The URL can be used to link to this page

0210-267 (PAT)LICENSED CONTRACTOR DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and P,.bfessionals Code, and my License is in full force and effect. License # Lic. Class , Exp. Date Date /1 12 M B 111C, Signature of Contractor rte✓'' �4'�� ! / OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business & Professionals Code). ( ) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business & Professionals Code). ( ) I am exempt under Section B&P.C. for this reason Date Signature of Owner WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ( ) I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ( :) I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are: Carrier EX&,gPn Policy No (This section need not be completed if the permit valuation is for $100.00 or less). () I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if. I shoos- become subject to t. a py�orkers' compensation provisio sof ectiont3700"of the,Labor Code, I s SII fdrthwith comply with hose provi io e;l� Date: trf Applicant�1' Warning: Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on his application. 1. Each person upon whose behalf this application is made & each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta, its officers, agents and employees. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all City, and State laws relating to the building construction, and hereby authorise representativesflof this City to enter upon the above-mentioned property(for insp ction prposes Signature (Owner/Agent) IV'../�-��Date Q ✓` r �� BUILDING PERMIT PERMIT# ; DATE VALUATION LOT 02010-67 TRACT 67 27:519 JOB SITE APN ADDRESS 0 j)r&j, C1�� OWNER CONTRACTOR / DESIGNER / EN INEER ITA.I Mlli I BA13ALA 07014MUC TiOM 79.390 PASEO DEL RE::f. 43.53(lWARAE . TRfe% . LA Q1: Wf A CA 922S3 PALM Drismrr CA, 92211 /,760)779-9681 CW 548" USE OF PERMIT 150 SP I)MCK PER ET CHNirERiM PLAN& DECK 176,110 Sig '6'6i1.t ALVON 3,6%00 Ls .M31VdrA10ED COST .'.` F COItlSTRUCIrlo 1 w PIMM FE F. SUhMARY FUG`7'RICALE" E 101-000.420.000 $16.10 STRONG MOTION 17EL • 'USID 101-040••241-3000 tso PLAN CHEM: FCL 101.000-439.318 $33,63 CONSTRUCTION WE 1.01-000-418-000 $81.00 a a o .. AUG 2 2 2003 CITY OF LA QUINTA FINANCE DEPT. IRM -TOTAL, CONMU'C'9;ION A14D PLM MUCK 0.0039 -PMD FM S T OTAL M*RR1+f'I' IM 817ME NOW 515045 RECEIPT DATE BY '— ` DATE FINALED INSPECTOR INSPECTION RECORD 4 OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings Ducts Slab Grade A Return Air Steel Combustion Air Roof Deck Exhaust Fans O.K to Wrap F.A.U. Framing Compressor Insulation Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath Drywall - Int. Lath Final Final POOLS - SPAS BLOCKWALL APPROVALS Steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines Heater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Pool Cover Sewer Connection Encapsulation Gas Piping Gas Test Appliances ` Final COMMENTS: Final Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rough Wiring i Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power Final Utility Notice (Perm) Alo,�eeT-M -750010, N"N � � %_ f E Bill # I/V o,i 0 LIN' city U "o 6w Q -,4*inj.-WC*4rY Division ox 1504,78-49S Cab = Tam 'Permit # r`fl3t La ': (760) 777=7012giinta, -CA, 922SY --A Bufl4inkpormlt,, p0liqtlon,afid Tracking Sheet 1�rojcct Address:.' -0 t`1�CL• 2E1 X6wncr s Nime:il /yr r A. P. Number: -b XAd Legal Description: r XCity. ST.'Zip: f2-2,SS KC,ontractoi: fTef6honi:: i,7 2- 9,cf 4-,2— Address: I& ect- scrip 0. Picii `Description: FC k Efz- COLL Cit,. ST. zip: ,,&e� V w!, "s O U_ �, - -St F -T e I e p�i o n c: -74, _!i�f (9 12 ,state Lic.#: :CitV Lic. #: - 4 Arch.. E.ngr.. Designer. V Address: OV, City. ST, Zip: V:. Telephone: .... ........ to;struction Type:, OccuRa�cy State Lic- Project r% Alter Repair Dcmo .,pe (circle one) ;Ne%%� x Nime�of Coma& Person': S4. F .: t 4 Stories: F Units: XTelephone # of Contact Person:,..1-xtitimated 7 Value of 8 0.. 'APPLICANT:,DO,NOT,�WR11TE BELOW THIS LINE N Submittal'' Re`i:I'd IRe,'d TRACT JNG PER%IIT.FEES Plan Sets submitted Plan Check item, Amount Structural tales. Reviewed. ready for corrections iPian Check Deposit Truss Cales. Called'Co;4& Person Plan Check Balance • Title 24 Cales. 11*71 Plans picked uponstructi Construction • Flood plain plan Plans..resub.mitted- jq/ Mechanical Grading plan 2" Re4w, rea s/issue Electrical 0 so Subcontactor List Called Contact Person Plumbing Grant Deed .'.Plans picked up SAIJ_. 0 H.O.A. Approval Plans resubmitted' f. Ll ,Grading IN HOUSE:- FRView. ready for correct' ns/issu )Developer Impact Fee Planning Approval Sailed Contact Person A..I.P*P. Pub. Wks. Appr Date of permit issue At School Fees PjJS jotal Permit Fees 4T (3 10 to zy Lc i M y�Zt /03 UNAA a'. 710 No - Aartli�- e-Aiyc% P�,..�a, &/4,6V.sII jk/IW�l. (�1 J� N Submittal Req'd Recd TRACKING PERMIT FEES Plan Sets Plan Check?®ubmitted /bItem Amount Structural Calcs. .•• 1 Reviewed. ready for corrections; Plan Check -Deposit Truss Calcs. Called Contact Person Plan Check Balance Energy Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2"" Review. ready for corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans, picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- Review, ready for corrections/issue Developer Impact Fee -,: Planning Approval s - y o, , C9�edContact Person A.I.P.P. Pub. Wks. Appr M �� + Date of ermit issue School Fees Total Permit Fees ,5774-va— % a,• i .. CU �. P.O. Box 1-504- or. . 78-495 CAL.LE TAMPICO (7 60) '77'7-'7000 ShlntngBrighterThan Ever LA QUINTA,1. CALIFORNIA 92'2.53 FAX (760) 777-7101 September 1 O,- 2002 Mr. Jai Nettimi. 97390 Paseo;Del-'Rey La Quinta, C_a9 2 2 E�3 SUBJECT:. Site Development Per,. 20802-744 (Compatibility .Review) Dear Mr..Ne'ttimi: . At the September 3, 2.002, Planning .Commission. meeting,. the City of La Quinta PlanningCommission, after discussion:made-�a defermination. that your request to add a second story deck to the rear of your house:does' not, fall under the requirements of Compatibility `Review .' They' determined,. that this project should be worked out between you and your Homeowners' -Association. Seeing that you have a letter of approval from your Homeowners' ,Association,; you calm submit plans to the Building Department for plan check in order.to"obtain a'buildmg permit. Youc.deck wilt require inspections,.from the�Build'ing Department a's your project is: being constructed. Please contact Ed Randall in the Building 'Department 'aat :(7.6'0) 777-7012 for further information. Should you have any questions with regard to your project, please contact meat (760) 777-7068 at your earliest -convenience. Sincerely, JERRY HERMAN 7MUNITY:DEVELOPMENT'DIRE"CTOR.,.' MARTIN .MAGANA Associate Planner c: Tom HartungBuilding:'& Safety ._ Betty- Sawyer, Exbcutive Secretary PCdetermi ntion l trmpd I9-390 lx� �:�AVj laozes90S -4 &OLM Multi -L 2001 version 2.051001 Structural Engineering Consultant Job. No. 214 Engineer. DSW Date: 5/5/2003 54-625 Avenida Bermudas. La Ouinta California 92253 - 760.564.0884 Job Title: Balconv Lateral Checked: DSW Time: 15:47 Client Name Address Job Address Description Notes: Wood: Jaisurya Nettimi -3W e w 0 Dec Rely Desert Hot Springs, CA 92240 Design the Lateral Support of the new balcony at the ledger and free end due to seismic(governs) Enter Code Used 97 use Design using the assumption of a Flexible analysis for a small add on balcony. Design uses propietary Shearwall panels - Simpson Strongwall or other. Specifications: vvuuu naming izm vvULD Umaaumg rrtuies mMumucm io NOTE: ALL LUMBER TO BE KILN DRIED AND GRADE STAMPED UNLESS NOTED OTHERWISE Code: 1997 Uniform Building Code Steel: Anchor Bolts - A307, Threaded Rods - SAE 1018, Rebar - fs=40ksi for #3 or less, fs=60 ksi for all other Structural Wide Flange - Fy=36ksi, Structural Tubes - Fy--46 ksi Concrete fc=2,500 psi for all slabs, continuous foundations and spread footings - no inspection required. fc=3,000 psi for all structural grade beams - inspection required. CITY OF LA QUINT BUILDING & SAFETY DEPT APPROVE® FOR CONSTRUCTION DATE 63 By i 0214 - Nettimi Balcony U- c v) LLL 5a Na a)3 M sma `°c= Douglas Fir Visually Graded Lumber N w s N va V)— c �. a L rn a 2-0 $�� .- c v 0 of c— m F m m mU— E o= U °�° aC7 � � 0a ° �w ---------------------------------------- 4X or Less ----------------------------------------------------- -------- --------------------------------------- Select Structural ----------------- 2 _and Deeper ----------- 1450 --------- 1000 --------------- 95 ---------- --------- 1900000 --------- #1 __ 2 and Deeper ____ 1000 675 ____________ ______625 625 ---------- 10000 0 ___ 2_ and Deeper___ _____ ___ _________ __ 95 ______70 --7000 1600000 ----------------------- Stud Grade 2__and Deeper ______875 500 —575 325 ------______ _ 95 __-___625 _- -625 ---------- 1400000 ---------- - - - - - _-_- 6X Members - ------- ---------------------------------------- Select Structural ------------------- Posts_____________ ----------- --------- 1000 --------------- 8 ---------- 62---------- ---------- 1600000 ----------------- - _ _______________ #1-------------------------------------- Posts------------- _____1500 ___ ------------5 -- ______5 1600000 #2 Posts -----1200 700 -----8--2-5- 475 ------------8-5-------625 85 625 1300000 ---------------------------------------- Select Strudurel ------------------- Beams ----------- 1600 --------- 950 --------------- 85 ---------- 625 ---------- 1600000 ------------------------ _ #1 ------_ Beams — 1350 -------- 675 ------- --_- 85 --------- 625 --------- 1600000 --- -------------------------------------- gjir- ------------- Beams ----------- --------- --------------- 8- ---------- ---------- 1300000 -- ---------------------------------- Glu=Lam Beams ----------- ----------- ---------425 ------------ ------625 ---------- ---------------------------------------- Unbalanced dry use— ------------------- 24F -V3 DF/DF ----------- --------- 1100 --------------- ---------- 650 ---------- 1800000 _- Bal—arced for cont. ----------------- 24F -V8 DF/DF - __ ---- 2400 - 1100 _________-165 165 ---------- 650 --------- 1800000 ---------------------------------------- or cantilevered ------------------- ----------- --------- --------------- ---------- ---------- vvuuu naming izm vvULD Umaaumg rrtuies mMumucm io NOTE: ALL LUMBER TO BE KILN DRIED AND GRADE STAMPED UNLESS NOTED OTHERWISE Code: 1997 Uniform Building Code Steel: Anchor Bolts - A307, Threaded Rods - SAE 1018, Rebar - fs=40ksi for #3 or less, fs=60 ksi for all other Structural Wide Flange - Fy=36ksi, Structural Tubes - Fy--46 ksi Concrete fc=2,500 psi for all slabs, continuous foundations and spread footings - no inspection required. fc=3,000 psi for all structural grade beams - inspection required. CITY OF LA QUINT BUILDING & SAFETY DEPT APPROVE® FOR CONSTRUCTION DATE 63 By i 0214 - Nettimi Balcony DESIGN LIVE AND DEAD LOADS ROOF DEAD LOAD : ROOF TYPE 1 ROOF DEAD LOAD : ROOF TYPE 2 2x10 joists @ 16" o.c. = 2.5 PSF Enter Materials here =11, PSF 314" Plywood Sheathing = 2.5 PSF Enter Materials here = PSF Deck coating or Tinsh = 1.0 PSF Enter Materials here = PSF PSF Enter Materials here = PSF PSF Enter Materials here = PSF = PSF Eller Materials here = PSF SUB -TOTAL - 6.0 PSF SUB -TOTAL - 0.0 PSF SLOPE CORRECTION "X:12" :12 1.00 PSF SLOPE CORRECTION "X:12" 12 1.00 PSF MISCELLANEOUS = 4.0 PSF MISCELLANEOUS 1 0.00 PSF ROOF DEAD LOAD: = 10.00 PSF ROOF DEAD LOAD: = 0.0 PSF ROOF SNOW LOAD: = 0.0 PSF ROOF SNOW LOAD: = 0.0 PSF ROOF LIVE LOAD: = 10.0 PSF ROOF LIVE LOAD: = 20.0 PSF EXTERIOR WALL LOADS: TYPICAL FLOOR DEAD LOAD Stucco Walls = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF TOTAL EXTERIOR WALL: = 0.0 PSF FLOOR DEAD LOAD: = 0.0 PSF FLOOR LIVE LOAD: 0.0 PSF INTERIOR WALL LOADS: MMURE C -n DECKS OR BALCONYS = 12.6 PSF IMPORTANCE FACT'O_RI 1I2" GYPSUM BD. (B.S.) = 0.0 PSF Ender Materials here = 0.0 PSF 2X6@16" OIC = 0.0 PSF Enter Materials here = 0.0 PSF MISCELLANEOUS = 0.0 PSF Enter Materiels here = 0.0 PSF = 1.23 = 0.0 = 0.0 PSF PSF DECK DEAD LOAD DECK LIVE LOAD = 0.0 0.0 PSF PSF TOTAL INTERIOR WALL: GEOTECHNICAL ENGINEER: BASIC BEARING PRESSURE PADS & CONT. FNDT. = Qa INCREASE FOR WIDTH INCREASE FOR DEPTH MAX. SOIL PRESSURE - Oa ALLOW PASSIVE PRESSURE ALLOW SOIL FRICTION MND LOADS: DESIGN WIND VELOCITY C6 Cq C-h05Ft. Cs -15 FL< h< 20 Ft. Cs -20 Fl.< h< 25 Ft. Cs -25 Ft.< h< 30 Ft. Cs -30 FL< h< 40 Ft. SOILS DATA: I DATE OF REPORT: I NA 1,5W PSF ISOLATED FOUNDATIONS = 1500 PSF 20.0 % 20.0 % 4500.0 PSF 0.0 PCF EQUIV. FLUID PRESSURE = 30.0 PCF 0.3 Open Structure -Wind not a considerationlll _ �o MPH • MPH MMURE C -n = 12.6 PSF IMPORTANCE FACT'O_RI = OO = 1.3 = 1.06 P = C, Ca % 1„ (0-15 Ft.) = 0.0 PSF = 1.13 P = Ca Ca qa 1.. (15-20 Ft.) = 0.0 PSF = 1.19 P = C. Ca q, 1. (20-25 Ft.) = 0.0 PSF = 1.23 P = Ce Ca qa 1.(25-30 FL) = 0.0 PSF = 1.31 P = Ca Ca q, i. (30-40 Ft.) = 0.0 PSF DESIGN LIVE AND DEAD LOADS ROOF DEAD LOAD : ROOF TYPE 1 ROOF DEAD LOAD: ROOF TYPE 2 2x10 Joists (@ 16" o.c. = 2.5 PSF Enter Materials here = 0 PSF 3/4" Plywood Sheathing = 2.5 PSF Enter Materials here = 0 PSF Deck coating or finch = 1.0 PSF Enter Materials here = 0 PSF PSF Enter Materials here = 0 PSF = PSF Enter Materials here = 0 PSF PSF Enter Materials here = 0 PSF SUB -TOTAL - 6.0 PSF SUB -TOTAL - 0.0 PSF SLOPE CORRECTION "X:12" :12 1.00 PSF SLOPE CORRECTION "X:12" F.112 1.00 PSF MISCELLANEOUS = 4.0 PSF MISCELLANEOUS 1 0.00 PSF ROOF DEAD LOAD: = 10.00 PSF ROOF DEAD LOAD: = 0.0 PSF ROOF SNOW LOAD: = 0.0 PSF ROOF SNOW LOAD: = 0.0 PSF ROOF LIVE LOAD: = 10.0 PSF ROOF LIVE LOAD: = 20.0 PSF 7/OR WALL LOADS: TYPICAL FLOOR DEAD LOAD D Walls = 0.0 PSF Enter Materials here = 0.0 PSF Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Materials here = 0.0 PSF Enter Materials here = 0.0 PSF TOTAL EXTERIOR WALL : = 0.0 PSF FLOOR DEAD LOAD : = 0.0 PSF FLOOR LIVE LOAD: 0.0 PSF JOR WALL LOADS: = 0.0 PSF DECKS OR BALCONYS Enter Materials here 0.0 PSF YPSUM BD. (B.S.) 16" O/C = 0.0 PSF Enter Materials here = 0.0 PSF :LLANEOUS = 0.0 PSF Enter Materials he = 0.0 PSF = 0.0 = 0.0 PSF PSF DECK DEAD LOAD DECK LIVE LOAD = 0.0 0.0 PSF PSF TOTAL INTERIOR WALL: GEOTECHNICAL ENGINEER: BASIC BEARING PRESSURE PADS & CONT. FNDT. = Oa INCREASE FOR WIDTH INCREASE FOR DEPTH MAX. SOIL PRESSURE - Ga ALLOW PASSIVE PRESSURE ALLOW SOIL FRICTION SOILS DATA: I DATE OF REPORT: I NA = 1500 PSF ISOLATED FOUNDATIONS = 1 500 PSF 20.0 % 20.0 % 4 500.0 PSF 0.0 PCF EQUIV. FLUID PRESSURE = 30.0 PCF 0.3 Open Structure -Wind not a considerationlll LOADS: DESIGN WIND VELOCITY = 7e MPH MPH DWMREC (6 = 12.6 PSF IMPORTANCE FACTOR = Cq = 1.3 C - h<15 Ft. = 1.06 P = Ca C, c6 t. (0-15 Ft.) = 0.0 PSF Cs -15 FL< h< 20 FL = 1.13 P = Ce C, q,1,.(15-20 Ft.) = 0.0. PSF _ Cs -20 FL< h< 25 Ft. = 1.19 P = C. C, q,1.(20-25 Ft.) = 0.0 PSF Cs -25 Ft.< h< 30 Ft. = 1.23 P = C. Ca q,1, (25-30 Ft.) = 0.0 PSF Cs -30 Ft.< h< 40 Ft. = 1.31 P = C, C. q,1, (30-40 Ft.) = 0.0 PSF W J m Q U J a a Q W m F- O 2 Q U) Q O J W 2 O In W O Z Dennis S. Wish, PE Title: Job # Structural Engineering Consultant Dsgnr: Date: 3:43PM, 5 MAY 03 54-025 Avenida Bermudas Description La Quinta, CA 92253 (760) 564-0884 Scope: User. KW -000390, Ver 5.5.0, 25 -Sep -2001 General Timber Beam Page 1 (C)1983-2001 ENERCALC Engineering Software cAec5510214 - nettinni balcony.ecw:Calculatio Description 2x10 @ 16" o.c. Cantilevered Deck Joists General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x10 0.290 : 1 Center Span 6.50 ft .....Lu 0.00 ft Beam Width 1.500 in Left Cantilever 3.00 ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, NO 0.48 k -ft at 3.401 ft Shear: @ Left Fb Base Allow 1,000.0 psi -0.09 k -ft Load Dur. Factor 1.250 Fv Allow 95.0 psi Max @ Left Support Beam End Fi:K" Pin -Pin Fc Allow 625.0 psi Repetitive Member Max @ Right Support 0.00 k -ft E 1,700.0 ksi @ Center Full Length Uniform Loads 411 Center DL 20.00 #/ft LL 80.00 #/ft Left Cantilever DL 20.00 #/ft LL 80.00 #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 6.50ft, Left Cant= 3.00ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Dead Load Total Load Max Stress Ratio 0.290 : 1 Total Load Deflection -0.002 in Maximum Moment Deflection 0.5 k -ft Maximum Shear* 1.5 0.5 k Allowable ...Length/Defl 2.8 k -ft Allowable ...Length/Defl 1.6 k Max. Positive Moment 0.48 k -ft at 3.401 ft Shear: @ Left 0.39 k Max. Negative Moment -0.09 k -ft at 0.000 ft @ Right 0.31 k Max @ Left Support -0.45 k -ft 0.0 Camber: @ Left 0.002 in Max @ Right Support 0.00 k -ft Max. Right Reaction 0.31 k @ Center 0.004 in Max. M allow 2.82 Reactions... @ Right 0.000 in fb 271.56 psi tv 34.45 psi Left DL 0.14 k Max 0.69 k Fb 1,581.25 psi Fv 118.75 psi Right DL 0.05 k Max 0.31 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.002 in -0.021 in Deflection -0.001 in -0.033 in ...Location 3.628 ft 3.288 ft ...Length/Defl 67,272.2 2,181.2 ...Length/Defl 32,729.1 3,637.42 Right Cantilever... 0.35 k Camber ( using 1.6' D.L. Detl ) ... 2.976 in2 Deflection 0.000 in 0.000 in @ Center 0.004 in Bearing @ Supports ...Length/Defl 0.0 0.0 @ Left 0.002 in Bearing Length Req'd 0.741 in Max. Right Reaction 0.31 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 29.908 Le 0.000 ft Sxx 21.391 in3 Area 13.875 in2 Cf 1.100 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 0.48 k -ft 3.67 in3 1,581.25 psi @ Left Support 0.45 k -ft 3.42 in3 1,581.25 psi @ Right Support 0.00 k -ft 0.00 in3 1,581.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.48 k 0.35 k Area Required 4.025 in2 2.976 in2 Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 0.69 k Bearing Length Req'd 0.741 in Max. Right Reaction 0.31 k Bearing Length Req'd 0.332 in Dennis S. Wish, PE Title: Job # Structural Engineering Consultant Dsgnr: Date: 3:43PM, 5 MAY 03 54-625 Avenida Bermudas Description : La Quinta, CA 92253 Scope (760) 564-0884 Rev. 550100 Pae 2 User. KW -060390, Ver 5.5.0, 25 Sep -2001 General Timber Beam g (c)1983-2001 ENERCALC Engineering Software c:\ec5510214 - nettimi balcorv.ecw:Calculatio Description 2x10 @ 16" o.c. Cantilevered Deck Joists Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -0.45 k -ft 0.39 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 It -0.45k-ft 0.39 k 0.0000 in Dennis S. Wish, PE Structural Engineering Consultant 54-025 Avenida Bermudas La Quinta, CA 92253 (760) 564-0884 er. KW -060390, Ver 5.5.0,25 -Sep -2001 19832001 ENERCALC Enoineerino Software Title : Dsgnr: Description Scope : General Timber Beam Description 3.5 x 14" Parallam 2.0E Beam for Cantilevered end Job # Date: 3:43PM, 5 MAY 03 Page 2 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 4.92 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 Dennis S. Wish, PE Title: Job # Structural Engineering Consultant Dsgnr: Date: 3:43PM, 5 MAY 03 54-025 Avenida Bermudas Description La Quinta, CA 92253 Scope (760) 564-0884 Rev: 550100 User. KW -060390, Ver 5.5.0, 25 -Sep -2001 General Timber Beam Page 1 (c)1983-2001 ENERCALC Engineering Software c:1ec5510214 - netlimi batcony.ecW:Calculatio Description 3.5 x 14" Parallam 2.0E Beam for Cantilevered end General information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 3.6x14.0 Center Span 18.50 ft ...Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 14.000 in Right Cantilever ft .....Lu 0.00 ft Member Type 0.00 k -ft Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads Fb Base Allow 2,900.0 psi Load Our. Factor 1.250 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 30.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 82.40 #/ft LL 439.40 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 18.50ft, Beam Width = 3.500in x Depth = 14.in, Ends are Pin -Pin Max Stress Ratio 0.659 : 1 Maximum Moment 22.8 k -ft Allowable 34.5 k -ft Max. Positive Moment 22.76 k -ft at 9.250 ft Max. Negative Moment 0.00 k -ft at 18.500 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Maximum Shear * 1.5 Allowable Shear: Camber: Max. M allow 34.54 Reactions... fb 2,388.80 psi fv 132.57 psi Left DL 0.86 k Fb 3,625.00 psi Fv 362.50 psi Right DL 0.86 k Deflections @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK 6.5 k 17.8 k 4.92 k 4.92 k 0.000 in 0.229 in 0.000 in 4.92 k 4.92 k Center Span.... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.152 in -0.876 in Deflection 0.000 in 0.000 in ...Location 9.250 ft 9.250 It ...Length/Defl 0.0 0.0 ...Length/Defl 1,455.9 253.44 Right Cantilever... 6.50 k Camber ( using 1.6 D.L. Deft ) ... 17.920 in2 Deflection 0.000 in 0.000 in @ Center 0.229 in Bearing @ Supports ...length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 2.163 in Max. Right Reaction 4.92 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.049 Le 0.000 ft Sxx 114.333 in3 Area 49.000 in2 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 22.76 k -ft 75.34 in3 3,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 3,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 6.50 k 6.50 k Area Required 17.920 in2 17.920 in2 Fv: Allowable 362.50 psi 362.50 psi Bearing @ Supports Max. Left Reaction 4.92 k Bearing Length Req'd 2.163 in Max. Right Reaction 4.92 k Bearing Length Req'd 2.163 in i Project Job Rei. r Section Sheet noJrev. q 1 q Catc. by Date Chck'd by Date ApWd by Date q q Q 26/04/01 LATERAL LOAD ANALYSIS FOR UNSUPPORTED END OF BALCONY (Refer to Parallam Beam analysis for reaction to calculate lateral load requirement) V1=880 lbs The Lateral Load to each Pier is; V ei mic=0.187x(V1x1.5)/4.5= 54.853 Ib; Use Simpson Strong Wall SWIM. Note: Rho of 1.5 is assumed for this calculation and the Simpson Strong wall SW18x8 is assumed to be calculated As a braced frame with R=4.5 The Iron Shop - Metal Spiral Stair Kits rna Loading Munufoclurur �;l Splral Stulr i0fs (10 -;fid; ldct�l5¢•irs} Learn more about our Sp)ral t Stair Kits. Features Assembly Accessories Order On-line Metal Stair Kits for Restricted Openings Metal Floating Straight Stair Kits Ready for Shipping Metal Stair Troubleshooting Starr Kit Dimensions Page 1 of 1 Metal Spiral Stair Kits A Foetal Spiral Stair Kit from The Iron Shop call be as simple or as elegant as you like. The Standard Kit provides everything needed for installation—including all fasteners, easy -to -follow instructions, plus an installation video featuring Ed 8 Joe. 'The Furniture- Guys". And, you can choose from a full -line of accessories to customize the stair to your individual taste and decor. Please mouse over the numbers below to display our gallery of staircases. _ 1 2 3 4 5 6 7 8 9 /0 1112 13 14 15 1-800-523-7427 , Copyh9hKfl 2001, The bon Shop Do -It -Yourself CustomerShowcase Build a_sample metal sp_iral.stairwith our Interactive IaMg .p_rogram. (Requires Flash 4.0 or above. Click here to get the Flash plug-in.) Home Page • Compare Our Stairs • Company Information &_Store Locator • Metal_SoiraLStair Kits • Free Catalog • WarrantlReturns Metal Spiral Stair Kit Dimensions: Diameter Minimum Finished Opening Clear Walk Space Between Pole and Rail Square Landing Size Degree of Tread Rotation Center Pole Diameter Base Plate Diameter Standard Handrail Width 3'6" Standard 3-'8" x 3'-8" 1'-6" 1'-10" x 1'-10" 30° 3 1/2 10" 1 1/4" 4'0" Standard 4'-2" x 4'-2" 1'-9" 2'-1" x 2'-1" 30° 3 1/2" 10" 1 1/4" 4'6" Standard 4'-8" x 4'-8" 2'-0" 2'4" x 74" 30° 31/2" 10" 1 1/4" 60" Standard 5'-2" x 5'-2" 2'-2 3/8" 2'-7" x 2'-7" 221/20 3 1/2" 10" 1 1/4" 66" Standard 5'-8" x 5'-8" 2'-5 3/8" 2'-10" x 2'-10" 221/20 3 1/2" 10" 1 1/4" 60" Standard 6-2" x 6-2" 2'-8 3/8" 3'=1" x 3'-1" . 22 1/2° 3 1/2" 10" 66" Standard 6-8" x 6'-8" 2'-11 1/8" 3'=4" x 3'-4" 22 1/2° 4" 10" 1 1/4" TU' Standard. 7'-2" x T-2" 3'-2 1/8" 3'-7" x 3'-7"- 22.1/2` 4" -.� � 10"' One -Half Tum 3'-0" x 5'=8" 2'-5 V8.1.N/A 18° 3 1/2" 10" 1 1/4" Combination -4 3'-O" x 6'-0". 2'-5 3/8" N/A 18° 3 1/2" 10" 1 1/4" Combination -5 3'-0" x 6-9" 2'-5 3/8" N/A 180 31/2" 10" 1 1/4" Diameter Minimum Finished Opening Clear Walk Space Between Pole and Rail Square Landing Size Degree of Tread Rotation Center Pole Diameter Base Plate Diameter Standard Handrail Wim 60" BOCA 5'-2" x 5'-2" 2'-2 3/8" 2'-7" x 2'-7" 30° . 3 1/2" 10" 1 1/4" 5'0" UBC 5'-2" x 5'-2" 2'-2 3/8" 2'-7" x 2'4" 300 3 1/2" 10" 1 1/2" 5'6" BOLA . S-8" x 5'-8" 2-5 3/8" 2'-10" x 2-10" 300 3 1/2" 10" 1 1/4" 66" UBC 5'-8" x 5'-8" 2'-5 3/8" 2'-10" x 2'-10" 30° 3 1/2" 10" 1 1/2" 60" BOCA 6'-2" x 6'-2" 2'-8 1/8" 3'-1" x 3'-1" 300 4" 10" 1 1/4" R'n" I IRr. R'-7" Y R'-7" - 9'-R 1/R" 4'-1" YR -1" An* 4" 10" 1 1/2"