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Home My WebLink AboutBLD2011-00971 - BLD Engineering / Geo-tech Reports - 6/9/2015 EvuVLrotec,k EvLOwueenvig c,eoteckvdcaL o ELAv%rov mentctL o DraLvwage°R.oadwaU June 9, 2015 Van Dijk Homes LLC PO Box 730 Belfair, Washington 98528 Reference: Garage Foundation Evaluation and Breezeway Analysis for Existing Two Structures Located at 11 E Brady Loop, and 21 E Brady Loop, Parcels 12220-50- 63007, -64008, Belfair, Washington Dear Mr. Van Dijk, Envirotech Engineering has completed this structural evaluation for the referenced project. Our evaluation includes an evaluation of the existing garage foundations, and structural member support of the breezeways. Based on the following support, it is our opinion that the garage foundations and breezeways for both residences are acceptable. Information pertaining to the presence of structural steel,footing parameters and concrete for this project was completed. The presence of reinforcement steel was verified by utilizing a Fisher M- 101 metal detector. This metal detector is specifically designed for locating rebar and other metals embedded in concrete. The relative strength of the concrete was measured by using a Schmidt Hammer, a non-destructive rebound testing device for gauging quality of the concrete. Structural steel appears to be located throughout both foundations, and approximately 48 inches apart. Steel size appears to be #4 bar. According to the rebound test, the existing concrete has a compressive strength of at least 3200 psi. The,overall foundation dimensions appear to be at least 12 inches wide and at least 6 inches thick at the footing level. Structural settlement, excessive wall/ foundation cracking or other indications that may reveal an inadequate foundation was not observed. It is Envirotech's opinion that the existing foundations are adequate for supporting the new garage. The structural design of this project meets or exceeds the 2015 IBC. The structural analyses, as presented below, include lateral loads, shears and design capacities. The vertical loads of the structure provided below accounts for the factored dead loads and factored live loads. Snow =25 psf live Roof= 15 psf dead Wind= 85 mph Seismic=Category D2 �o gox984 gelfaCr, washCv�tow9ss2s Off: 360-2,-593Y14 UU: 36o-629-6045 BEAM ANALYSIS Load Parameters DL 0 psf LL 0 psf SL 25 psf RL 15 psf Beam Parameters Maximum Bending Moment(ft-lb) Length (1) 3.500 Span, L 10.00 ft PL/4(point load) 1,008 ft-lb Moment of Elasticity, E 1,700,000 psi wL^2/8 (dist. Load) 1,750 ft-lb Moment of Inertia, 1 250.1 in^4 El 4.25E+08 psi Mmax Total 2,758 ft-lb Support ff Bending Moment Capacity(ft-lb) (ff=fixed on ends, c=cantilever ffc=fixed on ends and center) fb=Fb*Cr*...*Cv 932 psi S=bd^2/6 0.0305 cf Bending Design Value, Fb 900 psi Repetative Member factor, Cr 1.15 M=fb*S 4,087 ft-lb Size factor, CF 1.0 Load Duration factor,CD 0.9 M > Mmax Beam Stability factor, CL 1.0 Cv 1.0 4,087 > 2,758 o.k. breadth, b 3.500 in depth, d 9.500 in Deflection Applied Loads (Ib, Ib/ft) PL^3/48E1 0 in Point Load, P 0 5wL^4/384E1 0.0741 in P Location (c,x) c c=center of beam Total Deflection 0.0741 in x=load dist from furthest support 12.0 Allowable Deflection 0.5 in Distributed Load,w 140.0 plf Deflection<Allow ok Beam Area 33.25 Page 2of 3 Column Analysis Design Load, P 240 lb Column width,W 3.5 in Column depth, D 3.5 in Column diameter, r(if round) 0 in Modulus of Elasticity 1300000 psi Unsupported Column Length, L 10 ft CD (load duration factor) 0.9 Ct (temperature effect factor) 1.0 Cu (untreated factor) 1.0 Csp(single pile factor) 0.8 Cp (support factor) 1.0 Ccs (critical section factor) 1.0 A=W x D (or pirA2) 12.25 si fc= P/A 19.59 psi d =smaller of W or D or r 0.29 ft k= L/d 34.29 F'c= 0.3E/kA2 331.77 psi Fc= F'c(CD*Ct*Cu*Csp*Cp*Ccs) 238.88 psi Fc>fc ok This conclusion is based on the aforementioned field observations and testing. Please contact Michael Staten at 360-275-9374 if you have any questions or require additional information. Sincerely, Envirotech Engineering PEV CLYpE ST 43045 �GF FC/STV 6/9/16 Michael Staten, P.E. Project Director Page 3of 3 VAN DIJK BREEZEWAY TRUSSES DESIGNED BY OTHERS MUST MEET ALL CURRENT WASHINGTON STATE CODES PREPARED FOR: VAN DIJK HOMES 11 E BRADY LOOP ,-=►ESE PLAr� 3T BE ALLYN, WASHINGT❑N T _; ;ITE OpR ►ON• HOUSE HOUSE 4X10 DF#2 %Gf. A ENGINEER; CH App z wAl� ANGES FGRNG W,)RK ENVIR❑TECH ENGINEERING y QRIOR TO PERFORM P❑ BOX 984 BELFAIR, WASHINGT❑N 98528 PHONE, (360) 275-9374 DRAWN BY- DATE- RJM 6/9/16 4X10 DF#2 CHECKED BY, DATES 4 X 10 D F#2 Michael Staten, P.E. 6/9/16 - 6' O OL CLYtre s 4 63043 bat .h W 4X4 P❑ST ��MALY* 3' 5 GARAGE GARAGE PLAN VIEW EAST HOUSE PLAN VIEW WEST HOUSE SHEET SCALE: 1/4"=l'-0" SCALE: 1/4"=l'-0" 1 SHEET I OF 2 MUST MEET ALL CURRENT VAN D I J K WASHINGTON STATE CODES BREEZEWAY TRUSSES DESIGNED BY OTHERS BE 10 USA pNE� SON PREPARED FOR: oB -- - VAN HOMES 11 E BRADYBRA LOOP - i ALLYN, WASHINGT❑N — =1 - -_ ENGINEER: r�(J �► BREEZEWAY r1 ,,. ENVIR❑TECH ENGINEERING P❑ BOX 984 HOUSE � GARAGE SUBMI'q CT BELFAIR, WASHINGT❑N 98528 PH❑NEi (360) 275-9374 DRAWN BY, DATE- RJM 6/9/16 Eo CHECKED BY, DATE- Michael Staten, P.E. 6/9/16 N }BM\� jO �R�oR�. WOO PR ❑ FILE VIEW EAST HOUSE SHEET SCALE: 1/4"=1'-0" 2 SHEET 2 OF 2