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BPAT2017-0074r , 78-495 CAL LE TAMPICO C� D aw. LA QUINTA, CALIFORNIA 92253 DESIGN & DEVELOPMENT DEPARTMENT BUILDING PERMIT Permit Type/Subtype: PATIO COVER/SPECIAL/ENGINEERED DESIGN - OPEN/ENCLOSED Application Number: BPAT2017-0074 Property Address: APN: 602310013 79624 E MISSION DRUQ)AT*R�AkR--Y—A--R—D--J_ Application Description: STAUBER / TRELLLIS PAT Property Zoning: Valuation: NOVApplication $4,500.00'2017 l Applicant: �n GIiYQ�f(,�QU01TA Wiulf��\.I rni:tr['�C 4�EI��T " <- SANTUCCI BUILDERS INC -i � � � DEFTRTF, E-�T 72529 BEAVERTAIL STREET PALM DESERT, CA 92260 LICENSED CONTRACTOR'S 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 Professions Code, . and my License is in full force and effect. License Class: B License No.: 820801 Date / l �s 1 Con"t tor—.%-- ItAl OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Set. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and theme basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (� 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 and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the 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 or she did not build or improve for the 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 Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ( I I am exempt under Sec. . B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury 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 Na Lender's Add VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 11/15/2017 Owner: DAN STAUBER 79624 MISSION DR E LA QUINTA, CA 92253 Contractor: SANTUCCI BUILDERS INC 72529 BEAVERTAIL STREET PALM DESERT, CA 92260 (760)578-7757 Lit. No.: 820801 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 and policy number are: Carrier: BENCHMARK INSURANCE COMPANY Policy Number: CST5010232 I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 �fe,,;r Code, I shall forthwith comply with tth se pr visions.Date /� 1 Appical nt:�� WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($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. APPLICANT ACKNOWLEDGEMENT IMPORTANT: Application is hereby made to the Building Official for a permit subject to the conditions and restrictions set forth on this 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 application , the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or following issuance of this permit. 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 county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above -men ned Iroperty for inspection purposes. , r} Application Number: BPAT2017-0074 Property Address: 79624 E MISSION DR APN: 602310013 Application Description: STAUBER / TRELLLIS PATIO AT REAR YARD Property Zoning: Application Valuation: $4;500.00 Applicant: SANTUCCI BUILDERS INC 72529 BEAVERTAIL STREET PALM DESERT, CA 92260 Owner: DAN STAUBER 79624 MISSION DR E LA QUINTA, CA S2253 Contractor: ' SANTUCCI BUILCERS INC 72529 BEAVERTAIL STREET PALM DESERT, CA 92260 Date:• 11/15/2017 (760)578-7757 Llc. No.: 820801 --------------------------------- --------------------------------------------------- Detail: ENGINEERED TRELLIS, LIGHTING AND OUTLETS NOT INCLUDED IN THIS PLAN, CONSTRUCTION SHALL BE PER 2016 RES CODES FINANCIAL DESCRIPTION... ACCOUNT QTY AMOUNT HOURLY CHARGE - ESGIL STRUCTURAL ENGINEER 101-0000-42600 1 $120.00 Total Paid for BLDG CITY STAFF - PER HOUR: $120.00 DESCRIPTION ACCOUNT QTY AMOUNT BSAS SB1473 FEE 101-0000-20306 0 $1.00 Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 DESCRIPTION. ACCOUNT QTY AMOUNT PATIO COVER, DESIGNED 101-0000-42404 0 $143.56 DESCRIPTION ACCOUNT QTY AMOUNT PATIO COVER, DESIGNED PC 101-0000-42600 .0 $181.56 Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $325.12 . DESCRIPTION ACCOUNT QTY AMOUNT RECORDS MANAGEMENT FEE 101-0000-42416 0 $10.00 Total Paid for RECORDS MANAGEMENT FEE: $10.00 DESCRIPTION ACCOUNT QTY AMOUNT SMI - RESIDENTIAL 101-0000-20308 0 $0.59 Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.59 DESCRIPTION ACCOUNT QTY AMOUNT TECHNOLOGY ENHANCEMENT FEE 502-0000-43611 0 $5.00 Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00 k Bin# 5 City of La Quinta Building & Safety Division 78-495 Calle Tampico v�� La Quinta, CA 92253 - (760) 777-7012 Bualdcng Permit Application and Tracking Sheet Permit# PR -1 Project Address: 79 � T7 �, yt ` �4 ! Owner's Name: A.P. Number 2 37 v O/3 — Address: AddL/ �i (( S�/Dat Legal Description: City, ST, Zip: , Z �6 Contractor:Telephone: Address: 2 �-� G �' S [ 2 Gt (l ✓ wt Project Description: / City, ST, Zip: %�Gr Go Telephone: 7 -6-72Y 7 7--7 - x 15 C State Lic. #&�L d. 60 ' City Lic #: Arch, Engr., Designer: r Address:. 6q City, ST, Zip: Telephone: 76 U 3 ^ 3�� Construction Type: O Occupancy: State Lic. #: Proj. Type New Add'n Alter. Repair Demo Name of Contact: err _S TGt e (A SgFt: #Stories # Units: Telephone of Contact: 7� O �777 -7 Estimated Value of Project: ��� APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Rec'd TRACKING PERM17 FEES Plan Sets Plan Check Submitted Item Amount Structural Calcs Reviewed, ready for corrections Plan Check Deposit: Truss Calcs Called Contact Person Plan Check Balance: Title 24 Calcs Plans Picked Up Construction: Flood Plain Plan Plans Resubmitted Mechani,al: Grading Plan 2nd Rev, Ready for corrections / Electrical: Subcontractor List Called Contact Person Plumbing: Grant Deed Plans Picked Up S.M.I. HOA Approval Plans Resubmitted Grading IN-HOUSE 3rd Rev, Ready for corrections / Developer Impact Fee Planning Approval Called Contact Person ATP.P: Pub. Wks. Apps Date of permit issue School Fees Total Per -nit Fees r,- Es 11 SQFEiiuili'Company; DATE: Nov 8, 2017 ❑ APPLICANT ❑ JUIRIS. JURISDICTION: City of La Quinta ❑ PLAN REVIEWER. ❑ FILE PLAN CHECK #.: BPAT2017-0074.structural SET: II PROJECT ADDRESS: 79624 Mission Dr. ' PROJECT NAME: New Trellis for Santucci Residence ® The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ❑ The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. ❑ The plans transmitted herewith have minor deficiencies identified on the.en:;losed check list and should be corrected and resubmitted for a complete recheck. ❑ The check list transmitted herewith is for your information. The plans are, being held at EsGil until corrected plans are submitted for recheck. ❑ The applicant's copy of the check.list is enclosed for the jurisdiction to forward to the applicant contact person. ❑ The applicant's copy of the check list has been sent to: ® EsGil staff did not advise the applicant that the plan check has been compl'--ted ❑ EsGil staff did.advise the. applicant that the plan check has been completed. Person contacted:. Telephone #: Date contacted: (by: ) Email: Mail Telephone- Fax In Person ❑ REMARKS: By: Rich Moreno Enclosures: EsGil , ❑ GA ❑ EJ ❑ MB ❑ PC Nov 1, 2017 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 5%-1468 ♦ Fay (858) 560-1576 STRUCTURAL CALCULATIONS NEW TRELLI UnEVIGRA QUINTA BUILDING & SAFETY DEPS APPRON4ED FOR CONSTRUCTION FOR. DATEBy DAN &CATHY STAUBEWS RESIDENCE 79624 MISSON DRIVE EAST LA QUINTA, CALIFORNIA CHARLES D. GARLAND, ARCHITECT LICENSE NO. 11991 EXP 10/31/17 74-991 JONI DR. SUITE #9 PALM DESERT CA 92260 PHONE: 760/340-3528 FAX:760/340-3728 RECEIVED OCT 3 0 2017 CITY OF LA QUINTA COMMUNITY DEVELOPMENT /QED8Ce.41 D.. v �Q@ l,90 �► * No. Cf 1991 10/31/200 9� aP.BATE 0� F Of CA\-\ �o%7/r STRUCTURAL CALCULATIONS 13 ****GOVERNING CODES .....................page 3 ❖ LOAD ....................................................... Page 4 ❖ BEAM .................................................. Page 5 r ❖ LATERAL ANALYSIS ........................ Page 9 ❖ SEISMIC ZONE ............................ Page 10 ❖ FOUNDATION ............................... Page 14 13 STRUCTURAL CALCULATIONS GOVERNING CODES 0 A- IBC 2015 OR CBC 2016 B- DESIGN LOADS a. ROOF LIVE LOAD 20, PSF b. ROOF DEAD LOAD 10 PSF c. WIND IMPORTANCE FACTOR 1.00 WIND ZONE 110 MPH EXPOSURE C d. SITE CLASS DEFINITION (D) e. OCCUPANCY CATEGORY II f. SEISMIC DESIGN CATEGORY (D) g. COEFFICIENT Cs 0.15 h. SEISMIC Ss1.5g i. SEISMIC Sl 0.6g j. FACTOR R 6.5 k. SEISMIC SDs 1.193 I. SEISMIC SD1 0.854 STRUCTURAL CALCULATIONS i TRELLIS LOAD . I BEAMS 4 TRELLIS 6 ,L.L. = 20 i TOTAL LOAD = _30 PSF c j STRUCTURAL CALCULATIONS BEAM DESIGN BEAM #1 _­­___.. __...... _-- . . . ......... ........ .......... .......... . . . . . . . . -1--.._... , ........ — ....... ......... -- .. ................. --------- --- --------------- --- ---- - DOUGLAS FIR -LARCH No 1= __ Fb = _ 1000_13s!_ s E SPAN 1-155^0 TRI B. AREA= -—We D.L = _ 10.0 Ll = 20.0 ft j 6.0 _ _ Ib/ft lb/ft ft +4 !Load Factor Co =1.25 t. Service Factor CM = - i Temperature Factor Ct = Sze Factor CF ----1.00 1.0_0 1.00 f - Fv= E = - _ 95 1700000 -- psi psi — ! [ i TOTAL 30.0 Ib/ft —_ ;Repetitive m. Fact. Cr = _ 1.00 _ ( Incising Factor Ci = _ 1.00 I f Shear stress Factor CH = j i 1.00 W = 180.0 Ib/ft E E 180 Iblk I M= 5062.5 ft -Ib I 3 I - -- - !M= -- 60750 in -Ib �r u.00j n f V- W x L / 2 1 BENDING_ I. V= 1350 Ib — -- F'b = Fbx(CD _ r)>�� —I --..._........_..__......___..._. - - Req'd S = — ALLOW F'b= _ — - F' b = M / F'b ------------ 1250 _(CM)-(Ct 1250 ------------- psi psi _ ( S=' 48 60 in^3 -__..-..__....-�_..._...__ ___- f b = -----------_- -- ACT. f b = , > ....._...._........_......_.._.._ M/S 501.2 -.._............ _ ................. psi ........ _.... _._.._...__.....�..-..._.-...._... _ USE 6 X 12 Area= 63.3 _—_ - ....._._......_.........�_.. Section= 121 Moment of Inertia= 697 O K - in^2 in 3 in^4 — i SHEAR __ F'v = Fv(CD)(CM)(Ct- CFS f v = 1.5 V / A Iry 119 ( psi > f v = 32.02 psi OK i DEFLECTION 5W,L^4 384 E' I OK � 1700000 psi BEAM 6 X 12 1 cl max = L / 240 = i 0.75 i n ! STRUCTURAL' CALCULATIONS .. . ............. DESIGN ROOF BEAM 1#1 DOUGLAS FIR -LARCH No 1= - - - - — -- ------ Fb- ---------- 1000 ---- PL - ------- - - - 11SPAN 12.0 ft i F 1TRI B. AREA = 2.0 ft E = 17000001 psi 'Load Factor Co = 1.261 1 Wet. Service Factor iDl = 10.0 lb/ftlTemp��tyE��f�ctor Ct= 1L.L= 20.0 lb/ft JSize Factor CF = 1.00, . ......... TOTAL '30.0 Ib/ft ftft 1 Re 1.00 IncisinFactor Ci 1.00 :Shear stress Factor 1-66 —Jw .... . .. . .... 60.0 lb/ft ........ . ........ . .. . .. ........ ...... .......... .......... . ................ . . I ....... M= - - - -­---­--­-- - -------- W x Ll 8 601ID/fl —1080.0 M= (ft -Ib M= 129601in-lb 121001ft !V= W x L/ 211 1 BENDING .............. . . . . . . ........ . .......... I V= 3601 lb F'b FL)(CD'_(gM) . . ..... ......... .. ...................... . . . F'b - 1250 psi USE lRe ' S M / ' b S=l 1 =1 41 X 10 Area 32.4 inA2 ........ . ............................. . ..d..... . .. . . . ........ ................F I ALLOW Fb ...... . ... +A f b M/S Section=i Moment of Inertia= 49.9 231 inA3 inA 4 1250 psi > 259.7 psi OK ilSHEAR F'v F\KCD)(CM) t C fv= 1.5V/A -- F'v = 119 psi > ----------- f v = -- 16.68sl �� OK DEFLECTION r I 5WL LA4= 0.07; in ..... . .... . ....... ............. 384 E' I 0 K E'= -- C E (m) 1700000 ­­--­ . .............. ..................... . . . . ........... ..... . . ......... ... . ....... .... . ...... ........... EAMJ I X 1 0 cl max L 240 0.60 in ..... . .......... . ...... STRUCTURAL CALCULATIONS CALIFORNIA BUILDING CODE 2015 MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION If ull ow STRUCTURAL CALCULATIONS Design Maps Summary Report User -Specified Input View Detaile-d Report Building Code Reference Docurnent ASCE 7-10 Standard (4kh utilizes USGS hazard dam ava4aU_ in 20,9) Site Coordinates 33.72857114, 116.2723411 Site Soil Classification Site Class D - "Stiff Soil' Risk Category V111111 USES -Provided Output S, = 1.789 g S,,s = 1.789 g S,, = 1.193 g S, = 0.854 g S" = 1.280 g S,, = 0.854 g For information on how the SS and S1 vat uesabove have been calculated from probabilistic (risk -targeted) and deterministic ground mations in the direction of maximum horimntal response, please raturn to the application and select the '2,OD9 NEHRP' building code reference document. WXWR4w,AsV spectr%im Nsap Rosomst Spectrum P-4 i It—) OWVA T For PGA, T., C,,, and C,,, values, please view the detailed report. Mmugh this irf rraoon is a p-o&;ct aI tUS, Geokw-A Stswy, vve provide no warraryty, expressed or knpLed, as to the accuracy -if the data contaire+ierem, Ths tool its not a subsmce for technical subject-matwr krrwie*. 0 • Y , STRUCTURAL CALCULATIONS SITE CLASS DEFINITION= D OCCUPANCY CATEGORY = II SEISMIC DESIGN CATEGORY = D LA QUINTA CALIFORNIA ZIP 92253 0.2 seg Ss=150%g 1.0 seg S1 60%g SDs= 2/3 X SMS ISM = 2/3 X SMI SDS = 1.195 TABLE 12-2-1 SDI = 0.854 TABLE 12-2-1 R = 1.25. TABLE 12.2 ASCE 7-16 IE = 11.0 t= 0.2 ASCE BASE SHEAR V= Cs W 0.956 W (12.8-1) CS = SDS / ( R/IE) 0.956 (12.8-2) NOT EXCEED Cs = SDI / T( R/IE) 3.416 (12.8-3) NOT LESS THAN CS =0.01 0.010 (12.8-5) V= i 0.961W STRUCTURAL CALCULATIONS ............ ;COLUMN . .I DESIGN ST EL Column STRUCTURAL TUB ING A36 FY= 36 KSI Ll= 8.0 FT SQUARE .... E = ..... ...... --- 29000 — KSI 912# 6" X 16" ............ .. AREA 5.59 I n4 30.3 S in3 10.1 R= 1.25 . . . . . ........... ...... .. . .... . . ......... . .... . ....... BASE SHEAR V= Cs 0.95 . . . . . .. _W_ TOTAL LOAD r . . .. ........................ ................. ........... . ..... . . LATERAL LOAD 1920 . . . . . ....................... ............ ... 1824 # .... . ... . . . .. # ------- ----- - --- . ............. . ...... CANTI LEVER COLUMN - CONCENTRATED LOAD AT FREE END M max-- PL 87552 # in max =IPL,13 0.306 in 13EI OK 0.025 x L= 2.4 in ASCE !table 12-12-1 allowable story drift 0.66 FY > M/S 23760 > 8669 OK I STRUCTURAL CALCULATIONS STRUCTURAL CALCULATIONS ,COLUMN --- I DESIGN , I Column !DOUGLAS FI R -LARCH No 2= Fc = 625psi le = 8.0 ft I E= 1600000 psi ! LOAD 1350 Ib j Load Factor Co = 1.25 Wet. Sery Factor CM = 1.00 TOTAL 1350.0 Ib ! Bucking Stiffeners Ct = 1.00 P '_ Size Factor CF = 1.00 I Incising Factor Ci = 1.00 --- 1 - -- --`r --- ---- -------- - - KBE = - - 0.30 ------- ------ -- -- -------- ---- ----- Buckling and Crushing Interaction c = 0.80 Fc* = Fc(CDCMgCt))CF (Cr) Ci) I-- 8.00 Fc* = 781.25 psi: _ USE _ -4E Euler Critical Buckling Stress for Columns 6 X 6 Area= 30.3 in^2 1 d = 5.5 in F -E= j KBE E =j 1575.521 psi - i (le / d)^2 j Column Stability Factor Cp= -I j --- - Cp = �.. 1 +-FSE /Fc*..__-_ - _- 1 + FCE/Fc* ^2 - _ FcE/ Fc* - 2c 2c c F'c = Cpm Fc CP)(CD)((Ct)( 0.86858! _-------------------- _---- - - __... ..---..__...... CF) (Cr)(Ci) -_................. —-------- ... _.... _-_. ----------- i F'c = 679 psi P = F'c *A= 20526.91 O K P = 1350.0 i COLUMN 6 X 6 ' STRUCTURAL CALCULATIONS ® �+ DERIVE GRADE BEAM ASSUME 2 _ i , .......__..!.............................._'..._..__._...... _.-........ ._.._._....... _..... -.......... .............,.................... ......_LL W E...................... .......... ................ ............... ..... .................. .............,_..... ..._...... ... r, , , ,! _:................................................:.�.................-:.., :, i................._......._....... ............ ...i—_ '..... .:.w. — ......... .......,.. iF ' f } i i t 5 ._._..............:_..,.............._.._;............................ ......-.. ................ ._ .....•----_._.._..........._........:................_..._......_._........... ... ..... .! !- DATAS: AC1318 Y _........_.............. i" ____- Lsw! 0.5 i Fy= I 60_ SI i as min ; .. __!_........_.._........................._.:_._...... . _I... ": Larm 1.5 1 !Fc= 3000 ;Psi 10,001411.81441in2 f " ! ! f~l. 36 I� 33 w 1 0.00181 2.-33281 m2! i = ..' .... - -.................................................................................:...........................:................j.... ...; .................. ............................._. __ ... _ • 5 -AS- int 5# 0_002 2592; in2j_ _ ...T..... i i 70P & BOTTj...5#.5 3.100, ............:...... ----- ..._..- - ...... _ _._... __�_ _. __.t. .................... _ - -- ! F .. ................_............_...._...i:..._....._.........___.........-_....___.—_...............................i..... -- — .......... _............... ... ._ .. OVERTURNIG MOMENT: + - RESISTING DEAD LOAD. 1....... P: RDOF+Wnu+GP- erg .__.._........... ............ ....., ... - ....._.....f.........__.............._..__-`__....._.._ , # rn_._--.. 6 i ! i x0:912. :............ = _ iP= 7565 Lb «_....«_...._..,_ -' _.__.__........_...._...._.._...._... ... .•. ... .... _ _ !.:....... .................<.._........................................-...............-....._....._........... . , ...... .......-........ .:_..._..._.......:i ................:.... .....,..... .GR-BEANki._...47258.... tom- i r,..................__..... Mlk 1.4 M0 _ ------_ _ z..... ..._...........__...._._ _ _ -__ ___ _ ....:-i`.__.. ...:.i ... . _....._._ _.... ..__...._._.Co +( F T - € 1 0.2144 � � `I ......__....;._...._.__Ml .....,..... . ..---.....-- ...._......._......_........... ....- --.------ ................ ...... ....... _ - - - ---- `_ -- _................ RESISTING MOMENT: ,. _ - - -- -- - - .-_--.._...._....- -- - - --- - - - i. I i MO=i 7.296! _..................:................ ........_.......i........... _.._........_.._..............,......._.........._.....i...................._....................................,..............................................<.............._........1_.... ...... .....................-...............................�.....4!�.............. e ' " ! Mr-0.9'P'L/Z I ! ! !OVERTURNNGSTABIUiYRATIONI s...:....__..:........-......_.................._._..........:.............K•FT.......,._...........__..:...........«.._.......................«.......................................5 ................ __............ 1.6331:1 .5:1 _.i '- Mr- 11.915! > ! 1MO=..... 7�_...OK ... OK 1 .- _ -. (S08_ BEARING PRESSURE: �- ' - ; - - -- -_ ........__..� _ _.....'....................... _.............. . .---....................... .... .__....... ..__. - !...(U a. i................._�............._. I .................... .......... ! _..__..._....._.................................. IFT !t e�No/P 0.96444 - 2•P / 3`B-eo < :ALLOWABLE _._.._._..__......_, --.... • . _.....i _BEAROdG - ...._..._ _..... _V.I_...._._._._....__....._ i ieo=L/2-e �40.020'PSF 500. ..PRESSURE.... ,--- ; - -- -,_--..... ........ - - - ..........,........P...SF0.78556 ............................................................_ ........2.... ..._......................... ........... ........:.......................:............................................... =::ll -._....._ .._..........! + • FACTORED EARTH PRESSURE: i .____._.:.__.._.......: ! !' 4 eu=NUPI 'l.50024 ft I rYBX' 2- / 3'B'eo ! max RHX lams q!! P 9�! I _..._._.... - ......_..._._...r. ..._...._.._...; — -.._.. _.._......-. r —_._.i _........ _ ........._.._.... --- - - ...._).......C.......... - 024976 _ - ..... l................................/......._._._._. ft...._............_t.._..._...._....9u ...........-.1._6057.872359,i�...._...:............................................V`...............!.................._... i...� v ! .. ._.___ • • . ! i I a _ i Mu= u Lamr"2 +larnY,2 B! ; I Mu=! X84155766! -=- - ft - - --� - -�---- ; -- ....:. :.._.i----- -- ---...__. ........- - -------- -.: ...._._.. -_ ! •3 i ...........__.._._.....:._.._..................._.... .._........._........a........ _._...... ........... _._...... _ ....._ ......... _. _ _.._ _...................i _......_..... _...__—. i .`......_ '........._..___......._. __.._:._....__.Y t...................y.:..:........._:...i_.__..._.__..i......_.-...._._.._.I........................... ..................._ _............. + qu_max-(Larm)-B ! i ': I Vim! 26 5 ....;..... _ ! �...._....-...._...._ f _.._........._._........................................_...._...._.._...._1.:..------:......,................_!........................................_..._.... .._.... .............. .... .._. __.......... _...._.. r • '. i ! i ..............................................!................................_i...:..............._............_......_._:......_............. ! ..... ...... REUIFORCBVG STEEL '! • t..._..._-.--._._._....._._....._.,....._.....__.......__..._..._....--.-:....... -....... :---...._..........._.;_..............:.._-.--- ...------------_..__.--- --._...... _ .._..... ..... ........ -..1.... _._..__..`_...._.,_...:.. _.............. .....i._.. ... _....._.._._.__..._........... ...... ...._....__:_......__i.__..........__!_..........._......_...._...............- ................ ......_..._......... .... ..............-............_......_...._........ _...---- - AS=! 1.55: la= AS FY ! 1.0 m ! :... ..........�- 0.85 FCB _..__—"-- i------.....---` - -- -...i .; ._.... — ...... ................. - ------ ---- ..._ Mn-l0.9'AsFyMr}l*.ft f ,............. .'............... ....7"1 ........... _......... .... __.-_`- ......................... ,-.—....__...._1............ .-_..... ; ! i ' i _ Vc=!0.85.2•@- 25001 V� �o_G8o4r%Ic '> --= _ao26��,,.• oK ; i , ! ! PROVB]E 361 W WBDE X I 364 IN DEEP.._ r ...... _ WITH 15l3 5 I TOP AND BOTTOM CONT. - - r -- - ...._.._ ! I i , j —._.:_.__.._.._....._.__.i._i....... , ! _.—:.._..__..-:__......... _.................. _....... _.._...... - i - ....... F. STRUCTURAL CALCULATIONS TABLE 1805.2 PRESUMPTIVE LOAD-BEARING VALUES LATERAL. LATERAL SLIDING RESISTANCE BEARING VERTICAL PRESSURE CLASS OF FOUNDATION (psffft below Coefficient of MATERIALS PRESSURE (psf) natural grade) friction' Cohesion (psf)b 1 _Crystalfine bedrock 12,000 1,200 0:70 - 2.Sedimeritary'and ` foliated rock 4,000 400 0.35 - 3.Sandy gravel and/or. -3,000 200 0.35 - ravel_(GW and GP) 4.Sand,,sifty sand, clayey sand, silty gravel and clayey.gravel'(SW, 2,000 150 0.25 - SP, SM,'SC; GM'.and GC) 5.Glay, sandy day, silty lay, clayey'silt, silt ;and 1,500100 - `130 sandy sift (CL, M L, M H and CH)