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SFD (0004-288)78155 Masters Cir 0004-288 LICENSED CONTRACTOR DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License # Lic. Class Exp. Date 6712 _ `D5i31 ice€ . Date Signature of Contractor f' -. . OWNER-BUILDERDlECLoARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) 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, Business & Professionals Code). ( ) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business,,&, Professionals Code). () I am exempt under Section B&P.C. for this reason Date Signature of Owner WORKER'S COMPENSATION DECLARATION ,I hereby affirm under penalty of perjury one of the following declarations: ( ) I have and will maintain a certificate of consent to self -insure 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. ,OT1 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 issued. My workers' compensation insurance carrier & policy no. are: Carrier mtrPs40ff CO1V1PM Policy No. .S11.S006900320 (This section need not be completed if the permit valuation is for $100.00 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, and agree that if I should become subject to the workers' compensation -provisions -of, Section 3700 of the Labor Code, I shall forthwith comply with those'provjsions. Date: _r/x'18 A licant -- — f/". Warning: Failure to secure Wor ers' Compensation coverage is unlawful and shall subject an employer to crd_ inal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on his application. 1. Each person upon whose behalf this application is made & each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this applicaton agrees to, & shall, indemnify & .hold harmless the City of La Quinta, its officers, agents and employees. 2. Any permit issued as a result of this application becomes null and void if 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 cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all City, and State laws relating to the building construction, and hereby authorize representatives of this City to enter upon the above-mentioned property for inspection purposes. Signature (Owner/Agent) - Date BUILDING PERMIT PERMITN / DATE ` /^VALUATION LOT TRACT f j G Gc% bY 50 8g 28867 JOB SITE ADDRESS 78-IM.MA MVN'' MME APN OWNER CONTRACTOR/DESIGNER/EN INEER MMMMERCM CORE'ORMION R1` r,11,' T PIERCE CIGPi ORATION 44835 ,I)IM3 C'A9Y ON Rn 448351c' ,. ; P CAN TON __TW PALM DES1+W CA 92261 I'AX.,,M DR.S I rr CA 92261 (760;1+46-3228 GAIT W01 ' USE OF PERMIT £S1Nt I.L I A1 11T.. ' 1 v ,r,1NC VD.PK MIT° DOES NOT INCLU09 HLC1iw WALLS OR FOOL _ CWTOM CONSTRUCTION 4,695.009F PORC14JPA.TTO 1,078,00 Se OARAWCARPORT (U) 2087:60 7E MM", ED COW UP CC%N5MMT100 406.16S.W PERMT r, ER Is(R IARY CC>N STRUCTION i INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Forms & Footings 4�i Q /—/ Underground Ducts Ducts _�_Z9 s5z Slab Grade Return Air Steel Combustion Air Roof Deck V Aq, IS -00 _ Exhaust Fans O.K. to Wrap F.A.U. Framing Compressor Insulation Vents Fireplace P.L. Grills Fireplace T.O. _ Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath Drywall - Int. Lath Z, ►Oi�j Final Final of BLOCKINALL APPROVALS Steel POOLS - SPAS Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines Water Piping Plumbing Top Out Lit � • J-` Heater Final Plumbing Final Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Sewer Connection Pool Cover Encapsulation Gas Piping Gas Test ..0 Appliances Final Final Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rough Wiring Low Vottage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power Final Utility Notice (Perm) js COMMENTS: Y 4 Building Address --W55 _- 1 5 5 IA< r7 t !4r Owner 000 -ate P.O. BOX 1504 APPLICATION ONLY 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 2e 'F GU f? BUI Address /!% : S` r7'" N 1\1 V AP City Zip Tel. Contractor C, QLV C Tel. State Lic.y City & Ciassif. % 2' 2,9 Lic. # Arch., Engr., Designer f lei Address Tel. 11.2ntoAt_k City Zip State t: 'A1 U 17i4 Il t I A -Z Z ► Lic. # ,LICENSED. CONTRACTOR'S DECLARATION I heGeby affirm that I ar licensed under provisions of Chapter 9 (commencing yrlth Sec Ion 7000) of Division 3 of the Business and Professions Code, and my license is fa full for and effect. SIGNATURE DATE /OWNER-81UILDER DECLARATION - I hereby affirmlthat 1 am exec pt from the Contractor's License Law for the following reason: /Sec 7031. S, Bus n and Professions Code: Any city or county which requires a permit to onstruct, after, 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 rhe 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 live hundred dollars ($500). 1-: 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 I, as owner of the property, am exclusively contracting with licensed contractors to con- struct the proiect. (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 contractor(s) licensed pursuant to the Contractor's License Law.). t! 1 am exempt under Sec. B. & P.C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION I hereby 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 n Copy is filed with the city. O 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 employany person in any manner so as to become subject to the Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT: If, 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 1hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) 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 -of this city to enter the above- mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip LDING: TYPE'CONST. OCC. GRP. . Number al Description G l T J r l ( L ject Description 5x- e, nrs ._, r.,. 1? G _ I I A _ n ff 1 1 BY: Minimum Setback Distances: Sq. Ft/1oa No. Size I! Stories No. Dw. Units New- Add ❑ Alter ❑ Repair ❑ Demolition O S. ..D. RAID Side Setback from Property Line TAT FINAL DATE INSPECTOR xa OF Ll Q ` Validated by: Estimated Valuation Validation: PERMIT / AMOUNT A 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 from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: Validation: WHITE = FINANCE YELLOW = APPLICANT PINK = BUILDING DIVISION Desert Sands Unified School District 47-950 Dune Palms Road, Notice: La Quinta, CA 92253 Document Cannot Be Duplicated ' 760-771-8515 CERTIFICATE OF COMPLIANCE Date 7/28/00 No. 20787 Owner NameAndrew Pierce Corporation APN # 770-350-011 Jurisdiction La Quinta Permit # No. 78-155 Street Masters Circle Log # City La Quinta zip 92253 Study Area Tract # Lot # Square Footage 4695 Type of Development Single Family Residence Comments No. of Units 1 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 or replacement mobilehomes. It has been determined 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 Government Code 53080 in the amount of 2.05 X 4,695 or $ 9,624.75 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/Palm Desert National Bank - Jody Jones TelephoneN346-3228 Name on the check .: f ` By Dr: Doris Wilson T, " t, .. Superintendent Fee collected /exempted by Ellen Patino Payment Received `$024:7.5`. Check No. 081228 Signature gOTICE: Pursuant of Assembly Bill 3081 (CHAP 549, STATS. 1998) 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 sssued or on which they are paid to the District(s) or to another public entity authorized to celled them on the District('s)(s') behalf, whichever is earlier. Collector: Attach a copy of county or city plan check application form to district copy for all waivers, Embossed Original- Building Dept./Applicant Copy - Applicant/Receipt Copy - Accounting 07/28/00 08:54 V -8EOORDINQ REQUESTED BY: fidelity National Title Company .Qscrow No- 3197 -CAN Tkia Order No. 9780577 When Recorded Mall Doalrnarit and Ta: Statement To: Andrew Pierce Corp 44835 Deep Canyon Road Palm Desert, CA 92260 AM 770 - TRA 020016 DOC Ot 2000-230ASS eA/211/2Ma N:om r94:29.ee Pqp t of 2 Deo T Tar Paid t•eerded in Official Reoords county of 1livoreiAe 01104114r, Crotty Clerk t Rooerder IN 1111 Il loll 1111111111 oil 1111111 w - s u o.ae 1 MM - Z 1- --- --y- -- - -A K c _ _oo.r I row mmn l wa aur GRANT DEED The undersigned 9mritorts) deciare(sl Documentaiy transfer tax is #660,Q0 I X ) computed on full value of property conveyod, or I ) computed on full value less value of nens or onaumbrancos remaining at time of sa1B, I ) Unincorporated Area City of Le Quinta FOR A VALUABLE CONSIDERATION, recelpt of which 1s hereby acknowledged. Tradition Club Associates, LLC, a Delaware Limited Liability Company humby 6RANTM) to Andrew Plorce Corp., a California Corporation the following described rest property M the City of La Qulnta County of Riverside, State of California Lot 89 of Tract No 28A87 in the City of Le Qulnta, as shown by Mop on file in OOok 276, Pages 69 through 78 of Maps, in the Office of the County Rucorder of Rlvorside County, California - DATED: March 13, 2000 STATE OF CALIFORNIA TraWnAaa iates C, o Delaware Limited COUNTY OF Riverside LiaON 3-16-00_before me, Catherine A. Hawn no personally appeared By:_ David Chapman-- --- -- - --- David Chapman aLArh. r personally known to me (or pipuodrte- 01 W ce) to be the parson(s) whose name(e s rs subscribed to the within instrument and ecknowl' ! 8ed to me th0t(23lshe/they executed the same In tS her/their authorized capacity(les), and that by t er/their algnature(e) on the instrument the persons), or the entity upon behalf of which the pareon(s) voted, execused the Instrumunt. Witness my hangVand offloijorseal. S)pnature OFpICIu Sal -^ . UTHERINE A. HAhAMpNS COMM. e1oa97S1 Q s; r RibcAlilmnla ery Qs>ur cou w ITIr - NPRII to 20A0 MAIL TAX STATEMENTS AS DIRECTED ABOVE FD -213 IRw 7/881 GRAFT DEED Clsder: 00-00008646 Description: 2000.236453 Page 1 of 2- Caattnent: la 003 Ira d itio n ARCHITECTURAL DESIGN REVIEW June 27, 2000 Via First Class Mail Mr. Greg Butler i CITY OF LA QUINTA 78-495 Calle Tampico La Quinta, CA 92253 Re: Andrew Pierce Corporation Lot 89, Tract 28867, 78-155 Masters Circle Dear Greg, Please accept this letter as approval for the above referenced residence to obtain a building permit. Conditions that apply to this submittal will be coordinated with the general contractor, Andrew Pierce Corporation. If you have any questions or need additional information, please do not hesitate to call. Sincerely, Christina J. Dores Architectural Review Coordinator /cjd L pc: Jody Jones, APC (via hand delivery) C1MY DowmmI WRCMPCdK005.B1dg.wpd 78505 OLD AvENuE 52 -- LA QuINTA -- CA 92253-1120 — PHONE 760/564-3355 -- FAx 760/564-2356 ,I Certificate of. Occupancy City of La Quinta Building and Safety Department This. Certificate issued pursuant to the requirements of Section 109 of the Uniform Building Code,' . certifying that, at the time of issuance, this structure was in compliance with the various ordinances of the City regulating building construction or use. For the following: BUILDING ADDRESS: 78=155 MASTERS CIRCLE Use Classification: SFD Bldg. Permit .No.: 0004-288 Occupancy Group: R 3 Type of Construction: VN Land Use Zone: RL . Owner of Building:' ANDREW PIERCE CORPORATION Building Offic-ial .Address: 44-835 DEEP CANYON RD. City: PALM DESERT, CA 92261 By: STEVE TRAXEL Date: 04-04-01 POST IN A CONSPICUOUS PLACE 1 1 PROTO IIT"' WALL SYSTEMS OF Lq Q(JI ,T SPECIAL DEPUTY INSPECTION FORM JAN o ® Direct Tension Indicator (DTI, compressible washer) Method of Inspect' G D And/or Torque Method of Inspection SUILD"VQ AND SAP LC DATE OF DEPUTY INSPECTION DECEMBER 22, 2000 As an accredited and certified Special Deputy Inspector of Proto l IT"' Wall Systems, Uwe RICHARD LLEWELLYN Hereby witnessed and certified the torquing of the post -tension rods to 6,000 lbs. Via visual - inspection of the-DT1-verifying.collapse of the tabs (no light leaks between-the.DTI tabs and---.- bottom nd- bottom of/2" nut) OR by witnessing and certifying the torquing of the rods to 6,000 lbs. Via a calibrated torque wrench set to 55 ft/lbs. Building/Owner TRADITIONS A. Installer Precision Masonry, Inc. B. Street Location, Project name or tract number TRACT # 22267 LOT # 89 78155 MASTERS CIRCLE LA QUINTA, CA C. Wall System Description (block and product used and height) Block Used 6X8X 18 Gray Interlock Height 6' SITE WALL D. Visual inspection of mortor integrity. Acceptable: Yes E. Length of Wall _352_ _ LFRods 6'_ O.C. _ - — . m (is rod spacing and location correct per the PDS for this project?) Yes G. Are threads, plates lubricated and plates bearing on three block surfaces? Yes Wall approved by Special Deputy Inspector Deputy Inspector to distribute a copy to: Department of Building and Safety (if er q ru edd Proto II`1' Wall Systems (NDC) Builder/Developer Proto- IlT"' Installer (760) 346-2548 Fax feiro@earthlink.net Feiro Engineering, Inc. June 2, 2000 City of La Quinta 78-495 Calle Tampico La Quinta, CA. 92253 RE: Lot 89, Tract 28867 (The Traditions) This letter will serve to state that rough grading is complete and we have field checked the pad elevations for the above referenced project and found it to be as follows: Plan elevation: 118.0 Field check elevation: 118.1 (High) 118.0 (Low) If you have questions or if I may be of further assistance please feel free to contact me at the above numbers. Sincerely, e ` Ronald K. Feiro President RCE 52260 ESS101 <v ti?xD K. FFA Q 'p0 !M UJ No. 052260 C101 OF CAL a Q McGEE SURVEYING, INC. 73-301 Country Club Dr., Ste. 102 — Bermuda Dunes, CA 92201 Phone (760) 345-3828 — Fax (760) 772-5705 Thursday, August 24, 2000 City of La Quinta 78-495 Calle Tampico La Quinta, CA 92253 Re: Form Certification — Lot 89, Tr. 28867 Pursuant to your request a field survey was conducted on the above referenced project to' determine the vertical location of the building pad. The above mentioned was found as follows: LOT ADDRESS FORM(DESIGN) FORM(FIELD) 89 78155 Masters Circle 118.50' 118.70' L.S. 5479 F 3 LS 5479 EXPI 0:o I y Q. r " m 1 ®a ° Concorde Consulting Group Construction Man3ge'ment • Pr.<Iject Management a Engineering a Deve.loprnenl. i November 7, 2000 Mr. JcITLohman - uio FRx C 7co ) 5-16 62-63 Projeci Superintendent Andrew Pierce Corp Palm Desert. CA Re: L.ot.,# $9-;--Troditions, La Quinta, CA Structural Observation Dear )crf, Per the inspection, and my review of the construction, the framing/foundation conctniction is in accordance with the structural design specifications. I f you have any questions, please :all me. Sincerely, ripa, SE, PE Principal CC. K aj . Natayanan — CC Furgi - Framer No• . A F 803 OF 3505 Camino Del Rio South. Suite # 350 San Diego, Ca 92108 Ph: (619) 516-3377 Fax: (619) 516-3385 4511 E. Sunnydunes Road Ste. # E Palm Springs, Ca 92264 Ph: (760) 322-8026 Fax: (760) 416-1893 T 'd EiSb1. - EOb (92-9;=1TJ)I dZS : TO 00 LO /yob: 4 S J Q -• — — — — — — — — — — — — — I I I I I I I I I I I I I I I I J I I I I I I I I I I I I I I I L ------------J i6+ L 3 JV-rr z e 0 q C 00 Q s 60 N , 41 V) 0A N 0 X ° N T r h M3 <r S J Q -• — — — — — — — — — — — — — I I I I I I I I I I I I I I I I J I I I I I I I I I I I I I I I L ------------J i6+ L 3 JV-rr z e a q C 00 Q s 60 J a , M Q. 3 w V) i6+ 3 z e C n z ',a AW C N ° r o r s In y Lo o Z X` M LS LO M .a En 0 ° r co 77 Q ° 7 r Q r a o r L Q Q o Z ° 3 r X u0 v i 1 i _ 1 ,y ;1 IN 1;1=,12 s%s 1 . ' 1 „ /iiia'. G!/, ..' „ +' .r/ -'i; ;• - - '- 09 W 7i -- l/1 o - o / Lo LO a i00i S I LU rxp, 61 OF q. L. CA STRUCTURAL DESIGN CALCULATIONS FOR ANDREW PIERCE CORPORATION 78155 MASTERS CIRCLE TRACT 28867, LOT 89 LA QUINTA, CALIFORNIA TABLE OF CONTENTS Section 1 -- General Section 2 -- Gravity Load Analysis Rafters/TJ Is Roof Beams CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATEZ B ByL Section 3 -- Lateral Load Analysis Seismic Analysis -- Right -left Direction — G to i D ,, O N E S 0— l o Seismic Analysis -- Front -back Direction R 19 L , uCS Columns/Foundations Section 4 -- Connections Prepared By- Concorde Consulting Group, Inc 9340 Fuerte Drive, # 200 San Diego, California 91941 LTrlC.6 C.-Of Satellite Office: 4511 E Sunnydunes, # E / Vo Palm Springs California 92264 Revision: 1 Dated: 4/24/00 Gl o/ ro -7 - l o - o -o '7. tS• vD For: Plan Check (JG F G PG 52654 Exp. y03 ii S1z G Prepared By- Concorde Consulting Group, Inc 9340 Fuerte Drive, # 200 San Diego, California 91941 LTrlC.6 C.-Of Satellite Office: 4511 E Sunnydunes, # E / Vo Palm Springs California 92264 Revision: 1 Dated: 4/24/00 Gl o/ ro -7 - l o - o -o '7. tS• vD For: Plan Check (JG F G PG 52654 Exp. y03 ii SECTION 1 -- GENERAL (LOADS, CODES, MATERIALS AND SPECIFICATIONS) A. Gravity Loads Roof Dead Loads = 24.00 psf Roof Live Loads = 20.00 psf B. Lateral Loads -- SEISMIC Seismic Design Base Shear (1997 UBC Section 1630.2.1) Zone Factor = 0.4 Seismic Coeff. Ca = 0.44 Na Near Source Na = 1.1 Coefficient R (1997 UBC Table 16-N) Light bearing walls (ply = 4.5 Steel OMR F, R = 4.5 Cantilevered Columns, R = 2.2 Load divisor = 1.4 Seismic Shear, V = (2.5 Ca/R)W _ (2.5x0.44x1.1/4.5) W V shear walls = 0.269 W V cantilever Cols = 0.550W Design V shear wall= (0.269/1.4) W = 0.193 W Design V cantilever= (0.550/1.4)W = 0.393 W C. Lateral Loads -- WIND Wind Speed = 80 mph Basic Wind Pressure = 16.4 psf Exposure = C Factor, Ce = 1.13 Factor, Cq = 1.3 Factor, I = 1 Effective Wind Pressure = gxCgxCexl = 16.4x1.13x1.3x1.0 = 24.09, say 24.0 psf A P D. Code: 1997 UBC CODE E. Soils Parameters provided by: using code default limits (soil report not available) q (allowable) 1000 psf F. Material Parameters Steel Structural Steel Shapes/Plates Structural Tubes Structural Pipes G. Concrete/Masonry ASTM A36 ASTM A-500, Grade B ASTM A-53, Grade B Normal Weight f (28days) 2500 psi Masonry fm 1500 psi H. Lumber Lumber Douglas Fir Larch # 2 Manufactured Items Truss Joist TJI/TJL/TJW/Parallam I. BOLTS Typical High Strength J. WELDING Typical ASTM A-307 ASTM A-325 only when noted E-70XX electrodes 3 SECTION 2 -- GRAVITY LOAD ANALYSIS BEAM TAG INFORMATION IS SHOWN ON THE FRAMING PLAN PROVIDED WITH PACKAGE 4 NEW Lo7 8 9 OF /q ND ,E (.✓ P!EItCE P/V RAFTER SUMMfI RX 4-Z-5-00 v BEAM NAME LOCATION SPAN LoAps SIDE c1-1csEA/ RAFT£ ,#I (ZADf AL F-rER9F OCTAGON M ' /= 2. LL= Za 2 x )o RooF TL= 9,-t = 88 S L- Ne vY LoT 8 9 C ff" AKD.2 W PI FRC E BFB M 5vmMt1 KY OK 9.29 --ch .I- - 2`r-- o oOl REAM LocATloN SPAN L0,9 pS S(ZE NAME TW= TKIBuiA(tY WrDTN cf/osEA/ LL= 20 . , x 9.5. -71- f- *4- x #'5 6 #Z Ul LL = 20 ` x 11.5.x" 0 - z3 TL= X ll. S# BEAM 5.0 TW = 3,r10 4, - GO TL X 3' = 13 2- 6 .11 m v ./V)f=--yV x OT 89 96)5 M S UMMA f f Y -- Z --002O BEAM LocgTloN SPflN LOA PS SfZE NAntE cf/osE/t/ FlM 3.5 TW= Zv 7• . x 8 Ci9PPAR6NTLr,) LL 2-0 j5 =7.5# 330 BEAM #5 4N HO LO K 11,Z+-oo 5 Et) m rl G TV/ 6./X 10 LL = 2-0 p4 x 1 2, I - = sea V- NE w ?Lzt L.oT 89 I E c 6.1 pl*- ,n,., K -- zt- 0 0 get► M s CIMMA Ky U.. BEAM LocATlon! SPAN LOA P5 SIDE NSE ci/OsEAV EAMrz.5 TW — 3jet nur. #7 LL = Z0 v = 13Z BEAm (?an. ,QA, I2.5 -'W= 2Z + (p SX I I - +I= 13,5 1 7 LL= ZD WoRKC-K -# = 270 6'aii.4W T VV I 67/X I I -- MAIN LL= ZO X1 -2-73.5, = o = 49- )2 x 13. S,gt DoT 8 9 PIERcE zc,. 436A M s CIMMA K ,BEAM LocgTlolJ SPAN LOA p,S SIDE AI,yME cf/osEW BEAM f 120c TW = 3, b ( 6 X g Lt- ZO ,;t,-, = 132 v BEAM 6.Q, 18.5 7-W— Z Z + ,g 5 e x 13 2 I2.5+1=13.5 GL[3 MAI L L= zn .,. x 13.117E =zoo TL = 44 v - )(13.5;lft, BEAM 18.5 Tin/ = 3 (rn, . ,: , X lo #12 x 3, b I iVE IW LOT 89 of i9N0 KE b✓)tv P IEkcF yv gem m s vmM/1 Ky --- z9-- o 00 BEAM LocATlaN SPflN LOA PS SIDE NAME cf/osEt/ BEAM .3.7 TW= Z2 =I3.5 6'X $ # 13 L L = zo x13, , V =zoo L = = 59 TW= 3 W= 2 . o c x g # 15 = 3+2 - 5 b LL= z0 ' r -X-5 , = 100 Al = z20 ff J 2 NEW .oT 89 ` o 100REW MEKcE 16- -oo Bff M s C/MM/l &Y BEAM LOCATION SPAN LOA PS SIZE AIf1M E Cf/0SEA/ BEAM BS= TW = 3.5+ 6X 7/. 5 Tom= 9-4- s,0 OH= xt" = 198 92 .1.5 -r W= 3# Com) s x 8 20 x 3, b TL= 49- x3, ,b =132. BEAM 5. S T W= 3jtrfi n CX8 IV5w OF Alv9KE w LoT 89 Pl k cE K t o0 7 Bf m 5C/MM/l , ly BEAM LOCATION SPAN LOA 0,5 SIDE N/1ME Cf/0sE,✓ &FAM . 5 I W= 3.fb (mom 6'x 8 #19 a AM 2.1 7w x8 20JPF 0 v 5EAM3. TVV = 1 iL 2-0 1 qxC-0 J7 =1zo TL X 12 New X97 89 9F AIY,D EW ,gffom m s UMMA K ISEAM LOCATION SPt1N LOA p.S Si2E NAME Cf/0SEit/ , aFAM 9.7 TW= 6 x 8 ZZ ' LL = ZO#?3 80 LA LL= ZOxS.S,&b TL - BEAM 8.2 TW= Z =85 6X g LL 4, x 8. 541 f 70 ; 2,4A 37 '94 12 NEW LoT 89 of ANOR V IER gff; M suMMtt IBEAm LocATlolq SPflN LOA PS SIDE NAME cf/0sE,✓ —Fw +2-,o cx lo 4216 = 7j t+-4t.= = 180 39C BEAM 2 0 TW +2, #27 14 --9I 000-4-z---& X'V VWWI) 5 W V.9g M,3y0Nd ---40 E8 / 07 144-gN 9 4-6 = 7L wv g oz_77 8 -9a z z- + wd 9 X J-c.-rj/ -b-6 = 'LL p4'L H x oz= -ZI X9 N s y 3w N 90 V07 Nods Noile-)07 we38 000-4-z---& X'V VWWI) 5 W V.9g M,3y0Nd ---40 E8 / 07 144-gN n MFS DoT 89 of Rn OK ✓ iIEK E k- --z1--QQ Bff m s vMM/l KY BEAM LocgTla/J SPflN LOA PS SIDE AIi9ME EAM 2, 5 TAkEN 31 4t. s ME t1s /3EAm 3Q B.0.8, aFA"' 13.8 rW= 2 +i- b GX12 LL =2o x la pb o 7L= 44 x 10,0 [433 13.8 TW = = 6b 6 X LL = Z x T, o. B. = 12-0 , yl TL = ti- ,,, , x 6yu IS=I" = z69 - ►6 IVAE w 9F NDRE V) DoT 89 PI E ,cF v /< +-zt- 00 Bf4 m s UMMA K SEAM LocATloN SPAN LOA 03 S( E NMt E ci/osE t/ REAM I3,$ 7'W= 2' Z Cx I+ X34- 10 +2= I2it 20 P/4 X IZ,f 0 1#4 12, b TL I o.o TW = ' 2 = C. s,P 6 x g LL= Zox6.s,fl .0, B. = 13 0 4.. TL=4-9-x 2$6 FBEAM 1000 TW = Z -+Zarb GXIO 36 1) LL _ 2oqx CEL TL IO -e" =9'18 I-) R xv vwk//*) S W V39 68 1.07 M-:7,yoNv _::j o M --7j/I/ (45',9 x 63 o C w 1 x-9 '9M -Lo • zI 9 (Xigro —( (oGZ ON3 H9v9 Z .►- X oz= ctos 4V5N adol D I X ' 'Y" ' Dig* sdN wd 9 „a;si qi. r x -9 OV . IV00'1• OZ = -7 7 L.E x .9 ollel W 65 eq N-3so/vo wv/V l S 90 V07 /V V d S N o 11d') 07 W V 39 xv vwk//*) S W V39 68 1.07 M-:7,yoNv _::j o M --7j/I/ OF f1NO2FW PEER«, `r-29'-00 r "' kvyr-//< 9 -29 -00 Bell m s UMMA KY IBEAM LOCATION SPAN LOA PS Sl2E AIf1ME Cf/oSEA I , (afA /Z4 0 TW 2 + 2,0 8.9. B. LL = zo x IOp ='zoo TL = 49' x 10,V16 fAM II TW== 71P9 -)<IO 41 • L L = z 0, ,,, x 7. T,0,6, = 19-0 . .Q. .. 7,015'-0, = 308 SEAM /I.O TW - + Z . o X I O mfr., s -L = 2-0p-4 x 7,P6 . -4 - x 7 ib = 308 Z)4 N NEW OF 191yopEW nzt 064, LoT 89 A5A CF ozg tj, /A -I- - 2-t - 00T ,ge/l m s vMM/l (Ky t-2.9--00 & BEAM LocgTlolJ SPAN LOA p,S SIDE NAME B£AM RHOIAL 140 -T VV 3+3= , X 10 A5m8E( ZCIL4 x i o OF caNE /P\o o F 7-1— + x -= Z64f- A 4. SPAM LARGE 9.. T , / = 3,, b ^r^^^ 5g X I62 CONCerTRn LOAD f oNE - LL -=20 x3, = 0 L= 4-4-x 3, t=13 GLB M pSPA 124 Q 618 # ak yi_ Pz= i4iI #k 2o,s,&t BEAM LARFE 6 TW=3- C ) 6X 19- jc aNcENiRATED LO AOS L D LL=zo x3 b=60 L= 9`'9-x3=132f4 P = ,2 ;, e, Zas-t ,, = 5 g XIZ GAB z L7teU 1411# 13# z NEW DoT 89 OF AnORIEW PiERcF) IAI,,-J AV, .mak 4- z -f-- o0 CO)L- M SUMMA KY 9--29-- 00 9 SEAM LOCATION SPAN LOA p,S SIDE l✓f1ME Cf/oSEit/ , FOAM /0.3 TW= �z + z 4 1,0G x 10 #� � = y+2.5 +I = 12.5 LL= 20 X 1z,5p 2 50 TL �-J- /?4,x / z @ = 5-5 o �b4 a7 10.3 TW +iP G x g L L = 29�pr�, X �ZLJ i = 120 TL X�� U815AM +1,,5 4t, �I NE id OF AlyoAEW 4 -OT 5. PIF,eCeJ?-,e -2.9- - 00 /7 ge:, j M S CIMMA Iii' SEAM LocATIoN SPAN LOA 0,5 SIDE NRME ci/osEA/ , BE,gM #9'9 NaT FouND BEAM 9. o T W= 2 + I 6 x g 3 +1 LL r4i / 1--pl TL = 17 1;4 BEAM 3.5 TW = 3, t C/ ,-x 8 #51 as IV,5kl LOT 89 ,gff' m sC/MMA KY SEAM LOCATION SPAN LOA PS SIDE NAME cf/osEA/ BEAM .O TW= #52 = 9-+I = s- b L L= 20 44 x S = I00 TL. 49', 4 X S, b = z2o 24 TW = z + Ilk 10 4#53 _ -+ I =- LL- LL- = zo1r. = 3a a A TL = `f-4` X I54A = 660 3*5 TW= + 34) 6-)(8 LL 7,f6 Tj- x 7,fb V. T = 306 A I W NF w OF AtYDREW LoT 89 PIER cF z 5-o0O gff- M s CIMMA KX BEAM LocAT1o/J SPAN LOA PS SIz E NAME cf/ sE,✓ BEAM 745 TW #55 - Lam— 20Io,gJb 0 o TL= ++ BEAM 9.2- ?W= i -I- 3,0 c X 10 64- 7+73 LL= Z 0 p.,.& x I 0 C = 200 TL= y-4 x 10.0 ,P4 =gip SfFAM -Tw 12-0 4 x 10 6+ = 15 4* LL= 20r4 x Is,Pb = 300 TL q -9- x Is ff" = 660 NEW LOT 89 OF A NPREW /'lEIZCi eL,e v 7tzdt4/, ,% `F- 200 ,glff 4 m s vMM/pl KY I --z,5-00(9 BEAM LocATlolq SPAN LOA ps SIDE NfiM E B£AM 7. o T = 3, I -L = Zox 7L= 3 Z'j O 3I" 0 8.s -Tw= + 2 6x n/, - L = 20 . . x I o, s,f6 = 210 TL= 9-9- x lo. = 62 BEAM % S TW = Z + 3, 7b 6' x 12- 46-0 = 7+3 jet - LL 20 Iv ' 4/t NE -k/ Loi 89 of f ND R E ln/ PI ERc J ev,, 9,T'f j M S Umm/ j Iii' `i'-7-5-00 21 SEAM LOCATION SPAN LOA 0S SIDE NAME c1-10sEA/ BEAM 7.0 TW = 3. b Crn ' 6 x 8 . !-6:I ,, L L = ZO to, x 341 TL= 9-9- x 3. = 132., r13AM8.8 -fV✓= Z +3 6x u LL=2oP4 x II. = zzo 14 TL = 49, x 17 7-W.= nFA 2 2 = 7+3 5a X 12 GAB LL = 29 o- X I o = ZO 0 TL = --f- 1- x IQ. b = 9' `I-0 fA - 26 AI EW L oT 0 OF A NDRE IA✓ P IFRCI5J ,gfm m s vMM/l KY 1--2 5-00ZZ SEAM LOCATION SPflN LOADS SIDE NaME cHOsE,✓ BEAM I . 5 TK/= G' x I 0 =7,5+1 9lp LL= Z0/P4 x 9 = 180i4 x = 396 BEAM . 5 TW 4-X I Z #65 L L= 20 P*=1804 P = z21o # BF M /7 TW = 'z +'z sBX ZGLe LL= 20//Z4 x 13 = Z6 TL = 9-9- x 13., b = 572 2 NEW LoT 89 OF fiNO/t,EW PfERCi /7LV-J)% ) 9E4M SUMMfi Rx BEAM LOCATION SPAN L0,9ps SIDE YAM E ch0sE,✓ BEAM lo, s TW = `2 + 1 t^9jt G x 10 #67 4.L= zo ,,,,g, x 80 A- I- = 396 6S f 5+9 4- L:-= 2 0 f4 /X = 36 0 p TL = 49- - x 18. -7 92 BEaM 27 7W_ + Z 5-!-X 19Z 2- 74- 13 4t 3 LL= 70 1 0' 6-2- X I8 Gas Tc. 14 x 13, t = 57z - 4 m A Z ISG w/) S W 430,-52` Coo- Loi MSN ozl = . 0-6 = xol'DI_-7-7 6'-bZ 11 WV3g ZIxaS 9xGo£ W)xol = -7 no IL-# 91 x9 9 _ i +s= s61 s 13 .L os = -77 S1-17 1 ,31n0 OL# =M1 N .svy 3wb'N sado7 Nods Noilb 07 wd39 ISG w/) S W 430,-52` Coo- Loi MSN NC W DoT 89 OF 1,O1NDREw/ P EKcF OLe q,tk,,i 00 gE m 5uMMt1 Ry BEAM LOCATION SPflN LOA PS SIDE NMtE CHosE / BEAM TRE ALIS 20.5 TV✓ _ i S8 X 132 #-73 OVTER P} LL=10 X7. GLB =74 X iL= 30 = 210 162 '] ED LL=f9 xll, b =. I( Q, 4 7c-= 30 /P4 x I I, b = 330. T(ZELLIS p ; v TW= 3 n#75 ouTE(L LL= IQ, -o- .. X3, DOGE = 30 " d, )(3 4A. /rrvvr%A/rrjwy 30 NEW LQT 89 of ANo Awl REW il-111, P r RcF Z.et ,Benj M S UMMA lkx 9--zj-00z BEAM LOCATION SPAN LOA P.5 SIZE N,9ME cf/osEA/ n;7M6 76 OUTCK LL= 10 x -3-0 OGF = 30 , = 99 B 6AM CB; m Ll TP\E L -5 TW 07 + #77 ov i EK PDGF LL=14p4x t I . b 7L 30 x lqb crl l = 33 0 3( NEW LOT 89 OF ANDREW PIERCE J 4-25-00, DWG FROM K 4-24 RAFTER 1 (OCTAGON) Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 2x 10 DF -L #2 Conditions Min Bearing Area R1= 1.0 in' R2= 1.0 in' DL Defl 0.23 in Data ;!Beam Span ! Beam Wt per ft Beam Weight 13.5 ft 3.37 # 46 # Reaction 1 Reaction 2 Maximum V 617 # Reaction 1 LL 270 # 617 # Reaction 2 LL 270 # 617 # Max Moment 2082'# Max V (Reduced) 546 # TL Max Defl L / 240 TL Actual Defl L/400 LL Max Defl L / 360 LL Actual Defl L / 913 Attributes -- — -Se ction (in') — Shear (inz) TL Defl (in) — -- — - --- - - -- LL Defl - Actual 21.39 13.88 0.41 0.18 - --- - Critical 15.99 6.90 0.68 0.45 Status OK OK OK OK Ratio J 75% 50% 60% 39% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values 1250 95 1.7 625 -- Base Adjusted 1563 119 1.7 625 Adjustments i CF Size Factor 1.000 - — i Cd Duration 1.25 1.25 Cr Repetitive i Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. — Loads Uniform TL: 88 = A Uniform LL: 40 Uniform Load A R1 7 R2=617 SPA 35 Uniform and partial uniform loads are lbs per lineal ft. 3 NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 1 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 8 DF -L #2 Conditions -- Min Min Bearing Area R1= 0.8 int R2= 0.8 int DL Defl <0.01 in. Data Beam Span 2.3 ft Reaction 1 492 # Reaction 1 LL 219 # Beam Wt per ft 10.02 # Reaction 2 492 # Reaction 2 LL 219 # Beam Weight 23 # Maximum V 492 # Max Moment 283'# Max V (Reduced) 225 # TL Max Defl L / 240 TL Actual Deft L / >1000 LL Max Defl L / 360 LL Actual Defl L/>1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL Deft Actual i 51.56 41.25 0.00 <0.01 Critical 3.88 3.17 0.11 0.08 Status OK OK OK OK Ratio 8% 8% 1% 1% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values !Base Values 700 85 1.3 625 _— Base Adjusted 875 106 1.3 625 Adjustments i CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations - Loads Uniform TL: 418 =A Uniform LL: 190 Uniform Load A — -- zill R1 =492 R92 SP orm Uniform and partia are lbs per lineal ft. 33 NEW LOT 89 OF ANDREW PIE BEAM 2 Choice ! 6x 8 DF -L #2 Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads J 4-24-00, DWG FROM K 4-24 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Min Bearing Area R1= 1.9 int R2= 1.9 int DL Defl 0.01 in j Beam Span 4.5 ft Reaction 1 1161 # Reaction 1 LL 518 # Beam Wt per ft 10.02 # Reaction 2 1161 # Reaction 2 LL 518 # Beam Weight 45 # Maximum V 1161 # Max Moment 1306'# Max V (Reduced) 839 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in 3) Shear (int) TL Defl (in) LL Defl 51.56 41.25 0.02 <0.01 --` 17.91 11.84 0.22 0.15 OK OK OK OK 35% 29% 8% 6% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) F Base V I ----- - - - a ues 700 85 1.3 625 Base Adjusted 875 106 1.3 625 nr n Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Uniform TL: 506 =A Uniform LL: 230 j Uniform Load A I R1 - 1161 R2 1161 SPAN = 4.5 FT Uniform and partial uniform loads are lbs per lineal ft. 34 NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 3 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 8 DF -L #2 _ -- — -- ---- - - Conditions - Min Bearing Area R1= 0.6 in R2= 0.6 in DL Defl <0.01 in. Data Beam Span Beam Wt per ft 5.0 ft 10.02 # Reaction 1 Reaction 2 355 # Reaction 1 LL 150 # 355 # Reaction 2 LL 150 # Beam Weight 50 # Maximum V 355 # Max Moment 444'# Max V (Reduced) 266 # TL Max Defl 'L / 240 TL Actual Defl L / >1000 I LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in3) Shear (inz) TL Defl (in) LL Defl - Actual 51.56 41.25 0.01 <0.01 Critical 1 6.09 3.76 0.25 0.17 Status :. OK OK OK OK Ratio 12% 9% 3% 2% Values Base Values Fb (psi) 700 Fv (psi) 85 E (psi x mil) Fc (psi) 1.3 625 - - -- Base Adjusted 875 106 1.3 625 Adjustments CF Size Factor 1.000 — Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 132 =A Uniform LL: 60 Uniform Load A ' R1 = 355 --------------- R2 = 355 SPAN = 5.0 FT Uniform and partial uniform loads are lbs per lineal ft. -35- NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 4 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 8 DF -L Conditions - Min Bearing Area R1= 1.0 in' R2= 1.0 int DL Defl <0.01 in. Data ( Beam Span Beam Wt per ft 3.5 ft 10.02 # Reaction 1 Reaction 2 595 # Reaction 1 LL 263 # 595 # Reaction 2 LL 263 # 'Beam Weight 35 # Maximum V 595 # Max Moment 521 '# Max V (Reduced) 383 # TL Max Defl L / 240 TL Actual Defl L / >1000 'LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in') Shear (int) TL Defl (in) LL Defl Actual 51.56 41.25 0.00 <0.01 _ --- Critical 7.14 5.40 0.17 0.12 Status OK OK OK OK Ratio 14% 13% 3% 2% Fb (psi) Fv (psi) E (psi x mil) - Fc ± (psi) Values Base Values 700 85 1.3 625 ­ .. .. - Base Adjusted 875 106 1.3 625 Adjustments j CF Size Factor 1.000 — - - - - Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress i Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 330 =A Uniform LL: 150 Uniform Load A i I R1 595 R 95 CSPAN = 3.5 FT Uniform and partial uniform loads are lbs per lineal ft. 36 NEW LOT T7897OFANDREW J 4-24-00, DWG FROM K 4-24 BEAM 6 —DF Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 10 -L#2 — - ------ - Conditions --- Min Bearing Area R1= 4.3 int R2= 4.3 int DL Defl 0.13 in Data ? Beam Span 10.0 ft Reaction 1 2703 # Reaction 1 LL 1200 # Beam Wt per ft 12.7 # Reaction 2 2703 # Reaction 2 LL 1200 # Beam Weight 127 # Maximum V 2703 # Max Moment 6759'# Max V (Reduced) 2275 # TL Max Defl L / 240 TL Actual Defl L / 505 ! LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (inz) TL Defl (in) LL Defl Actual I 82.73 52.25 0.24 0.11 Critical i 74.15 32.12 0.50 0.33 Status I OK OK OK OK Ratio 90% 61% 48% 32% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values ; Base Values 875 85 1.3 625 Base Adjusted 1094 106 1.3 625 Adjustments CF Size Factor 1.000 ---- -------- Cd Duration 1.25 1.25 Cr Repetitive •. Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 528 =A Uniform LL: 240 Uniform Load A -" -- R1 = 2703 R2 2703 SPAN = 10 FT Uniform and partial uniform loads are lbs per lineal ft. 3 NEW LOT 89 OF ANDREW PIERCE) J 4-24-00, DWG FROM K 4-24 BEAM 7 (COMPANION) E (psi x mil) Fc (psi) J Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice ; 6x 8 DF -L #2 I Base Adjusted 875 106 1.3 625 Adjustments CF Size Factor 1.000 -- -- Conditions 1.25 1.25 Cr Repetitive Min Bearing Area R1= 1.4 in' R2= 1.4 in DL Defl 0.18 in Data Beam Span 12.5 ft Reaction 1 888 # Reaction 1 LL 375 # Beam Wt per ft 10.02 # Reaction 2 888 # Reaction 2 LL 375 # Uniform LL: Beam Weight 125 # Maximum V 888 # Max Moment 2774'# Max V (Reduced) 799 # TL Max Defl LL Max Defl L / 240 L / 360 TL Actual Defl LL Actual Defl L / 484 L/>1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl Actual ! 51.56 41.25 0.31 0.13 ' Critical I 38.04 11.28 0.63 0.42 Status OK OK OK OK Ratio 74% 27% 50% 31% Uniform Load A Z R1 = 888 R2 888 SPAN = 12.5 FT Uniform and partial uniform loads are lbs per lineal ft. 3? Fb (psi) Fv (psi) E (psi x mil) Fc (psi) J Values ; Base Values 700 85 1.3 625 I Base Adjusted 875 106 1.3 625 Adjustments CF Size Factor 1.000 -- -- Cd Duration 1.25 1.25 Cr Repetitive I Ch Shear Stress ! Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. - _ Loads Uniform TL: 132 =A Uniform LL: 60 Uniform Load A Z R1 = 888 R2 888 SPAN = 12.5 FT Uniform and partial uniform loads are lbs per lineal ft. 3? NEW LOT 89 OF ANDREW PIERCE BEAM 8 (MAIN WORKER) Choice 1 6x 14 DF- ##2 Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads J 4-24-00, DWG FROM K 4-24 Prepared by: jw Date: 4/20/00 Min Bearing Area R1= 6.1 in' R2= 6.1 int DL Defl 0.13 in BeamChek 2.2 i Beam Span 12.5 ft Reaction 1 3825 # Reaction 1 LL 1688 # Beam Wt per ft 18.04 # Reaction 2 3825 # Reaction 2 LL 1688 # j Beam Weight 226 # Maximum V 3825 # Max Moment 11954'# Max V (Reduced) 3137 # TL Max Defl L / 240 TL Actual Defl L / 655 'LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in 3) Shear (int) TL Defl (in) LL Defl 167.06 74.25 0.23 0.10 132.88 44.28 0.63 0.42 OK OK OK OK 80% 60% 37% 24% Fb (psi) Fv (psi) E (psi x mil) Fc l (psi) Base Values 875 85 1.3 625 i Base Adjusted 1080 106 1.3 625 CF Size Factor 0.987 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Uniform TL: 594 =A Uniform LL: 270 j Uniform Load A R1 =3825 R2 =3825 SPAN = 12.5 FT Uniform and partial uniform loads are lbs per lineal ft. 39 NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 9 (MAIN WORKER) ValuesBase Values 875 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 14 DF -L #2 1.3 625 Adjustments , C F Size Factor 0.987 -- - —"— - - I Cd Duration 1.25 1.25 Cr Repetitive Conditions Ch Shear Stress ----- ---- - Cm Wet Use Min Bearing Area R1= 6.2 int R2= 6.2 int DL Defl 0.13 in Data Beam Span 12.6 ft Reaction 1 3856 # Reaction 1 LL 1701 # Beam Wt per ft 18.04 # Reaction 2 3856 # Reaction 2 LL 1701 # Beam Weight 227 # Maximum V 3856 # Max Moment 12146'# Max V (Reduced) 3167 # i TL Max Defl L / 240 TL Actual Defl L / 640 I LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in') Shear (int) TL Defl (in) LL Defl Actual I 167.06 74.25 0.24 0.10 Critical 135.01 44.72 0.63 0.42 Status I OK OK OK OK Ratio 81% 60% 38% 25% Fb (psi) Fv (psi) E (psi x mil) Fc.]-(psi),- cI(psi)Values ValuesBase Values 875 85 1.3 625 - ----- Base Adjusted 1080 106 1.3 625 Adjustments , C F Size Factor 0.987 I Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 594 =A Uniform LL: 270 Uniform Load A — R1 =3856 R2 =3856 SPAN = 12.6 FT Uniform and partial uniform loads are lbs per lineal ft. NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 10 (COMPANION) Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice '176 8 DF -L #2 - Conditions Min Bearing Area R1= 1.4 in R2= 1.4 in DL Defl 0.18 in Data Beam Span 12.6 ft Reaction 1 895 # Reaction 1 LL 378 # Beam Wt per ft 10.02 # Reaction 2 895 # Reaction 2 LL 378 # Beam Weight 126 # Maximum V 895 # i Max Moment 2818'# Max V (Reduced) 806 # TL Max Defl L / 240 TL Actual Defl L / 473 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (inz) TL Defl (in) LL Defl Actual 51.56 41.25 0.32 0.14 Critical 38.65 11.38 0.63 0.42 Status OK OK OK OK Ratio 75% 28% 51% 32% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values 700 85 1.3 625 — — Base Adjusted 875 106 1.3 625 Adjustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 132 =A Uniform LL: 60 R1 = 895 R2 (EE = 12.6 FT Uniform and partial uniform loads are lbs per lineal ft. 41 NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 11 (MAIN WORKER) Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 5-1/8x 13-1/2 GLIB 24F -V4 DF/DF — -- --- i Conditions — — Min Bearing Area R1= 8.7 in R2= 8.7 in DL Deft 0.47 in Suggested Camber 0.71 in Data lBeam Span 18.5 ft Reaction 1 5650 # Reaction 1 LL 2498 # I Beam Wt per ft 16.81 # Reaction 2 5650 # Reaction 2 LL 2498 # Beam Weight 311 # Maximum V 5650 # Max Moment 26131'# Max V (Reduced) 4963 # TL Max Defl L/240 TL Actual Defl L/261 LL Max Defl L / 360 LL Actual Defl L / 591 Attributes Section (in 3) Shear (inz) TL Defl (in) LL Defl Actual 155.67 69.19 0.85 0.38 Critical 104.53 31.34 0.93 0.62 Status OK OK OK OK Ratio 67% 45% 92% 61% Fb (psi) Fv (psi) E (psi.x mil) Values Base Values 2400 190 1.8 ! Base Adjusted 3000 238 1.8 650 Adiustments i Cv Volume 1.000 --- - -- Cd Duration 1.25 1.25 i Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 594 =A Uniform LL: 270 Uniform Load A t R15650 R2 5 50 (SPAN = 18.5 FT Uniform and partial uniform loads are lbs per lineal ft. - NEW LOT 89 OF ANDREW PIERCE BEAM 12 (COMPANION) Choice 6x 10 DF -L #2 Conditions Min Bearing Area J 4-24-00, DWG FROM K 4-24 Prepared by: jw Date: 4/20/00 BeamChek 2.2 R1= 2.1 int R2= 2.1 in DL Defl 0.44 in Data !Beam Span 18.5 ft Reaction 1 1094 Beam Wt per ft 12.7 # Reaction 2 Beam Weight 235 # Maximum V Cr Repetitive Max Moment 6190'# Max V (Reduced) i TL Max Defl L / 240 TL Actual Defl LL Max Defl L / 360 LL Actual Defl Attributes Section (in 3) Shear (in') TL Defl (in) Actual 82.73 52.25 0.75 Critical 67.92 17.28 0.93 Status OK OK OK Ratio 82% 33% 81% Fb (psi) Fv (psi) 1338 # Reaction 1 LL 555 # 1338 # Reaction 2 LL 555 # 1338 # 1224 # L / 298 L/718 LL Defl 0.31 0.62 OK 50% E (psi x mil) Fc (psi) Values Base Values 875 85 1.3 625 ! Base Adjusted 1094 106 1.3 625 Adiustments I CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive 'Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 132 = A Uniform LL: 60 Uniform Load R1 338 R2 38 SPAN = 18.5 FT Uniform and partial uniform loads are Ibs per lineal ft. -3 NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 13 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 8 DF -L #2 ------- --- -- - -- _..__. Conditions — --- -- ----- —- - - - - - Min Bearing Area R1= 1.8 in' R2= 1.8 int DL Defl <0.01 in. Data Beam Span 3.7 ft Reaction 1 1117 # Reaction 1 LL 500 # Beam Wt per ft 10.02 # Reaction 2 1117# Reaction 2 LL 500 # Beam Weight 37 # Maximum V 1117# Max Moment 1034'# Max V (Reduced) 740 # TL Max Defl L / 240 TL Actual Defl L / >1000 'LL Max Defl L / 360 LL Actual Def] L / >1000 Attributes Section (in 3) Shear (in Z) TL Defl (in) LL Defl -- Actual 51.56 41.25 0.01 <0.01 Critical 14.18 10.45 0.19 0.12 Status OK OK OK OK Ratio 27% 25% 5% 4% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) ' Values ` Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 Adiustments CF S¢e Factor 1.000 -- ----- — Cd Duration 1.25 1.25 ! Cr Repetitive I Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 594 =A Uniform LL: 270 Uniform Load A - R1 1117 R 17 SPAN = 3.7 FT Uniform and partial uniform loads are lbs per lineal ft. 44 NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 15 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 8 DF -L #2 Conditions Min Bearing Area R1= 1.5 in' R2= 1.5 int DL Defl 0.05 in Data i Beam Span 8.0 ft Reaction 1 920 # Reaction 1 LL 400 # Beam Wt per ft 10.02 # Reaction 2 920 # Reaction 2 LL 400 # Beam Weight 80 # Maximum V 920 # Max Moment 1840'# Max V (Reduced) 776 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (in Z) TL Defl (in) LL Defl y_ Actual 51.56 41.25 0.08 0.04 -- -- Critical 25.24 10.96 0.40 0.27 Status i OK OK OK OK Ratio i 49% 27% 21% 14% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values !Base Values Base Adjusted 700 875 85 106 1.3 625 1.3 625 Adjustments CF Size Factor 1.000---"—"--"---'-------- Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress - 1 Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 220 =A Uniform LL: 100 Uniform Load A G R 9 0 R2 920 SPAN = 8.0 FT Uniform and partial uniform oads are lbs per lineal ft. .5 NEW LOT 89 OF ANDREW PIERCE J 4-25-00, DWG FROM K 4-24 BEAM 16 (CANTILEVER) Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 16x 8 DF -L #2 —; Conditions Overhang, -- Min Bearing Area R1= 2.1 int R2= 3.2 int DL Defl 0.04 in Data ; Beam Span 7.5 ft Reaction 1 1294 # Reaction 1 LL _56_2#__ Beam Wt per ft 10.02 # Reaction 2 2018 # Reaction 2 LL 874 # Beam Weight 115 # Maximum V 1294 # Overhang Length 4.0 ft Max Moment 1699'# Max V (Reduced) 1164 # Total Beam Length 11.5 ft TL Max Defl L / 240 TL Actual Defl L / >1000 OH TL Actual Defl L / 330 LL Max Defl L / 360 LL Actual Defl L / >1000 OH LL Actual Defl L / 728 Attributes Section (in 3) Shear (in') TL Defl (in) LL Defl OH TL Defl OH LL Defl Actual 51.56 41.25 0.06 0.03 0.29 0.13 Critical 23.31 16.44 0.38 0.25 0.40 0.27 Status OK OK OK OK OK OK Ratio 45% 40% 17% 11% 73% 49% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values I Base Values Base Adjusted 700 875 85 106 1.3 625 1.3 625 Adjustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 198 = A Uniform LL: 90 (Uniform Ld on Backspan Only) Point LL Point TL Distance Par Unif LL Par Unif TL Start End 400 B = 920 1.5 90 K = 198 (OH) 0 ­ 4.0 Uniform Load A K Pt loads:/' 1B R1 294 R 22 018 BACKSPAN = 7.5 FT OH = 4 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. 6 CNEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 EAM 17 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 8 DF -L #2 -- Conditions Min Bearing Area R1= 0.7 in R2= 0.7 in DL Defl 0.01 in Data I Beam Span 6.5 ft Reaction 1 462 # Reaction 1 LL 195 # i Beam Wt per ft 10.02 # Reaction 2 462 # Reaction 2 LL 195 # Beam Weight 65 # Maximum V 462 # Max Moment 750'# Max V (Reduced) 373 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (inz) TL Defl (in) LL Defl Actual i 51.56 41.25 0.02 <0.01 Critical 10.29 5.26 0.32 0.22 Status OK OK OK OK Ratio 20% 13% 7% 4% Fb (psi) Fv (psi) E (psi x mil) Fc - (psi) Values i Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments CF Size Factor 1.000 -- Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations Loads Uniform TL: 132 =A Uniform LL: 60 R1 = 462 R2 SPAN = 6.5 FT Uniform and partial uniform loads are lbs per lineal ft. (+I NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 21 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice i 6x 8 DF -L #2 -- — - Conditions Min Bearing Area R1= 0.8 in' R2= 0.8 in DL Def] <0.01 in. Data i Beam Span 3.7 ft Reaction 1 507 # Reaction 1 LL 222 # Beam Wt per ft 10.02 # Reaction 2 507 # Reaction 2 LL 222 # Beam Weight 37 # Maximum V 507 # Max Moment 469'# Max V (Reduced) 336 # i TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defi L/360 LL Actual Defl L/>1000 Attributes Section (in 3) Shear (in 2) TL Defl (in) LL Defl Actual r 51.56 41.25 0.00 <0.01 Critical i 6.43 4.74 0.19 0.12 Status OK OK OK OK Ratio 12% 11% 2% 2% Flo (psi) Fv (psi) E (psi x mil) Fc i (psi) Values '!Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 Adiustments CF Size Factor 1.000 i Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 264 =A Uniform LL: 120 Uniform Load A R1 = 507 R2 = 507 SPAN = 3.7 FT Uniform and partial uniform loads are lbs per lineal ft. EW LOT 89 OF ANDREW PIERCE fN J 4-24-00, DWG FROM K 4-24 BEAM 22 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 8 DF -L #2 — --'-- Conditions -- Min Bearing Area . R1= 1.4 in R2= 1.4 in DL Defl 0.08 in Data lBeam Span Beam Wt per ft 9.7 ft 10.02 # Reaction 1 Reaction 2 902 # Reaction 1 LL 388 # 902 # Reaction 2 LL 388 # Beam Weight 97 # Maximum V 902 # Max Moment 2188'# Max V (Reduced) 786 # TL Max Defl L/240 TL Actual Defl L / 791 'LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (inz) TL Defl (in) LL Defl Actual ! 51.56 41.25 0.15 0.06 Critical 30.01 11.10 0.48 0.32 Status OK OK OK OK Ratio 58% 27% 30% 20% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Base Values 700 85 1.3 625 - -` I Base Adjusted 'CF 875 106 1.3 625 Adjustments Size Factor 1.000 Cd Duration Cr Repetitive 1.25 1.25 Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 176 =A Uniform LL: 80 Uniform Load A i 0 R1 = 902 R22 -902 SPAN = 9.7 FT Uniform and partial uniform loads are lbs per lineal ft. 49 NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 2 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice f 6x 8 DF-L #2 ------ - Conditions -- Min Bearing Area R1= 1.2 int R2= 1.2 in DL Defl <0.01 in. Data IBeam Span 4.0 ft Reaction 1 768 # Reaction 1 LL 340 # Beam Wt per ft 10.02 # Reaction 2 768 # Reaction 2 LL 340 # Beam Weight 40 # Maximum V 768 # Max Moment 768'# Max V (Reduced) 528 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L/>1000 Attributes Section (in 3) Shear (in 2) TL Defl (in) LL Defl Actual 51.56 41.25 0.01 <0.01 — Critical 10.53 7.45 0.20 0.13 Status OK OK OK OK Ratio 20% 18% 4% 3% Fb (psi) Fv (psi) E (psi x mil) Fc-L(psi) Values Base Values 700 85 1.3- Base Adjusted 875 106 1.3 625 Adjustments . CF Size Factor 1.000 --- ------ Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 374 =A Uniform LL: 170 Uniform Load A i i R11 -768 R2 -768 SPAN = 4.0 FT Uniform and partial uniform loads are lbs per lineal ft. 5o NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 24 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice ! 6x 8 DF -L #2 ----- -- - -- - Conditions -- ---- -- - Min Bearing Area R1= 2.5 in' R2= 2.5 int DL Defl 0.09 in Data , Beam Span 8.2 ft Reaction 1 1574 # Reaction 1 LL 697 # Beam Wt per ft 10.02 # Reaction 2 1574 # Reaction 2 LL 697 # Beam Weight 82 # Maximum V 1574 # Max Moment TL Max Defl 3228'# L / 240 Max V (Reduced) 1334 # TL Actual Defl L / 634 i LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl Actual 51.56 41.25 0.16 0.07 Critical 44.27 18.84 0.41 0.27 Status OK OK OK OK Ratio 86% 46% 38% 25% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values 700 85 1.3 625 — -- Base Adjusted 875 106 1.3 625 Adjustments ! CF Size Factor 1.000 -- --- ---- Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 374 =A Uniform LL: 170 Uniform Load A R1 1574 Z5 R2 = 1574 SPAN = 8.2 FT Uniform and partial uniform loads are lbs per lineal ft. 51 NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 26 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice ; 6x 10 DF -L #2 Conditions ---- -- Min Bearing Area R1= 3.3 in' R2= 3.3 int DL Defl 0.10 in Data Beam Span 10.0 ft Reaction 1 2043 # Reaction 1 LL 900 # Beam Wt per ft 12.7 # Reaction 2 2043 # Reaction 2 LL 900 # Beam Weight 127 # Maximum V 2043 # Max Moment TL Max Defl 5109'# L / 240 Max V (Reduced) 1720 # TL Actual Defl L / 668 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl Actual 82.73 52.25 0.18 0.08 Critical I56.05 24.28 0.50 0.33 Status OK OK OK OK Ratio 68% 46% 36% 24% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values 875 85 1.3 625 i Base Adjusted 1094 106 1.3 625 Adjustments CF Size Factor 1.000 - -- - - Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations - Loads Uniform TL: 396 =A Uniform LL: 180 Uniform Load A R1 043 R2 = 2043 SPAN = 10.0 FT Uniform and partial uniform loads are lbs per lineal ft. 57- NEW LOT 89:01F ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 28 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 12 DF -L #2 Conditions Min Bearing Area R1= 3.9 int R2= 3.9 int DL Defl 0.23 in Data Beam Span 15.0 ft Reaction 1 2425 # Reaction 1 LL 1050 # Beam Wt per ft 15.37 # Reaction 2 2425 # Reaction 2 LL 1050 # Beam Weight 231 # Maximum V 2425 # i Max Moment 9095'# Max V (Reduced) 2115 # TL Max Defl LL Max Defl L / 240 L / 360 TL Actual Defl LL Actual Defl L / 444 L / >1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl Actual 121.23 63.25 0.41 0.18 Critical 99.78 29.86 0.75 0.50 Status OK OK OK OK Ratio i 82% i 47% 54% 35% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values Base Adjusted 875 1094 85 106 1.3 625 ---' 1.3 625 Adjustments CF Size Factor 1.000 ---- - Cd Duration 1.25 1.25 Cr Repetitive ! Ch Shear Stress '; Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 308 =A Uniform LL: 140 i Uniform Load A \ R1 25 R2 = 2425 SPAN = 15.0 FT Uniform and partial uniform loads are lbs per lineal ft. S3 NEW LOT PIER J 4-24-00, DWG FROM K 4-24 BEAM 29 OFNDREW Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 8 DF -L #2 -- --- Conditions — r - Min Bearing Area R1= 2.8 in' R2= 2.8 in DL Defl 0.11 in Data 'Beam Span Beam Wt per ft Beam Weight Max Moment 8.5 ft 10.02 # 85 # 3667'# Reaction 1 1726 # Reaction 1 LL 765 # Reaction 2 1726 # Reaction 2 LL 765 # Maximum V 1726 # Max V (Reduced) 1472 # TL Max Defl j LL Max Defl L / 240 L / 360 TL Actual Defl LL Actual Defl L / 539 L / >1000 Attributes Section (in 3) Shear (in 2) TL Defl (in) LL Defl Actual 51.56 41.25 0.19 0.08 Critical 50.29 20.78 0.43 0.28 Status OK OK OK OK Ratio i 98% 50% 45% 30% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values i Base Values 700 85 1.3 625 -- Base Adjusted 875 106 1.3 625 Adjustments CF Size Factor 1.000 - ---- --- Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 396 =A Uniform LL: 180 Uniform Load A = 1726 R2 SPAN = 8.5 FT Uniform and partial uniform loads are lbs per lineal ft. NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 30 (T.O.B.=15'-0") Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 10 DF-L-92--_ F-L#2 Conditions — ------- -- - - Min Bearing Area R1= 2.8 int R2= 2.8 int DI-Defl 0.17 in Data ;Beam Span i Beam Wt per ft 12.5 ft 12.7 # Reaction 1 Reaction 2 1729 # Reaction 1 LL 750 # 1729 # Reaction 2 LL 750 # Beam Weight 159 # Maximum V 1729 # j Max Moment i TL Max Defl 5404'# L / 240 Max V (Reduced) 1510 # TL Actual Defl L / 505 I LL Max Defl L / 360 LL Actual Defl L/>1000 Attributes Section (in') Shear (int) TL Defl (in) LL Defl Actual 82.73 52.25 0.30 0.13 Critical 59.29 21.32 0.63 0.42 Status OK OK OK OK Ratio 72% 41% 48% 31 Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Base Values 875 85 1.3 625 ------ I Base Adjusted 1094 106 1.3 625 Adjustments CF Size Factor 1.000 - ------ Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 264 = A Uniform LL: 120 — ----- -- - -- - - Uniform Load A - • R1 -1729 SPAN= R2-1729 T Uniform and partial uniform loads are lbs per lineal ft. S,!r CEEE IERCE Choice 6x 12 DF -L #2 Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads J 4-24-00, DWG FROM K 4-24 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Min Bearing Area R1= 5.0 inz R2= 5.0 inz DI-Defl 0.23 in Beam Span 13.8 ft Reaction 1 3142 # Reaction 1 LL 1380 # Beam Wt per ft 15.37 # Reaction 2 3142 # Reaction 2 LL 1380 # Beam Weight 212 # Maximum V 3142 # I Max Moment 10840'# Max V (Reduced) 2706 # I TL Max Defl L / 240 TL Actual Defl L / 404 LL Max Defl L / 360 LL Actual Defl L / 921 Section (in 3) Shear (in 2) TL Defl (in) LL Defl --121.23 63.25 0.41 0.18 -- -- —'- 118.93 38.20 0.69 0.46 OK OK OK OK 98% 60% 59% 39% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) 1 base values 875 85 1.3 625 -- Base Adjusted 1094 106 1.3 625 'Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations Uniform TL: 440 =A Uniform LL: 200 Uniform Load A r R1 -3142 R2 = 3142 SPAN = 13.8 FT Uniform and partial uniform loads are lbs per lineal ft. S6 NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 33 (T.O.B.=15'-1") Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 10 DF -L #2 Conditions --- Min Bearing Area R1= 3.1 int R2= 3.1 int DL Defl 0.25 in Data Beam Span l 13.8 ft Reaction 1 1909 # Reaction 1 LL 828 # Beam Wt per ft 12.7 # Reaction 2 1909 # Reaction 2 LL 828 # Beam Weight 175 # Maximum V 1909 # Max Moment 6587'# Max V (Reduced) 1690 # TL Max Defl L / 240 TL Actual Defl L / 375 LL Max Defl L / 360 LL Actual Defl L/865 Attributes Section (in') Shear (int) TL Defl (in) LL Defl Actual 82.73 52.25 0.44 0.19 _-- "— Critical 72.27 23.86 0.69 0.46 Status I OK OK OK OK Ratio I 87% 46% 64% 42% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values i Base Values 875 85 1.3 625 Base Adjusted 1094 106 1.3 625 Adjustments i CF Size Factor 1.000 i Cd Duration 1.25 1.25 Cr Repetitive I Ch Shear Stress Cm Wet Use Beam Chek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 264 =A Uniform LL: 120 Uniform Load A R1 -1909 R2 1909 SPAN = 13.8 FT Uniform and partial uniform loads are lbs per lineal ft. S-7 NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 34 (B.O.B.=10'-0") Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 14 Conditions - — - - - - - Min Bearing Area R1= 6.0 int R2= 6.0 int DL Defl 0.17 in Data 1Beam Span 13.8 ft Reaction 1 3768 # Reaction 1 LL 1656 # Beam Wt per ft Beam Weight 18.04 # 249 # Reaction 2 Maximum V 3768 # Reaction 2 LL 1656 # 3768 # Max Moment 12999'# Max V (Reduced) 3153 # TL Max Defl L / 240 TL Actual Defl L / 546 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl Actual 167.06 74.25 0.30 0.13 Critical 144.49 44.52 0.69 0.46 Status OK OK OK OK Ratio 86% 60% 44% 29% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Values . Base Values 875 85 1.3 625 - - Base Adjusted 1080 106 1.3 625 Adjustments : CF Size Factor 0.987--- - -- - - Cd Duration 1.25 1.25 i Cr Repetitive Ch Shear Stress Cm Wet Use Beamchek has automatically added the beam self -weight into the calculations. J Loads Uniform TL: 528 =A Uniform LL: 240 Uniform Loa-dA-------- R1 oadA--- R1 -3768 R2 -3768 (SPAN Uniform and partial uniform loads are lbs per lineal ft. NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 35 (T.O.B.=15'-0") Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 8 DF -L #2 — -- --- — — ^" Conditions -- — — -- Min Bearing Area R1= 2.4 int R2= 2.4 in DL Defl 0.15 in Data !Beam Span Beam Wt per ft 10.0 ft 10.02 # Reaction 1 Reaction 2 1480 # Reaction 1 LL 650 # 1480 # Reaction 2 LL 650 # Beam Weight 100 # Maximum V 1480 # Max Moment 3700'# Max V (Reduced) 1295 # TL Max Defl L / 240 TL Actual Defl L / 454 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (inz) TL Defl (in) LL Defl Actual 51.56 41.25 0.26 0.12 Critical I 50.75 18.28 0.50 0.33 Status OK OK OK OK Ratio 98% 44% 53% 35% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values • Base Values 700 85 1.3 625 — i Base Adjusted 875 106 1.3 625 Adjustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 286 =A Uniform LL: 130 i Uniform Load A t R1 1480 R2 -1480 SPAN = 10.0 FT Uniform and partial uniform loads are lbs per lineal ft. f9 NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 36 (13.0.13.=10'-0") J Prepared by: jw Date: 4/20/00 BeamChek 2.2 ! Base Adjusted 1094 106 1.3 625 Adjustments CF Size Factor 1.000 Choice 6x — 1.25 Cr Repetitive Ch Shear Stress Conditions BeamChek has automatically added the beam self – ----- ---- -- Loads Uniform TL: 418 =A Min Bearing Area R1= 3.4 in' R2= 3.4 int DL Defl 0.11 in Data 'Beam Span 10.0 ft Reaction 1 2153 # Reaction 1 LL 950 # ' Beam Wt per ft 12.7 # Reaction 2 2153 # Reaction 2 LL 950 # Beam Weight 127 # Maximum V 2153 # Max Moment 5384'# Max V (Reduced) 1813 # ' TL Max Defl L / 240 TL Actual Defl L / 634 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl Actual 82.73 52.25 0.19 0.08 Critical 59.07 I 25.59 0.50 0.33 Status OK OK OK OK ' Ratio 71% 49% 38% 25% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values ' Base Values 875 85 1.3 625 -- ! Base Adjusted 1094 106 1.3 625 Adjustments CF Size Factor 1.000 --------- Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress 'Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 418 =A Uniform LL: 190 Uniform Load A R1 2 53 R2 = 2153 SPAN = 10.0 FT Uniform and partial uniform loads are lbs per lineal ft. Go 6EE ERCEJ4-24-00, DWG FROM K 4-24 =15'-0") Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 10 DF -L #2 Conditions — Min Bearing Area R1= 3.1 in' R2= 3.1 in DL Defl 0.21 in Data Beam Span Beam Wt per ft 13.0 ft 12.7 # Reaction 1 Reaction 2 1942 # 1942 # Reaction 1 LL 845 # Reaction 2 LL 845 # Beam Weight 165 # Maximum V 1942 # Max Moment 6310'# Max V (Reduced) 1705 # TL Max Defl L / 240 TL Actual Defl L / 416 LL Max Defl L / 360 LL Actual Defl L / 955 Attributes Section (in 3) Shear (inz) TL Defl (in) LL Defl _ Actual 82.73 52.25 0.38 0.16 Critical 69.23 24.07 0.65 0.43 Status OK OK OK OK Ratio 84% 46% 58% 38% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Base Values 875 85 1.3 625 --"- - Base Adjusted 1094 106 1.3 625 Adjustments CF Size Factor 1.000 - Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. y Loads Uniform TL: 286 =A Uniform LL: 130 Uniform Load A R1 = 1942 R 942 SPAN = 13.Oads Uniform and partial uniform. re lbs per lineal ft. 2.1 NEW LOT 89 OF ANDREW PIERCE J 4-25-00, DWG FROM K 4-24 BEAM 38 (B.O.B.=10'-0") Prepared by: jw Date: 4/20/00 BeamChek 2.2 'Cho—Ice 6x 10 DF -L #2 - - — Conditions - -'- - Min Bearing Area R1= 6.0 in' R2= 4.9 int DL Defl 0.27 in Data Beam Span 13.0 ft Reaction 1 3759 # Reaction 1 LL 1646 # j Beam Wt per ft 12.7 # Reaction 2 3032 # Reaction 2 LL 1317 # . BeamChek has automatically added the beam self -weight into the calculations Loads I Beam Weight 165 # Maximum V 3759 # Distance -- ---- — I Max Moment 5778'# Max V (Reduced) 3645 # C = 2017 TL Max Defl L / 240 TL Actual Defl L / 328 ' LL Max Defl L / 360 LL Actual Defl L / 757 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl Actual 82.73 52.25 0.48 0.21 -- — Critical 63.39 51.46 0.65 0.43 Status OK OK OK OK Ratio 77% 98% 73% 48% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values ; Base Values 875 85 1.3 625 Base Adjusted 1094 106 1.3 625 Adjustments - Cd Duration 1.25 1.25 i Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations Loads Uniform TL: 132 =A Uniform LL: 60 Point LL Point TL Distance -- ---- — 1290 B = 2893-- 893 C = 2017 11.9 Uniform Load A Pt loads: E J R1 =3759 R2 =3032 SPAN = 13 FT Uniform and partial uniform loads are lbs per lineal ft. 62 NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 39 (T.O.B.=15'-0") Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 10 DF--L-#2 --- - - Conditions ---- --- --------- — _ - _ Min Bearing Area R1= 2.9 inz R2= 2.9 inz DI-Defl 0.15 in Data ; Beam Span 12.0 ft Reaction 1 1792 # Reaction 1 LL 780 # Beam Wt per ft 12.7 # Reaction 2 1792 # Reaction 2 LL 780 # Beam Weight 152 # Maximum V 1792 # Max Moment 5377'# Max V (Reduced) 1556 # TL Max Defl L / 240 TL Actual Defl L / 529 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl Actual 82.73. 52.25 0.27 0.12 Critical i 58.99 21.96 0.60 0.40 Status f OK OK OK OK Ratio j 71% 42% 45% 30% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values ! Base Values 875 85 1.3 625 Base Adjusted 1094 106 1.3 625 Adjustments CF Size Factor 1.000 ----- Cd Duration 1.25 1.25 Cr Repetitive I Ch Shear Stress i Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations Loads Uniform TL: 286 =A Uniform LL: 130 Uniform Load A R1 = 1792 --------- -- --- ------ ----- —._. R2 792 SPAN = 12.0 FT Uniform and partial uniform loads are lbs per lineal ft. 61 CNEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 40 (B.O.B.=10'-0") Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 12 DF -L #2 Conditions — -- Min Bearing Area R1= 4.4 inz R2= 4.4 inz DL Defl 0.13 in Data Beam Span 12.0 ft Reaction 1 2732 # Reaction 1 LL 1200 # i Beam Wt per ft 15.37 # Reaction 2 2732 # Reaction 2 LL 1200 # Attributes Actual Critical Status Ratio Values Adjustments Loads 1 Beam Weight 184 # Maximum V 2732 # Max Moment 8197'# Max V (Reduced) 2296 # 'TL Max Defl L / 240 TL Actual Defl L / 615 'LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in 3) Shear (in 2) TL Defl (in) LL Defl — 121.23 63.25 0.23 0.10 89.93 32.41 0.60 0.40 OK OK OK OK 74% 51% 39% 26% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) i ease values 875 85 1.3 625 -- Base Adjusted 1094 106 1.3 625 CF Size Factor 1.000 I Cd Duration 1.25 1.25 I Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations Uniform TL: 440 =A Uniform LL: 200 i Uniform Load A i R1/ 2732 R2 = 2732 SPAN = 12.0 FT Uniform and partial uniform loads are lbs per lineal ft. G4 NEW LOT 89 OF ANDREW PIERCE BEAM 41 (T.O.B.=15'-0") Choice 6x 10 DF -L #2 Conditions Min Bearing Area Data Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Defl LL Max Defl Attributes Actual Critical Status Ratio Values Adjustments Loads J 4-24-00, DWG FROM K 4-24 Prepared by: jw Date: 4/20/00 BeamChek 2.2 R1= 2.8 int R2= 2.8 inz DL Defl 0.12 in 11.0 ft Reaction 1 1764 # Reaction 1 LL 770 # 12.7 # Reaction 2 1764 # Reaction 2 LL 770 # 140 # Maximum V 1764 # 4851 '# Max V (Reduced) 1510 # L / 240 TL Actual Defl L/639 L / 360 LL Actual Defl L / >1000 csase values is(b 85 1.3 625 Base Adjusted 1094 106 1.3 625 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations Uniform TL: 308 =A Uniform LL: 140 Uniform Load A R1 = 1764 R2 SPAN = 11.0 FT Uniform and partial uniform loads are lbs per lineal ft. G s- 82.73 52.25 0.21 0.09 -- 53.22 21.32 0.55 0.37 OK OK OK OK 1 64% 41% 38% 25% Fb (psi) Fv (psi) E (psi x mit) Fc -L (psi) csase values is(b 85 1.3 625 Base Adjusted 1094 106 1.3 625 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations Uniform TL: 308 =A Uniform LL: 140 Uniform Load A R1 = 1764 R2 SPAN = 11.0 FT Uniform and partial uniform loads are lbs per lineal ft. G s- NEW LOT 89 OF ANDREW PIERCE BEAM 42 (B.O.B.=10'-0") i Choice I 6x 10 DF -L #2 Conditions Data J 4-24-00, DWG FROM K 4-24 Prepared by: jw Date: 4/20/00 Min Bearing Area R1= 2.8 in' R2= 2.8 int DI-Defl 0.12 in BeamChek 2.2 Beam Span 11.0 ft Reaction 1 1764 # Reaction 1 LL ----770--#*' Beam Wt per ft 12.7 # Reaction 2 1764 # Reaction 2 LL 770 # Beam Weight 140 # Maximum V 1764 # 1 Max Moment 4851 '# Max V (Reduced) 1510 # TL Max Defl L / 240 TL Actual Defl L / 639 Uniform Load A R1-1764 R2 64 SPAN = 11.0 FT Uniform and partial uniform loads are lbs per lineal ft. 0.0 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) –_82.73 _-_—___ Shear (int) TL Defl (in) LL Defl Actual 52.25 0.21 0.09 Critical 53.22 21.32 0.55 0.37 Status OK OK OK OK Ratio 64% 41% 38% 25% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values 875 85 1.3 625 Base Adjusted 1094 106 1.3 625 Adiustments , CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress j Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 308 =A Uniform LL: 140 Uniform Load A R1-1764 R2 64 SPAN = 11.0 FT Uniform and partial uniform loads are lbs per lineal ft. 0.0 NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 43 (RADIAL) Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 10 DF -L #2 Conditions --- -- — Min Bearing Area R1= 3.1 int R2= 3.1 int DL Defl 0.26 in Data Beam Span E Beam Wt per ft 14.0 ft 12.7 # Reaction 1 Reaction 2 1937 # Reaction 1 LL 840 # 1937 # Reaction 2 LL 840 # Beam Weight 178 # Maximum V 1937 # i Max Moment 6779'# Max V (Reduced) 1718 # TL Max Defl L / 240 TL Actual Defl L / 359 LL Max Defl L / 360 LL Actual Defl L/829 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl Actual 82.73 52.25 0.47 0.20 Critical 74.38 24.25 0.70 0.47 Status OK OK OK OK Ratio 90% 46% 67% 43% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) J Values Base Values 875 85 1.3 625 -- Base Adjusted 1094 106 1.3 625 Adjustments CF Size Factor 1.000 -------- Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 264 =A Uniform LL: 120 Uniform Load —A ----- R1 = 1937 R2 = 1937 SPAN = 14.0 FT Uniform and partial uniform loads are lbs per lineal ft. G-1 NEW LOT 89 OF ANDREW PIERCE J 4-25-00, DWG FROM K 4-24 BEAM 44 (B.O.B.=10'-0") Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 5-1/8x 16-1/2 GLB 24F -V4 DF/DF --- -- " ! Conditions — Min Bearing Area R1= 5.6 int R2= 6.6 in' DL Defl 0.56 in Suggested Camber 0.83 in Data Beam Span 24.0 ft Reaction 1 3666 # Reaction 1 LL1535 # Beam Wt per ft 20.55 # Reaction 2 4304 # Reaction 2 LL 1811 # Beam Weight 493 # Maximum V 4304 # Max Moment 30060'# Max V (Reduced) 4094 # TL Max Defl L / 240 TL Actual Defl L / 297 LL Max Defl L / 360 LL Actual Defl L / 697 Attributes Section (in 3) Shear (in') TL Defl (in) LL Defl Actual 232.55 84.56 0.97 0.41 Critical 125.80 25.86 1.20 0.80 Status OK OK OK OK Ratio 54% 31% 81% 52% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) J Values Base Values 2400 190 1.8 650 Base Adjusted 2867 238 1.8 650 Adjustments Cv Volume 0.956 Cd Duration 1.25 1.25 Cr Repetitive ! Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 132 = A Uniform LL: 60 Point LL Point TL Distance —" 1288 B =2898 10.5 618 C = 1411 20.5 Uniform Load A Pt loads: iB; 1C, J R1 =3666 R2 =4304 SPAN = 24 FT Uniform and partial uniform loads are lbs per lineal ft. NEW LOT 89 OF ANDREW PIERCE J 4-25-00. DWG FROM K 4-24 BEAM 45 (B.O.B.=10'-0") Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 14 DF -L #2 — – - --- - Conditions – -- Min Bearing Area R1= 6.5 int R2= 4.6 int DL Defl 0.39 in Data Beam Span Beam Wt per ft 17.6 ft 18.04 # Reaction 1 Reaction 2 4093 # Reaction 1 LL 1758 # 2857 # Reaction 2 LL 1204 # Beam Weight 318 # Maximum V 4093 # Max Moment 13461 '# Max V (Reduced) 3924 # TL Max Defl L / 240 TL Actual Defl L / 312 i LL Max Defl L / 360 LL Actual Defl L / 729 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl Actual 167.06 74.25 0.68 Critical 149.63 55.40 0.88 0.59 Status OK OK OK OK Ratio 90% 75% 77% 49% Values Base Values Fb (psi) 875 Fv (psi) 85 E (psi x mil) Fc (psi) ~ 1.3 625 I Base Adjusted 1080 106 1.3 625 Adiustments I CF Size Factor 0.987 -- I Cd Duration 1.25 1.25 Cr Repetitive I Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 132 =A Uniform LL: 60 Point LL Point TL Distance --- 1288 B = 2898 3.0 618 C = 1411 13.0 9 Uniform Load A Pt loads: i F U 0 R1 = 4093 R57 SPAN=17.6 FT Uniform and partia uni orm loads are lbs per lineal ft. 9 4- :NE LOT 89:OFNDREW PIERCE J 4-24-00, DWG FROM K 4-24 M 46 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 10 DF-L #2 --- --- Conditions -" --- - - Min Bearing Area R1= 4.6 int R2= 4.6 int DI-Defl 0.15 in Data I Beam Span 10.3 ft Reaction 1 2898 # Reaction 1 LL 1288 # I Beam Wt per ft 12.7 # Reaction 2 2898 # Reaction 2 LL 1288 # Beam Weight 131 # Maximum V 2898 # Max Moment 7462'# Max.V (Reduced) 2452 # TL Max Defl L / 240 TL Actual Defl L/444 I LL Max Defl L / 360 LL Actual Defl L/999 Attributes Section (in') Shear (int) TL Def! (in) LL Defl Actual 82.73 52.25 0.28 0.12 --- — -- -- Critical 81.87 34.62 0.51 0.34 Status OK OK OK OK Ratio 99% 66% 54% 36% Fb (psi) Fv (psi) E (psi x mil) Fc_L (psi) Values Base Values 875 85 1.3 625 -- -- Adjustments Base Adjusted CF Size Factor 1094 1.000 106 1.3 625 ------ -" Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 550 =A Uniform LL: 250 Uniform Load A R1 -2898 R 898 SPAN = 10.3 FT Uniform and partial uniform loads are lbs per lineal ft. 70 NEW LOT 89 OF ANDREW PIERCE BEAM 47 Choice 6x 8 DF -L #2 Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads J 4-24-00, DWG FROM K 4-24 Prepared by: jw Date: 4/20/00 Min Bearing Area R1= 2.3 inz R2= 2.3 inz DI-Defl 0.15 in J BeamChek 2.2 !Beam Span 10.3 ft Reaction 1 1411 # Reaction 1 LL 618 # Beam Wt per ft 10.02 # Reaction 2 1411 # Reaction 2 LL 618 # Beam Weight 103 # Maximum V 1411 # Max Moment 3634'# Max V (Reduced) 1240 # TL Max Defl L / 240 TL Actual Defl L/448 LL Max Defl L / 360 LL Actual Defl L/>1006 Section (in 3) Shear (in Z) TL Defl (in) LL Defl 51.56 41.25 0.28 0.12 ------ 49.84 17.51 0.51 0.34 OK OK OK OK 97% 42% 54% 35% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 CF Size Factor - Cd Duration 1.25 1.25 i Cr Repetitive Ch Shear Stress I Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations Uniform TL: 264 =A Uniform LL: 120 Uniform Load A ' R1 -1411 R2 -1411 =SPAN= 10.3 FT Uniform and partial uniform loads are lbs per lineal ft. 71 NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 50 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 8 DF -L #2 -- Conditions — Min Bearing Area R1= 1.3 int R2= 1.3 int DL Defl 0.06 in Data Beam Span Beam Wt per ft 9.0 ft 10.02 # Reaction 1 Reaction 2 837 # Reaction 1 LL 360 # 837 # Reaction 2 LL 360 # Beam Weight 90 # Maximum V 837 # Max Moment 1883'# Max V (Reduced) 721 # TL Max Defl L / 240 TL Actual Defl L / 990 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (int) --;f —115 TL Defl (in) LL Defl Actual 51.56 0.11 0.05 Critical 25.83 10.18 0.45 0.30 Status OK OK OK OK Ratio 50% 25% 24% 16% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments CF Size Factor 1.000 - Cd Duration 1.25 1.25 ' Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 176 =A Uniform LL: 80 Uniform Load A I ' 0 R1 = 837 R22 -837 SPAN = 9.0 FT Uniform and partial uniform loads are lbs per lineal ft. -I Z NEW LOT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEAM 52 875 106 1.3 625 Adjustments ; CF Size Factor Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 8 DF -L #2 Cr Repetitive - —"--- - ---- ' Ch Shear Stress Cm Wet Use Conditions ------- - Min Bearing Area R1= 0.7 int R2= 0.7 in DL Defl <0.01 in. Data Beam Span 4.0 ft Reaction 1 460 # Reaction 1 LL 200 # Beam Wt per ft 10.02 # Reaction 2 460 # Reaction 2 LL 200 # I Beam Weight Max Moment 40 # 460'# Maximum V 460 # Max V (Reduced) 316 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L/360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl Actual 51.56 41.25 0.01 <0.01 Critical 6.31 4.47 0.20 0.13 Status OK OK OK OK Ratio 12% 11% 3% 2% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Values i Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments ; CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 220 =A Uniform LL: 100 Uniform Load A R1 460 R60 SPAN = 4.0 FT Uniform and partial uniform loads are lbs per lineal ft. "l3 NEW:M5 OT 89 OF ANDREW PIERCE J 4-24-00, DWG FROM K 4-24 BEA3 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 10 DF -L #2 Conditions ---- Min Bearing Area R1= 4.6 in' R2= 4.6 int DL Defl 0.09 in Data I Beam Span 8.5 ft Reaction 1 2859 # Reaction 1 LL 1275 # Beam Wt per ft 12.7 # Reaction 2 2859 # Reaction 2 LL 1275 # Attributes Actual Critical Status Ratio Values Adjustments Beam Weight 108 # Maximum V 2859 # I Max Moment 6075'# Max V (Reduced) 2326 # 'TL Max Defl L / 240 TL Actual Defl L / 661 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (int) TL Defl (in) LL Def] _ 82.73 52.25 0.15 0.07 — - - --- 66.65 32.84 0.43 0.28 OK OK OK OK j 81% 63% 36% 24% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) 1 tsase values 875 85 1.3 625 I Base Adjusted 1094 106 1.3 625 CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress ' Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 660 =A Uniform LL: 300 Uniform Load A t R1 = 2859 R2 2'—= SPAN = 8.5 FT Uniform and partial uniform loads are lbs per lineal ft. 74 NDREW PIERCE NEW 54 J 4-24-00, DWG FROM K 4-24 BEA OF Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6)C8 DF -L #2 Conditions -- --- — - -- - Min Bearing Area R1= 0.9 in R2= 0.9 int DL Defl <0.01 in. Data Beam Span 3.5 ft Reaction 1 557 # Reaction 1 LL 245 # Beam Wt per ft 10.02 # Reaction 2 557 # Reaction 2 LL 245 # Beam Weight 35# Maximum V 557 # Max Moment 487'# Max V (Reduced) 358 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Deft L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (in 2) TL Defl (in) LL Defl Actual 51.56 41.25 0.00 <0.01 Critical i 6.68 5.05 0.17 0.12 Status j OK OK OK OK Ratio ! 13% 12% 2% 2% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values :Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments --- i Cd Duration 1.25 1.25 Cr Repetitive j Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 308 =A Uniform LL: 140 Uniform Load A - - R11 -557 R2 557 SPAN =3.5FT Uniform and partial uniform loads are lbs per lineal ft. NEW LOT 89 OF ANDRE PIERCE BEAM 55 Choice 6x 8 DF -L #2 Conditions J 4-25-00, DWG FROM K 4-24 Prepared by: jw Date: 4/20/00 BeamChek 2.2 R1 88 /\ R2 = 1688 SPAN = 7.5 FT Uniform and partial uniform loads are lbs per lineal ft. 76 Min Bearing Area R1= 2.7 int R2= 2.7 in' DL Defl . 0.07 in Data Beam Span 7.5 ft Reaction 1 1688 # Reaction'l-- LL 750 # Base Adjusted Beam Wt per ft 10.02 # Reaction 2 1688 # Reaction 2 LL 750 # 1.000 Beam Weight 75 # Maximum V 1688 # 1.25 Max Moment 3164'# Max V (Reduced) 1406 # TL Max Defl L / 240 TL Actual Defl L / 707 Cm Wet Use LL Max Defl L / 360 LL Actual Defl L / >1000 Loads Uniform TL: 440 =A Uniform LL: 200 Attributes Section (in3) Shear (int) TL Defl (in) LL Defl ^ Actual 51.56 41.25 0.13 0.06 Critical I 43.40 19.85 0.38 0.25 Status OK OK OK OK Ratio 84% 48% 34% 23% R1 88 /\ R2 = 1688 SPAN = 7.5 FT Uniform and partial uniform loads are lbs per lineal ft. 76 Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values ; Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments , CF Size Factor 1.000 — - --- Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 440 =A Uniform LL: 200 R1 88 /\ R2 = 1688 SPAN = 7.5 FT Uniform and partial uniform loads are lbs per lineal ft. 76 NEW LOT 89 OF ANDREW PIERCE J 4-25-00, DWG FROM K 4-24 BEAM 56 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 10 DF -L #2 Conditions — - - — - - Min Bearing Area R1= 3.3 int R2= 3.3 int DL Defl 0.08 in Data Beam Span 9.2 ft Reaction 1 2082 # Reaction 1 LL 920 # Beam Wt per ft Beam Weight 12.7 # 117 # Reaction 2 Maximum V 2082 # Reaction 2 LL 920 # 2082 # 'Max Moment 4790'# Max V (Reduced) 1724 # TL Max Defl L/240 TL Actual Defl L / 774 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl Actual 82.73 52.25 0.14 0.06 ---- Critical 52.55 24.34 0.46 0.31 Status OK OK OK OK Ratio 64% 47% 31% 21% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Base Values 875 85 1.3 625 Base Adjusted 1094 106 1.3 625 Adjustments CF Size Factor 1.000 - Cd Duration 1.25 1.25 Cr Repetitive I Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 440 =A Uniform LL: 200 Uniform Load A ---- - - R 1-2082 R2 2082 SPAN = 9.7FT Uniform and partial uniform loads are lbs per lineal ft. 77 T 89 OF ANDREW PIERCE NEW:M5 CEA J 4-25-00, DWG FROM K 4-24 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 10 DF-L #2 --- -------` - - "-- - - Conditions -------- ---- -- - - -- Min Bearing Area R1= 4.6 int R2= 4.6 int DL Defl 0.09 in Data I Beam Span 8.6 ft Reaction 1 2893 # Reaction 1 LL 1290 # i Beam Wt per ft 12.7 # Reaction 2 2893 # Reaction 2 LL 1290 # Beam Weight 109 # Maximum V 2893 # Max Moment 6219'# Max V (Reduced) 2360 # TL Max Defl L / 240 TL Actual Defl L / 638 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl Actual 82.73 52.25 0.16 0.07 — - Critical 68.23 33.32 0.43 0.29 Status I OK OK OK OK Ratio 82% 64% 38% 25% Fb (psi) Fv (psi) E (psi x mil) Fc-L (psi) Values Base Values 875 85 1.3 625 -- — —` Base Adjusted 1094 106 1.3 625 Adjustments CF Size Factor 1.000 ----- Cd Duration 1.25 1.25 'Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 660 =A Uniform LL: 300 R1 893 --- -- -- R2 = 2893 SPAN = 8.6 FT Uniform and partial uniform loads are lbs per lineal ft. b NEW LOT 89 OF ANDREW PIERCE J 4-25-00, DWG FROM K 4-24 BEAM 58 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 8 DF-L #2 Conditions — -----" - -- -"- Min Bearing Area R1= 0.8 in' R2= 0.8 in' DL Defl 0.02 in Data Beam Span 7.0 ft Reaction 1 497 # Reaction 1 LL 210 # Beam Wt per ft 10.02 # Reaction 2 497 # Reaction 2 LL 210 # Beam Weight 70 # Maximum V 497 # i Max Moment 870'# Max V (Reduced) 408 # TL Max Defl L / 240 TL Actual Defl L/>1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in') Shear (int) TL e Dfl (in) LL Defl Actual 51.56 41.25 0.03 0.01 ----- `"- Critical i 11.93 5.76 0.35 0.23 Status OK OK OK OK Ratio 23% 14% 9% 6% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments —Cr -Size 1.000 --------'- - - - - Cd Duration 1.25 1.25 I Cr Repetitive I Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 132 = A Uniform LL: 60 Uniform Load A R11 -497 R2 -497 SPAN = 7.0 FT Uniform and partial uniform loads are lbs per lineal ft. 79 NEW LOT 89 OF ANDREW PIERCE J 4-25-00, DWG FROM K 4-24 BEAM 59 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 10 DF -L #2 Conditions Min Bearing Area R1= 3.2 int R2= 3.2 int DL Defl 0.06 in Data f Beam Span 8.5 ft Reaction 1 2017 # Reaction 1 LL 893 # I Beam Wt per ft 12.7 # Reaction 2 2017 # Reaction 2 LL 893 # Beam Weight 108 # Maximum V 2017 # I Max Moment 4287'# Max V (Reduced) 1642 # TL Max Defl L / 240 TL Actual Defl L / 936 'LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in') Shear (int) TL Defl (in) LL Defl Actual 82.73 52.25 0.11 0.05 Critical 47.04 23.18 0.43 0.28 Status OK OK OK OK Ratio 57% 44% 26% 17% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values 875 85 1.3 625 - Base Adjusted 1094 106 1.3 625 Adjustments CF Size Factor 1.000 -- — - Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 462 =A Uniform LL: 210 Uniform Load A -- - - R1 -Z2017 -- R 017 SPAN = 8.5 FT Uniform and partial uniform loads are lbs per lineal ft. NEW LOT 89 OF ANDREW PIERCE J 4-25-00, DWG FROM K 4-24 BEAM 60 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice i 6x 12 DF -L #2 Conditions Min Bearing Area R1= 6.0 int R2= 4.4 int DL Defl 0.09 in Data Beam Span 9.5 ft Reaction 1 3744 # Reaction 1 LL 1646 # ! Beam Wt per ft 15.37 # Reaction 2 2728 # Reaction 2 LL 1199 # Beam Weight 146 # Maximum V 3744 # Max Moment 8182'# Max V (Reduced) ' 3308 # TL Max Defl L / 240 TL Actual Defl L / 701 i LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl Actual 121.23 63.25 0.16 0.07 Critical 89.77 46.70 0.47 0.32 Status OK OK OK OK Ratio 74% — 74% 34% 23% Fb (psi) Fv (psi) E (psi x mil) Fc l (psi) Values Base Values 875 85 1.3 625 - - Base Adjusted 1094 106 1.3 625 Adiustments CF Size Factor 1.000 ------ Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress ! Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 440 =A Uniform LL: 200 Point LL Point TL Distance ------ - - -------- 945 B = 2146 2.5 ------ __...-. .- ..- - - - Uniform Load A Pt loads: ! I R1 -3744 R2 -2728 SPAN = 9.5 FT Uniform and partial uniform loads are Ibs per lineal ft. R1 NEW LOT 89 OF ANDREW PIERCE J 4-25-00, DWG FROM K 4-24 BEAM 61 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 8 DF -L #2 ---- - - Conditions Min Bearing Area R1= 0.8 int R2= 0.8 int DL Defl 0.02 in Data ' Beam Span Beam Wt per ft 7.0 ft 10.02 # Reaction 1 Reaction 2 497 # Reaction 1 LL 210 # 497 # Reaction 2 LL 210 # Beam Weight 70 # Maximum V 497 # Max Moment 870'# Max V (Reduced) 408 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl -- Actual 51.56 41.25 0.03 0.01 Critical 11.93 5.76 0.35 0.23 Status OK OK OK OK Ratio 23% 14% 9% 6% Values Base Values Fb (psi) 700 Fv (psi) 85 E (psi x mil) Fc T(psi) 1.3 625 -' -- Base Adjusted 875 106 1.3 625 Adjustments CF Size Factor 1.000 -- Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 132 =A Uniform LL: 60 Uniform Load A R11 =497 R22 =497 SPAN = 7.0 FT Uniform and partial uniform loads are lbs per lineal ft. 2 (NEW LOT:89;OF ANDREW PIERCE J 4-25-00, DWG FROM K 4-24 BEAM 62 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 10 DF -L #2 ---" Conditions ---- Min Bearing Area R1= 3.5 int R2= 3.5 int DL Defl 0.07 in Data 'Beam Span 8.8 ft Reaction 1 2185 # Reaction 1 LL 968 # ! Beam Wt per ft Beam Weight 12.7 # 112 # Reaction 2 Maximum V 2185 # Reaction 2 LL 968 # 2185 # Max Moment 4808'# Max V (Reduced) 1792 # TL Max Defl L / 240 TL Actual Defl L/806 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in') Shear (in') TL Defl (in) LL Defl Actual 82.73 52.25 0.13 0.06 Critical 52.75 25.30 0.44 0.29 Status OK OK OK OK Ratio 64% 48% 30% 20% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) - Values i Base Values 875 85 1.3 625 Base Adjusted 1094 106 1.3 625 Adiustments CF Size Factor 1.000 — Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 484 =A Uniform LL: 220 Uniform Load A _ R1 2185 R2 -\2185 SPAN = 8.8 FT Uniform and partial uniform loads are lbs per lineal ft. 13 NEW LOT 89 OF ANDREW PIERCE J 4-25-00' DWG FROM K 4-24 BEAM 63 Values : Base Values 2400 190 Prepared by: jw Date: 4/20/00 BeamChek 2.2 238 1.8 650 Adjustments uv Volume 1.000 Choice 5-1/8x 12 GLB 24F -V4 DF/DF -- —"` - -' - Conditions Ch Shear Stress Min Bearing Area R1= 5.9 in' R2= 5.9 in DL Defl 0.36 in Suggested Camber 0.54 in Data ! Beam Span 17.0 ft Reaction 1 3867 # Reaction 1 LL 1700 # I Beam Wt per ft 14.94 # Reaction 2 3867 # Reaction 2 LL 1700 # `Beam Weight 254 # Maximum V 3867 # Max Moment 16435'# Max V (Reduced) 3412 # TL Max DO L / 240 TL Actual Defl L / 317 I LL Max Defl L / 360 LL Actual DO L / 722 Attributes Section (in 3) Shear (inz) TL Defl (in) LL DO Actual 123.00 61.50 0.64 0.28 Critical 65.74 21.55 0.85 0.57 Status OK OK OK OK Ratio 53% 35% 76% 50% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) - Values : Base Values 2400 190 1.8 650 -- Base Adjusted 3000 238 1.8 650 Adjustments uv Volume 1.000 . Cd Duration 1.25 1.25 i Cr Repetitive Ch Shear Stress Cm Wet Use .BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 440 = A Uniform LL: 200 Uniform Load A -- R1 -3867 R2 = 3867 SPAN = 17 FT Uniform and partial uniform loads are lbs per lineal ft. OT 89 OF ANDREW PIERCE CNE:M6 J 4-25-00, DWG FROM K 4-24 BE4 E (psi x mil) Fc -L (psi) Values !Base Values Prepared by: jw Date: 4/20/00 BeamChek 2.2 1.3 -6-2--5- ;Base Adjusted 1094 106 1.3 625 Choice 6x 10 DF -L #2 - --- - - 1.25 1.25 Cr Repetitive Conditions Ch Shear Stress ------- - -- Min Bearing Area R1= 3.8 in' R2= 3.8 int DL Defl 0.18 in BeamChek has automatically added the beam self -weight into the calculations. - - Loads Uniform TL: 396 =A Uniform LL: 180 Data ; Beam Span Beam Wt per ft 11.5 ft 12.7 # Reaction 1 Reaction 2 2350 # Reaction 1 LL 1035 # 2350 # Reaction 2 LL 1035 # j Beam Weight 146 # Maximum V 2350 # i Max Moment 6756'# Max V (Reduced) 2026 # 'TL Max Defl L / 240 TL Actual Def] L / 439 LL Max Defl L / 360 LL Actual Defl L / 997 Attributes - .-....._ _ -- Section (in') -- ------------------- Shear (inz) --- TL Defl (in) --- --- -- - LL Defl - - Actual 82.73 -- 52.25 0.31 0.-14-- 4--Critical Critical 74.13 28.61 0.57 0.38 Status OK OK OK OK Ratio I 90% 55% 55% 36% Uniform Load A R 1-2350 R2 = 2350 FT Uniform and partial uniform loads are lbs per lineal ft. 85 Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values !Base Values 875 85 1.3 -6-2--5- ;Base Adjusted 1094 106 1.3 625 Adiustments ; CF Size Factor 1.000 - I Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress I Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. - - Loads Uniform TL: 396 =A Uniform LL: 180 Uniform Load A R 1-2350 R2 = 2350 FT Uniform and partial uniform loads are lbs per lineal ft. 85 NEW LOT 89 OF ANDREW PIERCE J 4-25-00, DWG FROM K 4-24 BEAM 65 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 12 DF -L #2 --" ' --- -' Conditions -- Min Bearing Area R1= 7.1 int R2= 5.2 int DL Defl 0.05 in Data Beam Span 6.5 ft Reaction 1 4407 # Reaction 1 LL 1945 # Beam Wt per ft 15.37 # Reaction 2 3256 # Reaction 2 LL 1435 # Beam Weight 100 # Maximum V 4407 # I Max Moment 9733'# Max V (Reduced) 4013 # I TL Max Defl L / 240 TL Actual Defl L / 945 LL Max Defl L / 360 LL Actual Defl L/>1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl _ Actual 121.23 63.25 0.08 0.04 Critical 106.78 56.65 0.32 0.22 Status OK OK OK OK Ratio 88% 90% 25% 17% Fb (psi) Fv (psi) E (psi x mil) Fc1 (psi) Values Base Values ______9_7585 1.3 625 I Base Adjusted 1094 106 1.3 625 Adjustments i CF Size Factor 1.000 - — Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 396 =A Uniform LL: 180 Point LL Point TL Distance — — -- -- -- 2210 B = 4989 2.5 -- Uniform Load A Pt loads: 1 B R1 =4407 R2 =3256 SPAN = 6.5 FT Uniform and partial uniform loads are lbs per lineal ft. 0 CW LOT 89OF NDREW PIERCE J 4-25 00, DWG FROM K 4-24 AM 66 Prepared by: jw Date: 4/20/00 Choice 5-1/8x 12 GLB 24F -V4 DF/DF Conditions -- - Data Attributes Actual Critical Status Ratio Values Adjustments Loads BeamChek 2.2 Min Bearing Area R1= 7.7 int R2= 7.7 int DL Defl 0.46 in Suggested Camber 0.69 in Beam Span 17.0 ft Reaction 1 4989 # Reaction 1 LL 2210 # I Beam Wt per ft 14.94 # Reaction 2 4989 # Reaction 2 LL 2210 # Beam Weight 254 # Maximum V 4989 # 'Max Moment 21203 '# Max V (Reduced) 4402 # TL Max Defl L / 240 TL Actual Defl L / 246 LL Max Defl L / 360 LL Actual Defl L / 556 Section (in') Shear (int) TL Defl (in) LL Defl I 123.00 i 61.50 0.83 0.37 – j 84.81 27.80 0.85 0.57 OK OK OK OK 69% 45% 98% 65% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) !Base Values 2400 190 1.8 650 — -- Base Adjusted 3000 238 1.8 650 Cv Volume 1.000 ---- — -- - ---- --- Cd Duration 1.25 1.25 i Cr Repetitive Ch Shear Stress i Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations Uniform TL: 572 =A Uniform LL: 260 Uniform Load A R1 989 R989 SPAN = 17 FT Uniform and partial uniform loads are lbs per lineal ft. 1 -7 NEW LOT 89 OF ANDREW PIERCE J 4-25-00, DWG FROM K 4-24 BEAM 67 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 10 DF -L #2 — Conditions --- Uniform Load A I / i R1 2146 R2 2146 SPAN = 10.5 FT Uniform and partial uniform loads are lbs per lineal ft. Min Bearing Area R1= 3.4 inz R2= 3.4 in' DL Defl 0.12 in E (psi x mil) Fc 1 (psi) Values ; Base Values 875 85 1.3 625 --- Data Beam Span 10.5 ft Reaction 1 2146 # Reaction 1 LL 945 # 1.000 Beam Wt per ft 12.7 # Reaction 2 2146 # Reaction 2 LL 945 # 1.25 Beam Weight 133 # Maximum V 2146 # Max Moment 5632'# Max V (Reduced) 1822 # S Cm Wet Use TL Max Defl L / 240 TL Actual Defl L / 577 Loads Uniform TL: I LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (inz) TL Defl (in) LL Defl Actual i 82.73 52.25 0.22 0.10 Critical I 61.79 25.72 0.52 0.35 Status i OK OK OK OK Ratio 75% 49% 42% 27% Uniform Load A I / i R1 2146 R2 2146 SPAN = 10.5 FT Uniform and partial uniform loads are lbs per lineal ft. Fb (psi) Fv (psi) E (psi x mil) Fc 1 (psi) Values ; Base Values 875 85 1.3 625 --- 1 Base Adjusted 1094 106 1.3 625 Adiustments CF Size Factor 1.000 — ---- ----- Cd Duration 1.25 1.25 'Cr Repetitive i Ch Shear Stress S Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 396 =A Uniform LL: 180 Uniform Load A I / i R1 2146 R2 2146 SPAN = 10.5 FT Uniform and partial uniform loads are lbs per lineal ft. CE J 4-25-00, DWG FROM K 4-24 68 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice j 5-1/8x 10-1/2 GLB 24F -V4 DF/DF ---- — Conditions — Min Bearing Area R1= 8.4 in R2= 8.4 int DL Defl 0.37 in Suggested Camber 0.56 in Data Beam Span 13.5 ft Reaction 1 5434 # Reaction 1 LL 2430 # Beam Wt per ft 13.08 # Reaction 2 5434 # Reaction 2 LL 2430 # Beam Weight 177 # Maximum V 5434 # Max Moment 18341'# Max V (Reduced) 4730 # TL Max Defl LL Max Defl L / 240 L / 360 TL Actual Defl LL Actual Defl L/240 L / 537 Attributes Section (in 3) Shear (inz) TL Defl (in) LL Defl Actual 94.17 53.81 0.68 0.30 Critical ; 73.36 29.87 0.68 0.45 Status OK OK Fails OK Ratio 78% 56% 100% 67% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values I Base Values 2400 190 1.8 650 _ Base Adjusted 3000 238 1.8 650 Adiustments ; Cv Volume 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 792 =A Uniform LL: 360 Uniform Load A — R1Z34 R Z34 SPAN = 13.5 FT Uniform and partial uniform loads are lbs per lineal ft. (,NEWLOT 89 OF ANDREW PIERCE J 4-25-00, DWG FROM K 4-24 EAM 69 Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice ( 5-1/8x 19-1/2 GLB 24F -V4 DF/DF --' Conditions Min Bearing Area R1= 12.4 in2R2= 12.4 int DL Defl 0.70 in Suggested Camber 1.06 in Data !Beam Span 27.0 ft Reaction 1 8050 # Reaction 1 LL 3510 # I Beam Wt per ft 24.28 # Reaction 2 8050 # Reaction 2 LL 3510 # Beam Weight 656 # Maximum V 8050 # Max Moment 54336'# Max V (Reduced) 7081 # TL Max Defl L / 240 TL Actual Defl L / 259 LL Max Defl L / 360 LL Actual Defl L/595 Attributes Section (in') Shear (int) TL Defl (in) LL Defl Actual 324.80 99.94 1.25 0.54 --- Critical 233.97 44.72 1.35 0.90 Status OK OK OK OK Ratio 72% 45% 93% 61% Fb (psi) Fv (psi) E (psi x mil) FcI (psi) y. Values I Base Values 2400 190 1.8 650 Base Adjusted 2787 238 1.8 650 Adjustments Cv Volume 0.929 Cd Duration 1.25 1.25 i 1 Cr Repetitive I Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. J Loads Uniform TL: 572 =A Uniform LL: 260 Uniform Load A I R 1-8050 R2 -8050 :SPA 7F Uniform and partial uniform loads are lbs per lineal ft. /f NEW LOT 89 OF ANDREW PIERCE J 4-25-00, DWG FROM K 4-24 BEAM 70 (TRELLIS EDGE) Prepared by: jw Date: 4/20/00 BeamChek 2.2 _ Choice 6x 10 DF -L #2 - Conditions Min Bearing Area R1= 2.3 int R2= 2.3 int DL Defl 0.52 in Data :Beam Span 18.0 ft Reaction 1 1464 # Reaction 1 LL — 450 # Beam Wt per ft 12.7 # Reaction 2 1464 # Reaction 2 LL 450 # 'Beam Weight 229 # Maximum V 1464 # ; Max Moment 6589'# Max V (Reduced) 1335 # 'TL Max Defl L / 240 TL Actual Defl L/288 LL Max Defl L / 360 LL Actual Defl L / 936 Attributes (in 3) Shear (int) TL Defl (in) LL Defl Actual —Section 82.73 52.25 0.75 0.23 ----- - - -- - Critical Status 72.29 OK 18.85 OK 0.90 OK 0.60 OK Ratio 87% 36% 83% 38% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values Base Adjusted 875 1094 85 106 1.3 625 1.3 625 Adjustments CF Size Factor 1.000 ---- -- Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 150 = A Uniform LL: 50 Uniform Load A R1 -1464 R2 1464 SPAN = 18 FT Uniform and partial uniform loads are lbs per lineal ft. if NEW LOT 89 OF ANDREW PIERCE J 4-25-00, DWG FROM K 4-24 BEAM 71 (TRELLIS EDGE) Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 16x 16 DF -L #2 Conditions — Min Bearing Area R1= 4.8 int R2= 4.1 in' DL Defl 0.36 in - Data Beam Span 19.5 ft Reaction 1 2998 # Reaction 1 LL 893 # - Beam Wt per ft 20.72 # Reaction 2 2540 # Reaction 2 LL 757 # Beam Weight 404 # Maximum V 2998 # 'Max Moment 16145'# Max V (Reduced) 2739 # TL Max Defl L / 240 TL Actual Defl L / 452 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (inz) TL Defl (in) LL Defl Actual 220.23 85.25 0.52 0.15 Critical I 182.24 38.66 0.98 0.65 Status OK OK OK OK Ratio 83% 45% 53% 24% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values 875 85 1.3 625 Base Adjusted 1063 106 1.3 625 Adiustments I CF Size Factor 0.972 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. `V Loads Uniform TL: 180 =A Uniform LL: 60 1624 Uniform Load A - Pt loads: i iB, R1--2998 R 40 =l Uniform and partial uniform loads are lbs per lineal ft. M NEW LOT 89 OF ANDREW PIERCE J 4-25-00, DWG FROM K 4-24 BEAM 72 (TRELLIS EDGE) Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 6x 12 DF -L #2 --" - - Conditions ---- - - Min Bearing Area R1= 2.6 int R2= 2.6 int DL Defl 0.78 in Data Beam Span 24.0 ft Reaction 1 1624 # Reaction 1 LL 480 # Beam Wt per ft 15.37 # Reaction 2 1624 # Reaction 2 LL 480 # Beam Weight 369 # Maximum V 1624 # j Max Moment 9747'# Max V (Reduced) 1495 # TL Max Defl L / 240 TL Actual Defl L/259 LL Max Defl L / 360 LL Actual Defl L / 875 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl Actual 121.23 63.25 1.11 0.33 Critical 106.93 21.10 1.20 0.80 Status OK OK OK OK Ratio 88% 33% 93% 41% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) _ Values ; Base Values 875 85 1.3 625 V Base Adjusted 1094 106 1.3 625 Adjustments CF Size Factor 1.000 - --- - - -'- ' - - Cd Duration 1.25 1.25 Cr Repetitive I Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 120 =A Uniform LL: 40 JAAlt 6u►6 Uniform Load A R1 = 1624 R2 = SPAN = 24 FT Uniform and partial uniform loads are lbs per lineal ft. 93 NEW LOT 89 OF ANDREW PIERCE J 4-25-00, DWG FROM K 4-24 BEAM 73 (TRELLIS EDGE) Prepared by: jw Date: 4/20/00 BeamChek 2.2 Choice 5-1/8x 13-1/2 GLB 24F-V4 DF/DF Conditions Min Bearing Area R1= 5.2 int R2= 4.4 in DL Defl 0.54 in Suggested Camber 0.81 in Data Beam Span 20.5 ft Reaction 1 3394 # Reaction 1 LL 1034 # Beam Wt per ft 16.81 # Reaction 2 2879 # Reaction 2 LL 881 # Beam Weight 345 # Maximum V 3394 # ' Max Moment 18331 V Max V (Reduced) 3139 # TL Max Defl L / 240 TL Actual Defl L / 318 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (in') TL Defl (in) LL Defl Actual 155.67 69.19 0.77 0.24 - - - -- ----- - Critical 74.01 19.83 1.02 0.68 Status i OK OK OK OK Ratio 48% 29% 76% 34% Fb (psi) Fv (psi) E (psi x mil) Fc-L (psi) Values I Base Values Base Adjusted 2400 2972 190 238 1.8 650 1.8 650 Adjustments Cv Volume 0.991 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations—.------- alculations -Loads Loads Uniform TL: 210 =A Uniform LL: 70 Point LL Point TL Distance --- - ---- - 480 B = 1624 7.0 --• ----- - --- -_..- __. . jvla e 6 x 16 Uniform Load A Pt loads: [B! R1 94R 22 879 rsAN = 20.5 FT Uniform and partial uniform loads are lbs per lineal ft. 94 SECTION 3 -- LATERAL LOAD ANALYSIS (SEISMIC) 5 DETERMINATION OF SEISMIC INTERACTION PARAMETERS FROM ATTACHED FAULT LINE MAPS— g Distance to nearest fault line = i miles or 13'7 kilometers FOR TYPE A SOURCE, THE UBC TABLE 16-S GIVES: Na = 1, 0 at a distance of 10 km of r'\ a t e FOR TYPE A SOURCE, THE UBC TABLE 16-S GIVES: Na = I' Z at a distance of S km HENCE, THE INTERPOLATED VALUE OF Na = O VALUE USED IN DESIGN FOR Na = I - 1 W Lake Tahoe Sacramento m Hayward Fault Mono Lake •N 2 a d IYC US (a ' • o, q ITE S DIS f'►Nc IcRaM s I-rE Tov ! n/E AT /v 1105 5T f f LT Santa s Mojav • G £rte CSANOREAS .{nez FauM • G JZ P p aR (N CHF -5 8. -s M i w55 $b"e •`' G f f c £! Los Angeles • s -hr: 00 Palos Verdes Fault t4 , ti ° o, Salton d Trough ,-•- S .__.:............ _.._,, •° 0 200 300 km San Diego i 7-gIA yCvL-AT10 _____ _ ___________ /o San Francisco f / Q Epicenter I- A A NoN(5" t►n'o ` ; s f (ZcNJ sr G 2A/' EI TJ Y Lake Tahoe Sacramento m Hayward Fault Mono Lake •N 2 a d IYC US (a ' • o, q ITE S DIS f'►Nc IcRaM s I-rE Tov ! n/E AT /v 1105 5T f f LT Santa s Mojav • G £rte CSANOREAS .{nez FauM • G JZ P p aR (N CHF -5 8. -s M i w55 $b"e •`' G f f c £! Los Angeles • s -hr: 00 Palos Verdes Fault t4 , ti ° o, Salton d Trough ,-•- S .__.:............ _.._,, •° 0 200 300 km San Diego i 7-gIA yCvL-AT10 _____ _ ___________ /o SEISMIC LOAD CALCULATIONS FOR GRID LINE Q (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Forces Determination of Tributary Areas: Tributary Width = 1 1.5 ft Tributary Length = C L- ft Tributary Area = 13-6 sq. ft Contributing Dead Load = 24 psf Tributary Dead Load = l')664 lbs or 17.6 kips Contributing Wall Length within area = 1 W ft Estimated Wall Height = 10 ft Total Wall Area = I cNo sq ft Contributing Dead Load = to psf Wall Dead Load = I M-wo lbs or (O kips 17.6 t 1 O= Z G TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = `skips Seismic Force, V = • 1 93 Aa.7• G _ S -32 kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls Shear Wall Length Force in Shear Wall= kiJps1ft Type B : Cantilevered Columns Number of Columns = Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) 3 6 7 ^' Ty - ti -* Amok- G2,D L,NtS AkC SNdwo o1 -j FouWDA?jdeq ('SAN rIP-1115401 SEISMIC LOAD CALCULATIONS FOR GRID LINE Q (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Forces Determination of Tributary Areas: Tributary Width = I I - rft Tributary Length = 64 ft Tributary Area = 3 b sq. ft Contributing Dead Load = Zk+ psf Tributary Dead Load = Iib 6k. lbs or 17• r. kips Contributing Wall Length within area = I Uo ft Estimated Wall Height = 10 ft Total Wall Area = 1 duD sq ft Contributing Dead Load = 10 psf Wall Dead Load = 1 TUL/0 lbs or 10 kips [ I 6 -G +Io = z7- TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS =" kips Seismic Force, V = - 193x2O • 6 _ E - 32. kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls Shear Wall Length = 23 ft _ S -1 = 2 3 0 Ja p Force in Shear Wall = y kips/ft < . 3 6 0 As-% vX Type 8 : Cantilevered Columns Number of Columns = Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) im SEISMIC LOAD CALCULATIONS FOR GRID LINE O (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Forces Determination of Tributary Areas: Tributary Width = I Z.r ft Tributary Length = Lf (f, ft Tributary Area = 5T0 sq. ft Contributing Dead Load = -11+ psf Tributary Dead Load = 13 Z. v9 lbs or 13-2, kips ' Contributing Wall Length within area = 50 ft Estimated Wall Height = 10 ft Total Wall Area = 5v0 sq ft Contributing Dead Load = 1O psf Wall Dead Load = ScNU lbs or S kips -4— TOTAL TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = kips Seismic Force, V = 3 93 x q -Z = ? • 15 kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls Shear Wall Length = ft Force in Shear Wall = kips/ft Type B : Cantilevered Columns Number of Columns = 3 Lateral Load per column = 2' 3 g kips Vertical Load per column = 6 05 kips (Based on Tributary area for column) 12S x 4-kx t2o _ 6 • OS 2. x Z ME SEISMIC DRIFT CALCULATIONS BASED ON UBC 1997 SECTION 1630.9 AND ALLOWABLE STRESS DESIGN FOR CANTILEVERED COLUMNS G RD L NE O -2- Allowable Lateral Load on column =I kips Column Height = 8 ft or 9 6inches _ Z 9 caro Elasticity Modulus, E ksi 3a.3 3f$` Moment of Inertia, I r in 74 Lateral drift = P ' 1"3/ (3 ' E - 1) = 2 ' 38 K q rQ 'A 2 q Q'M K 3 0 ' 1) (ASD) = 0.97 inches Seismic Deflection 1.4 " (ASD Lateral Drift) Using R = 2.2. from Table 16-N of UBC 1997, Estimated maximum drift = 0.7 * R * (ASD Lateral Drift) _-ix2.2x1-36 inches = 2•Ia Allowable Maximum drift = 0.025' Column height (per UBC Section 1630.9.2)- oZS x 96 This is less than Maximum allowed HENCE: ection Selected is OK as designed Section Selected is OK using Exception # 1 of UBC Section 1630.10.2 Must increase moment of inertia of typical column 0 SEISMIC LOAD CALCULATIONS FOR GRID LINE 10 (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Forces Determination of Tributary Areas: Tributary Width = 12. S ft Tributary Length ly 1} ft Tributary Area = SSO sq. ft Contributing Dead Load = '24, psf Tributary Dead Load = 13 2 70 lbs or l3.2 kips Contributing Wall Length within area = TO ft Estimated Wall Height = 10 ft Total Wall Area = S w sq ft Contributing Dead Load = 10 psf Wall Dead Load lbs or S kips 1_ ,3-z t = 1B,'L TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = kips Seismic Force, V = - 193X A 8 - Z = 3 - 51 kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls Shear Wall Length = 37 ft '3.5137 0 Force in Shear Wall = kips/ft Type 8 : Cantilevered Columns Number of Columns = Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) G •3Uo 1 02 SEISMIC LOAD CALCULATIONS FOR GRID LINE O (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Forces Determination of Tributary Areas: Tributary Width = q •S ft Tributary Length = -Zr ft Tributary Area 27 sq. ft Contributing Dead Load = 2.4. psf Tributary Dead Load = S7 W lbs or S kips Contributing Wall Length within area = ► a'0 ft Estimated Wall Height = Z ft Total Wall Area = 1 •Z• ©osq ft Contributing Dead Load = ) o psf Wall Dead Load = 2 wv lbs or 12 kips 5 i i- 7'1 TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS =kips Seismic Force, V = • 393x7 -? = RESISTING ELEMENTS SUMMARY Type A : Shear Walls Shear Wall Length = Force in Shear Wall = Type B : Cantilevered Columns 2726 71- 6 6 G ' 4 kips ft kips/ft Number of Columns = Z - Lateral Lateral Load per column = '9 6f 2 kips Vertical Load per column = 3 -"7 kips (Based on Tributary area for column) if a C-z'R . OY— DETERMINATION OF SEISMIC " RHO " PER 1997 UBC SECTION 1630.1.1 AREA UNDER CONSIDERATION — GAR IAO 9 R V-8 DIRECTION OF SEISMIC FORCES V (TOTAL STORY) = %G kips V (Cantilever Columns) = kips V (Moment Resisting Frames) = kips V (Shear Walls) = Z 3 $ kips V (element) = 2-"3 kips r(element) _ I'3$1ft= • °Z9 r (maximum) _ • 0-41 Area = 12' S x 4. y. 2 ; S o sq ft RHO = 2 - 20/(rmax ' sq rt(Area)) _ Hence, RHO = 1,0 Q.•/ s, R ado `s FOvA k- •t'o 1 • p 2O_ • fall CI SSo I. SS 71A9N o R \o4 SECTION 4 -- CONNECTIONS ALL WOOD CONNECTORS SHALL BE SIMPSON OR APPROVED EQUAL ALL ANCHOR BOLTS, HOLDDOWNS AND DOWELS SHALL BE IN PLACE AND INSPECTED ACCORDING TO LOCAL BUILDING REGULATIONS CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR TRUSS COMPONENTS AND STEEL MEMBERS IoS' Wil" rA -y%- # SUPPLEMENTAL BEAM CALCULATIONS AS REQUESTED DURING PLAN CHECK 1oib 1;E9ris 352 L= -7 • Ua x \ Z S 3 =-?(,B v4 BEAM _ 38 6K Io 10'7 1 Of $ -4-7 F i Z 2 c.7 12 Seo 3- , L = Zv x No -ZS= Z 09 T Z 461 O M.o %- 44 'S -" T i 10 #- 4,wo 4 G xlo 'l Z G d r ---,+ 13Z 6x 2 Concorde Consulting Group, Inc 722 Fremont Ave, Suite # 9, South Pasadena, CA 91030 Andrew Pierce, Lot 89 Roof Beams B52 Prepared by: KMK Date: 6/12/00 BeamChek 2.2 Choice i 6x 8 DF -L #2 BASE Fb = 700 ADJ Fb = 875 Conditions 91 NDS Uniform Load A I I R11 -921 R2 = 921 SPAN = 7 FT Uniform and partial uniform loads are lbs per lineal ft. 1(39 Min Bearing Area R1= 1.5 int R2= 1.5 in DL Defl 0.03 in Data Beam Span 7.0 ft Reaction 1 921 # Reaction 1 LL 403 # Beam Wt per ft 10.02 # Reaction 2 921 # Reaction 2 LL 403 # Beam Weight 70 # Maximum V 921 # Max Moment 1611 '# Max V (Reduced) 756 # TL Max Defl L / 240 TL Actual DO L / >1000 LL Max Defl L / 360 LL Actual DO L / >1000 Attributes Section in' Shear(in') TL Defl in LL Defl Actual 51.56 41.25 0.06 0.02 Critical 22.09 10.68 0.35 0.23 Status OK OK OK OK Ratio 43% 26% 16% 11% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Base Values 700 85 1.3 625 Base Adjusted 875 106 ; 1.3 625 Adjustments I CF Size Factor 1.000 { Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress I Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 253 =A Uniform LL: 115 Uniform Load A I I R11 -921 R2 = 921 SPAN = 7 FT Uniform and partial uniform loads are lbs per lineal ft. 1(39 Concorde Consulting Group, Inc 722 Fremont Ave, Suite # 9, South Pasadena, CA 91030 Andrew Pierce, Lot 89 Roof Beams B53 Prepared by: KMK Date: 6/12/00 BeamChek 2.2 Choice 1 6x 10 DF -L #2 BASE Fb = 875 ADJ Fb = 1094 Conditions '91 NDS Min Bearing Area R1= 1.6 in R2= 1.4 int DL Defl 0.02 in Data[earn Span 7.0 ft Reaction 1 1013 # Reaction 1 LL 440 # Beam Wt per ft 12.7 # Reaction 2 886 # Reaction 2 LL 382 # Beam Weight 89 # Maximum V 1013# 'Max Moment 2385'# Max V (Reduced) 898 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in' Shear (in2) TL Defl in LL Defl Actual 82.73 52.25 0.04 0.02 Critical 26.17 12.68 0.35 0.23 Status i OK OK OK OK Ratio 32% 24% 12% 8% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values I Base Values 875 85 _ 1.3 625 Base Adjusted 1094 106 1.3 625 Adiustments CF Size Factor 1.000 --"" Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 132 =A Uniform LL: 60 Point LL Point TL Distance 402 B = 886 3.0 —" I Uniform Load A i Pt loads: R1 —1013 R2 = 886 SPAN = 7 FT Uniform and partial uniform loads are lbs per lineal ft. ME Concorde Consulting Group, Inc 722 Fremont Ave, Suite # 9, South Pasadena, CA 91030 Andrew Pierce, Lot 89 Roof Beams B38 Prepared by: KMK Date: 6/12/00 BeamChek 2.2 Choice 6x 10 DF -L #2 BASE Fb = 875 ADJ Fb = 1094 Conditions '91 NDS ---- Min Bearing Area R1= 1.4 int R2= 1.4 int DL Defl 0.09 in Data !Beam Span 12.5 ft Reaction 1 904 # Reaction 1 LL 375 # Beam Wt per ft 12.7 # Reaction 2 904 # Reaction 2 LL 375 # Beam Weight 159 # Maximum V 904 # Max Moment 2826'# Max V (Reduced) 790 # 'TL Max Defl L / 240 TL Actual Defl L / 966 1 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in' Shear int TL Defl in LL Defl Actual 82.73 52.25 0.16 0.06 Critical 31.01 11.15 0.63 0.42 Status OK OK OK OK Ratio 37% 21% 25% 15% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values 875 85 1.3 625 Base Adjusted 1094 106 1.3 625 Adjustments 'CF Size Factor 1.000 -' Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 132 =A Uniform LL: 60 1 Uniform Load A t Z R1 = 904 R2 = 904 SPAN = 12.5 FT Uniform and partial uniform loads are lbs per lineal ft. Concorde Consulting Group, Inc 722 Fremont Ave, Suite # 9, South Pasadena, CA 91030 Andrew Pierce. Lot 89 Roof Beams B49 Prepared by: KMK Date: 6/12/00 BeamChek 2.2 Choice 5-1/8x 13-1/2 GLB 24F -V4 DF/DF BASE Fb = 2400 ADJ Fb = 2995 Conditions Min Bearing Area R1= 6.8 in R2= 6.8 in DL Defl 0.41 in Suggested Camber 0.61 in Data Beam Span 19.0 ft Reaction 1 4444 # Reaction 1 LL 1948 # Beam Wt per ft 16.81 # Reaction 2 4444 # Reaction 2 LL 1948 # Beam Weight 319 # Maximum V 4444 # Max Moment 21110'# Max V (Reduced) 3918 # TL Max Defl L / 240 TL Actual Defl L / 315 LL Max Defl L / 360 LL Actual Defl L / 719 Attributes Section (in 3) Shear (in') TL Defl (in) LL Defl Actual ' 155.67 69.19 0.72 0.32 Critical 84.59 24.74 0.95 0.63 Status OK OK OK OK Ratio ! 54% 36% 76% 50% __ _ __F_b (psi) Fv (psi) E (psi x mil) Fc (psi) Values Base Values 2400 190 1.8 650 i Base Adjusted 2995 238 1.8 650 Adjustments Cv Volume 0.998 _ - - Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use •' BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 451 =A Uniform LL: 205 i Uniform Load A i 0 i R1 =4444 R2 =4444 SPAN = 19 FT Uniform and partial uniform loads are lbs per lineal ft. 112- Concorde Consulting Group, Inc 722 Fremont Ave, Suite # 9, South Pasadena, CA 91030 Andrew Pierce, Lot 89 a Fv (psi) E (psi x mil) Fc -L (psi) Roof Beams i Base Values B47 85 1.3 625 Prepared by: KMK Date: 6/12/00 BeamChek 2.2 Choice 6x 10 DF -L #2 CF Size Factor 1.000 BASE Fb = 875 ADJ Fb = 1094 Conditions '91 NDS 1.25 1.25 Cr Repetitive Min Bearing Area R1= 3.6 in R2= 3.6 int DL Defl 0.11 in Data Beam Span 10.0 ft Reaction 1 2263 # Reaction 1 LL 1000 # Beam Wt per ft 12.7 # Reaction 2 2263 # Reaction 2 LL 1000 # I Beam Weight 127 # Maximum V 2263 # i Max Moment 5659'# Max V (Reduced) 1905 # 'TL Max Defl L / 240 TL Actual Defl L / 603 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (in 2) TL Defl (in) LL Defl Actual 82.73 52.25 0.20 0.09 Critical I 62.08 26.90 0.50 0.33 Status OK OK OK OK Ratio 75% 51% 40% 26°/ _ Fb (psi) a Fv (psi) E (psi x mil) Fc -L (psi) Values i Base Values 875 85 1.3 625 Base Adjusted 1094 106 1.3 625 Adjustments CF Size Factor 1.000 - Cd Duration 1.25 1.25 Cr Repetitive I Ch Shear Stress i Cm Wet Use i BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 440 =A Uniform LL: 200 Uniform Load A R1 -2263 R2 =2263 SPAN = 10 FT Uniform and partial uniform loads are lbs per lineal ft. 113 Concorde Consulting Group, Inc 722 Fremont Ave, Suite # 9, South Pasadena, CA 91030 Andrew Pierce, Lot 89 B45 2048 # Reaction 1 LL Choice 6x 14 DF -L #2 Conditions '91 NDS Maximum V Min Bearing Area Data 'Beam Span 1971 # 'Beam Wt per ft TL Actual Defl Beam Weight L / 360 Max Moment L / >1000 TL Max Defl TL Defl (in) LL Max Defl Attributes Section in' Actual 167.06 Critical 85.71 Status OK Ratio 51% Roof Beams Prepared by: KMK Date: 6/12/00 BeamChek 2.2 BASE Fb = 875 ADJ Fb = 1080 R1= 3.3 int R2= 1.8 int DL Defl 0.12 in 14.0 ft Reaction 1 2048 # Reaction 1 LL 18.04 # Reaction 2 1105# Reaction 2 LL 253 # Maximum V 2048 # 7711 '# Max V (Reduced) 1971 # L / 240 TL Actual Defl L / 879 L / 360 LL Actual Defl L / >1000 Shear (in Z) TL Defl (in) LL Defl 74.25 0.19 0.07 27.83 0.70 0.47 OK OK OK 37% 27% 15% 721 # 293 # I Uniform Load A Pt loads: R1 -2048 R2 = 1105 SPAN = 14 FT Uniform and partial uniform loads are lbs per lineal ft. 114 Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values 875 85 1.3 625 Base Adjusted 1080 106 1.3 625 Adjustments I CF Size Factor 0.987 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Y Loads Uniform TL: 50 =A Uniform LL: 1 Point LL Point TL Distance 1000 B = 2200 4.0 I Uniform Load A Pt loads: R1 -2048 R2 = 1105 SPAN = 14 FT Uniform and partial uniform loads are lbs per lineal ft. 114 Concorde Consulting Group, Inc 722 Fremont Ave, Suite # 9, South Pasadena, CA 91030 Andrew Pierce, Lot 89 Roof Beams B44 Prepared by: KMK Date: 6/12/00 BeamChek 2.2 Choice 6x 12 DF -L #2 BASE Fb = 875 ADJ Fb = 1094 Conditions '91 NDS Uniform Load A i Pt loads: R1 -2601 R2 = 1417 SPAN = 13 FT Uniform and partial uniform loads are lbs per lineal ft. J5, Min Bearing Area R1= 4.2 int R2= 2.3 int DL Defl 0.20 in Data Beam Span 13.0 ft Reaction 1 2601 # Reaction 1 LL 996 # Beam Wt per ft 15.37 # Reaction 2 1417 # Reaction 2 LL 457 # Beam Weight 200 # Maximum V 2601 # i Max Moment 7833'# Max V (Reduced) 2539 # TL Max Defl L / 240 TL Actual Deft L/485 LL Max Defl L/360 LL Actual Defl L / >1000 Attributes Section (in') Shear (in') TL Defl (in) LL Defl Actual 121.23 63.25 0.32 0.13 Critical 85.93 35.84 0.65 0.43 Status OK OK OK OK Ratio 71% 57% 50% 29% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values 875 85 1.3 625 Base Adjusted 1094 106 1.3 625 Adjustments CF Size Factor 1.000 -- Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 50 = A Uniform LL: 1 Point LL Point TL Distance 1000 B =2200 3.0 - -- 440 C = 968 6.5 Uniform Load A i Pt loads: R1 -2601 R2 = 1417 SPAN = 13 FT Uniform and partial uniform loads are lbs per lineal ft. J5, Concorde Consulting Group, Inc 722 Fremont Ave, Suite # 9, South Pasadena, CA 91030 Andrew Pierce, Lot 89 Roof Beams B74 Prepared by: KMK Date: 6/12/00 BeamChek 2.2 Choice 6x 12 DF -L #2 BASE Fb = 875 ADJ Fb = 1094 Conditions '91 NDS --^ -- Min Bearing Area R1= 2.2 in' R2= 2.2 in DL Defl 0.28 in Data Beam Span 19.0 ft Reaction 1 1400 # Reaction 1 LL 570 # ! Beam Wt per ft 15.37 # Reaction 2 1400 # Reaction 2 LL 570 # ! Beam Weight 292 # Maximum V 1400 # Max Moment 6650'# Max V (Reduced) 1259 # TL Max DO L / 240 TL Actual DO L/479 I LL Max DO L / 360 LL Actual DO L/>1000 Attributes Section in' Shear int TL Defl in LL DO Actual 121.23 63.25 0.48 0.19 Critical 72.96 17.77 0.95 0.63 Status OK OK OK OK Ratio 60% 28% 50% 31% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values 875 85 1.3 625 i Base Adjusted 1094 106 1.3 625 Adiustments I CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive i Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 132 = A Uniform LL: 60 1 Uniform Load A I R1 -/1400 R2 = 1400 SPAN = 19 FT Uniform and partial uniform loads are lbs per lineal ft. SUPPLEMENT # 2 SUPPLEMENTAL CALCULATIONS AS REQUESTED DURING PLAN CHECK 11-7 Q -:)r Vjp- - , " el Sgt- -71+ 2X59Z,x3-SX Z•o - - ,2 gz88- XO\V "3 x,56 t vU Gri2Y \r C) -7 2 VD `b' • Z•63 i x -37 6 1cy6 I46 •31 _ ( o t Z L 13 cf" e—I of M T = OY0. a Cry _ sqo +goy ts- Bi.iS 5GF 21/70 cot OAh PLAN 31 !"Aiu SPACCRL SIC)E5 STU.0 YA'. L! SEE "d GMJ FIREPLAGE (TYP.) ( 2,a SH7MGrAL :per/ ,` 1 >r[A$FI IIJ i• i 1 it PRAMIZ3i 1 11 1 1 1 SE(11RRYA CHIMNEYS FyI1F Ye7 TEC) Ci V1•iiY(IVU(,i: httKC7ET. ACCORD'INS TO ULAO3 HT (0305 Tu 6lOmm /l2 TO ?A INCHES) FOR USE WiTH FiA9ONK1 FRErL4C=- (SOLID Fl}FI 4GGI.IANrFti1 !I i ONLY) 2x WALL BEYOND FWE iMANSI I uN I'lula rGla 71 Wl.l u r xe PLAN =Z. Gc:c SEti 7 (.Mu Hxem.a3GE &^ DAMPER 4x4xY16' S 1 L .4N(VU MN. & BEARING IN WK UArvck TO ROOF c vOR D. R46H %vc),ikNtK FET, .)LAN I V I IS .Cr'TIr1f 1 oc ✓(.v I Ivl v / T /- . 1._.. L . a. P 0 d g 1121 —lasa m I CI SEISMIC LOAD CALCULATIONS FOR GRID LINE (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Forces Determination of Tributary Areas: Tributary Width = Z4+ ft Tributary Length = 4. ft Tributary Area = 33 (6 sq. ft Contributing Dead Load = •2-t+ psf Tributary Dead Load = Fs 0 6+ lbs or Fs • o kips Contributing Wall Length within area = Z S ft Estimated Wall Height = to ft Total Wall Area = '2. So sq ft Contributing Dead Load = 1 C) psf Wall Dead Load = Z - vo lbs or Z. - Skips TOTA-EDEAD-LOAD-FOrR SEISMIC CALCYLA 1 Seismic Force, V = 393x I A S _ \L¢ • 16 kips RESISTING ELEMENTS SUMMARY / ..% ype hear,VJ/al/s Shear Wall Length = ft Force in Shear Wall = kips/ft Type B : Cantilevered Columns Number of Columns = -2- Lateral Load per column = 'z- o$ kips Vertical Load per column = 7 3 9 kips (Based on Tributary area for column) 2 Fs• 0+2-5 - lo•S rkips 1, j 8 TS ctti wy re c/ •n• (22_ SEISMIC LOAD CALCULATIONS FOR GRID LINE O (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Forces Determination of Tributary Areas: Tributary Width = ft Tributary Length = I o -o ft Tributary Area = 2i o sq. ft Contributing Dead Load = z psf Tributary Dead Load = S U Fo lbs or S otl. kips Contributing Wall Length within area = 30 ft Estimated Wall Height = 10 ft Total Wall Area = 3 rM sq ft Contributing Dead Load = 10 psf Wall Dead Load = 3 WO lbs or 3 kips $'Ct+ TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = (kips Seismic Force, V= -1 g i n V• C)4 = , S r kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls 4-1+ Shear Wall Length Force in Shear Wall = kips/ft d Type B : Cantilevered Columns Number of Columns = Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) 123 SEISMIC LOAD CALCULATIONS FOR GRID LINE CD (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Forces Determination of Tributary Areas: Tributary Width = to -o ft Tributary Length = Co -o ft Tributary Area = 6 "o sq. ft Contributing Dead Load = 'Zy psf Tributary Dead Load = y' 4 `N lbs or 14. 4 kips Contributing Wall Length within area = I vb ft Estimated Wall Height = 2- ft Total Wall Area = 8 w sq ft Contributing Dead Load 10 psf Wall Dead Load = g cnro lbs or 4. $ _ .2 Z. kips TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = kips Seismic Force, V = • 193 x2%- 4 = -I I- kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls Shear Wall Length = s' S ft4 3Z/N 9,.r Force in Shear Wall = kip ps/ft Type B : Cantilevered Columns d Number of Columns = Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) 2 SEISMIC LOAD CALCULATIONS FOR GRID LINE O (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Forces Determination of Tributary Areas: Tributary Width = to -o ft Tributary Length = i o. o ft Tributary Area sq. ft Contributing Dead Load = Z, y, psf Tributary Dead Load = Contributing Wall Length within area = Estimated Wall Height = Total Wall Area = Contributing Dead Load = Z- 4, vo lbs or 1+ kips Zo ft 10 ft 2vo sq ft 10 psf Wall Dead Load = 'Z cvo lbs or ,,..TOT. L DEAD LOAD FOR SEISMIC CALCULAT/O j- 393x4ti Seismic Force, V - - I ' _! 2- kips RESISTING ELEMENTS SUMMARY Type A :Shear Walls Shear WalrLength - Force in Shear Wall = kips/ft Type B : Cantilevered Columns -i•4,+z._ t+• _ rkips 1 Number of Columns = Lateral Load per column = t' Z- kips _ Vertical Load per column = Z • P kips (Based on Tributary area for column) 12s SEISMIC LOAD CALCULATIONS FOR GRID LINE 0 (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Forces Determination of Tributary Areas: Tributary Width = .2 6'O ft Tributary Length = 2.2- o ft Tributary Area = ! sq. ft Contributing Dead Load = 21t psf Tributary Dead Load = 132 $' lbs or % 'i kips Contributing Wall Length within area = SO ft Estimated Wall Height = 1 O ft Total Wall Area = Svo sq ft Contributing Dead Load = 10 psf Wall Dead Load = S cnro lbs or 3.7 t S s kips _ TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS =kips /1 3ri18•' Seismic Force, V= l = 3 6 o kips RESISTING ELEMENTS SUMMARY A:Shear Walls Shear Wall Length = I I • S' ft Force in Shear Wall = kips/ft Type B : Cantilevered Columns Number of Columns = Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) SEISMIC LOAD CALCULATIONS FOR GRID LINE (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Forces Determination of Tributary Areas: Tributary Width = 2-1 'aft Tributary Length = Z . o ft Tributary Area sq. ft Contributing Dead Load = 7-1+ psf Tributary Dead Load = Z- 6 lbs or 12 kips Contributing Wall Length within area = S o ft Estimated Wall Height = 10 ft Total Wall Area = r vo sq ft Contributing Dead Load = 10 psf Wall Dead Load = Sw" lbs or S kips 17- ro TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = (kips Seismic Force, V = -1 ° 1 x 4'7 , 6 : 3 -13 kips RESISTING ELEMENTS SUMMARY Type A :Shear Walls Shear Wall Length ,ft Force in Shear Wall = ky ipslft Type B : Cantilevered Columns Number of Columns = Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) 0 •2.tg - a'36a Xj+ gy- SEISMIC LOAD CALCULATIONS FOR GRID LINE® (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Forces Determination of Tributary Areas: Tributary Width = 1 U - ' ft Tributary Length = Z3,p ft Tributary Area = 37 9 sq. ft Contributing Dead Load = Wt p s f Tributary Dead Load = 1 $" lbs or g 1 kips Contributing Wall Length within area = I V1p ft Estimated Wall Height = 10 ft Total Wall Area = I wo sq ft Contributing Dead Load = 10 psf Wall Dead Load = l Mm o lbs or 9.1 + 1 O = 19 1 1 o • o kips TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = kips 193*i S. I Seismic Force, V = `f = 3 . 6 C9, kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls 3. 6 Shear Wall Length 9 ft Force in Shear Wall = Type B : Cantilevered Columns 7 kips/ft Number of Columns = Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) 12 g- SEISMIC LOAD CALCULATIONS FOR GRID LINE i) (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Forces Determination of Tributary Areas: Tributary Width = g-Zft Tributary Length = Z3 ft Tributary Area = 1 $ 9 sq. ft Contributing Dead Load = 2-t+ psf Tributary Dead Load lbs or y kips Contributing Wall Length within area = So ft Estimated Wall .Height = 10 ft Total Wall Area = S w sq ft Contributing Dead Load = 10 psf Wall Dead Load = S crab lbs or S } S S 5 kips TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = l kips P / 3 * 9 T Seismic Force, V = ( = I 8 33 kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls S. < Shear Wall Length = ft % g 33S f 5 - 3 33 Force in Shear Wall = kid ps/ft G 3 6 n ArA Type B : Cantilevered Columns Number of Columns = Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) vl SEISMIC LOAD CALCULATIONS FOR GRID LINEA (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Forces Determination of Tributary Areas: Tributary Width = 14-- o ft Tributary Length = 26• o ft Tributary Area = 3 C y sq. ft Contributing Dead Load = 'Zt+ psf Tributary Dead Load i3 0 lbs or R • i kips Contributing Wall Length within area = 20 ft Estimated Wall Height = %0 ft Total Wall Area = 2vo sq ft Contributing Dead Load = • 10 psf Wall Dead Load = 2 uvv lbs or kips. --- ' - 7 + 2 = I o •7 TAL DEAD"LOAD FOR SEISMIC CALCULAT/O =kips i -393ri 10.7 Seismic Force, V = = 4 10 kips RESISTING ELEMENTS SUMMARY A : Shear 19Ns - ..__Sb-ear'Wall Length_ _ Force in Shear Wall = kips/ft Type B : Cantilevered Columns Number of Columns = - Lateral Load per column = 2 ' a kips Vertical Load per column = $ i W kips (Based on Tributary area for column) s 3l $ a1c +zap 13 SEISMIC LOAD CALCULATIONS FOR GRID LINE O (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Forces Determination of Tributary Areas: Tributary Width = 4" g ft Tributary Length = 17.0 ft Tributary Area = 82—sq. ft Contributing Dead Load = Z . psf Tributary Dead Load = 19 S lbs or 1 9 rkips Contributing Wall Length within area = S C) ft Estimated Wall Height = 10 ft Total Wall Area = 5'w sq ft Contributing Dead Load = 10 psf Wall Dead Load = S Wo lbs or s °kips TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = kips 193n6.9S Seismic Force, V = ( = 1.3 k, kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls Shear Wall Length = I ► ft 134 t1'S = 1I V < 3 o •k Force in Shear Wall = kips/ft Type B : Cantilevered Columns Number of Columns = Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) I 3 i SEISMIC LOAD CALCULATIONS FOR GRID LINE 0 (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Forces Determination of Tributary Areas: Tributary Width = 11, C ft Tributary Length = ZS• o ft Tributary Area = SSO sq. ft Contributing Dead Load = 2y psf Tributary Dead Load = 32 vb lbs or t 3 -2. kips Contributing Wall Length within area = 50 ft Estimated Wall Height = 10 ft Total Wall Area = S' c/9 sq ft Contributing Dead Load = 1 O psf Wall Dead Load lbs or 13 • Z S - 1 Sc -2- kips kips TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = kips -(93 x18.2= Seismic Force, V C = 3 • S'Z kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls/ Shear Wall Length = 22 -oft 3 ~ ` 2Z Force in Shear Wall = kips/ft Type B : Cantilevered Columns Number of Columns = Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) j'2_ SEISMIC LOAD CALCULATIONS FOR GRID LINE O (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Forces Determination of Tributary Areas: Tributary Width = 14• S ft Tributary Length = z.7- o ft Tributary Area = 3 91 sq. ft Contributing Dead Load = 2Qe psf Tributary Dead Load = 919 6 lbs or 9 ' tle kips Contributing Wall Length within area = .C, 9 ft Estimated Wall Height = 10 ft Total Wall Area = 6,o sq ft Contributing Dead Load = 10 psf Wall Dead Load = `n lbs or 6 o kips TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = rkips - •193x15' _ Seismic Force, V ( - Z-' 9 kips RESISTING ELEMENTS SUMMARY 9-(++6 cIs""( Type A : Shear Walls -Z , I S 6 44 Shear Wall Length = 9 ft < 3 6 0 arses Force in Shear Wall = kips/ft Type B : Cantilevered Columns Number of Columns = Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) 123 DETERMINATION OF HOLD-DOWNS FOR SHEAR WALLS Location of Shear Wall: Grid Line 0 Length of Shear Wall = 14' ft Height of Shear Wall = 10 ft Lateral Force in Shear Wall = S' 32 kips Vertical Load on Wall = kips/ft (Dead + Live ) Vertical Load on Wall = ' 2 kips/ft (for HD Calculations -- taken as 40% of total Load) c P, IO S• 32 k fly _ 3' 8 Estimated uplift due to Lateral Load = kips Estimated vertical load at hold-down = 1, 4 kips 38—1•Cy.i _ Z•3 Net Hold down forces = ( S kip USE HD2A WITH 6X6 POST -- CAPACITY OF 2760 lbs ✓USE HD5A WITH 6X6 POST -- CAPACITY OF 3980 lbs QX USE HD6A WITH 6X6 POST --CAPACITY OF 5510 lbs 0 y- DETERMINATION OF HOLD-DOWNS FOR SHEAR WALLS Location of Shear Wall: Grid Line Q Length of Shear Wall = 23 ft Height of Shear Wall = to ft Lateral Force in Shear Wall = S , 3'2„ kips Vertical Load on Wall = kips/ft (Dead + Live ) Vertical Load on Wall = 017. kips/ft (for HD Calculations -- taken as 40% of total Load) o ir c w 5.32 x 10/23 = Z 3) Estimated uplift due to Lateral Load = kips Estimated vertical load at hold-down= 113 kips Net Hold down forces = -6^ kips USE HD2A WITH 6X6 POST -- CAPACITY OF 2760 lbs USE HD5A WITH 6X6 POST -- CAPACITY OF 3980 lbs USE HD6A WITH 6X6 POST --CAPACITY OF 5510 lbs 135 DETERMINATION OF HOLD-DOWNS FOR SHEAR WALLS Location of Shear Wall: Grid Line G Length of Shear Wall = 31 ft Height of Shear Wall = ft Lateral Force in Shear Wall = 3' S( kips Vertical Load on Wall = kips/ft (Dead + Live ) Vertical Load on Wall = ' 2 w kips/ft (for HD Calculations -- taken as 40% of total Load) e ,r 2 > Estimated uplift due to Lateral Load 4 -kips Estimated vertical load at hold-down= 3 -7 kips Net Hold down forces = _ 'Z,, 76kips USE HD2A WITH 6X6 POST -- CAPACITY OF 2760 lbs (v o USE HD5A WITH 6X6 POST -- CAPACITY OF 3980 lbs USE HD6A WITH 6X6 POST --CAPACITY OF 5510 lbs 13:6 DETERMINATION OF HOLD-DOWNS FOR SHEAR WALLS Location of Shear Wall: Grid Line O Length of Shear Wall = G1 Ir -ft Height of Shear Wall = 10 ft Lateral Force in Shear Wall = 1 - S Skips Vertical Load on Wall = kips/ft (Dead + Live ) Vertical Load on Wall = '3 ' -4'10 kips/ft (for HD Calculations -- taken as 40% of total Load) o r 2 Estimated uplift due to Lateral Load = 7-' 3 $ kips Estimated vertical load at hold-down = O 6S kips Net Hold down forces = 1.73 kips USE HD2A WITH 6X6 POST -- CAPACITY OF 2760 lbs V UFSE HD5A WITH 6X6 POST -- CAPACITY OF 3980 lbs dw— USE HD6A WITH 6X6 POST- CAPACITY OF 5510 lbs 13? DETERMINATION OF HOLD-DOWNS FOR SHEAR WALLS Location of Shear Wall: Grid Line Length of Shear Wall = 15 • S' ft Height of Shear Wall = 10 ft Lateral Force in Shear Wall = kips Vertical Load on Wall = kips/ft (Dead + Live ) —' Vertical Load on Wall = 0' Z 60 kips/ft (for HD Calculations -- taken as 40% of total Load) Estimated uplift due to Lateral Load = "I It' kips Estimated vertical load at hold-down = 1 Sr kips Net Hold down forces = 1. 23 kips USE HD2A WITH 6X6 POST -- CAPACITY OF 2760 lbs VUSE HD5A WITH 6X6 POST -- CAPACITY OF 3980 lbs USE HD6A WITH 6X6 POST --CAPACITY OF 5510 lbs 13$ DETERMINATION OF HOLD-DOWNS FOR SHEAR WALLS Location of Shear Wall: Grid Line Length of Shear Wall = J1 --C ft Height of Shear Wall = 10 ft Lateral Force in Shear Wall = 3 0 kips Vertical Load on Wall = kips/ft (Dead + Live ) Vertical Load on Wall = ' Z kips/ft (for HD Calculations -- taken as 40% of total Load) Estimated uplift due to Lateral Load = 3 ' 3 kips Estimated vertical load at hold-down = 1. 1S kips Net Hold down forces = 1.9 $ kips USE HD2A WITH 6X6 POST -- CAPACITY OF 2760 lbs ✓USE HD5A WITH 6X6 POST -- CAPACITY OF 3980 lbs USE HD6A WITH 6X6 POST --CAPACITY OF 5510 lbs n3 DETERMINATION OF HOLD-DOWNS FOR SHEAR WALLS Location of Shear Wall: Grid Line Length of Shear Wall = S'Sft Height of Shear Wall = 10'0ft Lateral Force in Shear Wall = 3 ' 3 9 kips Vertical Load on Wall = kips/ft (Dead + Live ) Vertical Load on Wall = C ' 7 c!fl kips/ft (for HD Calculations -- taken as 40% of total Load) Estimated uplift due to Lateral Load = Z,1 t kips Estimated vertical load at hold-down = I' SS kips Net Hold down forces = O • 63 kips USE HD2A WITH 6X6 POST -- CAPACITY OF 2760 lbs V'USE HD5A WITH 6X6 POST -- CAPACITY OF 3980 lbs 45W USE HD6A WITH 6X6 POST --CAPACITY OF 5510 lbs 140 DETERMINATION OF HOLD-DOWNS FOR SHEAR WALLS Location of Shear Wall: Grid Line Length of Shear Wall = :!) ft Height of Shear Wall = (o ft Lateral Force in Shear Wall = 3 ' 6 g kips Vertical Load on Wall = kips/ft (Dead + Live ) Vertical Load on Wall = o' 2 W kips/ft (for HD Calculations -- taken as 40% of total Load) Estimated uplift due to Lateral Load = 4 O %, kips Estimated vertical load at hold-down = 0 9 kips Net Hold down forces = '3 • I g" kips USE HD2A WITH 6X6 POST -- CAPACITY OF 2760 lbs ✓USE HD5A WITH 6X6 POST -- CAPACITY OF 3980 lbs USE HD6A WITH 6X6 POST --CAPACITY OF 5510 lbs 141 DETERMINATION OF HOLD-DOWNS FOR SHEAR WALLS Location of Shear Wall: Grid Line Length of Shear Wall = S' ft Height of Shear Wall = 0 ft Lateral Force in Shear Wall = \ ' &3 kips Vertical Load on Wall = kips/ft (Dead + Live ) Vertical Load on Wall = 0 ' 10 kips/ft (for HD Calculations -- taken as 40% of total Load) Estimated uplift due to Lateral Load = 3'3Zkips Estimated vertical load at hold-down = 0,9f' kips Net Hold down forces = 2 1 7 kips USE HD2A WITH 6X6 POST -- CAPACITY OF 2760 lbs (,,t1SE HD5A WITH 6X6 POST -- CAPACITY OF 3980 lbs USE HD6A WITH 6X6 POST --CAPACITY OF 5510 lbs l 2 DETERMINATION OF HOLD-DOWNS FOR SHEAR WALLS Location of Shear Wall: Grid Line O Length of Shear Wall = \ \ I -C' ft Height of Shear Wall = 10 ft Lateral Force in Shear Wall = \ ' 3 4+ kips Vertical Load on Wall = kips/ft (Dead + Live ) Vertical Load on Wall = 0' ZW kips/ft (for HD Calculations -- taken as 40% of total Load) Estimated uplift due to Lateral Load = 6 kips Estimated vertical load at hold-down = • 0 kips Net Hold down forces = O. 1 AS kips USE HD2A WITH 6X6 POST -- CAPACITY OF 2760 lbs USE HDSA WITH 6X6 POST -- CAPACITY OF 3980 lbs USE HD6A WITH 6X6 POST --CAPACITY OF 5510 lbs 1z DETERMINATION OF HOLD-DOWNS FOR SHEAR WALLS Location of Shear Wall: Grid Line O Length of Shear Wall = 2.2- ft Height of Shear Wall = $ O ft Lateral Force in Shear Wall = 3 ' 2 kips Vertical Load on Wall = kips/ft (Dead + Live ) Vertical Load on Wall = kips/ft (for HD Calculations -- taken as 40% of total Load) Estimated uplift due to Lateral Load = kips Estimated vertical load at hold-down = Z •'Z kips Net Hold down forces = _ (3. 6 kips USE HD2A WITH 6X6 POST -- CAPACITY OF 2760 lbs USE HD5A WITH 6X6 POST -- CAPACITY OF 3980 lbs USE HD6A WITH 6X6 POST --CAPACITY OF 5510 lbs No DETERMINATION OF HOLD-DOWNS FOR SHEAR WALLS Location of Shear Wall: Grid Line Length of Shear Wall = \ 9 ft Height of Shear Wall = 10 ft Lateral Force in Shear Wall = Z • q 7 kips Vertical Load on Wall = kips/ft (Dead + Live ) Vertical Load on Wall = 0 - Z- 00 kips/ft (for HD Calculations -- taken as 40% of total Load) Estimated uplift due to Lateral Load = 1 S6 kips Estimated vertical load at hold-down = I -O kips Net Hold down forces = O I -C6 kips USE HD2A WITH 6X6 POST -- CAPACITY OF 2760 lbs 1/6E HD5A WITH 6X6 POST -- CAPACITY OF 3980 lbs USE HD6A WITH 6X6 POST --CAPACITY OF 5510 lbs