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REVIEWED BLD2022-0772+CALCS+6.1.2022_9.39.55_AM+2903628
RECEIVED Jun 14 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2022-0772 PSE CONSULTING ENGINEERS INC. STRUCO""TURAL ENGIONEERIN''G CALCULATIO.,N PROJECT: Billy Huntley Deck REVIEWED BY CITY OF EDMOND PROJECT LOCATION: 8211 210111 Place Svv Edmonds, WA 98026 PSE PROJECT NUMBER: Custom Decks 222-006 DATE: May 2511, 2022 BY: Nabil Taha, Ph.D., P.E. Arshad Shaik 5-_� f-2o ZZ 250-A Main Street E-Mail: info@struchue1.cam ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: ww%v.stnicturel.com fax (541) 850-6233 AM. PSE C❑NSULsTING ENGINEERS INC. PROJECT #: CUSTOM DECKS 222-006 Table of Contents: Subject: 1- References / Software: 2- Design Criteria: 3- Deck Framing Analysis & Design: 4- Foundation Analysis & Design: 5- Lateral Analysis & Design: Page: 10-99 100-199 1,000 — 1,999 2,000 — 2,999 3,000 — 3,999 250-A Main Street E-Mail: info(�structrirel.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.structurel.com fax (541) 850-6233 10 SE CONSULTING ENGINEERS INC. PROJECT #% CUSTOM DECKS 222-006 References: 1- Literature: a. 2018 Washington State Building Code based on the 2018 International Building Code (IBC) b. Design of Wood Structures, Donald E. Breyer 4th ED. c. Building Code Requirements for Structural Concrete, AC1318-14 2- Software: a. Wood Works Design Office Version 12.0, American Forest & Paper Association b. BC Calc Analysis for Engineered Wood Products, Boise Cascade Wood Products, LLC 250-A Main Street E-Mail: info@struchuel.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.structurel.com fax (541) 850-6233 � ioo PEN PSE CONSULTING ENGINEERS INC. PROJECT #: CUSTOM DECKS 222-006 1- Location: 2- Seismic: 3- Wind: 4- Snow: 5- Soil Bearing Capacity: 6- Gravity Loads: 7- Deflection Criteria: Design Criteria: 8211 2101h Place SW Edmonds, WA 98026 (Lat 47.8090598, Lon-122.3437398) No SDC D Site Class D Sms 1.543 Sm1 0.837 Sos 1.029 Sol 0.558 IE 1.00 R 1.5 Ultimate wind speed Exposure RC 20 psf (ground) 97 mph (3 s. gust) B 11 1500 psf (presumptive value from IBC) DL Deck: 10 psf LL Deck: 60 psf Floor LL Deflection: L/360 "Other criteria assumed as stated in design calculations. 250-A Main Street E-Mail: into gshucturel.com ph. (541) 850-6300 Klamath Palls, OR. 97601 Web: www.structurel.com fax (541) 850-6233 1U1 8TCHazards by Location ASCE 7-16 MRI10-Year ------------------- 67 mph MRI25-Year ------------------- 73 mph MRI50-Year------------------- 78 mph MRI100-Year ------------------ 83 mph Risk Category l ---------------- 92 mph Risk Category ]I --------- _.___ 97 mph Risk Category III _____________ 104 mph Risk CategoryIV ------- 108 mph ASCE 7-10 MRI10-Year _______________ 72 mph MRI25-Year _ -_____ 79 mph MRI50-Year _______________ 85 mph MRI100-Year _______ 91 mph Risk Category l ----------- 100 mph Risk Categoryll---------- 110 mph Risk Category III -IV ____ 115 mph ASCE 7-05 ASCE 7-05 Wind Speed ------- 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply anoroval by the oovernino buildino code bodies responsible for building code aooroval and interpretation for the _T Hazards by Location 1162 Search Information Address: 8211 210th PI SW, Edmonds, WA 98026, USA Coordinates: 47.8089825,-122.3436978 Elevation: 438 ft Timestamp: 2022-05-23T10:54:48.208Z Hazard Type: Seismic Reference ASCE7-16 Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.286 MCER ground motion (period=0.2s) '.. S1 0.453 MCER ground motion (period=1.0s) SMS 1.543 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.029 Numeric seismic design value at 0.2s SA SDl * null Numeric seismic design value at 1.0s SA * See Section 11 A.8 ®Additional Information Name Value Description SDC null Seismic design category Fa 1.2 Site amplification factor at 0.2s F, null Site amplification factor at 1.0s CRS 0.909 Coefficient of risk (0.2s) CR1 0.895 Coefficient of risk (1.0s) PGA 0.548 MCEo peak ground acceleration FPC,A 1.2 Site amplification factor at PGA PGAM 0.658 Site modified peak ground acceleration 1VY Tf 6 Long -period transition period (s) I d 3 SsRT 1.286 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.415 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.337 Factored deterministic acceleration value (0.2s) S1 RT 0.453 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.506 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) St D 0.961 Factored deterministic acceleration value (1.Os) PGAd 0.822 Factored deterministic acceleration value (PGA) See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitudeAongitude location in the report. PF w4 .41d SNWO IIAA PIUU� Address: 8211 210th PI SW Edmonds, Washington 98026 ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Elevation: 438.96 ft (NAVD 88) Risk Category: II Latitude: 47.808976 Soil Class: D - Default (see Longitude:-122.343687 Section 11.4.3) 1VJ "h Snow Results: 2 Ground Snow Load, p9: 20lb/ft Elevation: 439.0 ft Data Source: Date Accessed: Wed May 25 2022 Statutory requirements of the Authority Having Jurisdiction are not included. httos//asce7hazardtool.oMine/ Page 1 of 2 Wed May 25 2022 I . V 1 6 � The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and Wthou twarranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool -to replace the sound judgment of a competent professional, having knowledge and.expedence in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. _ In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool httosWasce7hazardlool.online/ Page 2 of 2 Wed May 25 2022 P5 E CONSULTING ENGINEERS INC. PROJECT #: CUSTOM DECKs 222-006 DECK FRAMING ANALYSIS & DESIGN: Pages 1,000 ® 1,999 250-A Main Street E-Mail: infogstructurel.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.structurel.com fax (541) 850-6233 PSE Consulting Engineers Inc. Project Number CUSTOMS DECK 222-006 Project Name BILLY HUNTLEY DECK - Subject Deck Joists (A-C)(4-61 Spacing 12 " O.C. Dead Load 10 psf Live Load 60� psf USE Deck Joists (C-D)(3-6) .............. Spacing: _12" O.C. Dead Load El10 psf Live Load RWpsf (0 Designed by AR Date 05.24022 Checked by NJ Date ID N: 1 D USE 2x10 HF #2=Ca) 12"-O.G. \UU Q) Work's® SOFflVA 2(E08 {50000ESICY COMPANY PSE Consulting Engineers Julio Martinez, El June 1, 2022 07:25 PROJECT DECK JOIST A-C (4-6) Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type istribution at- Location tftj Magnitude ern Start End Start Er DEAD Dead ull Area No 10. 00(12.011) LIVE Live Tull Area No 60.00(12.011) Self-weiqht Dead ll UDL No 2.9 Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : [EN a t 12'-10..W'10.39" Unfactored: Dead Live 84 392 96 448 Factored: Total 475 544 Bearing: Capacity Joist 1215 2354 Support - 4101 Des ratio Joist 0.39 0.23 Support - 0.13 Load comb #2 #2 Length 2.00 3.50 Min req'd 0.78 0.52 Cb 1.00 1.11 Cb min 1.00 1.72 Cb support - 1.25 Fcp sup I - 1 1 625 DECK JOIST A-C (4-6) Lumber -soft, Hem -Fir, No.2, 2x10 (1-1/2"x9.1/4") Supports: 1 - Hanger; 2 - Timber -soft Beam, D.Fir-L No.2; Floor joist spaced at 12.0" c/c; Total length: 14'; Clear span: 12'-8.25", V-10.25"; Volume = 1.3 cu.ft. Incised; Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Ulu WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN DECK JOIST A-C (4-6) WoodWorksO Sizer 2019 (Update 4) Analysis vs. Allowable Stress and Deflection using NDS 2018: Page 2 Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 44 Fv' = 120 psi fv/Fv' = 0.37 Bending(+) fb = 836 Fb' = 860 psi fb/Fb' = 0.97 Bending(-) fb = 20 Fb' = 419 psi fb/Fb' = 0.05 Deflection: Interior Live 0.30 = L/517 0.64 = L/240 in 0.46 Total 0.39 = L/391 0.86 = L/180 in 0.46 Cantil. Live -0.07 = L/163 0.10 = L/120 in 0.73 Total -0.10 = L/123 0.13 = L/90 in 0.73 Additional Data: FACTORS: F/E(psi) CD CM Ct CL Cr Fv' 150 1.00 1.00 1.00 - - Fb'+ 850 1.00 1.00 1.00 1.000 1.100 Fb'- 850 1.00 1.00 1.00 0.487 1.100 Fcp' 405 - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - Emin' 0.47 million 1.00 1.00 - - CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Bending(-): LC #2 = D + L Deflection: LC 42 = D + L (live) LC #2 = D + L (total) Bearing Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: Cfu Cr Cfrt Ci LC# - - 1.00 0.80 2 - 1.15 1.00 0.80 2 - 1.15 1.00 0.80 2 - - 1.00 1.00 - - - 1.00 0.95 2 - - 1.00 0.95 2 / IBC 2018 1605.3.1 V max = 466, V design = 407 lbs; M(+) = 1490 lbs-ft; M(-) = 36 lbs-ft EIy = 128.61 lb-in�2 "Live" deflection is due to all non -dead loads (live, •rind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(-): Lu = 121-10.38" Le = 201-10.06" RB = 32.1; Lu based on full Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 0W Works" snmvaas rna xncn nrs,w COMPANY PSE Consulting Engineers Julio Martinez, El June 1, 2022 07:25 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: PROJECT DECK JOIST C-D (3-6) Load Type istribution at- Location [ft] I Magnitude uhit ern Start End Start End DEAD Dead 11 Area 10.00(12.0") f LIVE Live 11 Area 60.00(12.0") 1 Self -weight Dead ll UDL - 2.9 f Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) 7'-11.5" Unfactored: Dead Live 51 240 51 240 Factored: Total 291 291 Bearing: Capacity Joist 304 304 Support 586 586 Des ratio Joist 0.96 0.96 Support 0.50 0.50 Load comb #2 #2 Length 0.50* .50* Min req'd 0.50* .50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 *Minimum bearing length setting used: 1/2" for end supports DECK JOIST C-D (3-6) Lumber -soft, Hem -Fir, No.2, 2x10 (1-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 12.0" c/o; Total length: 8; Clear span: 7'-11.0"; Volume = 0.8 cu.ft. Incised; Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. (ou-( Wood Works® Sizer SOFTWARE FOR WOOD DESIGN DECK JOIST C-D (3-6) WoodWorks® Sizer 2019 (Update 4) Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 25 Fv' = 120 psi fv/Fv' = 0.21 Bending(+) fb = 324 Fb' = 860 psi fb/Fb' = 0.38 Live Defl'n 0.04 = < L/999 0.27 = L/360 in 0.17 Total Defl'n 0.06 = < L/999 0.40 = L/240 in 0.15 Additional Data: FACTORS: F/E(pei) CD CM Ct CL CF Fv' 150 1.00 1.00 1.00 - - Fb'+ 850 1.00 1.00 1.00 1.000 1.100 Fcp' 405 - 1.00 1.00. - - E' 1.3 million 1.00 1.00 - - Emin' 0.47 million 1.00 1.00 - - CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: Cfu Cr Cfrt Ci LC# - 1.00 0.80 2 1.15 1.00 0.80 2 - - 1.00 1.00 - - - - 1.00 0.95 2 - 1.00 0.95 2 / IBC 2018 1605.3.1 V max = 290, V design = 232 lbs; M(+) = 577 lbs-ft EIy = 128.61 lb -in A2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Page 2 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 109 d >AlNM - ;'7 TER 1203-03 u 4.6 Fasteners are approved for use in fire -retardant -treated lumber, provided the conditions set forth by the fire - retardant -treated lumber manufacturer are met, including appropriate strength reductions. 4.7 In -plant quality control procedures, under which the LedgerLOKT' fasteners are manufactured, are audited through an inspection process performed by an approved agency. 5 APPLICATIONS 5.1 LedgerLOKT''' Ledger Board Fasteners are designed specifically for attaching the deck ledger to the rim joist of a building in accordance with IBC Section 1604.8.3 and IRC Section R507.9. 5.2 The IRC provides prescriptive fastener spacing for the attachment of a deck ledger to a rim joist with ''/z'-diameter lag screws or through bolts as shown in IRC Table R507.9.1.3(1)8. 5.3 Table 2 provides the Ledgerl_OKT'" fastener spacing required to provide performance at least equivalent to the lag screws found in IRC Table R507.9.1.3(1)1 in accordance with IBC Section 104.11 and Section 1604.8.3, IRC Section R104.11 and Section R507.9, and generally accepted engineering practice. 5.3.1 Table 2 provides LedgerLOKT1'' fastener spacing for items found in IRC Table R507.9.1.30 )a, as well as a wider range of materials commonly used for rim joists. 5.3.1.1 In addition, an alternate loading condition (i.e., deck live load = 60 psf, deck dead load = •10 psf) required by some jurisdictions is shown. 5.4 Where the application exceeds the limitations set forth herein, design shall be permitted in accordance with accepted engineering procedures, experience, and technical judgment. TABLE 2. LEDGERLOKT1'' FASTENER SPACING FOR ITEMS IN IRC TABLE R507.9.1.3(1 )a AND OTHER MATERIALS AND LOADING CONDITIONS Loading 2x - Maximum On center Spacing of LedgerCOKTMledger Board Fasteners (in) Candthon?= Nominal RIm Jotst Ltve Load Led er' Matenala Maximum Deck Joist Spanst.z,ass (h) (psf) Species _ - Up to 6' Up to 8' Up to 10' Up to 12' Up to 14' Up to 16' Up to 18' HF/SPF 2x Nominal Sawn Lumber 20 15 12 10 8 7 6 1° min EWP 25 19 15 12 10 9 8 — — Nominal Sawn Lumber 24 18 14 12 10 9 8 DF/SP 1° min EWP 25 19 15 12 10 9 8 2x Nominal Sawn Lumber 14 11 8 7 6 5 4 HF/SPF — V min EWP 18 13 10 9 7 6 6 DF/SP Nominal Sawn Lumber 17 13 10 8 7 6 5 I'min EWP 18 13 10 9 7 6 6 SI 1 25dinro tpsf 004Z9 kNhn' —_— -:._ = __ -1 eased on bad durahon_oflO Spaa g=may be ad�sted by0teapphcatile bad du abdn,az speafiedmNOS _— — =2 FasteOefsam regmred to havefufl ihreatl penehahonmtu Ote rrem member Excess fasteneriengO, Aendng beyon0_tlu: main memtie��sn rrefleptei[:m tfw: table:atiove =3 Solid saYn nm pests sha"II be HFS1�F O_FL or SP speaes designed tiq o0rers —_ = � — _ `+. =4 Fas{enersyaang is based onteste3ba_As Thedesgnvaluesuse Ole lesserofa3/a deflec0on ora �cldrofsateryegilr7a el�nttoargreat�rOum Ota{ofUtecodecompGanHagsaew_- application as de0nedin:Fgure3� =- — -5 Fasleheis sha06e staggered hpm Ote io the hottom:slong Ote'tengifiofOu:Iedgerwiile mamtamin re�mred eAgeeaM end disly9pe5 shotmite-.guE`—re3 _ '�6 Amawmum/: sWcldfal shea0tmg may 6e installed behveen Ne kdgerand lheband:pu[ -- _ 7 TaU'ev_abes assume l0:psfdead bad'== -- ;.— — �_ _ - a 20151RC Table R507.2 FASTENMASTER® LEDGERLOK"' LEDGER BOARD FASTENERS FOR USE IN DECK LEDGER APPLICATIONS SUBJECT TO RENEWAL 7/1/2022 © 2021 DRJ ENGINEERING, LLC PAGE 5 OF 12 Mo ��- PEE C®nsul4ing Engineers Inc. Project Number CUSTOMS DECK 222 006 Project Name BILLY HUNTLEY DECK Designed by AR Date Subject Checked by N.T Date L: t _ 25, 1 ft Distributed Load (D): Load from Deck Joists (Pg 1001) Dead Load 96 plf Live Load 448� Ibs E ID N: 3 L2 LT ID N: 3 Distributed Load (D): D Load from Deck Joists (Pg 1003) Dead Load - 1 plf Live Load = ::EW Of I L ---- I IUSE 00- Q) Works° SavnvAvr rov x'ono ,ct Loads: COMPANY PSE Consulting Engineers Julio Martinez, El June 1. 2022 07:31 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) PROJECT BEAM A-C (6) Load Type istribution at- Location tft] Magnitude it ern I Start End Start End DEAD Dead 11 UDL - 99.0 f LIVE Live Ell UDL 448.0 1 If £ Self -weight Dead 11 UDL 10.8 Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 9'-3" a 8'-5.16" Unfactored: Dead Live 503 2072 503 2072 Factored: Total 2575 2575 Bearing: Capacity Beam 12251 122S1 Support 20195 2019S Des ratio Beam 0.21 0.21 Support 0.13 0.13 Load comb #2 #2 Length 5.50 5.50 Min req'd 1.16 1.16 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Timber -soft, Hem -Fir, No.1, 6x10 (5-1/2"x9-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 9'-3.0"; Clear span: 8'-4.0"; Volume = 3.4 cu.ft.; Beam or stringer Incised; Lateral support: top = 16 bottom = at supports; (in); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 54 Fv' = 112 psi fv/Fv' = 0.48 Bending(+) fb = 719 Fb' = 840 psi fb/Fb-' = 0.86 Live Defl'n 0.10 = L/964 0.28 = L/360 in 0.37 Total Defl'n 0.14 = L/705 0.42 = L/240 in 0.34 (00 BEAM A-C (6) WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Wood Works® Sizer 2019 (Update 4) Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF FV' 140 1.00 1.00 1.00 - - Fb'+ 1050 1.00 1.00 1.00 1.000 1.000 Fcp' 405 - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: Cfu Cr C£rt Ci LC# - 1.00 0.80 2 1.00 1.00 0.80 2 - - 1.00 1.00 - - - 1.00 0.95 2 / IBC 2018 1605.3.1 V max = 2351, V design = 1883 Its; M(+) = 4955 lbs-ft Ely = 510.84 lb-in'2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Page 2 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 609 J'u'lio"PI' NYPROJECT/� ® SE onsulting Engineers WoodV V o r s artinez, EI June 1, 2022 07:41 BEAM C.(4-6) Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type istribution at- Location [ft] Magnitude ern Start End Start End DEAD Dead 7Ull UDL 53.0 LIVE Live ull UDL 240.0 Self-weiqht Dead Full UDL 6.7 Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 7' a 6'-1.74" t Unfactored: Dead Live 206 840 206 840 Factored: Total 1046 1046 Bearing: Capacity Beam 7796 7796 Support 13320 3320 Des ratio Beam 0.13 0.13 Support 0.08 0.08 Load comb #2 42 Length 5.50 5.50 Min req'd 0.74 0.74 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup I 625 625 BEAM C (4-6) Lumber -soft, Hem -Fir, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 7'; Clear span: 6-1.0"; Volume = 1.6 cu.ft. Incised; Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 32 Fv' = 120 psi fv/Fv' = 0.26 Bending(+) fb = 340 Fb' - 816 psi fb/Fb' = 0.42 Live Defl'n 0.03 = < L/999 0.20 = L/360 in 0.13 Total Defl'n 0.04 = < L/999 0.31 = L/240 in 0.12 BEAM C (4.6) (ow WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 2019 (Update 4) Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Fv' 150 1.00 1.00 1.00 - - Fb'+ 850 1.00 1.00 1.00 1.000 1.200 Fcp' 405 - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - Emin' 0.47 million 1.00 1.00 - - CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: Cfu Cr Cfrt Ci LC# - 1.00 0.80 2 1.00 1.00 0.80 2 - - 1.00 1.00 - - 1.00 0.95 2 - - 1.00 0.95 2 / IBC 2018 1605.3.1 V max = 921, V design = 681 lbs; M(+) = 1415 lbs-ft EIy = 300.09 lb-in�2 "Live" deflection is due to all non -dead loads (live, wind, snow... Total deflection = 1.5 dead + "live" Page 2 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PSE Consulting Engineers Inc. Number - CUSTOMS DECK 222-006 Name - BILLY HUNTLEY DECK - Column @ C (6) Loads from Beam (Pg 1007) Dead Load -510 Ibs- Roof Live Load = 2y072 Ibs Loads from Beam (Pg 1009) Dead Load "20fi - Ibs Roof Live Load 840 Ibs :eral Earthquake load EL= 1.5k/2 = 750.0 Ibs USE Designed by AR ` Date Checked by NJ Date \01 l ID k: 4 (012 COMPANY PROJECT WooWo r k� Jul o Martinez SE EEngineers snmvaar rov cnrn nu,r..v June 1, 2022 07:44 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Post @ (C,6) Load Type Distribution Location [ft] Magnitude it Start End Start End Loadl Dead Axial (Ecc. = 0.9211) 716 lbs Load2 Live Axial (Ecc. = 0.-9211) 2912 lbs Load3 Earthquake Point 4.00 750 lbs Self -weight Dead Axial 25 lbs Reactions (lbs): 4' Q Unfactored: Lateral: Dead 14 -14 Live 56 -56 Earthquakk 750 Axial: Dead 741 741 Live 2912 2912 Factored: R->L -69 Load comb #2 L->R 69 517 Load comb #2 #5 Post @ (C,6) Timber -soft, Hem -Fir, No.2, 6x6 (5-1/2"x5-1/2") Support: Non -wood Total length: 4% Volume = 0.8 cu.ft.; Post or timber Pinned base; Load face = width(b); Incised; Ke x Lb: 1.0 x 4.0 = 4.0 ft; Ke x Ld: 1.0 x 4.0 = 4.0 ft; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 3 Fv' = 112 psi fv/Fv' = 0.03 Bending(+) fb = 120 Fb' = 460 psi fb/Fb' = 0.26 Axial fc = 121 Fc' = 447 psi fc/Fc' = 0.27 Combined (axial + eccentri moment) Eq.15.4-3 = 0.35 Axial Bearing fc = 121 Fc* = 460 psi fc/Fc* = 0.26 Live Defl'n 0.00 = < L/999 0.27 = L/180 in 0.02 . Total Defl'n 0.01 = < L/999 0.27 = L/180 in 0.03 (613 ❑ I WoodWorks@ Sizer SOFTWARE FOR WOOD DESIGN Post @ (C,6) Wood Works® Sizer 2019 (Update 4) Additional Data: FACTORS: F/E(psi) CD CPA Ct CL/CP CF Fv' 140 1.00 1.00 1.00 - - Fb'+ 575 1.00 1.00 1.00 1.000 1.000 Fc' 575 1.00 1.00 1.00 0.971 1.000 E' 1.1 million 1.00 1.00 - - Emin' 0.40 million 1.00 1.00 - - Fc* 575 1.00 1.00 1.00 - 1.000 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC 42 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Axial LC #2 = D + L Combined LC #2 = D + L Fb'= 460 FcE= 3454 Pxe/S=fc(6xe/d)= 120 D=dead L=live E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V = 69 lbs; M(+) = 278 lbs-ft; P = 3653 lbs EIy = 83.88 lb-in'2 "Live" deflection is due to all non -dead loads Total deflection = 1.5 dead + "live" Cfu Cr Cfrt Ci LC# - - 1.00 0.80 2 - 1.00 1.00 0.80 2 - - 1.00 0.80 2 - - 1.00 0.95 2 - - 1.00 0.95 2 - - 1.00 0.80 2 / IBC 2018 1605.3.1 (live, wind, snow...) Page 2 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: may be conservative relative to approved code provisions for "short" columns. 4. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. PSE Consulting Engineers Inc. Project Number `- CUSTOMS DECK 222-006 Project Name BILLY HUNTLEY DECK Designed by AR. Subject Checked by N.T Live load= 2001b or SO plf USE Trex Signature Railingor Equivalent -- Date Date ID A 4 \0Is 7008 Northland Drive Suite 150 Minneapolis, MN 55428 COMMERCIAL (877) 215-RAIL (7245) PRODUCTS 2 Description This calculation covers the Trex Commercial Products Signature Balcony Railing system. The railing is constructed of aluminum posts, top & bottom rails, and pickets. It can be mounted to concrete or wood. Railing height is 42" with maximum center to center post spacing of 50.5". VARIPS Author:JJJ Page: 8 of 77 7008 Northland Drive I w Y' Suite 150 Minneapolis, MN 55428 COMMERCIAL (877) 215-RAIL (7245) PRODUCTS WC PON CA TUX >;.`x 3A1 cx PWXD suss -Ts Ai—W l ,cr:r_r WG UNT', 1W 2.1VT X 2 - i £ X W' 6063 T• E fli 151 SUnini412je 1) IRC POOT ARM c?V8k RAPt. — CcWIZR C%I R"S I .,Hk U. PER BRACKET ON U OR B%mm . f COYf R LUACR RML E'f,T AT GH COVER ESTi< IGII SIM IOVAR HRAWKI Author:JJJ Page: 9 of 77 COMMERCIAL PRODUCTS 3 Design criteria 7008 Northland Drive Suite 150 Minneapolis, MN 55428 (877) 215-RAIL (7245) 3.1 Building codes/standards/project specifications \6q- 1) IBC2015 2) ACI 318-14 3) CCRR-0202 — code compliance report for Trex Signature and Reveal railing which use same components (with exception of infill) as Trex Commercial Products Signature Balcony Rail 4) Intertek/ATI report number C7953.01-119-19, revision 0 dated 7/28/2014 3.2 Design loads 3.2.1 Live loads 50 plf per 1607.8.1 distributed load in any direction applied to top rail, OR 200 Ibf applied at any point at the top of the rail per 1607.8.1.1, OR 50 IV over 1 sf area per 1607.8.1.2 3.2.2 Wind Rail style is considered open. Live load controls. 3.3 Deflections Aluminum, steel, stainless steel: L/60 Deflection per minimum requirements of IBC table 1604.3 where L = 2 Length for cantilevers Author: JJJ Page: 10 of 77 COMMERCIAL PRODUCTS 3.4 Materials Used 7008 Northland Drive t IG Suite 150 1 0 Minneapolis, MN 55428 (877) 215-RAIL (7245) Top rail 6105-T5 35 ksi 38 ksi Bottom rail 6063-T6 25 ksi 30 ksi Rail mounting brackets Zamak 3 cast zinc 32 ksi 41 ksi Posts 6063-T6 25 ksi 8 ksi 30 ksi 17 ksi Base fates 6061-T6 35 ksi 38 ksi Pickets 6063-T52 25 ksi 30 ksi *Welded properties in parentheses 3.5 Material Testing Per IBC 2015 1709.3.1, a safety factor of 2.5 is used when performing material testing. Author: JJJ Page: 11 of 77 7008 Northland Drive {ate{ Suite 150 Minneapolis, MN 55428 COMMERCIAL (877) 215-RAIL (7245) PRODUCTS ton Code Compliance Research Report CCRR-0202 Page 7 of 7 Mond Deck Install Detail iPii:':9ble L:uW y 6•—� � y 1 it• i` a.i.TaKJ S'iSR 4_w y,. Aluminum Back Plate .- —3�. Stainless Steel Shim Plates ec eui Wood Blacking Oetall FIGURE 9 - POST MOUNT INSTALLATION ON WOOD DECK IY 545 E. Algonquin Read • Arlington Heights Illinois • 60005 7 intertek.com/buildlne Intertek cl=v-n et DWan rov Sfi (cnp' °F-M PCAd11 Author: JJJ Page: 36 of 77 [U2d PSE Consulting Engineers Inc. Project Number CUSTOMS DECK 222-006 _ Project Name BILLY.HUNTLEY DECK Designed by AR Date Subject Checked by N.T Date Stringer (C-D) (2-3) Dead Load - 10fj psf Live Load 601 psf USE L 35� L ID #: 107( COMPANY ® PSE Consulting Engineers WoodWQ r Julio Martinez, El May 25, 2022 15:10 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type istributi:on at- Location [ft] ern Start End DEAD Dead _ ll Area LIVE Live Full Area Self -weight Dead Full UDL PROJECT STRINGER C-D (2-4) Magnitude Start End 60.00(12.0") 1.2 Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 4'-11.4" 3'-5.5" Unfactored: Dead Live 28 105 28 105 Factored: Total 133 133 Bearing: F'theta 832 832 Capacity Joist 624 624 Support 586 - Des ratio Joist 0.21 0.21 Support 0.23 - Load comb #2 #2 Length 0.50* .50* Min req'd 0.50* .50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 - Fcp sup 625 - *Minimum bearing length setting used: 1/2" for end supports STRINGER C-D (2-4) Lumber -soft, D.Fir-L, No.2, 2x4 (1-1/2"x3-1/2") Supports: 1 - Timber -soft Beam, D.Fir-L No.2; 2 - Hanger; Floor joist spaced at 12.0" c/c; Total length: 6-2.88"; Clear span(horz): 3'-5.0"; Volume = 0.2 cu.ft.; Pitch: 12/12 Incised; Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. 1627, WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN STRINGER C-D (2-4) Woodworks® Sizer 2019 (Update 4) Analysis vs. Allowable Stress and Deflection using NDS 2018: Page 2 Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 23 Fv' = 144 psi fv/Fv' = 0.16 Bending(+) fb = 445 Fb' = 1242- psi fb/Fb' = 0.36 Live Defl'-n 0.05 = < L/999 0.16 = L/360 in 0.29 Total Defl'n 0.07 = L/885 0.24 = L/240 in - 0.27. FACTORS: F/E(psi) CD CM Ct CL CF Cfu. Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 0.80 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.500 - 1.15 1.00 0.80 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 0.95 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 93, V design = 81 lbs; M(+) = 113 lbs-ft EIy = 8.57 lb-in�2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. _ PSE CONSULTING ENGINEERS INC. PROJECT'#: CUSTOM DECKS 222-006 250-A Main Street E-Mail: info astructurel.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.stmcturel.com fax (541) 850-6233 2C)00 All-sw Project Number CUSTOMS DECK 222-006 -. Project Name BILLY HUNTLEY DECK - Designed by AR Date Subject -. Checked by N.T Date Footing C 16) ID p: 4 Loads from Post From Column (pg 1013) Axial Load 3,657 Ibs USE I Circular Footing Y wide X`V Depth — - n.Wnla Loads from Post From Column (pg 1007) Axial Load = �,582: A Ibs USE - Circular Footing 1 5 wide=X=3 Depth __ '7lb'�1 Project: Concrete Unit Weight Diameter Total Height Depth Soil/Concrete Friction Bearing Capacity @ Bottom Downward Axial Force Uplift Force Use Maximum Down. Friction? Maximum Down. Friction Use Maximum Uplift Friction? Maximum Uplift Friction Bottom Bearing Area (ftA2) Side Contact Area (ftA2) Weight (lb) Downward Side Friction (lb) Uplift Side Friction (lb) Downward Axial Capacity (lb) Uplift Capacity (lb) Circular Footing Bearing and pcf ft ft ft psf psf (net) lb lb type 0 for no, 1 for yes lb (usually use 1/2 footing weight) type 0 for no, 1 for yes lb (usually use 1/4 footing weight) 3.14 pi*(Dia./2)A2 6.28 2*pi*(Dia./2)*Depth 471 '` pi*(Dia./2)A2*Height*Unit Weight 236 Side Area*Friction, or maximum value 118 Side Area*Friction, or maximum value 4948 (Bearing Area*Capacity)+Friction Safe for Bearing 401 (0.6*Weight)+Side Friction Safe for Uplift r ``''�' 1 VQr1. Circular Footing Bear! Project: Concrete Unit Weight 150 - pcf Diameter 15 - ft Total Height 1 ft Depth 1- ft Soil/Concrete Friction 100_ _ psf Bearing Capacity @ Bottom 150.0_ psf (net) Downward Axial Force 2582 lb Uplift Force 2Wa lb Use Maximum Down. Friction? 1 type 0 for no, 1 for yes Maximum Down. Friction 2EA33_ _ lb (usually use 1/2 footing weight) Use Maximum Uplift Friction? E=Ei1 type 0 for no, 1 for yes Maximum Uplift Friction 66 - lb (usually use 1/4 footing weight) Outputs Bottom Bearing Area (ftA2) - 1.77 pi*(Dia./2)A2 Side Contact Area (ftA2) [ 4.71 2*pi*(Dia./2)*Depth Weight (lb) 265 ` pi*(Dia./2)A2*Height*Unit Weight Downward Side Friction (lb) 133 Side Area*Friction, or maximum value Uplift Side Friction (Ib) 66 Side Area*Friction, or maximum value Downward Axial Capacity (lb)l 2783 (Bearing Area *Capacity)+Friction Safe for Bearing Uplift Capacity (lb)l 225 (0.6*Weight)+Side Friction Safe for Uplift PSE CONSULTING ENGINEERS INC. PROJECT #: CUSTOM DECKS 222-006 250-A Main Street E-Niail: info@structurel.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.structurel.com fax (541) 850-6233 JUUU 2018 IBC SEISMIC DESIGN EQUIVALENT LATERAL FORCE PROCEDURE Design Information -DATA -VALUE Site Class D-Default Site conditions, geotech report S�= 1.286 Seismic Design Parameters (Software) Sr= 0.453 Seismic Design Parameters (Software) Sus= 1.543 Seismic Design Parameters (Calculated) Suu= 0.837 Seismic Design Parameters(Calculated) IE 1.0 ASCE 7-16 Table 1.5-2 RSY Cat 2 ASCE 7-16 Table 1.5-1 R 1.5 ASCE 7-16 Table 12.2-1 h„ 4 Heightper ASCE 7-16 Ct 0.02 ASCE 7-16 Table 12.8-2 TL 6 Long -period Transition period (Software) 1) Design spectral response acceleration Sys: 5 % Damped spectral response acceleration at short periods Sm: 5 % Damped spectral response acceleration at 1 second period Sos=2/3(S,.a) SDs= 213 X 1.5432 Sos= 1.029 SDI=2/3(Sm1) Sot= 2/3 X 0.836691 Sm= 0.558 2) Seismic design category From Table 11.6-1 ASCE 7-16 D Governing Design D From Table 11.6-2 ASCE 7-16 D Category 3) Determine design base shear (V) A. ASCE 7-16, 11.4.8 Exception JOB NUMBER DESIGNER Custom Decks 222-006 M1 Sys: Max considered spectral response acceleration for short periods Syr: Max considered spectral response acceleration for 1-second period le: Seismic importance factor R: Response modification factor [ ASCE 7-16 Eq. 11.4-3 ] [ ASCE 7-16 Eq. 11.4-4 ] Ts= 0.5421792 T = T, = C, ( h„` ) [ ASCE 7-16, 12.8.2.1, Eq. 12.8-7] T,: Approximate Fundamental Period .75 T= 0.020 X4 T= 0.057 For Site Class DID -Default: T is < 1.5 Ts For site class D/-default Cs shall be calculated per Eq. 12.8-2 Equivalent Force Procedure C, : Seismic Response Coefficient [ASCE7-16, 12.8.1] V=C,xW W: Total dead load and other applicable loads B. [ ASCE 7-16, 12.8.1.1, Eq. 12.8.2 ] Cs = Sea Cs = 1.029 1.0 R/T 1.5 C. Nor greater than Cs = Sal ( ASCE 7-16, 12.8.1A, Eq. 12.8-3] OR T(R/T) 0.558 X 1 Cs _ 0.057 X 1.5 Cs= 6.574 D. Nor less than [ASCE 7-16, 12.8.1.1, Eq. 12.8-5] Cs = 0.044 (See) ( I ) Ca = 0.044 X 1.029 X1 Governing C. = MKI Cs= 0.686 Cs = Sor'Tr [ ASCE 7-16, 12.8A,1, Eq. 12.8-4] T'I R/1) Cs = 0.558 X 6 X1 0.003 X 1.5 Cs= 697.243 DE= 0.0453 V= Cs x W V = 0.686 X W Refer to sheet tro for Wand Calculated V 1 OF3 IBC SEISMIC DESIGN VERTICLE FORCE DISTRIBUTION EQUIVALENT LATERAL FORCE PROCEDURE JOB NUMBER Custom Decks 222-006 DESIGNER AR 1. Determine dead load at each level of building. Structural portion OL (PSF) Area (SF) Length (FT) Height (FT) Total Weight (LB) a Roof Diaphram elevation from the base level in ft 4 Roof 10 308 NA NA 3080 Misc. 0 0 0 0 0 Misc. LBS) 0 NA NA NA 0 c) Sth floor Diaphram elevation from the base level in ft 0 Ext. Walls 15 NA 0 0 0 Int. Walls 10 NA 0 0 0 Floor 15 0 NA NA 0 Misc. 0 0 0 0 0 Misc. (LBS) 0 NA NA I NA 0 d 4th floor IDIalphrarn elevation from the base level in ft 0 Walls 15 NA 0 0 0 Intl Walls 10 NA 0 0 0 Floor 1 15 0 NA NA 0 Misc. 0 0 0 0 0 rExt. Misc. (LBS) 0 NA NA NA 0 3rdfl.r Diaphram elevation from the base level in ft 0 _-- Ext. Walls 15 NA 0 0 0 Int. Walls 10 NA 0 0 0 Floor 15 0 NA NA 0 Misc. 0 0 0 0 0 Misc. (LBS) 0 NA NA NA 0 f) 2nd floor Diaphram elevation from the base level in ft 0 Ext. Walls 0 NA 0 0 0 Int. Walls 0 NA 0 0 0 Floor 0 0 NA NA 0 Misc. 0 0 0 0 0 Misc. (LBS) 0 NA NA NA 0 g 1st floor Exl. Walls 15 NA 0 0 0 Int. Walls 10 NA 0 0 0 Misc. 0 0 0 0 0 TOTAL DEAD LOAD (LB) = 3080 2) Determine verticle force distribution at each level ASCE 7-16 12.8.3 F,= C,, x V ASCE 7-16 Eq. 12.8-11 w, x h,k ASCE 7-16 Eq. 12.8-12 Fi wrh rk F,: Lateral seismic force at any level V: Seismic base shear (Kips) w, & w; : The portion of the total gravity load of the structure (W) located or assigned to level i or x h,& h,: The height (ft) from the base to level i or x diaphram. k : An exponent related to the structures period IT) as follows; T<0.5 sec k=l T>2.5 see k=2 0.5< T< 2.5 Interpolate behveen 1&2 Refer to sheet one for V (lips) T= 0.056fi V = 0.686 X W V = 0.686 X 3080 V=l 2.112 k= 1 Level (floor) Wall Height (it) Diaphram Height (Ft) W,(kips) W,'h,` C, F,(kips) Allowable F. (kips) Roof 0 4 3.080 12 L000 2.11 1.51 5 0 0 0.000 0 0.000 0 0.00 4 0 0 0.000 0 0.000 0 0.00 3 0 0 0.000 0 1 0.000 0 0.00 2 0 0 0.000 0 0.000 0.00 0.00 3.080 12 1.000 2.11 1.5 Note: The Total Shear shown in the right hand column is an 'allowable' load. 20F3 JuueL MecaWind v2376 Software Developer: Meca rncernrises Ire., www.meca.biz, Copyright j 2020 Calculations Prepared by: Date: May 23, 2022 Basic Wind Parameters Wind Load Standard = ASCE 7-16 Exposure Category = B Wind Design Speed = 97.0 mph Risk Category = II Structure Type = Other Other Structure Type = Canopy General Wind Settings Inc1_LF = Include ASD Load Factor of 0.6 in Pressures = False DynType = Dynamic Type of Structure = Flexible NF = Natural Frequency of Structure (Mode 1) = 1.000 Ha Bs = Structural Damping (Used for Flexible Only) = 0.0100 Zg = Altitude (Ground Elevation) above Sea Level = 0.000 ft Bdist = Base Elevation of Structure = 0.000 It Reacs = Show the Base Reactions in the output = False !d[9FRSType = MWFRS Method Selected = Ch 27 Pt 1 Topographic Factor per Fig 26.8-1 Tops = Topographic Feature = None Kat = Topographic Factor = 1.000 Building Inputs h : Mean Building Roof Height- 15.000 it he: Mean Eave Height = 10.000 It he: [dean Canopy Height = 3.000 ft Exposure Constants per Table 26.11-1 Alpha: Table 26.11-1 Const = 7.000 Zg: Table 26.11-1 Const = 1200.000 It At: Table 26.11-1 Const = 0.143 Bt: Table 26.11-1 Const = 0.840 Am: Table 26.11-1 Const = 0.250 Bm: Table 26.11-1 Const = 0.450 C: Table 26.11-1 Const = 0.300 Eps: Table 26.11-1 Const = 0.333 Components and Cladding (CSC) Calculations per Ch 30 Part 7: Ed = Wind Directionality Factor per Table 26.6-1 = 0.85 h = Mean Roof Height above grade = 15.000 it Kh = 15 ft [4.572 ml< Z <Zg-->(2.01*(Z/zg)^(2/Alpha) (Table 26.10-1)= 0.575 Zg = Elevation above Sea Level = 0.000 it Ke = Ground Elevation Factor: Ke = e^-(0.0000362*Zg) (Table 26.9-11 = 1.000 LF = Load Factor based upon STRENGTH Design = 1.00 qh = (0.00256 * Kh * Kzt > Kd * Ke * V^2) - LF = 11.77 psf Wind Pressures for C&C on a Canopy per Ch 30 Part 7 and Sec 30.11