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SFD (04-3799)78140 Masters Cir 04-3799 BUILDING &SAFETY DEPARTMENT P.O. Box 1504. (760)"777-.7012 78-495 CALLE TAMPICO FAX (760) 777-701 I LA QUINTA, CALIFORNIk 92253 INSPECTION REQUESTS (760).777-71.53 BUILDING PERMIT Application Number 04-00003799 Date 7/20/04 Property Address '78140 MASTERS CIR APN: 770-350-006- - - Application description DWELLING.- SINGLE FAMILY DETACHED Property Zoning LOW DENSITY RESIDENTIAL . App ldcation.va1uation 387768 Owner Contractor BENTON DEV.. LLC. ---------------- EASTON BUILDERS CORPORATION :.-78-5.41 DEACON DR. EAST P.O. BOX 3235 LA QUINT.-. CA 92.2.53 "PALM. DESERT CA .'9 2 2 61 WCC: STATE FUND.. WC: ;'.:174457.0:03. :..... 09/01/04 CSLB:. ..'..755163 10.%01/04 CCC: B --=-=--------------=------ Structure Information ---------------- Construction Type TYPE .V-.NON:RATED Occupancy Type . . . . DWELLG/LODGING/CONG <=10 Flood Zone NON -AO FLOOD ZONE Other •struct info .. CODE EDITION 2001 CBC # BEDROOMS 4:00:. FIRE SPRINKLERS NO GARAGE SQ FTG .9'4 9 : 0 0. PATIO S.Q FTG 443.:00.:: NUMBER. OF: UNITS 1.010— FIRST FLOOR -SQ FTG 4496..00 Permit . . . . BUILDING PERMIT Additional.desc Permit 'Fe'' 1647.50. Plan Check.Fee 70:88 Issue'Date: Valuation 387768 Expiration Date 1/20/05. Qty Unit Charge Per Extension BASE FEE 639.50 288.00 3.5000 --------------------------------- THOU BLDG 100,001-500,000 1008.00- -------------------- ELEC -NEW RESIDENTIAL Additional desc•. Permit Fee ... 20.6.34 Plan Cbm&51.59 f Issue Date Valuat q A 0 Expiration Date.. 1/20/05. U JUL 2 0 2004 P.O. Box 1504 78-495 CALLE TAMPiCO LA QUiNTA, CALIFORNIA 922.53 4 BUILDING & SAFETY DEPARTMENT VOICE -(760) 777=701-2 FAX (760) 777-7011. INSPECTIONS (760)-777-7153 Application Number: 04-37 Date: L Applicant: Applicant's Mailing Address: Architect or Engineer: Architect or Engineer's Address: Lic. No.: BUILDING PERMIT DECLARATIONS LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licqhsAd under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and.my-Uycensgys in full force and effect. t —7 �,�/ License ClassI_Z_ i. License No. i rnn� fmrfn� OWNER -BUILDER DECLARATION I hereby affirm*under penalty of perjury that 1\, xempt from the Contractors' State License Law for the following reason (Sea 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its Issuance, also requires the applicant for the permit to file a signed statement that he or she Is licensed pursuant to the provisions of the Contractors' State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or.that he or she is exempt therefrom and the basis for.the alleged exemption. Any violation of Section 7031.5 by. any applicant for a permit subjects the applicant. to a c.W penalty of not more than five hundred dollars ($500).): U 1. as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure Is not intended or. offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that thelmprovements are not Intended or offered for sale. If, however; the building or improvement Is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or Improve for the purpose of sale.). U I, as owner of the property, am exclusively contracting with licensed contractors to constrict the project (Sea 7044, Business and Professions Code: The Contractors' State. License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). U I am exempt under Sec. —.8.& P.C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations:. 1 have and will maintain a certificate of consent to setf4nsure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. . I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is I certify that, In the performance of tfie wor _fo compensation laws of Califomiai and agree f�o�rthwith comply with those provisions. WARNING: FAILURE TO SECURE WORKERS' CIVIL FINES UP TO ONE HUNDRED THOUSAN SECTION 3706 OF THE LABOR CODE, INTERE his u , I shag not employ any person In any manner so as to become subject to the workers' should become subject to the workers'•.compensation provisions of Section 3700 of the Labor Code, I shall ISATION COVERAGE IS UNLAWFUL', AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND AS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for theperformance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name Lenders Address APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose.behalf this application is made, each at whose request and for whose benefit work Is performed under or pursuant to any permit issued as a result of this application, the owner, and the appli nt, ea agrees to, and shall, defend, indemnity and hold harmless the City of La 0uinta, its officers, agents and employees for any actor omission (elate to thew being performed under or following issuance of this permit 2. Any permit issued as a result of this application becomes null id work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to can 11. n. I certify that I have read this application and state that the above info ti n ' oo 1 agree to comply with all city and county ordinances and state laws relating to building constructioli, and hereby authorize representatives of this county to above-rroimtioned property for inspection purposes. 24101 Signature (Applicant or Agent): Page 2 . Application Number . . . . . 04-00003799 Date 7/20/04 Qty Unit Charge Per Extension BASE FEE 15.00 4496.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 157.36 949.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 18.98 1.00 15.0000 EA ELEC TEMPORARY POWER POLE 15.00 ------------------------------------=------------ Permit . . . . . . GRADING PERMIT --------------------------- Additional desc Permit Fee . . . . 15.00 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Expiration Date 1/20/05 Qty Unit Charge Per Extension - _ BASE FEE 15.00 ---------------------------------------------------------------------------- Permit .. . . . . . MECHANICAL Additional desc Permit Fee . . . . 194.50 Plan Check Fee 48.63 Issue Date . . . . Valuation . . . . 0 Expiration Date 1/20/05 Qty Unit Charge Per Extension BASE FEE 15.00 5.00 9.0000 EA MECH FURNACE <=100K 45.00 .5.00 16.5000 EA MECH B/C >3-15HP/>100K-500KBTU 82.5.0 7.00 6.5000 EA MECH VENT FAN 45..50 1.00 -----.----------------------------------------------------------------------- 6.5000 EA MECH EXHAUST HOOD 6.50 Permit . . . . . . PLUMBING Additional desc Permit Fee . . . . 220.50 Plan Check Fee 55.13 Issue Date . . . . Valuation . . . . 0 Expiration Date 1/20/05 Qty Unit Charge Per Extension BASE FEE .15.00 23.00 6.0000 EA PLB FIXTURE 138.00 1.00 15.0000 EA PLB BUILDING SEWER 15.00 2.00 7.5000 EA PLB WATER HEATER/VENT 15.00 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 1.00 9.0000 EA PLB LAWN SPRINKLER SYSTEM 9.00 Page 3 Application Number . . . . . 04-00003799 Date 7/20/04 Qty Unit Charge Per Extension 14.00 .7500 EA PLB GAS PIPE >=5 10.50 1.00 15.0000 EA PLB GAS METER ------.---------------------------------------------------------------------- 15.00 Special Notes and Comments 4496 S.F. SFD PERMIT DOES NOT INCLUDE BLOCK WALL, POOL/SPA, OR DRIVEWAY APPROACH COMPLIANCE WITH ALL FEDERAL & STATE LAWS,INCLUDING THE ENDANGERED SPECIES ACT OF 1073 (16 SEC. 1531, TE SEQ.) IF APPLICABLE, IS REQUIRED ---------------------------------------------------------------------------- Other Fees ... . . . . . . . ART IN PUBLIC PLACES -RES 469.42 DIF COMMUNITY CENTERS -RES 97.00 DIF CIVIC CENTER - RES 366.00 ENERGY REVIEW FEE 107.09 DIF FIRE PROTECTION -RES 97.00 GRADING PLAN CHECK FEE 15.00 DIF LIBRARIES - RES 225.00 DIF PARK MAINT FAC - RES 5.00 DIF PARKS/REC - RES 502.00 COVE PRECISE PLAN FEE 100.00 STRONG MOTION (SMI) - RES 38.77 DIF STREET MAINT FAC -RES 15.00 DIF TRANSPORTATION - RES 1098.00 Fee summary Charged ----------------- Paid Credited Due ---------- Permit Fee Total 2283.84 ------------------------------ 929.12 .00 1354.72 Plan Check Total 226..23 70.88 .00 155.35 Other Fee Total 3135.28 ..00 .00 3135.28 Grand Total 5645.35 1000.00 .00 4645.35 P.O. BOX 1504 Building t ✓J 78-495 CALLE TAMPICO .,. Address Y /LA QUINTA, CALIFORNIA 92253 Owner Jq AQRv _T dd, es s, / I Z' JTe! , Address CAV, A _ -1 ZiD ,'1.1— I Tel.., I . Arch., Engr., Designer Address 1 L.V( &—k V IZIp l,' C.CC /1 ) I Lic.t# LICENSED CONTRACTOR'S 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. _SIGNATURE DATE OWNER -BUILDER DECLARATION I hereby affirm that 1 am exempt from the Contractors License Law for the following reason: (Sec. 7031.5,8usiness 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 the basis for the alleged exemption. Any violation of Section 7031.5 by 'any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). 17 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Buisness and Professions 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 improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale.) I 1 1, as ownerof the property, am exclusively contracting with licensed contractors to con- struct 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 contracts for such projects with a contractors) licensed pursuant to the Contractor's License Law.) 1-1 1 am exempt under Sec. B. & P.C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION Ihereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company f'] Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT., It, after making this Certificate of Exemption 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. CONSTRUCTION LENDING AGENCY Ihereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) 1 Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives sof this city to enter the above. mentioned property for inspection purposes. Signature of a0plicant Date Mailing Address City, State, Zip APPLICATION ONLY ``,, `F r ILDING: TYPE'CONST. Vv M OCC. GRP. "Wli '. k, Number )al Description REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback f me Side FINAL DATE Issued by: Validated by: Validation: WHITE = BUILDING DEPARTMENT YELLOW = APPLICANT PINK = FINANCE Sq. iz Ft. q Size 1 No. s No.Stories Stories Units New Add ❑ Alter ❑ Repair ❑ Demolition ❑ a Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure TOTAL REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback f me Side FINAL DATE Issued by: Validated by: Validation: WHITE = BUILDING DEPARTMENT YELLOW = APPLICANT PINK = FINANCE CERTIFICATE OF COMPLIANCE tFsc Desert Sands Unified School District A& °o 47950 Dune Palms Road < BERMUDA DUNES Date 7/20/04 La Quinta f CA 92253 RANCHO MIRAGE d N INDIAN WELLS No. 26198 (760) 771-8515 PALM LA QUINA yy %IN0 1p Owner Easton Builders Corp. APN # 770-350-006 Address 78-140 Masters Circle Jurisdiction La Quinta City La Quinta Zip 92253 Permit # Tract # Study Area Type Single Family Residence No. of Units 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 78140 Masters Circle 4496 Unit 6 Unit 2 Unit 7 Knit 4 Unit 9 Unit 5 Unit 10 Comments At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to in the amount of $2.24 X 4,496 S.F. or $10,071.04 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By CC/PDNB National Bank -Curt Dunham Check No. 090010 Name on the check Telephone 760.346.5076 Funding Residential By Dr. Doris Wilson Superintendent Fee collected /exempted by Espe Lara Payment Recd $0.00 $10,071.04 Over/Under Signature NOTICE: Pursuant to Government Code Section 66020(d)(1), this will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original - Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting • 09!25/03 10.30 FAX 909 637 1935 FIDELITY NATIONAL TITLE - - - J z R_CORDING REQUESTED 8Y: SOUTHLAND TITLE INIANO FMPIRE (Tido) ANO WHENPACORDED MAIL TO: Banton D4W0l0pin9A1 LLC TSUI Osaoen Dara 50" Ls Quhua CA 92253 order Ne.: 69601993 !.Crow fie.: INJIM-KC A.P.N.: 770350'006'6 --me, Onr -N2 DOG a 7003.-671931 oae029 I or 2 OseeTT Taax Fold aecarded !n Official R.eorde County or Rivarelde Cary 11. 01`80 Ra,,,.saar, ceuniy Clark l Raeordir _ /IT 1 Lpw LCNo ,IEIUNa NGMC E1M A I H L GRANT DEED THE UNDERSIGNED GRANTORS) DECLARE(S) DOCUMENTARY TRANSFER TAX IS $742.50 computed on full value of property conveyed, or at time of sale. 1. [ x j computed on full value less value of bens or encumbrwc-SS remaining . I uninoorporated area ( x I City of La Quktta cknowled9ed, FOR A VALUABLE CONSIDERATION, receipt of which Is hereby a F{cher Capital, LP, a t.lmlto PArine p herebyGRANT(S)to t3•^to^DevelopmerttLLC A California Limited Liability Company in the County of Riverside, Stale of Cailfomla Me following described real property of Ls Culnta, County of Riverside, Sta'et the Lot TO of Block rfmap recorded 25607, n Book 2 76, City 89.18 of Mtscellaneous MaPS, California, as per office of th6 County Recorder of said County. Dated: July s, 2003 C U' Or C o STATE OF SS. COUNTY OF U U 3 before me Onfor t J County State, personally ly aN rypubiiGin3a rQ appeared peraonaily known to me (or provod to me on the basis of satisfactory evidence) to both* Per.r4s) whose name(S) istare aubsaibad to theta ttMxited ts°M ackno a ld9ed to me that helsWhay atur s aulhortaed capaC ly(ias) and that by hls erlthelr Sign ) on the instrument the perscn(s), or the entity upon belwlf of which the person(s)1 acted, ewuted the instrument. vvrTNESkmy h d d o?flcial ssat e t FlsherCa 'tal LLP g . Fi an er ,. 1. 1,,, A Fl -h, PUBV OF C "Oboe 464 P. Ss9n9r Signature o Nolary (This area for official notary seal) MAIL TAX STATEMENTS AS DIRECTED ABOVE RV:2003 00611931 t-. 0002.'003 1 09/257200310:14 AM 1 c Jun 09 04 12:54p Elizabeth P. Benton traditiondition May 10, 2004 Ms. Elizabeth Benton 1114 Lake Vista Palin Desert, CA 92260 Re: 78140 Masters Circle Dear Ms. Benton, (760) 564-5463 The Tradition Architectural Committee has reviewed your s al of construction documents for your home on lot 70 Masters Circle. The pians w = approved subject to the following comments: 1. All proposed planting and irrigation on the golf cow. e will need to be. reviewed and approved by the golf course landscape ommittee. Please submit your plans to them in accordance with the atte ched procedures. 2. Please note that the backflow device will be screened from view. . 3. A $5,000.00 check will be required prior to thi.onset of construction, please make your check payable to: Tradition Community ssociation. Thank you for your submittal and patience in our review of the 1 to working with you further on the construction of this home. Sincerely, The Tradition Architectural Committee Tradition Community Association cc: Kristi Hanson DESERT RESORT MANAGEMENT POST OFFICE BOX 4772 PALM DESERT, CALIFORNIA 922614772 73-550 ALESSANDRO, SurrE 5 • PALM DESERT, CALIFORNIA 92260 PHONE (760) 346-1161 o FAx (760) 346-9918 We look forward p.2 12/02/2004 10:37 7603605719 =YOUNG ENGINEERING SE PAGE 02 YOUNGLNGI.NEE)UNG SERVICES 77-R04 Wildcat Dr,. Stc, . Palm Desat. CA. 92211 (760) 360.5770 fax (760) 360-5719 December 2, 2004 Tom Hartung Building Official City of La Quintat Be: Benton Residence; T8-140Mist" Is Circle, La Quinta, Ca Dear Tom, We have performed Structural Observation per C.B.C. section 1702 for the above referenced project and find it to be in General Conformance with the approved City plans and calculations. Please note that this letter does not relieve the City or the Special Inspectors from determining compliance with the approved plans. If you have any questions please call. y Sincerely,fl A «o a Sjel CITY. OF LA QUINTA SUB -CONTRACTOR DISI' ....:. *J0.6 ADDRESS =:: -Z$ Wi C.f -N .. - ... -. PERMIT UMBER OWNER fan1N BUILDERS This .foam shall be hosted on the lob with the Bullding In Dection Gard et ell times in a ...,.I,...,..._ =-77 ' on this ;nh e......a..,.....,...... _ • -. . _ a. %.0444r sicls s appearing on this list or their employees are authorized to work ..:, N••J 44 . ••,U,L uC approvea.by the Building Division prior -to commencement of work.'' Failte to comply will result in 'a stoppage of work and/or the voidance of: buildinpermit.-For each applicable trade, all information -re. uested below must be com let d b 1' ' `" .- -Trade'/ Clsssilkat(on ' .;. . = w..: C , _ ,: ntrsctor . R . e .:.. :.:_. .;.. Company Name = . :;.;:5 a to <>;,.. t C(assiticatlon A. 8, C-8) C o bsctor'a l3cen License Number . (xxxxxxl p e y app Kant. On File Is not an acceptable response. Exp. Date Carrier Name rk ers Com (z /xx/xx (e.g."State Fund, Ca1.Comp) - FUr ... S 'OZ p ? f ,C :C' ' W, S . (i O %!( 3/ 6 ! i .o ( f-&5"* / f c . ^ f `i nV .- . e n n Irisiiran f . .., .. CIt Business License Policy Number'`ExI • Oate License PNumber (Format Varies) (xx xxlxxl (xxxx) Exp. Date (xx/xx/xx) EARTHWORK (C-121-74rq coNc Ic-Bi on- 13%5Y4 F / SS"S o `v. 06-7T Z 6 L L o .: 3 y o FRAMING (c-5) L:19-0 ZZ `e 3i' '7 5 STRUCT. STEEL (C-51) 0 MASONRY (C-29) P UMSING (C-36) LATH, PLASTER (C-35) DRYWALL (C-9) HVAC 1C-201 ELECTRICAL IC -101 ROOFING (C-391 SHEET METAL (C43) FLOORING (C-15) GLAZING (C-17) INSULATION (C-2)- % C•4 YL V.J '`S. CA C L - L_ 0 7c ) 1 _ 3 .. 3 07 o lG SS ;o _ to f _ O (O ! WZ1 C7 g l l' ter- ( j d t' c 1 : int : ".ti A ' ti✓ . . % d t - • OO'Z! =oL ! OSS OC 23 i 0 Ps -dU. >1 Z L O _ O} / 0 —oZ . Q =- QZ 3 Z 1— O Z . A? 25 . 6001/ S614 6/0 o S = 03 , asp ° 0 Gy ' S 2 ? Wo o o Q a SEWAGE DISP. (C-42) PAINTING (C-33) CERAMIC TILE (C-64) X33 ' 3/ oS S e✓ az. L - o:. °07 k9 y s CABINETS (C-8) FENCING (C-13) LANDSCAPING (C-27) L-2 'P T Q' Z L 2-90 (2'05'07` ' UL O POOL (C-53) t✓1 A, G 3 6 j./ (.d a INSTALLATION CERTIFICATE (Page 1 of 7) CF -6R -A/0 1"I"W3 TEAS G /1? C LE Address ' Yermit An installation certificate is required to be posted at the building site or made available for all appropriate inspections. (The information provided on this form is required; however, use of this form to provide the information is optional.) After completion of final inspection, a copy must be provided to the building department (upon request) and the building owner at occupancy, per Section 10-103(b). HVAC SYSTEMS: If Recir- # of Heating Equipment LEMAO X Tank Effi- Equip. # of Efficiency Duct Type (pkg. CEC Certified Mfr Name Identical (AFUE, etc.)' Location heat pump) and Model Number Systems f>_CF-IR valuel (attic. etc.) FuaNAcF (r Nn u N -3(6 f - 7t) 7— RO% ACmr Am r 6gouj4-18C-4n 1 _ $D'7. A777r yo(4H-6,nr-//n _7 5go7 A-7nf Duct or Heating Heating Piping Load Capacity 4/ 1? 6 sjo o 70.000 412 7R.0= 90.000 11.2 /yy. aco .1io, GGU Cooling Equipment LE'NAVX A' Equip. CEC Certified Compressor # of Efficiency Duct Cooling Cooling Type (pkg. Unit Mfr Name and Identical (SEER, etc.)' Location Duct Load Capacity H 5 1 i1 a c g / /q. 0 y, Z y8. er'o S0 000 NSIfe -oma 0 2 /V, O A7/-ir- ZA z s6, s (900 1. > reads greater than or equal to. I, the undersigned, verify that equipment listed above is: 1) is the actual equipment installed, 2) equivalent to or more - efficient than that specified in the certificate of compliance (Form CFAR) submitted for compliance with the Energy Efficiency Standards for residential buildings, and 3) equipment that meets or exceeds the appropriate requirements for manufac (from the Appliance Efficiency Regulations or Part 6), where applicable. a 1 os' GENERAL Ak S' nature, DA' Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) OR Owner WATER HEATING SYSTEMS: Distribution If Recir- # of Rated' . Tank Effi- External Heater CEC Certified Mfr Type (Std, culation, Identical Input (kW Volume ciency2 Standby' Insulation,' Type Name & Model Number Point -of -Use) Control Type Systems or Btu/hr) (gallons) (EF, RE) Loss (%) R -value 2 For small gas storage (rated input of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list Energy Factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Recovery Efficiency, Standby Loss and Rated Input. For instantaneous gas water heaters, list Recovery Efficiency and Rated Input. 3. R-12 external insulation is mandatory for storage water heaters with an energy factor of less than 0.58. Faucets & Shower Heads: All faucets and showerheads installed are certified to the Commission, pursuant to Title 24, Part 6, Section 111. I, the undersigned, verify that equipment listed above my signature is: 1) the actual equipment installed; 2) equivalent to or more efficient than that specified in the certificate of compliance (Form CF -1R) submitted for compliance with the Energy Efficiency Standards for residential buildings; and 3) equipment that meets or exceeds the appropriate requirements for manufactured devices (from the Appliance Efficiency Regulations or Part 6), where applicable. Signature, Date COPY TO: Building Department HERS Provider (if applicable) Building Owner at Occupancy Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) OR Owner July 1, 1999 MAY -04-2005 06:50 AM Firm:1' ".<aIla-Te.S Street Address! 1 iib zt:q.,, -&r le, P. 02 TESTING .' " Plan Number Sample Group Number Sample House Number LT 0 HERS Provider: C f7 / City/state/Zip: L. 4J✓Jfa , Cf1 Copies to: Builder, HERS Provider HERS RATER COMPLIANCE 5TATEM NT The house was; eaed © Approved as part of sample testing, but was not tested As the HERS mater providingdlegnostic testing and field verification, I certify that the houses identified on this form com with tt o diagnostic ested compliance requirements as checked on this form. Distrlb'utlon system is fully ducted (Le., does not use building cavities as plenums or platform returns in lieu ,,yof ducts) rd W here cloth backed, rubber adhesive duct tape is installed, mastic and drawbands are used in combination with cloth backed, rubber adhesive duct tape to seal leaks at duct connections. MINIMUM REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT Duct Diagnostic Leakage Testing Results (Maximum 6% Duct Leakage) Not Pressurization Test Results (CFM Q 25 Pa) Test Leakage Flow in CFM If fan flow Is calculated as 400cfm/ton x number of tons enter calculated value here If fan flow Is measured enter measured value here Leakage Percentage (100 x Test Leakage/Fan Flow) Measured values 6711571 o2rvv 1.740 i. g es ❑ No Thermostatic Expansion Valve (or Commission approved loy 7-ov 4-0 a6i7 /.w ass Fail ❑ MINIMUM REQUIREMENTS FOR DUCT IDESION COMPLIANCE CREDIT 1, M Yes 1 No ACCA Manual D Design requirements have been met o yaZ;,7y Check Box for Pass or Fail (Pass=6% or less) t -THERMOSTATIC EXPANSION VALVE (TXV or Commission appTUvtd equivalent a7J Pees U Fall es ❑ No Thermostatic Expansion Valve (or Commission approved equivalent) is Installed and Access Is provided for inspection12Yes is a pass ass Fail ❑ MINIMUM REQUIREMENTS FOR DUCT IDESION COMPLIANCE CREDIT 1, M Yes 1 No ACCA Manual D Design requirements have been met (rater has verified that actual Installation matches values in CF -1 R and design on plan. 2, M Yes' ❑ No TXV Is Installed or Fan flow has been verifled. If no TXV, , verified fan flow matches dealgn from CF -1 R. Measured Fan Flow O C] Yes for both 1 and 2 is a Pass Pass Fail - Certificate of Occupancy v 4. - IRAM G 0F9w Building & Safety Department This Certificate is issued pursuant to the requirements of Section 109 of the California Building Code, certifying that, at the time of issuance, this structure was in compliance with the provisions of the Building Code and the various ordinances of the City regulating building construction and/or use. BUILDING ADDRESS: 78-140 MASTERS CIRCLE Use classification: SINGLE FAMILY DWELLING Building Permit No.: 04-3799 Occupancy Group: R-3 Type of Construction: V-N Land Use Zone: RL Owner of Building: BENTON DEV. LLC Address: 78-541 DEACON DR. EAST City, ST, ZIP: LA QUINTA, CA 92253 By: STEVE TRAXEL Date: 06-15-2005 Building Official POST IN A CONSPICUOUS PLACE STRUCTURAL CALCULATIONS CITY OF Lq BUILDING & SAF APPR FOR coN j DATE 20/og BY YN RESIDENCE W ER'S CIRCLE IOR GOLF CLUB FOR KRISTI W. HANSON BY YOUNG ENGINEERING SERVICES July 7, 2004 M., 784wMo MN*w en eFficE Jfm&V 2e.I eer i' STRUCTURAL CALCULATIONS CITY OF Lq BUILDING & SAF APPR FOR coN j DATE 20/og BY YN RESIDENCE W ER'S CIRCLE IOR GOLF CLUB FOR KRISTI W. HANSON BY YOUNG ENGINEERING SERVICES July 7, 2004 M., 784wMo MN*w en eFficE Jfm&V 2e.I eer YOUNG ENGINEERING SERVICES JOB NO. 77-804 Wildcat Dr, Palm Desert, CA SHEET NO. OF PH 760-360-5770 CALCULATED BY 12/4/2003 _ FAX 760-360-5719 CHECKED BY 12/4/2003 VERTICAL LOAD DESIGN DESIGN DATA: LUMBER: NO. 1 DOUGLAS FIR -LARCH W.C.L.1.B. GRADING SIZE Fb psi Fbr psi Fv psi Fc psi E psi SINGLE REPETITIVE 2X4 1500 1725 95 1495 1700000 2X6 1300 1495 95 1430 1700000 2X8 1200 1380 95 1365 1700000 2X10 1100 1265 95 1300 1700000 2X12 1000 1150 95 1300 1700000 2X14 & WIDER 900 1035 95 1300 1700000 4X4 1500 — 95 1495 1700000 4X6 1300 — 95 1430 1700000 4X8 1200 -- 95 1365 1700000 4X10 1100 — 95 1300 1700000 4X12 1000 — 95 1300 1700000 4X14 & WIDER 900 — 95 1170 1700000 6X6 1300 — 85 925 1600000 6X8 1300 — 85 925 1600000 6X10 1300 — 85 925 1600000 6X12 1300 — 85 925 1600000 6X14 1300 — 85 925 1600000 ABOVE VALUES DO NOT INCLUDE LOAD DURATION FACTORS GLU-LAM BEAMS SIMPLE CANTILEVER MICROLAMS PARALLAMS 24F -V4 DF1DF 24F -V8 DF/DF TRUS JOIST TRUS JOIST Fb=2400 psi Fb=2400 psi Fb=2800 psi Fb=2900 psi Fv=165psi Fv=165psi Fv=285psi Fv=290psi E=1800000psi E=1800000psi E=2000000psi E=2000000psi POSTS: No.1 DOUGLAS FIR -LARCH SIZE Fb psi Fv psi Fc psi E psi 6X 1200 85 1000 1600000 CONCRETE: REINFORCING STEEL: fc=2500 psi GRADE 40 GRADE 60 BARS 4 AND SMALLER BARS SAND LARGER STUD TABLES STUD TABLES SC(Benton Lot 45)(04-1408-113)(JUNE 9)V1.13.xis 2X4 DF -L at 16" o/c LDF=1.60 2X4 DF -L at 16" o/c 70 MPH EXP. C 80 MPH EXP. C HEIGHT LOAD/STUD HEIGHT LOAD/STUD No.2 No.1 No.2 No.1 10 959 1112 10 750 915 11 674 807 11 467 614 12 458 576 12 245 383 13 287 1 397 13 57 198 14 147 1 254 14 -- 37 2X6 DF -L at 16" o/c LDF=1.60 2X6 DF -L at 16" o/c 70 MPH EXP. C 80 MPH EXP. C HEIGHT LOAD/STUD HEIGHT LOAD/STUD No.2 No.1 No.2 No.1 10 5100 5585 10 4665 5172 11 4015 4440 11 3600 4040 12 3180 3550 12 2780 3165 13 2525 2855 13 2135 2480 14 2005 2300 14 1628 1937 15 1590 1854 15 1215 1500 16 1250 1490 16 875 1140 17 965 1187 17 585 840 18 725 936 18 335 585 19 525 724 19 110 360 20 345 540 20 160 21 186 377 21 .- 22 35 234 22 SC(Benton Lot 45)(04-1408-113)(JUNE 9)V1.13.xis YOUNG ENGINEERING SERVICES .77-8&4 Wildcat Dr, Paim Deser, CA PH 760-360-5770 FAX 760-360-5715 VERTICAL LOADS: ROOF: TYPICAL (PITCHED) .DEAD LOAD: 1/2"PLYWOOD TILE 2X12 OR 2X TRUSSES @ 24" 1/2" DRYWALL INSULATION MISC. TOTAL ADD 10 P.S.F. FOR STUCCO SOFFITS LIVE LOAD: LESS THAN 200 S.F T.A 201-600 S.F. T.A. GREATER THAN 600 S.F. T.A. WALL: TYPICAL INTERIOR 2X4 DEAD LOAD: 2 LAYERS 5/8" DRYWALL INSULATION 2X4 STUDS @.16" o/c MISC. TOTAL TYPICAL INTERIOR 2X6 DEAD LOAD: 2 LAYERS S/8" DRYWALL INSULATION 2X6 STUDS @ 16" o/c MISC. TOTAL TYPICAL EXTERIOR 2X6 DEAD LOAD: STUCCO 1 LAYERS 5/8" DRYWALL INSULATION 2X12 STUDS @ 16" o/c MISC. TOTAL JOB NO. TYPICAL (FLAT) SHEET NO. OF CALCULATED BY 12/4/200 CHECKED BY -1 2/4/2003 >4:12 16.00 P.S.F. 14.00 P.S.F. . 12.00 P.S.F. 6.25 1.00 1.00 1.75 10.00 P.S.F. 6.25 1.00 1.60 1.15 10.00 P.S.F. 10.00. .,.13 1.00 1.60 1.27 17.00 P.S.F. 5 <4:12 20.00 P.S.F. 16.00 P.S.F. 12.00 P.S.F. TYPICAL (FLAT) DEAD LOAD: 1.50 1/ 2"PLYWOOD 1.50 18.00 BUILT-UP ROOF 5.50 2.10 2X12 @ 24" 3.20 2.50 1/2" DRYWALL 2.50 1.00 INSULATION 1.00 1.90 MISC. 1.30 27.00 P.S.F. TOTAL 15.00 >4:12 16.00 P.S.F. 14.00 P.S.F. . 12.00 P.S.F. 6.25 1.00 1.00 1.75 10.00 P.S.F. 6.25 1.00 1.60 1.15 10.00 P.S.F. 10.00. .,.13 1.00 1.60 1.27 17.00 P.S.F. 5 <4:12 20.00 P.S.F. 16.00 P.S.F. 12.00 P.S.F. fw YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 47-159 YOUNGS LN. INDIO, CA. 92201 760-342-9214 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE M RAFTER TABLE SPACING (IN.) = 16 DL(PSF) = 37 ROOF BUILT-UP LL(PSF) = 20 CEILING DRYWALL TL(PSF) = 57 PITCH :12 0.25 L.D.F. = 1.25 SIZE 2X4 2X6 2X8 2X10 2X12 WIEGHTWP) 1.28 1.64 2.01 2.64 3.37 GRADE No.1 No.1 No.1 No.1 No.1 SPECIES DF DF DF DF DF Fb(PSI) 1725 1495 1380 1265 1150 Sx(IN^3) 3.06 7.56 13.14 21.39 31.64 Fv(PSI) 95 95 95 95 95 A(11\1^2) 5.25 8.25 10.88 13.88 16.88 E(PSI) 1.7E+06 1.7E+06 1.7E+06 1.7E+06 1.7E+06 I(IN^4) 5.36 20.8 47.63 98.93 177.98 DEPTH(IN.) 3.5 5.5 7.25 9.25 11.5 MAX SPAN(FT.) 6.40 10.04 13.21 16.81 20.38 BENDING 8.43 12.31 15.56 18.93 21.85 SHEAR 11.43 17.97 , 23.59 29.87 36.06 DEFLECTION DL+ LL < L/240 6.40 10.04 13.21 16.81 20.38 DEFLECTION LL<L/360- 7.97 12.52 16.51 21.06 25.62 M Z==RE'vG GAT 41 1'16' IS I . Lq J Ire . Q prl (E) •UeE 4A)c UT O DLR LLL LR' 'i tL = \1,1-.k . 1 « . = \2'k0 . UGC YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 11:01AM, 18 JUN 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope: FAX: (760) 360-5719 Rev: 580004 User: KW -0601715, Ver 5.8.0, 1-Dec-2003Timber Beam Sc Joist Page 1 IcIii11983-2003 ENERCALC Engineering Software benton.ecw:Calculations Description BEAMS R1 THRU R3 'Timber Member Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. 0.5035 0.7754 R1 R2 R3 Timber Section 158.64 5.125X18 6X12 6x6 Beam Width in 5.125 5.500 5.500 Beam Depth inl 18.000 11.500 5.500 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade ( Douglas Fir, 24F Douglas Fir - Douglas Fir - 108.3 87.2 19.2 Larc Larc Fb - Basic Allow psi 2,400.0 1,350.0 1,350.0 Fv - Basic Allow psil 240.0 170.0 170.0 Elastic Modulus ksil 1,800.0 1,600.0 1,600.0 Load Duration Factor -0.009 1.250 1.250 1.250 Member Type 6,507.3 Glul-am Sawn Sawn Repetitive Status -0.022 No No No Center Span Data 2.500 L/Defl Ratio i 480.7 Span ft18.50 9.50 5.00 Dead Load #/ft 324.00 324.00 108.00 Live Load #/ft 240.00 240.00 80.00 Point #1 DL lbs 1,791.00 1,674.00 LL lbs 1,454.00 1,240.00 @ X ft 5.500 5.000 LResults Ratio= 0.5035 0.7754 0.1507 l Mmax @ Center in -k 406.53 158.64 7.05 @ X = ft 7.55 5.02 2.50 fb : Actual psi 1,468.9 1,308.6 254.2 Fb : Allowable psi 2,917.5 1,687.5 1,687.5 LL lbs Bending OK Bending OK Bending OK fv : Actual psi 108.3 87.2 19.2 Fv : Allowable psi 300.0 212.5 212.5 in -0.262 Shear OK Shear OK Shear OK Teactions @ Left End DL lbs 4,255.54 2,331.95 270.00 LL lbs 3,241.73 1,727.37 200.00 Max. DL+LL lbs 7,497.27 4,059.31 470.00 @ Right End DL lbs 3,529.46 2,420.05 270.00 LL lbs 2,652.27 1,792.63 200.00 Max. DL+LL lbs 6,181.73 4,212.68 470.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.262 -0.099 -0.012 L/Defl Ratio 846.2 1,147.1 4,820.2 Center LL Defl in -0.199 -0.074 -0.009 L/Defl Ratio 1 1,113.0 1,548.6 6,507.3 Center Total Defl in0.462 -0.173 -0.022 Location ft 8.954 4.788 2.500 L/Defl Ratio i 480.7 659.0 2,769.1 C m -Zxc . . !aT (-AT 55, r _ L:I = J . L = e nL = 0 if . . . . . . . . USc . . . LLL= Lx= To Q,F 3 r ( --c ) = Z- . . doo . QIF To Q,F YQUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 11:27AM, 18 JUN 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope FAX: (_760) 360-5719 Rev: 580004 User: KW -0601715, Ver 5.8.0. 1 -Dec -2003 Timber Beam & Joist Page j 101983.2003 ENERCALC Engineering Software _ _ _ atio Description BEAMS R4 THRU R6 benton.e Timber Member Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. R4 115 R6 Timber Section Ratio = I 6x8 6x10 6x8 Beam Width in 5.500 5.500 5.500 Beam Depth in 7.500 9.500 7.500 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade psi Douglas Fir - Douglas Fir - Douglas Fir - LL lbs Larc Larc Larc Fb - Basic Allow psi 1,350.0 1,350.0 1,350.0 Fv - Basic Allow psi 170.0 170.0 170.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.250 1.250 1.250 Member Type Sawn Sawn Sawn Repetitive Status No No No Center Span Data Span ft! 3.50 6.75 8.50 Dead Load #/ft 392.00 270.00 108.00 Live Load #/ft 290.00 200.00 80.00 Point #1 DL lbs 408.00 541.00 LL lbs 340.00 84.00 @ X it 1.000 2.500 Point #2 DL lbs 408.00 LL lbs 340.00 @ X ft 2.000 Results Ratio = 0.2786 0.3021 0.2342 Mmax @ Center in -k 23.85 42.18 20.37 @ X = ft 1.90 2.89 4.25 fb : Actual psi 462.6 509.9 395.1 Fb : Allowable psi 1,687.5 1,687.5 1,687.5 LL lbs Bending OK Bending OK Bending OK fv : Actual psi 59.2 46.3 24.9 Fv : Allowable psi 212.5 212.5 212.5 Shear OK Shear OK Shear OK Reactions 0.008 -0.029 -0.041 L/Defl Ratio @ Left End DL lbs 1,152.29 1,251.88 459.00 LL lbs 896.07 727.89 340.00 Max. DL+LL lbs 2,048.36 1,979.77 799.00 @ Right End DL lbs 1,035.71 1,111.62 459.00 LL lbs 798.93 706.11 340.00 Max. DL+LL lbs 1,834.64 1,817.73 799.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in 0.008 -0.029 -0.041 L/Defl Ratio 5,377.9 2,819.9 2,487.8 Center LL Defl inj -0.006 -0.016 -0.030 L/Defl Ratio 6,876.3 4,999.7 3,358.5 Center Total Defl in -0.014 -0.045 -0.071 Location ftl 1.736 3.321 4.250 L/Defl Ratio I 3,017.8 1,803.1 1,429.2 0 v D. . . . . . . . . . .......... - - - - - - - - - - - - . - - . . . . . . . ................. E, . . . . . . . . ... . . . . . . . . . . . . . . L. . . . . . . . . . . . . . . . . . . . . . . O .. ......................... . . . . . . . . . . . . . . usE 0) 9 D - 1. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . usE 2-.1 \4=1a s'. L Apt I P ll P = 1.10 ?1 V5ao . G .r ice.. N Lu .: R . min. ► 1 - YgUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 3:1413M, 27 APR 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope: FAX: (760) 360-5719 Rev: 580001 --- User: KW -0601715, Ver S.8.0, 1 -Dec -2003 Timber Beam & Joist Page 1 (01983.2003 ENERCALC Engineering Software _ benton.em:Calculatlons Description BEAMS R7 THRU R9 Timber Member Information #/ft' Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined.; 560.00 518.00 R7 #/ftl R8 R9 Timber Section lbs 6x8 6x12 5.125x21 Beam Width in! 5.500 5.500 5.125 Beam Depth in! 7.500 11.500 21.000 Le: Unbraced Length ft! 0.00 0.00 0.00 Tlmber Grade Douglas Fir - Douglas Fir - Douglas Fir, 24F 4.500 Larc UDefl Ratio Larc 2,496.4 Fb - Basic Allow psil 1,350.0 1,350.0 2,400.0 Fv - Basic Allow psii 170.0 170.0 240.0 Elastic Modulus ksil 1,600.0 1,600.0 1,800.0 Load Duration Factor 1.250 1.250 1.250 Member Type C Sawn Sawn Glul-am Repetitive Status I No No No Center Span Data Span ft!. 6.00 9.00 17.00 Dead Load #/ft' 176.00 560.00 518.00 Live Load #/ftl 130.00 415.00 280.00 Point #1 DL lbs Max. DL+LL 1,539.00 LL Ibsi 9,957.47 1,140.00 @ X ft! 2,520.00 7.500 Point #2 DL lbs 390.00 2,520.00 LL lbs Ibsl 1,867.00 @ X ft fti 10.500 Results Ratio = 0.1899 0.5791 0.5859 Mmax @ Center @X= fb : Actual Fb : Allowable 6.52 118.46 639.43 3.00 4.50 9.11 320.5 977.2 1,697.5 1,687.5 1,687.5 2,897.3 Bending OK Bending OK Bending OK fv : Actual psi l 26.4 82.4 129.9 Fv : Allowable psi 212.5 212.5 300.0 1 Shear OK Shear OK Shear OK Reactions @ Left End DL Ibsi 528.00 2,520.00 6,226.56 LLlbs 1 390.00 1,867.50 3,730.91 Max. DL+LL lbs 918.00 4,387.50 9,957.47 @ Right End DL Ibsi 528.00 2,520.00 6,638.44 LL Ibsi 390.00 1,867.50 4,036.09 Max. DL+LL Ibsl 918.00 4,387.50 10674.53 j Deflections Ratio OK Deflection OK Deflection OK Center DL Defl inj -0.017 -0.074 -0.232 UDefl Ratio l 4,340.4 1,457.1 879.2 Center LL Defl in' -0.012 -0.055 -0.145 UDefl Ratio 1 5,876.2 1,966.2 1,411.6 Center Total Defl in! -0.029 -0.129 -0.377 Location fti 3.000 4.500 8.568 UDefl Ratio I 2,496.4 836.9 541.8 to ........... Jl.. LL L _ LL = USE LLL? R . . . . . . . . . . . . . U5 oA . . . . . II . . ... . . . . . . . . . . . . . . . . . . . . . .o` ►. = a'!. psF C ' q5 IF . . . . . . . . . . . . . . . .! I_ r-: _ . _ '•!r -ice=.. -- G rtl G - R. _i11- si, '=:I al . C ). - .lob pf +11 pir USE LLL? R . . . . . . . . . . . . . U5 oA . . . . . II . . ... . . . . . . . . . . . . . . . . . . . . . .o` ►. = a'!. psF C ' q5 IF . . . . . . . . . . . . . . . .! I_ r-: _ . _ '•!r -ice=.. -- G rtl G - R. _i11- si, '=:I YO)1NG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 11:29AM, 18 JUN 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope FAX: (760)_3_60-5719 i Rev: 580000 L. User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 1 (d1983-2003 ENERCALC Engineering Software benton.ecw:calculations Description BEAM R10 General Information i Span= 7.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x12 ...Location Center Span 7.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 #2 DL @ Left 419.00 #/ft LL @ Left Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Max. Negative Moment -0.00 k -ft E 1,600.0 ksi Trapezoidal Loads Span= 7.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Deflection -0.037 in ...Location Max Stress Ratio #1 DL @ Left 27.00 #/ft LL @ Left 20.00 #/ft Start Loc 0.000 ft DL @ Right 108.00 #/ft LL @ Right 80.00 #/ft End Loc 3.500 ft #2 DL @ Left 419.00 #/ft LL @ Left 310.00 #/ft Start Loc 3.500 ft DL @ Right 419.00 #/ft LL @ Right 310.00 #/ft End Loc 7.000 ft Point Loads Max. Negative Moment -0.00 k -ft at 7.000 ft Live Load 1,548.0 lbs lbs lbs lbs lbs lbs lbs ...distance 3.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Deflections Center Span... Span= 7.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Deflection -0.037 in ...Location Max Stress Ratio 0.524 : 1 2,298.3 Camber ( using 1.5' D.L. DO ) ... @ Center 0.055 in Maximum Moment 0.000 in 8.9 k -ft Maximum Shear 1.5 Allowable 17.0 k -ft Allowable Max. Positive Moment 8.93 k -ft at 2.996 ft Shear: @ Left Max. Negative Moment -0.00 k -ft at 7.000 ft @ Right Max @ Left Support 0.00 k -ft Camber: @ Left Max @ Right Support 0.00 k -ft @ Center Max. M allow 17.05 Reactions... @ Right fb 884.16 psi fv 72.31 psi Left DL 1.83 k Max Fb 1,687.50 psi Fv 212.50 psi Right DL 2.15 k Max Deflections Center Span... Dead Load Deflection -0.037 in ...Location 3.444 It ...Length/Deft 2,298.3 Camber ( using 1.5' D.L. DO ) ... @ Center 0.055 in @ Left 0.000 in @ Right 0.000 in -0.062 in y -Deflection 3.472 ft ...Length/Deft 1,352.41 Right Cantilever... Deflection ... Length/Deft p)- Beam Design OK 4.6 k 13.4 k 3.11 k 3.68 k 0.000 in 0.055 in 0.000 in 3.11 k 3.68 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 YOUNG ENGINEERING SERVICES 77-104 WILDCAT DRIVE SUITE #C PALM DESERT, CA 92211 PHONE: (760) 360-5770 FAX: (760) 360-5719 Rev_580000 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Enaineerina Software Description BEAM R1.0 Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 11:29AM, 18 JUN 04 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 int Cf 1.000 Rb 0.000 Cl 0.000 Page 2 13 Max Moment Sxx Req'd Allowable fb @ Center 8.93 k -ft 63.52 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.57 k 4.47 k Area Required 21.523 int 21.054 in2 Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 3.11 k Bearing Length Req'd 0.905 in Max. Right Reaction 3.68 k Bearing Length Req'd 1.070 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 3.11 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 13 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 2:35PM, 27 APR 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope FAX: (760)_3.60-5719 Rev: 580001 --- - User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 Timber Beam & Joist Page 1 _ Ic11983.2003 ENERCALC Engineering Software benton.ecw:Calculations Description BEAMS R11 AND R12 _Timber Member Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. 1111 R12 Timber Section 6x8 6x8 Beam Width in! 5.500 5.500 Beam Depth ini 7.500 7.500 Le: Unbraced Length fti 0.00 0.00 Tlmber Grade Douglas Fir - Douglas Fir - Larc Larc Fb - Basic Allow psis 1,350.0 1,350.0 Fv - Basic Allow psi! 170.0 170.0 Elastic Modulus ksii 1,600.0 1,600.0 Load Duration Factor I 1.250 1.250 Member Type I Sawn Sawn Repetitive Status No No Center Span Data Span ft! 7.00 8.00 Dead Load #/fti 138.00 95.00 Live Load #/ftp 75.00 70.00 Results Ratio = 0.1799 0.1820 Mmax @ Center in-ki 15.66 15.84 @X= ft 3.50 4.00 fb : Actual psi 303.6 307.2 Fb : Allowable psis 1,687.5 1,687.5 Sending OK Sending OK fv : Actual psi 22.3 20.4 Fv : Allowable psii 212.5 212.5 Shear OK Shear OK Reactions @ Left End DL Ibsi 483.00 380.00 LL lbs 262.50 280.00 Max. DL+LL lbs 745.50 660.00 @ Right End DL lbs, 483.00 380.00 LLlbs 262.50 280.00 Max. DL+LL lbs 745.50 660.00 LDeflections Ratio OK Deflection OK Center DL Defl Inl -0.024 -0.028 UDefl Ratio I 3,486.0 3,392.4 Center LL Defl Inl -0.013 -0.021 UDefl Ratio 1 6,414.2 4,603.9 Center Total Defl inl -0.037 -0.049 Location fti 3.500 4.000 UDefl Ratio 1 2,258.5 1,953.2 8 R--AE*!G=- ( D SOL = L R LL - u5E TF-r4oi. VL. a . . . . . . 5, ' . . . . . . . LLL' LL R . . . . . . . . . . . . ` . Usc mb DF- t A, . . . . . . . . .(( . x-15 X =? s . . . . . . . . . . . L- fie= QIF is X11- YQUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 11:31AM, 18 JUN 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope _FAX: (760) 36_0-5719 Rev: 580000 - -- User: KW0601715, Ver 5.8.0, 1•Dec-2003General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Software benton.ecw:Calculations Description BEAM R13 General Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x12 ...Location Center Span 7.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 0.000 in Max 2.78 k Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 189.00 #/ft LL 140.00 #/ft Left Cantilever DL #/ft LL.#/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 27.00 #/ft LL @ Left 20.00 #/ft Start Loc 0.000 ft DL @ Right 101.00 #/ft LL @ Right 75.00 #/ft End Loc 7.500 ft Point Loads Live Load 668.0 lbs lbs lbs lbs lbs ...distance 2.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Span= 7.50ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.289 : 1 Maximum Moment 4.9 k -ft Maximum Shear" 1. Allowable 17.0 k -ft Allowable Max. Positive Moment 4.93 k -ft at 2.820 ft Shear: Max. Negative Moment -0.00 k -ft at 7.500 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 17.05 fb 488.33 psi ' fv 57.52 psi Fb 1,687.50 psi Fv 212.50 psi Deflections Center Span... Dead Load Deflection -0.026 in ...Location 3.600 ft ...Length/Deft 3,475.3 Camber ( using 1.5' D.L. Defl ) ... @ Center 0.039 in @ Left 0.000 in @ Right 0.000 in Total Load -0.044 in 3.600 ft 2,023.39 Reactions... Left DL 1.62 k Right DL 1.26 k L(P v -Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl 5 lbs lbs 0.000 ft 0.000 ft 0.0 Beam Design OK 0.000 in 3.6 k 0.0 13.4 k @ Left 2.78 k @ Right 2.17 k @ Left 0.000in @ Center 0.039 in @ Right 0.000 in Max 2.78 k Max 2.17 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 YOUNG ENGINEERING SERVICES 77-804 WILDCAT DRIVE SUITE #C PALM DESERT, CA 92211 PHONE: (760) 360-5770 FAX: (760) 360-5719 r Rev: S8a0oo = User: KW -0601715, Ver S.8.0, 1 -Dec -2003 (C) 19883-2003 ENERCALC Engineering Software Description BEAM R13 Title : Dsgnr: Description Scope : General Timber Beam Job # Date: 11:31AM, 18 JUN 04 Page 2 Stress Calcs — Bending Analysis Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 4.93 k -ft 35.08 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.64 k 2.57, k Area Required 17.122 in2 12.076 in2 Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 2.78 k Bearing Length Req'd 0.810 in Max. Right Reaction 2.17 k Bearing Length Req'd 0.632 in j Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.78 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in L-7 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 11:04AM, 18 JUN 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope FAX: (760) 360-5719 Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist Page 1 i (01983-2003 ENERCALC Engineering Software benton.ecw:Calculatlo1 ns Description BEAM R14 AND R15 : Timber Member Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. El R14 R15 Timber Section6x8 ft I 6x10 Beam Width ini 5.500 5.500 Beam Depth int 7.500 9.500 Le: Unbraced Length ft 0.00 0.00 Timber Grade lbs Douglas Fir - Douglas Fir - @ X ft Larc Larc Fb - Basic Allow psi 1,350.0 1,350.0 Fv - Basic Allow psi 170.0 170.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor psi 1.250 1.000 Member Type I Sawn Sawn Repetitive Status No No Center Span Data Span ft 5.50 7.00 Dead Load #/ft 111.00 148.00 Live Load #/ft 60.00 80.00 Point #1 DL lbs 938.00 LL lbs 541.00 @ X ft 2.500 Results Ratio = 0.0892 0.3925 Mmax @ Center in -k 7.76 43.84 @ X = ft 2.75 2.52 fb : Actual psi 150.5 529.9 Fb : Allowable psi 1,687.5 1,350.0 Bending OK Bending OK tv : Actual psi 13.3 45.1 Fv : Allowable psi 212.5 170.0 Shear OK Shear OK Reactions @ Left End DL lbs' 305.25 1,121.00 LL lbs 165.00 627.79 Max. DL+LL lbs 470.25 1,748.79 @ Right End DL lbs 305.25 853.00 LL lbs 165.00 473.21 Max. DL+LL lbs 470.25 1,326.21 Deflections Ratio OK Deflection OK Center DL Defl in -0.007 -0.029 L/Defl Ratio 8,934.8 2,879.7 Center LL Defl in -0.004 -0.016 L/Defl Ratio 16,529.4 5,133.0 Center Total Defl inI -0.011 -0.046 Location ft 2.750 3.332 L/Defl Ratio l 5,799.8 1,844.8 (6 Aa a VL _ kip -OLL a . . . . . . . LLL ' LLR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .USC W, . . . . . . . . . . . . . . . . . . . . . . . . .I --aG,:. r!LZcAT -ui- =&Lr 7E5ER7.SA.1=;i YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 2:35PM, 27 APR 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope _FAX: (760) 360-5719 Rev: 580001 user: KW -0601715, Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist Page 1 101983.2003 ENERCALC Engineering Software _ _ benton.ecw•calculations Description BEAMS R16 THRU R17 _Timber Member Information #/ft Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. 315.00 R16 #/ft R17 Timber Section i I 6x6 6x8 Beam Width ink 5.500 5.500 Beam Depth Inl 5.500 7.500 Le: Unbraced Length ft! j 0.00 0.00 Timber Grade Douglas Fir - Douglas Fir - Douglas Fir - 1,687.5 Larc Larc Larc Fb - Basic Allow I psi• 1,350.0 1,350.0 Fv - Basic Allow psi! 170.0 170.0 Elastic Modulus ksii 1,600.0 1,600.0 Load Duration Factor Reactions 1.250 1.250 Member Type @ Left End DL Sawn Sawn Repetitive Status I No No (Center Span Data Max. DL+LL lbs 951.75 Span fti 4.50 7.00 Dead Load #/ft 243.00 315.00 Live Load #/ft 180.00 170.00 Results Ratio = 0.2746 0.4097 Mmax @ Center in -k' 12.85 35.65 @ X = ft 2.25 3.50 fb : Actual psil 463.4 691.3 Fb : Allowable psi 1,687.5 1,687.5 Sending OK Bending OK fv : Actual psli 37.8 50.9 Fv : Allowable psi; 212.5 212.5 Shear OK Shear OK Reactions @ Left End DL lbs 546.75 1,102.50 LL lbs 405.00 595.00 Max. DL+LL lbs 951.75 1,697.50 @ Right End DL lbs 546.75 1,102.50 LLIbsi 405.00 595.00 Max. DL+LL Ibs, 951.75. 1,697.50 Deflections Ratio OK Deflection OK Center DL Defl In' -0.018 -0.055 UDefl Ratio 2,938.7 1,527.2 Center LL Defl in, -0.014 -0.030 UDefl Ratio 1 3,967.2 2,829.8 Center Total Defl inl -0.032 -0.085 Location ftj 2.250 3.500 LIDefl Ratio I 1,688.2 991.9 a.0 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 2:35PM, 27 APR 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope FAX: (760)360-5719 Rev: 500 800_ User: KW-0601715, Ver 5.8.0, 1-Dec-2003 Multi-Span Timber Beam Page 1 It i (c)1983-2003 ENERCALC Engineering Software bent_on.ecw:Calculations F; Description BEAM R18 General Information in -k; Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 22.5 @X= ft! Douglas Fir - Larch, No.1 5.93 Fb : Basic Allow 1,350.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 170.0 psi Load Duration Factor 1.250 Timber Member Information Max @ Right End in -k• Description 0.0 fb : Actual psi Span ftl 212.8 5.67 10.00 Timber Section 1,687.5 6x12 6x12 Beam Width ink Bending OK 5.500 5.500 Beam Depth in 1.36 11.500 11.500 End Fixity ! Pin - Pin Pin - Pin Le: Unbraced Length ftl 27.1 0.00 0.00 Member Type 212.5 Sawn Sawn Loads Shear OK Reactions & Deflection Live Load Used This Span ? I Yes Yes Dead Load #/ftj 148.00 148.00 Live Load #/ftp 80.00 80.00 Results Total @ Left 6 Mmax @ Cntr in -k; 1.9 22.5 @X= ft! 1.17 5.93 Max @ Left End in-ki 0.0 -25.8 Max @ Right End in -k• -25.8 0.0 fb : Actual psi 212.8 212.8 Fb : Allowable psi 1,687.5 1,687.5 Bending OK Bending OK Shear @ Left k 0.27 1.36 Shear @ Right ki 1.03 0.92 fv:Actual psis 19.0 27.1 Fv : Allowable psi l 212.5 212.5 Shear OK Shear OK Reactions & Deflection DL @ Left k 0.17 1.55 LL @ Left k I 0.09 0.84 Total @ Left k; 0.27 2.38 DL @ Right kl 1.55 0.60 LL @ Right kl 0.84 0.32 Total @ Right kj 2.38 0.92 Max. Deflection inl 0.003 -0.026 @X= ft) 4.01 5.47 Values cation fti 0.00 0.00 Moment in -k! 0.0 -25.8 Shear kl 0.3 1.4 Deflection in i 0.0000 0.0000 off-' .......... L = CLQ . . Uec S.ybZ lS CRL3 GL . i ter- _ I.-, -.. 1 ..i- •. .: - . =JIB I YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 11:57AM, 11 JUN 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope FAX: (760) 360-5719 Rev: 580000- User: KW-0601715, Ver 5.8.0, 1-Dec-2003 General Timber Beam Page 1 _(c)1983-2003 ENERCALC Engineering Software benton.ecw:Calculations Description BEAM #19 i General Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x15 Max Stress Ratio Center Span 17.00 ft .....Lu 0.00 It Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 15.000 in Right Cantilever It .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 48.0 k -ft Allowable Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi 0.00 k -ft at E 1,800.0 ksi Full Length Uniform Loads Center DL 55.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 17.00ft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Dead Load Max Stress Ratio 0.041 : 1 -0.040 in -0.040 in Deflection 0.000 in 0.000 in Maximum Moment 8.500 ft 2.0 k -ft Maximum Shear* 1.5 0.6 k Allowable 5,121.06 Right Cantilever... 48.0 k -ft Allowable D.L. Defl ) ... 23.1 k Max. Positive Moment 1.99 k -ft at 8.500 ft Shear: @ Left 0.47 k Max. Negative Moment 0.00 k -ft at 17.000 ft @ Right 0.47 k Max @ Left Support 0.00 k -ft j Stress Calcs Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.060 in Max. M allow 47.99 76.875 int Reactions... Cv 0.999 @ Right 0.000 in fb 124.06 psi fv 7.81 psi Left DL 0.47 k Max 0.47 k Fb 2,996.45 psi Fv 300.00 psi Right DL 0.47 k Max 0.47 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.040 in -0.040 in Deflection 0.000 in 0.000 in ...Location 8.500 ft 8.500 It ...Length/Deft 0.0 0.0 ...Length/Deft 5,121.1 5,121.06 Right Cantilever... Camber ( using 1.5 ' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.060 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in j Stress Calcs Bending Analysis Ck 19.865 Le 0.000 It Sxx 192.188 in3 Area 76.875 int Cv 0.999 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 1.99 k -ft 7.96 in3 2,996.45 psi @ Left Support 0.00 k -ft 0.00 in3 2,996.45 psi @ Right Support 0.00 k -ft 0.00 in3 2,996.45 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.60 k 0.60 k Area Required 2.001 int 2.001 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 0.47 k Bearing Length Req'd 0.140 in Max. Right Reaction 0.47 k Bearing Length Req'd 0.140 in 1• YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 11:57AM, 11 JUN 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope FAX: (760) 360-5719 Rev: 580000 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 2 Ic11983-2003 ENERCALC Engineering Software tie . -' - wumuuna Description BEAM #19 i Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.47 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Q-34 Active Fault Near -Source Zones This map is intended to be used in conjunction with the 1997 Uniform Building Code, Tables 16-S and 16-T Q-34 California Department of Conservation of Mines and Geology LEGEND See expanded legend and index map Shaded zones are within 2 km of known seismic sources. A fault '4 B fault Contours of closest horizontal distance to known seismic sources. ----------------- 5 km --------------------------- 10 km ------- - ------ 15 km 5 10 Kilometers 1/4" is approximately equal to 1 km August, 1997 Young Engineering Services 77804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE:760-360-5770 WIND: WIND SEISMIC: Job No. Sheet No._ Calculated By LATERAL LOADS and LOAD CASES of -11 .vv 3PfED= 70 MPH EXPOSURE C METHOD2 0.244 Ce C s I W BUT NOT LESS THAN (30-7) q= 1.06 1.30 12.6 1.00 = 17.4 0-15 q= 1.13 1.30 12.6 1.00 = 18.5 20 q= 1.19 1.30 1 12.6 1.00 = 19.5 25 q= 1.23 1.30 12 .6 1.00 = 20.1 30 q = 1 . 31 1.30 1 12.61 1.00 1 21.51 140 1997 UB. C. Na= 1.00 R= Nv= 1:00 hn= Ca= :0:44 Ct= Cv= 0.64 T=C BASE SHEAR COEFFICIENT: 4:50 1 ..1:00 22.0.0 ZONE= , 4. -:0.02. Z= 0.40 0.20 (30-4)' V= (Cvl/RT)W= 0.700. W SHALL BE THIS EXCEPT (30-5) V= (2.5Cal/R)W= 0.244 W NEED NOT EXCEED (30-6) V= (.11 Cal)W= 0.048 W BUT NOT LESS THAN (30-7) V= (.8ZNvl/R)W= 0.046 W BUT NOT LESS THAN IN ZONE 4 (30-11) V= (3Ca/R)W= 0.293 SIMPLIFIED STATIC (IF USED) LOAD CASES: .. (12-15) D+L+W+S/2+W/2 1<p<1.5 (12-16) STRENGTH DESIGN: (12-1) 1.4D (12-2)' 1.2D+1.6L+.5(Lr OR S) (12-3) 1.2D+1.6(Lr OR S)+(f1 L OR .8W) (12-4) 1.2D+1.3W+f1 L+.5(Lr OR S) (12-5) 1.2D+1.OE+(f1 L+f2S) (12-6) .9D +/- (1.OE OR 1.3W) f1=1.00 FOR LL>=100 & GARAGE f1=.5 OTHERS f2=.7 ROOF THAT DO NOT SHED SNOW f2=.2 OTHERS ALLOWABLE LOAD CASES (12-7) D (12-8) D+L+(Lr OR S) (12-9) D+(W OR E/1.4) (12-10) .9D +/- E/1.4 (12-11) D+.75[L+(Lr OR S)+(W OR E/1.4)J = MAY NOT USE 1/3 RD STRESS INCREASE ALTERNATE ALLOWABLE CASES: E=pEh+Ev (12-12) D+L+(Lr OR S) Em=OMEGA Eh (12-13) D+L+(W OR E/1.4) *' (12-14) D+L+W+S/2 p= 2-20/rMAX(Ab)^.5 .. (12-15) D+L+W+S/2+W/2 1<p<1.5 (12-16) D+L+S+E/1.4 *" = MAY USE 1/3 RD STRESS INCREASE 1 GROUND LEVEL CURRENT 10-26-02.xIs Young Engineering Services 77804 Wildcat Dr. Palm Desert, CA. 92211 PHONE -.760-360-5770 DIAPHRAGM LOAD CALCULATIONS NO. OF LEVELS = 1 STORY AMPLIFICATION %A - 100 . ' FY= 40000 THIS LEVEL = ROOF DL PARTITION WALL PSF - 10 f'c= 2500 DL (a) PSF = 27 SIMPLIFIED BASE SHEAR - N SBP= :.1500 DL Ibl PSF = 15 WIND PRESSURE PSF = 20 . ,.! ST INCREASE= 1.33 DL EXTERIOR WALL PSF BASE SHEAR COEFF. SEISMIC COEFF.=1pW/1.4 SEISMIC COEFF. x %A 17 = 0.244 0.175 =1 0.175 FOUNDATION SYSTEM p (RHO) R - 2p'' `. - 1.000 4.5 . (1) - Diaphragm Loads Job No. Sheet No. Of Calculated By Date GROUND LEVEL CURRENT 10-26-02.xls I I I ? 0 ? ? . I . T [NE1.46 5 V 0.00 OK FROM 1 TO 2 1R 21. AREA Hr - 2 1.2 .71. 11 3 2 Y : 2 K OK FROM 2TO 3 2R 3L AREA 10 Hr -3 11 2-3 2 3 Y 0.59 OK FROM 3TO 4 3R 4L AREA 11 Hd 3-4 10 Hr 3.4 4 4 Y 1.85 OK FROM 4TO 5 4R SL AREA 12 Hd 4-5 15 Hr 4.5 3 5 Vw= 2716 Lr Lr lal 1-2 No. eX1t. 5.6 24 6007 Lr Lr lal 2-3 21 4144 Lr (a) 3-4 17 4040 Lr (a) 4-5 17 H eX1t. 8.9 Lr Ibl 1.2 Lr Ibl 2-3 Lr (b) 3.4 Lr Ibl 4.5 No. exit. 1-2 2 No. eX1t. 2 No. eX1t. 3-4 No. eX1t. 4-5 No. int. 1-2 ' No. Int. 2-3 4 No. Int. 3-4 No. int. 4.5 H exit. 1-2 11 H eX1t. 2 3 -.11 H eX1t. 3-4 10 H exit. 4.5 15 H Int. 1.2 H Int. 2.3 _;; .,. _' 11 H Int. 3-4 H Int. 4-5 15 L 1-2 :351 L 2.3 44 L 3-4 10 L 4.5 32 24 L1dr 21 L2dr 17 L3dr 17 L4dr L2dl 24 L3dl 21 L4dl 17 LSdI 17 Psi Pel P51 Psl X3 X1 xi X1 X1 Ps2 Ps2 P52 Ps2 X2 X2 X2 X2 Psi Ps3 Ps3 Ps3 X3 X3 X3 X3 Was Was Was X2 PwlWas Pwl Pwl Pwl X1 X1 Pw2X1 Pw2 X1 Ws 6.7 Ww 6-7 Pw2 Pw2 X2 X2 X2 100 194 Pw3X2 Pw3 Pw3 Pw3 X3 X3 X3 X3 Ws 1.2 Ww 1-2 Ws 2.3 Ww 2-3 Ws 3.4 Ww 3-4 Ws 4-5 Ww 4-5 144 155 151 150 95 171 115 202 vlrw v21w v2rw v31w v3rw v41w v4rw v5lw 113 113 161 161 50 50 187 187 vlrs v21s v2rs v31s v3rs v41s v4rs v51s 105 105 162 162 28 28 107 107 V1rw V21w V2rw V31w V3rw V41w V4rw V51w 2716 2716 3290 3290 853 853 3186 3186 V1rs V21s V2rs V31s V3rs V41s V4rs V51S 2525 2525 3330 3330 475 475 1813 1813 Vs= Vgov=F IT=CIW= IT=Cls= 2525 2716 990 921 342 5856 6007 1766 1787 342 3805 4144 2 125 450 2288 4040 1476 840 Vgov= GROUND LEVEL CURRENT 10-26-02.xls I I 0 y LINE T 5 V 0.00 OK FROM 5 TO 6 5R 6L AREA Hd 5.6 5.6 Lr Lr la) S-6 6 Y- 1.18 OK FROM 6TO 7 6R 7L AREA '8 Hd 6-7 .12 Hr 6-7 2 Lr (a) 6-7 9 7 '.: V: -. 1.00 OK FROM 7TO 8 7R 8L AREA Hd 7.8 Hr 7.8 Lr (a) 7-8 8 Y 0.60 OK FROM BTO 9 8R 9L AREA 9 Hd 8.9 17 Hr 8-9 2 Lr lal 6-9 15 9 Lr V5.6 Lr V6.7 Lr Ib) 7-8 Lr Ibl 8.9 No. eX1t. 5.6 No. eX1t. 6 No. eX1t. 7-8 No. exit. 8.9 No. Int. 5-6 No. Int. 6.7 No. int. 7.8 No. Int. 8.9 2 H eX1t. 5-6 _ .' H eX1t. 6-7 -j; 12 H eX1t. 7-8 H eX1t. 8.9 H Int. 5-6 H Int. 6-7 12 H int. 7-8 H Int. 8.9 17 L S-6 L 6.7 10 L 7-8 L 8.9 9 17 L5dr 9 L6drI 0 L7dr 15 L8dr L6dl 9 L7dl 9 L8dl 15 L9dl 15 Psi Psl P51 Psl X1 X1 Ps2 Ps2 X1 X1 Ps2 Ps2 X2 X2 X2 X2 Ps3 Ps3 Ps3 Ps3 X3 X3 X3 X3 Was Was Was Was Pwl Pwl Pwl Pwl X1 X1 X1 X1 Pw2 Pw2 Pw2 Pw2 X2 X2 X2 X2 Pw3 Pw3 PW3 Pw3 X3 X3 X3 X3 Ws 5.6 Ww 5.6 Ws 6.7 Ww 6-7 Ws 7-8 Ww 7.8 Ws 8-9 Ww 8-9 0 1 68 156 0 100 194 v5rw v61w v6rw v7lw v7rw v8lw v8rw v91w 0 0 92 92 0 0 58 58 v5rs v61s v6rs v71s v7rs v81s v8rs v91s 40 40 30 30 V5rw V61w V6rw V71w V7rw V81w V8rw V91w 0 0 780 780 0 0 874 874 V5rs V615 V6rs V71s V7rs V81S VSrs V91s 342 342 450 450 Vw= 3186 780 780 874 Vs= 1813 342 342 450 Vgov= 3186 780 780 874 IT=CIw= 0 229 0 131 IT = Cls = 101 67 GROUND LEVEL CURRENT 10-26-02.xls Y-QtLng Engineering Seruic�c 77804 Wildcat Dr. Palm Desert, CA. 92211 PHONE.' 760-360-5770 (2) - Diaphragm Loads Job No. Sheet No. Of Calculated By Date DIAPHRAGM LOAD CALCULATION GROUND LEVEL CURRENT 10-26-02.xls I I y �� T I ? AL Alk I A& �� I Alk 13 Y 0.69 FROM 13R AREA Hd 13.14 13 TO 14 14L 21 11 T �INEOK Vw = Vs= Vgov= IT=CIw= (T = Cls = 4253 2759 4253 FROM 9R AREA Hd 9-10 Hr 9-10 Lr 1a) 9.10 9 TO 10 10L 6 17 3 28 10 Y. ' 0.59 OK 5150 3519 5150 FROM 10R AREA Hd 10-11 Hr 10-11 Lr (a) 10-11 10TO 11 11L - 6 17 3 28 11 Y .. 1.00 OK 1770 1210 1770 FROM 11R AREA Hd 11-12 Hr 11-12 Lr (a) 11-12 11TO 12 12L 12 Y 1.06 OK 1208 641 1208 FROM 12TO 12R AREA Hd 12-13 Hr 12-13 Lr (al 13 13 13L 11 2 16 13 Lr Ibl 9-10 OK Lr (b) 11-12 Lr Ib) 12-13 No. eX1t. 9.1 No. eX1t. 11-12 No. eX1t. 12.13 2 No. Int. 9.10 No. int. 11-12 No. Int. 12-13 H eX1t. 9.10 =10 - H eX1t. 11.12 H eX1t. 12-13 H int. 9.10 17 17 H Int. 11-12 H Int. 12-13 11 L9.10 32 "' --17 L11-12 L12.13 17 28 L9dr 28 1.10dr 0 L11dr 16 L12d- L10dI 281 L11d1 28 L12d1 0 L13dl 16 PSI PSI _ ... PSI P51 X1 X1 X1 X1 Ps2 Ps2 Ps2 Ps2 X2 X2 X2 X2 Ps3 Ps3 Psi Ps3 X3 X3 X3 X3 Was Was Was Was L14d1 261 Pw1 Pw1 Pw1 X xi X1 X1 X1 Pw2 Pw2 Pw2 Pw2 X2 X2 X2 X2 Pw3 Pw3 Pw3 Pw3 X3 X3 X3 X3 Ws 9-10 Ww 9-10 Ws 10-11 Ww 10-11 Ws 11-12 Ww 11-12 Ws 12• Ww 12- 147 215 147 215 0 75 142 v9rw v101w v10rw v111w v11rw v121w v12rw vlw 121 121 63 630 0 76 76 v9rs v1015 v10rs v111s v11rs v121s v12rs vls 82 82 43 43 x1 40 40 V9rw V101w V10rw V111w V11rw V121w V12rw V131w 3380 33801770 1770 0 0 1208 1208 V9rs V101s V10rs V1115 V11rs V121s V12rs V131s 2309 2309 1210 1210 Pw3 641 641 GROUND LEVEL CURRENT 10-26-02.xls AL LINE JOINT L!W 13 Y 0.69 FROM 13R AREA Hd 13.14 13 TO 14 14L 21 11 14 Y 1.02 FROM 14R AREA Hd 14.15 14TO 15 15L 3 13 15 ;'.. 'y - 137 FROM 15R AREA Hd 15-16 15TO 16 16L 4 11 16 Y 1.00 FROM 16TO 17 16R 17L AREA Hd 16.17 17 OK Hr 13-14 2 OK Hr 14-15 :,s.:._2 OK Hr 15-16 2 OK Hr 16-17 Lr la1 13-14 26 Lr la) 14-15 21 Lr Ia1 15-16 18 Lr (a) 16-17 Lr Ibl 13-14 Lr (b) 14-15 ., Lr (b) 15-16 Lr Ibl 16.17 No. eX1t. 13- .2 No. ex1t. 1 No. eX1t. 15-16 No. eX1t. 16.17 No. int. 13-14 No. Int. 14. H eX1t. 13.14 11 2 H eX1t. 14- 13 No. Int. 15.16 No. int. 16-17 H eX1t. 15.16 11 H eX1t. 16.17 H int. 13-14 11 H int. 14-1513 Hint. 15-16 11 Hint. 16.17 L 13-14 181 L 14.15 "21 l 15.16 24 L 16-17 26 L13drl 21 L14dr 18 L15dr 0 L16dr L14d1 261 L15d1 21 L16d1 18 L17d1 14 P51 P51P51 P51 X1 X1 X1 X1 Ps2 Ps2 P52 X2Ps2 X2 :., X2 X2 Psi Psi Ps3 Ps3 X3 X3 X3 X3 Was Was Was Was Pw1 Pw1 Pw1 Pw1 X1 x1 X1 X1 Pw2 Pw2 Pw2 Pw2 X2 X2 X2 X2 Pw3 Pw3 Pw3 Pw3 X3 X3 -: X3 X3 Ws 13.14 Ww 13-14 Ws 14-15 Ww 14-15 Ws 15.16 Ww 15-16 Ws 16-17 Ww 16-17 172 144 137 164 108 146 0 v13rw v141w v14rw I v151w v15rw v161w v16rw v171w 49 49 84 84 100 100 0 0 vl3rs v141s v14rs v151s v15rs v161s v16rs v171s 59 59 70 70 74 74 V13rw V141w V14rw V151W V15rw V161w V16rw V171w 1259 1259 1724 1724 1755 1755 0 0 V13rs V141s V14rs V151s V15rs V161s V16rs V171s 1506 1506 1439 1439 1301 1301 Vw= 2468 2983 3479 1755 V5= 2147 2944 2740 1301 Vgov=1 2468 2983 3479 1755 IT=CIw= IT=CIS = 216 258 442 368 602 448 p GROUND LEVEL CURRENT 10-26-02.xls P Yl2u13g Engineering Services 77804 Wildcat Dr. Palm Desert, CA. 92211 PHONE:760-360-5770 DIAPHRAGM LOAD CALCULATIONS Job No. Sheet No. Of Calculated By Date (3) - Diaphragm Loads GROUND LEVEL CURRENT 10-26-02.xls 1 ? ? -- ? I Ak LINE JOINT L/NI 21 Y 0.69 OK LINE JOINT L/W 17 Y 1.04 FROM 17R AREA Htl 17-18 17 TO 18 18L 5 1 I 18 Y :. 1.00 FROM 181? AREA Nd 18-19 1870 19 19L 19 Y. 0.85 FROM 19R AREA Hd 19.20 1970 20 20L 8 12 20 Y 1.00 FROM 2070 21 20R 21L AREA Hd 20.21 21 Lr (b) 22-23 :: ' . :.. Lr 23-24 OK Hr 17-18 No. eX1t. 2 3 OK Hr 18.19 No. Int. 22 OK Hr 19-20 2 OK Hr 20-21 H eX1t. 24-25 H Int. 21.22 11 Vw = Vs= Vgov= (T=C)w= IT=Cls= 1137 627 1137 Lr (a) 17-18 L 21.22 24 14 1137 627 1137 Lr (a) 18-19 35 L21tlr 684 352 684 Lr (a) 19-20 10 664 352 684 Lr (a) 20-21 L24d1 17 725dl p Lr Ibl 17-18 Lr (b) 18-19 Lr (b) 19.20 Lr Ibl 20.21 X1 No. eX1t. 17- No. eX1t 1 No. eX1t. 19-20 2 No. eX1t. 20-21 Ps2 No. Int. 17-1E No. In 18 No. int. 19-20 No. In[. 20-21 X2 H 11 H eX1t. 1818 H eX1t. 19-20 12 H eX1t. 20-21 P53 Int. 1 - H Int. 17.18 18 11 H Int. 1 H int. 19.20 Hint. 20-21 WasX3 L 17-18 14 L 18-19 L 19-20 9 L 20.21 Pw1 14 L17dr 0 L18dr 10 L19dr 0 L20dr L18dI 14 L19d1 0 L20d1 10 L21d1 p P51 P51 = Ps1 Ps1 Pw3 X1 X1 X1 X1 X3 Ps2 Ps2 Ps2 Ps2 Ws 23-24 Ww 23-24 X2 X2 ;, ,;: X2 X2 0 Ps3 Ps3 Ps3 Ps3 53 53 X3 X3 X3 X3 v21rs v221s Was Was Was Was Pw1 Pw1 Pw1 Pw1 V23rw V241w X1 X1 X1 X1 0 Pw2 Pw2 i. Pw2 Pw2 V24rs V251s X2 X2 X2 X2 Pw3 Pw3 Pw3 Pw3 1863 X3 X3 X3 X3 Ws 17-18 Ww 17.18 Ws 18-19 Ww 18.19 Ws 19.20 Ww 19-20 Ws 20-21 Ww 20-21 90 162 0 83 161 2277 p v17rw v181w v18rw v191w v19rw v201w v20rw v211w 84 84 0 0 68 68 0 0 v17rs v1815 v18rs v191s v19rs v201s v20rs v211s 46 46 35 35 1137 V17rw V181w V18rw V191w V19rw V201w V20rw V211w 1137 1137 0 0 684 684 0 0 V17rs V181s V18rs V191s V19rs V201s V2Ors V211s 627 627 295 163 0 352 352 145 75 p (3) - Diaphragm Loads GROUND LEVEL CURRENT 10-26-02.xls 1 ? ? -- ? I LINE JOINT L/NI 21 Y 0.69 OK FROM 21R AREA Hd 21-22 Hr 21.22 Lr (a) 21-22 21 TO 22 22L 7 11 3 35 22 Y 1.00 OK FROM 22R AREA Hd 22.23 Hr 22.23 Lr (a) 22-23 2270 23 23L "' 23 Y 0.94 OK FROM 23R AREA Hd 23.24 Hr 23.24 Lr lal 23.24 (a) 23TO 24 24L 11 2 17 24 Y 1.00 OK FROM 24TO 25 24R 25L AREA Hd 24.25 Hr 24.25 Lr lal 24.25 25 Lr (b) 21.22 Lr (b) 22-23 :: ' . :.. Lr 23-24 Lr (b) 24.25 No. eX1t. 21- No. eX1t. 2 No. eX1t. 23-24 No. eX1t. 24.25 No. Int. 21-2 No. Int. 22 No. int. 23-24 No. Int. 24.25 H eX1t. 21.22 11 H eX1t. 22- H eX1t. 23-24 11 H eX1t. 24-25 H Int. 21.22 11 H Int. 22-23H Int. 23-24 11 Hint. 24.25 L 21.22 24 L 22-23 L 23-24 16 L 24.25 35 L21tlr 0 L22dr 17 L23dr 0 L24dr L22d1 35 L23d1 0 L24d1 17 725dl p PSI Ps1 PSI PSI X1 X1 X1 X1 Ps2 Ps2 Ps2 Ps2 X2 X2 X2 Ps3X2 Psi Psi P53 X3 X3 X3 WasX3 Was Was Was Pw1 Pw1 Pw1 Pw1 X1 X1 X1 X1 Pw2 Pw2 Pw2 Pw2 X2 X2 X2 X2 Pw3 Pw3 Pw3 X3Pw3 X3 X3 X3 Ws 21-22 Ww 21-22 Ws 22.23 Ww 22.23 Ws 23-24 Ww 23-24 Ws 24-25 Ww 24-25 190 155 0 106 142 0 v21rw v221w v22rw v231w v23rw v241w v24rw v251w 53 53 0 0 67 67 0 0 v21rs v221s v22rs v231s v23rs v2415 v24rs v251s 65 65 50 50 V21rw V221w V22rw V231w V23rw V241w V24rw V251w 1863 1863 0 0 1137 1137 0 0 V21rs V221s V22rs V231s V23rs V2415 V24rs V251s 2277 2277 849 849 Vw = 1863 1863 1137 1137 Vs= 1 2277 2277 849 849 Vgov=l 2277 2277 1137 1137 IT=C)w= IT=Cls= 319 390 0 268 200 0 (3) - Diaphragm Loads GROUND LEVEL CURRENT 10-26-02.xls Young Engineering Services 77804 Wildcat Dr. Palm Desert, CA. 92211 PHONE: 760-360-5770 OIAPHRAGM LOAD CALCULATIONS Job No. Sheet No. Of Calculated By Date (4) - Diaphragm Loads GROUND LEVEL CURRENT 10-26-02.xls y y y . ? I IIM ;LINE T 29 Y 0.36 LINEE25 JOINT UWHd 29 TO 30 30L 4 11 FROM 25R AREA 25.26 25 TO 26 26L 2F26E 11Hd 30TO 31 31L FROM 26R AREA 26-27 26TO 27 27L 27 Y 0.54 FROM 27R AREA Hd 27-28 27TO 28 28L 12 10 28 Y 0.58 FROM 26TO 29 28R 29L AREA 6 Hd 28.29 17 29 Hr 29-30 ' 2 Hr 25-26 2Hr 26.27 Hr 31-32 OK Hr 27-28 2 OK Hr 28-29 3 Vw= 1 Vs= Vgov= IT = C)w = IT=Cls= 1832 1505 1832 Lr (a) 25-26 18 1832 1505 1832 Lr lal 26-27 Lr (a) 31-32 1119 1463 1463 Lr la) 27-28 321 4123 5264 5264 Lr (a) 28.29 48 Lr Ibl 30-31 _ Lr (b) 25-26 Lr (b) 26-27 Lr Ibl 27-28 Lr (b) 28-29 No. No. eX1t. 2 No. eX1t. 27.28 No. eX1t. 28-29 2 -2 No. int. 2 25-2 int. 2 No. Int. 26- No. int. 27-28 No. i int. 28-29 H eX1t. 25-26 :11 H eX1t. 26- H Int. 25-26 11 H Int. 26-2 H eX1t. 27-28 10 H t. 28.29 12 H Int. 27-28 10 H int. 28-29 11 L 25-26 26 L 26-27 L 27-28 17 L 28.29 28 18 L25dr 18 L26dr 32 L27dr 48 L28dr L26d1 0 L27d1 0 L28d1 32 L29d1 qg P51 P51 - P51 P51 X1 X1 x1 X1 Ps2 Ps2 P52 Ps2 X2 X2 X2 X2 Psi Ps3 Ps3 Ps3 X3 X3 X3 X3 Was Was Was Was Pw1 Pw1 Pw1 Pw1 X1- X1 X1 X1 Pw2 Pw2 Pw2 Pw2 X2 x2 X2 X2 Pw3 Pw3 Pw3 Pw3 X3 X3 X3 X3 Ws 25-26 Ww 25-26 Ws 26-27 Ww 26-27 Ws 27-28 Ww 27-28 Ws 28-29 Ww 28-29 118 144 0 172 132 272 215 -28rw v25rw v261w v26rw v271w v27rw v281w v291w 105 183237 0 0 36 36 63 63 v25rs v261s v26rs v271s v27rs v281s v28rs v291s 86 150490 Ws 31.32 Ww 31.32 46 46 79 79 V25rw V261w V26rw V271w V27rw V281w V28rw V291w 1832 1832 0 0 1119 1119 3004 3004 V25rs V261s V26rs V271s V27rs V281s V28rs V291s 1505 1505 668 548 0 1463 1463 151 3801 3801 438197 554 (4) - Diaphragm Loads GROUND LEVEL CURRENT 10-26-02.xls y y y . ? I IIM ;LINE T 29 Y 0.36 FROM 29R AREA Hd 29-30 29 TO 30 30L 4 11 30 : .-Y 1.00 FROM 30R AREA Hd 30-31 30TO 31 31L 31 Y 0.47 FROM 31R32L AREA Hd 31-32 3 T 32 10 11 32 Y 1.00 FROM 3270 33 32R 33L AREA Hd 32-33 33 OK Hr 29-30 ' 2 OK Hr 30.31 OK Hr 31-32 2 OK Hr 32-33 Lr (a) 29-30 24 Lr (a) 30.31 Lr (a) 31-32 44 Lr (a) 32-33 Lr (b) 29-30 Lr Ibl 30-31 _ Lr Ibl 31.32 Lr (b) 32.33 No. eX1t. 29- No. eX1t. 3 No. eX1t. 31-32 No. eX1t. 32-33 No. Int. 29-3 No. Int. 30 -No. int. 31-32 4 No. In[. 3233 H eX1t. 2930 11 H eX1t. 30- H eX1t. 31-32 11 H eX1t. 32.33 -H H Int. 29-30 11 H Int. 30.3 H Int. 31.32 11 Int 32-33 L 29-30 18 L 30-31 L 31-32 21 L 32-33 48 L29dr 0 L30dr 44 L31dr 0 L32dr L30d1 24 L31d1 0 L32d1 44 L33d1 p Ps1 Ps1 Ps1 Ps1 X1 X1 X1 X1 Ps2 Ps2 Ps2 Ps2 X2 X2 X2 X2 Ps3 Ps3 Ps3 Ps3 X3 X3 X3 X3 Was Was Was Was Pw1 Pw1 Pw1 Pw1 X1 X1 X1 X1 Pw2 Pw2 Pw2 Pw2 X2 X2 X2 X2 Pw3 Pw3 Pw3 Pw3 X3 X3 X3 X3 Ws 29-30 Ww 29.30 Ws 30-31 Ww 30-31 Ws 31.32 Ww 31.32 Ws 32-33 Ww 32-33 139 146 0 260 150 p v29rw v301w v30rw v31 1w V31rw v321w v32rw v331w 27 53 0 0 35 35 0 0 v29rs v301s v30rs v311s v31rs v3215 v32rs v331s 25 51 60 60 V29rw V301w V30rw V311w V31rw V321W V32rw V331w 1280 1280 0 0 1533 1533 0 0 V29rs V3015 V30rs V311s V31rs V321s V32rs V331s 1217 1217 2662 2662 Vw= 1 4284 1280 1533 1533 Vs= 1 5018 1217 2662 2662 Vgov=l 5018 1280 2662 2662 (T=C)w= IT=CIS = 117 111 0 179 310 p (4) - Diaphragm Loads GROUND LEVEL CURRENT 10-26-02.xls W Young Engineering Services 77804 Wildcat Dr. Palm Desert, CA. 92211 P H ON E:760-360-5770 DIAPHRAGM LOAD CALCULATIONS Job No. Sheet No. Of Calculated By Date y y - y ? IT I pt37 FROM 37 TO 38 37R 38L AREA Hd 37-38 Hr 37-38 I FROM 38TO 39 38R 39L AREA Htl 38.39 Hr 38.39 39 Y 1.00 OK FROM 39TO 40 39R 40L AREA Hd 39-40 Hr 39-40 40 Y 1.00 OK FROM 40TO 41 40R 41L AREA Hd 40.41 Hr 40.41 41 Lr lar 37.38 Lr lar 38-39 Lr (a) 39.40 Lr la) 40.41 Lr (b) 37-38 Lr Ib) 3839 Lr Ib) 39.40 Lr (b) 40.41 gLINE NT 33 Y 1.67 FROM 33R AREA Hd 33.34 33 TO 34 34L 9 .17 34 Y 0.96 FROM 34R AREA Hd 3435 34TO 35 35L 5 11 35 Y 2050.00 FROM 35R AREA Hd 35-36 35TO 36 36L 3 13 36 Y 1.00 FROM 36TO 37 36R 3JL AREA Hd 36.37 37 int. 38-3S OK Hr 33.34 2 OK Hr 34-35 3 NG Hr 3536 2 OK Hr 36.37 L39d1 0 L40dl 0 L41t11 0 PSI Lr lar 33-34 9 PSI Lr lar 34-35 14 X1 Lr (al 35.36 21 Lr lar 36-37 Ps2 X2 : . .. Lr Ibl 33-34 Lr (b) 34-35 Lr Ibl 35.36 Lr (b) 3637 Ps3 No. eX1t. 33• No. eX1t 3 No. eX1t. 35-36 No. eX1t. 36-37 X3 No. Int. 33-34 No. Int. 34- No. int. 35.36 5 No. int. 36.37 Was 33 H 17 H eX1[. 34- 11 H eX1t. 3536 H eX1t. 36.37 X1 int. 3 H int. 33.344 17 H Int. 34.3 10 H Int. 35-36 13 Hint. 36-37 Pw2 L 33.34 15 L 34-35 14 L 35.36 21 L 36-37 X2 9 L33dr, 14 L34dr 0 L35dr 0 L36dr L34dl 9 L35di 14 L36d1 14 L37d1 0 P51 P51 P51 PSI 0 X1 X1 X1 X1 v39rw v401w Ps2 Ps2 - Ps2 Ps2 0 0 X2 X2 X2 X2 Ps3 Ps3 P53 Ps3 X3 X3 X3 X3 0 0 Was Was Was Was Pw1 Pw1 Pw1 Pw1 Vw= 0 X1 X1 X1 X1 Pw2 Pw2 Pw2 Pw2 X2 X2 X2 Pw3X2 Pw3 Pw3 Pw3 p X3 X3 X3 X3 Ws 33.34 Ww 33-34 Ws 34.35 Ww 34-35 Ws 35.36 Ww 35-36 Ws 36-37 Ww 36-37 82 193 91 162 154 164 0 p v33rw v341w v34rw v351w v35rw v361w v36rw v371w 161 161 78 78 168095 120 0 0 v33rs v341s v34rs v351s v35rs v361s v36rs v371s 68 68 44 44 157403 112 V33rw V341w V34rw V351w V35rw V361w 736rw V371w 1450 1450 1096 1096 1681 1681 0 0 V33rs V341s V34rs V351s V35rs V361s V36rs V3715 614 614 615 615 1574 1574 Vw= V5= Ugov= (T=C)w= (T=C)s= 1450 614 14501574 604 256 2547 12292189 2547 264 148 _f= 2777 2777 861486 806688 1681 1681 0 y y - y ? IT I pt37 FROM 37 TO 38 37R 38L AREA Hd 37-38 Hr 37-38 38 Y 1.00 OK FROM 38TO 39 38R 39L AREA Htl 38.39 Hr 38.39 39 Y 1.00 OK FROM 39TO 40 39R 40L AREA Hd 39-40 Hr 39-40 40 Y 1.00 OK FROM 40TO 41 40R 41L AREA Hd 40.41 Hr 40.41 41 Lr lar 37.38 Lr lar 38-39 Lr (a) 39.40 Lr la) 40.41 Lr (b) 37-38 Lr Ib) 3839 Lr Ib) 39.40 Lr (b) 40.41 No. eX1t. 37 - No. eX1t. 3 No. eX1t. 39-40 No. eX1t. 40.41 No. int. 373 No. Int. 38- - No. Int. 39.40 No. Int. 40.41 H eX1t. 37-38 H eX1t. 38• H eX1t. 39.40 H eX1t. 40.41 H int. 37-38H int. 38-3S H In[. 39.40 Hint. 40.41 L 37.38 L 38-39 L 39.40 L 40-41 L37dr, L38dr 0 L39dr 0 L40dr L 38d1 0 L39d1 0 L40dl 0 L41t11 0 PSI P51 PSI PSI X1 X1 X1 X1 Ps2-777-77777Ps22 P52 Ps2 X2 : . .. X - .....'.'. X2 X2 Ps3 Ps3 Ps3 Ps3 X3 X3 X3 X3 Was Was Was Was Pw1 Pw1 Pw1 Pw1 X1 X1 X1 X1 Pw2 Pw2 Pw2 Pw2 X2 X2 X2 X2 Pw3 Pw3 Pw3 Pw3 X3 X3 X3 X3 Ws 37-38 Ww 3738 Ws 38-39 Ww 3839 Ws 39-40 Ww 39-40 Ws 40.41 Ww 40-41 0 0 0 0 v37rw V381w v38rw v391w v39rw v401w v40rw v411w 0 0 0 0 0 0 0 0 V37rs v381s v38rs v391s v39rs v401s v40rs v411s V37rw V381w V38rw V391w V39rw V401w V40rw V41Iw- o 0 0 0 0 0 0 0 V37rs V381s V38rs V391s V39rs V401s V40rs V411s Vw= 0 0 0 0 Vs = vgov=l 0 p 0 p (T=C)w= IT= Cls = p 0 1 0 0 (5) - Diaphragm Loads GROUND LEVEL CURRENT 10-26-02.xis Young Ennineering Services 77804 Wildcat Dr. Palm Desert, CA. 92211 PHONE:760-360-5770 DIAPHRAGM LOAD CALCULATIONS Job No. Sheet No. Of Calculated By Date 1 I T IT LINE 41 JOINT I Y LNV 1.00 FROM 41 TO 42 41R 42L AREA Hd 41-42 42 Y 1.00 FROM 42TO 43 42R 43L AREA Hd 42.43 43 y 1.00 FROM 43TO 44 43R 44L AREA Hd 43.44 44 Y 1.00 FROM LTO 45 44R 45L AREA Hd 44.45 45 OK Hr 41.42 OK Hr 42-43 OK Hr 43-44 OK Hr 44.45 No. int. 45-4E No. int. 46- Lr lal 41.42 No. int. 48.49 Lr lal 42.43 H eX1t. 46- Lr lal 43.44 H eX1t. 48-49 Lr (a) 44-45 H Int. 46.4 Lr Ibl 41-42 Lr Ibl 42-43 Lr Ibl 43-44 Lr Ib) 44-45 No. eX1t. 41- No. eX1t 4 No. eX1t. 43.44 No. eX1t. 44-45 No. Int. 41-42 No. Int. 42- No. Int. 43-44 No. int. 44.45 H eX1t. 41-42 H eX1t. 42• H eX1t. 43.44 H eX1t. 44•g5 H In[. 41-42 H Int. 42.4 ' H int. 43.44 H int. 44.45 L 41-42 _.:.. L 42-43 .' L 43-44 L 44-45 0 L41dr 0 L42dr 0 L43dr 0 L44dr L42d1 01 L43d1 0 L44dI0 LQStlI p PSI P51 Ps1 P51 X1 X1 X1 X1 Ps2 i' Ps2 Ps2 Ps2 X2 X2 X2 X2 Ps3 Ps3 Ps3 Ps3 X3 X3 X3 X3 Was Was Was Was Pw1 Pw1 Pw1 X3 X1Pw1 X1 x1 X1 Pw2 Pw2 Pw2 Pw2 X2X2 0 X2 X2 Pw3 Pw3 Pw3 0 0 X3Pw3 X3 X3 X3 Ws 41-42 Ww 41-42 Ws 42.43 Ww 42-43 Ws 43-44 Ww 43-44 Ws 44-45 Ww 44-45 0 0 0 0 v41rw v421w v42rw v431wv43rw v441w V44rw v451w 0 0 0 0 0 0 0 0 v41rs V421s v42rs v431s v43rs v441s v44rs V451s Vw= 0 V41rw V421w V42rw V431w V43rw V441w V44rw V451w 0 0 0 0 0 0 0 0 V41rs V421s V42rs V431s V43rs V441s V44rs V451s wVw= 0 Vs = p 0 0 Vgov= O IT=CIw= IT=Cls= p p 0 0 0 p 0 I I Emo T ? LINE 45 JOINT Y L/W 1.00 OK FROM 45 TO 46 45R 46L AREAY Hd 45-46 Hr 45.46 Lr lal 45.46 46 1.00 OK FROM 46TO 47 46R 47L AREA Hd 46-47 Hr 46.47 Lr (a) 46-47 47 1.00 OK FROM 47TO 48 47R 48L AREA Hd 47.48 Hr 47-48 Lr (a) 47-48 48 Y 1.00 OK FROM 4BTO 49 48R 49L AREA Hd 48.49 Hr 48.49 Lr (a) 48-49 49 Lr (b) 45-46 Lr (b) 46.47 Lr (b) 47.48 Lr (b) 48-49 No. eX1t. 45• No. eX1t. 4 No. eX1t. 47-48 No. eX1t. 48.49 No. int. 45-4E No. int. 46- No. int. 47-48 No. int. 48.49 H eX1t. 45.46 H eX1t. 46- H eX1t. 47.48 H eX1t. 48-49 H Int. 45-46 H Int. 46.4 H Int. 47.48 H Int. 48.49 L 45-46 L 46.47 L 47-48 748-49 0 L45dr 0 L46dr, 0 L47dr 0 L48dr L46d1 0 L47d1 0 L48d1 0 L49d1 p PSI PSI PSI P51 X1 X1 X1 x1 Ps2 Ps2 Ps2 Ps2 X2 X2 X2 X2 Ps3 Ps3 Ps3 Ps3 X3 X3 Was Was X3 X3 Was Was Pw1 Pw1 Pw1 Pw1 X1 X1 X1 X1 Pw2 Pw2 Pw2 Pw2 X2 X2 X2 X2 Pw3 Pw3 Pw3 Pw3 X3 X3 X3 X3 Ws 45.46 Ww 45.46 Ws 46-47 Ww 46-47 Ws 47.48 Ww 47.48 Ws 48.49 Ww 48-49 0 p 0 0 v45rw v461w v46rw v471w v47rw v481w v48rw v491w 0 0 0 0 0 0 0 0 v45rs v461s v46rs v471s v47rs v481s v48rs v491s V45rw V461w V46rw V471w V47rw V481w V48rw V491w 0 0 0 0 0 0 0 0 V45rs V461s V46rs V471s V47rs V481s V48rs V491s Vw= 0 p 0 0 Vs= Vgov= 0 p 0 p IT=CIw= (T=C)s= p p p 0 (6) - Diaphragm Loads GROUND LEVEL CURRENT 10-26-02.xls i 1 i 19 - J 5� a stL 055=7 SC I s•til .SI — I -- Sc 0 he Ob OO � .s •oe .o. 61 + a4 0l lE .-COE =S 0 S O a - O sb v 0 IM Young Engineering Services 77804 Wildcat Dr. Palm Desert, CA. 92211 PHONE:760-360-5770 (1) - Shear Walls Job No. Sheet No. of Calculated By Date 6/14/2004 GROUND LEVEL CURRENT 10-26-02.xls CONVENTIONAL SHEAR WALLS STRONG WALL CONVENTIONAL SHEAR WALLS STRONG WALL 1 DIAPHRAGM DATA SHEAR WALL DATA DIAPHRAGM DATA SHEAR WALL DATA PLYWD CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS 7 LINE vCASE VMA% Sia %entl LG WALL No. b n Pt X1 P2 %2 Wt. n/b PLYWD PLYWD ALT. PORTAL STANDARD vu SIOE A.B. SILL WALLABOVE HOLDOWN FORCES HO PHD lTT/NITTMTT STRAP 2716 1L _ 0 1 9.50 10.50 17 1.11 1 251DE5 WgLI 284 6 SPACING PLATE R=CIW IT -CIS (T. CIW rr. os rr. CI GOV. HOLDOWIJ HOEDOWN MOLOOWN LCOND. HOEDOWN RCOND. HOEDOWN 2525 1R 113 113 24 24 1J AA L ' S/8' at 30 2X 2079 1715 2079 H02A 122X.4%I SSTB20 DH0212 2X1 SSTB24 LTTt31 l2.2%4%1 557820 C STHD812 2%pXl I STHD8123X.4%I HOEDOWN 3805 ADDITIONAL LINE LOADS jE 17 10.00. 108 E 1p 0.67 17 275 A AA NA 5/e' at 30 2X 1713 1212 1713 I 2716 Vsa. Vwa. 17 ADDITIONAL UNE LOADS . /..' :. .' ,.. . ;E ....,, __ _ :':';- 17 I I VW 17 I 4144 Vsa. - - VWa..: I 2716 .. ... •-. 17 17 I .,I-, ... - 1 t W TOTAL 9.55 I I No. PANELS IN LINE. 1 COMMENTS ALL PLYWOOD PANELS MEET IVb RATIO (1) - Shear Walls Job No. Sheet No. of Calculated By Date 6/14/2004 GROUND LEVEL CURRENT 10-26-02.xls CONVENTIONAL SHEAR WALLS STRONG WALL 3 DIAPHRAGM DATA SHEAR WALL DATA PLYWD CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS '_to UNE PLYWD ALT. PORTAL STANDARD I A.B. I SILL WALL ABOVE HOLDOWN FORCES HD PHD LTT/MTTMTT .t1 4144 3L vCASE vMAX Sta %enG t6t 162 -• 21' Ltl 2t` WALL No. b h EXTANT. W P1 3 1500 ' I "' Xt P2 X2 Wt. IVB - ' ' vu t SIDE 2SIDES WALL SPACING PLATE rr-L) (T.CIS R.C)W O=Cls R.CI GOV. HOLOOWN HOEDOWN HOEDOWN LCOND. HOEDOWN STRAP RCOND. HOEDOWN 3805 3R 50 50 '17' 17 10.00. 108 E 1p 0.67 17 275 A AA NA 5/e' at 30 2X 1713 1212 1713 H02A 12.2%,4X1 SSTB20 PH0212.2%1 SSTB24 LTT131 (2.2%.4X1 SST870 C STHD812 2%.4%i - I STHD812 2X.J W ADDITIONAL UNE LOADS . /..' :. .' ,.. . ;E ....,, __ _ :':';- 17 ., ...: 1 I 4144 Vsa. - - VWa..: ;:. . ., .. .. ... •-. 17 .. I .,I-, ... Vw W TOTAL 15.05 ALL PLYWOOD PANELS MEET IW RATIO 1 1. No. PANELS IN UNE= 1 COMMENTS: '-: '''•"- '' "-' ':°-' CONVENTIONAL SHEAR WALLS STRONG WALL 4 DIAPHRAGM DATA SHEAR WALL DATA CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS _12 '" LINE VCASE PLYWO PLYWD ALT. PORTAL STANDARD A.B. SILL WALL ABOVE HOLDOWN FORCES HD PHO LTT/MTT/HTT STRAP vMAX STa Xentl Ltl WALL No. b h E%T/1NT. w P1 %1 P2 X2 Wt. IW Vu 1 SIDE 2SIDES WALL SPACING PLATE rT.C)w (T.C)s 4040 4L 50 50 :1): 17 ` 4- " 7.S8 10.00. 1 : "' " 10 (T.C)w (f=CIS rr. CI GOV. HOLDOWN HOEDOWN HOEDOWN LCOND. HOEDOWN RCOND. HOEDOWN 2288 4R 187 187 - 17• 77 E "' 1.32 530 C AA NA 5/8' at 30 3X . .. .. 5049 2748 SO49 HD6A 14%1 SSTS34 DH06 (2 2X1557834 HTT22 12 2%.4%I SSTB24 ' : C .' NA ' I ... STHD74 Rw2X L 17 3% W ADDITIONAL LINE LOADS 'E .' l' "` 17 '1'. 1 4040- Vsa. Vwa. .:. ..... :. .:"` `.E - .. ..... , . 17 4040. - .. '... E.. ...: :. . ' : 17 W TOTAL 7.62 ALL PLYWOOD PANELS MEET t1/b RATIO No. PANELS IN UNE. 2 COMMENTS: I""- (1) - Shear Walls Job No. Sheet No. of Calculated By Date 6/14/2004 GROUND LEVEL CURRENT 10-26-02.xls Young Engineering Services 77804 Wildcat Dr. Palm Desert, CA. 92211 PHONE:760-360-5770 LINE- AREA V MAX- V MIN- UNE CASE= 5 12 3786 1813 W LINE SL SR DIAPHRAGM DATA vCASE VMA% sta Xentl LO 187 187 77 17 0 0 77 17 ADDITIONAL LINE LOADS WALL No. 5 6 SHEAR WALL DATA 1 b I h JEXTANT. w P1 .5.77 10.33 E 203 5.25 10.33 E 203 E X1 D2 X2 Wt. h/b 17 2.00 1I 7.97 17 CONVENTIONAL SHEAR WALLS STRONG WALL PLYWD PLYWD ALT. PORTAL STANDARD vu 1 SIDE 2SIDES WALL 305 8 AA L 305 B AA l A.B. SILL I WALL ABOVE SPACING PLATE R-ClW R -CIS 5/8• at 30 2X 5/8' at 30 2X HOLDOWN FORCES O-CIW fi-CIS R=CI GOV. 2494 1068 2494 2480 1054 2484 HD HOIDOWN HD2A 12.2%.4X] SST820 H02A 122%4%I 357820 PHO HOLDOWN PHD212.2XI SSTB24 DN D212.2%1 SST824 CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS LTT/MTT/HTT HOLDOWN LCOND. HOEDOWN HTT1612.2XpX1 SST820 C STHD10(2.2)0 HTT1612.2%dXI SSTB20 1 STHDB (22X,4%) STRAP RCOND. HOEDOWN 1 STHDB 12-2X.4X] C STHD7012.2XI V9ov= 3786 Vza- Vwa. Vw E 17 7 jVm- 1.E E W Vsa. TOTAL E I 1 No. PANELS IN UNE- NA I 1 Vz Vw E 2,- 874 TOTAL 8.55 E 17 No. PANELS IN UNE- 1 No. DANELS IN UNE- 1813 3186 E 17 I I GOV CASE- W TOTAL 70.46 ALL PLYWOOD PANELS MEET hN RATIO I I No. PANELS IN UNE- 2 1COMMENTS. - 6 DIAPHRAGM DATA SHEAR WALL DATA 8LINE 1vCASEjvMAX Sta X antl Lo WALL No. b h EXTANT. W F 780 6L 0 0 9 9 :E 347 6R 92 92 ' 9-;1 9 E W ADDITIONAL LINE LOADS 'E 780 Vsa- I Ivwa. I- E Vw .. ,... .E 780 7 jVm- 1.E E W Vsa. TOTAL E 160 No. PANELS IN UNE- NA 7 DIAPHRAGM DATA SHEAR WALL DATA :I UNE jvCASEJvMAZ;F,taHXendj Ld WALL No. b 1 h I EXTANT w P 780 7L 92 92 9- 9 7-" `850. 10'00: E .61- 342 7R 0 1 0 1 1 0:'. 0 E. W ADDITIONAL LINE LOADS 780 Vsa 7 jVm- 1.E _ Vw Vsa. - jVwa. E 160 Vw E W E 2,- 874 TOTAL 8.55 [TOTAL E No. PANELS IN UNE- 1 8 DIAPHRAGM DATA SHEAR WALL DATA 9 UNE v CASE v MA% sta %antl LG WALL No. b h EXTANT w F 874 BL 0 0 `:15 15- 7S0 SR 58 58 't5• I 15 ': E W ADDITIONAL UNE LOADS - 874 Vsa. - jVwa. _ E Vw E 2,- 874 [TOTAL E W No. DANELS IN UNE- NA CONVENTIONAL SHEAR WALLS STRONG WALL PLYWD PLYWD ALT. PORTAL STAN vu 1 SIDE 2 SIDES WALL ALL PLYWOOD PANELS MEET IVO RATIO CONVENTIONAL gIS D I E ALL PLYWOOD PANELS MEET M/b RATI STRONG !TAE ALL PLYWOOD PANELS MEET h1b RATIZ CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS WALL ABOVE HOLDOWN FORCES HD PHD LTT/MTTMTT STRAP CIW (T=Cls (r-C)W rr-CIS (T=C)GOV. HOLDOWN HOLDOWN HOLDOWN LCOND. HOLDOWN RCOND C I i. I I CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS WALL ABOVE HOLDOWN FORCES HD PHD LTT/MTT/HTT CiwR-Cls O-Clw R -CIS (T -CI GOV. HOLDOWN HOLDOWN HOLDOWN LCOND. H 258 -335 2SB H02A 12.2%.4X1 SSTB20 PHD2 12.2X1 SSTB24 LTT19 12.2%.4X] SSTS20 C I STHI CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS FORCESHD PHI)LTT/MTT/HTT 7R -O GOV.HOLDOWN HOLDOWN HOLDOWN LCOND. H C 1 HOEDOWN STHDB 12.2%A%1 Job No. Sheet No, of Calculated By Date 6/18/2004 (4) - Shear Walls GROUND LEVEL CURRENT 10-26-02.xls Young Engineering Services 804 Wildcat Dr.' Job No. - Palm Desert, CA. 92211 Sheet No. of PHONE:760-360-5770 ' Calculated By s ' Date 6/14/2004 (7) - Shear Walls GROUND LEVEL CURRENT 10-26-02.xls CONVENTIONAL SHEAR WALLS STRONG WALL CONVENTIONAL SHEAR WALLS STRONG WALL 10 DIAPHRAGM DATA DIAPHRAGM DATA DATA SHEAR WAIL DATA CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS 6 UNE CONVENTIONAL SHEAR WALL HOEDOWN OPTIONS Ltl 6.9 LINE vCASE vMq% sta Xentl Ltl WALL No. D h EXTANT. w P7 %1 D2 %2 Wt. PLYWD PLYWD ALT. PORTAL STANDARD A.B. SILL WAIL ABOVE HOEDOWN FORCES HD PHD LTT/MTT/HTT STRAP P2 %2 Wt.N2.40 9L 58 58 15 STRAP h/b vu t SIDE ZSIDES WALL SPACING PLATE IT. Clw R=CIS R=C)w TT=C)s R=C)GOV. HOLDOWN HOLDOWN fi=C)S D.CIW fi=OS R=CI GOV. HOLDOWN HOEDOWN 15 12 5.67 10.00 1 10 1.76 339 g AA NA 5/8' at 30 HOEDOWN LCOND. HOEDOWN RCOND. HOLDOWN HOEDOWN 2753 2759 2759 912 127 121 28 28 13 6.83 10.00 I 10 1.46 339 17626 SW48X7IX6 3% 2X 3203 2032 3203 HDSA 122%1 SST820 PHD2 123%I SSTS24 HTT1612.2X,4X) SSTB20 I STHD1012.2X 4%1 I NA3519 W ADDITIONAL LINE LOADS E 17 6 AA NA 5/e' at 30 2% 3164 1980 3164 HDSA 122X1 557820 PH02 123%I 55T824 HTTt6123%,4%I 557820 I STHDB 127X4%1 I STHD8123%.4%1 4253 Vsa. Vwa= 17 E 17 I I 1 I VW 176287 17 17 4253 . i.. 1 E 17 TOTAL 10.04 1 I WI TOTAL I 12.54 No. PANElS IN UNE= 2 FORCE PER PANEL= ALL PLYWOOD PANELS MEET hA) RATIO COMMENTS: USE SIMPSON STRONG WALL ISMEARMAX 4BX12 I i No. PANELS IN LINE. 2 COMMENT$ CONVENTIONAL SHEAR WALLS STRONG WALL (7) - Shear Walls GROUND LEVEL CURRENT 10-26-02.xls CONVENTIONAL SHEAR WALLS STRONG WALL 10 DIAPHRAGM DATA SNEAK WALL DATA CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS 6 UNE vCASE VMA% Sia Xentl Ltl WgIL No. PLYWD PLYWD ALT. PORTAL STANDARD A.B. SILL WALL ABOVE HOEDOWN FORCES HD PHD LTT/MTTAITT b h E%TANT, w Pt %t P2 %2 Wt.N2.40 vu 1 SIDE ZSIDES WALL SPACING DLATE R.CIW STRAP 5150 70L 121 121 IB 28 15 5.00 12.00 E 17•626 fi=C)S D.CIW fi=OS R=CI GOV. HOLDOWN HOEDOWN HOEDOWN LCOND. HOEDOWN RCOND. HOEDOWN 1OR 63 63 28 28 16 5.00 HDSA 14X1 SST834 NA NA IN ADDITIONAL 12.00 E 17626 SW48X7IX6 3% 7175 4770 )175 1 DBA IQXI SST834 C ryq I NA3519 UNE LOADS 77 NA NA I NA C NA 6287 Vw Vsa. ..627 Vwa= 1137. EE 17 I I 176287 17 . i.. 1 W TOTAL 10.04 No. PANElS IN UNE= 2 FORCE PER PANEL= 3144 COMMENTS: USE SIMPSON STRONG WALL ISMEARMAX 4BX12 CONVENTIONAL SHEAR WALLS STRONG WALL 11 DIAPHRAGM DATA SHEAR WALL DATA CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS UNE vCASE vMAX zta %en 2LEcl WALL No. b h EXTJINT. P1 PLYWD PLYWD AIT. PORTAL STANDARD q.8. SILL WALL ABOVE HOEDOWN FORCES HD PHD LTT/MTTMTT W X1 PZ X2 Wt. h/b Vu 1 SIDE ZSIDES WALL SPACING PLATE fr. Clw fT=Cls R. CIW fi=CIS (i=CI GOV. HOEDOWN STRAP 1770 11L 63 63 .;' .:28E .:. -,' t71210 HOEDOWN HOEDOWN LCOND. HOEDOWN RCOND. HOEDOWN 1112 0 p .', .. .. O0 :.,: .. . -:.... E''.: .' .. :. 1J ,. - :. -C W ADDITIONAL LINE LOADSE 17 1770 Vsa= .. .. .. E-: .. .. -.. 17 ..._ .yyJ .E. ... ... . 17 .,.. .. -.1 :.. .:. 7770 W TOTAL 1 ':. ALL PLYWOOD PANELS MEET tVb RATIO t No. PANELS IN LINE = NACOMMENTS' CONVENTIONAL SHEAR WALLS STRONG WALL 12 DIAPHRAGM DATA SHEAR WALL DATA CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS 1 UNE vCASE vMAX sta Xentl Ltl WAlL NO. b h EXTANT. PLYWD PLYWD ALT. PORTAL STANDARD A.B. SILL WALL ABOVE HOLDOWN FORCES HD PHD lTT/MTT/HTT 1208 12L 0 0 '. - %'550 w Pt %1 PZ X2 Wt. IVU vu 1 SIOE 251DES WALL SPACING PLATE R=Ow (T=C)s D=Ow R=C)s (T.CI GOV. HOEDOWN HOEDOWN STRAP :'D.. 0 8 9.00 E"'' IDB •. 17 1.64 278 A AA L 5/8' - HOLDOWN LCOND. HOLDOWN RCOND. HOLDOWN 647 1112 76 76 :-.. '16: 16 E ' a[ 30 2% ` ' 1481 574 1487 HD2A I23%.4)U 557820 PHD2123%1 SSTBZ4 LTT20B 113X4%1 557820 - C, STHDB (23X.4%1I STHDB W ADDITIONAL UNE LOADS - E 17 ., (23X.4) 1208 Vsa 1VWa 1..: - ..:'.. 17 77. VW 17 WO- . TOTAL 5.55 ALL PLYWOOD PANELS MEET tvb RATIO No. PANELS IN UNE. 1 COMMENTS' I '- '- ' ' " ' "' "' (7) - Shear Walls GROUND LEVEL CURRENT 10-26-02.xls Young Engineering Services 77804 Wildcat Dr. Palm Desert. CA. 92211 PHONE:760-360-5770 CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS HD PHDI LTT/MTTAITT STRAP HOLDOWN HOLDOWN I HOLDOWN LCOND. HOLDOWN RCOND. HOLDOWN HD2A (2-2%.4X7 5STS20 PHD2 t2-2Xl SST824 I LTT1912.2X,4XI SST820 C STHD8 122%.4X1 I STHD8 f2 -2%.4X7 CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS HD PHD LTT/MTT/HTT11 STRAP HOLDOWN HOLDOWN HOLDOWN I LCOND. HOLDOWN RCOND_-I HOLDOWN HD2A 12-2%A%1 557820 PHD2 12-2X1 SST824 HTT16 12-2X 4X1 SST820 I C STHOS 12.2) 4X1 1 STHD8 12-2X.4X) CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS HD PHO LTT/MTT/HTT STRAP HOEDOWN HOIDOWN HOLDOWN I LCOND. HOLDOWN RCOND H02A 12-2X.4)1 SST820 PHD2 122X7 SST824 LTT1912-2X.4XI SSTB20 I . :C - STHD8 123X.4X) ' - 1 - CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS ABOVE 1 HOLOOWN FORCES HD PHO LTT/MTT/HTT STRAP rr-Os IO-CIw R-CIs R-C)GOV. HOLOOWN I HOLDOWN HOLDOWN I LCOND HOLDOWN RCONC •-1 5026 137531 5026 HD6A I4X1 SST834 _ PHn612.1)0SST834 _ _ _ _ __ _ _ Job No. Sheet No. of Calculated By Date 6/14/2004 00) - Shear Walls GROUND LEVEL CURRENT 10-26-02.xls 32 CONVENTIONAL SHEAR WALLS CONVENTIONAL SHEAR WALLS STRONG WALL 14 DIAPHRMT.TA SHEAR WALL DATA PLYWD PLYWD ALT. PORTAL STAN 2 LINE v CASE LO WALL No. b h EXTANT. w P1 X1 P2 X2 Wt. IVb Vu 1 SIDE 2 SIDES WALL 2983 1AL 49 26 11 15.83 11.00 1 10 0.69 2S9 A AA NA 2944 14R 84 21 E 17W ADDITIOE 17 4120 Vsa- 37 '" E 17 VwE 17 4120 17 WTOTAL CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS HD PHDI LTT/MTTAITT STRAP HOLDOWN HOLDOWN I HOLDOWN LCOND. HOLDOWN RCOND. HOLDOWN HD2A (2-2%.4X7 5STS20 PHD2 t2-2Xl SST824 I LTT1912.2X,4XI SST820 C STHD8 122%.4X1 I STHD8 f2 -2%.4X7 CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS HD PHD LTT/MTT/HTT11 STRAP HOLDOWN HOLDOWN HOLDOWN I LCOND. HOLDOWN RCOND_-I HOLDOWN HD2A 12-2%A%1 557820 PHD2 12-2X1 SST824 HTT16 12-2X 4X1 SST820 I C STHOS 12.2) 4X1 1 STHD8 12-2X.4X) CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS HD PHO LTT/MTT/HTT STRAP HOEDOWN HOIDOWN HOLDOWN I LCOND. HOLDOWN RCOND H02A 12-2X.4)1 SST820 PHD2 122X7 SST824 LTT1912-2X.4XI SSTB20 I . :C - STHD8 123X.4X) ' - 1 - CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS ABOVE 1 HOLOOWN FORCES HD PHO LTT/MTT/HTT STRAP rr-Os IO-CIw R-CIs R-C)GOV. HOLOOWN I HOLDOWN HOLDOWN I LCOND HOLDOWN RCONC •-1 5026 137531 5026 HD6A I4X1 SST834 _ PHn612.1)0SST834 _ _ _ _ __ _ _ Job No. Sheet No. of Calculated By Date 6/14/2004 00) - Shear Walls GROUND LEVEL CURRENT 10-26-02.xls 32 CONVENTIONAL SHEAR WALLS STRONG WALL 14 DIAPHRMT.TA SHEAR WALL DATA PLYWD PLYWD ALT. PORTAL STAN 2 LINE v CASE LO WALL No. b h EXTANT. w P1 X1 P2 X2 Wt. IVb Vu 1 SIDE 2 SIDES WALL 2983 1AL 49 26 11 15.83 11.00 1 10 0.69 2S9 A AA NA 2944 14R 84 21 E 17W ADDITIOE 17 4120 Vsa- 37 '" E 17 VwE 17 4120 17 WTOTAL 15.88 ALL PLYWOOD PANELS MEET Ivb RATIO No. PA 1COMMENTS. - •- CONVENTIONAL SHEAR WALLS STRONG WALL 15 DIAPHRAGM DATA SHEAR WALL DATA I PLYWD PLYWD ALT. PORTAL STAN( 3A-' UNE V CASE V MAX sta xendj LG WALL NO, b 1 h JEXTANT. w P1 X1 P2 X2 Wt. IVb vu 1 SIDE 2 SIDES WALL 3479 15L 84 84 '2t: 21 .14 16.00 112.501 1 '284'. 10 0.78 217 A AA NA 2740 TSR 1 100 100 j je:j 18 .E 17 W ADDITIONAL UNE LOADS - E . 17 . 3479 Vsa- :.. -.. Vwa..- ...: . .. .:;E. _. 17 V. E 17 3479 W TOTAL 16.05 ALL PLYWOOD PANELS MEET h/b RATIO No. PANELS IN UNE- 1 COMMENTS:_ .. CONVENTIONAL SHEAR WALLS STRONG WALL 15 DIAPHRAGM DATA SHEAR WALL DATA PLYWD PLYWD ALT. PORTAL STAND "'4:`" LINE V CASE v MAX sig X entl Ltl WALL ND. b 11 EXTANT. W P1 Xt P2 X2 Wt. MA, vu 1 SIDE 2SIDES WALL 1755 16L tOD t00 ''' :18 ! 18 77 300 9.00 E "" 17 3.00 S75 1301 16R 0 0 '0 1 0 :E 17 SW37 W ADDITIONAL LINE LOADS 'E ' 17 1755 Vsa- . ' .. vwa- 17 VW E.. 17 1755 ... _._ .,.... ,_ ;.. E ... ;,. ... .... ,: 17 W TOTAL 3.05 USE SIMPSON STRONG WALL NO. PANELS IN LINE- 1 FORCE PER PANEL- 1755 COMMENTS: CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS HD PHDI LTT/MTTAITT STRAP HOLDOWN HOLDOWN I HOLDOWN LCOND. HOLDOWN RCOND. HOLDOWN HD2A (2-2%.4X7 5STS20 PHD2 t2-2Xl SST824 I LTT1912.2X,4XI SST820 C STHD8 122%.4X1 I STHD8 f2 -2%.4X7 CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS HD PHD LTT/MTT/HTT11 STRAP HOLDOWN HOLDOWN HOLDOWN I LCOND. HOLDOWN RCOND_-I HOLDOWN HD2A 12-2%A%1 557820 PHD2 12-2X1 SST824 HTT16 12-2X 4X1 SST820 I C STHOS 12.2) 4X1 1 STHD8 12-2X.4X) CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS HD PHO LTT/MTT/HTT STRAP HOEDOWN HOIDOWN HOLDOWN I LCOND. HOLDOWN RCOND H02A 12-2X.4)1 SST820 PHD2 122X7 SST824 LTT1912-2X.4XI SSTB20 I . :C - STHD8 123X.4X) ' - 1 - CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS ABOVE 1 HOLOOWN FORCES HD PHO LTT/MTT/HTT STRAP rr-Os IO-CIw R-CIs R-C)GOV. HOLOOWN I HOLDOWN HOLDOWN I LCOND HOLDOWN RCONC •-1 5026 137531 5026 HD6A I4X1 SST834 _ PHn612.1)0SST834 _ _ _ _ __ _ _ Job No. Sheet No. of Calculated By Date 6/14/2004 00) - Shear Walls GROUND LEVEL CURRENT 10-26-02.xls 32 Young Engineering Services 77804 Wildcat Dr. Palm Desert. CA. 92211 PHONE:760-360-5770 Job No. Sheet No. of Calculated By Date 6/14/2004 LINE. 17 DIAPHRAGM DATA SHEAR WALL DATA wNVtN I IUNAL SHEAR WALLS I STRONG WALL CONVENTIONAL TION SHE TIONgL SXEAR WALL HOEDOWN OPTIONS PLYWD PLYWD ALT. PORTAL STANDARD A.B. SILL WALL ABOVE HO DOWN FORCES HD PHD AREA 5 LINE V CASE v MAX sta X entl LO WALL NO. b n EXTANT. w P7 X1 P2 %2 Wt. h/b vu 1 SIDE 2 SIDES WALL STRAP V MAX- 1137 17L 0 0 14 14 17 SPACING PLATE R -OW IT CIS R-Clw R.CIs R -CI GOY. HOEDOWN HOEDOWN HOEDOWN LCOND. HOEDOWN R COAD. HOEDOWN V MIN= 627 17R 84 84 14 14 E 17 C LINE CASE= W ADDITIONAL LINE LOADS 17 I I V9ov= 1137 Vsa= I lvwa= E 17 I 1 Vs Vw 17 ## t I 627 1137 Ei4 17 I I GOV CASE- W TOTAL _ I 1 ALL PLYWOOD PANELS MEET h/U RATIO Nb. PANELS IN IINE- NA COMMENTS' - CONVENTIONAL SHEAR WALLS STRONG WALL LINE. 18 DIAPHRAGM DATA SNEAK WALL DATA CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS AREA 5' LINE PLYWD PLYWD AIT. PORTAL STANDARDI A.B. SILL WALL ABOVE HOLDOWN FORCES HD DHD LTT/MTTMTT STRAP V ASE VMA% sta XenO LEI WALL NO. b h EXTANT. W P7 X1 P2 X2 WE. h/b vu 1 SIDE 2SIDES WALL SPACING PLATE R-CIW R -Os IT.pW R-C)s R-CIGOV. HOEDOWN V MAX. 1137 18L 84 84 74 t4 20 5.67 10.00 I 10 1.76 199 A HOEDOWN HOEDOWN LCOND. HOLDOWN RCOND. HOEDOWN V MIN- 627 AA NA SR' at 30 2X - 1799 928 1799 ND2A 12 2X.4X1 557820 X1 PH D2 12.2SST824 L77131 R-2XAX) SST820 1 STHD8(2-2X,4XI 18R 0 0 0 0 E 17 , I STHD812.2X.4)0 LINE CASE= W ADDITIONAL LINE LOADS E' 17 I I V9ov- 1137 Vsa- I lvwa- E 17 I 1 Vs Vw :E17 7I b 627 1137 E 17 I1 ' IGOV CASE- W TOTAL 5.72 1 ALL PLYWOOD PANELS MEET 11/b RATIO NO. PANELS IN UNE- 1 COMMENTS' CONVENTIONAL SHEAR WALLS STRONG WALL LINE- 19 DIAPHRAGM DATA SHEAR WALL DATA CONVENTIONAL SHEAR WALL NOLDOWN OPTIONS AREA 8 PLYWD PLYWD ALT. PORTAL STANDARD A.B. SILL WALL ABOVE HOEDOWN FORCES HD PXD LTT/MTTMTT V MAX- 684 UNE 19L VCASE vMAX sta Xentl 0 0 :. 0 LO 0 WALL NO. b h EXTANT. 'E W P1 X1 P2 %2 Wt, h/b vu 1 SIDE 2SIDES WALL SPACING PLATE R-C)w (T -Cls R-C)w R-C)s R=C)GOV. HOLDOWN HOEDOWN HOEDOWN LCOND. HOEDOWN STRAP RCOND. HOEDOWN ; .. .. .. .' :. 17 2X ... .. V MIN- 352 19R 68 68 "10. 10 .. : - E - -..: :.. '.. ., ,. .::'. `I. C. ;.I. UNE CASE. W ADDITIONAL LINE LOADS - ...: .':.. E 17 .: • , '.1 ' . V9ov- 684 vsa- I...,,. Vwa- I:' . .: :. E 1, . ,: .. ...: .. : -::. .. 17 ,.... -_. ... `c. P Vs Vw .. 352 1 684 :. .. - .' _:. ':.. E.. .. -... . -. .. ,; :.`. ...._ 17 :,-.• .._ s. .:...1 GOV CASE- W TOTAL .:.: .. t• , ALL PLYWOOD PANELS MEET WE) RATIO No. PANELS IN LINE- 1 ICOMMENTS, "' 7Z. 20 DIAPHRAGM DAT 8' LINE V CASE v MA% sta X 684 20L1 68 1 68 352 20R 1 0 1 0 "'-:' ' W ADDITIONAL LINE LOADS 684 Vsa.V. 684 684 W (13) - Shear Walls CONVENTIONAL SHEAR WALLS STRONG WALL PLYWD PLYWD ALT. PORTAL STAN vu 1 SIDE 2 SIDES WALL 68 A AA K ALL PLYWOOD PANELS MEET tVb RATIO F CONVENTIONAL FORCES HD PND LTT/MTT R -CI GOY. HOLDOWN HOLDOWN HOL00 NA NA NA NA OPTIONS HOLDC NA NA I GROUND LEVEL CURRENT 10-26-02.xls Young Engineering Services 77804 Wildcat Dr. Palm Desert, CA. 92211 PHONE:760-360-5770 LINE= AREA V MAX= V MIN= 21 7 2277 1863 LINE 21L 21R DIAPHRAGM DATA vCASE VMA% sta %en0 LO 0 0 0 65 65 35 35 SHEAR WALL DATA WALL NO. b h E%T/INT, w P7 23 16.00 10.50 E 324 E X1 P2 X2 Wt. Wb 17 0.66 17 CONVENTIONAL SHEAR WALLS STRONG WALL PLYWD PLYWD ALT. PORTAL STANDARD VU 1 SIDE 2SIDES WALL 173 A AA K A.S. I SILL I WALL ABOVE SPACING 1PLATE1 R=C)W IT - CIS S/B' at 30 2X HOEDOWN FORCES IT=C)w R=Cls R=C)GOV. .1461 •1965 NA HO HOLDOWN NA PMD HOLDOWN NA CONVENTIONAL SHEAR WALL HOLOOWN OPTIONS LTT/hiTTMTT STRAP HOLDOWN LCOND. HOLDOWN RCON 0. HOLDOWN NA C NA I NA LINE CASE= 5 HTT2212-2%.4X0 SST824 C NA ADDITIONAL LINE LOADS EI 17 PLYWD PLYWD ALT. PORTAL 7 ' LINE 1 V9ov= 2277 Vsa I jVwa= E 17 2277 22L 65 1 65 1 -35 35 18- i Vs Vw 17 4.00 589 E t7 1863 22R 1 0 1 0 0 19 2.01) I 2277 1863 589 E 17 ADDITIONAL LINE LOADS - I 1 GOV CASE m S TOTAL 16.05 Vsa= ALL PLYWOOD PANELS MEET h/D RATIO E 17 Vw No. PANELS IN LINE= 1 COMMENTS' E 17 LINE= AREA V MAX= V MIN. 23 .';]' 1137 849 CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS DIAPHRAGM DATA VCASE VMA% sta Xentl LO 0 0 >'0 - 0 67 67 ::17-- 17 HD PHD LTT/MTTMTT STRAP CONVENTIONAL SHEAR WALLS STRONG 22 RCOND. HOEDOWN DIAPHRAGM DATA P..;12-2)() SST824 HTT2212-2%.4X0 SST824 C NA SHEAR WALL DATA PHD512-2X) SSTB24 PLYWD PLYWD ALT. PORTAL 7 ' LINE V CASE v MAX sta X entl LO WALL No. b 1 IT 1EXTANT, w P1 X1 P2 X2 Wt. hA) vu 1 SIDE 2 SIDES WALL 2277 22L 65 1 65 1 -35 35 18- 2.00 8.00 E 17 4.00 589 ... E ...- SW16X8 1863 22R 1 0 1 0 0 19 2.01) 8.00 E17 4.00 589 SW16X8 5 ADDITIONAL LINE LOADS - E 17 W 2277 Vsa= Vwa= E 17 Vw No. PANELS IN ONE 1 COMMENTS: E 17 1863 E 17 S TOTAL 4.03 USE SIMPSON STRONG WALL No. -PANELS IN LINE = 3 FORCE PER PANEL= 759 COMMENTS: ISHEARMAX SM24xS LINE= AREA V MAX= V MIN. 23 .';]' 1137 849 CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS DIAPHRAGM DATA VCASE VMA% sta Xentl LO 0 0 >'0 - 0 67 67 ::17-- 17 HD PHD LTT/MTTMTT STRAP HOLDOWN HOEDOWN HOLDOWN LCOND. HOLDOWN RCOND. HOEDOWN HDSA 14X1 SST834 P..;12-2)() SST824 HTT2212-2%.4X0 SST824 C NA I HPAHD22-2P 1 HDGA 14XI SSTB34 PHD512-2X) SSTB24 HTT2212-2X.4XI SST824 I HPAHD22-2P 14XI I HPAHD22-2P I LINE= AREA V MAX= V MIN. 23 .';]' 1137 849 UNE 23l 23R DIAPHRAGM DATA VCASE VMA% sta Xentl LO 0 0 >'0 - 0 67 67 ::17-- 17 SHEAR WALL DATA WALL No. D h EXTANT. W Dt 27 ' -5.75" 8.00' E - `84 -. -E : " ' %1 P2 X2 Wt. Ivb '. - 17 1.39 '- - • 17 CONVENTIONAL SHEAR WALLS STRONG WALL PLYWD PLYWD ALT. PORTAL STANDARD vu 1 SIDE 2SIDES WALL 196 A AA L A.B. SILL WALL ABOVE SPACING PLATE R=C)w IT.=C)s - ' 5/8' a[ 30 2% - - HOLDOWN FORCES (T -C). R=C)s R=OGOV. 1153 704 1153 HD HOLDOWN H02A 12-2X,4XI 557820 PHD HOEDOWN PHD212-2XI SSTB24 CONVENTIONAL SHEAR WALL HOLOOWN OPTIONS LTT/MTT/HTT STRAP HOEDOWN LCOND. HOEDOWN RCOND. HOEDOWN LTT19 12.2)(AXI SSTS20 .. C STHD8 12.2XAXI I STHD8 12.2%.4X1 LINE CASE= W ADDITIONAL LINE LOADS . "" ` ' • E ." +`' 17 . .... . .. I I V9ov= 113 7 Vsa=I - ...: Vwa. ... r E .,, .., .. ;. .. .. 17 Vs vw ... E ...- t7 849 N37 .: ' ':E:. •:. .:: r::;,.' •n 17 I. . GOV CASE e W TOTAL 5.80 ALL PLYWOOD PANELS MEET h/b RATIO No. PANELS IN ONE 1 COMMENTS: CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS HD PHD LTTANTT/HTT STRAP HOLDOWN HOLDOWN HOLDOWN LCOND. HOLDOWN RCOND. HOLDOWN HD2A 12.2%.4X1 SSTB20 PHD2 12.2X1 SST824 LTT19 (2.2%.4X1 SST820 '4C. -' STH0812-2)(AX1 I' STHDB 12.2%.4)1 Job No. Sheet No. of Calculated By Date 6/14/2004 (16) - Shear Walls GROUND LEVEL CURRENT 10-26-02.xis -DIAPHRAGM DATA SHEAR WALL — 0mm •' ® CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS HD PHD LTTANTT/HTT STRAP HOLDOWN HOLDOWN HOLDOWN LCOND. HOLDOWN RCOND. HOLDOWN HD2A 12.2%.4X1 SSTB20 PHD2 12.2X1 SST824 LTT19 (2.2%.4X1 SST820 '4C. -' STH0812-2)(AX1 I' STHDB 12.2%.4)1 Job No. Sheet No. of Calculated By Date 6/14/2004 (16) - Shear Walls GROUND LEVEL CURRENT 10-26-02.xis Young Engineering Services 77804 Wildcat Dr. Palm Desert, CA. 92211 PHONE:760-360-5770 LINE= AREA V MAX= V MIN= 26 2 1832 1505 LINEvMA% 25L0 2SRt05 AGM DATA star Xeno Ltl - 0 0 1B 18 M SHEAR WALL DATA WALL No. b h EXTANT. w P1 31 7.83 11.00 E 81 .: E X1 P2 X2 Wt. nM 17 1.40 17 CONVENTIONAL SHEAR WALLS STRONG WALL I HOLDOWN FORCES R=GW R=CIS rr=CIGOV. 1858 1336 1856 HD HOLDOWN H02A 122%,4X1 557820 PHD HOLDOWN PND2 L2.2XI 557624 CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS LTT/MTT/HTT STRAP HOLDOWN LCOND. HOLDOWN RCOND, HOLDOWN 177131 122%.4X1 557820 C STHD8 122X,4%1 I STMDB 122X,4XI LINE= 25 ADDITIONAL LINE LOADS DIAPHRAGM DATA SHEAR WALL DATA 17V9ov= VW 4123 CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS 5 1832 Vsa=a= . E PLYWD PLYWO ALT. PORTAL STANDARD A.B. SILL WALL ABOVE HOLDOWN FORCES HO PHD LTT/MTT/HTT STRAP AREA 2 LINE vCASE v MAXk sta X endl LO WALL No. b h JEXTANT. w P1 X1 P2 X2 Wt. h/b vu 1 SIDE 2SIDES WALL SPACING PLATE R=Gw R=CIs R=Clw I V MAX= 1832 2SL 0 0 0 0 28 7.7S 11.00 E 81' 17 R=Gz R=CI GOV. HOLDOWN HOLDOWN HOLDOWN LCOND. HOLDOWN RCOND. HOLDOWN 50 1505 1832 E ' 17 1.42 235 A AA L 5/8' at 30 2X . 1892 1367 1892 HD2A 12.2%.4X) SST820 PH0212-2XI SSTS24 LTT131 12.2X.4%7 SSTS20 C STHD812 2XAXI V MIN= 1505 2S1 105 105 18 18 E 17 ALL PLYWOOD PANELS MEET h/b RATIO I 5THD812 2X.4%i LINE CASE= W ADDITIONAL LINE LOADS E 17 - - V9ov= 1832 Vsau I jVwa- E - p Vs VW - E 17 I I 7505 1832 E 17 I 1 GOV CASE= W TOTAL 7.80 ALL PLYWOOD PANELS MEET hA1 RATIO No. PANELS IN LINE= 1 COMMENTS_ 7 LINE= AREA V MAX= V MIN= 26 2 1832 1505 LINEvMA% 25L0 2SRt05 AGM DATA star Xeno Ltl - 0 0 1B 18 M SHEAR WALL DATA WALL No. b h EXTANT. w P1 31 7.83 11.00 E 81 .: E X1 P2 X2 Wt. nM 17 1.40 17 CONVENTIONAL SHEAR WALLS STRONG WALL PLYWD PLYWD ALT. PORTAL STANDARD vu 1 SIDE 2SIDES WALL 233 A AA L A.B. SILL WALL ABOVE SPACING PLATE R=Gw R=CIS 5/8' at 30 2% .. HOLDOWN FORCES R=GW R=CIS rr=CIGOV. 1858 1336 1856 HD HOLDOWN H02A 122%,4X1 557820 PHD HOLDOWN PND2 L2.2XI 557624 CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS LTT/MTT/HTT STRAP HOLDOWN LCOND. HOLDOWN RCOND, HOLDOWN 177131 122%.4X1 557820 C STHD8 122X,4%1 I STMDB 122X,4XI LINE CASE= W ADDITIONAL LINE LOADS NAL LINE LOADS E 17V9ov= VW 4123 5 1832 Vsa=a= . E I Vw E " I 17 I 1' 50 1505 1832 E ' 17 GOV CASE= W TOTAL 7.88 ALL PLYWOOD PANELS MEET h/b RATIO No. PANELS IN LINE 1 COMMENTS' - - 28 DIAPHRAGM DATA 6.12 f-: LINE jVCASEjVMAXFst.j Xe 5264 28L 46 46 4123 DIAPHRAGM DATA 79 79 - -4 SMEAR WALL DATA ADDITIONAL LINE LOADS 5264 Vsa. :. VWa= VW 4123 5 28 DIAPHRAGM DATA 6.12 f-: LINE jVCASEjVMAXFst.j Xe 5264 28L 46 46 4123 28R 79 79 - -4 S ADDITIONAL LINE LOADS 5264 Vsa. :. VWa= VW 4123 5 SHEAR WALLS PLYW D 2 SIDES ALL PLYWOOD PANELS MEET RATIO WALL ABOVE HOLOOWN FORCES =CIw R=Os R=Gw r R=CI 1624 2251 22` CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS PHD LTT/MTT/HTT I STRAP V HOLOOWN HOLDOWN LCOND. HOLDOWN RCOND. HOLDOWN SSTB20 PHD212-2X1 SST824 HTT1612.2XAX1 SST820 ' -i STHD812QX,4X) h STHD812-2XAXI HOLDOWN FORCES HD PMD 7W R=Cls R=CIGOV. HOLDOWN HOLDOI OPTIONS STRAP HOLDOWN RCOND _ 1 . I: Job No. Sheet No. of Calculated By Date 6/14/2004 (19) - Shear Walls GROUND LEVEL CURRENT 10-26-02.xis Young Engineering Services 77804 Wildcat Dr. Palm Desert, CA. 92211 PHONE:760-360-5770 CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS WALL ABOVE HOLDOWN FORCES HD PHD LTT/NITTMTT .CIw 1 IT.C)S 1R. C)W rr.as rr.c)GOV. HOLDOWN HOLDOWN HOLDOWN I LCOND. HOLDOWN 689 1 -768 1 699 1 HD2A 12.2X.4%1 SST820 PH02 f2 -2X1 SST824 LTT19173X.4X1 SST820 I C STHD812.2XAXI CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS FORCES HD PHD LTT/MTT/HSTRAP O. C) Gov. HOLDOWN HOLDOWN HOLDOWN LCOND 14OLDOWN RCOND HOLDOWN 448 HD2A 12.2%.4X1 SST820 I PHD212.2X1 SSTS24 I LTT1912-2X.4X) SSTB20 I I STHD8 12.2XAX1 1 STHD8 12.2)(A)1 CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS HD PHD LTT/MTTMTT STRAP HOLDOWN HOLDOWN HOLDOWN LCOND.HOLOOWN RCOND HD2A @-2%.4X1 SSTB20 _ PHD2 12.2X) SS7824 LTT131 12.2X.4%1 SST820 _ I _ STH0812-2%.4X1 _ i 32 10 ': 2662 1533 LINE 32L 32R DIAPHRAGM DATA vCASE vMAX Xentl Ltl 60 60 %44 44 0 . . 0.. 0 SHEAR WALL DATA WALL No. b h EXTd N7. w P1 - 22 10.00 10.50 E. 277- - .. ... ,., E .. X1 P2 X2 Wt. h/b - 17 1.05 .._ CONVENTIONAL SHEAR WALLS STRONG WALL' PLYWD PLYWD ALT. PORTAL STANDARD Vu 1 SIDE 2SIDES WALL 296 8 AA L A.B. SILL I WALL ABOVE SPACING PLATE IT Gw IT -Cls SiB' at 30 2X CONVENTIONAL SHEAR WALLS STRON( 29 PHD HOLDOWN PHD2 12.2X1 SST824 DIAPHRAGM DATA STRAP RCOND -1'. ' SHEAR WALL DATA ADDITIONAL LINE LOADS PLYWD PLYWD I ALT. PORTAL 6' LINE v CASE v MAX sta %entl Lo WALL No. b h EXTANT. W P1 X1 P2 %2 WE. hfb vu 1 SIDE 2 SIDES WAIL 5018 29L 79 79 48 48 29 20.00 16.75 I 614 10 0.84 389 B AA NA 4284 29R 25 1 2 1 1 48 1 48 - E 17 S AODITIONAL LINE LOADS 17 7207 Vsa. 2189 VW,. 2777 17 V. EE 17 S TOTAL 10.05 TOTAL 20.05 ALL PLYWOOD PANELS MEET 11/b RATIO ALL PLYWOOD PANELS MEET h/b RATIO I I No. PANELS IN LINE. 1 COMMENTS: No. PANELS IN UNE. 1 COMMENTS: CONVENTIONAL SHEAR WALLS STRONG 30 DIAPHRAGM DATA SNEAK WALL DATA PLYWD PLYWD ALT. PORTAL 34. LINE V CASE VMA% sta X entl to WALL No. b r. EXTANT. w P1 X1 P2 X2 Wt. h b vu 1 SIDE 2 SIDES WALL 1280 30L 53 53 24 24 34 8.SO 11.00 E 236 17 1.29 150 A AA K 1217 30R 0 0 0. 0 E 17 W ADDITIONAL LINE LOADS - E - 17 1280 Vsa. t;;;;7 a. E 17 VW E 17 1280 E -s - 17 W ALL PLYWOOD PANELS MEET h/b RATIO No. PANElS IN LINE. 1 COMMENTS: CONVENTIONAL SHEAR WALLS STRONG 31 DIAPHRAGM DATA SHEAR WALL DATA PLYWO PLYWD ALT. PORTAL 10,. LINE IVCASEIVMAX Sta %entl Ltl WALL No. b I h EXTANT. W P1 X1 P2 I X2 Wt. h/b Vu 1 SIDE 2 SIDES WALL 2662 31L 0 .: "" - 0 0 24 .7.83 10.50 E' 277. 17 1.34 369 B AA NA 1533 31R 60 60 1 : 44 44 -. -: - - E. 17 S ADDITIONAL LINE LOADS '17- E:" 17 2662 VSa 1VW' 17 VW E 17 1533 ..' ... .. ...E,.. - ::... 17 S TOTAL 7.88 ALL PLYWOOD PANELS MEET h/b RATIO No. PANELS IN ONE. 1 COMMENTS: -' CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS WALL ABOVE HOLDOWN FORCES HD PHD LTT/NITTMTT .CIw 1 IT.C)S 1R. C)W rr.as rr.c)GOV. HOLDOWN HOLDOWN HOLDOWN I LCOND. HOLDOWN 689 1 -768 1 699 1 HD2A 12.2X.4%1 SST820 PH02 f2 -2X1 SST824 LTT19173X.4X1 SST820 I C STHD812.2XAXI CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS FORCES HD PHD LTT/MTT/HSTRAP O. C) Gov. HOLDOWN HOLDOWN HOLDOWN LCOND 14OLDOWN RCOND HOLDOWN 448 HD2A 12.2%.4X1 SST820 I PHD212.2X1 SSTS24 I LTT1912-2X.4X) SSTB20 I I STHD8 12.2XAX1 1 STHD8 12.2)(A)1 CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS HD PHD LTT/MTTMTT STRAP HOLDOWN HOLDOWN HOLDOWN LCOND.HOLOOWN RCOND HD2A @-2%.4X1 SSTB20 _ PHD2 12.2X) SS7824 LTT131 12.2X.4%1 SST820 _ I _ STH0812-2%.4X1 _ i 32 10 ': 2662 1533 LINE 32L 32R DIAPHRAGM DATA vCASE vMAX Xentl Ltl 60 60 %44 44 0 . . 0.. 0 SHEAR WALL DATA WALL No. b h EXTd N7. w P1 - 22 10.00 10.50 E. 277- - .. ... ,., E .. X1 P2 X2 Wt. h/b - 17 1.05 .._ CONVENTIONAL SHEAR WALLS STRONG WALL' PLYWD PLYWD ALT. PORTAL STANDARD Vu 1 SIDE 2SIDES WALL 296 8 AA L A.B. SILL I WALL ABOVE SPACING PLATE IT Gw IT -Cls SiB' at 30 2X HOLDOWN FORCES fT.C)w fT-Cls fT-000V. 83 895 895 HO HOLDOWN HD2A 12.2XAX1 511320 PHD HOLDOWN PHD2 12.2X1 SST824 CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS LTT/MTTMTT HOLDOWN LCOND. HOLDOWN LTT19 123)(A)O SM20 I - STHD8 12.2XAX1 STRAP RCOND -1'. ' 5 ADDITIONAL LINE LOADS '" ;''- -•:' .E 2662 Vsa. VWa. E Vw 1533 S TOTAL 10.05 ALL PLYWOOD PANELS MEET 11/b RATIO I I No. PANELS IN UNE. 1 COMMENTS: Job No. Sheet No. Of Calculated By Date 7/2/2004 (22) - Shear Walls GROUND LEVEL CURRENT 10-26-02.xis Young Engineering Services 77804 Wildcat Dr. Palm Desert, CA. 92211 PHONE:760-360-5770 UNE. DIAPHRAGM DATA SHEAR DATA CONVENTIONAL SHEAR WALLS STRONG WALL CONVENTIONAL SHEAR WALL HOEDOWN OPTIONS AREA PLYWD ALT. PORTAL STANDARD A.B. SILL WALL ABOVE HOLDOWN FORCES HD PHD LTT/MTT/HTT 5.9 -. LINE vCASE VMA% sTa %entl LO WALL No. JEXTAII b h E%TANT. w P1 Xt PZ X2 W[. h/b vu 1 SIDE 2SIDES WALL 2SIDE SPACING STRAP V MAX. 2547 34L 161 161 9- 9MN6..LPANELI 5.00 10.00 E 54 17 PLATE rr.Clw rT=Cls R=C)w (T. C)s rT.C)GOV. HOLDOWN HOLDOWN HOLDOWN LCOND. HOLDOWN RCOND. HOLDOWN V MIN= 1229 34R 78 78 14 14 E 17 2.00 504 [ AA NA 5/8' at 30 3X - 4669 2078 4669 HD6A 14X1557834 PHO5122XI 557824 HTT22122%P%I 557824 C NA I STHD74122XA%I LINE CASE= W ADDITIONAL LINE LOADS E' 17 I 1 " V9ov. 2547 Vsa. Vwa= E'.I 1 Vs VW E 17 1 1229 2547 :.:GOV CASE= W 5.05 ALL PLYWOOD PANELS MEET hA) RATIO IN 11NE= 1 COMMENTS I CONVENTIONAL SHEAR WALLS STRONG WALL LINE. 35 DIAPHRAGM DATA SMEAR WALL DATA CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS AREA ..73 -'- LINE PLYWO PLYWO ALT. PORTAL STANDARD A.B. SILL WALL ABOVE HOLDOWN FORCES HD - PHD LTT/MTT/HTT vCASE MAXkSt2r4Xend1 LO WALL No. b h 1EXTANT. w P1 X1 P2 X2 Wt. h/b Vu 1 SIDE 2SIDES WALL SPACING PLATE (T.Ow STRAP V MAX = 2777 3SL 78 78 : :'14: 14 ' E 17 rT=Os rr=Ow R=Clz R.CI GOV. HOLDOWN HOLDOWN HOLDOWN LCOND. HOLDOWN RCOND. HOLDOWN V MIN. 2189 3SR 168095 #XNMY •,0' 0 .. E 17 3X `* - 'C LINE CASE. W ADDITIONAL UNE LOADS E 17 3% `" d Vgov. 2777 Vsa. .:. Vwa. .. ..:. ` vs VW 2189 2777 11007CZE W TOTAL ALL PLYWOOD PANELS MEET h/b RATIOI NO. PANELS IN LINE. 2 COMMENTS CONVENTIONAL SHEAR WALLS STRONG WALL LINE. 36 DIAPHRAGM DATA SHEAR WALL DATA CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS AREA .3: -"; LINE VCASE VMAX stad Xentl Ltl WALL No. b h EXTANT. PLYWD PLYWD ALT. PORTAL STANDARD A.B. SILL WALL ABOVE HOLOOWN FORCES HD PMD LTT/MTT/XTT STRAP V MAX. 1681 36L 120 120'x•14:; 14 :32: -:8.00 10.00 - w Pt =230: X1 P2 X2 ': "' Wt. Wb Vu 1 SIDE 2SIDES WALL SPACING PLATE (T.C)w IT. Cis rT.C)w (T.C)s rT.000V. HOLDOWN HOLDOWN HOLDOWN LCOND. HOEDOWN RCOND. HOEDOWN VMIN. 1574 36R 0 0 0 :E. ..: 17 1.25 105 A AA K SB' at 30 2% - ;' ," - .19 -310 NA NA NA NA -:'I ': NA NA 1 N .' LINE LINE CASE= W ADDITIONAL LINE LOADS 0 33 X800 10.00 E- -•..54- .; E .. - 17 17 1.25 105 A AA K SR' at 30 2% - :.•• 451 323 451 HD2A l2Q%.4X1557820 PH02122%1557824 LT719 I2Q%.4X1557820 '1 ' NA STHD8123X,4XI V9ov. 1681 Vsa.:'..': Vwa. 17 ... .: ,. .. . Vs VWE 17 1574 1681 ALL PLYWOOD PANELS MEET h/b RATIO No. PANELS IN LINE. 2 Job No. Sheet N0. of Calculated By Date 6/14/2004 (25) - Shear Walls GROUND LEVEL CURRENT 10-26-02.xis { 2 w I'ouIIg FIIgineering S rui c 77804 Wildcat Dr. Palm Desert,CA. 92211 PHONE: 760-360-5770 LEVEL AREA (.1 AREA Ib1 EXT. WALL LENGTH EXT. WALL AVG. HT. INT. WALL LENGTH INT. WALL AVG. HT. FOOT PRINT AREA Ab TOTAL WEIGHT r MAX SHEAR WALLS r MAX FRAMES ' r MAX BRACED FRAMI r MAX CANT. COLS. r MAX INPUT (011.41W - Vr P CALC 0 USED fl - FLOOR WEIGHT 5600. 151200 187 . 2805 11 1028.5 11 99118.788 254152 0.099 0.099 44376 0.651 p CALC WALLS MAX 1 0.084 p CALC WALLS ®c�e■�ae nil ®e■®e■e�e me_®e�■�e ®e®e■ei�e eeee■�■�e ®e®�■■aim ®w==e �e ®lees®tee mom■■■■■■i■■ ®eee�■ee ®eee■■��m ems■■■■�■■ ®e��■uim ®®e®■■gym ®■wee®tee MAX 1 0.084 p CALC WALLS MAX I 0.099 I Job No. Sheet No. of Calculated By 4/21/2004 GROUND LEVEL CURRENT 10-26-02.xls nil ®e■®e■e�e me_®e�■�e ®e®e■ei�e eeee■�■�e ®w==e �e ®eee■■��m ems■■■■�■■ ®®e®■■gym ®■wee®tee MAX I 0.099 I Job No. Sheet No. of Calculated By 4/21/2004 GROUND LEVEL CURRENT 10-26-02.xls ............. 4 rZEFEF; ZNGE o. . . . . . . . . . . . . . . . . . . . . . . . . - . . ,M*- .e. . . . . . . . . . . . . . . . ' . . t- = 7—. = b . . . . . . . . . . . _ , ata; : ► -.T . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . -T T. _ . . . . . . . . . . . . . . . . . . . T : : . . . . . . . . . . . - Q . ^JNG- =NG-IN==RING=a'✓iGc- vvQ. i�5=RT, „ =2 A °11 "" No, �� ".-60-96G "O FAX 760-�6G-5il? REFERENCE z . . . . . . . . . . . . . . . . . . . . iZ . . . _ . . . . . . . . . . . .7 C . 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . \. . . . . . . . . . . . . ter._ NC- C-iNE IN6 ✓i YtlIL'. A. G'R. =UIT= _.. IG =4i_M D 5=RT A ==!I 05 -o0-?6G-: i': =4X REP_RENGE `IAA^.=.. J -- cD V41LiGr.7 vR. QUIT' %ES—ER7 Sr.. '=il 5 ~ ` "" No.: REFERENCE. vwi V . . 1` b=. 3 . . . . . . . . . . . . . . . . • 1'l s S . . . . . . . . 'Fs . . . . . . . . . . . . . . n-tz .= A•X7 .. '1 u r = . 0..9 l •uS o 3O • -. - a` - . = 13,1. , .. Min. _ . 1, • °1.5 • %3 •_ ,353 •k ,r ., . . . . . . . . . . . .3y3 k-• I' e- l 1 . . . . . . . . . . . . . . . . . . . . . . . . . --__' ^;;\G- .NG-iN,==RING- = ''✓iG2 77-a;04 vR. JIT_ • "" •' '` ou -80-9b0-9770 FAX REF. . ERENCE vhT= NAM= -• -- NG-=NG-iN==<ING`✓iG = ivil_--GA- 7R. QUI' 05 NO.: :". -60-36G '_^, =aX '6C- 6C-5ii? \2' . . . . . . . . . . . . . . . . . TA. 5150 , --- G, .-n S . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . .c ': 3 ". o. . . . . . . ......... - . ,. . .... . SICOO 1' 1 .. . . . . . . . . . . . . . . . . -rod' P+ .00 t o M- . . . . . . . . . . . 'Lr,: , . . . . . . ... . . . . . . . . . . . ., . . . . . . 4 L, . vhT= NAM= -• -- NG-=NG-iN==<ING`✓iG = ivil_--GA- 7R. QUI' 05 NO.: :". -60-36G '_^, =aX '6C- 6C-5ii? REQ=LENGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C . 4 -) . . . . . . . . . . . . (R, -7I P G . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . -Co `pay E . . . . . ,10/5. . . . . . . ds5. . . . . . . . . . . . . . . . . . . . . . - Z. 5 .^ . 9. 5 . . . . . . . , . . . . ^ = .. IR.M= I Y N __ -_ ::NG-=NG-iN =GING- _=-''✓iG . 1 . ,-$pc iv L7GAT vR. =UIT= ' J b0 -36G -3I^^ FAX 760-=60-5 i? REF RENC E ... . . 4-1.F . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13`{' 45E- 41, . . . . . o c., . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . rI_fI, NG— =NG—iNE==cINr _ ✓i E :;R..JIT= .. "" NO.: f TABLE 12.3F -COMMON WIRE NAIL DESIGN VALUES (Z) for SINGLE SHEARI,2.3 (two member) CONNECTIONS with ASTM A446, Grade A steel side plate STEEL SIDE PLATE NAIL LENGTH L NAIL DIAMETER D PENNY- WEIGHT G=0.67 RED OAK G=0.55 MIXED MAPLE SOUTHERN PINE G=0.50 DOUGLAS FIR- LARCH G=0.49 DOUGLAS FIR- LARCH (N) G=0.46 DOUGLAS FIR (S) HEM -FIR (N) Z Z Z Z Z inches inches lbs. lbs. lbs. lbs. lbs. 3 gage 5-1/2 0.244 50d 301 263 245 241 230 t,=0.239" 6 0.263 60d 334 291 271 266 255 4 0.192 20d 233 203 189 185 177 7 gage 4-1/2 0.207 30d 249 217 202 198 189 ts=0.179" 5 0.225 40d 269 234 217 213 204 5-I/2 0.244 50d 276 240 223 219 209 6 0.263 60d 309 268 249 245 134 2 0.113 6d 104 90 84 83 79 2-1/2 0.131 8d 133 115 107 105 101 3 0.148 10d 157 137 127 125 119 3-1/4 0.148 12d 157 137 127 125 119 10 gage 3-1/2 0.162 16d 184 160 149 146 140 ts=0.134" 4 0.192 20d 217 188 174 171 164 4-1/2 0.207 30d 234 203 188 185 176 5 0.225 40d 256 221 205 201 192 5-1/2 0.244 50d 262 227 210 206 197 6 0.263 60d 1 296 256 237 233 222 2 0.113 6d 100 87 81 79 76 2-1/2 0.131 8d 128 112 104 102 97 3 0.148 10d 153 133 123 121 116 3-1/4 0.148 12d 153 133 123 121 116 11 gage 3-1/2 0.162 16d 180 156 145 142 136 ts=0.12" 4 0.192 20d 213 184 171 168 160 4-1/2 0.207 30d 231 199 185 181 173 5 0.225 40d 252 218 202 198 189 5-1/2 0.244 50d 259 224 207 204 194 6 0.263 60d 294 253 234 230 220 2 0.113 6d 96 83 78 76 73 2-1/2 0.131 8d 125 108 100 99 94 3 0.148 10d 149 129 120 118 112 3-1/4 0.148 12d 149 129 120 118 112 12 gage 3-1/2 0.162 16d 176 152 141 139 133 ts=0.105" 4 0.192 20d 209 181 168 164 157 4-1/2 0.207 30d 228 196 182 178 170 5 0.225 40d 250 215 199 196 187 5-1/2 0.244 50d 257 221 205 201 192 6 0.263 60d 291 251 232 228 217 2 0.113 6d 90 78 72 71 68 2-1/2 0.131 8d 119 103 95 93 89 3 0.148 10d 144 124 115 112 107 3-1/4 0.148 12d 144 124 115 112 107 14 gage 3-1/2 0.162 16d 171 147 136 134 128 ts=0.075' 4 0.192 20d 205 176 163 160 153 4-1/2 0.207 30d 224 192 178 174 166 5 0.225 40d 247 212 196 192 183 5-1/2 0.244 50d 254 218 202 198 188 6 0.263 60d 289 248225 -70 214 2 0.113 6d 88 76 69 66 2-1/2 0.131 8d 118 101 94 92 88 16 gage 3 0.148 10d 142 122 113 Ill 106 ts=0.06" 3-1/4 0.148 12d 142 122 113 111 106 3-1/2 0.162 16d 170 146 135 132 126 4 0.192 20d 204 175 162 159 151 4-1 0.207 30d 224 191 177 174 165 2 0.113 6d 87 75 69 68 65 18 gage 2-1/2 0.131 8d 117 100 93 91 87 ts=0.048" 3 0.148 10d 142 121 112110 105 3-1/4 0.148 12d 142 121 112 110 105 3-1 0.162 16d 170 145 134 132 125 20 gage 2 0.113 6d 87 75 69' 68 64 ts=0.036" 2-1/2 0.131 8d 117 100 92 91 86 3 1 0.148 1 10d 1 142 1 121 112 110 1 105 C11 STE SII PLP • , auaicu mtctaluestgn values k/-) ror nallec connections shall be multiplied by all applicable adjustment factors (see Table 7.3.1). 2. Tabulated lateral design values (Z) are for common wire nails inserted in side grain with nail axis perpendicular to wood fibers, and with the following nail bending yield strengths (F b): i Fyb = 100.000 psi for 0.113" and 0.131 Y, diameter common wire nails Fib = 80.000 psi for 0.192",0.207" and 0.225" diameter common wire nails Fyb = 90,000 psi for 0.148" and 0.162" diameter common wire nails Fyb = 70,000 psi for 0.244" and 0.263" diameter common wire nails 3. Tabulated lateral design values (Z) are based on a dowel bearing strength (Fe) of 45,000 psi for ASTM A446, Grade A steel. 94 Nails and Spikes 4 2/ R ENG MOMENT: r--FRIAME: ALONG LATERE: AL LIN I . . . . . . . .1 . . . . . . . . . . . . . H= 11 . . . . . .\\ , \. . ....... 1 14.5 l: ::::: . . . . . . . . . . . . . . . .O. 1 4 s', . . . . . . . .. _ = , a ►'i ": Clio c, lo . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . ... _ . p, 02-5 'CUNb-+lbiN1JN6VIG 77-006 AI .LCAT 7R SUITE G eLM !7E=-aFlT. ::.A. .=11 3Y: . CS No.: z4 w -aoa60-S"-ro PAX-bc360 ' q Company Young Engineering Services April 27, 2004 Designer BRONZ YOUNG 2:43 PM Job Number : 00-0000-00 OMRF (ELASTIC ANALYSIS) Checked By: Envelope Member ASD AISI 99 Code Checks Label Code Chk Loc Shear Chk Loc ASD Eqn. Message No Data to Print... — --- --- Envelope Alternate Shapes Section Set Member Suggested Alternate Shapes Label-___ ___— Replacement_ ---__1 st Choice 2nd Choice 3rd Choice Redesign Not Performed... _ Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals _ _Description Code — Descr_iption X Y Joint Point Direct Dist. 1 D --Lr - -- _—I—..RLL _ DL 2 Dead Load 1 1 I t :.- B out in R _._ :.1 --Roof Live Load I 3 L LL Live Load 1 4 M1 i COL1 1 EL Earthquake Load-- .-.. 1 ' S W WL Wind Load j 1 C `: M2 T —,BEAM. S: I . SL Snow Load I 177-7 —T —) Boundary Conditions Joint Label X Translation Y Translation Rotation N1 Reaction Reaction Reaction ! N4 Reactions -Reaction—RPartinn` Steel Design / NDS Parameters Member Section Length Lb out Lb in L_comp Cb Sway Label Set le out le in le bend K out K in CH Cm B out in R (ft) (ft) (ft) (ft) M1 i COL1 16.5 1 2 , ;; 0 C `: M2 T —,BEAM. :::: 14.75 ;: I w. 9 1. ,'1:2 t M3 COL2 16.5 _' 1. i 2! i 1 i v n Member Direct Distributed Loads, Cate -gory: DL BLC 1 : D Member Label Direction Start Magnitude End Magnitude Start Location End Location (k/ft, F) (k/ft, F) (ft or %) (ft or %) M2 Y i -.148 i -.148 0 ! 0 Member Direct Distributed Loads, Cate -gory: RLL, BLC 2: Lr Member Label Direction Start Magnitude End Magnitude Start Location End Location (k/ft_F) (k/ftp (ft or %) (ft or %) M2 Y T _08 -.08 1 0 0 Materials (Genera Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress _ Ratio (per 10^5 F) (k/ftp (ksi STL 29000 11154 .3 .65 .49 50 RISA -2D Version 5.5 [Q:\CURRENT JOBDAT\1400\(Benton)04-1408-108\Calcs\benton calc\FIXED OMFPA4(DMG LATE b Company Young Engineering Services April 27, 2004 Designer BRONZ YOUNG 2:43 PM Job Number : 00-0000-00 OMRF (ELASTIC ANALYSIS) Checked By: Global Lc l 'SteeCode ASD: AISC_9__th, AIS_I.99 ;Allowable Stress Increase Factor (ASIF) _ -1.333 I ;Include Shear Deformation No INo. of Sections for Member Calcs _ 15 !.Redesign Sections :No I P=Delta Analysis Tolerance min -2.231 28, Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature -.N1 0 0-- 0 16.5 _._--- ---------0 N3 — — 14.75 : 16.5 0 O— • _..__I Envelope Joint Displacements Joint Label X Translate Y Translate Rotate Moment _ Lc (in) Lc (radians) Lc 14-1-- Lc_ I max 0.000 28 0 000 28 0 29 28 I min -2.231 28, i min '0.000 :.I 29 f 0.00029 , ' 0 i 28 N2 i max .198 28 2.719 28 5.118e-4 27_' 28 _.001 min -i ` 198 27 _ -.002 1 29 11-6:645e-4-1 28' ! [ N3 : max , .197 28 27 ; 6.568e-4 29 imine=:197...-.i 29 _.001_ -::002: ]-.28,1 28 N4 !max' 0.000 28 0.000 27 0 27 I - 'min X0.000 P27- - 0:000 i'28 .0 . !.281 Joint Loads/Enforced Displacements, Category : EL, BLC 4: E/1.4 Joint Label [L]oad,[M]ass,or, Direction Magnitude _ [D]isplacement (k_k--ft, in, rad, k*§- 2 ft) i N2 LX I 1.21 ! Joint Loads/Enforced Displacements, Category : WL, BLC 5: W Joint Label [L]oad,[M]ass,or, Direction Magnitude fDlisolacement (k k -ft in rad k*s^9(ffl N2 Envelope Reactions Joint Label X Force Y Force Moment —__Lc -N1 (k) (k -ft) Lc_ ;max : 2.526 29_2.719 —_Lc 29 _ 21.443 28 I min -2.231 28, 1.878 28 ' 23.066 i 21 ! N4 max 2.26 27 2.719 28 28 r- --- . min2.513 F28 !---- -2 —r 21-1 _22.917 -21.531 _ ' 27 ction Totals : I max 1 4.743 127 1 2.7 Load Combinations Num DescriptionEnv WS PD SRSS CD_ BLC _ Factor _BLC Factor BLC Factor BLC Factor 2 ;Lr (ROOF LIVE BASIC)! 2 1 1 2 L (FLOOR LIVE BASIC RISA -2D Version 5.5 [Q:\CURRENT JOBDAT\1400\(Benton)04-1408-108\Calcs\benton calc\FIXED OMFPAg0NG LATE S1 Company : Young Engineering Services Designer : BRONZ YOUNG Job Number : 00-0000-00 OMRF (ELASTIC ANALYSIS) April 27, 2004 2:43 PM Checked By: Load Combinations (continued) Num__ __ Description .__ -Env _W_ S PD SRSS 4 iE/1.4 (BASIC ELASTIC EQ.... CD_ 1 BLC 4 _ Factor- 1 B_LC Factor -BLC _ Factor BLC Factor 5 'E (USED FOR CHECKING ... 1 4 1.4 6 :Em=OMEGA Em=2.8E (US... 1 4 3.92 7 W (WIND FOR CHECKING... 1 5 1 8 1 1 1 2 1 i 3 1 9 ENVELOPE THEFOLLOW... 1 1 -.l----3 1 6 1 10 1 D+L+Lr 12-12 1 i 1 1 1 3 1 5 1 _ 11---D+L_+S C12 -12)__y_ 1- - --- 1- 3-- 1 5-- -1 --- --- i 12 D+L+W 12-13 ! ! 1 1 i 1 3 1 4 1 i 13 D+L-W (12-13) y1 1 1 3 1 4 -1 ! 14 i D+L+E/1.4 12-13) y 1 i t 1 1 1 3 ! 1 1 5 I 1 6 5 15 D+L-E/1.4 (12-13) y1 1 1 3 1 5 -1 6 .5 16 ! D+L+W+S/2 12-14 i a i 1 1 1 3 1 1 5 .5 6 ! 1 17 D+L-W+S/2 (12-14) y 1 1 1 3 1 5 -.5 6 1 1 18 1 D+L+S+W/2 12-15 1 yI 1 1 1 3 1 1 4 1 I 6 1 I I 1 i 19 D+L+S-W/2 (12-15 y 3 1 4 -1 6 1 1 20 D+L+S+E/1.4 12-16 iy 1 1 4 -i.9 21 D+L+S-E/1.4 (12-16) y 1 1 .9 4 -1 22 1.9D+E/1.4 (12-16-1 EQ ST... I yI 11 1 .667. 5 i 1 j i I 23 •.9D -E/1.4 (12-16-1 EQ STA... y 1 1 .667 5 -1 24 1.667D+W CBC 1621.1 WI... i 11 1 1 3 I 7 4 i 3.92 `. 25 .667D=W (CBC 1621_1 WIN... y _ _ _ 1 _ 1_._..-3 •7 4 -3.92 26 1 i 1 1 1 .85 4 3.92 1 27 ENVELOPE THE FOLLOW... y- 1 1 .85 4 -3.92 28 :D+.7L+2.8E (CBC 2213.5.1..: V 1.2 3 .5 6 .2 4 3.92 29 D+.7L-2.8E (CBC 2213.5.1 _y 1 1 1.2 3 .5 6 .2 4 -3.92 30 ..85D+2.8E CBC 2213.5.1 C... y 1.2 3 1 6 .2 4 3.92 I 31 .85D -2.8E (CBC 2213.5.1 C... y _ 1 _ 1 _ 1.2 3 1 _ 6 _2 4_-_3.92- 32 _ 1 1 .9 4 3.92 RISA -2D Version 5.5 [Q:\CURRENT JOBDAT\1400\(Benton)04-1408-108\Calcs\benton calc\FIXED OMFPA40BIG LATE SZ ' Company Young Engineering Services Designer BRONZ YOUNG Job Number : 00-0000-00 OMRF (ELASTIC ANALYSIS) April 27, 2004 2:43 PM Checked By: Load Combinations (continued) Num - . Description Env WS PD SRSS 33 ENVELOPE THE FOLLOW... CD 1 BLC 1 Factor .9 BLC 4 Factor - -3.92 BLC..-- Factor. BLC Factor 34 UBC 12-5 (a) GRADE BEAM 1 35 UBC 12-5 (b) GRADE BEAM 1 36 UBC 12-6 (a) GRADE BEAM 1 37 UBC 12-6 (b) GRADE BEAM 1 38 ACI 9-1 (a) GRADE BEAM 1 39 ACI 9-2 (a) GRADE BEAM 1 40 ACI 9-2 b GRADE BEAM 1 i 41 _ACI 9-3 GRADE BEAM 1 42 : ACI 9-2 (a) GRADE BEAM 43 ACI 9-2 (b) GRADE BEAM 1 44 i ACI 9-3 GRADE BEAM! 45 46 iENVELOPE THE FOLLOW..: 1 I ' 47 OR FOR DESIGNING FRA...: 1 48 •1.2D+.5L+.2S+.4RE(CBC ... i y 1.2 3 .5 1 6 .2 4 2.52 t I 49 1.2D+.5L+.2S-.4RE ( CBC ... y 1.2 3 .5 6 .2 4 -2.52 50 '1.2D+L+.2S+.4RE CBC 22... y i 1.2 3 1 6 .2 1 4 2.52 i I 51 '1.2D+L+.2S-.4RE CBC 221._y 1 1- 1.2 3 1 6 .2 4 -2.52 52 ,.9D+.4RE (CBC 2214 7.2a (... I ; 1 1 9 4 2.52 i _53 .9D -ARE (CBC 2214 7.2a (.__y 1 1 .9 4 -2.52 54 UBC 12-1 yi 1 DL 1.4 55--.1 UBC 12-2 (a) _ y _ 1 _ DL _ 1..2_ _ _LL 1.6 LLS 1.6 RLL .5 56 UBC 12-2 b I 1 DL 1.2 LL 1.6 LLS 1.6 SL .5 i SLN .5 57-- UBC 1272 (C)Y.- --- ------ - -DL - --1.2 LL - 1.6 - LLS 1.6 58 UBC 12-3 a 1 DL 1.2 RLL 1.6 LL .5 LLS 1 1 -59------ UBC_12-3_(b)- - -y------ - -1 --- DL- - -1.2- - RLL ---1.6 -- WL.- - .8 60 UBC 12-3 c 1 DL 1.2 RLL 1.6 WL -.8 61 UBC 12-3 (d)_ _y _ _ - 1 DL LLS 1.2 1 - SL 1.6 - _..- - SLN 1.6 LL .5 -- RISA-2D Version 5.5 [Q:\CURRENT JOBDAT\1400\(Benton)04-1408-108\Calcs\benton calc\FIXED OMFPAgONG LATE 5-3 ' Company Young Engineering Services Designer BRONZ YOUNG Job Number : 00-0000-00 OMRF (ELASTIC ANALYSIS) April 27, 2004 2:43 PM Checked By: Load Combinations (continued) Num -_ Description___ -Env WSPDSRSS 62 i UBC 12-3 e ! T CD 1 - BLC DL _ _Factor , 1.2 - BLC SL _Factor _ 1.6 BLC- SLN Factor 1.6 _BLC_ WL _ Factor - .8 63..-. ---UBC 12-3 (f)y--___--__1 DL_.__. --1:2____-SL-_ 1:6 -SLN 1.6 WL -.8 64 I UBC 12-3 I y! 1 DL 1.2 RLL 1.6 i 65 _UBC 12-3A) y --- 1 - - DL 1.2----SL---1.6 ---SLN. -- 1.6 66 ! UBC 12-4 a t ! I 1 DL 1.2 WL 1.3 I LL 5 LLS 1 RLL .5 I f 67 UBC 112-4(0) y 1 DL RLL _1.2 .5- WL ----------- -1.3 LL - . _--- .5 LLS ------------- 1 68 i UBC 12-4 c ! { 1 DL ! 1.2 WL i 1.3 1 LL .5 ! LLS 1 SL 1 .5 SLN 1' .5 I, i , _69 UBC 12-4 (d) y 1 DL_ 1.2 WL -1.3 LL .5_ _LLS_ _ 1_ 70 UBC 12-4 e I y I I I ; 1 DL ! 1.2 WL ! 1.3 LL. ! .5 3 LLS 1 71 UBC 12-4 f y i 1 DL 1.2 WL -1.3 LL .5 LLS 1 i 72 1 UBC 12-4 1-y I I I 1 1 DL (' 1.2 WL 1 1.3 { RLL 1 .5 I ! , { i i 73 UBC 12-4 (h) Y 1 DL 1.2 WL -1.3 RLL .5 74 ! .UBC 12-4i i ! 1. i ; 1 DL . ! 1.2 WL 1 1.:3 SL I 5 SLN 5 75 UBC 12-4 y , 1 DL 1.2 WL -1.3 SL .5 SLN 5 1 76 1 UBC 12-5 a ► y I j 11 DL 1 1.2 t EL 1.4 ( :LL 1 :5 j LLS 77T7 SL ' ! :2 f SLN' I :7 j i 77 I UBC 12-5 1 DL 1.2 EL -1.4 LL .5 LLS 1 i SL .2 SLN .7 I 178 UBC 12-5 c I 1 DL 1 1.2 i EL 1.4'..-j. LL 1 .5 LLS 1 I i { 79 ; UBC 12-5 (d) y ! 1 DL 1.2 EL -1.4 LL .5 LLS 1 180 UBC 12-5 e I 1 DL i 1.2 ; EL I 1.4 SL 1 .2 ! SLN 7 I I , 81 UBC 12-5 (f) y i ! 1 DL 1.2 EL -1.4 SL .2 SLN .7 182 UBC 12-5 I 1 1 DL 1 1.2 EL 1 1.4 ' I ! I `83 UBC 12-5 (h)1 DL 1.2 EL -1.4 84 1 UBC 12-6 a I I ;• 1 DL .9 EL 1.4 I i 85 UBC 12-6 (b6 y 1 DL .9 EL -1.4 86 ; UBC 12-6 c { 1 DL .9 WL 1 1.3 • i I i i 87 -UBC-12-6_C0)_y Material Takeoff 1 _- DL _9--- WL =1.3 -_ -- _-- - Material Shape Length (ft) Weight (k) RISA -2D Version 5.5 [Q:\CURRENT JOBDAT\1400\(Benton)04-1408-108\Calcs\benton calc\FIXED OMPA4061G LATE 5V Company Young Engineering Services April 27, 2004 Designer BRONZ YOUNG 2:43 PM Job Number : 00-0000-00 OMRF (ELASTIC ANALYSIS) Checked By: Material Takeoff (continued) Material Shape Length Weight - - (ft) - - - ----- (k) 1.482 Envelope Member Deflections Member Label Section x -Translate Lc y -Translate Lc (n) L/y Ratio Lc _ M1 1 max :_ 0 27 0 27 NC 1 min - 0 27 0 27 NC i -- 2_max . 0 28 .026 29 7475.634 29 min _- 0 29^-.025 28 7970.241_ 28 3 - max _0__ 28 .087 29 2271.696 29 • min -.001 29 ' -.083 28 2391.744 28 ! 4 ; max 0 . .15429_ 1287.022 29 ; min ' __28 -.002 29 -.149 28 1329.307 28 5 max! .001_ 28 .198 27 min ' -.002 29 198 28 9727_998_.107 90-681 28 M2 1 . I maxi .198 .1281 .001 .1 28 1. NC 1, - • min 1 -.198 27 i' -:002 1 29 ` NC 1. . 2 lmax i :198 ; :i 28 1 ...:.005 ..:; 27,1. NC ''min 1 '-.198 1 27 i, •-:013 `I 28.1. NC 1 3 i max ' .: 198 128:. .-.005.: 27;' NC min 1 -.198 1 27 1 -.014.: -1 .59 .1 . `NC 1, . 4 i max# :.:19T_ : 128 i .. ;008 28', :. NC is 1min1 -.197 291 -:01.1. .1291=. .NC i.: 5 .max 1 197 : 128j: .001: , 127-,!:: : `NC` 1 i. ..min 1°:..-.157 .. 1`29 1: , -:002 128'i NC M3 1 max .002 28 ; 197 28 ; 1006.207 28 1 min 1 -.001 27 1 -.197 ' 29 1005.70 9 i 2 i max : .002 - 28 i .153 28 ° 1296.47 28 1 min ' -.001 27 ` -.149 27 : 1332.954 27 3 max, .001 28 ; .087 28 ' 2287.468 28 I min 0 27 1 -.083 27 2390.675 27 1 i 4 -maxi 0 28 , .026 2F, 7525.617 28 1 min 1 0 : 27 i -.025 27 7949.829 27 1 i 5 ; max; 0 ; 27 1 0 27 ; NC_ -J i min ' 0 27 1 0 1 27! NC I Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc M1 i 1 'max : 2.71_9 29 ! 2.231 28 21.443 2888 min -1.878 28 -2.526 29 -23.066 29 2 - max; 2.873 29 . 2.231 28•12.242 28 min i -1.724 28 -2.526 29 __-12.645_ , 29 1 3 . max 3.026 29 , 2.231_ 283.04128 min -1_571 28 -2.526 29 -2.342__ 27 4 _ max 3.18 29 2.231 28__ 8.198 29 min -1.417 28: -2.526 29 -6.16 28 _ 5 max 3.334 29_2.23128 18.62 29 min -1.263 28 2 _526 29 -15.361 28 M2 1 max: 2.513 28 . 3.334 29 18.62 29 i min , -2.26 ! 27 ' -1.263 28 -15.361 28 1 2 max: 2.513 28 i 2.816 29 7.641 27 I min • -2.26 : 27 -1.781 28 i -9.748 28 3 max!-- 2.513 28 ! 2.298 27 -1.51 27 1 min -2.26' 27 -2.298 28 -4.194 59 4 max'. 2.513 28 : 1.932 27 7.203 28 1 min -2.26 27:: -2.816 28 -9.67 29 RISA -2D Version 5.5 (Q:\CURRENT J0BDAT\1400\(Benton) 04-1408-108\Calcs\benton calc\FIXED OMFP®46)61G LATE T r Company : Young Engineering Services (ksi) Lcksi - Lc_ April 27, 2004 Designer : BRONZ YOUNG J Joint Rotate M1 ! 1 max .298 29 2:43 PM Job Number : 00-0000-00 29 OMRF (ELASTIC ANALYSIS) Checked By: Envelope Member Section Forces, (continued) -.206 28 ` -.694 Member Label Section Axial Lc Shear Lc Moment Lc .315_.29 ; .6_13 28 3.213_ 29_3.111_28 min ' f_57' max 2.513 28 ' 1.565 27 18.541 28 -3.213 _-_ min , -2.26 27 ' -3.334 28 -15.758 27 i .595 M3 1 max 3.334 28 2.513 28 -.172 28 -.694 .29 min -1.565 27 -2.26 _ 27 _18.541_ -15.758 27 .349 29 ; 2_ max3_.18_ 28 2.513_ 28 8.177 28 min ; min _ 1.674 27 -2.26 27 -6.435- 27- -1.565 28 3 max 3.026 28 2.513 28 613 29 3.903 28_4.731 min ' -1.783 27 -2.26 27 _3.006 -2.188 28 29. -4_ 731 4 max _ 2.873 28 2.513 28 12.209 27 .276 128.1 ~- min . -1.892 27 --2.26-- 27 _ -12.552 28 (. _5 _ _max _ 2.719 28_ 1.27 i 28 21.531 27 1 -3.903 128 ' min -2 _ 27 _2_513 -2.26 -27 .276 _ -22.917 28_ , 29 1 Envelope Member Stresses Member Label Section Axial Shear Bending top Bending bot Member Data (ksi) Lcksi - Lc_ (ksi) Lc_ (ksi) J Joint Rotate M1 ! 1 max .298 29 .613_ 28 5.861_ 29 AVM AVM_in in) (ft) _Lc 1 min • -.206 28 ` -.694 29 ' -5.448 28 _5.44828 -5.861 29 1 2 max; .315_.29 ; .6_13 28 3.213_ 29_3.111_28 min ' -.189 128' -.694 29 ' _ -3.111 28 -3.213 29' 3 1 max .332 29, .613 -.28 .595 27 .773 28, min -.172 281, -.694 .29 -.773 28 • -.599__27_: 4 max. .349 29 ; .613 28, 1.565 28- 2.0_83_ 29 min ; -.155 281 -.694 29 , -2.083 29 -1.565 28 5 max .366 29I 613 28 3.903 28_4.731 29 min ' -.139 . 28 -694 29. -4_ 731 29 _ 3.903 28 M2 1 l max i .276 128.1 .916 1 29 1 3.903 128 1 4.731 ! 29 (. ! min'l. -.248 1.27 i -;.'347 28 i -4.731-129 1 -3.903 128 2 1 max 1 .276 ! 28 774 , 29 1 2.477 1 28 1 1.942. 127 I ' 1 min I -.248 1 271 -.489 i 28 I -1.942 1 27 1 -2.477 128' 3 t max 1 .276 128 .632 ' 27 1 1.066 1 59 . -.384 1.27 1 min 1 7.248 1.271 -.632 ; 28 1 .384 1 27 ! -1.066 1 59 .4 '. max] .276 128;1 .531-. ; 27 1 2.457 1291 1.831'28 I ; min I -.248 1 271 -.774 1281 -1.83 1 28 1 -2.457 1 29 S 1 max .276: 128.1 .43 ! 27 1 4.004 i 271 4.711 i 28 1 1 min I -.248 1 27 1 -.916 1 28 ! -4.711 1 28 1 -4.004 1 27 M3 1 max .366 28 • .69 28, 4.004 27 . 4.711 28 i min -.172 27: -.621 27, -4.711 281 -4.004 • 27 ' 22_max: .349 • 28 1 .69_._28 : 1.635_ 2712.078_ 28 min .184 27. -.621 27 -2.078 28 ' -1_ 635 27 3 max .332 28, .69_ 28_ .556_ 28 .764 . 29 ' min _ -.195 27 ` 621 27 -764 29 -.556 28 ,. 4 max_:- .315 28 .69 28, 3.189_ 28 3.102_27 , 1 min -.207 27 -.621 '27- -3.102 27 5__ max _.298_ 28 .69 -.621 28 5.823 285.471 27 min -.219 27- 27 -5.471 _ 27 -5 823 _ 28 Member Data RISA -2D Version 5.5 [Q:\CURRENT JOBDAT\1400\(Benton)04-1408-108\Caics\benton calc\FIXED 0MFPA4@N7LATE Shape / Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb I -End J -End I -End J -End Code Length ,__(degrees) _ Set_ TOM AVM AVM_in in) (ft) - COLT--- -BEAM __ 16.5_ M2 N2 N3 _ _ _STL STL M3 N3 N4 COL2 STL 16.5 RISA -2D Version 5.5 [Q:\CURRENT JOBDAT\1400\(Benton)04-1408-108\Caics\benton calc\FIXED 0MFPA4@N7LATE Com' pany Young Engineering Services April 27,2004 Designer :BRONZYOUNG 2:43 PM o Job Number : 00-0000-00 OMRF (ELASTIC ANALYSIS) Checked By: Redesign Criteria Section Set Max Depth Min Depth Max Width Min Width Max Code Check. Min Code Check No Data to Print ... Sections Section Database Material Area SA SA 1(90,270) 1(0,180) T/C Label Shape Label (in)A2 P.1 7 JO §OUgO,2 A 4 A n 4 Only COL1 W16X31 I STL . 912 1 1.2 ! 1.2 _(in 12.4 375 i :BEAM 16 X 3 1 -'s T L t 9 12 ` .7,7 "1 .1 7Z - .2., 35 '7 COL2 W1 6X31 STL i 9.12 11 1.2 1 1.2 i 12.4 3 . 75 1 Envelope Member AISC ASD 9th Code Checks Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message I 1 1 .293 1 0 1 29 1 .035 1 0 ! 29 1 1-11-1 M3 1 .291 16.5 128 1 .035 1 01 i 28 1 1-11-1 1 i RISA -2D Version 5.5 [Q:\CURRENT JOBDAT\1400\(Benton)04-1408-108\Calcs\benton calc\FIXED OMPA40817-LATE 5, i DesconWin-LRFD Licensed to: Young Engineering Beam Connection to Column Flange Column: W1 6X31 -A572-50 Left Side Beam: W1 6X31 -A572-50 Moment: 20 k -ft Shear: 10 kips Axial Force: 0 kips All Welds Are E70XX ****"***** Left Side Beam - WI 6X31 Moment Connection With Directly Welded Flanges: Weld Strength Flange Force, Ff: = P/2 + 12*M/(d-tf) = 0/2) + 12 * 20/ (15.88 - 0.44) = 15.544 kips Full Penetration Weld Design Strength = 0.9*Fy*b*t = 0.9 * 50 * 5.525 * 0.44 = 109.4 > 15.544 kips OK Left Side Beam - W16X31 Shear Connection Using One Plate: Plate: 12 in. X 3.375 in. X 0.1875 in. Plate Material: A36 Beam Setback: 0.375 in. Bolts: (4) 7/8"0 A325 -N -STD Bolt Holes on Beam Web: 0.9375 in. Vert. X 0.9375 in. Horiz. Bolt Holes on Plate: 0.9375 in. Vert. X 0.9375 in. Horiz. Weld: 3/16 E70XX Fillet Welds Loading: Vertical Shear, V = 10 kips Axial Load, H = 0 kips Resultant, R = Sgrt(V^2 + H^2) = Sgrt(10^2 + 0^2) = 10 kips Check Bolt Spacing and Edge Distance: Spacing, s = 3 > Minimum Spacing = 2.3333 in. OK Distance to Horiz. Edge of PL, ev: = 1.5 > 1.5 in. OK Bolt Strength: Design Shear Strength of Bolts: Number of Vertical Bolt Lines = 1 Number of Rows of Bolts = 4 Horizontal Spacing = 3 in. Vertical Spacing = 3 in. Eccentricity = 0.9375 in. C = 3.7717 Design Strength = Npl"C*Fv = 1 * 3.7717 * 21.648 = 81.648 > 10 kips OK Design Shear Strength of the Beam: Page: 1 Design Shear Rupture Strength, ORn = (d - n*(dh+0.0625))*tw"0.75"0.6"Fu =(15.88-4* 1) * 0.275 * 0.75*0.6 * 65 = 95.56 kips Design Shear Yield Strength: h = 15.88 in. t = 0.275 in. A = 4.367 in12 Fy = 50 ksi a » In (No stiffeners) h/t = 15.88/0.275 = 57.745 h/t = 57.745 < 418/sgrt(Fy) = 59.114 Vn = 0.6*Fy*A =0.6"50*4.367 = 131 kips OVn = 0.9*131 = 117.9 kips Beam Shear Strength = Min(ORn, OVn) = 95.56 > 10 kips OK Design Shear Strength of the Plate: Design Shear Yield Strength: h = 12 in. t = 0.1875 in. 'A = 2.25 in^2 Fy = 36 ksi a » h (No stiffeners) h/t = 12/0.1875 = 64 h/t = 64 < 418/sgrt(Fy) = 69.667 Vn = 0.6*Fy*A =0.6*36*2.25 = 48.6 kips OVn = 0.9*48.6 = 43.74 kips OVn = 43.74 > 10 OK Design Shear Rupture Strength: Net Area, An = (L - nL* (dh+0.0625))*t =(12-4*1)*0.1875=1.5in^2 Shear Rupture Strength = Npl*An"0.75*0.6*Fu = 1 * 1.5 ' 0.45 " 58 =39.15> 10 OK Block Shear Strength of the Plate: Gross Area with Tension Resistance, Agt = (et +(Nh-1)*sh)*t =(1.5+(1 -1)"3)"0.1875 = 0.2813 in^2 Net Area with Tension Resistance, Ant = Agt - (Nh - 0.5) * (dh + 0.0625) * t = 0.2813 - (1 - 0.5) * (0.9375 + 0.0625) ` 0.1875 = 0.1875 in^2 Gross Area with Shear Resistance, Agv = (L-el)*t = (12 - 1.5) * 0.1875 = 1.9688 in^2 Net Area with Shear Resistance, Anv = Agv - (Nv - 0.5) * (dv + 0.0625)* t = 1.9688 - (4 - 0.5) * (0.9375 + 0.0625)* 0.1875 = 1.3125 in^2 Ant < 0.6*Anv ORn = 0.75*(0.6*Fu*Anv + Fy*Agt) = 0.75*(0.6" 58 * 1.3125 + 36 * 0.2813) =41.85> 10 OK DesconWin-LRFD Licensed to: Young Engineering Design Shear Strength Based on Bending of the Plate: (Assume inflection point at midpoint between bolt line and weld line) Flexural Yielding: Section Modulus, S = 4.5 in^3, Eccentricity, e = 0.9375 in. Design Shear Strength = OS*Fy/e = 0.9*4.5 * 36/0.9375 = 155.5 > 10 kips OK Flexural Rupture: Net Section Modulus, Snet = 3.0938 in^3, Eccentricity, e = 0.9375 in. Design Shear Strength = OSnet*Fu/e = 0.75'3.0938 * 58/0.9375 = 143.6 > 10 Kips (OK) Bolt Bearing on Plate: Bearing Strength/Bolt/Thickness Using Bolt Edge Distance = Fbe Edge Dist. = 1.5 in., Hole Size = 0.9375 in. = 0.75 * 1.2 * Lc * Fu < 0.75 * 2.4 * d * Fu = 91.35 k/in. = 0.75 * 1.2 * 1.0313 * 58 = 53.831 Win. Bearing Strength/Bolt/Thickness Using Bolt Spacing = Fbs Bolt Spacing = 3 in., Hole Size = 0.9375 in. =0.75'1.2*Lc*Fu <0.75*2.4*d*Fu=91.35k/in. = 0.75 * 1.2 * 2.0625 * 58 = 107.7 k/in. Use: Fbs = 91.35 k/in. Design Strength = nL * (Fbe + Fbs * (nR - 1)) *.tNpl' of = 1 * (53.831 + 91.35 * (4 - 1)) * 0.1875 * 1 * 0.9429 = 58 > 10 kips OK Bolt Bearing on Beam Web: Bearing Strength/Bolt/Thickness Using Bolt Spacing = Fbs Bolt Spacing = 3 in., Hole Size = 0.9375 in. =0.75*1.2*Lc'Fu < 0.75 * 2.4 * d * Fu = 102.4 k/in. = 0.75 * 1.2 * 2.0625 ' 65 = 120.7 k/in. Use: Fbs = 102.4 k/in. Design Strength = nL * Fbs * nR' t * of = 1 * 102.4 ' 4 * 0.275 * 0.9429 = 106.2 > 10 kips OK Weld Strength: Weld Size, w = 3/16 > Minimum Weld, 3/16" OK k = 0, a = 0.0781, Theta = 0 C = 1.39 Maximum useful weld size for support thickness: = 0.54*Fy't eff/(0.31815*E) = 0.54*50 ' 0.44 / (0.31815 ' 70) = 0.5334 > 0.1875 in. OK ORn = 2*C*C1*D*L = 2*1.39 * 1 * 3 * 12 = 100 > 10 kips OK Column Stiffeners and Shear Reinforcement Loading: High Seismic Framing System: OMF Column Axial Force, Pu = 0 kips Column Shear Force, Vus = 0 kips Left Side Beam Flange Forces: Pufl-eft = Min(Mu*12, 1.1 *Ry*Fy*Z)/dm =Min(20*12, 1.1 *1.1 * 50 * 54) / 15.44 Column Panel Zone Shear: Page: 2 Required Strength, Vu = Puf - Vus = 15.544 - 0 = 15.544 kips Column Web Shear Strength: Py = A * Fy = 9.12 * 50 = 456 kips Pu < 0.4*Py ORv = 0.9*0.6*Fy*d*tw =0.9'0.6*50*15.88*0.275 = 117.9 > 15.544 kips (Doubler Plate Not Required for Strength) Shear Buckling of Web: Thickness Required = Max([Tc*(Fy^0.5)/418],[(dm - is + do - 2 * tf) / 90]) = Max([14.196 * (50^0.5)/418 , [(15.44 - 0.5 + 15.88 - 2*0.44)/90]) = 0.3327 > 0.275 in. (Doubler Plate Required for Shear Buckling) Doubler Plate Thickness = 0.4375 in. Required for strength = Vudp/(Npl*0.9*0.6*Fy*dc) =0/(1*0.9'0.6'36*15.88) = 0 < 0.4375 in. OK Required for fillet weld detail = k-tf-re = 1.125 - 0.44 - 0.25 = 0.435 < 0.4375 in. OK Required for shear buckling = max([(d - 2*k)*Sq rt(Fy)/418],[(dm-is+dc-2*tf)/90]) = MAx([15.88 - 2*0.842) * Sgrt(36)/418],[(15.44 - 0.5 + 15.88 - 2*0.44)/90]) = 0.3327 < 0.4375 in. OK Required to transmit stiffener force: _(Rustl+Rust2)/(0.9*0.6`Fy*2*Min(2*(L-2*clip),dc)) _ (0 + 0)/(0.9*0.6*36*2'Min(2*(15 - 2*0.685), 15.88)) = 0 < 0.4375 in. OK Column Stiffeners Left Side Beam Local Flange Bending Strength,ORn = 0.9*6.25*(tf^2)*Fy'ct = 0.9*6.25*(0.4412)*50*0.5 = 27.225 kips Local Web Yielding Strength,ORn = 1.0*(ct*5*k + t)*tw*Fy = 1.0*(0.5*5* 0.842 + 0.44)' 0.275 * 50 = 40.15 kips Column Web Crippling: N=tf=0.44 in. Ct = 0.5 Nd = 3*N/d = 3 * 0.815/15.88 = 0.154 ORn = 0.75*135*ct*(tw^2)*[1+Nd*(tw/tt)^1.5]*(Fy*tf/tw)^0.5 N 0.75* 135*0.5*(0.275^2)*[ 1 +0.154*(0.275/0.44)^1.5]*(50*0.44/0.2 5)^0.5 = 36.848 kips DesconWin-LRFD Licensed to: Young Engineering Tension Flange Stiffener Force, TFrc: Left Side: LTFrc = Max(LPuf - LORn_FlBending, LPuf - LORn_WebYielding) >0 = max(15.544 - 27.225, 15.544 - 40.15) = 0 kips Right Side RTFrc = Max(RPuf - RORn_FlBending, RPuf - RORn_WebYielding) > 0 = max(0 - 0, 0 - 0) = 0 kips Compression Flange Stiffener Force, CFrc: Left Side: LCFrc = Max[(LPuf-LORn_WebCrippling), (LPuf-LORn •WebYielding)] > 0 = max[(15.544 - 36.848), (15.544 - 40.15)] = 0 kips Right Side: RCFrc = Max[(RPuf-RORn_WebCrippling), (RPuf-RORn_WebYielding)] > 0 = max[(0 - 0), (0 - 0)] = 0 kips TFrc = Max(LTFrc, RTFrc) = Max(0, 0) = 0 kips CFrc = Max(LCFrc, RCFrc) = Max(0, 0) = 0 kips TFrc > 0 or High Seismic Loading Stiffeners required opposite tension flange CFrc > 0 or High Seismic Loading Stiffeners required opposite compression flange Required stiffener area for strength: Tension and/or compresion: Ast = max(TFrc,CFrc) / (0.9 * Fy) = max(0, 0) / (0.9 * 36) =max(0, 0) in^2 Stiffener Width, bs = 2.75 > Minimum Width = 2.625 in. OK Stiffener Length: L = d-2*tf = 15.88 - 2 * 0.44 = 15 in. (Using Full Length Stiffeners) Stiffener thickness required for shear: = Max([LTFrc + RCFrc],[LCFrc + RTFrc])/(0.9*0.6*Fy*(L - 2*clip)*2) = Max([0+0], [0+0])/(0.9*0.6* 36 * (15 - 1.37) * 2) =0<0.5in. OK Stiffener thickness required for minimum area: = Ast/(2*(bs-clip)) = 0/(2*(2.75 - 0.685)) = 0 < 0.5 in. OK Minimum Thickness = Max(tm, bs*(Fy^0.5)/95) = Max(0.44, 2.75 * (36^0.5)/95) = 0.44 < 0.5 in. OK Doubler Plate to Flange Weld = 3/16 Minimum wled size = 3/16 < 3/16 OK Weld size to develop doubler plate force: =Vupl/(0.31815*E*L) = 040.31815 * 70 * 18.063) =0<3/16OK Doubler Plate to Web Weld: Page: 3 Minimum weld size = Min(Wmin, t-0.0625) = 3/16 < 3/16 OK Stiffener to Flange Weld Minimum Weld Size = 0.1875 < 0.25 in. OK Tension Stiffener to Flange Weld: w_Req.= 0.943*Fy*UE = 0.943 * 36 * 0.5 / 70 = 0.2425 < 0.25 in. OK Compression Stiffener to Flange Weld: w_Req.= 0.524 * Rust/((bs - clip)*E) w_Req.= 0.524 * 0/((2.75 - 0.685) * 70) = 0 < 0.25 in. OK Stiffener to Panel Zone Weld: Stiffener Force, Rust = Max[(LTRust + RcRust), (RTRust + LCRust)] = Max[(0 + 0), (0 + 0)] = 0 kips Welds need to develop only the lesser of Rust and the minimum of the following forces: Design Strength of stiffeners to flange connection, = 0.9 * Fy * 2 * (bs - clip) * t = 0.9 * 36 * 2 * (2.75 - 0.685) * 0.5 = 66.906 kips Design Shear Strength of stiffener and web interface area, = 0.9 * 0.6 * Fy * (bs - 2*clip) * 2 * t = 0.9 * 0.6 * 36 * (2.75 - 2*0.685) * 2 * 0.5 = 265 kips Shear yield strength of the panel zone, = 0.9 * 0.6 * Fyc * do * tw (for column web, if applicable) = 0.9 * 0.6 * 50 * 15.88 * 0.275 = 117.9 kips .. = 0.9 * 0.6 * Fyp * do * tp (for doubler plate, if applicable) = 0.9 * 0.6 * 36 * 15.88 * 0.4375 = 135 kips Weld Design Force, Rust Weld = 0 kips Minimum Weld Size = 0.1875 < 0.1875 in. OK Required weld size for strength, = Rust _Weld /(1.2728 * E * (L - 2*clip)) = 0 / (1.2728 * 70 * (15 - 2*0.685)) = 0 < 0.1875 in. OK 0 Licensed to: Young Engineering PL 15^X2.75^X .. 41 -/\3G Clip inside corners O.8O5 in. Max Plate to Flange Weld: 1/4" Double Fillet Stiff. PI to Ob(.P|VVa|d: 3/16" Fillet Stiff. P| to Web Weld:_3/1S^ Fillet ___ Note: All Welds E7OXX TY W1 6X31 -A572-5O. End Offset =O.375 in. PL12^X3.375'XJ].1875"-A36 VV10X31 -A572-50,- 3 3/8" A573 -5D. PL 18.0625^X15"K.4375"-A30 Plate to Flange Weld: 3/16" Pl. toStiff. Weld: 3/8^ YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 3:45PM, 27 APR 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope FAX: (760) 360-5719 Rev: 580000 ---' -- — - User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 Combined Footing Design Page 1 F 1c11983.2003 ENERCALC Engineering Software _ :. - -- -- — bentoniecw:Calculations Description GRADE BEAM FOR MOMENT FRAME 'B' General Information erode Re- 18-02, 1997 UBC, 2003 IBC 2003 NFPA 5000 Allow Soil Bearing 1,500.0 psf t fc 2,500.0 psi Seismic Zone 4 Fy 60,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0014 Short Term Increase 1.33 Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live 8 Short Term Load Combined ! Dimensions 0.0 Footing Size... Column Support Pedestal Sizes Distance Left 1.00 ft #1 : Square Dimension 48.00 in Dist. Betwn Cols 14.50 ft ...Height 0.00 in Distance Right 1.00 ft #2: Square Dimension 48.00 in Footing Length 16.50 ft ...Height 0.00 in Width 1.80 ft 488.4 Thickness 18.00 in Eq. C-1 Loads 0.603 ft Note. Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Vertical Loads... (a) Left Column (a. Right Column Dead Load 2.719 k 2.719 k Live Load k k ShortTerm Load k k Applied Moments... Dead Load k -ft k -ft Live Load k -ft k -ft Short Term Load 21.000 k -ft 23.000 k -ft Applied Shears... Dead Load 2.520 k 2.260 k Live Load k k ShortTerm Load k k Summary Footing Design OK Length = 16.50ft, Width = 1.80ft, Thickness = 18.00in, Dist. Left = 1.00ft, Btwn. = 14.50ft, Dist. Right = 1.00ft Maximum Soil Pressure 1,115.82 psf Allowable '1,995.00 psf Steel Req'd @ Left 0.389 in2/ft Max Shear Stress 5.36 psi Steel Req'd @ Center 0.389 in2/ft Allowable 85.00 psi Steel Req'd @ Right 0.389 in2/ft Min. Overturning Stability 1.918:1 Soil Pressures w Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live 312.8 1,500.0 psf Eq. C-1 437.9 psf 0.603 ft Dead+Live+Short Term 0.0 1,995.0 psf Eq. C-2 0.0 psf 4.301 ft Soil Pressure @ Right End Eq. C-3 0.0 psf Dead + Live 488.4 1,500.0 psf Eq. C-1 683.7 psf 0.603 ft Dead+Live+Short Term 1,115.8 1,995.0 psf Eq. C-2 1,562.1 psf 4.301 ft Stability Ratio 1.9 :1 Eq. C-3 1,004.2 psf 02— YOUNG ENGINEERING SERVICES Title : Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 3:45PM, 27 APR 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope _FAX: (7_60) 360-_5719 Rev: 580060 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 Combined Footing Design Page 2 ( )1983-2003 ENERCALC Engineering Software benton:ecw:Calculations Description GRADE BEAM FOR MOMENT FRAME 'B' Moment & Shear Summary Between Columns ( values for moment are given per unit width of footing) Moments... ACI C-1 ACI C-2 r ACI C-3 Mu @ Col #1 0.00 k-ft/ft 0.00 k-ft/ft 0.00 k-ft/ft Mu Btwn Cols -6.64 k-ft/ft -18.37 k-ft/ft -18.20 k-ft/ft Mu @ Col #2 0.00 k-ft/ft 0.00 k-ft/ft 0.00 k-ft/ft One Way Shears... Between Columns 0a) Right Edge of Col #2 Vn : Allow' 0.85 85.000 psi 85.000 psi 85.000 psi Vu @ Col #1 0.000 psi 0.000 psi 0.000 psi Vu Btwn Cols 5.363 psi 0.000 psi 0.000 psi Vu @ Col #2 0.000 psi 0.000 psi 0.000 psi Two Way Shears... 0.00 psi 0.389 in2/ft @ Bottom ACI C-3 0.00 psi Vn : Allow " 0.85 170.000 psi 170.000 psi 170.000 psi Vu @ Col #1 0.149 psi 3.329 psi 2.215 psi Vu @ Col #2 1.442 psi 5.298 psi 3.406 psi Reinforcing ( values given per unit width of footing) (a? Left Edge of Col #1 Between Columns 0a) Right Edge of Col #2 Ru/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'd ACI C-1 0.00 psi 0.389 int/ft @ Bottom 35.11 psi -0.389 in2/ft @ Top 0.00 psi 0.389 in2/ft @ Bottom ACI C-2 0.00 psi 0.389 in2/ft @ Bottom 97.08 psi -0.389 in2/ft @ Top 0.00 psi 0.389 in2/ft @ Bottom ACI C-3 0.00 psi 0.389 in2/ft @ Bottom 96.17 psi -0.389 in2/ft @ Top 0.00psi 0.389 in2/ft @ Bottom ACI Factors (per ACI, applied internally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Additional Seismic 1.4" Factc 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Additional Seismic "0.9" Facto 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST " : 1.100 3 MOMENT* ;F AME: ALONG LATERAL LI -NE-: 3¢ . . . . . . . . . . z 518 El - - , -.11113K• /ice/ j \/. _ - - - (o, P) . 4:7,3TA . = o•S o n T!t=T '.'CUN& _--K&INE 4- N& =-=--rQ. VIGa x_606 AIL aCAT 1t. SUITE G G "ALM '7 sotr. GA. "=II 4 760A60 -5'"O FAX -6C 86: 715 ' Company Young Engineering Services April 27, 2004 Designer BRONZ YOUNG 3:18 PM Job Number : 00-0000-00 OMRF (ELASTIC ANALYSIS) Checked By.- Envelope y: Envelope Member ASD AIS/ 99 Code Checks Label Code Chk Loc Shear Chk Loc ASD Eqn. Message No Data to Print.. ---_---- Envelope Alternate Shapes Section Member Suggested Alternate Shapes —__— _Set _ Label — — -Replacement____ 1 st Choice 2nd Choice - - 3rd Choice Redesign Not Performed... _— Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals _. Description _ Code DescriptionX Y Joint Point Direct Dist. 1 D _ _ —DL _ _ _-_ Dead Load! 1 2 - 1 2 - Lr 3 L LL Live Load_ I ; _ _ 4- E/1.4 EL Earthquake Load, ) .- . r -.1- . - 5_ W I WL Wind Load -I-77 6 S SC . i--:" ' :Snowload Boundary Conditions Joint Label X Translation Y Translation Rotation (k/in) N:119 (k-ft/rad) I N 1 Reaction Reaction j Reaction Reaction 7 .-Reaction . -1 ,Reaction I Steel Design / NDS Parameters Member Section Length Lb out Lb in L_comp Cb Sway Label Set le out le in le bend K out K in CH Cm B out in R (ft) (ft) (ft) (ft) M1 I C01-1 13.75 i . 1 — — M2 BEAM--i- 23 - 11 2 l , .. --LY 0 M3 ! COL2 13.75 1, ; 2 Member Direct Distributed Loads, Category : DL, BLC 1 • D Member Label Direction Start Magnitude End Magnitude Start Location End Location _ Lft F) (k/ft F) (ft or %) (ft or %) i` M2 Y -.518 i -.518 ! 0 i 0 Member Direct Distributed Loads, Category : RLL BLC 2: Lr Member Label Direction Start Magnitude End Magnitude Start Location End Location ___ 2k/ft, F)— eft, F) (fi or _ M2 _ Y -_28 i I 0 0 _-_28 Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress (ksi)_ Ratio per 10^5 F) (k/ft^3) _ STL —_ 29000 11154 3_ .65 i 49 50 RISA -2D Version 5.5 [Q:\CURRENT JOBDAT\1400\(Benton)04-1408-108\Calcs\benton calc\FIXED OMFPA§ORG LATE ' Company Young Engineering Services April 27, 2004 Designer BRONZ YOUNG 3:18 PM Job Number : 00-0000-00 OMRF (ELASTIC ANALYSIS) Checked By: Global .29^-015--i :Steel Code _ ASD: AISC 9th, AISI 99 Allowable Stress Increase Factor (ASIF) : 1.333 I :Include Shear Deformation_ No !No. of Sections for Member Calcs 5 i !Redesign Sections.---... No P -Delta Analysis Tolerance 10.50% Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature - _ ----min.; -'508 .29^-015--i 60 1-3.214e-3 28 -- - --- N 1..- -- --- 0 ---.._..-.. - -------...0 24 -.002 25 3.437e-3 29 N2 0 13.75 - - -- -- 0 I -- ---... N4 ---- - -- 23 13.75 75 0 ----1 -- ..23-------;- : - ---, _ 0 -0- ..----- -- Envelope Joint Displacements Joint Label X Translate Y Translate Rotate N1 max: 0.000 24 ; 0.000 22 0 29 I - I min I 0.006 -f I.. 0.0 00 6C ! 6 24 N2 max - .489_ 24 . -.004 22 - 1.728e-3 25 - _ ----min.; -'508 .29^-015--i 60 1-3.214e-3 28 N3 max: .477 24 -.002 25 3.437e-3 29 -. I I min.C" :-.501 t.29 7.0.09 .`59 3 1 424e-3 r24 N4 max ; 0.000 , 28 , 0.000 25 , 025 i -min 1 0.000T25' l 0.000 1 _ 59 —5 P-2'81 Joint Loads/Enforced Displacements, Catemory : EL, BLC 4: E/1.4 Joint Label [L]oad,[M]ass,or, Direction Magnitude —[D]isplacement (k k -ft, in rad, k*s^2/ft) N2 L X 5.264 Joint Loads/Enforced Displacements, Cate -gory: WL BLC 5 • W Joint Label [L]oad,[M]ass,or, Direction Magnitude [D]i lacement —Os, k -ft, in, rad, k *SA 2/ft N2 L X 4.123 Envelope Reactions Joint Label X Force Y Force Moment _N_ 1 _ ! max. 13.076_: 29 - 27.522_ 60 76.1_86_ 24 . — min ! -8.143 ' 24 (-7.193 1 22 100.346 29 N4 max 8.008 25 __17.198 59 , 97.112 _ 28 I mini -12.941 r 28 i 2.757 -' 25 ' -76.405 125 Load Combinations _N --um _—Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor --- — — — ------ -- -- — - --- - I 1 2 Lr (ROOF LIVE BASIC)' 1 1 2 1 3 L (FLOOR LIVE 1 RISA -2D Version 5.5 [Q:\CURRENT JOBDAT\1400\(Benton)04-1408-108\Calcs\benton calc\FIXED OMPc*bONG LATE G4 ' Corhpany Young Engineering Services Designer BRONZ YOUNG Job Number : 00-0000-00 OMRF (ELASTIC ANALYSIS) April 27, 2004 3:18 PM Checked By: Load Combinations (continueO Num_ _ Description _Env WS-PD- SRSS 4 :E/1.4 (BASIC ELASTIC EQ.. CD 1 BLC 4 Factor 1 BLC Factor BLC Factor BLC_ Factor 5 E (USED FOR CHECKING ... 1 4 1.4 6 •Em=OMEGA Em=2.8E US... 1 4 3.92 7 W (WIND FOR CHECKING... - - - - - 5- --= 1- - ---- - -- - -- -- --- - 8 1 1 1 2 1 3 1 9-'ENVELOPE THE FOLLOW... 10 D+L+Lr 12-12 c 1 1 1 3 I 1 5 1 i 1 --- 3 1 5 -1 12 i D+L+W 12-13 i 1 1 1 3 i 1 4 1 13D+L-W 12.13 (_ y 1 1 1 3 1 4 -1 14 D+L+E/1.4 12-13 1 1 1 3 1 5 1 6 5 j 15 D+L-E/1.4(12-13 1 1 1 3 1 5 -1 6 .5 16 D+L+W+S/2 12-14 i y 1 3 i1 1 5 - .5 6 1 I I i i i 17 D+L-W+S/2 (12-14) y; 1 1 1 3 1 5 -.5 6 1 18 D+L+S+W/2 12-15 11 1 1 3 I 1 4 1 i 6 i I 19 D+L+S-W/2 (12-15) y 1 1 1 3 1 4 -1 6 1 20 D+L+S+E/1.4 12-16 ( 1 1 .9 4 1 i 21 D+L+S-E/1.4 12-16) y 1 1 .9 4 -1 22 i.9D+E/1.4 12-16-1 EQ ST... ; yI 1 1 .667 5 1 i I ' -23 :.9D-E/1.4 (12_16-1 EQ STA... y 1 1 .667 5 -1 i 24 i.667D+W CBC 1621.1 WI... I 11 1 1 3 7! 4 3.92 I 1 ` 25 .667D_W (CBC 1621.1 WIN... y 1 1 1 3 .7 4 -3.92 26 .85 4 3.92 27 ENVELOPE THE FOLLOW... 1 1 .85 4 -3.92 28 'D+.7L+2.8E (CBC 2213.5.1... V y1 1 1.2 3 i .5 1 6 2 4 3.92 i 29 D+.7L-2.8E (CBC 2213:5.1_..-1 1.2 3 .5 6 .2 4 -3.92 30 ..85D+2.8E CBC 2213.5.1 C... y y 1 1 1.2 3 1 6 .2 4 3.92 i 31 _85D-2.8E (CBC 2213.5.1 C... y 1 ..---- 1 --- 1.2 --- ---- 3 1 _ 6 - _... - - - --2----- -4 -3.92 32 1 1 .9 4 3.92 RISA -2D Version 5.5 [Q:\CURRENT JOBDAT\1400\(Benton)04-1408-108\Caics\benton calc\FIXED OMFb412oNG LATE 4?. ' Company Young Engineering Services Designer BRONZ YOUNG Job Number : 00-0000-00 OMRF (ELASTIC ANALYSIS) April 27, 2004 3:18 PM Checked By: Load Combinations (continued) Num Description _Env WS PD SRSS 33 .ENVELOPE THE FOLLOW_.. CD 1 BLC 1 Factor .9 BLC 4 Factor -3.92 BLC Factor BLC Factor 34 .UBC 12-5 (a) GRADE BEAM: 1 35 .UBC 12-5 (b) GRADE BEAM 1 36 !UBC 12-6 (a) GRADE BEAM: 1 37 ,UBC 12-6 (b) GRADE BEAM---- , - 1 38 ' ACI 9-1 (a) GRADE BEAM I 1 39 _ ACI 9_2 (a) GRADE BEAM_ _ 1 i 40 i ACI 9-2 b GRADE BEAM I I I 1 I L41 ACI 9-3 GRADE BEAM 1 42 i ACI 9-2 (a) GRADE BEAM 43 ACI 9-2 (b) GRADE BEAM 1 44 i ACI 9-3 GRADE BEAM 45 _ 1 46 ;ENVELOPE THE FOLLOW..!. _47 ;OR FOR DESIGNING FRA...; 1 48 11.2D+,5L+.2S+:4RE (CBC ...• 11 1 1.2 3 ; .5 i 6 I .2 4 2.52 49 I1.2D+.5L+.2S-.4RE ( CBC ...; y I 1 1 1.2 3 .5 6 .2 4 -2.52 i 50 11.2D+L+.2S+.4RE CBC 22..! y. 1 1 L 1 1 1 1.2 3 i 1 I 6 1 .2 4 2.52 _ 51 :1.2D+L+.2S-.4RE CBC 221..: y 1 1 1.2 3 1 6 .2 4 -2.52 52 i.9D+-4RE (CBC 22147.2a,(..--. y( ! 1 1 .9 4 2.52 1 1 _53 .9D -ARE (CBC 2214 7.2a (...... y 1 1 .9 4 -2.52 54 UBC 12-1 yi i 1 DL 1.4 i _55 UBC 12.2 Ca) -_-y _-_- 1 DL_ 1.2 _LL_ 1.6 _LLS 1,6 - RLL _ .5 56 UBC 12-2 b I i 1 DL 1.2 LL i 1.6 LLS 1.6 SL .5 SLN .5 57---UBC_12-2 (c___y 1 DL - 1.2 _ LL_ 1.6 LLS _ 1.6 58 UBC 12-3 a i 1 DL 1.2 RLL 1.6 LL .5 LLS 1 I _59 UBC 12-3_Ub _-y -1 DL 1.2 RLL _ 1.6 WL .8- _ -- 60 UBC 12-3 c ' 1 DL 1.2 RLL 1.6 WL -.8 _61- UBC 12_3 (dy 1 _ _DL LLS- - 1.2 _ SL_ -..- 1.6 ------------ SLN 1.6 LL - .5 --- RISA-2D Version 5.5 [Q:\CURRENT JOBDAT\1400\(Benton)04-1408-108\Calcs\benton calc\FIXED ON"BONG LATE 40S ' CoMpany Young Engineering Services Designer BRONZ YOUNG Job Number : 00-0000-00 OMRF (ELASTIC ANALYSIS) April 27, 2004 3:18 PM Checked By: Load Combinations (continued) _Num_ _ Description _- _-Env WS PD SRSS_ _ 62 ` UBC 12-3 e CD 1 BLC DL Factor 1.2 BLC SL _ Factor 1.6 BLC SLN Factor 1.6 BLC WL Factor_ 8 63 UBC 12-3 (f) _ y 1 DL 1.2 SL 1.6 SLN 1.6 WL -.8 64 UBC 12-3 ; 1 DL 1.2 RLL 1.6 i 65 __^UBC 12-3 (h) _y 1 _ DL 1.2 SL 1.6 SLN 1.6 66 1 UBC 12-4 a i I ; 1 DL 1.2 WL I LL .5 LLS 1 RLL ! .5 -:.1.3 i I _.67 _- - UBC 12-4 (b) y--- 1:5 -- WL--= _3. - LL- :5 -LLS _ 1- 68 UBC 12-4 c i i i 1 DL i 1.2 WL 1.3 i LL 5 LLS 1 SL ; .5 SLN .5 1 i 69 UBC 1274 (d) y-_ 1 _ DL SL 1.2 5 ---SLN WL -1.3 5 -- LL ------------ .5 LLS --- 1 ----.. 70 UBC 12-4 e 1 DL 1 1.2 WL 1 1.3 i LL i 5 i LLS 1 71 UBC 12-4 (f) y 1 DL 1.2 WL -1.3 LL .5 LLS 1 72 UBC 12-4 ± ! ? 1 DL i 1.2 WL j 1.3 RLL j 5 i I I 1 73 UBC 12-4 (h) y 1 DL 1.2 WL -1.3 RLL .5 74 UBC 1.2-4 i I !. ! 1 DL 1 1.2 WL 1.3 1 SL .5 SLN .5 I I , 75 UBC 12-4 Q) y i 1 DL 1.2 WL -1.3 SL .5 SLN .5 1 76 i UBC 12-5 a 1 DL ; 1.2 EL ? 1.4 I LL i .5 I LLS 1 SL , .2 SLN' I .7 i I _77 UBC 12-5 b 1 DL SL 1.2 .2 EL SLN -1.4 - .7'- LL .5 LLS 1 78 't UBC 12-5 c ?yT 1 DL 1.2 1 EL 1 1.4 ' LL 1 .5 I LLS 1 ? - 79 UBC 12-5 d 1 DL 1.2 EL _ -1.4 LL .5 LLS 1 80 i UBC 12-5 e ? 1 1 1 DL ! 1.2 EL 1 1.4 1 SL .2 SLN .7 i I i 81 UBC 12-5 (f) y . 1 ---_DL 1.2 . EL -1.4 SL .2 .7 _SLN _ 1 82 UBC 12-5 I y? ? i 1 DL 1 1.2 EL 1.4 ! ! I 83 UBC 12-. U y 1 --.DL_ 1.2 EL -1.4 1 84 UBC 12-6 a i i i i 1 DL .9 EL ' 1.4 i I 85 -_UBC 12-6-(b) 9 EL -1.4 86 UBC 12-6 c i ! i 1 DL .9 WL 1.3 I _87 --UBC-1-2-6 (d)y Material Takeoff 1 DL .9 WL -1.3 Material Shape Length (ft) Weight (k) RISA -21D Version 5.5 [Q:\CURRENT JOBDAT\1400\(Benton)04-1408-108\Caics\benton calc\FIXED 01\41a4bONG LATE ('01 ' Company Young Engineering Services April 27, 2004 Designer BRONZ YOUNG 3:18 PM Job Number : 00-0000-00 OMRF (ELASTIC ANALYSIS) Checked By: Material Takeoff (continued) Material Shape Length Weight STLW 16X36 50.5 -----_ - ----.. - ---- ---- -- - ----- --- ----...... ------ --- - 1.822 Envelope Member Deflections Member Label Section x -Translate Lc y -Translate Lc (n) L/y Ratio Lc Lc 24 12.941 min .002 25 -.501 29 --M1 --- -- max. - 0 10 0 10 NC 28 25 443.302 477.309 min 0 10 0 10 _ NC 28 2 max- 0 22_-.067 0 29_2459.741 -.182 2E,, 904.208` min . -.004- 60 -.053- 24 3140.665 24 3 : ma_x : -.002 22.221 0 0 29 0 0 29 ; NC NC min _ -.007 60 -.181 24 _745.841 912.513 24 :....4 _ max _ _-:003 22__ .392_. 29 24_34.497_ 29_ 29 , min ' -.011 _ 60 -.341 24 _421.135 484.074 24 -5 - _max .--.004-22-.5-0-8-2-9 13.694 324.7052,9: 79.444_ 29 - min -.015 60 ! -.489 ' 24 337.659 24- M2 .' I 1 i max ! .489 24 1 -.004 122 I NC 79.444 I min !' -.508 ' 1.29 ! -.015 160 I NC -35.776 2. ! max. 1 .486 1 24 -.013 25 1 : NC I 20.766 25 1 min I -.506' 1"29.1 ' -.168 . 159 ! 1785.454 ; 59' i 3- i max-; .483 1 24 ;' -.077 .123 3762.987 23 min l -.505 ' 29`1,'. -:246 i 59 1176.193 -.59' 1 4 . maxi . :48 !'24.1 :-..026 :. i 24 ; .:NC. - i min 1 . =.503 '!29 ; ' -.186. ! 60 i 1571:326 i.60:' 1 5 i°max; ..:.477 `: if 24 1 -:002 i,25 NC I' min ! -:501. 1 291 :.7:009 59 1 NC i max, uvy b9 .477 24_34_5.591 Lc 24 12.941 min .002 25 -.501 29 329.101 29 2 max_ min '001 .007 59 ; 25 ' .37_2 -.346 28 25 443.302 477.309 28 I-25 3 ! max . .005 59 i .212_. 28 778.18 28 ! _max min 0 25 -.182 25 ' 904.208` 25 1 4 max_ min _002 0 59 25 .065 -.053 28 . 25 2551.798 3123.206 28 1 251 5 ;maxi min 1 0 0 10i 10 0 0 10 , 10 NC NC _ Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc 3 max 12.941 (kj 5.466 (k) -12.13 Ck) min M1 1 max 27_.522_60 , 8.1_43_24: 59-1, 7.6.186 _ 24 128 min 7.193 22 -13.076 29 -100.346 29 ` 2 _max 27.67 60 8.143 24 48.196 24-- 4,min min' 7.276 22 -13.076 29 -55.398 29 3-: max 27.819_ 60 24 21.092_ 28 _ min 7.359 _8.143 22 _ 13.076-- 29 -11.338 , 25 i _4 max 27.968_60 8.143 24_34.497_ 29 , min 7.442 22 -13.076 _ 29 -7.785 24 5 ------ max 13.694 60 8.143 24 79.444_ 29 - - ----- min - --- 1.27 ----- 24 _ -13.076 29 _ 35.776 24 ' M2 1 max: 12.941 28 , 13.694 60 79.444 29 min 1 -8.008 25 1.27 24 -35.776 24 I 2 -maxi 12.941 28 ! 8.792 29 20.766 25 1 min -8.008 25 -1.501 24 -36.547 28 3 max 12.941 28 5.466 29 -12.13 23 min -8.008 25 -4.272 24 -38.759 59-1, 4 max 12.941 128 2.587 25 14.017 241 min -8.008 25 -7.489 28 -43.533 29 RISA -2D Version 5.5 [Q:\CURRENT JOBDAT\1400\(Benton)04-1408-108\Calci\benton calc\FIXED OMF4bONG LATE 10 Corbpany : Young Engineering Services .12 Shear Bending top April 27, 2004 Designer : BRONZ YOUNG _ (ksi Lc 1 (ksi) Lc_ 3:18 PM Job Number : 00-0000-00 Lc OMRF (ELASTIC ANALYSIS) Checked By: Envelope Member Section Forces, (continued) 2.088 24_2_1.315 ! 24 1-16.875 1291 -7.599 Member Label Section Axial Lc Shear Lc Moment Lc -3.354 29 -16.183 24 -21.315 29 2 max, 2.61 60 ' S tmax 12.941 28 ` -3.253 25 .80.822 28 i min .686 min ' -8.008 25 -17.793 59 -33.701 25 1 29 ' M3 __ 1_ max 17.793_ 59 12.941 2.088 80.822 28 25 ' 4.48_ min 3.253 25 __28 -8.008 25 -33.701 25 29' -4.48 2 max 17.644 59 12.941 28 36.339 28 . 60 2.088 _ min 3.129---25 1.654_ -8.008_25 3.319 -6.174 25. min ' .702 7-3 max_ 1.7.49559 29 12.941 28 22.553_ 29 i 5 max, min 3.005 25 -8.008 25 -9.345 24 16 875 . 9a , 7-4 max. 17.34759 12.941 28 48.879 25 min , 2.881_ _ 25 _-8.008-.-25 -52.628- 28- 5_Amax, 17.198 _ 59 12.941 28 76.405 25 min 2.757 25 -8.008 25 -97.112 28 Envelope Member Stresses Member Label Section Axial .12 Shear Bending top Bending bot -16.875 29 -7.599 _ (ksi Lc 1 (ksi) Lc_ (ksi).Lc 160 i (ksi) Lc I M 1 1 max 2.596 60: 2.088 24_2_1.315 ! 24 1-16.875 1291 -7.599 29 16.183 241 I maxi min .679 22 -3.354 29 -16.183 24 -21.315 29 2 max, 2.61 60 2.088 24 11.767_ 29 10.237 24 123 min .686 22 -3.354 29 -10.237 24 ° -11.767 29 ' 3 ; max 2.624 . 60- 2.088 24 2.408 25 ' 4.48_ 28 min .694 22 -3.354 29' -4.48 28 -2.468--2-5' 25 4 max, 2.638 . 60 2.088 24 1.654_ 24_7.327 3.319 29 ' min 1 min ' .702 22 , -3.354 29 -7.327 29 --T 1.654 ' -24 i i 5 max, 1.292 60, 2.088 24. 7.599 24 16 875 . 9a , rvw i . min ' .12 24 -3.354 29 -16.875 29 -7.599 ' 24-1 'M2 1 Imax`1 1.221' 1281..3.512. 25 160 i 7.599 24 i 16.875 129 28 ! ` I min !..-.755 2 1 25 i..326 1.665 ! 24 1-16.875 1291 -7.599 124 28 2 I maxi 1.221 11281 :2.255 ; 29 ! 7.763 1 28 1 4.417:125 -2.054 25 I I min _I -.755 1251 -.385 ; 24 t -4.411 1 1251 -7.76.3 128 3 ! max' 1.221 128 I "1.402 29 i .8.233 i 59; =2.577 123 24 4.79 -1 min 1 -.755 1251 -1.096 1 241 .2.577 ;,23 i -8.233' i 59 25 1 4 I max I 1.221 1.281 ..663 ; 25 1 .9.247 129 2:.977: 124 28_11.179 ' miry l -.755 1 25:, `-1.921 1 28! -2.977 124 -9.247' 129 25 5` 1 max 1 1.221 i 28.1 -.834 i 25 1 7.158 1251 17168 128 3.319 ! ' min 1 -.755 1 25 1 -4.564 .59 1-17.168 ; 281 -7.158 i 25 rvw i infix. Ivry M1 3.01y Lt5 1.100 zo 1/.Ibo 26 Set Memb I -End J -End min .307 25 -2.054 25 i -17.168 28 -7.158 25: 2 max 1.665 59 3.319 28 1.312 _ 25_ 7.719 28_; M3 min ' .295 25 -2.054 25 -7.719 28 -1.312 25 3 :max 1.651 59, 3.319 281.985_ 24 4.79 29 i min 284 25 , -2.054 25 -4.79 29 _ -1.985 24 i 4 max_ 1.636_ 59_3.31_9 28_11.179 28 10._382 251 min 272 25 -2.054! 25 -10.382 2511 179 28 5 max_ 1.622 59. 3.319 28 20.628 28 16.229 25 min 26 25 -2.054 25 -16.229 25 -20.628 28 Member Data RISA -2D Version 5.5 [Q:\CURRENT JOBDAT\1400\(Benton)04-1408-108\Calcs\benton calc\FIXED 0MWb4b0BG LATE -1/11 Shape / Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb I -End J -End I -End J -End Code Length - _ -N2_ _(degrees) Set '_ TOM AVM_ AVM -- Sin) (in)_ _ M1i--- N1 _COL1 STL 13.75_ 23 M3 N3 N4 COL2 STL 11 7c; RISA -2D Version 5.5 [Q:\CURRENT JOBDAT\1400\(Benton)04-1408-108\Calcs\benton calc\FIXED 0MWb4b0BG LATE -1/11 Company Young Engineering Services April 27, 2004 Designer BRONZ YOUNG 3:18 PM Job Number : 00-0000-00 OMRF (ELASTIC ANALYSIS) Checked By: Member Point Loads, Cateqory : DL. BLC 1 : D Member Label I Joint J Joint Direction Magnitude Location M2 N2 ---- N3 Y -3.069 18.42 ! I M1 ,=Nl L,.,. N2 . I ;Y I .-6638 13.75 Member Point Loads, Category : RLL, BLC 2: Lr Member Label I Joint J Joint Direction Magnitude Location --- (k, k -ft) ----. M2 I N2 ! N3 Y -1.662 18.42 1 M 1 - : N2 — -,.Y. ,, T. - - - -t,'-4.036 - - Redesign Criteria Section Set Max Depth Min Depth Max Width Min Width Max Code Check Min Code Check (in) (in) (in) Cin i No Data to Print ... Sections Section Database Material Area SA SA 1(90,270) 1(0,180) T/C I COL1 I W16X36 STL 10.6 i _1.2 1.2 ! 24.5 i 448 i COL2 I W16X36 I STL 110.6 1.2 ; 1.2 1 24.5 i 448 I Envelope Member A/SC ASD 9th Code Checks Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message I M1 1 .749 1 0 1 25 1 .162 1 0 1 25 i H1-2 I I 3 .713 1 13.75 1 24 1 .160 1 0 ! 24 I H1-2 I RISA -2D Version 5.5 [Q:\CURRENT JOBDAT\1400\(Benton)04-1408-108\Calcs\benton calc\FIXED OMPa4bOBG LATE -j2 DesconWin-LRFD Licensed to: Young Engineering Beam Connection to Column Flange Column: W1 6X36 - A572-50 Left Side Beam: W 16X36 - A572-50 Moment: 55 k -ft Shear: 12 kips Axial Force: 0 kips *"*"'** All Welds Are E70XX -*--* Left Side Beam - W16X36 Moment Connection With Directly Welded Flanges: Weld Strength Flange Force, Ff: = P/2 + 12'M/(d-tf) = 0/2) + 12 ' 55/ (15.86 - 0.43) = 42.774 kips Full Penetration Weld Design Strength = 0.9'Fy*b*t =0.9'50*6.985*0.43 = 135.2 > 42.774 kips OK Left Side Beam - WI 6X36 Shear Connection Using One Plate: Plate: 12 in. X 3.375 in. X 0.1875 in. Plate Material: A36 Beam Setback: 0.375 in. Bolts: (4) 7/8"0 A325 -N -STD Bolt Holes on Beam Web: 0.9375 in. Vert. X 0.9375 in. Horiz. Bolt Holes on Plate: 0.9375 in. Vert. X 0.9375 in. Horiz. Weld: 3/16 E70XX Fillet Welds Loading: Vertical Shear, V = 12 kips Axial Load, H = 0 kips Resultant, R = Sgrt(V^2 + H^2) = Sgrt(12^2 + 0^2) = 12 kips Check Bolt Spacing and Edge Distance: Spacing, s = 3 > Minimum Spacing = 2.3333 in. OK Distance to Horiz. Edge of PL, ev: = 1.5 > 1.5 in. OK Bolt Strength: Design Shear Strength of Bolts: Number of Vertical Bolt Lines = 1 Number of Rows of Bolts = 4 Horizontal Spacing = 3 in. Vertical Spacing = 3 in. Eccentricity = 0.9375 in. C = 3.7717 Design Strength = Npl*C*Fv = 1 * 3.7717 * 21.648 = 81.648 > 12 kips OK Design Shear Strength of the Beam: Page: 1 Design Shear Rupture Strength, OIRn _ (d - n*(dh+0.0625))*tw*0.75*0.6*Fu =05.86-4*1)*0.295*0.75'0.6*65 = 102.3 kips Design Shear Yield Strength: h = 15.86 in. t = 0.295 in. A = 4.6787 in^2 Fy = 50 ksi a » h (No stiffeners) h/t = 15.86/0.295 = 53.763 h/t = 53.763 < 418/sgrt(Fy) = 59.114 Vn = 0.6*Fy'A = 0.6 * 50 * 4.6787 = 140.4 kips OJVn = 0.9'140.4 = 126.3 kips Beam Shear Strength = Min(ORn, OJVn) = 102.3 > 12 kips OK Design Shear Strength of the Plate: Desiqn Shear Yield Strenoth h = 12 in. t = 0.1875 in. A = 2.25 in^2 Fy = 36 ksi a » h (No stiffeners) h/t = 12/0.1875 = 64 h/t = 64 < 418/sgrt(Fy) = 69.667 Vn = 0.6*Fy*A =0.6*36'2.25 = 48.6 kips OJVn = 0.9'48.6 = 43.74 kips 01Vn = 43.74 > 12 OK Design Shear Rupture Strength: Net Area, An = (L - nL* (dh+0.0625))*t =(12-4* 1)'0.1875= 1.5 in^2 Shear Rupture Strength = Npl'An*0.75'0.6*Fu = 1 ' 1.5 0.45' 58 =39.15>12OK Block Shear Strength of the Plate: Gross Area with Tension Resistance, Agt _ (et + (Nh - 1) ' sh) * t =(1.5+(1 -1)'3)*0.1875 = 0.2813 in^2 Net Area with Tension Resistance, Ant = Agt - (Nh - 0.5).* (dh + 0.0625) * t = 0.2813 - 0 - 0.5) * (0.9375 + 0.0625) * 0.1875 = 0.1875 in^2 Gross Area with Shear Resistance, Agv _ (L-el)*t = (12 -1.5) * 0.1875 = 1.9688 in^2 Net Area with Shear Resistance, Anv = Agv (Nv - 0.5) * (dv + 0.0625)* t = 1.9688 - (4 - 0.5) ' (0.9375 + 0.0625)* 0.1875 = 1.3125 in^2 Ant < 0.6*Anv ORn = 0.75*(0.6*Fu*Anv + Fy*Agt) = 0.75*(0.6* 58 * 1.3125 + 36 * 0.2813) 41.85 > 12 OK 13 DesconWin-LRFD Licensed to: Young Engineering Design Shear Strength Based on Bending of the Plate: (Assume inflection point at midpoint between bolt line and weld line) Flexural Yielding: Section Modulus, S = 4.5 in^3, Eccentricity, e = 0.9375 in. Design Shear Strength = OS*Fy/e = 0.9'4.5 * 36/0.9375 = 155.5 > 12 kips OK Flexural Rupture: Net Section Modulus, Snet = 3.0938 in^3, Eccentricity, e = 0.9375 in. Design Shear Strength = OSnet*Fu/e = 0.75*3.0938 * 58/0.9375 = 143.6 > 12 Kips (OK) Bolt Bearing on Plate: Bearing Strength/Bolt/Thickness Using Bolt Edge Distance = Fbe Edge Dist. = 1.5 in., Hole Size = 0.9375 in. =0.75'1.2*Lc*Fu <0.75'2.4*d'Fu=91.35k/in. = 0.75 ' 1.2 * 1.0313 * 58 = 53.831 k/in. Bearing Strength/Bolt/Thickness Using Bolt Spacing = Fbs Bolt Spacing = 3 in., Hole Size = 0.9375 in. = 0.75 * 1.2 * Lc * Fu <0.75*2.4'd*Fu=91.35k/in. = 0.75 * 1.2 * 2.0625 * 58 = 107.7 k/in. Use: Fbs = 91.35 k/in. Design Strength = nL * (Fbe + Fbs' (nR - 1)) * tNpl' of =1'(53.831+91.35*(4-1))*0.1875*1*0.9429 = 58 > 12 kips OK Bolt Bearing on Beam Web: Bearing Strength/BoltlThickness Using Bolt Spacing = Fbs Bolt Spacing = 3 in., Hole Size = 0.9375 in. =0.75'1.2*Lc'Fu <0.75'2.4*d*Fu=102.4k/in = 0.75 * 1.2 ' 2.0625 ' 65 = 120.7 k/in. Use: Fbs = 102.4 k/in. Design Strength = nL' Fbs ' nR * t' of =1'102.4*4'0.295'0.9429 = 113.9 > 12 kips OK Weld Strength: Weld Size, w = 3/16 > Minimum Weld, 3/16" OK k 0, a = 0.0781, Theta = 0 C = 1.39 Maximum useful weld size for support thickness: = 0.54'Fy't_eff/(0.31815*E) = 0.54'50 * 0.43 / (0.31815 * 70) = 0.5213 > 0.1875 in. OK ORn = 2*C*C1'D'L = 2'1.39 * 1 ' 3 ' 12 = 100 > 12 kips OK Column Stiffeners and Shear Reinforcement Loading: High Seismic Framing System: OMF Column Axial Force, Pu = 0 kips Column Shear Force, Vus = 0 kips Left Side Beam Flange Forces: PufLeft = Min(Mu'12, 1.1*P.y'Fy*Z)/dm =Min(55*12, 1.1'1.1'50*64)/15.43 Column Panel Zone Shear: Page: 2 Required Strength, Vu = Puf - Vus =42.774-0 = 42.774 kips Column Web Shear Strength: Py=A*Fy= 10.6*50=530 kips Pu < 0.4*Py ORv = 0.9*0.6*Fy'd*tw =0.9*0.6*50*15.86'0.295 = 126.3 > 42.774 kips (Doubler Plate Not Required for Strength) Shear Buckling of Web: Thickness Required = Max([Tc*(Fy^0.5)/418],[(dm - is + do - 2 * tf) / 90]) = Max([14.196 ' (50^0.5)/418 , [(15.43 - 0.4375 + 15.86 - 2*0.43)/90]) = 0.3332 > 0.295 in. (Doubler Plate Required for Shear Buckling) Doubler Plate Thickness = 0.5 in. Required for strength = Vudp/(Npl'0.9*0.6'Fy*dc) =0/(1'0.9*0.6*36*15.86) = 0 < 0.5 in. OK Required for fillet weld detail = k-tf-re = 1.125-0.43-0.25=0.445 <0.5 in. OK Required for shear buckling = max([(d - 2*k)'Sq rt(Fy)/418], [(dm-is+dc-2*tf)/90]) = MAx([15.86 - 2'0.832) * Sgrt(36)/418],[(15.43 - 0.4375 + 15.86 2'0.43)/90]) = 0.3332 < 0.5 in. OK Required to transmit stiffener force: _(Rustl+Rust2)/(0.9*0.6*Fy'2*Min(2'(L-2*clip),dc)) _ (16.772 + 0)/(0.9*0.6'36'2*Min(2*(14.938 - 2*0.695), 15.86)) = 0.0272 < 0.5 in. OK Column Stiffeners Left Side Beam Local Flange Bending Strength,ORn = 0.9*6.25'(tf^2)*Fy*ct = 0.9*6.25*(0.4312)*50*0.5 = 26 kips Local Web Yielding Strength,ORn = 1.0*(ct*5*k + t)'tw'Fy = 1.0'(0.5'5* 0.832 + 0.43)' 0.295 * 50 = 42.554 kips Column Web Crippling: N=tf=0.43 in. Ct = 0.5 Nd = 3*N/d = 3 * 0.805/15.86 = 0.1523 ORn = 0.75*135*ct'(tw^2)*[1+Nd'(tw/tt)^1.5]*(Fy*ff/tw)^0.5 17 0.75*135*0.5*(0.295^2)'[1 +0.1523*(0.295/0.43)AI .5]'(50'0.43/0. 95)^0.5 = 40.866 kips DesconWin-LRFD Licensed to: Young Engineering Tension Flange Stiffener Force, TFrc: Left Side: LTFrc = Max(LPuf - LORn_FlBending, LPuf - LORn_WebYielding) >0 = max(42.774 - 26, 42.774 - 42.554) = 16.772 kips Right Side: RTFrc = Max(RPuf - RORn_FlBending, RPuf - RORn_WebYielding) > 0 = max(0 - 0, 0 - 0) = 0 kips Compression Flange Stiffener Force, CFrc: Left Side: LCFrc = Max[(LPuf-LORn_WebCrippling), (LPuf-LORn_WebYielding)] > 0 = max[(42.774 - 40.866), (42.774 - 42.554)] = 1.9083 kips Right Side: RCFrc = Max[(RPuf-RORn_WebCrippling), (RPuf-RORn_WebYielding)] > 0 = max[(0 - 0), (0 - 0)] = 0 kips TFrc = Max(LTFrc, RTFrc) = Max(16.772, 0) = 16.772 kips CFrc = Max(LCFrc, RCFrc) = Max(1.9083, 0) = 1.9083 kips TFrc > 0 or High Seismic Loading Stiffeners required opposite tension flange CFrc > 0 or High Seismic Loading Stiffeners required opposite compression flange Required stiffener area for strength: Tension and/or compresion: Ast = max(TFrc,CFrc) / (0.9 * Fy) = max(16.772, 1.9083) / (0.9 * 36) =max(0.5177, 0.0589) in12 Stiffener Width, bs = 3.5 > Minimum Width = 3.345 in. OK Stiffener Length: L = d-2*tf = 15.86 - 2 * 0.43 = 14.938 in. (Using Full Length Stiffeners) Stiffener thickness required for shear: = Max([LTFrc + RCFrc],[LCFrc + RTFrc])/(0.9*0.6*Fy*(L - 2*clip)*2) = Max([16.772+0], [1.9083+0])/(0.9*0.6* 36 * (14.938 - 1.39) * 2) = 0.0318 < 0.4375 in. OK Stiffener thickness required for minimum area: = Ast/(2*(bs-clip)) = 0.5177/(2*(3.5 - 0.695)) = 0.0923 < 0.4375 in. OK Minimum Thickness = Max(tm, bs*(Fy^0.5)/95) = Max(0.43, 3.5 * (36^0.5)/95) = 0.43 < 0.4375 in. OK Doubler Plate to Flange Weld = 3/16 Minimum wled size = 3/16 < 3/16 OK Weld size to develop doubler plate force: =Vupl/(0.31815*E*L) = 040.31815 * 70 * 18.063) =0<3/16OK Page: 3 Doubler Plate to Web Weld: Minimum weld size = Min(Wmin, t-0.0625) = 3/16 < 3/16 OK Stiffener to Flange Weld: Minimum Weld Size = 0.1875 < 0.25 in. OK Tension Stiffener to Flange Weld: w_Req.= 0.943*Fy*UE = 0.943 * 36 * 0.4375 / 70 = 0.2122 < 0.25 in. OK Compression Stiffener to Flange Weld: w_Req.= 0.524 * Rust/((bs - clip)*E) w_Req.= 0.524 * 1.9083/((3.5 - 0.695) * 70) = 0.0051 < 0.25 in. OK Stiffener to Panel Zone Weld: Stiffener Force, Rust = Max[(LTRust + RcRust), (RTRust + LCRust)] = Max[(16.772 + 0), (0 + 1.9083)] = 16.772 kips Welds need to develop only the lesser of Rust and the minimum of the following forces: Design Strength of stiffeners to flange connection, = 0.9 * Fy * 2 * (bs - clip) * t = 0.9 * 36 * 2 * (3.5 - 0.695) * 0.4375 = 79.522 kips Design Shear Strength of stiffener and web interface area, = 0.9 * 0.6 * Fy * (bs - 2*clip) * 2 * t = 0.9 * 0.6 * 36 * (3.5 - 2*0.695) * 2 * 0.4375 = 230.4 kips Shear yield strength of the panel zone, = 0.9 * 0.6 * Fyc * do * tw (for column web, if applicable) = 0.9 * 0.6 * 50 * 15.86 * 0.295 = 126.3 kips = 0.9 * 0.6 * Fyp * do * tp (for doubler plate, if applicable) = 0.9 * 0.6 * 36 * 15.86 * 0.5 = 154.2 kips Weld Design Force, Rust _Weld = 16.772 kips Minimum Weld Size = 0.1875 < 0.1875 in. OK Required weld size for strength, = Rust -Weld /(1.2728 * E * (L - 2*clip)) = 16.772 / (1.2728 * 70 * (14.938 - 2*0.695)) = 0.0139 < 0.1875 in. OK DesconWin-LRFD Licensed to: Young Engineering ml Note: All Welds E70XX 3/16---- --.-.. 3/16 TYP Page: 4 PL 14.9375"X 3.5"X .4375"(TYP. 4) - A36 Clip inside corners 0.695 in. Max Plate to Flange Weld: 1/4" Double Fillet Stiff. PI to Dbl.PI Weld: 3/16" Fillet Stiff. PI to Web Weld: 3/16" Fillet Scale: 3/8" = 1' 1 PL 18.0625"X 14.9375"X .5" - A36 Plate to Flange Weld: 3/16" PI. to Stiff. Weld: 3/16" YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 3:40PM, 27 APR 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope: _FAX: (760) 360-5719 Rev: 580000-- - ----- — -- — -- --- — User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 Combined Footing Design Page 1 _1c11983.2003 ENERCALc Engineering Software benton.ecw:caiculations -- ------ -n Description GRADE BEAM FOR MOMENT FRAME 'A' i General Information 48.00 in Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allow Soil Bearing 1,500.0 psf fc 3,000.0 psi — Seismic Zone 4 Fy 60,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0014 Short Term Increase 1.33 Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live & Short Term Load Combined Dimensions Footing Size... lumn Support Pedestal Sizes Distance Left 2.00 ft #1 : Square Dimension 48.00 in Dist. Betwn Cols 22.00 ft ...Height 12.00 in Distance Right 2-- ft k -ft #2: Square Dimension 48.00 in Footing Length 26.00 ft ...Height 12.00 in Width 2.00 ft 0.965 ft Thickness 24.00 in 13.000 k Loads Live Load Note. Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Short Term Load Vertical Loads... C5 Left Column (c) Right Column k Dead Load 28.000 k 17.000 k 580.5 psf Live Load k k Dead + Live Short Term Load k k 1,500.0 psf Applied Moments... Dead Load k -ft k -ft Live Load k -ft k -ft Short Term Load 76.000 k -ft 97.000 k -ft Applied Shears... 1,977.9 psf 0.965 ft Dead Load 13.000 k 8.000 k Live Load k k Short Term Load k k Footing Design OK Length = 26.00ft, Width = 2.00ft, Thickness = 24.00in, Dist. Left = 2.00ft, Btwn. = 22.00ft, Dist. Right = 2.00ft Maximum Soil Pressure 1,665.74 psf Allowable , 1,995.00 psf Steel Req'd @ Left 0.518 in2/ft Max Shear Stress 30.47 psi Steel Req'd @ Center 1.112 in2/ft Allowable 93.11 psi Steel Req'd @ Right 0.518 in2/ft Min. Overturning Stability 4.078:1 Soil Pressures Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live 1,412.8 1,500.0 psf Eq. C-1 1,977.9 psf 0.965 ft Dead+Live+Short Term 645.0 1,995.0 psf Eq. C-2 903.0 psf 1.914 It Soil Pressure @ Right End Eq. C-3 580.5 psf Dead + Live 898.0 1,500.0 psf Eq. C-1 1,257.2 psf -0.965 ft Dead+Live+Short Term 1,665.7 1,995.0 psf Eq. C-2 2,332.0 psf 1.914 ft Stability Ratio 4.1 :1 Eq. C-3 1,499.2 psf 11 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 3:40PM, 27 APR 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope: _FAX_: (760) 3_6_0-5719 Rev: 580000 -- - _-- user: KW0601715, Ver 5.8.0, 1-Dec-2003eCombined Footing Design Pag2fi (c)1983.2003 ENERCALC Engineering Software benton ecw:Calculations a Description GRADE BEAM FOR MOMENT FRAME'A' I Moment & Shear Summary ( values for moment are given per unit width of footing) Moments... ACI C-1 ACI C-2 ACI C-3 Mu @ Col #1 0.00 k-ft/ft 0.00 k-ft/ft 0.00 k-ft/ft Mu Btwn Cols -67.57 k-ft/ft -97.11 k-ft/ft -81.43 k-ft/ft Mu @ Col #2 0.00 k -f /ft 0.00 k-ft/ft 0.00 k-ft/ft One Way Shears... Vn : Allow' 0.85 93.113 psi 93.113 psi 93.113 psi Vu @ Col #1 0.000 psi 0.000 psi 0.000 psi Vu Btwn Cols 30.469 psi 11.221 psi 0.000 psi Vu @ Col #2 0.000 psi 0.000 psi 0.000 psi Two Way Shears... Vn : Allow' 0.85 186.226 psi 186.226 psi 186.226 psi Vu @ Col #1 1.750 psi 3.322 psi 2.634 psi Vu @ Col #2 1.320 psi 5.707 psi 3.669 psi Reinforcing ( values given per unit width of footing) (aD Left Edge of Col #1 Between Columns (o) Right Edge of Col #2 Ru/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'd ACI C-1 0.00 psi 0.518 int/ft @ Bottom 178.66 psi -0.820 in2/ft @ Top 0.00 psi 0.518 in2/ft @ Bottom ACI C-2 0.00 psi 0.518 in2/ft @ Bottom 256.75 psi -1.112 in2/ft @ Top 0.00 psi 0.518 in2/ft @ Bottom ACI C-3 0.00 psi 0.518 in2/ft @ Bottom 215.29 psi -0.923 in2/ft @ Top 0.00psi 0.518 in2/ft @ Bottom CACI Factors (per ACI, applied internally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Additional Seismic "1.4" Factc 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Additional Seismic "0.9" Facto 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 (8) YOUNG ENGINEERING SERVICES Title: .lob # S 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date:. 3:48PM, 27 APR 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope FAX_: (760) 360-5719 Rev: 580000 - --- ----- -- ---------- --- ------ ---- user: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Footing Analysis & Design Page 1 Ic11983-2003 ENERCALC Engineering Software auuns Description PAD FOOTING FOR MOMENT FRAME 'A' General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Increase 1.330 Width along X -X Axis 5.000 ft Seismic Zone 4 Length along Y -Y Axis 5.000 ft Live & Short Term Combined fc 2,500.0 psi FY 60,000.0 psi Concrete Weight 145.00 pcf Overburden Weight 0.00 psf Footing Thickness 12.00 in Col Dim. Along X -X Axis 0.00 in Col Dim. Along Y -Y Axis 0.00 in Base Pedestal Height 0.000 in Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 28.000 k ...ecc along X -X Axis 0.000 in Live Load k ...ecc along Y -Y Axis 0.000 in Short Term Load k Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Creates Rotation about Y -Y Axis (pressures @ left & right) k -ft k -ft k -ft Creates Rotation about Y -Y Axis (pressures @ left & right) k k k Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Footing Design OK 5.00ft x 5.00ft Footing, 12.Oin Thick, w/ Column Support 0.00 x O.00in x O.Oin high ACI C-2 ACI C-3 DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,265.0 1,265.0 psf Max Mu 4.900 k -ft per It Allowable 1,500.0 1,995.0 psf Required Steel Area 0.259 in2 per ft "X Ecc, of Resultant 0.000 in 0.000 in 17.64 psi 85.00 psi "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn "Phi Vu @ Top 1 -Way- 27.439 85.000 psi X -X Min. Stability Ratio No Overturning 1.500 :1 2 -Way 133.333 170.000 psi Y -Y Min. Stability Ratio No Overturning Moments ACI C-1 Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn ' Phi Two -Way Shear 133.33 psi 133.33 psi 85.71 psi 170.00 psi One -Way Shears... Vu @ Left 27.44 psi 27.44 psi 17.64 psi 85.00 psi Vu @ Right 27.44 psi 27.44 psi 17.64 psi 85.00 psi Vu @ Top 27.44 psi 27.44 psi 17.64 psi 85.00 psi Vu @ Bottom 27.44 psi 27.44 psi 17.64 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru / Phi As Reo'd Mu @ Left 4.90 k -ft 4.90 k -ft 3.15 k -ft 75.4 psi 0.26 in2 per ft Mu @ Right 4.90 k -ft 4.90 k -ft 3.15 k -ft 75.4 psi 0.26 in2 per ft Mu @ Top 4.90 k -ft 4.90 k -ft 3.15 k -ft 75.4 psi 0.26 in2 per ft Mu @ Bottom 4.90 k -ft 4.90 k -ft 3.15 k -ft 75.4 psi 0.26 in2 per ft YOUNG ENGINEERING SERVICES 77-804 WILDCAT DRIVE SUITE #C PALM DESERT, CA 92211 PHONE: (760) 360-5770 FAX: (760) 360-5719 Kev: oewoo user: KW -0601715, Ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software Description Title Dsgnr: Description Scope General Footing Analysis & Design PAD FOOTING FOR MOMENT FRAME W Job # Date: 3:48PM, 27 APR 04 Page 2 Soil Pressure Summary -- Service Load Soil Pressures Left Right Top Bottom DL + LL 1,265.00 1,265.00 1,265.00 1,265.00 psf DL + LL + ST 1,265.00 1,265.00 1,265.00 1,265.00 psf Factored Load Soil Pressures ACI Eq. C-1 1,771.00 1,771.00 1,771.00 1,771.00 psf ACI Eq. C-2 1,771.00 1,771.00 1,771.00 1,771.00 psf ACI Eq. C-3 1,138.50 1,138.50 1,138.50 1,138.50 psf ACI Factors (per ACI 318-02, applied internally to entered loads) L- — - —' ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I 1.4" Factor for Seismic 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add" I "0.9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 Used in ACI C-2 & C-3 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 12:16PM, 14 JUN 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope FAX: (760) 360-5719 j Rev KW.02 plywood Shear Wall & Footing g User KW -0601715 Ver 5.8.0, 1 -Dec -2003 Pae 1 Ic11983 2003 ENERCAIC Enginee Software __ bento_n_NE_W_ .ecw calculations Description SHEAR WALL #4 General Information 0.500 ft Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. # Plywood Layers 1 Wall Length iT iF 8.000 ft End Post Dimension 5.50 in Plywood Grade Structural I Wall Height 10.000 ft Seismic Factor 0.244 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 3.00 Thickness 15/32" Ht / Length 1.250 Stud Spacing 16.00 in Loads Vertical Loads... Overburden Load over Footing 0.00 psf Point Load # 1 0.00 lbs at 0.00 ft . Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at 0.00 ft Uniform Load # 1 0.00 #/ft Uniform Load # 2 0.00 #/ft Lateral Loads... Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall 0.00 ft to 0.00 ft 0.00 ft to 0.00 ft 0.00 #/ft 8.000 ft 0.00 #/ft ' 8.000 ft 2,662.00 lbs 0.00 lbs 0.00 ft-# 0.00 lbs 0.00 lbs Past Left Edge of Wall 0.500 ft Concrete Weight 145.00 pcf Wall Length 8.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 4.500 ft fc 3,000.00 psi Footing Length 13.000 ft Fy 60,000.00 psi Footing Width 2.00 ft Min. Steel As % 0.00140 Footing Thickness 24.00 in n Design OK Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 357.2#/ft, Capacity = 430.000#/ft -> OK Wall Overturning = 27,596.Oft-#, Resisting Moment = 3,200.Oft-#, End Uplift = 3,049.50lbs Max. Soil Pressures: @ Left = 1,201.3psf, @ Right = 1,030.5psf Sill Bolting: 1/2" Bolts @ 28.38in, 5/8" Bolts @ 44.46in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 6.59psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.71 in2, @ Right = 0.71 in2 Minimum Overturning Stability Ratio = 1.579 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 39801bs HD5A, Capacity = 3980lbs HD5, Capacity = 4040lbs HD5, Capacity = 4040lbs PHD5, Capacity = 4685lbs PHD5, Capacity = 4685lbs YOUNG ENGINEERING SERVICES Title: Job # 77=804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 12:16PM, 14 JUN 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope FAX: (760) 360-5719 Rev: 580002..__..-- ----- -- User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 Plywood Shear Wall & Footing Page 2 p 101983-2003 ENERCALC Engineering Software _ bentonNEW:ecw:Calculations F: Description SHEAR WALL #4 Footing Analysis _ --- Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 4.186 ft 3.802 ft Soil Pressure @ LEFT Side of Footing 1,201.33 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf Moments... Actual Mu @ Left Wall Edge 231.65 ft-# Actual Mu @ Right Wall Edge 685.13 ft-# Shears... vu/.85 @'d' from Left Wall Edge 0.000 psi vu/.85 @ 'd' from Right Wall Edge 3.199 psi Allowable Vn 109.545 psi Overturning... Overturning Moment 33,310.40 ft-# Resisting Moment 52,610.00 ft-# Overturning Stability Ratio 1.579 :1 0.00 psf 1,030.47 psf 11,683.48 ft-# 76.13 ft-# 0.000 psi 6.587 psi 109.545 psi 33,310.40 ft-# 55,810.00 ft-# 1.675 :1 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 3:55PM, 11 JUN 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope FAX: (760) 360-5719 User: K 000z - Plywood Shear Wall & Footing g i User: KW0601715. Ver 5.8.0, 1 -Dec -2003 Pae 1 Ici1983.2003 ENERCALC Engineering Software benton.ecw:calculations Description SHEAR WALL #17 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. # Plywood Layers 1 Wall Length 3.000 ft End Post Dimension 5.50 in Plywood Grade Structural I Wall Height 9.000 ft Seismic Factor 0.244 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 2.00 Thickness 15/32" Ht / Length 3.000 Stud Spacing 16.00 in 0.00 lbs LLoads 0.00 ft-# Footing Vertical Loads... Overburden Load over Footing 0.00 psf Point Load # 1 0.00 lbs at 0.00 ft . 3.000 ft Rebar Cover Point Load # 2 0.00 lbs at 0.00 ft pc 2,500.00 psi Point Load # 3 0.00 lbs at 0.00 ft 60,000.00 psi Footing Width Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 0.00 #/ft 3.000 ft = 0.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 3.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 1,755.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 6.500 ft Concrete Weight 145.00 pcf Wall Length 3.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.250 ft pc 2,500.00 psi Footing Length 10.750 ft Fy 60,000.00 psi Footing Width 2.00 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in to Design OK Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 8d at 2 in @ Edges, 8d at 12 in @ Field Applied Shear = 622.3#/ft, Capacity = 730.000#/ft -> OK Wall Overturning = 16,299.Oft-#, Resisting Moment = 688.5ft-#, End Uplift = 5,203.49lbs Max. Soil Pressures: @ Left = 905.5psf, @ Right = 1,204.5psf Sill Bolting: 1/2 Bolts @ 16.28in, 5/8" Bolts @ 25.39in, 3/4" Bolts @ 35.90in Footing Summary... Max. Footing Shear = 10.07psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.50in2, @ Right = 0.50in2 Minimum Overturning Stability Ratio = 1.382 : 1 Less Than 1.5 - Warning Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing HD6A, Capacity = 55101bs HD6A, Capacity = 5510lbs PHD6, Capacity = 5860lbs PHD6, Capacity = 5860lbs HD6, Capacity = 6085lbs HD6, Capacity = 6085lbs PHD8, Capacity = 67301bs PHD8, Capacity = 6730lbs CIO YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 3:55PM, 11 JUN 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope FAX: (760) 360-5719 Rev: 580002 i User KW -0601715, Ver 5.8.0, 1 -Dec -2003 Plywood Shear Wall & Footing Page 2 (c)1983.2003 ENERCALC Engineering Software benton.ecw:Calculations Description SHEAR WALL #17 Footing Analysis Lateral Forces Actinq in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 3.485 ft 3.954 ft Soil Pressure @ LEFT Side of Footing 905.53 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf Moments... Actual Mu @ Left Wall Edge 17,132.06 ft-# Actual Mu @ Right Wall Edge 1,855.55 ft-# Shears... vu/.85 @'d' from Left Wall Edge 10.066 psi vu/.85 @ 'd' from Right Wall Edge 0.000 psi Allowable Vn 100.000 psi Overturning... Overturning Moment 19,099.48 ft-# Resisting Moment 28,806.84 ft-# Overturning Stability Ratio 1.508 :1 b3 0.00 psf 1,204.54 psf 1,426.22 ft-# 9,648.84 ft-# 7.090 psi 0.000 psi 100.000 psi 19,099.48 ft-# 26,397.09 ft-# 1.382 :1 YOUNG ENGINEERING SERVICES 77-804 WILDCAT DRIVE SUITE #C PALM DESERT, CA 92211 PHONE: (760) 360-5770 FAX: (760) 360-5719 User: Kw -0601715, Ver 5.8.0, 1 -Dec -2003 (c)19833-2003 ENERCALC Engineering Software Description SHEAR WALL #18 Title: Dsgnr: Description Scope : Plywood Shear Wall & Footing Job # Date: 4:02PM, 11 JUN 04 Page 1 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. # Plywood Layers 1 Wall Length 2.000 ft End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 8.000 ft Seismic Factor 0.244 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 2.00 Thickness 15/32" Ht / Length 4.000 Stud Spacing 16.00 in 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Loads p Past Left Edge of Wall 1.500 ft Vertical Loads... 145.00 pcf Wall Length Overburden Load over Footing 0.00 psf Point Load # 1 0.00 lbs at 0.00 ft pc 3,000.00 psi Point Load # 2 0.00 lbs at 0.00 ft 60,000.00 psi Footing Width Point Load # 3 0.00 lbs at 0.00 ft Footing Thickness 18.00 in Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 0.00 #/ft 2.000ft = 0.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 2.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 1,139.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing p Past Left Edge of Wall 1.500 ft Concrete Weight 145.00 pcf Wall Length 2.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 18.000 ft pc 3,000.00 psi Footing Length 21.500 ft Fy 60,000.00 psi Footing Width 1.50 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in Design OK Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 8d at 2 in @ Edges, 8d at 12 in @ Field Applied Shear = 602.7#/ft, Capacity = 730.000#/ft -> OK Wall Overturning = 9,377.5ft-#, Resisting Moment = 272.Oft-#, End Uplift = 4,552.74lbs Max. Soil Pressures: @ Left = 342.1 psf, @ Right = 303.3psf Sill Bolting: 1/2". Bolts @ 16.82in, 5/8" Bolts @ 26.22in, 3/4" Bolts @ 37.07in Footing Summary... Max. Footing Shear = 3.05psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.38in2, @ Right = 0.81 in2 Minimum Overturning Stability Ratio = 6.802 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing PHD5, Capacity = 4685lbs PHD5, Capacity = 4685lbs HD6A, Capacity = 5105lbs HD6A, Capacity = 51051bs PHD6, Capacity = 5860lbs PHD6, Capacity = 5860lbs HD6, Capacity = 6080lbs HD6, Capacity = 6080lbs YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 4:02PM, 11 JUN 04 PALM DESERT, CA 92211 Description PHONE:. (760) 360-5770 Scope FAX: (760) 360-5719 Rev: 580002 ---- User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 Plywood Shear Wall & Footing Page 2 FAV 1W1983-2003 ENERCALC Engineering Software __— benton:ecw:calculations {" Description SHEAR WALL #18 f Footing Analysis — Lateral Forces Actino in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 1.843 ft 1,227 ft Soil Pressure @ LEFT Side of Footing 342.14 psf Soil Pressure @ RIGHT Side of Footing 109.72 psf Moments... Actual Mu @ Left Wall Edge 211,28 ft-# Actual Mu @ Right Wall Edge 39,920.89 ft-# Shears... vu/.85 @'d' from Left Wall Edge 0.000 psi vu/.85 @ 'd' from Right Wall Edge 2.224 psi Allowable Vn 109.545 psi Overturning... Overturning Moment 11,185.52 ft-# Resisting Moment 76,084.53 ft-# Overturning Stability Ratio 6.802 :1 148.56 psf 303.31 psf 9,325.92 ft-# 115.78 ft-# 0.000 psi 3.048 psi 109.545 psi 11,185.52 ft-# 80,572.53 ft-# 7.203 :1 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 4:1613M, 11 JUN 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope FAX: (760) 360-5719 Rev: 580002 - - ----- Plywood Shear Wall Footing user: KW -0601715, Ver 5.8.0, 1 -Dec -2003 Page 1 (c)19NE 83.2003 ERCALC Engineering Software bento_n.ecw:Calculations Description SHEAR WALL #19 .FGeneral Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. pr # Plywood Layers 1 Wall Length 2.000 ft End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 8.000 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 15/32" Ht / Length 4.000 Stud Spacing 16.00 in 0.00 lbs Loads 0.00 ft-# j Footing Vertical Loads... Overburden Load over Footing 0.00 psf Point Load # 1 0.00 lbs at 0.00 ft . 2.000 ft Rebar Cover Point Load # 2 0.00 lbs at 0.00 ft f'c 3,000.00 psi Point Load # 3 0.00 lbs at 0.00 ft 60,000.00 psi Footing Width Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 0.00 #/ft 2.000ft = 0.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 2.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 1,139.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# j Footing Past Left Edge of Wall 1.500 ft Concrete Weight 145.00 pcf Wall Length 2.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 9.000 ft f'c 3,000.00 psi Footing Length 12.500 ft Fy 60,000.00 psi Footing Width 1.50 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in Summary Design OK Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 8d at 2 in @ Edges, 8d at 12 in @ Field Applied Shear = 594.4#/ft, ' Capacity = 730.000#/ft -> OK Wall Overturning= 9,311.1ft-#, Resisting Moment= 272.Oft-#, End Uplift= 4,519.55lbs Max. Soil Pressures: @ Left = 557.9psf, @ Right = 491.4psf Sill Bolting: 1/2". Bolts @ 17.05in, 5/8" Bolts @ 26.72in, 3/4" Bolts @ 38.40in Footing Summary... Max. Footing Shear = 6.12psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.38in2, @ Right = 0.38in2 Minimum Overturning Stability Ratio = 2.359 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing PHD5, Capacity = 4685lbs PHD5, Capacity = 4685lbs HD6A, Capacity = 5105lbs HD6A, Capacity = 5105lbs PHD6, Capacity = 5860lbs PHD6, Capacity = 5860lbs HD6, Capacity = 6080lbs HD6, Capacity = 6080lbs YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 4:16PM, 11 JUN 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope FAX: (760) 360-5719 -Rev: 580002 Plywood Shear Wall & Footing g User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 Pae 2 (01983.2003 ENERCALC Engineering software benton.ecw:calculations Description SHEAR WALL #19 Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.785 ft 2.316 ft Soil Pressure @ LEFT Side of Footing . 557.95 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf Moments... Actual Mu @ Left Wall Edge 555.68 ft-# Actual Mu @ Right Wall Edge 2,307.09 ft-# Shears... vu/.85 @'d' from Left Wall Edge 0.000 psi vu/.85 @ 'd' from Right Wall Edge 5.946 psi Allowable Vn 109.545 psi Overturning... Overturning Moment 11,094.27 ft-# Resisting Moment 26,168.28 ft-# Overturning Stability Ratio 2.359 :1 IY 0.00 psf 491.44 psf 9,505.75 ft-# 379.74 ft-# 0.000 psi 6.120 psi 109.545 psi 11,094.27 ft-# 28,208.28 ft-# 2.543 :1 YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 12:16PM, 14 JUN 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope FAX: (760) 360-5_7_19 Rev _ 580602 ___ --- User: KW -0601715, ver 5.8.0, 1 -Dec -2003 Plywood Shear Wall & Footing Page 1 _(c)1983-2003 ENERCALC Engineering Software bentonNEW.ecw:Calculations a Description SHEAR WALL #32 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. # Plywood Layers 1 Wall Length 8.000 ft End Post Dimension 5.50 in Plywood Grade Structural I Wall Height 10.000 ft Seismic Factor 0.250 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 2.00 Thickness 15/32" Ht/Length 1.250 Stud Spacing 16.00 in Loads Vertical Loads... Overburden Load over Footing 0.00 psf Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at 0.00 ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... , Uniform Shear @ Top of Wall 105.00 #/ft 8.000ft = 840.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft ' 8.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut. Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 1.000 ft Concrete Weight 145.00 pcf Wall Length 8.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 3.500 ft fc 3,000.00 psi Footing Length 12.500 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in Design OK Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 147.5#/ft, Capacity = 280.000#/ft -> OK Wall Overturning = 10,100.Oft-#, Resisting Moment = 5,440.Oft-#, End Uplift = 582.50lbs Max. Soil Pressures: @ Left = 930.3psf, @ Right = 723.8psf Sill Bolting: 1/2".Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 5.41 psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.25in2, @ Right = 0.25in2 Minimum Overturning Stability Ratio = 2.004 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing HD2A, Capacity = 2760lbs HD2A, Capacity = 2760lbs HD2, Capacity = 2800lbs HD2, Capacity = 2800lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 3980lbs HD5A, Capacity = 3980lbs ry YOUNG ENGINEERING SERVICES 77-804 WILDCAT DRIVE SUITE #C PALM DESERT, CA 92211 PHONE: (760) 360-5770 FAX: (760) 360-5719 Rev 580002 User: KW0601715, Ver 5.8.0, 1 -Dec -2003 _101983-2003 ENERCALC Engineering Software _ Description SHEAR WALL #32 Title : Dsgnr: Description Scope Plywood Shear Wall & Footing . Job # Date: 12:16PM, 14 JUN 04 Page 2 .ecw:calculatinn j Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 3.327 ft 2.493 ft Soil Pressure @ LEFT Side of Footing 930.27 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 723.84 psf Moments... Actual Mu @ Left Wall Edge 355.64 ft-# 2,774.48 ft-# Actual Mu @ Right Wall Edge 399.66 ft-# 114.19 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 0.000 psi 0.000 psi vu/.85 @ 'd' from Right Wall Edge 2.612 psi 5.406 psi Allowable Vn 109.545 psi 109.545 psi Overturning... Overturning Moment 11,870.00 ft-# 11,870.00 ft-# Resisting Moment 23,792.19 ft-# 27,192.19 ft-# Overturning Stability Ratio 2.004 :1 2.291 :1 (. T J YOUNG ENGINEERING SERVICE5 Job No. IEWID 13 -77-804 WILDCAT DR., SUIi c. C Sheet No. Of PALM DESERT, CA Calculated By Date 9:2:211 Checked By Date Phone-('760) 360--3ii0 I p Pdl =&?,ZL' PII = J REQ TO BEAMS `T C 4 ! S "' ppo 1c 1 T USE Z p Pdl = 3 PII = d REFER TO BEAMS ?cV USE 3rr 12 ` p Pdl = PH = 8 rokdo REQ TO BEAMS USE p Pdl = PH = B req'd= REFER TO BEAMS USE p Pdl PH B rea'd= RSR TO BEAMS USE p Pdl PH B req'd= REF TO BEAMS USE Pdl = p PII = 3 rea•a■ REQ TO BEAMS USE qa * YOUNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 3:54PM, 27 APR 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 Scope FAX: (760) 360-5719 Rev: 580000 - - ---- ----------- - ---- ---- Page 1 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Footing Analysis & Design _Ic11983-2003 ENERCALC Engineering Software ben_ton.ecw:Calculations r Description PAD #1 General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 r Allowable Soil Bearing 11500.0 psf Dimensions... k -ft Short Term Increase 1.330 Width along X -X Axis 3.000 ft Seismic Zone 4 Length along Y -Y Axis 3.000 ft Live &Short Term Combined k Footing Thickness 12.00 in Short Term k Col Dim. Along X -X Axis 0.00 in fc 2,500.0 psi Col Dim. Along Y -Y Axis 0.00 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Shear Stresses.... Vu Overburden Weight 0.00 psf Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 6.226 k ...ecc along X -X Axis 0.000 in Live Load 3.731 k ...ecc along Y -Y Axis 0.000 in Short Term Load k Creates Rotation about Y -Y Axis Applied Moments... (pressures @ left & right) Dead Load k -ft Live Load k -ft Short Term k -ft Allowable Creates Rotation about Y -Y Axis Applied Shears... (pressures @ left & right) Dead Load k Live Load k Short Term k Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Footing Design OK 3.00ft x 3.00ft Footing, 12.Oin Thick, w/ Column Support 0.00 x O.00in x O.Oin high ACI C-2 ACI C-3 DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,251.3 1,251.3 psf Max Mu 1.882 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.259 int per ft "X Ecc, of Resultant 0.000 in 0.000 in 4.79 psi 85.00 psi "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn' Phi Vu @ Top 1 -Way 12.877 85.000 psi X -X Min. Stability Ratio No Overturning 1.500 :1 2 -Way 49.449 170.000 psi Y -Y Min. Stability Ratio No Overturning Moments ACI C-1 Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn " Phi Two -Way Shear 49.45 psi 45.77 psi 18.40 psi 170.00 psi One -Way Shears... Vu @ Left 12.88 psi 11.92 psi 4.79 psi 85.00 psi Vu @ Right 12.88 psi 11.92 psi 4.79 psi 85.00 psi Vu @ Top 12.88 psi 11.92 psi 4.79 psi 85.00 psi Vu @ Bottom 12.88 psi 11.92 psi 4.79 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru / Phi As Req'd Mu @ Left 1.88 k -ft 1.74 k -ft 0.70 k -ft 28.9 psi 0.26 int per ft Mu @ Right 1.88 k -ft 1.74 k -ft 0.70 k -ft 28.9 psi 0.26 int per ft Mu @ Top 1.88 k -ft 1.74 k -ft 0.70 k -ft 28.9 psi 0.26 int per ft Mu @ Bottom 1.88 k -ft 1.74 k -ft 0.70 k -ft 28.9 psi 0.26 in2 per ft ,YONNG ENGINEERING SERVICES Title: Job # 77-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 3:54PM, 27 APR 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770•• Scope FAX: (760)_360-5719 Rev: 580000 -- — —" — — -- — — User: KW-0601715,ver 5.8.0, 1 -Dec -2003 General Footing Analysis & Design Page 2 (c11983-2003 ENERCALC Engineering Software benton ecw•Calculations Description PAD #1 Soil Pressure SummaryNMARA NAM 1.400 ACI C-2 Group Factor ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor -- Service Load Soil Pressures Left. Right Top Bottom DL + LL 1,251.33 1,251.33 1,251.33 1,251.33 psf DL + LL + ST 1,251.33 1,251.33 1,251.33 1,251.33 psf Factored Load Soil Pressures ACI Eq. C-1 1,876.23 1,876.23 1,876.23 1,876.23 psf ACI Eq. C-2 1,751.87 1,751.87 1,751.87 1,751.87 psf ACI Eq. C-3 753.10 753.10 753.10 753.10 psf ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor ....seismic = ST " : 1.100 Used in ACI C-2 & C-3 f2 0.750 Add"I 1.4" Factor for Seismic 1.400 0.900 Add"I "0.9" Factor for Seismic 0.900 1.300 YO,UNG ENGINEERING SERVICES 77-804 WILDCAT DRIVE SUITE #C PALM DESERT, CA 92211 PHONE: (760) 360-5770 _FAX: (76_0)6 _3_ 0-5719 Rev 580000 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 (01983-2003 ENERCALC Enoineerino Software Description PAD #2 Title : Dsgnr: Description Scope : General Footing Analysis & Design Job # Date: 3:58PM, 27 APR 04 Page 1 General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 - - ps Allowable Sod Bearing 1,500.0 psf Dimensions... Short Term Increase 1.330 Width along X -X Axis 3.000 ft Seismic Zone 4 Length along Y -Y Axis 3.000 ft Footing Thickness 12 00 Live &Short Term Combined (pressures @ left & right) Dead Load in Live Load k -ft Col Dim. Along X -X Axis 0.00 in fc 2,500.0 psi Col Dim. Along Y -Y Axis 0.00 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Required Steel Area Overburden Weight 0.00 psf Min Steel % 0.0014 3.30 psi 85.00 psi Rebar Center To Edge Distance 3.50 in Loads 0.000 in Shear Stresses.... Vu Applied Vertical Load... Vu @ Top Dead Load 4.290 k ...ecc along X -X Axis 0.000 in Live Load 3.180 k ...ecc along Y -Y Axis 0.000 in Short Term Load k No Overturning Creates Rotation about Y -Y Axis Applied Moments... (pressures @ left & right) Dead Load k -ft Live Load k -ft Short Term k -ft Allowable Creates Rotation about Y -Y Axis Applied Shears... (pressures @ left & right) Dead Load k Live Load k Short Term k Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Footing Design OK 3.00ft x 3.00ft Footing, 12.Oin Thick, w/ Column Support 0.00 x 0.00in x O.Oin high ACI C-2 ACI C-3 DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 975.0 975.0 psf Max Mu 1.426 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.259 int per ft "X Ecc, of Resultant 0.000 in 0.000 in 3.30 psi 85.00 psi "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn "Phi Vu @ Top 1 -Way 9.756 85.000 psi X -X Min. Stability Ratio No Overturning 1.500 :1 2 -Way 37.473 170.000 psi Y -Y Min. Stability Ratio No Overturning Moments ACI C-1 Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn ' Phi Two -Way Shear 37.47 psi 34.34 psi 12.68 psi 170.00 psi One -Way Shears... Vu @ Left 9.76 psi 8.94 psi 3.30 psi 85.00 psi Vu @ Right 9.76 psi 8.94 psi 3.30 psi 85.00 psi Vu @ Top 9.76 psi 8.94 psi 3.30 psi 85.00 psi Vu @ Bottom 9.76 psi 8.94 psi 3.30 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru / Phi As Reo'd Mu @ Left 1.43 k -ft 1.31 k -ft 0.48 k -ft 21.9 psi 0.26 int per ft Mu @ Right 1.43 k -ft 1.31 k -ft 0.48 k -ft 21.9 psi 0.26 int per ft Mu @ Top 1.43 k -ft 1.31 k -ft 0.48 k -ft 21.9 psi 0.26 in2 per ft Mu @ Bottom 1.43 k -ft 1.31 k -ft 0.48 k -ft 21.9 psi 0.26 in2 per ft q(3 Y%UNG ENGINEERING SERVICES Title: Job # '7Y-804 WILDCAT DRIVE SUITE #C Dsgnr: Date: 3:58PM, 27 APR 04 PALM DESERT, CA 92211 Description PHONE: (760) 360-5770 'Scope FAX: (76_0) 360-571_9 — User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Footing Analysis & Design Page 2 r (01983-2003 ENERCALC Engineering Software benton ecw calculations ' Description PAD #2 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 975.00 975.00 975.00 975.00 psf DL + LL + ST 975.00 975.00 975.00 975.00 psf Factored Load Soil Pressures ACI Eq. C-1 1,471.00 1,471.00 1,471.00 1,471.00 psf ACI Eq. C-2 1,365.00 1,365.00 1,365.00 1,365.00 psf ACI Eq. C-3 559.50 559.50 559.50 559.50 psf ACI Factors (per ACI 318-02, applied internally to entered loads) 6 ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor ....seismic = ST' : 1.100 Used in ACI C-2 & C-3 q 0.750 Add"I 1.4" Factor for Seismic 1.400 0.900 Add" I "0.9" Factor for Seismic 0.900 1.300