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HomeMy WebLinkAboutB17-1376 068-130-144u CL 0 eying, Inc. STRUCTURAL CALCULATIONS Rancho Job #17-096 Calculation Index: • Project Layout • Gravity Analysis • Beam Analysis • Column Analysis • Footing Analysis • Technical Bulletin Revision Summary: Rev. 0 for Phulns Kitchen Remodel 233 Ward Blvd. Oroville, CA 007/19/17 • Ift f 1 G1 B1 C1-C2 F1 -F2 T1 -T2 Initial Issue 12 n ifoo/ r Lee BI?TTE COUNTY JUL 2 Z- 2017 F)EVE I_ ()C'%,IENT SF'[C F✓S P r ie ei Or Al T ,'. .►.��, yam•, tr H,. -..t ♦ R a4^�f �,.) Y'1a l��^n 'T !�ri�v' � t^, ,tsq r..s•ra � �,, .v.r. r<,r...r, vaw� �"\a.� Z`."y'.t e.-�1��. �,Zy r.. � .^4� ,• i � r� FYCI . f.aRx< 4:.Y�w \f �y.. S. s*c:r S�•-.orf �..:-e0 M �'�+, �.+...w.r.-\w.w'r..',.. t^T R, a.. �,t.< r-:::� •a.. .l �^.:sr r t• c� N l.Y �zvt w•......A��-+'►'. � � i is ky S: � :xa. � � •�v� y�, t; � N � � F: �� 1 t �,. �r r� �y� �,. T BY DATE This calculation package is valid for the project location as listed above only and may not be used or modified for another site without the authorization of Rancho Engineering. Rancho Engineering disclaims responsibility for any structural design not specifically addressed in this calculation package. Calculations and plans are not valid until reviewed and approved by appropriate governmental agencies. Jarrod- Holliday, PeEe Civil, Structural, Septic Design 5550 Skyway Suite C Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com 7/20/2017 F��7 y Loads: Floor Dead Load Floor Live Load Phulps Remodel - 17-096 3/4" Ply 2.25 psf Framing 5.0 psf Sheetrock 2.3 psf Total= 10 psf Live: 40 psf G1 eering Rancho Engineering 5550 Skyway #c Paradise, CA 95969 Phone/Fax: (530) 877-3700 Project Title: Engineer: Project Descr: Project ID: f�I Printed: 17 JUL 2017, 3:25PM • • EY�R6'ndh'b��(R)�obs\20171096�PH�l�ENERCA--".l.EC6 17116=�AICAS .4 30,. :;ENE CALC,,1NC'1983- 017, 01 !1T4'.30,: --V J St .14 eatil ".1 -1 LAR: INN L !. Description : 131 CODE Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: llowable Strength Design Fy: Steel Yield 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Rp.ndina Axis - Major Axis Bending Q(0.1 0.5) Ar Span = 23.0 ft HSS12x10x112 A01iied 0'a' s Service loads entered. Load Factors will be appneci Tor cai(; i' Beam self weiqht calculated and added to loadinq Uniform Load D = 0.010, L = 0.040 ksf, Tributary Width 12.50 ft ..'DESIGN SUMMARY1 Maximum Ben ding Stress Ratio = 0.254: 1 Maximum Shear Stress Ratio = 0.049 Section used for this span HSS12x10x1/2 Section used for this span HSS12x10x1/2 Ma: Applied 45.909 k -ft Va: Applied 7.984 k Mn / Omega a Allowable 180.878 k -ft Vn/Omega: Allowable 162.999 k Load Combination Location of maximum on span +D+L 11.500ft Load Combination Location of maximum on span +D+L 0.000 ft Span # where maximum occurs Span # I Span # where maximum occurs Span # I Maximum Deflection Max Downward Transient Deflection 0.276 in Ratio= 999 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.383 in Ratio= 720 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces-.&'Stresses'Tpr; ti ''h III ',,: 7.984- 7.984 Overall MINimurn 1.340 1.340 Load Combination Max Stress Ratios 2.234 Summary of Moment Values 7.984 7.984 +D -+0.750L Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Ds 9n. L = 23.00 ft g 0.071 0.014 12.85 12.85 302.07 180.88 1.00 1.00 2.23 272.21 163.00 +D+L Ds 9n. L = 23-00 ft g 0.254 0.049 45.91 45.91 302.07 180.88 1.00 1.00 7.98 272.21 163.00 +D+0.750L Dsn. L = 23.00 ft g 0.208 0.040 37.64 37.64 302.07 180.88 1.00 1.00 6.55 272.21 163.00 -+0.60D Ds 9n. L = 23.00 ft g 1 0.043 0.008 7.71 7.71 302.07 180.88 1.00 1.00 1.34 272.21 163-00 0V'e ra I M a' A m u m'': Deflections Load Combination- Span Max. Defi Location in Span Load Combination Max. Defi Location in Span J-1 0.0000 0.000 +D+L ix 1 0.3834 11.566 :Vertical ,Reaktiion's Support notation Far left Is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 7.984- 7.984 Overall MINimurn 1.340 1.340 D Only 2.234 2.234 +D+L 7.984 7.984 +D -+0.750L 6.547 6.547 +0.60D 1.340 1,340 L Only 5.750 5.750 Rancho Engineering 5550 Skyway #c Paradise, CA 95969 Phone/Fax: (530) 877-3700 t y , I 1 r t I: .t I I II i 4 V 1'4 a 7r wr�F . ' S 7 1 I; H I 1 •d! t, J r , •'N. 1 V' n 1 I• � 1 I' -Oul. 1 {��1.. .., ,.. i!'e;v�.; l,r .>,� .. Ir .In 1 ��,1 111m, w '.1�,�-In°:V'i I; I h. ,1 Cr'd. '. I i. +h:' � 1 .�ra ,•�' 41. Description : C1 Project Title: Engineer: Project Descr: Project ID: c� Printed: 17 JUL 2017, 3:45PN1 11 w �R:� +.• r ,. I Ia' 1 . ,Ia . y .' I S EYR ancha R�1. i� 10 6TH~11E NERGANI.EGr 6!, ',:ib$2�7Ie CAF� 11�II�',•�, . 4 r 1. ',M I t n� '. f 1 ,�1'1i�r141 Y iP.�h � Y li.i, 11' ". � .J mI1l Vin:' MI'1/I ,, arI .� Il 1, .�+iF71! w� . •II e t-. r�w, rr weEVERC�LC' ,�;'' I:� �Q .,G ��7 6 J 7� f ehC4 3 � ,. , .,. _, , .."{ I a. ;,'v^ny M4 r I + ., , +q r- •'I it 4 11,11 f1 ', rll w. Coafe.-Refetences' ' Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Maximum Axial + Bending Load Combinations Used: ASCE 7-10 Maximum Shear Ratios Load Com bination C D P IJI II Ir I r.' G'enefai, lnf6rm46'h Stress Ratio Status Location Stress Ratio Status Location D Only Analysis Method: Allowable Stress Design 1.000' Wood Section Name 4., x_ 0.0 End Fixities Top & Bottom Pinned 10.0 ft Wood Grading/Manuf. Graded Lumber 1.000 Overall Column Height 10.0 ft Wood Member Type Sawn 10.0 ft ( Used for non -slender calculations) 1.250 Exact Width 3.50 In Allow Stress Modification Factors 0.0 ft Wood Species PASS PASS Exact Depth 3.50 in Cf or Cv for Bending 1.0 Wood Grade 0.06925 PASS Area 12.250 in^2 Cf or Cv for Compression 1.0 Fb + 1,500.0 psi Fv 150.0 psi Ix 12.505 in"4 Cf or Cv for Tension 1.0 Fb - 1,500.0 psi Ft 1,000.0 psi Iy 12.505 in^4 Cm: Wet Use Factor 1.0 Fc - Prll 1,000.0 psi Density 33.0 pcf Load Combination Ct: Temperature Factor 1.0 Fc - Perp 1,000.0 psi @ Base @ Base @ Top Cfu : Flat Use Factor 1.0 E: Modulus of Elasticity ... x -x Bending y -y Bending Axial Kf: Built-up columns 1.0 NDS 15.3.2 Basic 11400.0 1,400.0 1,400.0 ksi Use Cr: Repetitive ? No Minimum 11400.0 11400.0 Brace condition for deflection (buckling) along columns: X -X (width) axis: Fully braced against buckling along X -X Axis 6.575 Y -Y (depth) axis: Fully braced against buckling along Y -Y Axis ' AIced :Loads 4 Service loads entered. Load Factors will be applied for calculations. Column self weight included : 28.073 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 2.234, L = 5.750 k DESIGN �SJMJVfARY". ''� a Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Forumla Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc: Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear 0.6540 :1 +D+L Comp Only, fc/Fc' 0.0 ft 8.012 k 0.0 k -ft 0.0 k -ft 1,000.0 psi 0.0 :1 +0.60D 10.0 ft 0.0 psi 240.0 psi Maximum SERVICE Lateral Load Reactions Top along Y -Y 0.0 k Bottom along Y -Y Top along X -X 0.0 k Bottom along X -X Maximum SERVICE Load Lateral Deflections ... Along Y Y 0.0 in at 0.0 ft above base for load combination : nla Along X -X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Ben din Compression 0.0 k 0.0 k Tension r I..• Load Cornbinatior�l.JRe�ults err �I ' t � ij I ' Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Com bination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 1.000' 0.2052 PASS 0.0 ft 0.0 PASS 10.0 ft +D+L 1.000 1.000 0.6540 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.7 0L 5 1.250 1.000 0.4294 PASS 0.0 ft 0.0 0.0 PASS PASS 10.0 ft 10.0 ft +0.60D 1.600 1.000 0.06925 PASS 0.0 ft aximutn Reactions I " ' I I I��'` `'ry .�11' :���� Note: Only non -zero reactions are listed. X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx - End Moments Load Combination @Base @Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 2.262 +D+L 8.012 +D+0.750L 6.575 Rancho Engineering 5550 Skyway #c I _ _ Paradise, CA 95969 Phone/Fax: (530) 877-3700 Description : Project Title: Engineer: Project Descr: 62 Protect ID: Printed: 17 JUL 2017, 3:45PM Max mum Rea'ctio'ns. Note: Only non -zero reactions are listed. X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction M - Load Combination Base y End Moments k -ft Mx -End Moments @ @ Top @ Base @ Top @ Base @ Base @ To Base +0.60D � P @ @Top L Only 1.357 :MIX, mUM, Defle ., �. rr 5.750 cions for Load :Combinations r; '�A; Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in .f.p.� 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft +D -+0.750L 0.0000 in 0.000 ft 0.000 in +0.60D 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.000 0.000 in 0,0000 in ft 0.000 ft -Sketches*, , Y 3.50 in X 7.984k 0 0 Loads are total entered value. Arrows do not reflect absolute direction. I Rancho Engineering 5550 Skyway #c Paradise, CA 95969 Phone/Fax: (530) 877-3700 Project Title: Engineer: Project Descr: Project ID: Printed: 17 JUL 2017, 3:27PM Description : F1 Code References , C per er ACI 318-141 IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 Gene-raflI tmat on Material Properties f c : Concrete 28 day strength = 2.50 ksi fy :Rebar Yield - 40.0 ksi Ec :Concrete Elastic Modulus - 3,122.0 ksi Concrete Density = 145.0 pcf (p Values Flexure = 0.90 Shear = 0.850 Analysis Settings Min Steel % Bending Reinf. _ Min Allow % Temp Reinf. _ Min. Overturning Safety Factor = Min. Sliding Safety Factor = Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear .Dimensions � Width parallel to X -X Axis = 2.50 ft Length parallel to Z -Z Axis = 2.50 ft Footing Thickness = 12.0 in Pedestal dimensions... px : parallel to X -X Axis _ in pz : parallel to Z -Z Axis = in Height in Rebar Centerline to Edge of Concrete.., 3 0 in at Bottom of footing Reinforcing 0.0020 1.50 :1 1.50 :1 No No No No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than Z = 1.50 ksf No 200.0 pcf 0.30 ft ksf = ft Bars parallel to X -X Axis _ Number of Bars - 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis ' Number Bars = h � 4.0 of ' r Size Reinforcing Ba = # 4It 41• t. Bandwidth Distribution Check (ACI 15.4.4.2) .,,o,;,:p�,;,. Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a ksf ft to L1 D .. Lr L S W E H - 2.234 5.750 k P: Column Load - ksf OB : Overburden = k -ft M-xx = k -ft M-zz = k V -x = k V -z = Rancho Engineering Project Tale. g En ineer: Project ID: 5550 Skyway #c 9 Paradise, CA 95969 Project Descr. Phone/Fax: (530) 877-3700 Pointed: 17 JUL 2017, 3:27PM obs1201X1096-PH 11ENERCA�I.EC6 .. . �'. :� .. ..N .� 1,.. I ... ...1. . '•..� _1 I. ,... ... {I,.-.,r1.r ,.'L. ti .f L�'� u41 `v`J�,1' �File.:1�CASE. Rano ,L. r 4 I 1 11• 1 i 1 ! n { I- rl. I' par , , • r1 , I A ,1 ' � • . i 1 r 1i I I w 11 .. 1 �'I 1 0 1•'4.3 1. I. 1 .0 I (' 1 I r,l 'r. .; 1 �1 '. �1I V 1.� ':A 1 I .B�U `1 1� r' 0 1 I I 2 � I � '� ,,. 11, � •19 83- I I I •{ .,1 1 I I t ,I' 1 1 LC I I �I: CA r , , N � I 1 1' '1i �Y •.i�' 11 I ,YI 1�.1/ ; "{ Y 4. �:�YI .A �, i..l. n'. 1 .I.� �� ''{ ,j. 1 r 'Ilr Jr1'Y Ik' . .. I1 i. I 1 0�1� li L,1 I i': 11;,1' I 1 . e y p,l c. Genera[ F �I1 <II„ Jnl� i' , o � Description : F1 G DESI N �WMNIARY Capacity Governing Load Combination Min. Ratio Item Applied P PASS 0.8513 Soil Bearing1.277 ksf 1.50 ksf +D+L+H about Z -Z axis PASS Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning n/a 9 PASS/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning n 9 PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0,0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift p PASS 0.1768 Z Flexure (+X) 1.485 k -ft 8.399 k -ft +1.20D+0,50Lr+1.60L+1.60H PASS 0.1768 Z Flexure (-X 1.485 k -ft 8.399 k -ft +1.20D+0.50Lr+1.60L+1.60H ) PASS 0.1768 X Flexure (+Z 1.485 k -ft 8.399 k -ft +1.20D+0.50Lr+1.60L+1.60H ) Flexure -Z 1.485 k -ft 8,399 k -ft +1,20D+0.50Lr+1.60L+1.60H PASS 0.1768 X Fle (j PASS 0.1035 1 -way Shear (+X) 8.801 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H Shear -X 8.801 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1035 1 way She ( ) PASS 0.1035 1 -way Shear (+Z) 8.801 psi 85.0 psi +1.20D+0.50Lr+1.60L+1,60H r( -Z)8.801 psi 85.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1035 1 -way Shea PASS 0.1963 2 -way Punching 33.369 psi 170.0 psi +1.20D+0.50Lr+1.60L+1.60H Detaledfl.�Resu{ts Soil Bearing Xecc Zecc Actual Soil Bearing Stress @ Location Actual ! Allow Rotation Axis &Bottom, -Z Top, +Z Left, -X Right, +X Ratio Load Combination... Gross Allowable (in) ) 1.50 n/a 0.0 0.3574 0.3574 n/a n/a 0.238 X -X, +D+H X -X, +D+L+H 1.50 n/a 0.0 1.277 1.277 n/a n/a 0.85 1.50 n/a 0.0 0.3574 0.3574 n/a n/a 0,238 X -X, +D+Lr+H 3574 n/a nla 0.238 X -X, +D+S+H 1.50 n/a 0.0 0.3574 Or n/a 0.698 - 1.50 n/a 0.0 1.047 1.047 n/a 698 X X, +D+0.750Lr+0.750L+H X -X. +D+0.750L+0.750 S+H 1.50 � n/a 0.0 1.047 1,047 n/a n/a X -X, +D+0.60W+H 1.50 n/a 0.0 0.3574 0.3574 n/a n/a 0.238 X -X, +D+0.70 E+H 1.50 n/a 0.0 0.3574 0.3574 n/a n/a 0.238 X -X, +D+0,750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.047 1.047 n/a n/a 0.698 + X -X. +D+0.750L+0.750S+0.450W H 1.50 nla 0.0 1.047 1,047 n/a n/a 0.698 + , X -X, +D+0.750L+0.750S+0.5250E H 10 nla 0.0 1.047 1.047 n/a n/a 0.698 5 X -X, +0.60D+0.60W+0.60H 1.50 nla 0.0 0.2145 0.2145 n/a n/a 0.143 1.50 n/a 0,0 0.2145 0.2145 n/a n/a 0.143 X -X. +0.60D+0.70E+0.60H 3574 0.238 Z -Z, +D+H 1.50 0.0 n/a n/a n/a 0,3574 0• 1.50 0.0 n/a n/a n/a 1.277 1.277 0.85 Z -Z, +D+L+H 1.50 0.0 n/a n/a n/a 0.3574 0.3574 0.238 Z -Z, +D+Lr+H 3574 0.238 + 1,50 0.0 n/a n/a n/a 0.3574 0, Z -Z, +D S+H Z -Z, +D+0.750Lr+0.750L+H 1 50 0.0 n/a n/a n/a 1.047 1.047 0.698 .50 0.0 n/a n/a n/a 1.047 1.047 0.698 Z -Z, +D+0.750L+0.750S+H 1 n/a n/a 0.3574 0.3574 0.238 Z -Z, +D+0.60W+H 1.50 0.0 n/a 0.3574 0.3574 0.238 Z -Z, +D+0.70E+H 1.50 0.0 n/a n/a n/a 47 0.698 Z Z, +D -+x.750 Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.047 1.0 _ 1.50 0.0 nla n/a n/a 1.047 1.047 0.698 Z Z, +D+0.750L+0.750S+0.450W+H _ 1.047 1.047 0.698 Z Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.0 nla nla n/a Z -Z, +0.60D+0.60W+0.60H 1.50 0,0 n/a n/a nla 0.2145 0.2145 0.143 ZZ +0.60D+0.70E+0.60H 1.50 0.0 nla nla n/a 0.2145 0.2145 0.143 i' µ3 lr 'c r , fl,,.. In «,III-,! V ri loll'I +i a, I Ip rl'`j i ti n t!I4 ` 4. r yti:,— Cu r jet, ,, y Ai.��l , rl� 4•ilrl'^LIY -., ;.w h,rN Ix 7° III 11 •!L tll II. AIW. .c� IIry,� �Il' .pe. •4.h 4� _:..y „it r It, JAI I I L 1-1 !3 ke, Gar", Non -modified HU series hangers may be welded to supporting structural steel members. Use 1 " weld segments equally spaced top to bottom, with half the segments on each side of hanger. Welds may be either Lap Joint (on outside edge of flanges) or Flare Bevel Groove (on flange bend line). r ♦:' 4D ad Y Y (4)1 " segments 3,475 Ib. or less (6)1 " segments 3,480 Ib. to 4,855 Ib. 1. Design loads must not exceed the current Wood Construction Connectors catalog capacity for specific hanger and application used. 2. Loads assume E-70XX weld material (e.g. E -70S -E). 3. Caution: Welding galvanized steel may produce harmful fumes; follow proper welding procedures and safety precautions. Welding should be in accordance with A.W.S. standards. 4. Welds must conform to the current A.W.S. D1.3 structural welding code for sheet steel. 5. This connection involves welding 14 gauge to heavy structural steel. It should only be performed by skilled, qualified welders. 6. For uplift loads, use values for wood -to -wood connectors shown in the current Wood Construction Connectors catalog. v-1—.— -- J spaced Flare Bevel Groove Weld (See detail) 'I, ti,l +tl+ICi w h!IA y 1 4 11 I'q I II IJ Ya �'l•rrJle.1t1,I,i rah A ti PIL'i, �I4-�M '/16" V 1 11 equally spaced Lap Joint Fillet Weld spaced 5/32 1 Lap Joint Fillet Weld V1 3/32 Flare Bevel Groove Weld Detail 0 2016 Simpson Strong -Tie Company Inc. T C-HUHUC-W16 f ry'..}�t�i V •� J k'.r S}}y .r� d, M"• �,tl' �_,A1 X4 S' : F . I� a l jQ� � ♦ ', M Y�Y '' t h.I I�tTy� ���1'. t , t� 14 a 'I4.rk _,. Altr �� Il ILI, Lap Joint Fillet Weld spaced 5/32 1 Lap Joint Fillet Weld V1 3/32 Flare Bevel Groove Weld Detail 0 2016 Simpson Strong -Tie Company Inc. 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T., 1 {{ 1 L,{� J, 1yy 1yn 1 ' I i�, 1 M.. p ''1 �4' n,T,r.. I`` r f I'1 ,. 1' �" J" I N:,i1 .. ,': r it 'I L ' ♦,1 , J • _ 1. fir. ui y 41.,E 1 V M, ,r k' I,JI. Ill. I r!r,.,;� �, V x�.I I , a �' { • � ' ,Iq. "1. { ,f�y :.7 Irl'' M 1 "'1 ", I" y,i-i` Y t ■Jy, II T,:..,lv .: 1.a' , " .. .., ... ,.l'i A I'',� 'r" T 2- HY-,� FORM NO T . VButte County Department of Development Services PERMIT CENTER 17IABP-06 ` '" 1.?0`7 County Center Drive, Oroville, CA 9596 Main Phone 530.538.7601 Fax 530.538.7785 wNvNv.buttecountv.net/dds -11 P L A , 1 \ :C-rzN , R1 Owner's Name: Contact Person Name: Contact email: Contact Phone Number: rd w�Lei�_ . 1—�t L106.�{ Date Submitted: Permit Number: 1 _2 � Assessor's Parcel Number: Ei COMPLETE SET OF PLANS ❑ PARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOW) Please check any that apply: ❑ Response to Plan Check Letter? El Response to Building Inspection Correction Notice? ❑ Is there additional square footage? ❑ Is unfinished area being in -filled or completed? �) Other: LIST OF ITEMS SUBMITTED 2. 3. 4. 5. Minimum 1 flour plan change fee to be collected at time of submission. Plans Examiner Mi will determine if additional plan checking fees are required: Minimum $127.00 paid ® Additional Fee Amount Due: Page 1 of 1 el -vise 7.70.2015 AV ^ l VHAT'S 5EL-ON. L 5EFORE YOU D 1 Com. �)O) 22T-2600 ALL TWO WORKINO i'S E3EF`0 RE YOU r:;)10. -4ww.u5onorth.org SCOFF OF NORK: THE SCOPE OF THI5 PROJECT 15 TO JOIN THE EXISTING WET BAR AND KITCHEN SPACE INTO ONE AREA BY REMOVING (1) INTERIOR WALL AND REPLACING WITH A CONGEALED BEAM AND ASSOCIATED FOOTINGS SNard Blvd Ward Blvd Ward BIVd IVa y.ivd Wr rct E PROJECT SITE CIO rp , N.T.5 SITE LOCATION z N.T.S. UAly � � v I�vmo r - V Q •ry p LU � K} T D— m() NO SHEET INDEX: COVER SHEET OENERAL NOTES FOUNDATION $ ROOF PLANS, SECTIONS NO SQUARE FOOTAOE CHANOE FROJECT DATA: GS SI 52 OWNER: MIKE $ CHERYL PHULPS PROJECT DESCRIPTION: KITCHEN REMODEL ASS. PARCEL NO.: 068-130-144-000 JURISDICTION: CITY OF OROVILLE, CA ADPL I GABLE CODES: 2016 CRC, 2016 CEG, 2016 GPC, 2016 CMG, 2016 CFC, 2016 CALIF. HEALTH SAFETY CODE AMENDMENTS, 2012 EDITION NFPA 1011 2016 GOB50, 2016 GA ENEROY CODE STRUCTURAL./DES I O NER ENO I NEER JARROD HOLL I DAY RANCHO ENO I NEER I NO 606-7 SKYWAY PARADISE, GA g5cf6cf 550.8-7-1.3-700 ranchoengineeringahotmail.com NOTE: S 1 TE SURVEY WAS NOT CONDUCTED. FEATURES LOCATED PER OWNER PROVIDED PLANS. ' 30/18 �CIVI�L � CA�� RANCHO ENO. JOB: I�-Oq6 DRAWN BY: RPP CKD. BY: JPH DATE: 0'7/I'i/I-7 REVISION: DRAWING NUMBER ( fol 104 5 UAly � � v I�vmo r - MM. •ry p 0 � N 4) O LL cfl s W } ' 30/18 �CIVI�L � CA�� RANCHO ENO. JOB: I�-Oq6 DRAWN BY: RPP CKD. BY: JPH DATE: 0'7/I'i/I-7 REVISION: DRAWING NUMBER ( fol 104 5 GENERAL NOTES: HOLDOWNS: I. ALL CONSTRUCTION SHALL COMPLY WITH THE CURRENTLY ACCEPTED EDITION OF THE 1. ALL HOLDOWN5 ARE SIMPSON STRONG -TIE OR EQUIVALENT. MATCHING POSTS EXTENDING TO CALIFORNIA BUILDING CODE (GBG) AND GBG 5TANDARD5. 2. LOCATION OF HOLDOWNS ON PLAN ARE APPROXIMATE. THE CONTRACTOR SHALL 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING DURING 1.75X1.5 LVL DETERMINE THE ACTUAL LOCATIONS BASED ON THE LENGTH OF SHEAR WALLS, TYPE OF PARALLEL STRAND LUMBER (PSL) CONSTRUCTION AND SHALL PROVIDE ADEQUATE SHORING AND BRACING DURING 18'-3" HOLDOWN AND THE MANUFACTURES RECOMMENDED INSTALLATION. PLANS ARE PRODUCTS OF SIMPSON CONSTRUCTION. THE CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE SAFETY 3. ALL HOLDOWNS ARE TO BE INSTALLED IN PLACE PRIOR TO POURING CONCRETE. 10. REGULATI ONS. MAX. ALLOW. OPN'6.OPENIN6 3. DETAILS NOT SPECIFICALLY SHOWN SHALL BE SIMILAR TO DETAILS FOR SIMILAR LUMBER AND CARPENTRY: SIM SIMILAR CONSTRUCTION 5HOWN ON PLAN. II. ROOF PLY TO BE 1/2" COX (32/16) OR OSB STAGGER JOINTS 4 RUN 4. TYPICAL DETAILS SHALL APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS. I. ALL STRUCTURAL LUMBER SHALL BE GRADED IN ACCORDANCE WITH THE STANDARD 5. ALL PREFABRICATED CONNECTING HARDWARE SPECIFIED IS SIMPSON PRODUCTS OR 2X4 m 24" O.G. 2X6 @ 24" O.G. GRADING RULES NO. I6 FOR WEST COAST LUMBER AND SHALL HAVE A MAXIMUM AND BOUNDARY 12" O.G. FIELD UNG. APPROVED EQUAL SUCH AS USP. INSTALL PER MANUFACTURES SPECIFICATIONS FOR BETWEEN MOISTURE CONTENT OF 1190. 2X8 0 24" O.G. MAX LOADING. 2. ALL STRUCTURAL PLYWOOD SHALL BE STRUCTURAL II OR G -D GRADE WITH EXTERIOR 6. THE CONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES AND SHALL CHECK GA. GLUE UNLESS NOTED OTHERWISE ON THE ARCHITECTURAL PLANS. 16'-O" ALL DIMENSIONS. ANY DISCREPANCIES SHALL BE GALLED TO THE ATTENTION OF 3. STRUCTURAL PLYWOOD MAY BE SUBSTITUTED WITH AN EQUIVALENT APA RATED 2X12 @ 24" O.G. RANCHO ENGINEERING AND SHALL BE RESOLVED BEFORE PROCEEDING WITH THE WORK 21'-0" ORIENTED STRAND BOARD (OSB). W.W.F. AFFECTED. 4. ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED 7. NO STRUCTURAL MEMBERS SHALL BE GUT, NOTCHED, OR OTHERWISE PENETRATED PSI POUNDS PER SQUARE DOUGLAS FIR, REDWOOD OR OTHER APPROVED DECAY RF-515TANT MATERIAL. V UNLESS SPECIFICALLY APPROVED BY THE ENGINEER IN ADVANCE OR AS SHOWN ON 5. STRUCTURAL MEMBERS SHALL NOT BE GUT OR NOTCHED UNLESS SPECIFICALLY NOTED 6AN6-NAIL TRUSS THESE DRAWINGS. FOOT Q OR DETAILED OR 15 IN ACCORDANCE WITH THE GBG. 8. PROVIDE OPENINGS, CURBS, FRAMING AND/OR SUPPORTS FOR ITEMS INDICATED ON 6. 50LID BLOCKING SHALL BE PLACED BETWEEN JOISTS OR RAFTERS AT ALL SUPPORTS, ANY OF THESE DRAWINGS. AT EXCEPT WHEN LEDGERED. 1. DO NOT SCALE DRAWINGS. THESE DRAWINGS ARE NOT MEANT TO BE SCALED. GALL 7. GROSS -BRIDGING SHALL BE PROVIDED AT b' O.G. FOR DIMENSIONED FLOOR JOIST X ENGINEER FOR ANY NEEDED CLARIFICATIONS. G.J. OVER 10" IN DEPTH. GROSS -BRIDGING SHALL BE PROVIDED AT 10' O.G. FOR 10. STAIRS: RISE 4" MINIMUM TO 7.0" MAXIMUM; RUN II" MINIMUM; HEADROOM 6'-8" MINIMUM; QTY. QUANTITY DIMENSIONED ROOF RAFTERS OVER 10" IN DEPTH. USE SOLID BLOCKING OR AN CENTERLINE WIDTH 36" MINIMUM PER GBG. CLEAR APPROVED METAL TYPE BRIDGING. II. UNENCLOSED FLOOR AND ROOF OPENINGS, OPEN AND GLAZED SIDES OF 5TAIRWAY5, 8. ALL NAILING TO BE PER GBG TABLE 2304.1.1, UNLESS OTHERWISE NOTED. G.M.U. LANDINGS AND RAMPS, BALCONIES OR PORCHES, WHICH ARE MORE THAN 30 ABOVE `l• PLYWOOD FLOOR AND ROOF SHEATHING SHALL BE LAID CONTINUOUS OVER TWO OR GRADE OR FLOOR BELOW SHALL BE PROTECTED BY A GUARD RAIL PER GBG. EQUALS MORE SPANS WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. STAGER ALL PLYWOOD 12. FOUR STEPS OR MORE REQUIRES A CONTINUOUS HANDRAIL 34" TO 38" ABOVE TREAD HORIZONTAL PANELS A MINIMUM OF 4'. # NOSING PER GBG. 10. FRAMING CONTRACTOR SHALL PROVIDE BACKING A5 REQUIRED FOR ALL LIGHT 13. PROVIDE ATTIC ACCESS FOR ALL ATTIC, AREAS WITH 30" OR MORE IN HEIGHT, MIN. REINF. REINFORCING FIXTURES CABINETS, WARDROBE5, TOWEL BARS, HANDRAILS, ETC. A5 REQUIRED AND PLATE ACCESS 51ZE IS 22"X30" OR 30"X30" WITH WALK, PLATFORM, AND LIGHT IF FAU IS IN CONNECTION REQUESTED BY THE GENERAL CONTRACTOR. INSIDE DIAMETER ATTIC. II. EXTERIOR WOOD POSTS AND COLUMNS SUPPORTED BY A CONCRETE SLAB SHALL BE 14. PROVIDE INSPECTION IN ACCORDANCE WITH GBG SECTION 108. INSTALLED A MINIMUM OF 6" ABOVE EXPOSED EARTH AND AT LEAST I" ABOVE SLAB 14.1. NO SPECIAL INSPECTION REQUIRED FOR THI5 PROJECT. ON METAL POST BASE. (EXCEPTION; P05TS OR COLUMNS OF APPROVED WOOD WITH CONTINUOUS IN. INCH NATURAL RESISTANCE TO DECAY OR TREADED WOOD.) POSTS OR COLUMNS RESTING DESIGN CRITERIA: ON PIERS SURROUNDED BY NATURAL GRADE SHALL BE A MINIMUM OF 8" ABOVE GRADE. ALL ISOLATED INTERIOR AND EXTERIOR POSTS ATTACHED DIRECTLY TO I. THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA: CONCRETE SHALL BE SECURED WITH A 51MP50N PBS ANCHOR OR EQUIVALENT, UNLESS I.I. SEISMIC: NOTED OTHERWISE. -SEISMIC, IMPORTANCE FACTOR: 1 12. PROVIDE A 2X4 HEADER FOR ALL INTERIOR NONBEARING OPENINGS UP TO 36" IN -MAPPED SPECTRAL RESPONSE ACCELERATIONS: 5s = 0.638, SI = 0.266 WIDTH. PROVIDE A 4x4 HEADER FOR ALL INTERIOR NONBEARING OPENINGS 3' TO 6 IN -SEISMIC SITE GLASS: D WIDTH. USE A 4X6 HEADER FOR OPENINGS GREATER THAN 6'. -SEISMIC RESPONSE COEFFICIENTS: SDS = 0.541, 5D1 = 0.331, Gs = 0.084 13. ALL EXTERIOR WALL5 ADJACENT TO VAULTED CEILINGS SHALL BE BALLOON FRAMED -SEISMIC DESIGN CATEGORY: D WITH CONTINUOUS STUDS TO BOTTOM CORD OF TRUSS OR RAFTER. -BASIC SEISMIC FORGE RESISTING SYSTEM: LIGHT FRAMED SHEAR WALLS 14. PROVIDE SOLID BLOCKING FOR ALL FRAMING MEMBERS AT ALL SUPPORTS. -RESPONSE MODIFICATION FACTOR: R = 6.5 15. BOLTS FOR TIMBER CONNECTIONS SHALL BE ASTM A307 MACHINE BOLTS UNLESS -ANALYSIS PROCEDURE: EQUIVALENT STATIC, FORGE PROCEDURE OTHERWISE NOTED. BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH THE LATEST 1.2. WIND: EDITION OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION BY THE -WIND SPEED: 110 MPH NATIONAL FOREST PRODUCTS ASSOCIATION. BOLT HOLES SHALL BE 1/16" SMALLER -WIND EXPOSURE: G THAN THE BOLT DIAMETER. 1.3. LIVE LOADS I6. HOLES FOR LAG SCREW SHANK SHALL BE THE SAME DIAMETER AND LENGTH A5 THE -ROOF CONSTRUCTION/ SNOW LOAD: 20 PSF SHANK. THE REMAINING DEPTH OF THE PENETRATION SHALL BE 709b OF THE SHANK DIAMETER. 51TE WORK AND FOUNDATION: 17. PROVIDE MALLEABLE IRON WASHERS OR GUT PLATE WASHERS UNDER NUTS AND BOLT OR LAG SCREW HEADS THAT BEAR ON WOOD. I. FOUNDATION 501L SHALL BE NATIVE UNDISTURBED 501L OR ENGINEERED FILL AS PER 18. WHEN REQUIRED NAILING TENDS TO SPLIT WOOD PRE DRILL NAIL HOLES TO 7596 OF THE THE PROJECT SOILS REPORT WHERE APPLICABLE. ALL ENGINEERED FILL SHALL BE NAIL SHANK DIAMETER. SPECIAL INSPECTED AND A PAD CERTIFICATION FROM THE TESTING AGENCY SHALL BE la. INSTALL FIRE BLOCKS TO OUT OFF ALL HORIZONTAL AND VERTICAL DRAFT OPENINGS PROVIDED. BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIRE BLOCKS SHALL BE OF 2" 2. IF NO GEOTECHNICAL REPORT WAS PROVIDED, DESIGN IS BASED ON LOCAL NOMINAL THICKNESS. LOCATION OF FIRE BLOCKS ARE AS REQUIRED BY THE GBG. JURISDICTION ALLOWABLE LOADS AND RECOMMENDATIONS. 20. ALL BEAMS AND GIRDER TRU55E5 TO BE SUPPORTED WITH FULL BEARING TO 3. GRADING SHALL BE PROVIDED TO ACCOMPLISH A 596 SLOPE AWAY FROM HOUSE FOR FOUNDATION UNLESS OTHERWISE NOTED. A MINIMUM OF 10'. 21. ALL WALLS ON A FLOOR ARE TO BE SUPPORTED BY DOUBLE JOISTS OR SOLID 4. NO UTILITY TRENCHES SHALL BE ALLOWED NEAR THE BUILDING TRENCHES WHICH BLOCKING, UNLESS NOTED OTHERWISE. EXTEND DEEPER THAN A 45 DEGREE LINE PROJECTED DOWN AND AWAY FRO THE 22. PROVIDE FURRING AS NF-CF-55ARY TO ALIGN NON -SHEAR WALL5 WITH SHEAR WALLS BOTTOM OUTSIDE CORNER OF ANY FOOTING. AS REQUIRED. 5. PLACE 20' REBAR IN FOUNDATION AND STUB UP ABOVE FINISHED CONCRETE AT POWER 23. PROVIDE SOLID BLOCKING BETWEEN JOISTS AT BEARING WALLS AND AT SHEAR WALLS. METER LOCATION. 24. REFER TO MANUFACTURES SPECIFICATIONS FOR DRILLING AND GUTTING HOLES IN WEB5 OF MANUFACTURED I -JOISTS. CONCRETE: 25. EXCEPT WHERE PLANS SHOW SPECIFIC FRAMING ALL FRAMING SHALL COMPLY WITH THE GBG CHAPTER 23, CONVENTIONAL CONSTRUCTION PROVISIONS, AS A MINIMUM. I. THE MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE 3000 P51 PER GBG. 26. FOR GLUE -LAMINATED BEAMS, FABRICATION SHALL BE PERFORMED IN AN APPROVED 2. ALL GEMENT USED SHALL CONFORM TO ASTM 0-150 STANDARDS. FABRICATOR'S SHOP IN AGCORDANGE WITH GBG 1701.7 3. HORIZONTAL REINFORCING (FOOTING AND STEM WALL); MIN. (1) #4 REBAR 2" BELOW TOP 27. GLUE -LAMINATED BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD OF STEM WALL AND 3" CLEAR ABOVE BOTTOM OF THE FOOTING AND AT IS" O.G. INSPECTOR PRIOR TO COMPLETION OF THE FRAME INSPECTION IN ACCORDANCE WITH MAXIMUM HORIZONTAL SPACING. THE GBG 1104.6.2. 4. CONCRETE SLABS SHALL BE A MINIMUM OF 3.5" THICK PER GBG. 5LA55 UNDER LIVING AREAS AND IN GARAGE SHALL BE REINFORCED WITH REINFORCING BAR OR WIRE MANUFACTURED WOOD TRUSS: MESH. PROVIDE WATERPROOF MEMBRANE BETWEEN SLAB AND ROOK BASE AT ALL LIVING AREAS OR AS RECOMMENDED BY SOILS REPORT. I. DESIGN AND FABRICATION SHALL BE PER GBG STANDARDS AND ALL ICBO RESEARCH 5. FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM 0-33 FOR STANDARD REPORTS. WEIGHT CONCRETE ANDS ASTM 0-330 FOR LIGHT WEIGHT CONCRETE. 2. INCREASES IN ALLOWABLE STRESSES FOR ASSEMBLIES OF REPETITIVE FRAMING SHALL 6. DRY PACK SHALL BE COMPOSED OF ONE PART PORTLAND GEMENT TO NOT MORE NOT BE ALLOWED. THAN THREE PARTS SAND. 3. WHERE TRU55E5 ARE INSTALLED AS BLOCKING, TRUSSES MUST BE DESIGNED TO 7. CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY NET FOR 10 DAYS OR BY AN TRANSMIT DIRECT AXIAL WALL LOADS. APPROVED CURING COMPOUND. 4. PROVIDE TRU55 DRAWINGS SHOWING TRUSSES, REQUIRED BLOCKING, BRACING AND 8. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING PLANS FOR HANGERS, CALCULATIONS WITH SIGNATURE OF RESPONSIBLE LICENSED ENGINEER ON MISCELLANEOUS ITEMS TO BE CAST INTO CONCRETE AND FLOOR DEPRESSIONS, ETC. ALL PAGES. 1. SEE ARCHITECTURAL PLANS FOR LOCATIONS OF EXPANSION JOINTS, SCORING, ETC. 5. INSTALL TRUSSES PER MANUFACTURES RECOMMENDATIONS AND THESE DRAWINGS. FOR CONCRETE WALKS, SLABS, AND OTHER FLAT WORK. 6. ALL GABLE END TRU55E5 SHALL BE STRUCTURAL TRUSSES WITH INFILL. 10. CONCRETE FOR SLAB ON GRADE SHALL HAVE A MAXIMUM OF 4" SLUMP PER A5TM 7. ALL LATERAL WEB BRACING 15 REQUIRED TO TERMINATE AT AN EXTERIOR BEARING G-134.5 SACKS OF GEMENT PER CUBIC, YARD OF CONCRETE. GEMENT TO BE PER ASTM' WALL. 0-150 TYPE I OR 2. 8. DO NOT ATTACH TRUSSES TO NONBEARING WALL5 UNLESS U51NO SIMPSON 5TC CLIPS, UNLESS NOTED OTHERWISE ON PLAN. REINFORCING STEEL: 1. IT IS THE CONTRACTORS RESPONSIBILITY TO VERIFY 51TE DIMENSIONS TO TH05E OF THE TRUSS CALCULATIONS PRIOR TO ORDERING TRUSSES FOR THE PROJECT. 1. ALL REINFORCING STEEL SHALL BE ASTM A615, GRADE 40 FOR #4 BARS AND SMALLER. ALL REINFORCING STEEL SHALL BE ASTM A615, GRADE 60 FOR #5 BARS AND LARGER. WELDED EIRE FABRIC IS TO BE ASTM AI85 WITH LAPPING OF 1 1/2 SPACES. 2. ALL BARS SHALL BE DEFORMED PER ASTM A305. 3. ALL BARS SHALL BE GLEAN AND FREE OF LOOSE FLAKY RUST, GREASE OR OTHER BOND IMPAIRING MATERIALS. 4. ALL BENDS SHALL BE MADE GOLD. 5. SPLICING OF BARS IN CONCRETE SHALL HAVE LAPPING OF 30 BAR DIAMETERS OR 24" WHICH EVER 15 GREATER. SPLICING OF BARS IN MASONRY SHALL HAVE LAPPING OF 40 BAR DIAMETERS OR 24" WHICH EVER 15 GREATER. 6. ALL BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING CONCRETE, NO NET SETTING WILL BE ALLOWED. ANCHOR BOLTS: I. TYPICAL SIZE AND SPACING SHALL BE 1/2" 0 WITH A MINIMUM OF 7" EMBED INTO THE FIRST CONCRETE POUR. BOLTS SHALL BE SPACED AT 72" O.G. MAX FOR SINGLE STORY AND 48" O.G. MAX FOR TWO STORY BUILDINGS. 2. PLATE WASHERS A MINIMUM 51ZE OF 3"X3"X0.221" SHALL BE USED ON EA. BOLT. 3. FOUNDATION SILL SHALL BE BOLTED TO THE FOUNDATION OR FOUNDATION WALL AT ALL HOUSE AND GARAGE PERIMETER WALLS AND AT ALL INTERIOR SHEAR WALL5. 4. FOUNDATION 51LL AT INTERIOR NON -SHEAR WALLS MAY USE SHOT PINS FOR CONNECTION TO SLAB. SHOT PINS MUST BE 0.140" SHANK DIAMETER WITH 0.300" HEAD DIAMETER AND WASHER AND A MINIMUM OF 2.5" LONG. 5. ALL SILL PLATES MUST HAVE A MINIMUM OF ONE ANCHOR BOLT WITHIN 12" OF EACH END, OR TWO BOLTS BETWEEN HOLDOWN5. 6. AS A REPAIR FOR MISPLACED OR MI551NO ANCHOR BOLTS 51MP50N 5/8"X7" WEDGE -ALL ANCHORS MAY BE USED. THE ANCHOR MUST BE EMBEDDED A MINIMUM OF 4.5" INTO THE CONCRETE WITH AN EDGE DISTANCE OF 2.5". INSTALL ANCHORS PER MANUFACTURES SPECIFICATIONS. TYPICAL FRAMINC NOTES I TYPICAL LUMBAR GRADS I. ALL HEADERS C INTERIOR BEARING WALLS I. 2X, 4X BEAMS, HEADERS AND POSTS DF#2 OR BETTER. $ EXTERIOR WALLS ARE 4X12 OR 6X8 UNO. 2. 6X BEAMS, HEADERS AND POSTS DF#I OR BETTER. 2. MULTIPLE 2X MEMBERS JOISTS, HEADERS AND BEAMS SHALL BE NAILED TOGETHER 3. 2X JOISTS AND RAFTERS DF#2 OR BETTER. WITH 2 ROWS Ibd S @ 12 O.G. 4. 2X STUDS 10' MAX HEIGHT DF#3 OR BETTER. 3. WHERE RAKED WALLS OCCUR ALL STUDS SHALL BE BALLOON FRAMED TO BOTTOM 5. 2X4 STUDS 14' NONBEARING DF#2 OR BETTER. CORD OF TRUSS, RAFTER, ROOF SHEATHING OR CEILING JOIST. 6. 2X6 STUDS 15' MAX HEIGHT STUD GRADE OR BETTER. 4. PROVIDE SOLID BLOCKING IN FLOOR CAVITY 7. 2X6 STUDS 20' NONBEARING DF#2 OR BETTER. UNDER STRUCTURAL P05T5. PROVIDE STUDS OR 4X POST, UNLESS NOTED WITH 8d'5 O.G. a EDGES AND BOUNDARY 12" O.G. FIELD UNO. MATCHING POSTS EXTENDING TO 5. GLUE LAMINATED BEAMS 24F -V4 WITH 2000' RADIUS. SUPPORTING BEAM OR FOUNDATION BELOW. 13'-1" 15'-0" 1.75X1.5 LVL 1. PARALLEL STRAND LUMBER (PSL) 5. ALL METAL HARDWARE NOTED ON THE 18'-3" Fb=2100 PSI Fv=210 P51 E=2.0X10"*6 PSI PLANS ARE PRODUCTS OF SIMPSON c� EXCEPT WHERE 22"X30" ACCESS IS REQ'D. STRONG -TIE COMPANY, INC. OR EQUAL. 10. LAMINATED STRAND LUMBER (LVL) MAX. ALLOW. OPN'6.OPENIN6 Fb=2600 P51 Fv=285 PSI E= 1.8X10"6 PSI 6. RAFTERS SHALL BE NAILED TO ADJACENT 1. ALL FASTENERS PENITRATING PRESSURE SIM SIMILAR CEILING JOISTS TO FORM A CONTINUOUS TIE. II. ROOF PLY TO BE 1/2" COX (32/16) OR OSB STAGGER JOINTS 4 RUN WHERE RAFTERS ARE NOT PARALLEL TO TREATED LUMBER TO BE HOT DIPPED PERPENDICULAR TO ROOF FRAMING. NAIL WITH 8d'5 6" O.G. a EDGES JOISTS, RAFTERS SHALL BE TIED TO MIN. CALIFORNIA O\/ERFRAMINO RAFTERS. FOOTING 2X4 m 24" O.G. 2X6 @ 24" O.G. 6-1" 10'-3" AND BOUNDARY 12" O.G. FIELD UNG. IX4 OR055 TIES AT 48" O.G. MAX. BETWEEN 7. WHERE GIRDER TRUSS OCCURS, PROVIDE 12. FLOOR PLY. TO BE 3/4" T/G (48/24) OR EQUIVALENT 055 STAGGER FULL BEARING SUPPORT USING BUILT-UP 2X JOINTS $ RUN PERPENDICULAR TO FLOOR FRAMING. GLUE AND FASTEN I STUDS OR 4X POST, UNLESS NOTED WITH 8d'5 O.G. a EDGES AND BOUNDARY 12" O.G. FIELD UNO. OTHERWISE. RAFTER SCHEDULE 13'-6" 8. AT CALIFORNIA OVERFRAMING THE LOWER 13'-1" 15'-0" 1.75X1.5 LVL ILE COMP. ROOF SHEATHING SHALL BE CONTINUOUS 18'-3" OOFINO ROOFING c� EXCEPT WHERE 22"X30" ACCESS IS REQ'D. MEMBER: DF #2 A55EMBLY AX. ALLOW MAX. ALLOW. OPN'6.OPENIN6 VERT. VERTICAL 1. ALL FASTENERS PENITRATING PRESSURE SIM SIMILAR p PAN. SPAN. OPP. OPPOSITE TREATED LUMBER TO BE HOT DIPPED GALVANIZED. CALIFORNIA O\/ERFRAMINO RAFTERS. FOOTING 2X4 m 24" O.G. 2X6 @ 24" O.G. 6-1" 10'-3" 7'-3" II' -6" BTWN. BETWEEN 2X8 0 24" O.G. 13'-O" 14'-1" WITHOUT BILK BLOCK GA. 2X10 @ 24" O.G. 16'-O" 151-011 5LK'6. 2X12 @ 24" O.G. 11'-O" 21'-0" PLY. PLYWOOD W.W.F. HIP AND \/ALLEY RAFTERS X6 1'-3" lot -O" 2X8 10'-1" 11'-1" 2X10 12'-3" 13'-6" 2X12 13'-1" 15'-0" 1.75X1.5 LVL 15'-6" I6'-6" 1.75X11.875 LVL 18'-3" I1'-6" r-.,EILINO JOIST SCHED . 2X4 @ I6" O.G. DF#2 MAX. SPAN = 11'-O" 2X4 ® 24" O.G. DF#2 MAX. SPAN = 1'-3" 2X6 ® 16" O.G. DF#2 MAX. SPAN = Ib' -1" 2X(o @ 24" O.G. DF#2 MAX. SPAN 2X8 © 16" O.G. DF#2 MAX. SPAN = 21'-0" 2X8 ® 24" O.G. DF#2 MAX. SPAN = 17'-3" 2X10 0 lb" O.G. DF#2 MAX. SPAN = 25'-3" 2X10 a 24" O.G. DF#2 MAX. SPAN = 21'-(o" TABLE OF ABBREVIATIONS A.B. ANCHOR BOLT F.O.G. FACE OF CONCRETE O.G. ON CENTER DIA. DIAMETER ANG. ANCHOR F.O.M. FACE OF MASONRY O.D. OUTSIDE DIAMETER JT. JOINT ARCH. ARCHITECT F.O.S. FACE OF STUD ks) c� ASSY. A55EMBLY FRM'6. FRAMING OPN'6.OPENIN6 VERT. VERTICAL L16HT WEIGHT SIM SIMILAR FT. FOOT OPP. OPPOSITE LA FTG. FOOTING ORIG.ORI6INAL W/ WITH BTWN. BETWEEN •� I W/O WITHOUT BILK BLOCK GA. 6AOE m N o 5LK'6. BLOCKING 6ALV. GALVANIZED PLY. PLYWOOD W.W.F. WELDED WIRE FABRIC BM. BEAM 6/L 6LU-LAMINATED PSI POUNDS PER SQUARE INCH V BOT. BOTTOM 6/N 6AN6-NAIL TRUSS PSF POUNDS PER SQUARE FOOT Q AND BRIG. BEARING ® AT HD. HOEDOWN X BY G.J. CONSTRUCTION JOINT HDR. HEADER QTY. QUANTITY Q CENTERLINE CLR. CLEAR H.S.B. HIGH STRENGTH BOLTS 4) DIAMETER G.M.U. CONCRETE MASONRY UNIT HT. HEIGHT EQUALS COL. COLUMN HORIZ. HORIZONTAL RAD., r. RADIUS # POUNDS, NUMBER GONG. CONCRETE REINF. REINFORCING PLATE CONN. CONNECTION I.D. INSIDE DIAMETER REQ'D. REQUIRED CONST. CONSTRUCTION REV. REVISED, REV15ION CONT. CONTINUOUS IN. INCH RM. ROOM DBL. DOUBLE J.H. JOIST HANGER S.B. SOLID BLOCKING DIA. DIAMETER JST. JOIST SGHED. SCHEDULE DIAD. DIAGONAL JT. JOINT SECT. SECTION DIM. DIMEN51ON J ks) c� OL LT. LIGHT V J_ > LT.WT. L16HT WEIGHT SIM SIMILAR OF. DEEP DRW6. DRAWING MAX. "E" EXISTING M.B. 5.0.6. SLAB ON GRADE SPEC. SPECIFICATION SQ. SQUARE MAXIMUM STD. STANDARD MACHINE BOLT Zz[JjWWQQ knd=a-a 0- w-1? �lY~� wZO� -oz p0- dow= pC �d-° ZZ)zTQ z�owz 43PW_b3Pdw Oz �°3°rt z3 Zo<�}-1�W< zaVw>zdw=wd O H p~wz=°zu-0-4 ozz<p zl- D_oxu-o 3z6n==<uuo-m oN}-uww=D-ozQ�~d D w = ZWME-ozo�ndd�nl v v�dzd-z QD_z � z za. zF-odYztnd�d > Ho��iy� Hao -D- d D I III I u i �� z Lu z LLJ0 z LLI_ l� I I N LU J ks) c� OL � U) C) ILI- V J_ > OL � "NO m� YET. RANCHO ENO. JOB: DRAWN BY: RPP CiKD. BY: JPH DATE: REVISION: DRAWING NUMBER 51 LLI 1Y � U) V OL LA •� I O --1 � �✓ m N o • � � o V � LL V I W RANCHO ENO. JOB: DRAWN BY: RPP CiKD. BY: JPH DATE: REVISION: DRAWING NUMBER 51