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Home My WebLink AboutBLD2015-00780 ATF foundation - BLD Engineering / Geo-tech Reports - 7/30/2015 1235 EAST 4TH AVE SUITE 101 OLYMPIA,WA 98506 (360)754-9339 FAX(360)352-2044 MC SQUARED E-mail:eng@mc2-inc.com I n' C 0 R P 0 RATE D July 30, 2015 Bill Gray 28431 Pioneer Way Stanwood, WA 98292 RE: 669 W. River Drive, Elma, WA 98541 Foundation Design, MC Squared #15294 Dear Bill, On Friday July 10th, 2015, I visited the site of 669 W. River Drive, Elma, WA upon your request. The purpose of the visit was to examine an existing unpermitted foundation of a cabin and to provide engineering to verify the structural integrity of the foundation. You were present at the time of my visit. You should understand that this report and the conclusions contained herein are the results of a visual examination of the property. You should be aware that no tests, calculations, or measurements, except those mentioned below, were performed at the time of my visit. No finishes or soil were removed by me to observe framing or foundation elements. Therefore, the results of this examination are circumscribed by these limitations. If you wish a more detailed investigation, we will be pleased to submit a proposal and cost estimate. DESCRIPTION AND OBSERVATIONS It is my understanding that the existing single story cabin was moved on the property farther away from the creek due to flooding. T.taeeabin.was moved overto_a new-•poured co acrete4b dat . The front door of the cabin faces south towards the creek. West Satsop Maple Glen Road is to the north of the cabin. The wood framed cabin is 28'-0" long and 22'-0 wide with a 10' by 22' porch on the front. The roof uses trusses spanning 22 feet east to west. The trusses are supported by the exterior 2x wood framed walls. The exterior bearing walls supporting the trusses are supported by the floor directly over the continuous perimeter footing. The floor framing uses 2x decking running north and south spanning between beams. The beams are 6x6's at 4'-0" on center and have been strengthened by adding a 4x6 next to the 6x6. The beams are supported by girder beams at 7'-0" on center. Each girder beam is made up of (3) 2x8's running the 28'-0" length of the cabin. The beams are supported by a post at approximately 8'-0" on center. The posts are made up of (3) 2x8's. The footings at each post are pre-cast ' square by 8"thick pier footings. The perimeter foundation is a poured concrete foundation that has a 6" wide by 24" tall stem wall. The stem wall is on a 16"wide concrete strip footing that is approximately 8" thick. '/2" diameter anchor bolts were found in the stem wall at 48" on center. Using a Pachometer STRUCTURAL• FOUNDATION • CIVIL ENGINEERS by James Instruments, vertical rebar were found at 48" on center in the stem wall. The steel in the perimeter foundation meets the requirements of the 2012 International Residential Code (IRC) section 403. DISCUSSION The existing floor framing and perimeter footing are structurally sound. The pier footings supporting the floor were found to be overstressed in soil bearing. In order to make the foundation system structurally sound, new posts and pier footings must be placed between each bay of existing posts. Placing new footings in the floor framing will then make the post spacing 2'-8" on center opposed to 8'-0" spacing. See the attached plans and details for how to strengthen the foundation. CONCLUSIONS The perimeter concrete footing was constructed correctly to the International Residential Code. The pier footings in the middle of the floor will need to be modified to make the foundation system be structurally sound. Plans, details, and the engineering calculations have been attached to aid in the strengthening of the foundation. If you have any questions, or if I may be of further help, please call me at (360) 754-9339. Sincerely yours, MC Squared, Inc. , 7Z Daniel A. Lillie, E.I.T. Engineer1. i` of 10Ity�, + Michael Szramek, PE, 2t1Q " Principal Engineer [2] STRUCTURAL CALCULATIONS FOUNDATION DESIGN 669 W. RIVER DRIVE ELMA, WA 98541 FOR BILL GRAY PROJECT NO. 15294 July 30, 2015 CALCULATIONS BY DANIEL A. LILLIE, EIT REVIEWED AND STAMPED BY MICHAEL SZRAMEK, PE, SE V a MC SQUARED, INC. 1235 EAST 4TH AVENUE, SUITE 101 OLYMPIA, WASHINGTON 98506-4211 (360) 754-9339 FAX (360) 352-2044 STRUCTURAL CALCULATIONS FOR FOUNDATION DESIGN 669 W. RIVER DR ELMA, WA 98541 SITE SPECIFIC LATERAL AND VERTICAL ANALYSIS AND DESIGN (DO NOT REUSE) FOR BILL GRAY PROJECT #15294 BY MC SQUARED, INC. DANIEL A. LILLIE, EIT REVIEWED BY MICHAEL SZRAMEK, PE, SE a ±f rrs�• 91LZF'Als `i v-. ', STRUCTURAL NOTES General Notes: These structural notes supplement the drawings. Any discrepancy found among the drawings, these notes, and the site conditions shall be reported to the Engineer, who shall correct such discrepancy in writing. Any work done by the Contractor after discovery of such discrepancy shall be done at the Contractor's risk. The Contractor shall verify and coordinate the dimensions among all drawings prior to proceeding with any work or fabrication. The Contractor is responsible for all bracing and shoring during construction. All construction shall conform to the applicable portions of the latest edition of the International Building Code except where noted. Design Criteria: 1. Live Load = 25 PSF (Snow) = 40 PSF (Floor) 2. Dead Load = 15 PSF (Roof and floor) 10 PSF (Wall) 150 PCF (Concrete) 3. Soil = 1500 PSF, Assumed Bearing Capacity 40 PCF, Active Pressure 250 PCF, Passive Pressure 0.45 coefficient of Friction Carpentry: 2. 4X columns shall be pressure treated #2 Hem-Fir. Hardware: All connection hardware shall be Simpson "Strong Tie", unless noted otherwise. Connection hardware exposed to weather or in contact with the ground or pressure treated wood shall be galvanized per ASTM A-1 23 with 1.25 oz. of zinc spelter per square foot of contact area. CAUTION CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS. MC SQUARED, INC. Job: OLYMPIA. WASHINGTON 98506 (360) 754-9339 Date: By: FAX (360) 352-2044 y .� Sheet: Page of — __ ______E Ei : iiiL _ iiu L : IIt IIIT1IIIIIII I I I I I i � i •-� fix__?�≥��Kln/Cz�— _ H — —— I I I MC SQUARED, INC. Job: OLYMPIA, WASHINGTON 98506 (360) 754-9339 Date: By: FAX (360) 352-2044 Sheet: Page of i1I k W PTHP 2 -� J . ! aE : II s'z"So.X O,�_ �• e n G� I j i I ��/ rl � I 1 rY A�tJ @ 2 r K L EEEEE Zr WX___Ov ___ ' I I ! ;; I 4W I ► -;— ; —I — i 1 I I I + ' I ' ' i i i i • ! i i I 1 ! I i I i ! I { i i I I I i �� f t I I I ' I f I ' I � — ' __ j __ i I I } ! i i 1 I I ! i I I 1-1— ._ —i IJ _ -- 1-- -- _ i i I t ! 1 I 1 F ! i 1 i VN LD TIfj�Vt STR�N&TH.reMl/V b- 1 � • --'— I � ��-- I f i� -G ( ! T—v ! � I I I I I I 1 i i I ( ! i i II I • i i ' t i i I i f_ 2x6 STUDS ® 16" O.C. 1�" GWB 2x6 PLATE 16d's EA JOIST 16d's ® 12" O.C. 2x FLOOR DECKING SEE PLAN FOR NAILING 16d's TOP & BOTTOM EA FLOOR JOIST ) " SHEATHING - SEE SHEARWALL NOTES FOR NAILING CALLOUTS PT 2x6 PLATE W/ 1/2` AB's ® 48" O.C. Its �x6$�x6 @y8"o. �• t1 &Y SUN GPP-s IVE pl2tJ6rk, 16d's TOE NAILED EA SIDE OF EA JOIST -ii #4 VERT ® 48" O.C. U.N.O. ALTERNATE TAILS____ [ 1 (I) #4 CONTINUOUS 1'-4" FOUNDATION SECTION W/ 2x FLOOR SYSTEM ST/(Y(,. 2x FLOOR DECKING ( L1Lo1' O . _\\I!:: TIt2:E2:I: PLYWOOD CLEAT BOTH SIDES w/(3) 8d's INTO EACH MEMBER EXI5T ,v (3) 2x 3 Pos cc. gw ? 1Hr 2 J1 Ftzt-c/+sr rouril n. 2 CONC POST FOOTING W/ 2x FLOOR @ 2x BEARING WALL 1" = 1'-0" FD054 MC SQUARED, INC. Job: OLYMPIA, WASHINGTON 98506 (360) 754-9339 Date: By: FAX (360) 352-2044 Sheet: Page 0 of ` )'GU/✓( /4-T I DN DJ/l/: rn 'VL — — /S GIC ._ J A(tJWi !S _ ' C.9r/4�3fiL_. - SAN- �1s�►�v,' L�'`�'�-1-6'-r -- I i- iIiIIIIII III Ill ___ 1 , I I 1 1 � 1 I 1 ' III 1 V/ 1 z y V iI2v1rii II II IITIITIII I I 1 , I 1 t I : : � 1 - I 1 I 1 I 1 MC Squared, Inc Project Title: Engineer: Project ID: Project Descr: Poirted.3 JU 2015. i 0 AN' Mult le Simple Beam File c:�Users�daniel\D0CUME-11ENERCA-1115294--t.EC6 I { P ENERCALC,INC.1983-2015.;Build:6 15.7.24,Ver.6.15.7.24 r.�r w • Description : FLOOR FRAMING Wood Beam Design Beams Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size : 4x6, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.20 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.10, Lr=0.160 k/ft,Trib=1.0 ft Design Summary 0(0.10)Lr 160) Max fb/Fb Ratio = fb:Actual: 1,082.98 psi at 3.500 ft in Span#1 Fb:Allowable. 1,170.00 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.344: 1 =� fv:Actual: 61.93 psi at 6.557 ft in Span#1 7.0 k, 4x6 Fv:Allowable: 180.00 psi Load Comb: +D+Lr+H Max Defiections Max Reactions (k) D j.L Lr S W E H Downward L+Lr+S 0.112 in Downward Total 0.182 in Left Support 0.35 0.56 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.35 0.56 Live Load Defl Ratio 750 >360 Total Defl Ratio 461 >360 Wood Beam Design : Girder Beam Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 BEAM Size : 3-2x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.20 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Point: D=0.70, L=1.120kl 2.0ft Point: D=0.70, L=1.120k@6.0ft Design Summary Max fb/Fb Ratio = 0.892; 1 fb:Actual: 1,108.01 psi at 3.147 ft in Span#1 - Fb:Allowable: 1,242.00 psi Load Comb: +D+L+H Max fv/FvRatio= 0.465: 1 fv:Actual: 83.68 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi B.Oft, 3-2x8 Load Comb: +D+L+H Max Defiections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.125 in Downward Total 0.203 in Left Support 0.70 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.70 1.12 Live Load Defl Ratio 769 >360 Total Defl Ratio 473 >360 MC Squared,Inc Project Title: Engineer: Project ID: Project Descr: .rte z ≥ .: Primed 24 JUL 2015.3:51 PM Wood.Column........................ ................ .. Die=caUsersldanMI)OCUME-11ENERCA-11t5244--1:EC6 , ENERCAtC,INC.r1963=2015,Buiid:5,15.7.8,Ver.6.15.7.8 Description: POST Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 3-2x8 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 2.0 ft Wood Member Type Sawn Used for non-slender calculations) Exact Width 4.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 7.250 in Cf or Cv for Bending 1.20 Wood Grade No.2 Area 32.625 in^2 Cf or Cv for Compression 1.050 Fb-Tension 900 psi Fv 180 psi Ix 142.904 in^4 Cf or Cv for Tension 1.20 Fb-Compr 900 psi Ft 575 psi ly 55.055 in^4 Cm:Wet Use Factor 1.0 Fc-PrIl 1350 psi Density 31.2 pcf Ct:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NOS 15.3.2 Basic 1600 1600 1600 ksi Use Cr:Repetitive? No(ion-gib oniyl Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=2.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=2.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included: 14.138 14.138 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 2.0 ft, D= 1.40, L=2.240 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.08067:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 3.654 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,388.46 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +D+0.750L+0.750S+0.5250E+H Cf or Cv:Size based factors 1.200 1.050 Location of max.above base 2.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.966 0.03461 PASS 0.0ft 0.0 PASS 2.0 ft +D+L+H 1.000 0.966 0.08067 PASS 0.0ft 0.0 PASS 2.0ft +D+0.750Lr+0.750L+H 1.250 0.966 0.05495 PASS 0.0 ft 0.0 PASS 2.0 ft +D+0.750L+0.750S+H 1.150 0.966 0.05960 PASS 0.0ft 0.0 PASS 2.0ft +D+0.750Lr+0.750L- 450W+H 1.600 0.966 0.04329 PASS 0.0ft 0.0 PASS 2.0ft +D+0.750L+0.750S+0.450W+H 1.600 0.966 0.04329 PASS 0.0ft 0.0 PASS 2.0ft +D+0.750L+0.750S+0.5250E+H 1.600 0.966 0.04329 PASS 0.0ft 0.0 PASS 2.0ft MC Squared,Inc Project Title: Engineer: Project ID: Project Descr. 1 Punted:24 JUL 2i?5.3'.5IPM 00 _d C01Ut71tlr File-c:vUserstdanie0DOCUME-11ENERCA-1115294--1.EC6 ENERCALC,INC.1983-2015,Build:6.15.7.8,Ver:815.7.8 Description: POST Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 1.414 k +D+L+H k k 3.654 k +D+0.750Lr+0.750L+H k k 3.094 k +D+0.750L+0.750S+H k k 3.094 k +D+0.750Lr+0.750L+0.450W+H k k 3.094 k +D+0.750L+0.750S+0.450W--H k k 3.094 k +D+0.750L+0.750S+0.5250E+H k k 3.094 k D Only k k 1.414 k L Only k k 2.240 k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr-i0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches 3 640k N II 3-2x6 4.50 in Loads are total entered value.Arrows do not reflect absolute direction. 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