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HomeMy WebLinkAboutLA187970 Plans12;3ira02O Design Name: Garage Design Design ID: 337456624326 Estimate ID: 8492 Dimensions quen( u\&ud soutwl S\an Garage ..tBEEEERE:Design&BurGARAGE Wall Configurations *Illustration may not depict all options selected. -----------------_--_dr I - , , `t> . . , SIDEWALL C Mastercraft&reg., Primed Steel 6-Panel Prchung Exterior Door Mastercraft&reg; Primed Steel 6-Panel Prehung Exterior Door JELD-WEN&reg; 26"W x 36"H Best Series Vlnyl Itouble Hung Window with Nailing Flange & Grilles JELD-WEN&reg., 26"W x 36"H Best Series vinyl ltouble Hung Vrindow with Nailing Flange & Grilles * Some items like wainscot, gutter, gable accents, are not displayed if selected. ^orrfu s(-d¢ SIDEWALL D ~ryDn+ ut6Lo 2/6 See attached portal frame detail for construction. Concept Approval ONLYSubject to Field Inspection Inspector Date 2015 MN Bldg Code 02/02/2021gabbott Provide copy of city approved plans on the job site for the inspector 12/31 /2020 Design Name: Garage Design Design ID: 337456624326 Estimate ID: 8492 Garage ~EHHHRE`:Design&BuyGARAGE Job Truss Truss Type Cfty Ply Job F`efer©nc© (optional)QTF`TH0013608 T2E CC"MON 2 1 Plate Offsets (X, Y); [13:0-3®,0-3-0] L oa ding (psf)Spacing 2-oo CSI DEFL ln Ooc) Vdefl L/d PLATES GF`lF' TCLL (roof) 20.0 Plate Gn.p DOL 1.15 TC 0.29 Vert(LL} n/a - n/a 999 MT20 244/1 sOWelglt;104lbFT=15% Snow (Psrog) 20.8/30.0 Lumbar DOL 115 BC 0.20 Vert(CT) rJa - rva 999 TCDL 7.0 Rep stress lncr YES WB 0. 04 Horz(CT) 0.00 10 rfa rva BCLL 0.0 ,BCDL10.0 Coclo lRC2018/lp12014 Matrb(-R LUMBERTOp clloRD 2x4 SP No,1 DOT CHORD 2x4 SP No.1 OTHERS 2x4 SP No.1 F{EACTIONS AIl bearlngs 24-0-0. (Ib) -Max llorlz 2=-54 (LC 15)Max Upllft All uplm too (lb) or less atjoind(s) 2.10.12,13.14,16,17.18 Max Gi-av All reactlon§ 250 (lb) or less at |olrt(s) 2,10,13,15.17 excepti2=533 tLc 22), i4=264 a.c 22). i6=264 (Lc 21), i8=533 (Lc 21) FOF{CES ab) -Max. Comp./Max. Ten. -All forces 250 (lb) or loss oxceptwhan shown. WEBS 3-18=-376/124, 9.12=-376/124 Strucfural wood sheathhg dfroctly applied or 6-0-0 oc purllns. Pllclld cBllirra dlrectlv aDD]ied or 10LO-0 oc bracha. MIT©k recommends that StabllLzers and requlrod cross braclng be !rrsta bd during truss ereetlon. In accordance with Stabjllzerlnstafatlon guide. JOINT STRESS INDIH 2 = 0.35, 3 = 0.37, 4 a 0.37, 5 = 0.37, 6 = 0.24, 7 = 0,37, 8 = 0.37, 9 = 0.37,10 = 0.35,12 = 0.37,13 = 0.16,14 a 0.37,15 = 0.37,16 = 0.37.17 = 0 37 and 18 = 0.37 Ncn'ES 1) unbalanced rooflive toads have been oonsldered forthls deslgr`. 2) Wind: ASCE 7-16: Vult=115mph (3-second gust) Vasd=glmph; TCDL=4.2p§f, BCDL=6.Opsf: h=25ft; Cat. u; Exp a; Enclosed: MWFRS (envelope) extBriorzone and C-C ExtedoT (2) zone. cantllever left and n.ghi exposed ; end vertical left and right exposed:C-C for members and fences & MWFRS for rcactlons shown; lumbar DC)L= 1.60 plato grip DOL=i .6o3) Truss deslgned for whd load§ ln the plai`e Of the trilse only. For studs exposed to wind {normal to the face). see Standard Industry Gable End Details as appl]cable, or conoult qualmed bulldlng dostoner as per ANSIITpl 1,4) TCLL: ASCE 7-16; PF20.0 pst (roof LL: Lum DOL= 1,15 Plate DOL=1.15); Pg=30.0 pst: Ps=20,8 pst (Lum DC)l=1`15 Plate DOL=1.15): ls=1.0; Rough Cat a; Fully Exp.; Co=0,g: Cs=1.00; Ct=110 5) Roof doslgn snow load has been reduced to account for slope.6) Unbalanced snow loads have been consldered for this d©slgn. 7) This triis§ has been d88lgrred for greater of mlr` roof live bad Of 12.0 pst or I .00 tlmes flat roof load of 20.8 pst on overhangs nan-coi`current with other llve loads. 8) All plates are 1.5x4 MT20 unless otherwise lndlcated`9) Gable reqii'res contliiuous bottom chord bearing. 10) Gable §fuds spaced at 2-0-0 oc. 11) This truss has been deslgnod for a 10.0 psf bottom chord live load rionconaifnert wth any other live loads.12) . This truss has been des©ned for a live load of 20.Opsf on the botom chord ln all areas where a rectangle 3-06-00 tall by 2i}0-00 wide will ffi between the bottom chord and ariy other members 13) Provlde mechanlcal conneetlon (by others) Of truss to beaiing plato c8pabl© of withstanding 100 Ib upBft atJolnt(a) 2.10.16,17,18,14.13.12. 14) This truss 18 des®ned ln accordance wkh the 2018 liutematlonal Resldentlal Code sectlons R502.11.1 and F{802.10.2 ancl roferenced standard ANSIITpl 1. LOAD CASE(S) Standard 6/6 `©' ¥ 8` `+ead¢f S`\an Ca) a¥\i trwL 2q\Low£ Sheathing type and size truss Or 3,500 pound concrete 3 t/2 inches minimum (5 -7% air-entrained) Treated sill plate Rafter size and spacing Stud size and spacing £ X G ( fo" c,C, Wall sheathing type and size t/2 inch anchor bolts spaced per code with 7 inch embedment lT#drscfuhise¥1s#unbeiow3i \ a" y (le" rcodin3 5 Lourgrs c># \Z," ¥ lte " i5\us\tr 12/31 /2020 Design Name: Garage Design Design ID: 337456624326 Estimate ID: 8492 Roof lnfo RoofSheathing: Roofmg Material Type: Architectural Roofing : RoofUnderlayment: Ice and Water Barrier: Fascia material Type: Fascia: Soffit material Type: Soffit: Gutter material Type: Ridge Vent: Roof vents: Openings Entry Door: Entry Door: Overhead Door: Overhead Door Trim Type: Vinyl Trim Color: Garage Door Opener: windows: windows: Windows: Windows: Additional Options Ceiling Insulation: Ceiling Insulation R Value: Wall Insulation: Ceiling Finish: Wall Finish: Garage ~E-.Design&BuynGARAGE I/2" OSB (Oriented Strand Board) Architectural Shing le Owens Coming® TruDefinition® Duration® Limited Lifetine Warranty Architectural Shingles (32.8 sq. ft.) -Onyx Black #15 Felt Roofing Underlqyment 3' x 144' (432 sq. ft.) Owens Coming® WeatherLock® G Granulated Self-Sealing Ice and Water Barrier 3' x 66.7' (200 sq. ft.) Aluninun Fascia 6" x 12' Aluminum Rustic Fascia -Royal Brown Aluninun Soffit 16" x 12' Aluminum Vented Soffit - Royal Brown None None Air Vent Plastic Slant-Back Roof Vent - Black Mastercraft® Primed Steel 6-Panel Prehung Exterior Door Mastercraft® Primed Steel 6-Panel Prehung Exterior Door Ideal Door® Traditional 4ca` White Insulated Garage Door vny\ , 8, ft &S Vthite Chamberlain® I -I/4 HP Wi-Fi Belt Drive Garage Door Opener with Battery Backup @est) JELD-WEN® 26"W x 36"H Best Series Vlnyl Double Hung Window with Nailing Flange & Cirilles JELD-WEN® 26"W x 36"H Best Sedes Vinyl Double Hung Window with Nailing Flange & Grilles JELD-WEN® 26"W x 36"H Best Series Vlnyl Double Hung window with Nailing Flange & Grilles JELD-WEN® 26"W x 36"H Best Series Vinyl Double Hung Window with Nailing Flange & Cinlles Blow-in Fiberglass R30 Guardian Fiberglass Blow-In Insulation Guardian R-19 Kraft-Faced Fiberglass Insulation 6.5" x 15" x 39.17' -49 sq rlJ 1/2" Lightweight Drywall 1/2" Lightweight Drywall 4re 1 2/31 /202 0 Design Name: Garage Design Design ID: 337456624326 Estimate ID: 8492 Materials Building Info Building width: Building Length: Building Height: Wall Framing Stud: RoofFraning: Truss Type: Roof pitch: Eave Oveihang: Gable Overhang: Concrete Block Option: Block Type: Anchor bolt: Custom Garage Plan: Wa[] Info Siding Material Types: Vinyl Siding: Accent Material Type: Vinyl: Endwall A Accent: Endwall 8 Accent: Wainscot Material Type : Wainscot: Wainscot Height: Endwall A: Endwall a : Sidewall C: Sidewall D: Wall Sheathing: House Wrap: Gable Vents : Garage =1_ - , It i -iDesign&BuyGARAGE 24' 38' 9' 2„ x 6„ Truss Construction Scissor 4/12 Pitch " r2TRIOws |;gde avBuacrdpin 5VtJgivl 8" Standard Concrete Construction Block Grip Fast 1/2" x 10" HDG Anchor Bolt w/ Nut & Washer No I do not need a custom building plan Vinyl ABCTO® Cedar Creek" Double 4" - Clay Vinyl Timbercrest® Perfection Shingles" Double 7" x 4' Straight Edge Shingle Siding - Charcoal yes add gable accent no gable accent Vinyl Novik® Dry Stack Stone Polymer Siding Panel - Limestone 36" Yes No No No I/2" OSB (Oriented Strand Board) Kinberly-Clank BLOCK-IT®'x75 'House Wrap Novik® 12" x 12" Square Gable Vent 3/6 12/31 /2020 Design Name: Garage Design Design ID: 337456624326 Estimate ID: 8492 Garage i--.Design&BuyGARAGE How to purchase at the store 1. Take this packet to any Menards store. 2. Have a building materials tear member enter the design number into the Garage Estimator Search Saved Designs page. 3. Apply the design to System V to create the material list. 4. Take the purchase documents to the register and pay. How to recall and purchase a saved design at home I. Go to Menards.com. 2. Select the Garage Estimator from the Project Center. 3. Select Search Saved Design. 4. Log into your account. 5. Select the saved design to load back into the estimator. 6. Add your garage to the cart and purchase. Garage Image 8`jra,-, +533 iII fry ,jLj`1.i r`3 `( r`. I11i Efl`\i`;,{&i, ,3 !i 8i-24'- Estimated price: $16,157.44 * Today's estimated price, future pricing may go up or down. Tax, labor, and delivery not included. F]oor type (concrete, dirt. gravel) is NOT lr[cLuded ln estimated I)rlce. The floor type ls used ln the ca]culati®n of materials needed. I.abor, foundation, steel beams, paint, electrical, lteating. p]uml)ing, and delivery are also NOT included in estimated price. This ls an estimate. It is only for general price infol.matron. This ls not an offei. and there can be no [ega]ly binding contract between the parties based on this estimate, The prices stated herein are subject to change depending upon tlie market conditions, Tlie prices stated on this estjmate are not firm for any time period uii[css specifically written otherwise oi] this form. The availabl]lty of materials i8 subject to inventory conditions. RENARDS IS NOT RESPONSIBLE FOR ANY Loss INCURRED By "E GUEST WII0 RELIES ON PRICES SET FOR" HEREIN 0R 0N THE AVAILABn,ITY OF ANY MATERIALS STATED IrmEIN. All information on this form, other than price. has been provided dy the guest and Menards is not responsible for any errors in the information on this estimate, includmg but not ]inted to quandty, dimension and qunljty. Please examine this estrmate carefully RENARDs MAKEs No REPRESEt`rIATloNs, ORAL, wRrliEN oR OTRERWESE THA:T TIE MAmRIALs LrsThD ARE sulTABLE FOR ANT puRposE BEING coNslDERED 8¥ TIE GUEST. BECAusE oF wlDE vARIATloNs IN coDEs, THERE ARE No REPRESENTATioNs TIIAT THE MA:TERIALs LrsThD IiEREIN REET ¥ouR CODE REQulRENINIs` TIE pLANs AND/oR DEslGNs pRovlDED ARE NOT ENGINEERED LocAL CODE oR zoNrNG REGULATloNs MAY REQURE sucH sTRucTUREs To BE pROFEssloNALL¥ ENGINEERED ANT) cERTHrED pRloR To coNSTRucTloN, 1/6 12/31 /2020 Design Name: Garage Design Design ID: 337456624326 Estimate ID: 8492 Garage ~q--:Desigm&BuyGARAGE Job Tru§§Tmus§ Type %,© Ply Job Reference (optional)QTRECOG31930 S1 SCISSOF3S 1 Riin: 8.32 S Now l92019Prtnt: 8.320S Now l920t9MiTcklndusthes, lnc.Wed May2708:31:46 Page: 1 lD:stMrthttwl3M3rf:t23d3NoC¥zzCMlkt6x307Xli21UcIVsfaac9qvFtw7FzcMEJ2816T6zCM0x lL( „ 9 G Plate offsets (X, V): ra:o-2.3,o-o4], P:o.2-3,o-o4] Load li`g (p8f)spacing 2-oro Csl DEFL ln Ooc) I/defl L/d FLATES GRIPtoll (roof) 42.0 Plato Grlp DOL 1.15 TC 0. 72 Veit(LL) -0.70 10-11 nd06 240 MT20 197/144 Snow fl28n3g) 41.6/6o.o Lumber DOL 1, t5 BC 0.83 Vert(CT) -0.98 11-12 >288 180 MT18HS 197/144TCDL 7.0 Rep sfross lner YES WB a.77 llorz(CT) 0.49 8 n/a n/a BCLL 0.0 +BCDL10.0 Ccrde lRC2018/lp12014 Matrbe-R Welghi;74lb FT= 15% |UMBER TOP CHORD 2x4 SPF 1650F 1.5ESOT CHORD 2x4 SPF 2100F 1.8E VVEBS 2x3 SPF stud.Excopt' W4:2x3 SPF No.2 REACTIONS (Ib/size) 2=1498/0-5-8. (rriln, 0-2-O). 8=1498/0-5-8, (mln. 0-20) Mar Horiz 2=-54 (LC 19) Max Upllft 2=-105 (LC 10), 8=-105 (LC 11) Max erav 2=1609 (LC 21). 8=1609 a.C 22) Structural wood sheathhg dhectly appllod or 2-2-0 oc purlln§. Rlclld celllna directlv aDD«9d or 10-0-0 oc bracina. MrTolr®tak recommends that Stabllbddurlrtgtrusserection.zers and reQulred cross brac!ng benaccordancewithseblllzor lneta fatlon guide. FORCES 0b) -Max. Comp./Max. Ten` -All forces 250 (lb) er less exc9ptwhef` showi`. TOP CHORD 2-13=-6331Q85, 3-13=€227/296. 34=-5748/193. 4-5=4194/126. 5€=4194/130. 6-7=-574S/156. 7-14=-6227&61. 8-14=-6331A250 BOT CHORD 2-12=-289/5953.11-12=-184/5150,10-11=-101£150, 8-10=-212/5953 vvEBs 5-ii=-22re246. 3-i2=-481/141. 4-i2=O;470, 4.ii=-1436;137, 6-ii=-1436/140, 6-io=O/470, 7-io=.481/145 JOINT STFtESS INDEX 2 = 0.86. 3 = 0.51, 4 = 0.68. 5 = 0.77. 6 a 0.68, 7 = 0,51, 8 = 0.86.10 a 0.58,11 = 0.85 ancl 12 = 0.58 NOTES 1) Unbalanced roofllvo loads have been considered forthls design. 2) Wlnd: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL4.2psf: BCDL=6.Op8f: h=25ft: Cat. !1; Ei<p a: Enclosed: MWFRS (envelope) exterlor zone and C-CExterior (2) zor\e: carthlever left and rlght exposed ; end voTtical left and rlcht exposed:C-C for members and forces & MWFRS for reactlon8 Shown: Lumb8r DOL=1.60 plate grlp DOL= 1.60 3) Tell. ASCE 7-16: Pr=42.0 p8f (roof LL: Lum DOL=1. t5 Plate DOL=1.t5): Pg=60.0 psf; P§=41.6 pst (Lum DOL=1.15 plate DOL=1,15): ls=1.O: Rough Cat a; Fully Exp.; Ce=0.9; C9=1.00; Ct=1.10 4) Roof deslgn snow load has been reduced to account for slope.5) Unbalanced snow loads have been cclnstdered for this deslgn. 6) This tTu8s has been d©signod for greater of mln roof live bad of 12.0 pet or 1.00 times flat rcaf load of 41.6 pst on overhangs norrcoireilrrent with other live loads. 7) All plates are MT20 plat©s unless cthorwlse Indicated. 8) Thls truss has been designed for 810.O psfbottoiTi chord live loacl nonconouTTent WEL any other two loads.9) . This triis§ has been dBsbned for a live load of 20.Opsf on the bottom chord ln all areas where a rectangle 3-CX5-OO tall by 200-00 wklB will ffl between the bottom chord and any other members. 10) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSIITpl 1 angle to graln formula. Buliding desbner should verify capacfty of bearing surface` 11) Provld© mechar`lcal conneetlon (by others) Of truss to bearing plato capable Of wlthstand!ng 105 Ib up8ft atjoint 2 and 105 lb uplift atjoint 8. 12) This trii8s 1§ des©ned ln accordance wth the 2018 lndemational Resldentlal Code sections R502.11.1 and R802.10 2 and rofBrenced standard ANSIITpl 1. LOAD CASE{S} Standard 5/6 Q_ I Robbie Hyland 25585 Silver Beach Rd, Glenwood MN 56334 (763) 337-3585 robbie@hbre-mn.com 02.01.2021 Andrew Songle RE: Proposed Retaining Wall Assessment 17550 Hemlock Ave Lakeville, MN 55044 Dear Andrew, Per your request, a structural assessment was performed for the residence mentioned above. A retaining wall is proposed to be added to the rear of the property with buildout of a new garage. A request has been asked to verify if the World Block Landscape Block Design will work with the site and required heights as well as how close the new garage can be built to the retaining wall itself. Below is a list of my recommendations as to what can be done. The retaining wall recommendations provided by World Block Landscape Block are adequate for this site. To give you flexibility, you can use either the 6’ or 8’ options in the attached with your design if the details provided by World Block Landscape Block are followed for each corresponding design. Geo-reinforcing is recommended for the 6’ height retaining wall, but not required. Geo-reinforcing is required for the 8’ height retaining wall. The Garage location about the retaining wall should not be closer than 5’. This is assuming that you are using full frost footing for the garage in which case the surcharge put on the retaining wall by the garage will located at the bottom of the footing itself and this will also not interfere with the geo-reinforcing in this area. Please call me if you have any questions regarding this letter. Sincerely, Deep Roots Engineering, LLC Robbie W. Hyland Lic. # 49580 Concept Approval ONLYSubject to Field Inspection Inspector Date 2015 MN Bldg Code 02/02/2021gabbott Provide copy of city approved plans on the job site for the inspector LANDSCAPE BLOCK ENGINEERING LANDSCAPE BLOCK ENGINEERING LANDSCAPE BLOCK ENGINEERING LANDSCAPE BLOCK ENGINEERING TM W O R L D LOCK TM W O R L D LOCKWORLDLOCK Contents 1 Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com Engineering Specifications and Assumptions................................................... 2 Preface Material and Soil Properties Assumed Landscape Block Unit Base Sliding Testing Over 3/4 Inch Crushed Stone........ 3 Landscape Block Unit Base Sliding Over Level Concrete Pad Testing.............. 5 Landscape Block Unit Interface Shear Testing.................................................. 7 Landscape Block modular unit with Miragrid 10XT geogrid connection............. 9 Landscape Block modular unit with Miragrid 8XT geogrid connection............... 11 Landscape Block modular unit with Miragrid 5XT geogrid connection............... 13 Installation Specifications and Procedure........................................................ 15 Concrete General Execution Construction Drawings & Block dimensions..................................................... 18 6' unreinforced wall height & 8' wall height........................................................ 19 20' wall height..................................................................................................... 20 Inside 90° Corner Diagrams............................................................................... 21 Key Block Block Out Drawings........................................................................... 22 I. II. I. II. III. Engineering Specifications and Assumptions I. II. 1. 2. 3. 4. 1. 2. 3. 1. 2. 3. 1. 2. 3. PREFACE A. MATERIAL AND SOIL PROPERTIES ASSUMED A. BACKFILL SOIL B. BASE SOIL C. CONCRETE BLOCK D. FACTOR OF SAFETY ASSUMPTIONS Assumptions were made to provide World Block, Inc. with an approximate retaining wall height(s). These wall height(s) were calculated using assumed soil and material properties and may vary from location to location of specific jobs. Since soil conditions vary greatly from site to site, an engineering analysis should be performed on each wall installation. Soil Type Poorly graded sand and gravel well drained, class SP Soil Unit Weight 110 pcf Internal Soil Friction Angle 30 deg Wall-Soil Friction Angle 20.1 deg Soil Type Gravel well drained and compacted . Soil Unit Weight 125 pcf . Internal Soil Friction Angle 38 deg . Unit weight 150 pcf . Average Compressive strength 3,000 psi Concrete/Soil Friction Factor 0.67 . FS for wall Sliding 1.5 FS for overturning -2.0 FS for Bearing Capacity 3.0 2 Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com Unit Base Sliding Testing Over 3/4 Inch Crushed Stone Table 1: Test Program: Worlb Block Landscape Block unit base sliding testing over 3/4 inch well graded crushed stone. Bathurst, Clarabut Geotechnical Testing, Inc. 25 October 2007 Telephone: (613)384 6363 Email:petebcgt@kos.net (Page 4) Figure 6: Sliding resistance versus normal load forWorld Block Landscape Block Tests. References: Concrete Units (Modular Concrete Blocks), American Society for Testing and Materials, West Conshohocken, PA 19428-2958 USA. Simac, M.R. Bathurst, R.J., Berg, R.R. And Lothspeich 1993. NCMA Segmental Retaining Wall Design Manual (First Edition, 1993), National Concrete Masonry Association, 2302 Horse Pen Road, Herndon, VA 22071 ?3406, 250p. 3 Test Number Approximate Wall Height (Feet) 1 11.4 2 14.1 3 17.1 4 8.6 5 8.7 6 8.6 7 5.7 8 3.0 5.7 3437 1654 1654 7.1 4258 1727 1727 8.6 5158 2098 2098 4.3 2576 1238 1238 4.3 2610 1283 1283 4.3 2582 1148 1148 2.9 1716 990 990 1.5 906 585 585 Approximate Number of Blocks Normal Load (lb/ft) Sliding Resistance at 0.24 inch Displacement Peak Sliding Resistance (lb/ft) Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com World Block Landscape Block peak 0 500 1000 1500 2000 2500 0 1000 2000 3000 4000 5000 6000 Normal Load (lb/ft)Shear Capacity (lb/ft) peak shear capacity V = 341 + N tan 19u _ Unit Base Sliding Testing Over 3/4 Inch Crushed Stone 4 Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com 1 2.9 1.5 883 782 782 2 5.8 2.9 1755 1609 1609 3 8.6 4.3 2593 2160 2160 4 8.6 4.3 2588 2295 2295 5 8.5 4.3 2571 2244 2244 6 11.5 5.7 3454 2897 2897 7 14.1 7.0 4236 3561 3561 8 17.0 8.5 5108 4247 4247 Unit Base Sliding Over Level Concrete Pad Testing Table 1: Test Program: World Block Landscape Block unit base sliding over level concrete pad testing. Test Number Approximate Wall Height (Feet) Approximate Number of Blocks Normal Load (lb/ft) Sliding Resistance at 0.24 inch Displacement Peak Sliding Resistance (lb/ft) References: Concrete Units (Modular Concrete Blocks), American Society for Testing and Materials, West Conshohocken, PA 19428-2958 USA. Simac, M.R. Bathurst, R.J., Berg, R.R. And Lothspeich 1993. NCMA Segmental Retaining Wall Design Manual (First Edition, 1993), National Concrete Masonry Association, 2302 Horse Pen Road, Herndon, VA 22071 ?3406, 250p. (Page 6) Figure 4: Sliding resistance versus normal load for World Block Landscape Block Tests. Bathurst, Clarabut Geotechnical Testing, Inc. 25 October 2007 Telephone: (613)384 6363 Email:petebcgt@kos.net 5 Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com World Block Landscape Block peak 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 0 1000 2000 3000 4000 5000 6000 peak shear capacity V = 129 + N tan 39u _ Unit Base Sliding Over Level Concrete Pad Testing Normal Load (lb/ft)Shear Capacity (lb/ft) 6 Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com 1 16.6 8.3 5006 3668 3668 2 14.2 7.1 4303 3668 3668 3 11.5 5.7 3448 3673 3673 4 8.6 4.3 2576 3690 3690 5 8.7 4.3 2616 3668 3668 6 8.7 4.3 2604 3679 3679 7 5.9 2.9 1761 3656 3656 8 3.2 1.6 956 2756 2756 Unit Interface Shear Testing Table 1: Test Program: World Block Landscape Block unit interface shear testing. Test Number Approximate Wall Height (Feet) Approximate Number of Blocks Normal Load (lb/ft) Shear Capacity (lb/ft) at 0.48 inch Displacement Peak Shear Capacity (lb/ft) (Page 8) Figure 3: Linear Shear versus normal load for World Block Landscape Block Tests. Bathurst, Clarabut Geotechnical Testing, Inc. 25 October 2007 Telephone: (613)384 6363 Email:petebcgt@kos.net 7 Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com 0 500 1000 1500 2000 2500 3000 3500 4000 4500 0 1000 2000 3000 4000 5000 World Block Landscape Block shear peak Vu1= 1687 + N tan 48 Vu2= 3670 3 tests Note: Peak shear capacity was achieved before 0.48 inches of displacement in all tests Unit Interface Shear Testing Normal Load (lb/ft)Shear Capacity (lb/ft) 8 Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com 1 8.6 4.3 3165 1181 1961 2 3.0 1.5 1087 700 1397 3 5.7 2.9 2105 874 1830 4 8.6 4.3 3165 1141 1940 5 11.3 5.7 4169 1256 2208 6 14.2 7.1 5229 1343 2174 7 8.7 4.4 3206 1046 1961 8 17.0 8.5 6261 1509 2442 Miragrid 10XT Table 1: Test Program: World Block Landscape Block modular unit with Miragrid 10XT geogrid connection Test Number Approximate Wall Height (Feet) Approximate Number of Blocks Normal Load (lb/ft) Tensile Capacity (lb/ft) at 3/4 inch Displacement Peak Tensile Capacity (lb/ft) (Page 10) Figure 3: Connection Capacity versus normal load for World Block Landscape Block Tests with Miragrid 10XT geogrid reinforcement. Bathurst, Clarabut Geotechnical Testing, Inc. 25 October 2007 Telephone: (613)384 6363 Email:petebcgt@kos.net 9 Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com 0 500 1000 1500 2000 2500 3000 0 1000 2000 3000 4000 5000 6000 7000 Peak capacity T u = 1357 + N tan 10_ capacity @ 0.75 inch displacement T’ = 593 + N tan 9u _ Landscape Block / Miragrid 10XT peak capacity @ 3/4 inch Y Miragrid 10XT Normal Load (lb/ft)Connection Capacity (lb/ft) 10 Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com Miragrid 8XT 1 8.6 4.3 3158 885 1768 2 3.0 1.5 1087 659 1410 3 5.8 2.9 2140 828 1672 4 8.5 4.3 3130 978 1631 5 11.3 5.7 4176 1163 1871 6 14.1 7.1 5201 1315 2071 7 8.5 4.3 3144 954 1782 8 16.9 8.5 6233 1320 2181 Test Number Approximate Wall Height (Feet) Approximate Number of Blocks Normal Load (lb/ft) Tensile Capacity (lb/ft) at 3/4 inch Displacement Peak Tensile Capacity (lb/ft) Table 1: Test Program: World Block Landscape Block modular unit with Miragrid 8XT geogrid connection (Page 12) Figure 3: Connection Capacity versus normal load for World Block Landscape Block Tests with Miragrid 10XT geogrid reinforcement. Bathurst, Clarabut Geotechnical Testing, Inc. 25 October 2007 Telephone: (613)384 6363 Email:petebcgt@kos.net 11 Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com 0 500 1000 1500 2000 2500 0 1000 2000 3000 4000 5000 6000 7000 Peak capacity T = 1284 + N tan 8u _ capacity @ 0.75 inch displacement T’ = 519 + N tan 8u _ Landscape Block / Miragrid 8XT peak capacity @ 3/4 inch Y Miragrid 8XT Normal Load (lb/ft)Connection Capacity (lb/ft) 12 Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com Project # BCGT27073 1 8.6 4.3 3158 641 1149 2 3.0 1.5 1087 391 1115 3 5.8 2.9 2119 551 956 4 8.5 4.3 3130 788 1280 5 11.3 5.7 4169 812 1232 6 14.2 7.1 5215 1086 1383 7 8.5 4.3 3144 771 1259 8 17.0 8.5 6240 1264 1465 Miragrid 5XT Table 1: Test Program: World Blcok Landscape Block modular unit with Miragrid 5XT geogrid connection Test Number Approximate Wall Height (Feet) Approximate Number of Blocks Normal Load (lb/ft) Tensile Capacity (lb/ft) at 3/4 inch Displacement Peak Tensile Capacity (lb/ft) Bathurst, Clarabut Geotechnical Testing, Inc. 25 October 2007 Telephone: (613)384 6363 Email:petebcgt@kos.net (Page 14) Figure 3: Connection Capacity versus normal load forWorld Block Landscape Block Tests with Miragrid 5XT geogrid reinforcement. 13 Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com 0 500 1000 1500 2000 0 2000 4000 6000 8000 Peak capacity T = 939 + N tan 5u _ capacity @ 0.75 inch displacement T’ = 198 + N tan 9u _ Landscape Block / Miragrid 5XT peak capacity @ 3/4 inch Y Miragrid 5XT Normal Load (lb/ft)Connection Capacity (lb/ft) 14 Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com Concrete GeneralII. A. A. B. C. D. E. 1. 1. 2 3. All concrete will be mixed to achieve a minimum 3,000 psi compressive strength in 28 days. In areas of freeze/thaw cycles,adequate protection by air-entrainment must be provided as determined by the Engineer. Work shall consist of construction of a Retaining Wall System in accordance with these . Specifications and in reasonably close conformity with the lines, grades, design, and dimensions shown on the plans Work includes furnishing and installing geogrid soil reinforcement of the type, size, location, and lengths designated on the construction drawings. Base Leveling Pad Material shall consist of a compacted crushed stone base or non-reinforced concrete as shown and specified on the construction drawings. Unit Drainage Fill shall consist of clean 1" minus crushed stone or crushed gravel meeting the following gradation tested in accordance with ASTM D-422 1 inch 100 3/4 inch 75-100 No. 4 0-10 No. 50 0-5 One cubic foot, minimum, of drainage fill shall be used for each square foot of wall face. Drainage fill shall be placed between and behind units to meet this requirement. Reinforced Backfill shall be free of debris and meet the following gradation tested in accordance with ASTM D-422. 2 inch 100-75 3/4 inch 100-75 No. 40 0-60 No. 200 0-35 The maximum aggregate size shall be limited to 3/4 inch unless field tests have been performed to evaluate potential strength reductions to the geogrid design due to damage during construction. Material can be site excavated soils where the above requirements can be met. Unsuitable soils for backfill (high plastic clays or organic soils) shall not be used in the backfill or in the reinforced soil mass. Contractor shall submit reinforced fill sample and laboratory test results to the Owner's Engineer for approval prior to the use of any proposed reinforced fill material. Sieve Size Percent Passing Sieve Size Percent Passing . I. 15 Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com ExecutionIII. F. G. Geogrid Soil Reinforcement shall consist of high tenacity geogrids or geotextiles manufactured specifically for soil reinforcement applications. The type, strength and location shall be shown on the construction drawings. Drainage collection pipe shall be a perforated or slotted, PVC or corrugated HDPE pipe. The pipe and drainage aggregate may be wrapped with a geotextile fabric that will function as a filter. Drainage pipe shall conform to ASTM D- 3034 and/or ASTM D-1248. Contractor shall excavate to the lines and grades shown on the construction drawings. Owner's representative shall inspect the excavation and approve prior to placement of leveling material or fill soils. Proof roll foundation area as directed to determine if remedial work is required. Following excavation for the leveling pad and/or reinforced soil zone, the soil shall be examined by the Owner's Engineer to assure the actual foundation soil strength meets or exceeds the assumed designed bearing strength. Soils not meeting the required strength shall be removed and replaced with soil meeting the design criteria,as directed by the Owner's Engineer. Leveling pad material shall be placed to the lines and grades shown on the construction drawings, to a minimum thickness of 6 inches and extend laterally a minimum of 6" in front and behind the concrete wall unit. Soil leveling pad materials shall be compacted to a minimum of 95 % of the maximum Standard Proctor density per ASTM D-698. Leveling pad shall be prepared to insure full contact to the base surface of the concrete units. First course of units shall be placed on the leveling pad at the appropriate line and grade. Alignment and level shall be checked in all directions and insure that all units are in full contact with the base and properly seated. Place the front of units side-by-side. Do not leave gaps between adjacent units. Layout of corners and curves shall be in accordance with manufacturer's recommendations. Place and compact drainage fill within and behind wall units. Place and compact backfill soil behind drainage fill. Follow wall erection and drainage fill closely with structure backfill. Maximum stacked vertical height of wall units, prior to unit drainage fill and backfill placement and compaction, shall not exceed one course. All materials shall be installed at the proper elevation and orientation as shown in the wall detail on the construction plans or as directed by the Owner's Engineer. The wall units and geosynthetic reinforcment shall be installed in general accordance with the manufacturer's recommendations. Geogrid shall be oriented with the highest strength axis perpendicular to the wall alignment. Geogrid reinforcement shall be placed at the strengths, lengths, and elevations shown on the construction design drawings or as directed by the Owner's Engineer. Excavation: 1. 2. Base Leveling Pad: 1. 2. 3. Modular Unit Installation 1. 2. 3. 4. Structural Geogrid Installation 1. 2. 3. A. B. C. D. 16WORLDBLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com Landscape Block Engineering The geogrid shall be laid horizontally on compacted backfill and attached to the concrete wall units. Place the next course of modular concrete units over the geogrid. The geogrid shall be pulled taut, and anchored prior to backfill placement 3.on the geogrid. Geogrid reinforcements shall be continuous throughout their embedment lengths and placed side-by-side to provide 100% coverage at each level. Spliced connections between shorter pieces of geogrid or gaps between adjacent pieces of geogrid are not permitted. Reinforced backfill shall be placed, spread, and compacted in such a manner that minimizes the development of slack in the geogrid and installation damage. Reinforced backfill shall be placed and compacted in lifts not to exceed 6 inches where hand compaction is used,or 8-10 inches where heavy compaction equipment is used. Lift thickness shall be decreased to achieve the required density as required. Reinforced backfill shall be compacted to 95% of the maximum density as determined by ASTM D698.The moisture content of the backfill material prior to and during compaction shall be uniformly distributed throughout each layer and shall be dry of optimum,+ 0%,-3%. Only lightweight hand-operated equipment shall be allowed within 3 feet from the soil side of the modular concrete unit. Tracked construction equipment shall not be operated directly upon the geogrid reinforcement. A minimum fill thickness of 6 inches is required prior to operation of tracked vehicles over the geogrid. Tracked vehicle turning should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. Rubber tired equipment may pass over geogrid reinforcement at slow speeds, less . than 1 0 MPH. Sudden braking and sharp turning shall be avoided. At the end of each day's operation, the Contractor shall slope the last lift of reinforced backfill away from the wall units to direct runoff away from wall face. The Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site. Vertical alignment -1.5" over any 10 ft.distance. Wall Batter -within 2 degrees of design batter. Horizontal alignments ± 1.5" over any 10 ft. distance. Corners,bends, curves ± 1 ft. To theoretical location. Maximum horizontal gap between erected units shall be ½ inch. The Owner shall engage inspection and testing services, including independent laboratories, to provide quality assurance and testing services during construction. This does not relieve the Contractor from securing the necessary construction control testing during construction. Testing and inspections services shall only be performed by qualified and experienced technicians and engineers. As a minimum, quality assurance testing should include foundation soil inspection, soil and backfill testing, verification of design parameters, and observation of construction for general compliance with design drawings and specifications. E. Reinforced Backfill Placement: F. As-built Construction Tolerances G. Field Quality Control: 4. 5. 1. 2. 3. 4. 5. 6. 7. 1. 2. 3. 1. 2. 3. 17 Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com Construction Drawings 18 Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com Soil Reinforcement Used 6’UnreinforcedWall Height 8’Wall Height No Soil Reinforcement Used 19 Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com Soil Reinforcement Used 20’Wall Height 20 Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com Note:After placing the base row of blocks,it is recommended that the Contractor start at the corner and lay block out from there.Each subsequent row has a 2”setback,as a result the “running bond”joint will slide off center.This is an aesthetic matter,not a structural one.Also please note - all of the blocks shown in the above isometric view are standard 2’x 4’x 28”Deep Landscape Blocks. Inside 90 Corner - Landscape Block° 21 Option 1 Option 2 Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com THE PROBLEM: THE SOLUTION: Landscape blocks step back 2 inches on every course. When using corner blocks,they also step 2 inches to adjust for the wall running in the other direction. If only one corner block is used, this offset is unnoticeable and easy to deal with. When using two corners,as shown above,the wall gets squeezed 4 inches on each course. Key blocks are 4 inches shorter than the standard block - 44 inches versus 48. Use one additional key block for each successive course feeling the squeeze. For example,on the first course no key blocks are required. The second course needs one key block,the third course needs two,the fourth course needs three,and so on. At 12 courses the wall is being squeezed 48 inches and does not require a key block - simply start the pattern over again. in This is only an example of how to lay out a wall using key blocks. In practice the key blocks in each course can be laid anywhere in the course. Corner blocks Straight blocks Key Blocks - feeling the squeeze Corner Blocks Corner Blocks Key Blocks Straight blocks 22 Landscape Block Engineering W O R L D BLOCKWORLDBLOCKWORLDBLOCKWORLDBLOCK TM 3976 East Calvary Road Duluth, MN 55807 P: 218-728-9481 F: 218-728-1730 www.worldblock.com