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Report (136) l y i REOFIVED FEB 2 1 2016 CITY OF IIGARD BUILDING DIVISION Supplemental Structural Calculations For VE Revisions: Storquest Self Storage 12740 SW Pacific Highway Tigard, OR 97223 r ,t1,0p. .4t afr__. 1r* e?,V-Poe. '29.4‘ 7 8LAZE EXPIRATION DA1E 12/31/2017 Prepared for: Magellan Architects Job #: 02257-2015-03 . Date: February 15, 2017 tat 5EATTLE 2124 Third Ave,Suite 100,Seattle,WA 98121 0 206.443.6212 ssfengineers.coni fiNGIXEEN N6 TACOMA 934 Broadway.Suite 100.Tacoma.WA 98402 0 253.284.9470 V201 e-002co • 12 M0 Pack. ‘c• KIWI II CONSTRUCTION 28177 KELLER ROAD MU , CA 92563 (877) 465-4942 RECEIVED (951) 301-8975 APR 6 2017(951) 301-4096 FAX ATTN: ART LEON, art@kiwiconstruction.com CITY OF TIGARD March 23, 2017 BUILDING DIVISION ROGERS ENGINEERING 558 S.E. Jackson St. Roseburg,Oregon 97470 Ph: (541) 672-0315 Fax: (541) 672-1787 rogerst@rosenet.net Reference: STORQUEST SELF STORAGE,TIGARD, OR Tom Rogers, The following is in response to your correction list dated March 9, 2017. The remaining items are to be addressed by other consultants. KIWI II Construction 1. Plans revised to include previous revision 3 items. 2. Rigid analysis for centroid of first level is the same as the previous first floor analysis shown on page 39 of the permitted calculations. The centroid for the deck above as shown on page 103 of the calculations is for the deck above which has the additional area over the office which the lower floor does not extend over thus the different location for the centroid. 4. Ledger connection shown on 12/S3.2(I do not see a ledger callout on 12/S3.1) is shown on Kiwi drawings 9 and 13 on D1. Please see Kiwi framing plans for applicable locations. Calculations attached. If you have any questions please do not hesitate to contact me. Sincerely, a/2-- Art Leon • DESIGN FOR DECK LEDGER CONNECTION: FLOOR DEAD LOAD FLOOR LIVE LOAD FDL= 48 PSF FLL = 125PSF P := (FDL+ FLL)•5•FT•2•FT P = 1730LB USE 5/8"EXPANSION ANCHOR AT 24"0/C Vall := 2123•LB PER ICC ESR 1385.SEE ATTACHED NOTE: THIS ANALYSIS CONSERVATIVELY DOES NOT CONSIDER THE ADDITIONAL STRENGTH OF THE DOWELS COMING OUT OF THE WALL AND INTO THE DECK CONCRETE w ti SICC EVALUATION • SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-1385* Reissued February 1, 2014 This report is subject to renewal February 1, 2016. www.ice-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 04 00 00—MASONRY diameters, while the Long Thread Kwik Bolt 3 has a thread Section: 04 05 19.16—Masonry Anchors length greater than three bolt diameters. The tapered mandrel has an increasing diameter toward the anchor REPORT HOLDER: base, and is enclosed by a three-section wedge that freely moves around the mandrel. In the vertical direction, the HILT!, INC. wedge movement is restrained by the mandrel taper at the 5400 SOUTH 122ND EAST AVENUE bottom and by a collar at the top of the mandrel. When the TULSA, OKLAHOMA 74146 anchor nut is tightened, the wedge is forced against the (800) 879-8000 wall of the predrilled hole to provide anchorage. www.us.hilti.com 3.2 Fully Grouted CMU Masonry: HiltiTechEnq(Wus.hilti.com Fully grouted CMU masonry must comply with Chapter 21 EVALUATION SUBJECT: of the IBC. The compressive strength of masonry must be at least 1,500 psi (10.3 MPa) at the time of anchor KWIK BOLT 3 MASONRY ANCHORS installation. The concrete masonry must be fully grouted, and constructed from the following materials: 1.0 EVALUATION SCOPE 3.2.1 Concrete Masonry Units (CMUs): Fully grouted Compliance with the following codes: concrete masonry walls must be constructed from • 2012,2009 and 2006 International Building Code®(IBC) minimum Type I, Grade N, lightweight, medium-weight or normal-weight concrete masonry units (CMUs) conforming • 2012, 2009 and 2006 International Residential Code® to ASTM C90 (IBC). The minimum allowable nominal size (IRC) of the CMU is 8 inches (203 mm) wide by 8 inches Property evaluated: (203 mm)high by 16 inches(406 mm) long. Structural 3.2.2 Grout: The masonry units must be fully grouted with grout complying with Section 2103.13 of the 2012 IBC, 2.0 USES Section 2103.12 of the 2009 and 2006 IBC, or Section The Kwik Bolt 3 (KB3) Masonry Anchor is used to resist R609.1.1 of the IRC, as applicable. Alternatively, the grout static, wind, and earthquake tension and shear loads in must have a minimum compressive strength, when tested uncracked, fully grouted concrete masonry unit (CMU) in accordance with ASTM C1019, equal to its specified construction. The anchor system is an alternative to cast- strength, but not less than 2,000 psi (13.8 MPa). in-place anchors described in Section 2.1.4 of TMS 402/ 3.2.3 Mortar: Mortar must be Type N, S or M, prepared ACI 530/ ASCE 5 as referenced in Section 2107 of the in accordance with Section 2103.9 of the 2012 IBC, IBC. The anchor systems may also be used where an Section 2103.8 of the 2009 and 2006 IBC, or Section R607 engineered design is submitted in accordance with Section of the IRC, as applicable. R301.1.3 of the IRC. 3.0 DESCRIPTION 4.0 DESIGN AND INSTALLATION 3.1 Kwik Bolt 3: 4.1 Design: Minimum embedment depth, edge distance, and spacing The Kwik Bolt 3 expansion anchors consist of a stud, requirements are set forth in Table 2. Allowable stress wedge, nut, and washer. The stud is manufactured from carbondesign tension and shear loads are as noted in Tables 2 material. The carbon steel Kwik Bolt 3 anchors have a 5 pm (0.0002 inch) zinc plating. The anchor is and 3.Allowable loads for Kwik Bolt 3 anchors subjected to illustrated in Figure 1 of this report. combined shear and tension forces are determined by the following equation: The wedges for the carbon steel anchors are made from (Ps/Pr)51+(VsA4)513 5 1 carbon steel, except for all 1/4-inch (6.4 mm) lengths,which have AISI 316 stainless steel wedges. All carbon steel where: components are zinc-plated. The stud consists of a high- Ps = Applied service tension load (lbf or N). strength rod threaded at one end. The standard Kwik Bolt 3 has a thread length equal to or less than three bolt Pt = Allowable service tension load (lbf or N). *Revised March 2014 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC'Evaluation Service,LLC,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. Copyright©2014 Page 1 of 4 ESR-1385 I Most Widely Accepted and Trusted Page 2 of 4 ' Vs = Applied service shear load (lbf or N). 5.6 When using the basic load combinations in Vt = Allowable service shear load(lbf or N). accordance with IBC Section 1605.3.1, allowable loads are not permitted to be increased for wind or 4.2 Installation Requirements: earthquake loading. When using the alternative basic Kwik Bolt 3 must be installed in holes drilled into the base load combinations in 2009 and 2006 IBC Section material using carbide-tipped masonry drill bits complying 1605.3.2 that include wind or seismic loads, the with ANSI B212.15-1994. The nominal drill bit diameter allowable shear and tension loads for anchors are must be equal to that of the anchor. The drilled hole must permitted to be increased by 331/3 percent. exceed the depth of anchor embedment by at least one Alternatively, the basic load combinations may be anchor diameter to permit over-driving of anchors and to reduced by a factor of 0.75 when using IBC Section provide a dust collection area. The anchor must be 1605.3.2. For the 2012 IBC, the allowable loads or hammered into the predrilled hole until at least six threads load combinations may not be adjusted. are below the fixture surface. The nut must be tightened 5.7 Where not otherwise prohibited in the applicable against the washer until the torque values specified in code, anchors are permitted for use with fire- Table 1 are attained. resistance-rated construction provided that at least 4.3 Special Inspection: one of the following conditions is fulfilled: Special inspection under the IBC and IRC must be • Anchors are used to resist wind or seismic forces provided in accordance with Sections 1704 and 1705 of only. the IBC. Under the IBC, additional requirements as set • Anchors that support fire-resistance-rated forth in Sections 1705 and 1706 must be observed, where construction or gravity load—bearing structural applicable. The code official must receive a report,from an elements are within a fire-resistance-rated approved special inspector, that includes the following envelope or a fire-resistance-rated membrane, details: are protected by approved fire-resistance-rated 1. Anchor description, including the anchor product name, materials, or have been evaluated for resistance to nominal anchor and bolt diameters, and anchor length. fire exposure in accordance with recognized 2. Hole description, including verification of drill bit standards. compliance with ANSI B212.15-1994. • Anchors are used to support nonstructural 3. Installation description, including verification of elements. masonry compressive strength and verification of 5.8 Use of carbon steel Kwik Bolt 3 anchors must be anchor installation and location (spacing and edge limited to dry, interior locations. distance) in accordance with Hilti's published installation instructions and this report. 5.9 Special inspection must be provided in accordance • with Section 4.3 of this report. 5.0 CONDITIONS OF USE 5.10 Anchors are manufactured by Hilti, Inc., tr The Kwik Bolt 3 Masonry Anchors described in this report Feldkircherstrasse 100, Schaan, Liechtenstein; and are suitable alternatives to what is specified in, those Hilti Operaciones de Mexico S.A., Matamoros, codes listed in Section 1.0 of this report, subject to the Tamaulipas, Mexico, under a quality control program following conditions: with inspections conducted by ICC-ES. 5.1 Anchor sizes, dimensions, and installation must 6.0 EVIDENCE SUBMITTED comply with this report and Hilti's published installation instructions. Data in accordance with the ICC-ES Acceptance Criteria for Expansion Anchors in Masonry Elements (AC01), 5.2 Allowable tension and shear loads must be as noted approved May 2012 (editorially revised August 2013), in Tables 2 and 3 of this report. including seismic tests, reduced spacing tests and reduced 5.3 Calculations and details demonstrating compliance edge distance tests. with this report must be submitted to the code official 7.0 IDENTIFICATION for approval. The anchors must be identified in the field by dimensional 5.4 The use of anchors must be limited to installation in characteristics and packaging. The packaging label uncracked fully grouted CMU masonry. Cracking indicates the manufacturer's name(Hilti, Inc.) and address, occurs when ft > fr due to service loads or the size and type of anchor, and the ICC-ES report number deformations. (ESR-1385). A length identification code letter is stamped 5.5 Design of Kwik Bolt 3 Masonry Anchors installed in on the threaded end of the bolt. The length identification fully grouted CMU masonry to resist dead, live, wind system is described in Table 4. and earthquake load applications must be in accordance with Section 4.1. R ESR-1 385 I Most Widely Accepted and Trusted Page 3 of 4 • TABLE 1—INSTALLATION SPECIFICATIONS' SETTING DETAILS ANCHOR SIZE '/4 inch 5/8 inch 1/2 inch 5/6 inch 3/4 inch r Drill bit size=anchor diameter(inches) 1/4 3/5 1/2 5/5 3/4 Wedge clearance hole(inches) 5/16 7/16 9/16 11/16 13/16 Anchor length(min./max.)(inches) 11/4 41/2 21/8 7 23/4 7 31/2 10 6 12 Thread length std./long thread length(inches) 34 3 7/6 55/6 11/4 43/4 11/2 7 11/2 6 Installation: Torque guide values Carbon steel:Min. Embedment 4 15 25 65 120 (ft-lb)in Carbon steel:Std. Embedment 4 15 25 65 120 concrete masonry Min. base material thickness(inches) 3 inches or 1.5=embedment depth,whichever is greater For SI: 1 inch=25.4 mm, 1 ft-lbf= 1.356 N-m. 'Installation torques are applicable for all anchors installations unless noted otherwise in this report. TABLE 2—ALLOWABLE TENSION AND SHEAR VALUES FOR HILTI KWIK BOLT 3 CARBON STEEL ANCHORS INSTALLED IN THE FACE SHELLS OF FULLY GROUTED CMU MASONRY WALLS(in pounds)1 2'3'1 ANCHOR EMBEDMENT MINIMUM TENSION SHEAR DIAMETER DEPTHS DISTANCE (inch) (inches) FROM EDGE OF WALL6 IBC/IRC IBC/IRC (inches) 4 121 304 11/3 12 121 304 1/4 4 432 342 2 12 432 342 4 257 589 15/6 12 273 751 5/6 .. 4 626 764 2'/2 12 626 1,054 4 502 664 21/4 12 533 1,171 /2 4 724 840 31/3 12 724 1,853 4 651 710 23/4 6 12 692 1,732 l6 4 994 743 4 12 1,035 2,123 4 829 627 31/4 3 12 829 2,508 /4 4 1,316 657 43/6 12 1,368 2,627 For SI: 1 inch=25.4 mm, 1 lb=4.45 N. 'Values valid for anchors installed in face shells of Type 1,Grade N, lightweight, medium-weight,or normal-weight concrete masonry units conforming to ASTM C90.The masonry units must be fully grouted with coarse grout conforming to 2012 IBC Section 2103.13,or 2009 and 2006 IBC Section 2103.12.Mortar must comply with 2012 IBC Section 2103.9,or 2009 and 2006 IBC Section 2103.8. Masonry compressive strength must be at least 1,500 psi at the time of anchor installation. 2Anchors must be installed a minimum of 13/8 inches from any vertical mortar joint in accordance with Figure 2. 'Anchor locations are limited to one per masonry cell with a minimum spacing of 8 inches on center. °Allowable loads or applied loads may be modified in accordance with Section 5.6 of this report for the 2009 and 2006 IBC,due to short-term wind or seismic loads. 5Embedment depth must be measured from the outside face of the concrete masonry unit. 6For intermediate edge distances,allowable loads may be determined by linearly interpolating between the allowable loads at the two tabulated edge distances. ESR-1385 I Most Widely Accepted and Trusted Page 4 of 4 • TABLE 3—ALLOWABLE TENSION AND SHEAR VALUES FOR HILTI KWIK BOLT 3 CARBON STEEL ANCHORS INSTALLED IN TOP OF FULLY GROUTED CMU MASONRY WALLS(in pounds)1'2'3A ANCHOR EMBEDMENT TENSION SHEAR DIAMETER DEPTHS Perpendicular to Wall Parallel to Wall (inch) (inches) IBC/IRC IBC/IRC IBC/IRC 1/2 3 517 249 491 54 31/2 682 249 491 For SI: 1 inch=25.4 mm, 1 lb=4.45 N. 'Values valid for anchors installed into top cells of Type 1,Grade N,lightweight,medium-weight,or normal-weight concrete masonry units conforming to ASTM C90.The masonry units must be fully grouted with coarse grout conforming to 2012 IBC Section 2103.13,or 2009 and 2006 IBC Section 2103.12. Mortar must comply with 2012 IBC Section 2103.9,or 2009 and 2006 IBC Section 2103.8. Masonry compressive strength must be at least 1,500 psi at the time of anchor installation. 2Anchors must be installed a minimum of 13/4 inches from edge of the block. 'Anchor locations must be limited to one per masonry cell with a minimum spacing of 8 inches on center. "Allowable loads or applied loads may be modified in accordance with Section 5.6 of this report for the 2009 and 2006 IBC,due to short-term wind or seismic loads. 5Embedment depth is measured from the top edge of the concrete masonry unit. TABLE 4—LENGTH IDENTIFICATION CODES STAMP ON ANCHOR A BCDE F G H I JKLMNOPQRS T UVWX Y Z Length of From 11/2 2 2'/2 3 31/2 4 41/2 5 5'l2 6 6'/2 7 71/2 8 81/2 9 91/2 10 11 12 13 14 15 16 17 18 Anchor Up to but not 1 (inches) including 2 2/2 3 3!z 4 4/z 5 5!z 6 6/z 7 71/2 8 81/2 9 91/2 10 11 12 13 14 15 16 17 18 18 For SI: 1 inch=25.4 mm. A i I n-n---Nut Anchor Installation is Restritied to Non-Shaded Areas V c. Washer /i w�' i �Illlls ..•w. 0 i A a.. •I : ollirliNeem. ..:.V y........Thread Area F •to r v '. .�.... fro lot 01 /i I . Anchor Body ia> ( n , WitAr AK. AIME 1 , Triple Mortar Joint t-3/9' --- Concrete Masonry Unit Mandrel . € Segmemed 13I8 (Grouted) Area Wedge ! 1 FIGURE 1—KWIK BOLT 3 FIGURE 2—ACCEPTANCE LOCATIONS(NON-SHADED AREAS)FOR HIL11 FMK BOLT 3 ANCHORS IN GROUT-FILLED CONCRETE MASONRY ANCHORS :,:.. Swenson Say Faget STRUCTURAL ENGINEERING 2124 Third Ave,Suite 100 Seattle,WA 98121 0 206.443.6212 • 934 Broadway,Suite 100 Tacoma,WA 98402 0 253.284,9470 March 22, 2017 t SSfL ril:'3E*E?[S.Co'1'. Magellan Architects Attn: Dirk McCulloch 8383 158th Ave NE,#280 Redmond,WA 98052 RE: Storquest Self Storage,Tigard,OR VE Structural Plan Review Comment Response We are in receipt of the VE comments provided by Rogers Engineering and have responded to the SSF structural items as follows: SSF Structural Engineering 3. Original calculations for detail 12/S3.2 were full height concrete. Provide updated calculations for the current 11 proposed construction • Find attached supplemental calculations reviewing out-of-plane forces on the CMU and concrete walls. We have reviewed the worst case conditions for both high and low concrete wall conditions and have reviewed out-of-plane stresses on the CMU, interconnection between CMU and concrete,out-of-plane stresses on the cantilevered concrete wall as well as the horizontal reaction at the level 1 slab.All checks confirm the design of this wall per detail 12/S3.2 and therefore no changes have been made to the drawings. We trust that this response letter and revised plans adequately addresses your structural concerns. Comment numbers 1, 2,and 4 will be addressed by KIWI II. 42116.•••• Ryan Anderson, PE,SE Project Manager rancierson. ssfengineers.com (2o6., !e£ 6".0 i✓r24.r ' j�/6.44- c4-i- £ et (/, CQ � 1 N // M N N OO _ x l5sz 5 iilz L�N� s4 -Cr5' wI v 1sr F(o+ sL-1-6 (0'_09 P. a vG a' 3 o [O ry m W � ao ua D. y SOS L = ptlCry Z) 2-41 F - c c/ ('t 5j J 3 P a,"- 4.142.. n v c 0 ,21 ( tj 2 'S) .t 261 PS/2- -->. C -7,vz, uu.. �'/ tJ✓T -ar= - p q. -n c ." +6,5 am,a Ov'r - /d-L '-✓ : .ash Gar-sE.2vq.-,• ,AC., ?�ASJ w .y�/t�Jc rs+1 'L (o1-sAj Ms = 3=C1Z) zAr 5,-L,, /,ter A S a p. rtt. 'r 0'1 3. is) . = to.o eat. rl - )420,®l .6 2 1,'-s1 4- 32- I - o� ; z _ 3�s z `r55,p PROJECT DALE — PROJ -- STRUCTUR 4L GINEERING o[ N SHEET C..-0",...A..`......) iv....,,i......-- yl.-..04. 1,0 i.14._...s.04 ---. i,l 4. • e,,.. A-0 C.-- ,....ifi—t.c.. t -•°e_/:::0S--e-41 0 /1"Adt---i- 1-/-7-- e__,..A.._, ,-.., 3ff./1:-. 7-- ‹ < 47.5 Z -/ €6. ",-4- -IC 0 a, La v 12 S 11-4- y4,,i2-1 c..4-1 or-it 0 9 ;'1--•' C) E aa. ei VIA 1- 67, 7 S (es, ,6,) ((..,.e) 7 5)( c::%', •=-='"i') '-' 2-DI 2-SVI-7" ,,,-, ,:,,, - co ..4. c•-u cn Z Al 4-r• 1,--1-7" e.o P-•c- ,,,,11-...4-. I . a r2 • .1t -- , , ( 7C;1'(b) - -/2—) /75 #6 I i / 5'-c=" 5, -0- 4,--.1-- ,.., h.....5.,,,..4,<_ ,--, ./..._._, 01 , ) f-,.5 AA .... 0 , .... LI 2 1 37/ ( 401‘./1-7-0.&) 4-- v.,/ ff- 5 c) to a u) (6.042-)e3,5)( E7.3)) ' 1-r, --- o 0 z w t.) • PROJEC r DATE 12 4"04k' . STRUCTURAL ENGINEERING DESIGN SHEET Swenson Say Faget Title Storquest Page: 1 2124 3rd Ave Suite 100 Job#: Dsgnr: RJA Date: 21 MAR 2017 Seattle,WA 98121 Description.... - Basement Wall-Gridline 22+Seismic This Wall in File:H:Wsere\randersonl_ProjectslMagellan\Storquest Self Storage\VE Revisions\storque RetainPro(c)1987-2016, Build 11.16.14.12 License:Kw-06052576 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:SWENSON SAY FAGET�������4444 I. Criteria Soil Data Retained Height = 15.33 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 7.00 ft Equivalent Fluid Pressure Method Total Wall Height = 22.33 ft At-rest Heel Pressure = 57.0 psf/ft l' Top Support Height = 10.33 ft Passive Pressure = 250.0 psf/ft ' Solt Density = 125.00 pcf Slope Behind Wal = 0.00 FootingllSoil Frictior = 0.350 Height of Soil over Toe = 0.00 in Soil height to ignore for passive pressure = 12.00 in h Thumbnail Surcharge Loads ` Uniform Lateral Load Applied to Stem 1 Adjacent Footing Load i Surcharge Over Heel = 0.0 psf Lateral Load = 0:0#/ft Adjacent Footing Load = 0.0 lbs >>>Used To Resist Sliding&Overturning ...Height to Top 0.00 ft Footing Width = 0.00 ft , Surcharge Over Toe = 0.0 psf ...Height to Bottorr = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem k Load Type = Wind(W) Footing Type Line Load (Strength Level) Base Above/Below Soil Axial Dead Load = 660.0 lbs at Back of Wall = 0.0 ft Axial Uve Load = 1,875.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity<= 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load 1 Kh Soil Density Multiplier = 0.035 g Added seismic per unit area = 46.9 psf II Stem Weight Seismic Load \Fp/Wp Weight Multiplier = 0.290 g Added seismic per unit area = 20.3 psf D` gn Summary i Concrete Stem Construction Total Bearing Load = 5,119 lbs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. = 9.33 in Wall Weight = 100.0 psf fc = 4,000 psi Soil Pressure©Toe ' = 2,191 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 2,191 psf OK Allowable = 2,500 psi Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 0 psf Stem OK Stem OK ACI Factored @ Heel = 11,766 psf Design Height Above Ftc = 10.33 ft 4.36 ft 0.00 ft Footing Shear @ Toe = 1.7 psi OK Rebar Size = # 5 # 7 # 6 Footing Shear @ Heel = 0.0 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 75.0 psi Rebar Placed at = Edge Edge Center -- "Reaction at Top = 4,381.2 lbs - off Rebar Depth 'd' = 5.50 in 6.00 in 4.00 in Reaction at Bottom = 4,271.7 lbs Design Data fb/FB+fa/Fa = 0.656 0.748 0.000 Sliding Calcs Mu....Actual = 4,820.9 ft-# 11,228.7 ft-# 0.0 ft-# Lateral Sliding Force = 4,271.7 lbs Mn*Phi Allowable = 7,353.6 ft-# 15,005.3 ft-# 7,277.5 ft-# Shear Force @ this height = 4,790.5 lbs 5,480.3 lbs Shear.....Actual = 72.58 psi 114.17 psi Shear Allowable = 94.87 psi 94. - Vertical component of active lateral soil pressure IS ,8 psi ,l!7 NOT considered in the calculation of soil bearing Other Acceptable Sizes&Spacings: 4o Toe:#5 @ 18.00 in -or- Not req'd:Mu<phi*5'lambda'sgrt(fc)*Sm t-Z41 fS( Load Factors Heel:#5 @ 12.00 in -or- Not req'd:Mu <phi*5*lambda*sgrt(fc)*Sm f.on. t•F(o9/L Building Code IBC 2012,ACI Key: No key defined -or- No key defined �y _F(ylG. Dead Load 1.200 Live Load 1.600 •',. 0I'�' Earth,H 1.600 Wind,W 1.000 Seismic,E 1.000 ,Swenson Say Faget Title Storquest Page: 2 2124 3rd Ave Suite 100 Job#: Dsgnr: RJA Date: 21 MAR 2017 Seattle,WA 98121 Description..., - Basement Wall-Gridline 22+Seismic This Wall In File:H:1Userslranderson\ Projects\Magellan\Storquest Self Storage\VE Revisionslstorque RetainPro(c)1987-2016, Bullet 11,16.11,12 License:KW-06052576 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:SWENSON SAY FAGET Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2068 in2fft (4/3)"As: 0.2757 in2/ft Min Stem T&S Reinf Area 1.984 in2 200bd/fy:200(12)(5.5)/60000: 0.22 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 In2/ft 0.0018bh:0.0018(12X8): 0.1728 in2lft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.22 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1,1921 in2/ft #6@ 27.50 in #6@ 55.00 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.4392 in2/ft (4/3)"As: 0.5856 in2/ft Min Stem T&S Reinf Area 1.147 in2 200bdffy:200(12X6)160000: 0.24 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0,0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area : 0.4392 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.6 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.3005 in2/ft #6@ 27.50 in #6@ 55.00 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 In2/ft Min Stem T&S Reinf Area 0.837 in2 200bd/fy:200(12)(4)/60000: 0.16 in2lft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.44 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.867 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Strengths&Dimensions a Footing Design Results y■ Toe Width = 1.67 ft Toe Reel Heel Width = 0.67 Factored Pressure = 0 11,766 psf Total Footing Widtt = 2.34 Mu':Upward = 215 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 251 0 ft-# , Key Width = 0.00 in Mu: Design = -36 0 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 1,70 0.00 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 0.00 psi fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150,00 pcf Min footing T&S reinf Area 0.61 in2 Min,As% = 0.0018 Min footing T&S reinf Area per foot 0.26 in2 itt Cover @ Top = 2.00 in @ Btm.= 3.00 in if one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Swenson Say Faget Title Storquest Page: 3 2124 3rd Ave Suite 100 Job#: Dsgnr: RJA Date: 21 MAR 2017 Seattle,WA 98121 Description.... Basement Wall-Gridline 22+Seismic This Wall in File:H:\Users\randersonl_ProjectslMagellan\Storquest Self Storage\VE Revisions\storque RetainPro(c)1987-2016, Build 11.16.11.12 License:KW-06052576 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:SWENSON SAY FAGET Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing111 Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs ft ft-# Axial Dead Load on Stem = 2,535.0tbs 2.00 ft 5,078.5ft-# Soil Over Toe = ibs ft ft-# Adjacent Footing Load = lbs ft ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 2,233.01bs 2.00 ft 4,473.4ft-# Soil Over Heel = lbs 2.34 ft ft-# Footing Weight = 350.5Ibs 1.17 ft 409.5ft-# Total Vertical Force = 5,118.5Ibs Moment = 9,961.4ft-# Net Mom.at Stem/Ftg Interface= -3,981.3 ft-# Allow.Mom.@ Stem/Ftg Interface= 4,548.4 ft-# Allow.Mom.Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 2,190.5 psf ✓ Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. i ti