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Home My WebLink AboutB17-1943 000-000-000 (2)CLIENT: PROJECT: PROJECT LOCATION: STRUCTURAL CALCULATIONS ADDENDUM NO. 1 Wayne Wright and Greg Wilson New Shop 1590 Dayton Road Chico, CA JOB NUMBER: 2665 DATE: 11/06/17 LOADING CRITERIA BASED ON THE 2016 CALIFORNIA BUILDING CODE: SEISMIC DESIGN CATEGORY: D WIND SPEED V (3 SECOND GUST): 110 mph WIND EXPOSURE: B SOIL BEARING: 1500 psf (per CBC Table 1806.2) ARE SPECIAL INSPECTIONS REQUIRED FOR ELEMENTS DESIGNED IN THESE CALCULATIONS ? No NOTES: 1. Streamline Engineering is not responsible for the these calculations unless this cover sheet is stamped by Jeff Richelieu and wet signed with Red or Blue ink. 2. Any structural or non-structural items that are not specifically addressed in the following calculations are designed by others and are not the responsibility of Streamline Engineering. 3. The engineer is not responsible for on site inspection to verify compliance with the structural plans, details, or specifications. Workmanship is to be of the highest quality and follow the latest edition of the adopted Building Code, and local building department standards. 4. The Client is responsible for the location of the structure on the site. The Client shall verify that the structure is properly located with respect to property lines, set backs, adjacent slopes, and all other limiting factors. PERMIT # r--, l :1 1 ,� 4-3 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE[ '% �I i :1 BY Page 1 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 Ft_e�- �P'(' ve, BY: i rl 9 - DATE: -11.1 1-7 JOB NO: Z (o601� PAGE Z OF 60 INDEPENDENCE CIRCLE, SUITE 201 o CHICO, CALIFORNIA 95973 , PHONE: (530) 892-1100 e FAX: (530) 892-1115 nta BY. fps o . DATE: - JOB NO: Z (,,169 Y PAGE OF - 60 INDEPENDENCE CIRCLE, SUITE 201 e CHICO, CALIFORNIA 95973 e PHONE: (530) 892-1100 e FAX: (530) 892-1115 CLIENT: STRUCTURAL CALCULATIONS Wayne Wright and Greg Wilson PROJECT: New Shop PROJECT 1590 Dayton Road LOCATION: Chico, CA JOB NUMBER: 2665 DATE: 05/31/17 LOADING CRITERIA BASED ON THE 2016 CALIFORNIA BUILDING CODE: Page 1 60 Independence Circle, Ste. 201 0 Chico, CA 95973 (530) 892-1100 BUTTE SEISMIC DESIGN CATEGORY: D COUNW WIND SPEED V (3 SECOND GUST): 110 mph WIND EXPOSURE: B SEP 2 8 2017 SOIL BEARING: 1500 psf (per CBC Table 1806.2) ARE SPECIAL INSPECTIONS REQUIRED FOR ELEMENTS DESIGNED IN DEVELOPMENT SERVICES THESE CALCULATIONS ? No NOTES: 1. Streamline Engineering is not responsible for the these calculations unless this cover sheet is stamped by Jeff Richelieu and wet signed with Red or Blue ink. 2. Any structural or non-structural items that are not specifically addressed in the following calculations are designed by others and are not the responsibility of Streamline Engineering. 3. The engineer is not responsible for on site inspection to verify compliance with the structural plans, details, or specifications. Workmanship is to be of the highest quality and follow the latest edition of the adopted Building Code, and local building department standards. 4. The Client is responsible for the location of the structure on the site. The Client shall verify that the structure is properly located with respect to property lines, set backs, adjacent slopes, and all other limiting factors. Page 1 60 Independence Circle, Ste. 201 0 Chico, CA 95973 (530) 892-1100 f GRAVITY LOADS: U ROOF: PITCH: 4:12 DEAD LOAD: COMPOSITION SHINGLES 3.5 PSF 1/2" OSB OR PLYWOOD 1.5 PSF FRAMING 3.5 PSF R-38 INSULATION (OPTIONAL) 2.5 PSF 5/8" GYPSUM WALLBOARD 3.2 PSF MISCELLANEOUS 0.7 PSF DEAD LOAD 14.9 PSF PITCH INCREASE FOR DEAD LOAD 1.1 PSF TOTAL DESIGN DEAD LOAD 16.0 PSF BY: JMR DATE: 5/31/2017 JOB NO: 2665 PAGE: 2 LIVE LOAD PER TABLE 4-1 OF ASCE 7-10 = 20.0 PSF (REDUCIBLE) (LIVE LOAD MAY BE REDUCED FOR PITCH OR TRIBUTARY AREA AS SHOWN BELOW) PER ASCE 7-10 EQUATION (4.8-1) Lr = Lo R, R2 WHERE 12 PSF < Lr < 20 PSF Lr = REDUCED LIVE LOAD OF HORIZONTAL PROJECTION (PSF) LATERAL LOADS: TRIBUTARY AREA < 200 SQ. FT. LIVE LOAD (BASED ON PITCH) 20.0 PSF TOTAL LOAD 36.0 PSF WIND: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW SEISMIC: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW 1. made to the design as detailed in these calculations without written approval from the Engineer, then the Engineer assumes no responsibility for the structure or any elements of the structure. 2. The Engineer is not responsible for any water proofing of any elements of the structure. The owner / contractor shall insure that all elements required to be waterproof are adequately detailed and constructed to be so. This includes but is not limited to roofs, deck ledgers, and retaining walls. 3. These calculations are based on a completed structure. The Engineer is not responsible for any elements that are not fully constructed or are not constructed according to the plans and details. 4. Building sites are assumed to be drained and free of expansive soil. These calculations assume undisturbed, stable soils, and level stepped footings. Any other conditions must be brought to the attention of the Engineer. 5. All footings shall bear on undisturbed soil with a footing depth below the frost line per local requirements. 60 Independence Circle, Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 i BY: DA71 F: ? 7 JOB NO: Z &C:" Z7 PAGE -�? OF. 60 INDEPENDENCE CIRCLE, SUITE 201 < CHICO, CALIFORNIA 95973 a PHONE: (530) g97—; 700 e F.AX: (530) 892-1 i 15 DESIGN VALUES FOR ANCHOR B®L SHEAR UVALI. A SEISMIC SHEAR PLF 260 350 490 WIND SHEAR (PLF) 335 485 600 2X SILL SCREW INTO SDS 1/4" SDS 1/4" SDS 1/4" SD BLOCK OR RIM JST. @ 20" o.c. @ 13" o.c. @ 11" o.c. @ SILL SCREW CAPACITY 336 517 611 l 5/8" A.B. CAPACITY 343 496 638 1 1/2" A.B. CAPACITY 347 520 624 f NOTES: Simpson SDS 1/4 x 6" Wood Screws per Simpson with 1.E Capacity of SDS 1/4" x 6" Wood Scre 2. Design capacity of bolts per Table 11 E of the 2012 NDS w Capacity of 1/2" Anchor Bolt in 2x sill Capacity of 1/2" Anchor Bolt in 3x sill Capacity of 5/8" Anchor Bolt in 2x sill Capacity of 5/8" Anchor Bolt in 3x sill 3. Reduce A.B. capacity in note 2 by 50% for 2x sill plate wh( Per foot is > than 350 [)If < 6013 nif TS AND SILL NAILS ® E F G i40 730 760 980 320 924 975 1250 TI -IT SDS 1/4" SDS 1/4" SDS -1/4- 0. c /4"o.c. @ 7" o.c. @ 6" o.c. @ 5" o.c. 140 960 1120 1344 X71 944 985 1259 21 924 986 1344 increase for Cd w in 1 1/2" wood = 560 # / screw th Cd = 1.6 per Table 2.3.2. = 1.6 *650# = 1040# / Bolt = 1.6 *770# = 1232# / Bolt = 1.6 *930# = 1488# / Bolt = 1.6 *1180# = 1888# / Bolt ,n allowable shear 60 Independence Circle, Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 Of BY: JMR DATE: S i i JOB NO- PAGE: C.2 NOTE: WHEN MULTIPLE MEMBERS ARE USED THEY SHALL BE NAILED TOGETHER TO ACT AS ONE MEMBER W/ 2 ROWS 16d SINK. AT 12" O.C. FOR THE FULL HEIGHT OF THE MEMBER WHERE F°c = 2,500 PSI Fy = 40,000 PSI 60 Independence Circle, Ste. 201 a Chico, CA 95973 a (530) 892-1100 Project: Prepared by: Jeff Richelieu Software licensed to: Streamline Engineering, Inc. Phone: 530-592-1100 Email: jefffstreamline@sbcglobal.net 2Co69r 5/31/2017 Wind Simple Version 1.0.0 Input See ASCE 7-10 Section 26.3 for symbol definitions V= 110 mph Topographic Factor Exposure Category B h = 22 ft Specify Kit directly L=41 ft Kzt for walls= 1.00 13=41 ft Kzt for roof = 1.00 Gable Roof. Pitch = 4:12 This is a valid Class 1 building Main Wind -Force Resisting System ASCE 7-10 Directional Procedure, MWFRS - Chapter 27, Part 2 This procedure applies to wind loads of enclosed simple diaphragm buildings, as defined in Section 26.2 MWFRS Wall Pressures (nsfl MWFRS Roof Pressures (ncf) Zone _ I .: 2 Leeward. Side .: .Infernal MZJ!ward -14.4 .1 -9.8 -12.7 +/-3.0 Case2 5.0 .6 MWFRS Roof Pressures (ncf) Zone _ I .: 2 3M4..LoadCase*l Zone 3 Load Case 1 Load Case 2 -14.4 -11.6 -17Load -34.1 11.7 Case2 5.0 -5.1 0.0 11.7 -53.2 MWFRS Roof Overhang Pressures Povh @ Zone 1 = 10.8 psf Povh @ Zone 3 = 13.4 psf Pressures indicated are applied to underside of overhang on windward side only, simultaneously with other roof pressures C&C Roof Overhang Pressures (psf) Effective Wind Area.(sf) Povh Load Case 2 @'Zone 2-. Zone 3 Load Case 1 Load Case 2 Load Case l Load Case 2 10 -34.1 11.7 -59.1 13.5 500 -34.1 11.7 -53.2 12.1 @ Zone 4 Load Load Case I Case 2 -22.1 20.3 -17.7 14.2 Ps .@ Zone 5 Load Case 1 Load Case 2 =34.1 18.6 -20.5 13.0 S.K. Ghosh Associates Inc. 1334 E Colfax Street, Palatine, IL, 60067 Page Iof 1 www.skgiioshassociates.com 0 BY: JMR DATE: 5/31/20V JOB NO: 2665 PAGE: WIND DESIGN PRESSURE ON PROJECTED AREA LOAD CASE 1 ZONE 1 WIND PRESSURE PERPENDICULAR TO SURFACE -14.4 PSF ROOF PITCH WIND PRESSURE ON PROJECTED AREA OF ROOF H-4-55 :12 ANGLE _ PSF LOAD CASE 1 ZONE --2 WIND PRESSURE PERPENDICULAR TO SURFACE -11.6PSF ROOF PITCH WIND PRESSURE ON PROJECTED AREA OF ROOF 467 :12 ANGLE _ -3. PSF NET PRESSURE ON PROJECTED AREA -0.9 PSF USE 8.00 PSF ON VERTICAL PROJECTED AREA OF ROOF PER 27.1.5 ASCE 7-10 LOAD CASE 1 ZONE 3 WIND PRESSURE PERPENDICULAR TO SURFACE -17.9- PSF ROOF PITCH 4 :12 ANGLE _ WIND PRESSURE ON PROJECTED AREA OF ROOF -5.66 PSF LOAD CASE 1 ZONE 3 - WIND PRESSURE PERPENDICULAR TO SURFACE -17.9 PSF - ROOF PITCH WIND PRESSURE ON PROJECTED AREA 4 :12 ANGLE _ OF ROOF -5.56 PSF NET PRESSURE ON PROJECTED AREA 0.0 PSF USE 8.00 PSF ON VERTICAL PROJECTED AREA OF ROOF PER 27.1.5 ASCE 7-10 60 Independence Circle, Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 0 Fax: 892-1115 18.40 18.40 18.40 18.40 ' 111LNZi./i caruiy uaKe.usgs.govicnuaesl.gnmaps/us/summary.php?tempia... -i�— USGS Design Maps Summary Repo User—Specified Input Report Title Wright Wed May 31, 2017 21:34:32 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.71220N, 121.84837°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III r - h. � -� �e nLa >•! �xd"4 .a # .�-.�? jv rf;. ;iiK-w �+- -. 3�. � rh'. � 4 � } � "� {irp<t5i_ .d;'.,S`� ;'>~�'s"�.6" � i� i�.,�Cf ..:��- �•.r� r� J £flc • fi) r ?) 1 is 7 ., i i • <' ,,,..r�, ,¢'• -.... .; .+ T 3r''✓''i` 'f xt;ie' Yrl"Tl araclis •'} 1 3 1 Y{ `r < ci.^. r ♦ _`.+ ^ �.,,�t iNcO 3 1 l Ire r .•, f r>s4' ai ,.., .'�. � 9 .r,., rr�' a..� � 1•t rte„` i 6� ., .j3'y� ri. ".'� v �e • s ,,: i z i r t ♦ s v � 1 .� t 4�ir� � P»'r� ,Y�• t�'�.�trgs�a�Ca S�` �e--jrrx . � 21 r t ` •qtr ., � n, x Jr � e �} „Sti r �� L t'i'n •6 s r •'� r r. r ✓ USGS—Provided output Ss = 0.616 g SMs = 0.806 g SDS = 0.537 g Sl = 0.275 g SMl = 0.508 g SDI = 0.339 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. .•QAC--;i?c,�c:-ie :;er_c-�=n For PGA,, T, CRS, and CRI values, please view the detailed report. f2 5/31/17, 2:34 PM s,y BY: JMR ®ATE: 5/3112097 . _ JOB NO: 2665 PAGE. c ` SEISMIC DESIGN FOR BUILDING USING ASCE/SEI STANDARD 7-10 PER SECTION 12.8.1 SEISMIC BASE SHEAR (V) = Rh®(Cs )W WHERE Cs = Sps / (R / I) = 0.083 W �os = 0.537 See attached printout from ASCE 7-10 SDI = 0.339 See attached printout from ASCE 7-10 R 6.5 per Table 12.2-1 for wood shearwall IMPORTANCE FACTOR (1) = 1.0 Per Table 1.5-2 For occupancy category II Rho = 1.3 Per ASCE 7-10 Section 12.3.4.2 PERIOD OF STRUCTURE (T) = Ct hr," = 0.2032 MAXIMUM HEIGHT OF STRUCURE (h„) = 22 FT. Ct = 0.02 FROM TABLE 12.8-2 x = 0.75 FROM TABLE 12.8-2 CHECK Cs TL = 16 SEC. PER FIGURE 22-12 FOR T < TL Cs = 0.2567 MAXIMUM PER 12.8-3 Cs = 0.083 Used for design CS/ 1.4 _ 0.059 Per CBC Section 1605 (eq. 16-21) USE V = 0.077 @9!/ 60 Independence Circle, Ste. 201 Chico, CA 95973 (530) 892-1100 BY: DATE: �: f JOB NO: Z &69 Cl PAGE OF 10 CIL ZL% i Ira • 60 INDEPENDENCE CIRCLE, SUITE 201 o CHICO, CALIFORNIA 95973 ^ PHONE:.(530) 892-1100 • FAX: (530) 892-1115 ° P �A�)(- 7 • 60 INDEPENDENCE CIRCLE, SUITE 201 o CHICO, CALIFORNIA 95973 ^ PHONE:.(530) 892-1100 • FAX: (530) 892-1115 ° BY: DATE: JOB NO: PAGE I OF T rl \j o H. D - 60 INDEPENDENCE CIRCLE, SUITE 201 - CHICO, CALIFORNIA 95973 - PHONE: (530) 892-1100 - FAX: (530) 892-1115 - LW .. BY: -1 r . DATE: Gj JOB NO: Z PAGE 2 OF �/� -- `/ - I • co 011-7 4,5 12 Lj cl ✓_ v = 2- -V, ,`7 7 �r- -� -9- 3 i C,7 I' 14t) = 60 INDEPENDENCE CIRCLE, SUITE 201 o CHICO, CALIFORNIA 95973 o PHONE: (530) 892-1100 ^ FAX: (530) 892-1115 Maximum clear span in feet and inches, based on horizantai spans. BCI° 6500 1.8 Series 29/16" Flange Width Live Load [psq Dead Load (psf) 9'/- BCI® .- - 1.8 _ 4112 - -- 4/12 - - 8/12 or to to Less 8112 12/12 11'/a' BCI® 6500 1.8 4/12 4/12 8/12 or to to Less 14 gClm 6500 1.8— 4/12 4/128/12 or to to T16" BCIv 6500 1.8 i 4/12 4/12 8/12 or to to 8/12 12112 Less 12/12 Less 8/12 12/12 NC �_ C.. Snag 20 10 ! ?U _�"24'-11" 23 1 V 1.5" 29._7„ 27'-5" 1 35.9"33-°" _8/12_ 3i' z^ 3e 5' s, �" 34'-: i 2r ?5 l 25-0" 231-61, c1'-8' 2T-11" 2i -. I ? .1(1" 31 4" 2y -d,. I 35'-2" ;' 5, 20 25 20 2"s' -1u 22-4" G0 i " 28 - 20'-7" 24'-�" ?2 3" .h - " 27.'; 3a'-3" 33'-5" L` 3^ " 10 25-1" 23'$" 22'-1" 29'-10" 28'_2" 26'_2" 33'-11" 32.1' 29'-10" I 3T-6" 35-5" 33'-0" t 12 25 15 23'-11" 22'-6" 20'-10" 28'-5" 26'-9" 24'-9" 32'-4" 30'-5" 28'-2" i 35'-9" 33'-8" 31'-2" O.C. 30 10 23'-11" 22'-8" 21'-2" 28'-6" 27'-0" 25'-2" 32'-5" 30'-8" 28'-8" I 35-11Y' 33' 11" 31' 8" Snow 115%40 30 15 23'4" 21'-8" 20'-1" i 2T-4" 25'4" 23-11" 31'-1" 291-4" 27'-3" 34'-5" 32'-S' 30'-1" 10 21'-10" 20'-11" 19'-9" 1 25'-11" 24'-10" 23'-6" I 29-6" 294" 26-9" 32'-8" 31'4" 29-T i1 40 50 15 j 21'-5" ! 20'-4" 18'-11" 1 25-6" 24'-2" 22'$" 29'-1" 2T-6" • 29-T' 31'-5" 30'-5' 28'-4" 50 10 15 20'-2" 19'1, 19-4" 24'-0" 23'-0" 21'-10" 2T4' ' 26'-3" 24'-11" ( 30'-2" 2g_0° 2T-6" �--- 20 21Y-2" 19'-3" 18'-0" 24'-0" 27-1tY' 21'-4" 2T-0" 26'-0"_ 28'-11" 28'-5" 26'-11" i ia01- SnC^:: 20 10 i5 - 23'-11" 22'-8" 22 7. 20•_1?" 28-0' 26 10" 24'-11" 3c- " 30=5' �24'4" 25' 4" I ^`"ry o ,u' __ 33 _g" 31' s 125; 20 20 2 3 - ?y'8" 2c""' 11" 25' s." 23' 4" 3C 8" rr2 -10" 2a"'-7" 33.1'1" j , v:" 25 21'-7" 2D=�' iv 7" 8'-a', 25'? 1" 29'-3" 2r'-5' 25-2" 22'-8" 21'-6" 29-0" 2T-0" 25-6" .4' 23'-9" 10 30'-9" 29-1" 29'-11" 25 30 15 21'-8" 20'-5" 16-11" 2.5-9" 24'-3" 22'-5" 29'-4" 27'-7" 25'-7" 31'-10" 30'-6" 28'-3" O.C. 10 21'-8" 20'-7 19-2" 25'-10" 24'-5" 22'-10" 29-5" 2T-10" 26-0" 31'-11" 30'-9" 28'-9" Snow 115% 30 40 15 10 29-10" 19-9" 15 8" 18'-3" 24'-9" 234. 21A" I 28'-1" 26-7" 241$" 30'-0" 29x" 2T4" 40 15 - 19'-' 5 18'-11" 17'-10" 23-0" 22'-6" 21'4" 25-9" 25'-8" 24'-3" 28'-2" 26-9" 50 10 18'-5" 1T-2" 23'-1"2V-11" -- 20'-5" 25-5" 24'-11" j28'-7" 23'-3" 27'-2" 26'-0" 25-8" ! L� 50 15 18-3" • 18' 3" 1.6" 1T-5' 16'-8" 16'-3" 21'-9" 2a -1a' 19'-10" 24'-5" 23'-9" 22-T'1 '26-1""25'-9" 24'-11" 20 10 21'-5" —26'-9" -- 20'-9" 19'-4" 23'-5" 23-0" 27-0" 25-0"- 24'-7" 24'-0" t far.- Sno:•i 22-T 21'-2" 19-9" 25-2" 2T-5." 30'•5" 28-8" 26-8 t a 20 20 15 20 21%5' 20' 0" T-5.1 i 5-4 2" 23'-9, t 21'• 1” i9? 28--T'„ -c 2a -f" i i 29' 25 10 tri -3' 21' 4" 19'-0" 1T -i" 24'-x" 2,'_r^ 2U'-9" 4'17"163L't" 2fi :' 2> ^2'"' ZO'_2" 18'-9" 2.5 4" 24' 0 22'-4" rt 2g'_11" 2T4' 25'-5" 31'-1" 30-2" 26-1" 19.2" 25 30 15 10 20'14" 19'-2" . . 1T-9" 24'-2" 22'-9" 21'-1" 27'-2" 25'-11" f 24'-0" i 29'-0" 28!-3"_ 26-7" O.C. 20'-4" 19'-4" 18'-0" 24'-3" 23'-0" 21'-5" 2T-3" 26'-2" 24'-5" I 29'-1" 28'-7" 2T-0" Snow 115% 30 15 19-6" 18'-5" 17'-1" 23'-3" 21'-11" 20'-4' i 25'-7" 25'-0" 23'-2" 2T-5" 26-9" 2S-0" 40 10 18'-6" 1T-9" 16'-9" 22'-1" 21'-2" 2_0-0" 24-4"24!-Y' 22'-9" 26.1" 258" 26_2 40 50 50 15 10 15 18'-3" 1T-1" 17'-1" 1T-3" 16'-5' 16'4" 16-1" 10" 15-3" 21'-3" 20'-5" 19-T' 20'-7" 19'-7" 19'-3" 19-2" ( 18'-7" 18'-2" 1 23-2" 22-3" 21'4" 22'-9" 22'-0" 21'-0" 21'-10" 21'-2" 20'4" j 24'-9" 23'-9" 24'4" 23-6" 23'-8" 23'-'1- 1 No:No ,- Snow 23 1.0 21'1 •10': 1S.-81, 1g 7i' 24'-L, " -! --2 2µ• 3 22'-1U� '" 22'-2" 21'-2" 125% 20 20 i 20 t9'-8' 18'-9" 18'-5, 1i`-7" 1T' 1" 23' 220" ;r. 4". 26.8,: 2_, 1., ^ 2s' ;' ' 21 28'-11" 97-9" . 2.T 16'- 2" 22'-4' 20'-1i" iy-3" 253" 2.`1'-?�" 2'1'•'11" i 2S' -1i" 26'-0'' 24'-3- 25 10 19'-9" 18'-8" 17'-5" '155 23'-6" 22'-3" 20'-8" i 26'-0" 264" 23'-T'2T-10" 2T-3" 26-1" 24" 25 15 18'-l(y' 17'-9" 27-3" 21'-1" 19'-6" l 24'-3" 23'-7" 22'-3" 25-11" 25-3" 24'x" 30 10 18'-19' 1T -1(Y' 15-8" 1 22'-4" 21'-3" 19'-10" 24'-4" 23'-11" 22'-7" ? 26'-0" 25'-7" 24!-11" Snow 115% 30 15 18'-1" 1T-1" 15-10" i 21'-0" 29-4" 18'-10" I 22%10" 224" 21'-6" I 24'-5" 23'-11" 23'-1" 40 10 1T 1" 15-5" 15'-6" 29-0" 19-7" 18'-6" 21'-9" 21%6' 21'-0" 23'-3" 22'-11" 22'-3" 40 15 16-9" -^ 164" t4'-11" I - 18'-7" 17'-9" i 20'-8" 20'-4" f( 144" t 21'4" 20'-9" 191-8" 50 10 15-11P' 15'-2" 14' -5" I 18'-3" 18'-T 1T-3" I 19'-6" 4-Y. 18'-5" f 19'-10" _ 19'-5" 18-9 I 50 15 15'-5" 15'-1" 14'-1" 1T-3" 16-8" 15-11" 1T-11" 1T-4" , 16-6" i 18'-3" 1T-8" 16'-10" Title Block Line 1 Project Title: You (,gin change this area Engineer: - using the "Settings" menu item '„ - .,r Project Descr. and then using the "Printing & Max fb/Fb Ratio Title Block" selection. ` Title Block Line 6 Fb: Allowable: Multiple Simple Beam -- Description ?�i®od &eam ®esig�a : BM 1 ---_- k,. ,-f1 Wright and Wilson JWIR �lla = 11SFR11FR1r1fF�e17 Dori ��_nxe, Project ID: 2665 �- Printed: 1 JUN 2017. 11:53.61A INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.28 - -- --._ Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 --; _...---- -- ----- .-- BEAM Size : 7x24-, VersaLam- - --- , Fully Unbraced --- `-`--'---- ----------- Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Applied Loads (k) D L 0.66 Beam self weight calculated and added to loads Unif Load: D = 0.0160, Lr = 0.020 k/ft, Trib= 22.0 ft Unif Load: D = 0.010 k/ft, Trib= 8.0 ft Design Summary Max fb/Fb Ratio Max fb/Fb Ratio = 0.777. 1 fb : Actual : 2,517.56 psi at 17.500 ft in Span # 1 Fb: Allowable: 3,240.56 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0,358: 1 fv : Actual : Fv: Allowable: 127.56 psi at 0.000 ft in Span # 1 356.25 psi Load Comb: +D+Lr+H Max Reactions (k) D L Lr S W E Left Support 8.41 7.70 Right Support 8.41 7.70 Wood Beam Design: BM 2 D'0 080a ' 35.0 ft, 7x24 H Downward L+Lr+S 0.926 in Downward Total 1.938 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 453 >240 Total Defl Ratio 216 >180 --6xCalculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size : 12, Sawn, Fully Unbraced -�- ----- ----- - --- --- Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx . 580.0 ksi Applied Loads (k) D L 0.66 Beam self weight calculated and added to loads Unif Load: D = 0.0160, Lr = 0.020 k/ft, Trib= 17.0 ft Design Summary 362.46 psi at 5.250 ft in Span # 1 Max fb/Fb Ratio = 0,506. 1 fb : Actual : 853.56 psi at 5.250 ft in Span # 1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.301 : 1 fv : Actual: 63.88 psi at 9.555 ft in Span # 1 Fv : Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) D L Lr S W E Left Support 1.50 1.79 Right Support 1.50 1.79 Wood Beams Design: BM 3, BM 4 oro 2720) Lr(o 340) ,a.;�.' ^*S.. "�'ne•A �' �. ��r4 � Lit& rt x� x "e f x�w�s"�ri Y r+K tc-�sk• 10.50 ft, 6x12 H Downward L+Lr+S ' 0.084 in Downward Total 0.154 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1503 >240 Total Defl Ratio 816 >180 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size . 6x12, Sawn, Fully Unbraced -- -- ---' - -- Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160, Lr = 0.020 klft, Trib= 7.0 ft D esLyn Summary (k) D L 0.66 Max fb/Fb Ratio = 0.215-1 fb : Actual : 362.46 psi at 5.250 ft in Span # 1 Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.128: 1 fv : Actual : 27.13 psi at 9.555 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions Left Support (k) D L 0.66 Lr S W E H 0.74 Downward L+Lr+S 0.035 in Downward Total 0.066 in Right Support 0.66 0.74 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 3650 >240 Total Defl Ratio 1923 >180 Title Block Line 1 Youcan change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Wright and Wilson Engineer: JM Project ID: 2665 Project Descr. _ Printed: i JUN 2017, 11:53AM 1 Multiple Simple Beam FIe=11SERVER10fficekIPROJE-112651-2-112665GR-1126656E-1.EC6 L ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.28 Woad Beam Design o BIM 5 (8.5' MAX. SPAN, SPAN MAY BE LESS) - -- --- __ Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 -_ ---- - ----- ---- BEAM Size : 6x8, Sawn, Fully Unbraced - Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160, Lr = 0.020 k/ft, Trib= 3.0 ft Design Summary Max fb/Fb Ratio = 0.146; 1 fb : Actual : 245.78 psi at 4.250 ft in Span # 1 Fb: Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.073: 1 fv : Actual : 15.42 psi at 7.877 ft in Span # 1 L�(0 04801 LrfO 0601 , Fv . Allowable : 212.50 psi Load Comb: +D+Lr+H -- Max Reactions (k) D L Lr S W E H Left Support 0.24 0.26 Right Support 0.24 0.26 Wood Beam Design e BM 6, BM 7, BM 8 8.50 fl, 6x8 Downward L+Lr+S 0.023 in Downward Total 0.045 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 4454 >240 Total Defl Ratio 2285 >180 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 ~- Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,350.0 psi Fc - Prll 925.0 psi Fv 170.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pct Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160, Lr = 0.020 k/ft, Trib=17.0 ft Design Summary Max fb/Fb Ratio = 0.324; 1 fb : Actual : 546.43 psi at 2.750 ft in Span # 1 Fb : Allowable: 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.226: 1 fv : Actual : 48.02 psi at 0.000 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) D L Lr S w E Left Support 0.77 0.94 Right Support 0.77 0.94 0(0.2720) Lf(0.340) 5.50 ft. 6.8 H Downward L+Lr+S 0.023 in Downward Total 0.042 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 2901 >240 Total Defl Ratio 1588 >180