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2015-00506From: unknown Page: 119 Date: 5/281201510:56:39 AM Project: Chris Markuson 193 Crown Rd Fridley, MN 55421 Foundation Loading Calculations and Pier Calculations Contractor. Innovative Basement Systems 1100 Holstier Dr NE Pine City, MN 55063 Calculations Prepared by.- Scott y:Scott Murphree-Roberts, PE Minnesota License No. 49708 ,troresslenel t'nelneer I hereby certify that this plan, speclrfeattoa, orreportwas prepared by roe or under my 8frect super 0slon and that 1 am duly CkeOsed protessbnal F}�gttteerunder tho laws Of 0"a'* Of MiA1t158 chae'S r 8 er anss:8447Dg te: Date: April 30, 2015 Hayman Engineering 205 Park Central East, Ste 41.2 Springfield, MO 65802 (417) 831-5550 hfeorders@haymanenglneering.com H EISO40073 Page 1 of 6 .... / 11 < 1 . 1 From: unknown Page: 2/9 Date: 5/28/201510:56:39 AM Design Nous Owner: Chris Markuson Address: 193 Crown Rd City, State, ZIP: Fridley, MN 66421 PN: NE16040073 I These calculations provided In support of a contract between the contractor and the owner. The calculations are to provide engineering design and review of the proposed scope of work provided in the terms of tate contract. This design represents a proposed solution agreed upon in the contract used to address the areas of concern Identified to the engineer. The owner should be alert to possible changes to the condition of the structure and continue to monitor the building's condition. Z Hayman Engineering warrants that this design is based on sound engineering princlples but makes no warranty or guarantee regarding the work performed by the Contractor. 3 This design Is based on Informatlon supplied by the Contractor. Fleld verifythat no system's placing violates the notes In this drawing set. 4 Install the system shown In accordance with the manufacturer's recommendations. 5 The building weight assumptions used to calculate pier load are estimates. 6 Drive each pier until a slight lifting of the building occurs to indicate that the structure's load has transferred from the soil to the pier. no not lift or drive past the load transfer point as damage may occur to the foundation or to interior and exterior finishes. Page 2 of 6 From: unknown Page: 3/9 Date: 5/28/201510:56:39 AM .. V. I'll .. J Foundation Load Calculation Owner: Chris Markuson Address: 793 Crown Rd City, State, 21P: Fridley, MN 66421 PN. HE16040073 Calculate linear load on foundation perpendicular to roof rldgo Half Width 12 Calculate Snow Load: Stories 1 If pitch <=1/2 in 12 and pg <--20, r=ndn Ht 7 pf = I x pg - not used Backfill Ht 6 If pitch a=112 in 12 and pg >20, Side wall Ht 9 pf = 20 x I not used Roof pitch In 121 41 Else use pf from Eq 7-1 rafter length +11 13.6 County: ANOKA pg: 50 psf, ground snow load pf = 0.7 x Ge x Ct x I x pg, Eq 7.3.1, Flat Hoof Snow load, ref ASCE-7-1 0 Ce; 1 Table 7-2 Ct: 1 Table 7-3 1: 1 Table 1.6.1 Pf a 36 psi Ps = Cs x Pf Sloped Roof Snow Load, Eq 7,4-1 Cs; 1 7.4.1-7.4.2, assume 1.0 to be conservative Ps p 35 psf Shingle ROOF Metal Roll Wood Comp Clay t11e Deck Snow rafter 0 0 1 0 35 0.0 0.0 0.0 27.3 0.0 26.7 238.9 35.5 ATrrc LL Ins Sheetrock Joists with steps 0 0.0 0.0 OA 0.0 Without steps 0 0.0 0.0 0.0 0.0 5miWALLS Brlok CMU Siding 0.0 0.0 1.0 0.0 0.0 11,3 FLOORS LL Finish Joists 240,0 90.0 16.6 Stucco Studs Shakrocklnsulatlon OA 1.0 1.0 1.0 0.0 14.4 22.5 22.6 Sub 13.6 FNDN WALL Cone CMU Llmest Footing 1 0 0 ht width Thickness= S 10 16 700.0 0.0 0.0 166.7 Assumed footer eine OV911SURDEN (11p in inches) 4 (half the difference between ftr width and wail thickness) 1 RUNIND T 'TAL 327 0 0 71 359 667 1556.3 1,tisl3 PLF ON FOUNDATION 3,182 Page 3 of 6 From: unknown Page: 4/9 Date: 5/28/201510:56:40 AM Wall Capacities Owner: Chris Markuson Address: 193 Crown Rd City, State, ZIP: Frldley, MN $5424 PN: H646040073 Calculate moment and shear strength In wall to get max spacing. Enter load per linear foot (calculated elsewhere): W - total pif 3,182 pif Calculate Strength of Unrelnforced Section Foundation dimensions (Note: For thlckened slob, enter thkPonli g os footer andstab as viall) T= 8 in (thickness of wall) H = 84 in (ht of wall) S 10 in (ht of footer) 9 a 16 in (width of footer) D R 94 In (total lit of foundation) Centrold, c =sum (AIYI)/ Sum(Ai) -- d -(d^2 * t k s^2 8 (b -t))/(2 * (b * s + h * t)) 51.04 In Moment of inertia (1) I stem = parallel axis I footer = parallel axis 1= S= 395,136 In"4 54,898 In^4 1,333 In"4 230,573 In"4 681,910 104 13,361 In^3 - I/c f'c R 2,500 psi — (assume 1,500 for CMU, 2,500 for colic) Mn A 278,360 ft lb - 5 x sgrt(f'c) x S Mu R 180,934 ft Ib - 0.65 x Mn Calculate Strength of Reinforced Section Note: This analysis neglects the leets" df the footer, using wall thickness as "b" and assumes 3N clear to the steel, fy: 40,000 psi k1: 0.85 As: 0 In/% assume none phi: 0.9 gmax = 0.371 = 0.6375" k1*(87,000/(87,000+fy) q = 0.000 = (As/b*dl*fy/f'c Mu 0 ft lb, phl*As*fy*d(1-0.59q) Ma= 0 ft Ib allowable, Mux0.65 MX= 1.80,931 ft Ib, Max of unreinforced and reinforced Page 4 of 6 J From: unknown Page: 5/9 Date: 5/28/201510:56:40 AM Wall capacl#les Owner: Chyle Markuson Address'. 993 Crown Rd City, State, ZIP: Fridley, MN 66421 PN: HE15040073 _ J Calculate maximum span to achieve Moment strength Mx = (wl"2)J8 L allow = 21.33 ft - sgrt(8WW) Check shear for foundation section (assumes no shear reinforcing) Concrete; 8 in (reduction accounts for uneven excavation) Vc:*4413xphi x(sgrtfc)xbxh 16 In (from above) Sect Add Add'i above Sect Sect Phi 0.65 0.65 0.65 (sgrt f'c) so SO 50 (min of f'00,5 and 100) Footer shear strength: Hf = s-2 8 in (reduction accounts for uneven excavation) 8f = 16 In (from above) Vf = 5,547 0 0 lb Wall shear: Hw = 94 in (from above) SW = 8 in (from above) Vw = 29,120 0 0 lb Conc, Vu tot = 34,667 0 0 Ib (total allowable shear In the concrete) Page 5 of 6 From: unknown Page: 6/9 Date: 5/28/201510:56:41 AM ` Pier Load Calculations Owner: Chris Markuson Address: 193 Crown Rd City, State, ZIP: Fridley, MN 56429 PN: HE15040073 Calculate Individual Pier Loadings and Drive Requirements Pier Model: HP287 Bracket/cap: B2 Plot Type: Helical Factor of Safety; 2 standard for this pier type K; 9 1/ft, torge correlation factor Shaft Allow. Ld: 25,200 lbs, per mfr literature Bracket Allow. Ld: 19,900 lbs, per mfr literature Use Allow. Ld: 19,900 lbs, min of shaft or bracket Pier Allow. T: 5,600 ft -]b, allowable torque If helical, 0 If push Max Pier Space: 6.25 ft; min of (Use Allow/w) and L allow Max Rec Space; S ft unless noted otherwise Pier No. Spacing (ft Linear Load so Wk'ing (lbs Load Ck I Ult (lbs) Drive Comments torque req'd 1 5.5 3,182 17,5011 OK 35,0021 3,889 2 5 3,182 15,910 OIC 31,820 3,536 3 5 3,182 15,910 OK 31,820 3,536 4 5 3,x82 15,910 OK 31,820 3,536 5 5 3,3.82 15,910 OK 31,820 3,536 6 5 3,182 15,910 OK 31,8201 3,536 7 5.5 3,182 17,509 OK 35,002 3,889 1 01 01 #tN/A #N/A #N/A secondproduct Max; 6 OK Max; 1 OK 17,501 35,002 3,889 01 1 #N/A I #NJA Note that system capacities given are for galvanized, corroded brackets. Page 6 of 6 Helical #N/A From: unknown Page: 7/9 Date: 5/28/201510:56:41 AM ` rn rn eAiJfl uozZioH -EV s{�V .il$ W O d tL' � a � z cn in rn 3 �5 .6 r� t z 1" .c a►MR o Gari '�' 6• b a N a7 ;o W C', — ss�� •� o 0 L.- X 0 MY E E LN - m < -3 f�e Do z $ Q N �, •C' w U]ZtO � � C 13 W� Do a s a 113 -Zcc � a s 0,.W 4- E L 6 •� 0�1 N a7 •N V .Q LL �, icy ' j 43 .5 cu4i b.�� •w� � iIIhi Lf) Q W 3: T 0`apM51;a a W 6 I ii%> O W Cd ;ce r A st 0 EPAoP ImCL e mijin-L � v :5 -Op O d t�T .� W A C' Q 0 q ,p�'' 0 ted. �[. d ? tA'vCCaQ "' o C-4r+i d� titi GENERAL NQI-ES 2'-0" 1. System spacing is based on the following notes find b assumptions If freld conditions 7 differ, notify Engineer before placing pies 2 Structure: c — Foundation: 8" thk. CMU wall w/ 16W OD spread footing `n — Ext. siding vinyl/wood — Root asphalt shingles �J — E&L structure Ts generally in good condition, b 3. Place piers directly under -I concentrated load points such as 1'> beam pockets, interior BST Lura. FOUNnAMONI load—bearing walls that meet the DnV= PAMMUNs NOT SHOWN ext. foundation. interior columns, a , RM SER o etc 4 Place piers on both sides of doors, windowr, and other wall openings Do not place piers under wall openings. S. Place piers w/in 3' of both sscraox A sides of significant verticals cracks in the fotmdlaiion waif. A ;-� significant \wtical crack is one that eliminates the foundation's 2 ability to transfer load across the crack. iv ,4 DetaAed Work Area 27'0" 2 s lir- M5 H AY M A N E N G I N E E R I N G INC, Ther~ drawings are subject 205 Park CenIMI Egst. Suite 412. Springfield._ h40 65808 to the Hayman Engineering IharcbyaCrDYy:haethtsplarr, N .S. Mu hree—Roberts Licensed Professional Engineer, Lie. Pio_ 49708 Terms and Candctions wide rrepore as*wj rex rp 9 bymaarunder rnrdtmts�erviat'on Phone (417) 831-5550 hfeordem@hoyrnanengineering.corn PLAN aadthat1=ndu1yL=r&ed For. 41 831-5551 arrow ha anen inserin .Dom PmfoeangWhaerunderthelaws Owner_ Chris Markuson eftheStMofMim+e' FoUN©AT1lON WE]RIG $Y: er r INNOVAT]VE BASEMENT SYSTEMS Address: 193 Craven Road NE Fridley, MM 55421 1 1 00 HOLSTEIN DR. NE Joh No.: HE15040073 � PINE CITY. MN 55063 Date: 04/29/15 1-888-2!'32-4242 I Awn By, JKT Chkd By: SMR 04/29/15 Z 10 From: unknown Page: 9/9 Date: 5/28/201510:56:42 AM .. , U) N b m a 4UElb a zczi �A'1��$ g 0 d .� 'CS LL W� 010 'Yrr n Yt ti� �Q;4vj d sr QtCP O Sh to(, N Ln o L2ti {{U? ^�L7A F:C9Cya� / � 'aC "� Elrn m IoM \ WNW•p � E LL 00 LJar '� c . ■ 0 .�� Z ❑ `� maFc � �❑ `„9b 12 }-aUlN W °Z 'AN W pA W zZ I.t Z o W 7-O (L p N � 4 }m Ff lily to :3 (3 Z t5',� tto s OH LL. a CL 1 9 1E' d � A"; A IP � RAI E W On ��°�:aC tfl—''�°'�i°'g ,fir I v 1'iRM -VE$I ! 1 1 rEN�E� �o�i4i+jln i11 0a