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REVIEWED BLD2022-0913+LAT. STRUCTURAL CALCS+7.11.2022_3.38.07_PM+2981964RECEIVED Jul 12 2022 BLD2022-0913 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ..........,.,.,.,............................... Gifford Residence REVIEWED BY Addition CITY OF EDMONDS BUILDING DEPARTMENT; Structural Calculations (Lateral System Only) 9403 232nd Street S.W. Edmonds, WA 98020 Snohomish County Sidesway Project No. 22061.01 Prepared By: 5IDEWAY 5 ENGINEERING a�/ad/zz Gifford Residence Addition July 8, 2022 Project No. 22061.01 TABLE OF CONTENTS DESCRIPTION PAGE NO. Project Summary Lateral System Framing Redlines Wind & Seismic Loads Shear Walls, Diaphragm, Anchorage Calculations Chord Designs SK1 - SK2 1-4 5-11 12-21 20305 87`h Avenue W. Edmonds, WA 98026 SI-DE5WAY (425) 673-4160 ENGINEERING Gifford Residence Addition July 8, 2022 Project No. 22061.01 Project Description Sidesway Engineering was retained by the homeowners to perform lateral analysis and design as necessary to obtain a building permit for the proposed second story addition to the existing single family residence located at 9403 232nd Street SW in Edmonds. The gravity system design was performed by the architect The lateral force resisting system consists of sheathed roof and floor diaphragms spanning to wood stud shear walls around the perimeter of the house. The existing exterior walls will be upgraded with anchor bolts and holdowns to be in conformance with current code requirements. All house framing and dimensions were provided to us from the architectural drawings. Sidesway did not perform an as -built to verify the accuracy of the provided information. Scope of Work Provide lateral calculations for the proposed second story addition as required to obtain a building permit. Redline structural framing requirements onto the architectural plan set. Design Criteria 2018 International Building Code (IBC) 2018 International Existing Building Code (IEBC) ASCE 7-16 Minimum Design Loads for Buildings and Other Structures Applicable Material Reference Standards (ACI, AISC, NDS) This is a Risk Category II structure designed for the following loads: Dead Loads: 15psf (roof), 15psf (floor), 9psf (walls) Snow Load: 25 psf Wind Load: 100mph, Exposure 'B', KZT = 1.0 (refer to wind loads) Seismic Load: R = 6.5 (wood s.w.), Site Class D, SDC D (refer to seismic loads) Project Summary The lateral system for the proposed second story addition to the single family residence as designed in the following calculations conforms to the 2018 IBC and IEBC. Refer to the calculations and architectural drawings for structural framing requirements. Disclaimer This calculation package is based on the documentation that was available to us. Sidesway Engineering did not perform an as -built to verify the accuracy of the provided data and we should be contacted if there are any discrepancies with the assumptions contained within these calculations. We assume the structure has no known deterioration or damage that would adversely affect capacity. SI-DE5WAY ENGINEERING 20305 871h Avenue W. Edmonds, WA 98026 (425)673-4160 � oTL : f-- fLamC- A cc- C. wAc.(,5 AS sc--) 6 ROOF VENTILATION CONSTANTS: A.) 2 IN. DIAMETER BIRD BLOCK HOLES = 5 50.. IN. EA- 5 HOLES PER 2 FT BAY = 4-1/2 50. IN. PER / LIN. FT B.) 2-1/2 IN. V-NOTCH HOLE5 = 3 5Q. IN. EACH 5 NOTCHES PER 2 FT BAY = 4-1/2 50. IN. Pi LIN. FT (SAME FOR 1 IN. CONTINUOUS VENT: BLOC4<I1,16 BTNN RAFT FOR ROOF SHEAR PANEL NAILING G MOST RESTRICTIVE) C.) CONTINUOUS RIDGE VENT = 1b 50. IN. VENT PER LINEAL FT D.) GABLE END VENT AREA = R.O. AREA x 609b = VENT AREA PROPOSED: 13 i2 ATTIC, 50. FT. AREA REQUIRED: 1/150TH 131"f 50. IN. 1/300TH 1 654 15C52. IN. IF HALF AT EAVE AND HALF AT 3 FT ABOVE EAVE 50% OF 1/300 330 SQ. IN. PROVIDE AT SAVE: AREA, 50. IN. QUANTITY VENT TYPE AT SAVE 662 1 14-1 JUN FT EAVE BLK OR V-NOTCHES 201% 5TATUS OK PROVIDE AT 3 FT ABOVE EAVE: AREA, 50. IN. QUANTITY VENT TYPE AT 5 FT ABOVE EAVE ROOF JACKS (AT 50 5Q IN EACH) 450 25 RIDGE VENT5 PER LINEAL FT GABLE END VENTS PER 50 FT 450 TOTAL 50. IN. 156% STATUS OK TRU55E5 ® 2 FT O.G. PER MANUF. 5PEG5. AND PER GENERAL NOTES PAGE 2 1. NOTIFY ARGHITEGT FOR POST RE -DESIGN IF GIRDER TR1155 AND HIP MASTER LOCATIONS DO NOT MATCH THIS PLAN. 2. MANUFACTURER'S SELECTION OF C-ONNEGTORS / HANGERS TAKE PREGEDENGE. 3. INTERIOR V4ALL5 TO BE SUPPORTED BY 5TG GLIP5. oRZ 5DFW 4. VALLEY 5Ef5 TO BE MOJNTED IN VTG GLIP5. et-0 ROOF ROOF FRAMING PLAN SCALE 1/4" - V- O" rL�aReNce NORTH 617 aT ES • ' U FY' lr TZ -11 (,- Goo D Co►�� -t-�oN qr,l 0) 0 A-T c-&-D T&F- --K6- s �� c-D, � u. �xTC-Rwas uto cod QL►. • HoL��t-% ED flESr?-,c D g SEGONV FLOOR FRAMING PLAN NORTH SCALE 1/4" = P- O" 43 w W6 Z W z Q. 0 I(1 Q W w OL Q OL ,= 0 m LL m � n m REVISIONS 9 �Z Address: 9403 232nd St SW Edmonds, Washington 98020 Results: ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Elevation: 400.4 ft (NAVD 88) Risk Category: II Latitude: 47,789204 Soil Class: D - Default (see Longitude: -122,358928 Section 11.4.3) V SS 1179 SD, N/A S, 0.449 T, 6 F. 1.2 PGA: 0.543 F, N/A PGA,, : 0.651 Sw, 1.535 F :-.,„ 1.2 SM, : MA I, : 1 SUS 1 A23 C' 1.356 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11A.8. Data Accessed: Thu Jun 30 2022 Date Source: USGS Seismic Design Maras ©F I �700( �z • CI S?5F fwoF -4- 5 fir- LAi -t,-c) + tf }H rz , CIS+3) (�,A t G-G-- Description Seismic Soil Data and Seismic Weight By JMD project No. ------------"-----------`----------------------- ---------- — ------------------ ----------- Date 06/30/22 22061.01 ID E WAY Project Gifford Residence cheated Sheet No. ENGINEERING Dare MSFRS Seismic Loads Seismic Parameters: Latitude/Longitude = 47.789204, 122.358928 Risk Category = II (ASCE 7-16, Table 1.5-1) Importance Factor, Ie = 1.00 (ASCE 7-16, Table 1.5-2) Soils Site Class = D (Per geotech, else per 11.4.3) SDS = 1.023 (USGS) S, = 0.407 F„ = 1.9 SD1 = 0.5155 Seismic Design Category = D (ASCE 7-16, Table 11.6-1, -2) Building Properties: Response Modification Coefficient, R = 6.5 (ASCE 7-16, Table 12.2-1) Overstrength Factor, no = 3.0 (ASCE 7-16, Table 12.2-1) Deflection Amplification Factor, Cd = 4.0 (ASCE 7-16, Table 12.2-1) Fundamental Period, T, = Cthnx Ct = 0.02 (ASCE 7-16, = 0.168 x= 0.75 Table 12.8-2) k = 1 (ASCE 7-16, Section 12.8.3) 1.5*TS = 0.755914 (If 1.5Ts < Ta, see •l 1.4.8) Seismic Response Coefficient, Cs: V = 0.044SDSI (Minimum) = 0.045 W V = (SDSIW)/R = 0.157 W GOVERNS V = (SDII)/RT, (Maximum) = 0.472 W Vertical Distribution of Seismic Forces: Diaphragm DL Area WDL Story wih;' wxhX Force FX Sum Level (psf) (ft`) (kips) Ht. (ft) (k-ft;) F w;h;k (kips) FX Roof Framing 20 1709 34.2 17.1 584 0.54 5.20 5.20 2nd Framing 25.8 2051 52.9 9.33 494 0.46 4.39 9.60 F = 87.:1 Base Shear (ULT) = 13.71 kips Base Shear (ASD) = 9.60 kips Diaphragm Design Forces: 1078 1.00 9.60 Diaphragm w; E w; F; F F; I F; * w0X FpX (Min) Fpx (Max) FpX Level (kips) (kips) (kips) (kips) I wi 0.2SDSIWpx 0.4SDIIwpx Govern Roof Framing 34.2 34.2 5.2 5.2 5.2 4.90 9.79 5.20 2nd Framing 52.9 87.1 4.4 9.6 5.8 7.58 15.16 7.58 Seismic Vert Distribution JMD -------------------------------------------- - -- Date-- ---- 6/30/2022 22061.01 I D E WAY Project Checked Sheet No, Gifford Residence ENGINEERING Date_ MOM �.�Pc-t�- ��r�cG--� �-q3z•� LC—JA-TTZ>N_� Zaf got' PGF ChST ELEVhT1pN rPP&(Z. t G�of� � - S1.3F'��` �2 = C> �2z�Z F� �= ►ti ��2����uc�-�S e76.6 P A -C>,O, q Fc' WORTH ELEVATION D� I zq0 *4 Aso (F,0, &) v, 6,4-,7 3 g 6q C, �— z- 3 z I � D S330 � L= 'e-------- G6iCtw Description Wind Loads JMD Project No. ----------------------------------------------------- --- --------------- TT ! Dare 06/30/22 22061.01 I1 f C 'Ai�V Project Gifford SFR Checked Sheer No. ll L WAY --- - - - - --- -- ---- -- i 5 ENGINEERING Date (Poor-) 6 ©0 ROOD VENTILATION CONSTANTS: A.) 2 IN. DIAMETER BIRD BLOCK HO JIN/ N. EA. ' 3 HOLES PER 2 FT BAY = 41/2LIN. FT B.) 2-1/2 IN. V-NOTCH HOLES = 3 5G2. 5 NOTCHES PER 2 FT BAY = 4-1/2LIN.FT (SAME FOR 1 IN. CONTINUOUS VENT6 BTNAI RAFTER FOR ROOF SHEAR PANEL NAILIN6 I5 M05T RESTRICTIVE) C.) CONTINUOUS RIDGE VENT = 15 50. IN. VENT PER LINEAL FT D.) GABLE END VENT AREA = R.O. AREA x 60% = VENT AREA PROPOSED: 15-1 ATTIC 50. FT. AREA fimouIRED: 1/150TH 131-1 5Q. IN. 1/500TH I 559 150.IN. IF HALF AT SAVE AND HALF AT 3 FT ABOVE EAVE 50% OF 1/300 330 5Q. IN. PROVIDE AT SAVE: AREA, 50. IN. QUANTITY VENT TYPE AT EAVE 662 14-T ILIN FT EAVE ELK OR V-NOTCHE5 20 % 5TA OK PROVIDE AT 5 FT ABOVE EAVE: AREA, 5Q. IN. QUANTITY VENT TYPE AT 3 FT ABOVE EAVE ROOF JACKS (AT 50 50 IN EACH) 450 25 RIDGE VENTS PER LINEAL FT &ABLE END VENTS PER 50 FT 450 TOTAL 50. IN. 156% STATUS OK �� Z� P_ [-0 < . TRU55E5 e 2 FT O.G. PER MANUF. SPECS. AND PER GENERAL NOTE5 PAGE 2 ROOF FRAMING PLAN SCALE 1/4" = 1'- O" ��Feer+ce NORTH m REVISIONS 10 5 G--tLTu. (LNG G-; AAl1 car w�- Ive�tf.3? �z I OUJ v 6-% '�/ Z : �' n1 G lsL,? �S 3G C- : , No t-c �� r �c—( T -- �t6 L 5000 d (L WaCCs 4cod� L5-�e I-Jpl 6- s8 , i --F ` r < oJr Description By -7AN Project No. Date ZZ f"q 5 ID WAY Project G T t re tt P-) y C tj C c Checked Sheet No. ENGINEERING I Date r -o,2S Of rClS• �S fq �.�s)-Z ��� uSc-- w�S�? zoo S 2 ,-/ V/ - for 416,55 �a8 fur- ,' i I Po fl r' S Ft r Z Z s 277""t Description o S By —kl:�, Project No. Date 172O4,f Ot fif'�p 06 06< I D E WAY Project Checked Sheet No. ENGINEERING 15ate (-f oR-N -CA (z awrzorJ oL-t�'C-� L-.,���_ �(2i��=zoSl�tZ • 2o�t'"`= ��t3`� E� LZ���=260o L�G�-2G�-f-2.lK �� _ �-i35 C--4� 47 U to n 1 t3 2XI o "FtL z. cC,,Ab C a ejc N e- 3lZ xq f,Ce c.� T=� r i 4 Y-i O I+vK G _ 2.� del rl �i '� • o if 111 � S `� t328 z to 3 t Q IU Q H r Q o to Zt) I 7 � LL fi5yz°x 18��C, L-� 2yt10 V % 3 4w z Alin ro Kumm10 v'P5Z y JZ% � �� b�' �� 01-10 2��iC�a N d y.33 2� k� F AGGC �- 13 H b a35 LJ2G - �� �z)v t Zx�� 2� �' f � -j--J- d 7. Iv D�iP>��•D X - 6li,M'16 7: I Z. k� �' p � .1i i � �' �= n `b Af-,O- p "U, 0, 0, E-�XI G' Lj 7; lye 1lb� 4a EJC1i�' N � u_ X ,wm.L U,�J,o, 4�4 �� I sty �'�� ����, �/� � /lk��(Q' - 4,>,& - Z �/1GCLIP 4Yg �F_�zV I�tr�rrJ�Ld�i,l�ajE5�2 % P��=`(°Nr i %;IZ '71,12 LlelTR'P-h 10 GI tzu E� E �-E l0G0fiv YEAH I� i , MIS e CA4, C.&"s ZGI AYE '�i l.e 12 LL EL,w YY t 12 8-4o1 o! REVISIONS 10L4II 7� gtl1�,11 NORTH SGALB 1/4• = 1'- O• -- 14 ('J 0,0 o k r&V- S -. V = HPf'-'Rxx g7 :53) ig' Z �ozU ; � WC-� �rl a LY �-c-D �-.&��'l emu.•. a �' ��4�. �� �0 6•� ELF Sw 6— IOL� C,,� 1:� C— , , 10.6�w�cc� Nor 6 6�� �.33 �0. / 016� S�15 4r, -cc I 1 Z •& -7- ' t, ) At,c- 1-��c�P 'I ti T' # w C-S i c: � fl/ ,� . BSc C) (7_ t-- s u s AA V= Nc—T 3r•1.334;33 �*-r 9�` " S K LJd u- ••. t.. SC— -DT Z Z-E- Description � � � By a, ProjectNCo. Date I DE WAY Project �, Z�� Checked Sheet No. C Date t ENGINEERING ' v ` I � �• � L f ;� S G' 6 � "�G oNL K wz °�[ Sou.-r`�c C-�> r�C�u- NG-'C`��� .0 •v.�R 'i.33 � O.'lb•jls�$f9-�.'�i)•�3.��i _ 12�1�`� M`M � S t 7J�`? Z�--CbS o•�R `- D S Z 6 1 (W cc Cis? c�sE� C� i_-6g b. t 9.33 r_ o �!,`, �+ 9, 33). i HLr� z �•zs'�4� Oc-z 9` t32 ©1��-Y d 0.1P-z ` v-ZfgooI E C? .j Z (�P- 3 •2-0• 5 tj -7/ f fl :J,= f ,(rS1zs)��,�:�5-ES ((Sf�o� 11.6�L� v Z4 63 u �- � Gto fLF�i� S Zx18 T-- (,I-R Arc tAA-rE fr-42 !J. Description t ` � ! ,,._, �C � � By Project No. Date /jam/ IDE WAY Project Checked Sheet No. C- Date ENGINEERING W 6.33 ,,�� = ��.2`• (i2-��� a.� �_ t--s��. N = ( •2,5 (�� 4-257 2- E CG 70,37 — 107,0i L►= IU::�OfZ-j 52.33 SF-TC./a«-r sCQ l�tt �L— � G(��r2-pl 2 ro? f/A c c- C- '., Description � � � �D � � By � Project No. Date-7 /` C 10 4 k y r Project r Checked Sheet No. I DE WAY5 1, :,�� �� �► �� ENGINEERING Date D-rTa'Z: — -;P S f-1 o GNov- 13o LT 0 M►'JQ0J0■ Anchor DesignerTIM Software Version 2.9,7376.2 e 1.Proiect information Customer company: Customer contact name Customer e-mail: Comment: 2. Input Data & Artchor_Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.500 Effective Embedment depth, haf (inch): 10.000 Code report: ►CC -ES ESR-2508 Anchor category: - Anchor ductility: Yes h.n (inch): 12.50 cap (inch): 17.58 Cniin (inch): 1.75 S�� (inch): 3.00 Recommended Anchor Anchor Name: SET-XP® - SET-XP w/ 1/2"0 F1554 Gr. 36 Code Report: ICC-ES ESR-2508 a Y Company: Date: 7/6/2022 Engineer: _ Page: 1/5 Project: Gifford s Address: Phone: - E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 36.00 State: Cracked Compressive strength, f� (psi): 2500 WV: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Srrt :;ompany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.corn NO C2) • Anchor DesignerTJI' Software Version 2.9.7376.2 m Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: D.3.3.4.2 not applicable Ductility section for shear: D.3.3.5.2 not applicable Qo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Company: � Date: 7!6/2022 Engineer: ' Page: 2/5 Project: Gifford Address: i _ Phone: - E-mail: _ Strength level loads: (� Nua [lb]: 2630 Qz- Vuax [lb]: 0 Vuay [lb]: 0 Figure 1> 0 Ib 2530 lb 0 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560,9000 Fax: 925.847.3871 www.strongtie.corn prr.2F- 6) t-7i►`�i:�.z•�c■ Anchor DesignerT11 Software Version 2.9.7376.2 <Figure 2> Company: Date: 7/6/2022 Engineer: Page: 3/5 Project: Gifford Address: Phone: E-mail: -- — _ S.z5___17$_. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibilily. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.corn PrT 2 Z� (R) Anchor Designer TM Software Version 2.9.7376.2 Company: Date: 7/6/2022 Engineer: Page: 4/5 Project: Gifford Address: Phone.- E-mail: 3. Resultina Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Vuax (lb) Vuay (lb) q(Vuax)'+(Vuey)' (Ib) 1 2630.0 0.0 0.0 0.0 sum 2630.0 0.0 0.0 0.0 Maximum concrete compression strain (%e): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 2630 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'w (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor In Tension {Sec. D.5.11 Nae (lb) 0 ON:a (lb) 8235 0.75 6176 S. Concrete Breakout Strength of Anchor in Tension (Sec D 5 2) Nb = kclall f'chet� s (Eq. D-6) kc a.a f � (psi) hBf (in) Nn (lb) 17.0 1.00 2500 10.000 26879 0.75ONcb = 0.750 (AwIANco)T d,NT6,NTcp,NNe (Sec. D.4.1 & Eq. D-3) Aw (in2) AN. (in2 ca,min (in) 'PeaN Wc,N 1Ycp,N Nn (lb) 0 0.75ONcn (Ib) 240.00 900.00 2.75 0.755 1.00 1.000 26879 0.65 2638 6 Adhesive Strength of Anchor in Tension (Sec D 5 51 rk,a = Zk,crfahat-tarmKsataN.seis tk,a (PSI) fshartlerm Kset akseis &,a (PSI) 510 1.72 1.00 1.00 877 Nhe = Aara7rdaher(Eq. D-22) A. a ra (psi) da (in) her (in) Nha (lb) 1.00 877 0.50 10.000 13779 0.750N8 = 0.750 (ANeI ANao) Y'edNa'Ycp,NeNha (Sec. D.4.1 & Eq. D-18) ANa (in2) ANeo (in2) cNa (in) ce,min (in) 'Yed,Na Pp, Na Nao (lb) 0 0.750Na (Ib) 107.28 179.82 6.70 2.75 0.823 1.000 13779 0,65 3298 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Posites Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847,3871 www.strongtie.com NJ P-r-T 2 27 9) EMEMAnchor DesignerT11 Software Version 2.9.7376.2 QD Company: - Date: Engineer: Page: _7/6/2022 5/5 Project: _ Gifford Address: Phone: E-mail: 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.71? Tension Factored Load, N a (lb) Design Strength, oN (lb) Ratio Status Steel 2630 6176 0.43 _ Pass Concrete breakout 2630 Adhesive 2630 2638 1.00 Pass (Governs) 3298 0.80 Pass SET-XP w/ 1/2" H F1554 Gr. 36 with hef = 10,000 inch meets the selected design criteria. 12. Warninas - When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET -XI' adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. - Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 D.3.3.4.3 for tension need not be satisfied — designer to verify. - Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 D.3.3.5.3 for shear need not be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelires must be checked for plausibility. 5956 W. Las Posdas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com f6 �A(lf .5 ► Fl)t L-A,-V u—' 0 • Anchor Designer TM Software Version 2.9.7376.2 1.Proiect information Customer company: Customer contact name Customer e-mail: Comment: 2. Innut Data & A►ichor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information., Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 3.250 Effective Embedment depth, he (inch): 2.350 Code report: ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No h�n (inch): 5.00 cap (inch): 3.56 Cmm (Inch): 1.75 &�n (inch): 3.00 Company: Sidesway Engineering Date: 7/6/2022 Engineer: Josh Dreher Page: 1/5 Project: Gifford Residence Address: Phone: E-mail: Recommended Anchor Anchor Name: Titen HD®- 1/2"0 Titen HD, hnom:3.25" (83mm) Code Report: ICC-ES ESR-2713 Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength, f� (psi): 2500 4je,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 20.00 x 2.06 x 0.10 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibillgt. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.corn �45TC(av O Anchor Designer" Software Version 2.9.7376.2 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.2 not applicable Ductility section for shear: 17,2.3.5.2 not applicable Qo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Company: _ Sidesway Engineering Date: 7/6/2022 - Engineer: _ _ Josh Dreher IPage: 2/5 r Project: Gifford Residence Address: Phone: E-mail: Strength level loads: tL Vuax [lb]: 5350 Q �� Vuay [Ib]: 0 Mux [ft-lb]: 0 Muy [ft-lb]: 0 M. [ft-lb]: 0 <Figure 1> 0 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.con FtS�K3 E.`ii►►�i:�'i��►■ Anchor DesignerT111 e Software Version 2.9.7376.2 <Figure 2> Company: Sidesway Engineering Date: 7/6/2022F Engineer: Josh Dreher Page: 3/5 Project: Gifford Residence v Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 0( Anchor Designer TM Software Version 2.9.7376.2 3. Resulting Anchor Forces Company: Sidesway Engineering Date: 7/6/2022 Engineer: Josh Dreher Page: 4/6 Project: Gifford Residence Address: Phone: E-mail: Anchor Tension load, Shear load x, Shear load y, Shear load combined, NUS (lb) Vuax (lb) Vuay (lb) J(Vuax)z+(Vuay)' (lb) 1 0.0 1783.3 0.0 1783.3 2 0.0 1783.3 0.0 1783.3 3 0.0 1783.3 0.0 1783.3 Sum 0.0 5350.0 0.0 5350.0 Maximum concrete compression strain (%a): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'w (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Nr (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 8. Steel Strength of Anchor in Shear (Sec.17.6.11 Vsa (lb) Ovuirt 0 j0TuurOVsa (lb) 4790 1.0 0.60 2874 <Figure 3> 0 0 9. Concrete Breakout Strength of Anchor In Shear (Sec. 17.5.2) Shear perpendicular to edge in x-direction: Vnx = minj7(le/da)0•24da,64fcar1-5; 9,1a4f�car1•51 (Eq. 17.5.2.2a & Eq. 17.5.2.2b) /e (in) da (in) As f',; (psi) cai (in) Vnx (lb) 2.35 0.500 1.00 2500 16.00 21585 oVcax =0 (Avc/Avaa)'1�ed,v'Yc,vPh,vVax (Sec. 17.3.1 & Eq. 17,5.2.1a) Avo (in2) Awc, (in2) V'ed,v 'fo,v %'V Vnx (lb) 0 OVcax (lb) 288.00 1162.00 1.000 1.000 2.000 21585 0.70 7555 Shear parallel to edge in x•direction: Vey = minj7(le/da)1-Nd.A.4f'oce,1-5; 9A gf'ccar'-5) (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in) da (in) A. N (psi) car (in) Vny (Ib) 2.35 0.500 1.00 2500 20.00 30166 OVa,ax = 0(2)(Avo/Av.)''Pc,vTsdv'Fc,vV-a,Wby (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) Av. (in2) Awo (in2) 'Pec,V Y'ed,v P.,V 'A,v Vay (lb) 0 OVdva (lb) 279.00 1800.00 1.000 1.000 1.000 2.236 30166 0.70 14637 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Nl STYS (f) Anchor DesignerT^" Software Version 2.9.7376.2 Company: - Sidesway Engineering Date: 7/6/2022 Engineer: Josh Dreher Page: - 5/5 Project: Gifford Residence Address: Phone: - E-mail: 10. Concrete Prkout Strength of Anchor in Shear (Sec. 17.5.3) OVIp9= OkcPNcbg=(hkcp(ANc/ANx)Y'ec,NY'ed,NW',NYcp,NNb(Sec. 17.3.1 & Eq. 17.5.3.1b) k, ANc (ing) AN- (W) Y'eaN Y'edN Y'qN Y'cP.N Nb (lb) 0 OVcpg (lb) 1.0 123,73 49.70 1.000 1.000 1.000 1.000 3062 0.70 5336 11. Results 11. Interaction of 'Tensile and Shear ForcesASec. DM? Shear Factored Load, Vie i(lb) Design Strength, o\/ (lb) Ratio Status Steel 1783 2874 0.62 Pass T Concrete breakout x+ 5350 7555 0.71 Pass 11 Concrete breakout y- 5350 14637 0.37 Pass Pryout 5350 5336 1.00 Pass (Governs) 1/2" fb Titen HD, hnom:3.25" (83mm) meets the selected design criteria. 12. Warnings - Per designer input, the tensile component of the strength -level earthquake force applied to anchors does riot exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied — designer to verify. - Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable:. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.corn