0.07 0.00 4 0.07 0.00 C(r) 0.07 0.00 BONDED REBAR LENGTHS SUPPORT SPAN LENGTH # 0.00 (ft) 1 0.00 r.01 0.07 1 22.37 2 2 - R 12.11 3 _ 4 2� .54 5 5.71. J As MID As RIGHT TOP ROT TOP BOT (si/ft) (si/ft) (si/ft) (si/ft.,) 0.07 0.00 0.00 0.i5 0.07 0.00 0.00 0.00 0.07 0.00 0.00 0.00 0.07 0.00 0.00 0.15 0.07 0.00 NOTE: BARS MAY BE REDUCED BY 5 in WITH A 1 ft STAGGER 0 a d s 3 d C CD 0 d a n N i VVMVt Leri hila Triglicg 11RC, I -'0T H1 0 AVCHVC01 GJe�c�,o 3.0 tt- 202- 9 UuFfl )pme9 C��aNgou k NOW o M-2348-71T�l Z Z 1) a iU ZO LL) w O 0 m d Z UZ O wp w F- �n wm p Z n Q Z Ow O O r J h - J U Q w a = Z a rd Q oU N 3 cy- II Il II II u u �z W r nW =w Ow p z n o O n W C� O T a z 3 o V) W>1 LL Li Li 11 CL N m w # J J F- w w 0 3: w o O m a o p o -� Cf) r m O i t1 F -- LL ff 1- J J N N # D D_ X a D_ i a. D_ Z 0. Z ffl D_ 0 O n a J J to to N Q 4J a CLDLD1L d J w d d C� c� l� U cn to N 0 N 3 3 U U U U w J J w w G- 3: m V) F- w r Q 0 O V) r 4J W a. w d d a: U) w a- wCc " 0 = a: F- F- W LL D- w 0.4 O# D_ I -w O J D a a n_ „ F- m# J � w J w G- 3: V) ►- w f Q 0 V) r W a. w F- d a: w a- 0 = a: F- 0.4 O# D_ I -w D a F- WEI POST TENSIONED SLAB DESIGN SECTION DEANZ SPAN GEOMETRY SUPPORT Mii ULTIMATE MOMENTS ARE SPAN # SPAN RELATIVE SLAB W DL W LL (ft) EI/L PROPERTY (plf) (plf) C(1) 2.32 - 1 83.00 36.00 1 27.58 1.00 1 83.00 36.00 2 27.50 1.00 1 83.00 36.00 3 27.58 1.00 1 83.00 36.00 C(r) 2.32 - 1 83.00 96.00 SUPPORT GEOMETRY -12.28 -10.10 2. -12.45 SUPP # RELATIVE SUPPORT NOTE: -12.46 -10.04 EI/L PROPERTY LIVE LOAD NOT SKIPPED 1 0.00 1 C(r) -0.32 -2.00 2 0.00 1 3 0.00 1 4 0.00 1 SUPPORT PROPERTIES COL TYPE I'COL W COL D DIAMETER HEIGHT SUPPORT (in) (in) (in) (ft) (in) 1 0.00 0.00 - 1.00 14.00 SLAB PROPER7TES SLAB # T LEFT T BOT T RIGHT T AVE TRIG (in) (in) (in) (in) (ft) 1 - - - 6.50 1 00 RELATIVE E 0.00 RELATIVE E 1 00 Q ) ULTIMATE i I MOMENTS I SECONDARY MOMENTS SUPPORT Mii ULTIMATE MOMENTS ARE REDUCED TO FACE OF SUPPORT. K FACTORS ARE CALCULATED FROM NON -REDUCED ULTIMATE MOMENTS AND ACTUAL CENTER TO CENTER SPANS , K=WLL/M. SPAN Mu(L) -K Mu(MID) +K Mu(R) -K 2 (ft -k) 5.35 (ft -k) -1.11 (ft -k) -1.11 C(1) 0.00 5.35 3 -0.88 -0.82 -2.00 1 -0.00 -282.65 +9.49 +13.57 -12.28 -10.10 2. -12.45 -10.04 +2.95 +39.41 -12.46 -10.04 3 -12.28 -10.10 +9.49 +13.57 -0.00 -2.82.65 C(r) -0.32 -2.00 COLUMN MOMENTS AND REACTIONS SECONDARY MOMENTS SUPPORT Mii REACTION SPAN -M(r) +M -M(1) (ft -k) (kips) (ft -k) (ft -k) (ft -k) 1 0.00 2.39 1 -0.00 +0.44 -0.88 2 0.00 5.35 2 -1.11 +1.11 -1.11 3 0.00 5.35 3 -0.88 +0.44 -0.00 4 0.00 2.39 WTV1 fEw9h)) (3An,g 4UC120"] Moo mavd Aws.9 SUN@ 20029 9uvHngc2m@, C04mhq 94010 0499��34o�a`�9a i SECTION DEANZ GENERAL DESIGN DATA MAX TENSION TOP = 380.00 psi :MAX TENSION BOT = 380.00 psi MAX COMPRESSION = 1800.00 psi TENDON PROFILES (FROM SOFFIT) f'c = 4.00 ksi fy = 50.00 ksi F/A =150.00 psi MIN REBAR PROFILES (FROM SOFFIT) SPAN CGS CGS CGS SAG CGS CGS CGS # LEFT BOT RIGHT (in) LEFT BOT RIGHT C(1) (in) (in) (in) 148.81 (in) (in) (in) C(1) 3.25 - 3.50 0.25 - - 3.,50 1 3.50 1.00 5.25 3.38 3.50 1.00 5.25 2 5.25 1.50 5.25 3.75 5.25 1.50 5.25 3 5.25 1.00 3.50 3.38 5.25 1.00 3.50 C(r) 3.50 - 3.25 0.25 3.50 - - STRESS DESIGN OUTPUT SPAN LOCA- Fe F/A Wbal %DL BAL Wnet TENS COMP BOT TION (kips) (psi) (plf) (plf) (psi) (psi) C(1) - 11.70 150.00 123.52 148.81 -4.51 -151.16 148,83 1 R 118.22 233.60 56.60 68.19 62.40 380.00 8117.19 0.00 B 0.06 0.00 3 0.06 240.56 707.75 2 R '17.01 218.01 59.04 71.14 59.96 380.00 816.03 B -76.34 359.68 3 L 18.2 233.60 56.60 68.19 62.40 380.00 847.19 B 240.56 707.75 C(r) - 11.70 15O.II00 123.52 148.81 -4.51 -151.16 148.83 ULTIMATE DESIGN SPAN As LEFT As MID,., As RIGHT TOP BOT TOP % BOT TOP BOT (si/ft) (si/ft) (si/ft) (si/ft) (si/ft) (si/ft) C(1) �`0.00 1 0.00 0.00 0.00 0.06 } \0� 16 0.00 2 0.15 0.00 0.00 0.00 0.15 ' 0.00 3 0.16 0.00 0.00 0.06 0.00 0.00 C(r) 0.00 0.00 MINIMUM BONDED REBAR (TWO WAY SECTION) SPAN As LEFT As MID As RIGHT TOP BOT TO P BOT TOP BOT (si/ft) (si/ft) (si/ft) (si/ft) (si/ft) (si/ft) C(1) 0.06 0.00 1 0.06 0.00 0.00 0.08 0.06 0.00 2 0.06 0.00 0.00 0.06 0.00 3 0.06 0.00 0.00 0.08 0.06 0.00 C(r) 0.06 0.00 l W�� n,y Eliq mlrwAng Ora, U001 ao waird Awe, WKS, 202, uFflnngaamivo CaMoTM& 940100 0 415-348-71117 Specializing in the Structural Design of ConrrPtP Ri iilriinoc Z O U W U9 Q Q 1 J Q W Z QD IN m V D\ � f ;a 0 a 0 O 0 „ a O CDf m � !— LL 0. H J J v) N a a s o. a a a i z 0 z 'm 0 Q a Q Q a J J to In In . v) N 0 0 0 0 3 3 U U U U w J W 0. J 3 W z 0. z L /� m � c.7 z o O ( \\\ cr Q w m LL � F- - oQ C U z Ow 0 LL, 1-- cn � 3 WO m O CL V) J z tL �` H z O W. v) O O J t - 1t� Ld W J J Q ~ ° ° LJ 4j Y 0 p U v1 II II II II u - z it z ~O a z W �a 0w m � �w tali DO Z a ° v) i LL LL LL tl LL N M w J W 0. J 3 W 0. m w z cr Q F- - LnF- 0 a a x ►- o �i � 3 O CL V) # } F- F - H 4j Y 0 W " a w LL a- w O J a a m# Q a \ � F— w J W 0. 3 w z Q ° LnF- 0 a a x ►- o �i � 3 O CL V) # } H P WEI POST TENSIONED SLAB DESIGN SECTION DEANZ SPAN GEOMETRY SPAN # SPAN RELATIVE SLAB W DL W LL (ft) EI/L PROPERTY (plf) (plf) C(l) 4.76 - 1 83.00 36.00 1 12.82 2.35 1 83.00 36.00 2 30.16 1.00 1 83.00 36.00 3 13.75 2.19 1 83.00 36.00 4 13.75 2.1(? 1 83.00 36.00 51 30.16 1.00 1 83.00 36.00 6'12.82 2.35 1 83.00 36.00 C(r) 4.76 - 1 83.00 36.00 SUPPORT GEOMETRY SUPP # RELATIVE SUPPORT NOTE: EI/L PROPERTY LIVE LOAD NOT SKIPPED 1 0.00 1 2 0.00 2 3 0.00 2 4 0.00 2 . 5 0.00 2 6 0.00 2 7 0.00 1 SUPPORT PROPERTIES COL TYPE COL W COL D DIAMETER HEIGHT SUPPORT RELATIVE (in) (in) (in) (ft) (in) E 1 0.00 0.00 1.00 14.00 0.00 2 0.00 0.00 - 1.00 69.00 0.00 SLAB PROPERTIES SLAB # T LEFT T BOT T RIGHT T AVE TRIB RELATIVE (in) (in) (in) (in) (ft) E 1 - - - 6.50 1.00 1.00 ULTIMATE MOMENTS ULTIMATE MOMENTS ARE REDUCED TO FACE OF SUPPORT. K FACTORS ARE CALCULATED FROM NON -REDUCED ULTIMATE MOMENTS AND ACTUAL CENTER TO CENTER SPANS , K=WLL/M. SPAN Mu(L) -K Mu(MID) +K Mu(R) -K (ft -k) (ft -k) CM -1.70 -2.00 1 '-1.84 -14.51 +0.00 1E99 -7.51 -2.69 2-6.01 -14.86 +6.45 +18.13 -6.74 -13.81 3 -8.12 -2.87 +0.00 1E99 -0.74 -20.58 4 -0.74 -20.58 +0.00 1E99 -8.12 -2.87 5 -6.74 -13.81 +6.45 +18.13 -6.01 -14.86 6 -7.51 -2.69 +0.00 1E99 -1.84 -14.51 C(r) -1.70 -2.00 MTV EnooheoAng Dm UM Hoo Moroi Awo, SuNe 202, o mTHngQmm, C apwovnk 04090 o,60-3,66-7fa SECTION DEANZ psi f'c = 4,00 ksi ADL BAL c / COLUMN MOMENTS AND REACTIONS SECONDARY MOMENTS fy = 60.00 ksi SUPPORT Mu REACTION SPAN -M(r) +M -M(1) MIN (ft -k) (kips) (FROM SOFFIT) (ft -k) (ft -k) (ft -k) 1 ! I ! 0.00 1.29 1 -0.00 +0.15 -0.29 2 0.00 4.47 2 +0.13 -0.02 -0.08 3 0.00 4.65 3 -0.48 -0.62 +1.72 4 0.00 0.98 4 +1.72 -0.62 -0.48 5 '0.00 4.65 5 -0.08 -0.02 +0.13 6 0.00 4.47 6 +0.06 -0.03 -0.00 7 0.00 1.29 0.49 5.25 4.75 5.25 GENERAL DESIGN DATA 5 -?5 0.49 5.25 4.75 5.25 5 5.25 Q 5.25 4.25 5.25 1.00 5.25 MAX TENSION TOP = 380.00 psi f'c = 4,00 ksi ADL BAL 188.63 MAX TENSION BOT = 380.00 psi fy = 60.00 ksi C(1) - MAX COMPRESSION = 1800.00 psi F/A =150.00 psi MIN 11.70 TENDON PROFILES (FROM SOFFIT) 63.86 REBAR PROFILES (FROM SOFFIT) SPAN CGS CGS CGS SAG CGS CGS CGS # LEFT BOT RIGHT (in) LEFT BOT RIGHT (in) (in) (in) L (in) (in) (in) C(1) 3.25 - 3.78 0.53 - - 3.78 1 3.78' 3.85 5.25 0.66 3.78 3.85 5.25 2 5.25 -1.00 5.25 4.25 5.25 1.00 5.25 3 5.25 4.75 5.25 0.49 5.25 4.75 5.25 4 5.25 4.75 5 -?5 0.49 5.25 4.75 5.25 5 5.25 1.00 5.25 4.25 5.25 1.00 5.25 6 5.25 3.96 3.78 0.55 5.25 3.96 3.78. C(r) 3.78 - 3.25 0.53 3.78 - - STRESS DESIGN OUTPUT SPAN B LOCA- Fe F/A Wbal ADL BAL 188.63 TION (kips) (psi) (plf) 599.33 C(1) - 11.70 150.00 53.00 63.86 1 R 11.70 150.00 53.00 63.86 B wat"q Ernl&looavong Mcg `d= Noma Irdo Awaq, SUBS 202 , uFfing2m, caflgomh SUM 0 05468M 7 2 R 11.70 150.00 53.42 64.36 B 3 L 11.70 150.00 53.00 63.86 B 4 R 11.70 150.00 53.00 63.86 � Wnet TENS COMP (plf) (psi) (psi) 66.00 -60.38 239.61 66.00 ?46.90 546.90 149.99. 150.00 65.58 203.91 503.91 188.63 488.63 66.00 2.78.8..6 578.8.6 -149.99 150.00 66.00 278.86 578.86 -14q 99 T15o 00 r 5 L 11.70 150.00 53.42 64.36 65.58 203.91 503.91 B 188.63 488.63 6 L 11.70 150.00 44.28 53.35 74.72 299.33 599.33 B ---- -149.99 150.00 C(r) 11.70 150.00 53.00 63.86 66.00 -60.38 239.61 �u ou- 9 I wat"q Ernl&looavong Mcg `d= Noma Irdo Awaq, SUBS 202 , uFfing2m, caflgomh SUM 0 05468M 7 SECTION DEANZ ULTIMATE DESIGN IGHT SPAN As LEFT As MID As R TOp BOT TOP BOT TOP BOT (si/ft) (si/ft) (si/ft) (si/ft) (si/00) (s0 /00) 0.C(1)0.00 1 0.00 0.00 0.00 0.00 0.07 2 0.02 0.00 0.00 0.02 0.05 0.00 3 0.o9 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.09 0.00 5 0.05 0.00 6 0.00 0.00 0.00 0.00 - 0.0 0.00 .C(r) 0.:00 0.00 MINIMUM BONDED REBAR (TWO WAY SECTION) SPAN As LEFT As MID As RIGHT TOP BOT TOP BOT TOP BOT (si/ft) (si/ft) (si/ft) (si/ft) (si0/fft6) (so/foto) C(1) O.Oh 0.00 1 0.06 0.00 0.00 0.00 0.06 0.00 2 0.06 0.00 0.00 0.07 3 0.05 0.00 0.00 0.00 0.06 0.00 4 0.06 0.00 0.00 00 0.06 0.00 5 0.06 0.00 0.00 .0 0.06 0.00 6 0.06 0.00 0.00 0.00 0.06 0.00 C(r) 0.06 0.00 5(2 4,O- BONDED REBAR LENGTHS SUPPORT SPAN LENGTH NOTE: BARS MAY BE REDUCED BY # (ft) 6 in WITH A 1 ft STAGGER 1 3.42_ ' 1 - 2 11.37 2 25.41 3 11-15 3 - 4 8.41 4 - 5 11.15 5 25.41 6 11.37 6 - n 7 3.42 a ! 3 x C� m of D m O �O d a 7 A � wWv\q Enghlcawh)g Mcg 9209 momud Awe, soft 2029 0uMnpmma' CaWaTnk X4090 0415-340-7117 z O F -- U W v) W 1 w f a ,VL) J w m \� x U w T m Q o � r V)I-- w T 0- w w 0 w > w Q Z COL CL D Z o cr \y r z U 16 zO w LL O p p z w U Z O w 0 W LrL � .O M w r U1 O� J �Z m Q w 0 - VI V r C`n Q Z O J to O a Q O O co O f- ~ O r w w r J Q Q \ < = U Z Q W f' p \�v J < Q p (L d 0 Z Q N m Q o 0. d 03: J w �� to U N U N U o U J cr U QD cn 11 II II II {I u V) Z W -z ? W r n W =w r Ow 0 W mz oW w DO n ,.+ T Q Z d p N lJ LL LL LL LL L nj m z O F -- U W v) W 1 w 4 a ,VL) J w m \� x U w T m Q o � r V)I-- w T 0- w w 0 w > w Q , COL CL D w (L \y r z U w W LrL � .O M m Q w 0 - VI V r C`n a Q O O co O f- O m r w w r Z Q N (L d 0 Z Q N m Q o 0. d 03: J J 3: to U N U N U o U w 4 a ,VL) J w m \� x U w T m Q o � r V)I-- w T 0- w w 0 w > w Q , COL CL D w (L \y r z U w W LrL � .O w J m Q w 0 - VI V r w J w cr 4 a ,VL) \� x U w T Q o � V)I-- w T 0- w w 0 w a o a x o COL CL D w (L \y W WEI POST TENSIONED SLAB DESIGN SECTION TO FACE OF SUPPORT. K FACTORS ARE CALCULATED FROM NON -REDUCED ULTIMATE MOMENTS AND ACTUAL CENTER TO CENTER SPANS SPAN GEOMETRY SPAN Mu(L) -K Mu(MID) +K SPAN # SPAN RELATIVE SLAB W DL W LL o (ft) EI/L PROPERTY (plf) (plf) C(1) 2.32 - 1 83.00 36.00 -0.37 1 12.82 2.35 1 83.00 36.00 2 2 30.16 1.00 1 83.00 36.00 -14.25 3 13.75 2.19 1 83.00 36.00 -0.00 SUPPORT GEOMETRY SUPP RELATIVE SUPPORT NOTE: SECONDARY MOMENTS EI/L PROPERTY LIVE LOAD NOT SKIPPED SPAN -M(r) 1 0.00 1 (ft -k) (kips) 2 0.00 2 (ft -k) 1 0.00 0.71 3 0.00 2 +0.31 -0.62 2 0.00 4 0.00 1 2 +0.04 -0.02 +0.01 3 SUPPORT PROPERTIES 4.72 3 -0.62 +0.31 -0.00 COL TYPE COL W COL D DIAMETER HEIGHT SUPPORT RELATIVE (in) (in) (in) (ft) (in) E 1 0.00 0.00 - 1.00 14.00 0.00 2 0.00 0.00 - 1.00 6q.00 0.00 SLAB PROPERTIES SLAB # T LEFT T BOT T RIGHT T AVE TRIB RELATIVE (in) (in) (in) (in) (ft) E 1 - - - 6.50 1.00 1.00 ULTIMATE MOMENTS ULTIMATE MOMENTS ARE REDUCED TO FACE OF SUPPORT. K FACTORS ARE CALCULATED FROM NON -REDUCED ULTIMATE MOMENTS AND ACTUAL CENTER TO CENTER SPANS , K=WLL/M. SPAN Mu(L) -K Mu(MID) +K Mu(R) -K (ft -k) (ft -k) (ft -1c) C(1) -0.32 -2.00 1 -0.37 -61.07 +0.00 1E99 -7.59 -2.60 2 -6.32 .-14.40 +6.46 +18.12 -6.42 -14.25 3 -7.59 -2.96 +0.00 1E99 -0.00 1E99 COLUMN MOMENTS AND REACTIONS SECONDARY MOMENTS SUPPORT Mu REACTION SPAN -M(r) +M -M(1) (ft -k) (kips) (ft -k) (ft -k) (ft -k) 1 0.00 0.71 1 -0.00 +0.31 -0.62 2 0.00 4:64 2 +0.04 -0.02 +0.01 3 0.00 4.72 3 -0.62 +0.31 -0.00 4 0.00 0.40 z + URI v �riniouinvQlroMID am T(0)� a��9�pra1 /%ws, SSO% 202 9 BuTHng m o, cmc volpnu& 940o To 0 IM -346-7117 SECTION DEAN? LOCA-+ Fe F/A GENERAL DESIGN DATA `,ADL BAL Wnet i MAX TENSION TOP = 380.00 psi MAX,TENSION BOT = 380.00 psi MAX COMPRESSION = 1800.00 psi TENDON PROFIILES (FROM SOFFIT) SPAN ICGS CGS CGS LEFT BOT RIGHT (in) (in) (in) C(1) `3.25 - 3.37 1 '•37 3.56 5.25 2 ,5.25 1.00 5.25. 3 5.25 3.35 3.25 STRESS DESIGN OUTPUT a f'c = 4.00 ksi fy = 60.00 ksi F/A =150.00 psi MIN SAG (in) 0.12 0.75 4 .?5 0.90 m REBAR PROFILES (FROM SOFFIT) CGS LEFT (in) 3.37 5.25 5.25 CGS BOT (in) 3.56 1.00 3.35 CGS RIGHT (in) 3.37 5.25 5.25 3.25 SPAN LOCA-+ Fe F/A Wbal `,ADL BAL Wnet TENS COMP TOP TION ',(kips) (psi) (plf) (si/ft) (plf.) (psi) (psi) C(1) - 11.70 150.00 60.00 72.29 59.00 -134.66 165.3 1 R 11.70 150.00 60.00 72.2..9 .59.00 208.55 508.55 0.00 3 0.05 0.00 0.00 �-•0.00 0.00 0.00 -149.99 150.00 2 B B70 VV ✓- 1 149.99 53.42 64.�6 .65.58 189.00 488.98 3 L 11.70 150.00 60.00 72.29 59.00 208.33 508.33 B -149.99 150.00 ULTIMATE DESIGN SPAN As LEFT As MID As RIGHT TOP BOT TOP BOT TOP BOT (si/ft) (si/ft) (si/ft) (si/ft) (si/ft) �si/ft) C(1) 2 0.06 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 :. 0.00 0.06 0.00 2 0.03 0.00 0:00" 0.02 0.03 0.00 3 0.05 0.00 0.00 �-•0.00 0.00 0.00 MINIMUM BONDED REBAR VV ✓- 1 (TWO WAY SECTION) SPAN As LEFT BOT As TOP MID BOT As RIGHT TOP BOT TOP (sgft) (si/ft) (si/ft) (si/ft) (si/ft) (si/ft) C(1) 0.06 0.00 1 01.06 0.00 0.00 .00 0.06 0.00 2 0.06 0.00 0.00 0.07 0.06 0.00 3 .06 0.00 0.00 0.00 0.06 0.00 VV ✓- 1 Mn9Nr y C IiilgcM nlox@Arrilgg �ncn UM moo ws d Awe., SUM 202, B uTflnpma' CaWavnk okoo to o M- 3'S 0111 ` 7 f W J W a J m F- Z Q in c a a to w z Q o �t O Q- CO Q i Q a a a d o i d _ w p 3 LL Cl. w J 3 O F a N (D U Q m m U U O F- i (.9 U O m 0 U 41 3 F- 2 l7 d w Z Z o M w O -i LL J 4 tL w -1 �, F- CL 2 m # w d 2 C)Z O WQ W F- Vn _Q d 2 LL 0 m J Z to F- W CL W QZ O N O 1 M F- J w 0- QO m Q 0 Z Q ► 0 z F d w -JQ d W 0 -cc cc, d 3 F- J o� 3 cr O C CL # W , V _ II II II II u V' D n. z z F- W 0- FwTd WOO F- 0 z ZQ W m ~d�O .1 , Qw d o . LL LL (L LL NO !') W J W a J m F- Z Q in c a a to w z Q o �t O Q- CO Q i Q a a a d o i d _ w p 3 LL Cl. w J 3 O F a N (D U Q m m U U O F- i (.9 U O m 0 U W J W a J m F- w w Q � 41 3 F- 2 l7 d w F- w Cl. O a tL w -1 �, F- CL 2 CD Q # w J w 3 F- 2 w 2 _Q d 2 to F- W CL W d M w 0- 0 z F cc, d 3 F- cr O C CL # W , D n. F- r U WEI POST TENSIONED SLAB DESIGN SECTION DEAN? SPAN GEOMETRY SPAN # I SPAN RELATIVE SLAB W DL W LL I (ft) EI/L PROPERTY (plf) (plf) 1 24.00 1.00 1 83.00 36.00 SUPPORT GEOMETRY SUPP.# RELATIVE SUPPORT NOTE: EI/L PROPERTY. LIVE LOAD NOT SKIPPED 1 0.00 1 2 0.00 1 SUPPORT PROPERTIES I COL TYPE . SCOL W COL D DIAMETER HEIGHT SUPPORT RELATIVE (in) (in) (in) (ft) (in) E 1 0.00 0.00 - 1.00 0.00 0.00 i SLAB PROPERTIES SLAB # T LEFT T BOT T RIGHT T AVE TRIB RELATIVE (in) (in) (in) (in) (ft) E 6.50 1.00 1.00 ULTIMATE MOMENTS ULTIMATE MOMENTS ARE REDUCED TO FACE OF SUPPORT. K FACTORS ARE CALCULATED FROM NON-REDUCED ULTIMATE MOMENTS AND ACTUAL CENTER TO CENTER SPANS , K=WLL/M. SPAN Mu(L) -K Mu(MID) +K Mu(R) -K (ft-k) (ft-k) (ft-k) 1 -0.00 1E99 +12.77 +8.00 -0.00 1E99 COLUMN MOMENTS AND REACTIONS SECONDARY MOMENTS SUPPORT Mu REACTION SPAN -M(r) +M -M(1) (ft-k) (kips) (ft-k) (ft-k) (ft-k) 1 0.00 2.13 1 -0.00 +0.00 -0.00 2 0.00 2.13 GENERAL DESIGN DATA MAX TENSION TOP = 380.00 psi f'c = 4.00 ksi MAX TENSION �OT = 380.00 psi fy = 60.00 ksi cl MAX COMPRESSION = 1800.00 psi F/A =150.00 psi MIN 3 TENDON PROFILES (FROM SOFFIT) REBAR PROFILES (FROM SOFFIT) SPAN CGS CGS CGS SAG CGS CGS CGS # LEFT BOT RIGHT (in) LEFT BOT RIGHT (inn) (in) (in) (in) (in) (in) 1 3.25 1.00 3.25 2.25 3.25 1.00 3.25 Engh)aaeng enc. T201Hoo mwd zw@., w2a 2o2, B t���BWg2 m@, C��amou m a NOW c340 -349-7M. ! c _._ :_:_ - - - SECTION DEANZ STRESS DESIGN OUTPUT SPAN LOCA- Fe F/A TIONC� (Psi) 1 B 21.21 271.95 ULTIMATE DESIGN SPAN As LEFT TOP BOT (si/ft) (si/ft) 1 0.00 0.00 4 MINIMUM BONDED REBAR (TWO WAY SECTION) SPAN As LEFT TOP BOT (si/ft) (si/ft) 1 0.06 0.00 BONDED REBAR LENGTHS SUPPORT SPAN LENGTH # # (ft) 1 4.00 1 25.00 2 4.00 Wbal %DL BAL Wnet TENS COMP (Plf) (Plf) (Psi) (Psi) 55.211 66.55 63.76 380.00 923.89 As MID As RIGHT `TOP BOT TOP BOT (si/ft) (si/ft) (si/ft) (si/ft) 0.00 0.14 0.00 0.00 As MID As RIGHT TOP BOT TOP BOT (si/ft) (si/ft) (si/ft) 0.000.14 0.06 0.00 - 6@ ZCo'I c� ,cc , -T NOTE: BARS MAY BE REDUCED BY 6 in WITH A 1 ft STAGGER Y41 %ty Hamavd Aws., Sub g, �0� , aorr��W���Qfl C���b�orro�b� �4U90o 0 49�� 340 =�199a .�„gialab, t1_StiP S�cuctutalA�si�n n{ C nnGC�sA wLii _^.L ' o n m 3 n m o i 3 d m 0 0 m v n %ty Hamavd Aws., Sub g, �0� , aorr��W���Qfl C���b�orro�b� �4U90o 0 49�� 340 =�199a .�„gialab, t1_StiP S�cuctutalA�si�n n{ C nnGC�sA wLii _^.L Z O U W cn jN p a 0 O O o aILo m a C a CL CL Z Cl. Z CO a J J ✓L V) V) Q a- Q Q a (LDD-_j:)O-J0000 N 0 0 0 0 0 3 3 U U U U w J W cr I CD w 7 Q ++ a \� ,1 x z Ln w a 41 W 2 Z a c �O Z cr- w a_ O a CL t~i w -1 a W m a J a W � w 0 w w CO Ir O CL DW � V) O z N U z O W O W F- N WO m J �z q Q v w 02 x0 I - O J r' Q V)a = U G D wa a aw �Da cr U Q - II II it II u (A0 az W aW =w Ow Z m O f- o� a a� w a >, Q Z o vii Ll Ll. LL Ll. LL nj Z O U W cn jN p a 0 O O o aILo m a C a CL CL Z Cl. Z CO a J J ✓L V) V) Q a- Q Q a (LDD-_j:)O-J0000 N 0 0 0 0 0 3 3 U U U U w J W cr J W CD w 7 Q ++ a \� ,1 x Ln w a 41 W 2 cr- w a_ O a CL t~i w -1 a W m a J a W � w 0 w J W a \� x W 2 0 a W W � w 0 CL Ir O CL DW � V) d �- H N WEI POST TENSIONED SLAB DESIGN SECTION DEANZ SPAN GEOMETRY SPAN # SPAN RELATIVE SLAB W DL W LL (ft) EI/L PROPERTY (plf) (plf) C(1) i 8.41 - 1 83.00 36.00 1 112.82 2.35 1 83.00 36.00 2 30.16 1.00 1 83.00 36.00 3 13.75 2.19 1 83.00 36.00 SUPPORT GEOMETRY SUPP # RELATIVE SUPPORT NOTE: EI/L PROPERTY LIVE LOAD NOT SKIPPED 1 0.00 2 2 0.00 2 3 0.00 2 4 0.00 1 SUPPORT PROPERTIES COL TYPE COL W COL D DIAMETER HEIGHT SUPPORT RELATIVE (in) (in) (in) (ft) (in) 9 1 0.00 0.00 - 1.00 14.00 0.00 2 0.00 0.00 - 1.00 69.00 0.00 SLAB PROPERTIES SLAB # T LEFT T BOT T RIGHT T AVE TRIB RELATIVE (in) (in) (in) (in) (ft) E' 1 - - - 6.50 1.00 1.00 ULTIMATE MOMENTS ULTIMATE MOMENTS ARE REDUCED TO FACE OF SUPPORT. K FACTORS ARE CALCULATED FROM NON -REDUCED ULTIMATE MOMENTS AND ACTUAL CENTER TO CENTER SPANS , K=WLL/M. SPAN Mu(L) -K Mu(MID) +K Mu(R) -K (ft -k) (ft -k) (ft -k.) C(1) -3.54 -2.00 1 -4.76 -4.65 +0.00 1E99 -7.58 -2.85 2 -5.41 -15.78 +6.78 +17.48 -6.68 -13.84 3 -7.88 -2.88 +0.00 1E99 -0.00 1E99 COLUMN MOMENTS AND REACTIONS SECONDARY MOMENTS SUPPORT Mu REACTION SPAN -M(r) +M -M(1) 3 (ft -k) (kips) (ft -k) (ft -k) (ft -k) 0 1 0.00 2.32 1 -0.00 +0.20 -0.40 0 2 0.00 4.07 2 +0.31 -0.12 -0.06 . 3 0.00 4.79 3 -0.49 +0.25 -0.00 4 0.00 0.37 0 d N ` g' FV 1EvlV1n)@(3Nn9 ORC. UM HoDmud G° S@., 202, BuFfingame, caflvomis X4090 0 C5- 349-7- In PriAll7ln❑ in tho I'1,..:.... ..r l-_____._ n , SECTION DEAiZ GENERAL DESIGN DATA i MAX TENSION TOP = 380.00 psi f'c = 4.00 ks.i MAX TENSION BOT = 380.00 psi fy = 60.00 ksi MAX COMPRESSION = 1800.00 psi F/A =150.00 psi MIN TENDON PROFILES (FROM SOFFIT) REBAR PROFILES (FROM SOFFIT) SPAN CGS CGS CGS SAG CGS CGS CGS LEFT BOT RIGHT (in) LEFT BOT RIGHT (in) (in) (in) (in) (in) (in) C(1) 3.25 - 4.25 1.00 - - 4.25 1 '4.25 4.34 5.25 0.40. 4.25 4.34 5.25 2 5.25 1.00 5.25 4.2.5 5.25 1.00 5.25 3 5.25 3.42 3.25 0.82 5.25 3.42 3.25 STRESS DESIGN OUTPUT SPAN LOCA- Fe F/A Wbal %DL BAL Wnet TENS COMP TION (kips) (psi) (pl.f) (plf) (psi) (psi) C(1) - 11.70 150.00 58.27 70..20 60.73 22.25 322.25 1 R 11.70 150.00 55.00 66.27 64.00 238.24 538.24 B -149.99 150.00 2 B 150.00 53.42 64.37 65.58 205.99 505.99 3 L 11.70 150.00 55.00 66.27 64.00 ?_53.48 553.48 B -149.99 150.00 ULTIMATE DESIGN SPAN As LEFT As MID As RIGHT TOP BOT TOP BOT TOP BOT (si/f t) (si/f t) (si/ft) (si/ft) (si/ft) (si/ft) C(1) 0.00 0.00 1 0.02 0.00 0.00 0.00 0.07 0.00 2 0.00 0.00 0.00 0.03 0.04 0.00 3 �O: 0.00 0.00 0.00 0.00 0.00 MINIMUM BONDED REBAR '5 -5 (TWO WAY SECTION) SPAN - As LEFT As MID As RIGHT TOP BOT TOP BOT TOP BOT (si/ft) (si/ft) (si/ft) (si/ft) (si/ft) (si/ft) C(1) 0.06 0.00 1 0.06 0.00 0.00 0 0.06 0.00 0 2 0.06 0.00 ;. 0.00 .08 0.06 0.00 3 0:06 0.00 0.00 0.00 0.06 0.00 0 o . �'1i V(ry EnghwvP ug 9m. 9 O9 Hoo W,%Vdl awe., swgo 202 , Bm(rflno am& camooPn6o RADIO o nm-gomm.ao,77�i�i7 z O U W Ln W 11 llmiiallilisisLm Imilimmill =I M"mall w J w cr J w LY CL m \� Z V w J Q Z I(D o z w O LL .1 O o m 0 z # o o LL LL a f 0 (D w0 ►- 0 m F- LLF- a re J a J IL V) Dz to 0 Z c 0 n' a v=i z Q 0 m QCLCL_j? 0 a 0 J 3 J J 3 to U o v N u u w J w cr J w LY CL m \� Z w J Q Z I(D o z w O LL .1 O o m 0 z Ln w 0 "' Q U O w0 0 w LL co F- V) Dz 0. 0 m CL O0 m Qa J V) >- F - w V)O O CL IL N OF- J _ Ana J =V ZQ F -o �► ►► ►� �► U z J cr z 0 Z w a Ow 0 Co O ~ o o �� .� T a Z 3CL LL LL LL LL LL N w J w cr J w LY CL m \� w J Q F- 2 w .1 2 Ln w 0 "' Q 0 w IL O LY LL w J 0. 0 m CL 1 m Qa J V) >- F - ir w J w LY CL \� F- 2 w 2 Q 0 w — F- d w o 0. 0 m 2 F- 1 ir O CL IL N # wD CL >- F- \ ^, WEI POST TENSIONED SLAB DESIGN SPAN GEOMETRY SPAN # SPAN RELATIVE PROPERTY (ft) EI/L C(1) i 8.41 - 1 12.82 2.35 2 30.16 1.00 3 13.75 2.19 4 13.75 2.19 5 30.16 1.00 6 12.82 2.35 C(r) 8.41 - SUPPORT GEOMETRY -2.00 SUPP # RELATIVE SUPPORT +0.00 EI/L PROPERTY 1 0.00 2 2 0.00 2 3 0.00 2 4 0.00 2 5 0.00 2 6 0.00 2 7 0.00 2 SUPPORT PROPERTIES -6.94 COL TYPE COL W COL D -5.34 (in) (in) 1 0.00 0.00 2 0.00 0.00 SLAB PROPERTIES -3.54 -2.00 SLAB # T LEFT T BOT (in) (in) 1 - - ULTIMATE MOMENTS SECTION DEANZ SLAB W DL W LL PROPERTY (plf) (plf) 1 83.00 36.00 1 83.00 36.00 1 83.00 36.00 1 83.00 36.00 1 83.00 36.00 1 83.00 36.00 1 83.00 36.00 1 83.00 36.00 NOTE: LIVE LOAD NOT SKIPPED DIAMETER HEIGHT SUPPORT RELAIFIVE (in) (ft) (in) E - 1.00 14.00 0.00 - 1:00 69.00 0.00 T RIGHT T AVE TRIB RELATIVE (in) (in) (ft) E 6.50 1.00 1.00 ULTIMATE MOMENTS ARE REDUCED TO FACE OF SUPPORT. K FACTORS ARE CALCULATED FROM NON -REDUCED ULTIMATE MOMENTS AND ACTUAL CENTER TO CENTER SPANS , K=WLL/M. SPAN Mu(L) -K Mu(MID) +K Mu(R) -K (ft -k) (ft -k) C(1) -3.511 -2.00 1 -4.74 -4.65 +0.00 1E99 -7.50 -2.88 2 -5.34 -15.93 +6:68 +17.67 -6.94 -13.50 3 -8.36 -2.81 +0.00 1E99 -0.88 -19.05 4 -0.88 -19.05 +0.00 1E99 -8.36 -2.81 5 -6.94 -13.50 +6.68 +17.67 -5.34 -15.93 6 -7.50 -2.88 +0.00 1E99 -4.74 -4.65 C(r) -3.54 -2.00 i,mvy E uggh)aadno once UOT aoma(Fd Qe(p.9 suit 202 , ourrHnQgDm@. 0-mmo mA,-.) s)nromo o /mg -w n_�ll)l '77 19 SECTION DEANZ COLUMN MOMENTS AND REACTIONS SECONDARY MOMENTS dos ,s SUPPORT Mu REACTION SPAN -M(r) +M -M(1) ,;(ft -k) (kips) (ft -k) (ft -k) (ft -k) 1 1 0.00 2.33 1 -0.00 +0..2.5 -0.50 2 0.00 4.05 2 +0.33 -0.09 -0.14 3 0.00 4.70 3 -0.59 -0.53 +1.67 4 0.00 0.96 4 +1.67 -0.53 -0.5q 5 0.00 4.70 5 -0.14 -0.09 +0.33 6 0.00 4.05 5 -0.50 +0.25 -0.00 7 0.00 2.33 GENERAL DESIGN DATA I MAX TENSION TOP = 380.00 psi f'c = 4.00 ksi MAX TENSION BOT = 380.00 psi fy = 60.00 ksi MAX COMPRESSION = 1800.00 psi F/A =150.00 psi MIN TENDON PROFILES (FROM SOFFIT) REBAR PROFILES (FROM SOFFT.T) SPAN Cos CGS CGS SAG CGS CGS CGS # LEFT BOT RIGHT (in) LEFT BOT RIGHT (in) (in) (in) (in) (in) (in) CM 3.25 - 4.25 1.00 - - 4.25 1 4.2_5 4.32 5.25 0.43 4..2.5 4.32 5.25 2 5.25 1.00 5.25 4.25 5.25 1.00 5.2.5 3 5.25 4.75 5.25 0.50 5.29 4.75 5.25 4 5.25 11.75 5.2.5 0.50 5.2.5. 4.75 5.?5 5 5.25 1.00 5.25 4.2.5 5.25 1.00 5.25. 6 5.25 4.32 4.25 0.43 5.25 4,32 4.25 C(r) 4.2.5 - 3.25 1.00 4.2.5 - - STRESS DESIGN OUTPUT SPAN LOCA- Fe F/A Wbal `6DL BAL Wnet TENS COMP TION (kips) (psi) (plf) (plf) (psi) (psi) c(l) - 11.70 150.00 58.27 70.20 60.73 22.25 322.25 1 R 11.70 150.00 58.00 69.88 61.00 216.09 516.09 B -149.99 150.00 2 R 11.70 150.00 53.42 64.37 65.58 214.48 514.118 B 200.84 500.84 3 L 11.70 150.00 53.98 65.04 65.02 285.2.1 585.21 B -149.99 150.00 4 R 11.70 150.00 53.98 65.04 65.02 285.21 585.21 : B -149.99 150.00 5 L11.70 150.00 53.42 64.37 65.58 214.48 514.48 B 2.00.84 500.84 6 L 11.70 150.00 58.00 69.88 61.00 216.09 516.09 3B -149.99 150.00 s C(r) - 11.70 150.00 58.2.7 70.20 60.73 2.2.25 322.25 3 d a 0 19a 7 n N watt Efu&cwkq �m 92009 aomaird Awe., SuNa 202, Bug Anlage, Cha Momle 94010 0 49S-�34 o -71 U I SECTION DEANZ ULTIMATE DESIGN SPAN As LEFT As MID As RIGHT TOP BOT TOP BOT TOP BOT (si/ft) (si/ft) (si/ft) (si/ft) (si/ft) (si/ft) C(1) 0.00 0.00 1 0.02 0.00 0.00 0.00 0.06 0.00 2 0.00 0.00 0.00 0.03 0.05 0.00 3 0.10 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.10 0.00 5 0.05 0.00 0.00 0.03 0.00 0.00 6 0.06 0.00 0.00 0.00 0.02 0.00 C(r) . 0.00 0.00 MINIMUM BONDED REBAR (TWO WAY SECTION) SPAN As LEFT As MID As RIGHT TOP BOT TOP BOT TOP BOT (si/ft) (si/ft) (si/ft) (si/ft) (si./ft) (si/ft) CM 0.06 0.00 1 0.06 0.00 0.00 0.00 0.06 0.00 2 0.06 0.00 0.00 0.07 0.06 0.00 3 0.06 0.00 0.00 0.00 0.06 0.00 4 0.06 0.00 0.00 00 0.06 0.00 5 0.06 0.00 0.00 0.07 0.06 0.00 6 0.00 0.00 0.00 0.06 0.00 C(r) :06 0.00 s Irl BONDED REBAR LENGTHS SUPPORT SPAN LENGTH NOTE: BARS MAY BE REDUCED BY P (ft) 6 in WITH A 1 ft STAGGER 1 7.85 1 - 2 10.99 2 25.111 3 11.15 3 - 4 8.41 4 - 5 11.15 5 25.41 6 10.99 6CD 7 7.85 0 w D CD v O m U 7 Fi N � M ata Engknmaoing Onc. UM M@w&Td Am, Su Re 202, B uMngmma, CaMomN X4090 0 4 -348-71 V ,P�✓/�/it/�'�irv� ��1 Ali' 9� , =117 - / 7 le= a, - i I ` rJ ��dP,O�/T ldf I !'7 1Z1 hJ 71 %Vgbv WI I"ll Ung kr-1. 2000 Blmadw, sum 2m R@dWP&@d C fy Cd OJ�(�J k° "M 0 0 '�Kg- o o- e o e Specializing in the Structural Design of Concrete Buildings Ik ' ��/I •II I 1� /J �i V✓ VZ/ �• . Q 0 ---0— - - .. I uwOFF EmIgMasIng Onc. 9209 aowsalydl Cd ws, SUMS 202, o uFfl gams, C aUftrMs 04090 0,M -MO -0-M7 Specializing in the Structural Design of Concrete Buildings :1 a o �f�M� Fid �ifioM 0�4L-� , t4(L)3t,L �EL . 1��616i1 y_ e7f I :07 vz 0 0 Z4-- z ® 9qZ' /l�,y 1511 ... Nv ,, Y3 yea, 77 y t j6 "Me 4),o ��90 f RM 0 21 J i !/Z,U/ryo Y1/w'�r�T' may' Z.Z /3 401 gx ,Vol) - 810 ��zzs=� 5 �izdollr =� ,4 �.4, _ L/r2ZZZ Z-1,dD W�t�ry Engineering nc. 2000 Broadway, Suite 200. Redwood City. Caifornia 94063 ■ 4 5-368-1484 WEI SEISMIC LOAD PROGRAM BASED ON THE 1979 UBC LOAD DISTRIBUTION FOR SEISMIC ANALYSIS ALL UNITS ARE IN KIPS AND FEET V=ZSICKW DEANZA X DIRECTION LOADS (BLDG. DIMENSION= 245.50 ft) T= 0.0571 Z= 1.00 Ts= 0.0000 I= 1.00 C= 0.1200 K= 1.00 S= 1.50 W= 6600.00 CS= 0.14 Ft= 0.00 V= 0.140W STORY TOTAL STORY STORY ACCUM OT LEVEL HEIGHT ELEV WEIGHT SHEAR SHEAR MOMENT (ft) (ft) (kips) (kips) (kips) (ft -k) ROOF 8.50 17.92 3150.00 586.39 586.39 4984.34 2 9.42 9.42 3450.00 337.60 924.00 13688.42 LEVEL DIAPH DIAPH WEIGHT SHEAR (kips) (kips) ROOF 2870.00 534.26 2 2736.00 383.04 Y DIRECTION LOADS (BLDG. DIMENSION= 120.00 ft) T= 0.0817 Ts= 0.0000 C= 0.1200 S= 1.50 CS= 0.14 Ft= 0.00 V= 0.140W STORY TOTAL STORY STORY ACCUM OT LEVEL HEIGHT ELEV WEIGHT SHEAR SHEAR MOMENT (ft) (ft) (kips) (kips) (kips) (ft -k) ROOF 8.50 17.92 3150.00 586.39 586.39 4984.34 2 9.42 9.42 3450.00 337.70 924.00 13688.42 LEVEL DIAPH DIAPH WEIGHT SHEAR (kips) (kips) ROOF 2870.OQ 5311.26 2 2736.00 383.04 Specializing in the Structural Design of Concrete Buildings i TOTAL SHEAR IN Y DIRECTION - 586.40 kips //Y QQ� ��� Aw MAX BUILDING PLAN DIMENSION = 245.50 ft y 292.22 MOMENT DUE TO TORSION = 7198.06 ft -k (5% ACCIDENTAL) X 2 WALL SHEAR Y 1 1252.22 Y ,'2 52.99 Y 3 ' 28..6 Y 4 292.22 WALL SHEAR X 1 0.00 X 2 0.00 X 3 0.00 ! X 4 0.00 TOTAL SHEAR IN X DIRECTION MAX BUILDING PLAN DIMENSION - MOMENT DUE TO TORSION = TORSION TOTAL 24.71 2.76.94 0.46 53.45 ->� 0.25 29.21 25.42 277.65 TORSION TOTAL 8.10 8.10 1.65 1.65 5.53 5.53 4.23 4.23 337.60 kips SHEAR 2_45.50 ft TOTAL 5025.70 ft -k 0.00 WALL SHEAR TORSION TOTAL X 1 83.65 5.66 89.31 X 2 83.65 1.16 84.81 X 3 96.53 -3.85 96.53 X 4 73.77 -2.94 73.77 WALL SHEAR TORSION TOTAL Y 1 0.00 17.25 17.25 Y 2 0.00 0.32 0.32 Y 3 0.00 0.18 0.18 Y 4 0.00 17.75 17.75 TOTAL SHEAR IN Y DIRECTION = 337.60 kips 0 MAX BUILDING PLAN DIMENSION - 245.50 ft" MOMENT DUE TO TORSION = 4144.04 ft -k (5% ACCIDENTAL) WALL SHEAR TORSION TOTAL Y 1 145.21 14.23 159.44 Y 2 30.51 0.26 30.77 Y 3 16.67 0.14 16.82 Y 4 145.2.1 14.64 159.85 WALL SHEAR TORSION TOTAL X 1 0.00 4.66 4.66 X 2 0.00 0.95 0.95 X 3 0.00 3.18 3.18 X 4 0.00 2.43 2.43 WUTY�°J " o hQ 20M smftm guou 2m ftftow Cft c,a o u00 049g� 00o a Specializing in the Structural Design of Concrete Buildinvs WALL SHEAR TORSION TOTAL Y 1 397.43 38.94 TOTAL SHEAR IN X DIRECTION = 924.00 kips 83-50 MAX BUILDING PLAN DIMENSION = 2.45.50 ft /�- 45.63 MOMENT DUE TO TORSION = I 13755.19 ft -k Y 4 397.43 I WALL I SHEAR TORSION TOTAL SHEAR X 1 , 228.95 j 15.48 244.43 0.00 X 2 228.95 3.16 232.11 0.00 X 3 '264.21 X 4 -10.56 264.21 �Qy� 0.00 201.90 -8.06 201.90 J�✓V� 0.00 WALL SHEAR TORSION TOTAL Y 1 0.00 47.22 47.22 Y .2 0.00 � • 0.88 0.88 Y 3 � o.o0 0.48 0.48 Y 4 �� i 0.00 48.58 48.58 TOTAL SHEAR IN Y DIRECTION = 924.00 kips MAX BUILDING PLAN DIMENSION = 245.50 ft MOMENT DUE TO TORSION = 11342.10 ft -k (5A ACCIDENTAL) WALL SHEAR TORSION TOTAL Y 1 397.43 38.94 436.37 Y 2 Y 83-50 0.72 84.23 -,)t- 3 45.63 0.40 46.03 Y 4 397.43 110.05 437.49 WALL SHEAR TORSION TOTAL / X 1 0.00 12.76 12.76 X 2 0.00 2.61 2.61 X 3 0.00 8.71 8.71 X 4 0.00 6.66 6.66 ON -et � /, 94 n p 0 0 0 0 0 0 0 0 WE = f t 0 0 0 o Cft Cmbflft Specializing in the Structural Design of Concrete Buildings �,Z � PT/ = '/` 'lsoon = Watvy Engineering Inc. 2000 Broadway. Suite2.00. Redwood City. Ca ifornia 94063 ■ 415-368-1484 Dr Z,472FI-IfZ 27�11 "/0 OW, C <11,4�d�> /wzz �= Z7 Jlkl -K _ -- =�- - %t v 2000 o oao a ,Sub = ftdmw Cft CdNbmk "M 0,60-m-%" Specializing in the Structural Design of Concrete Buildings Sty Em8n@(@dm 09M. 2000 s 0 0 9 sum= °@0 0 0 0 M 0 0 ho OWN0 Specializing in the Structural Design of Concrete Ri iilri mac � �14vy � ZZ' ' � ss� g ia� M r f #Z 7. /,/� Z1, 73X,6,1_ 8 4-8X � s � W vvar�ry tngir�eeri!ng nc. 1'uv'u tsroadway, 5uit�e 20'O. HreTdwood City. C�a'lifo nia 9'4�0'6�3 ■ 415-3'68- 4�8�4 Ila �G Z��Z 50 tl C a c�rrll�0 000 Bmwmm sum = ft0 000 cft caftwm mw o'ew- os- a oa Specializing in the Structural Design of Concrete Buildings h 7J����✓ SCK /�� x � G �; �/8 "coy. /725' �� �5¢� Gl/,Ol� &T, /SC g5z LX/ 62 r1Z�71111T )/*J. �/ � @ 11-471 24 2 ftt w Wmoft Om OW 0 0 0 0 eu oo ftftmm cft c[I6 o nk WN oZO-M SnPriali7ino in the rtn inti irni noc;mn ^f r'^—+e n, .;IA ... L14,7, 46 17- IV x /) �D�-9oJ Ma"jMo@Mng 9m 20M 0 0 0 0 0 suft o oR@ o 0 0 o Cft caftgft Now0 419- a Specializing in the Structural Design of Concrete Buildings waw E oom@dn off(, 2000 0 000m&Ab 00 °'0 000 Cft, 0 0 o°00ORM- o o- a oe SDecializino in the Stnirtur; l rip6on of (-nnrroto R ui iinne 5 � ,00 waw E oom@dn off(, 2000 0 000m&Ab 00 °'0 000 Cft, 0 0 o°00ORM- o o- a oe SDecializino in the Stnirtur; l rip6on of (-nnrroto R ui iinne FINZA L� Al, �' Z��O � =- 11��-,*j *::--- 11� �Jjll! 2y8 zjz BI�sJ If-ff- A68:� WeLLS�90 --I- ff:5)/7Z ;::,, ICT. 2 Ila) rz %{yfto ft Om 20M Ommmm aih 2m °'0 000 CCKA cdmwnh "M 04ig— - e oe Specializing in the Structural Design of Concrete Ruildinac 17 -MZ �WEo,ee 0�s8)e 2�'� 9� k %by Ewm@ ft om 2m 0 0� suim = ftdmow cft a s o o cl ZO- a SnPriali7ino in thc+ Ctn.rte irnI n—,— -f r—,-+- 11W4 L1473-/ 0 V 117, a17- A#- s�� fttv0 00o yWb = R@dmw Cft CSO ro Bpi °d o° 0O]S- °o. d Qd inPria117ino in the Ctn irti irnl floc; ..f -,1dA1Z4 14( �Z 1,7, 000 oYI�N�N� PINT 0 �'Fh/SJ%rt�9 E,Dr�rH = sa�2z� _ /ice �MyBm&dwM Odb M Cfj9rAINa h Okm 0Ca- o0o a oa Specializing in the Structural Design of Concrete Buildings T/IAGOty,9aJ' moo. A/.ayl 7w' ,�� , �, -@A_'`� �OWAIIY 70 Pj %V@" fto hs@ft Om 2000 awdmm SUBD = °` 0 0 0 0 C% Cd 0 0° NOW 0 O'g- o o- a o a Specializing in the Structural Design of Concrete Buildings 17M - MZ a got , oalg Ao -z e', VV o� E"Pl" .. `."." IJII UUo 2w 0 O Q o sumo' 0 0 O' Q w Cft ` d o mm O �iT 11 - O D- d Q d SnPriali7ino in tha Ctn irti iral n—;— -f (---+- wtrj Chi o h@%ft llm 2000 0 o e o suml� = ftdmm c% caftfla OWN 0 4E- o o- a o a Specializing in the Structural Design of Concrete Buildings �e oy��j,4 iV/�Y� A q) 0�J .¢Y -/S' wee" fh ft � lllya 2000 D O O o 9 B. wb O O ` O O O O Cft cd W U k "M 0 O V - O O- d O d Specializing in the Structural Design of Concrete Rtiddinm -,�Ozz,' ��) I ,ray w -k-71 WWT fto Uwflgo gw:,. 2 0 0 0 0 0 0 0 0 9 suou 0 0 R' 0 0 0 0 C f C0 0 0 "M 0 0 W- o o- ° o° Specializing in the Structural Desion of Cnnrrata Riulrlinac LATEn i �Qg 41'fh2 l�/4LL,O fir— �irGiv* , /�f z <Z,Y—/�6i�. azL O O O ./���,�Z ��/ Ke 4)(0) /z2 T21111 90 �My Wwo@ft mm 0 0 4lo- o 0 o a o, SDecializing in the Structural Design of CnnrrPtP Riiilriinoc S�60P � C�h 3� d&rRFV fto M@@ft Qm 2@@G &MWmMSuft 0 0 0 M9 CAftnk NOW o m- o o- e o a Soecializine in the Structural Desion nf C'nnrrPtP Ri ulriinac ZOO llq������ 9(Z = X8 8 � .� Z eve'. = �/ ��944 - T -0111,1-W (�) ISO Ov rl, 6, 7: 5 )r %vg,tFv ftImmflo11m 20000 Omsdmm SUbU = ° o 00o Cft WMwnk04M 0ZW- oo- a oa Specializing in the Structural Design of Concrete Buildings �. A� y� ivy ��,/ 7 Z: Ak 7- lzmT//// �CXTC-x'/02. I Watery Engineering Inc. 2000 Broadway. S ite 200, Redwood City. Ca ifornia 94063. 415-368-1484 EQUIV FLUID PRESS SOIL DENSITY MAX SOIL PRESSURE PASSIVE SOIL PRESS STEM DENSITY FOOTING DENSITY SURCHARGE AXIAL LOAD COEFF OF FRICTION I f'c f'm NO SPECIAL INSPECTION fy . MIN SAFETY FACTOR FOOTING DESIGN = 40.00 pcf = 100.00 pcf =2500.00 psf = 300.00 PC f_ 100.00 pcf = 150.00 pcf 0.00 psf 0.00 plf 0.30 3.00 ksi =1500.00 psi, 40.00 ksi 1.50 TOE LENGTH !',' _,' 1Xec11* in MAX SOIL PRESSURE ,= lk psf WEI STANDARD CANTILEVER RETAINING WALT, PROOAM y i MIN SOIL PRESSURE = 193..93 DEANZA , SAFETY FACTOR = 4.58 ,, TOT APPLIED FORCE = INPUT ].h ULTIMATE SHEAR STRESS = 2.53 psi RESIST FORCE = i; HEIGHT OF WALL = 2.00 ft lb AREA STEEL AT BOT OF TOE= 0.00 sq in/ft REQ'D SOIL HEIGHT ABOVE HEEL = 2.00 ft 0.00 in CGS FOOTING. = 3.50 in HEIGHT OF CONgRETE STEM = 0.00 ft estimat d. AREA STEEL TOP OF HEEL = 0.00 HT TO BOT OF 8 in BLOCK = 0.00 ft estimat d �• LONG STEEL IN FOOTING = FOOTING THICKNESS = 12.00 in sq .in/ft STEM THICKNESS TOP = 8.00 in STEM THICKNESS BOT = 8.00 in HEEL LENGTH ;= 12.00 in DEPTH OF KEY = 0.00 in EQUIV FLUID PRESS SOIL DENSITY MAX SOIL PRESSURE PASSIVE SOIL PRESS STEM DENSITY FOOTING DENSITY SURCHARGE AXIAL LOAD COEFF OF FRICTION I f'c f'm NO SPECIAL INSPECTION fy . MIN SAFETY FACTOR FOOTING DESIGN = 40.00 pcf = 100.00 pcf =2500.00 psf = 300.00 PC f_ 100.00 pcf = 150.00 pcf 0.00 psf 0.00 plf 0.30 3.00 ksi =1500.00 psi, 40.00 ksi 1.50 TOE LENGTH !',' _,' ^ 6.00 in MAX SOIL PRESSURE ,= 1135.92 psf TOTAL. -LENGTH = 26.00 in MIN SOIL PRESSURE = 193..93 psf SAFETY FACTOR = 4.58 ,, TOT APPLIED FORCE = 180.00 ].h ULTIMATE SHEAR STRESS = 2.53 psi RESIST FORCE = 354.70 lb AREA STEEL AT BOT OF TOE= 0.00 sq in/ft REQ'D KEY DEPTH = 0.00 in CGS FOOTING. = 3.50 in AREA STEEL TOP OF HEEL = 0.00 sq in/ft LONG STEEL IN FOOTING = 0.17 sq .in/ft STEM DESIGN HEIGHT SHEAR ABOVE THICKNESS As STRESS MATERIAL CGS FTG (ft) '(in) (si/ft) (Psi). (in)' 0.00 0.00 0.00 0.00' CONCRETE 0.00 LONG STEEL IN STEM = 0.10 sq .in/ft 1 gwry Enghm, (ing Once. U01 Ho m- rd Ave., SuNg 202, 0 uMngama, Ci3 NgarMa X o% 0 49546 JW WEI STANDARD,CANTILEVER RETAINING WALL PRO' DEANZA INPUT U HEIGHT OF WALL = 4.00 ft TOTAL LENGTH = SOIL HEIGHT ABOVE HEEL = 3.33 ft 2.30 HEIGHT OF CONCRETE STEM = 0.00 ft estimated psi HT TO BOT OF 8 in BLOCK = 0.00 ft estimated CGS FOOTING = FOOTING THICKNESS = 12.00 in 0.01 STEM THICKNESS TOP = 8.00 in sq in/ft STEM THICKNESS BOT = 8.00 in HEEL LENGTH = 8.00 1 n DEPTH OF KEY = 0.00 in EQUIV FLUID PRESS = 40.00 pcf SOIL DENSITY, = 100.00 pcf MAX SOIL PRESSURE =2500.00 psf PASSIVE SOIL PRESS = 300.00 pcf STEM DENSITY' = 100.00 pcf FOOTING DENSITY - 150.00 pcf SURCHARGE I = 0.00 psf AXIAL LOAD = 0.00 plf COEFF OF FRICTION I = 0.30 , f'c = 3.00 ksi f'm =1500.00 psi NO SPECIAL INSPECTION fy i = 40.00 ksi MIN SAFETY FACTOR = 1.50 FOOTING DESIGN TOE LENGTH = 11.00 in TOTAL LENGTH = 27.00 in SAFETY FACTOR = 2.30 ULTIMATE SHEAR STRESS = 8.24 psi AREA STEEL,AT BOT OF TOE= 0.01 sq in/ft CGS FOOTING = 3.50 in AREA STEEL TOP OF HEEL = 0.01 sq in/ft LONG STEEL IN FOOTING = 0.17 sq in/ft MAX SOIL PRESSURE = 754.26 psf MIN SOIL PRESSURE = 3q.26 psf TOT APPLIED FORCE = 374.Q8 lb RESIST FORCE = 417.81 lb REQ'D KEY DEPTH = 0.00 in STEM DESIGN HEIGHT ':SHEAR ABOVE THICKNESS As STRESS MATERIAL CGS FTG"(ft) ',(in) (si/ft) (psi) (in) 0.00 0.00 0.00 0.00 CONCRETE 0.00 LONG STEEL IN STEM = 0.10 sq in/ft ug4Fv Eng8 667 ng Onc- M0 MoiN,%Tcdl Awe., suhe 202, o �aftgamo', C aoftvma 940 0 0 49���34££�=�9 g I I WEI STANDARD CANTILEVER RETAINING WALL PRO DEAN7A I , lull" HEIGHT OFIWALL = 5.33 ft SOIL HEIGHT ABOVE HEEL = 4.67 ft HEIGHT OF CONCRETE STEM = 0.00 ft estima ed HT TO BOT OF 8 in BLOCK = 0.00 ft estima ed FOOTING THICKNESS = 12.00 in STEM THICKNESS,TOP = 12.00 in in/ft STEM THICKNESSIBOT: = 12.00 in HEEL LENGTH; = 8.00 in in/ft DEPTH OF KEY = 0.00 in in/ft EQUIV FLUID PRESS = 40.00 pcf _ SOIL DENSITY = 100.00 pcf MAX SOIL PRESSURE =2500.00 psf PASSIVE SOIL PRESS = 300.00 pcf STEM DENSITY = 100.00 pcf FOOTING DENSITY = 150.00 pcf SURCHARGE = 0.00 psf AXIAL LOAD = 0.00 plf COEFF,OFIFRICTION = 0.30 f'c = 3.00 ksi f'm =1500.00 psi NO SPECIAL INSPECTION fy 40.00 ksi MIN SAFETY FACTOR = 1.50 FOOTING DESIGN TOE LENGTH = 14.00 in TOTAL LENGTH = 34.00 in 1, SAFETY FACTOR = 2.10 ULTIMATE SHEAR STRESS = 14.38 psi AREA STEEL AT BOT OF TOE= 0:03 sq in/ft CGS FOOTING = 3.50 in. AREA STEEL TOP OF HEEL = 0.01 sq in/ft LONG STEEL IN FOOTING = 0.17 sq in/ft STEM DESIGN MAX SOIL PRESSURE = 977.43 psf MIN SOIL PRESSURE = 10.94 psf TOT APPLIED FORCE = 642.98 lb RESIST FORCE = 570.06 lb REQ'D KEY DEPTH = in WOE -02101 olc- HEIGHT SHEAR ABOVE THICKNESS As ;! STRESS MATERIAL CGS FTG (ft) (in) /'f- (psi) (in) 0.00 0.00 0.00 0.00 CONCRETE 0.00 LONG STEEL IN STEM = 0.111 sq in/ft MTV En&c°; Ang onc. 12M WoMn v -(Q1 G° w&,: SU648 202 - ill ITP �ri►m,3)mi a' (C-ARAfinrrrn As, ism sin „ At -1 15)Aro) ���� 41/Yih7,CM Luuv � � � I � =:rl4tu-�l E,111P. L- MIX121Y zlop x - Y/W)- � �@8VC %4y Enghwtng Ogr--. 20(M 0 0 0 o e 9 Sab 2M R@amw Cft C aNbFnk "M o O 4 og- o o- a o a Specializin¢ in the Structural Desion of C'nnrrPtP Ri tilAnae A/ YvIft wz zop OIC /011 z y �----_ W/P Z)/Z lww Id 4, /Zz ze/wl 41100) Watery Engineering Inc. 2000 Broadway. Si ite 200. Redwood City. California 94063.415-368-1484 I WATRY ENGINEERING IN CORP®RATE® W.E.I. POST -TENSIONED CONCRETE DESIGN PROGRAM SYNOPSI'S - WANG 2200 GENERAL PHILOSOPHY This program will perform a complete design of a post -tensioned slab or beam, including the frame analysis, stress design, and ultimate design. The methods of analysis are the most current that are available in the industry today. This synopsis shall serve to demonstrate the methods and to show that they produce a design that meets or exceeds current engineering and code practice. The program is interactive to a great degree. The user is asked by the program to answer many questions which serve as the input. At each section, the user may review the input and proceed or correct it. In several cases, the output may be reviewed and changed before proceeding: Therefore, the typewritten output is a final design that has been reviewed an& organized by the user. i SECTION I - Frame Analysis Input the following for slabs: 1). Center to center length of each span or cantilever 2) Unfactored dead and live load 3) Slab properties a) thickness (An average thickness is inputrfor stiffness and a different.thickness'may be specified for the designs for the left, right and midspan.) b) tributary width for stiffness c) relative modulus of elasticity 4) Support properties a) width (dimension perpendicular to bending) b) depth (dimension parallel to bending) c) diameter (if round column) d) height of column below e) support width (assumed centered on column line) f) relative modulus of elasticity Note: A pinned connection may be specified which sets the width and depth or diameter and relative E to zero. The height is set to one foot. Watt Cn&wIng Mc. UM Mamud Acta°, SuMs 202, ouvll ngams, Call ftrn�a 94MO o 415-346-M7 Specializing in the Structural Design of Concrete Buildings I U(J IUN 1 - continued For beams, the input is the`same except for the following: ksee figure 1) 3). Beam properties a) slab thickness ` b) beam depth c) flange width (see Section 8.10 of the ACI 318 code) N d) width of beam v e) relative modulus of elasticity flange width V)4-) typica. sectioi beam width Nage 2 FIGURE 1 The center of gravity of the section is determined. Then the gross moment of inertia is determined by 2 Ig = (b2 + Ad where; A = area or rectangular block under consideration d = distance between cg of section and cg of :rectangular block b = width of block t = depth of block The section modulus is determined by For slabs where, c = distance from cg of section to extreme fiber in tension or compression Ig=t3xT where; t slab thickness tributary width input by user S = 2t? i The user then assigns a property number to each span and support. The following limitations apply to both slabs and beams: 1) A maximum of. 10 different spans plus a cantilever on each end may be used. 2) A maximum of 5 different support types may be used. 3) A maximum of 5 different span properties may be used. N/z SEc;I lUIV, 1 - conzlanuea Nage 3 The program uses.moment distribution to analyze the frame— she principles of the equivalent frame method, as presented in Section 13 of the ACI code., are used also although Section 18 specifically deletes this section for post -tensioned concrete. The stiffness ofieach element in each joint is given by I E ',Ik= L where, E relative modulus of elasticity I = moment of inertia L = center to center span Distribution coeffiecients are developed, K ks = 7-K Fixed end moments are ca Tculated by FEMc 2 = W2 2 FEMm = W-�2 where, W = factored load A six cycle moment'distribution is performed using 0.5 as a carry over factor. Ultimate negative moments are produced using factors of 1A for the dead load and 1.7 for the live load. From figure (2) the positive moments from each span is M mid =WL2 - M 8 2 The reactions at the ends are given by _ WL2 M1 M2 + 2 L 2 M2 - M1-:-+ W2 V'2 L free body of a typical span SECTION I: -;continued Page 4 The moments at the supports are reduced by the equation Vc i Mr=Mu- 3 where,, V = shear at end under consideration c = support width The midspan moments are reduced by the equation I :Mr _ Mu - 6 where, IU = average of shear at ends is = average of support widths i For derivation of these -formulas, see references (2) and (3). The moments that'are output are the reduced moments at the end spans and the midspans. The K factors that are output are calculated from unreduced moments and center to center spans as given by 2_ K _ Wul. Mu �B These K factors are used to determine. -the moments on the same span geometry under proportional loading conditions as in the stress design. The column moments are determined from the difference between the unreduced end moments of adjacent spans., These are ultimate moments and are reduced since only the net load produces moment in the column. The column reactions are simply the sum of the reactions from each side of the column. The column moments and reactions are modified by the effects of the secondary moments. Factors are produced to determine reduced moments when using proportional loads from the equation MK L2 -WU then M = W122: K where, W = any proportional load The use of the K and L2 factors will become more apparent in the next section. SECTION II - Stress Design The stress. design is performed using the;'principles of load balancing. A uniform balanced load is assumed to be induced by the drape of the tendon as shown in figure '(3). All of the data previously entered is used to design each span at each support and at the midspan. JtLlIUIV 11 7 contiinueu raye j rhe user inputs the following: 1) Maximum tension'and compression stresses at top and bottom of each span 2) The profiles'of the tendons at the supports and midspan i The program determines the sag and the minimum tendon force to produce the maximum allowable stresses. The user is allowed to change the tendon profiles, tendon forces and balanced load to meet practical considerations. The relationship between the tendon force and the balanced load is F _ Wb 112 8s where, F = effective tendon force s = sag Wb = balanced load 11 = clear span between supports + 6" The derivation'of this formula is given in reference (4). is given by ft _ Mnet _ F S A where, Mnet = Wnet 122 K Wnet = W - Wb W = total stress load S = section modulus governing F = effective force: A = section area - The compression at any point is given by fc M et + A The tension at any point �P SECTION II.- continued Page 6 After the stress design is finalized, the program computes the secondary moment at both sides of ;the supports and at the midspan. "Secondary;,moment occurs in contin- uous or indeteRminate structures where the moments due to post -tensioning are not directly proportional to the tendon eccentricity. The difference occurs because the deformations imposed by the post -tensioning are resisted by the continuous member at the points where it is continuous with other members in the structure. This restraint to pos*t-tensioning deformations modifies the reactions and hence affects the elastic moments and shears. resulting from the post -tensioning." (Reference 6). The balanced moment includes.the secondary moment and the primary moment, Mb=M2+Fe i where, F- effective tendon force e = eccentricity of tendon from center of gravity of section 2 therefore, M2 = WbKl2 . Fe I The derivation�of this equation can be found in reference (4). SECTION III - Ultimate Design The ultimate design is performed using the data previously input, using the equations set forth in the ACI 318 code. (See figure (4).) ssion block FIGURE (4) bar or tendon centroid The user is asked to input the following: 1) The.location of the.mild reinforcing bars, if different than the tendon profiles. 2) The ultimate .concrete strength and the yield strength of the bonded reinforcement. The yield strength of the tendon is assumed to be 270 ksi while the effective tendon stress, after losses is assumed to be°162 ksi. The ultimate stress of the tendon is fic fps = fSe + 10 ksi +.loot SECT ION .LII - ontinued Page 7 i 162 flc b d which gives j fps = 172 + w pt 91. j 100 F I � it therefor fp1: � = F f s - i, where, dpt = distance from extreme compression fiber to tendon 'Bonded reinforcement is added until the ultimate moment capacity is met, I Mu 5 Fpt (dpt-a/2).9 + As fy (dms-a/2)..9 ! where, ,a Fpt .+'As fy the equivalent rectangular compression block f. .85 c be 6 As area of bonded tension reinforcement fy yield strength of bonded reinforcement j I I Ij •, , v I i 'f'c = ultimate compressive strength of concrete i be = width of section in compression Th'e secondary .moments are added to the midspan and subtracted from the support ultimate reduce moments with a loadfactorof 1-0. The prestressed reinforcement ratio j w l :F t pi p f, c bw f, c,,.dpt iso checked, and if greater than 0.3, the user is not allowed to continue the design. After the required bonded reinforcement is determined, the ratio, F t ; As fy wp + w = w,. f .c dpt + bw f' c dms 'I I I is checked, and if greater than 0.3, compression reinforcement is required. The maximum-tension*;"reinforcement is calculated, ' (0.3 -b fFctd )bw dms VCi At - w pt fy The ultimate moment capacity of the post -tensioning and the tensile reinforcement alone is calculated,, Mcap = Fpt (dpt-a/2).9 + At fy (dms-a/2).9 where, a = At fy + Fpt .85.'fIc, bw I� SECTION III'-'continued Page 8 The compression'reinforcement is calculated, A Mu - Mca s fy. ms-d.' ..: therefore, As = At + As' I I I�I where, d' = distance from extreme compression fiber i; to compression reinforcement then the following equation is met: Ft A fy A� fy P s .� 0.3 w + w - w' = f'c bw dpt + f'c bw dms f'c bw dms The area ofitenlsion' and compression bonded reinforcement required for ultimate strength is!printe.d. The requirements of the ACI 318 code should be checked for minimum bonded reinforcement. j ,I i ' R nfh I BIBLIOGRAPHY 1) Building Code Requirements for Reinforced Concrete (AC.I 318-77), American Concrete Tnstitute. 2) Brotchie,'John' F. and Russell, J.J., "Flat Plate Structures", Journal of the American Concrete Institute", August 1964, pp 959,996. 3) Co_ntinuity',in,Concrete Building Frames, Portland Cement Association, 1959. 4) Libby, James R., Modern Prestressed Concrete, Van Nostrand Reinhold Company, New York, 1977 5) Design ofi,Post-Tensioned Slabs, Post -Tensioning Institute, 1977. 6) Post -Tem nsion�iing Manual, Post Tensioning Institute, 1972. 7) 'ACI -ASCE Committee 423, "Tentative Recommendations for Prestressed Concrete Flat Plates" 'Journal of the American Concrete Institute, February, 1974, pp 61-71. �I i �D �I WATRV ENGINEERING INCORPORATED I II SEISMIC STORY DISTRIBUTION PROGRAM ix PROGRAM SYNOPSIS - WANG 2200 � � i..1 !Iii GENERAL!PHILOSOPHY i This,program wi'll,'distribute individual story loads according to the method present.ed in thle 'latest edition of the UBC and reproduced in this synopsis. I INPUT j ,The program is�,interactive and asks for the following input: (1) ThelfloorA olfloor heights (ft) (2) Story, 10 ads (kips) 4 (3) Dimension of the structure in the direction of the load (ft) (4) Seismic zone (1, 2, 3 or 4) (5) Importance factor (6) Characterilstic site period (7) Shape factor (1.33, 0.80, 0.67) I WMvy Engu ssvOng Mc. H@Mavd Acta., Suha 2002, Bulrflngams, COMOVINk 94010 04115-340-71117 Specializing in the Structural Design of Concrete Buildings 1I. I i I' :Earthquake Regulations Sec. 2312. i (c) Symbols and Notations. The following symbols and notations apply only to the provisions of this section: C = Numerical coefficient as specified in Section 2312 (d) 1. CP = Numerical coefficient as specified in Section 2312 (g) and as !' set forth in Table No. 23-J. D = The dimension of the structure, in feet, in a direction parallel to the applied forces. b = Deflection at level i relative to the base, due to applied lateral i forces, V„ for use in Formula (12-3). I F.F, Fr = Lateral force applied to level i, it or x, respectively. = Lateral forces on a part of the structure and in the direction under consideratidn. F, = That portion of V considered concentrated at the top of the structure in addition to F . J = Distributed portion of a total lateral force at level i for use iq Formula (12-3). g = Acceleration due to gravity. hih„hr = Height in feet above the base to level i, it ors respectively. 1 = Occupancy Importance Factor as set forth in Table No. 23-K. i K =Numerical coefficient as set forth in Table No. 23-1. Level i Level of the structure re l it t(erred to by the subscript i. i = 1 designates the first level above the base. Level it = That level which is uppermost in the main portion of the p structure. Level x = That level which is under design consideration. x = I designates file first level above the base. h' = The total number of stories above the base to level n. S = Numerical coefficient for site -structure resonance. j! T = Fundamental elastic period of vibration of the building or structure in seconds in the direction under consideration. T, = Characteristic site period.'' V = The total lateral force or shear at the base. = The Lutal dead load as defined in Section 2302 including the partition loading specified in Section 2304 (d) where ap- ! plicablc. LACEPTION: )f' shall be equal to the total dead load plus 25 percent of the floor live load in storage and warehouse occupancies. wherethe design snow load is 30 psf or less, no part need be included in tite vilue of W. Where the snow load is greater than 30 pSf, the snow load shall be included: however, where the snow load duration wary ms, file building official tn:ty allow the sno%v load to be reduced up to 75 percent. D "'ilv, = That portion of IV %Yhich is located at or is assigned to level i o orxrespect ively. lt'P = The weight of 'a, portion of a structure or nonstructural i component. 3 Z = Numerical coefficient -dependent upon the zone as determined by Figures No. 1, No and No. 3 in this chap:er. For loci - tions in Zone No. 1, Z = '/,6. For locations in Zone No. 2, Z = ',. For locations in Zonc No. 3, Z = '/i. For locations in Zone No. 4, Z = I. 0 0 w 0 M'In arty EfighaaAfig Inc.I9209 Hamud Ave., Bullae 202, B uPOUingalms, CaWaTnk 94090 0 415- 34 0 -79 97 Specializing in the Structural Design of Concrete Buildings �r r'H zn_ Vii- •. .. t (d) Minimum Farlhquake Forces for Structures. Excel?t as provided in Section 2312 (g) ;utd (i), every structure shall he desiered and constructed to resist minimum tolal I;llel'ill seislnlc forces assullled tU act llonconctlr- I' rendy in the direction of each of the plain axes of the structure in ac- cordance 1 i 1 e with the following formula: Z1KCSIt...........: ........ (12 1) 1 j The value of K1shall be not less than thal set forth in -Fable No. 23-1. The value ul C and S are as indicated hereafter except that the product of CS j need not exceed 0.14• The value of C shall be determined in accordance with the following for- mula: I C = (12-2) 15 \1J, The value of C need not exceed 0.12. the value,of T for buildings may be determined by the following formula: 0.05h,, .................. (12-3A) f V5 i Or in buildings in which the lateral force -resisting system consists of ductile moment -resisting space frames capable of resisting 100 percent of the required lateral forces and such system is not enclosed by or adjoined by more rigid elements tending to prevent the frame from resisting lateral forces: i T = 0. ION .................. (12-313) When T, is not properly established, the value of S shall be 1.5. i I ' (e) Distribution of Lateral Forces. 1. Structures having regular shapes or framing systems.:The total lateral force V shall be distributed over the height of the structure in accordance with Formulas (12.5), (12-6) and A, (12-7). V = F, +................... (12-5) The concentrated force at the top shall be determined according to the • following formula: t 0.07TV.................... (12-6) F, need not exceed 0.25 V and may be considered as 0 where Tis 0.7 sec- ond or less. The remaining portion of the total base shear V shall be distributed over the height of the structure including level it according to the following formula: ltjii At each level designated as x, the force F, shall be applied over the area of the building in accordance with the mass distribution on that level. wvJ0n# C fico fiselr a Onc . UM Ho�M7e aind Awa.. RSUIM< , 22(0 12 _ t�frIftainme.; R. d olrnl@.9410 00 o,915-23400 -7117 SDecializinp in the Structural Desion of CnnrrPtP Rl,ildinoc I I � ' '� ,•i !i (j) Structural Systems. .�r 2; Design requirements. j, i• i+ D. Diaphragms. Floor and roof diaphragms and collectors shall be designed to resist the forces determined in accordance with the following I P formula: F, ..................... (12-9) I j i j'x• w, WHERE: r -s the lateral force applied to level !. w, = the portion of W at level !. jI w,!,= the weight of the diaphragm and the elements tributary thereto at level x, including 25 percent of the floor live load in storage and j warehouse occupancies. IThe force F„ determined from Formula (12-9) need not exceed 0.30ZIw,,. When the diaphragm is required to transfer lateral forces from the ver- tical resisting elements above the diaphragm to other vertical resisting dements below the diaphragm due to offsets in the placement of the dements or to changes in stiffness in the vertical elements, these forces shall be added to those determined from Formula (12-9). ,However, in no case shall lateral force on the diaphragm be less than 0.14ZIw,,. l t 'levy Engmasrmg IlInc.112011 Hmslydl Ave., OuNs 202, , o uMngme, Caflgw k 940900 o 415-340-7117 Specializing in the Structural Design of Concrete Buildin¢s :A.' I '•J" I l~ F: f- r r 'a �L q•IIt is — , I ~; t3 dr - �� ;��_��,;' •-, ,�;F ',�`:=••. �(� SYS S - _?�•E�,r.. ' I1� JI • Y', .. ':5.5�<.,,i'. .epi,.-!; .'l ..i .. � t ... CSP-Arr e,'UTPL47 For— G&vm E. con F-i&up.Amrn ,..5' p1.�j 1!ir... •I'�����• 'l, +4 � i.t 1 L k' lit mL l'f..am �CV'...'� CI. I,���'r V�'Y\� ✓!): 1 V� I I.��. / r'•��IC ZI +-Cp I� e9 62' PITT •1 �A 1 7� _ y J - n•' ...'-mac ,•tiv — .... -_ ti: r r,. Ii . Yom- - z • .{ti .bit. •a: �'���' •'S+•ii�: �. :j`r I'f,- - -i: :.1�•• iii a '..: .,;. _ _ ��' fir: +•• •'!' ��� •I' ' , G.�t;..,: Sti `-r'•it,-ta•t�h='F .i �: t: �`^ i 1 i' . . ,.�I+,LII1•�i• il'1I� � ii 1 ;il �I'I+�I �� I ill 1I i I! ".I '. 1•I�,II ;'�;I If�1'�'RY ENGINE INCORPORATED SYNOPSIS OF WATRY COMPUTER PORGRAM I; WATRY LATERAL ANALYSIS PROGRAM MUM III GENERAL I I I i This program distrubutes the shear at one story to the various shear walls of a story in proportion to the relative stiffnesses of each wall.. Also included is the i effect oflbuil,ding;torsion caused by the center of mass being non -coincident with the center of rigidity. The program prints the direct shear force and the torsional force to each wall. Positive torsional forces are added and shown as a total shear force to the wall while negative torsional forces are neglected per UBC requirements.. A minimum eccentricity to produce torsion is considered. All torsion forces thus produced,are considered positive. INTERNAL PROCESSES For notation and formulas, see attached manual calculation. I i '»;��s;Qi; I uvr uwC Puo�l MCL 9209 HCO)WAMMI Qwro.9 Sufiic 2,02) y (;:.3nnu,llllu�g,aluriile-r9 MUM 060 -M0. -TOT? Specializing in the Structural Design of Concrete Buildings I� + ':Aj:y; .<.;r '�•?'..�.. .+�':'('•.�';dfiS�i' �i -'10.,1_ ..r,: ;r. r. _., .,._ .... ,_ _ ;�. - - .. - , S3� i{i.. •yam p Y' :'1`' •t 1• =f.. I•t•,,-1�.� •�,., .rs:=� 8;.�%• _ 'tl._ - 11: +�c 1, :'•¢• riff' ':(O�. •f" ,i. 1.. - f•�'f •,;1i: ';i Yn 'T• e�'3',' '-� ii '1�'f, .{j: '.�.. '��• 11 Z t .i:'i��' �rr _ :�,. i t4, ;,y.:. ,114 C:,r ji.e?._,,iJh`��filHOW!' :.I1-4��_. ,, � 'a,aJ.. •��. _ .i• 1_ 3 � • n i •� { � ,j`(I,''�.�3� � � ;�� � � .. I o�' � . j , o , . �, o� 2 , �� . 2 t I �1 �;. ,. �ir I•. 'hl I . f t� :;�. .:1 ii .. I t.. ,�! IJ'i. ,:Sl.r d//(]� .54•.�� '� 'f g%t� '1Z 6p. i!�i. � •11. ,• . _if��� •{,: P�r; •�i, 1!;i.ar 4 „iK�i- r�eJ�g ,<.!. ::(. ..� �'.gF ✓ �: ��� i- UI v;••:F •�: v,-1 -Cjj. �:•:l 'i•'•t: r ', o�. { ':r: �'1t^� �';:i,'. ,:1�'?'C -. -:I� , :f2+:: �I�L a",'.;,; ��... I. •f: 3i.:•r f=L. �.��, sJ•i{ � .'liar'..}1..,�r n>nl..' c�• ',�;::T�•;:.' •'�•i".::'.: .. �.. .!; !`�� ��?�::�i:'rj:;.�!,• ��'.il��,�.1f••��••t•tF'F•• �l' -I'"t'�� ��� I ���c'�i ,•'S' rah-°11�i• .�'. 74 )'^.".i't,- 1= i k.•x •.. is •U ,:v-yE •r' •r` io Xy�' t t' 1: �r: i• ( 't moi. ►� :J ;.t 1'•S,• ,.< is �i. �; ,��ct �t; .-�,,;�; "�Z. ... :c' ,N.T •};;.f;.: -F.. i j .�„ :!'�.;,. ,r,>:_;t .�. •rri y;.;;.', ; ji'•�='.i..:'{' ) ;i. {. I. :�' !. .,1,..�y bJAr=ter I- .,:.�_ I :! 4pgti�x:1, o -i ,=i= .s. . - `tP_r �•� �.��t,i�.!��..::T� i!:.. 'a.i.`.._I: �, 1 <. '(. ,i. �' ; 7a.. ,'r� ,Fi.: ','•• ,1` J,1 4,'q'.7. .7'l ..J{{ -6. L .,_' ir�ti' 1 ;;':F.,ff!'f•-rv:•f!,. k ,..•>'�ii, �--.•1s • t .t-� .i7(- rr:•. ,fir I'`:-' .I:S i'e•�• 4 s. 1J'• .,�.,Y� t-. •'i y:S�i a;•r'. ."i • r. 't• r .=r'r+ �• .1 =i'�%} � : '�,:-::��17,. �.. '�!•��'i:. 1�}%{:�?_. p']i�''"fl'T�1 ',,•'z�}�:�.�!'�: !� c �.{ I .j .Ef:�✓'=1 ..I :f t. :��!:;: �.:, .a:C.tti=ta[a )�`��, ,,. ,t� .. •:( ..riy.....,Mr_ •:3-• _ 47:-•x•' ` ..r ^T..;- �•.,. ,,.. �..K.:�� '' - r• -:^p• f_+.,..:=T....,. • - ^J Y; 11� :�i �;1:�.TLda` •� .f, c �:+v,: ,i • .,I rr •�-:. .,._.; .�: .i.:y• '; JI•`''� •' •.i_ .'1:' ;.. ,, : '� t': is f } - ; ` f :i i • 'E• -� BANK?" t: 1i f . i t =r' rti• J ^;l•.T:, �• i:`.,, 7.�,.: y4y•F. -. .. j7L;1:ri ,�.�, _ :.��_ _ '.r: :i. - .t.. ;•i.' •i' 'I � � - �'t- x.. >_.. a't. .�tcyS;�e:4 .��.j.i i� :,: _ � } fir' ; i� :i•:1` A,•:,- ;}-: ',,��1* .- `ai+ tt- -:.9'' •.1F" - 'i''•I :}�: 2.. .1-.: _ir.: ', .�:.. - .. . ltl, , ,� i } t, •. f i , ii j �' �0'r.' • " -' �' X1,1' i •�, �}.: ..+t;+. � ! '� I VI - �1 ni •1.1 '� :. ie v}� `` 5I .,.r;.l, +L,. ! ELL by L- �: .._ '. �:' ... . " ,,ice •�;� �_I'ci�� , � (//e//^��{�u�t1 �J:r ,1. '�j: i• Y::.Y:.. I�.l� �.Y z :F i ' . : h;: I- Tai- �.. I I. i. h= �, -": �'•}, �: '(�- .tt{� 11 `•, t! 'l. ..:li: +.-�:rt�„ L;:L rr.. .}Ij:y•'r': �'�Il it '., t•r ;-rji;.r:'��{f-, i..:;y_.7.,: 1,',p �,'�:i; !, )1.11;' •a: ,lr-�L• • ♦•r: .'L •: j''�:'•i-lam ::1�L.._1 ._ +•�i. 71��'�. t... _)oC::.tn._.{' 1 Ii _ .'sem. 1�1�.'....m• �` ..1+� fiY'�:'i, ii"ii{t i.r,. •},i �ll �'^.: l.:}....::..�. .1.:_,. �1�.%':.... H. ... .•�... + ,>'ti :'•I.� 1 _ I ' 12' )c - - �)i },ti Nil :�1' ;' L' /a..: iR..]1 •II }� ,.j.-:.', .Ih r-.: �, .�• _ 11iC ,T � .1•;;1;"-1 .C:^'�••'�;: - 2,l`. t.. ;g:+;r ��!';r'�'ttiia`,t`„ ��- ._ :{- .. � - ,i- �, is 'i='., P7 ., a: - '.i- � - ;P•'S'!;' :nor, 'e. :Y..•7 ;7{ i .:j iS: .:}:, G�"�•.� :,.!•.. ..�: fl. >:'2..I� L:�' ,�.9 Co' 1,. �� 'I- µ.�: '� :a�::.•I :-`(1-�,-''�;; .'7�+�� o_ ��52 C4 :..',: �✓,a �,Ca°..off I�.l� �,�: •� 2. �, -": '(�- .tt{� 11 `•, t! 'l. ..:li: +.-�:rt�„ L;:L rr.. .}Ij:y•'r': �'�Il it '., t•r ;-rji;.r:'��{f-, i..:;y_.7.,: 1,',p �,'�:i; !, )1.11;' •a: ,lr-�L• • ♦•r: .'L •: j''�:'•i-lam ::1�L.._1 ._ +•�i. 71��'�. t... _)oC::.tn._.{' 1 Ii _ .'sem. 1�1�.'....m• �` ..1+� fiY'�:'i, ii"ii{t i.r,. •},i �ll �'^.: l.:}....::..�. .1.:_,. �1�.%':.... H. ... .•�... + ,>'ti :'•I.� 1 _ ' , - - �)i },ti Nil :�1' ;' L' /a..: iR..]1 •II }� ,.j.-:.', .Ih r-.: �, .�• _ 11iC ,T � .1•;;1;"-1 .C:^'�••'�;: - 2,l`. t.. ;g:+;r ��!';r'�'ttiia`,t`„ ��- ._ :{- .. � - ,i- �, is 'i='., :, :%:: ��;�;• �,- ..,;r 7: ., a: - '.i- � - ;P•'S'!;' :nor, 'e. :Y..•7 ;7{ i .:j iS: .:}:, G�"�•.� :,.!•.. ..�: fl. .. .; • a- TORSION TOTAL Y 1 =. ' 68.65 11,E al•. ��. ,I��.i �t.l`; li .68.65 ! '' • 46 .55 . - ,t •:e:-..- .1.: ;7de.lii.. .ifs.;. :,,• .•'r.. ,,:' ,, .,it...` pJ�.{�t:' .v '�,.,:; .St:r�r�:,}1: .. •, ;�I r¢ .{.�;`;: .1 ,',a,1{��.�•v:••�. <.P; •ra�r�.^�ix'�.}'tl<. :.�: .I WEI TORSIONALi'RIGIDITY PROGRAM � .. .'c.� �.•r•.:r� ('SYNOPSIS TEST„ TO RSION {. ' ;: TOTAL. . . INPUT,( 15 ,'g'j ... 15.91 NUMBER OF X WALLS.= 2 15.91' 15.91 NT M OF.; Y• WALLS _. 2,--!.. `F.R •; WALL'''`;`: �i'REi:ATIVB.Y;,� � .. X -DIST',' I, RIGIDITY!:' :,; ' I, (ft) (ft) X 11 2.77 . 14.00 0.50 X' 2 '3.35 I' 13.00 9.50 WALL RELATIVE ! X -DIST Y -DIST j RIGIDITY:' (ft) , Y 1 !2 1g'`f :i.' `i:' , `0 50:5.00'+''•. }k Y.. 2 1 _.00:;{;,..:.19:50 I' . 3.00; `` 'FLOOR ,..'t� �� .�� ; 10.00--, .. '5.00' WALL' DATA STORED IN FILE 1 `i OUTPUT CENTER•OF• RIGIDITY -X-:= CENTER OF MASS . CENTER'OF RIGIDITY'Y CENTER OF MASS Y = 6.46' ft 10.78''ft 5.43 ft"i. ... ..� 4.96 ft TOTAL SHEAR IN X DIRECTION = 100.00 MOMENT DUE TO TORSION = 100.00 ft -k WALL'";'�'�`•li „�'' �';� :SHEAR - X. 1 ; ;' b, 45.26 'A X'. 2 ; 54.74 kips' (5% ACCID �1 TORSION 3.68.1:.; ' 3:68��' 1. I WALL SHEAR TORSTON Y 1 0.00 3.52 Y 2 0.0 3.52 t TOTAL SHEAR IN Y DIRECTION = 100.00 kips MOMENT DUE TO TORSIONj= 432.00 ft -k MASS (kips) 14.40 16.80 MASS (kips) 12'.007.20 2'.007.20 30.00 ENTAL ) TOTAL ` 48.94-: ; 58.42 TOTAL 3.52 3.52 WALL SHEAR TORSION TOTAL Y 1 =. ' 68.65 -.15.19. .68.65 Y• '?�t, ;•;+. 1;35. �15 20 46 .55 . - ,t •:e:-..- .1.: ;7de.lii.. .ifs.;. :,,• .•'r.. ,,:' ,, .,it...` pJ�.{�t:' .v '�,.,:; .St:r�r�:,}1: .. •, ;�I r¢ .{.�;`;: .1 ,',a,1{��.�•v:••�. <.P; •ra�r�.^�ix'�.}'tl<. :.�: .I :'�..r ,. rf:r•1: c.i•.'�i�: ,;�� � .. .'c.� �.•r•.:r� WALL;¢ !,::.�,;;.,-SHEAR 1. TO RSION {. ' ;: TOTAL. . . X : 1 ,, 0 . ,...L,. 0.00 15 ,'g'j ... 15.91 X 2; i 0.00 15.91' 15.91 N�g WATRY ENGINEERING INCORPORATED CANTILEVERED RETAINING WALL PROGRAM -SYNOPSIS - WANG 2200 .GENERAL PHILOSOPHY This program will analyze and design a standard or undercut cantilevered retaining wall constructed of masonry or concrete. The soil load is assumed to act as an equivalent fluid. The top of the wall is assumed to be free to rotate and trans- late while the footing at the bottom takes the vertical loads and moments and transfers them to the soil. This synopsis shall serve to demonstrate the general capabilities, input and method of analysis employed by this program. The program is interactive to la great degree. The user is asked by the program to answer many questions which serve as the input. At different points, the user may preview the input' and proceed or correct it. In several cases, the output may be reviewed and changed before proceeding. Therefore, the typewritten output is a final design. that has been reviewed and organized by the user. INPUT First the wall geometry is input. There are two basic types of retaining walls, each with three possible configurations as illustrated below: STANDARD i N/9 i h 2 `. z HEEL TOE 04 Z 9C .. A: B2" L •171%VVY MooMn7avd Am, SWfta 202,uTfl ga lm, WftvnIla 94010 ❑ M-348-/! 1 Specializing in the Structural Design of Concrete Buildings : Cai6tilev�6r�I ed �I Retaining Wall � P 09'.a'ni -- r, Syn sis� Wahc 00 UNDERCUT,'! Bi C -, ml 7 h 2 OE' H E E IC"I %I 2 Where H = height' of Wall (up to 16 feet) hl = h6ight'o'f soil at higher side of wall h2 height of soil at lower side of wall 'T = 'thickness of footing (also assumed to be width of key) A =.setback dimension B1 stem width at top B2 stem width -at bottom C length calculated by computer b = depth of key H1 = height of concrete stem H2 = height to bottom of 8" masonry unit Then the loads and material densities are input: Page 2 Ij equivalent,fluid pressure added lateral force at any height (plf) soil density (pcf) maximum soil pressure under footing (psf) passive soil; pressure (pcf),, stem density�(pcf) ,footing density (pcf) surcharge (psf) axial load (plf) Coefficient!of friction between wall and soil f& yanti�Ieverea rc,e�clnIrlg wdlI i I'(;i. 'i�'j I ProgramjSynopsis,! - IWanc -00 Page 3 t xi.mum!design 'stresses are then input: :, 'll ultil .mat; -compressive strength of concrete (ksi) ult;imate, compressive strength of masonry (psi) special,jn�spection requirement (yes, or no) I' lyield ' strength of reinforcing (ksi ) � i,j minimuml,'safety factor for! overturning . IIj Id n the 'd s' ignl portion of the program, the Juser inputs: �thel,'loc'ation of the steel in the stem and footing the'heightslabove the footing at which designs of the stem are desired thel thickness of� the stem at each' design ANALYSIS ` �'fhe overtjj niQgjan�d resisting moments are calculated about point M, shown on the di,agrams.�'l The vertical loads are calculated and a centroid is determined. The I' program increases the dimension C by one -inch increments until the following con- ditions are met th`e;nax imum bearing pressure is less than the allowable I the resultant of -the soil pressure diagram is located in the middle j third of the footing i the resisting moment divided by the overturning moment is greater than the overturning safety factor i DESIGN Concrete' +reinfo.rcing!is designed by the;ulltimate strength method. The ultimate shear stress is output! Masonry -' reinforcing is designed for steel tensile stress and checked for masonry compression stress'. Shear stress is output. LATERAL RESISTANCE The program checks the applied lateral force against the lateral resistance supplied by passive resistance against the 'toe of the footing and the key plus the friction against the footing bottom. 'If this is not sufficient, an additional key depth is output. I t ' I I 'I , l r�fd, 'Ir',..t,,$:•`,' i�5jJ -) jjNi, i✓1 ;I.(/Wr'4•.. ` '/� is t I. :t 'I'.`,�.��� y�fr`IT�l",� S=S,f/�/•;•k ;i. �r l l�,t�'v��.�.'.'���P�cL�-`::�:�: '. �� �'� �� �,f��! In'►� ; 1►�p�-�T Ptd � � 1 OKI IT I rT 40 2 i • . I:. •�� Vv��.. �" �r 1 l����� • Pte✓:` � ::�E2 �1.� I v.P�.V��' �,� t K� eu �I I i �.✓ CJS► I ���� ,:...�_:::i.: •. ; • ......... , , �.. ; ; J l G r x 1 �#- 17 ell ��t i r s �-ti: � 1� r 1,.!���.y: �f�r �n�1=:",.E•!:i''• - �_ 1 . - •"�'�•��r ' �..{e;�'` :t•i{:,' i it.•,,,; r..q�'y�, 'i ,.•�lt'i:'`,1�`ia•,' Vit: T�':1�;'�`r �>.: _ .�•,: �. ',; ' ..: �.,,, � . n µt9'�n•��%;ii �=i, �-'k„ :f�k:�i�-`h �14�'- •u. .c I '�1' `�i".., i1 � `i. � _: r 'iliti;i ill '�;�,,;-jr'IZ�Du:��•� ��`+IZ"'�112= 2,7-2 ,,III ;! jl �'��' .'•. ..f.r.�'I. ;�,, : '���'�,I'�I I •''��:'i� � ��•�I�Z,�'�'•� �(1131Z�.�/j2 _ CPC��D,�.�Z ' ;r r, gip-% r--�p +24-4.4 •'if ,•�,.,.f„;j Vii.. 'T`' '�iw: ''•;: Z` � •�;. :. 16 •;f.,t.. �.; .:�,;.:���,_.;f+:�, ,"# ,,;;�aal .�..Ij.!�"� 2;4../2 _:...��;�:,: ... I ��L ,2 .. 1'I I?�`'.� ^:�c: '�'•:'J,k'�.nn:.l.-+4/ J I��CI V I;.(J )/I�! � C!'vV ;iji ;:i�;.!��I'. �tr:'i•.;'yl!ero,: ;+�`'�+•;,..''•bjN`.if.k�P� - ;S:I:• �' ' - � � � �' �I.!. �1"� i�•4:-,'�^1:i ��.14'I .: n� jV:i:.� 1'•.+:''� ''1.:. il• :�' ' .I .. _..':. �•j,. :4. A•''�,. � ! ' �� I' Imo 3,��'lb -�i'3 32,E •Ib t 1�- /�` l^/SAI V 1 LLQ 1 ;••!'�� � . l �' '� ! �' j ,,.}, �•.'r ,,'� : • •I ;I._,Ltj��•�, I�I'�J}J'J2.4'Cp� �• Ib !� Mar G r1 V!Q VIA I noL-F- 'j'i-} I 11 '�j I l4- �j l M ne, S' •�•+ D,fJ:.: ,.1�{�'}a_ra j.,:� •' '�' �•aFo:,.r'� (i�!}:: ,•I� :i: h, I ... i ,, +4'epI It dpi. ffi,�1��i�13•��-- I �31,�3 s I Cp I,�i -�- t-'"`t .--, ..��..� —+;� t,-;_ .1.. ___-r:F?:: i�'� �i � ..:'2r'•�it - I•. --i'17 �js::•n,i,�Jli��.'�.-'- .. z .. .. ... -... _. 't;� j!,N''fJ'•`+ �tidr�"j' ,f~i,_q�� 'f;i, .A I- 4;'�/ ��� s,.' �:!�.-v`7:'•;Sj,;,',c1.F`, .J,v..;.: 'ti' ,�� ..:;' '> 11'� kali{�•'�• , f'.i�ir: .}'ii..�i�'r: iw •��.//�'� tt1{1{ F :I!• a�• •;�i:• IY:,.•nJ �' I� 1 i � .' i ky'i ..i#y:•�::;Y. }il}I rV' `' :H• •,� fit•:' '{ '"1�4 _l I tl: }.::tl �l�{�',' �l � it � ,' i"4•, � J1/�!"1{ � Ih�: f ,1�:7 �. .{• :7{. .•_t, ��"i�� •d. 'i--� �'ll. - .o� ..... i.�e.'•'4i� �•.; •: =: '�> cif..; w'n l 9• L.- t ! ;�:' .:i}Itt•i. if .r, tir : �I[ ..I'..: i,k'.. '�: .'1` .. .•. ..ice ' �I i' 41 I, F'�a• •fs n I` :ii `1.1' ad ate+'"'" *•Ll`.:''i ii'1}...y.,. ,. - :.,.j_ ;t r .. i i ,. , �- �� Al :. ;,-�l�_ �, �• �I„�•I h:• !I�.���i�;,��!i�•,r',r:�.p,. • � �j ,; it _: j� i°- r:}^y�`�'.*i7=:i:e='. ��. �,.�i-' t ” •.p �� I. tayt 1. r:: ;,:I .1. :}.' _ .. .I ik 'iljt" la"t'/1 ,'1A [. C ���� ,�,,,�� r��^ 'i/�4 e •! ti. �} ra ji;i,(:i]I^� �,i' •�,t i,l:h, � °,e �,I,.i}.'ryCibfJi� •�%nt i'L,, �i,f :�, i, i,��. .�� ' �r 7' - r s , I, i iYt l t �} E ) r'I �'' ;� :,I �:?��f„'✓rfl �'.. :rl�a"' ,� I,i r I li. "; }; }w.jt,�tr;r.,; 1 _�=�; : , � ,- �'• ' , � : ; ?t d K ., 4i ryt .I f I f t :lij..j712e�yIlk. f i lei. .: C:t ` r, l� ~$' i•}'1Fljli { i i. j,•J.i f ' t Fill it}�I :11:1'j,n,I:'}i I1 flu I: i •i 'r .I tj,'1 qc Yvz, .��;i.� .{{�'��Iri�'•:�.;ji��•I��i' :�i; '�i �''j:.;ji i .,�j ,i II,I I •iM '.�y�•'. :i�`:+•�r�j^}r, ,! t iYft,•.'r,.. �'.' �:. Rr�}. •,. �:} •[.,�,. .I• , �i; i. , ..� .j .i .: r ,,i �1 ., i'' {:I ill,l ii .•�1. �I. :•�:. 1: '1 ``�� j �c' _•�'r''c-.ti f'. 1 .t, �'�t' :� c., i.Gj.5:i1?{• `ni�•:1};i• •,' .I �.1�F< (}`, �I iyX�i; ..iirr� :i.'t"��i• ,'•}� •i� ,i•. t I; - ,i,�i:7• �i 31,1-7i:i '{;r:• I: ;t �,,i 1 JGf.,��.� �) i ,ii�al.,u,� �;1�i.1, .>.. :i. ,�.r ..r.� :�!i �':.•:`. :>�+�::i•.. .. '�i ;r.•5. s�� _ ., o.u: p;:;i �;' r� 11a •� - 'i?i�.i':''•' fi: j_:L'�1Ai'i �:�:;r• ii ,r. i,. i;,,� ���s a;•r�•,:ill � i� 'i+�II>k:pr' r ;, ,,}�'�'S+' ,r.,--.• r};� 1;1, .tr.1,. ,,-r'•:: •�,• �.�,"� .��; •a .. � : ti:�! {�r. �' �:7�1'-:{ri�rr't:-i'r :.�;, I' ,.}^'.I'4 :rr 'i� ,r..���'t�'' .�.t��7 It' �:r.�C��i: ,r, •I�� j ' , i•I 1 �: 6' ,I ��II,' '4 i� jl�• :I.il- � ,� � �� 1` 1 I i�_:.::.. _' ' •r -?:�_ CIr�liit• ::• �1•';-...1•.;• •;t:': i,�•.-•�tj I, ;�, �1. �'i _.._. 'Lim( •!f f'7 rJ• 't rT }' e6�. •t:y..,.�,'• .r✓. •tAt::• �'Ifrti•i ayt 'jj:. a•f, a' �Ir, :�i:R>i'i:�i�. ::+l;ir..it. ,• �'ti,v y,:rrr'':ir ttrr:I :i�M1 �L:. l`7•�,. :'1' ,!`i'. !f...I}.�.7L11 •1' �I .I•, 1:�! J :� I � is 1: •ii,�c,t'1}.'j. l� il• .:I ,, 11 '•rM1 ::i'�'I' � I 1 i � • I 'e•. 'r' ii ..i: :{'• :�i •t�:'[' w'..i:{;• :,:i•' ,r' .r! tj`-°1;� r.' tit i. f' Ia+ `1 , - ��� I• .�i:jr' , i }. _ '� :i: •`�i f �, ::��"; :'I.fcj•i'rs'�?: ��,, r�ri.i• :f:;�. i n' - �� • ` :.rf.'• tri � , 1.7 _ 0 4Z 1�' x1Z4 1 11 �i � 2•,?so �-,1 b x I z� 1 - ' •rr. n'h?: •;/='r:-1tit•iiav .j�r ii. sy:�_, 1•. ,I'•• Li.'1,�-. ,If :i•::'�r:::::'C-?S.jvi: .. _ -t• ;r;J;^.':•i' ',. 1.�-'.y,•ylr,.?•n•., •I tr : rF;c: .e°alih-r' .•,• 'r;1=i '�i' - �#t i' r.> � �} �i, iii} ,i.� c;., at+h :-t; :C.i_-:}��rj"�{. lv.:�',.i: i•.a..•."�. t •1'- 'Ij' .�(•' _:j�.t Jk,. 'i: ,�.� , 7�l A,'iT, 'l+ •r. :�� �, ;t;=1"Y� ,,y. �. .r � V.) •.„(1 -rl�l• R: 1.l}a ,jr•�: .1{:1 �,., ��j �.li., � 1 I�"�:r• _:i!r:�F"..I• _•"i• }i�� F;. �{��:.�f�sf�1'i.��i•ii ,ri. } a •�'±' :tVl.i•..}-, .�'..u.f ,,,, ). ,t+•' :��t's'•'It-1tK'a"r, .1'_ j-::y};�?;f;:,:i.. _.. -.... :j. Li.. •'-'i; 13-:,5 ;r.:a:i JDr.1-',r,�GV!` iL1��"'�•�L�.`�ij•r�i•� .�,.•' f •M - �•' ' -z- $ 7L,,.z0.17 t�z"� 7.7 j..: •.�i �, .t •!: i• [t:t' a.- ;f! ir: ii• .cn y:;' ;ri '+r-{':' .� �(-:v-. :Ir• _I. .1;i -;, :ir i... �j FIN 1 y �4U lk7,t lt�l. rL. lgl Uy I �� ��'� .i` �'I �,�.:��I`ii °��i�{�uT�l�l_.,1.9�1 I r , , ���: � �I � I� i reQPT I Yq(!l i� t4t L 4 VA ;2 r;+ l /4z% e7 V4 I?P I 11 11 IA, 19 jr C -T V\o Z_ e V4 I?P I 11 11 IA, 19 jr C -T V\o I.i', `III .'I; I'";I',i i..-',i�li �� �,� I' I• � 1'-w 1' ilj �� I . I ' � � I 1' ''� I , I II1, WEI;.UNDERCUT•CANTILEVER N-AINING,WALL PROGRAM ' �$YNOPSIS �TE$T,'7/23/81 1 t HEIGHT 'OF' WALL'', 10.00 ft 99 I,,. ,'SOIL HEIGHT ABOVE HEEL = ,I' 4.00, ft �SOIL HEIGHT;j ABOVE';jT0 f,i,I_ ' 1 OOI fit' II .STEM' ,SLOPES I TO�dITOE SIDE'S I ' �I , I. ,. .I j I �' FOOTING' THICKNESS''�;j�ll',I 12.001 in p t j STEM, THICKNESS' TOP., = 8.00 in ,. .1 !� STEM THICKNESS: BOT_,' �' I"'= ",12.00I,inII TOE'ILENGTHI ,(A)'� 112.00' in i I i 6EPTH'OF' KEY (D) =I 0.00 inl iF i j EQUIV FLUID,j PRES�;'I� 1 I = 42.00 pcf ':ADD LATERAL', FORCE.;, �!1200.00' lb HEIGHT OF I, �FO,RCEi l,51,00ft,f; °.10peSOIL DENSITY ' Ij 1 II d 0.00 MAX SOIL, PjPESSURE !.' 1 2000:00' sf"!! 'PASSIVE SOIL',PRESS ='400.00 pcf ,, STEM DENSITYIIl' !j' 150.00 pcf f j FOOTING DENSITY' ' 150.00 pef. _SURCHARGE j• j l - 150.00 psf 'I l' j I' AXIAL LOAD �.� i.�`'� 1{IIE, j 120.00 pif i COEFF OF FRIC0.40 TION = j II �I �l p, f l i I�.I = 3.00' ksi fy l �' I' �' jl ilf j = 60.00 ksi�� MIN SAFETY_ FACTOR _ 1.50 l l' SII FOOTING DESIGN O (HEEL, LENGTH 'I� t111 i�� TOTAL LENGTH i = 89':.00 = 113:00' in in i'�j �I I '+ I' MAX ', MIN SOIL PRESSURE SOIL PRESSURE =0993.73 469.15: psf ; 1. SAFETY FACTOR j' I I t 4.66; f , 1. II r =1 psf �I Ii1 I; _ I''� I TOT APPLIED FORCE =,2977.251 -lb i ULT -IM -ATE SHEAR STRESS _ ` 32.60 p ski ,!',' 1 RESIST FORCE 5436.4 lh AREA STEEL TOP,OF HEEL = 0.42 . sq, in/ft,i. i ! REQ'D KEY DEPTH =1 0.00 in CGS FOOTING, 3.50 in AREA STEEL BOT ,OF TOE. = 0.04 sq in/ft LONG STEEL IN FOOTING 0.17 sq�in/ft I j' 1' STEM DESIGNj': HEIGHTSHEAR ABOVE II THICK N ESS I As: STRESS MATERIAL i CGS FTG' (ft)�,,I, iin')�'; (si/ft) .+',(psi)„ l (in) 0 `.'00' j l12 i' 00Il I0�.38,I; 14 4.1� 'C�ONCR ETE i 2.503' ! 2.00 " I ' I j'i j jl1 1i .'201 ,j 22 I3211:.904 CONCRETE 2. .50 ; CONRETE�li• 2 04. '10.14G 1 22: 111600CONCRETE 50,.5'10 l ;� I LONG STEEL IN STEM 0.18 sq in/ft i , 1 ,