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07020139!0O , to [ZM v<y .�H of �pm,U rv,r :0< qnq(01a Soo Y—rn y Z3 CITY OF CUPERTINO BUILDING DIVISION PERMIT BUILPERMIT gI))�1J'PhRAKE DR KELLAR -'ONST . NO. 07020139 0"INER'S NAME: PERMIT ISSUE DATE 3ANTANU SINHA 115240 MkDRONE HILL RD. 05/16/2007 PHONE: SANITARY NO. CONTROL NO. (408)867-9743 ARCHITECT/ENGINEER: BUILDING PERMIT INFO BLDG ELECT PLUMB MECH LICENSED CONTRACTOR'S DECLARATION licensed Chapter 9 Job Description I hereby affirm that I am under provisions of (commencing with Section 1000) of Division 3 of the Business and Professions Code, and my license is ADDITION: 480 ' - KITCHEN & DINING in full force and effect. License lass Lic.7i Date Con1u=W ARCHITECTS DECLARATION I understand my plans shall he used as public records Licensed Professional OWNER -BUILDER DECLARATION 1 hereby affirm that 1 am exempt from the Contractor's License Law for the following reason. (Section 7031.5. Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed to the of the Contractor's License Law (Chapter 9 3q. Ft. Floor Al ea Valuation pursuant provisions (commencing with Section 7000) of Division 3 of the Business and Professions Code) or $1 0 2 8 9 7 that he is exempt therefrom and the basis for the alleged exemption. Any violation of 316 3 2 Number Occupancy Type Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than fire hundred dollars ($5,M). ..Aff ❑ 1, as owner of the property, or my employees with wages as their sole compensation, Required Inspections will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to in owner or 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 purpose of sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044. Business and Professions Code:) The Contractor's Li - cerise Law does not apply to an owner of property who builds or improves themon, and, who contracts for such projects with a contractor(s) licensed pursuant to the Contra&oes License Law. ❑ I am exempt under Sec. B & P C for this reason ter Date WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one or the following declarations: ❑ I have and will maintain a Certificate of Consent to self -insure for Worker's Compen- sation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ I have and will maintain 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 Workers Compensation Insurance carrier and Policy number are: Carrier. Policy No.: CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for tint hundred dollars ($100) 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 m ne as toyecome subject to the Workers' Compensation f ` ' O / Laws of Califomi atc Applicant [�L— NOTICE TO A CANT. , 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 I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.) Lender's Name Lenders Address I certify that 1 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 upon the above -mentioned property for inspection purposes. (We) agree to save, indemnify and keep harmless the City of Cupertino against liabilities, judgments, costs and expenses which may in any way accrue against said City in consequence of the granting of this permit. APPLICANT UNDERSTANDS AND WILL COMPLY WITH ALL NON -POINT Issued by: Date SOURCE RE,GW"TIONS. � J�'�� fdl� -� Re -roofs Type of Rc of Signature of Applicant/Contractor Date HAZARDOUS MATERIALS DISCLOSURE Will the applicant or future building occupant store or handle hazardous material as defined by the Cupertino Municipal Code, Chapter 9.12, and the Health and Safely —fie, Section 25532(a)? All roofs s iall be inspected prior to any roofing material being installed. ❑Yes If a roof is installed without first obtaining an inspection, I agree to remove Will the applicant or future building occupant use equipment or devices which emit hazardous air contaminants as defined by the Bay Area Air Quality Management all new materials for inspection. District? ❑ Yes 1 have read the hazardous materials requirements under Chapter6.95 of the Califor- nia Health & Safety Code, Sections 25505, 25533 and 25534.1 understand that if the building ii�j' f does not currently have a tenant. that it is my responsibility to notify the occupant of the /[iG, \ requirements which must be met prior to issuance of a Certifrc of Occupancy. Signature e f Applicant Date �� -_ 416 -07 All roof coverings to be Class "B" or better ' Owner or authorized agent Date May 14, 2007 Sue Winslow City of Cupertino Community Development Department 10300 Torre Avenue Cupertino, (.;alifornia 95014 Re: Plan Review: Address: Cupertino Appl. No.: Hello Sue, Sinha SFD Addition 19780 Drake Drive 07020139 Per Bob Sabich's request we are sending back your file sets of drawings for the above listed project. Bob will coordinate final approval with the applicant. Sincerely, dD . Berning Architect Bureau Veritas North A.nzerica, Inc. Alain; (925) 468.7400 6150 Stoncridgc Mall Road, Suitc 370 Fax: (925) 468.7413 Pleasanton, CA 94588-3241 «w.us.bureausrerirts.com MHA Consulting Engineers Inc Pg2 1623 Wright Avenue 19780 Drake Sunnyvale Ca 94087 4/26/2007 408-735-1524 - DESIGN CRITERIA CBC 2001/UBC 1997 BUILDING CODE These calculations were performed from information provided on plans and computer files labelled "Proposed RESIDENTIAL HOME ADDITION at 19780 Drake Dr Cupertino, Ca," dated March 2007 by William Keller 61 Mulberry Ct Morgan Hill. Any changes or modifications or revisions to the above mentioned plans and files must be brought to the attention of the ENGINEER, and approval is required. Failure of the client to obtain written approval for any changes or revisions etc, will render these calculations void. The client will then hold consultant harmless from any and all liability real or alleged in connection with the performance of work on this project, except liability arising from the sole negligence of the consultant. A field construction review is recommended for the following: reinforcing steel, steel frames, collectors and holdowns. In case the review is NOT performed by the engineer of the original work, the client will hold the engineer harmless from any liability, real or alleged, in connection with any portion of the above listed project. MHA Consulting Engineers requires at least 48 hours notice for a field construction review, please call 408-735-1524 for an appointment. Any changes or modifications by the contractor during construction shall have prior approval from the engineer before proceeding with the work. All structural components such as beams,headers, columns,posts, rafters etc shall be connected to each other using appropriate connectors by reputable manufacturers such as "Simpson","Silver" and as noted in the plans. All construction shall be in accordance with the requirements of the 1997 edition of the Uniform Building Code and requirements of the local building authority whichever is more stringent. The following calculations will be considered void if: Preceding notes, requirements and limitations are not accepted by the owner, his designer, and his contractor in full. 1623 Wright Avenue Sunnyvale Ca 94087 Ph# : 408-735-1.524 Fax : 408-733-1548 April 26, 2007 City of Cupertino Building Divisi }tfi Attn: Doug Tal Plan'review Engineer. Subject: 19780 Drake Drive, Sinha Addition. Structural comments. Dear Sir, The following are in response to your comments for the above property Structural only. S5 D) Please note that our general specification and details sheet S1 has all The concrete and rebar information please see items 9 and 10 of specifications on S1 for concrete strength and steel rebars. S5 G) On detail 6/S1 we added H2.5 hurricane clips @ 4' on center. S6 B) Your calculations booklet is missing some pages. The drawings and calculations sent to you appear to be repackaged incorrectly. Attached are the calculations for the 6x8 girder on page 8. The calculation were -complete as sent to the city. 0% 1 1 The previous girder size sheet by the desigrTer Keller wefe ;4 never re -submitted, there should not have been s et showing 48. Please check the sheets that you have. S7 B) Deleted " clg joist hanger". C) Detail B revised as per discussion with the review engineer.' S8 B & C) discussed and responded as above. If you have any questions please call. Yours truly, MHA Consulting Engineers Inc. C -02 �r Exp. z '3S * OF 05/08/2007 03:05 4087331548 MHA ENG INC PAGE 01/02 MHA CONSULTING ENGINEERS, INC. 1623 WRIGHT "E. SUNNYVALE, CA 94087-4038 PHONE: 408-735.1524 PAX: 408-733-1 ,48 E-MAIL mhaengi c@c*mcast.net mina-mhaenyr@comcast.net FAX COVER SHEET DATE,., TO: b4y4r FROM: 1\1i m ii(lat PAGES (including cover page): 0 MESSAGE: Mt. I�Y 05/08/2007 03:05 4087331548 MHA Consulting Engineers Inc 1623 Wright Avenue Sunnyvale Ca 94087 408-735-1524 MHA ENG INC JWm l �21 •tt•RDL + 841.8-psf I 2 2 T _ (OTM — 0.9.1) L0.3•tt T = 692,277 lb Use PHD2 3600 lb — Redundancy calculation Shear Walls Vbase:= v N/S dir Line B worst case Ab := Ar Ab = 472.5ft2 lw:= 8.5 Vw:= 3777•lb Vbase:= 7554.1b 10 VW [w Vbase 20-tt P p = 0.436 take as 1.0 ri Ab 15 psf DL Floor Joists L := 211 -ft L = 10.5 ft 40 psf LL 2 w:= 1.33.55•pif w = 73,15 lb— ft 2 M := w 1= Sr := M Sr = 12.376 in 8 Pb•1.15 Use 2x8 @ 16" O,C, Sx = 13.14 in3 A = 10.88 in2 E := 1600000•psi I- 47.63-in4 4 A := 5•w• L A = 0.263 in L, = 479,973 deflection OK 384• E• 1 4 Girders L := 8-{t Max span w:= zl •f1.55-psf w = 577.5 lb 2 ft 2 M := w• 8 Sr1 Sr = 50.4 in3 R := W. L R = 231 x 1031b Ar := R• 1•---5 Ar = 36.474 in 2 Fv Use 6x8 Sx = 51.56 in3 A = 41.25 in2 PAGE 02/02 19780 Drake 4/26/2007 MHA Consulting Engineers Inc P99 1623 Wright Avenue 19780 Drake Sunnyvale Ca 94087 NN 4/26/2007 498-735-1524 Foundation Design No soils report use Table 18-1-A of CBC/UBC 1000 psf bearing allowable Interior Piers 18"x18" Pads P := 5.5•ft•6•ft•55•psf P = 1.815 x 103lb A 2 1000•psf A = 1.815ft D := �FA D = 16.167 in 18x18 in sq piers Evaluate maximum strip capacity for concentrated load beyond which extra footing area is required For 12 in wide base 18" HIGH STEM AND 12" DEPTH (MINIMUM SINGLE STOREY) consider a 4.5 ft strip based on a 40/40 deg spread of load to base. Pmax := 4.5•ft• 1 •ft• 1000•psf — 3•ft•350•plf Pmax = 3.45 x 1031b Ave floor loading per ft All col loads above 3.5 kips will require additional footing area NO COL LOADS GREATER THAN THIS Footing Rebar Design All square issolated footings are 12" thk installed to 18" depth fc' = 2500 psi d=12-3 = 9" As=0.2 in 1 - # 4 rebar per ft a := 0.2• 60 -in a = 0.471 in Conc beam stress block (0.85•12.2.5) As := 0.2-in2 Fy:= 60000-psi design with 2000 psf bearing force 12 in thick bases less 3 in cover 0Mn := 0.85.0.9-As•F • 9-in — a OMn = 6.705 x 103 lb ft Max Beam Bending y 2 ) Capacity Typical new footing rebars 1- #4 top & bot. MHA Consulting Engi 1623 Wright Avenue Sunnyvale Ca 94087 408-735-1524 Inc Design Strip Footing Pg10 19780 Drake 4/26/2007 F a = 1 x 103 plf Allowable perimeter loading per foot Fpa := l-1000•plf P Fps- - 1.333 x 103 lb with stress inc for Equake Loads Fps := 1.1333•plf p ft Worst case Line 1 NEW ft lb wdl := 15 psf 10.5 2 + 15•psf•8-ft+ 10-psf•21 •ft wdl=303.75ft 2 w 21 ll = 378 10.5 Ib - w►► := 16•psf• 2 -ft + 40•psf• 2 -ft ft Fl := wdl + wll Fl = 681.75 plf < Allowable Fpa = 1 x 103 lb ft UBC Eqn 12-9 T := 1900•1b s [(wdl + wll)•4.5•ft + 7 J FL = I.}04 10 = 1.333 x 103 lb x ft 3 lb < Fps ft FL := 4.5•ft self wt of footing Fsw := 220-plf Uplift check FL := [(wdl + Fsw)-4.5•ft•0.9 — T] FL = 221.188 lb NO UPLIFT Check Line 2 Existing foundation 41 lb wdl := 15•psf-20• ft + 8•psf•8-ft + 10•psf•2 ft wdl = 419 ft 2 41 ft 40 sf 20 . ft w11 = 564lb lb wll := 16•psf•2. 2 + p 2 ft - 3 lb FI 983 if < Allowable Fpa = 1 x 10 ft FI := wdl + wll — p UBC Eqn 12-9 T := 1000-lb MHA Consulting Engineers Inc Pg11 1623 Wright Avenue 19780 Drake Sunnyvale Ca 94087 4/26/2007 408-735-1524 [(wdl + wll)•4.5•ft + T] 3 lb 3 lb FL. = FL = 1.205 x 10 — Fps = 1.333 x 10 — 4.5•ft ft ft self wt of footing Fsw := 300•plf Uplift check FL := [(wdl + Fsw)•6•ft•0.9 — T] FL = 2.883 x 103lb NO UPLIFT COLUMNS Columns Capacity Calculations Sill to top double stub height 11 ft plate height - 4x4 Column lb Ke := 1.0 le:= Ke-8•ft PSI := — d := 3.5•in b := 3.5•in .2 to Fc' := 1300•psi E' E' := 1600000•psi c' := 0.8 FcE := 0.3 /d) 1 + FCE C1 + CFcEII 2 FcE Fc := Fc'. Fc' Fc' %IJJ Fc' - - 2•c' 2•c' c' Fc = 555.234 psi Pall := Fc•b•d Pall = 6.802 x 103 lb NO LOADS LARGER THAN THIS all posts 4x4 MHA Consulting Engineers Inc Pg12 1623 Wright Avenue 19780 Drake Sunnyvale Ca 94087 MR 4/26/2007 408-735-1524 STUD CAPACITY exterior rear wall Line A , 8 ft fir to roof H := 8-ft Sx := 3.063•in3 A := 5.25•in2 s := 16•in d := 3.5•in Ke := 1.0 le := Ke•H 0.3 • E' Fc' := 1350•psi E' := 1600000•psi c' := 0.8 FcE :_ (d) 1e2 FcE FcE 2 FcE t+l Fc' � 1+(Fc') Fc' 2•c' 2 c' c' Fc = 559.008 psi Fb := 900•psi Roof loading Worst case at Exterior wall Line 1 w := 21 • ft •25•psf lb 2.1.25 w=210— ft P := w•s P = 2801b fc := P fc = 53.333 psi A 2 q :— 0.62.1.33.12.6.1.3•psf M := q s El fb := M Cr = 1.15 8 Sx•1.15 M = 144.074 lb ft 2 fb fc + = 0.604 < 1.33 OK Fc CFFcE)] 2x4 STUDS @ 16" O/C MHA Consulting Engineers Inc Pg12 1623 Wright Avenue 19780 Drake Sunnyvale Ca 94087 I 4/9/2007 408-735-1524 William Kellar Drafting Services 61 Mulberry Court, Morgan Hill, CA 95037-6108 Phone (408)779-4492 Cell (408) 656-2974 a -mail: wskellar@verizon.net April 23, 2007 Sue Winslow City of Cupertino — Building Division Community Development Dept. 10300 Torre Avenue Cupertino, CA 95074 RE: Plan Review: Sinha SFD Addition Address: 19780 Drake Drive Cupertino Appl. No: 07020139 Permit #07020139 #2 Response to Comments dated 4-19-07 MAY 0 3 2007 Dear Ms. Winslow: The following changes to our plans, as you requested, are not Sheet 1 VFICE coy 1. Sheets # 3 and #6 have been revised to include the signatures you requested. 2. The plan Index has been amended to include "Department of Public Works" sheet. Sheet 2 5. (A) Existing Bedroom #2 is to be converted to a Study/Den room. We are removing the (E) closet and adding a 3'-0" wide by 6'-8" high, cased opening, into the (N) kitchen area. We are removing window #6. Notes: 1.) Removing closet will qualify the room as non -bedroom. 2.) (N) Study/Den is 144sf: Lighting (1 /10)= 14.4sf; Venting (1 /20)= 7.20sf 2'x 4' skylight = 8sf + 3' x 6'-8" C.O.=19.98sf; Total=27.98sf for lighting. 3.) 3' x 6'-8" C.O.= 19.98sf, Total=19.98sf for venting. If 3'x 6'-8" cased opening does not qualify for natural light, then we will submit to an operable skylight. 6. The existing Family/Dining rooms has 530sf of area: lighting= 53sf; venting= 26.5sf Notes: 1.) An existing 2040 skylight has 8sf; a (N) 4050 sliding window has 20sf. In the Family Room; an (E) 6030 sliding window is in the (E) kitchen/Dining room; a new 2050 sliding window will be added in Family Room. This equals 56sf for lighting. 2.) All windows for lighting = 48sf. This equals 48sf for venting. Page 2 April 23, 2007 #2 Response to Comments dated 4-19-07 7. Floor plan note #6 has been amended per your request. I was not aware that the last note I amended on note #6 explained that the landing could not exceed 7-1 /2". I drafted a small plan to explain my intentions more clearly. 8. The existing Kitchen will be eliminated completely for the expansion of the existing Dining Room. The plan will show the changes. Electrical Plan The Electrical plan has been modified per your request. Mechanical and Plumbing plans are "Design Build", and will been submitted by the respective contractors. Structural plans and calculations are being amended by MHA Consulting Engineers, Inc., Moses Haung, PE, CE. Please note: If architectural plans conflict with the structural plans, the structural plans shall prevail. If you need to correspond with me, or if you have any question, please e-mail me at William (Bill) Kellar KELLAR CONST, Ms. Winslow and Bureau Veritas North America, Inc. In response to your comments on SINHA addition at 19780 Drake Dr. Sheet#1-3 The city has already signed off as addition is under 500sf. Sheet#2-9 As shown on first revised plans and on second revised plans existing kitchen to be removed area no longer used as kitchen. Sheet#8 Sheet 8 is not in revised plans. Electrical is on sheet 6. Heating for new kitchen will come from existing heater which is capable of heating new area as well as existing house. Ducts are run through attic. Water heater and funace are existing. If you have any questions please contact me at--(408)867-9743 or '390-6991 Don Kellar mrim uonsuiting Engineers Inc 1623 Wright Avenue J CEIVED Sunnyvale Ca 9408P, 408-735-1524 APR 112007 #2 AWNS AM ;j STRUCTURAL CALCULATIONS FOR PROPOSED ADDITIONS AT 19780 DRAKE DRIVE CUPERTINO , CALIFORNIA FOR: SINHA RESIDENCE Pg1 19780 Drake 4/9/2007 BY MHA CONSULTING ENGINEERS INC ti0 QROFESS�QN C058 6M �omc# �vx mHH consulting Engineers inc Pg2 1623 Wright Avenue 19780 Drake Sunnyvale Ca 94087 4/9/2007 MW 408-735-1524 DESIGN CRITERIA CBC 2001/UBC 1997 BUILDING CODE These calculations were performed from information provided o.`n plans and computer files labelled "Proposed RESIDENTIAL HOME ADDITION at 19780 Drake Dr Cupertino, Ca," dated March 2007 by William Keller 61 Mulberry Ct Morgan Hill. Any changes or modifications or revisions to the above mentioned plans and files must be brought to the attention of the ENGINEER, and approval is required. Failure of the client to obtain written approval for any changes or revisions etc, will render these calculations void. The client will then hold consultant harmless from any and all liability real or alleged in connection with the performance of work on this project, except liability arising from the sole negligence of the consultant. A field construction review is recommended for the following: reinforcing steel, steel frames, collectors and holdowns. In case the review is NOT performed by the engineer of the original work, the client will hold the engineer harmless from any liability, real or alleged, in connection with any portion of the above listed project. MHA Consulting Engineers requires at least 48 hours notice for a field construction review, please call 408-735-1524 for an appointment. Any changes or modifications by the contractor during construction shall have prior approval from the engineer before proceeding with the work. All structural components such as beams,headers, columns,posts, rafters etc shall be connected to each other using appropriate connectorsby reputable manufacturers such as "Simpson", "Silver' and as noted in the plans. All construction shall be in accordance with the requirements of the 1997 edition of the Uniform Building Code and requirements of the local building authority whichever is more stringent. The following calculations will be considered void if: Preceding notes, requirements and limitations are not accepted by the owner, his designer, and his contractor in full. MHA Consulting Eng 1623 Wright Avenue Sunnyvale Ca 94087 408-735-1524 Asphalt tiles 3.0 PSF 1/2 in Ply sheathing 1.5 Rafter and framing 2.5 Mechanical and Electrical 0.5 Insulation 1.5 Ceiling Board only 1.5 Tot DL = 7.5 Adjust for slope DL = 9 psf use 10 psf LL = 16 psf Total Roof Load = 25 psf RF := 26-psf TRUSS ROOF BY OTHERS Main roof 19780 Drake 4/9/2007 lb lb psf :_ psi := lb — plf :_ b ft 2 in 2 ft Pitch of Roof approx Main 7:12 � 5 Slopedlen := (72 + 122) Slopedlen = 13.892 Ratio Slopedlen :_ 12 Ratio = 1.158 j RDL := 10•psf DF # 1 Fbl := 1100-psi Fv 95-psi DF#2 Fb := 850-psi Fv := 95-psi Glul-am 24F-V3 DF/DF Lam Fbgl := 2400-psi Fvgl := 190-psi i Egl:= 1800000-psi, RBI Ridge Beam L := 10-ft 21 lb: w := --ft•RF w = 273 — ! 0 to w at end 2 ft!' Strucalc output 2X12 CB1 Header Beam for RBI L:= 6-ft P:= 931-lb P=931 lb 12.5 ft-RF lb w = 162.5 w:= exsting roof rafters 2 ft M := P- L M = 1.397 x 1031b ft R := + w- L R = 953 lb 4 2 2 M Sr := Sr = 15.772 in3 Ar := 3 - R Ar = 15.047 in2 Fb.1.25 2 Fv i Use 4x8 Sx = 30.66 in3 A =25.38 in2 Multi -Loaded Beam( 2001 California Buildinq Code (91 NDS)1 Ver: 6.00.81 By: Nina Huang , MHA Consulting Engineers on: 04-09-2007 : 10:41:27 AM Project: 19870 DRAKE - Location: RB1 rev Summary: 1.51N x 9.25 IN x 10.0 FT / #2 -Douglas Fir -Larch -Dry Use Section Adequate By: 19.7% Controlling Factor: Section Modulus / Depth Required 8.46 In Center Span Deflections: dLD-Center= Dead Load: LLLD-Center= Live Load: Total Load: TLD-Center= Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearinq Lenqth Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Lenqth: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Trapezoidal Load 1 Left Live Load: Left Dead Load: Riqht Live Load: Riqht Dead Load: Load Start: Load End: Load Lenqth: Properties For: #2- Douglas Fir -Larch Bendinq Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.25 Cf=1.10 Fv': Adjustment Factors: Cd=1.25 Design Requirements: Controllinq Moment: 5.8 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads Controllinq Shear: At a distance d from riqht support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= Cd= U U wL-2= wD-2= BSW= wT-2= TRL-Left-1-2= TRD-Left-1-2= TRD-Right-1-2= TRD-Right-1-2= A-1-2= B-1-2= C-1-2= Fb= Fv= E= Fc_perp= Fb'= Fv'= 0.07 IN 0.12 IN = U963 0.20 IN = U603 292 LB 180 LB 472 LB 0.50 IN 583 LB 344 LB 927 LB 0.99 IN 10.0 0.0 10.0 1.25 360 240 FT FT FT 0 PLF 0 PLF 3 PLF 3 PLF 0 PLF 0 PLF 175 PLF 98 PLF 0.0 FT 10.0 FT 10.0 FT 875 PSI 95 PSI 1600000 PSI 625 PSI 1203 PSI 119 PSI M= 1792 FT -LB on span(s) 2 V= 740 LB span'(s) 2 Sreq= 17.88 IN3 S= 21.39 IN3 Areq= 9.35 IN2 A= 13.88 IN2 I Ireq= 39.40 IN4 1= 98.93 IN4 MHA Consulting Engineers Inc AMON Pg4 1623 Wright Avenue 19780 Drake Sunnyvale Ca 94087 MIN 4/9/2007 408-735-1524 Lateral Loads Analysis Typical Shear Walls Type A Wall 3/8" Ply CDX Sheathing Nails 8d @ 6" o.c. edges and 8d @ 12" o.c. field. Allowable shear load 260 lb/ft Sall := 260• lb Nail single shear value 1-1/2 " Side 133% ft Ns := 138.1b Sill Plate Nails using 16d to 2x Joist or blocking Nail Spacing s := Ns s = 6.369 in Use 5" o.c. Sall Simpson A34 Framing Clips SC := 345-lb s := 360- (b s = 1.385 ft Use 16" o.c. wall stud spacing Sall 2xPT Sill Plate with 5/8" anchor bolts s := 890.1.33• lb Sall s = 4.553 ft Use 41ft o.c. Type B Wall 3/8" Ply CDX Sheathing Nails 8d @ 4" o.c. edges and 8d @ 12" o.c. field. Sall := 350- lb Nail single shear value 1-1/2 " side member Allowable shear load 350 lb/ft ft Ns := 138 lb Sill Plate Nails using 16d to 2x Joist or blocking Nail Spacing s := Ns s = 4.731 in Use 4" o.c. Sall Simpson A34 Framing Clips SC := 345-lb max load s := 365. Ib Sall 2xPT Sill Plate with 5/8" Anchor Bolts s = 1.043 ft Use 12" o.c. roof joist spacing s := 890.1.33• lb Sall s = 3.382ft Use 3 tro.c. lb psf := — ft2 k:= 1'000•113 lb psi := — 2 in plf := ft virim uonsu ting 1623 Wright Avenue tngineers meANNE - Pg5 1623 Wright Avenue ' 19780 Drake Sunnyvale Ca 94087 4/9/2007 ake 408-735-1524 No soils report use CBC/UBC table 1000 psf Use Max Factor 1.5 R= 5.5 bearing wall shear panels, I = 1.0 Residence Controlling Equation UBC 30-5 need not exceed this value R := 5.5 Na := 1.5 I := 1 Ca := .44•Na Ca = 0.66 Wtot := 1 V := 2.5•Ca• i Wtot V = 0.3 R V = 0.3 x W deadload For ASD can use E/1.4 in Load Combinations Roof RDL := 10•psf Ar := (21.22.5)•ft2 New addition area Af := Ar roof diaph + exterior walls int walls Walls exterior use 15 psf stucco wall Wr := RDL•Ar + (2.25 + 2.26)•4.15•lb + (45)•4.8•lb Wr = 1.228 x 104lb W := Wr W = 1.228 x 104lb V := 0.3• W V = 2.632 x 103 lb Base shear ASD 1.4 Vr := V Exposure B 70 mph winds Cel5 := 0.62 Ce20 := 0.67 Ce25 := 0.72 Cq := 1.3 q := 12.6-psf pr := (Ce15.21.225)•ft2.q•Cq pr = 479.8521b Longest side used pwall := Ce]5•(21)•(8)•ft2 q•Cq pwall = 1.706x 103lb p := pr + pwall p = 2.186 x 103 lb << V 2.6 k Seismic Lateral shear force Seismic controls MHA Consulting Engineers Inc Pg7 1623 Wright Avenue 19780 Drake Sunnyvale Ca 94087 4/9/2007 408-735-1524 1 RM := C25 •ft•RDL + 8•ft•8•psf I L 2 2 / 2 T (OTM — 0.9•RM) T=2.012x 1031b L — 0.3•ft Use PHD2 3600 Ib East West Add tributary from existing Line 1 Vtribt := 121 28� ft2 10•psf Vtribt = 1.47 x 103 2 2 lb Vr := Vwall + Vtribl Vr = 2.786 x 103 lb L := 9-ft v := Vr v = 309,583 lb Type B 350 Ib/ff L ft OTM := 8-ft-Vr OTM = 2.229 x 104lbft 2 RM :_ (2•ft•RDL + 8-ft. 15-psf) 2 2 T (OTM — 0.9-RM) T = 1.976 x 103 lb Use PHD2 3600 lb L — 0.3-ft Line 2 Add tributary from existing L := 14-ft Vtrib2 := 2 . 21 •ft2.10•psf Vtrib2 = 1.732 x 103 lb C Vr := Vwall + Vtrib2 Vr = 3.049 x 103 lb v := Vr v = 217.768 lb Type A 260 Ib/ft L ft OTM := 8-ft-Vr OTM = 2.439 x 104lbft MHA Consulting Engineers Inc Pg8 Wright Avenue M 19780 Drake Sunnyvalen Ca 94087 4/9/2007 408-735-1524 2 RM :_ I -ft•RDL + 8-ft•8•psf)• 2 T (OTM - 0.9 RM) T = 692.277 lb Use PHD2 3600 lb L - 0.3•ft Redundancy calculation Shear Walls Vbase:= V N/S dir Line B worst case Ab := Ar Ab - 472.5 ft2 Iw := 8.5 Vw := 3777•lb Vbase:= 7554-lb 10 VW ri :_ —• ri = 0.588 Iw Vbase 20•ft p := 2 - p = 0.436 take as 1.0 ri Ab 15 psf DL Floor Joists L := 21 2 .ft L = 10.5 ft 40 psf LL w := 1.33.55•plf w = 73.15 16 ft L2 M M := w•— Sr := Sr = 12.376 in3 8 Fb-1.15 Use 2x8 @ 16" O.C. Sx = 13.14 in3 A = 10.88 in2 E := 1600000•psi 1 := 47.63•in4 4 A := 5•w• L A = 0.263 in L = 479.973 384•E•I A Girders L := 8-ft Max span w := 21 ft-55-psf w = 577.5 lb 2 ft L2 M M := w-- Sr := — Sr = 50.4 in3 8 Fbl R := w• L R = 2.31 x 103 lb Ar := R• 11.55 Ar = 36.474 2 Fv Use 6x8 Sx = 51.56 in3 A = 41.25 in2 OK MHA Consulting Engineers Inc P 10 1623 Wright Avenue 19780 Drake Sunnyvale Ca 94087 mm 4/9/2007 408-735-1524 Design Strip Footing Fpa := l-1000-plf Fpa = 1 x 103 plf Allowable perimeter loading per foot Fps := 1.1333•plf Fps = 1.333 x 103 lb with stress inc for Equake Loads ft i i Worst case Line 1 NEW wdl := 15-psf-10.5• ft + 15-psf-8-ft + 10-psf- 21 -ft wdl = 303.75 lb 2 2 ft' wll := 16-psf- 21 .ft + 40-psf. 10.5 ft wll = 378 lb 2 2 ft Fl := wdl + wll FI = 681.75 plf UBC Eqn 12-9 T := 1900.1b FL := [(wdl + wll).4.5-ft + T] 4.5-ft self wt of footing Fsw := 220-plf Uplift check < Allowable Fpa = 1 x 103 Ib ft FL = 1.104 x 103 lb < Fps = 1.333 x 103 lb ft ft FL := [(wdl + Fsw)-4.5-ft-0.9 — T] FL = 221.188 lb NO UPLIFT Check Line 2 Existing foundation wdl := 15.psf.20.ft + 8-psf-8-ft + 10-psf-41 -ft wdl = 419 lb 2 2 ft wll := 16-psf-41.ft + 40-psf• 20•ft wil = 564 lb 2 2 2 ft FI := wdl + wll FI = 983 plf < Allowable Fpa = 1 x j 03 lb ft UBC Eqn 12-9 T:= 1000-lb r„ — vvuawuny c1IVII cia n'c P 9 1623 Wright Avenue 19780 Drake Sunnyvale Ca 94087 MIN 4/9/2007 408-735-1524 Foundation Design No soils report use Table 18-1-A of CBC/UBC 1000 psf bearing allowable Interior Piers 18"x18" Pads P := 5.5-ft-6-ft-55-psf P = 1.815 x 1031b i P A _1000-psf A = 1.815 ft 2 D := ti A D = 16.167 in 18x18 in sq piers Evaluate maximum strip capacity for concentrated load beyond which extra footing area is required For 12 in wide base 18" HIGH STEM AND 12" DEPTH (MINIMUM SINGLE STOREY) consider a 4.5 ft strip based on a 40/40 deg spread of load to Pmax := 4.5-ft-1-ft-1000-psf - 3-ft-350-pif Pmax = 3.45 x 103 lb Ave floor loading per ft All col loads above 3.5 kips will require additional footing NO COL LOADS GREATER THAN THIS Footing Rebar Design All square issolated footings are 12" thk installed to 18" depth fc' = 2500 psi d=12-3 = 9" As=0.2 in 1 - # 4 rebar per ft a := 0.2- 60 -in a = 0.471 in Conc beam stress block (0.85.12.2.5) ' As := 0.2-in 2 Fy := 60000-psi design with 2000 psf bearing force 12 in thick bases less 3 in cover (DMn := 0.85.0.9-As-Fy-9-in - a� q)Mn = 6.705 x 103lbft ;Max Beam Bending 2 Capacity Typical new footing rebars 1- #4 top & bot.