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REVIEWED BLD2023-0043+Structural_Calculations+1.11.2023_12.06.36_PM+3309153RECEIVED SCBC Engineering PLLC AE Program Management I Structural Engineering 1/13/23 543 Main St, Suite 106 Edmonds, WA 98020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0043 Structural Calculations for Phase II Moll Residence: Edmonds, WA 98026 2 AL TSh�1C, .torva� 1 1 January2023 SCBC Project No. Moll-1-2022 Prepared For Brian E. Moll 16121 N. Meadowdale Rd. Edmonds, WA 98026 SCBC Engineering, PLLC. Ph 425.745.9926 (C 206.351.2217) brian.moll.se@qmail.com www.scbcengineering.com SCBC Engineering, PLLC. a Structural Engineering Company 16121 N Meadowdale Rd Edmonds, WA 98026 Ph: 206.351.2217 JOB M oWl A tu4l l v SHEET NO. OF �" CALCULATED BY � DATE CHECKED BY SCALE DATE D PRODUCT 207 SCBC Engineering, PLLC. a Structural Engineering Company 16121 N Meadowdale Rd Edmonds, WA 98026 Ph: 206.351.2217 JOB _ MoLL a-C lmtzs. sue'►USTt ov^, SHEET NO OF CALCULATED BY DATE 1� CHECKED BY SCALE DATE D PRODUCT 207 SCBC Engineering, PLLC. a Structural Engineering Company 16121 N Meadowdale Rd Edmonds, WA 98026 Ph: 206.351.2217 JOB M OL-t - � 1 41 �k SHEET NO. OF CALCULATED BY `]�/�/ DATE 11 21 /20Z2 CHECKED BY SCALE DATE 3 q 3 4 5 6 ? B i 2 3 4 5 6 7 9 1 ? ? .. - - -• -, ..... _. V= 85 MPN :rtc _ A i 3 ..... ! r1 _...__... EX 1 Q.Sl1..,....lr�'1.1.��.�7.......11 G� ........ _. ...._ _ - ...... __ . _ - ........... _ ..-.,..... :... ....... ............... g N / ! o, 85 KzT = f ,0 E�EY�►Tto�Rv SGA _. (� 2� �, ��i�� a 15 3 2 :. ..... ................1._.� �` �,.,�. L4.1... !j i .._._ h... T..-� ..-�'?w1 ......i................ .....:.. ._......_. ........ .. ....__. s_. I....{.1...I 1.`Lr ......_ ......-...... _...._. ...... ......._ .. ...,... ._, ........ g �^ r� q t(Lc. y_ a-_��� i V- q V G uST GFFE-C T FkTOr4., G : 8 , : + ,< S �i c ; f� t i - G�nS r 5 a 1. ..Wq LA--S..... ........... . .. r „ .. NIO R71 H - rN :WIN 0 I ..... Lac WAA6 9 _; .... i 6 CP F. ^ 5 3 .. __ ...... ..._ . _ g 6 ��ytt IvTZ�. q o.... - .--.. - t,.... .. ........ ,. - ......- .. .... .. .. ... 8 ... ....... - ........ ..... ... - 12 D PRODUCT207 SCBC Engineering, PLLC. a Structural Engineering Company 16121 N Meadowdale Rd Edmonds, WA 98026 Ph: 206.351.2217 JOB MOLL SHEET NO. OF CALCULATED BY 1"P DATE CHECKED BY SCALE DATE D PRODUCT 207 A c 23"-P Z7 13'-2& 10'-50 -T OIST —STRUCT FACIA DGE BEAM---,,,, S TEP 16"OC VE -SLU ry LEDGE T_ Ld X LEDGER A �19 j �_ W '�'��" '' I \ DGEA6. uj FRAMING PLAN: ROOF SCBC Engineering, PLLC. a Structural Engineering Company 16121 N Meadowdale Rd Edmonds, WA 98026 Ph: 206.351.2217 JOB i" c)L-.L. SHEET NO. CALCULATED BY�� CHECKED BY SCALE OF DATE 1/• ZS - UZ -- DATE �I�. • - D PRODUCT 207 SCBC Engineering, PLLC. a Structural Engineering Company 16121 N Meadowdale Rd Edmonds, WA 98026 Ph: 206.351.2217 JOB `HOLE �C�ii1C',E �I�A ► SHEET NO OF CALCULATED BY DATE CHECKED BY SCALE DATE 1 2 3 d 5 6 7 8 1 2 3 a _ g 7 R 1 2 1 4 c r, 7 � i � a - e , , o _ _ . D PRODUCT207 Anchor Designer TM Mel Software -IM Version 3.1.2209.3 1.Prolect information Customer company: Customer contact name: Customer e-mail: Comment: 2. input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, her (inch): 12.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes hmin (Inch): 15.75 cac (inch): 20.42 Cmin (inch): 1.75 Smin (Inch): 3.00 Recommended Anchor Anchor Name: SET-XP® - SET-XP w/ 5/8"0 F1554 Gr. 36 Code Report: ICC-ES ESR-2508 Company: Date: 9/8/2022 Engineer: Page: 1 /5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 48.00 State: Uncracked Compressive strength, fc (psi): 4000 Wc,v: 1.0 Reinforcement condition: Supplementary reinforcement present Supplemental edge reinforcement: Yes Reinforcement provided at corners: Yes 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. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ��I►vl:f-z•�►�■ Anchor DesignerTM rr Software Version 3.1.2209.3 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.10.5.2 not applicable Ductility section for shear: 17.10.6.2 not applicable Do factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 5900 Vu. [lb]: 0 Vuay [lb]: 0 <Figure 1> X O lb Company: Date: 9/8/2022 Engineer: Page: 2/5 Project: Address: Phone: E-mail: 5900 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com �711'���`�•�►� Anchor Designer TM Software Version 3.1.2209.3 <Figure 2> Company: Date: 9/8/2022 Engineer: Page: 3/5 Project: 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. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 Nww.strongtie.com �.-11►��1:�.7•�c� Anchor Designer""" Software Ij Ila Version 3.1.2209.3 Company: Date: 9/8/2022 Engineer: Page: 4/5 Project: Address: Phone: E-mail: 3. Resulting_ Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Wax (lb) Way (lb) q(V..)2+(Vuay)2 (lb) 1 5900.0 0.0 0.0 0.0 Sum 5900.0 0.0 0.0 0.0 Maximum concrete compression strain (%.): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 5900 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strenath of Anchor in Tension (Sec. 17 6 1) Nsa (lb) 0 ON.. (lb) 13110 0.75 9833 5. Concrete Breakout Strength of Anchor in Tension (Sec 17 6 2) No = kcAa4fcheP (Eq. 17.6.2.2.1) kc Aa fc (psi) her (in) Nb (lb) 24.0 1.00 4000 12.000 63098 0.75ONcb = 0.750 (AN/AN.)Y'adN'Yc,NY'cp,N& (Sec. 17.5.1.2 & Eq. 17.6.2.1a) ANc (in2) Av_ (in2 Ca,min (in) VYed,N FYc,N V'cp,N Nb (lb) 0 0.750Ncb (lb) 288.00 1296.00 4.00 0.767 1.00 1.000 63098 0.75 6047 6. Adhesive Strength of Anchor in Tension (Sec. 17.6.51 zk,unc. = Tkmn fsbodde.mKsati%N.seis zk,. (psi) fstad-term Ksat akseis Tk.. (psi) 1060 1.72 1.00 1.00 1823 Nb. = Aaru , dahet(Eq. 17.6.5.2.1) A a run (psi) da (in) hat (in) Nb. (lb) 1.00 1823 0.63 12.000 42958 0.750Na = 0.750 (ANa/ANao) tYed,Na Tcp,NeNba (Sec. 17.5.1.2 & Eq. 17.6.5.1a) ANa (in2) ANao (in2) CNa (in) ca,min (in) V'ed,Na t%'p,Na Nao (lb) 0 0.750Na (lb) 128.74 258.98 8.05 4.00 0.849 1.000 42958 0.65 8840 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com t-�I►v11.-1•�c• Anchor Designer TM 1 , � ,�� SO ioWrn 3a.12209.3 Company: I Date: 9/8/2022 Engineer: I Page: 5/5 Project: Address: Phone: E-mail: 11. Results Interaction of Tensile and Shear Forces (Sec. 17.81 Design Strength, oNn (lb) Ratio Status Tension Factored Load, Nu. (lb) Steel 5900 9833 0.60 Pass Concrete breakout 5900 6047 0.98 Pass (Governs) Adhesive 5900 8840 0.67 Pass SET-XP w/ 5/8"0 F1564 Gr. 36 with hef = 12.000 inch meets the selected design criteria. 12. Waminas - 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-XP adhesive anchor is limited to 2,500 psi per IMES 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 17.10.5.2 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 17.10.6.2 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. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor Designer TM Software Version 3.1.2209.3 1.Project Information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parametggr General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, hef (inch): 7.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes hmin (inch): 10.75 cep (inch): 11.91 Cmin (inch): 1.75 Smin (Inch): 3.00 Recommended Anchor Anchor Name: SET-XP® - SET-XP w/ 5/8" 0 F1554 Gr. 36 Code Report: ICC-ES ESR-2508 Afflhut Ski -24MIf Company: Date: 9/8/2022 Engineer: Page: 1/5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 48.00 State: Uncracked Compressive strength, f� (psi): 4000 Wc,v: 1.0 Reinforcement condition: Supplementary reinforcement present Supplemental edge reinforcement: Yes Reinforcement provided at comers: Yes 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 Edo 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. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560,9000 Fax: 925.847.3871 www.strongtie.com E-�Iv�l1.�•�r;� Anchor Designer TM ,. Software j Version 3.1.2209.3 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.10.5.2 not applicable Ductility section for shear: 17.10.6.2 not applicable Do factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 4500 Vu. [lb]: 0 V ay [lb]: 0 <Figure 1> Company: Date: 9/8/2022 Engineer: Page: 2/5 Project: Address: Phone: E-mail: IV 4500 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com �.�itvi:�.Z'�►'• Anchor Designer TM Software O Ida on 1.2209.3 <Figure 2> Company: Date: 9/8/2022 Engineer: Page: 3/5 Project: 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. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com l►71►v11+7•�►■ Anchor Designer"' Software y ; Version 3.1.2209.3 Company: Date: 9/8/2022 Engineer: Page: 4/5 Project: Address: Phone: E-mail: 3. Resultina Anchor Force Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) V.. (lb) Vey (Ib) J(VMr+(Vuay)2 (lb) 1 4500.0 0.0 0.0 0.0 Sum 4500.0 0.0 0.0 0.0 Maximum concrete compression strain (%e): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 4500 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 17 6 11 Ns. (Ib) 0 ON,,. (lb) 13110 0.75 9833 5. Concrete Breakout Strenath of Anchor in Tension (Sac_ 17 R 9) Nb = kcAe4fchefi 5 (Eq. 17.6.2.2.1) kc Aa fc (psi) her (in) Nb (lb) 24.0 1.00 4000 7.000 28112 0.750Ncb = 0.750 (AN I ANco)V1edNY%,N`t'cn,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a) ANc (in2) AN. (in2 Ca,min (in) Vfed,N YPc,N V'm,N Nb (Ib) 0 0.750Ncb (Ib) 210.00 441.00 4.00 0.814 1.00 1.000 28112 0.75 6132 6. Adhesive Strenath of Anchor in Tension (Sec. 17.6.51 A,mcr = tk, uncrfslart termKsat(XN.seis rk,umcr (psi) fshort-term Ksat my'seis Zk..n (psi) 1060 1.72 1.00 1.00 1823 Nbe = Aarun ;rdahef(Eq. 17.6.5.2.1) Aa rur (psi) da (in) hat(in) Nb. (lb) 1.00 1823 0.63 7.000 25059 0.75¢Ne = 0.750 (ANSI ANao)WedNaV�cP,NeNba (Sec. 17.5.1.2 & Eq. 17.6.5.1a) ANa (in2) ANao (in2) cNa (in) ca,min (in) %dNa V�P,Na Neo (Ib) 0 0.750Na (lb) 160.93 258.98 8.05 4.00 0.849 1.000 25059 0.65 6446 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 ~.strongtie.com 1+71►Y11+'lU►■ Anchor Designer TM II SO ioV3.re 1.2209.3 Company: I Date: 9/8/2022 Engineer: I Page: 5/5 Project: Address: Phone: E-mail: 11. Results Interaction of Tensile and Shear Forces (Sec 17.81 Design Strength, 0Nn (lb) Ratio Status Tension Factored Load, Nua (Ib) Steel 4500 9833 0.46 Pass Concrete breakout 4600 6132 0.73 Pass (Governs) Adhesive 4500 6446 0.70 Pass SET-XP w/ 6/8"0 F1564 Gr. 36 with hef = 7.000 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-XP 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 17.10.5.2 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 17.10.6.2 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. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongbe.com sLk, -�1►vl�►.z•�c■ Anchor Designer TM Software ot! Version 3.1.2209.3 e 1.Prol[ect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, haf (inch): 7.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes hmin (Inch): 10.75 cac (inch): 11.91 Cmin (Inch): 1.75 Smin (inch): 3.00 Recommended Anchor Anchor Name: SET-XP® - SET-XP w/ 5/8"0 F1554 Gr. 36 Code Report: ICC-ES ESR-2508 it X M N Company: Date: 9/8/2022 Engineer: Page: 1 /5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 24.00 State: Uncracked Compressive strength, fc (psi): 4000 4Wc,v: 1.0 Reinforcement condition: Supplementary reinforcement present Supplemental edge reinforcement: Yes Reinforcement provided at comers: Yes 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 Edo 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. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ® • Anchor Designer TM °. Software e!I [j Version 3.1.2209.3 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.10.5.2 not applicable Ductility section for shear: 17.10.6.2 not applicable Do factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 4500 VU" [lb]: 0 Vuay [lb]: 0 <Figure 1> x 0 lb Company: Date: 9/8/2022 Engineer: Page: 2/5 Project: Address: Phone: E-mail: 4500 lb Z Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com E.70ru1.zW Anchor DesignerT"" Software IB Version 3.1.2209.3 <Figure 2> Company: Date: 9/8/2022 Engineer: Page: 3/5 Project: 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. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925,560.9000 Fax: 925.847.3871 www.strongtie.com Sco- &. S +Ln—';"t j •0 Anchor DesignerT"' Software �j Version 3.1.2209.3 1.Pr lect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, hef (inch): 6.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes hrrn (inch): 9.75 cep (inch): 10.21 Cmin (inch): 1.75 Srmn (inch): 3.00 Recommended Anchor Anchor Name: SET-XP® - SET-XP w/ 5/8" 0 F1554 Gr. 36 Code Report: ICC-ES ESR-2508 IL 11'I4 go X M N Company: Date: 9/8/2022 Engineer: Page: 1 /5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 24.00 State: Uncracked Compressive strength, fc (psi): 4000 4pc,v: 1.0 Reinforcement condition: Supplementary reinforcement present Supplemental edge reinforcement: Yes Reinforcement provided at comers: Yes 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. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com LITT • Anchor Designer TM Software Version 3.1.2209.3 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.10.5.2 not applicable Ductility section for shear: 17.10.6.2 not applicable Qo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 3200 VUU [lb]: 0 VUay [lb]: 0 <Figure 1> Company: Date: 9/8/2022 Engineer: Page: 2/5 Project: Address: Phone: E-mail: 3200 Ib 2 1 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 ~.strongtie.com • Anchor Designer TM Software Version 3.1.2209.3 <Figure 2> Company: Date: 9/8/2022 Engineer: Page: 3/5 Project: 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. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA M88 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com E-7i►�,i�.-�•�►■ Anchor Designer TM Software e �63iVersion 3.1.2209.3 Company: Date: 9/8/2022 Engineer: Page: 4/5 Project: Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu. (lb) Vuaz (lb) Vuey (lb) q(Vuaz)'+(Vuay)= (lb) 1 3200.0 0.0 0.0 0.0 Sum 3200.0 0.0 0.0 0.0 Maximum concrete compression strain (%a): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 3200 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'NX (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.6.11 Nsa (Ib) 0 ON. (lb) 13110 0.75 9833 S. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2) No = kcAa�fchefl s (Eq. 17.6.2.2.1) kc Ae fc (psi) hat (in) Nb (Ib) 24.0 1.00 4000 5.333 18696 0.75f6kb = 0.750 (ANc/ANoo)Wea,NWCNycp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a) ANc (in2) AN. (in2 ce,min (In) V'edN Y'c,N Wcp,N Nb (lb) 0 0.75^b (lb) 160.00 256.00 4.00 0.850 1.00 1.000 18696 0.75 5587 6. Adhesive Strength of Anchor in Tension (Sec. 17.6.51 rkwa = rk,wafslad-termKsataN.seis rk' ..r (psi) fshol-term Ksat akseis A,. (psi) 1060 1.72 1.00 1.00 1823 Nbe = Aar.naidahef(Eq. 17.6.5.2.1) A rind (psi) da (in) hef (in) Ni. (lb) 1.00 1823 0.63 6.000 21479 0.750Ne = 0.750 (ANe/ANao)WedNe'Fop,NeNbe (Sec. 17.5.1.2 & Eq. 17.6.5.1a) AN. (in2) ANao (in2) cNs (in) c.,mir (in) TedNe `Yp,No Nao (Ib) 0 0.750Ne (lb) 160.46 258.98 8.05 4.00 0.849 1.000 21479 0.65 5509 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ® • Anchor Designer TM 'R Software e ! I Version 3.1.2209.3 Company: Date: 9/8/2022 Engineer: Page: 5/5 Project: Address: Phone: E-mail: 11, Results Interaction of Tensile and Shear Forces (Sec. 17.81 Design Strength, oNn (lb) Ratio Status Tension Factored Load, Nua (lb) Steel 3200 9833 0.33 Pass Concrete breakout 3200 5587 0.57 Pass Adhesive 3200 5509 0.58 Pass (Governs) SET-XP w/ 5/8"0 F1554 Gr. 36 with hef = 6.000 inch meets the selected design criteria. 12. warnings - 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-XP 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 17.10.5.2 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 17.10.6.2 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. Simpson Strong -Tie Company Inc- 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com S`f EMwALL ® • Anchor Designer TM ■ Software Version 1.2209.3 �i 1.Prolect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, het (inch): 4.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes hmin (inch): 7.75 cagy (inch): 6.37 Cmin (inch): 1.75 Smn (Inch): 3.00 Recommended Anchor Anchor Name: SET-XP® - SET-XP w/ 5/8"0 F1554 Gr. 36 Code Report: ICC-ES ESR-2508 1L O Company: Date: 9/8/2022 Engineer: Page: 1/5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 24.00 State: Uncracked Compressive strength, f� (psi): 4000 Wc,v: 1.4 Reinforcement condition: Supplementary reinforcement present Supplemental edge reinforcement: Yes Reinforcement provided at corners: Yes 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. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com E-71►v[�.�•�►� Anchor Designer TM I Software Version 3.1,2209.3 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.10.5.2 not applicable Ductility section for shear: 17.10.6.2 not applicable Oo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 0 Vu. [lb]: 2360 Vuay [lb]: 0 <Figure 1> 2360 lb Company: Date: 9/8/2022 Engineer: Page: 2/5 Project: Address: Phone: E-mail: Z 0 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925,847.3871 www.strongtie.com © • Anchor DesignerT"" Software Version 3.1.2209.3 <Figure 2> Company: Date: 9/8/2022 Engineer: Page: 3/5 Project: 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. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com l+7lt�n�.�•�c■ Anchor Designer TM " Software s Version 3.1.2209.3 Company: Date: 9/8/2022 Engineer: Page: 4/5 Project: Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nee (lb) Vuax (lb) VuaY (lb) 4(VU.)z+(Vuay)2 (lb) 1 0.0 2360.0 0.0 2360.0 Sum 0.0 2360.0 0.0 2360.0 Maximum concrete compression strain (%o): 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'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'NY (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. 17.7.11 Vse (lb) OMW 0 ftseis OgmutayseisoVsa (lb) 7865 1.0 0.65 0.68 3476 9. Concrete Breakout Strenath of Anchor in Shear (Sec. 17.7.2) Shear perpendicular to edge in x-direction: V& = minj7(1a/da)024daAa4fcca,15; 9A.4foca,151 (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) le (in) de (in) AS fc (psi) ca, (in) Vpx (lb) 4.00 0.625 1.00 4000 16.00 32470 OVcbx =0 (Avc/Avco)Y'edvY'c,vY'h,vVhx (Sec. 17.5.1.2 & Eq. 17.7.2.1a) Avc (in2) Av. (in2) V'ed,v PC,v `Wh,v V& (lb) 0 OVc& (lb) 192.00 1152.00 0.750 1.400 1.000 32470 0.75 4262 Shear parallel to edge in y-direction: Vbx = minj7(le/de)024daAeqfcca,1s; 9Aa4foce,'51 (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) le (in) da (in) Aa fc (psi) ca, (in) Vhx (lb) 4.00 0.625 1.00 4000 4.00 4059 OVchy =0 (2)(Avc/Avm)W9d,vV-c,vPh,vV& (Sec. 17.5.1.2, 17.7.2.1(c) & Eq. 17.7.2.1a) Avo (in2) Avon (in2) %d,v WC,,V f'h,v Vox (lb) 0 OVcny (lb) 72.00 72.00 1.000 1.400 1.000 4059 0.75 8523 10, Concrete Pryout Strenath of Anchor in Shear (Sec. 17.7.31 0Vcp = 0 min IkcpNa ; kc^N bI = 0 mini kcp(ANe/ANao) %d.NsWcp,NaNba ; kcp(ANc/ANka)'7'edNWc,NY'cp.NNbj (Sec. 17.5.1.2 & Eq. 17.7.3.1a) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com -�Itvl:�.z'�►'� Anchor Designer TM Software Version 3.1.2209.3 Company: I Date: 9/8/2022 Engineer: I Page: 5/5 Project: Address: Phone: E-mail: k�p AN. (in2) ANBo (in2) V ed,Ne `Wcn,Na Nne (lb) Na (lb) 2.0 128.74 258.98 0.849 1.000 14319 6044 ANC (in2) AN. (in2) %d,N WWO,N Y'Cp,N Na (lb) Nb (lb) 0 OVA (lb) 96.00 144.00 0.900 1.000 1.000 12143 7286 0.70 8462 11. Results Interaction of Tensile and Shear Forces (Sec. 17.81 Shear Factored Load, Vua (lb) Design Strength, oW (lb) Ratio Status Steel 2360 3476 0.68 Pass (Governs) T Concrete breakout x+ 2360 4262 0.55 Pass 11 Concrete breakout y+ 2360 8523 0.28 Pass Pryout 2360 8462 0.28 Pass SET-XP w/ 5/8" 0 F1554 Gr. 36 with hef = 4.000 inch meets the selected design criteria. 12. Warnincis 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-XP 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 17.10.5.2 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 17.10.6.2 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. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com O(T OF RAre1C - W I N -�It'�11.z•�e• Anchor DesignerTM SotwaVersion 12209.3 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Inaut Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, hef (inch): 4.000 Code report: ICC-ES ESR-2608 Anchor category: - Anchor ductility: Yes hmin (Inch): 7.75 cep (inch): 6.37 Cmin (inch): 1.75 Smin (Inch): 3.00 Recommended Anchor Anchor Name: SET-XP® - SET-XP w/ 5/8"0 F1554 Gr. 36 Code Report: ICC-ES ESR-2508 Company: I Date: 9/8/2022 Engineer: I Page: 1 /5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 24.00 State: Uncracked Compressive strength, fc (psi): 4000 4Jc,v: 1.4 Reinforcement condition: Supplementary reinforcement present Supplemental edge reinforcement: Yes Reinforcement provided at comers: Yes Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 1501110°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. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com l►71►41:�+7•J►'� Anchor Designer TM Software �p �I Version 3.1.2209.3 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.10.5.2 not applicable Ductility section for shear: 17.10.6.2 not applicable M factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 0 Vuax [lb]: 0 Vuay [lb]: -800 <Figure 1> X 0 lb Company: I Date: 9/8/2022 Engineer: Page: 2/5 Project: Address: Phone: E-mail: 0 lb z Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com WJjJ'1:i*0J0j Anchor Designer TM SO Version <Figure 2> Company: Date: 9/8/2022 Engineer: Page: 3/5 Project: 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. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com E.7o►at�.���►■ Anchor Designer TM _ Software Version 3.1.2209.3 Company: Date: 9/8/2022 Engineer: Page: 4/5 Project: Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N�. (lb) Vuax (lb) Vuey (Ib) q(Vuex)Z+(V eY)2 (lb) 1 0.0 0.0 -800.0 800.0 Sum 0.0 0.0 -800.0 800.0 Maximum concrete compression strain (%o): 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'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'w (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 8. Steel Strength of Anchor in Shear (Sec. 17.7.1) Vs. (lb) 09+ 0 av,seis Og-dav,seisoVse (lb) 7865 1.0 0.65 0.68 3476 9. Concrete Breakout Strenath of Anchor in Shear (Sec. 17.7.21 Shear perpendicular to edge in pdirection: Vby = minj7(/e/de)0.24d.,J.�fcoe1' 5; 9aa4fccee' S1 (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) /e (in) de (in) Ae f � (psi) ce, (in) Vby (Ib) 4.00 0.625 1.00 4000 4.00 4059 OVcby =0 (Avc/Avco)Y yed,vYyc,vYyh,vVby (Sec. 17.5.1.2 & Eq. 17.7.2.1a) Avc (in2) Av. (in2) Y'ed,v Y'c,v Wh,v Vby (Ib) 0 OVcby (lb) 72.00 72.00 1.000 1.400 1.000 4059 0.75 4262 Shear parallel to edge in x-direction: Vby = minj7(/e/de)02gdeiegf cce,' 5; 9.1e11fcce+' 51 (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) /e (in) de (in) Ae fc (psi) cei (in) Vey (Ib) 4.00 0.625 1.00 4000 8.00 11480 OV cbx =0 (2)(Avc/Avco) W.dyv lcyWh,vVby (Sec. 17.5.1.2, 17.7.2.1(c) & Eq. 17.7.2.1 a) Avc (in2) Av. (in2) %d,v Yo,v Y'h,v Vby (lb) 0 OVcbx (lb) 96.00 288.00 1.000 1.400 1.000 11480 0.75 8036 10, Concrete Prvout Strength of Anchor in Shear (Sec. 17.7.3) OVcp = 0 minikcpNe ; kcpNcbj = 0minjkcp(ANe/ANeo)TedNaWmNeNba; kcy(ANc/ANco)Vled,NYyc,NYycp,NNbI (Sec. 17.5.1.2 & Eq. 17.7.3.1a) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 ~.strongtie.com E= Anchor Designer TM r , I SoftwareVersion1.2209.3 Company: Date: 9/8/2022 Engineer: Page: 5/5 Project: Address: Phone: E-mail: k.p AN. (in2) ANao (inz) V'ae,Ns V'C,N.9 Ni. (lb) Na (lb) 2.0 128.37 258.98 0.849 1,000 14319 6027 ANC (in2) AN. (in2) V'ea,N VC,,N V'C,N Nb (lb) Nib (lb) 0 OVcp (Ib) 96.00 144.00 0.900 1.000 1.000 12143 7286 0.70 8438 11, Results Interaction of Tensile and Shear Forces (Sec. 17.81 Shear Factored Load, Vaa (lb) Design Strength, oVo (lb) Ratio Status Steel 800 3476 0.23 Pass (Governs) T Concrete breakout y- 800 4262 0.19 Pass II Concrete breakout x+ 800 8036 0.10 Pass Pryout 800 8438 0.09 Pass SET-XP w/ 5/8" fd F1554 Gr. 36 with hef = 4.000 inch meets the selected design criteria. 12, Warnings - 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-XP 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 17.10.5.2 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 17.10.6.2 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. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 Nww.strongtie.com 12/2� / 9 i- "-66 -DESIGN LCA"Ibs A 4-4- I;z, � IN =7 PS R,LA71 0 rJt, t a 6 O PS F- 2X Z"i"Ok, p c u % �j A RE�Lyazz� I Ni c SLUN,gr) LA 10�j 01 G� c, I C15 1 �4-i Lco N ��Fb iz_c_ JR� M\ L. )\\ja'Z-L( �t&7 rye A�rzcom E" 3ka" Z-Z IM7 (2x 1, C, �, I G) I�ATEKIOP-- WAU- Fg,6MI o c, 1, ;2 F 2�Gel 1(�"Oc- I - . I t I , 0 ts. swa,%� 7H 1 4 Lbf 0 F 20 "LA i — I -,�- - k, f li-7 VALLF--c,, ITE U-bL v PIL An 7L i Ld FLU tT f-sl H ?�j ,gLos- CuL —IL -TC-1 CktUMPW CON 7c � Pipocr 7L C) iAZL -iNj L �Hlk,��M; VALLZ-L-4 Fz, Nm L 4 A _7 BE 4 (1 c L a I I J E. r-7, c d5A Ills HA SF- �IJG N r .25K bL o 2 s. Li Gr—I FV �;, x KC7r a�s Fv 6-. 121fs jt M c) LL- F,,,zst � E-NCF- 2 BY... .... ... .. ...... A_ -I - -----.DATE-. 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I �� I ©I I I I 2ND FLOOR EL 9.0 � O i I I � EL 4.0 i t�-Ft�9f2 EL 4.0 � 1ST, FLOOR EL 0.0 1ST FLOOR EL 0.0 6-4 1/4'�" 4'-6' SHEAR WALL SW-1.3 SHEAR WALL SW-0,5 4 - 12 - 9,5 LA L L 41-6 + 2, + ik - - 1 K - � x K-Fr I Nam 7, Hc�A JL 70 31�- + ro 1-7 Com n CC) "-,I 7o ro PA 12- �)RAC. 1 -L�� �T fzu COKJT�� PIER, GI 7= Tq .35 MO-7 ( 74fi CC Yt�S A LjoLgj.� �7z�S.S �SE ak.11-1 MOQ I u t C 0 2� ( � ) -=-- (o --7 5 6 125Y 3 a 5 -1 M ON, Mu" /.AL,(;o rl-" C�x PL�w6c-)� Lo/ F-0Z COL, a4-L Comqol\; u'L. A� 9 Cl-&-- tC7\ w ra LL (4� 0)(,2!S'i + LOZSX14,r - F 7 7= COL, Les t cN ,c.-= -15c) Cc, iLt > (2, 4! 1 C) C-. ------------- c;7;0 • 18��r r-----------------------'�---------- ,X---------- / 1 1 I 1 1 I ' 1 „ 1, II , Q , 1 - - Lc k6 S 'z-'��4owN Ate. 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Wholesale Distributors Of Building Materials 19809 89th Avenue South • Kent, Washington 98064-5370 1-800-432-7332 FAX: 1-800-329-7332 CAROLYN BERGLUND Commercial Specialist DATE: `� ' JOB:r.1 . .►c,+�. , ... 13. 2_ Ps ✓ �` C�_ IN T C-TraN� .... e G;Z'�E.=.� ALgo At -77 C ANDERSEN® PERMA-SHIELD® WINDOWS & PATIO DOORS FOR COMMERCIAL & INSTITUTIONAL USE