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REV6 APPROVED BLD REV 6 BLD2018-1622 Hold downs - STRUC CALCSCary Kopczynski & Company RECEIVED BLD2021-0652 10500 NE 8th Street, Suite 800 ffm Bellevue, WA 98004 May 11 2021 P: (425) 455-2144 CITY OFEDMONDS DEVELOPMENT SERVICES STRUCTURAL ENGINEERS www.ckcpS.com DEPARTMENT LETTER OF TRANSMITTAL JOB NO. 1853 DATE: 03-11-21 ❑ FOR APPROVAL ATTN: Lucas Branham FOR REVIEW & COMMENT Studio Meng Strazzara 2001 Western Ave., Suite 200 Seattle, WA 98121 ■ AS REQUESTED PHONE: (206) 587-3797 ■ FOR YOUR USE RE: Edmonds HWY 99 Apartments VIA: Email COPIES DESCRIPTION 1 CKC Response - Submittal 06 5600-02 - Holdowns - Calcs & Shop Drawings REMARKS: SIGNED:*4-ee r �e,6 COPY: Joel Kipple, PE, SE Titus Uomoto GRE Project Manager Brad Carpenter GRE Associate Ben Lek GRE LEADERS IN BUILDABLE DESIGN SEATTLE I SAN FRANCISCO I LOS ANGELES I CHICAGO RECEIVED BY CKC Feb 26, 2021 CCU Sent To: Lucas Branham SUBMITTAL Firm: Studio Meng Strazzara Address: 2001 Western Ave, Suite 200 Seattle, WA 98121 Return To: Ben Lek Firm: GRE Construction LLC Address: 2801 Alaskan Way, Suite 310 Seattle, WA 98121 Project: GREEdmonds99 Spec Section #: 06 5600 Submittal #: 06 5600-02 Submittal Name: Holdowns- Cal cs & Shop Drawing,, Revision #: 0 Sent Date: 02/26/2021 Required Date: 03/12/2021 Description Submittal Type Spec Section Notes Rough Carpentry - Holdowns Calculations 065600 Rough Carpentry - Holdowns Shop Drawing j 065600 Remarks/Comments/Stamps: Project (G- IDGRE Edmonds 99 Reviewed ❑ Reviewed as Noted ❑ Revise & Resubmit ❑ Rejected Reviewed by Ben Lek Date 2/26/2021 Submittal # 06 5600-02 Spec # This submittal/shop drawing has been reviewed by GRE Construction LLC for general conformance with design concept only and does not relieve this Subcontractor or Supplier of the responsibility for compliance with the Contract Documents, applicable codes, and laws, all of which have priority over this submittal. Subcontractor/Supplier is responsible for all dimensions and fabrication to be confirmed at the jobsite. PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. ❑ BUILDING ® STRUCTURAL ❑ MECHANICAL ❑ PLUMBING ❑ ELECTRICAL ❑ ENERGY ❑ ACCESSIBILITY ❑ FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE, OR LOCAL REGULATIONS. BY: �' �t+.Tlw /4' DATE:6/112021 WEST COAS CODE CONSULTANTS, INC. Submittal Review for Elements Designed by Others ❑✓ NO EXCEPTION TAKEN ❑ REVISE AND RESUBMIT ❑ SUBMIT SPECIFIED ITEMS ❑ MAKE CORRECTIONS NOTED ❑ REJECTED STRUCTURAL ENGINEERS ❑ NOT REVIEWED ANY ACTION NOTED ABOVE IS SUBJECT TO THE REQUIREMENTS OF THE PROJECT PLANS AND SPECIFICATIONS. CKC IS ENTITLED TO RELY ON THE COMPLETENESS AND ACCURACY OF ALL INFORMATION IN THIS SUBMITTAL. OUR REVIEW WAS ONLY TO CHECK FOR GENERAL COMPATIBILITY WITH THE DESIGN INDICATED IN DOCUMENTS PREPARED BY CKC. IT WAS NOT PERFORMED FOR THE PURPOSE OF DETERMINING DESIGN ADEQUACY, SUITABILITY, OR COMPLETENESS FOR THE SUBMITTED ELEMENTS, OR FOR CHECKING DESIGN CALCULATIONS OR DESIGN ASSUMPTIONS. CKC'S REVIEW DOES NOT RELIEVE OTHER PARTIES FROM RESPONSIBILITY FOR ADEQUACY, ACCURACY, AND COMPLETENESS OF DESIGN OF THE SUBMITTED ELEMENTS, INCLUDING ATTACHMENTS; CORRECTNESS OF DIMENSIONS AND QUANTITIES; VERIFICATION OF PHYSICAL INTER -RELATION OF ELEMENTS; AND CONSTRUCTION PROCEDURES, TECHNIQUES AND SEQUENCES. BY DP/JK CKC Notes for Entire Submittal: Stamp applies to all sheets of this submittal. DATE 3/11/2021 06 5600-02 Holdowns - Calcs & Shop Drawings HBO ��EART uND "Holdowns That Work" t"' Earthbound System Submittal Package for: Highway 99 Edmonds 23400 Highway 99 Edmonds, WA 98026 EB Corp. Job: 19474 February 23, 2021 Contains: 1) Run Type Analysis 2) IAPMO ER-0429 3) Wood Calculations (9'-0" Sample) 4) Bridge and Nailing Calculations Prepared bV: Earthbound Corporation 17361 Tye Street SE Monroe, WA 98272 800-944-5669 360-863-0724 http://www.holdown.com M WA 000000° �-�ti� 06 5600-02 Holdowns - Calcs & Shop Drawings RECEIVED BY CKC Feb 26, 2021 ARTHBOUND �E "Holdowns that Work" DATE: February 23, 2021 PROJECT: Highway 99 Edmonds 23400 Highway 99 Edmonds, WA 98026 SUBJECT: Calculations Package The following package is submitted for review: 1) Run Type Analysis 2) IAPMO ER-0429 3) Wood Calculations (9'-0" Sample) 4) Bridge and Nailing Calculations Calculation Assumptions: 1) Earthbound Corporation took no part in the preparation or review of the project structural design and disclaims any liability regarding shear wall design, determination of holdown locations in the structure and/or magnitude of the holdown forces. 2) The specified uplift loads were based from the structural drawings. 3) Slackjack Devices are referenced from IAPMO ER-0429. This report is included in this submittal. 4) All compression member shown are to equal the uplift tension force on the opposite end of the wall or specified download forces per plans whichever is greater. Earthbound Corporation 17361 Tye Street SE Monroe. WA 98272 www.holdown.com Phone: (360) 863-0722 Fax: (360) 863-0724 06 5600-02 Holdowns - Calcs & Shop Drawings RECEIVED BY CKC Feb 26, 2021 EARTHBOUND CORPORATION 17361 Tye Street, SE Monroe, WA 98272 r:ALL;ULA I IUIV JUMMAKY OF ASSIGNED RUN TYPES A B C D E F G H I J K L M N O Plans Date: 1211512020 CALCULATION NOTES ON COLUMNS: A Tension load provided by the structural plans. B Floor to floor differential loads. C Collected differential loads, if tiedowns on floors are skipped, the loads are brought up to the next level. D Assigned rod loads may be increased over column A if tiedowns are skipped on lower stories. E Final rod selection in accordance to specified design code (ASD) F Earthbound Shrinkage Fastener assigned to differential load (Column C) and travel required. G Bearing plate assigned to differential loads of Column C. Actual size shown. H Bearing plate is sized for both net area perpendicular to wood grain and bending thickness Rod elongation based on PLAAE where A = nominal area and E = 29,000,000 psi. J Column Not Used ✓ice looseness is stated values of travel increments per IAPMO ER-0429. ✓ice capacity as stated in IAPMO ER-0429. ✓ice deflection is linear ratio of (applied load / rated load capacity of shrinkage fastener) x (displacement at rated load capacity) = C / L' Device Deflection at Rated Load) lection total of Columns I thru M. ick check results if total system elongation is greater than required by the plans or local jurisdiction. RUN TYPE S1 WOOD FLOOR LEVEL UPLIFT TENSION LOADS CALCULATED DIFFERENTIAL LOADS COLLECTED DIFFERENTIAL LOADS ASSIGNED ROD TENSION LOADS FINAL ROD SIZE SHRINKAGE FASTENER SIZE EBOUND PLATE PART NO. ACTUAL PLATE DIMENSIONS RATED PLATE CAPACITY DEFLECTION CHECK THREADED ROD NOMINAL AREA ROD ELONG. DEVICE LOOSENESS DEVICE CAPACITY DEVICE DEFLECTION SYSTEM EL/DEFL. 0.200 LIMIT? DIA. (IN) I LENGTH (FT) 5th 1,000 # 1 1,000 # 1,000 # 1,000 # RS4-72 MJ200 P6-4 3.00 x 3.50 x 114 6,650 Ibs 0.500 in 5.0 FT 0.196 inA2 0.011 in 0.031 in 4,900 # 0.007 in 0.048 in OK 4th 2,000 # 1,000 # 1,000 # 2,000 # R4 MJ200 P6-4 3.00 x 3.50 x 1/4 61650 Ibs 0.500 in 10.0 FT 0.196 inA2 0.042 in 0.031 in 4,900 # 0.007 in 0.080 in OK 3rd 6,000 # 4,000 # 4,000 # 6,000 # R5 SJA225 P6 3.00 x 3.50 x 1/4 6,650 Ibs 0.625 in 10.0 FT 0.307 inA2 0.081 in 0.041 in 7,730 # 0.009 in 0.131 in OK 2nd 10,000 # 4,000 # 4,000 # 10,000 # R6 SJA216 P6 3.00 x 3.50 x 1/4 6,650 Ibs 0.750 in 10.0 FT 0.442 inA2 0.094 in 0.034 in 7,360 # 0.007 in 0.135 in OK 1st 15,000 # 5,000 # 5,000 # 15,000 # R8-12 SJA218 P6 3.00 x 3.50 x 1/4 6,650 Ibs 1.000 in 10.0 FT 0.785 inA2 0.079 in 0.030 in 7,360 # 0.009 in 0.118 in OK RUN TYPE S2 WOOD FLOOR LEVEL UPLIFT TENSION LOADS CALCULATED DIFFERENTIAL LOADS COLLECTED DIFFERENTIAL LOADS ASSIGNED ROD TENSION LOADS FINAL ROD SIZE SHRINKAGE FASTENER SIZE EBOUND PLATE PART NO. ACTUAL PLATE DIMENSIONS RATED PLATE CAPACITY DEFLECTION CHECK THREADED ROD NOMINAL AREA ROD ELONG. DEVICE LOOSENESS DEVICE CAPACITY DEVICE DEFLECTION SYSTEM EUDEFL. 0.200 LIMIT? DIA. (IN) LENGTH (FT) 5th 1,000 # 1,000 # 1,000 # 1,000 # RS4-72 MJ200 P6-4 3.00 x 3.50 x 1/4 6,650 Ibs 0.500 in 5.0 FT 0.196 inA2 0.011 in 0.031 in 4,900 # 0.007 in 0.048 in OK 4th 5,000 # 4,000 # 4,000 # 51000 # R5 SJA225 P6 3.00 x 3.50 x 1/4 61650 Ibs 0.625 in 10.0 FT 0.307 inA2 0.067 in 0.041 in 7,730 # 0.009 in 0.118 in OK 3rd 10,000 # 5,000 # 5,000 # 10,000 # R6 SJA226 P6 3.00 x 3.50 x 114 6,650 Ibs 0.750 in 10.0 FT 0.442 inA2 0.094 in 0.039 in 7,730 # 0.012 in 0.144 in OK 2nd 16,000 # 6,000 # 6,000 # 16,000 # R8 SJA218 P6 3.00 x 3.50 x 1/4 6,650 Ibs 1.000 in 10.0 FT 0.785 inA2 0.084 in 0.030 in 7,360 # 0.011 in 0.125 in OK 1st 23,000 # 7,000 # 7,000 # 23,000 # R9-12 SJA219 P8-9 3.25 x 4.25 x 1/4 8,470 Ibs 1.125 in 10.0 FT 0.994 inA21 0.096 in 0.028 in 1 7,360 # 0.012 in 0.136 in OK RUN TYPE S3 WOOD FLOOR LEVEL UPLIFT TENSION LOADS CALCULATED DIFFERENTIAL LOADS COLLECTED DIFFERENTIAL LOADS ASSIGNED ROD TENSION LOADS FINAL ROD SIZE SHRINKAGE FASTENER SIZE EBOUND PLATE PART NO. ACTUAL PLATE DIMENSIONS RATED PLATE CAPACITY DEFLECTION CHECK THREADED ROD NOMINAL AREA ROD ELONG. DEVICE LOOSENESS DEVICE CAPACITY DEVICE DEFLECTION SYSTEM EL/DEFL. 0.200 LIMIT? DIA (IN) I LENGTH (FT) 5th 2,000 # 2,000 # 2,000 # 2,000 # RS4-72 MJ200 P6-4 3.00 x 3.50 x 1/4 6,650 Ibs 0.500 in 5.0 FT 0.196 inA2 0.021 in 0.031 in 4,900 # 0.013 in 0.066 in OK 4th 7,000 # 5,000 # 51000 # 7,000 # R5 SJA225 P6 3.00 x 3.50 x 1/4 61650 Ibs 0.625 in 10.0 FT 0.307 inA2 0.094 in 0.041 in 7,730 # 0.012 in 0.147 in OK 3rd 15,000 # 8,000 # 8,000 # 15,000 # R8 SJA428 P8 3.25 x 4.25 x 1/4 8,470 Ibs 1.000 in 10.0 FT 0.785 inA2 0.079 in 0.032 in 14,000 # 0.017 in 0.128 in OK 2nd 24,000 # 9,000 # 9,000 # 24,000 # R9 SJA419 P10-9 3.25 x 5 x 318 10,320 Ibs 1.125 in 10.0 FT 0.994 inA2 0.100 in 0.034 in 14,000 # 0.014 in 0.148 in OK 1st 33,000 # 9,000 # 9,000 # 33,000 # R10HS SJA4110 P10-10 3.25 x 5 x 3/8 10,320 Ibs 1.250 in 10.0 FT 1.227 inA2 0.111 in 0.032 in 14,000 # 0.014 in 0.157 in OK 06 5600-02 Holdowns - Calcs & Shop Drawings EARTHBOUND CORP. 19474 BD #3_210222 (117.5)_ACAD.xlsb I CALCS_MAIN 2/23/2021 RECEIVED BY CKC Feb 26, 2021 EARTHBOUND CORPORATION 17361 Tve Street, SE Phone: (360) 863-0722 EARTHBOUND THREADED ROD CAPACITIES (IBC 2015) ROD SIZE ROD SIZE (INCHES) ALLOWABLE TENSION LOAD IBC 2015 ROD REMARKS SLACKJACK SIZE R4 1/2" DIA. 4,470 LBS ASTM A 307 (UNC) MJ100, MJ200 R5 5/8" DIA. 7,120 LBS ASTM A 307 (UNC) SJA 215, 225, 415, 425 R6 3/4" DIA. 10,540 LBS ASTM A 307 (UNC) SJA 216, 226, 416, 426, HJA 716, 726 R7 7/8" DIA. 14,540 LBS ASTM A 307 (UNC) SJA 217, 227, 417, 427, HJA 717, 727 R8 1" DIA. 19,080 LBS ASTM A 307 (UNC) SJA 218, 228, 418, 428, HJA 718, 728 R9 1 1 1/8" DIA. 24,040 LBS ASTM A 307 (UNC) SJA 219, 229, 419, 429, HJA 719, 729 R10 1 1/4" DIA. 30,530 LBS ASTM A 307 (UNC) SJA 4110, 4210, HJA 7110, 7210, HJS 4110, 4210, 7110, 7210 R12 1 1/2" DIA. 44,270 LBS ASTM A 307 (UNC) SJST 4112, 4212, HJA 7112, 7212, HJS 4112, 4212, 7112, 7212 R14 1 3/4" DIA. 59,830 LBS ASTM A 307 (UNC) R6M 3/4" DIA. 13,170 LBS ASTM F1554 GR55 (UNC) SJA 216, 226, 416, 426, HJA 716, 726 R7M 7/8" DIA. 18,180 LBS ASTM F1554 GR55 (UNC) SJA 217, 227, 417, 427, HJA 717, 727 R8M 1" DIA. 23,850 LBS ASTM F1554 GR55 (UNC) SJA 218, 228, 418, 428, HJA 718, 728 R9M 1 1/8" DIA. 30,050 LBS ASTM F1554 GR55 (UNC) SJA 219, 229, 419, 429, HJA 719, 729 R10M 1 1/4" DIA. 38,160 LBS ASTM F1554 GR55 (UNC) SJA 4110, 4210, HJA 7110, 7210, HJS 4110, 4210, 7110, 7210 R12M 1 1/2" DIA. 55,330 LBS ASTM F1554 GR55 (UNC) SJST 4112, 4212, HJA 7112, 7212, HJS 4112, 4212, 7112, 7212 R14M 1 3/4" DIA. 74,790 LBS ASTM F1554 GR55 (UNC) R6HS 3/4" DIA. 21,950 LBS ASTM A193 B7 (UNC) SJA 216, 226, 416, 426, HJA 716, 726 R7HS 7/8" DIA. 30,300 LBS ASTM A193 B7 (UNC) SJA 217, 227, 417, 427, HJA 717, 727 R8HS 1" DIA. 39,750 LBS ASTM A193 B7 (UNC) SJA 218, 228, 418, 428, HJA 718, 728 R9HS 1 1/8" DIA. 50,090 LBS ASTM A193 B7 (UNC) SJA 219, 229, 419, 429, HJA 719, 729 R10HS 1 1/4" DIA. 63,600 LBS ASTM A193 B7 (UNC) SJA 4110, 4210, HJA 7110, 7210, HJS 4110, 4210, 7110, 7210 R12HS 1 1/2" DIA. 92,220 LBS ASTM A193 B7 (UNC) SJST 4112, 4212, HJA 7112, 7212, HJS 4112, 4212, 7112, 7212 R14HS 1 3/4" DIA. 124,650 LBS ASTM A193 B7 (UNC) EARTHBOUND BEARING PLATE CAPACITIES (DF) SJA ROD SIZE CODES PLATE SIZE DIFFERENTIAL LOAD COLOR CODE PLATE DIMENSIONS (INCHES) PART NO. ROD DIAMETER ROD SIZE WASHER COLOR WIDTH LENGTH THICK. P6 6,650 LBS GREEN 3" 3.5" 1/4" MJ100 or MJ200 1/2" R4 PURPLE P8 8,470 LBS BLACK 3-1/4" 4.25" 1/4" SJA 2x5 or 4x5 5/8" R5 BLACK P10 10,320 LBS BLUE 3-1/4" 5" 3/8" SJA 2x6 or 4x6 HJA 7x6 3/4" R6 or R6HS GRAY P12 12,230 LBS GRAY 3-1/4" 6" 5/8" SJA 2x7 or 4x7, HJA 7x7 7/8" R7 or R7HS BLUE P14 13,660 LBS RED 3-1/4" 7" 3/4" SJA 2x8 or 4x8 HJA 7x8 1" R8 or R8HS YELLOW P18 18,840 LBS YELLOW 3-1/2" 9" 1" SJA 2x9 or 44, HJA 7x9 1 1/8" R9 or R9HS WHITE P20 21,020 LBS BROWN 3-1/2" 10" 1" SJA 4x10 HJA 7x10 HJS 4x10 7x10 1 114" R10 or R10HS GREEN P22 23,210 LBS WHITE 3-112" 11" 1 1/4" SJST 4x12, HJA 7x12, HJS 4x12,7x12 1 1/2" R12 or R12HS RED P24 24,310 LBS GOLD 3-1/2" 11.5" 1 1/4" "x" = SLACKJACK TRAVEL IN "INCHES" P26 26,490 LBS ORANGE 3-1/2" 12.5" 1 1/2" NOTES: 1. TENSION LOAD WAS CALCULATED FROM THE FOLLOWING EQUATION: A. ASTM A 307 Threaded Rod Capacities are F'u = 60,000 psi. UNC thread pitch M Rods are based on ASTM F1554 GR55, F'u = 75 ksi. HS Rods are based on ASTM A193 B7, F'u = 125 ksi B. The IBC 2015 column is calculated in accordance to Section 1905 and ASCE 7-10. 2. PLATE STEEL SHALL BE ASTM A36: F'u = 60,000 PSI. 3. SUBSTITUTIONS OF DESIGNATED BEARING PLATE SHALL NOT BE PERMITTED, OBTAIN WRITTEN APPROVAL FROM THE ENGINEER. 4. ALL BEARING PLATE CAPACITIES ARE BASED ON 1-1/16" HOLE, UNLESS NOTED OTHERWISE. 5. SLACKJACK SELECTION NOTES: THE SIZES SHOWN ABOVE ARE FOR BOTH ONE AND TWO INCH TRAVEL ("SJA 4xy") (x = TRAVEL HEIGHT IN INCHES, y= ROD SIZE). TWO INCH TRAVEL SLACKJACKS ARE REQUIRED ON FOURTH WOOD FRAME LEVELS AND HIGHER. 6. THIS TABLE IS FOR REFERENCE OF FULL PRODUCT LINE, SOME ROD AND PLATE SIZES MAY NOT BE IN USE. THE ENGINEER OF RECORD SHALL REVIEW AND APPROVE CAPACITIES. 06 5600-02 Holdowns - Calcs & Shop Drawings RECEIVED BY CKC Feb 26, 2021 qqES 0 Originally Issued: 11/30/2015 Revised: 11/25/2020 Valid Through: 11/30/2021 EARTHBOUND CORPORATION 17361 Tye Street S.E. Monroe, Washington 98272 (800)944-5669 www.slackjack.com SLACKJACK®, HEAVYJACKTM AND MINIJACK® SHRINKAGE COMPENSATION DEVICES CSI Section: 06 05 23 Wood, Plastic and Composite Fastenings 1.0 RECOGNITION S1ackJack®, HeavyJackrm and MiniJack®, manufactured by Earthbound Corporation, were evaluated for use as compression -controlled shrinkage compensation devices in wood -framed construction. The structural properties of the devices were evaluated for compliance with the following codes and regulations: • 2018, 2015, 2012, 2009 and 2006 International Building Code® (IBC) 2018, 2015, 2012, 2009 and 2006 International Residential Code® (IRC) • 2019, 2016, and 2013 California Building Code (CBC) — attached Supplement • 2019, 2016, and 2013 California Residential Code (CRC) — attached Supplement • 2017 Florida Building Code, Building (FBC, Building) — attached Supplement • 2017 Florida Building Code, Residential (FBC, Residential) — attached Supplement • 2020 City of Los Angeles Building Code (LABC) — attached Supplement • 2020 City of Los Angeles Residential Code (LARC) — attached Supplement 2.0 LIMITATIONS Use of the S1ackJack, HeavyJack, and MiniJack Shrinkage Compensation Devices recognized in this report are subject to the following limitations: 2.1 The S1ackJack, HeavyJack, and MiniJack devices shall be limited to installations in dry, interior locations. 2.2 Use of the S1ackJack, HeavyJack and MiniJack devices in direct contact with fire -retardant or preservative -treated wood is beyond the scope of recognition of this report. 2.3 Where required, designs using these products shall be submitted to the building official for review. 2.4 No increase in the allowable capacities shown in Table 4 of this report shall be permitted. 2.5 The dead load is limited to the self -weight of the S1ackJack, HeavyJack, and MiniJack devices. Additional dead load on the devices is beyond the scope of this report. 2.6 The maximum offset tolerance shall be 1.33 degrees from vertical. 2.7 "When the devices are used in continuous rod systems that resist light -frame shear wall overturning forces, calculations shall be submitted to the building official confirming that the total vertical displacement, which would include steel rod elongation and the shrinkage compensating device deflection is less than or equal to 0.20 inch (5 mm) for each story, or between restraints, whichever is more restrictive, using allowable stress design (ASD). Shear wall drift limit calculations shall consider the 0.20 inch (5 mm) vertical displacement limit. This 0.20-inch (5 mm) vertical displacement limit may be exceeded when it can be demonstrated that the shear wall story drift limit and the deformation compatibility requirements of IBC Section 1604.4 are met when considering all sources of vertical displacement." (AC316) 2.8 Buildings constructed to the IRC shall have engineered designs performed on the elements of construction using this device as required in Section R301.1.3. 2.9 The shrinkage compensation devices recognized in this report are produced by Earthbound Corporation in Monroe, Washington. 3.0 PRODUCT USE INSTRUCTIONS 3.1 The Earthbound installation instructions, this evaluation report, and the applicable provisions of the building code shall be followed when installing this product. Where conflicts occur between these documents, the more restrictive provisions shall govern. The published installation instructions shall be available at the jobsite during construction for use by installers and for quality assurance. 3.2 Where required by the building official or other authority having jurisdiction, calculations based on applied loads to the device shall be provided by a registered design professional to show the basis for its selection. The calculations shall show the projected shrinkage, deflection, and settlement the device will compensate for, and the method of transferring the loads through the supports. The appropriate SlackJack, HeavyJack, and MiniJack device shall be chosen based on the model and series characteristics. The Rated Shrinkage Capacity, Allowable The product described in this Uniform Evaluation Service (LIES) Report has been evaluated as an alternative material, design or method of construction in order to satisfy and comply with the intent of the provision of the code, as noted in this report, and for at least equivalence to that prescribed in the code in quality, strength, effectiveness, fire resistance, durability and safely, as applicable, in accordance with IBC Section 104.11. This document shall only be reproduced in its entirety. Copyright© 2020 by Intemational Association of Plumbing and Mechanical Officials. All rights reserved. Printed in the United W,5eM bYWWRFac3ee*tff6P Drawings web: www.unifonn-es.org • 4755 East Philadelphia Street, Ontario, California 91761-2816 — USA Page 1 of 8 .,.IS ag�fiWl e1 V �r5 q Originally Issued: 11/30/2015 Revised: 11/25/2020 Valid Through: 11/30/2021 Compression Load, Deflection at Allowable Load and Device Average Travel and Seating Increment, AR, for each model are shown in Table 4 of this report. 3.3 The chosen S1ackJack, HeavyJack, or MiniJack device shall be slid over a threaded -rod or anchor bolt, over an approved bearing surface or plate. The appropriate color - coded swivel washer (listed in Table 4 of this report), shall be installed as required by the manufacturer's installation instructions with the flat side up. A hex nut shall be installed over the rod and hand tightened. To place the device into service, the pull clip shall be completely removed and placed on the device to show that the device has been activated. Where necessary, the devices may be reset in the field. The manufacturer's installation instructions shall be referenced for details. 3.4 S1ackJacks may be substituted and 'interchangeable with HeavyJack devices per Table 3 of this report. 4.0 PRODUCT DESCRIPTION 4.1 S1ackJack, HeavyJack, and MiniJack Shrinkage Compensation Devices are spring -loaded, compression - controlled shrinkage compensating devices that are designed to work with threaded -rod or anchor bolt hold- down systems in wood -frame construction. The devices are cylindrical, high -strength structural connectors that enable axial compression travel along a bolted or sliding connection but to withstand movement due to tensile loads. 4.2 The materials used for the inner and outer cylinders, locking rings, springs, pull -clips, capture -rings and swivel washers, for the S1ackJack, HeavyJack, and MiniJack models are shown in Table 1 of this report. 4.3 The model and series number describe the attributes of each shrinkage compensation device. The devices are color - coded to identify the specific model type, which varies based on strength and length of travel. The available travel lengths are: 1 inch, 1 '/2 inches, 2 inches, and 3 inches (25.4 mm, 38.1 mm, 50.8 mm, and 76.2 mm). Table 2 of this report describes the model and series notations. Color coding is also used to identify the size of the swivel washer for the S1ackJack devices as shown in Table 5 of this report. 5.0 IDENTIFICATION A label shall be affixed on at least one of the following: product, packaging, installation instructions or descriptive literature. The label shall include the Earthbound name or trademark, the device model number, the IAPMO Uniform ES Mark of Conformity and the Evaluation Report Number (ER-429) to identify the products recognized in this report. A die -stamp label may be used as a substitute for the label. Either Mark of Conformity may be used as shown below: IAPMO UES ER-429 6.0 SUBSTANTIATING DATA Data in accordance with ICC-ES Acceptance Criteria for Shrinkage Compensating Devices (AC316), dated June 2013 (Editorially Revised November 2017). Test reports are from laboratories in compliance with ISO/IEC 17025. 7.0 STATEMENT OF RECOGNITION This report describes the results of research carried out by the IAPMO Uniform Evaluation Service on Earthbound's S1ackJack, HeavyJack, and MiniJack Shrinkage Compensation Devices to assess their conformance to the codes and standards listed in Section 1.0 and serves as documentation of the product certification. Products are manufactured at the location noted in Section 2.9 of this report under a quality control program with periodic inspection under the supervision of IAPMO UES. Brian Gerber, P.E., S.E. Vice President, Technical Operations Uniform Evaluation Service Z./v,�/ Richard Beck, PE, CBO, MCP Vice President, Uniform Evaluation Service u� GP Russ Chan y CEO, The IAPMO Group For additional information about this evaluation report please visit www.uniform-es.org or email us at info(a,uniform-es.org Page 2 of 8 06 5600-02 Holdowns - Calcs & Shop Drawings q Originally Issued: 11/30/2015 Revised: 11/25/2020 Valid Through: 11/30/2021 TABLE 1— Material Information for S1ackJack, HeavyJack and MiniJack Devices Component Material Internal and Outer Cylinders for HeavyJack Models HJS and HJX ASTM A513/5 520 DOM Steel Internal and Outer Cylinders for S1ackJack Models SJT and SJA, HeavyJack Model HJA and MiniJack Model MJ ASTM B221-08 6061-T6511 Aluminum Locking Components for all Models ASTM A313 Stainless Steel Springs and Pull Clips for all Models ASTM A764 Galvanized Hard Drawn Spring Wire Capture Rings for all Models Plastic Injection Molded Swivel Washers ASTM A108 12L14 Steel TABLE 2 — Model and Series Notations Notation Model Type MJ = MiniJack, HJ = HeavyJack SJ = S1ackJack First Number (Series Type) 2= 2 Locking Rings 3= 3 Locking Rings 4= 4 Locking Rings 6= 6 Locking Rings 7=7 Locking Rings Second Number (Rated Shrinkage Capacity) 1 = 1 inch 1-5 = 1.5 inches 2 = 2 inches 3 = 3 inches Third Number Swivel Washer Code/Color See Table 5 Example Nomenclature: S1ackJack model with a series number A420, the letter "A" indicates the model number, with the first number "4" which has 4 locking rings. The second number indicates the rated compensation capacity, which in this case is 2 inches and finally, the third number indicates the diameter of the rod and color code for the swivel washer. For example, if the rod is '/2 inch in diameter, the swivel washer color will be purple. TABLE 3 — HeavyJack Device Substitution for S1ackJack Devices HJA, HJS, HJX Series HeavyJacks are interchangeable and maybe substituted where SJA, SJS, and SJX devices are specified under the following conditions: S1ackJack Devices Allowed HeavyJack Substitution Devices Conditions of Use SJS-410 HJA-710 Loads up to 15,650 lbs SJS-420 HJA-720 Loads up to 15,590 lbs SJS-410 HJS-410 Any SJS-410 Load Conditions SJS-420 HJS-420 Any SJS-420 Load Conditions SJA-610 HJA-710 Loads up to 15,650 lbs SJA-620 HJA-720 Loads up to 15,590 lbs SJT-610 HJA-710 Loads up to 15,650 lbs SJT-620 HJA-720 Loads up to 15,590 lbs SJX-410 HJA-710 Loads up to 15,650 lbs SJX-410 HJS-710 Any SJX-410 Load Conditions SJX-410 HJX-410 Any SJX-410 Load Conditions Page 3 of 8 06 5600-02 Holdowns - Calcs & Shop Drawings q Originally Issued: 11/30/2015 Revised: 11/25/2020 Valid Through: 11/30/2021 TABLE 4 - Attributes for the S1ackJack, HeavyJack and MiniJack Shrinkage Compensating Devices s Capture Model & Ring Series Color Number Code Additional Color Code Nominal Dimensions (Inches) Figure 1 Shows Dimensions A, B And C Rated Shrinkage Capacity (Inches) Allowable Compression '' Load,, Ohs) AA Deflection at Allowable Load (inch) 5 AR (inch) Height Before Activation (A) Outer Diameter of Body (B) Inner Diameter of Body (C) MJ1004 N/A 2.540 1.349 0.532 1.0 5,000 0.028 0.032 MJ1504 r N/A 3.040 1.349 0.532 1.5 5,000 0.030 0.032 MJ2004 Oran N/A 3.540 1.349 0.532 2.0 4,900 0.033 0.031 SJA-210 N/A 3.330 2.365 1.420 1.0 7,360 0.013 0.045 SJA-21-50 Whitc N/A 3.830 2.365 1.420 1.5 8,000 0.018 0.047 SJA-220 Yellow N/A 4.330 2.365 1.420 2.0 7,730 0.018 0.050 SJT-410 N/A 3.700 2.365 1.375 1.0 9,000 0.020 0.024 SJT-420 N/A 4.700 2.365 1.375 2.0 9,000 0.018 0.028 SJA-410 N/A 3.800 2.365 1.250 1.0 14,000 0.022 0.051 SJA-420 N/A 4.800 2.365 1.250 2.0 14,000 0.030 0.047 SJA-430 N/A 5.800 2.365 1.250 3.0 14,750 0.033 0.046 SJA-610 Tan N/A 4.800 2.365 1.250 1.0 20,340 0.028 0.045 SJA-620 White 5.800 2.365 1.250 2.0 20,100 0.038 0.048 HJA-710 4.730 2.500 1.625 1.0 15,650 0.015 0.015 HJA-720 Gray 5.730 2.500 1.625 2.0 15,590 0.018 0.014 1-JS-4101 Blue? 3.270 2.500 1.625 1.0 22,000 0.020 0.028 1-JS-4201 Yellow' 4.270 2.500 1.625 2.0 22,000 0.026 0.028 HJS-710 Green 4.730 2.500 1.625 1.0 39,190 0.029 0.012 HJS-720 Orange' 5.730 2.500 1.625 2.0 37,770 0.030 0.011 HJX-4108 Gold' 3.700 2.500 1.625 1.0 34,220 0.035 0.047 (Information in Table 4 and Notes 1-4 are from Earthbound QC ("QC") Documentation and Test Data) Notes to Table 4: 1. "Tabulated allowable loads are for the shrinkage compensating device only. The attached components (including anchors, tension rods, bearing plates, wood framing members, etc.) shall be designed to resist design loads in accordance with the applicable code." (QC) 2. "No further increases to the tabulated allowable loads are permitted." (QC) 3. "Model numbers beginning with an A or T are designed for use with W3 through WI 0 swivel washers capable of fitting over threaded rods or bolts having diameters ranging from 3/8 inch to 11/4 inches. Model numbers beginning with an S or X are designed for use with WI 0 or W 12 swivel washers capable of fitting over threaded rods or bolts having diameters of 1 '/4 inches and 1 1/2 inches respectively." (QC) 4. "MJ100, MJ150 and MJ200 Series are for either 3/8 -inch or 1/2 -inch rod diameter. Requires Heavy Hex nut when installing on 3/8- inch-diameter rod." (QC) 5. "The device AR and AA describe the total movement of the device at allowable load, AT, and are additive. Take up devices that have a swivel washer to allow for threaded rods to be out of plumb yet allow for the device to rest on a bearing plate without angular deflection may provide a compensating adjustment to reduce AT. The OR values applicable when using swivel washers are available in Table 6 of this report. For design loads, PD, less than the allowable load, PA, the total movement of the device, AT, is calculated as follows: AT= OR+DA(PD/PA)" (AC316) 6. Additional color code for this series is a painted compression spring. 7. Additional color code for this series is a painted outer cylinder. 8. Earlier series of S1ackJacks SJS-4xx and SJX-4lx are relabeled as HJS-4xx and HJX-41x HeavyJacks respectively in this report. Page 4 of 8 06 5600-02 Holdowns - Calcs & Shop Drawings q Originally Issued: 11/30/2015 Revised: 11/25/2020 Valid Through: 11/30/2021 INNER CYLINDER C CAPTURE RING SPRING A OUTER CYLINDER PULL CLIP Table 5 — Swivel Washer Color Code Number Diameter of Rod Color O=Base Model 3 6 3/8" 3/4 Orange Gray 8 1" Yellow 9 1 1/8" White 10 11/4' Green INNER CYLINDER CAPTURE EIR .Il�l�il,RINGOUTER SPRING EPULL CLIP MINIJACKTM SLACKJACK° HEAVYJACKTM "MY SERIES "SJA" OR "SJT" SERIES "HJA", "HJS" OR "HJX" SERIES FIGURE 1 - SLACKJACK%. HEAVYJACKTM AND MINIJACKTM SHRINKAGE COMPENSATING DEVICES Page 5 of 8 06 5600-02 Holdowns - Callas & Shop Drawings qqES 0 Originally Issued: 11/30/2015 Revised: 11/25/2020 Valid Through: 11/30/2021 TABLE 6 - AR VALUES FOR USE WITH SWIVEL WASHERS DEVICE SERIES ROD DIA. TRAVEL AR SJA214 SJA-210 1/2 1.0 in 0.038 SJA215 SJA-210 5/8 1.0 in 0.036 SJA216 SJA-210 3/4 1.0 in 0.034 SJA217 SJA-210 7/8 1.0 in 0.032 SJA218 SJA-210 1 1.0 in 0.030 SJA219 SJA-210 1 1/8 1.0 in 0.028 SJA2110 I SJA-210 1 1 1/4 1 1.0 in 1 0.026 DEVICE SERIES ROD DIA. TRAVEL AR SJA414 SJA-410 1/2 1.0 in 0.044 SJA415 SJA-410 5/8 1.0 in 0.042 SJA416 SJA-410 3/4 1.0 in 0.040 SJA417 SJA-410 7/8 1.0 in 0.038 SJA418 SJA-410 1 1.0 in 0.036 SJA419 SJA-410 1 1/8 1.0 in 0.034 SJA4110 I SJA-410 1 1 1/4 1 1.0 in 1 0.032 DEVICE SERIES ROD DIA. TRAVEL OR SJA434 SJA-430 1/2 3.0 in 0.039 SJA435 SJA-430 5/8 3.0 in 0.037 SJA436 SJA-430 3/4 3.0 in 0.035 SJA437 SJA-430 7/8 3.0 in 0.033 SJA438 SJA-430 1 3.0 in 0.031 SJA439 SJA-430 1 1/8 3.0 in 0.029 SJA4310 1 SJA-430 1 1 1/4 1 3.0 in 0.027 DEVICE SERIES ROD DIA. TRAVEL AR SJT414 SJT-410 1/2 1.0 in 0.017 SJT415 SJT-410 5/8 1.0 in 0.015 SJT416 SJT-410 3/4 1.0 in 0.013 SJT417 SJT-410 7/8 1.0 in 0.011 SJT418 SJT-410 1 1.0 in 0.009 SJT419 SJT-410 1 1/8 1.0 in 0.007 SJT4110 I SJT-410 1 1 1/4 1 1.0 in 1 0.005 DEVICE SERIES ROD DIA. TRAVEL OR SJA224 SJA-220 1/2 2.0 in 0.043 SJA225 SJA-220 5/8 2.0 in 0.041 SJA226 SJA-220 3/4 2.0 in 0.039 SJA227 SJA-220 7/8 2.0 in 0.037 SJA228 SJA-220 1 2.0 in 0.035 SJA229 SJA-220 1 1/8 2.0 in 0.033 SJA2210 1 SJA-220 1 1 1/4 1 2.0 in 0.031 DEVICE SERIES ROD DIA. TRAVEL OR SJA424 SJA-420 1/2 2.0 in 0.040 SJA425 SJA-420 5/8 2.0 in 0.038 SJA426 SJA-420 3/4 2.0 in 0.036 SJA427 SJA-420 7/8 2.0 in 0.034 SJA428 SJA-420 1 2.0 in 0.032 SJA429 SJA-420 1 1/8 2.0 in 0.030 SJA4210 1 SJA-420 1 1 1/4 1 2.0 in 0.028 DEVICE SERIES ROD DIA. TRAVEL OR SJT424 SJT-420 1/2 2.0 in 0.021 SJT425 SJT-420 5/8 2.0 in 0.019 SJT426 SJT-420 3/4 2.0 in 0.017 SJT427 SJT-420 7/8 2.0 in 0.015 SJT428 SJT-420 1 2.0 in 0.013 SJT429 SJT-420 1 1/8 2.0 in 0.011 SJT4210 1 SJT-420 1 1 1/4 1 2.0 in 0.009 Page 6 of 8 06 5600-02 Holdowns - Calcs & Shop Drawings qqES 0 Originally Issued: 11/30/2015 Revised: 11/25/2020 Valid Through: 11/30/2021 DEVICE SERIES ROD DIA. TRAVEL OR SJA614 SJA-610 1/2 1.0 in 0.038 SJA615 SJA-610 5/8 1.0 in 0.036 SJA616 SJA-610 3/4 1.0 in 0.034 SJA617 SJA-610 7/8 1.0 in 0.032 SJA618 SJA-610 1 1.0 in 0.030 SJA619 SJA-610 1 1/8 1.0 in 0.028 SJA6110 1 SJA-610 1 1 1/4 1 1.0 in 0.026 DEVICE SERIES ROD DIA. TRAVEL AR SJT614 SJT-610 1/2 1.0 in 0.028 SJT615 SJT-610 5/8 1.0 in 0.026 SJT616 SJT-610 3/4 1.0 in 0.024 SJT617 SJT-610 7/8 1.0 in 0.022 SJT618 SJT-610 1 1.0 in 0.020 SJT619 SJT-610 1 1/8 1.0 in 0.018 SJT6110 I SJT-610 1 1 1/4 1 1.0 in 0.016 DEVICE SERIES ROD DIA. TRAVEL AR SJS415 SJS-410 5/8 1.0 in 0.019 SJS416 SJS-410 3/4 1.0 in 0.017 SJS417 SJS-410 7/8 1.0 in 0.015 SJS418 SJS-410 1 1.0 in 0.013 SJS419 SJS-410 1 1/8 1.0 in 0.011 SJS4110 SJS-410 1 1/4 1.0 in 0.009 SJS4112 I SJS-410 1 1/2 1 1.0 in 1 0.006 DEVICE SERIES ROD DIA. TRAVEL OR SJX415 SJX-410 5/8 1.0 in 0.038 SJX416 SJX-410 3/4 1.0 in 0.036 SJX417 SJX-410 7/8 1.0 in 0.034 SJX418 SJX-410 1 1.0 in 0.032 SJX419 SJX-410 1 1/8 1.0 in 0.030 SJX4110 SJX-410 1 1/4 1.0 in 0.028 SJX4112 I SJX-410 1 1 1/2 1 1.0 in 0.025 DEVICE SERIES ROD DIA. TRAVEL OR SJA624 SJA-620 1/2 2.0 in 0.041 SJA625 SJA-620 5/8 2.0 in 0.039 SJA626 SJA-620 3/4 2.0 in 0.037 SJA627 SJA-620 7/8 2.0 in 0.035 SJA628 SJA-620 1 2.0 in 0.033 SJA629 SJA-620 1 1/8 2.0 in 0.031 SJA6210 1 SJA-620 1 1 1/4 1 2.0 in 0.029 DEVICE SERIES ROD DIA. TRAVEL OR SJT624 SJT-620 1/2 2.0 in 0.023 SJT625 SJT-620 5/8 2.0 in 0.021 SJT626 SJT-620 3/4 2.0 in 0.019 SJT627 SJT-620 7/8 2.0 in 0.017 SJT628 SJT-620 1 2.0 in 0.015 SJT629 SJT-620 1 1/8 2.0 in 0.013 SJT6210 1 SJT-620 1 1 1/4 1 2.0 in 0.011 DEVICE SERIES ROD DIA. TRAVEL AR SJS425 SJ S-420 5/8 2.0 in 0.019 SJS426 SJ S-420 3/4 2.0 in 0.017 SJS427 SJ S-420 7/8 2.0 in 0.015 SJS428 SJ S-420 1 2.0 in 0.013 SJS429 SJ S-420 1 1/8 2.0 in 0.011 SJS4210 SJ S-420 1 1/4 2.0 in 0.009 SJS4212 I SJ S-420 1 1 1/2 1 2.0 in 0.006 Page 7 of 8 06 5600-02 Holdowns - Calcs & Shop Drawings qqES 0 Originally Issued: 11/30/2015 429 Revised: 11/25/2020 Valid Through: 11/30/2021 DEVICE SERIES ROD DIA. TRAVEL OR HJS415 HJS-410 5/8 1.0 in 0.019 HJS416 HJS-410 3/4 1.0 in 0.017 HJS417 HJS-410 7/8 1.0 in 0.015 HJS418 HJS-410 1 1.0 in 0.013 HJS419 HJS-410 1 1/8 1.0 in 0.011 HJS4110 HJS-410 1 1/4 1.0 in 0.009 HJS4112 HJS-410 1 1/2 1.0 in 0.006 DEVICE SERIES ROD DIA. TRAVEL AR HJX415 HJX-410 5/8 1.0 in 0.038 HJX416 HJX-410 3/4 1.0 in 0.036 HJX417 HJX-410 7/8 1.0 in 0.034 HJX418 HJX-410 1 1.0 in 0.032 HJX419 HJX-410 1 1/8 1.0 in 0.030 HJX4110 HJX-410 1 1/4 1.0 in 0.028 HJX4112 I HJX-410 1 1 1/2 1 1.0 in 0.025 DEVICE SERIES ROD DIA. TRAVEL AR HJA715 HJA-710 5/8 1.0 in 0.006 HJA716 HJA-710 3/4 1.0 in 0.004 HJA717 HJA-710 7/8 1.0 in 0.002 HJA718 HJA-710 1 1.0 in 0.000 HJA719 HJA-710 1 1/8 1.0 in 0.000 HJA7110 HJA-710 1 1/4 1.0 in 0.000 HJA7112 I HJA-710 1 1 1/2 1 1.0 in 0.000 DEVICE SERIES ROD DIA. TRAVEL AR HJS715 HJS-710 5/8 1.0 in 0.003 HJS716 HJS-710 3/4 1.0 in 0.001 HJS717 HJS-710 7/8 1.0 in 0.000 HJS718 HJS-710 1 1.0 in 0.000 HJS719 HJS-710 1 1/8 1.0 in 0.000 HJS7110 HJS-710 1 1/4 1.0 in 0.000 HJS7112 I HJS-710 1 1/2 1 1.0 in 0.000 For SI: 1 inch = 25.4 mm DEVICE I SERIES ROD DIA. TRAVEL OR HJS425 HJ S-420 5/8 2.0 in 0.019 HJS426 HJS-420 3/4 2.0 in 0.017 HJS427 HJ S-420 7/8 2.0 in 0.015 HJ S428 HJS-4201 1 2.0 in 0.013 HJ S429 HJ S-420 1 1/8 2.0 in 0.011 HJ S4210 HJ S-420 1 1/4 2.0 in 0.009 HJ S4212 HJ S-420 1 1/2 2.0 in 0.006 DEVICE SERIES ROD DIA. TRAVEL AR HJA725 HJA-720 5/8 2.0 in 0.005 HJA726 HJA-720 3/4 2.0 in 0.003 HJA727 HJA-720 7/8 2.0 in 0.001 HJA728 HJA-720 1 2.0 in 0.000 HJA729 HJA-720 1 1/8 2.0 in 0.000 HJA7210 HJA-720 1 1/4 2.0 in 0.000 HJA7212 I HJA-720 1 1 1/2 1 2.0 in 0.000 DEVICE SERIES ROD DIA. TRAVEL AR HJS725 HJS-720 5/8 2.0 in 0.002 HJS726 HJS-720 3/4 2.0 in 0.000 HJS727 HJS-720 7/8 2.0 in 0.000 HJS728 HJS-720 1 2.0 in 0.000 HJS729 HJS-720 1 1/8 2.0 in 0.000 HJS7210 HJS-720 1 1/4 2.0 in 0.000 HJS7212 I HJS-720 1 1 1/2 1 2.0 in 0.000 Page 8 of 8 06 5600-02 Holdowns - Calcs & Shop Drawings EARTHBOUND CORPORATION 17361 Tye Street, SE ON NO. 1 DOUG FIR STUDS/POSTS ON DOUG FIR PLATES Struct Plans Date: 12/1512020 Phone:(360) 863.0722 POST COLUMN DESIGN STUD HEIGHT #1 DOUG-FIR POSTS ON DOUG FIR FLOOR PLATES A B C D E F G H I J K L M N O P Q R S T U V Size Grade Height h inch PARALLEL Fcu psi DURATION CD REPETITIVE Cr SIZE FACT. CF M.O.E E ksi PERPENDICULAR TO GRAIN FcP Cb psi WIDTH b(d) inch THICK t inch E_ ksi F, psi Idd F. = [.822*Emin)/(Ie/d)A2 COLUMN FACTOR CP COL. STRESS F" psi VERTICAL CAPACITY P Ibs BEARING CAPACITY Pb Ibs ALLOW. Pc Ibs Size 2 x 4 No. 2 104 1,350 1.60 1.00 1.15 1,600 625 1.00 3.50 1.50 584 2,484 29.57 549.42 0.210 521.69 2,739 3,281 2,739 2 x 4 3 x 4 No. 2 104 1,350 1.60 1.00 1.15 1,600 625 1.00 3.50 2.50 584 2,484 29.57 549.42 0.210 521.69 4,565 5,469 4,565 3 x 4 4 x 4 No. 2 104 1,350 1.60 1.00 1.15 1,600 625 1.00 3.50 3.50 584 2,484 29.57 549.42 0.210 521.69 6,391 7,656 6,391 4 x 4 4 x 6 No. 2 104 1,350 1.60 1.00 1.10 1,600 625 1.00 3.50 5.50 584 2,376 29.57 549.42 0.219 520.25 10,015 12,031 10,015 4 x 6 4 x 8 No. 2 104 1,350 1.60 1.00 1.05 1,600 625 1.00 3.50 7.25 584 2,268 29.57 549.42 0.229 518.67 13,161 15,859 13,161 4 x 8 4 x 10 No. 2 104 1,350 1.60 1.00 1.00 1,600 625 1.00 3.50 9.25 584 2,160 29.57 549.42 0.239 516.90 16,735 20,234 16,735 4 x 10 4 x 12 No. 2 104 1,350 1.60 1.00 1.00 1,600 625 1.00 3.50 11.25 584 2,160 29.57 549.42 0.239 516.90 20,353 24,609 20,353 4 x 12 2 x 6 No. 2 104 1,350 1.60 1.00 1.00 1,600 625 1.00 5.50 1.50 584 2,160 18.82 1356.74 0.517 1117.30 9,218 5,156 5,156 2 x 6 3 x 6 No. 2 104 1,350 1.60 1.00 1.05 1,600 625 1.00 5.50 2.50 584 2,268 18.82 1356.74 0.499 1131.46 15,558 8,594 8,594 3 x 6 6 x 4 No. 2 104 1,350 1.60 1.00 1.10 1,600 625 1.00 5.50 3.50 584 2,376 18.82 1356.74 0.482 1144.18 22,026 12,031 12,031 6 x 4 6 x 6 No. 1 104 1,000 1.60 1.00 1.10 1,600 625 1.00 5.50 5.50 584 1,760 18.82 1356.74 0.596 1048.11 31,705 18,906 18,906 6 x 6 6 x 8 No. 1 104 1,000 1.60 1.00 1.10 1,600 625 1.00 5.50 7.25 584 1,760 18.82 1356.74 0.596 1048.11 41,793 24,922 24,922 6 x 8 6 x 10 No. 1 104 1,000 1.60 1.00 1.10 1,600 625 1.00 5.50 9.25 584 1,760 18.82 1356.74 0.596 1048.11 53,323 31,797 31,797 6 x 10 2 x 8 No. 2 104 1,350 1.60 1.00 1.15 1,600 625 1.00 7.25 1.50 584 2,484 14.28 2357.48 0.673 1670.84 18,170 6,797 6,797 2 x 8 2 x 4 No. 2 71 1,350 1.60 1.00 1.15 1,600 625 1.00 3.50 1.50 584 2,484 20.14 1184.16 0.417 1035.94 5,439 3,281 3,281 2 x 4 2 x 6 No. 2 71 1,350 1.60 1.00 1.15 1,600 625 1.00 5.50 1.50 584 2,484 12.82 2924.15 0.744 1848.57 15,251 5,156 5,156 2 x 6 A Nominal Member Size B Lumber Grade C Nominal Post Height - 4.5 inches for double 2x top plate and single 2x bottom plate. D - J Coefficients and parameters per NDS 2015 K Lumber depth (3.5" in 4" wall, 5.5" in 6" wall) L Lumber thickness parallel to wall direction M Emin' = (2.03)(E)(2-2.645(CoVE)))/2.66, CoVE = 0.25 for sawn lumber N F*� = (F�11)(CACMCF) - (Columns D, E, F, G) O Slenderness Ratio: Effective Length / depth ratio: (Col. C / Col. K) P Emin' = Euler critical buckling stress for columns Fce = 08.22(Emin')/(le/d)2. Equation H-2 in NDS 2015. Q Column Stability Factor CP, Equation 3.7-2 in NDS 2015 R Column Stress Pc = F*c x Cp (Col. N x Cal. Q). Equation H-2 in NDS 2015 S Final Buckling Capacity: Post Area x F'c, (Col. K x Col. L x Col. R) T Maximum Bearing Capacity Perpendicular to Grain Code Limitation: (Col. I x Col. K x Col. Q. U Final Post Capacity, minimum value of Col. S or Col. T. V Nominal Member Size (Same as Col. A) 06 5600-02 Holdowns - Calcs & Shop Drawings Earthbound System - Highway 99 Edmons Edmonds, WA Sample DF No. 2 Grade Stud/Post Calculation Earthbound System Stud/Post Capacity Sample Calculation Objective: Calculate final vertical compression capacity of a single stud: The final vertical compression capacity will be the lower of the following: 1) Perpendicular to grain bearing capacity of the floor plate below the vertical member. 2) Column Buckling calculations using wood properties, coefficients and formulas from 2015 NDS. All table references are from 2015 NDS. Define Variables and Coefficients: From Table 4.3.1 of 2015 NDS (page 29), the following are Applicable Adjustment Factors for Sawn Lumber: CD : = 1.60 ;Load Duration Factor = 1.60 for seismic used in buckling calc only, not in perp to grain talc. CM := 1.0 ;Wet Service Factor = 1.0 if dry conditions CF := 1.15 ;Size Factor from Table 4AAdjustment Factor for (Fc) compression parallel calculations. No. 1 =1.15, No. 2 =1.15, Stud grade =1.05. Calculate Stud or Post Bearinq Capacity: This is a calculation of the maximum capacity per stud bearing perpendicular to grain on the bottom plates: StudHeight := 9.000 ft ;Stud or Post Height in feet 12in ;Effective Column Length or true member height 1 := StudHeight le := 1— 4.5 in le = 103.5 in in inches after subtracting 4.5 inches for double 2x plate lft and single 2x bottom plate. For this calculation example we will use a No. 2 grade 2x4 post, (1.5 inches x 3.5 inches) Doug Fir Studs on Doug Fir floor plates. Refer to 2015 NDS Table 4A (attached). d := 3.5in ;Stud or Post Depth t := 1.5in ;Stud or Post Thickness (Parallel to Plate Grain Direction) A:=td A = 5.25 in ;Total Bearing Area Calculate Bearing Area Factor, Cb in accordance to 2015 NDS 3.10.4. This only applies to studs/posts less than 6". lb := t lb = 1.5 in ;Assign Bearing Length parallel to plate grain, same as "t" variable above to match NDS 3.10.4 Nomenclature. Cb := 1.00 ;Equation NDS 3.10-2 allows an increase of bearing area factor if members are located more than 3 inches away from end of floor plate member. This calculation will be conservative and leave Cb = 1.0. Fcperp := 625psi ;From 2015 NDS Table 4A Douglas Fir Perp to Grain = 625 psi StudBearingCapacity := A Fcperp Cb StudBearingCapacity = 3281.2 lbf ;NDS does not allow for Load Duration Factor greater than 1.0 to be applied to loads perpendicular to grain. Earthbound Corporation DF No 2 / DF Plate Calculations NDS2015 2x4 Calc DFDF No 2 06 5600-02 Holdowns - Cales & Shop DPawingT- Earthbound System - Highway 99 Edmons Edmonds, WA Sample DF No. 2 Grade Stud/Post Calculation Calculate Trimmer Stud or Post Vertical (Column Buckling) Capacity: This is a calculation of the maximum buckling or column capacity per stud or post. Calculations are based from 2015 NDS Chapters 3 and 4 with references to Appendix D.3, F.2 and H. Fcpara 1350psi ;Fc (parallel) for No. 2 Grade up to 4" thick Douglas Fir, will be 1350 psi. Table 4A Reference for DF: No. 1 = 1500 psi, No. 2 = 1350 psi, Stud Grade = 850 psi Ca: = 1.60 ;Load Duration Factor = 1.60 for seismic, used in buckling calc only, not perp. to grain calc. C : = 1.15 ;Size Factor from Table 4AAdjustment Factor for (Fc) compression parallel calculations. No. 1 Grade = 1.15, No. 2 Grade = 1.15, Stud grade =1.05. Cam: = 1.0 ;Wet Service Factor = 1.0 E := 1600000psi ;Modulus of Elasticity (MOE) of wood, From Table 4A: No. 1 Grade=1,700,000 psi, No. 2 Grade = 1,600,000 psi, Stud Grade = 1,400,000 psi. C:= 0.80 ;c = 0.8 for sawn lumber, 0.9 for engineered lumber per NDS 3.7-1 footnotes Adjusted—Fcpara Fcpara CD CF CM ;Adjusted_Fc(para) is also known as F*c from NDS 2015 reference. Mathcad cannot show the asterisk in "F*c". Adjusted—Fcpara = 2484 psi COVE := 0.25 Emin := 1.03 E (1 — 1.645 COVE Emin = 584494 psi (0.822 Emin FcE := le 2 ❑d ❑ 1.66 ;Coefficient of variation of E, CoV(E) = 0.25 for sawn lumber, 0.10 for glue lam lumber per NDS 2015 Appendix F.2, Table F1. ;Equation D-4 in NDS 2015. Determine reference modulus of elasticity where: E = Modulus of Elasticity 1.03 = adjustment factor to convert E to pure bending basis. Use 1.05 for structural glued laminated timber. 1.66 = factor of safety CoV(E) = cofficient of varation in modulus of elasticity defined in NDS 2015 Appendix F.2. Emin represents an approx 5% lower exclusion value on pure bending MOE, plus a factor of safety of 1.66. ;Equation H-2 in NDS 2015: The 0.822 factor in Equation H-2 FcE = 549 psi represents the Euler buckling coefficient for rectangular columns calulated as 7u2/12. MOE for beam and column stability Emin in H-2 represents an approximate 5% lower exclusion value on pure bending MOE, plus a 1.66 factor of safety (See NDS 2015 DA.) We effectively removed the 1.66 factor of safety from Equation H-2 by dividing Emin by 1.66 used in Equation D-4 above. Earthbound Corporation DF No 2 / DF Plate Calculations NDS2015 2x4 Calc DFDF No 2 06 5600-02 Holdowns - Calcs & Shop DPawingT- Earthbound System - Highway 99 Edmons Edmonds, WA Sample DF No. 2 Grade Stud/Post Calculation The maximum design value Fc in psi of cross -sectional area of individual members of columns shall be determined in accordance with the following formula. (Based on Equation 3.7-1 from 2015 NDS showing (Cp x F*c). E FcE .J EF1 + []Adjusted_Fcpara[4. Fc := Adjusted_Fcpala �' ' ' — 2c Fc = 521.7 psi .J 1 + FcE FcE 0 E E]Adjusted_FCpara[�, _ Adjusted_Fcpara 0- 2 c C C The vertical capacity of this column is design value Fc multiplied by the bearing area of the stud or post, in this case a 2x4 stud: d = 3.5 in t = 1.5 in StudVerticalCapacity := d t Fc StudVerticalCapacity = 2738.8 lbf StudBearingCapacity = 3281.2 lbf ;From above bearing calculations The allowable stud capacity should be the lower value between Vertical Capacity and Bearing Capacity: AllowStudCapacity := if (StudBearingCapacity > StudVerticalCapacity, StudVerticalCapacity, StudBearingCapacity) ;The above formula is a conditional statement inherent to Mathcad to use the lower capacity as the final value. AllowStudCapacity = 2739 lbf ;orAllowable Post Capacity for a 9'-0" 2x4 No. 2 Grade DF on DF Calculation Summary: Using above calculation example, we can calculate the final capacities of other wood members for 9'-0" members as used on this project. See attached spreadsheets. Earthbound Corporation DF No 2 / DF Plate Calculations NDS2015 2x4 Calc DFDF No 2 06 5600-02 Holdowns - Calcs & Shop DrawingT- Earthbound System - Highway 99 Edmons Edmonds, WA Sample DF No. 2 Grade Stud/Post Calculation The following snippets below is taken from the NDS 2015 Reference 4Aand is provided here for ease of reference. Highlighted values are commonly used lumber types and may or may not be used in these calculations: Table 4A Deference Design Values for Visually Graded Dimension Lumber (Cont.) J " - 411 thick)l.srs (AllI species except Southern Pine —see Table 48) {Tabulated design values are far normal load duration and dry service conditions. See NDS 43 for a comprehensive description of design value adjustment factors.) USE VATH TABLE 4A A111JUSy'Ir1SNT FACTORS k:WL-1 .rS.I UCEu1a 1 iGD 1. DOQ 1$Q 625 1,700 1,90p,-00¢ QOG'000 N�i 1 R BI. ' J:::) Boll 180 625 1.55D 1.800.000 686,000 No. 1 2" & wlpert 1.CGD 676 180 625 1.540 1,700,000 620,000 No.2 No 575 160 625 1.350 1.600.000 59U.000 YJCL,B No.3 525 32{ 184 625 --. ?.400.00 510,000 0.50 &kid 2' & widor 700 45r, 180 625 850 1,400,000 510.Nu v'N'iPA C,8M truCtMh T.9W J3511 180 625 i,BW qP t'sw.-000 556,000 Slendard 2".4"wide 675 373 180 625 I,A00 1.400.000 510,000 Uhldyr 275 175 181) _ 625 9W 1,3C40,000 470,OOD Se'eet Siruaturel I .AG.} r 25 50 05 i.gbb 1, NO.1 %B1r 1,10D 725 150 405 1,350 I.Wo.11W 55419QP No.1 T' wider 976 626 ISO 405 1.3W 1,d00,000 SSQ,000 No.2 85:' 525 150 445 t,300 1.300.000 470.000 W4;I.J6 No. 3 '.:::] 300 150 405 725 1,200;-000 44DIWO 0.43 k4J1h'PA Stud t'Siwlder 675 dDC 19C= 40$ 8C10 1.200.0% 444.Wo Conatru=n 9?5 (S0u 15Q ow I!'MD 1,300,000 470,000 Standard 2" -41 rude 5!>7 526 150 405 1.2m 1,200,-D0O 440.p00 U11t11y 25D 15C 150 405 050 1,100. 40 400.000 Sr. PSI S:IUCEUI3 250 7Gr 13.`, .:'5 47D 1 5DO DOD 556 rmci No UM 2 2'&'aide' e'!) 4a(: 1'!; .1'i:: '! J 1.400000 !a1Q.-Dbt, N'i 3 =-.D _ 1 3 S 4:'S C.5.1 12D11 DOD 440-DD0 Stud ' & wide, 8'+5 35.' I'+'• 525 tS 1,200 000 40,40u :: 9:' N1 Gi. Construction 1.000 500 135 425 1,400 1.300.000 470.000 3landard 2" - A" w+de 550 275 135 AZ5 1,t50 1,200 goo 4aD.Q00 u11MY 275 12$ 1aS 425 750 1,i30.000 4110.0DO Earthbound Corporation DF No 2 / DF Plate Calculations NDS2015 2x4 Calc DFDF No 2 06 5600-02 Holdowns - Cales & Shop DrawingT- Earthbound System - Highway 99 Edmonds Edmonds, WA Earthbound Bridge Calculation Earthbound System Compression Bridge and Support Trimmer Calculation Summary of Compression Bridge Concept: The "Compression Bridge" consists of 4x6 sawn lumber turned upright (or 6x6) and framed in the stud bay at each end of a shear wall. These bridges are utilized at the top floor of every holdown run in the Earthbound System. The 46 is framed in the wall similar to a header where it is supported by cripple studs. Depending on load, the minimum number of cripple studs is two, one at each end of the 4x6 bridge. If the bearing load exceeds the maximum bearing pressure of the cripple studs peripendicular to grain of the floor plate, more studs can be added under the bridge. The outermost cripple studs are faced nailed two (2) nails on 4" o.c. to the adjacent full height stud members. The following example calculation will be based on 47-6" tall cripple studs in performing the face nail calculation. The Earthbound System also recommends these cripple studs receive nailing for redundancy from the sheathing side equivalent to required plywood edge nailing schedules for the shear wall. For this calculation, we will use 4" o.c. plywood edge nailing. The Slackjack or MiniJack Device is mounted at the top of the bridge resting on the Earthbound System bearing plates. The holdown load path is intended to transfer down via the bearing plate through the 4x6 bridge to the cripple studs with load transferring from the face nails into the full length studs. END OF SHEAR W. U 0 z IY J Lk w Z 2 14—W' MAX' & 7M 8„ MIN. 0 -!,,,,—SLACK JACK DEVICE „ STANDARD FRAMIN PLATE TOE NAILING OPTIONAL AT BRIDGE BLOCK, NAILING MUST BE AT ABOVE 25 OF BLOCK HEIGHT ONLY. FACE NAILING EACH SIDE TYP _ SEE NOTE #17 FOR ALL REQUIREMENTS BRIDGE TRIMMER COUPLER (C ROD (R T L CKJACKDEVICE PLATE Farthhound Corporation NDS2015_6ridge_Caic_DFDF Page 1 Q6 5600-02 Holdowns - Calcs & Shop Drawings Earthbound System - Highway 99 Edmonds Edmonds, WA Earthbound Bridge Calculation Objective: Calculate lumber and nailing capacities to support holdown load under the Shrinkage Device and bearing plate. We are using face nailing and diaphragm nailing to transfer holdown load back into wall: Define Variables and Coefficients: From Table 10.3.1 2015 NDS (attached at end of calculation), the following are Adjustments Factors for Corrections applicable in calculating nail and spike capacities (under Dowel -Type Fasteners) CD := 1.33 ;Load Duration Factor = 1.33 for seismic CD Nails 1.60 ;Load Duration Factor = 1.6 for Nails CM : = 1.0 ;Wet Service Factor = 1.0 if dry conditions in 2015 NDS. Ct := 1.0 ;Temperature Factor = 1.0 if below 100 degrees CA := 1.0 ;Geometry Factor = 1.0 unless you have a split ring or shear plate connection. Ceg := 1.0 ;End Grain Factor =1.0 if non end grain nailing application Cdi := 1.0 ;Diaphragm Factor =1.0 if non diaphragm nailing application. 1.1 if diaphragm nailing Ctn : = 1.0 ;Toenail Factor = 1.0 if non toe nailing application Z := 931bf ;Box Nail Shear Design values from supplemental calculation from WWPA Wood -To -Wood Single Shear Connections is at the end of this document. WWPA= 148 Ibs / 1.6 (Cd) = 93 Ibf Calculate Shear Value of one FACE nail based on above adjustment factors: Znail Z CD -Nails CM Ct CA Ceg Cdi Ctn Znail = 148.8 lbf Calculate Face Nailing Capacity based on two (2) nails on 4"o.c. rows and 47-6" trimmer stud length: StudHeight := 4.5ft NailRowSeperationOC := 4.Oin StudHeight 12 in NumberNailRows := ft — 1 ❑NailRowSeperationOC ❑ NumberNailRows = 13 NumberNailsPerRow := 2 NumberofRowArrays := 2 ;Typically Trimmer Stud Height is set at mid floor or 1 /2 full length studs used for wall framing ;We subtract one row of nails for spacing and clearance to the bridge. TotalFaceNailCapacity := NumberNailRows NumberNailsPerRow NumberofRowArrays Znail TotalFaceNailCapacity = 7440 Ibf ;This is (number of rows) x (2 nails per row) x (2 rows, one each side) x (nail capacity) Nailing Capacity Summary: The above calculation is based on the cripple stud height used and the spacing between rows of nails. Note that the Earthbound System does recommend sheathing nailing to match plywood edge nailing schedules. The additional transfer from shear panel nails is calculated later in this document. Farthhound Corporation N11S2015_6ridge_Caic_DFDF Page 2 Q6 5600-02 Holdowns - Calcs & Shop Drawings Earthbound System - Highway 99 Edmonds Edmonds, WA Earthbound Bridge Calculation Calculate Cripple Stud Bearing Capacity: This is a calculation of the maximum capacity per stud bearing perpendicular to grain on the bottom plates: le := StudHeight 12in le = 54 in ;Stud Height in inches 1 ft d := 3.5in ;Stud Depth t := 1.5in ;Stud Thickess A := t d ;Stud Bearing Area A = 5.25 in ;Note the effective stud bearing area for a 2x6 cripple stud will be based on a 2x4 (1.5 in x 3.5 in) because we specify a 4x6 bridge turned upwards, the effective stud bearing area will be the same for a 2x4 or 2x6. Fcperp := 625psi ;From 2015 NDS Table 4A Douglas Fir Stud Grade = 625 psi StudBearingCapacity := A Fcperp StudBearingCapacity = 3281 lbf ;NDS does not allow for Load Duration Factor greater than 1.0 to be applied to loads perpendicular to grain. Calculate Trimmer Stud Vertical (Column Buckling) Capacity: This is a calculation of the maximum buckling or column capacity per stud. Calculations are based from 2015 NDS: Fcpara 850psi ;Fc (parallel): Douglas Fir (stud grade) = 850 psi Ca:= 1.333 ;Load Duration Factor = 1.33 for seismic Cr := 1.00 ;Repetitive Member Factor = 1.00 CF := 1.05 ;Size Factor =1.05, From 2015 NDS Table 4A for 2,3,4 inch width Stud Grade CWI:= 1.0 ;Wet Service Factor = 1.0, From 2015 NDS Table 4A, assume lumber is below 19% moisture content E := 1400000psi ;Modulus of Elasticity of wood, From 2015 NDS Table 4A: Douglas Fir Stud. Grade = 1,400,000 psi c := 0.80 ;c = 0.8 for sawn lumber AAA Adjusted_Fcpara Fcpara CD CF CM ;Adjusted_Fc(para) is also known as F*c from NDS 2015 reference. Mathcad cannot show the asterisk in "F*d'. Adjusted_Fcpara = 1189.7 psi ;Coefficient of variation of E, CoV(E) = 0.25 for sawn lumber, COVE := 0.25 0.10 for glue lam lumber per NDS 2015 Appendix F.2. Farthhound Corporation NDS2015_Rridge_Caic_DFDF Page 3 Q6 5600-02 Holdowns - Calcs & Shop Drawings Earthbound System - Highway 99 Edmonds Edmonds, WA Earthbound Bridge Calculation Emin : = 1.03 E (1 — 1.645 COVE) Emin = 511432.2 psi (0.822 Emin) FcE := le 2 ❑d ❑ 1.66 ;Equation D-4 in NDS 2015. Determine reference modulus of elasticity where: E = Modulus of Elasticity 1.03 = adjustment factor to convert E to pure bending basis. Use 1.05 for structural glued laminated timber. 1.66 = factor of safety CoV(E) = cofficient of varation in modulus of elasticity defined in NDS 2015 Appendix F.2. Emin represents an approx 5% lower exclusion value on pure bending MOE, plus a factor of safety of 1.66. ;Equation H-2 in NDS 2015: The 0.822 factor in Equation H-2 FcE = 1766 psi represents the Euler buckling coefficient for rectangular columns calulated as 7u2/12. MOE for beam and column stability Emin in H-2 represents an approximate 5% lower exclusion value on pure bending MOE, plus a 1.66 factor of safety (See NDS 2015 DA.) We effectively removed the 1.66 factor of safety from Equation H-2 by dividing Emin by 1.66 used in Equation D-4 above. The maximum design value Fc in psi of cross -sectional area of individual members of columns shall be determined in accordance with the following formula. (Taken from 2015 NDS Equation 3.7-1). ❑F 1 + Fc := Adjusted_Fcpala Fc = 960.6 psi FcE .J ❑Adjusted_Fcpara [4. — 2c FcE + E ❑Adjusted_Fcpara[�. — 2c FcE Adjusted_Fcpara a ❑ c [ The vertical capacity of this column if design value Fc multiplied by the bearing area of the stud, in this case a 2x4: d = 3.5 in t = 1.5 in StudVerticalCapacity := d t Fc StudVerticalCapacity = 5043 lbf StudBearingCapacity = 3281 lbf ;From above bearing calculations, based on DF at Fc(perp)=625 psi. The allowable stud capacity should be the lower value between Vertical Capacity and Bearing Capacity: AllowStudCapacity := if (StudBearingCapacity > StudVerticalCapacity, StudVerticalCapacity, StudBearingCapacity) ;The above formula is a conditional statement inherent to Mathcad to use the lower capacity as the final value. AllowStudCapacity = 3281 lbf Farthhound Corporation NDS2015_6ridge_Calc_DFDF Page 4 Q6 5600-02 Holdowns - Calcs & Shop Drawings Earthbound System - Highway 99 Edmonds Edmonds, WA Earthbound Bridge Calculation Calculate Shear Value of 10d nail assuming 1/2" Plywood: Z : = 701bf ;Box Nail Shear Design values from 2015 NDS Table 12Q (attached at end of calc) using 1/2" side member thickness 10d nails (x 3 inches nail length) and Douglas Fir Larch lumber. 'CA := 1.1 ;Cdi is 1.1 for diaphragm nailing. Z:= Z CD —Nails CM Ct CO Ceg Cdi Ctn ;Incorporate all adjustment factors including C(D_Nails) = 1.60 Znail = 123.2 lbf Calculate Plywood Side Nailing Capacity based on 4"o.c. and 6'-0" trimmer stud length: Stu�ht := 4.5ft NailRowSe erationOC := 4.Oin StudHeight 12 in NumberNailsPerStud := ft — 1 ❑Nai1RowSeperationOC ❑ NumberNailsPerStud = 12.5 NumberStuds := 4 TotalPlywoodNailCapacity := NumberNailsPerStud NumberStuds Znail TotalPlywoodNailCapacity = 6160 lbf TotalNailCapacity : = TotalPlywoodNailCapacity + TotalFaceNailCapacity ; See Page 2 for Face Nail Calc... TotalNailCapacity = 13600 lbf Nailing Capacity Summary: The above calculation is based on the trimmer stud height used and the spacing between rows of nails. Note that the Earthbound System does require 4" o.c. sheathing nailing on all trimmer members and 4" o.c. face nailing of the outermost trimmer to the full height stud members. Farthhound Corporation N11S2015_6ridge_Caic_DFDF Page 5 Q6 5600-02 Holdowns - Calcs & Shop Drawings Earthbound System - Highway 99 Edmonds Edmonds, WA Earthbound Bridge Calculation Calculation Summary: For a given bearing load underneath the take up device, the required amount of cripple studs under the bridge is an even number of multiples of the above Allowable Stud Capacity. We use even numbers to balance the supporting under the 4x6 or 6x6 bridge. This bearing load may be greater that the actual uplift load required for the top floor due to assignment of loads upward in the building using the threaded rod system. The face nailing portion of the cripple studs need to exist to transfer shear load that occurs above the bridge back underneath the bridge and into the threaded rod. The loads required for panel nailing calculations will be the uplift load for that floor only. The additional studs required are to take up the bearing loads from loads transferred from below. Examine Shear at Bridge: The figure at the left shows a worst case scenario of a bridge trimmer with our smallest plate (Part "P8" 3 1/4 x 4 1/4 x 3/8) and only two (2) trimmers total. By inspection we are within a 1:1 requirement per 2015 NDS 3.4.3 to ignore shear force. If the load under the shrinkage device exceeds 8,000 Ibs, a larger bearing plate will used. Depending on the lumber species (Hem vs Doug Fir) of the trimmers and floor plates, we would also increase the number of trimmer members under the bridge. 3.4.3 Shear Design 3.4.3.1 Whan oaJcu111ting the shear force, V, in pending menibcrn: SHRINKAGE DEVICE (a) For bcarns supported by full bearing on one surface and leads xpplicd to the opposite sur- BEARING PLATE f2ICC, unifOnnly distributed loads within a dis- tance from Suppc�ris egUL1l to the d Tfli of the 1:1 RATIO (TYP) bending rncrnber, d- shall be permitted to be ig- nored- For bcanis Supportcd by full bearing on one surface and Jewels applied to [Ile offo�itc 4x6/6x6 ;urfacc, concentrated loads within a distance, d-. COMPRESSION from suppinN sliall be permitted to be rnulti- BRIDGE plied by x,`d where x is the distance from the hcarn support face to the load {sec Figure 3C)- Figure 3C Shear at Supports 4 TRIMMER STUDS i d d See 1.4.1 1 rear 17n / r ca�er�aT+Jn rr�ri� Farthhound Corporation NDS2015_Rridge_Calc_DFDF 06 Page 6 5600-02 Holdowns - Calcs &Shop Drawings Earthbound System - Highway 99 Edmonds Edmonds, WA Earthbound Bridge Calculation Main Member Species Main Member Thickness {rxp ') Side Member Species ,Sfde Wemr er Thickness f rs '} Loading Type End Crain Condrbon? Main Member Species Main Merrrber Thickness (Tin') Side Member Species Side Member Thickness � rs Loading Type End Grain Condition? a 41 �Iy twnllchl (actual thickneasr) rm Nail Driving lion Side Member Main Member Douglas Fif-Larch 1 112 Douglas Fir -Larch 1 112 Seismic Load Nc Type of Connector Box Nail Common Wire Mail Sinker Nail Bolt Wood Screw Lag Screw Y ers ion: 2.G 3ned an: August 200,-2y000 how ;o ;�16 Er-e. Da -.a Connector Length Sme (irr 10d x 3 'version: 2.0 (actual thickness) ; Mail Driving Side Member Main Member Douglas Fir-Larctt 3 112 Plywood (Str. 1 or MarineGr.) 7116 Seismic Load No Type of Codirector Box Nail Common Wire Nail L Sinkef Mail Bolt Wood Screw Lag Screw Shear Caoac.ty 148 lb each Controtling UMP MODE IV #signed on: August 20. 2d09 H Ewer Data Connector Length Shear Contro:ling Size {in) Capacity Mode 10d x 3 = 112 lbeach MODE ills NOTE: THIS CALCULATION MUST INCLUDE Cdl =1.1 FOR DIAPHRAGM FACTOR. THEREFORE 112 LBS x 1.1 =123 Ibs PER SHEAR NAIL. Farthhound Corporation NDS2015_Rridge_Calc_DFDF Page 7 C6 5600-02 Holdowns - Calcs & Shop Drawings