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0209-188 (AR) Structural Calcs:1 STRUCTURAL DESIGN CALCULATIONS for Addition to Macpherson Residence 79-865 Pecan Valley La Quir ta, California TABLE OF CONTENTS Section 1 -- General Section 2 -- Gravity Load Analysis Section 2 -- Lateral Load Analysis Section 4 -- Connections t Prepared.By:Satellite Offices: Concorde Consulting Group, Inc Concorde..Cons:ulting Group; 'lnc 3505- Camino Del Rio South;' #350 4511} E Sunnydunes,, # E' San Diego, California 92.108 ' IPaWi Springs, California. ass.IONgl Project No: 02-104 Revision: o Dated: 9/9!2002 o• °C 52654 For: Review FOP 6103 CITY TA 'OF G� . BUILDINDEPT. gPD n� ����o LF FOR ON'DA ' i .SECTION 1--GENERAL_(LOADS, CODES, MATERIALSAND SPECIFICATIONS) A. Gravity Loads Roof Dead Load Flat. 12: psf Plywood , 2:8. psf Framing 2.2 psf Misc 3.5 psf, Insulation 1.5 psf Mech/Elect :2 ;psf Subtotal 24 psf HENCE: Roof Dead Loads. = 24.00 psf Roof Live Loads = 20.00 psf B. Lateral Loads - SEISMIC Seismic Design Base Shear.(1997 UBC Section 1830:2.1) Soil'Profile : Sd . Zone Factor = 0.4'. Seismic Coeff, Ca '= ° 0; 44 Na. Near.Source Na Coefficient.. R (1997 UBC Table 16-N) Steel O.MRF, R =4.5 :Light bearing`.walls R = 5.5 ,(wood) Cantilevered -Cols, R = 2.2 Load divisor = 1.4 Seismic Shear, -V.,. _ (3.0 Ca"I/R)W (3.0x0A4x1.1/5:5) W V shear walls = 0.264W V cantilevered.cols = 0.660 W ASD Design.V = (0.264/1.4)V --'0.19 W Design V cantileverd= ' (0.660/1.4) W = 0.47:1N C. Lateral Loads --.WIND'** Wind Speed = 80 mph Basic Wind Pressure = 16'.4--p j, Exposure = C . Factor,. Ce = 1.13 Factor, Cq = 1.3 Factor, I = 1 Effective Wind Pressure gxCgxCexl = 16.4x1.13x1.3z1.0 24:09, say 24.0-psf a D. Code: 1998 CALIFORNIA•BU.ILDING CODE (1997.UBC CODE PARAMETERS) E. Soils Parameters provided by: q (allowable). 1000 psf F. Material Parameters Steel Structural, Steel Shapes/Plates ASTM A36 Structural; Tubes ASTM A-500; Grade -B_, Structural Pipes . ASTM A-53, Grade B_ G. Concrete/Masonry Normal Weight'fc (28days) 2500 psi H. Lumber s Lumber Douglas Fir Larch #'2 L I. BOLTS Typical ASTM A-307 Higli.Strength ASTM A-325 only when',noted J. WELDING Typical E=70XX electrodes SECTION 2 =- GRAVITY LOAWANALYSIS . a BEAM TAG INFORMATION IS SHOWN ON THE FRAMING PLAN PROVIDED'WITH PACKAGE oM> a 5• ,�„a.,..,., ...,-.W..,. .. ....,.,.."_,,.:u.,r.nuc.:..:.,.nr<:,..v,n..,ar..,•i+" .. •SAN m� � .. 4 4 Concorde Zonsulting. Group, Inc- .3505 nc.3505 Camino Del Rio,South,;#'350,,San'Diegb, CA 92108 Macpherson Residence Roof System., Roof Rafters Prepared by: KMK Date: 9/1,0/02 BearriChek 2.2 Choice 2x 12 • DF -1#2;'," l3AS.E.Fb = 875, ADJ Fb = 1094 Conditions Overhang, '91 NDS Data Attributes Actual Critical Status Ratio Values Adiustments Min beanng,Area Ki= u.0 in, ,Kz= i,z•in- UL uen u.ia in • Beam'`Spen 16:5 ft . `Reaction 1. 500.#. - Reaction 1 LL 212 # Beam Wt per ft 4.1 # Reaction 2 722.# Reaction •2 LL 307 # Beam Weight 80 # ' Maximum V 534 # Overhang: Length 3.0 ft Max Moment 1991 '# Maz V '(Reduced). - 475 # Total;:Beam Length 19.5 ft TL Max.D,efl L / 240 TL.Actual DOL / 588 > OH TL :Actual DOL / 409 LL Max Defl L / 360 LL -Act bi Def(.' L7'>:10001 eH LL Act uaL Defl L / 966 Section (in 3) Shear (int) , .TL Defl.(in) . LL Defl OH TL Detl UH LL Uetl 31.64 16.88 0'34 '0.14 -0.18 -0.07 21.84 6.00 0.82 0.55 0.30' 0.20 OK OK OK OK OK. OK 69%' 36%0 41% 26% 59V 37% BeamChek has automatically added the beam self -weight into,tthe calculations. Loads Uniform TL: 59 =A Uniform'.LL: 27.-- (U6iform.Ld on B'ackspan Only) Par Unif LL. Par Unif TL Start End 27 K = 59 (OH) 0 3.0 k cry— Uniform Load A K R1 = 500 R2 = 722 BACKSPAN = 16.5 FT OH = 3 FT Uniform and partial uniform loads are -lbs per lineal ft. Overhanging load distances are from R2. Fb (psi) Fv (psi) E (psi x mil). ,.. Fc - (psi) Base Values 875 •95 1.6- 625' Base Adjusted 1094 119 1:6 625 CF Size Factor 1.000 Cd Duration, 1.25 1.25 Cr Repetitive Ch Shear'Stress Cm Wet•Use BeamChek has automatically added the beam self -weight into,tthe calculations. Loads Uniform TL: 59 =A Uniform'.LL: 27.-- (U6iform.Ld on B'ackspan Only) Par Unif LL. Par Unif TL Start End 27 K = 59 (OH) 0 3.0 k cry— Uniform Load A K R1 = 500 R2 = 722 BACKSPAN = 16.5 FT OH = 3 FT Uniform and partial uniform loads are -lbs per lineal ft. Overhanging load distances are from R2. Unlform,Load A R1 = 1787 R2 = 1787 . SPAN = 6.5 FT. Uniform and partial Uniform load's are lbs per lineal ft. r v,.. Concorde Consulting Group, lnc. 4 3505 Camino: Del Rio Soutti; X`350, S6ri:Diego; CA'92108 Macpherson Residence °Roof System 1 Prepared by KMK Date: 9/10/02 BeamChek 2.2 Choice. 4x 10 DF-L #2 BASE Fp =•875 ADJ Fb = 1313 Conditions '91:NDS. Min-Bearing Area R1= 2.9 in R2= 2.9 int:DC;DefY-•0A3�in- Data Beam Span .: _ 6.5 ft • Reaction 1 ' 1787 # .,� keaction :`1 LL 800 # Wt Beam-per ft 7.87 # ' '.Reaction:2 178:7 # .'Reaction 2 LL 800 # Beam Weight 51 #. Macimum'V' 1787# Max Moment 2904'# Max V-(Reduced): 1.363 #. TL Max Defl = L / 240 TL Actual Defl L/51000 LL Max Defl L / 360. LL.ActuaLDefl ..; L / 51000 Attributes Section (in3) Shear (int) TL: Defl (in) LLrDefl, ' Actual 49.91 32.38 0.06 ' �• , 0:03- 3-Critical Critical 26.55 17.22 0:32 '' 0'22 Status OK OK OK • • - .':OK Ratio 53% 53% 18% 12% Fb.(psi) Fw(psi).; ' E. (psi'x�mil). Fc f , (psi), Values Base Values .875- 95 1.6 625' Base,Adjusted 1313' 119... 1.6 625 Adiustments CF Size Factor Cd ; Duration 1..200 1.25-- 1'.25 Cr Repetitive Ch Shear Stress Cm VVet Use BeamChek has automatically added.the beam self-Weight_into the calculations. Loads Uniform 7L: 542 =A Uniform LL: - 246 Unlform,Load A R1 = 1787 R2 = 1787 . SPAN = 6.5 FT. Uniform and partial Uniform load's are lbs per lineal ft. Values Adiustments 1-t) (psi) FV,(psi) E (psi x,rhil) . FC -L (psi) Base'Values 875 95' _ 1.6 625 Concorde.,Consultin'6.Group', Inc -1422 3505.Camino Del Rio South, # 350;' Sa iego,'CA`92108 Macpherson Residence Roof System 2/3 1.25 ' Cr Repetitive Prepared by:,KMK • 'Date: 9/10/02 BeamChek 2.2 Choice 4x 8 DF -;L#'2 . BASE. Flb = 875 :, AN Flb = 1422 Conditions '91 NDS" -Min Bearing Area R1= 1.2 in?; R2= 1.2 in?. DL Defl `-0.02 in Data Beam Span . 5.5 ft Reaction 1 762 # Reaction 1 LL 341 # Beam Wt per ft 6.17 #° Reaction 2 762 # ' Reaction 2 LL 341 # Beam Weight 34 # Maximum V 762 # Max Moment 1048'# MaxV:(Reduced) 595#. , TL:Max Defl L / 240 r .TL Actual Defl L />1000 LL Max Defl L / 360 LL ktuaVDefl- L / >1000 Attributes Section (in 3) Shear.*(in2). TL Defl (in) LL Defl Actual 30.66 25.38 0.03 -0.01, Critical 8.84 7.51 D.28 0.18 Status OK OK OK OK Ratio 29% 30% 120/6 8% Values Adiustments BeamChek has automatically added'the beam'self-weight`into the calculations Loads Uniform TL:. 271 = A Uniform LL: 124 ' Uniform Load -A 0 R1 = 762 R2 = 762 SPAN-5.5FT Uniform and partial uniform loads are lbs per' lineal ft. 1-t) (psi) FV,(psi) E (psi x,rhil) . FC -L (psi) Base'Values 875 95' _ 1.6 625 Base Adjusted- -1422 119 1.6 625 CF Size Factor 1.300 Cd, Duration 1:25 1.25 ' Cr Repetitive h Shear Stress Ch'. Cm Wet Use. BeamChek has automatically added'the beam'self-weight`into the calculations Loads Uniform TL:. 271 = A Uniform LL: 124 ' Uniform Load -A 0 R1 = 762 R2 = 762 SPAN-5.5FT Uniform and partial uniform loads are lbs per' lineal ft. R1 = 2780 R2 `5-155 SPAN= 25.47 FT' The Increasing load is:total pounds on the beam. Beam weight and any uniform load is PLF. Concorde Consulting Group,Inc 3505 Camino Def'Rio Soufh, #.,3'5-0, San Diego„CA 92108 . Macpherson Residence Roof 'System Check (E) Hip Beam Prepared by:,KMK, >., Dete:;9%10/02 BeamChek 2.2 Choice 8-3/4x 15: GLB 24F-V4 DF/DF: 'BASE Fb.= 2400 ADJ Fb = 2728 Conditions . Increasing Coad, :. Min Bearing:Area , R1= 4.3 in' "R2='7.9 inz. DL Defl .0..40 in Suggested Camber 0.60 in Data Beam Span 25.47 ft Reaction 1 '2780'# Reaction'- LL 1079 # Beam, Wt-per ft 31.89 # . Reaction 2 5155- . Reaction 2 LL 2158 # Beam Weight 812.# Maximum.V 5155 #. Max Moment ; • 25865'# Max V'(Reduced) 4433 # TL -Max. Defl L / 240 TL Actual' DefI n L/445 LL Max Defl L / 360 LLA&6al Defl L /.>1000 Attributes Section (in 3) Shezir*,'(ifll LL Defl Actual 328.13 131.25 .0.68 0.28 Critical 113.78 28.00 1:27 0.85 Status OK OK OK OK Ratio. 35% 21% 53% 33% Fb (psi) :' Fy (psi) E (psi"x mil) Fc .(psi) Values Base Values .2400 190 1.8 650 Base Adjusted 2728 238 1.8 650 Adjustments Cv Volume 0.909 Cd . Duration' 1.25 1.25 . Cr Repetitive Ch 'Shear Stress Cm Wet Use BeamChek has automatically added the beam self-Weight into the calculations. Loads Increasing TL = 7123. Increasing LL= 3238 R1 = 2780 R2 `5-155 SPAN= 25.47 FT' The Increasing load is:total pounds on the beam. Beam weight and any uniform load is PLF. 9 Io Active FaUIf .Near-SoUrCe Zoheg, . Q-34 This map is intended to be used in conjunction with the 1997 Uniform Building Code, Tables 16-S and 16-T rr� qq -m — 9'J N SHEAR WALL SCHEDULE _ :3YKBOL SHEAR (pLF) MATERIAL AND NAILING DESCRIPTION ANCHOR BOLT SCHED. MINIMUM B07TOMMICRO PLATE NAILING CONVENTIONAL TJI JSP, SW. TRANSFER SHEAR TRANSFER Til BLK'G TO PLATES LAM RIM JST./BLK'G V/ SINIPSON CLIPS NAILS & BLOCKS SIMPSON CLIPS A 180 STUCCO WOVEN WIRE AND PORTLAND CEMENT PLASTER 7/6" THICK Nll GAUGE18 1 1/2" LONG 7/16" LEG •6" O.C. 5/8"0 ANCHOR BOLTS ® 48" D.C. d ® B" O.C. A35 ®29" O.C. 10 d ®"•6" O.C. A35' 0"24" O.C. - 260 3/8" CDX PLYWOOD 8d @ 6" O.C. E.N. & 12" D.C. F.N. 58-0 36" ANCHOR BOLTS 16 d 4.6" O.C. 16 d ® 6" O.C. A35 0 16" O.C. 10 d ® 4" O.C. STAGGERED A35 0 16" O.C. 2 380 # 3/B" CDX PLYWOOD 8d ®4" O.C. E.N. & 12' O.C. F.N. 5/8"0 ANCHOR BOLTS ® 24" O.C. 16 d ® 4" O.C. 16 d � 4" O.C. A35 ®]2' O.C. 10'd ® 4" O.C. STAGGERED A35 ®12" O.C. ' 3 490 * 3/e" CDX PLYWOOD Bd ®3". O.C. E.N. & 12" O.C. F.N. 5/8"0 ANCHOR BOLTS 0 18" O.C. 16 d 61 3" O.0 A35 @ 8" O.C. A35 @ e" O.C. 50 1/2" GYPSUM BOARD 5d 0 7" O.C. 6/8"O:ANCHOR BOLTS ®.48" O.C... 16 d @ 16" O.C. 16 d ® 12" O.C. A35 ® 24" o.c. 10 d ®'e" 0.c. . A35 0 24" O.C., 63 1/2" GYPSUM BOARD 50 ® 4" O.C. 6/8"0 ANCHOR BOLTS` <: ®�,, OX. 16 d ®16" OiC. 16 d ® 8" O.C. A35 ®. 24" 0 C 10 d ®'B" O.C. A36 ®24"' O.C. A 75 1/2' GYPSUM BOARD 5d'® 4"'O.C. BLDCXED 6/6"p"ANCHOR BOLTS 048.. o.c: '. 16 d ® 12" O.C. 16 d @ 8" O.C. A35 0 24" O.C. 10 d ® B%O.C. ` A35`0 24" O.C. r 73 5/8" GYPSUM BOARD .6d ®4" O.C. 6/8"0; ANCHOR BOLTS 16 d ® 12" O.C. - 18 d ® 8" O.C. A95 ® 24" O.C. 10 d ® B" O.C. A35 ®24" O.C.. 8 88 5/8' GYPSUM BOARD 6d 0'4" O.C. BLOCKED 5/8"0 ANCHOR BOLTS ®.48.� O.CC 16'.d ® 12" O.C. 16 d ® 8" O.C. A35 ® 24" O.C: _ 10 d ® 8" O.C. A35. 0.+24" O.C. 9 a # 1/2° CDX'PLYWOOD N@ %1" 0 C E N 1 12 O.C: F.N. SIROC 1 5%8"O, ANCHOR' -BOLTS - 16 d ® 3^ O.0 " A35 V 8" O.C. A35 ®8" O.C. , • 665 # 1/2"'CDX PLYWOOD 10d.0 3' OC EA: 8 12 O.C.: FN MIT 1 ON S: HEIDIER (SPUD & SIIL PLATE). 5/6 d. ANCHOR BOLTS ® 22" 0'C. /8Da6".LAGS ®8" O:C O, 4x BLK;C:. A95 ®8"" O.C. A95 ®8" O.C. 3/8" CDX PLYWOOD 8d'® 2" OC 'EX -412 O.C. FX: ON f3x MEMBER (SPUD & SD L •PLATE) 5/8"0' ANCHOR.,�BOLTS : ® 20"-O.C., ._ /80x6".LAGS ®B'`DC INTO 4z. BLK G A35 ®6" O.C. ' ' Ass ®' a".o:c. �. 870 # 1/2 CDX PLYWOOD 10d 0 2%O.C: E.N. k 12" O.C. F.N. Dc' 1. ON. 9s 11ElIDER (SPUD:& Slld.PLATE) 5/6"0' ANCHOR BOLTS ®.16"' O.C. /80x89GS ® 6' o 0: 4x BLK'G • A35 ®6" 0.C. A36 ®"8" O.C. ,1. ` pool, NOTESti�' ALC.ANCHOR.,BOLTS„10” LONG,. NABS •THROUGH PL: INTO BLK'GALTERNATIVE 'To ANCHOR., BOLTS: AT.' SAME SPACING •'AS'ABOVE.:IS:.ATTACH BILL PLATE TO 2000PSIi., FOUNDATION WITH A307-5/8" DIAMETER RAMSE7 ANCHORS W/ 3" Mffi:"EMBEDMENT (ICBO." 2391) . SHFARWAt Ii NOTES• • •; - - 1. STUCCO AND/OR W/ VENEER OVER A• PLYWOOD.SHEARWALL WILL BE WATERPROOF WTPH 'A .MIN OF (2) LAYERS OF 15 LB PAPER: 2„ ONLYLCOMMON.NAILS ,ARE.TO BE USED, FOR ALL PLYWOOD SHEARWALLS:. 3, NAIL GUNS USING "CLIPPED HEAD" OR "SINKER" NABS ARE NOT ACCEPTABLE 4. ALL BOLT HOLES TO BE. DRILLED 1/32" 14M.ITO 1/16" MAX OVERSIZED. 5. USE DOUGLAS FIR 02 PRESSURE TREATED SML PLATES. ENGINEER TO BE NOTIFIED_ FOR REDESIGN IF OTHER SPECIES SILL PLATES ARE USED (OR ARE A PART OF EXISTING BUILDING). # IF THE SHEARWALL IS DOUBLE SIDED ALL REQUIRED SPACING MUST BE REDUCED BY 60Y * 6. 3x SILL PLATE RQUIRED; 3x STUDS AT PANEL JOINTS REQUIRED. 'SI-NIRSON HOLD OWN-, CAPACI:TIES HD2A ,WITH 6x6 POST -= 2760# HD5A WITH 6x6 POST = 39.80# HD6A WITH 6x6 POST = 5510# HD8A WITH 6x6 POST 7910# SHEARWALL SCHEDULE SCALE: N.T.S. 2 LATERAL LOAD ANALYSIS (1) V(EQ) =(Trib Width) * (Contrib Length) * ( ) (2) V(W) =(Trib Width)(Contrib Length)'* ( ) 13 SEISMIC LOAD WIND LOAD, TRIB V. TRIB RESISTING ELEMENTS GRID WIDTH CONTRIBUTING AREA SEISMIC WIDTH CONTRIBUTING AREAH. V EXPECTED UPLIFTS (FT.) LENGTH (FT.) (FT.**2) (1) 1 (FT.) •LENGTH '(FT.) (FT:**2) WIND (2) PROVIDED HD • CAPACITIES 28Z�gc+ 19 -a 333 I $.q g. t ,. J16 � i! ws P so i kb�zF3 ® 13 242— 13�q Io f g g 20)6;. a 336 �� � z.t L3t X3`6. ��,a � ,�8- a,�a_ `� - '°i-►)�-/t�.sm It -o StA KDIA _1(-0• �► 231 ��,1-�." It'`� �. ��-.Zc12_ �_ Z dal (1) V(EQ) =(Trib Width) * (Contrib Length) * ( ) (2) V(W) =(Trib Width)(Contrib Length)'* ( ) 13