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REVIEWED BLD2023-1036+Structural_Analysis_or_Calculations+8.16.2023_11.37.21_AM+3729161DEI DIBBLE ENGINEERS INC RECEIVED Aug 17 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ............ ,.................................. REVIEWED BY CITY OF EDMONDS S BUILDING DEPARTMENTS STRUCTURAL CALCULATIONS EDGEWOOD CONDOMINIUM SOUTH WALL REPAIR 1110 5th Avenue South Edmonds, Washington Prepared for Soltner Group Architects Project # 23-249 August 7, 2023 DEI DIBBLE ENGINEERS INC STRUCTURAL CALCULATIONS TABLE OF CONTENTS Edqewood Condominium South Wall Repair, DEI Job #23-249 Provide temporary shoring and repair requirements for damaged wood wall framing. Design Criteria and Loads Gravity o Temporary Shoring Lateral o Shearwalls DEI DIBBLE ENGINEERS INC DESIGN CRITERIA AND LOADS Edgewood Condominium South Wall Repair, DEI Job #23-249 1110 5th Ave S D st n Edmonds Lak College Cas Pe,s St r - THE BOWL EDMONDS City OfolfCouod�� eOF Municipal Golf Course DP _. r ii 1 i Edmonds St Mains F ., SEATTLE HEIGHTS OSauna Hut Edmonds =" Edmonds-Woodwa 0 Swickard Toyot y High School ztzm s<sw � U � n sawd0o w n / rJs n k ay Swedish / .©Edmonds Campus PINE PARK WinCo Foods NEIGHBORHOOD ` e 220th st sw 220 St SW 220th l D n ' � D m \ 99 Ranch Mark9f, Esperance Mountlake WESTGATE 228th St SW �3� �- ` 228th st'sw Recreation I end Ono Authentic - Hawaiian Poke% �¢ s // - Ballinget Park Mt 1 SHERWOOD 4 FOREST I WhirlyBall Mo I Safeway® Nile Shrine Golf Course . Tra \\ ® II 238th St SW / / FIRDALEVILLAGE �/�/. D RegalCinebarre Scotts Bari& Gnll Mountlake 9 I = Vn inLnhnr.. , Nf-205tF4St_�.—_' Map data ©2023 Google 2000 ft L_ i o le Maps 1110 5th Ave S BOWL MONDS tA m _ g OSauna Hut Edmonds s;. s marina Edmonds Beach Park CityPark C7 • PINE PARK NEIGHBORHOOD 220m s sw Woodway F Esperance WESTGATE 22eU, scsw �� N-�!/y■,� Ono AU thertic A"�.-�=,� -'� Hawaiian Poke SHER'VdDCD FOREST Go g le — -- Safeway I 6A 238fM1 St 5Y Map data ©2023 Google 2000 ft Measure distance Total distance: 3,654.99 ft (1.11 km) A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 0 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why, ATCHazards by Location Search Information Address: 1110 5th Ave S, Edmonds, WA 98020, USA Coordinates: 47.8012592,-122.3779512 Elevation: 158 ft Ti mestam p: 2023-08-01 Tl 8:19:14.177Z Hazard Type: Wind Port7Angeles W '1 ,0, Mt. aSequim Marysville Baker-Snoqualmie yyni,rno„—erett National Forest ,01 1 158 ft o v Olympic , c Ed nds itional Park z Seattle °Redmond o Bremerton Renton G0 g1,ec _ ` �Ma data ©2023 Goo le Report a ma error _ r SAaTAn. n _ P g P P ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year----------------------------------- 67 mph MRI 10-Year------------------------------ 72 mph ASCE 7-05 Wind Speed ----------------------- 85 mph MRI25-Year ----------------------------------- 73 mph MRI25-Year _______________ 79 mph MRI 50-Year----------------------------------- 78 mph MRI 50-Year------------------------------ 85 mph MRI 100-Year---------------------------------- 83 mph MRI 100-Year ----------------------------- 91 mph Risk Category l ________________ 92 mph Risk Category l ____________ 100 mph Risk Categoryll ------------------------------- 97 mph Risk Categoryll ------------------------- 110 mph Risk Category III ------------------------ 104 mph Risk Category III -IV --------------------- 115 mph Risk Category IV 108 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. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. 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 approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 9 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why, ATCHazards by Location Search Information ngeles W'1 Mt. ,a, aSequim Marysville Baker-Snoqualmie Address: 1110 5th Ave S, Edmonds, WA 98020, USA Whi the •,erett National Forest 1 158 ft o Coordinates: 47.8012592,-122.3779512 ,01 Elevation: 158 ft Olym'p' lC �� � Ed nds itional Park Ti mestam p: 2023-08-01 T18:20:05.253Z Seattle o Re d m o n d Hazard Type: Seismic O Reference Document: ASCE7-16 Bremerton Renton _ Go', IIITAP. .,_..__9I,ec IlMap data ©2023 Google Report amap error Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 1.282 MCER ground motion (period=0.2s) S1 0.45 MCER ground motion (period=l.os) SMS 1.538 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.025 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SEC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.911 Coefficient of risk (0.2s) CR1 0.896 Coefficient of risk (1.0s) PGA 0.544 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGA, 0.653 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.282 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.406 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.029 Factored deterministic acceleration value (0.2s) S1 RT 0.45 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.503 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.812 Factored deterministic acceleration value (1.0s) PGAd 0.716 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. Dibble Engineers Inc 1029 Market Street, Suite 200 Kirkland, WA 98033 (425) 828-4200 Code Search Code: International Building Code 2015 Occupancy: Occupancy Group = R Residential Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 1.0 hr Floor = 1.0 hr Building Geometry: Roof angle (0) 0.25 / 12 1.2 deg Building length 128.0 ft Least width 66.0 ft Mean Roof Ht (h) 36.0 ft Parapet ht above grd 36.0 ft Minimum parapet ht 0.0 ft JOB TITLE Edaewood Condominium JOB NO. 2:i-24y CALCULATED BY MKW CHECKED BY Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 0 psf Partitions N/A Lobbies & first floor corridors 100 psf Corridors above first floor 80 psf Balconies (exterior) - same as occupy 0 psf SHEET NO. DATE 8/1/23 DATE www.struware.com Dibble Engineers Inc 1029 Market Street, Suite 200 Kirkland, WA 98033 (425) 828-4200 JOB TITLE Edgewood Condominium JOB No. 23-249 CALCULATED BY MKW CHECKED BY Roof Design Loads SHEET NO. DATE 8/1/23 DATE Items Description Multiple I psf (max) I psf (min) Roofing Asphalt Shingles w/roll roofing 3.0 2.0 Decking 1/2" plywood/OSB 1.8 1.5 Framing Wood Trusses @ 24" 3.0 2.5 Insulation Rigid insulation, per 1" x 3.0 4.5 2.1 Ceiling 5/8" gypsum 2.8 2.5 Mech & Elec Mech. & Elec. 2.0 0.0 Misc. Misc. 0.5 0.0 0.0 0.0 Actual Dead Load 0 17.6 0 10.6 Use this DL instead 20.0 • 9.0 Live Load 20.0 0.0 Snow Load 25.0 0.0 Ultimate Wind (zone 2 - 100sf) 16.0 -19.3 ASD Loading D + S 45.0 - D + 0.75(0.6*W + S) 46.0 - 0.6*D + 0.6*W - -6.2 LRFD Loading 1.2D + 1.6 S + 0.5W 72.0 - 1.2D + 1.OW + 0.5S 52.5 - 0.9D + 1.OW - 1 -11.2 Roof Live Load Reduction Roof angle 0.25 / 12 1.2 deg 0 to 200 sf: 20.0 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12.0 psf 300 sf 18.0 psf 400 sf 16.0 psf 500 sf 14.0 psf User Input: 450 sf 15.0 psf Dibble Engineers Inc 1029 Market Street, Suite 200 Kirkland, WA 98033 (425)828-4200 JOB TITLE JOB No. 23-249 CALCULATED BY MKW CHECKED BY Condominium Floor Design Loads SHEET NO. DATE 8/1/23 DATE Items Description Multiple psf (max) psf (min) Flooring Carpet & pad 1.0 1.0 Topping Concrete lightwt per 1" x 1.3 12.5 10.6 Decking 3/4" plywood/OSB 2.7 2.3 Framing Wood 2x @24" x 1.3 3.3 2.0 Ceiling 5/8" gypsum 2.8 2.5 None 0.0 0.0 None 0.0 0.0 Mech & Elec Mech. & Elec. 2.0 0.0 Misc. Misc. 0.5 0.0 Actual Dead Load 24.8 18.4 Use this DL instead 25.0 ® 18.0 0.0 0.0 Partitions Live Load 0.0 0.0 Total Live Load 0.0 0.0 25.0 18.0 Total Load FLOOR LIVE LOAD REDUCTION (not including partitions) NOTE: Not allowed for assembly occupancy or LL>100psf or passenger car garages, except may reduce members supporting 2 or more floors & non -assembly 20%. L=Lo(0.25+15NKLLAT) Unreduced design live load: Lo = 0 psf Floor member & 1 floor cols KLL = 2 Tributary Area AT = 300 sf Reduced live load: L = 0.0 psf Columns (2 or more floors) KLL = 4 Tributary Area AT = 500 sf Reduced live load: L = 0.0 psf IBC alternate procedure Smallest of: R= .08%(SF - 150) R= 23.1(1+D/L) = #DIV/0! R= 40% member supports 1 floor R= 60% member supports >_2 floors R = #DIV/0! Reduced live load: L = #DIV/0! R = #DIV/0! Reduced live load: L = #DIV/0! It DO DIBBLE ENGINEERS INC GRAVITY Edgewood Condominium South Wall Repair, DEI Job #23-249 PROJECT NAME w ��� ��� SHEET# rt D E' PROJECT# � n rfQ DATE DIBBLE ENGINEERS INC sueJEcr pG ] / BY r� t w1lLl� EOO T -H 'L EVA ) a ►) VJ IF-S —t F�Q ,-Zp a -P- 6 P A Vey Y Loc"?5s V� w-t,L- 30 )-6p ODP �0 C bL P EAs��� (vA-LL- �/8 �f 1, PROJECT NAME o , W a0 n SHEET # D E I PROJECT # 3 _a cep DATE �! 1� DIBBLE ENGINEERS INC 8 l I � /,-z -�; SUBJECT BY ' " L Y , I ©R-� ►j ! ��� qxs / -4PL`ter (�Os 3l�`��U�' Use �, 0 3-o „�c sog Project: Edgewood HOA Sheet No. D E I DIB3L= ENC:It` RS 11%- Project #: 23-249 Date: 08/03/23 Subject: Posts By: MKW ALLOWABLE COMPRESSION LOADS (LBS) FOR DOUG FIR STUDS/POSTS CD = 0.90 Dead Height 8ft 9ft loft lift 12ft 13ft 14ft 15ft 16ft SIZE Plate Cap. 2x4 3281 2935 2339 1934 1621 1376 1181 1024 2-2x4 6563 5871 4679 3868 3241 2751 2362 2048 3-2x4 9844 8806 7018 5801 4862 4127 3543 3072 N U_ 4-2x4 13125 11741 9357 7735 6483 5502 4724 4096 — 44 7656 6849 5458 4512 3782 3210 2755 2389 46 12031 10682 8534 7064 5925 5032 4322 3749 0 48 15859 13963 11185 9272 7785 6616 5685 4933 2x4 3281 2952 2349 1940 1624 1378 1183 1025 2-2x4 6563 5905 4697 3879 3249 2756 2365 2051 ,t 3-2x4 9844 8857 7046 5819 4873 4134 3548 3076 0 4-2x4 13125 11810 9394 7758 6498 5512 4731 4101 44 7656 6889 5480 4526 3790 3216 2760 2392 46 12031 10749 8570 7086 5939 5042 4328 3754 2x6 5156 8187 7207 6333 5532 4831 4231 3723 3293 2929 2-2x6 10313 16375 14415 12665 11064 9662 8463 7446 6587 5858 3-2x6 15469 24562 21622 18998 16596 14493 12694 11169 9880 8788 0 4-2x6 20625 32750 28829 25330 22128 19324 16925 14893 13174 11717 46 12031 19104 16817 14776 12908 11272 9873 8687 7685 6835 0 6x6 18906 16547 15574 14539 13400 12222 11070 9990 9006 8125 2x6 5156 8361 7321 6408 5581 4864 4254 3739 3305 2938 2-2x6 10313 16722 14643 12816 11163 9728 8508 7479 6610 5876 N 3-2x6 15469 25083 21964 19223 16744 14592 12762 11218 9916 8814 0 4-2x6 20625 33444 29285 25631 22326 19457 17017 14957 13221 11752 46 12031 19509 17083 14952 13023 11350 9926 8725 7712 6855 6x6 18906 20085 18179 16336 14526 12854 11366 10070 8954 7994 FI* = FI1I x CD X CF FI1I = Design Compression Stress CD = Duration Factor CF = Size Factor FIE = 0.822 x Emin/(le/d)2 Emin = Modulus of Elasticity le = Height of unsupported column d = Depth of column in unsupported direction F = FI* x Cp C, = Column Stability factor per NDS Eq. 3.7-1 c = 0.8 for sawn lumber P,11Iw=Fc x b x d DF #2 DF #1 Fail = 1,350 psi FcII = 1,400 psi FIII = 700 psi (6x6) FcII = 1,000 psi (6x6) Emin = 580 ksi Emin = 580 ksi Emin = 470 ksi (6x6) CF = 1.15 (2x4, 44) CF = 1.15 (2x4, 44) CF = 1.1 (2x6, 46) CF = 1.1 (2x6, 46) CF = 1.0 (6x6) CF = 1.0 (6x6) Notes: 1. Design based on 2015 NDS, ASD. 2. Studs/posts assumed to be braced in the direction of the wall. 3. No reduction in strength for built-up columns since wall braces studs/posts "weak" direction. 4. le/d is limited to 50. 5. DF-Larch (North) or DF-Larch whichever is less. Building weight Roof = 20psf x 12965 ft^2 = 259.3 k Fourth floor = 25psf x 10867 = 271.68 k Third & second floors = 25psf x 12965 = 323.9k each Interior walls = 8psf x 988ft x 8 ft x 4 stories = 252.9k Average per story = 63.2k Exterior walls = 18psf x 101ft x 8ft x 4 stories = 58.2k Average per story = 14.6k PROJECT Edgewood HOA SHEET No. D E I PROJECT N 23-249 DATE 8/7/2023 DIBBLE ENGINEERS INC SUBJECT ISEISMIC BASE SHEAR BY 1MKW SEISMIC BASE SHEAR CALCULATION References: 2018 IBC (Ch16), ASCE 7-16 (Ch.11,12,& 22), Method ASD Lateral System A. BEARING WALL SYSTEM [Tab. 12.2-1115. Light -framed (wood) walls sheathed with wood structural panels rated for shear resistance Risk Category II [IBC Tab. 1604.5] Design Category D [IBC Sec.1613.2.5;Tab 1613.2. Site Class D Default [ASCE Ch.20] Building Height Limit (ft) 65 [Tab. 12.2-1] **Using Metric? Check Table 12.8-2 "ATC Hazards (Default Ss* 1.28 [ASCE Tab. 12.8-2] Ct** 0.02 Cs Limits [ASCE 7-16] Site Class if no Geotech) S1* 0.45 [ASCE Tab. 12.8-2] x** 0.75 SIDS / (R/I)= 0.158 [Egn.12.8-2] [IBC Tab 1613.2.3(1)] Fa 1.2 [ASCE 12.8.2.1] Inn 36 SD1 / [T*(R/1)] =MAx 0.290 [Egn.12.8-3] [IBC Tab. 1613.2.3(2)] Fv 1.85 [ASCE Egn.12.8-7] Ta 0.294 (SDVTL) /[T12 *(R/1)] =MAx 5.93 [Egn.12.8-4] [IBC Eqn. 16-36] SMs 1.536 [ASCE Tab.12.8-1] Cu 1.4 0.044*SDs*I > 0.01 =MIN 0.045 [Egn.12.8-5] [IBC Eqn. 16-37] SM1 0.8325 [ASCE 12.8.2] TMODAL (0.5*S1) / (R/1) =MIN 0.035 [Egn.12.8-6] [IBC Eqn. 16-38] SIDS 1.024 [ASCE 12.8.21 T 0.294 Absolute Cs MIN 0.035 [IBC Eqn. 16-39] SD1 0.555 [ASCE Fig. 22-14 to 17] TI_ 6 Absolute Cs MAX 5.93 [ASCE Tab. 1.5-21 1 1 [ASCE Tab. 12.2-1] R 6.5 [ASCE Tab. 12.2-1] 00 3 Cs (Design) = 0.158 [ASCE Tab. 12.2-1] Cd 4 W = 1489.98 K [ASCE Sec.12.3.4] p 1 V = 164.31 K ASD Vertical Distribution of Forces ASCE 7-16, Sec. 12.8.3 Expontent related to structural period k = 1.0 [Sec. 12.8.3] [Eqn. 12.8-12] [Eqn. 12.8-11] [Eqn. 12.8-13] Level Weight, wx Height, hx wxhxk CvX Fx = Cs*Cvx *Eu Vx (Design) Roof 337.1 K 36 ft 12136 k-ft 0.374 61.51 K 61.51 K 4th 349.5 K 27 ft 9436 k-ft 0.291 47.83 K 109.34 K 3rd 401.7 K 18 ft 7230.6 k-ft 0.223 36.65 K 145.99 K 2nd 401.7 K 9 ft 3615.3 k-ft 0.112 18.32 K 164.31 K - 0.0 K 0 ft 0.0 k-ft 0.000 0.00 K 0.00 K 1 1489.98 K 32417 k-ft 1.000 164.31 K Diaphragm Design Forces ASCE 7-16 12.10.1.1 Precast Concrete Diaphragm? no See ASCE12.1 [Eqn. 12.10-1] Egn.12.10-3 [Egn.12.10-2] 12.10.1.', Level wx Fx Fpx Fpx, max Fpx,min. Fpx, (Design) Roof 337.1 K 61.51 K 61.51 K 96.65 K 48.33 K 61.51 K 4th 349.5 K 47.83 K 55.65 K 100.20 K 50.10 K 55.65 K 3rd 401.7 K 36.65 K 53.89 K 115.18 K 57.59 K 57.59 K 2nd 401.7 K 18.32 K 44.30 K 115.18 K 57.59 K 57.59 K - 0.0K 0.00K 0.00K 0.00K 0.00K 0.00K 1 1489.98 K 164.31 K 215.35 K 427.21 K 213.60 K 232.34 K DEI DIBBLE ENGINEERS INC LATERAL Edgewood Condominium South Wall Repair, DEI Job #23-249 Dibble Engineers Inc 1029 Market Street, Suite 200 Kirkland, WA 98033 (425) 828-4200 Wind Loads: ASCE 7- 10 Ultimate Wind Speed 97 mph Nominal Wind Speed 75.1 mph Risk Category II Exposure Category B Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.738 Kh case 2 0.738 Type of roof Gable Topographic Factor (Kzt) Topography Flat Hill Height (H) 80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft From top of crest: x = 50.0 ft Bldg up/down wind? downwind H/Lh= 0.50 K, = 0.000 x/Lh = 0.31 K2 = 0.792 z/Lh = 0.23 K3 = 1.000 At Mean Roof Ht: Kzt = (1+KjK2K3)12 = 1.00 Gust Effect Factor h = 36.0 ft B = 66.0 ft /z (0.6h) = 30.0 ft Rigid Structure e = 0.33 f = 320 ft Zmin = 30 ft c = 0.30 9Q, 9v = 3.4 LZ = 310.0 ft Q = 0.87 IZ = 0.30 G = 0.85 JOB TITLE Edgewood Condominium JOB NO. 23-249 SHEET NO. CALCULATED BY MKW DATE 8/1/23 CHECKED BY DATE V(z) z - Speed-up V(Z) x(upwind) x(downwind) H/2 H 2D RIDGE or 3D AXISYMMETRICAL HILL Flexible structure if natural frequency < 1 Hz (T > 1 second). If building h/B>4 then may be flexible and should be investigated. h/B = 0.55 Rigid structure (low rise bldg) G = 0.85 Using rigid structure default Flexible or Dvnamicallv Sensitive Structure 34 icy (n1) = 0.0 Hz Damping ratio ((3) = 0 /b = 0.45 /a = 0.25 Vz = 62.5 N 1 = 0.00 Kn = 0.000 Rh = 28.282 n = 0.000 RB = 28.282 n = 0.000 RL = 28.282 n = 0.000 gR = 0.000 R = 0.000 Gf = 0.000 h = 36.0 ft Dibble Engineers Inc 1029 Market Street, Suite 200 Kirkland, WA 98033 (425) 828-4200 JOB TITLE Edgewood Condominium JOB NO. 23-249 SHEET NO. CALCULATED BY MKW DATE 8/1/23 CHECKED BY DATE Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80% open. Ao >_ 0.8Ag Test for Partially Enclosed Building: Predominately open on one side only Input Test Ao 500.0 sf Ao >_ 1.1Aoi NO Ag 600.0 sf Ao > 4' or 0.01Ag YES Aoi 1000.0 sf Aoi / Agi < 0.20 YES Building is NOT Agi 10000.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao >_ 1.1 Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi < 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings (Ri) If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf Ri = 1.00 Altitude adjustment to constant 0.00256 (caution - see code) : Grd level above sea level = 0.0 ft Average Air Density = 0.0765 Ibm/ft3 Constant = 0.00256 Adj Constant = 0.00256 Dibble Engineers Inc 1029 Market Street, Suite 200 Kirkland, WA 98033 (425) 828-4200 Wind Loads - MWFRS all h (Except for Open Buildinas JOB TITLE Edgewood Condominium JOB NO. 23-249 SHEET NO. CALCULATED BY MKW DATE 8/1/23 CHECKED BY DATE Kh (case 2) = 0.74 h = 36.0 ft GCpi = +/-0.18 Base pressure (qh) = 15.1 psf ridge ht = 36.7 ft G = 0.85 Roof Angle (0) = 1.2 deg Bldg length = 128.0 ft qi = qh Roof tributary area - (h/2)*L: 2304 sf width = 66.0 ft (h/2)*w: 1188 sf Ultimate Wind Surface Pressures (nsf) Surface Wind Normal to Ridge B/L = 0.52 h/L = 0.55 Wind Parallel to Ridge L/B = 1.94 h/L = 0.28 Cp ghGCP w/+q;GCP; w/-ghGCpi Dist.* Cp ghGCP w/ +q;GCP; w/ -ghGCP; Windward Wall (WW) 0.80 10.3 see table below 0.80 10.3 see table below Leeward Wall (LW) -0.50 -6.4 -9.1 -3.7 -0.31 -4.0 -6.7 -1.3 Side Wall (SW) -0.70 -9.0 -11.7 -6.3 -0.70 -9.0 -11.7 -6.3 Leeward Roof (LR) "" Included in windward roof Neg Windward Roof: 0 to h/2* -0.91 -11.7 -14.4 -9.0 0 to h/2* -0.90 -11.6 -14.3 -8.8 h/2 to h* -0.88 -11.3 -14.0 -8.6 h/2 to h* -0.90 -11.6 -14.3 -8.8 h to 2h* -0.52 -6.7 -9.4 -3.9 h to 2h* -0.50 -6.4 -9.1 -3.7 > 2h* -0.30 -3.9 -6.6 -1.1 Pos/min windward roof press. -0.18 -2.3 -5.0 0.4 Min press. -0.18 -2.3 -5.0 0.4 "Roof angle < 10 degrees. Therefore, leeward roof *Horizontal distance from windward edge is included in windward roof pressure zones. NOTE: The code requires the MWFRS be designed for minimum ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward Wall Pressures at'Y' (Dsf) Combined WW + LW Windward Wall Normal Parallel LR z Kz Kzt q,GCP w/+giGCPi w/-ghGCpi to Ridge to Ridge to 15' 0.57 1.00 8.0 5.3 10.7 14.4 12.0 20.0 ft 0.62 1.00 8.7 6.0 11.4 15.1 F/'�WIR0 12.725.0 ft 0.67 1.00 9.3 6.5 12.0 15.7 13.330.0 ft 0.70 1.00 9.8 7.0 12.5 16.2 13.8 / h= 36.0 ft 0.74 1.00 10.3 7.6 13.0 16.7 14.3 sw ridge = 36.7 ft 0.74 1.00 10.3 7.6 13.1 16.8 14.3 i NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Parapet z Kz Kzt qp (psf) 36.0 ft 0.74 1.00 15.1 Windward parapet: 22.7 psf (GCpn =+1.5) Leeward parapet: -15.1 psf (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure) 10.3 psf (upward) Junin [`DII2ECTION VMM NORMAL. TO RIDGE WR WR SW WR LW`5 W WW \ A 4' waID DIRECTION W IM PARALLEL TO RID GE warn pane:lomr�? :YPncwLurarn L.cu,narG __. r=i ... _.. ... L E 1L A 7 1 _O fl • - _ - -- ----- FR = 166'(5'x16.7)=13861# F4 = 166'[(2.5'x15.7psf) + (5'x16.2psf) + (1.5'x16.7psf)] = 24120# F3 = 166'{[15' - (9' + 4.5')]x14.4psf + (5'x15.1 psf) + (2.5'x15.7psf)} = 22634# F2 = 166' [(9' + 4.5')x14.4psf] = 32270# Lateral Force Summary Level Seismic (ult) Seismic (ASD) Wind (ult) Wind (ASD) Roof 87.87 61.51 13.86 8.316 4th 68.33 47.83 24.12 14.472 3rd 52.36 36.65 22.63 13.578 2nd 26.17 18.32 32.27 19.362 S U m 164.31 55.728 Seismic Controls L'EV1L -.FLOOR c C FR F4 3 2 —�;TT - 15 y v °a Eea.,wz u s Q Or9 6 PAOO ¢ O/N/N J. P T J P 0 ' _4. U.' I. w. < uc �'/us.0o kn _ C 5 �.35i1[ea ➢ R 5 j'Q R>=/ J• l p,a.o <,..x Awse6v xs<r I T s -sa N _. _ I rs �u ✓1`s s u 7 aAc s T - QGTd/c ® .. Coa/TlutJo s Qoo-f C✓PbG ✓pu7 GENE.¢ L X V � - I /�� DEs/4.Y Se P _ � oo ��-Errrxo A/+- f�• TYP/CdG S ✓NG C<,�- 0.,l0 7a Pi<M L-as//_dus _f lLa. G.Gac. riues- �IIueus-.ut<S_- � < u ry _ — _ _ _._ usuu. 1 •..o sa f f G Gu / r 5 n. F I GA 1lircpsN x' .s s /#'e. wir "rc G- n.••as Fi.s Orv+ .s: dess ee..,.•n,•xa +Y u i•oTPrCA �2GF G`-/�(�-IV" TaN•.— 1, — t_ l'E t Arf SEGT oN-: south TYf/ :I a r IZ -- C � a m _ V = 164.31 k Vsouth = 1 /12V = 13.69 k v = 13.69/24' = 571 plf Use 1/2 plywood sheathing with 8d common nails to restore lateral wall capacity. vn/W = 1205/2.0 = 602 plf > v ---> OK