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REVIEWED BLD2021-1556+Calculations+11.16.2021_8.43.47_AM+2522001E ESG DESIGN REVIEWED BY CITY OF EDMONDS EC-1 Grasslay, P.E. 5TRUCTURAL CALCULATION5 FOR Newbold Deck (M021-56) Edmonds, Washington PREPARED BY: E00 0E01G0, POOL Oover?6ef Oaf, 20Z1 ENGINEERED • STRUCTURES • GLOBAL • DESIGN 1110412021 J'J 'WAS//,��\ 41810. 1S1 b �;,• Al- E RECEIVED Nov 17 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ESG Design, PLLC - 12540 202nd PL SE, Issaquah, WA 98027 1 engineer@esg-design.com 1 206-660-2044 ATC Hazards by Location Search Information leles Seq uim V Address: 529 Pine St, Edmonds, WA 98020, USA Coordinates: 47.80359319999999,-122.3761951 Elevation: 136 ft Timestamp: 2021-11-04T16:46:47.681 Z Hazard Type: Seismic Reference ASCE7-16 Go gle Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.283 MCER ground motion (period=0.2s) St 0.451 MCER ground motion (period=1.Os) SMS 1.539 Site -modified spectral acceleration value SMt * null Site -modified spectral acceleration value SDS 1.026 Numeric seismic design value at 0.2s SA SDt * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 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 0.911 Coefficient of risk (0.2s) CRt 0.896 Coefficient of risk (1.0s) PGA 0.545 MCEG peak ground acceleration FpG,q 1.2 Site amplification factor at PGA PGAM 0.654 Site modified peak ground acceleration Marysville O wk;'4k—, c -erett ED 136 ft ° 1© Redmond Seattle ° 0 Renton o rT+ Map data ©2021 Google ESQ DESIGN Design: Residential Wood Framed Deck Back Deck Protect: lNewbold Edmonds Vertical Loads: Deck DL = 10 PSF Deck LL = 60 PSF Snow SL = 25 PSF Allowable Soil Bearing= 1500 PSF Lateral Loads: Seismic loads calculated per ASCE 7-16, Ch 12.14 Sds = 1.026 Story Factors: R = 7.0 = Knee Braces F = 1.0 (ground level deck, H< 8'-0") F = 1.1 F = 1.1 (1-story elevated deck, H> 8'-0" and H< 16'-0") F = 1.2 (2-story elevated deck, H> 16'-0") fro 2.5 (Qo-2.5 For Knee Braces, 1.0 for Moment Base) E = 0.403 W = 25.0 psf (DL + 0.25LL) v = 10.08 psf (lateral) Soil Bearing for Lateral Columns= 1500 psf (ASCE7-16 Ch 2.4.5 Basic Combinations with Seismic Load Effects) Type of Lateral Bracing Knee Braces Gravity Based Footing Calcuation (unfactored) ✓erage Distance between p sts: 30.5 ft (Total Length of Deck) 'roject: Newbold Date: 11/4/2021 -ocation: Edmonds Page Number 1 Structural Design: Size of Deck (L x W) = 31 x 14 (Total Deck Size) Tie -Back Brackets: # of tie -backs for deck =©(min 4 per deck) P = (v x Dw x DI) = 10.08 psf x 30.5 ft x 14 ft = 4303 Ibs T = n x 750# = 6 x 750 Ibs = 4500 Ibs Check: OK Ledger Shear: (Ledger Shear req'd for 1/2 of first bay or 1/2 of width of single bay deck) # of lags per bay = 0 @ 12 "oc Spacing of deck joists (studs if attaching to wall) R =' I"x(DL+LL )= 7 ft x 70 psf 595 plf Z = (0.8 x 220# x 12/(s/n) x 1.25LL) = 660 plf Check: OK Footing Type: Standard Pad Footing Knee Braces: N/A (Note: Knee braces not required when deck H <48" or deep foundation design) # of braces at post line =® V = (v x Dw/2 x DI) = 10.08 psf x 7 ft x 30.5 ft 2151 # C = (n x 302#/in x 3" / 1.4) = 2589 # Check: OK Loads at Posts Deck LL Deck DL Pad Footing Size: AS min # Size Area Center Posts 3780 Ibs 630 Ibs 2.01 ft x 2.01 ft 0.52 in' 3 #4 0.59 in' OK Edge Posts 1680 Ibs 280 Ibs 1.34 ft x 1.34 ft 0.35 in' 2 #4 0.39 in' OK 'roject: Newbold Date: 11/4/2021 _ocation: Edmonds Page Number 2 BeamChek v2021 licensed to: ESG Design Reg # 2999-68483 Newbold Deck Joists Date: 11 /04/21 Selection PT 2x 12 HF #2 @ 12 in oc Lu = 1.0 Ft Conditions NDS 2018, Repetitive Use, Incised Min Bearing Area R1= 1.2 in R2= 1.2 in' (1.5) DL Defl= 0.05 in Data Attributes Actual Critical Status Ratio Beam Span 13.5 ft Reaction 1 LL 405 # Reaction 2 LL 405 # Beam Wt per ft 0 # Reaction 1 TL 473 # Reaction 2 TL 473 # Bm Wt Included 0 # Maximum V 473 # Max Moment 1595'# Max V (Reduced) 407 # TL Max Defl L / 180 TL Actual Defl L / 636 LL Max Defl L / 240 LL Actual Defl L / 795 Section (in') Shear (in2) TL Defl (in) LL Defl 31.64 16.88 0.25 0.20 24.73 5.09 0.90 0.68 OK OK OK OK 78% 30% 28% 30% Fb (psi) Fv (psi) E (psi x mil Values Reference Values 850 150 1.3 Adjusted Values 774 120 1.2 Adjustments CIF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Ci Incised 0.80 0.80 0.95 Loads Cl Stability 0.9894 Rb = 11.12 Le = 2.06 Ft Uniform LL: 60 Uniform TL: 70 = A Fc 1 405 405 1.00 Uniform Load A 0 R1 = 473 R2 = 473 SPAN =13.5FT Uniform and partial uniform loads are Ibs per lineal ft. Newbold BeamChek v2021 licensed to: ESG Design Reg # 2999-68483 Deck Beam Date: 11 /04/21 Selection PT 6x 10 DF-L #1 Lu = 1.0 Ft Conditions NDS 2018, Incised Min Bearing Area R1= 3.9 in R2= 3.9 in (1.5) DL Defl= 0.05 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 10.0 ft Reaction 1 LL 2025 # Reaction 2 LL 2025 # Beam Wt per ft 12.7 # Reaction 1 TL 2426 # Reaction 2 TL 2426 # Bm Wt Included 127 # Maximum V 2426 # Max Moment 6065'# Max V (Reduced) 2042 # TL Max Defl L / 180 TL Actual Defl L / 607 LL Max Defl L / 240 LL Actual Defl L / 788 Section (in') Shear (W) TL Defl (in) LL DO 82.73 52.25 0.20 0.15 67.43 22.52 0.67 0.50 OK OK OK OK 82% 43% 30% 30% ro (psi) ry (psi) t (psi x mu) rc! Reference Values 1350 170 1.6 625 Adjusted Values 1079 136 1.5 625 CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Ci Incised 0.80 0.80 0.95 1.00 Cl Stability 0.9994 Rb = 2.79 Le = 2.06 Ft Uniform LL: 405 ACCEPTABLE BEAM 51ZE5: PT 6X10 OF#1 PT 6X12 HF#1 5-1/2x9" GLIB 24F1/4 Uniform TL: 473 = A Uniform Load A 0 R1 = 2426 R2 = 2426 SPAN =10FT Uniform and partial uniform loads are Ibs per lineal ft. Engineered Structures Global Design, PLLC www.esg-design.com BeamChek v2020 licensed to: ESG Design Reg # 4151-64740 WOOD DECK FRAMING 14' 6x6 POST Prepared by: ESG Date: 2/18/21 Selection 6x 6 Hem -Fir #2 Solid Wood Column Conditions NDS 2018, Using values for 5x + solid sawn, Posts and Timbers. Incised Data Load 5500 # Column Area 30.25 in Kf 1.00 Actual Height 14.0 ft le dl Effective Ht 168 in c 0.80 Unbraced L1 14.0 ft le d2 Effective Ht 168 in KcE 0.30 Unbraced L2 14.0 ft Ke Buckling Mode 1.0 FcE 336 Aft,'bues n a uef d l/ 1 t II' d' 5' h Fc 11 (psi) E (psi x mil) as C i5 on ro ing s i nc es le/d psi Area (in2) Actual 31 182 30.25 Critical 50 265 20.78 Status OK OK OK Ratio 62% 69% 69% Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 182 psi. FRONT DECK P05T Engineered Structures Global Design, PLLC www.esg-design.com BeamChek v202O licensed to: ESG Design Reg # 4151-64740 WOOD DECK FRAMING 6' 4x4 POST Prepared by: ESG Date: 2/18/21 Selection 4x 4 Hem -Fir #2 Solid Wood Column Conditions NDS 2018, Using values for 2x and 4x solid sawn, Dimension Lumber. Incised Data Load 5500 # Column Area 12.25 in Kf 1.00 Actual Height 6.0 ft le dl Effective Ht 72 in c 0.80 Unbraced L1 6.0 ft le d2 Effective Ht 72 in KcE 0.30 Unbraced L2 6.0 ft Ke Buckling Mode 1.0 FcE 876 Aft,'bues n a uef d l/ 1 t II' d' 5' h Fc 11 (psi) E (psi x mil) as C i3 on ro ing s i nc es le/d psi Area (in2) Actual 21 449 12.25 Critical 50 689 7.98 Status OK OK OK Ratio 42% 65% 65% Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 449 psi. BeamChek v2021 licensed to: ESG Design Reg # 2999-68483 FRONT DECK Date: 11 /04/21 Selection PT 2x 6 HF #2 @ 16 in oc Lu = 1.0 Ft Conditions NDS 2018, Repetitive Use, Incised Min Bearing Area R1= 0.5 in R2= 0.5 in' (1.5) DL Defl= <0.01 in. Data Attributes Actual Critical Status Ratio Beam Span 4.5 ft Reaction 1 LL 180 # Reaction 2 LL 180 # Beam Wt per ft 0 # Reaction 1 TL 210 # Reaction 2 TL 210 # Bm Wt Included 0 # Maximum V 210 # Max Moment 236'# Max V (Reduced) 167 # TL Max Defl L / 180 TL Actual Defl L / >1000 LL Max Defl L / 240 LL Actual Defl L / >1000 Section (in') Shear (in2) TL Defl (in) LL Defl 7.56 8.25 0.04 0.03 2.81 2.09 0.30 0.23 OK OK OK OK 37% 25% 12% 13% Values Reference Values Adjusted Values Adjustments CIF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Ci Incised Loads Cl Stability Fb (psi) Fv (psi) E (psi 850 150 1 1010 120 1 1.300 1.00 1.00 1.15 N/A 0.80 0.80 0. 0.9937 Rb = 7.77 Le = 2.06 Ft x mil) Fc 1 .3 405 .2 405 95 1.00 Uniform LL: 80 Uniform TL: 93 = A Uniform Load A R1 =210 R2=210 SPAN = 4.5 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2021 licensed to: ESG Design Reg # 2999-68483 FRONT DECK Date: 11 /04/21 Selection PT 4x 6 HF #2 Lu = 1.0 Ft Lu @OH = 1.0 Ft Conditions NDS 2018, Overhang, Incised Min Bearing Area R1= 0.6 in R2= 1.8 in (1.5) DL Defl= <0.01 in. Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 4.5 ft Reaction 1 LL 203 # Reaction 2 LL 608 # Beam Wt per ft 4.68 # Reaction 1 TL 244 # Reaction 2 TL 732 # Bm Wt Included 32 # Maximum V 407 # Overhang Length 2.25 ft Max Moment 366'# Max V (Reduced) 341 # Total Beam Length 6.75 ft TL Max Defl L / 180 TL Actual Defl L / > 1000 OH TL Actual Defl L / > 1000 LL Max Defl L / 240 LL Actual Defl L / > 1000 OH LL Actual Defl L / < -1000 Section (in') Shear (W) TL Defl (in) LL Defl OH TL Defl OH LL Defl 17.65 19.25 0.01 <0.01 <0.01 0.00 4.98 4.26 0.30 0.23 0.30 0.23 OK OK OK OK OK OK 28% 22% 3% 3% 0% 0% ro (psi) ry (psi) t (psi x mu Reference Values 850 150 1.3 Adjusted Values 883 120 1.2 CIF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Ci Incised 0.80 0.80 0.95 Cl Stability 0.9991 Rb = 3.33 Le = 2.06 Ft Cl Stability @ OH 0.9994 Rb = 2.68 Le = 1.33 Ft rc! 405 405 1.00 Loads Uniform LL: 120 Uniform TL: 140 = A (Uniform Ld on Backspan) Par Unif LL Par Unif TL Start End 120 K = 140 (OH) 0 2.25 Uniform Load A K R1 = 244 R2 = 732 BACKSPAN = 4.5 FT OH = 2.25 FT Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2. La"a"', LEDGER BOARD FASTENER PROCEDUREINSTALLATION LedgerLok should be installed using a high torque, ''/2" variable speed drill (at least 18V if (ordless). Choose the proper length LedgerLok so that threads fully engage the main member (i.e., rim joist). Bring washer flush to side member — do not countersink. sign Values (in pounds per Fastener) Lateral Defor loaded to single shear connections perpendicular grain FastenMaster Nails Lags Wood Gravity** LedgerLok 16D 20D %11 '/2° Red Oak 0.67 184 222 160 Southern Pine 0.55 154 185 140 Doug. Fir-L, SCL* 0.50 141 170 130 1 Dou . Fir-S 0.46 131 157 120 ' Hem. Fir 0.43 122 147 120 E. Spruce, W. Cedar 0.36 104 126 100 * SCL=Structural Composite Lumber (LVL,PSL and LSL) ** Wood species identified typically have average specific gravity similar to the values shown on this table. All design values based on 1'/2" side member thickness and penetration into main member as follows: LedgerLok 2", Nails 1 Ox diameter, Lags 8x diameter. Design values may be subject to adjustment factors (section 10.3 in NDS) based on conditions existing during installation as well as those expected during service life. The lag screw and nail design values included in these tables are compiled directly from the 2005 National Design Specification for Wood Construction (2005 NDS). For correct fastening patterns and complete installation procedures when attaching the deck ledger to rim joist, consult our Deck Ledger to Rim Joist Technical Bulletin at www.FastenMaster.com. In some ledger board connections, LedgerLok may not be a one-to-one replacement for1/2" lag screw patterns. For use of LedgerLok in non -ledger applications, please consult a design professional for designing all connections, which include the number and location of all fasteners to meet the national and local code requirements. Ledger Board Attachment Comparative Data The statement "Faster, Easier, Stronger than'/2" lag screws" refers to the comparison of LedgerLok design values in ICC-ES Report #1078 and'/2" lag screws as published in the current NDS. For complete design values and engineering data, available through KC -ES, see report ESR #1078 at www.icc-es.org. For technical assistance or questions regarding proper use of this fastener, please contact FastenMaster Technical Support at 800.51 B-3569 or visit www.FastenMaster.com. Item # Screw Length Quantity per Pack FML1358-12 35/8" 12 FML1005-12 5" 12 FML1358-50 35/8" 50 FML1005-50 5" 50 FML1358-250 35/a" 250 FML1005-250 5" 250 5/16" HEX WITH OVERSIZED WASHER HEAD MADE OF HEAT — TREATED STEEL FOR DRAMATICALLY INCREASED STRENGTH AND DRIVABILITY MULTI -COATED / FOR GUARANTEED CORROSION PROTECTION. ACQ APPROVED SUPER -SIZED THREADS FOR INCREASED HOLDING POWER GIMLET POINT FOR FAST DRILLING FastenMaster FASTENMASTER, INC., 153 BOWLES ROAD, AGAWAM, MA 01001 800.518.3569 WWW.FASTENMASTER.COM FASTER EASIER STRONGER FastenMaster° and LedgerLok° are trademarks of OMG, Inc. Copyright © 2011 OMG, Inc. All rights reserved. Installation Options for Deck Lateral Load Connections Allowable Loads Anchor Allowable Tension Load (lbs.) (160) Dry Wet Model No. Diam. Fasteners or Type DF/SP SPF/HF DF/SP SPF/HF 3/8, 6-SD #9x1'/2" 840 840 840 755 6-10dx1 %2" 910 6401 795 640' DTT1 Z 3/a" or SDWHS 8-10dx1 Y2" 910 850 910 850 DTT2Z/DTT2SS 13/1s' Y2" 8-SDS Ya"x11/2" 1825 1800 1825 1615 1. Allowable loads have been increased 60% for short-term loading with no further increase allowed. 2. Dry values are applicable to installations into wood with a moisture content that does not exceed 19%. 3. Wet values are applicable to installations into wood with a moisture content greater than 19% at time of installation or in service. Values include an NDS wet service factor for the fasteners. 4. DTT1Z installations with allowable loads below 750 lbs. do not satisfy the 2015 IRC requirements for deck -to -house lateral load connections. 5. DTT1Z installed with the Strong -Drive SDWH Timber -Hex HDG screw with a min. of 3" thread penetration achieves the lesser of the table load or 855 lbs. SDWH installed with 3" of thread penetration into dry lumber has an allowable withdrawal load (160) of 1380 lbs. into SP,1225 lbs. into DF and 1020lbs. into SPF/HF. 6. Load values are valid if the product is flush with the end of the framing member or installed away from the end. 7. FASTENERS: SD #9x11/2 (model SD9112) = 0.131" dia. x 11/2",10dx1Y2 = 0.148" dia. x 11/2" long. Conditions Not Shown in the IRC DTTiZ 1 DTT2Z The IRC details describe particular methods that are appoved and do not represent all common framing conditions. When these are encountered, alternate methods of construction may need to be approved by the building official to ensure they satisfy the intent of the code and are at least equivalent to the prescribed method. Several alternate construction methods are shown here. DTT1Z --------_ _ 3" Min. o Optional Side -Mount o Installation , 3" Min.. -` DTT1 Z Do not over -drive anchoring screw Predrill 3/16" dia. hole for fully threaded lag screw. Predrilling not required with Strong-Drive®SDWH Timber -Hex HDG Screw — (Siding not shown for clarity) Figure 4 DTT1Z — 750-Pound Assembly Condition 1 — Holdown Cannot Be Installed Flush with Wall Sheathing Unlike some holdowns, the DTT1Z seat is not required to bear on sheathing or framing and can be installed away from the wall to account for non- structural siding, joist hanger interference or other conditions. Longer screw anchors may be required to ensure a minimum of 3" thread penetration by a fully threaded lag screw or Strong -Drive® SDWH Timber -Hex HDG screw into the wall framing. Condition 2 — Top of Wall Plate Does Not Align with Bottom of Deck Joist The 2015 IRC detail shows a holdown installed on the bottom of the joist. However, the DTT1 Z was tested and developed using 1 Y2" fasteners into either the narrow edge or wide face of a 2x member, allowing the DTT1 Z to be installed at any location along the depth of the joist. I 0 Installation Options for Deck Lateral Load Connections (house wall framing 24" not shown) 8t/2" Typ. Spacing X V Typ. 171 �o 11/2 (Siding not shown for clarity) 6-Strong-Drive® Sows TIMBER Figure 5A Screws (Model No. SDWS23000DB) (side view) 2x8x24" Blocking for Extensions up to 13/a" 2x10x24" Blocking for Extensions up to 33/a" Figure 6A (side view) (House wall framing not shown) Exte,J_ 4" Min. Each Side Figure 6B (end view) DTT1Z 12" 3Y='Typ. � 4-Strong-Drive®SDWSTIMBER (Siding not L Screws(Model No. SDWS22300DB) shown for clarity) 2x4x12" Blocking Figure 7A (side view) 2%' Min. Anchor Embedment 33/0'"Min. to top of concrete 3/a"xT Mechanically Galvanized o Wedge-AII® Anchor (Model WA37700MG) Figure 8 DTT1Z — 750-Pound Assembly (cont.) 1 %2' Condition 3 — Wall Plate Is Joist Below Bottom of Deck Joist Extension (31/a" Max.) The DTT1Z has been tested y J with the blocking assembly shown in Figures 5A and 513, which allows the holdown to T be lowered up to 33/4" below to Centerline the bottom of the deck joist off DTT1Z Anchor in order to anchor into the Figure 5B center of a wall plate. (end view) - Deck Ledger 2-Strong-Drive® SDWS TIMBER Screws (Model No. SDWS22400DB) into each joist 2x8 Blocking Center DTT1Z on Wall Stud (wall sheathing not shown for clarity) Figure 713 (end view) Condition 4 — Wall Stud Receiving Anchor Does Not Align with Deck Joist The DTT1Z may be positioned on horizontal 2x8 blocking that can be installed between two deck joists, as shown in Figures 6A and 6B. This allows the holdown to be centered on a wall stud that does not align with a deck joist. Alternatively, an additional deck joist can be added to the deck to align with a wall stud (not shown). Condition 5 —Joist Hanger Flanges Interfere with Screw Anchor In some cases it may be necessary to position the DTT1Z in a location that conflicts with a joist hanger or other obstruction. Figures 7A and 713 detail an assembly that allows the DTT1Z to be installed 1 t/2" away from the face of the deck joist. Condition 6 — Ledger Attaches to Concrete Foundation Wall As an alternative to using a Strong -Drive® SDWH Timber -Hex HDG screw or fully threaded a/s" lag screw, the DTT1Z may be anchored with a 3/a" mechanically galvanized Wedge-AII° anchor (as shown in Figure 8) to achieve the 750-pound load requirement. Condition 7 — Floor Joist Framing Is Perpendicular to the Deck Joist (Not Shown) The IRC states that the 750-pound holdown detail is "applicable where the floor joists are parallel to deck joists." For floor joists perpendicular to deck joists, refer to Condition 2 for the DTT2 —1,500-Pound Assembly on the next page. 3 susp, STRUCTURAL CONNECTORS MiTek Adjustable Deck Tension Tie ADTT-TZ Section R507.2.4 of the 2015 International Residential Code (IRC) has included new prescriptive construction details that require the builder to install connections to transfer lateral loads from the deck to the house structure. IRC Figure R507.2.3(2) specifically shows the requirement of installing a "Hold -Down Device" with a minimum allowable tension load of 750 Ibs in four (4) locations on the deck. • Exceeds "Hold -Down Device" requirements per 2015 IRC, Section 507.2.4 [Figure R507.2.3(2)]. • Adjustable design accommodates multiple deck joist depths (2 x 8, 2 x 10, or 2 x 12). USP WS8-HDG or 3/8-in HDG lag screws may be installed adjacent to or up to 4-3/8-in below deck joist (see Figure A). • 2-hole break-out washer (130-W) will work with either USP WS screws or 3/8" lag screws. • Adjustability minimizes the need for additional blocking. Materials: 14 gauge Finish: G-185 galvanizing Wall Top Plate Installation: • Install with USP's WS8-HDG wood screw or 3/8-in HDG lag screw. • Drive screw horizontally and aligned vertically with the deck joist into the Wall Top Plate of the main (house) structure. • Install four (4) of the specified joist fasteners into vertical legs (Two (2) on each side of deck joist). • Secure front brace with six (6) specified joist fasteners. • Re -tighten the WS8-HDG or 3/8-in lag screw as needed to fully engage with the ADTT-TZ. DO NOT OVERDRIVE. Note: Minimum 3-in thread penetration required for proper installation of the WS or lag screw. • For detailed installation instructions refer to www.uspconnectors.com/resources/installation-instructions. Typical ADTT-TZ full extension installation Washer Detail Interior Framing Ledger Deckjois ADTT-TZ 4-3/8-in Adjustability Min 3-in WS8-HDG or i� 3/8" Lag screw Typical ADTT-TZ flush installation Figure A ADTT-TZ WS screw w/ - o break-out washer JJJ (BO W) . Front 1 Brace 2-hole break-out washer (B0-W). Vertical legs Hole for aligned BO-W and WS8-HDG or lag screw Method for opening ADTT-TZ ADTT-TZ out of box Vertical legs f 2, Front Brace ADTT-TZ ready for installation USP Stock No. Ref. No. Steel Gauge Dimensions (in) Fastener Schedule2'3'4 DF/SP Allowable Tension (Lbs.) S-P-F Allowable Tension (Lbs.) Ctn SUL Wall Joist W I L I D CL Oty Type Oty Type 160% A (in) at 160%' 160% ADTT-TZ DTT1Z 14 1-9/16 10-1/2 15/16 7/16 1 3/8" HDG Lag Screw 10 10d x 1-1/2 830 0.113 780 40 WS8-HDG 820 0.117 810 1 3/8" HDG Lag Screw 10 LL915 790 0.114 780 WS8-HDG ADTT-TZKT5 DTT1Z-KT 14 1-9/16 10-1/2 15/16 7/16 1 WS8-HDG 1 10 1 LL915 1 790 1 0.114 1 780 8 1) Deflections are derived from static, monotonic load tests of devices connected to DF wood members with specified fasteners. 2) WS8-HDG is a 1 /4" dia. x 8" long hot -dip galvanized screw sold by USP and must be ordered seperately if not purchasing the kit. The minimum thread penetration into the top plate of the wall framing is 3-inches. 3) 3/8" HDG Lag Screw is an ASTM A307 Grade A lag screw with a thread diameter of 3/8-inch and is hot -dip galvanized to ASTM A153 standards. The minimum thread penetration into the top plate of the wall framing is 3-inches. Lag screws are available at your local hardware store and must be purchased seperately. 4) LL915 denotes a USP LumberLok Screw, #9 x 1-3/8" long and must be ordered seperately if not purchasing the kit. 5) ADTT-TZKT is a kit with (4) ADTT-TZ packaged with USP's WS8-HDG screws and LL915 LumberLok screws. L Phone:1-800-328-5934 • USPconnectors.com • Fax:1-952-898-8605 June 2016 ©2016 MiTek Industries, Inc. All Rights Reserved. #USP2396 -ENGINEERED STRUCTURES GLOBAL ESG DESIGN, PLLC Lw -17---�-- bxb or 4xb 5OLID Mimi 2 f3 �LDC. QQp� L1.1 S. GRASSLEY, P.E. _ -7200 /3, s "%4 - w'= (-� ,b'rn)(d,s') _ ID53 ----� V5 (4) 141x uprlueD SIQC [Pjtj -T(A &ke�Z' v = tom, K 2 = ?� ' # upLIFI �! 205G / 12.2- = 17 .Et� TO 5OLID BLOCKING (`1) 16 � s !D-F of ---(Vs7' FC7 5OLID BLOCKING (4) 1(,� s7DE of p.�A 7v 4�1'x C>r- Jv ►s.T 12540 202ty° PLACE SE ENGINEER a J:sc-l)F-9JGN.CQM PHONr 206-660-2044 ISSAQUAH, WASHINGTON 98027 101031833 BUILDING PLANNING R301.4 Dead load. The actual weights of materials and construction shall be used for determining dead load with consideration for the dead load of fixed service equipment. R301.5 Live load. The minimum uniformly distributed live load shall be as provided in Table R301.5. R301.6 Roof load. The roof shall be designed for the live load indicated in Table R301.6 or the ground snow load indi- cated in Table R301.2, whichever is greater. R301.7 Deflection. The allowable deflection of any struc- tural member under the live load listed in Sections R301.5 and R301.6 or wind loads determined by Section R301.2.1 shall not exceed the values in Table R301.7. R301.8 Nominal sizes. For the purposes of this code, dimen- sions of lumber specified shall be deemed to be nominal dimensions unless specifically designated as actual dimensions. TABLE R301.5 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS (in pounds per square foot) USE UNIFORM LOAD (psf) CONCENTRATED LOAD (lb) Uninhabitable attics without storage 10 Uninhabitable attics with limited storage ,9 20 60 psf per WA-SBCC amend. Habitable attics and attics served with fixed stairs 30 Balconies (exterior) and decks' 40 Fire escapes 40 — Guards — 200h°' Guard in -fill componentsf — 50h Handraild 200h — Passenger vehicle garagesa 50a 2'000h Areas other than sleeping areas 40 — Sleeping areas 30 — Stairs 40' 300' For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa, 1 square inch = 645 mm2, 1 pound = 4.45 N. a. Elevated garage floors shall be capable of supporting the uniformly distributed live load or a 2,000-pound concentrated load applied on an area of 41/2 inches by 4'/2 inches, whichever produces the greater stresses. b. Uninhabitable attics without storage are those where the clear height between joists and rafters is not more than 42 inches, or where there are not two or more adjacent trusses with web configurations capable of accommodating an assumed rectangle 42 inches in height by 24 inches in width, or greater, within the plane of the trusses. This live load need not be assumed to act concurrently with any other live load requirements. c. Individual stair treads shall be capable of supporting the uniformly distributed live load or a 300-pound concentrated load applied on an area of 2 inches by 2 inches, whichever produces the greater stresses. d. A single concentrated load applied in any direction at any point along the top. For a guard not required to serve as a handrail, the load need not be applied to the top element of the guard in a direction parallel to such element. e. See Section R507.1 for decks attached to exterior walls. f. Guard in -fill components (all those except the handrail), balusters and panel fillers shall be designed to withstand a horizontally applied normal load of 50 pounds on an area equal to 1 square foot. This load need not be assumed to act concurrently with any other live load requirement. g. Uninhabitable attics with limited storage are those where the clear height between joists and rafters is 42 inches or greater, or where there are two or more adjacent trusses with web configurations capable of accommodating an assumed rectangle 42 inches in height by 24 inches in width, or greater, within the plane of the trusses. The live load need only be applied to those portions of the joists or truss bottom chords where all of the following conditions are met: 1. The attic area is accessed from an opening not less than 20 inches in width by 30 inches in length that is located where the clear height in the attic is not less than 30 inches. 2. The slopes of the joists or truss bottom chords are not greater than 2 units vertical in 12 units horizontal. 3. Required insulation depth is less than the joist or truss bottom chord member depth. The remaining portions of the joists or truss bottom chords shall be designed for a uniformly distributed concurrent live load of not less than 10 pounds per square foot. h. Glazing used in handrail assemblies and guards shall be designed with a load adjustment factor of 4. The load adjustment factor shall be applied to each of the concentrated loads applied to the top of the rail, and to the load on the in -fill components. These loads shall be determined independent of one another, and loads are assumed not to occur with any other live load. i. Where the top of a guard system is not required to serve as a handrail, the single concentrated load shall be applied at any point along the top, in the vertical downward direction and in the horizontal direction away from the walking surface. Where the top of a guard is also serving as the handrail, a single concen- trated load shall be applied in any direction at any point along the top. Concentrated loads shall not be applied concurrently. 3-32 2018 INTERNATIONAL RESIDENTIAL CODE°