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HomeMy WebLinkAboutPermit File BLD-2019-0140 Revision 3420 Oakes Avenue ?t''.2-0 0k s tirva..._ vt5e 17Lto - 20f9 — O19 O Schemmer Consulting Group PLLC Project Title: Hanson 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-002 360.293.9006 Project Descr:Remodel jt.schemmer@scgeng.com Title Block Line 6 Printed: 17 MAY 2019, 2:59PM Wood Beam File=C:1Users\admin1DOCUME-1\ENERCA--2118-002-Hanson.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.30 . Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : New Header for 2'8"door CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb+ 850.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 850.0 psi Ebend-xx 1,600.0 ksi Fc- Prll 1 ,400.0 psi Eminbend -xx 580.0 ksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade :No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.590 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling h.' _ . • . r: iffu .. , D VW It D 0.06 L 0.2 • ' 1 Al ii Sig (''.�� n L1 J ' ( J'1 f CITY OF AI9AOORTES 4x10 h Spa n = ?75r1 ft ,I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D= 0.060, L= 0.20 , Tributary Width = 1.0 ft Point Load : L=0.30 k @ 2.750 ft DESIGN SUMMARY I I rll� Ksi n 1(' )nk, ' Maximum Bending Stress Ratio = 0.059: 1 Maximum Shear Stress Ratio = 0.042 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 60.66 psi fv: Actual = 7.57 psi FB : Allowable = 1,020.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.375ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.001 in Ratio= 35285>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.367 0.667 Overall MINimum 0.275 0.575 +D+H 0.092 0.092 +D+L+H 0.367 0.667 {ii "Lit �4� +D+Lr+H 0.092 0.092 = a ti { +D+S+H 0.092 0.092 V`,,A-i ! ' , +D+0.750Lr+0.750L+H 0.298 0.523 ,,'' '- ,4, •I . +D+0.750L+0.750S+H 0.298 0.523 i.�,' �'` , , +D+0.60W+H 0.092 0.092 'a +D+0.70E+H 0.092 0.092 ,�i _ ,a . 9� ax., 41 trignir 401'. Vie't/6 1 I , .19'ard-4-"-.1-V Schemmer Consulting Group PLLC Project Title: Hanson 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-002 360.293.9006 Project Descr:Remodel jt.schemmer@scgeng.com Title Block Line 6 Printed:17 MAY 2019, 2:59PM Wood Beam File=C:\Usersladmin\DOCUME-11ENERCA-2118-002-Hanson.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30 . Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: New Header for 2'8"door Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.298 0.523 +D40.750L+0.750S+0.450W+H 0.298 0.523 +D+0.750L+0.750S+0.5250E+H 0.298 0.523 +0.60D+0.60W+0.60H 0.055 0.055 +0.600+0.70E+0.60H 0.055 0.055 D Only 0.092 0.092 Lr Only L Only 0.275 0.575 S Only W Only E Only H Only i•e_. v I-5c, 4 Schemmer Consulting Group PLLC Project Title: Hanson 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Anacortes, WA 98221 Project ID: 18-002 360.293.9006 Project Descr:Remodel jt.schemmer@scgeng.com Title Block Line 6 Printed: 17 MAY 2019, 2:59PM Wood Beam File=C:1Users\admin\DOCUME--1IENERCA-2118-002-Hanson.ec6 . Software copyright ENERCALC,INC. 1983-2018, Build:10.18.12.30 . Lic. #: KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : New Header for 2'8"door CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Fb+ 850.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 850.0 psi Ebend-xx 1,600.0 ksi Fc- Prll 1,400.0 psi Eminbend -xx 580.0 ksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 30.590 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.3) - IR e It lift r‘ D 0.06 L 0.2 •f '` JUN 1 : 2019FILE COPY CITY OF ANACORTES 4x10 i' Span = 7 751)ft `I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D= 0.060, L= 0.20 , Tributary Width = 1.0 ft Point Load : L= 0.30 k @ 2.750 ft DESIGN SUMMARY r 1 ,,,,,,,„,,(0�`. i Maximum Bending Stress Ratio = 0.059: 1 Maximum Shear Stress Ratio = 0.042 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 60.66psi fv: Actual = 7.57 psi FB : Allowable = 1,020.00 psi Fv: Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.375ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.001 in Ratio= 35285>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.367 0.667 Overall MINimum 0.275 0.575 +D+H 0.092 0.092 1 SC ` 4 +D+L+H 0.367 0.667 '4., ' +D+Lr+H 0.092 0.092 VVAS r; +D+S+H 0.092 0.092 " • A. +D+0.750Lr+0.750L+H 0.298 0.523 to r` ... +D+0.750L+0.750S+H 0.298 0.523 „,, "-.'1 '; +D+0.60W+H 0.092 0.092Ar,,,' ,rt, +D+0.70E+H 0.092 0.092 �l.-`' f . :, �6T EA"- .,;, 4_: NAc _ Schemmer Consulting Group PLLC Project Title: Hanson 3014 Commercial Ave.,Suite C Engineer: James T. Schemmer, P.E. Anacortes,WA 98221 Project ID: 18-002 360.293.9006 Project Descr:Remodel jt.schemmer@scgeng.com Title Block Line 6 Printed:17 MAY 2019, 2:59PM Wood Beam Software Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.30. Lic.#:-KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: New Header for 2'8"door Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.298 0.523 +D+0.750L+0.750S+0.450W+H 0.298 0.523 +D+0.750L+0.7505+0.5250E+H 0.298 0.523 +0.60D+0.60W+0.60H 0.055 0.055 +0.60D+0.70E+0.60H 0.055 0.055 D Only 0.092 0.092 Lr Only L Only 0.275 0.575 S Only W Only E Only H Only CURRL SIDING/ D / BLDG. PAPER/ �/ R JUN112019 1/2" PLYWD. 'CDX' SHTH./ ' R-21 INSUL. -1" REVISED BLDG. PAPER)/ _�� 1 1/2" GYP. BD. CITY OF ANACORTES ki 7/8" SHEATHING :31.1.1_1:,,:e.,21;:p7:0:0A:E01•::Ctii, 2 x 6 P.T. > W/ SILL fit i in +, n" PT:SEALER(P.T. 2x RIP Yry re, �61�CUT TO FIT W/HNGRS) .�r PERMIT i1:a T ?c7cvc INS ADDRESS: ES V2"e x 10" ABs at 6'-0" oc - $(MAX.)AND WITN12" OF f • d -_^ ALL CORNERS AND S • L APPROVED BY: _— - - _ OPENINGS �y e / 5UBIE.CT TO FIELD INSPECT ION. APPROVED PLANS (5 POCKET EACH 1 1ST W/ ! Z - I I— I I I- �• •, . MIN. JOIST BRG. 3" W/ SHAII NOT BE ALTERED WITHOUT AUTHORIZATION. r ~1/2" AIRSPACE . SIDE EXSTG. 11 OR APPROVED 7 ISTCLOSETicocN - I 4 6" HNGR - Q v P.' ri a'> .. EXSTG. REVISION© o s - b COPY • �- _�; BEDROOM PILE Cr _ - , I Irio W W W ,� - a EXSTG. O Q Iz VERIFY BEARING B COVER ENTIRE FOR NEW BEAM CC U O 6'-0„ W CRAWL AREA NEW FTG. AND STEM WALL W/ 6 MIL. VAPOR — C I / Q 0 z 12" BARRIER Y N Q - - \ rATh FTG ./ FNDN . DETAIL NEW 6'WIDE OPENING t W/BARN DOOR 1 (1 3 / 3/4"=r-0" 2'OFF N WALL I IL1� 4x10 DF HEADER / STORAGE I z FRAME IN I EXISTING DOORWAY n 0 U) N NEW 4" CONC. SLAB ON _i Z N EXISTING SLAB COMPACTED FILL. 12" Q CO THICKEN SLAB W/ (2) S4 = C' BARS HORZ- CONT- TIED TO - FOUND WALLS AT GARAGE II-- z - W Q o- DOOR OPENINGS di N o D. OLI5H EXISTING / Q 6 - Q FI' PLACE v -4 z W - V Cn 0) ` i- 4 W W SIDING) REC. ROOM Ma i w'p Q H BLDG. PAPER/ 4 aH -_- _--_ Z U U PLYWD. PER SHEARWALLSCHED. N(0 t 4 1n ccior Z \ 5 tbt a L p w U 1/2" GYP. BD. `aS' - N z a 2x4 OR 2x6 at 16"oc Fu'n e 11" n" a y/�- b(9 r}poc di if) SHEARWALRL SCHED. ur 4110 pF vteudsr ° NEW FTG. AND STEM WALL BLDG. PAPER , 2-9 1/2" -. r / 2 x 6 P.T. PLATE W/ 5/8" a __ 1/2"e x 10" ABs I .t �-2-9 1/2" A.B. @ 48" O.C. U.N.O. S r ! / NEW FTG. AND STEM WALL ON SHEARWALL SCHED. NEW BEARING NALL NEW BEARING WALL - —� 4" CONC. SLAB W/ h A MIN. 4" COMPACTED z lit ;, GRANULAR FILL- — r - -i ry• 10 3" 2'-0" 16'-3" 4'-0" n SLOPE TO DRAIN EXSTG. n - - N h — - __ _ _ STORAGE ' r I_ #4 as" o.c. n EXSTG. iN I P R O r c 3- m BEDROOM m r _ `l co / / / * a i ' / 4 Z —— ---• \ Nv W T-91/4" NEW f FTG. 0 0 z 1'-10 3/4" 15"x15"x10' W 0 W/(2) *4 EA. WAY 7 (1) U \ \ J / 0 Q \ \ Q = (-- B-- FTG ./ FNDN . @ GARAGE y__} i 3/4" = 1'-0" F03 DRAWN B Y : LOWER FLOOR PLAN AND GARAGE FOUNDATION K R 3/ SCALE 1/4"=1'-0" s „sT SC4 aF etas / rt' . r w. o is ' ,p511sO IONAL e4t 4, 03