Loading...
0104-341 (GRES) Structural Calcsa STRUCTURAL DESIGN CALCULATIONS E . FOR , Golf Cart Garage Addition at Jim Severns Residence r ' 56-265 Riviera La Quinta, California TABLE OF CONTENTS t. Q:gy��, , Section 1 --'General `U . EJxP, 6103 �; Section 2 -- Gravity.Load Analysis 4L Section 2 -- Lateral Load Analysis` r� Of North-South Direction • East-West Direction w :. •. Section 4 -- Connections - y Prepared By: Satellite Offices: Concorde Consulting Group, Inc• Concorde Consulting Group,, Ir-c .3505 Camino Del Rio South, #350 4511 E Sunnydunes, # E . San Diego, California 92108 Palm Springs, California Concorde Consulting Group, Ir-,c 722 Fremont, # 9 Revision: 0 'South Pasadena, California Dated: 3/12/01 For: Plan Check' • • X r ' SECTION 1 -- GENERAL (LOADS, CODES, MATERIALS AND SPECIFICATIONS) A. Gravity Loads Roof Dead Load Breakdown Roofing 12 psf Plywood 2.8 psf Framing 3.2 psf. Misc 2.5 psf Insulation 1.5 psf Mech/Elect 2 psf a 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 1630.2. 1) Soil Profile = Sd Zone Factor = 0.4 Seismic Coeff, Ca = 0.44 Na Near Source Na Coefficient R (1997 UBC Table 16-N) Block Bearing Walls, R =4.5 4 ' Steel OMRF, R =4.5 Light bearing walls R = 5.5 Cantilevered Cols, R = 2.2 Load divisor = 1.4 Seismic Shear, V = (3.0 Ca'I/R)W _ (3.Ox0.44x1.0/5.5) W V shear walls = 0.240W V cantilevered cols = 0.600 W Design V shear wall= (0.240/1.4) W = 0.170 W Design V cantileverd (0.600/1.4) W = 0.428 W , r r C. Lateral Loads WIND Wind Speed = 80 mph Basic Wind Pressure 16.4 psf Exposure = C Factor, Ce = 1.13 " Factor, Cq = 1.3 Factor, I = 1 Effective Wind Pressure = gxCgxCexl = 16.4x1.13x1.3x1.0 = 24.09, say 24.0 psf D. Code: 1998 CALIFORNIA BUILDING 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 f'c (28days) 2500 psi Masonry f'm 1500 psi H. Lumber' Lumber Douglas Fir Larch # 2 Manufactured Items Truss Joist TJI (ICBG APPROVAL NO: NER-200) I. BOLTS Typical ASTM A-307 High Strength ASTM A-325 only when noted J. WELDING Typical E-70XX electrodes SECTION 2 -- GRAVITY LOAD ANALYSIS BEAM TAG INFORMATION IS SHOWN ON THE FRAMING PLAN PROVIDED WITH PACKAGE 22-141 SO SHEETS arv+®wmo 22-142 100 SHEETS 22444 200 SHEETS i� I1 1 X y' 0 � - ,fl � O � v Ck ,l d, qJ Il u � o o -b o o b �o 1 41.E t- Gl • LiIJ 22-141 SO SHEETS arv+®wmo 22-142 100 SHEETS 22444 200 SHEETS i� I1 1 � 0 - Iw ,l d, qJ Il u � o o -b o o b 41.E t- Gl • LiIJ 22-141 SO SHEETS arv+®wmo 22-142 100 SHEETS 22444 200 SHEETS i� I Iw ,l d, U Ll 9-b it [A) vi I 7l S W 6► n tj h x + N � Lp Concorde Consulting Group, Inc 3505 Camino Del Rio South, # 350, San Diego, California 92108 Severns Golf Cart Garage Roof Beams B1 Prepared by: KMK Date: 3/28/01 BeamChek 2.2 Choice 4x 6 DF -L #2 BASE Fb = 875 AN Fb = 1422 Conditions '91 NDS Min Bearing"Area R1= 0.6 int R2= 0.6 in' DL Defl <0.01 in. Data Beam Span 3.5 ft Reaction 1 393 # Reaction 1 LL 175 # Beam Wt per ft 4.68 # Reaction 2 393 # Reaction 2 LL 175 # Beam Weight 16 # Maximum V 393 # Max Moment 344'# Max V (Reduced) 290 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L/360 . LL Actual Defl L/>1000 Attributes Section (in') Shear (int) TL Defl (in) LL Defl Actual 17.65 19.25 0.01 <0.01 Critical 2.90 3.67 0.17 0.12 Status OK OK OK OK Ratio 16% 19% 6% 4% Fb (psi) Fv (psi) E (psi x mil) Fcl;psi) Values Base Values 875 95 1.6 625 Base Adjusted 1422 ..119 1.6 625 Adjustments CF Size Factor 1.300 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculaton's. Loads Uniform TL: 220 =A Uniform LL: 100 Uniform Load A R1 = 393 R2 =393 SPAN = 3.5 FT Uniform and partial uniform loads are lbs per lineal ft. t Concorde Consulting Group, Inc SPAN = 4.5 FT Uniform and partial uniform loads are lbs per lineal ft 3505 Camino Del Rio South, # 350, San Diego, California 92108 Severns Golf Cart Garage Roof Beams B2 Prepared by: KMK Date: 3/28/01 BeamChek 2.2 Choice 4x 8 DF -L #2 BASE Fb = 875 ADJ Fb = 1422 Conditions '91 NDS Min Bearing Area R1= 2.3 in R2= 1.2 int DL Defl 0.02 in Data Beam Span 4.5 ft - Reaction 1 1442 # Reaction 1 LL 649 # Beam Wt per ft 6.17 # Reaction 2 776 # Reaction 2 LL 346 # Beam Weight 28# Maximum V 1442 # Max Moment 1334'# Max V (Reduced) 1306 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L/360 LL Actual Defl L/> 1000 Attributes Section (in 3) Shear (in') TL Defl (in) LL Defl Actual 30.66 25.38 0.03 0.01 Critical 11.26 16.49 0.22 0.15 Status OK OK OK OK Ratio 37% 65% 14% 9% Fb (psi) Fv (psi) E (psi x mil) Fc1 I;psi) Values Base Values 875 95 1.6 625 Base Adjusted 1422 119 1.6 625 Adjustments CF Size Factor 1.300 Cd Duration 1.25 1.25, Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculatons. Loads Uniform TL: 220 = A Uniform LL: 100 Point LL Point TL Distance 545 B = 1200 1.0 Uniform Load A Pt loads: B R1 =1442 R2 =776 SPAN = 4.5 FT Uniform and partial uniform loads are lbs per lineal ft Concorde Consulting Group, Inc 3505 Camino Del Rio South, # 350, San Diego, California 92108 ,Severns Golf Cart Garage Roof Beams B3 Prepared by: KMK Date: 3/28/01 BeamChek 2.2 Choice 4x 12 DF -L #2 BASE Fb= 875 ADJ Fb = 1203 Conditions '91 NDS ' Min Bearing Area R1= 3.2 int R2= 3.7 in DL Defl 0.12 in Data Beam Span 10.5 ft Reaction 1 2009 # Reaction 1 LL 890 # Beam Wt per ft 9.57 # Reaction 2 ' 2295 # Reaction 2: LL 1020 # Beam Weight 100 # Maximum V 2295 # Max Moment 6817'# Max V (Reduced) 2017'# TL Max Defl L / 240 TL Actual Defl L / 600 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in') Shear (int) TL Defl (in)'. LL Defl Actual 73.83 39.38 0.21 0.09 Critical 67.99 25.48 0.52 0.35 Status OK OK OK OK Ratio 92% 65% 40% 27% Fb (psi) Fv (psi) E (psi x mil) Fc1 -psi) Values Base Values 875 95 1.6 625 Base Adjusted 1203 •119 1.6 625 Adjustments CF Size Factor 1.100 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use " BeamChek has automatically added the beam self -weight into the calculatbns. Loads Uniform TL: . 286 = A Uniform LL: 130 Point LL Point TL Distance ' 545 B = 1200 6.5 ' Uniform Load A Pt loads: B T a r. R1 = 2009 R2 =2295 SPAN = 10.5 FT Uniform and partial uniform loads are lbs per.lineal r' ft. Concorde Consulting Group, Inc 3505 Camino Del Rio South, # 350, San Diego, California 92108 Severns Golf Cart Garage Typical Post Prepared by: KMK Date: 3/28/01 BeamChek 2.2 Choice 4x 4 DF -L #1 Wood Column Conditions Using values for 2x and 4x solid sawn, Dimension Lumber. NDSO In grade Values Data Reaction 2300 # Column Area 12.25 in' Kf 1.00 Actual Height 8.0 ft ie d1 Effective Ht 96 in c 0.80 Unbraced dl 8.0 ft le d2 Effective Ht 96 in KcE 0.30 Unbraced d2 8.0 ft Ke Buckling Mode 1.0 FcE 678 Attributes and Values Controlling d is 3.5 inches Fc d (psi) E (psi x mil) Base Values 1450 1.7 le/d psi Area (in Z) Base Adjusted E08 1.7 Actual 27 188 12.25 CF Size Factor 1.15 Critical 50 608 3.78 Cd Duration 1.00 Status OK OK OK Cm Wet Use 1.00 1.00 Ratio 54% 31% 31% Cp Stability 0136 Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 188 psi. r' o -o r+ D os j'A o Al J SECTION 3 -- LATERAL LOAD ANALYSIS (SEISMIC) _ -3-o Ca 'l W C 2 �, w IS SHEAR WALL. SCHEDULE I SYMBOL SHEAR (plF) MATERIAL AND NAILING DESCRIPTION ANCHOR BOLT SCHED. MINIMUM BOTTOM PLATE NAILINGTO CONVENTIONAL TA JST. 3W. TRANSFER SHEAR TRANSFER TJI BLK'G PLATES MICRO LAM RIM JST./BLK'G W/ SWISON CLIPS NAILS & BLOCKS SD&SON CLIPS 180 STUCCO WOVEN WIRE AND PORTLAND CEMENT PIASTER 7/8" THICK {+11 GAUGE 1 1/2" LONG 7/16" LEG 66" O.C. 5/8"0 ANCHOR BOLTS @ 48" O.C. 16 d @ B" O.C. A35 @ ,24" O.C. 10 d ® 8" O.C. A35 @ 24" O.C. 1 260 3/8" CDX PLYWOOD Bd ®8" O.C. E.N. & 12" O.C. F.N. 5/8"0 ANCHOR BOLTS @ 36" O.C. 16 d @ 6" O.C. 16 d @ 6" O.C. A35 @ 18" O.C. 10 d ® 4" O.C. STAGGERED A35 @ 16" O.C. 380 * 3/8" CDX PLYWOOD 8d @ 4" O.C. E.N. & 12" O.C. F.N. ® 24" O.C. BOLTS 16 d @ 4" O.C. 16 d @ 4" O.C. A35 @ 12" O.C. STAGGERED OC A35 ® 12" O.(; 490 * 3/8" CDX PLYWOOD 8d ® 3" O.C. E.N. & 12" O.C. F.N. ®B9 O. ANCHOR BOLTS C. 18 d @ 3" O.C. A35 @ 8" O.C. A35 @ 8" O.C. 50 1/2" GYPSUM BOARD 5d @ 7" O.C. 548" O.CHOR BOLTS 16 d @ 16" O.C. 16 d @ 12" O.C. A35 @ 24" O.C. 10 d @ 8" O.C. A35 @ 24" O.C. rJ 63 • 1/2" GYPSUM BOARD 5d ®4" O.C. 5/8"0 ANCHOR BOLTS 0 48' O.C. 16 d @ 18" O.C. 16 d @ 8" O.C. A35 @ 24" O.C. 10 d @ 8" O.C. A35 @ 24" O.C. © 75 1/2" GYPSUM BOARD 5d @ 4" O.C. BLOCKED 5/8"o ANCHOR BOLTS - 64e' o.c. I6 d @ 12" O.C. 16 d @ B" O.C. A35 @ 24" O.C. 10 d ® 8" O.C. ' A35 ® 24" O.C. 73 5/8" GYPSUM BOARD 8d @ 4" O.C. 548 ANO OR BOLTS C. 16 d @ 12" O.C. 16 d @ 8" 0.C. A35 @ 24" O.C. 10 `d @ 8" O.C. A35 @ 24" O.C. �. 88 5/8" GYPSUM BOARD 6d 0 4" O.C. BLOCKED J 5/8 48" ANCHOR BOLTS " 16 d @ 12" O.C. 16 d @ 8" O.C. A35 @ 24" O.C. 10 d @ 8" O.C. A35- @ 24" O.C. ZL 550 * 1/2' CDX PLYWOOD Bd ®4' O.C. E.N. & 12 O.C. F.N. STRUC 1 5/6"0 ANCHOR BOLTS @ 17" O.C. 16 d @ 3" O.C. A35 @ 8" O.C. A35 @ 8" O.C. 665 * 1/2" CDX PLYWOOD 10d ® 3" O.C. E.N. & 12. O.C. F.N. STRUC 1 ON 3x MWER (STUD & SBL PLATE) 5/8"0 ANCHOR BOLTS @ 22" O.C. /8Ox6' LAGS ® 8' O.0 INTO 4x BLK'G A35 @ 8" O.C. A35 @ 8" O.C. A730 * 3/8' CDX PLYWOOD 8d ® 2" O.C. E.N. & 12' O.C. F.N. STRUC 1 ON 3x MEMBER (STUD & SILL PLATE) 5/8"0 ANCHOR BOLTS @ 20" O.C. /86x8" LAGS ® 8" O.C.A35 INTO 4x BLK'G @ 6" O.C. A35 6 6' O.C. 870 * 1/2" CDX PLYWOOD IOd ® 2' O.C. E.N. & 12' O.C. F.N. STRUC 1 ON 3x MWER (STUD & SUL PLATE) 5/8"0 ANCHOR BOLTS @ 18" O.C. /80x6' LAGS ®8" O.0 INTO 4x BLK'G A35 @ 6" O.C. I L A35 6 6" O.C. - I SIMPSON HOLDOWN CAPACITIES HD2A WITH 8x8 POST = 2760# HD5A WITH 6x8 POST = 3980# HDBA WITH 6x8 POST = 5510# *PENDING 1CB0 APPROVAL SEISMIC LOAD CALCULATIONS FOR GRID LINE (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of Tributary Areas: Tributary Width = 3 ft Tributary Length = 1 "L— $ ft ; • - ' Z.• Tributary Area = sq. ft Contributing Dead Load = Z� psf �N Tributary Dead Load = I v 64 lbs or ` I kips �j Contributing Wall Length within area = ZS ft Estimated Wall Height = $ ft Total Wall Area = 'Z. sfl sq ft Contributing Dead Load = 1 a psf Wall Dead Load = Z cnro lbs or Z kips 5 •' + 2 = 3; 1 TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = kips . Seismic Force, V = ' I ? �3 I = 0 S Z1 kips RESISTING ELEMENTS SUMMARY Type A Shear Walls Shear Wall •Length ft _ $ ..Force in Shear Wall = r kips/ftp S Type B : Cantilevered Columns Number of Columns = Lateral Load per column = kips Vertical Load per, column = kips (Based on Tributary area for column) SEISMIC LOAD CALCULATIONS FOR GRID LINE (S (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of Tributary Areas: Tributary Width = t o- O ft Tributary Length = Zy ft ) )4 Tributary Area = Zoo sq. ft Contributing Dead Load psf Tributary Dead Load = S 6 0 lbs or S % kips Contributing Wall Length within area = 3 ft Estimated Wall Height = 1 o ft Total Wall Area =, 3 sq ft Contributing Dead Load = 10 psf Wall Dead Load lbs or .. 5 7+3= �77 3 kips TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = kips Seismic Force, V = 7 = (► $ kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls „ Shear Wall Length = 12- 8 ft Force in Shear Wall = rkipsift Type B : Cantilevered Columns Number of Columns = Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) SEISMIC LOAD CALCULATIONS FOR GRID LINE O (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of Tributary Areas: Tributary Width = 1 • � ft Tributary Length = Z (t ft Tributary Area = 2y- 0 sq. ft Contributing Dead Load psf Tributary Dead Load = S 7 6 O lbs or W V:rA C & kips Contributing Wall Length within area = 3 d ft Estimated Wall Height = ) O ft Total Wall Area = 3 VO sq ft Contributing Dead Load = 1 O psf Wall Dead Load = 3 lbs or kips a• � �3 = �'� TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = kips Seismic Force, V = 1�?x $ $ s j • S cro kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls 2— g Shear Wall Length = ft , g 1+ UD Force in Shear Wall = kips/ft S "j_ Type B : Cantilevered Columns Number of Columns = Lateral Load per column = kips Vertical Load per column = kips (Based on.Tributary area for column) SEISMIC LOAD CALCULATIONS FOR GRID LINE (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of Tributary Areas: Tributary Width ft Tributary Length = 12' $ ft w J2xl0 Tributary Area = 26q. ft Contributing Dead Load = 'ZtY psf Tributary Dead Load_ = 3 G ly.$" lbs or 3 , 6 kips Contributing Wall Length within area = 3O ft Estimated Wall Height = � 0 ft Total Wall Area = •3 cm sq ft Contributing Dead Load = ® psf Wall Dead Load = 3 e1'JV lbs or kips 3.. (� ti (a' TOTAL DEAD LOAD FOR SEISMIC CALCULATIONS = kips p Seismic Force, V = • 17 x 6 G = ' ) IZ—kips RESISTING ELEMENTS SUMMARY Type A : Shear Walls Shear Wall Length = \ ft rkips/ft Force in Shear Wall = Type B : Cantilevered Columns Number of Columns = Lateral Load per column = kips Vertical Load per column = kips (Based on Tributary area for column) r C� fz�D k syr G "� SEISMIC LOAD CALCULATIONS FOR GRID LINE (ALL GRID LINES ARE SHOWN ON THE SHEAR WALL PLAN DRAWING) Roof Diaphragm is flexible, tributary areas determine the contributing Shear Force Determination of TributaryAreas: Tributary Width ft Tributary Length ' o, : ft Tributary Area = 'a 3? sq. ft Z g $ v Contributing Dead Load psf Tributary Dead Load S 661- lbs or kips . Contributing Wall Length within area = 3® ft Estimated Wall Height = .10 ft Total Wall Area = e0. sq ft Contributing Dead Load = 10 psf Wall Dead Load = `� cAM lbs or kips TOTAL DEAD LOAD FOR = O SEISMIC CALCULATIONS lops Seismic Force, V kips RESISTING ELEMENTS SUMMARY 12 G .Type A : Shear Walls Shear Wall Length = C—ft _2u8 $ © 3 �� Force in Shear Wall = kips/ft Type 8 : Cantilevered Columns Number of Columns = Lateral Load per column = kips , Vertical Load per column = kips (Based on Tributary area for column) C� fz�D k syr G "� A y SECTION 4 -- CONNECTIONS ALL WOOD CONNECTORS SHALL BE SIMPSON OR APPROVED EQUAL ALL ANCHOR BOLTS, HOLDDOWNS AND DOWELS SHALL BE IN PLACE AND INSPECTED ACCORDING TO LOCAL BUILDING REGULATIONS CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR TRUSS COMPONENTS AND STEELMEMBERS t