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Home My WebLink AboutB15-3046orr� Q > 0 O J LU din X O n Q O N T A fr w 0 J LU LL GARAGE PROVIDE SMOKE DETECTORSIALARMS AS REOUIRED BY 2013 CBC SECTION 907 AND 2013 . CRC SECTION R314 I. PROVIDE CARBON KONOIQDE DETECTORSIALARMS AS Rwuatm BY 2013 CBC SECTION 420.6 AND 2013 ICRC SECTION 8315 ENTRY I (E) BEAM TO REMAIN ' I (E) WALL TO REMAIN I DEMO (E) WALL I NEW 3-1/2" x 12" 24F -V4 GLIB SET ABOVE (E) BEAM S2 . A( \--DASHED LINE INDICATES EXISTING CONT, FOOTING BELOW, CONTRACTOR TO VERIFY ALL NEW POSTS BEAR ON EXISTING FOOTINGS, NOTIFY ENGINEER OF DISCREPANCIES, I L — J KITCHEN BUTTE COUNTY DEC 10 2015 r - I L — J DEVELOPMENT S�TIO PARTIAL JEFF PAGE CONST N TCHEN REMODEL FOR PLAN PLOTTEL RESIDENCE S1 650 CRIMSON COURT CHICO, CA 95973 %4L PERMIT # (S — BUTTE COUNTY DEVELOPMENT SERVICES _ _ REVIEWED FOR 0 \ \ �nFESS--" \ "7 / G . jt o No. 58201 * EXP. 06-30-16 `r�9T -,IV1L ��\P I F OF CALIF SCOPE OF WORK: REMOVAL OF INTERIOR WALL BETWEEN KITCHEN & ENTRY. WALL SUPPORTS CEILING FRAMING ONLY. WALL SHALL BE REPLACED WITH NEW GLULAM BEAM STACKED ON TOP OF AN EXISTING BEAM. GENERAL NOTES: 1. CONTRAGTOR TO FIELD VERIFY ALL DIMENSIONS & NEW BEAM ONLY SUPPORTS CEILING FRAMING. 2. REMOVED WALLS ARE ASSUMED TO NOT BE APART OF THE LATERAL SYSTEM. NOTIFY ENGINEER IF PLYWOOD SHEATHING IS DISCOVERED ON THE PROPOSED WALLS TO BE REMOVED. 2. CONTRACTOR TO PROVIDE TEMPORARY SHORING OF REMOVED WALLS THAT SHALL REMAIN IN PLACE UNTIL NEW BEAM & COLUMN SUPPORTS ARE INSTALLED. Russellfrau the desk desk of... Dun CPfN Qmcm DR G al laway DATE 12115 sou 1/2'_>'-O" Associates VNOI : 15-623 www. rga-ch ico.co LE�—Cr--v'r NEW 3-1/2" x 12" 24F -V4 GLB I VV IIFI CI VUII VCLI\ VI UIVVI II_I hI VVIL\.l BEAM JEFF PAGE CONSTRUCTION KITCHEN REMODEL FOR ELEVATION P LOTT E L RESIDENCE S2 650 CRIMSON COURT CHICO, CA 95973 DnAWx cv R u sse I I , from the deskr desk of.... mcm DR Gallaway • DATE 12175 SCAIF v2_r-O' Associates m., 1 6,623 www.rga-chico.co `"" STRUCTURAL CALCULATIONS Plottel Kitchen Remodel for Page Construction Chico, CA Job Number: 15-623 December 2, 2015 BUTM OFESS/0 COUNTY ��° Pio G. DEC 10! 2045rri _ o w No. 58201 r rrn DEVELOPMENT * EXP. 06-30-16 SERVICES PERMIT# TF OFCAL BUTTE ELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE ?TL O TI Cz BY _ S, I from the design desk of.... Russell Gallaway Associates f • 115 Meyers Street, Suite 110 Chico, California 95928 (530) 342-0302 fax 342-1882 I =' r www.rga-chico.com I 17' Unfactored: Dead Live Factored: Total •1017 1870 COMPANY PROJECT 2887 Shear WoodWorks' u rIWARF ron woon nerex Bearing: psi fv/Fv' = 0.34 Bending(+) fb = 1753 Dec. 2, 2015 09:28 Kitchen Remodel Beam.wwb fb/Fb' = 0.84 Design Check Calculation Sheet 0.46 = L/447 0.57 = L/360 in Wood Works Sizer 10.4 2887 0.83 = L/246 Loads: Anal/Des 0.97 Load Beam Type Distribution Pat- Location [ft] Magnitude Unit Length 1.27 1.27 tern Start End Start End Cb Loadl Dead Full Area 1.00 1.00 10.00(11.00') psf Load2 Live Full Area 20.00(11.00') psf Self -weight Dead Full UDL 9.7 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 17'-1.3" I 17' Unfactored: Dead Live Factored: Total •1017 1870 Design Value 1017 1870 2887 Shear 2887 Bearing: psi fv/Fv' = 0.34 Bending(+) fb = 1753 Fb' = 2085 psi fb/Fb' = 0.84 Capacity 0.46 = L/447 0.57 = L/360 in Beam 2887 0.83 = L/246 2887 Anal/Des 0.97 Beam 1.00 1.00 Load comb #2 #2 Length 1.27 1.27 Min req'd 1.27 1.27 Cb 1.00 1.00 Cb min 1.00 1.00 Glulam-Unbal., West Species, 24F -V4 DF, 3-1/2"x12 8 laminations, 3-1/2" maximum width, , Supports: All - Non -wood Total length: 17'-1.3"; volume = 5.0 cuff; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012: I Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 90 Fv' = 265 psi fv/Fv' = 0.34 Bending(+) fb = 1753 Fb' = 2085 psi fb/Fb' = 0.84 Live Defl'n 0.46 = L/447 0.57 = L/360 in 0.80 Total Defl'n 0.83 = L/246 0.85 = L/240 in 0.97 . i v WOOdWOrkS® Sizer SOFTWARE FOR WOOD DESIGN Kitchen Remodel Beam.wwb WoodWorks® Sizer 10.4 Page 2 Additional- Data: FACTORS:' F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 0.869 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00' - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 2887, V design = 2530 lbs Bending(+): LC #2 = D+L, M = 12271 lbs -ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 907e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability (+): Lu = 17' Le = 31'-3.38" RB = 19.18 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). _ � M 7 I CLARIFICATION 01 BEAM SUBSTITUTE architecture + engineering 115 Meyers Street Suite 110 Project: Plottel Kitchen Chico, California 9 5 9 2 8 RGA No.: 15-623 PH 530 342 0302 Date: December 10, 2015 FAX 530 342 1882 www.r9ochico.com The following: ❑ Clarification Drawing Verbal Clarification -has been issued as a supplement to the Construction Documerrt Set. It has been issued in response to: Builder requested substitute to glulam beam This drawing shall accompany the construction documents and may make reference to portions thereof. The information provided on this document supersedes that provided in the Construction Documents for the same condition. Refer to sheets: S1 VERBAL: The 3-1/2" X 12 GLB may be substituted by a 3-1/2" x 117/8" LVL per the attached structural calculation. Issued by: Clint Petersen �o Q?,Of ESS/pH C q BUTTE / COUNTY DEC 10 2015 L- No. 58201 * -EXP. 06-30-16 DEVELOPMENT s SERVICESc I V I �P 9TFOFCAL\Eo PERMIT # SERVICES BUTTE CO REVIEWED FOR CODE COMPLIANCE DATE _ "_.�Y— 1 �j COMPANY PROJECT WoodWorkso .SorlwARF FOR worm AFSICIJ Dec. 10, 2015 13:20 I Kitchen Remodel Beam.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End" Loadl Dead Full Area 10.00(11.00') psf Load2 Live Full Area 20.00(11.00') psf Self -weight Dead Full UDL 12.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) V 17' Unfactored: Dead Live Factored: 1037 1870 _ _ _ - - -- 1037 1870 Total 2907 fv = 92 Fv' = 285 Bearing: fv/Fv' = 0.32 Bending(+) 2907 Capacity psi fb/Fb' = 0.68 Live Defl'n Beam 2907 in 0.75 Anal/Des 0.78 = L/263 0.85 = L/240 2907 Beam 1.00 Load comb #2 1.00 Length 1.11 #2 Min req'd 1.11 1.11 Cb 1.00 1.11 Cb min 1.00 1.00 1.00 LVL n -ply, 2.0E, 3100Fb, 1-3/4"x11-7/8", 2 -ply (3-1/2"x11-7/8") Supports: All - Non -wood Total length: 17'-1.1"; volume = 4.9 cuff; Lateral support: top= at supports, bottom= at supports; ' a Analysis vs. Allowable Stress and Deflection usina NDS 2n12 - Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 92 Fv' = 285 psi fv/Fv' = 0.32 Bending(+) fb = 1802 Fb' = 2648 psi fb/Fb' = 0.68 Live Defl'n 0.42 = L/481 0.57 = L/360 in 0.75 Total Defl'n 1 0.78 = L/263 0.85 = L/240 in 0.91 F-1 I VoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Kitchen Remodel Beam.wwb WoodWorks® Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.00 - 1.00 - - - 1.00 - 1.00 2 Fb'+ 3100 1.00 - 1.00 0.853 1.00 - 1 00 1.00 -- 2 Fcp'_ 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.04 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 2907, V design = 2553 lbs Bending(+): LC #2 = D+L, M = 12354 lbs -ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live 'S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 488e06 lb-in2/ply "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability (+): Lu = 17' Le = 31'-3.38" RB = 19.08 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys•