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HomeMy WebLinkAboutB18-0172 040-480-006ae > :IimThorup,, 730 Grand�Te'ony} TM r x. "Y ` �" „�� _ 530`864-`5553.' - Chtco .CA 95973 `, ;y #'' ' `` �� 8882315 Fax - } Mobility Solutions "` i Yet + Ein 46-4200426 _ � = j X46 4 For Your Florae and"Loved Ones CA #990046' Design„Consulting, Construction and Specialized E ui ment Sales It ,q p - _ _ 1. Parker Scope of Work Date: 10/19/2017 Project Contract for Barrier Free Shower ATTN: Marcus Bledsoe, Customer FNRC Home Modification Program Mgr 7286 Irwin Ave, Palermo, CA 95968 530403-0796, Fax 530-871-6075 FROM: Jim Thorup DESCRIPTION Scope of Work includes Matti Parker 17 Baja Court Chico, CA 95928 Julie & Steven 588-2127 contract PRICE 003 Exhaust Fan y Run dedicated 110V electrical system to new fan location Install Exhaust/light/fan combo vz->t s — PERMIT # MENT SERVICES BUTTE Co NEVI EVE D FOR 004 Lighting CODEC LIANCE Provide and install LED Can lights per new sink location BY Lighting switch' location to accommodate client usage DATE.—l—, 005 Vanity Sink System' Construct Clear under_custom height cabinet w/drawers one site Install Kohlar Pool Sink per owner selection Provide faucet system suited to client need and physical ability Modify existing mirror to allow for countertop height installation Install additional medicine cabinet where needed , 1.318-0172 Void After 30 Days from Quote Date 040-480-006 }3;! .41ROON1 R1:,'IOI:)EL (96) 1/23/2017 1'(-' 001 Replace Bathroom Door ' Demo left side of bathroom door common to bedroom closet wall - Disconnect "and cap vacuum system per owners instruction Relocate electrical as needed Reframe for max width minimum of 36” wide pocket door Install, sheetrock, tape and texture to match Prime and paint system :002 Tile Shower Install Demo entire bathroom floor, vanity, lighting & tub partition Demo floor at proposed shower area for a 72"x42" corner shower unit Install plywood on wall where wall tile to be installed. Prep Shower Pan for a trough shower drain :. Pre floor and shower pan area for "Pool Tile" Anti Skid Tile Red guard flooring and walls for tile prep Shower walls to ceiling w/shampoo holder 24"x18" BUTTE COUNTY . Wainscot tile at 42" tall to sink wall and to toilet corner BUILDING DIVISION r' Install Delta TempAssure '17T w/diverter valve attendant & standard usage -APPROVED 003 Exhaust Fan y Run dedicated 110V electrical system to new fan location Install Exhaust/light/fan combo vz->t s — PERMIT # MENT SERVICES BUTTE Co NEVI EVE D FOR 004 Lighting CODEC LIANCE Provide and install LED Can lights per new sink location BY Lighting switch' location to accommodate client usage DATE.—l—, 005 Vanity Sink System' Construct Clear under_custom height cabinet w/drawers one site Install Kohlar Pool Sink per owner selection Provide faucet system suited to client need and physical ability Modify existing mirror to allow for countertop height installation Install additional medicine cabinet where needed , 1.318-0172 Void After 30 Days from Quote Date 040-480-006 }3;! .41ROON1 R1:,'IOI:)EL (96) 1/23/2017 1'(-' f46 t - - Civil Engineering - r, RTH T Oi ti i i 1 _ Architecture Environmental Planning .. Designing ,Solutions surveying Water Resources . STRUCTURAL CALCULATIONS PROJECT: Lowering Floor at Shower (42"x72") Q10EESS/pa LOCATION: 12 Baja Court Chico, CA 60822 fa - rn JOB NUMBER: 18-016 DATE: January 19, 2018. CODES: California Building Code, 2016 Edition LOADS: Seismic Design Category: D Ss (0.2 sec) = 0.614 Sds (0.2 sec) = 0.536 S1 (1 sec) = 0.271 Shc (1 sec) 0.336 Wind Speed:, 110 mph. Exposure: C Soil Bearing: 1500 psf NOTES: Are Special Inspections required. for Engineering Elements Designed by NorthStar Engineering? No NorthStar Engineering is not responsible for these calculations unless this sheet is stamped by a registered professional engineer and wet signed with RED or. BLUE ink. GENERAL: Any structural or non-structural items that are not specifically addressed in the following calculations and or details are designed by others and are not the responsibility 'of NorthStar. Engineering. PERMIT # 47/ L BUTTE rouNN DEVELOPMENT SERVICES REVIEWED FOR CO E C MPLIANCE 13:18-0172 FI DATE, �" :1? (11`0-480-000 1/23/2017 1,( Page 1 of 6 monnSta . Solutions ~ . . . 111 Mission Ranch Blvd, Ste 100 ^ Ch�hCA - = . � ' ^ � Project - , r----_-: Description � . Floor Joist Maximum Bending Stress Ratio 0.205 1 Maximum Shear Stress Ratio 0.131 : 1 Section used for this span Calculations per NDS �015, IBC 20,15, CBC 2016, ASCE 7-10 Section used for this span 2x6 Load . ~ Material Properties ' Fv: Allowable 180.00 psi Load Combination Analysis Method: Allowable Str�ss Pesign Fb + 900 psi E: Modulus of Elasticity 2.085ft Location of maximum on span 0.000 Ift Span # where.maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Wood Species Douglas Fir - Larch FC - Perp 625 psi Max Downward Transient Deflection Wood Grade No.2 Fv 180 psi Max Upward Transient Deflection 0.000 in Ratio = , Ft 575 psi Density 31.2 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 3049>=180 Repetitive Member Stress Increase If Span = 4.170 ft L."A Service loads entered. Load Factors will be applied for calculations. - Uniform Load u=o.0uV L=U�uU�� |nUu�����=l�JU� ^ .' , - ^ ^ .� Maximum Bending Stress Ratio 0.205 1 Maximum Shear Stress Ratio 0.131 : 1 Section used for this span 2x6 Section used for this span 2x6 Max Stress Ratios F13: Allowable 1,345.50psi Fv: Allowable 180.00 psi Load Combination +D+L+H Load Com bination +D+L+H Location of maximum on span' 2.085ft Location of maximum on span 0.000 Ift Span # where.maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio = 4573 >=360 _ -D-" Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.016 in Ratio = 3049>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 - ouo .� Load Combination Max Stress Ratios Moment Values Shear Values _ -D-" , ' 0.00 ouo 0.00 ouo Length =417O� 1 O�7 O�4 0�O'1�O 1l0 11n 1.00 1.00 1l0 O�h S1J4 121O�5 O�4 ,�0 1O2�O ~B~L~M � ' 1.300` 1l0 1.15 1l0. 1l0 1l0, 0.00 0.00 0.00 0.00Lengm~4170ft l 0.20 0.1311.00 1.300 1{0 1.15 1.00 1.00 1.00& � � 17 275.23 1345.5 0.13 23.63 100.00 ~B+L,*i ' ' 1.30 1l0 115 1l0 1.00 1.00 080 '0.00 0.00 0.00 Length =4.17Oh - l 0.05 0.035 125 1.30 , 1.00 115 1.00 1.00 1.00 0.06 91.74 160]0 ''0.04 7.88 225.0 +D+S+H 1.300 1.00'115 1.00 1.00 1.00 0.00 0.00 ^m@ 0.00 ' Length ~417Oh l 0.05 0.03 115 1.30 1.00 115 1{0 1.00 1.00 0.06 91.74 1547.33 0.04 7.88 207.0 . - 1.300 1l0.' 115 1.00 100- 1l0 ' 0.00 0.00 .0.00 0.00 Length =4.170ft . 1 0.136 .0.08 . ^. 125 1.30 .1l0 115 /1l0 . 1.00 1.00 0.14 229.3 4081{0 . 0.11 1989 '225.0O Page 2o[e ' ^ _ NorthStar. " Project Title: Desigling Solutions ' ^ . S Engineer: Project ID: . ' + Project Descr: - 111 Mission Ranch Blvd, Ste 100 Chico, CA ' r r Printed: 19 JAN 2018, 1:53PM -'- -- + '; 'yrt >St°� r i v ,� ;•? <� iy : s �'; Wood Beam t `R6 SlProtects\BUILDINGI_PROPC 11201810NESOU=11Calcs11"16-1.EC6, ." + , , ' :'V ' _+"`� , -. + .' t ENtRCALQINC:1983-2017,.BuiId:10.17.12:10, Ver.10.17.1210 Lic. #: KW -06003075 Licensee: NORTHSTAR ENGINEERING Description : Floor Joist Load Combination Max Stress Ratios ` + Moment Values Shear Values . Segment Length Span # M V Cd C FN . %C i Cr C m C t. CL M - fb F'b V ., fv F'v +D+0.750L+0.750S+H 1.300 -< 1.00 1.15 ; 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.170 ft 1 0.148 0.095 1.15 1.300 1.00 1.15 * 1.00 -1.00 1.00 0.14 229.36 -11547.33 0.11 19.69 207.00 +D+0.60W+H 1.300 1.00 1.15:. 1.00 .. , 1.00 1.00'0.00-0.00 0.00 Length = 4.170 ft ' 1 ' , 0.043 ., -0.027 1.60 1.300 .1.00 1.15' 1.00 , 1.00 1.00. 0.06 91.74 2152.80 0.04 .0.00 7.88 288.00 +0+0.70E+H t - .. • • 1:300 -,1.00 1.15 .1.00 1.00 , 1.00 0.00 0.00 " 0.00' 0.00 Length--' 4.170 ft 1 0.043 0.027 1.60 '1.300: 1.00 1.15 1.00 . 1.00. 1.00 "'0.06 -91.74 2152.80 0.04 7.88 288.00 • +D+0.750Lr+0.750L+0.450W+H r 1.300 1.00 1.15. 1.00 1.00 _ 1.00 0.00 0.00 0.00' 0.00 Length = 4.170 ft ` - 1 - 0.107 , 0.068 1.60' 1.300 1.00 1.15 1.00 1.00 1.00 0.14 229.36 2152.80 •0.11 19.69 288.00 +D+0.7501.+0.750S+0.450W++1 1.300- 1.00 1.15 1.00 ,,,1.00 1.00 • r 0.00. 0.00 0.00 0.00 Length = 4.170 ft 1 , ^,.0.107 0.068 1.60 1.300.} 1.00 1.15 1.00 1.00 1.00 0.14 229.36 2152.80 0.11 19.69 288.00 +D+0.750L+0.750S+0.5250E+H 1.300: 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.170 ft 1 0.107 0.068 1.60 1.300 . , 1.00 1.15 1.00 1.00 1.00 0.14 229.36 2152.80 0.11 19.69 288.00 r +0.60D+0.60W+0.60H - .1.300 '1.00 . 1.15 1.00 1.00 1.00. 0.00 0.00 0.00 , 0.00 . Length = 4.170 ft ' 1 0.026 +. 0.016. 1.60 1.300. 1.00 1.15 ' .1.00 1.00 1.00 0.03 55.05 2152.80 0.03 4.73 288.00 +0.60D+0.70E+0.60H , �.. 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 •0.00 0.00 Length = 4.170 ft .1,. y 0.026 0.016 1.60* 1.300 ' 1.00 -"1.15 1.00 . 1.00 1.00 0.03 55.05 2152.80 0.03 4.73 288.00 _Overall Maximum Deflections �" .«s , ` x i ` -" t. 'L A _ Load Combination Span Max. "' Defl Location in Span Load Combination Max. "+" Deff Location in Span . - +D+L+H 1 0.0164 2.100 ' 0.0000 0.000 - - `Vertical>Reactions '+�,'t r ; '"�x Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2' Overall MAXimum 0.166. 0.166 Overall MINimum 0.111 0.111 +D+H +0.055 0.055 +O+L+H 0.166 0.166 +D+Lr+H 0.055 0.055 +D+S+H 0.055 0.055 N +D+0.750Lr+0.750L+H 0.139. 0.139 ' +D+0.750L+0.750S+H 0.139 �' 0.139 , ' +D+0.60W++i - 0.055 '0.055 + +D+0.70E+H -0.055 0.055 ' +D+0.750Lr+0.750L+0.450W+H .. �.. Y 0.139 ^0.139 , +D+0.750L+0.750S+0.4MW+H ' ' 0.139 0.139 +D+0.750L+0.750S+0.5250E+H 0.139 ' 0.139 +0.60D+0.60W+0.60H 0.033 0.033 +0.60D+0.70E+0.60-H 0.033 0.033 D Only '0.055 0.055' Lr Only ^ L Only ` 0.111 ? 0.111 ^ S Only W Only ' r • r - _ _ E Only H Only ' ` .• •• A • •` f' { • ,• 1, . - Page 3 of 6 D(0.12) L(0.24) D(0.12) L(0.24) D 0:04 L 0.084 D 0.042 L 0.084 D 0.042 L 0.084 . NorthStar Project Title: Shear Stress Ratio _ t Designing Solutions Engineer: ?•� n t "> •�'y#'4£.. �'p Tri t '� �i. { +�s, z,•F1x �.-f+�� Project ID: fb : Actual = Project Descr: fv : Actual = 35.97 psi 111 Mission Ranch Blvd, Ste 100 1,300.00 psi Fv : Allowable = Span ,1.50 ff Span = 4.0 ft Span = 1.50 ft Chico, CA _ +D+L+H Load Combination, r R Location of maximum on span. __ 4.000ft Location of maximum on span = Printed: 19 JAN 2018, 1:59PM Span # where maximum occurs, = _- — — — WOOd'Beam 'a` �" �" t.4 Yr r '�, File S.1ProjktilBUILDING\-PROP0=11201810NESOU-11Calcs\18-016-1.EC6., b{ Span # where maximum occurs = f �.-�" S -_. ENERCALC, INC. 1983-All7, Build: 10.17.12.10; Ver.10;17.12.10 0.00 Max Downward Transient Deflection r 0.002 in Ratio = • - Description : New Girder Beam; * ' Max Upward Transient Deflection _ 0.000 in Ratio = 0 <360 CODE'REFERENCES��� a r -- ' Max Downward Total Deflection ' 0.004 in Ratio = 13366 >=180 Calculations per NDS 2015, IBC 2015, CBC 201.6, ASCE 7-10 Max Upward Total Deflection 0.000 in Ratio = 0 <180 - Load Combination Set: ASCE 7-10 r Material Properties 1 Analysis Method: Allowable Stress Design - Fb + 1000 psi E: Modulus of Elasticity Load Combination ASCE 7-10 - Fb - 1000 psi Ebend- xx 1700ksi Fc - Pdl 1500 psi Eminbend - xx 620 ksi Wood Species : Douglas Fir -.Larch Fc - Perp 625 psi . Wood Grade : No.1 Fv 180 psi ' Ft 675 psi Density 31.2pcf Beam Bracing. Beam is Fully,Braced against lateral -torsional buckling `F D(0.12) L(0.24) D(0.12) L(0.24) D 0:04 L 0.084 D 0.042 L 0.084 D 0.042 L 0.084 . y i4 4. . �f f }} 1 �`F - r, ��'y1•� -.e :r .,,�Yj�i { te•�' ,�y, .t a 9 ,a.� �' �',.e ' y �� '• r''• �± { t'i' Pi i ,k. 4-:i s '. h M •. rte: ' �• . 0.108 1 < Maximum Shear Stress Ratio _ q' � i . ii' `•,�'t � ;• � �4FT i� .3 .�i 4' ' 'x.7� d � R � �{.y � \r R) - [ 1:.. � ,, a li'�'.yr s! t �'" �' 7 R'1 •hey :t i 1= 7 R 'r5'j.' l'tx., •n y. r� ..3�. .iL r'�'ti5 w AAs-, _ 4x8 ?•� n t "> •�'y#'4£.. �'p Tri t '� �i. { +�s, z,•F1x �.-f+�� 4x8 fb : Actual = i ..r 4.. �:;?N +-.,�_,n fv : Actual = 35.97 psi 4x8j 4x8 / 4x8 1,300.00 psi Fv : Allowable = Span ,1.50 ff Span = 4.0 ft Span = 1.50 ft Load Combination +D+L+H Load Combination, r +D+L+H Location of maximum on span. __ 4.000ft " +"' -' 77T* service loads entered. Load Factors will be applied for calculations. `APPlied Loads ", x �r ;.� �....: -�pp • Load for Span Number 1 Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 2.10 ft ' Load for Span Number 2 Uniform Load : D = 0.020, L =•0.040 ksf, Tributary Width = 2.10 ft 'Point Load : D=0.120, L 0.240 k @ 0.750 ft Point Load `. D =0.120, L = 0.240 k @ 3.410 ft Load for Span Number 3 t Uniform. Load : D = 0.020, L = 0.040 ksf, Tributary Width 2.10 ft DESIGN' ,SUMMA'RY:. ' _1 . _.� 0 • Maximum Bending Stress Ratio = . 0.108 1 < Maximum Shear Stress Ratio _ 0.200: 1 ' Section used for this span 4x8 Section used for this span 4x8 fb : Actual = 140.15 psi _ fv : Actual = 35.97 psi FB: Allowable = 1,300.00 psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination, r +D+L+H Location of maximum on span. __ 4.000ft Location of maximum on span = 3.429 ft Span # where maximum occurs, = Span # 2, Span # where maximum occurs = Span # 2 ` ` Maximum Deflection t �• Max Downward Transient Deflection r 0.002 in Ratio = 20049> 360 Max Upward Transient Deflection _ 0.000 in Ratio = 0 <360 Max Downward Total Deflection ' 0.004 in Ratio = 13366 >=180 1 Max Upward Total Deflection 0.000 in Ratio = 0 <180 - Page 4 of 6 . NorthStar Project Title: ' Desjgrling Solutions ' Engineer: Project ID: Project Descr: 111 Mission Ranch Blvd, Ste 100 Chico, CA ` - • F Printed: 19 JAN 2018, 1:59PM F1 , ;` rr e , ,+. + File S:1PmjectsOUILDINGLPROPO-11201810NESOU-11Calcs118-016-1.EC6. Wood,Beam 1 , �__ + r,. ., ; . � ., . _' ENERCALC, INC 1983-2017, Build: 10. 17.12. 10, Ver. 10.17.1 Z: 10 Description : New GirderBeam. Maximum Forces &.Stresses for L'oad.Combinations, Load Combination, Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd - C FIV Ci - C r C m C t CM fb F'b V N F'v +D+H •0.016 0.00 0.00 0.00 0.00 Length =1.50 It 1 0.057 _0.90, 1.300 1.00 1.00 1.00 1.00--1.00 0.05 18.49 1170.00 0.16- 9.29 162.00 Length =-4.0 ft 2 0.040 0.074 0.90 1.300 , • 1.00 1.00 1.00 1.00 1.00 , 0.12 46.72 1170.00 0.20 11.99 162.00 Length = 1.50 ft 3 0.040 0.074 0.90 1.300 1.00 1.00 1.00 1.00 1:00 0.12 46.72 1170.00 0.09 11.99 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.643, 0.155 1.00 1.300 - 1.00 1.00 1.00 1.00 1.00 0.14 55.48 1300.00 0.47 27.87 180.00 Length = 4.0 ft 2 0.108 0.200 -1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.36 140.15 1300.00 0.61 35.97 180.00 Length =1.50 ft 3 0.108 0.200 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.36 140.15 1300.00 0.26 - 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00. 0.00 0.00 _35.97 0.00 0.00 Length =.1.50 ft 1 0.011 0.041 1.25. 1.300 1.00 1.00 1.00 1.00 1.00 0.05 18.49 1625.00 0.16 9.29 225.00 Length =.4.0 ft 2 0.029 '0.053 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.12 46.72 1625.00 0.20 11.99 225.00 - 25.00- Length= 1.50 Length=1.50 ft 3 0.029 0.053 1.25 1.300 ` 1.00 1.00 . 1.00 1.00 1.00 0.12 46.72 1625.00 0.09 11.99 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 " 1.00 0.00 0.00 , 0.00 0.00 Length =1.50 ft • 1 0.012 0.045 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.05. 18.49 1495.00 0.16 9.29 207.00 Length =.4.0 ft 2 0.031 0.058 1.15 1.300 ' 1.00 1.00 1.00 1.00 1.00 ` 0.12 46.72 1495.00 0.20 11.99 207.00 Length =1.50 ft 3 0.031 0.058 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.12* 46.72 1495.00 0.09 11.99 207.00 +D+0.750Lr+0.750L+H - 1.300. 1.00 • 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 Length =1.50 ft' 1 .0.028 0.103 1.25 •1.300 1.00 1.00 1.00 1.00 1.00 0.12 46.23 1625.00, 0.39 23.23 225.00 Length = 4.0 ft 2 0.072 - 0.133 1.25 1.300.. 1.00. 1.00 1.00 1.00 1.00 0.30 116.79' 1625.00 0.51 29.97 225.00 Length = 1.50 ft 3 0.072 0.133 1.25 1.300 1.00 , 1.00' 1.00 1.00 1.00 0.30 116.79 1625.00 0.22 ' 29.97 225.00 +D+ 0.750L+0.750S+H - , 1.300 ' 1.00 1.00 1.00 1.00 .1.00 0.00 0.00 0.00 0.00 Length= 1.50 ft . 1 0.031.' 4 j 0.112 1.15 1.300 1.00 1.00 1.00 ' 1.00 1.00 0.12 46.23 1495.00 0.39 23.23 207.00 Length = 4.0 ft 2. 0.078. 0.145 1.15 1.300 1.00 .1.00 1.00 1.00 .1.00 0.30 116.79 1495.00 0.51 29.97 207.00 + Length =1.50 ft 3 0.078 4.145 1.15 1.300 1.00 1.00 .1.00 _1.00 ",1.00 0.30 116.79 1495.00 0.22 29.97 207.00 +D-460W+H ' 1.300+. 1.00 1.00 1.00 r• 1.00 1.00 0.00 0.00 .0.00 0.00 Length = 1.50 ft 1 0.009 0.032 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.05 18.49 2080.00 0.16 9.29 288.00 Length = 4.0 ft 2 0.022 0.042 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 46.72 2080.00 0.20 11.99 288.00 Length =1.50 ft 3 0.022 •0.042 1.60 1.300 1.00 1.00. 1.00 1.00 1.00 0.12 46.72 2080.00 0.09 11.99 288.00 +D+0.70E+H 1.300. 1.00 1.00 .1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft 1 0.009 0.032 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.05. 18.49 2080.00 0.16 9.29 288.00 Length = 4.0 ft 2 0.022 0.042 1.60 .1.300: 1.00 1.00 1.00 1.00 1.00 0.12 46.72 2080.00 0.20 11.99 288.00 Length =1.50 ft 3 • 0.022 ,0.042 1.60 1.300 1.00. 1.00 1.00 1.00 1.00 0.12 46.72 2080.00 0.09 11.99 288.00 �D4750Lr4O.75OL+0.45OW+H 1.300 .' 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 ft '1 0.022' 0.081. 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 46.23 2080.00 0.39 23.23 288.00 Length = 4.0 ft 2 0.056 0.104 ' 1.60 `1.300 , 1.00 1.00 1.00 1.00. 1.00 0.30 116.79 •2080.00 0.51 29.97 288.00 Length =1.50 ft 3 0.056 0.104 1.60 1.300- 1.00 1.00 1.00 1.00 1.00 0.30 116.79 2080.00 • 0.22 •29.97 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 ,0.00 .0.00 0.00 Length =1.50 ft 1 0.022 0.081 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 46.23 2080.00 .0.39 23.23 288.00 Length = 4.0 It 2 0.056 0.104 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.30 116.79 2080.00 0.51 29.97 288.00 Length =1.50 ft 3 0.056 0.104 1.60 1.300 1 1.00 1.00 • ' 1.00. 1.00 1.00 0.30 116.79 2080.00 0.22 29.97 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00. 0.00 ,0.00 0.00 Length =1.50 ft 1 0.022 0.081 1.60 1.300 1.00 1.00 1.00 1.00 1.00 . 0.12 - 46.23 2080.00 0.39 23.23 288.00 Length = 4.0 ft - 2 0.056 0.104 1.60 1.300 1.00 1.00 . 1.00 1.00 1.00 _ 0.30. 116.79 2080.00 0.51 29.97 288.00 Length = 1.50 ft 3 0.056 0.104 1.60' -1.300 1.00 1.00 1.00 1.00 1.00 0.30 116.79 2080.00 0.22 29.97 288.00 +0.60D40.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1.50 ft 1 0.005 0.019 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.03 11.10 2080.00 0.09 5.57 288.00 Length = 4.0 ft 2 M 0.013 0.025 1.60 1.300 .- 1.00 1.00 1.00 1.00 1.00 0.07 28.03 2080.00 0.12 7.19 288.00 Length =1.50 ft 3 1013 0.025' 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07. 28.03 2080.00 0.05 7.19 288.00 +0.60D+0.70E+0.60H ; 1.300 1.00 1.00 1.00 11.00 1.00 0.00 0.00 0.00 0.00 Length =1.50 It 1 0.005 0.019 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.03 11.10 2080.00 0.09 5.57 288.00 Length = 4.0 ft '' 2 0.013 0.025 1.60 1.300 , 1.00 1.00 1.00 1.00. 1.00 0.07 28.03 2080.00 0.12 7.19 288.00 Length =1.50 ft' 3 0.013 0.025 1.60 1.300 1.00 1.00 1.00 •1.00 1.00 0.07 28.03 2080.00 0.05 7.19 288.00 'O ;-a ll Maximum Deflections;= ' Load Combination Span Max. ° " Defl 01.96tion in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 +D+L+H -0.0035 0.000 +D+L+H 2 0.0036 1.849 0.0000-, 0.000 ' 3 :0.0000 1.849 +D+L+H -0.0004 0.618 'Page 5 of 6 NOrthStar. ., r Project Title: ., Designing Solutions Engineer: Project ID: Project Descr: 111 Mission Ranch Blvd, Ste 100+ Chico, CA 1 Pnnted:,19JAN2018, 159PM. ' t dr ,+File S 1Prolects\BUILDINGLPROPC+-11201810NESOU 11Calcs118-016 1` EC6 Z,,, wWood,Beam N , EERCALC;INC.198 2017;;Build; 16.17.1; 2.1QVer.10.17:12.10 'Lic. KW -06003075 Licensee NORTHSTAR ENGINEERING ' Description ;o� •New Girder Beam '.Vertical Reactions. •� , ., `` `• Support notation :Far left is #1 Values in KIPS • Load Combination ° :'Support 'Support2 '• Support 3 °Support4 Overall MAXimum , 0.733 1.014 .. -0.144 ' Overall MINimum `�{ + .. .• '" 0.488 - 0.676 -0.048 +D+H r _ 0.244 ' 0.338,'-0.048 +D+L+H • . - 0.733 1.014 -0.144 •. +D+Lr+H' -' `. 0.244 0.338 -0.048 +D+S+H - r + . 0.244 r 0.338 -0.048 ' +D+0.750Lr+0.75OLtH 0.610 ' 0.845. - -0.120 +D+0.750L`+0.750S+H . 0.610 0.845 -0.120' - +0+0.60W+H - + 0.244 %= ' 0.338 -0.048 , +D+0.70E+H 0.244 0;338 -0.048 r +0+0.750Lr+0.750L+0.450W+H .•� 0.610 0.895 _ -0.120 ` +D+0.750L+0.750S+0.450W+H + 0.610 • 0.845 -0.120 ' +D+0.750L+0.750S+0.5250E++i - w+ 0.610 0.845 -0.120 +0.60D+0.60W+0.60H ' w 0.147 0.203. -0.029 +o.60D+0.70E+0.60H t' 0.147 0.203 0.029' D:Onty t:. 0.244, 0.338 -0.048, , Lr Only L Only, 7 0.488 0.676 -0.096 S Only W Only - .• , E Only z. „ H Only - i _ r •. ' �, • . .. F .. � '• } 1• n .• a w. • -!• .,. ' ,. 1. • , � ' s •r • , . Page 6 of 6