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06020105z C =v a`> a� UC UC w l- CITY OF CUPERTINO BUILDING DIVISION PERNUT ,� COb� T ,-TWINFORMAT10i, BUILDING ADDRESS: PERMIT N0. 10596 N TANTAU AVE f}l,� STQCtC�c�J OWNER'S NAME: SATELLITE HEALTHCARE ¢S ORS PERMIT ISSUE DATE 04/03/2006 Q NE: SANITARY NO. CONTROL NO. ARCHfIECDENGINEER: - A,-y� n BUILDING PERMIT INFO BO ELECT BUILDING 3 21 -G7'� `� PH 0 LICENSED CONTRACTOR'S DECLARATION lob Description 1 hereby. am I am licensed under Provisions of Chat. 9 (enmmcncin{ with Section 71)(10) of Division Sof the Busiow and Professiam Code, and OY he— is TI -SATELLITE DIALYSIS CENTER in full force and all-r:53 License Class LIC. a u.7.i Dale Comrecwr ARCHIECTS DECLARATION I understand my pians shell he used as public records Licensed Professional OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License faro for the following mason. (Seedun 704 1.5, Business and Profeviont Code: Any city or county $1550685 which requires a Permit to connmcl ilwr, hnprow. demolish, or rtPon any nommrc prior at its issuance, also requires the applicant for wch Permit to file a signed statement Sq. Ft. Floor Area Valuation that he is licensed pursuant to the Provisions of the Commences umme Law (Chapter 9 (commencing with Section 7000) of Division J of the Business and Prefcufans Code) or exemption. My violan of u exempt Onmfrom and the bub fm Use alleged exemtio that ha" Section 7071.5 by any applicant for a permit subjects tit OPPlicut m a civil Pared'Y a Um er Occupancy Type not mom than five hundred dollars ($5W). ❑ I, as Owner of the property, or my employes with wages u their sole compensation. e ns Required Inspections p will do the work and thestnrcwm is not intended or offered for sale IS= 7W. Business and Profession, Code: The Conmemer s License Law dam met apply w an own" of q property who builds or Improve. thereon, and who doessuch weak himalror through his awn employees, provided that such improvements arc not Intended moffered for sale. If, however, the building or improvement issold within one year of completion, the owner. builder will have the burden of proving that he did not build or Improve for purpose of ❑ L u owner of the Property. am mcluively convening with licensed convaolas In construct the project (Sec. 7040, Business and Prafwiam Code:) The Common', Lb cense taw does not apply w an owner of property who builds or improves thrton. and. who contracts for such projects with a conuanor(q licensed pursuant as the ContrrcwYs License Law. ❑ 1 em exempt under Sea , B h P C for this maven Owner Dew ' WORKERS COMPENSATION DECLARATION 1 hereby afRrm under Penally of perjury one of the following declaradme: 1 hero and will maintain •Cenlncew of Conant he self-Iasum for WorkufaCompen- ation, as provided for by S"doa 3700 of the Labor Cade, for the performance of the work far which this permit is issued. ❑ 1 have and will maintain Workees Compensation Insurance, as required by Section 3700 of t e Labor Code, f" the performatum of the work fm which this penult is Iasned. My Worhts Compatsadnn l semis�"vvand Policy number Came,:„ !p'�6 i'Policy No.: 17'7�i C FlCATE OF EXEMMON FROM WORKERS' COMPENSATION INSURANCE (This section seri notheomplewa If tit permit w farom hundred dollars ($IM) M les,) 1 certify that in the performance of the work for which this permit is based. I shall not employ any person in any manners u to become subject in the Workers' COtnpensation Laws of California. Dam Applicant NOTICE TO APPLICANT: IL after making this Centime of Exemption. you should become subject as the Wmk"'s Compensation pro Wools of the Labor Code, you masa forthwith comply with such provision or this permit shill be rimmed revoked. CONSTRUCTION LENDING AGENCY 1 herby thi this mise w agency for the perfammance of which s ed (Sm. 0 7. Ck the for which Nu permit 4 issued (Sec. 7097, Civ. CJ dework Lender's Name Lender's Address j i certify that 1 have read this application and saw that the above Information Is m correct, I agree to comply with all city and county ordinances and saw laws relating to building construction, and hereby authorim representatives of this city to crown Open the f .hove -mentioned Property, for inspection purpoat (We) agree to ave, indemnify and keep hammlw the City of Cupertino against i Ilabllities,Jedgments.casU .penscawhichmaylnanY wayacmueagilmtaid City In eonsegnenee ofthe yr t of this �+wi T APPLIC Rrf UND NDS lice W MPLY WITH ALL NON -POINT G.^ Issued by: Date SOUR REGU IS. Re -roofs �-- —� Type of Roof SI{ sumo pylic Ht, ZARtrDOUSMA7ERIALSDISCLOSURE p w 111 the applicant or fuwm building occupant atone or handle hautlous material a defined by drt Cupertino Municipal Code, Chapter 9.13. and the Health and Safety Code. Section 35533(a)7 All roofs shall be inspected prior to any roofing material being installed. �ytp,� ❑Ycs r , If a roof is installed without first obtaining an inspection, I agree to remove Will the applicant or future building Occupant use equipment cr devices which It hoardous air contaminants u dcOncd by Ova Bay Amt Air Quality Management all new materials for inspection. iarict7 ❑Ycs ($9f the ha, requirements under Chapter 6.95ofth Califon. 1 have mad reN nuhleaWmk Safety Cade'ats25 35537 and 35574.1 ouccomed that ifthe building does not c tally h roan is my rmpe nsibilfty to wdfy the occupant of the myulm wit' t riorw ivuanm on ecnincam or Occas mrcY. Signature of Applicant Date All roof coverings to be Class 'B" or better Dann” or Honiara spent aro f ? S/2006 22:22 76/2006 15:32 FAX In p1Y OF CUPERTINO 40829P^`'^5 HABITEC ARCH 408 7 1333 CITY CUPERTINO CITY OF CUPERTINO PERMIT APPLICATION FORM PAGE 02 12002/002 APN Date: -- — Fee Description Building Address: Mailing Addres Cif di#'ferant fzom buil6 ig address). f 0 Sq G H. TA"rT4kj AVVEL Owner's Name: MECHANICAL Contractor. License #: Contact:Phone: 7 OGS erdzo Business Lhicenae#: �S. ^ A .� �7--moi+" P%1�� _ Fax: BuildWg Permit Info: BX rj� Elect Plumb MCels _' _ Job Dese,ripti on: Residential ❑ 1 1 11 1 r- DIAD �`� Commemial t3� Sq.Ft. Floor Area: q.Ft BBODLER4 Boil to 1.75'M Btu Cost of pm.iect. I I C`JOO, (yob Occupat►cv Grow v � l • 2. � g> Type of (;onst tct2ort: VI Please check this box if the ,project is a CJ 13CONSTAX second -story Fiddldon: BUIX.DING BCONSTAX BCONST Project Size: Standard arge ❑ Ma or ❑ BUCLDIN G BUU DIN G nantit Fee IDD Fee Description ,,--'"Fee Group BAP"PLOTFIE R Otthcr Appliames MECHANICAL BBOiLERI Boiler < =100,000 B ICIiArIII,AL B1301LFR2 Boiler > 100K toBtu MECHANICAL BBOMER3 Boiler > S -to IM Btu MECRANIC,AL BBODLER4 Boil to 1.75'M Btu MECHANICAL BBOILEIt5 oiler> 1.75M Btu MECHANICAL 13CONSTAX Coasttuction Tax BUIX.DING BCONSTAX BCONST 1u&0ffJComm/Quasi Con. Tax for B ,Zone BUCLDIN G BUU DIN G BCONSTAXH Hotel and Motel BURDING B STAXR Cowtax — Resi/Mobile BUILDING 3 11-IMLEC1000 I BELEC1001 BELEC200 Elm 600V <--1000A Elec 600Y >I 000A Elec Svcs 600V <- 200A, ELECTRIC, AL ELEC, MCAT, ELEC1'MAL BENE,R.G'Y BENE,RGYADD BiNVESTIGA Ener Energy Add Multi luvesti ation fee BOLDIN43 BViLDINGY ELM -TANG 1 of 3" / yr C1 DF CUPERTINO CITE' OF CUPERTIN,� PERMIT APPLICATION FORM antiFee ID Fee Description Fee Group BMISCELL Miscellaneous Fee BUILDING BMITIGATC Comm.. Housing Mit. Fee BUILDING BNUCOMMB New Comm Electric ELECTRICAL BNUCOMNIlvI New Comm Mechanical MECHANICAL BNUCOMMP New Comm Plumb PLUMBING BOVERTME Inspection Overtime BUILDING BPBACKFLOW Atmospheric Vacuum . PLUMBING BPCESSPOOL Cesspool PLUMBING BPERMFEE Bldg Permit Fees BUILDING BPFIXTURE Pblg Fixture PLUMBING BPGAS Gas Piping System Fee PLUMBING BPINTERCEP Ind Waste Interceptor PLUMBING BPLANCHK Plan Check Fee BUILDING BPLANCKADD Plan Check Add Multi BUILDING BPLANCKREP Plan Check Re eat Fee BUELDING BPREPIPE Re i e Of Fixtures PLUMBING BPSEWAGE Sewage Disposal PLUMBING BPSEWER Sewers PLUMBING BPSPRINK Lawn S rinkler/Backflo PLUMBING BPSTORM Storm/Rain Water PLUMBING BPTRAP Kitchen Trap PLUMBING BPVENT Alt of Drain & Vent PLUMBING BPWATER Install/Alter Water Pie PLUMBING BPWHEATER Water Heater/Vent PLUlY BING BPWSVCS Main Water Service PLUMBING BREINSPECT Reins ection Fee BUILDING BREMACOVER A/C Unit > 10,000 cfrn MECHANICAL BREMAIRHAN A/C Units <= 10,000 cfm MECHANICAL BREMAPPLI Appliance Install MECHANICAL BREMBUSWAY Remodel Busways ELECTRICAL BREMFIXT Lighting Fixtures ELECTRICAL BREMFURN Relocation of Furnace MECHANICAL BREMFURNOV Relo Furnace > l OK btu MECHANICAL BREMHEAT Heater Installation MECHANICAL BREMINHOOD Installation of Hood MECHANICAL BREMMISC Misc Apparatus ELECTRICAL BREMNRAPP Rem Non -Res App fiance ELECTRICAL BREMPOLE Pole/Platform Fixture ELECTRICAL BREMPOWER Power Device/Apparatus ELECTRICAL BREMIRECEPT Rc tl, Switch & Outlets ELECTRICAL BREMRELOCA Relocation of Hood MECHANICAL BREMREPALT Repair/Alter Heating MECHANICAL BREMRESAPP Remodel Res Appliance. ELECTRICAL 2 of 3 C�no CUPERTINO Cj- J -,Y OF CUPERTINO PERMIT APPLICATION FORM AR Quantity . Fee ID Fee Description Fee Group BREMSIGNAD Rmdl Signs Add Branch ELECTRICAL BREMSIGNS Remodel Signs, Mar uee ELECTRICAL BREMTHEATR Theatrical Lighting Fix ELECTRICAL BREMVENFAN Vent Fan Single Duct MECHANICAL BREMVENSYS Ventilation Systems IIIECHANICAL BSCBLVD Scb Specific Plan BUILDING BSEISMICOM Seismic Commercial BUILDING BSEISMICRE Seismic Fee Res BUILDING BSPECIAL Special f--ction BUILDING BSWIlvS Swimming Pool BUII.DING BTEMP Temporary Power ELECTRICAL BTEMPPERM Temporary Bldg Permit BUILDING BTEMPSVCS Temp Dist Svcs ELECTRICAL BUSLIC Business License BUILDING ELECTRIC El(-,ctrical sq foot ELECTRICAL EPERMITFEE Elec Permit Issuance ELECTRICAL MPERNMEE Mechanical sq. foot MECHANICAL MPERMITFEE Mech Permit Issuance MECHANICAL ell PPERMITFEE Plumbing Permit Issue PLUMBING n PPLBG Plumbing Fee, sq foot PLUMBING PLLONGRNGC Planning LR Comme/ Multi-Fam PLANNING PLLONGRNGR Planning Long Range Residential PLANNING ZADDCHG Address Change BUILDING_ 3 of 3 X BUILDING DIVISION BUILDING ADDRESS: 'J PERMIT NO.0 0 U Z U -L U 5 10596 N TANTAU AVE OWNER'S NAME: ^ PERMIT ISSUE DATE SATELLITE HEALTHCARE �� / 04/03/2006 PHONE: SANITARY NO. CONTROL NO. ARCHITECT/ENGINEER: BUILDING PERMIT INFO PH BLDG ELECT PLUMB MECH H = 0 0 0 u ZU oay nF� Lce LLJ W goy _ya � J <aO L Km n—rn _Z} fzo Y m i 0 Z Z C) aQ rD Z UC) Lc, � O LJ vz LICENSED CONTRACTOR'S DECLARATION Job Description I hereby affirm that I am licensed under provisions of Chapter 9 (commencing P wi th Section 7000) of Division 3 ofthe B usincss and Professions Code. and my license is TI -SATELLITE DIALYSIS CENTER in full force and effect. t5 License Class /S Lic. M J > J Date Contractor M ESE + , �Z✓ ARCHITECTS DECLARATION 1 understand my plans shall be used as public records Licensed OWNER -BUILDER DECLARATION I hereby affirm that 1 am exempt from the Contractor's License Law for the following reason. (Section 703 1.5, Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structum prior to its issuance, also requires the applicant forsuch permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he is exempt therefrom and the basis for the alleged cxemp6on. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars (5500). ❑ 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors 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 arc not intended oroffered 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 purpose of sale.). ❑ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (See. 7044 Business and Professions Code:) The Contractor's Li- cense Law docs 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 Contractors License Law. ❑ I am exempt under Sec. B & P C for this reason Owner Date WORKER'S COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ [have and will maintain a Cerifrcate of Conscnt to self -insure for Workers Compen- sation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain Worker's Compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My Worker's Compensation In/sur�df_�ce carn/i 1and Policy number are: Carrier: �te��lf lam' �^-�-Yolicy No.: CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars (5100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. Date Applicant NOTICE TO APPLICANT: If, after making this Certificate of Exemption, you should become subject to the Worker's Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall he deemed revoked. CONSTRUCTION LENDING AGENCY 1 hereby affirm that there is a construction lending agency for the performance of the work fur which this permit is issued (Sec. 3097, Civ. C.) Lender's Name Lender's Address 1 certify that I have read this application and state that the above information is correct. 1 agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorirc representatives of this city to enter upon the above-mentioned property for inspection purposes. (We) agree to save, indemnify and keep harmless the City of Cupertino against liabilities, judgments, costs atlj�cxpenses which may in any way accrue against said City in consequence of the graonpg of this permit APPLIC UNDERS`'TANDS 4 W UC,OMPLY WITH ALL NON -POINT SOURC /REGUtN1 IONS. Signature oGApplicant/Contractor/ a'c HAZARDOUS MATERIALS DISCLOSURE/ r Will the applicanlor future building occupamstore orhandle hazardous material as defined by the Cupertino Municipal Code- Chapter 9.12. and the Health and Safety Code. Section 25532(a)? ❑ Yes Flo Will the applicant or future building occupant use equipment or devices which emit hazardous air contaminants as defined by the Bay Arca Air Quality Management District? ❑ Yes Q jTo 1 have read the hazardous materials requirements under Chapter 6.95 of the Califor- nia Health & Safety Codc, Sgcuons 25503, 25533 and 25534.1 understand that if the building does not c, cj tly have'�a,�.((enant )h9 I is my responsibility to nouiy the occupant of the rcyuircrr7en 4 whifh'muSt bc�mEi prior to issu.+ncc of a Ccruficatc of Occu ancy.� (lwarr hnrired arrnr /Date Sq. Ft. Floor Area Required Inspections Re -roofs Type of Roof $1550685 Valuation pancy Type Date C-/- -1/ All roofs shall be inspected prior to any roofing material being installed. If a roof is installed without first obtaining an inspection, I agree to remove all new materials for inspection. Signature of Applicant Date All roof coverings to be Class "B" or better %a sib ,v, ZW-I-Atl ,7ff- 060-010-r--.- Ross 642o1oS ROSS CHEMICAL TECHNOLOGY Chemicals for Industry July 21, 2006 Walter Ferreira TERRY MECHANICAL 23 Las Colinas bane, Suite 102 San Jose, CA 95119 Dear Walter 0 o� Tel: (408) 954-8755 Fax: (40B) 954-8776 Subject: Domestic Water Testing; - Cupertino Satelite Dialysis Unit On Thursday, July 20, 2006 1 collected some water samples for coliform testing fi-om the new sinks at this job site. I ran an IDEXX Coiisure EPA approved coliform test on these water samples with the following results: Incubation Period Results Drinking Fountain 24 hrs. I -lot Water Tap 2.4 Hrs. No coliform bacteria were present in these samples. These waers appear to be fit for,, domestic use.�� EPR:jtc cc: Gerardo Rico - By Fax (321-6455) P.O. Box 6016 Santa Clara, CA 95056 ' .alT1QN OF RE-CLAIMED WATER SYSTEMS CROSS CONNECTION SPECIALISTS BACKFLOW PREVENTION VALVE ;TIED CROSS CONNECTION CONTROL CONSULTANTS I N3TALLA Tl bN- R EPA I R 5 -TE STiN G -C ERT1 FlCATI CATION ON Q•e- BACKFLOW PREVENTION SPECIALISTS, INC, LICENSED CONTRACTOR C.C.L,N 427328 CALIFORNIA (800) 464 -FLOW (3569) 3750-E CHARTER PARK DR„ SAN JOSE CA 95136.1356 (408) 269-2600uper 1068 EDEN BOWER LN, RWC CA 94061 Cupertino - FAX (406) 289-2550 - 2 YfrD 1. L SERVICE ADDRESS 10596 N. Tantau Ave /x-Mwn S/sevens Creek Blvd Rt Homestead - MAILING ADDRESS Terry Mechanical 41 Q 2-0l0S CONTACT WaItCr F'cxretra 23 Las Colinas Lane i TEL# 408-629-7822 San Jose. CA 95119 MANUFACTURER MODEL NUMBER TYPE SIZE SERIAL NUMBER Watts ()09M2QT IIP 2" AO 1 141 INTERNAL 1 LOCATION OF DEVICE In R-0. Room � .�.., � EXTERNAL IF DEVICE IS A NEW 1N5 ION PLEASE CHECK THIS BOX® PASS PAIL❑ THE ABOVS REPORT IS CERTIFIED TO BE TRUE IL INITIAL TEST BY y CERTIFIED TESTER NO. 10866 FIEPAIRED BY DATE DATE 07.17-06 MO. DAY YR. FfNAL TEST BY CERTIFIEO TESTER NO, DATE MO, DAY YR. REDUCED PRESSURE DEVICES CH PRESSURE TYPE Shutntt Venrea if -DOUBLE CHECK VALVES 2 VACUUM BREAKERS CHECK VALVE CHECK VALVE DIFFERENTIAL PRESSURE I RELIEF AIR INLET CHECK VALVE N0.1 NO.2 VALVE N1 >!2 CLOSED TIGHT CLOSED TIGHT OPENEDATULBS.OPENEDAT LBS CLOSEDTIGNT❑ CL08&VTWlK INITIAL lh. 7.6 P Lbs. OPENED UNDER to *LBS. LEAKED ❑ ❑ TEST OPENED UNDER 2.0 OR DID NOT OPEN fj ❑ LEAKED ❑ LEAKED ❑ OR DID NOT OPEN ClLEAKED REPAIRS AND MATERIALS USED FINAL CLOSED TIGHT ❑ CLOSED TIT ❑ C�M CLDSEDTIGHT❑ TEST OPENED AT LBS PENfD AT LB CLOSED TKiHT [] ❑ ILBS pLe$ Iles THE ABOVS REPORT IS CERTIFIED TO BE TRUE IL INITIAL TEST BY y CERTIFIED TESTER NO. 10866 FIEPAIRED BY DATE DATE 07.17-06 MO. DAY YR. FfNAL TEST BY CERTIFIEO TESTER NO, DATE MO, DAY YR. 07/18/2006 07:39 14062692650 BACKFLOW PREVENTION �rr�J wqMom ftRR-F-,�-A q°8- 629 -793f C)r PRGEs - 2 wI covls h V� AVTCR) PAGE b1 s ,fi"iE IS Vlu IUST OMT P'az lty� 1� AN`I O`WmNS WA9� �- Nc-F, -D k cA\k. TttArIKS► 6 �m 'D ASI I EML 6ACKFLQW PREVENTION SPECIALISTS, INC. 3750-E CHARTER PARK DRIVE SAN MECCA 931364356 1300-464-3569 SATELLITE D I A LY S I S ' List of hazardous chemicals to be stored at the Cupertino unit: 1. Renalin a) State- Liquid b) Quantity- 8 cases at 4 gallons per case c) Concentration- Full strength and proportioned to 3.5% by machine in a closed system. d) Use- Used as a sterilant to sterilize dialyzers. e) Storage- Stored in stock room on secondary container. 2 Bleach a) State- Liquid b) Quantity- 6 cases at 6 gallons per case c) Concentration- Full strength and used in a open and a closed system d) Use- Used as disinfectant to disinfect R.O. Ioop,Bicarb loop, and medical clamps. e) Storage- stored in stock room 3 Vesphene a) State- Liquid b) Quantity- 5 cases at 4 gallons per case c) Concentration- Full Strength and proportioned to 1 % by a dispenser in a closed system. d) Use- Used as disinfectant to wipe down machines e) Storage- stored in the stock room. 4 Oxygen a) State- Gas b) Quantity- 5 H tanks c) Concentration- Full strength d) Use- For patients when needed d) Storage- To be secured on 02 carts and secured to wall holders when facility is unoccupied r Methods to be used for biohazard collection and disposal for the Cupertino unit: Method of disposal- All biohazard waste will be put into double biohazard waste bags and twist tied individually. These bags are stored in biohazard waste cans and will be picked up by our medical waste transportation company. Sharps containers will be treated in the same manner. Method of transportation- Biohazard waste will be picked up and removed from the facility by Calif Medical Disposal. Number of pick up dates will be determined on facility usage. Calif Medical Disposal (559)834-5850 JAKABY ENGINEERING Structural Engineers 307 Orchard City Drive Suite 107 CAMPBELL, CA 95008 (408) 374-6149 JOB SHEET NO. 1 1 CALCULATED BY CHECKED BY— SCALE -,�E -J 1 f1 -((o OF_ Z r DATE DATE TJCT AT Tenant Improvement of 2 Date: February 1'7, 2006 a0�j -f1'11'_1'-j,1-�, �'�^ "TAL x d 4 2 "M1 a � 4168 r � 1� 44 A4x _ d� d MAP I 40 r r Qj 67 JAKABY ENGINEERING Structural Engineers 307 Orchard City Drive Suite 107 CAMPBELL, CA 95008 Y (408) 374-6149 DESIGN LOADS JOB 1Z_ � S1 1 !o _4 i -A, i SHEET NO. ` CALCULATED BY CHECKED BY OF / DATE Il /Z ` D DATE oe ROOF ... ;. WEIGHT. OF MATERIAL. IN PSF. ITEM: DESCRIPTION: JOIST PURLIN BEAM 1 ROOF. BUILT-UP W/ NO GRA VEL : 21 2 2 2 PLYWOOD: 1/2" 1.5 3 JOIST: 2 x 6 @24" O.0 1 1 1 h PURLIN: 4:.x14;@ W O.C. 0 1.5 1.5 BEAM 5:1.25 x:25.5@22'-3";O.G.0: 0 1.8 6 INSULATION:: 0.3 0.3 0.3 7 HEATING & A/C : 0 1 1 DUCTS. 0. 0 ;..0 4 ELECTRICAL:. _ 0 0.2 0.2 10 SPRINKLERS: 0 1 11 CEILING: 0 0 . 0 12 MISC.: 1 1 1 13 OTHER: i�... TOTAL DEAD LOAD:: 5.8 9.5 11.3 LIVE LOAD 20 20 12 TOTAL LOAD 25.8 29:5 2:3.3 oe JAKABY ENGINEERING Structural Engineers 307 Orchard City Drive Suite 107 CAMPBELL, CA 95008 �. (408) 374-6149 Joe '1 e- o s 1 -1(D 7 -Al., 71k SHEET NO. Z CALCULATED BY h . CHECKED BY SCALE Z'2:3Y OF DATE DATE Wit) L4 c8 . ... ...... .... . "; TV —w3 .:...w.... Irl �`"•� r I LA %.I I� 4)01 'It;, c.T'-'Ti t? zt.C� Pae -u 0 XDD i: ... :-. i FZY : Apo Ia�1CiL4"- l�t �: LE) �JeV:-. au,J C)Ac-U0rt � Cil - JLEG•�: `�f CaL F7- 257.s v —, e -A . hey Lot�,NTI!Fn.ANAUys'>' { �E ��►.r+ 1 � I� 4)01 'It;, c.T'-'Ti t? zt.C� Pae -u 0 Title : 10596 Tantau Ave Dsgnr: BD Description Scope: ` ' S Job # JE -05146 Date: 2:01 PM, 23 NOV 05 Rev: 560100 User. KW -0605443, Ver 5.61, 25 -Oct -2002 General Timber Beam Page 1 (c)19832002 ENERCALC Engineering Software c:\ec55%05146-tantau.ecw.Calculabons 1` - Description New Purlin Sister General Information 64.00 #/ft #/ft #/ft Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name MicroLam: 1.75x11.87 Center Span 21.80 ft .....Lu 2.00 ft Beam Width 1.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type 37.5 lbs Truss Joist - MacMillan, MicroLam 1.9 E 375D lbs lbs Fb Base Allow 2,600.0 psi Load Dur. Factor 1.250 Fv Allow 285.0 psi Beam End Fixity Pin -Pin Fc Allow 750.0 psi ...distance 0.500 ft 1.000 ft E 1,900.0 ksi Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 64.00 #/ft #/ft #/ft LL #/ft LL #/ft LL #/ft Point Loads Dead Load 375.0 lbs 37.5 lbs 37.5 lbs 375D lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 0.500 ft 1.000 ft 3.000 ft 4.000 ft 0.000 ft 0.000 ft 0.000 ft Summary _.. __.... - Beam Design OK Span= 21.80ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.451 : 1 Maximum Moment 4.8 k -ft Maximum Shear ` 1.5 1.5 k Allowable 10.6 k -ft Allowable 7.4 k Max. Positive Moment 4.78 k -ft at 9.592 ft Shear: @ Left 1.44 k Max. Negative Moment 0.00 k -ft at 21.800 ft @ Right 0.78 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 1.346 in Max. M allow 10.58Reactions... @ Right 0.000 in fb 1,393.50 psi fv 72.32 psi Left DL 1.44 k Max 1.44 k Fb 3,088.22 psi Fv 356.25 psi Right DL 0.78 k Max 0.78 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.897 in -0.897 in Deflection 0.000 in 0.000 in ...Location 10.551 ft 10.55-r1 ft ...Length/Deft 0.0 0.0 ...Length/Defl 291.6 291.56 Right Cantilever... Camber ( using 1.5 ' D.L. Defl ) ... Deflection 0.000 in 0.000 in Center 1.346 in ...Length/Deft 0.0 0.0 Left 0.000 in Right 0.000 in Title : 10596 Tantau Ave Dsgnr: BD Description Scope: Mr:;arW-5443, ver 5.6.1, 25-00-2002 General Timber Beam (c)1983-2002 ENERCALC Engineering Software - Description New Purlin Sister Job # JE -05146 Date: 2:01 PM, 23 NOV 05 Stress Calcs Bending Analysis Ck 19.609 Le 4.118 ft Sxx 41.130 in3 Area 20.781 in2 Cf 1.000 Rb 13.846 Cl 0.950 I+ Page 2 c:1ec55W5146-tanta uec r. Calcu labons Max Moment Sxx Read Allowable fb @ Center 4.78 k -ft 18.56 in3 3,088.22 psi @ Left Support 0.00 k -ft 0.00 in3 3,250.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,250.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.50 k 1.08 k Area Required 4.219 in2 3.034 in2 Fv: Allowable 356.25 psi 356.25 psi Bearing @ Supports Max. Left Reaction 1.44 k Bearing Length Req'd 1.096 in Max. Right Reaction 0.78 k Bearing Length Req'd 0.596 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00k -ft 1.44 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Title: 10596 Tantau Ave Dsgnr: BD Description Scope: I Job # JE -05146 Date: 2:04PM, 23 NOV 05 Rev. 560100 User. KW -0605443, Ver 5.6.1, 25 -Oct -2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software c:�ec55105148-tanhau.eo r.Calculadons { Description New Purlin Sister -Worst Case Mech Location (No TV Loading) General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name MicroLam: 1.75x11.87 Center Span 21.80 ft .....Lu 2.00 ft Beam Width 1.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Micro Lam 1.9 E ft 0.000 ft 0.000 ft Fb Base Allow 2,600.0 psi Load Dur. Factor 1.250 Fv Allow 285.0 psi Beam End Fixity Pin -Pin Fc Allow 750.0 psi Beam Design OK E 1,900.0 ksi Full Length Uniform Loads 0.658 : 1 Center DL 64.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 12.500 ft 16.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft ' Summary -_ _ _v_. ____ _------___ __ Beam Design OK Span= 21.80ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.658 : 1 Maximum Moment 7.0 k -ft Maximum Shear 1.5 1.7 k Allowable 10.6 k -ft Allowable 7.4 k Max. Positive Moment 6.96 k -ft at 12.470 ft Shear: Left 0.96 k Max. Negative Moment 0.00 k -ft at 21-800 ft @ Right 1.19k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 1.819 in Max. M allow 10.58Reactions... @ Right 0.000 in fb 2,031.25 psi fv 81.31 psi Left DL 0.96 k Max 0.96 k Fb 3,088.22 psi Fv 356.25 psi Right DL 1.19 k Max 1.19 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -1.212 in -1.212 in Deflection 0.000 in 0.000 in ...Location 11.249 ft 11.249 ft ...Length/Defl 0.0 0.0 ...Length/Defl 215.8 215.77 Right Cantilever... Camber ( using 1.6' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 1.819 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Title: 10596 Tantau Ave Job # JE -05146 Dsgn►: BD Date: 2:04PM, 23 NOV 05 Description : Scope: Rev seol0o Page 2..� User Kw-0605443,Ver 561 25 -Oct -2002 General Timber Beam (c)1983-2002 ENERCALC Engineering Software c:\ec55105146-tantau.ecw.Calculabons Description New Purlin Sister -Worst Case Mech Location (No TV Loading) Stress Calcs Bending Analysis Ck 19.609 Le 4.118 ft Sxx 41.130 in3 Area 20.781 in2 Cf 1.000 Rb 13.846 Cl 0.950 Max Moment Sxx Req'd Allowable fb @ Center 6.96 k -ft 27.05 in3 3,088.22 psi @ Left Support 0.00 k -ft 0.00 in3 3,250.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,250.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.34 k 1.69 k Area Required 3.772 in2 4.743 in2 Fv: Allowable 356.25 psi 356.25 psi Bearing @ Supports Max. Left Reaction 0.96 k Bearing Length Req'd 0.729 in Max. Right Reaction 1.19 k Bearing Length Req'd 0.905 in Query Values M, V, b D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.96 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in JAKABY ENGINEERING Structural Engineers 307 Orchard City Drive Suite 107 CAMPBELL, CA 95008 (408) 374-6149 JOB _l Z ' a S1 A i— 7-P," 'F"' 0 SHEET NO. cp �I OF CALCULATED BY �/ DATE CHECKED BY BY scni F DATE tam �.o ��,}z � Zo�Lj = .G7•�P � ry T -tow* VRVA:T1�1i__- T hK E::.z- 12c D► y PT's-Chsr` j' i`�zv;b 11LCON �..wgo i-,aIQ- 217= ra'rTd. _.y Lo�,N. : i �. .. .. ..... �7 VT I'boo(hvr�C1 1) 1T) ? /`iz�.lPS� d� AO 'L FENDS 46 U.k .ate LZ,c3 I r71WPl;E Scr. C�� LI,g �;,� i� Lilo ;MEzK Loko Nb, Ste... ;. Ta..= wry -�S 01 3z' &Al; { ZL-7xZ: (-2 ZZ. v�= -2 -7: pip. `-i . toe 44Ds,`L GA, T I-A,rr f1dEWN L CAL 77 p:-�IDC> GJc�' .Cov�P�tT A;a�U�gj� Co L— } �o Title : 10596 Tantau Ave Dsgnr: BD Description Scope: Job # JE -05146 Date: 3:03PM, 23 NOV 05 Rev. 560100 User. KW -0605443, Ver 5.6.1', 25 -Oct -2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software 0ec5505146-tantavecwCalc ilations Description Existing GLB 5.125x18 General information 0.904 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x18.0 Center Span 26.00 ft .....Lu 8.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Max. Positive Moment 57.34 k -ft at Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi 0.00 k -ft 0.000 in E 1,800.0 ksi Full Length Uniform Loads Center DL 411.60 #/ft LL 267.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 26.00ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Max Stress Ratio 0.904 : 1 Total Load Left Cantilever... Dead Load Total Load Maximum Moment -0.944 in 57.3 k -ft Maximum Shear * 1.5 11.8 k Allowable 13.000 ft ...Length/Deft 63.4 k -ft Allowable ...Length/Defl 21.9 k Max. Positive Moment 57.34 k -ft at 13.000 ft Shear: Left 8.82 k Max. Negative Moment 0.00 k -ft at 26.000 ft Right 8.82 k Max @ Left Support 0.00 k -ft 0.000 in Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 1.416 in Max. M allow 63.40Reactions... @ Right 0.000 in fb 2,486.36 psi fv 127.38 psi Left DL 5.35 k Max 8.82 k Fb 2,749.14 psi Fv 237.50 psi Right DL 5.35 k Max 8.82 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.944 in -1.556 in Deflection 0.000 in 0.000 in ...Location 13.000 ft 13.000 ft ...Length/Deft 0.0 0.0 ...Length/Defl 330.5 200.48 Right Cantilever... Camber ( using 1.6 D.L. Defl ) ... Deflection 0.000 in 0.000 in Q Center 1.416 in ...Length/Deft 0.0 0.0 Left 0.000 in Right 0.000 in Stress Calcs Bending Analysis Ck 19.865 Le 16.473 ft Sxx 276.750 in3 Area 92.250 int Cv 0.940 Rb 11.642 Cl 0.975 Max Moment Sxx Reg' d Allowable fb Center 57.34 k -ft 250.30 in3 2,749.14 psi Left Support 0.00 k -ft 0.00 in3 2,819.92 psi Right Support 0.00 k -ft 0.00 in3 2,819.92 psi Shear Analysis @ Left Support @ Right Support Design Shear 11.75 k 11.75 k Area Required 49.476 int 49.476 in2 Fv: Allowable 237.50 psi 237.50 psi Bearing @ Supports Max. Left Reaction 8.82 k Bearing Length Req'd 3.074 in Max. Right Reaction 8.82 k Bearing Length Req'd 3.074 in N Title : 10596 Tantau Ave Job # JE -05146 Dsgnr: BD Date: 3:03PM, 23 NOV 05 Description : Scope : Rev:....560100 ......_..._ ._...._ ..... .....--- ____ - ..._...- --......__...__.. ........--------..-..._.. —. ---- User. KW -0605443, Ver 5.6.1, 25 -Oct -2002 General Timber Beam Page 2 (c)1963-2002 ENERCALC Engineering Software c1ec55105146-taMau.ecxCalculations - Description Existing GLB 5.125x18 rQuery Values M, V, & D @ Specified Locations Moment Shear Deflection Center Span Location = 0.00 It 0.00 k -ft 8.82 k 0.0000 in Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Title: 10596 Tantau Ave Job # JE -05146 Dsgnr: BD Date: 3:00PM, 23 NOV 05 Description Scope : Rev. 560100 User. KW -0605443, Ver 5.6.1, 25-00-2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software c:\ec55\05146-tantau.ecw.Calculations • - Description Existing GLB 5.125x25.5 -Line 3 (w/ Mech Loading) Genefal Information 150.1 k -ft Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x25.5 115.3 k -ft Center Span 43.20 ft .....Lu 8.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 25.500 in Right Cantilever 9.00ft .....Lu 8.00 ft Member Type GluLam Douglas Fir, 24F - V4 Max @ Left Support 0.00 k -ft Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Reactions... E 1,800.0 ksi Full Length Uniform Loads Left DL 8.50 k Fb 2,492.05 psi Center DL 237.50 psi 411.60 #/ft LL 267.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 411.60 #/ft LL 267.00 #/ft Point Loads Dead Load 682.6 lbs 1,365.2 lbs 682.6 lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 35.200 ft 43.200 ft 51.200 ft 0.000 It 0.000 ft 0.000 ft 0.000 ft Summary Overstressed in Bending . Span= 43.20ft, Right Cant= 9.00ft, Beam Width = 5.125in x Depth = 25.5in, Ends are Pin -Pin ,G b b Max Stress Ratio 1.301 : 1 Maximum Moment 150.1 k -ft Maximum Shear' 1.: Allowable 115.3 k -ft 21.287 ft Allowable Max. Positive Moment 150.08 k -ft at 21.078 ft Shear: Max. Negative Moment -22.13 k -ft at 43.200 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support -32.94 k -ft Max. M allow 115.35 Reactions... fb 3,242.46 psi fv 167.12 psi Left DL 8.50 k Fb 2,492.05 psi Fv 237.50 psi Right DL 15.71 k Deflections Center Span... Dead Load Deflection -2.264 in ...Location 21.287 ft ...Length/Defl 229.0 Camber ( using 1.5' D.L. Defl ) ... @ Center 3.395 in @ Left 0.000 in @ Right 1.906 in Total Load Left Cantilever... -3.904 in Deflection 21.287 ft ...Length/Deft 132.77 Right Cantilever... Deflection ...Length/Defl @ Left @ Right @ Left @ Center @ Right Max Max 0.000 in 0.0 1.270 in 170.0 21.8 k 31.0 k 14.27 k 15.98 k 0.000 in 3.395 in 1.906 in 14.27 k 24.13 k otal Load 0.000 in 0.0 2.362 in 91.4 I Title : 10596 Tantau Ave Job # JE -05146 Dsgnr: BD Date: 3:OOPM, 23 NOV 05 Description : Scope: '1 - Rev 56bKW-06 Pae 2 User: 3-2002 ENE ver 5.6.1, 25 -Oct -2002 General Timber Beam g (c)1983-2002 ENERCALC Engineering Software c:\ec5S05146-tantau.ecwCalculations B7i Description Existing GLB 5.125x25.5 -Line 3 (w/ Mech Loading) Stress Calcs Bending Analysis Ck 19.865 Le 16.473 ft Sxx 555.422 in3 Area 130.688 in2 Cv 0.863 Rb 13.856 CI 0.963 Max Moment Sxx Read Allowable tb @ Center 150.08 k -ft 722.67 in3 2,492.05 psi Left Support 0.00 k -ft 0.00 in3 2,588.56 psi Right Support 32.94 k -ft 158.64 in3 2,492.05 psi Shear Analysis Left Support Right Support Design Shear 19.28 k 21.84 k Area Required 81.194 in2 91.960 in2 Fv: Allowable 237.50 psi 237.50 psi Bearing @ Supports Max. Left Reaction 14.27 k Bearing Length Req'd 4.973 in Max. Right Reaction 24.13 k Bearing Length Req'd 8.408 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 14.02 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00k -ft 14.02 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in JAKABY ENGINEERING Structural Engineers 307 Orchard City Drive Suite 107 CAMPBELL, CA 95008 (408) 374-6149 JOB �C-v'Sla(, SHEET NO- 1 �' OF / CALCULATED BY DATE ,� 4 �, / n CHECKED BY SCALE DATE mmwl ad. iic�w: i..ro Ansi fp~ Aon_ Goc.�� ,.. Ate:. -1 .. V-0 Q T�YL A/u1.vY.S 1>...74 l o S� , tj�/tlC .�..`'�).. Le .. :. .. .. ... .. .. .. . r P,►,,o- 00 P4� cU►-I-A)d. etao Z, .M lar1C. i-� moi'% 7'-'4> Mme= sP (�1 1 - rA ,w l a -c CAP", mmwl ad. iic�w: i..ro Ansi fp~ Title: 10596 Tantau Ave Dsgnr: BD Description Scope: 6�r: KW:6&5443, ver 5.6.1, 25-00-2002 Multi -Span Timber Beam (c)1963-2002 ENERCALC Engineering Software Description Existing GLB 5.125x25.5 w/ New Column- Lines A -C.5 General Information I Job # JE -05146 Date: 12:01 PM, 5 DEC 05 Page 1 c:%ec55\0514Gtantau. ecwCalculabons Douglas Fir, 24F - V4 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 190.0 psi Load Duration Factor 1.250 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information DescriptionSpan A -B Span B -C Cantilever Span Span ft 16.00 27.50 9.00 Timber Section 5.125x25.5 5.125x25.5 5.125x25.5 Beam Width in 5.125 5.125 5.125 Beam Depth in 25.500 25.500 25.500 End Fixity Pin - Pin Pin - Pin Pin - Frees Le: Unbraced Length ft 8.00 8.00 8.00 Member Type GluLam GluLam GluLam Loads Live Load Used This Span ? Yes Yes Yes Dead Load #/ft 411.60 411.60 411.60 Live Load #/ft 267.00 267.00 267.00 Point #1 Dead Load lbs 682.60 682.60 Live Load lbs @ x ft 19.500 8.000 Point #2 Dead Load lbs 1,365.20 Live Load lbs @ x ft 27.500 Results Mmax @ Cntr in -k 76.8 368.4 0.0 @ x = ft 4.37 14.48 0.00 Max @ Left End in -k 0.0 -476.5 -395.3 Max @ Right End in -k -476.5 X95.3 0.0 fb : Actual psi 857.9 B57.9 711.8 Fb : Allowable psi 2,733.4 2,599.5 2,856.9 Bending OK Bending OK Bending OK Shear @ Left k 2.95 9.78 6.79 Shear @ Right kj 7.91 10.93 0.00 fv : Actual psi 1 74.2 96.5 61.6 Fv : Allowable 237.5 237.5 237.5 7L Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k 1.79 10.72 11.83 - LL @ Left k 1.16 6.96 5.90 Total @ Left k 2.95 17.69 17.72 DL @ Right k 10.72 11.83 0.00 LL @ Right k 6.96 5.90 0.00 Total @ Right k 17.69 17.72 0.00 Max. Deflection in 0.020 -0.251 0.071 @ x = ft 12.48 14.12 9.00 Query Values Location ft 0.00 0.00 0.00 Moment in -k 0.0 -476.5 -395.3 Shear k 2.9 9.8 6.8 Deflection in 0.0000 0.0000 0.0000 I Title: 10596 Tantau Ave Job # JE -05146 Dsgnr: BD Date: 12:01 PM, 5 DEC 05 Description Scope: Rev 560100 User. KW -0605443, Ver 5.6.1, 25 -Oct -2002 Multi -Span Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software c:%ec55105146-tantau.ecw.Calculations r Description Existing GLB 5.125x25.5 w/ New Column- Lines G -E.5 General Information Douglas Fir, 24F - V4 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 190.0 psi Load Duration Factor 1.250 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description Yes Span G -F Span ft 27.75 Timber Section 682.60 5.125x25.5 Beam Width in 5.125 Beam Depth in 25.500 End Fixity in -k Pin - Pin Le: Unbraced Length ft 8.00 Member Type -528.7 GluLam _ -._..-- _.._._..._. Loads fb : Actual psi Live Load Used This Span ? Yes Dead Load #/ft 411.60 Live Load #/ft 267.00 Point #1 Dead Load lbs Bending OK Live Load lbs Shear @ Left @X ft 6.40 Point #2 Dead Load lbs k Live Load lbs 0.00 @X ft 109.0 Span B -C Cantilever Span 15.75 9.00 5.125x25.6 5.126x25.5 5.125 5.125 25.500 25.500 " Pin - Pin Pin - Free 8.00 8.00 GluLam GluLam Yes Yes 411.60 411.60 267.00 267.00 682.60 682.60 7.750 8.000 1,365.20 ft 15.750 0.00 Results k LL @ Left k Total @ Left Mmax @ Cntr in -k 541.8 0.0 0.0 @ X = ft 11.47 0.00 0.00 Max @ Left End in -k 0.0 528.7 -395.3 Max @ Right End in -k -528.7 -395.3 0.0 fb : Actual psi 975.4 951.9 711.8 Fb : Allowable psi 2,597.3 2,737.3 2,856.9 0.0000 Bending OK Bending OK Bending OK Shear @ Left k 7.83 6.40 6.79 Shear @ Right k 11.00 6.34 0.00 fv : Actual psi 109.0 57.1 61.6 Fv : Allowable psi 237.5 237.5 237.5 Shear OK Shear OK Shear OK Reactions & Deflection DL Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Query Values 0.00 Location ft Moment in -k Shear k Deflection in 4.75 10.54 9.04 3.08 6.86 4.09 7.83 17.40 13.13 10.54 9.04 0.00 6.86 4.09 0.00 17AO 13.13 0.00 -0.427 0.081 -0.300 12.76 7.35 9.00 0.00 0.00 0.00 -0.0 528.7 -395.3 7.8 6.4 6.8 0.0000 0.0000 0.0000 f5 Title: 10596 Tantau Ave Dsgnr: BD Description Scope : W Job # JE -05146 Date: 3:27PM, 23 NOV 05 Rev5W100 User: KW -0605443, Ver 5.6.1, 25-0ct-2002 Steel Column Page 1 (c)19632002 ENERCALC Engineering Software c:1ec55\05146-tantau.ecw:Calculations - Description New Steel Column � General Information Calculations are desi ned to AISC 9th Edition ASD and 1997 UBC R uirements g � Steel Section HSS4X4X1/4 Fy 46.00 ksi X -X Sidesway : Restrained Unbraced Lengths: X -X = Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 13.200 ft Elastic Modulus 29,000.00 ksi AISC Formula H1 - 1 0.1779 End Fixity Pin -Pin X -X Unbraced 13.200 It Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 13.200 It Kyy 1.000 Loads 27.60 ksi 27.60 ksi _ 27.60 ksi Axial Load... fb : xx Actual 0.00 ksi 0.00 ksi Dead Load 8.13 k 0.00 ksi Ecc. for X -X Axis Moments 0.000 in Live Load 5.77 k 27.60 ksi Ecc. for Y -Y Axis Moments 0.000 in 27.60 ksi Short Term Load k 27.60 ksi 27.60 ksi ''rrrrrrQrr 4.00 in Dead Column Design OK Section: HSS4X4X1/4, Height = 13.20ft, Axial Loads: DL = 8.13, LL = 5.77, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 13.2011, Y -Y = 13.2011 7.80 in4 13.56 ksi Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.1779 0.3042 0.3042 AISC Formula H1 - 2 0.0874 0.1494 0.1494 AISC Formula H1 - 3 27.60 ksi 0.1263 Fb:xx : Allow [F1-7] & [F1-8] XX Axis: Fa calc'd per Eq. E2-1, K*Ur a Cc W AYis • Fa calc'd ner Fn F2.1 K*I /r [ Cc Stresses Allowable & Actual Stresses 4.00 in Dead Live DL + LL DL + Short Fa: Allowable 4.000 in 13.56 ksi 13.56 ksi 7.80 in4 13.56 ksi 13.56 ksi fa : Actual 0.000 in S-xx. 2.41 ksi 1.71 ksi 0.233 in 4.12 ksi 4.12 ksi Fb:xx : Allow [F1-6] 27.60 ksi 27.60 ksi r-xx 27.60 ksi 27.60 ksi Fb:xx : Allow [F1-7] & [F1-8] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy : Allow [F1-6] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi Fb:yy : Allow [F1-7] & [F1-8] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 13,775 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 13,775 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 13,775 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 13,775 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X -X Axis Deflection 0.000 in at 0.000 It Max Y -Y Axis Deflection 0.000 in at 0.000 It Section Properties HSS4X4X1/4 Depth 4.00 in Weight 11.45 #/ft I-xx 7.80 in4 Width 4.000 in Area 3.37 in2 I-yy 7.80 in4 Web Thick 0.233 in Rt 0.000 in S-xx. 3.900 in Flange Thickness 0.233 in S-yy 3.900 in3 r-xx 1.521 in r-yy 1.521 in JAKABY ENGINEERING Structural Engineers 307 Orchard City Drive Suite 107 CAMPBELL, CA 95008 (408) 374-6149 JOB JZ - O 7T I -( (— I P SHEET NO. I L- OF CALCULATED BY "W — DATE 121,1 CHECKED BY SCALE DATE A"J .! Ati.... .0 ro! S i, P" 2!T- ..... .. ... S i + 14 W P_ \� 7C644 W5 �tC 6 7 w�� Zaafi 1. 1 221v.�8 L 0- ��- t> �E Y I L5 -'6A-4- v 0;� ,t -.0k L6%b i� r�-- PRODUCT 7" 1 FSP* WMI M 1 IPaM) JAKABY ENGINEERING Structural Engineers 307 Orchard City Drive Suite 107 CAMPBELL, CA 95008 (408) 374-6149 JOB SHEET NO.! CALCULATED BY— CHECKED Y CHECKED BY SCALE OF DATE DATE PHOO M 7041 IS+nle 9m4%) 2 4 i rPrvLrO JAKABY ENGINEERING Structural Engineers 307 Orchard City Drive Suite 107 CAMPBELL, CA 95008 (408) 374-6149 JOB SHEET NO. / Q ` OF CALCULATED BY J T> DATE -L//y / a S" CHECKED BY SCALE DATE MM lfi XWI PgkN M l IIYwYY.11 User KW4060. 443, Ver 5.6.1, 25 -Oct -2002 (01983-2002 ENERCALC Enaineerino Software - Description B1 LINE 2 Title: 105% Tantau Ave Dsgnr: BD Description: Scope: Irl y7 j_ General Timber Beam Job# JE -05146 Date: 4:53PM, 16 FEB 06 MGC -+1 uN,^r-S Page 1 %M)ftkec55X05146-tantau. ecw. Calculations I`7 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6.126x26.6 Center Span 27.75 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 25.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Glu Lam Douglas Fir, 24F - V8 31.0 k Max. Positive Moment 65.33 k -ft at Fb Base Allow 2,400.0 psi Left Load Dur. Factor 1.250 Fv Allow 190.0 psi Center Beam End Fixity Pin -Pin Fc Allow 560.0 psi 0.0 Camber: Left E 1,800.0 ksi 0.00 k -ft [Point Loads Right Center 0.635 in Max. M allow Dead Load 2,470.0 lbs 3,435.0 lbs 3,435.0 lbs 3,760.0 lbs lbs lbs lbs Live Load 1,535.0 lbs 2,136.0 lbs 2,136.0 lbs 2,136.0 lbs lbs lbs lbs ...distance 3.500 ft 11.500 ft 19.500 ft 27.500 ft 0.000 ft 0.000 ft 0.00oft Beam Design OK Span= 27.75ft, Beam Width = 5.125in x Depth = 25.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.522 : 1 Deflection -0.423 in -0.686 in Deflection Maximum Moment 65.3 k -ft Maximum Shear " 1.5 12.7 k Allowable 125.2 k -ft O:T Allowable 787.0 31.0 k Max. Positive Moment 65.33 k -ft at 11.544 ft Shear: Left 8.47 k Max. Negative Moment 0.00 k -ft at 0.000 ft Center Right 12.57 k Max Left Support 0.00 k -ft 0.0 Camber: Left 0.000 in Max Right Support 0.00 k -ft Right Center 0.635 in Max. M allow 125.23Reactions... Stress Calcs Right 0.000 in fb 1,411.55 psi fv 97.23 psi Left DL 5.23 k Max 8.47 k Fb 2,705.71 psi Fv 237.50 psi Right DL 7.87 k Max 12.57 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.423 in -0.686 in Deflection 0.000 in 0.00>Zin_ ...Location 13.875 ft 13.875 ft ...Length/Defl 0.0 O:T ...Length/Defl 787.0 485.48 Right Cantilever... 237.50 psi 237.50 psi Camber ( using 1.5' D.L. Defl ) ... Deflection 0.000 in 0.000 in Center 0.635 in Bearing Length Req'd ...Length/Defl 0.0 0.0 CD Left 0.000 in Right 0.000 in Stress Calcs Bending Analysis Ck 19.865 Le 0.000 ft Sxx 555.422 in3 Area 130.688 in2 Cv 0.902 Rb 0.000 Cl 0.000 Allowable fb 2,705.71 psi 2,705.71 psi 2,705.71 psi 2.952 in 4.380 in Max Moment Sxx Read Center 65.33 k -ft 289.76 in3 Left Support 0.00 k -ft 0.00 in3 Right Support 0.00 k -ft 0.00 in3 Shear Analysis Left Support Right Support Design Shear 12.71 k 10.01 k Area Required 53.504 in2 42.161 in2 Fv: Allowable 237.50 psi 237.50 psi Bearing @ Supports Max. Left Reaction 8.47 k Bearing Length Req'd Max. Right Reaction 12.57 k Bearing Length Req'd Allowable fb 2,705.71 psi 2,705.71 psi 2,705.71 psi 2.952 in 4.380 in L u Title : 105% Tantau Ave Job # JE -05146 Dsgnr. BD Date: 4:53PM, 16 FEB 06 Description : Scope: Rev 5100 User. KW -0605443, Ver 5.6.1, 25-9ct-2002 General Timber Beam Page 2 (c)1983-2002 ENERCALC Engineering Software llbdlclec55%05146-tantau.ecw.Calculations Description 61 LINE 2 Query Values M, V, & D @ Specified Locations Moment Shear Deflection • Center Span Location = 0.00 ft 0.00 k -ft 8.47 k 0.0000 in • Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in I!,I Title : 10596 Tantau Ave Job # JE -05146 Dsgnr: BD Date: 4:53PM, 16 FEB 06 Description : Scope: p� ✓J o M cc ,u r..► __ - _..._-- Rev. saoloo - Page 1 User. KW-OW5443• ver 5.6.1.25-Od-20M General Timber Beam (c)1983-2002 ENERCALC Engineering Software\\bd\clec`.�0514&tanFaaecwCalculations Description B2 LINE 2 General Information 0.932 : 1 __..---------- Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x18.0 Center Span 26.00 ft _ ....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 15.704 ft Shear. @ Left 6.85 k Max. Negative Moment Fb Base Allow 2,400.0 psi 0.000 ft Load Dur. Factor 1.250 Fv Allow 190.0 psi 1.514 in Beam End Fb* Pin -Pin Fc Allow 560.0 psi � 0.000 in Bearing Length Req'd E 1,800.0 ksi Max. M allow [Point Loads 0.000 in @ Right 0.000 in Dead Load 3,760.0 lbs 3,435.0 lbs 3,760.0 lbs lbs lbs lbs lbs Live Load 2,136.0 lbs 2,136.0 lbs 2,136.0 lbs lbs lbs lbs lbs ...distance 7.750 ft 15.750 ft 23.750 ft 0.000 ft 0.000 ft 0.000 ft 0.00oft Beam Design OK Span= 26.00ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Max Stress Ratio 0.932 : 1 Total Load Left Cantilever... Dead Load Maximum Moment Deflection 60.6 k -ft Maximum Shear * 1.5 15.8 k Allowable ...Location 65.0 k -ft Allowable ...LengtlVDefl 21.9 k Max. Positive Moment 60.60 k -ft at 15.704 ft Shear. @ Left 6.85 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 10.52 k Max @ Left Support 0.00 k -ft 1.514 in Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft 0.000 in Bearing Length Req'd @ Center 1.514 in Max. M allow 65.03Reactions... 0.000 in @ Right 0.000 in fb 2,627.54 psi tv 171.02 psi Left DL 4.32 k Max 6.85 k Fb 2,819.92 psi Fv 237.50 psi Right DL 6.64 k Max 10.52 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -1.009 in -1.607 in Deflection 0.000 in 0.000 in ...Location 13.104 ft 13.104 ft ...LengtlVDefl 0.0 0.0 ...Length/Defl 309.1 194.15 Right Cantilever... 15.78 k Camber ( using 1.5' D.L. Defl ) ... 66.429 in2 Deflection 0.000 in 0.000 in @ Center 1.514 in Bearing @ Supports ...Length/Defl 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 2.385 in Max. Right Reaction 10.52 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.865 Le 0.000 ft Sxx 276.750 in3 Area 92.250 in2 Cv 0.940 Rb 0.000 Cl 0.000 Max Moment Sxoc Redd Allowable fb @ Center 60.60 k -ft 257.87 in3 2,819.92 psi @ Left Support 0.00 k -ft 0.00 in3 2,819.92 psi @ Right Support 0.00 k -ft 0.00 in3 2,819.92 psi Shear Analysis @ Left Support Right Support Design Shear 10.27 k 15.78 k Area Required 43.232 in2 66.429 in2 Fv: Allowable 237.50 psi 237.50 psi Bearing @ Supports Max. Left Reaction 6.85 k Bearing Length Req'd 2.385 in Max. Right Reaction 10.52 k Bearing Length Req'd 3.665 in 2Z Title: 10596 Tantau Ave Job # JE -05146 Dsgnr: BD Date: 4:53PM, 16 FEB 06 Description : Scope: Rev 560100 User. KW -0605443, Ver 5.6.1, 25-0ct-2002 General Timber Beam Page 2 (c)1983-2002 ENERCALC Engineering Software \1bd\c\ec55\05146-tantau.ecw.Calculations Description B2 LINE 2 Query Values M, V, & D @ Specified Locations Moment Shear Deflection • Center Span Location = 0.00 ft 0.00k -ft 6.85 k 0.0000 in • Right Cant. Location = 0.00 ft 0.00k -ft 0.00 k 0.0000 in Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 2� Title : 10596 Tantau Ave Job # JE -05146 Dsgnr: BD Date: 4:53PM, 16 FEB 06 Description : Scope: A 4:7v0n- Rev. 560100 User. KW -0605W, Ver 5.6.1, 25 -Oct -2002 General Timber Beam Page ' (c)19832002 ENERCALC Engineering Software \\bdldec55\05146-tantau.eovCalculabons Description B3 LINE 2 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x25.5 Center Span 15.75 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 25.500 in Right Cantilever 9.00ft .....Lu 8.00 ft Member Type GluLam Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 190.0 psi Beam End Fbdty Pin -Pin Fc Allow 560.0 psi E 1,800.0 ksi Point Loads Dead Load 3,735.0 lbs 3,885.0 lbs 4,210.0 lbs lbs 4,320.0 lbs lbs lbs Live Load 2,136.0 lbs 2,136.0 lbs 2,136.0 lbs lbs 2,530.0 lbs lbs lbs ...distance 7.750 ft 15.500 ft 23.500 ft 0.000 ft 24.750 ft 0.000 ft 0.000 ft Summary I Beam Design OK Span= 15.75fL Right Cant= 9.00ft, Beam Width = 5.125in x Depth = 25.5in, Ends are Pin -Pin Dead Load Total Load Max Stress Ratio 0.875 : 1 Total Load Deflection 0.113 in Maximum Moment -110.8 k -ft Maximum Shear' 1.5 19.8 k" Allowable 126.7 k -ft Allowable 0.0 31.0 k Max. Positive Moment 0.00 k -ft at 0.000 ft Shear: Left 5.08 k Max. Negative Moment -71.51 k -ft at 15.750 ft Right 15.85 k Max @ Left Support 0.00 k -ft Camber. Left 0.000 in Max @ Right Support -110.83 k -ft 214.1 Center 0.170 in Max. M allow 126.70Reactions... Max. Right Reaction Right 0.939 in fb 2,394.54 psi fv 151.46 psi Left DL -2.58 k Max -0.96 k Fb 2,737.33 psi Fv 237.50 psi Right DL 18.73 k Max 29.05 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.113 in 0.091 in Deflection 0.000 in 0.000 in ...Location 9.647 ft 10.139 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,671.1 2,086.47 Right Cantilever... 19.79 k Camber ( using 1.5 D.L. Defl ) ... 83.343 in2 Deflection -0.626 in -1.009 in Center 0.170 in Bearing @ Supports ... Length/Defl 345.2 214.1 @ Left 0.000 in Bearing Length Req'd 1.380 in Max. Right Reaction 29.05 k @ Right 0.939 in Stress Calcs Bending Analysis Ck 19.865 Le 16.473 ft Sxx 555.422 in3 Area 130.688 in2 Cv 0.954 Rb 13.856 Cl 0.956 Max Moment Sxx Req'd Allowable fb • Center 71.51 k -ft 299.68 in3 2,863.38 psi • Left Support 0.00 k -ft 0.00 in3 2,863.38 psi • Right Support 110.83 k -ft 485.87 in3 2,737.33 psi Shear Analysis Left Support @ Right Support Design Shear 7.62 k 19.79 k Area Required 32.072 in2 83.343 in2 Fv: Allowable 237.50 psi 237.50 psi Bearing @ Supports Max. Left Reaction -0.96 k Bearing Length Req'd 1.380 in Max. Right Reaction 29.05 k Bearing Length Req'd 10.121 in -24- Title: 24- Title: 105% Tantau Ave Job # JE -05146 Dsgnr: BD Date: 4:53PM, 16 FEB 06 Description : Scope : Rev 560100 User. KW -0605"3, Ver 5.6.1, 25 -Oct -2002 General Timber Beam Page 2 (c)1983-2002 ENERCALC Engineering Software\MxAc\ec55\05146-tantau.ecwCakulabons Description 133 LINE 2 Query Values M, V, & D @ Specified Locations Moment Shear Deflection • Center Span Location = 0.00 ft 0.00 k -ft -3.96 k 0.0000 in • Right Cant. Location = 0.00 ft 0.00 k -ft -3.96 k 0.0000 in Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 2S Title : 10596 Tantau Ave Job # JE -05146 Dsgnr. BD Date: 4:53PM, 16 FEB 06 Description Scope: /� y,,7 ✓J t, M,c z N un, I ->•s Mer _KW 1005443,Ver 5.6.1,25-0ct-2002 General Timber Beam Page 1 (01983-2002 ENERCALC Enaineerino Software\lbdlc\ec55\0514&tantau.ecwCalculations - _ Description 134 LINE 2 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x25.5 Center Span 27.50 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 25.500 in Right Cantilever 9.00ft .....Lu 8.00 ft Member Type GluLam Douglas Fir, 24F - V8 0.0 B 1. eam Desig11 n OK Span= 27.50ft, Right Cant= Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 190.0 psi Beam End Fbdty Pin -Pin Fc Allow 560.0 psi Allowable 120.3 k -ft Allowable E 1,800.0 ksi Point Loads Dead Load Total Load Left Cantilever... Dead Load 3,435.0 lbs 3,435.0 lbs 3,760.0 lbs 4,135.0 lbs 6,640.0 lbs Deflection lbs lbs Live Load 2,136.0 lbs 2,136.0 lbs 2,136.0 lbs 2,136.0 lbs 3,880.0 lbs 0.000 in lbs lbs ...distance 7.500 ft 15.500 ft 23.500 ft 31.500 ft 36.500 ft 0.000 ft 0.000 ft Summary 0.0 0.0 B 1. eam Desig11 n OK Span= 27.50ft, Right Cant= 9.00ft, Beam Width = 5.125in x Depth = 25.5in, Ends are Pin -Pin Right Cantilever... 25.19 k Max Stress Ratio 0.995 : 1 D.L. Defl ) ... 106.048 in2 Maximum Moment -119.8 k -ft Maximum Shear * 1.5 25.2 k Allowable 120.3 k -ft Allowable Bearing @ Supports 31.0 k v Max. Positive Moment 34.18 k -ft at 7.566 ft Shear: Left 4.57 k Max. Negative Moment -76.30 k -ft at 27.500 ft Right 16.79 k Max @ Left Support 0.00 k -ft Camber: Left 0.000 in Max @ Right Support -119.76 k -ft Center 0.168 in Max. M allow 120.32Reactions... @ Right 0.936 in fb 2,587.53 psi tv 192.72 psi Left DL 1.77 k Max 4.57 k Fb 2,599.52 psi Fv 237.50 psi Right DL 19.64 k Max 30.84 k Deflections 555.422 in3 Area 130.688 in2 Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.112 in -0.233 in Deflection 0.000 in 0.000 in ...Location 21243 ft 11.058 ft ...Length/Defl 0.0 0.0 ...Length/Defl 2,939.5 1,416.28 Right Cantilever... 25.19 k Camber ( using 1.5 ' D.L. Defl ) ... 106.048 in2 Deflection -0.624 in -1.248 in Center 0.168 in Bearing @ Supports ...Length/Defl 346.0 173.1 Left 0.000 in Bearing Length Req'd 1.591 in Max. Right Reaction 30.84 k Right 0.936 in Stress Calcs Bending Analysis Ck 19.865 Le 16.473 ft S)x 555.422 in3 Area 130.688 in2 Cv 0.903 Rb 13.856 Cl 0.960 Max Moment Sxx Redd Allowable fb • Center 76.30 k -ft 338.09 in3 2,708.16 psi • Left Support 0.00 k -ft 0.00 in3 2,708.16 psi • Right Support 119.76 k -ft 552.86 in3 2,599.52 psi Shear Analysis Left Support Right Support Design Shear 6.85 k 25.19 k Area Required 28.836 in2 106.048 in2 Fv: Allowable 237.50 psi 237.50 psi Bearing @ Supports Max. Left Reaction 4.57 k Bearing Length Req'd 1.591 in Max. Right Reaction 30.84 k Bearing Length Req'd 10.747 in zQ� Title: 10596 Tantau Ave Job # JE -05146 Dsgnr: BD Date: 4:53PM, 16 FEB 06 Description : Scope: Rev: 560100 User: KW -0605443, ver 5.6.1, 25 -Oct -2002 General Timber Beam Page 2 (c)19832002 ENERCALC Engineering Software Nbd\dec55V05146fantau.ecw.Calculabons Description 64 LINE 2 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.99 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00k -ft 2.99 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Title: 10596 Tantau Ave Job # JE -05146 Dsgnr. BD Date: 4:53PM, 16 FEB 06 Description : Scope: p >7 r2 (, . 1- Un. )-7- 5, Rev. 560100 ------ User. KW -0605443, Ver 5.6.1, 25 -Oct -2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering software Nbd%c\ec55N05146-tantau.ecw.Calculations Description B5 LINE 4 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x25.5 Center Span 43.50 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 25.500 in Right Cantilever 9.00ft .....Lu 8.00 ft Member Type Glul-am Douglas Fir, 24F - V8 31.0 k Max. Positive Moment 111.87 k -ft at Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Camber. @ Left E 1,800.0 ksi Point Loads Dead Load 2,100.0 lbs 2,100.0 lbs 2,100.0lbs 2,415.0 lbs 3,015.0 lbs 3,015.0 lbs 4,895.Olbs Live Load 2,136.0 lbs 2,136.0 lbs 2,136.0 lbs 2,136.0 lbs 2,136.0 lbs 2,136.0 lbs 4,666.0 lbs ...distance 3.500 ft 11.500 ft 19.500 ft 27.500 ft 35.500 ft 43.500 ft 52.500 ft Summary I Beam Design OK Span= 43.50ft, Right Cant= 9.00ft, Beam Width = 5.125in x Depth = 25.5in, Ends are Pin -Pin Dead Load Total Load Max Stress Ratio 0971 : 1 Total Load Deflection -1.126 in Maximum Moment 111.9 k -ft Maximum Shear * 1.5 16.6 k Allowable 115.3 k -ft Allowable 0.0- 31.0 k Max. Positive Moment 111.87 k -ft at 19.450 ft Shear: @ Left 10.96 k Max. Negative Moment -44.05 k -ft at 43.500 ft @ Right 12.42 k Max @ Left Support 0.00 k -ft Camber. @ Left 0.000 in Max @ Right Support -86.05 k -ft 161.0 @ Center 1.689 in Max. M allow 115.27 Reactions... @ Right 0.413 in fb 2,416.97 psi fv 142.54 psi Left DL 5.06 k Max 10.96 k Fb 2,490.44 psi Fv 237.50 psi Right DL 14.58 k Max 27.13 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -1.126 in -2.798 in Deflection 0.000 in 0.000 inr- ...Location 20.286 ft 21.123 ft ...Length/Deft 0.0- 0.0 ...LengttVDefl 463.5 186.56 Right Cantilever... 18.63 k Camber ( using 1.5 * D.L. Deft) ... 78.433 in2 Deflection 0.275 In 1.341 in Center 1.689 in Bearing @ Supports ...LengttVDefl 785.2 161.0 Left 0.000 in Bearing Length Req'd. 3.818 in Max. Right Reaction 27.13 k Right 0.413 in Stress Calcs Bending Analysis Ck 19.865 Le 16.473 ft Sxx 555.422 in3 Area 130.688 in2 Cv 0.862 Rb 13.856 Cl 0.963 Max Moment Sxx Rect'd Allowable fb • Center 111.87 k -ft 518.96 in3 2,586.77 psi • Left Support 0.00 k -ft 0.00 in3 2,586.77 psi • Right Support 86.05 k -ft 414.62 in3 2,490.44 psi Shear Analysis @ Left Support @ Right Support Design Shear 16.44 k 18.63 k Area Required 69.201 in2 78.433 in2 Fv: Allowable 237.50 psi 237.50 psi Bearing @ Supports Max. Left Reaction 10.96 k Bearing Length Req'd. 3.818 in Max. Right Reaction 27.13 k Bearing Length Req'd 9.453 in z,z Title: 10596 Tantau Ave Job # JE -05146 Dsgnr: BD Date: 4:53PM, 16 FEB 06 Description: Scope ------ U:—.. _._ R: 560100 r- KW -0605443, Ver 5.6.1, 25 -Oct -200'2 General Timber Beam Page 2 (c)1983-2002 ENERCALC Engineering Software\\bd%c\ec55105146-tantau.ecwCalculations Description 135 LINE 4 Query Values 1 M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 9.99 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 9.99 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Title : 10596 Tantau Ave Dsgnr: BD Description Scope : P h ►J c. Z-) Job # J E-05146 Date: 4:53PM, 16 FEB 06 McaH Uo.,rT5 KeY Jell W User KW -0605443, Ver 5.6.1, 25-00-2002 General Timber Beam Page 1 (01983-2002 ENERCALC Engineering Software \Xbdlc\ec55105146-tantau.ecw.Calculatio ns Description B6 LINE 4 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6.125x18.0 Center Span 26.00 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 0.0 65.0 k -ft 530.9 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 190.0 psi Beam End Fb* Pin -Pin Fc Allow 560.0 psi Max. Negative Moment 0.00 k -ft E 1,800.0 ksi Point Loads Dead Load 2,100.0 lbs 2,100.0 lbs 2,100.0 lbs lbs lbs lbs lbs Live Load 2,136.0 lbs 2,136.Olbs 2,136.0 lbs lbs lbs lbs lbs ...distance 7.750 ft 15.750 ft 23.750 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary ___ _-------- _... -- --.__ _ ... - .._. Beam Design OK Span= 26.00ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.692 : 1 Deflection -0.588 in -1.186 in Deflection Maximum Moment 0.000 in 45.0 k -ft Maximum Shear * 1.5 11.5 k Allowable 0.0 65.0 k -ft 530.9 Allowable Right Cantilever... 21.9 k Max. Positive Moment 44.98 k -ft at 15.704 ft Shear: @ Left 5.01 k Max. Negative Moment 0.00 k -ft at 0.000 ft 0.0 @ Right 7.70 k Max @ Left Support 0.00 k -ft 1.746 in Max. Right Reaction Camber. @ Left 0.000 in Max @ Right Support 0.00 k -ft Stress Calcs @ Center 0.882 in Max. M allow 65.03 Reactions... @ Right 0.000 in fb 1,950.44 psi fv 125.17 psi Left DL 2.48 k Max 5.01 k Fb 2,819.92 psi Fv 237.50 psi Right DL 3.82 k Max 7.70 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.588 in -1.186 in Deflection 0.000 in 0.000 in ...Location 13.104 ft 13.104 ft ...Length/Defl �'' 0.0 0.0 ...Length/Dell 530.9 263.18 Right Cantilever... fid° Camber ( using 1.6 D.L DO ) ... 48.620 in2 Deflection 0.000 in 0.000 in @ Center 0.882 in Bearing @ Supports ...Length/Defl 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 1.746 in Max. Right Reaction 7.70 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.865 Le 0.000 ft Sxx 276.750 in3 Area 92.250 in2 Cv 0.940 Rb 0.000 Cl 0.000 Max Moment Sxx Reg' d Allowable fb @ Center 44.98 k -ft 191.42 in3 2,819.92 psi @ Left Support 0.00 k -ft 0.00 in3 2,819.92 psi @ Right Support 0.00 k -ft 0.00 in3 2,819.92 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.51 k 11.55 k Area Required 31.641 in2 48.620 in2 Fv: Allowable 237.50 psi 237.50 psi Bearing @ Supports Max. Left Reaction 5.01 k Bearing Length Req'd 1.746 in Max. Right Reaction 7.70 k Bearing Length Req d 2.682 in -�a Tide: 10596 Tantau Ave Job # JE -05146 Dsgnr: 80 Date: 4:53PM, 16 FEB 06 Description : Scope: Rev. 560100 User KW -0605443, Ver 5.6.1, 25 -Oct -2002 General Timber Beam Pace 2 (c)19832002 ENERCALC Engineering Software1\bd%c1ec55105146-hardau.ecw.Calculabons Description B6 LINE 4 Query Values M, V, & D @ Specified Locations Moment Shear Deflection Center Span Location = 0.00 ft 0.00 k -ft 5.01 k 0.0000 in Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in JAKABY ENGINEERING Structural Engineers 307 Orchard City Drive Suite 107 CAMPBELL, CA 95008 (408) 374-6149 PFWrV. V zi N F il `i tfv' a_c^ JOB J C - C> 5-14 o i wY:�cV1 SHEET NO. OF CALCULATED BY7 DATE CHECKED BY SCALE DATE 7/T/per 9Z Title: 10596 Tantau Ave Job # JE -05146 Dsgnr: BD Date: 11:34AM, 5 DEC 05 Description : Scope: User KW_ 605443, Ver 5.6.1, 25-0d-2002 Tilt -Up Wall Panel Design Page 1 (c)1983-2002 ENERCALC Engineering Software c:\ec55NO5146-tanfau.ecw.Calculabons - Description Panel Pier @ New Man Door Line G _ General Information Calculations are designed to ACI 31134115 and 1997 UBC Requirements Clear Height 16.000 ft fc 2,500.0 psi Seismic Zone 4 Parapet Height 1.000 ft Fy 60,000.0 psi Min Vert Steel % 0.0020 Thickness 6.000 in Phi 0.900 Min Horiz Steel % 0.0012 Bar Size 4 Width 32.000 in Base Fixity 0 % Bar Spacing 16.000 in Wall Seismic Factor 0-3840 Bar Depth 3.000 in Parapet Seismic Factor 1.2600 Min Defl. Ratio 150.0 LL & ST Not Combined Concrete Weight 145.00 pcf Using: ACI Eq. 9-7 for left with Defl. calc'd at Mn Parapet Weigh Counteracts Middle Loads Lateral Loads Vertical Loads Wind Load 10.300 psf Uniform DL 251.60 #/ft Point Load lbs Uniform LL 40.00 #/ft ...height ft .--eccentricity 1.500 in ...load type Seismic Concentric DL lbs Lateral Load #/ft Concentric LL lbs ...distance to top ft ...distance to bot ft Seismic "I" Magnifier 1.000 ...load type Seismic Wind "I" Magnifier 1.000 Wall Analysis For Factored Load Stresses For Service Load Deflections Seismic Wind Seismic Wind Basic Defl w/o P -Delta 0.092 0.033 in 0.066 0.026 in Basic M w/o P -Delta 39,592.8 13,871.0 in-# 28,280.6 10,968.0 in-# Moment Excess of Mcr 0.0 0.0 in-# 0.0 0.0 in-# Max. P -Delta Deflection 3.355 3.431 in 0.179 0.174 in Max P -Delta Moment 45,282.5 18,228.7 in-# 28,496.6 11,180.3 in-# Maximum Allow Vertical Bar Spacing 16.667 in Parapet Bar Spacing Req'd : SEISMIC 16.667 in Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd : WIND 16.667 in Wall Design OK 16.00ft clear height, 1.00ft parapet, 6.00in thick with #4 bars at 16.00in on center, d= 3.00in, fc = 2,500.Opsi Using: ACI Eq. 9-7 for leff with Defl. calc'd at Mn Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 45,282.52 in-# Moment Capacity 68,954.01 in-# Mn ' Phi: Moment Capacity Applied: MuMid-Span Applied: Mu 2 Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 " RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04' fc Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.179 in Deflection Limit 1.280 in Seismic Wind 68,954.01 in-# 66,976.70 in-# 45,282.52 in-# 18,228.67 in-# 3,679.20 in-# 1,266-84 in-# 0.18 in 0.17 in 1,071 : 1 1,103 :1 0.0042 0.0042 0.0107 0.0107 12.56 psi 12.56 psi 100.00 psi 100.00 psi 3-j Title: 10596 Tantau Ave Job # JE -05146 Dsgnr: BD Date: 11:34AM, 5 DEC 05 Description : Scope : Rev 560100 User KW -060-1,443, Ver 5.6.1, 25 -Oct -2002 Tilt -Up Wall Panel Design Pace 2 (c)1983-2002 ENERCALC Engineering Software c;tec55\0514&tantau.ecw.Calculabons Description Panel Pier @ New Man Door Line G Analysis Data E 2,850,000.0 psi Sgross 192.000 in3 n = Es/ Ec 10.18 Mcr = S ' Fr 48,000.0 in-# Fr Multiplier for sqrt(fc) 5.000 Fr = 250.00 psi Ht / Thk Ratio 32.00 Rho: Bar Reinf Pct 0.0178 Values for Mn Calculation... Seismic Wind As:eff= [Pu:tot + AsFyUFy 0.456 in 0.442 in a : (AsFy+ Pu)/(.85 f b) 0.403 in 0.390 in c = a /.85 0.474 in 0.459 in (gross 576.000 in4 576.00 in4 Icracked 30.77 in4 30.08 n4 t-eff (ACI methods only) 576.00 in4 576.00 in4 Phi: Capacity Reduction 0.900 0.900 Mn = As:eff Fy (d - a/2) 76,616.67 in-# 74,418.66 in-# Additional Values Loads used for analysis Factored Loads Seismic Wind Wall Weight 72.500 psf Wall Wt' Wall Seismic Factor 27.840 psf Applied Axial Load 352.24 264.18 #/ft Wall Wt' Parapet Seismic Factor 91.350 psf Lateral Wall Weigh 913.50 685.12 #/ft Service Applied Axial Load 251.60 #/ft Total Lateral Loads 1,265.74 949.30 #/ft Service Wt @ Max Mom 652.50 #/ft Total Service Axial Loads 904.10 #/ft ACI Factors (per ACI, applied intemaffy to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9' Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST ' : 1.100 JAKABY ENGINEERING Structural Engineers 307 Orchard City Drive Suite 107 CAMPBELL, CA 95008 (408) 374-6149 SHEET NO —� C— o , l ej ( Tiw fiA OF CALCULATED BY 'RIC) DATE 1-Zl`fl �- CHECKED BY SCALE DATE y7 Title: 10596 Tantau Ave Job # JE -05146 Dsgnr: BD Date: 2:52PM, 5 DEC 05 Description : Scope: Rev. 560100 User. Kw -0605443, ver 5.6.1, 25 -Oct -2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software c:%ec55105146-tantau.ecw:Calculations Description Foldable Pa7it-i 7 rIupport LGeneral Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 3.5x11.875 Center Span 23.00 ft .....Lu 23.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallam 2.0E Center Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi 951.6 E 2,000.0 ksi FullLength Uniform Loads Center DL 45.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 23.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Max .Stress Ratio 0201 : 1 Maximum Moment 3.0 k -ft Maximum Shear' 1. Allowable 14.8 k -ft Allowable Max. Positive Moment 2.98 k -ft at 11.500 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 14.80 Reactions... fb 434.09 psi fv 17.18 psi Left DL 0.52 k Fb 2,159.35 psi Fv 290.00 psi Right DL 0.52 k Deflections Beam Desig 5 0.7 k Total Load Left Cantilever... 12.1 k Left 0.52 k Right 0.52 k Left 0.000 in Center 0.435 in @ Right 0.000 in Max 0.52 k Max 0.52 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.290 in -0.290 in Deflection 0.000 in 0.000 in ..-Location 11.500 ft 11.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 951.6 951.55 Right Cantilever... Camber ( using 1.5 ' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.435 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.298 Le 42.303 ft Sxx 82.259 in3 Area 41.563 in2 Cf 1.000 Rb 22.188 Cl 0.745 Max Moment Sxx Redd Allowable fb @ Center 2.98 k -ft 16.54 in3 2,159.35 psi @ Left Support 0.00 k -ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.71 k 0.71 k Area Required 2.463 in2 2.463 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 0.52 k Bearing Length Req'd 0.227 in Max. Right Reaction 0.52 k Bearing Length Req'd 0.227 in Title: 10596 Tantau Ave Job # JE -05146 Dsgnr: BD Date: 2:52PM, 5 DEC 05 Description: Scope Rev 560100 User KW -0605443, Ver 5.6,1, 25 -Oct -2002 General Timber Beam Page 2 (c)1983-2002 ENERCALC Engineering Software c:lec55105146-tantau.ec .Goiculabons Description Foldable Partition Support Query Values M, V, & D @ Specified Locations Moment Shear Deflection Center Span Location = 0.00 ft 0.00 k -ft 0.52 k 0.0000 in Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Left Cant. Location = 0.00 ft 0.00k -ft 0.00 k 0.0000 in Title: 10596 Tantau Ave Dsgnr: BD Description Scope: Ui�r:KW:0605443, ver 5.8.1,25-Od-2002 TimberCol'umn Design (c)1983-2002 ENERCALC Engineering Software Description Foldable Partition Support Job # JE -05146 Date: 3:05PM, 5 DEC 05 Page 1 c:lec55105146tantau. ecw.Calculations General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 4x4 Total Column Height 10.00 ft Le XX for Axial 10.00 ft Rectangular Column Load Duration Factor 1.33 Le YY for Axial 10.00 ft Column Depth 3.50 in Fc 1,500.00 psi Lu XX for Bending 10.00 ft Width 3.50 in Fb 1,000.00 psi 415.48 psi Sawn E - Elastic Modulus 1,700 ksi 0.00 psi 0.00 psi Douglas Fir - Larch, No.1 F'bx : Allowable 1,500.00 psi Loads 1,995.00 psi Interaction Value Dead Load Live Load Short Term Load Axial Load 520.00 lbs 0.00 lbs 0.00 lbs Eccentricity 0.000in Fc: X -X 408.50 psi For Bending Stress Calcs... Eccentric Side Load 0.00 lbs 0.00 lbs 136.60 lbs ....Side Load Eccentricity 0.00 in 0.00 in 0.00 in ....Side Load Dist. above Base 0.00 It 0.00 ft 10.00 It Equivalent Load @ Mid -Height 0.00 lbs 0.00 lbs 0.00 lbs Side Load Moment 0.00 in-# 0.00 in-# 0.00 in-# Max. Design Moment 0.00in-# 0.00in-# 0.00 in-# Column OK Using: 4x4, Width= 3.50in, Depth= 3.50in, Total Column Ht= 10,00ft DL+LL DL+LL+ST DL+ST fc : Compression 42.45 psi 53.60 psi 53.60 psi Fc: Allowable 408.50 psi 415.48 psi 415.48 psi fbx : Flexural 0.00 psi 0.00 psi 0.00 psi F'bx : Allowable 1,500.00 psi 1,99.00 psi 1,995.00 psi Interaction Value 0.1039 0.1290 0.1290 Stress Details Fc: X -X 408.50 psi For Bending Stress Calcs... Fc: Y -Y 408.50 psi Max k'Lu / d 50.00 F'c : Allowable 408.50 psi Actual k'Lu/d 19.59 F'c:Allow' Load Dur Factor 415.48 psi Min. Allow k'Lu / d 11.00 F'bx 1,500.00 psi Cf:Bending 1.500 F'bx' Load Duration Factor 1,995.00 psi Rb : (Le d / b12) 1.5 7.943 For Axial Stress Calcs... Cf : Axial 1.150 Axial X -X k Lu / d 34.29 Axial Y -Y k Lu / d 34.29