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CGAR (9903-101)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 Professionals Code, and my License is in full force and effect. License # Lic. Class Exp. Date yt l V `J v ate Signature of Contractor OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: (9�) 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). �� (/1'am exempt under Section B&P.0/for.this, er ason ,Date -7 - i,GSignature of Owner � r— 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 Policy No. (This section need not be completed if the permit valuation is for $100.00 or less). (A,) 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 of the Labor Code, I shall forthwith comply with,ihose provisions. vDate: Applicant -L - 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 worli.foor180 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. r r 1 /Signature (Owner/Agent)) }'+ ti ^— Date , f BUILDING PERMIT PERMIT# i• RACT DATEVALUATION).70 LOTJOB SITE ADDRESS' 52-379 ";".NIDA 1*1MV07A APN - - OWNER CONTRACTOR / DESIGNER / ENGINEER ROBERT D Ar;D1?1 NON OWN113TJ[ UILDER -52-379 AVENIDA. MENDOZA LA QU1N'T'A CA 92253 (760)$54.0890 CRL4 USE OF PERMIT GARIVOR OR CAR.t'taRX 1480F CAR PORT & TIBU E•.! Rr%..i.iSUS - TOTAL 1 i 19SF CatiiaE;&CARPGRT 1;1 .0() ST' PORCTfiPt> TIC, 1. t MOO Sr xl S T1`AIATUD COST OF C:" N"N'TRUCHON 43.890.70 .PFRt3AIT FEV, SIlMMAR PLAN CkiCsCK FEE 101-OW431?-318 S244.08 CON,8�11`Rt*Y"SO NI"T-T i0t-(1(1f?-418-W. '5375,44) groom. hiCyno;-J rix. - Izx:s11) 101-OOO-2.11-000 s t9 �;t fFi t >3 Al,, z'f'9N�"1'R.i1i"1'lljlV !1i�() PLA"N CFFFCK T,673,97 LESS PRC -PAID "FEES 50.0(} TOTAL fr'N;rtitR3IT FEE S 1. UR NOW 5623,97 $EdE,IPT DATE BY r DATE FINALED INSPECTOR INSPECTION RECORD ' OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings m �nS - — 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 ! 6T6 3 9�2.�Y9 S7 Finat Final _�—"C_ ' 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: <t Final 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) ' CARLOS ELIAS Civil Engineer i 38825 Charlesworth Dr. Cathedral City, CA 92234 (619) 32&7271, 5Z3-71 4VEN1,94 OC—NDO Z 19 L R- Q UI A1719, e(4. 8,6' �oN0, SLIK. Wflu H9 poot, BLV,. z, -O." H1.6H) W,= --- ---- M fix, h'1= 29 8.9 ex 18-1 MAA, �% =. 170,4 C v-, 8,5.1 . Qso Qy,� cm (gym W � No. � CIVIL "'OF CALIF �.s� II I`__ LU1 0 8'y, WW2=18,3 N1 Arc M= I(pT CX.= d Ham- V.= 9-7 e x = n MAI.."c 7,98p) 4t1 e 24 "0.e'- VW, 6w0 fol M -z 6S3 HAN. V= 170.8 � U., 3.( Lo OK SS3 ? 299 360 > 171 vs� e? -rphcK 6i K , w f Lo 2 ? , CITY OF LA QUINTA E1,U1 _.,DENG & SAFETY DEPARTMENT. CONDITIONALLY AC1`,EP,.j [D FOR CONS RUC 1 ii..+N ,3: io JEC T TO VIST,ALLATI N A--:PEFI ANK) ALL APPLICABLE CODEES ©ATE .. / l� BY , I ���7?tzCKGbnlC.BI.K.�GRc ALt Cf1.1.5 w� stG. ';44 c� R No.1� � sl cIvIl. �� �Of CALWF 2.500 PsI aAtc, 12" 51,119 9 0N?1N. i+02t2, STL,. ! F -2T, StC , - pL 4c6 V ALL !Ti N, TBP I aoTtoPi C7 : FL,OS-ELIAS CMI Engineer, 38825 Charleswdrtl Dr. Cathedral City, CA 92234 . . (619) 32&7271 Jc 2 :37 9 • 4\16N I DA: M 15idtj0 ZA SF- 10 r :WING /?2E,s'S.� /,D.(o (•¢ /oW1/ ID' . :. �. 5�-1sMrC:� cow = 7Co 3) �/ �= %5, ?"��s•� � �►�.�rnv�c,s " � "l:�vlV�.! gS:k, Z.! (1 )` ' 109:9' : V � /.S,z (,I2)= /8Z j j T>ty=SSG . TIf1.Gl4 3(.K,: i /! 942= (� = :.8$.3 ?/ Ri j =G.47 1. i i' = ZS1 i?ZGDyv,; I I2 _ .12 3,13 lff cowl = ZvQoaCl.3? ZG,GG';a tgg.. 2 —: 5 C "dc. V$ien 5Tt, `///;8�'T.fKGK g�K: W . :¢. .3 2 circ, /f o2 t Z, S?•L10 , Tey '3 09 u I Z "OP. CoNC. PrA16 ` i►f3uC %2�:67�Gir� .., S36 . . . .. . M =.: /S,z(rz) 7,&7= /398 : "MX1 pw .12,67(I0 /. 2:-7 . l00 .139g-'Z3SZ.-FIS6ZX-0ISG6 JC ¢ r&jt4ar r�K�iSS,.= ?.1.� . SAF OK'� Y 7 < 2800. A't.l.,Du qGt iicv.. r-wtjo .Pre Tj = .T tp + 15-*62,sZ ii 4 3 n 6'' Ot/FiR?dRNING S*ff l/ F OR = Z 3 SVI /. �g '..._ t SL /O/ru4 : �,,F, I S6 .25 Z., t S 39�._ t• F_ 463(1,5:5(1.33�..�� os LU #16839 i I - �• - C � � -/;825 .. i C OF i CARLOS 8LUS Civil: Engineer 38825 Charlesworth Dr. Cathedral City, CA 92234 (619) 32$'7271 STROOTUR19i� CWLCVt, 4V0t,1s 5Z 3'79 I LIENiD4 t4&4D0ZA . C4 QYIN.Tg, GA. R086RT "ogaroN D2 Co Olt, A.L K W4LL ?j\woG MR10467" r-oorllv:6 p -o. eooL _sgTH `HoJSts/iRmp Hovs£ 121X I2' V OOO MOM60 6t.AG,� 1 NtGN �cT6ft1oo2 WAlt_5 W4 -LL l Z�B n� /L.r. D, .L L� ROOF !oC4 + 2,0 U4 . V E, T. L040 ON FTA/6 Z. t -L. % F F7 -N6 wlorHR40�= Ila 910. 1500 0 ) USf- IZ" 1NI0F. f"TA16. a (2..1 .x.70 s „ . x sTvos. L-0. Xio ..�1..�3a,?J- o .4 $ O.A d"C., (St,le, W� t -L i m QROFESS/p,� y Na.1s83g OF CANES 4 Coava .. 3 „ Cc.R: Z� 50o PSI. Co N� is ,EX%E2/OleIi 6U ZJS ENGINEERING SERVICES INC. 350 S. MILLIKEN, SUITE A ,ONTARIO, CALIFORNIA 91761 PHONE ( 909 ) 974 4150 FAX: ( 909 ) 974 4153 STRUCTURAL CALCULATIONS CUSTOMER Robert Anderson < C.Pack Engineering > DATE 2-10-1999 JOB NUMBER 10211b-9 CONTENTS L Shape Carport 1. Design Specifications 2. Verical Load Resisting.Systems 2.1. Check Roof Rafters 2.2. Check Roof Beams 2.3. Check Column 3..Lateral Load Resisting Systems 3.1.Check For Lateral Loads in Transversal 'Direction 3.2.Check For Lateral Loads in Longitudinal Direction 4. Check Foundation NO Fgr 111999 V t Page Number : 2 1. DESIGN SPECIFICATIONS This building was designed using the criteria listed below. Capacity for loads greater than these or for load combinations other than shown below is specifically neither intended nor implied. 1.1. Codes 1994 Uniform Building Code 1.2. Dead Load pD. 5.0 lb 2 ft. 1.3. Live Load p = 20 lb LL ft .2 1.4. Wind Load Refer To Table No. 16-C Of UBC 1994 Refer To Table No. 16-F,G,H Of UBC 1994 12.60 lb - 70 MPH qs ft2 Ce = 1.06 - Exposure C From.Table No'. 16-G Of UBC 1994 ( Average Height Of The Building 10 ft ) Importance Factor pWL= q Ce I = 13.36 1b2 ft I.S. Seismic Load Z = 0.40 - Seismic Zone Factor For Seismic Zone : 4 C = 2.75 - As Given In Sec.1628.. Of UBC 1994 RW = 6. - As Given In Table No. 16-N Of UBC 1994 Designed By: Janos Boros P.E. Z.J.S.ENGINEERING SERVICES INC. 350 S.Milliken,#A.ONTARIO,Ca91761 PHONE (909) 974-4150 Job # 10211b-9 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: L Shape Carport 1. DESIGN SPECIFICATIONS This building was designed using the criteria listed below. Capacity for loads greater than these or for load combinations other than shown below is specifically neither intended nor implied. 1.1. Codes 1994 Uniform Building Code 1.2. Dead Load pD. 5.0 lb 2 ft. 1.3. Live Load p = 20 lb LL ft .2 1.4. Wind Load Refer To Table No. 16-C Of UBC 1994 Refer To Table No. 16-F,G,H Of UBC 1994 12.60 lb - 70 MPH qs ft2 Ce = 1.06 - Exposure C From.Table No'. 16-G Of UBC 1994 ( Average Height Of The Building 10 ft ) Importance Factor pWL= q Ce I = 13.36 1b2 ft I.S. Seismic Load Z = 0.40 - Seismic Zone Factor For Seismic Zone : 4 C = 2.75 - As Given In Sec.1628.. Of UBC 1994 RW = 6. - As Given In Table No. 16-N Of UBC 1994 I r . Page Number 3 Z. CHECK VERTICAL LOAD RESISTING SYSTEMS 2.1. Check Roof Rafters Summary: Designed By: Janos Boros P.E. Z.J.S.ENGINEERING SERVICES INC. 350 S.Milliken,#A.ONTARIO,Ca91761 PHONE (909) 974-4150 Job # 10211b-9 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: L Shape Carport SPS - Dry Use Z. CHECK VERTICAL LOAD RESISTING SYSTEMS 2.1. Check Roof Rafters Summary: 5.50 IN x 6.00 IN x 13.66 FT / 24F -V8 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 40.1% Controlling Factor: Moment of Inertia / Depth Required 5.36..In Deflections: Dead Load: DLD= 0.24 IN Live Load: LLD= 0.41 IN = L/400 Total Load: TLD= 0.65 IN = L/252 Reactions (Each End): Live Load: RL= 637 LB Dead Load: RD= 373 LB Total Load: RT= 1010. LB Bearing Length Reqd.: BL= 0.28 IN Camber Reqd.: C= 0.36 IN Beam Data: Span: L= 13.66 FT Maximum Unbraced Span: Lu= 4.66 FT Pitch Of Roof: RP= 0.25 12 Live Load Deflect—Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Camber Adjustment Factor: CAF= 1.5 X DLD Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: RLA= 64 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DL1= 10 'PSF Roof Rafter Tributary Width: TW1= 4.66 FT Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lengths and Loads: Adjusted Beam Length:. Lad j=: _: .13.66 FT-... Beam Live Load W/.Slope Red'n: wL= 93 PLF I t Page Number : 4 Beam Self Weight: Designed By: Janos Boros P.E. Z.J.S.ENGINEERING SERVICES INC. 350 S.Milliken,#A.ONTARIO,Ca91761 PHONE (909) 974-4150 Job # 10211b-9 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: L Shape Carport wD= Beam Self Weight: BSW= 8 PLF Beam Total Dead Load: wD= 55 PLF Total Maximum Load: wT= 148 PLF Controlling Total Design Load: wTcont= 148 PLF Properties For: 24F -V8- VISUALLY GRADED WESTERN SPS LLD= 0.82,.IN Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI . Ey= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: Fb' (Tension): Fb'= 2751 PSI Adjustment Factors: Cd=1.15 C1=1.00 Fv' : Fv' = 219 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 3448 FT -LB Shear (@ d from beam end): V= 936 LB Comparisons With Required Sections: Section Modulus: Sreq= 15.1 IN3 S= 33.0 IN3 Area: Areq= 6.5 IN2 A= 33.0 IN2 Moment of Inertia: Ireq= 70.7 IN4 I= 99.0 IN4 2.2. Check Roof Beams Summary: 6.75 IN x 24.00 IN x 41.3 FT / 24F -V8 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 80.9% Controlling Factor: Moment of Inertia / Depth Required 19.70 In Deflections: Dead Load: DLD= 0.70. IN Live Load: LLD= 0.82,.IN = L/602 Total Load: TLD= 1.52 IN = L/326 Page Number : 5 Reactions (Each End): Live Load: Designed By: Janos Boros P.E. 2.J.S.ENGINEERING SERVICES INC. 350 S.Milliken,#A.ONTARIO,Ca91761 PHONE (909) 974-4150 Job # 10211b-9 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: L Shape Carport RD= Reactions (Each End): Live Load: RL= 3634 LB Dead Load: RD= 3085 LB Total Load: RT= 6719 LB Bearing Length Reqd.: BL= 1.53 IN Camber Reqd.: C= 1.05 IN Beam Data: Span: L= 41.3 FT Maximum Unbraced Span: Lu= 13.6 FT Pitch Of Roof: RP= 0.25 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Camber Adjustment Factor: CAF= 1.5 X DLD Beam Loading: Live Load: LL= -16 PSF Roof Loaded Area: RLA= 454 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DL1= 10 PSF Roof Rafter Tributary Width: TW1= 11.0 FT Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 41.3 FT Beam Live Load W/ Slope Red'n: wL= 176 PLF Beam Self Weight: BSW= 39 PLF Beam Total Dead Load: wD= 149 PLF Total Maximum Load: wT= 325 PLF Controlling Total Design Load: wTcont= 325. PLF Properties For: 24F -V8- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: Fb' (Tension): - Fb'=- 2341 PSI Adjustment Factors: Cd=1.15 C1=0.96 Cv=0.85: Page Number : 6 k E 134. < 200 OK r Allowable Stress For Tension Ft = 0.6 F = 21.6 ksi Y Allowable Stress For Bending. Designed By: Janos Boros P.E. Z.J.S.ENGINEERING SERVICES INC. 350 S.Milliken,#A.ONTARIO,Ca91761 PHONE (909) 974-4150 Job # 1021lb-9. Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: L Shape Carport Cd=1.15 k E 134. < 200 OK r Allowable Stress For Tension Ft = 0.6 F = 21.6 ksi Y Allowable Stress For Bending. Fv' : Fv' = 219 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 69379 FT -LB Shear (@ d from beam end):- V= 6069 LB Comparisons With Required Sections: Section Modulus: Sreq= 355.6 IN3 S= 648.0 IN3 Area: Areq= 41.7 IN2 A= 162.0 IN2 Moment of Inertia: Ireq= 4298.1 IN4 I= 7776.0 IN4 2.3. Check Column Use 5" dia Standard Pipe ASTM : A36 , 36 ksi ) E = 29,500 ksi [ Modulus Of Elasticity Of Steel ] Fy = 36.0 ksi [ Minimum Yield Stress ] A = 4.30 Inch [ Area ] I = 15.2 Inch [ Moment Of Inertia ] S = 5.45 Inch [ Section Modulus ] r = 1.88. Inch [ Radius Of Gyration ] e = 10.0 Ft [ Unsupported Length Of The Column ] k = 2.1 Fa [ Allowable Average Compression Stress Under Concentric Loading ] Fb [ Allowable Maximum Compression Stress On Extreme Fibers Of Laterally Unsupported Straight Flexular Members ] k E 134. < 200 OK r Allowable Stress For Tension Ft = 0.6 F = 21.6 ksi Y Allowable Stress For Bending. Page Number : 7 Designed By: Z.J.S.ENGINEERING SERVICES INC. Job # 1021lb-9 350 S.Milliken,#A.ONTARIO,Ca91761 Janos Boros P.E. PHONE (909) 974-4150 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: L Shape Carport Fb = 0.6 Fy = 21.6 ksi Allowable Stress For Shear Fv. = 0.4 Fy = 14.4 ksi Allowable Stress For Compression ( AISC 9TH Edition, Chapter E ) k t 134. Fa = 8.32 ksi r For Dead Load + Live Load A = I 27.3 f t r 14 ft + 2 ft = 245. £t2 -Tributary Area at Columns H LL L 2 P ( p+ p ) A = 6.37 kip - Axial Load DL+LL DLLL H fa = DA+LL =.1.48 ksi fa =0.51 <0.17 -SOK Fa For Dead Load + Wind Load Check For Uplift Cq = 1.2 Refer To Table No. 16-K Of UBC 1994 PUP ( C pwL pDL ) AH = 1.46 kip Not Critical On Column Page Number : 8 Designed By: Z.J.S.ENGINEERING SERVICES INC. Job # 1021lb-9 350 S.Milliken,#A.ONTARIO,Ca91761 Janos Boros P.E. PHONE (909) 974-4150 ___ _. Date. 2-1071999 Reference: Robert Anderson < C.Pack Engineering > Description: L Shape Carport 3. LATERAL LOAD RESISTING SYSTEMS 3.1.Transversal Direction : Check For Wind Load Exposed Area To Wind At Roof Area : 4.0 f t x 60.0 f t= 240. ft 2 Cq = 1.3 Refer To Table No. 16-H Of UBC 1994 PT = CCI pWL Area = 4.16 kips - Total Load From Side W Check For Seismic Find Total Seismic Load At Each Side Of The Building Z I C r PT = pDL R 160' x 20' + 18.6' x 20'1= 2.87 kips << 4.16 kips - Due To Wind s w L J Wind Governs ! PT = 4.16 kips MMAX = PT e 7 = 71.4 kip -in - 7 Columns Resisting M fb = MSX' = 13.1 ksi fb = 0.60 < 1.33 OK - Wind Load Fb 3.2.Longitudinal Direction. Does Not Govern.: Less Exposed Area To Wind Page Number : 9 Designed By: 2.J.S.ENGINEERING SERVICES INC. Job # 10211b-9 Lb 350 S.Milliken,#A.ONTARIO,Ca91761 7 Janos Boros P.E. PHONE (909) 974-4150 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: L Shape Carport 4. CHECK FOUNDATION Lb 7 = 150. - Specific Weight Of Concrete c Ft Lb Ps. = 1000. - Min. Soil Pressure Ft Lb PL = 100. - Min. Lateral Bearing Pressure L Ft2 Lb P = 130. - Min. Lateral Sliding.Resistance F Ft Use 3'-0" SQ x 3'-9" Deep Concrete Footing D = 3.75 Ft [ Depth Of The Footing ] r = 3.0 Ft [ Radius Of The Footing ] A = r2 = 9.0 Ft.2 [ Area Of The Bottom Of The Footing ] Vertical Down Refer To 2.3. Check Column P 6.38 kip VERT.=, DOWN P 1.5 p PS VERT. = 1500 Lb > DOWN = 709 Lb OK Ft2 A Ft2 Vertical Up Refer To 2.3. Check Column P = 1.46 kips VERT. UP PWEIGTH A D Tc = S.06 kip FOOTING P WEIGTH Safety = FOOTING P VERT. UP 3.4 OK Page Number : 10 Check For Lateral Load As Per Sec. 1806.7 UBC 1994 Use Y-0" SQ x Y-9" Deep Round Footing b Designed By: Janos Boros P.E. 2.J.S.ENGINEERING SERVICES INC. 350 S.Milliken,#A.ONTARIO,Ca91761 PHONE (909) 974-4150 Job # 1021lb-9 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: L Shape Carport Check For Lateral Load As Per Sec. 1806.7 UBC 1994 Use Y-0" SQ x Y-9" Deep Round Footing b = 4.2 ft - Diameter Of The Footing d = 3.75 ft - Depth Of The Footing S1 = 332. psf - Allowable Lateral Soil -bearing Pressure as Set'Forth In Table No. 18 -I -A UBC 1994 Based On A Depth Of 3 S3 = 997 psf - Allowable Lateral Soil -bearing Pressure as Set Forth In Table No. 18 -I -A UBC 1994 Based On A Depth Of d P = 595. lb - Applied Lateral Force In Pounds 4167/7 = 595 lb h = 10.0 ft - Distance In Feet From Ground Surface To Point Of Application Of "P" f) = 2500 psf - Specified Compressive Strength Of Concrete ft - Allowable Tensile Strength Of Concrete Without Reinforcement r. S - Section Modulus Of Footing A = 2.34bP = 0.92 1 1=3.75ft> 2 1+ 1+4.3A6h =3.6ft OK Check Plain Concrete For Bending 3 S = 6 = 7776 in P ft= 1.6 V fc = 80 psi > Sh = 9.2 psi OK ZJS ENGINEERING SERVICES INC. 350 S. MILLIKEN, SUITE A ONTARIO, CALIFORNIA 91761 PHONE ( 909 ) 974 4150 FAX: ( 909 ) 974 4153 STRUCTURAL. CALCULATIONS CUSTOMER Robert Anderson < C.Pack Engineering > DATE 2-10-1999 JOB NUMBER : 10211c-9 CONTENTS (2) Post Trellis 1. Design Specifications 2. Verical Load Resisting Systems 2.1. Check Roof Rafters 2:2. Check Roof Beams 2.3. Check Column 3. Lateral Load Resisting Systems 3.1.Check For Lateral Loads in Transversal Direction 3 -2 -Check For Lateral Loads.in Longitudinal Direction 4. Check Foundation ';• NOSM . FEB - ;1 1 1939.. Page Number : 2 1. DESIGN SPECIFICATIONS This building was designed using the criteria listed below. Capacity for loads greater than these or for load combinations other than shown below is specifically neither intended nor implied. . 1.1. Codes 1994 Uniform Building Code 1.2. Dead Load ppL= 10.0 lb2 ft. 1.3. Live Load Refer To Table No. 16-C Of UBC 1994 lb PLL- 20 f t 2 1.4. Wind Load Refer To Table No. 16-F,G,H Of UBC 1994 = 12.60 lb - 70 MPH qs f t? Ce = 1.06 - Exposure C From Table No. 16-G Of UBC 1994 ( Average Height Of The Building.: 10 ft ) I = i - Importance.Factor p�L= qs Ce I = 13.36 lb ft 2 1.S. Seismic Load Z = 0.40 - Seismic Zone Factor For Seismic Zone : 4 C = 2.75 - As Given In Sec.1628. Of UBC 1994 R = 6. - As Given In Table No. 16-N Of UBC 1994 Designed By: Janos Boros P.E. Z.J.S.ENGINEERING SERVICES INC. 350 S.Milliken,#A.ONTARIO,Ca91761 PHONE (909) 974-4150 Job # 10211c-9 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: (2) Post Trellis 1. DESIGN SPECIFICATIONS This building was designed using the criteria listed below. Capacity for loads greater than these or for load combinations other than shown below is specifically neither intended nor implied. . 1.1. Codes 1994 Uniform Building Code 1.2. Dead Load ppL= 10.0 lb2 ft. 1.3. Live Load Refer To Table No. 16-C Of UBC 1994 lb PLL- 20 f t 2 1.4. Wind Load Refer To Table No. 16-F,G,H Of UBC 1994 = 12.60 lb - 70 MPH qs f t? Ce = 1.06 - Exposure C From Table No. 16-G Of UBC 1994 ( Average Height Of The Building.: 10 ft ) I = i - Importance.Factor p�L= qs Ce I = 13.36 lb ft 2 1.S. Seismic Load Z = 0.40 - Seismic Zone Factor For Seismic Zone : 4 C = 2.75 - As Given In Sec.1628. Of UBC 1994 R = 6. - As Given In Table No. 16-N Of UBC 1994 Page Number : 3 2. CHECK VERTICAL LOAD RESISTING SYSTEMS 2.1. Check Roof Rafters Summary: 6.75 IN x 12.00 IN x 18.0 FT / 24F -V8 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 254.2% Controlling Factor: Moment of Inertia / Depth -Required 7.87 In Deflections: Dead Load: DLD= 0.09 IN Live Load: LLD= 0.25 IN = L/865 Total Load: TLD= 0.34 IN = L/638 Reactions (Each End): Live Load: Designed By: Janos Boros P.E. Z.J.S.ENGINEERING SERVICES.INC. 350 S.Milliken,#A.ONTARIO,Ca91761 PHONE (909) 974-4150 Job # 10211c-9 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: (2) Post Trellis RD= 2. CHECK VERTICAL LOAD RESISTING SYSTEMS 2.1. Check Roof Rafters Summary: 6.75 IN x 12.00 IN x 18.0 FT / 24F -V8 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 254.2% Controlling Factor: Moment of Inertia / Depth -Required 7.87 In Deflections: Dead Load: DLD= 0.09 IN Live Load: LLD= 0.25 IN = L/865 Total Load: TLD= 0.34 IN = L/638 Reactions (Each End): Live Load: RL= 1665 LB Dead Load: RD= 594 LB Total Load: RT= 2259 LB Bearing Length Reqd.: BL= 0.51 IN Camber Reqd.: C= 0.13 IN Beam Data: Span: L= 18.0 FT Maximum Unbraced Span: Lu= 5.25 FT Pitch Of Roof: RP= 0.25 :.12 Live Load Deflect. Criteria: L/ 240. Total Load Deflect. Criteria: L/ 180 Camber Adjustment Factor: CAF= 1.5 X DLD Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: RLA= 167 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DL1= 5 PSF Roof Rafter Tributary Width: TW1= 9.25 FT Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 18.0 FT Beam Live Load W/ Slope Red'n: wL= 185 PLF Page Number : 4 Beam Self Weight: BSW= Designed By: Janos Boros P.E. PLF Z.J.S.ENGINEERING SERVICES INC. 350 S.Milliken,#A.ONTARIO,Ca91761 PHONE (909) 974-4150 Job # 10211c-9 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: (2) Post Trellis = PLF Total Maximum Load: Beam Self Weight: BSW= 20 PLF Beam Total Dead Load: wD= 66 PLF Total Maximum Load: wT= 251 PLF Controlling Total Design Load: wTcont= 251 PLF Properties For: 24F -V8- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: Fb' (Tension): Fb'= 2727 PSI Adjustment Factors: Cd=1.15 C1=0.99 Cv=0.99 Fv': Fv'= 219 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 10163 FT -LB Shear (@ d from beam end): V= 2008 LB Comparisons With Required Sections: Section Modulus: Sreq= 44.8 IN3 S= 162.0 IN3 Area: Areq= 13.8 IN2 . A= 81.0 IN2 Moment of Inertia: Ireq= 274.5 IN4 I= 972.0 IN4 2.2. Check Roof Beams Summary: 6.75 IN x 12.00 IN x 10.5 FT / 24F48 - VISUALLY GRADED WESTERN.SPS - Dry Use Section Adequate By: 993.1% Controlling Factor: Section Modulus / Depth Required 4.55 In Deflections: Dead Load: DLD= 0-.01 IN Live Load: LLD= 0..03- IN = L/4478 Total Load: TLD= 0'..04= IN = L/3294 Page Number : 5 Reactions (Each End): Live Load: Designed By: Janos Boros P.E. Z.J.S.ENGINEERING SERVICES INC. 350 S.Milliken,#A.ONTARIO,Ca91761 PHONE (909) 974-4150 Job # 10211c-9 Date -.2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: (2) Post Trellis RD= Reactions (Each End): Live Load: RL-- 945 LB Dead Load: RD= 340 LB Total Load: RT= 1285 LB Bearing Length Reqd.: BL= 0.29 IN Camber Reqd.: C= 0.02 IN Beam Data: Span: L= 10.5 FT Maximum Unbraced Span: Lu= 10.5 FT Pitch Of Roof: RP= 0.25 : 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Camber Adjustment Factor: CAF= 1.5 X DLD Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: RLA= 95 SF Roof'Live Load Method: 1 Side One: Roof Dead Load: DL1= 5 PSF Roof Rafter Tributary Width: TW1= 9.0 FT Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 10.5 FT Beam Live Load W/ Slope Red'n: wL= 180 PLF Beam Self Weight: BSW= 20 PLF Beam Total Dead Load: wD= 65 PLF Total Maximum Load: wT= 245 PLF Controlling Total Design Load: wTcont= 245 ,.PLF Properties For: 24F -V8- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: Fb' (Tension): Fb'= '2730 PSI Page Number : 6 k t = 134. < 200 OK r Allowable Stress For Tension Ft = 0.6 F ' = 21.6 ksi Y Allowable Stress For Bending Designed By: Janos Boros P.E. Z.J.S.ENGINEERING SERVICES INC. 350 S.Milliken,#A.ONTARIO,Ca91761 PHONE (909) 974-4150 Job # 10211c-9 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: (2) Post Trellis Fv'= 219 PSI k t = 134. < 200 OK r Allowable Stress For Tension Ft = 0.6 F ' = 21.6 ksi Y Allowable Stress For Bending Adjustment Factors: Cd=1.15 C1=0.99 Fv': Fv'= 219 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 3372 FT -LB Shear (@ d from beam end): V= 1040 LB Comparisons With Required Sections: Section Modulus: Sreq= 14.9 IN3 S= 162.0 IN3 Area: Areq=- 7.2 IN2 A= 81.0 IN2 Moment of Inertia: Ireq= 53.2 IN4 I= 972.0 IN4 2.3. Check Column . Use 5" dia Standard Pipe ASTM : A36 , 36 ksi ) E = 29,500 ksi [ Modulus Of Elasticity Of Steel ] Fy = 36.0 ksi [ Minimum Yield Stress ] A = 4.30 Inch [ Area ] I = 15.2 Inch [ Moment Of Inertia ] S = 5.45 Inch [ Section Modulus ] r = 1.88 Inch [ Radius Of Gyration ] Q = 10.0 Ft [ Unsupported Length Of The Column ] k = 2.1 Fa [ Allowable Average Compression Stress Under Concentric Loading ] Fb [ Allowable Maximum Compression Stress On Extreme Fibers Of Laterally Unsupported Straight Flexular Members ] k t = 134. < 200 OK r Allowable Stress For Tension Ft = 0.6 F ' = 21.6 ksi Y Allowable Stress For Bending Page Number : 7 Fb = 0.6 Fy = 21.6 ksi Allowable Stress For Shear Fv = 0..4 Fy = 14.4 ksi Allowable Stress For Compression ( AISC 9TH Edition, Chapter E ) k e = 134. Fa = 8.32 ksi r For Dead Load + Live Load A = L 9.0 ft 1 r + 4 ft 83.2 ft -Tributary Area at Columns aF sz. H L 1 LL 2 %`I ." _ P= ( p + p ) A = 2.08 kip - Axial. Load =` DL+LL DL LL H P fa = DA+LL = 0.48 ksi fa=0.05<0.17 -SOK Fa For Dead Load + Wind Load Check For Uplift Cq = 1.2 Refer To Table No.'16-H Of UBC 1994 PL_ ( CQ p� - pDL ) AH = 0.91 kip Not Critical .Ori Column Designed By: Janos Boros P.E. Z.J.S.ENGINEERING SERVICES INC. 350 S.Milliken,#A.ONTARIO,Ca91761 PHONE (909) 974-4150' Job # 10211c-9 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: (2) Post Trellis Fb = 0.6 Fy = 21.6 ksi Allowable Stress For Shear Fv = 0..4 Fy = 14.4 ksi Allowable Stress For Compression ( AISC 9TH Edition, Chapter E ) k e = 134. Fa = 8.32 ksi r For Dead Load + Live Load A = L 9.0 ft 1 r + 4 ft 83.2 ft -Tributary Area at Columns aF sz. H L 1 LL 2 %`I ." _ P= ( p + p ) A = 2.08 kip - Axial. Load =` DL+LL DL LL H P fa = DA+LL = 0.48 ksi fa=0.05<0.17 -SOK Fa For Dead Load + Wind Load Check For Uplift Cq = 1.2 Refer To Table No.'16-H Of UBC 1994 PL_ ( CQ p� - pDL ) AH = 0.91 kip Not Critical .Ori Column Page Number : 8 3. LATERAL LOAD RESISTING SYSTEMS 3.1.Transversal Direction Check For Wind Load Exposed Area To.Wind At Roof Area : 2 11.0 ft x 18.0 ft I= 36. ft Cq = 1.3 Refer To Table No. 16-H Of UBC 1994 PT = C PWL Area = 0.66 kips - Total Load From Side w Check For Seismic Find Total Seismic;Load At Each Side -Of The Building Z I C PT - pDL R I 18' x 14.5'1= 0.23 kips << 0.66 kips - Due To Wind s w Wind Governs ! PT = 0.66 kips MMax- PT I / 4 =.19.8 kip -in - 4'Columns Resisting M fb = MSX. = 3.63 ksi fb = 0.17 < 1.33 0 K - Wind Load Fb 3.2.Longitudinal Direction Does Not Govern : Less Exposed Area To Wind Designed By: Janos Boros P.E. 2.J.S.ENGINEERING SERVICES INC. 350 S.Milliken,#A.ONTARIO,Ca91761 PHONE (909) 974-4150 Job # 10211c-9 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: (2) Post Trellis 3. LATERAL LOAD RESISTING SYSTEMS 3.1.Transversal Direction Check For Wind Load Exposed Area To.Wind At Roof Area : 2 11.0 ft x 18.0 ft I= 36. ft Cq = 1.3 Refer To Table No. 16-H Of UBC 1994 PT = C PWL Area = 0.66 kips - Total Load From Side w Check For Seismic Find Total Seismic;Load At Each Side -Of The Building Z I C PT - pDL R I 18' x 14.5'1= 0.23 kips << 0.66 kips - Due To Wind s w Wind Governs ! PT = 0.66 kips MMax- PT I / 4 =.19.8 kip -in - 4'Columns Resisting M fb = MSX. = 3.63 ksi fb = 0.17 < 1.33 0 K - Wind Load Fb 3.2.Longitudinal Direction Does Not Govern : Less Exposed Area To Wind Page Number : 9 Designed By: Z.J.S.ENGINEERING SERVICES INC. Job # 10211c-9 350 S.Milliken,#A.ONTARIO,Ca91761 Janos Boros P.E. PHONE (909) 974-4150 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: (2) Post Trellis 4. CHECK FOUNDATION = 150. Lb -Specific. Weight Of Concrete Tc Ft3 = 1000. Lb - Min. Soil Pressure Ps Ft2 p = 100. Lb - Min. Lateral Bearing Pressure Ft2 p = 130. Lb - Min. Lateral Sliding Resistance F Ft2 Use 2'-0" SQ x 3'-0" Deep Concrete Footing D = 3.0 Ft [ Depth Of The Footing ] r = 2.0 Ft [ Radius Of The Footing ] A = r2 = 4.0 Ft.2 [ Area Of The Bottom Of The Footing ] Vertical Down Refer To 2.3. Check Column P VERT. = 2.08 kip DOWN P VERT. 1.4 p= 1400 Lb > DOWN = 520 Lb OK s Ft A Ft Vertical Up Refer To 2.3. Check Column P = RT. 0.91 kips UP PWEIGTH A D Tc = 1.8 kip FOOTING P WEIGTH Safety = FOOTING P VEERT. 1.9 OK Page Number : 10 Check For Lateral Load As Per Sec. 1806.7 UBC 1994 Use 2'-0" SQ x 3'-0" Deep Round Footing b = 2.82 Designed By: Janos Boros P.E. Z.J.S.ENGINEERING SERVICES INC. 350 S.Mi11iken,#A.ONTARIO,Ca91761 PHONE (909) 974-4150 Job # 10211c-9 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: (2) Post Trellis = 3.0 ft - Check For Lateral Load As Per Sec. 1806.7 UBC 1994 Use 2'-0" SQ x 3'-0" Deep Round Footing b = 2.82 ft - Diameter Of The Footing d = 3.0 ft - Depth Of The Footing S1 = 266. psf - Allowable Lateral Soil -bearing Pressure as - Set Forth In Table No. 18 -I -A UBC 1994.Based On A Depth Of 3 S3 = 798 .psf - Allowable Lateral Soil -bearing Pressure as Set Forth In Table No. 18 -I -A UBC 1994 Based On A Depth Of d P = 165. lb - Applied Lateral Force In Pounds 659/4 = 165 lb h = 10.0 ft - Distance In Feet From Ground Surface To Point Of Application Of "P" f, = 2500 psf - 'Specified Compressive Strength Of Concrete ft - Allowable Tensile Strength Of Concrete Without Reinforcement S - Section Modulus Of Footing 2.34bP A = = 0.72 1 1=3.0 ft> 2 1 + 1+4.3A6h =3.1 ft OK Check Plain Concrete For Bending 3 S = 6 = 2'304 in3 ft= 1.6 ✓ f= = 80 psi > PS= = 8.5 psi OK Y ZJS ENGINEERING .SERVICES INC. 350 S. MILLIKEN, SUITE A ONTARIO, CALIFORNIA 91761 PHONE ( 909 ) 974 4150 FAX: ( 909 ) 974 4153 STRUCTURAL CALCULATIONS CUSTOMER Robert Anderson < C.Pack Engineering > DATE 2-10-1999 JOB NUMBER 10211a-9 CONTENTS . . Single Pole Trellis 1. Design Specifications 2. Verical Load Resisting Systems 2.1. Check Roof Rafters 2.2. Check Column/Beam 3. Lateral Load Resisting Systems 3..1.Check For Lateral Loads in Transversal Direction 3.2.Check For Lateral Loads in Longitudinal Direction 4. Check Foundation E* 6900.9/ d VV L �• - FEB Page Number : 2 1. DESIGN SPECIFICATIONS This building was designed using the criteria listed below. Capacity for loads greater than these or for load combinations other than shown below is specifically neither intended nor implied. 1.1. Codes 1994 Uniform Building Code 1.2. Dead Load pDL 5.0 lb2 ft. 1.3. Live Load Refer To Table No. 16-C Of UBC 1994 lb pLL= 20 ft 2 1.4. Wind Load Refer To Table No. 16-F,G,H Of UBC 1994 12.60 lb - 70 MPH ft qs 2 . Ce = 1.06 - Exposure C From Table No. 16-G Of UBC 1994 ( Average Height Of The Building 10 ft ) Importance Factor pwL qs Ce I = 13.36 lb ft 2 1.5. Seismic Load Z = 0.40 - Seismic Zone Factor For Seismic Zone : 4 C = 2.75 - As Given In Sec.1628. Of UBC 1994 R = 6. - As Given In Table No. 16-N Of UBC 1994 I Designed By: Janos Boros P.E. Z.J.S.ENGINEERING SERVICES INC. 350 S.Milliken,#A.ONTARIO,Ca91761 PHONE (909) 974-4150 Job # 10211a-9 , Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: Single Pole Trellis 1. DESIGN SPECIFICATIONS This building was designed using the criteria listed below. Capacity for loads greater than these or for load combinations other than shown below is specifically neither intended nor implied. 1.1. Codes 1994 Uniform Building Code 1.2. Dead Load pDL 5.0 lb2 ft. 1.3. Live Load Refer To Table No. 16-C Of UBC 1994 lb pLL= 20 ft 2 1.4. Wind Load Refer To Table No. 16-F,G,H Of UBC 1994 12.60 lb - 70 MPH ft qs 2 . Ce = 1.06 - Exposure C From Table No. 16-G Of UBC 1994 ( Average Height Of The Building 10 ft ) Importance Factor pwL qs Ce I = 13.36 lb ft 2 1.5. Seismic Load Z = 0.40 - Seismic Zone Factor For Seismic Zone : 4 C = 2.75 - As Given In Sec.1628. Of UBC 1994 R = 6. - As Given In Table No. 16-N Of UBC 1994 I Page Number : 3 2. CHECK VERTICAL LOAD RESISTING SYSTEMS 2.1. Check Roof Rafters Summary: 5.50 IN x 9.00 IN x 8.0 FT / 24F -V8 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 2330.7% Controlling Factor: Designed By: Janos Boros P.E. Z.J.S.ENGINEERING SERVICES INC. 350 S.Milliken,#A.ONTARIO,Ca91761 PHONE (909) 974-4150 Job # 10211a-9 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: Single Pole Trellis L/ Deflections: 2. CHECK VERTICAL LOAD RESISTING SYSTEMS 2.1. Check Roof Rafters Summary: 5.50 IN x 9.00 IN x 8.0 FT / 24F -V8 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 2330.7% Controlling Factor: Section Modulus / Depth Required 2.63 In RP= 0.25 : 12 L/ Deflections: L/ 180 CAF= Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN = L/10441 Total Load: TLD= 0.01 IN = L/7198 Reactions (Each End): Live Load: RL= 240 LB Dead Load: RD= 108 LB Total Load: RT= 348 LB Bearing Length Reqd.: BL= 0.10 IN Camber Reqd.: C= -0:01 IN Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: . Live Load Deflect. Criteria: Total Load Deflect. Criteria: Camber Adjustment Factor: Beam Loading: Live Load: Roof Loaded Area: Roof Live Load Method: 1 Side One: Roof Dead Load: Roof Rafter Tributary Width: Side Two: Roof Dead Load: Roof Rafter Tributary Width: Roof Duration Factor: Slope Adjusted Lengths and Loads: Adjusted Beam Length: Beam Live Load W/ Slope Red'n: L:= 8.0 FT Lu= 8.0 FT RP= 0.25 : 12 L/ -240 L/ 180 CAF= 1.5 X DLD LL= 20 PSF RLA= 24 SF DL1= 5 PSF TW1= 3.0 FT DL2= 0 PSF TW2= 0.0 FT Cd= 1.15 Ladj=, 8.0 FT wL= 60 PLF Page Number : 4 Designed By: 2.J.S.ENGINEERING SERVICES INC. Job # 10211a-9 12 350 S.Milliken,#A.ONTARIO,Ca91761 Janos Boros P.E. PHONE (909) 974-4150 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: Single Pole Trellis Beam Self Weight: BSW= 12 PLF Beam Total Dead Load: wD= 27 PLF Total Maximum Load: wT= 87 PLF Controlling Total Design Load: wTcont= 87 PLF Properties For: 24F -V8- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: Fb' (Tension): Fb'= 2735 PSI Adjustment Factors: Cd=1.15 C1=0.99 Fv': Fv'= 219 PSI Adjustment Factors: Cd=1.15 Design Requirements: Maximum Moment: M= 696 FT -LB Shear (@ d from beam end): V= 283 LB Comparisons With Required Sections: Section Modulus: Sreq= 3.1 IN3 S= 74.2 IN3 Area: Areq= 2.0 IN2 A= 49.5 IN2 Moment of Inertia: Ireq= 8.4 IN4 I= 334.1 IN4 2.2. Check Column/Beam Use 4 x 4 x 1/4" SQ Tube ASTM : A36 , 36 ksi ) - E = 29,500 ksi [ Modulus Of Elasticity Of Steel ] Fy = 36.0 ksi [ Minimum Yield Stress ] A = 3.59 Inch2 [ Area ] I = 8.22 Inch [ Moment Of Inertia ] S = 4.11 Inch3 [ Section Modulus ] r = 1.51 Inch [ Radius Of Gyration J b = 6.0 Ft [ Cantaliver Length Of The Beam ] e = 7.0 Ft [ Unsupported Length Of The Column ] k = 2.1 Page Number : 5 Fa [ Allowable Average Compression Stress Under Concentric Loading ) Fb [ Allowable Maximum Compression Stress On Extreme Fibers Of Laterally Unsupported Straight Flexular Members k t =116.<2000K r Allowable Stress For Tension Ft = 0.6 F = 21.6 ksi Y Allowable Stress For Bending Fb = 0.6 Fy = 21.6 ksi Allowable Stress For Shear Fv = 0.4 Fy = 14.4 ksi Allowable Stress For Compression ( AISC 9TH Edition, Chapter E ) k t 116. Fa = 10.85 ksi r For Dead Load + Live Load AH = L 8 ft ] r 6 ft = 48. ft2 -Tributary Area at Columns PDL+LL ( pDL+ pLL ) AH = 1.20 kip- Axial Load P fa = °A+LL = 0.33 ksi MDL+LL - PDL+LL 2 - 43.2 kip -in - Bending f b = MDS+LL 10.5 k s i Designed By: Janos Boros P.E. Z.J.S.ENGINEERING SERVICES INC. 350 S.Milliken,#A.ONTARIO,Ca91761 PHONE (909) 974-4150 Job # 1021la-9 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: Single Pole Trellis Fa [ Allowable Average Compression Stress Under Concentric Loading ) Fb [ Allowable Maximum Compression Stress On Extreme Fibers Of Laterally Unsupported Straight Flexular Members k t =116.<2000K r Allowable Stress For Tension Ft = 0.6 F = 21.6 ksi Y Allowable Stress For Bending Fb = 0.6 Fy = 21.6 ksi Allowable Stress For Shear Fv = 0.4 Fy = 14.4 ksi Allowable Stress For Compression ( AISC 9TH Edition, Chapter E ) k t 116. Fa = 10.85 ksi r For Dead Load + Live Load AH = L 8 ft ] r 6 ft = 48. ft2 -Tributary Area at Columns PDL+LL ( pDL+ pLL ) AH = 1.20 kip- Axial Load P fa = °A+LL = 0.33 ksi MDL+LL - PDL+LL 2 - 43.2 kip -in - Bending f b = MDS+LL 10.5 k s i Page Number : 6 fa +fb =0.51 <0.15 ---SOK Fa Fb For Dead Load + Wind Load Designed By: ' Janos Boros P.E. 2.J.S.ENGINEERING SERVICES INC. 350 S.Mi11iken,#A.ONTARIO,Ca91761 PHONE (909) 974-4150 Job # 10211a-9 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: Single Pole Trellis Cq = fa +fb =0.51 <0.15 ---SOK Fa Fb For Dead Load + Wind Load Check For Uplift Cq = 1.2 Refer To Table No. 16-H Of UBC 1994 PUP = ( C pWL - pDL ) AH = 0.52 kip MDL+WL = - PUP 18.9 kip -in - Bending 2 fb =MDL+WL = 4.6 ksi fb ,�. = 0.21 < 1.33 -OK - Wind Load - Fb Page Number : 7 Designed By: 2.J.S.ENGINEERING SERVICES INC. Job # 10211a-9 350 S.Milliken,#A.ONTARIO,Ca91761 Janos Boros P.E. PHONE (909) 974-4150 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: Single Pole Trellis 3. LATERAL LOAD RESISTING SYSTEMS 3.1.Transversal Direction : Check For Wind Load Exposed Area To Wind At Roof Area : 1.0 f t x - 8.0 f t = 30.0 f t2 CQ = 1.3 Refer To Table No. 16-H Of UBC 1994 PT = CQ pwL Area = 0.13 kips - Total Load From Side w Check For Seismic Find Total Seismic Load At Each Side Of The Building Z I C PT = pUL R AH = 0.04 kips << 0.13 kips - Due To Wind s w Wind Governs ! PT = 0.13 kips MHpX= PT Z = 10.92 kip -in M fb = MSX. = 2.65 ksi fb = 0.12 < 1.33 OK - Wind Load Fb 3.2.Longitudinal Direction Does Not Govern Less Exposed Area To Wind And 5 Posts Resisting Page Number : 8 4. CHECK FOUNDATION Designed By:. Janos Boros P.E. Z.J.S.ENGINEERING SERVICES INC. 350 S.Milliken,#A.ONTARIO,Ca91761 PHONE (909) 974-4150 Job # 10211a-9 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: Single Pole Trellis = 150. 4. CHECK FOUNDATION Vertical Up Refer To 2.2. Check Column/Beam. P VERT. = 0.52 kips UP PWEIGTH A D c = 3.75 kip'. FOOTING P WEIGTH Safety FOOTING = 7.2 OK P I� VERT. Lb = 150. -Specific Weight Of Concrete c Ft3 Ps = 1000. Lb - Min. Soil Pressure Ft Lb PL = 100. - Min. Lateral Bearing Pressure Ftz Lb p F = 130. - Min. Lateral Sliding Resistance Ft2 Use 2'-6" SQ x 4'-0" Deep Concrete Footing D =�4.0 Ft [ Depth Of The Footing ] r = 2.5 Ft. [ Radius Of The Footing ] A = r2 = 6.25 Ft.2 [ Area Of The Bottom Of The Footing ] Vertical Down Refer To 2.2. Check Column/Beam P = 1.20 kip VERT. DOWN P 1.6 p = 1600 Lb VERT. > DOWN = 192 Lb OK s Ft2 A 2 Ft Vertical Up Refer To 2.2. Check Column/Beam. P VERT. = 0.52 kips UP PWEIGTH A D c = 3.75 kip'. FOOTING P WEIGTH Safety FOOTING = 7.2 OK P I� VERT. Page Number : 9 Check For Lateral Load As Per Sec. 1806.7 UBC 1994 Use 2'-6" SQ x 4'-0" Deep Round Footing b = 3.5 ft - Diameter Of The Footing d = 4.0 ft - Depth Of The Footing S1 = 354. psf - Allowable Lateral Soil -bearing Pressure as Set Forth In Table No. 18 -I -A UBC 1994 Based On A Depth Of 3 S3 = 1064 psf - Allowable Lateral Soil -bearing Pressure as Set Forth In Table No. 18 -I -A UBC 1994 Based On A Depth Of d P = 514. lb - Applied Lateral Force In Pounds :M DL+LL / h = 514 lb h = 7.0 ft Distance In Feet From Ground Surface To Point Of Application Of "P" fo = 2500 psf - Specified Compressive Strength Of Concrete ft - Allowable Tensile Strength Of Concrete Without Reinforcement S - Section Modulus Of Footing A = 2S34bP = 1.27 i 1 =4.0 ft> 2 1 + 1 +4.3A6h 3.8 ft OK Check Plain Concrete For Bending 3 S = 6 4500 in 3 ft= 1.6�/fC =80 psi > PS809.6 psi OK Designed By: Janos Boros P.E. Z.J.S.ENGINEERING SERVICES INC. 350 S.Milliken,#A.ONTARIO,Ca91761 PHONE (909) 974-4150 Job # 10211a-9 Date 2-10-1999 Reference: Robert Anderson < C.Pack Engineering > Description: Single Pole Trellis Check For Lateral Load As Per Sec. 1806.7 UBC 1994 Use 2'-6" SQ x 4'-0" Deep Round Footing b = 3.5 ft - Diameter Of The Footing d = 4.0 ft - Depth Of The Footing S1 = 354. psf - Allowable Lateral Soil -bearing Pressure as Set Forth In Table No. 18 -I -A UBC 1994 Based On A Depth Of 3 S3 = 1064 psf - Allowable Lateral Soil -bearing Pressure as Set Forth In Table No. 18 -I -A UBC 1994 Based On A Depth Of d P = 514. lb - Applied Lateral Force In Pounds :M DL+LL / h = 514 lb h = 7.0 ft Distance In Feet From Ground Surface To Point Of Application Of "P" fo = 2500 psf - Specified Compressive Strength Of Concrete ft - Allowable Tensile Strength Of Concrete Without Reinforcement S - Section Modulus Of Footing A = 2S34bP = 1.27 i 1 =4.0 ft> 2 1 + 1 +4.3A6h 3.8 ft OK Check Plain Concrete For Bending 3 S = 6 4500 in 3 ft= 1.6�/fC =80 psi > PS809.6 psi OK