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Home My WebLink AboutRIDGESTONE AT RAMSGATE1. 1 ALL PERWETER BLOCK WALLS tr DECORAnvE WON I SEPARATE PERMITFENCING.UGHTS.R UGHT POLES SHALL BE SUBMITTED FOP r I r r 1 r 4 SEPARATE RENEW PERMIT. i I t RECREATION BLDG CABANA =° 8TAIN SEPARA- y I I i i 1 i CHED GARAGES. 2. ALL SITE SGNAGE SHALL BE SUBMITTED FOR SEPARATE r I j al MAIL KIOSK NOT FART OF RENEW k PERMIT. cW r %' ! r r J THiS SUBMITTAL 3. FRE PROTECTION SYSTEMS SHALL BE DESCRIED BY G j i' 1 UCENSED SUB-CONTRACTOR.G.C. SHALL BE RESPONSIBLE cc i r FOR SEPARATE PLAN RENEW PERMIT.ON 517E HYDRANTS C I , SHAD BE 1N5TAL©a OPERATIONAL PR;OR TO PMT O IA IISSUANCE.VANTMN f1RE DEPARTMENT ACCESS TXRU ALL 4 d Carport Type Size Qty CP NO. PHASES OF CONSTRUC7IQN. I EMI ARBRFNADf1N5: I r 1 DP 4 Stall 20'x36' 2 10,17 CARPORT I I 1 DP 6 Stall 20'x54' 4 3,9,16,18 I DP 8 Stall 20'x72' 6 5,6.7,8,15,14 I 4. IAAReC•E COMMUNI 11,12,13NHANDICAP APARTMENT I I DP 16 Stall 40'x72' 3 r i ~- ; i itHCHAHDICMAPARTMENT HCP HANDICAP CARPORT Hy HANDICM OPEN YAN y'/ ' /' ', MGA HANDICAP GARAGE Y, ,'," f/ , OP Pitched fi Stall 20'x54' 1 4 J7TRASHENCLOSUREi ' f 2 J I DP Pitched 8 Stall 20'x72' 2,1 i i J / / Q Total Carports I I 18 r l ;J z''''''''''°'''4/t.>''''''''''''\'' 4. I TYPICAL St I I 1 I 1• - 1D? ti= - - I, 1 24- y,--f j \ r '" J y F1111•\I," I r mw.r.u.0 '•• •!'J • T. - - -- -...^ R ` a.,\\ \`C1 f •r+ ."•//.// .. 1/ C7 '\1•! _ 0© 0 ri/`•® ff3 A C11.. J CIR SY r• tn r.r t( ---p----1 tw e i • k •'yi Q O' .• r:! O O 11452 O 1 ii 111.1111.1 _' I 'i 1111 . _ 'i •rr B, ..I fits,1•11111111111101 MI CI- - y'°'a F,,. 4: •W . . , i 7 MOO i '.o©. J oDNINI MI I....•..... 11111111111 ;„n -1 I >--r I•- '' ' a ///,/. 7•`, .. I .: / Q' ` : _ r Px m1'J I I I _ I I I'.1 WjiD 1 H F O r Sill- - -a i i i , ' 1 .••/ r•i7/„..rI f q •~!••©•r, i < A N 1 B 11 I1 •1 m I T r T (C i i T I f .i • .-. :. 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Q ':Iy'• O• a 1111 /\...•% ° 4" 7 r!i 8 il 441°. iiiiii:. r.. l"'+/ 411: 11b.;4114; 411117:P.:s‘..--` 0 0` X91 = `:' I ill Ii. O C,' vimms`s `,'f i k I,, IAj,/ \\ ra 4,....„..."Fv. 4, F s i c:71 y vv,• 11317/9' SINGLE, FAMILY HOMES,/, Qd 4 of Snc• kale f.f' I, RE.11. . FAIR. '^M a . d .O •' AI ,I! i, iy-. r D rr' LEGEND P T V J L• . U,NTT AND PA IGS 7AB.CTOFI OPARKBIG RED. P O V \ 1 BEDROOM 141 1.66 322 ACCESSIBLE t•-.2 BEDROOM 140 IJS !26 wDICATES BUIL"NC NUMBED AF¢N POSTED S V. 1N 1/.. • •,,,r2 J - T CL1..)u -25.: 2 rixCF!INI'LUI5E5 T11F w ^ovN b ..L cF A t r•AL x2 s 1 I.? ACCESSIBILITY AND STA -RESERVED- y,7 M.N. I INDIG DES BVILDINC hPE/STCR S G ©/ 4rQ/, I N TI-ri•••\ I/- j y: A-CONTINUOUSLY Ac SMILE 5 C' B - HAVE YAIDYUY 1/ CHANGE-N ELLvnnONO V O p\\ C'.T I j I` Q C- 48••MBE YIN. 75 / y ACS9BIF PARKNG ANN YGIS• I THE PU.'.r •`! - OII IDlCATE CCCCC r t\- REOUIREO ACCESSIBLE RESWEN nAL PARKING 1 1'•i TRASH ENCLOSUREpyy') 27L K BO(GROUND FLOOR UNI Sj IL J.i•J! ARCH( TU. BU/L•NGTAND V 4.1.e A s-20 Aar W D- (HERE NECESSARY O CHA E RAmpYACON TH CBCE 1007.CS(SEC LL NAVE RAMP$COM N1TH yARCHIT - FEA1nwe1007.cec sECh 11o7A5 TU•RESONCY. A c coNOaysERs I SEE CM - FOR SITE DIMENSIONS• E d E - A O RB RAMP SM BE FRONDED AT ALL LOCADONS TOTAL NUMBER OF OPEN PARKING SPAS.227 a.U rMERE 90EWNJC C T TO THE STREETS OR YMERE PAilVEHICULAR D- VES.C'RB CUTS,ETC. s 1 C.B.C.1110.A! - SS.227- II - OM PAIL KIOSK-SEE SNEEi YK-I 0<TRAVE4 IS INDICA CBC SECTION 11278.5 J/ j by AEOIFIRED ACCESSIELE PARKIHC SPACES 12 M~ F- CROSS WALKS SH 8E PROVIDED M1HEN PAIN OF SEE SNi T• FOR •ASH ENCL• [ 111 ,`" FRONDED ACCESSBLE PARKING SPACES 12 1T-12I TRASH ENCLOSURE-• SIHEET Tl V11 TRAVEL CRO55 A STREET OR DRIVE VR1® F . PEWIT APPUCAnON NOTE. NORTH TOTAL A[G ca6 F P4RKIN-PRO':D D CD G-PgONCE DETECTABLE WARNINGS AT ALL CURB RAMP$OR ATTACHED GARAGES 2 SPAS G LET V BUILDINGS CONTAINED IN THIS SN ENCLOSURES. ARE FOR APARTMENT r ACCESSIBLE STALL-SEE 4 A7.AS REWIRED BY SECTION it20A.5 OF CBC DETACHED GARAGES 0 SPACES 2 O OU BUILDINGS.GARAGES-ANO TRASH EN0.05URES CARPORTS J CARPORT STALLS 7 SPACES H O SHALL BE IN DEFERRED SUBMITTAL PACKAGE LV H7 4.MANAGEMENT PRACDCES AT 75115 APARTMENT FACILITY Z„'.2,1-',... -/ OPEN SPACES 10 SPACES rj SHALL PROVIDE DESIGNATED ACCESSIBLE PARKING SPACES AT Nit.-I`.. OPFJI VAN SPACES !eD.Kc 19 Baja io Co., Inc. Page 1 of3711223Foster Construct Street n Job#8313-HR Martinez, CA 94553 - Ridgstone 800)366-9600 02/14/06 9' -0" x 20'-0" DP-Hip Roof Carports Ridgestone at Ramsgate cc ELS 0`- 39415 Ardenwood Way, Lake Elsinor/GA Li\ G1 i CJ'Qidi ! r G V for: Fairfield Development a tLD'1v Design Criteria: 9 Es:RVICC. - 176 1 e I Roof Live Load(slope 4 on 12) ALL:= 16.0.pst s of rst Basic Wind Speed(mph) Wind = 80 1 pY TO 4 ``ry k,"7 Wind Exposure Exp = C Ce= 1.06 "" 3, S'• Seismic Zone Zone = 4 Z = 0.40 NO°C97 Exp. Soil Profile Soil =Sd r CIV\ e\Q M Importance Factor 1 ql PF ra i 11//WlV/ Allowable Stresses Roof and wall sheeting ASTM A924 Grade 80 Fy:= 80.O•ksi Fb := 36.0•ksi Frames,purlins and gins ASTM A607 Grade 55 Fy:= 55.0 ksi Fb := 33.0.ksi Allowable Soil Bearing Pressure ASBP:= 2000•psf Concrete Pc.= 2500-psi at 28 days Reinforcements ASTM A615,Grade 40 Roof Dead Loads: Concrete Tiles RDLI := 10.0 psf 15/32" O.S.B. RDL2:= 1.5 psi Framing RDL3 := I.5-psf Misc RDL4 •=. 1.0-psf Total Roof Dead Load, RDL •= RDLI + RDL2+ RDL3 + RDL4 RDL = 14.00 psi VARIES (SEE SITE PLAN) FE COL. c COL. 9' 0" 18' ' 18' 0" COL. 23' 0" COI. 18' 0" COL/ 9' 0" CANTILEVER STANDARD BAY f STANDARD BAY / HANDICAP BAY STANDARD BAY CANTILEVER IF/WHERE OCCURS) 0 COLUMNS 6 COLUMNS 0 FOUNDATION CANTILEVERED BAY PER SCHED. WAnk RAFTEROBEAMTO 0 0 BRACING ROOF RAFTERS COL. BRACING PER SCHED. RR4 RRI RR5 RR4 Jo ' RR3 RRI RR5 RR3 v u h RR2 Ir RRI I RR5 3 RR2 • 4iI RR2 r- RR7 RR5 RR2 RR2 RRI RR$ RR2 HIP RAFTERS RR2 w RR1 RR5 R2 n oa`• yy PER SCHED. J = i • .I r I RRI RR5 RR2 eE),' IN+ RRI r,Pal,r..... xi ROOF FINISH BY RR3 Mal RRS RR3 ir q,j OVER 15/2' O5B SCHED.) RR4 RR/ RR5 RR4 BEAMS TYP, COLLAR TIES INTERIOR BAY —HANDICAP BAY a 15/32" 050. PANEL RATING 32/16. PER SCHED. BELOW TYP. ROOF RAFTERS ROOF RAFTERS PER SCHED. PER SCHED. PER SCHED. W/ #8 SCREWS OR 0.100 DIA. ET&F FASTENERS ® 6" O.C. PANEL EDGES AND 0 12" O.C. AT INTERMEDIATE ROOF FRAMING PLAN SUPPORTS. PROVIDE PANEL EDGE CLIPS. 0 p car IN N 1'\Southcm California\9313-Fairfield Development @ Ridgesrone t Ramsgate\g313-Engineering\4313-1-1R.drvg,211512006 1:24:49 PM,Frank l.orenrn,Baja Construction Co.,Inc. Baja Construction Co., Inc. Page 3 of 37 223 Foster Street lob#8313-HR Martinez, CA 94553 Ridgstone 800)366-9600 02/14/06 Roof Loading: DL+LL: Pvert := RDL + RLL Pvert =30.00 psf DL+Wind Uplift: Ce= 1.06 cis = 16.40psf I = 1.00 Unenclosed structure, Cq:= 1.3 Wind pressure, Pu := Ce Cq qs•1 Pu = 22.60 psf Pu — RDL = 8.60 psf Wind load is not critical Roof Sheathing: 15/32" O.S.B., Span Rating 32/16 with panel edge clips Span=32" w:= (RLL + RDLI + RDL2) w = 27.50psf Max. allowable load=40 psf _ O.K. Baja Construction Co., Inc. Page 4 of 37 223 Foster Street lob#8313-HR Martinez, CA 94553 Ridgstone 800) 366-9600 02/14/06 HR-I: Typ. Hip Roof Rafter: Cee 8" x 2 1/2" x 16ga Max.span, L := I 5.ft tributary, s 32.0-in w:= (RDL + RLL)•(s) w= 80.00 plf See rafter check below. HR-2: End Hip Roof Rafter: Cee 8" x 2 1/2" x 16ga Max.span, L:= 20.0.ft tributary, s:= 16.0•in w:= (RDL + RLL)-(s) w= 40.00 pl f See rafter check below. Typical Hip Roof Rafter Connection: 14ga rafter clip w/ (4) - #12 screws each leg d := 0.216.in 0 := 3.0 Steel in contact with screw head: 14 ga Steel not in contact with screw head: 16ea Fug := 65-ksi ti := 0.075.in Fu2 := 65-ksi t2 := 0.060-in Yn := 2.7-ti-d-Fui 2.84 kips Pn2:= 2.7•t2.d•Fu2 Pn2 = 2.27 kips For t2/ti equal to or less than 1 t2 os 0.80 Pn3 := 4.2.( 123. - Fu, Pn3 = 1.86 kips ti Allow Shear per screw t Pn:= if[ 2 <_ I ,min(Pn ,Pn2,Pn3),min(Pni,Pn2) ti Pn Pn = 1.86kips =___>Pa:=Pa = 0.62 kips S2 GF:= 4-(Pa) GF= 2.49 kips Maximum hip purlin reaction=600 Ibf — O.K. pa.9c s 1996 AISI Specification w/1999 Supplement Project:Date: 2/14/2006 Model: HR1 -Typ. Hip Rafters Page 1/1 NR , y y E `t e 757 6 ' e'l lj T, an a i' P{r + 9' t . W t s a x> F` c 1996 AISI Specification w/1999 Supplement 1944, e 4 Project:Date: 2/14/2006 Model: HR2 - End Hip Rafters Page 1/1 n d` Y v N i p + iy 77,;..q..14.:.!, h".. G n JH 11Z.,4,15.,;,!:"(Apr,.+\G " n s`' 4/7C. +' ° i a t, 14 y " , v ,i4e1 af -U nit Ldark.:' bie ... . t. -. GLen 4 t,, h : au . ro ,LiN ,a:,yfizw 'a:+.µ:64i Ib/ ft iiiin 1 I R1 R2 20.00 ft Section :Cee 8 x 2.5 x 16ga Single Maxo= 5128.1 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I= 8.24 in^4 Va=2416.7 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc)Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb in) Ft-Lb Ma(Brc) in) Ratio Center Span 2000.0 0.390 2000.0 Full 5128.1 0.390 0.593 L/ 405 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) in) Ib) Ft-Lb) Value Req' d ?R1 400.0 2.50 832.2 0.0 0.58 No R2 400.0 2.50 832.2 0.0 0.58 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr.Pt Load Ib) Ft-Lb)Factor VNa M/Ma Unstiffen Stiffen R1 400.0 0.0 1.00 0.17 0.00 0.03 NA R2 400.0 0.0 1.00 0.17 0.00 0.03 Baja Construction Co., Inc. Page 7 of37 223 Foster Street Job 8313-FIR Martinez, CA 94553 Ridgstone 800) 366-9600 02/14/06 RR1 - Typ. Interior Bay Roof Rafters: Cee 8" x 2 1/2" x 16ga L:= 18.0 ft tributary, s := 32.0-in w:= (RDL + RLL)-(s) w = 80.00 plf See rafter check below. RR2 - Typ. Cantilevered Roof Rafters (4'-6" niax. cant.): Cee 8" x 2 1/2" x 16ga L:= I8.0-ft cantilever, a:= 4.5-ft tributary, s := 32.0.in w:= (RDL + RLL)-(s) w= 80.00 plf From Hip roof Rafter: p:= (RDL + RLL)-(s).(5.0•ft)P=400.00 Ibf See rafter check below. RR3 - Cantilevered Roof Rafters (6'-9" cant.): Cee 8" x 2 1/2" x 14ga L := 18.0-ft cantilever, a:= 6.75.ft tributary, s := 32.0.in w:= (RDL + RLL)•(s) w= 80.00plf From Hip roof Rafter:P:= (RDL + RLL)•(s)•(7.5.ft) P=600.00 lbf See rafter check below. RR4 - Cantilevered Eave Rafters: Cee 8" x 2 1/2" x 14ga L := 18.0-ft cantilever, a:= 9.0-ft tributary, s 16.0.in w:= (RDL + RLL)•(s) w= 40.00 plf From HR2 Hip roof Rafter: P:= (RDL + RLL).(s).(I0-ft) P= 400.00 Ibf See rafter check below. Roof Rafter to Beam Connection: 14ga rafter clip w/(4) - #12 screws each leg Rafters are stacked on top of beams. Check connection for uplift pullout load. Member not in contact w/screw head(14ga), t2 := 0.075-in Tensile Strength, Fu2:= 65.0-ksi Screw diameter, d := 0.216-in tc:= t2 tc= 0.075 in Pnot := 0.85-tc-d•Fu2 Pnot = 0.90 kips 0 := 3.0 Allow. Pullout, Pa:= Pilot Pa = 298.351bf GF:= 4.0.33-Pa)GF= 1.59 kips Uplift:= (Pu — RDL)•(I8.0.ft)•(32.0.in) Uplift= 412.76 lbf 1996 gal Specification w/1999 Supplement 9` s Project Date: 2/14/2006 Model: RR1 -Typical Interior Bays Roof Rafters Page 1/1 C'r'zx tl N •'n <"`l "M. *•M L Y '1 n T 'ti+ 'mA xR a t 9 a 3 f,'S,"-' i « 4r-Pr 'v 3" g'.+ 6t-$° x i t t3muto• *b' 'e't"• t.'!( ' n` ' 'S 5,e_• v w team r a .. a tx , ;t:!.0 t vdRl s' Ib/fti,•a:"..3 "t r+` Gs x?d+zw. ....;4..m.;"? . ' ^w>':ra U. :.' its'u t!a 21 w T R1 R2 18.00 ft Section :Cee 8 x 2.5 x 16ga Single Maxo= 5128.1 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I= 8.24 in^4 Va =2416.7 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc)Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb in) Ft-Lb Ma(Brc) in) Ratio Center Span 3240.0 0.632 3240.0 Full 5128.1 0.632 0.777 L/278 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) in)Ib) Ft-Lb) Value Req'd ? R1 720.0 2.50 832.2 0.0 1.04 No R2 720.0 2.50 832.2 0.0 1.04 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load Ib) Ft-Lb)Factor VNa M/Ma Unstiffen Stiffen R1 720.0 0.0 1.00 0.30 0.00 0.09 NA R2 720.0 0.0 1.00 0.30 0.00 0.09 NA 1996 AISI Specification w/1999 Supplement 10`1dqq e ? Project:Date: 2/14/2006 Model: RR2 -Typical Cantilevered Roof Rafters Page 1/1 P1 Ser SC gla." %:try g r.4e *: 0 " fi- e : Writg 7r,r i y an'ol. ,k k.. ,e ' x5 ' , a, 1 i."Unlf Ld 8Q:06,-:14S.,:R -> ; . ac m;','; 'etYe r .4)- :14 s2.1 w00: teis ' } ,.".. e trunlb/ft R1 R2 4.50 ft 18.00 ft Point Loads P1 Load(lb) 400.0 X-Dist.(ft) 0.00 Section : Cee 8 x 2.5 x 16ga Single Maxo= 5128.1 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I = 8.24 in^4 Va =2416.7 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc)Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb in) Ft-Lb Ma(Brc) in) Ratio Left Cantilever 2610.0 0.509 1955.3 None 5128.1 0.381 0.023 L/4600 Center Span 2610.0 0.509 2066.6 Full 5128.1 0.403 0.409 L/529 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) in)lb) Ft-Lb) Value Req'd ? R1 1625.0 2.50 1483.8 2610.0 1.82 YES R2 575.0 2.50 832.2 0.3 0.83 No P1 400.0 2.50 832.2 0.0 0.58 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load lb) Ft-Lb)Factor V/Va M/Ma Unstiffen Stiffen R1 865.0 2610.0 1.00 0.36 0.51 0.39 NA R2 575.0 0.3 1.00 0.24 0.00 0.06 NA P1 400.4 0.0 1.00 0.17 0.00 0.03 NA 1996 AISI Specification w/1999 Supplement f al t IQ Project:Date: 2/14/2006 Model: RR3 -Cantilevere Roof Rafters (6'-9"cant.) Page 1/1 PI11 yy k , a}r ylN'k'Xyg`w tT'4 • ¢ ypuk&``I€Y T .H. tt J 7` 840rg e ..3-1.i r ` torn , 4 api *irk$"'iE* if-Lt'4A "-i'k 8 ' L--,,.' - 'W' .drum *'u +s aGxsux ".,.. ,ka=. ".»._ i a1!a . , n _. trip- Ib/ft 1 I T R1 R2 6.75 ft 16.00 ft Point Loads P1 Load(lb) 600.0 X-Dlst.(ft) 0.00 Section : Cee 8 x 2.5 x 14ga Single Maxo= 6277.4 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I= 9.60 inA4 Va =3847.7 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc)Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb in) Ft-Lb Ma(Brc) in) Ratio Left Cantilever 5872.4 0.935 4399.4 None 5919.4 0.743 1.152 L/141 Center Span 5872.4 0.935 2610.7 Full 6277.4 0.416 0.162 L/1335 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) in)Ib) Ft-Lb) Value Req'd ? R1 2186.3 2.50 2053.0 5872.4 2.21 YES R2 393.8 2.50 1193.8 0.2 0.40 No P1 600.0 2.50 1193.8 0.0 0.60 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load Ib) Ft-Lb)Factor VNa M/Ma Unstiffen Stiffen R1 1140.0 5872.4 1.00 0.30 0.94 0.96 NA R2 393.7 0.2 1.00 0.10 0.00 0.01 NA P1 600.5 0.0 1.00 0.16 0.00 0.02 NA 1996 AISI Specification w/1999 Supplement f gt e I 1 Project:Date: 2/14/2006 Model: RR4 -Cantilevered Eave Roof Rafters Page 1/1 IPI11 W v p.,9 w i 1 i 3 ,# :g i a ' 7 fi i S 4,e 14.TatT ' / 14 4 m k y 9jav.. a 4 . a1 c. +.-i. ;{{p'xG ta4' 4r Ek t it k 9':144,01 t` t,,,- r V46',,=,., 4- '''+a& Unif Ld 400m ttikwd, ,a.0 : 4''7 92/c .. ':;'V ALA raga .'x.,.,1 X4007 ' '" . ci' = ' *+5't Ib/ft 1 I I R1 R2 9.00 ft 18.00 ft Point Loads P1 Load(lb) 400.0 X-Dist.(ft) 0.00 Section : Cee 8 x 2.5 x 14ga Single Maxo = 6277.4 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I = 9.60 in^4 Va =3847.7 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc)Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb in) Ft-Lb Ma(Brc) in) Ratio Left Cantilever 5219.9 0.832 3910.6 None 5178.4 0.755 1.979 L/109 Center Span 5219.9 0.832 3130.0 Full 6277.4 0.499 0.347 L/622 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) in)Ib) Ft-Lb) Value Req'd ? R1 1410.0 2.50 2053.0 5219.9 1.66 YES R2 70.0 2.50 1193.8 0.4 0.07 No P1 400.0 2.50 1193.8 0.0 0.40 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load Ib) Ft-Lb)Factor VNa M/Ma Unstiffen Stiffen R1 760.0 5219.9 1.00 0.20 0.83 0.73 NA R2 70.0 0.4 1.00 0.02 0.00 0.00 NA P1 400.4 0.0 1.00 0.10 0.00 0.01 NA Baja Construction Co., Inc.Page 12 of37 223 Foster Street Job 88313-HR Martinez, CA 94553 Ridgstone 800)366-9600 02/14/06 Typical Roof Beams: (1) Cee 8" x 2 1/2" x 14ga Span, L:= 6.25 ft a:= 3.75 ft Dead+ Live: w:= (RDL + RLL)•(18.0•ft) w= 540.00 plf Uplift: Tributary area, A:= (18.0•ft)•(20.ft) A= 360.00 ft 2 Cq:= if(A < I00- ft2, Cq,1.3 – 0.3) Cq = 1.00 Pu := Ce-Cq•gs.1 Pu = 17.38psf Pu – RDL wel,pr = 60.91 plf – wind uplift not criticalulift18.0.ft) Reaction at ridge(see printout), R2 := 1080.Ibf Roofslope=4 on 12 –====> Diag:= I(4.in) 2 + ( 12•in) 2 Diag= 12.65in Beam axial load, Diag" compression) Pbm:= R2- Pbm = 341526Ibf 4.O in See beam check below. Beam to Column Connection: (10)-#12 screws each Cee d := 0.216in U := 3.0 Steel in contact with screw head: 14 ga Fut := 65-ksi t1 := 0.075-in Pn1 := 2.7t1d•Fu1 Pn1 = 2.84 kips Steel not in contact with screw head: 14 ga Fu2 := 65.ksi t, := 0.075.in Pn2:= 2.7.t2.d•Fu2 Pn2 = 2.84 kips For t2/t1 equal to or less than 1 o.s Pn3 := 4.2.( 1996 AISI Specification w/1999 Supplement Ft' C /3 Project:Date: 2/14/2006 Model: Typ. Roof Beam Page 1/1 ta t P " a' a r t F c a F ; T 'n- 1f " v: ? u ftx.. } r e-x * sr` h xl ZIMP a r f Ld46Qtiat: x' a'.:'. S11K2 Ail " ddovii z lb/ft I t• R1 R2 3.75 ft 6.25 ft Section : Cee 8 x 2.5 x 14ga Single Maxo= 6277.4 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I = 9.60 inA4 Va =3847.7 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc)Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb in) Ft-Lb Ma(Brc) in) Ratio Left Cantilever 3796.9 0.605 2423.9 None 6277.4 0.386 0.137 L/658 Center Span 3796.9 0.605 1339.9 None 5632.8 0.238 0.012 L/6144 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) in) Ib) Ft-Lb) Value Req'd ? R1 4320.0 2.50 2053.0 3796.9 3.13 YES R2 1080.0 2.50 1193.8 0.1 1.09 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load Ib) Ft-Lb)Factor VNa M/Ma Unstiffen Stiffen R1 2295.0 3796.9 1.00 0.60 0.60 0.72 NA R2 1080.0 0.1 1.00 0.28 0.00 0.08 NA Combined Bending and Axial Load Axial Ld Bracing(in) Max Allow Ld Intr. Span Ib) KyLy KtLt KL/r Ib) P/Pa Value Left Cantilever 0.0 (t) None None N.A.33302.1 (t) 0.00 0.60 Center Span 3415.0 (c) None None 80 13411.5 (c) 0.25 0.86 Baja Construction Co., Inc.Page 14 of 37 223 Foster Street Job#8313-HR Martinez, CA 94553 Ridgstone 800) 366-9600 02/14/06 Collar Ties: Cce 4" x 2 1/2" x 16ga Beam reaction at ridge, R2 = 1080.00 Ibf Rx:= R2 12in) Rx = 3.240 kips 4in See collar tie check below. Ties are in tension. Collar Tie Connection: (8)-#12 screws each end d := 0.216in 4 := 3.0 Steel in contact with screw head: 16 ea Ft'i := 65 ksi ti := 0.059-in Pnz := 2.7t1.d•Fut Pnz = 2.24 kips Steel not in contact with screw head: 14 ea Fu, := 65ksi t2:= .075.in Pn2 := 2.7.t2d•Fu2 Pn2 = 2.84 kips For t2/ti equal to or less than 1 0.5 Pn3 := 4.2.( 1996 AISI Specification w11999 Supplement fa, a If Project:Date: 2/14/2006 Model: Collar Tie Page 1/1 t t 12.50 ft Section : Cee 4 x 2.5 x 16ga Single Maxo= 2009.1 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I = 1.64 inA4 Va=4061.0 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc)Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb in) Ft-Lb Ma(Brc) in) Ratio Center Span 0.0 0.000 0.0 None 976.2 0.000 0.000 L/6144 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) in) Ib) Ft-Lb) Value Req'd ? R1 0.0 2.50 965.8 0.0 0.00 No R2 0.0 2.50 965.8 0.0 0.00 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load Ib) Ft-Lb)Factor VNa M/Ma Unstiffen Stiffen R1 0.0 0.0 1.00 0.00 0.00 0.00 NA R2 0.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bending and Axial Load Axial Ld Bracing (in) Max Allow Ld Intr. Span Ib) KyLy KtLt KUr Ib) P/Pa Value Center Span 3240.0 (t)None None N.A.20736.4 (t)0.16 0.16 Baja Construction Co., Inc.Page 16 of 37 223 Foster Street Job#8313-HR Martinez, CA 94553 Ridgstone 800) 366-9600 02/14/06 Column Loads: Dead Load+Live Load Dead load on column, wdl :_ (RDL)•(18.0•ft) wdl =252.00 plf Pdl := (wdl)•(10.0-ft) Pdl = 2.520 kips Live load on column, wll :_ (RLL) (I8.0.ft) wll = 283.00plf PII := (w11).(10.0.ft) PII =2.880 kips Max. column load, Amax := (RDL + RLL)•(I8.0.ft)•(I0.0-ft) Pmax = 5.400 kips Moment to Column: Mcol := 0.0•ft•kips Wind Load: Ce= 1.06 qs = 16.40psf 1 = 1.00 Unenclosed structure, Cq := 1.3 Wind pressure, Pu:= Ce-Cgygs-1 Pu = 22.60 psf Fw:= (Pu)•(4.0.f0•(18.0-ft) Fw= 1.63 kips Supported by(2)columns Mwind := 0.50 Fw.(9.5 ft) Mwind = 7.729ft kips Seismic: 1 := 1.0 R := 2.2 Na:= 1.5 Ca:= 0.44.Na Ca= 0.660 W:= RDL-(18.0-ft)-(20.0-ft) W = 5040.00 Ibf 2.5CaI Vs:= W) Vs= 2.70 kips 1.4•R Supported by(2)columns Mseis:= 0.50.Vs-(9.5-ft) Mseis = 12.825 ft-kips Baja Construction Co., Inc.Page 17 of37 223 Foster Street Job#8313-HR Martinez, CA 94553 Ridgstone 800) 366-9600 02/14/06 Columns, cons: (2) Cee 8" x 2 1/2" x 14 Ga Boxed Allowable Axial Stress: Fy:= 55.0 ksi E := 29500 ksi Ky:= 2 Ly:= 9.5.ft r := I.9920.in Kx:= 2 Lx:= 9.5.k rx:= 3.0812.in Ky Ly 2 = 13100.60 K Lx\ 2 = 5475.58 rY rx , n2E Fe:= Fe= 22.22 ksi Ky•Ly\2 Kx•Lx\2 max rY rx Fn if Fe> 0.5.Fy,Fy (1 – —Fy J,Fe] Fn =22.22ksi 4 Fe Ae:= 2.0223. in2 52c:= 1.80 Pn := Ae Fn Pn = 44.94 kips Pn Pa:= — Pa = 24.97 kips S2c Combined Loading-Dead Load+Live Load S2b := 1.67 Ix := 19.1997• in4 Sx := 4.5745. in3 E = 29500.00 ksi Cmx:= 1 n E Ix Mnx:= Sx•Fy Mnx = 20.97&kips Pex := Pex = 34.23 kips Kx•Lx) S2c(Pmax) ax:= I – ax= 0.72 Pex Qc•(Pmax) 0b•Cmx.Mco1 022 O.K. Pn Mnx ax Combined Loading- Dead Load+ Wind Load(or seismic) Qc (Pdl) ax:= I – ax = 0.87 Pex Oc•(Pdl) + Qb•Cmx.max(Mwind,Mseis) – 128 < 1,33 O.K. Pn Mnx ax Baja Construction Co., Inc.Page 18 of37 223 Foster Street Job#8313-HR Martinez, CA 94553 Ridgstone 800) 366-9600 02/14/06 Pier Footing: 241x 5'-6" deep Caisson Max. Moment, Mmax := max(Mco1,0.75Mwind,0.75-Mseis) Mmax = 9.62 ft-kips Mmax Equivalent Point Load, p:=P= 1.01 kips 9.5-ft Allowable lateral bearing pressure S,:_ 200 psf ft Applied lateral force P = 1.01 kips Distance- P to ground h 9.5.ft Pole diameter(or diagonal) b := 24.0-in Pole embedment depth D:= 5.5.ft Structure is not adversely affected by 1/2"ground motion – use twice value of Sa Si := 2'Sa'— D SI = 733.33 psf 3 2.34-P A:=A = 1.62 ft S1-b A 4.36.h d := I + + d = 4.98 ft 2 A Check Vertical Loads: Allow. Skin Friction Ff 2000 psf Ff = 333.33 psf 6 Pier Diameter Pier Capacity Cap := rz O•Ff Cap = 2094.40 p1f Max. Vertical Load Pmax = 5.40 kips Dreqd:= — Pmax Required Depth Dreqd = 2.58 ft – O.K. Cap Check Uplift Ce= 1.06 Cq := 0.70 qs = 16.40psf I= 1.00 Pu := Ce-Cq-qs•l Pu = 12.17psf Uplift:= (Pu – RDL)•(18.0-ft)•(I0.0-ft) Uplift = -0.33 kips NO UPLIFT Rev: 58 G II 0001 General Footing Analysis & Design Ili Description Alternate Spread Footing General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 2,000.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 5.000 ft Seismic Zone 4 Length along Y-Y Axis 5.000 ft Footing Thickness 24.00 in Live&Short NOT Combined Col Dim.Along X-X Axis 8.00 in fc 2,500.0 psi Col Dim.Along Y-Y Axis 5.00 in Fy 40,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Min Steel% 0.0014 Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.50 in I Loads Applied Vertical Load... Dead Load 1520 k ecc along X-X Axis 0.000 in Live Load 2.880 k ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... pressures @ left& right) pressures @ top& bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term 12.830 k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... pressures @ left& right) pressures @ top&bot) Dead Load k k Live Load k k Short Term k k iSummary 0 Caution: X(shortlecc>Widt 5.00ft x 5.00ft Footing, 24.0in Thick, w/Column Support 8.00 x 5.00in x 0.0in high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 506.0 1,097.6 psf Max Mu 1.965 k-ft per ft Allowable 2,000.0 2,660.0 psf Required Steel Area 0.518 in2 per ft X'Ecc, of Resultant 0.000 in 15.758 in Y'Ecc,of Resultant 0.000 in 0.000 in Shear Stresses....Vu Vn • Phi 1-Way 2.065 85.000 psi X-X Min. Stability Ratio No Overturning 1.500 :1 2-Way 3.072 170.000 psi Y-Y Min. Stability Ratio 1.906 Footing Design i Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn •Phi Two-Way Shear 3.07 psi 1.48 psi 0.95 psi 170.00 psi One-Way Shears... Vu @ Left 0.68 psi 2.07 psi 1.33 psi 85.00 psi Vu @ Right 0.68 psi 0.76 psi 0.49 psi 85.00 psi Vu @ Top 0.83 psi 0.36 psi 0.23 psi 85.00 psi Vu @ Bottom 0.83 psi 0.36 psi 0.23 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Req'd Mu © Left 0.79 k-ft 0.93 k-ft 0.60 k-ft 2.5 psi 0.52 in2 per ft Mu @ Right 0.79 k-ft 1.96 k-ft 1.26 k-ft 5.2 psi 0.52 in2 per ft Mu @ Top 0.88 k-ft 0.37 k-ft 0.24 k-ft 2.3 psi 0.52 in2 per ft Mu @ Bottom 0.88 k-ft 0.37 k-ft 0.24 k-ft 2.3 psi 0.52 in2 per ft r., , yo Rev. 59000' General Footing Analysis & Design Description Alternate Spread Footing Soil Pressure Summary I Service Load Soil Pressures Left . V Right s, Top Bottom DL+LL 506.00 506.00 506.00 506.00 psf DL+ LL+ST 0.00 1,097.63 390.80 390.80 psf Factored Load Soil Pressures ACI Eq. C-1 742.96 742.96 742.96 742.96 psf ACI Eq. C-2 0.00 1,536.69 547.12 547.12 psf ACI Eq. C-3 0.00 987.87 351.72 351.72 psf ACI Factors (Per ACI 318-02, applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add 1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 seismic= ST": 1.100 Used in ACI C-2&C-3 Baja Construction Co., Inc.Page 21 of 37 223 Foster Street Job#8313-HR Martinez, CA 94553 Ridgstone 800) 366-9600 02/14/06 RR5 - Handicap Bay Roof Rafters: Cee 8" x 2 1/2" x 14ga L:= 23.0-ft cantilever, a := 0.0-ft tributary, s:= 32.0-in w:= (RDL + RLL)-(s) w= 80.00plf See rafter check below. Roof Rafter to Beam Connection: 14ga rafter clip w/ (4) - #12 screws each leg Rafters are stacked on top of beams. Check connection for uplift pullout load. Member not in contact w/screw head (l4ga), t2;= 0.025.in Tensile Strength, Fu2 65.0-ksi Screw diameter, d 0.216-in tc:= t2 tc= 0.075in Pnot 0.85-tc-d•Fu2 Pnot= 0.90 kips Q := 3.0 Allow. Pullout, Pa:= Pnot Pa = 298.35 lbf GF:= 4-(1.33-Pa)GF= 1.59 kips Purlin uplift load, Pu := 22.60-psf Uplift:= (Pu — RDL)-(23.0-ft)-(32.0-in) Uplift = 527.47 lbf 1996 AISI Specification w/1999 Supplement fl` l/fr Project:Date: 2/14/2006 Model: RR5 - Handicap Bay Roof Rafters Page 1/1 pp 1 g r t}y,p yy i( tI rre i p ik p e"" n aY fi -y2 lgem 4 I D k U^*' Y a1"2 = 4yyi9s 2 .4i1 4`L}.`flg ftAt'p'Y 1"r {Y A""}Y 1i. altir- L 't v i4. 111 I21 EOo 1 1 a lb Y;"Ef' h.!la Ibin Ld sr.vs x=. T 1 R1 R2 23.00 ft Section : Cee 8 x 2.5 x 14ga Single Maxo= 6277.4 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I = 9.60 inA4 Va =3847.7 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc)Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb in) Ft-Lb Ma(Brc) in) Ratio Center Span 5289.9 0.843 5289.9 Full 6277.4 0.843 1.779 L/155 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) in)Ib) Ft-Lb) Value Req'd ? R1 920.0 2.50 1193.8 0.0 0.92 No R2 920.0 2.50 1193.8 0.1 0.92 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load Ib) Ft-Lb)Factor V/Va M/Ma Unstiffen Stiffen R1 920.0 0.0 1.00 0.24 0.00 0.06 NA R2 920.0 0.1 1.00 0.24 0.00 0.06 NA Baja Construction Co., Inc.Page 23 of37 223 Foster Street Job#8313-HR Martinez, CA 94553 Ridgstone 800) 366-9600 02/14/06 Handicap Bay Roof Beams: (1) Cee 8" x 2 1/2" x l2ga Beam tributary =half handicap bay+ 1/2 standard bay Span, L := 6.25 ft a := 3.75 ft Dead +Live: w:= (RDL + RLL)•(20.5•ft) w= 615.00 plf Uplift: Tributary area, A:= (20.5•ft)•(20•ft) A = 410.00 ft 2 Cq := if(A < 100. ft2, Cq, 1.3 - 0.3) Cq = 1.00 Pu := Ce•Cq•qs•I Pu = 1738 psf w' uplirt (Pu – RDL).(22.5.ft) wupliftt= 76.14plf – wind uplift not critical Reaction at ridge(see printout), R2 := 1230.Ibf Roof slope=4 on 12 =___> Diag:= J(4•in) 2 + ( 12-in) 2' Diag = 12.65 in Beam axial load, Diag " compression) Pbm:= R2 Pbm =3889.60 Ibf 4.O ink See beam check below. Beam to Column Connection: (10)-#12 screws each Cee d := 0.216in 4 := 3.0 Steel in contact with screw head: 14 ga Fit] := 65•ksi t1 := 0.075•in Pal := 2.7•t1•d•Fu1 Pni = 2.84 kips Steel not in contact with screw head: 14 ga Fu2:= 65•ksi t2:= 0.075.in Pn2 := 2.7 t2 d•Fu2 Pn, = 2.84 kips For t2/t equal to or less than I 0.5 Pn3 := 4.2 t2 d Fu2 Pn3 =2.61 kips Allow Shear per screw t, Pn := if — _< 1 ,min(Pnl,Pn2,Pn3),min(Pni,Pn2) t] Pn Pn = 2.61 kips =___>Pa:_ — Pa= 0.87 kips f2 GE:= I0.0.(Pa) GF = 8.69 kips Max. Beam Reaction =4920Ibf – O.K. 1996 AISI Specification w/1999 Supplement cal e z4 Project:Date: 2/14/2006 Model: Handicap Bay Roof Beam Page 1/1 g -t°!6 i r f rr ,$ gg R n m yf'`ri r p ' E f4-` .: _ S ,' i,, u¢ ' ' ' 4, w,, . r r'„ -, 4,-, . g',', ', r G6150i.-,,'` - :; #',ma+ ::- S. = # fJe A p at z, s' Unif Ld vs .,$: m,.,It. ..,u,,..e:a.,.u h. i..frrva" .i ' ` 4t'iv 1>5'' i "?^`k ..' Au .'`E,'°',ij Ib/ft R1 R2 3.75 ft 6.25 ft Section : Cee 8 x 2.5 x 14ga Single Maxo= 6277.4 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I = 9.60 in^4 Va =3847.7 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc)Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb in) Ft-Lb Ma(Brc) in) Ratio Left Cantilever 4324.2 0.689 2760.6 None 6277.4 0.440 0.156 . L/578 Center Span 4324.2 0.689 1526.0 None 5632.8 0.271 0.014 L/5394 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) in)Ib) Ft-Lb) Value Req'd ? R1 4920.0 2.50 2053.0 4324.2 3.56 YES R2 1230.0 2.50 1193.8 0.0 1.24 YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load Ib) Ft-Lb)Factor V/Va M/Ma Unstiffen Stiffen R1 2613.7 4324.2 1.00 0.68 0.69 0.94 NA R2 1230.0 0.0 1.00 0.32 0.00 0.10 NA Combined Bending and Axial Load Axial Ld Bracing (in) Max Allow Ld Intr. Span Ib) KyLy KtLt KL/r 1b) P/Pa Value Left Cantilever 0.0(t) None None N .33302.1 (t) 0.00 0.69 Center Span 3890.0 (c) None None 80 13411.5 (c) 0.29 0.98 Baja Construction Co., Inc.Page 25 of 37 223 Foster Street Job#8313-HR Martinez, CA 94553 Ridgstone 800) 366-9600 02/14/06 Handicap Bay Collar Ties: Cee 4" x 2 1/2" x 16ga Beam reaction at ridge, R2 = 1230.00 lbf Rx:= R2-( Thin) Rx = 3.690 kips 4in See collar tie check below. Ties are in tension. Collar Tie Connection: (8)-#12 screws each end d := 0.216.in S2 := 3.0 Steel in contact with screw head: 16 ga Fu1 := 65-ksi t1 := 0.059.in Pni := 2.7 t1.d•Fu1 Pn1 = 2.24 kips Steel not in contact with screw head: 14 ga Fu2 65.ksi t2:_ .075.in Pn2 := 2.7t2.d•Fu2 Pn2 = 2.84 kips For t2/t 1 equal to or less than 1 os Pn3 := 4.2.( t23. d) .Fu2 Pn3 = 2.61 kips Allow Shear per screw t2 Pn := if — < I ,min(Pni,Pn2,Pn3),min(Pnl,Pn2) t1 Pn Pn = 2.24 kips =___>Pa:= — Pa = 0.75 kips GF:= 8.0 (Pa) GF= 5.96 kips — O.K. 1996 AISI Specification w/1999 Supplement C 74• Project:Date: 2/14/2006 Model: Collar Tie Page 1/1 T R1 R2 12.50 ft Section : Cee 4 x 2.5 x 16ga Single Maxo = 2009.1 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I= 1.64 in04 Va =4061.0 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc)Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb in) Ft-Lb Ma(Brc) in) Ratio Center Span 0.0 0.000 0.0 None 976.2 0.000 0.000 L/7897 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) in) Ib) Ft-Lb) Value Req'd ? R1 0.0 2.50 965.8 0.0 0.00 No R2 0.0 2.50 965.8 0.0 0.00 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load Ib) Ft-Lb)Factor V/Va M/Ma Unstiffen Stiffen R1 0.0 0.0 1.00 0.00 0.00 0.00 NA R2 0.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bending and Axial Load Axial Ld Bracing (in) Max Allow Ld Intr. Span Ib) KyLy KtLt KL/r Ib) P/Pa Value Center Span 3690.0 (t)None None N.A.20736.4 (t)0.18 0.18 Baja Construction Co., Inc. Page 27 of37 223 Foster Street Job#8313-FIR Martinez, CA 94553 Ridgstone 800) 366-9600 02/14/06 Handicap Bay Column Loads: Dead Load+ Live Load Dead load on column, wdl := (RDL)•(20.5•ft) wdl = 287.00plf Pdl := (wdl) (I0.0 ft) Pdl = 2.870 kips Live load on column, wit :_ (RLL)•(205 ft) wIl = 328.00 plf PII := (w11)•(10.0.1t) PII = 3.280 kips Max. column load, Pmax := (RDL + RLL)•(20.5 ft)•(10.0 ft) Pmax = 6.150 kips Moment to Column: Mcol := 0.0 ft kips Wind Load: Ce= 1.06 qs = 16.40 psf I = 1.00 Unenclosed structure, Cq := 1.3 Wind pressure, Pu := Ce.Cq•gs•l Pu = 22.60 psf Fw:= (Pu) (4.0 ft) (20.5•ft) Fw= 1.85 kips Supported by(2)columns Mwind := 0.50•Fw(9.5 ft) Mwind = 8.802 ft kips Seismic: 1 := 1.0 R := 2.2 Na:= 1.5 Ca:= 0.44Na Ca= 0.660 W RDL•(20.5-ft)•(20.0.ft) W = 5740.001bf 2.5.Ca.1 Vs:= W) Vs= 3.07 kips 1.4.R Supported by(2)columns Mseis:= 0.50.Vs.(9.5.ft) Mseis = 14.606 ft•kips Baja Construction Co., Inc.Page 28 of 37 223 Foster Street Job#8313-FIR Martinez, CA 94553 Ridgstone 800) 366-9600 02/14/06 Handicap Bay Columns, coin: (2) Cee 8" x 2 1/2" x 12 Ga Boxed Allowable Axial Stress: Fy:= 55.0•ksi E 29500 ksi Ky := 2 Ly:= 9.5.ft ry:= 1.9830-in Kx := 2 Lx:= 9.5 ft rx:= 3.061 9 in rK •Ly z= 13219.78 ( Kx•Lx)Z 5544.82 r x 7i 2 E Fe:= Fe = 22.02 ksi Ky•Ly\2 'Kx•Lx 2 max r, rx Fn := if Fe > 0.5-Fy,Fy- I – Fy , Fe Fn = 22.02 ksi 4-Fe Ae:= 2.9978.in" 4c := 1.80 . Pn := Ae-Fn Pn = 66.02 kips Pn Pa:= — Pa = 36.68 kips Dc Combined Loading-Dead Load+Live Load 1.67 Ix := 28.1058• in4 Sx := 7.0265- in3 E = 29500.00 ksi Cmx:= I n•E lx Mnx:= Sx•Fy Mug(= 32.20 ft-kips Pex Pex = 50.11 kips Kx•Lx)2 4 •(Pmax) ax:= I – ax= 0.78 Pex ac-(Pmax) + Ob-Cmx-h•Icol = 0.17 O.K. Pn Mnx-ax Combined Loading-Dead Load+Wind Load(or seismic) Oc•(Pdl) ax:= I – ax= 0.90 Pex 4 •(Pd1) + Ob-Cmx•max(Mwind,Mseis) = 0.92 1.33 O.K. Pn Mnx-ax Baja Construction Co., Inc.Page 29 of37 223 Foster Street Job 48313-1 IR Martinez, CA 94553 Ridgstone 800) 366-9600 02/14/06 Handicap Bay Pier Footing: 24")x 5'-9" deep Caisson Max. Moment, Mmax := max(Mco1,0.75Mwind,0.75.Mseis) Mmax = 10.95 ft•kips Equivalent Point Load, p:= Mmax 9.5.ft P= 1.15 kips Allowable lateral bearing pressure S := 200. psf ft Applied lateral force P= 1.15 kips Distance- P to ground h := 9.5.ft Pole diameter(or diagonal) b := 24.O-in Pole embedment depth ID:= 5.75•ft Structure is not adversely affected by 1/2"ground motion — use twice value of Sa Si := 2 Sa D Si = 766.67 psf 3 2.34.P Al—A = 1.76 ft Si.b I l d := Z•I i. I + J1 + 4.Ah) d = 5.24ft Check Vertical Loads: 2000 psf Allow. Skin Friction Ft := FT = 333.33 psf 6 Pier Diameter b r:= 0.5.6 Pier Capacity Cap := ft•6•Ff Cap = 2094.40 plf Max. Vertical Load Pmax = 6.15 kips Pmax Required Depth Dreqd:= Dreqd=2.94 ft — O.K. Cap Check Uplift Ce= 1.06 Cq:= 0.70 qs = 16.40 psf I = 1.00 Pu := CeCggsl Pu = 12.17psf Uplift:= (Pu — RDL)•(20S•ft){10.0.11) Uplift= —0.38 kips NO UPLIFT LR e_ 580001 General Footing Analysis & Design Description Handicap Bay Alternate Spread Footing General Information Code Ref:ACI 318-02, 1997 UBC, 2003 IBC,2003 NFPA 5000 L Allowable Soil Bearing 2,000.0 psf Dimensions... Short TermTerm Increase 1.330 Width along X-X Axis 5.000 ft Seismic Zone 4 Length along Y-Y Axis 5.000 ft Footing Thickness 24.00 in Live&Short NOT Combined Col Dim.Along X-X Axis 8.00 in fc 2,500.0 psi Col Dim.Along Y-Y Axis 5.00 in Fy 40,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Min Steel°/ Overburden Weight 0.00 psf 0 00 50gRebarCenterToEdgeDistance3.50 in Loads Applied Vertical Load... Dead Load 2.870 k ecc along X-X Axis 0.000 in • Live Load 3.280 k ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... pressures @ left&right) pressures @ top&bat) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term 14.610 k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... pressures @ left&right) pressures @ top&bot) Dead Load k k Live Load k k Short Term k k Summary Caution: X(shortlecc>Widt 5.00ft x 5.00ft Footing, 24.0in Thick, w/ Column Support 8.00 x 5.00in x 0.0in high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 536.0 1,277.4 psf Max Mu 2.344 k-ft per ft Allowable 2,000.0 2,660.0 psf Required Steel Area 0.518 in2 per ft X'Ecc, of Resultant 0.000 in 17.324 in Shear Stresses....Vu Vn*Phi Y'Ecc, of Resultant 0.000 in 0.000 in 1-Way 2.505 85.000 psi X-X Min. Stability Ratio No Overturning 1.500 :1 2-Way 3.498 170.000 psi Y-Y Min. Stability Ratio 1.734 Footing Design jx,., Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn*Phi Two-Way Shear 3.50 psi 1.86 psi 1.20 psi 170.00 psi One-Way Shears... Vu @ Left 0.77 psi 2.51 psi 1.61 psi 85.00 psi Vu @ Right 0.77 psi 0.76 psi 0.49 psi 85.00 psi Vu @ Top 0.95 psi 0.41 psi 0.26 psi 85.00 psi Vu @ Bottom 0.95 psi 0.41 psi 0.26 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Rend Mu @ Left 0.90 k-ft 0.95 k-ft 0.61 k-ft 2.5 psi 0.52 in2 per ft Mu @ Right 0.90 k-ft 2.34 k-ft 1.51 k-ft 6.2 psi 0.52 in2 per ft Mu @ Top 1.01 k-ft 0.42 k-ft 0.27 k-ft 2.7 psi 0.52 in2 per ft Mu @ Bottom 1.01 k-ft 0.42 k-ft 0.27 k-ft 2.7 psi 0.52 in2 per ft General Footing Analysis & Des Rev: 580001 ign iv_G 3 eslgn ftiY.dS1++L« W.frvb+W'b'.Jtfr +'MXn rrrwM..w>.p'vtiia msw w^.ama*M'rvngb YS.'.' ''yµe.'.oa4mu.. .urawn..i:.M......» awn u.vti--w«urouvw:.aw«ry rtr.v.... ....... iin«....,.w.vN,+w-.:.v..+.M-:"m Description Handicap Bay Alternate Spread Footing Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL+ LL 536.00 536.00 536.00 536.00 psf DL+ LL+ST 0.00 1,277.39 404.80 404.80 psf Factored Load Soil Pressures ACI Eq.C-1 789.76 789.76 789.76 789.76 psf .ACI Eq.C-2 0.00 1,788.34 566.72 566.72 psf ACI Eq.C-3 0.00 1,149.65 364.32 364.32 psf ACI Factors (per ACI 318-02, applied internally to entered loads) i ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I '1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add'!"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 seismic= ST* : 1.100 Used in ACI C-2&C-3 1996 AISI Specification w/1999 Supplement DATE: 2/14/2006 L 3?i SECTION DESIGNATION: Cee 4 x 2.5 x 16ga Single C Stud INPUT PROPERTIES: Web Height= 4.0000 in Steel Thickness = 0.0600 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber(Ycg) 2.0962 in Moment of Inertia for Deflection (Ixx) 1.6356 in^4 Section Modulus (Sxx) 0.7320 in^ 3 Allowable Bending Moment (Ma) 2009.07 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 2.0000 in Moment of Inertia (Ixx) 1.6443 in^4 Cross Sectional Area (A) 0.6296 in^2 Radius of Gyration (Rx) 1.6160 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 1.0175 in Gross Moment of Inertia (lyy) 0.6115 in^4 Radius of Gyration (Ry) 0.9855 in Other Section Property Data Member Weight per Foot of Length 2.1425 lb/ft Allowable Shear Force In Web (Unpunched)4060.96 lb Pao for use in Interaction Equation C5-2 14620 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) 2.4468 in St. Venant torsion Constant (J x 1000) 0.7556.in^4 Warping Constant (Cw) 3.0782 in^6 Radii of Gyration (Ro) 3.0934 in Torsional Flexural Constant (Beta) 0.3744 1996 AISI Specification w/1999 Supplement DATE: 2/14/2006 40 C 3 3 SECTION DESIGNATION: Cee 8 x 2.5 x 16ga Single C Stud INPUT PROPERTIES: Web Height= 8.0000 in Steel Thickness = 0.0600 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy= 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber(Ycg) 4.1603 in Moment of Inertia for Deflection (Ixx) 8.2386 in^4 Section Modulus (Sxx) 1.8685 in^ 3 Allowable Bending Moment(Ma) 5128.15 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber(Ycg) 4.0000 in Moment of Inertia (Ixx) 8.2855 in^4 Cross Sectional Area (A) 0.8696 in^2 Radius of Gyration (Rx) 3.0867 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.7450 in Gross Moment of Inertia (lyy) 0.7809 in^4 Radius of Gyration (Ry) 0.9476 in Other Section Property Data Member Weight per Foot of Length 2.9592 lb/ft Allowable Shear Force In Web (Unpunched)2416.71 lb Pao for use in Interaction Equation C5-2 15027 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) 1.9240 in St. Venant torsion Constant (J x 1000) 1.0436 inA4 Warping Constant(Cw) 11.0705 in^6 Radii of Gyration (Ro) 3.7586 in Torsional Flexural Constant(Beta) 0.7380 1996 AISI Specification w/1999 Supplement DATE: 2/14/2006 to Rq e 5f SECTION DESIGNATION: Cee 8 x 2.5 x 14ga Single C Stud INPUT PROPERTIES: Web Height = 8.0000 in Steel Thickness = 0.0700 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber(Ycg) 4.0739 in Moment of Inertia for Deflection (Ixx) 9.5998 in^4 Section Modulus (Sxx) 2.2873 in^ 3 Allowable Bending Moment(Ma) 6277.44 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 4.0000 in Moment of Inertia (Ixx) 9.5998 in^4 Cross Sectional Area (A) 1.0112 in^2 Radius of Gyration (Rx) 3.0812 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.7453 in Gross Moment of Inertia (lyy) 0.8990 in^4 Radius of Gyration (Ry) 0.9429 in Other Section Property Data Member Weight per Foot of Length 3.4408 lb/ft Allowable Shear Force In Web (Unpunched)3847.73 lb Pao for use in Interaction Equation C5-2 19421 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) 1.9143 in St. Venant torsion Constant (J x 1000) 1.6516 in^4 Warping Constant (Cw) 12.7103 inA6 Radii of Gyration (Ro) 3.7480 in Torsional Flexural Constant (Beta) 0.7391 1996 AISI Specification w/1999 Supplement DATE: 2/14/2006 aq C 3 S SECTION DESIGNATION: Cee 8 x 2.5 x 12ga Single C Stud INPUT PROPERTIES: Web Height = 8.0000 in Steel Thickness = 0.1050 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber(Ycg) 4.0000 in Moment of Inertia for Deflection (Ixx) 14.0529 in^4 Section Modulus (Sxx) 3.5132 in^ 3 Allowable Bending Moment (Ma) 9642.10 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber(Ycg) 4.0000 in Moment of Inertia (Ixx) 14.0529 inA4 Cross Sectional Area (A) 1.4989 in^2 Radius of Gyration (Rx) 3.0619 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.7467 in Gross Moment of Inertia (lyy) 1.2864 in^4 Radius of Gyration (Ry) 0.9264 in Other Section Property Data Member Weight per Foot of Length 5.1004 lb/ft Allowable Shear Force In Web (Unpunched) 12436.70 lb Pao for use in Interaction Equation C5-2 34441 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) 1.8803 in St. Venant torsion Constant (J x 1000) 5.5085 in^4 Warping Constant (Cw) 18.0172 in^6 Radii of Gyration (Ro) 3.7107 in Torsional Flexural Constant (Beta) 0.7432 1996 AISI Specification w/1999 Supplement DATE: 2/14/2006 nA L 3 L SECTION DESIGNATION: Cee 8x2.5x14ga (2) Boxed C Stud INPUT PROPERTIES: Web Height = 8.0000 in Steel Thickness = 0.0700 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange= 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber(Ycg) 4.0739 in Moment of Inertia for Deflection (Ixx) 19.1997 in^4 Section Modulus (Sxx) 4.5745 in^ 3 Allowable Bending Moment (Ma) 12554.86 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 4.0000 in Moment of Inertia (Ixx) 19.1997 in"4 Cross Sectional Area (A) 2.0223 in^2 Radius of Gyration (Rx) 3.0812 in Section Properties, Weak Axis Gross Moment of Inertia (lyy) 8.0245 in^4 Radius of Gyration (Ry) 1.9920 in Other Section Property Data Member Weight per Foot of Length 6.8816 lb/ft Allowable Shear Force In Web (Unpunched)7695.46 lb Pao for use in Interaction Equation C5-2 38842 lb 1996 AISI Specification w/1999 Supplement DATE: 2/14/2006 t5 3 ?- SECTION DESIGNATION: Cee 8x2.5x12ga (2) Boxed C Stud INPUT PROPERTIES_: Web Height= 8.0000 in Steel Thickness = 0.1050 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber(Ycg) 4.0000 in Moment of Inertia for Deflection (Ixx) 28.1058 in^4 Section Modulus (Sxx) 7.0265 in^ 3 Allowable Bending Moment (Ma) 19284.20 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 4.0000 in Moment of Inertia (Ixx) 28.1058 in^4 Cross Sectional Area (A) 2.9978 in^2 Radius of Gyration (Rx) 3.0619 in Section Properties, Weak Axis Gross Moment of Inertia (lyy) 11.7884 in^4 Radius of Gyration (Ry) 1.9830 in Other Section Property Data Member Weight per Foot of Length 10.2009 lb/ft Allowable Shear Force In Web (Unpunched) 24873.39 lb Pao for use in Interaction Equation C5-2 68881 lb Baja Construction Co., Inc. Page I of IS 223 Foster Street Job#8313-DP Martinez, CA 94553 Ridgestone 800) 366-9600 02/14/06 9' -0" x 20'-0" Double Post Carports Ridgestone at Ramsgate 39415 Ardenwood Way, Lake ElsinoY A r OF LAKE ELSINOR for: Fairfield Development BUILDING DIVISION Design Criteria: PERMIT #- j/ r Roof Live Load(slope 1/4 on 12) ALL:= 20.0 psf Basic Wind Speed(mph) Wind = 80 qs = 16.40p 1t. jai -+ %, 7.,. Wind Exposure Exp = C Ce= 1.06 t °P Seismic Zone Zone = 4 Z = 0.40 rr Soil Profile Soil=Sd u Importance Factor I:= 1 Allowable Stresses Roof and wall sheeting ASTM A924 Grade 80 Fyshig:= 80.0-ksi Fbshig:= 36.0•ksi Frames,purlins and girts ASTM A607 Grade 55 Fy:= 55.0•ksi Fb:= 33.0•ksi Allowable Soil Bearing Pressure ASBP:= 2000.psf Concrete fc:= 2500.psi at 28 days Q t)E$Si'®!t'Q( . Reinforcements ASTM A615, Grade 40 Baja Construction Co., Inc. Page 2 of 18 223 Foster Street Job 08313-DP Martinez, CA 94553 Ridgestone 800)366-9600 02/14/06 Roof Sheeting: 29ga AEP "X-Span" (Alta -Rib) panels L:= II.O.ft cantilever, a:= 4.5-ft tributary, s 1.O.ft w:= (RLL + 0.74.psf)-(s) w = 20.74 plf Spos:= 0.1029• in3 Sneg 0.0868 in3 M :_ (0.125-w. L2) - ( 0.5.w. a2) M = 103.70 ft-lbf fb := M fb = 12.09 ksi Spos Mcant:= 0.5.w. a3 Mcant=209.99 R Ibf fb :_ Mcant 29.03 ksi Sneg Uplift: Ce= 1.06 qs = 16.40 psf 1= 1.00 Unenclosed structure, Cq:= 1.3 Pu:= Ce.Cq•gs•1 Pu = 22.60psf uplift:= (Pu - 0.74-psf)-(s) uplift = 21.86 plf Mluplin 0.125•(wupGft)• L3 - 0.5.(wuphn)• a2 M1uplift = 1311.55 imlbf at cantilever: M2uplift:= 0.5.(wupiin)- a2 M2u1,i111= 2655.89 in.lbf max(Ml uplift,M2uplift) 3 Req'd. Section Modulus, Sxregd= Sxregd = 0.0555 in 3 panel adequate 1.33•Fbshtg Connection to Purlins: #l2 SD screws w/5/8".dome washer every flute(9.0" o.c.) Member in contact w/screw head(29ga), tl := 0,0139.in Tensile Strength, Ful := 82.0-ksi Screwhead diameter, d := 0.312.in dw := if(d < 0.50-in,d,0.50.in)dw = 0.31 in Pnov := 1.511 dw•Fut Pnov = 0.53 kips Allow. Pullover, Pnov 4 := 3.0 Pa:_ Pa = 177.81 lbf wu := (Pu - 0.74-psf)•(0.5-L + a) wu = 218.59 plf spacing, 1.3' Pa Max. screw s p g, Spacing:= Spacing = 12.98 in wu Actual screw spacing 9.0 in - O.K. Baja Construction Co., Inc. Page 3 of 18 223 Foster Street Job 48313-DP Martinez, CA 94553 Ridgestone 800) 366-9600 02/14/06 Roof Purlins: Cee 10" x 2 1/2" x 14ga L 18.0.ft cantilever, a:= 9.0•ft tributary, s := I0.0.ft Roof tributary area, A:= (L + a)•s A = 270.00 ft2 RLL:= if(A < 200. ft2, 20.0.psf,16.0,psf) ALL = 16.00psf w:_ (RDL + RLL).s w= 180.00 plf Uplift: Cq:= if( Ac1004ft2, Cq,1.3-0.30 Cq= 1.00 Pu := Ce.Cq•gs•l Pu = 17.38psf wu :_ (Pu - RDL)•s wu = 153.84 plf See purlin analysis below. Purlin to Column Connection: (8)-#12 screws d := 0.216.in S2 := 3.0 Steel in contact with screw head: 14 as Fu1 := 65.ksi t1 := 0.075iin Pn1 := 2.7•t1-d•Fut Pn1 = 2.84 kips Steel not in contact with screw head: I4ga Fu2 := 65 ksi t2 := 0.075.in Pn2 := 2.7.t2.d.Fu2 Pn2 = 2.84 kips For t2/t1 equal to or less than I os Pn3 ;= 4.2.( rvt. e `F 1996 AISI Specification w/1999 Supplement Project:Date: 2/14/2006 Model: Purlins - D + L Page'1/1 s., '5 +8,r, ',. at. { J. PI I nr qn ,cr + rr kT"Y Cf=9'.02+ . 7T "i A a Q„ ' 4 i4' a " .'' h i °`""S' ' } i tt , .?.,',L- UnaLd021; ' ' c' u_ i t o .,.alk,d:= V' t:.".,, ak "a i,8Q0S6 h o , ; '. Ib/ft I io• R1 R2 9.00 ft 18.00 ft Section : Cee 10 x 2.5 x 14ga Single Maxo= 8383.2 Ft-Lb Fy = 55.0 ksi Moment of Inertia, I = 16.34 inA4 Va =3047.0 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc)Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb in) Ft-Lb Ma(Brc) in) Ratio Left Cantilever 7290.0 0.870 4653.9 None 7335.9 0.634 0.529 L/408 Center Span 7290.0 0.870 4100.7 Full 8383.2 0.489 0.367 L/589 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) in) Ib) Ft-Lb) Value Req'd ? R1 3645.0 2.50 1958.2 7290.0 3.10 YES R2 1215.0 2.50 1115.1 0.2 1.31 YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load Ib) Ft-Lb)Factor VNa M/Ma Unstiffen Stiffen R1 2025.0 7290.0 1.00 0.66 0.87 1.20 NA R2 1215.0 0.2 1.00 0.40 0.00 0.16 NA wale S 1996 AISI Specification w/1999 Supplement Project:Date: 2/14/2006 Model: Purlins - D + W Page 1/1 0yti°'"""' k'.`3"' ';"a:". *"r'?'",a mil; 'gE"R r c%s` .,.-cry `,"` '?`a'a y2KS{+. a „T;d^` r 7 k ,s k,::t C G & x,, t a n u _,t s s' 150 { " iap s ae .r sti ".,c Ax 7 a 9 j k k & t d G Z* Unlf Ld a„,uu ath4v 8.,a5v. 'S a T. .'a a" ` 1 A,.. .,N' . N - §i,j. $`,:. o- ."rY.3,..«*-b/ft I R1 R2 9.00 ft 18.00 ft Section : Cee 10 x 2.5 x 14ga Single Maxo= 8383.2 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I = 16.34 inA4 Va =3047.0 lb Wind or Earthquake Factor Included ? YES Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc)Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb in) Ft-Lb Ma(Brc) in) Ratio Left Cantilever 6237.0 0.558 3981.7 Full 8383.2 0.356 0.453 L/477 Center Span 6237.0 0.558 3508.6 Mid-Pt 6177.9 0.426 0.314 L/688 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) in) Ib) Ft-Lb) Value Req'd ? R1 3118.5 2.50 1958.2 6237.0 1.99 YES R2 1039.5 2.50 1115.1 0.4 0.84 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load Ib) Ft-Lb)Factor VNa M/Ma Unstiffen Stiffen R1 1732.5 6237.0 1.00 0.43 0.56 0.49 NA R2 1039.5 0.4 1.00 0.26 0.00 0.07 NA Baja Construction Co., Inc. Page 6 of 18 223 Foster Street Job#8313-DP Martinez, CA 94553 Ridgestone 800)366-9600 02/14/06 Handicap Bay Roof Purlins: Cee 10" x 2 1/2" x 14ga L := 23.0.11 cantilever, a:= 0.0.ft tributary, s:= lo.o.ft Roof tributary area, A:= (L + ay s A = 230.00 ft 2 RLL:= if(A < 200. ft2, 20.0•psf, 16.0.psf) RLL= 16.O0psf w:= (RDL + RLL)•s w= 180.00 plf Uplift: Cq:= if(A < 100. ft2, Cq, 1.3 – 0.30 Cq = 1.00 Pu:= Ce.Cq•gs•l Pu = 17.38 psf wu= (Pu –RDLps wu = 153.84 plf See purlin analysis below. Purlin to Column Connection: (8)-#12 screws d := 0.216in 4 := 3.0 Steel in contact with screw head: 14 ea Fug := 65.ksi t1 := 0.075.in Pni := 2.7 ti d•Fu1 Pni = 2.84 kips Steel not in contact with screw head: 14ga Fug := 65 ksi t2 := 0.075 in Pn2 := 2.7 t2.d•Fu2 Pn2 = 2.84 kips For t2/t equal to or less than I o.s Pn3 := 4.2.( Page 7- 1996 AISI Specification w/1999 Supplement Project:Date: 2/14/2006 Model: Handicap Bay Purlins - D + L Page 1/1 r,. ti . a4 ` Iry °°;; '°". '141rit `" v"' 417,4, m '11 ! y4, 1,4 14,'"" "¢` ,f.,`1ac t 'f ,' c , ' M a'., 'liar. :` v' 1§ 944-2 b thn" r,t ' ' r.,` v G. "` 41 Unif Ld ft tea z" afa '' i a., .' .t ..an s...s" rage1996AISISpecificationw11999Supplement s Project:Date: 2/14/2006 Model: Handicap Bay Purlins - D + W Page 1/1 G.vs ,°gr``P e'+" "#tm 'r ! 'a I ", '." x^n a e r rn lra„ N . sSs'b wt e j .} z 5 `f p '. r,' yy v .'`!• tL d 5'+. rtt'><. 1 f' Ai t e n t` a.... ' i ly4 ul' g y u{dA "Ve `i` Y ,kdx'afGr r . -r "`* Nf .rkl-^•'.4 xi." nlf Ld d Ft' a F ' y - IA4n H:tn: Xottraj w suit .' _ ; , t to ia+'!5. ;a.. ;.s., ten. :: .3 n o.. Uu.aa,axs..,.e. I /ft ni in R1 R2 23.00 ft Section : Cee 10 x 2.5 x 12ga Single Maxo = 13169.8 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I = 23.99 inA4 Va =10358.9 lb Wind or Earthquake Factor Included ? YES Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc)Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb in) Ft-Lb Ma(Brc) in) Ratio Center Span 10183.3 0.580 10183.3 Third-Pt 9920.4 0.770 1.370 L/201 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) in) lb) Ft-Lb) Value Req'd ? R1 1771.0 2.50 2809.4 0.0 0.57 No R2 1771.0 2.50 2809.4 0.1 0.57 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load lb) Ft-Lb)Factor V/Va M/Ma Unstiffen Stiffen R1 1771.0 0.0 1.00 0.13 0.00 0.02 NA R2 1771.0 0.1 1.00 013 0.00 0.02 NA Baja Construction Co., Inc. Page 9 of 18 223 Foster Street Job#8313-DP Martinez, CA 94553 Ridgestone 800)366-9600 02/14/06 Column Loads: Dead Load+Live Load Tributary area= 1/2 standard bay+ 1/2 handicap bay Dead load on column, Pdl := (RDL)•(20.5 ft)•(10.0 ft) Pdl = 0.41 kips Live load on column, PII := (RLL) (20.5•ft)•(I0.0.ft) PII = 3.28 kips Pt:= Pdl + PII Pt = 3.69 kips Mcol := 0.0-ft.kips Wind Load (on 2-columns): Ce= 1.06 qs = 16.40 psf I = 1.00 Unenclosed structure, Cq:= 1.3 Wind pressure, P:= Ce•Cq•gs•l P = 22.60 psf Fw:= (P)•(20.5•ft)•(Lift) Fw= 0.69 kips Mwind := 0.50.Fw.(9.0.ft) Mwind = 3.13 ft•kips (each column) Seismic(on 2-columns): I:= 1.0 R := 2.2 Na:= 1.5 Ca:= 0.44'Na Ca= 0.660 W:= RDL•(20.5•ft)•(20.0•ft) W = 820.001bf 2.5 Cad Vs:= LW) Vs= 0.44 kips 1.4R Mseis:= 0.50-Vs.(9.5-ft) Mseis = 2.09 ft•kips (each column) Baja Construction Co., Inc.Page 10 of 18 223 Foster Street Job#8313-DP Martinez, CA 94553 Ridgestone 800) 366-9600 02/14/06 Columns, cont: (2) Cee 4 x 2.5 x 14 Boxed Allowable Axial Stress: Fy:= 55.0 ksi E:= 29500•ksi Ky := 2 Ly:= 9.5 ft ry := 1.7778 in Kx:= 2 Lx:= 9.5-k rx := 1.6115-in K Y' YL i KxLx= 16447.65 z = 20017.46 ry ) r,< / rz2 Fe:= Fe = I4.54 ksi Ky•Ly\` (Kx•Lx\Z max rY / \ rx F l Fn := if Fe> 0.5 FyFy-(1 – Y , FeJ Fn = 14.54ksi l` 4Fe/ Ae:= 1.4623.in` S2c := I.80 Pn:= Ae•Fn Pn = 21.27 kips Pn Pa:_ — Pa= 11.82 kips f2c Combined Loading- Dead Load+Live Load 526 := 1.67 lx := 3.7974. in4 Sx := 1.7926. in3 E = 29500.00 ksi Cmx:= a•E lx Mnx:= Sx•Fy Mnx= 8.22 k.kips Pex := Pex =6.77 kips Kx Lx)2 Qc•(Pdl + PII) ax:= I – ax=0.02 Pex Qc (Pdl + P11) Qb Cmx Mcol 0.31 – 1.0 O.K. Pn Mnx-ax Combined Loading-Dead Load + Wind Load (or seismic) S2 •(Pdl) ax:= I – ax= 0.89 Pex Qc-(Pdl) + S2b•Cmx.max(Mwind,Mseis) 075 33 O.K. Pn Mnx•ax Baja Construction Co., Inc.Page I I of Is 223 Foster Street Job#8313-DP Martinez, CA 94553 Ridgestone 800) 366-9600 02/14/06 Pier Footing: 20"4 x 3'-4" deep Caisson Max. Moment, Mmax := max(Mco1,0.75.Mwind,0.75.Mseis) Mmax = 2.35 ft-kips Mmax Equivalent Point Load, P P= 0.25 kips 9.5.ft Allowable lateral bearing pressure S 200.psf ft Applied lateral force P = 0.25 kips Distance-P to ground h := 9.5-ft Pole diameter(or diagonal) b := 20.0-in Pole embedment depth D:= 3.33.ft Structure is not adversely affected by 1/2"ground motion – use twice value of Sa Si := 25— D SI = 444.00 psf 3 2.34.P A:=A = 0.78ft S l•b d Z rrI + II + 4Ah ll d = 3.26ft Check Pier Footingfor Vertical Loads (DL+LL): Allow. Soil Bearing SBPa := 2000.psf I Yo Increase for depth 0.20— ft Total Soil Bearing Pressure SBPt:= SBPa + %.(SBPa)•(D– I.0.ft)SBPt = 2932.00 psf Pier Diameter h = 20.00 in r:= 0.5.6 r 10.00in Max. Vertical Load P:= Pdl + PII P= 3.69 kips Actual Soil Bearing SBP:= P SBP = 1691.37 psf _ O.K. 2 rzr Baja Construction Co., Inc.Page 12 of 18 223 Foster Street Job#8313-DP Martinez, CA 94553 Ridgestone 800)366-9600 02/14/06 Check Pier Footing for Uplift Loads (DL+Wind): Ce= 1.06 Cq:= 0.70 qs = 16.40 psf I = 1.00 Pu := Ce,Cq•gs.I Pu = 12.17 psf Uplift:= (Pu – RDL)•(20.5.11)-(10.0.ft) Uplift= 2.08 kips SBPa Allow. Skin Friction Ff :_ — Ff = 333.33 psf 6 Pier Capacity Cap := n•b•Ff Cap = 1745.33 plf Friction capacity Fup:= (Cap).(D – I .ft) Fup =4.07 kips neglect top 1.0 ft) Weight of footing W:= (145.pcf).Gr• r2)•( D) W= 1.05 kips W + Fup FS: FS = 2.46 Uplift Check Alternate Spread Footing for Uplift Load: 3'-3" x 3'-3" x 24" deep Uplift= 2.08 kips W:= (145.0.pcf)•(3.25-ft)•(3.25.ft).(24.in) W=3.06 kips Allowable Skin Friction, Ff = 333.33 psf Footing Perimeter Length, L:= 2.(3.25•ft + 3.25-ft) Effective Footing Depth, D:= 24.0-in – 12.0.in D= 12.00 in Footing Friction Capacity, Fup:= Ff•(L)•(D) Fup=4.33 kips W + FupFactorofSafety, 3.55 Uplift Qa' -€ l3___ Rev' 59000' General Footing Analysis & Design Description Alternate Spread Footing General Information Code Ref:ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 • Allowable Soil Bearing 2,000.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 3.250 ft Seismic Zone 4 Length along Y-Y Axis 3.250 ft Footing Thickness 24.00 in Live 8 Short NOT Combined Cot Dim.Along X-X Axis 4.00 in fc 2,500.0 psi Col Dim.Along Y-Y Axis 5.00 in Fy 40,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Min Steel%0.0014 Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.50 in Loads t Applied Vertical Load... Dead Load 0.410 k ecc along X-X Axis 0.000 in Live Load 3.280 k ecc along Y.Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... pressures @ left&right) pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term 3.130 k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... pressures @ left&right) pressures @ top&bot) Dead Load k k Live Load k k Short Term k k Summary Caution: X(short)ecc>Widt 3.25ft x 3.25ft Footing, 24.0in Thick, w/ Column Support 4.00 x 5.00in x 0.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 639.3 984.3 psf Max Mu 0.724 k-ft per ft Allowable 2,000.0 2,660.0 psf Required Steel Area 0.518 in2 per ft X'Ecc, of Resultant 0.000 in 10.814 in Y'Ecc, of Resultant 0.000 in 0.000 in Shear Stresses....Vu Vn 'Phi 1-Way 0.000 85.000 psi X-X Min. Stability Ratio No Overturning 1.500 :1 2-Way 1.806 170.000 psi Y-Y Min. Stability Ratio 1.806 Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn' Phi Two-Way Shear 1.81 psi 0.31 psi 0.20 psi 170.00 psi One-Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Req'd Mu @ Left 0.62 k-ft 0.43 k-ft 0.27 k-ft 1.6 psi 0.52 in2 per ft Mu @ Right 0.62 k-ft 0.72 k-ft 0.47 k-ft 1.9 psi 0.52 in2 per ft Mu @ Top 0.58 k-ft 0.05 k-ft 0.03 k-ft 1.5 psi 0.52 in2 per ft Mu @ Bottom 0.58 k-ft 0.05 k-ft 0.03 k-ft 1.5 psi 0.52 in2 per ft LRev 580001 a e !¢ General Footing Analysis & Design o kin. i Description Alternate Spread Footing i Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL+LL 639.35 639.35 639.35 639.35 psf DL+LL+ST 0.00 984.31 328.82 328.82 psf Factored Load Soil Pressures ACI Eq. C-1 988.25 988.25 988.25 988.25 psf ACI Eq. C-2 0.00 1,378.03 460.34 460.34 psf ACI Eq. C-3 0.00 885.88 295.93 295.93 psf ACI Factors (per ACI 318-02, applied internally to entered loads) CACI -1 & C-2 DL 1.400 ACI-..,...,- w,.,..v-.»„ .«.,. m--,..,,.. „,.. --.-,.,........, »--- >..., n....:. .-...Y,.«».... w.. A. C- C-2 Group Factor 0.750 Add"!"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ' ACI C-3 Short Term Factor 1.300 seismic=ST•: 1.100 Used in ACI C-2&C-3 raje ! S Featuring ZinCalUrne For Twice the Life! Zincalume combines the strength of steel with the It\corrosion resistance of aluminum for twice the life of most zinc coatings. 2" 2 1/8" Painted side <---- > I-'c .Span is a 36"panel engineered with long spanning capabilities in mind. Its structural nature, A 36"Net Coverage — r economical gauges and lasting coating systems makes X-Span the preferred panel for carports. s p"an Seaton Properties ; 1 ih ui'rwt, Long spanning capability and its design provides Gauge I WI. s+ 1+ s- 1- I (Ibs/ft') (in'/ft) (in'/ft) (in/fl) (in"/ft) superior load and span capacities, saving money in the 29 0.71 0.1029 0.1083 0.0868 0.1043 structural support system. 26 0.96 0.1497 0.1607 0.1277 0.1483 Standard trim pieces are available and can be ordered by number. 26 gauge panels available with the DuraTech'nt coating system or Zincalume Plus for unpainted applications. 29 gauge panels available with the ColorGuard'Mxt coating system in Desert Beige, Surf White, and Light Stone or Zincalume°' Plus for unpainted applications. t• REP fir,-4- SPAN A Engineered Solutions in Metal Tacoma,WA 800-733-4955, 253-383-4955 FAX 253-J72-079I Fontana, CA 800-272-2466, 909-823-0401 FAX 909-82i-2625 Dallas,TX 800-527-2503,214-827-1740 FAX 214-828-1394 1o e /G 1996 AISI Specification w/1999 Supplement DATE: 2/1412006 SECTION DESIGNATION: Cee 10 x 2.5 x 14ga Single C Stud INPUT PROPERTIES: Web Height= 10.0000 in Steel Thickness = 0.0700 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip= 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) 5.1378 in Moment of Inertia for Deflection(Ixx) 16.3439 inA4 Section Modulus (Sxx) 3.0545 in^ 3 Allowable Bending Moment (Ma) 8383.17 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber(Ycg) 5,0000 in Moment of Inertia (Ixx) 16.3439 in^4 Cross Sectional Area (A) 1.1512 in^2 Radius of Gyration (Rx) 3.7680 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.6589 in Gross Moment of Inertia (lyy) 0.9611 in^4 Radius of Gyration (Ry) 0.9137 in Other Section Property Data Member Weight per Foot of Length 3.9172 lb/ft Allowable Shear Force In Web (Unpunched)3046.96 lb Pao for use in Interaction Equation C5-2 19543 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) 1.7363 in St. Venant torsion Constant (J x 1000) 1.8802 in^4 Warping Constant (Cw) 20.3457 in^6 Radii of Gyration (Ro) 4.2482 in Torsional Flexural Constant (Beta) 0.8330 1996 AISI Specification w/1999 Supplement Pad e tDATE: 2/14/2006 SECTION DESIGNATION: Cee 10 x 2.5 x 12ga Single C Stud INPUT PROPERTIES: Web Height = 10.0000 in Steel Thickness = 0.1050 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy= 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber(Ycg) 5.0000 in Moment of Inertia for Deflection (Ixx) 23.9929 in^4 Section Modulus (Sxx) 4.7986 in^ 3 Allowable Bending Moment(Ma) 13169.75 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber(Ycg) 5.0000 in Moment of Inertia (Ixx) 23.9929 inA4 Cross Sectional Area (A) 1.7089 in^2 Radius of Gyration (Rx) 3.7470 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.6614 in Gross Moment of Inertia (iyy) 1.3751 in^4 Radius of Gyration (Ry) 0.8970 in Other Section Property Data Member Weight per Foot of Length 5.8150 lb/ft Allowable Shear Force In Web (Unpunched) 10358.93 lb Pao for use in Interaction Equation C5-2 34860 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) 1.7036 in St. Venant torsion Constant(J x 1000) 6.2802 in^4 Warping Constant(Cw) 28.9360 in^6 Radii of Gyration (Ro) 4.2127 in Torsional Flexural Constant(Beta) 0.8365 1996 AISI Specification w11999 Supplement P40 a /8 DATE: 2/14/2006 SECTION DESIGNATION: 4 x 2.5 x 14ga (2) Boxed C Stud INPUT PROPERTIES: Web Height= 4.0000 in Steel Thickness = 0.0700 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) 2.0477 in Moment of Inertia for Deflection (Ixx) 3.7974 in^4 Section Modulus (Sxx) 1.7926 in^ 3 Allowable Bending Moment (Ma) 4919.92 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber(Ycg) 2.0000 in Moment of Inertia (Ixx) 3.7974 in^4 Cross Sectional Area (A) 1.4623 in^2 Radius of Gyration (Rx) 1.6115 in Section Properties, Weak Axis Gross Moment of Inertia (lyy) 4.6218 in^4 Radius of Gyration (Ry) 1.7778 in Other Section Property Data Member Weight per Foot of Length 4.9760 lb/ft Allowable Shear Force In Web (Unpunched) 11054.84 lb Pao for use in Interaction Equation C5-2 37541 lb I AS IDS INTEGRATED DESIGN SERVICES, INC. Sheet: f Structural Engineers Job No. 1 Peters Canyon Road, Suite 140 Irvine, CA 92606 Calc. By.: ....1 Date: it) 407- -,n i 949) 387-8500, Fax: (949) 387-0800 Chck'd By: Date: d ROSE-T TA CANYON ApAf21'MENTS i f I i I ` I j I i i 'I I I I I 1 1 1 1 I I i ' i F_i._L_. r. '._i 1 r, JI,-- ti-"- i ---7-- • I1 , 1 I I_--i I_—r-._;_._"--f- I\j i-_*- .0.11. k .. 1-14-4 I-1_-.' •-t-.._ .._I '.._._• _"-'r- "- 1 f:N 1—a—T I__.- } 1 --- jt_ : I" ' III f i t4ti± I -:• 1 1 1 Ii33_— J,1,_-( r. 2_-_ ' _i._.-.!._._i tIS4f 6, I_._i.-..-_..!-_t__.._ _:___; j i l , i_.- I' I I 1 I j i i j 1 : I l i I i i I I i L i I it ei sow ' 1j- 1 . i I 1 ! ' - 1 I I .—ir 1 i t 1.__} 1 j ('Q .2-.u'* 1 —!— 1 i _`I-_ i 1,__L i .ki SLeLdi1_at -2VI 1.11- ! r Job E14-'; h . .' I •i--- E--1--. 4- p`H pk n I I I i 1 1 I I ; 1 1 I I ' i 1 j r j . I I w I ! ) ' 54. 1) 1 - 1 =I 1 o y I P .r--!--;---1--i 4---1 1 I ; I l i ; 1 j 1 j I 1 1 I 1 1 1 I I 1 1 1 ! 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I 6 0 1 Peters Canyon Road, Suite 140 Irvine, CA 92606 Calc. By.: Ta"14,—"t Date: 2 a S cp6 OS' 949) 387-8500, Fax: (949) 387-0800 Chck'd By Date: eos'E1Th CANYocU A-P I I 1 I ii lhthc ;- H u ' cnn+Lnv . 4 ivy . ._&1 . ._._I:au_x `.Sfe .kL.couuhe _ :_Lk 1 I 1 i I a I 1. ICI i.ki 2 ;110,,M (t( SK r, j i UJ (. VYM. 1 U t i v 4m lhVYlSs.,.......' . ,s,ri i: ( 1 $ Lib cri,..L 1 ! <0?-6..i t _...i• t dI n i I i 1 I 1 1 _ 11:: i t r : 1 1 •n 1 1 ! I 1 1 , 1 1 9 i 1 i I^ i i I ! , i s, , i I I f, , , DL e 1 _ 5! Wr .3i_ ` Sl.:X R'G4s it 1.Hik.y., F Ir , ul f 14 L.7 c'f I ' r. . 1 1 SA IDS INTEGRATED DESIGN SERVICES, INC. Sheet: 0 Structural Engineers Job No 75 /b O 1 Peters Canyon Road, Suite 140 Irvine, CA 92606 Calc. 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By.:Date: 949) 387-8500, Fax: (949) 387-0800 Chck'd By: Date: Oo5T 'CTR cA-h tiDN) PtfAIT E-4.) A(! 7 . 1 R`iA,Ge31 .a.A ulJ'-" ...."t-i'1_._ ---i___i._.._.,i.__._.VN ..._r.._ r.. ... i f i i I I i _j_ ii 1 i I I f 1 ' i . t 1 i248. ;A A IA-to ! (raa i .'0d !t ^ 1 t 1 A Gp •frk- ! t uirt,+ I at Q n_ 2?: r J1 r ; I 1 , i 1 2_4 RI^:_1.ut 1 f,_- 1`" at-+: T_. _t frr t. L, .Lt r`362.iG!atCt .,xJ !___.__ 1 1 J I I i i l S 1 ! 1 I fit t Y .a:AT nP. _ r ( 1 .2/r `_'jam.. . itt?,. vt,4- tskt-t.?41: 1 .C241:4. 4-a0..a1.0'a. .i. _2. i 1 1 - S i f ri ' e. i i L. i a}.`a6L(... ,9;k t 1.0.01^.): I i ! i , 1 I__ s ` e-- t lam 4--.. I t p5Eff7 - CRN1OI'V &V I - r 3 CHAPTER 14 - CANTILEVERED RETAINING WALLS NTR...OUCTION General. The tables in this Chapter give complete The backfill material actually used in retaining wall dimensions and reinforcement details for cantilevered construction will often differ from that assumed by the I retaining walls varying from 3 to 22 feet in height engineer for purposes of design. The resulting differ- above the top of footing, for two backfill conditions: ences in forces can be considerable and'as a result the level backfill and no surcharge, t and backfill sloping retaining wall can be ,under-designed.,The.detennina- lapward. The tabulation of elastic analyses shows base tion of pressures for the actual spit eonditions, allow- pressures on the earth at the heel and toe, factors of able soil pressures, influence of foundation on under lying strata,and similar matters of judgement require con- safety against sliding and overturning and calculated Y g deflection at the top. Designs are shown for various soil sideration by an engineer familiar with soil mechanics. properties and backfill conditions. See Table 14-1. I Table 14-1 Soil Properties and Backfill Conditions i Used in Tabulated Designs it Instead of a fixed surcharge, AASI-ITO recommends 2 feet of Backfill InternalFrictiori 'Backfill : Sliding Friction walls as the equivalent loading for a normal Densit Y Coefficient,.µadded depth of fill for 9 Condition , Angle; dr y.highway surcharge. It should usually be satisfactory to select a design tabulated-for 2 feet added to actual height, and to reduce Level 30°, 35°, 40° 115, 130 pot 0.45, 0. 55 reinforcement and concrete quantities for the amounts that would Sloping* 30°, 35°, 40°, 115, 130 pcf 0.45, 0. 55 lhave been required in the top 2 feet. i Backfill slope, f3, set equal to soil angle of internal friction, ( I)Astern(8" min.) r Roughen joint I 3 d K 1 Lw" 1 •1 I _ li O„ Std.90° ( 10 1 , K Hook•2''1 0 3„ I 3" K 2'-0" t>_ 12" hw 6 K> 2'-0" tz1B" c Key (when req' d)Qtl '„ J Min. 12" r„ R„ r 2 3" 7 Abase(12"min.) -3" a Class 6 W Optional Splice Figure 14-1 Notation for Dimensions and Reinforcement for Wall Heights <_ 10'CONCRETE REINFORCING STEEL INSTITUTE 4- CANTILEVERED RETAINING WALLS SOIL PROP°RTIES: Y = 115 pcf, 4 = 30°, 11 = 0.45 3,000 psi BACKFILL bLOPE: LEVEL fY = 60,01 rJSi CONCRETE DIMENSIONS &VOLUME SERVICE LOAD ANALYSES STEM REINFORCEMENT(4) BASE REINFORCEMENT Height Stem 1) Pressureesure Safety Factors 3) 5) (2)6) (7) Above Thick- Width Base Dowels Total Base ness Heel of Base Depth Key Concrete Deflection "0" into 14" "D" "Lw' "P" "Lb" "K" Steel hw) (Astern) (C) (W) (Aisne) (t x k) Quantity Toe Heel at Top Bars Stem Bars Bars Bars Bars Bars Bars Weight Sliding Overtuning- ft in. ft-in. ft-in. in. in.x in. cy/If psf psf in. Size©in. ft-in. Size©in. Size @ in. Size©in. Size©in. No.Size Size©in. lb/If 3 8 1 -0 2-8 12 None 0.17 494 289 322 4.11 0.001 Hk#4 @9 None None #4 @9 44 @12 #4 @9Hk 544 None 13.61 4 8 1 -0 2-8 12 None 020 823 122 226 2.58 0.004 Hk#40 9 None None #4@ 9 44 @12 44@ 9Hk 544 None 15.17 5 8 1 -6 3-2 12 None 0.24 1051 110 1.95 2.54 0.013 Hk44 0 9 None None #4 @9 #4 @12 #4 @9 544 None 17.17 o 6 8 1 -8 3-7 12 None 028 1206 71 1.65 2.32 0.034 Hk#4@ 9 None None 4 4@ 9 #4 @12 #40 9 5#4 None 19.10 0Z 7 8 2-2 4-3 12 None 0.33 1295 155 1.55 2.48 0.072 #4@ 9 None None #4@ 9 #4 @12 #40 9 6 4 4 None 21.920 8 8 2-10 5-2 12 None 0.39 1278 341 1.55 2.87 0.141 #4@ 9 None None 4 4©9 #4 @12 #4 @9 744 None 24.97 mj 9 8 3-6 5-0 12 None 0.44 1339 469 1.54 3.14 0.255 4 6 015 None None 4 4 015 a 4 012 4 6 @15 8 4 4 None 32.14 01 10 8 4-0 6-8 12 None 0.49 1445 535 1.50 3.19 0.431 4 7 015 None None #4 015 #4 012 4 6 015 9 4 4 None 41.60 asm z 11 9 4-7 7-7 12 None 0.59 1476 678 1.52 3.45 0.488 #6@ 9 1 -10 #5 @18 #4@ 9 #5 @12 #40 9 10 4 4 None 45.96 O 12 10 5-1 8-4 12 None 0.68 1579 762 1.51 3.54 0.549 46 @9 2-2 #6 @18 #4 @9 .45 @12 #5 @9 745 None 5828 n 13 11 5-7 9-2 12 None 0.78 1620 894 1.52 3.74 0.616 #7 @9 2-5 #6 @18 #4 @9 #5 @12 #5 @9 1244 None 6940 z 14 12 6-1 9-11 12 None 0.89 1725 975 1.52 3.80 0.687 #70 9 2-5 #6 @18 #4@ 9 #5©12 #60 9 13 4 4 None 79.30 C) fn 15 14 6-4 10-6 14 None 1.10 1934 997 1.51 3.67 0.611 #7 @9 3-2 #7 @18 #4 @9 €6 @12 #6 @9 1145 None 100.31 m 16 15 6-9 11 -3 16 None 1.30 2075 1065 1.51 3.66 0.686 #60 6 2-2 #6 012 #4@ 6 #6011 #5@ 6 5 4 8 None 116.14 co 17 16 7-3 12-0 16 None 1.43 2179 1147 1.51 3/1 0.765 #8 @9 3-2 #7 @18 #5 @9 #7 @15 #6 @9 747 None 129.91 z 18 17 7-7 12-8 18 None 1.65 2320 1215 1.51 3/0 0.849 #8@ 9 3-2 #7 018 #50 9 #7 014 #6@ 9 16 4 5 None 139.66 co1 19 18 8-1 13-5 18 None 1.80 2425 1297 1.51 3/4 0.937 #7@6 2-5 #6 @12 #4 @6 #8 @17 #6@6 1745 None 166.66 c 20 20 8-4 14-0 20 None 2.10 2635 1318 1.50 3.65 0.883 #7 @6 2-5 #6 @12 #5 @6 #8 @15 #6 @6 1446 None 187.54 m 21 21 8-9 14-9 22 None 2.36 2776 1386 1.50 3.64 0.974 #9 @9 3-7 #8 @18 #6 @9 #8 @15 #7 @9 1646 None 213.47 22 22 9-3 15-6 22 None 2.54 2880 1458 1.50 3.68 1.069 #80 6 3-2 #7 012 #5@ 6 #8 014 #6@ 6 17 4 6 None 24328 6 1)Calculated for uniform thickness base and stem. Deduct for tapered stem or base. Nominal (5)'Lw'bars are 0.0025 Ag(0.002 Ag for sizes#5 and smaller). dimensions used for calculations. Actual quantities for concrete cast against earth, especially for 1 keys,are larger. User should allow additional amounts based upon job conditions. 6)'K'bars are to have 905 hook in bottom of key.Where'Hk'by'K'bar is shown use 180°hook.Add longitudinal bars in key:2-#4 where'K'bars are shown.r 2)'Hk'designates a 90°or 180°hook.If'Hk'flag appears before' or'P'bar bailout,then hook to 3 be in toe of base.If'Hk'appears after'P'bar bailout,then hook to bbe in heel of base.Alternatively, ( 7)Does not include lap allowance for horizontal bars,which varies with joint spacing,stagger,etc. 2 designer to resize or use headed bar. O 3)If optional splice is used(Fig. 14-1)for hw<= 10'-0",provide'M'bars at same size and spacing as'0'bars with length=hw-3".See Fig.14-1 to establish cut-off height for'0'bars. C I 4)Lengths alternate for'0'bars. See Fig. 14-2. N al W CA` (LEVERED RETAINING WALLS , SOIL.'PRO iES: Y = 130 pcf, = 30°, t = 0.45 f,' = 3,or- osi BACKFILL SLOPE: LEVEL -- fy = 60,01 psi• CONCRETE DIMENSIONS &VOLUME SERVICE LOAD ANALYSES STEM REINFORCEMENT(4) BASE REINFORCEMENT Height Stem 1)Base SoilPressure Safety Factors 2) 3) 5) (2)5) (7) 9Above Thick- Width Base Dowels Total Base ness Heel of Base Depth Key Concrete Deflection "0" into "M" "'D" "Lw" "P" "Le' "K" Steel hw) (Astern) (C) (V (Abase) (tx k) Quantity Toe Heel at Top Bars Stem Bars Bars Bars Bars Bars Bars Weight Sliding Overtuning ft in. ft-in. ft-in. in. in.x in. cy/If pst psi in. Size @ in. It-in. Size @ in. Size @ in. Size©in. Size @ in. No.Size Size @ in. lb/If 3 B 1 -0 2-8 12 None 0.17 525 293 3.10 3.85 0.001 Hk#45 9 None None #45 9 #4 512 #45 9Hk 5 4 4 None 13.61 4 8 1 -0 2-8 12 None 020 891 99 2.18 2.43 0.005 Hk#45 9 None None #45 9 #4 512 #45 9Hk 5,#4 None 15.17 5 8 1 -6 3-2 12 None 0.24 1138 94 1.88 2.42 0.015 Hk#45 9 None None #45 9 #4 512 #45 9 5 4 4 None 17.17 O 6 8 1 -8 3-7 12 None 0.28 1314 46 1.58 2.22 0.038 Hk#45 9 None None #45 9 #4 512 #45 9 5#4 None 19.10 0 O• 7 B 2-4 4-5 12 None 014 1345 234 1.55 2.59 0.082 #45 9 None None #45 9 4 4 512 #45 9 6 4 4 None 22.07 31 8 8 3-0 5-4 I 12 None 0.40 1340 430 1.54 2.98 0.160 #45 9 None None #45 9 #4 512 #45 9 7#4 None 25.12 H 9 8 3-8 6-2 12 None 0.45 1415 568 1.54 3.24 0.288 #7 518 None None 4 4 518 #4 512 4 6 518 8#4 None 33.52 10 8 4-2 5-10 12 None 0.50 1535 643 1.50 3.28 0.488 4 8 518 None None 4 4518 #4 512 4 6 518 9#4 None 42.27 Dam 2 11 10 4-8 7-9 12 None 0.63 1577 799 1.51 3.53 0.402 #6 @9 2-2 #6 @18 #4 @9 #5 @12 #4 @9 7#5 None 51.56 mm 12 11 5-2 8-6 12 None 072 1689 892 1.50 3.52 0.467 #6 @9 2-2 #6 @18 #4 @9 #5 @12 #5 @9 5#6 None 58.88 os 13 12 5-8 9-4 12 None 0.83 1736 1037 1.51 3.81 0.536 #7 @9 2-5 #6 @18 #4 @9 #5 @12 #5 @9 8#5 None 70.18 n 14 13 6-2 10- 1 14 None 1.00 1924 1105 1.53 3.79 0.611 #75 9 2-5 #6 518 #45 9 #6 512 #65 9 7#6 None 88.72 Z0 15 14 ' 6-8 10-10 14 None 1.12 2039 1196 1.52 3.84 0.691 4 65 6 1-10 #5 512 #45 6 #6 512 #55 6 11 #5 None 98.76 m i6 15 7-i 11 -7 16 None 1.31 2190 1270 1.52 3.80 0.775 #6 @9 3-2 #7 @18 #5 @9 #6 @11 #6 @9 13#5 None 122.47 rn 17 17 7-4 12-2 18 None 1.57 2413 1292 1.50 3.68 0.721 #8 @9 3-2 #7 @18 #5 @9 #7 @14 #6 @9 6#8 None 135.22 r 2 18 18 7-10 13-0 18 None 1.72 2460 1436 1.51 3.82 0.809 #75 6 2-5 #6 512 #45 6 #8 517 #65 6 17#5 None 162/6 rnH 19 19 8-4 13-9 20 None 1.96 2648 1503 1.52 3.80 0.901 #9 @9 3-7 #8 @18 #6 @9 #8 @16 #7 @9 1047 None 190.65 c 20 20 8-10 14-6 20 None 2.13 2763 1595 1.51 3.84 0.998 #95 9 3-7 #8 51B #65 9 #8 515 #85 9 8 4 8 None 213.94 I 21 22 9-2 15-3 22 None 2.46 2918 1670 1.51 3.81 0.957 #8 @6 3-2 #7 @12 #5 @6 #8 @14 #6 @6 1746 None 236.14 m 22 23 9-6 15-10 24 None 2.73 3137 1691 1.50 3.72 .1.057 #85 6 3-2 4 7 512 4 55 6 #9 517 4 65 6 19 4 6 None 252/8 1) Calculated for uniform thickness base and stem. Deduct for tapered stem or base. Nominal (5)'Lw'bars are 0.0025 Ag(0.002 Ag for sizes#e and smaller). dimensions used for calculations. Actual quantities for concrete cast against earth, especially for ( 6)'K'bars are to have 90°hook in bottom of key.Where'Hk'by'K'bar is shown use 180°hook.Add R keys,are larger. User should allow additional amounts based upon job conditions.longitudinal bars in key:2-#4 where'K'bars are shown. 2)'Hk'designates a 90°or 180°hook.If'Hk'flag appears before'O'or'P'bar callout,then hook to be in toe of base. If'Hk'appears after'P'bar sellout,then hook to be in heel of base.Alternatively, ( 7)Does not include lap allowance for horizontal bars,which varies with joint spacing,stagger,etc. designer to resize or use headed bar. 3)If optional splice is used(Fig. 14-1)for hw<=10'-0", provide'M'bars at same size and spacing 3 as'0'bars with length=h5-3".See Fig. 14-1 to establish cut-off height for'0'bars. 1 4)Lengths alternate for'0'bars. See Fig. 14-2. N 0) -3 S