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0401-274 (PAT)LICENSED CONTRACTOR DECLARATION b I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9.(commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License # Lic. Class Exp. Date 4 47 651,33 bate Signature of Contractor + ^ —w— / 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' -�,comperisatiori 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 STATE RMID . Policy No. 46^10S3.'t:f (This section need not be completed if the permit valuation is for $100.00 or less). ( ) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the compensation provisions.of-Section 3700 of the Labor Code, I shallfforthwith(comply wit0hose provisions. Q� Date:/, Applicant11__11.---•�_ .�" � Warning Failure to secure(W�9,Fk rs' 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 authorize representatives of this City to enter upon the above-mentioned property for inspection purposes:- ! -^� .,/��f✓ Signature (Owner/Agent) d �d�% S� Da e t -- BUILDING PERMIT PERMIT# ' d14e^,I-2 94 DATE _ r VALUATION LOT TRACT 308,34 JOB SITE ADDRESS'i^"r C�c�,�.'iiXe APN OWNER MAILITY180ki LLr' =437 SO,19,WY 101 #220 SC►U:1 Ai�1�.ACH USE OF PERMIT PATIO CONTRAC5TO�R2/ DESIGNER / ENGIINEEERR+ r OM C'A. !A Q1IINTJ A CA 922-1:3 ,760)10.5521 C151,44 4320 1'REC13Z ORRAD1140MTl. NS & CA LCM. 2001 C80r 1'C,f3.MP.ATIO 403MID O E5'l MA'.1`IM CrOST O3F CO N...STRUC:'t.' ON 11 104WRT V1 AY MMTARY C'OMSTRUC TIOR FRE 101.000-418.OUO $594.00 PI.Ali CHECK FBE 101-000-4139-318 $396.11 STT,,,*W% MOTION FRE - ClOA, M 100-0004,41 -000 $16.84 .AIZT IN PUBLIC MACIES . COMP 2.70-000443-000 $401.06 PD MSR ? 6 2004 CITY OF LA QUIN dA FINANCE DEPT 80,2.12.3. SUB 1:, CONS''..RUMION MIM. L-fiX f.mc."p $1,368.01 usn 7' Al 2 11 $0,00 RECEIPT DATE r. BY,. T DATE FIN LED INSPECTOR INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings Ducts Slab Grade 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 BLOCKWALL APPROVALS POOLS - SPAS Steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final I I 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 Finalld- Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power Final Utility Notice (Perm) COMMENTS• / Z. 9l/9lOS�c�/ 1� L r - ' City ' of La Quinta-. Building at Safety Division - Permit.# P.O. Box 1504, 78-495 Calle Tampici La Quinta, CA 92253'- (760) 777-7012 Building Permit Application and Tracking Sheet..."' Project Address: go W,?� .,DG//J`�L�/�/lf/ /G owner's Name: A: P. Number/,4f XAddress: '/.37 S t/u, jO/ Svc �c Legal Description: ��/IDii/• JAS zee— 22 Q City, ST, Zip: , Contractor. ',,� -i Ca,uS-�-,-,.z•� v� FTelephone: 8.i O 3,5 4 Address: ' - yap -o t r+„. - fes[ - ' S� �- Project Description: c • 7re.��c.S. City, ST, Zip: V, Telephone: 76 b � - State Lic. # : i 7 �l t• is City Lic. TRKtI+S rip II.1 1 Arch., Engr, Designer. Address: / / Q J CA ao Cit}. ST. Zip: ,e;l 41 MM IL Tefepho .., Construction Type:-�” Occupancy: State Lic. #: 'Project type (circle one) New Add'n Alter Repair Demo Name of Contact Pelson: - ` of I ivy Sq. FL: ? p # Stories: # Units: . Telephone # of Contact Person: stimatcd Value of Project: SJAPPLICANT:-DO Fift/ NOT WRITE BELOW THIS LINE > Z Submittal Req'd Ree'd TRACKING' PERMIT FEES Plan Sets Plan Check submitted Item 'Amount Structural Cala. Reviewed, ready for corrections JJ 3 _ Plan Check Deposit Tress Cala Called Contact Person Plan Check Balance Energy Cala Plans picked up 2 Construction S ' Flood plain plan ° Plans resubmitted 3J q bfechanical Grading plan Review, ready for correctionsrssuep�- ElectricW Subcontaetor List Called Contact Person r Plumbing 1 Gent Deed '3 'Plans picked up H.O.A. Approval Plans resubmitted '� Grading - IN HOUSE: - 3" Review, ready for correction n � h '3 Z` Developed Impact Fee Planning Approval Called Contact Person A.I.P.P.: tl O I Pub. Wks. Appr Date of permit issue School Fees Toul Permit Fees 7 ,*V� � ��-esu- �a,(o4� IQFG o� �S7iucn� %,82ovz. � 3 9`�D 3IS16y s+r-el- ba-cK A ppre to It ` AVS 48 FLAT WORK KEY�lOTF� lO 5-1/2' THICK 'MEGA BERGERAC' PAVER, RANDOM PATTERN BY BELGARD. COLOR' - LA JOLLA BLEND. INSTALLED PER MANUFACTURERS SPECIFICATIONS, FOR VEHICULAR USE. AVAILABLE THROUGH DESERT ROCK SUPPLY C i60) 308 - - 2O 5-1/2' THICK X 24' WIDE INTEGRALLY COLORED CONCRETE BANDING WITH 6' X 6' 10/10 W/ WWM CENTERED IN SLAB. CONCRETE TO HAVE LIGHT BROOM FINISH. 400 P.S.I. MIA -n/f11 rl SCALD r-2CV BAUMANN ENTRY EXIBIT ,w . w ,w \ CnLLK CoQ kQ ... �_ LL�C5 ` 13i W C=: a P,4 _ _�-. cn VI m o su� AVS 48 FLAT WORK KEY�lOTF� lO 5-1/2' THICK 'MEGA BERGERAC' PAVER, RANDOM PATTERN BY BELGARD. COLOR' - LA JOLLA BLEND. INSTALLED PER MANUFACTURERS SPECIFICATIONS, FOR VEHICULAR USE. AVAILABLE THROUGH DESERT ROCK SUPPLY C i60) 308 - - 2O 5-1/2' THICK X 24' WIDE INTEGRALLY COLORED CONCRETE BANDING WITH 6' X 6' 10/10 W/ WWM CENTERED IN SLAB. CONCRETE TO HAVE LIGHT BROOM FINISH. 400 P.S.I. MIA -n/f11 rl SCALD r-2CV BAUMANN ENTRY EXIBIT ,w . w ,w Ji T F A r—. 0— !am•"- 3 - — — T i� 0, ' GUEST BEDROOM +/ INI'. GW DE .,,...»......... s i FINISH fl' . M C[FLIO Section A 6 SCALE 1/4 R F STRUCTUP.AL CONSULTANTS, INC. • 44-100 MONTEREY AVE., SUITE 201C, PALM DESERT, CA. 92260 �. PHONE (760) 836-1000 FAX (760) 836-0856 E-MAIL R.FRANGIE@VERIZON.NET NOVEMBER 27, 2002, REVISED DECEMBER 11.2003,. REVISED FEBRUARY 11, 2004, RCA -LANDSCAPE ARCHITECT, INC. 74020 ALESANDRO, SUITE E OL� t'N PALM DESERT, CA. 92260 Att.: Mr.. MATT SUMEK Re.: STONE CREEK' RANCH r TRELLIS, ARBORS, AND FREE STANDING FIREPLACE LA QUINTA, CA 92253 ' JOB NO.: 4037 _ DEAR Mr. SUMEK ' F ` - IN REGARD OF THE ABOVE MENTIONED PROJECT, AND AS PER OUR CONVERSATION ON NOVEMBER 13, 2002, WE SUBMIT THE FOLLOWING: I- SEE THE ATTACHED PLAN AND DETAIL "A", "B", "D", "E", AND "F" FOR THE CONSTRUCTION OF THE WOOD TRELLIS WITH STEEL AND MASONRY COLUMNS AT THE REFLECTING POOL AREA. 2- ALSO FOLLOW THE ATTACHED DETAILS "A" AND "C" FOR THE CONSTRUCTION OD THE ARBORS. 3- FOLLOW THE ATTACHED ELEVATIONS AND DETAILS "G" ANI; "H" FOR THE CONSTRUCTION OF THE FREE STANDING MASONRY FIREPLACE AT THE _ REFLECTING POOL AREA. - ' VERIFY THE ABOVE INFORMATION WITH THE BUILDING DEPARTMENT PRIOR TO APPLICATION. IF YOU HAVE ANY QUESTIONS PLEASE DO NOT HESITATE TO CALL OUR OFFICE AT THE ABOVE PHONE NUMBER. NICHOLAS ABOU FADEL N,,CPiOLAS AF30U C CJd.50588 big.. �. Attacries (Q) CITY OF LA QUIN-TA BUILDING & SAFETY DEFT. APPROVED FOR CONS RUCTION DATE 3 664- BY , u u _,,..\ � �" � _ u u A 2' GLR " � rn -40 � N , b , - h it _ IA b , . f a+ 1 a � " AJUk-15 2 548- DIAM THRU EACH CONNECTION O I Vp . f a+ IV v� 3" ;ON N ECTI ON IV 3" ;ON N ECTI ON IV 6x6 TRELLIS ®2 " O/C W 3/8- DIAM X 8 LONG LAG SCREW EACH CONNECTION ® EACH TRELLIS GLB DF DF 24F 5 1/8" X 12"V4 NOTCHED AS SHOWN. t 6X " o/ W/ 3/8 ILAG SCREW TO EACH BEkM, GLB DF DF 24F 5 1/8" X 12"V4 NOTCHED AS SHOWN. t To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 1:56PM, 11 FEB 04 14 Description main menu selection, choose the " Printing & Title Block tab, and ent Scope: your title block information. Rev: 550100 U6er. Kw -0604868, ver 5.5.0, 25se 2001 Steel Column Page 1 (c)1983.2001 ENERCALC Engineering Software Description TYP. STEEL COLUMN AT TRELLIS j General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section TS5X5X1/4 Fy 36.00 ksi X -X 3idesway : Sway Allowed Duration Factor 1.330 Y -Y 3idesway : Sway Allowed Column Height 4.000 ft Elastic Modulus 29,000.00 ksi End Fixity Fix -Free X -X Unbraced 4.000 ft Kxx 2.000 Live & Short Term Loads Combined Y -Y Unbraced 4.000 ft Kyy 2.000 Loads Axial Load... Dead Load 1.50 k Ecc. for X -X Axis Moments 0.000 in Live Load 1.50 k Ecc. for Y -Y Axis Moments 0.000 in ShortTerm Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) b.350 k 4.000 ft Along X -X ( y moments) k ft Summary Column Design OK Section: TS5X5X1/4, Height = 4.00ft, Axial Loads: DL = 1.50, LL = 1.50, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 4.00ft, Y -Y = 4.00ft i Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 -1 AISC Formula H1 - 2 AISC Formula H1 -3 0.0178 0.0178 0.0356 0.1054 XX Axis : Fa calc'd per 1.5-1, K*Ur < Cc YY Axis : Fa calc'd per 1.5-1 K*Ur < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 18.35 ksi 18.35 ksi 18.35 ksi 24.40 ksi fa : Actual 0.33 ksi 0.33 ksi 0.65 Ui 0.65 ksi Fb:xx : Allow [F3.1] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 2.49 ksi Fb:yy : Allow [F3.1] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values DL+LL 59,660 psi Cm:x DL+LL 0.85 j Cb:x DL+LL 1.75 F'ey : DL+LL 59,660 psi Cm:y DL+LL 0.85 ! Cb:y, DL+LL 1.75 F'ex : DL+LL+ST 79,348 psi Cm:x DL+LL+ST 0.85 Cb:x. DL+LL+ST 1.00 Fey: DL+LL+ST 79,348 psi Cm:y DL+LL+ST 0.86 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.026 in at 4.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft a � ' To specify your title block on Title: ,lob # - Ar these five lines, use the SETTINGS Dsgne Date: 1:56PM, 11 FEB 04 Description main menu selection, choose the Printing & Title Block tab, and ent scope: ` your title block information. ' Rev. 550100 User. KW -0604868, ver 5.5.0, 25saP-2001 Steel Column Page 2 (019832001 ENERCALC Engineering Software Description TYP. STEEL COLUMN AT TRELLIS - Section Properties TS5X5X1/4 Depth 5.00 in Weight 15.59 #/ft I -roc 16.90 in4 Width 5.000 in Area 4.59 in2 I-yy 16.90 in4 Thickness Y 0.250 in 3-1a 6.760 in3 3 -YY 6.760 in3 --XX 1.919 in -yy _ 1.919 in 00 Ps f. t 5�0-' f I& To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 2:1 OPM, 11 FEB 04 Description main menu selection, choose the Printing & Title Block tab, and ent Scope: your title block information.. , Rev: 550100 User. Kw -0604868, Ver 5.5.0, 25 -Sep -2001 Steel Column Base Plate Page 1 (c)19832001 ENERCALC Engineering Software Description STEEL PLATE AT TRELLIS General information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Loads Steel Section TS5x5x114 Axial Load 3.00 k Section Length 5.000 in X -X Abs Moment 1.40 k -ft Section Width 5.000 in Flange Thickness 0.250 in Plate Dimensions Web Thickness 0.250 in Plate Length 12.000 in Allowable Stresses Plate Width 12.000 in Concrete fc 2,500.0 psi Plate Thickness 0.313 in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Anchor Bok Data Pier Length 24.000 in Dist. from Plate Edge 2.000 in Pier Width 24.000 in Bolt Count per Side 2 Tension Capacity 5.500 k' Bolt Area 0.442 in2 Summary Baseplate OK Concrete Bearing Stress.. Bearing Stress OK Actual Bearing Stress 93.2 psi Allow per ACI 10.17 2,975.0 psi Partial Bearing : Bolts in Tension Allow per AISC J9 2,327.5 psi Plate Bending Stress Thickness OK Actual fb 28,787.4 psi Max Allow Plate F 35,910.0 psi Tensigq.4olf Force Bolt Tension OK Actual Tension 0.260 k Allowable 5.500 k To specify your tide block on Title: Job # these five lines, use the SETTINGS Dsgnr: Date: 2:5813M, 26 NOV 02 Description.: main menu selection; choose the Printing & Title Block tab, and ent scope: your title block information. ' Row. 550100 User: KW -0604868 Ver 5.5.0, 25 -Se 2001 Poke Embedment in Soil Page 1 (c)1983-2001 ENEACALC Engineerin Software • Description FOOTING AT TRELLIS r , General Information Allow Passive 300.00 pcf Applied Loads... Max Passive 1,500.00 psf Point Load 200.00 Ills Load duration factor 1.330 distance from base 11.000 it Pole is Rectangular Width 30.000 in Distributed Load 0.00 #/ft No Surface Restraint distance to top 3.000 ft distance to bottom 0.000 It Summary Moments @ Surface... Point load 2,200.00 ft-# Total Moment 2,200.00 'ft-# Distributed load 0.00 Total Lateral 200.00 lbs Without Surface Restraint.. Required Depth 2.397 ft Press @ 1/3 Embed... Actual 332.50 psf . Allowable 318.77 psf To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent vour title block information. User. Description TYP. COLUMN AT ARBOR Title: IJob # Dsgnr: Date: 11:44AM, 26 NOV 02 Description Scope Steel Column Page 1 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section TS4X4X114 Fy 36.00 ksi X -X Sidesway : Sway Allowed 5.94 ksi Duration Factor 1.330 'Y -Y Sidesway : Sway Allowed Column Height 11.000 ft Elastic Modulus 29,000.00 ksi 0.:6 ksi End Fixity Fix -Free X -X Unbraced 10.000 ft Kxx 2.000 Live & Short Term Loads Combined, Y -Y Unbraced 10.000 ft Kyy 2.000 Loads fb : yy Actual Axial Load... O.OD ksi Dead Load 1.00 k Ecc. for X -X Axis Moments 0.000 in Live Load 1.00 k Ecc. for Y• -Y Axis Moments 0.000 in Short Term Load k Pex : DL+LL 5,936 psi Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 0.200 10.000 ft . Along X -X ( y moments) k ft Applied Moments 1.75 F'ex: DL+LL+ST X -X Axis Moments DL LL ST 0.85 - At TOP k -ft Height Between Ends k -ft 0.000 It At BOTTOM 2.00 k -ft Max X -X Axis Deflection """"""'rvfftmn� Column Design OK Section : TS4X4X1/4, Height= 11.00ft, Axial Loads: •DL = 1.00, LL= 1.00, ST= O.00k, ,Ecc. = 0.000in Unbraced Lengths: X -X = 10.0011, Y -Y = 10.00ft , , Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISCFormula H1 - 3 0.0469 0.0469 0.0938 0.2540 XX Axis : Fa calc'd per 1.5-2, K"Ur > Cc YY Axis: Fa caic'd Der 1.5-2. K`Ur > Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Dead Live DL + LL DL +Short '5.94 ksi 5.94 ksi 5.54 ksi 7.90 ksi 0.28 ksi 0.28 ksi 0.:6 ksi 0.56 ksi Fb:)m : Allow [F3.1] 23.76 ksl 23.76 ksi 23.?6 ksi 31.60 ksi fb : xx Actual 0.00 ksl 0.00 ksi O.W ksi 5.80 ksi Fb:yy : Allow [F3.1] 23.76 ksi 23.76 ksi 23.75 ksi 31.60 ksi fb : yy Actual 0.00 ksi 0.00 ksl O.OD ksi 0.00 ksi. Analysis Values Pex : DL+LL 5,936 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 Pay: DL+LL 5,936 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex: DL+LL+ST 7,895 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 Fey: DL+LL+ST 7,895 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST "' 1.75 Max X -X Axis Deflection -0.556 in at 11.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft To specify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date: 11:44AM, 26 NOV 02 Description main menu selection; choose the Printing 8 Title Block tab, and ent Scope r your title block Infornlation. Rev: 550100 User. KW -0604868 Ver 5.5.0, 25 -Sep -2001 (c)1983.2001 ENIACALC Engineering Software Steel Column Page 2 Description TYP. COLUMN AT ARBOR Section Properties TS4X4X1/4 Depth 4.00 in Weight 12.19 #/ft I M 8.22 1n4 Width 4.000 in Area 3.59 int I -YY 8.22 in4 Thickness 0.250 in S -roc 4.110 in3 S -YY' 4.11010 . r -roc 1.513 in t r -YY + 1.513 in To specify your title block on Title Job # these five lines, use the SETTINGS Dsgnr: Date: 3:OOPM, 26 NOV 02 Description ` main menu selection, choose the Printing & Title Block tab, and ent Scope your title block information. Rev: 550100 User: KW -0604868, Ver 5.5.0, 25 -Sep -2001 Pole Embedment in Soil Page 1 6)1983.2001 ENERCALC Engineering Software Description FOOTING ATARBOR g General information Allow Passive 300.00 pcf Applied Loads... Max Passive 1,500.00 psf Point Load 100.00 lbs ' Load duration factor 1.330 distance from base 10.000 ft Pole is Rectangular y Width 30.000 in Distributed Load 0.00 #/ft No Surface Restraint distance to top 3.000 ft distance to bottom 0.000 ft Summary Moments @ Surface... Point load 1,000.00 ft- 'Total Moment 1,000.00 ft4 Distributed load 0.00 Total Lateral 100.00. lbs" Without Surface Restraint... Required Depth 1.820 ft Press @ 113 Embed... Actual 254.92 psf Allowable 242.06 psf To specify your tide block on Title: - Job # these five lines, use the.SETTINGS Dsgnr: Date:,12:42PM, 26 NOV 02 Description :, main menu selection, choose the Printing & Title Block tab, and ent Scope your tide block information. Rev: 550100 User: KW -0604M Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design Page 1 wi) 63.2001 ENEkCALC Engineering Software Description MASONRY COLUMNS AT TRELLIS AND ARBOR Criteria Soil Data Footing Strengths & Dimensions Retained Height = 0.50 ft AIIoW Soil Bearing 1,000.0 psf fc = 2,500 psi Fy = 40,000 psi. Equivalent Fluid Pressure Method Min. As % - 0.0014 Wall height above soil_ 9.50 ft Heel Active Pressure 35.0_ Toe Width 2.00 ft Slope Behind Wall = 0.00:1 Toe Active Pressure 35•0 _ •Heel Width 0.67 Height of Soil over Toe = 6.00 in Hei 9 Passive Pressure = 300.0, _ Total Footing Width Soil Density = 110.00 poi Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.300 Wind on Stem = 21.0 psf Soil height to ignore Key Width _ Key Depth - 0.00 in 0.00 in for passive pressure = 0.00 in Key Distance from Toe _ 0.00 ft Cover @ Top 3.00 in @ Btm.= 3.00 DeSUlna ln StemConStruCtlOn . Top Stem -enssosign z mss Stem OK Total Bearing Load = 1,181 lbs Design height ft= 0.00 ...resultant ecc. = 6.39 in Wall Material Above "Ht" = Masonry Soil Pressure 983 psf OK � Toe Thickness _ Rebar Size - 8.00 , # 5 Soil Pressure @ Heel = 0 psf OK i Rebar Spacing = 16.11U Allowable= 1,000 psf I Rebar Placed at = Edge: Soil Pressure Less Than Allowable n Data Design ACI Factored @ Toe = 1,363 psf i fb1F+ fa/Faa0.990 ACI Factored @ Heel = 0 psf I Total Force @ Section lbs = 199.5 Footing Shear @Toe = 10.0 psi OK Moment.... Actual ft-#= 1,047.4 Footing Shear @ Heel = 0.0 psi OK Moment.... Allowable = 1,058.0 Allowable - 85.0 psi i I Shear ..... Adual psi = 4.8 .. Wall Stability Ratios Overturning _ 1.75 OK Shear.... Allowable psi = 19.4 Sliding = 2.90 OK ! Bar Develop ABOVE Ht. In= 25.00 Sliding Coles (Vertical Component Used) Bar Lap/Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 238.9 lbs Wail Weight = 66.Q less 100% Passive Force-- - 337.5 lbs - i Rebar Depth 'd' in= 5.25 less 100% Friction Force= - 354.3 Itis ; Masonry Data fm psi = 1,500 �. Added Force Req'd = 0.0 lbs OK Fs psi = 20,000 ....for 1.5 : 1 Stabili = 0.0 Ibs OK ty Solid Grouting - No - Footin Design Results i Special Inspection No - Modular Ratio 'n' 25.78 Toe Heel Short Term Factor = 1.000 Factored Pressure = 1,363 0 psf Equiv. Solid Thick. in= 5.80 , Mu',: Upward 2,238 0 ft-# Masonry Block Type = Normal Weight Mu': Downward = 674 0 ft-# Concrete Data Mu: Design = 1,564 0 ft-# fc psi = Actual 1 -Way Shear = 9.98. 0.00 psi Fy psi= Allow 1 -Way Shear 85.00. 0.00 psi Other Acceptable Sizes & Spacings ' Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S . Fr Heel Reinforcing = None Spec'd I Heel: Not req'd, Mu < S ' Fr Key.Reinforcing a None Spec'd Key: No key defined i To specify your title block on Tit1e = Job # . , these five lines, use the SETTINGS D Dater 2:a2PM, 26 NOV o2 scriDeescription main menu selection, choose the Printing & Title Block tab, and ent Scope your title block information. Rew 550100 User. KW -0604868 Ver 5.5.0, 25•Sep.2001 Cantilevered Retaining Wall Design Page 2 (c)1983.2001 ENEACALC Engineering Software _ Description MASONRY COLUMNS AT TRELLIS AND ARBOR Summa of Overturnin & Resisting Forces & Moments .....RESISTING..... ..,..OVERTURNING.,... Force Distance Moment Force - Distance Moment Item Ibs ft ft-# lbs ft ft-# Heel Active Pressure = 39.4 0.50 19.7 Soil Over Heel = 2.67 Toe Alive Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load' Added Lateral Load = A)d6l Dead Load on Stem= . 0.00 Load Q Stem Above Soil = 199.5 6.25 1,246.9 Soil Over Toe = 110.0 1.00. 110. SeismicLoad = Surcharge Over Toe = .` Stem Weight(s) = 660.0 2.33 1,540. Total = 238.9 O.T.M. 1,266.6. Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.75 Footing Weight 400.0 1.33 533. Vertical Loads used for Soil Pressure = 1,181.0 lbs. Key Weight = Vert. Component = 11.0 2.67 29. Vertical component of active pressure used for soil pressure Total = 1,181.0 lbs R.M.= 2,212. BPAM L��QTH 0.00 15.00 . ,=;fF_F=F=;=_____________________________ � PWpPORT$ 00 1 �Q `Vlf f ii1 "ff a ivcaa�u a-- — n— — — — — — —— UNIF IQAD 150 PLf. 2C2'L�L.11 /1V a7 LL'r•1 11L7.1,i 1�1Vh1 J—L#� V , SECTION PROPERTIES: A = 38.438 IN**2. FV=165. PPI T--------------- S = 48.047 IN**3 E =1090000. PST I = 10.176 IN**4. DF=x.00 A�J Y$TS: CRITICAL SHS. = 1031. LBS @ .63 ------ FV= 165. 5*V/ (A*FV*DF) _ .24 1v400. > M/ (FB*$*PF) = .44 :�SCTION= — . 53 �? 7.50 (L/240 . _.71 W J fi JUSE 24F GLB- T125X s. PAGE JOB NO .` : DATE TYP TRELLIS BEAM LENGTH 0.00 12.00 SUPPORTS .00 -- 12.00 , APPLIED LOADS UNIF LOAD = 40 PLF REACTIONS LEFT: 240.0 RIGHT: 240.0 SECTION PROPERTIES: A'= 23.063 IN**2 FV=165. PSI ----------------'--- S = 17.297 IN**3 E =1800000. PSI s I— 38.918 IN**4 DF=1.00 ANALYSIS: CRITICAL SHEAR = 225. LBS @ .38 --------- FV' 165. ==> 1.5*V/(A*FV*DF) _ .09 ** SPAN MAX MOM.= 720:. FT—LBS @ 6.00 FT FB=2400. ==> M/(FB*S*DF)= .21 DEFLECTION=,7:27 @ 6.00 (L/240.= -.60) +---------------- ------ �+ USE 24F ' GLB 5.125X 4!1S1 +— -------———-——————— — — - — —+ 1 WIN= G ' 2X4STUDS 016"O/C W1 SHOT PINS 0 12 O/C & 3/8" PLYWOOD W/ 8D'S 0 6" O/C ALL AROUND 6" THICK CONCRETE SLAB W 5 BAS 0 6" 0/C EACH WAY. USE '2 5 EACH SIDE OF 18" DIAM OPENING FOR FLUE x 6" CMU. GROUT REINFORCED CELLS • " -41, rowr SLAB W/ " ". 6X6-10X F 10 WWF OVER - e COMPACTED FILL 4 DOWELS 0 16" O/C MIN. 24" 10 MASONRY TOP ANn RnTTnM To specify your title block on Title : _ Job # these five lines, use the SETTINGS Dsgnr: Date: 3:24AM, 27 NOV 02 Description main menu selection, choose the Printing & Title Block tab, and ent Scope: your title block information. Rev: 550100 User: KW-0604868, Ver 5.5.0. 25-Sep-2001 Cantilevered Retaining Wall Design Page 1 (c)1983.2001 ENERCALC Engineering Software „ Description Criteria Soil Data Footing Strengths & Dimension Retained Height = 0.50 ft Allow Soil Bearing = 1,000.0 psf fc = 2,000 psi ' Fy = 40,000 p Equivalent Fluid Pressure Method Min. As % - 0.0014 Wall height above soil = 6.00 ft Heel Active Pressure 35.0 Toe Width = 0.25 It Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0= Heel Width 3.00 ht of Soil over Toe = 6.00 in Height Passive Pressure = 250.0 •' Total Footing Width - -3.25 Soil Density110.00 paf Water height over heel 0.0 ft = 12100 it FootingIlSoil Friction = 0.350 Wind on Stem = 20.0 psf Soil height to ignore Key Width Key Depth - - 0.00 in 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 It i Cover @Top = 3.00 in @ Btm.= 3.0( Design Summary Stem Construction Top stem Stem OK Total Bearing Load = 1,059 lbs Design height ft= '0.00 ...resultant ecc. = 11.01 in Wall Material Above "Ht" = Masonry 6.04 Soil Pressure @ Toe = 998 psf OK Rebar Size Size Soil Pressure @ Heel = 0 psf OK Rebar Spacing = 16.00 Allowable = 1,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,382 psf fb/FB + fa/Fa = 0.701 ACI Factored @ Heel = 0 psf Total Force @ Section lbs = 124.4 Footing Shear @ Toe = 2.5 psi • OK Mome it.... Actual ft-#= 420.7 Footing Shear @ Heel = 7.2 psi OK Mome it.... Allowable = 600.2 Allowable = 76.0 psi Shear ...Actual psi= 4.3 Wall Stability Ratios Shear.�....Allowable psi = 38.7 Overturning = 2.34 OK -Bar Develop ABOVE Ht. In= 20.00 Sliding = 4.09 OK Bar Lap/Hook BELOW Ht. in = 6.00 Sliding.Calcs (Vertical Component Used) Lateral Sliding Force = 159.4 lbs Wall Weight. = 63.0 less 100% Passive Forces - 281.3 lbs RebarlDepth 'd' in= 2.75 less 100% Friction Force-- - 370.7 lbs Masonry Data psi = 1,500 Added Force Req'd = 0.0 lbs OK Fs psi = 20,000 . ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Yes Design Results SpecFooting Modular Modu. l l Inspection Ratio 'n' Yes 25.78 . TO Heel Short Tenn Factor = 1.000 Factored Pressure = 1,382 0 psf Equiv. ISolid Thick. In= 5.60 Mu': Upward = 91 0 ft-# Masonry Block Type = Normal Weight Mu': Downward = 20 0 ft-# Concrete Data Mu: Design = 71 715 ft-# fc psi = Actual 1-Way Shear = 2.49. 7.22 psi Fy Psi = Allow 1-Way Shear. = 76.03 76.03 psi Other Akceptable Sizes & Spacings Toe Reinforcing = None Speed Toe: Not *'d,,Mu < S ' Fr " r Heel Reinforcing = None Speed Heel: Not req'd, Mu < S' Fr Key Reinforcing = None Speed Key: No key defined ' 2 To specify your title block on , Title Job # • L' these five lines, use the SETTINGS Dsgnr: Date: 3:26AM, 27 NOV 02 Description main menu selection, choose the Printing & Title Block tab, and ent Scope: ti your title block information. Raw 550100 User. Kw•0604868, ver 5.5.0, 25-Sep-2001 Cantilevered Retaining Wall Design Page v (c)1983.2001 ENERCALC Engineering Software Description / Summary of Overturning & Resisting Forces & Moments ®IH69iIR �'�1�i9 .....RESISTING..... .....OVERTURNING..... . Force Distance Moment Force Distance Momen Item lbs ft ft-# lbs ft • ft-# Heel Active Pressure = 39.4 0.50 19.7 Soil Over Heel s 110.0 1.50 .16 Toe Active Pressure Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 80.0 3.50 280.0 Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) 283.5 0.25 7 Total = 119.4 O.T.M. = 299.7 Earth @ Stem Transitions= Resisting/Overtuming Ratio = 2.44 Footing Weight = 375.0 1.25 46 Vertical Loads used for Soil Pressure = 779.5 lbs Key Weight = Vert Component = 11.0 2.50 2 Vertical component of active pressure used for soil pressure Total = 779.5 lbs R.M.= 73 To specify your title block on these five lines, use the SETTINGS TtUe : Dsgnr. Job # main menu selection, choose the Description: Date: 3:26AM, 27 NOV 02 ' Printing & Title Block tab, and ent your title block information. Scope: Rev: 550100 User: KW.0604868, Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design (c)1983.2001 ENERCALC Englneering Software Pag@ 1 Description Criteria Soil Data Footing Strengths & Dimensions Retained Height = 0.50 ft A110 oil Bearing = 1,000.o psf fc - 2,000 Psi F p = 40,000 Wall height above soil = 4.00 ft Equivalent Fluid Pressure Methodssure Min , psi Ask - Slope Behind Wall = 0.00: 1 Heel Active Pre. = 35.0 Toe Active Pressure - r 0.0014 Toe Width Cr Height of Soil over Toe = 6.00 in 0.0 Passive Pressure - 250.0 0:00 ft Heel Width _ 2.50 ` Soil Density 110.00 pef Water height over heel = 0.0 ft Total Footing Width Wind on,Stem FootingliSoil Friction = 0.350 Footing Thickness = 12.00 in _ 20.0 psf Soil height to Ignore Key Width ,_ 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe ±= 0.00 ft Design Summa Stem Construction _ Top Stem Cover @ Top = 3.00 in @ Btm.= .3.00 in Total Bearing Load = 779 lbs ecc. Design height ft = Stem 0.OK 000 0 ...resultant = 8.34 In Wall Material Above "Ht" = Masonry Soil Pressure @ Toe = 937 psf OK Thickness = 6.00 Soil Pressure @ Heel = 0 psf OK Rebar Size Zr # 4 Allowable= 1,000 psf Rebar Spacing = 48.00 Soil Pressure Less Than Allowable b rData d at = Desl Edge . ACI Factored @ Toe = 1,293 f gn ACI Factored @ Heel rr 0 psf fblFB + fa/Fa = 0,983 Footing Shear @ Toe = 0.0 psi OK Total Force @ Section lbs = 84,4 h Footing Shear c@ Heel = 5.8 psi OK Moment.... Actual' ft-#= 200.7 Allowable= 76.0 psi Moment.... Allowable = 210.6 Wall Stability Ratios Shear.... Actual Psi = 2.7 Overturning = 2.44 OK Shear.... Allowable psi = 38.7 Sliding = 4.64 OK Bar Develop ABOVE Ht. in = 20.00 Sliding Calks (Vertical Component Used) Bar Lap/Hook BELOW Ht..in =, 8A0 Lateral Sliding Force 119.4 lbs Wall Weight = 63.0 less 100% Passive Force= _ 281.3 lbs Rebar Depth 'd' in = 2.75 less 100% Friction Force= 272.8 Itis Masonry Data Added Force Req'd = 0.0 lbs OK psi = 1,500 ....for 1.5: 1 Stability =. 0.0. lbs OK Fs Fs psi = 20,000 Solid Grouting = Yes Footing Design Results Special Inspection = Yes -Too_ Heel Factored Pressure Modular Ration' = Short Tenn Factor - 25.78 1.000 = 1,293 0 psf • Mu': Upward = 0 0 ft-# Equiv. Solid Thick. in = 5.60 ; - Mu': Downward = 0 0 ft-# Masonry Block Type = Normal Weight Concrete Data Mu: Design = 0 341 ft-# fc psi = 1 Actual l -Way Shear = 0.00 • 5.81 psi Fy psi= I ' Allow 1 -Way Shear = 0.00 76.03 psi Toe Reinforcing = None Spec'd Other Acceptable Sizes & Spacings ~ Heel Reinforcing = None Spec'd Toe: Not req'd, Mu < S ` Fr Heel: Not req'd, Mu <S ' Fr Key Reinforcing = None Spec'd Key: No key defined