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r . . Approved plans shall be on lob site. FlW D Y Structural • Civil Engineers STRUCTURAL CALCULATIONS (FFNE COP". FOR ALDERBROOK APARTMENTS RECEIVED DECK REPLACEMENT SEP 2 3 2019 13070 SW ASH AVE. CITY OF TIGARD TIGARD, OREGON BUILDING DIVISION oiEstisgr i11� V pLIDt1� °F SER' CITY OF TIGARD UANCE UGT;oT� September 19, 2019 -SHE ISS°N G° S1T °11ER REVIEW )FOR CODE COMPLIANCE BASEDUMES AN pPEVE�T Approved: I p°A SHAD °CtA�FR°M N OTC: [ j E C°REOTtO Rial °s Permit#: r o J q-00 a Utah ao�s S� 05 - - . o f Ea `c%r`p PROfie• Address: � �C 7 0 sw ASL )3✓ uite#: .s. Date: q 9 e OREGON SEAT 21. „99�O�� 154£ COR Wood structural members that are RENEWS: 12-31-201X1OSed to the weather to be Pi essre Treated or decay re>yR9i of leer 317.1,1 DESIGN PARAMETERS: 2014 Oregon Structural Specialty Code DECK LOAD 7 psf DL 40 psf LL CONTENTS: SKETCHES SK-1 STRUCTURAL NOTES SN-1 DECK FRAMING 1 to 7 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph: 503.203.8111 •fx:503.203.8122•www.wdyi.com (3) 0.22" DIA LEDGERLOK SCREWS AT 16" O.C. TO (E) RIM JOIST SISTER TO (E) \ FLOOR JOIST P.T. 2x10 W/0.22" DIA LEDGERLOK m SCREWS AT 16" 0 O.C. STAGGERED _.N o (5o TO (E) RIM JOIST co (3) 0.22" DIA SIMPSON LUS26 `,, LEDGERLOK HANGER TYP ...1 if:7: SCREWS AT 16" O.C. TO (E) RIM JOISTIAik I I I \ Ig" OC• I _ I` I p T.2x8 AT 1 I I 9 P. T. 3 1/8x12 GLB I .� I I I I I I I TREX DECKING P.T. 3 1/8x12 GLB SIMPSON ML26Z TRANSFER ANGLE SIMPSON ML26Z 14'-6" TRANSFER ANGLE / 2ND FLR DECK FRAMING PLAN SCALE: 1/4"=1'-0" 5%%.DjPROFF�i c4iv 0 W w E , 9 Job Name: ALDERBROOK APARTMENTS Date: 01/23/2019 Q CD.842 8 ` Job No.: 19018 Drawn: GBB OREGON v Client: T&H HOMEBUILDERS Sheet: s 4 '� 9 �0Tz,, SK-1ti4co - -14-L. COWDy Structural •Civil Engineers lima 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 RENEWS: 12-31-2019 ph:503.203.8111 fx:503.203.8122 www.wdyi.com 02019 WDY,INC. STRUCTURAL NOTES 01.0 GENERAL NOTES 1. These notes set minimum standards for construction. The drawings govern over the Structural Notes to the extent shown. 2. Contractor shall verify all dimensions and conditions on drawings and in field. Notify owner's representative of any discrepancies. 3. Construction means, methods and all necessary temporary support prior to completion of vertical and lateral load systems is the sole responsibility of the contractor. 4. Compliance with all safety and OSHA requirements is the sole responsibility of the contractor. 5. All work shall be in compliance with 2014 edition of the"Oregon Structural Specialty Code" (OSSC) as amended by all other local codes, permits, and building department requirements that apply. 6. Where reference is made to ASTM, AISC, ACI or other standards, the referenced issue shall apply. 7. Details shown on the drawings are intended to apply at all similar conditions and locations. 8. Do not scale information from drawings. 06.0 WOOD FRAMING 1. All glue-laminated beams (GLB) shall be Douglas Fir 24F-V4 for simple span beams and 24F-V8 for beams with cantilevers. Beams shall be treated for exterior use. Beam appearance grade shall be industrial, except beams exposed to view shall be architectural. 2. All lumber species and grade to be as follows: Joists, beams and stringers (2x&4x) Pressure treated, Hem Fir#2 AWPA UC2 3. Framing anchors,joist hangers, post caps, etc., shall be by`Simpson Strong-Tie'. Install per manufacturer's recommendations for tabulated maximum capacities with fasteners installed in all holes. Framing anchors attaching to pressure treated lumber shall be Z Max coated or hot dipped galvanized and attached with hot dipped galvanized (2.0 oz per square foot) or stainless steel nails or screws. Framing anchors installed at exterior locations exposed to weather are to be stainless steel with stainless steel fasteners. 4. All bolts for wood to steel or wood to wood connections and in manufactured connectors shall be ASTM A307, Grade A unless otherwise noted. Provide standard plate washers under all bolt heads and nuts in contact with wood. Use hot dipped galvanized washers in contact with pressure treated lumber. 5. All bolt holes in wood to be 1/16 inch larger than the bolt. Do not ream or oversize bolt holes. 6. Do not recess bolt heads or nuts unless shown on drawings. 7. Nails, bolts or lag in pressure treated lumber shall be hot dipped galvanized or stainless steel. PROFFs�i c� who Epp �� Job Name: ALDERBROOK APARTMENTS Date: 01/23/2019 16842 Oft 11111 Job No.: 19018 Drawn: GBB SiGO v Client: T&H HOMEBUILDERS Sheet: ,p 44/ 21, N99� �`� S N-1 "4 EL COR° 0 W D y Structural •Civil Engineers __. 6443 SW Beaverton-Hillsdale Hwy,suite 210 Portland,OR 97221 RENEWS: 12-31-2019 ph:503.203.8111 fx:503.203.8122 www.wdyi.com ©2019 VVDY,INC. 1111 D Y Structural . Civil Engineers Job Name: Alderbrook Apartments-Deck Replacement Job No: 19018 Sheet No: 1 Client: T+H Homebuilders Date: Jan 2019 By: MC 2nd Floor Deck Replacement Plan 41, I id �{ I /1 7` 14'-6" Deck Loading: Trex Decking 4.0 psf Joists 2.8 Misc 0.2 DL= 7.0 psf LL = 40.0 psf (Residential) COMPANY PROJECT Z 11 Wood WDY, Inc Alderbrook Apartments i ' %'oo \ p Portland, OR Job No. 19018 SOFTWARE FOR WOOD DES/GN Jan.21,2019 13:30 Deck Joist.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 7.00(16.0") psf Load2 Live Full Area 40.00(16.0") psf Self-weight Dead Full UDL 2.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : f 4-1" 7 0' 4'-0.5" Unfactored: Dead 24 24 Live 109 109 Factored: Total 132 132 Bearing: Capacity Joist 204 204 Anal/Des Joist 0.65 0.65 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 *Minimum bearing length setting used: 1/2"for end supports Deck Joist Lumber-soft, Hem-Fir, No.2, 2x8 (1-1/2"x7-1/4") Supports:All- Hanger Floor joist spaced at 16.0" c/c;Total length:4'-1.0"; volume=0.3 cu.ft.; Service:wet; Lateral support:top=full, bottom=at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 12 Fv' = 145 psi fv/Fv' = 0.09 Bending(+) fb = 121 Fb' = 1173 psi fb/Fb' = 0.10 Live Defl'n 0.01 = <L/999 0.13 = L/360 in 0.04 Total Defl'n 0.01 = <L/999 0.20 = L/240 in 0.04 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 3 Deck Joist.wwb WoodWorks®Sizer 10.4 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 0.90 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 0.90 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 131, V design = 91 lbs Bending(+) : LC #2 = D+L, M = 133 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 61.9e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 2.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design 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. COMPANY PROJECT 4 I WoodWorks° WDY, Idc AldJob N . 19 Apartments Portland, OR Job No. 19018 SOFTWARE FOR WOOOD DESIGN Jan. 21, 2019 13:31 Deck Beam 1.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 65.0 plf Load2 Live Full UDL 80.0 plf Self-weight Dead Full UDL 8.6 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : i 14'-6" i 14'-5" Unfactored: Dead 533 533 Live 580 580 Factored: Total 1113 1113 Bearing: Capacity Beam 1113 1113 Anal/Des Beam 1.00 1.00 Load comb #2 #2 Length 1.03 1.03 Min req'd 1.03 1.03 Cb 1.00 1.00 Cb min 1.00 1.00 Deck Beam 1 Glulam-Bal.,West Species, 24F-1.8E WS, 3-1/8"x12" 8 laminations, 3-1/8"maximum width, Supports:All- Non-wood Total length: 14'-6.0";volume= 3.8 cult.; Service:wet; Lateral support:top=full, bottom=at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 38 Fv' = 232 psi fv/Fv' = 0.16 Bending(+) fb = 638 Fb' = 1920 psi fb/Fb' = 0.33 Live Defl'n 0.12 = <L/999 0.48 = L/360 in 0.24 Total Defl'n 0.33 = L/528 0.72 = L/240 in 0.45 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Deck Beam 1.wwb WoodWorks®Sizer 10.4 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.00 0.88 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 0.80 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 0.53 1.00 - - - - 1.00 - - - E' 1.8 million 0.83 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 0.83 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 1107, V design = 947 lbs Bending(+) : LC #2 = D+L, M = 3990 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 810e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 2.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT CO , ® WDY, Inc Alderbrook Apartments 4 f " WoodWo 1 ks Portland, OR Job No. 19018 SOFTWARE FOR WOOD DESIGN Jan. 21,2019 13:31 Deck Beam 2.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL No 15.0 plf Load2 Dead Point No 12.00 533 lbs Load3 Live Point Yes 12.00 580 lbs Self-weight Dead Full UDL No 8.6 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12' 4 0' 7'-11.8" 11'-11.8" Unfactored: Dead 26 1013 Live -291 871 Factored: Uplift 487 Total 26 1883 Bearing: Capacity Beam 538 1883 Anal/Des Beam 0.05 1.00 Load comb #1 #2 Length 0.50* 1.37 Min req'd 0.50* 1.37 Cb 1.00 1.27 Cb min 1.00 1.27 *Minimum bearing length setting used: 1/2"for end supports Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. Deck Beam 2 Glulam-Bal.,West Species, 24F-1.8E WS, 3-1/8"x12" 8 laminations, 3-1/8"maximum width, Supports:All- Non-wood Total length: 12';volume= 3.1 cu.ft.; Service:wet; Lateral support:top=at supports, bottom=at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 47 Fv' = 232 psi fv/Fv' = 0.20 Bending(-) fb = 743 Fb' = 1841 psi fb/Fb' = 0.40 Deflection: Interior Live -0.02 = <L/999 0.27 = L/360 in 0.09 Total -0.07 = <L/999 0.40 = L/240 in 0.17 Cantil. Live 0.09 = L/505 0.27 = L/180 in 0.36 Total 0.27 = L/175 0.40 = L/120 in 0.68 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN 7 Deck Beam 2.wwb WoodWorks®Sizer 10.4 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.00 0.88 1.00 - - - - 1.00 1.00 1.00 2 Fb'- 2400 1.00 0.80 1.00 0.959 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 0.53 1.00 - - - - 1.00 - - - E' 1.8 million 0.83 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 0.83 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 1208, V design = 1185 lbs Bending(-) : LC #2 = D+L, M = 4641 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 810e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 2.00(Dead Load Deflection) + Live Load Deflection. Lateral stability (-) : Lu = 7'-11.75" Le = 14'-5.88" RB = 14.62 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 5. GLULAM: bxd =actual breadth x actual depth. 6. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 7. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 8.The critical deflection value has been determined using maximum back-span deflection. Cantilever deflections do not govern design.