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DEF SUB3 APPROVED BLD BLD2021-0088 Holdowns Plans and Calcs dbeckCATALYST CONSTRUCTION Job: Anthology of Edmonds 21200 72nd Ave W Edmonds WA, 98026 Submittal Package - Item # Submittal Description Submittal includes: Hold-down Shop Drawings Submittal SUBMITTAL Spec Section No: 06 10 00 Revision No: 0 Sent Date: 7/22/22 Required Date: 8/5/22 Submittal # 06 10 00-1-0 Action Action: A = Approved AN = Approved As Noted RR = Revise and Resubmit NOTE: Please strike out any rejected items and approve the balance as noted or submitted whenever possible Contractor Stamp Project Name CATALYST Anthology of Edmonds CONSTRUCTION 0 FOR APPROVAL ❑ FOR RECORD ❑ REVIEWED ❑ NOT REVIEWED By JSefuentes DATE 7/22/2022 SUBMITTAL# 061000-1-0 JOB# 21-18 ® NO EXCEPTIONS TAKEN ❑ REVISE AND RESUBMIT ❑ MAKE CORRECTIONS NOTED REVIEW NOT REQUIRED This review is only for general conformance with the design concept and the information given in the Construction Documents. Corrections or comments made on the submittal during this review do not relieve the contractor from compliance with the requirements of the plans and specifications. Review of a specific item shall not include review of an assembly of which the item is a component. The Contractor is responsible for: dimensions to be confirmed and correlated at the jobsite; information that pertains solely to the fabrication processes or to the means, methods, techniques, sequences and procedures of construction; coordination of the Work with that of all other trades and performing all Work in a safe and satisfactory manner. Architect Stamp Ankrom Moisan Architects, Inc. Contractor Submittal Review Project Name: Edmonds Senior Living Project Number: 184470 Submittal ID: 06 10 00-1.0 Received On: 07/22/22 Reviewed On: 07/22/22 Reviewed By: adrianal REVIEWED August 27, 2022 pp No Exception Taken ❑ Revise and Resubmit ❑ Make Corrections Noted ❑ Submit Specified Item ❑ No Action Taken ❑ Rejected Review is for the limited purpose of checking for the conformance with die infortnadon given and the design .nwpt expressed in the Conlacl Documents. Review is not.nducted for the p.ryose of determining the...racy and completeness of other details sucM1 as dimensions antl quantities, or for substantiating the inaWdions far installation or performance of equipment or systems, all of which remain the responsibility of the Contactor as required by the Conbacl Documents. The Architect's review shall not onsfitra approval.safety precautionsor,unlessspecifically slatedby.T.Archi of any.nsVuction dicale methods, ten..es,segf a mh oeitern ures. The ArcM1itect's ew sM1all not inapproval of an assembly of which [M1e item is a component. Conad-, or comments made on shop d—ings during this review do not relieve the Contactor from compliance with the requirements of the plans and specifications. KPFF Consulting Engineers Reviewed b DBeck D Y� BLD2021-0088 DEF SUB3- By andi BECK & ASSOCIATES, PLLC I HOLD DOWNS CP 3 �n Cn o 7- 0 �LIJ N LL_ 0 O N CAD CT o L. c- Z C) Q GENERAL NOTES 1. THE SLACKJACKTm DEVICE COMPONENTS INCLUDE: A. SJA INNER AND OUTER SLEEVE CYLINDERS B. PRE -COMPRESSED COMPRESSION SPRING C. NUT: ALL NUTS TO CONFORM TO ASTM A563 GRADE "A" FOR 60 ksi AND GRADE "C" FOR 120 ksi TENSILE STRENGTH THREADED RODS. D. SWIVEL WASHER 2. ALL THREADED RODS SHALL CONFORM TO THE FOLLOWING SHOP DRAWING MARKS: 1. Rx = ASTM A36 OR A307, fu = 60 ksi. 2. RxM = ASTM F1554 GRADE 55, fu = 75 ksi. 3. RxHS = ASTM A449 (fu = 120 ksi UP 1". fu = 105 ksi 1-1/8" THRU 2-1/2") or ASTM A193137 (fu = 125 ksi). NOTES: a. x = ROD DIAMETER IN EIGHTS OF AN INCH. (ie. R7M = 7/8" ASTM F1554 GRADE 55) b. "M" ROD ARE ZINC PLATED FINISH. 3. STANDARD AND HIGH STRENGTH i RODS ARE BLACK STEEL, HS WILL BE MARKED WITH AN ORANGE TAPE. 4. ALL BEARING PLATES ARE FABRICATED FROM ASTM A36 STEEL. 5. ALL STEEL BEARING PLATES SHALL HAVE FULL BEARING CONTACT AREA ON WOOD MEMBERS. 6. COUPLING NUT CONNECTION: CONTRACTOR SHALL BE RESPONSIBLE TO VERIFY THAT AT CONNECTIONS WITH THE SAME SIZE ROD THAT EACH ROD IS THREADED HALF WAY INTO COUPLER FROM EACH SIDE. HIGH STRENGTH I COUPLERS SHALL BE USED WITH HIGH STRENGTH (HS) RODS UNLESS NOTED OTHERWISE. STANDARD STRENGTH COUPLERS ARE ZINC PLATED. HIGH STRENGTH (HS) ARE NOT PLATED. WHERE REDUCING COUPLERS ARE USED, COUPLER SHALL BE FULLY SEATED ON THE LARGER DIAMETER ROD BEFORE ENGAGING THE SMALLER DIAMETER ROD. SIGHT HOLES ARE PROVIDED ON STRAIGHT COUPLERS ONLY, SIGHT HOLES ARE NOT REQUIRED ON REDUCING COUPLERS. 7. COLORS REFERENCED ON THIS DRAWING ARE PROVIDED FOR CONVENIENCE TO THE INSTALLER AND FOR INSPECTION PURPOSES. 8. SILICONE OR CAULKING SHALL NOT BE PLACED INTO THE SLACKJACK DEVICE OR ANY DRILLED HOLE FOR RODS AT ANY TIME. CONTRACTOR SHALL USE FIRE RATED ROCKWOOL OR NON -HARDENING FIRESTOP. (PROVIDED BY OTHERS). 9. ANCHOR BOLTS ARE SPECIFIED BY EARTHBOUND TO CONFORM TO THE LOADS REQUIRED ON THE STRUCTURAL PLANS. CONTRACTOR SHALL BE RESPONSABLE TO VERIFY AND COORDINATE SCHEDULED ANCHOR BOLTS WITH THESE ASSEMBLIES. 10. HOLDOWN RUN ELEVATION VIEWS ARE DIAGRAMS AND MAY NOT DEPICT THE CORRECT NUMBER OF COLLECTOR STUDS REQUIRED. REFER TO COLLECTOR STUD PLAN DIAGRAMS FOR REQUIRED AMOUNT OF ADDITIONAL STUDS DEPENDING ON SHEAR WALL FRAMING TYPE. ADDITIONAL COMPRESSION STUDS OR POSTS MAY BE REQUIRED BY THE STRUCTURAL PLANS FOR DEAD AND LIVE LOADS. 11. THIS DRAWING WILL BE REVIEWED BY THE ENGINEER OF RECORD. UPON APPROVAL, U.N.O. THIS DRAWING REPLACES THE HOLDOWN SYSTEM PER THE STRUCTURAL PLANS. 12. ENGINEER OF RECORD SHALL VERIFY COMPLETE LOAD TRANSFER TO FOUNDATION LEVEL INCLUDING ALL CODE REQUIRED LOAD FACTORS. 13. WOOD FLOOR LEVELS SHOWN ARE RELATIVE TO THE CONCRETE FOUNDATION AND MAY NOT REFLECT THOSE SHOWN IN THE PLANS. 14. CONTRACTOR MAY SUBSTITUTE POSTS WITH 2x MEMBERS OR VICE VERSA ONLY IF TOTAL BEARING PLATE AREA ON BOTTOM PLATE IS EQUAL. 15. REFER TO THE COLLECTOR STUD SCHEDULE FOR WOOD STUD AND FLOOR PLATE MATERIALS USED IN LOAD CALCULATION ASSUMPTIONS. THE MATERIALS SHALL MATCH STRUCTURAL DRAWING REQUIREMENTS UNLESS NOTED OTHERWISE. 16. FULL HEIGHT COLLECTOR STUD REQUIREMENTS (NOT AT BRIDGE LEVEL - SEE 17A): A. FULL HEIGHT BUNDLED 2x, 3x COLLECTOR/COMPRESSION STUDS, THE OUTERMOST STUD FROM EACH SIDE OF THE THREADED ROD SHALL RECEIVE EDGE NAILING PER THE SHEAR WALL SCHEDULE OF THE STRUCTURAL PLANS. EDGE NAILING MAY BE STAGGERED/DISPERSED ON (2) MEMBERS MAX. ANY REMAINING INTERIOR STUDS SHALL RECEIVE FIELD NAILING PER THE SHEAR WALL SCHEDULE OF THE STRUCTURAL PLANS. B. FULL HEIGHT 4x COLLECTOR/COMPRESSION AT OUTERMOST POST FROM EACH SIDE OF THE THREADED ROD SHALL RECEIVE ONE (1) ROW OF EDGE NAILING PER THE SHEAR WALL SCHEDULE OF THE STRUCTURAL PLANS. ANY REMAINING 2x, 3x, 4x INTERIOR MEMBERS SHALL RECEIVE FIELD NAILING PER THE SHEAR WALL SCHEDULE OF THE STRUCTURAL PLANS. C. FULL HEIGHT 6x AND LARGER COLLECTOR/COMPRESSION AT OUTERMOST POST FROM EACH SIDE OF THE THREADED ROD SHALL RECEIVE TWO (2) ROWS OF EDGE NAILING PER THE SHEAR WALL SCHEDULE OF THE STRUCTURAL PLANS. ANY REMAINING INTERIOR POSTS CAN BE FIELD NAILED PER THE SHEAR WALL SCHEDULE OF THE STRUCTURAL PLANS. D. WINDOW AND DOOR TRIMMERS MAY BE USED AS HOLDOWN COLLECTOR STUDS IF THE FOLLOWING CONDITIONS ARE MET: - A CONTINUOUS VERTICAL LOAD PATH SHALL EXIST FROM WALL TOP PLTS. TO WALL BOTTOM PLTS. - ALL WOOD MEMBERS IN THE CONTINUOUS VERTICAL LOAD PATH SHALL BE NAILED ACCORDING TO THE EARTHBOUND SYSTEM REQUIREMENTS. - THE SHEAR PANEL MUST EXTEND TO INCLUDE THE TRIMMERS USED. E. COMPRESSION STUDS/POSTS SHALL BE INSTALLED SYMMETRICALLY ABOUT ROD. WHERE QUANTITY OF STUDS IS GREATER THAN THE SPACE BETWEEN ROD OR BEARING PLATE AND THE END OF SHEAR WALL THE ADDITIONAL REQUIRED STUDS SHALL BE ADDED TO THE OPPOSITE SIDE OF ROD (ASYMMETRICALLY). F. STITCH NAILING OF BUNDLED OR BUILT UP STUD PACKS SHALL CONFORM TO IBC TABLE 2304.10.1. 17. COMPRESSION BRIDGE REQUIREMENTS: A. ALL FULL HEIGHT 2x AND 3x MEMBERS ON EITHER END OF THE BRIDGE SHALL RECEIVE EDGE NAILING PER THE SHEAR WALL SCHEDULE OF THE STRUCTURAL PLANS. B. ALL FULL HEIGHT 4x COLLECTOR/COMPRESSION POSTS ON EITHER SIDE OF THE BRIDGE SHALL RECEIVE ONE (1) ROW OF EDGE NAILING PER THE SHEAR WALL SCHEDULE OF THE STRUCTURAL PLANS. C. ALL FULL HEIGHT 6x AND LARGER COLLECTOR/COMPRESSION POSTS ON EITHER SIDE OF THE BRIDGE SHALL RECEIVE TWO (2) ROWS OF EDGE NAILING PER THE SHEAR WALL SCHEDULE OF THE STRUCTURAL PLANS. D. ALL BRIDGE TRIMMERS SHALL BE 2x MEMBERS ONLY (U.N.O.) AND SHALL BE INSTALLED SYMMETRICALLY AS SHOWN (U.N.O.). E. ALL BRIDGE TRIMMERS SHALL RECEIVE EDGE NAILING PER THE SHEAR WALL SCHEDULE OF THE STRUCTURAL PLANS (U.N.O.). F. THE BRIDGE TRIMMERS ADJACENT TO THE FULL HEIGHT STUDS (ONE EACH SIDE) SHALL RECEIVE FACE (STITCH) NAILING TWO (2) ROWS AT 4" O.C. TRIMMERS IN ADDITION TO ONE EACH SIDE SHALL BE STITCH NAILED AT 12" O.C. AS REQUIRED BY IBC TABLE 2304.10.1. FACE NAILS MAY BE NAILED FROM THE OPPOSITE DIRECTION THAN THAT SHOWN IN THE DETAIL. G. FACE NAILS SHALL BE 10d MINIMUM. USE 16d NAILS MINIMUM WHEN NAILING THROUGH 3x STUDS INTO 2x BRIDGE TRIMMERS. H. IF MULTIPLE BRIDGE TRIMMERS ON EACH SIDE ARE REQUIRED, DO NOT INSTALL THE TRIMMERS IN ADDITION TO ONE EACH SIDE UNTIL THE FACE NAILING HAS BEEN INSPECTED AND APPROVED. I. BRIDGE BLOCK SHALL BE 4x6 DF IN 4x WALLS, 6x6 DF IN 6x WALLS (U.N.O.). BRIDGE BLOCK SHALL ALWAYS BE 5-1/2" TALL MINIMUM. J. BRIDGE BLOCK SHALL BE DOUGLAS FIR CONSTRUCTION GRADE WITH MINIMUM 800 PSI ALLOWABLE BENDING STRESS. TIMBERSTRAND LSL BEAM MATERIAL OF EQUAL OR GREATER DIMENSION IS AN ACCEPTABLE ALTERNATE (U.N.O.). K. BRIDGE HEIGHTS SHOWN ARE THE MINIMUM HEIGHT FROM SUBFLOOR TO BOTTOM OF BRIDGE MEMBER. L. ONLY COMMON NAILS SHALL BE USED. 18. DRILLED OR BORED HOLES: DRILLED HOLES THROUGH VERTICAL COMPRESSION MEMBERS SHALL NOT EXCEED 25% OF THE STUD OR POST WIDTH, FOR EXAMPLE: 7/8" DIA. HOLE IS MAXIMUM ALLOWED IN 3 1/2" WIDE STUD OR POST UNLESS APPROVED BY EOR. THE BORED HOLE SHALL BE AT LEAST 5/8" AWAY FROM EDGE OF STUD. 19. CUTTING AND NOTCHING: WOOD VERTICAL COMPRESSION MEMBERS ARE PERMITTED TO BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25% OF IT'S WIDTH PER 2308.9.10 PER IBC 2015. 20. STUD/POST/TRIMMER NOTCHING AT CONFLICTING BEARING PLATES INTERFERENCE. A. THE MEMBER SHALL BE NOTCHED TO THE EXACT THICKNESS AND AREA OF THE STEEL PLATE TO MAINTAIN THE FULL BEARING AREA OF THE NOTCHED COMPRESSION MEMBER. B. IF THE REQUIREMENTS OF ITEM "A" ABOVE ARE NOT MET, THEN ADDITIONAL COMPRESSION MEMBERS SHALL BE ADDED TO ACHIEVE THE REQUIRED TOTAL BEARING AREA. ADDITIONAL COMPRESSION MEMBERS SHALL RECEIVE SHEAR PANEL NAILING PER THE REQUIREMENTS OF THE EARTHBOUND SHOP DRAWINGS. C. STEEL SHIMS OR FULL WIDTH PLATE MAY BE USED IN LIEU OF NOTCHING. 21. MINIMUM REQUIREMENTS FOR BLOCKING IN THE JOIST SPACE AT HOLDOWN LOCATIONS ARE: A. BLOCKING SHALL SPAN THE FULL WIDTH OF THE SHEAR WALL TOP PLATE OF THE FLOOR LEVEL BELOW THE JOIST SPACE. B. BLOCKING SHALL EQUAL THE OUTERMOST DIMENSIONS OF THE "FOOTPRINT" OF THE TOTAL HOLDOWN WOOD COMPRESSION MEMBERS OF THE FLOOR LEVELS BELOW AND ABOVE THE JOIST SPACE. C. THE SPACE BETWEEN BLOCKING WHERE THE ROD IS LOCATED SHALL NOT EXCEED 3". D. COMPRESSION CAPACITIES OF BLOCKING MATERIALS SHALL BE EQUAL TO OR GREATER THAN THE RELATED JOISTS. THE VERTICAL DIMENSIONS SHALL BE EQUAL. SEE NOTE "E" FOR EXCEPTION. E. VERTICAL GRAIN BLOCKING SHALL BE TRIMMED TO ACCOUNT FOR POSSIBLE SHRINKAGE OF THE JOISTS. CONTACT JOIST MANUFACTURER FOR SHRINKAGE INFORMATION. F. FLOOR JOISTS SHALL NOT BE REMOVED TO ALLOW FOR THE INSTALLATION OF BLOCKING. BLOCKING IS IN ADDITION TO THE EXISTING JOISTS. G. WEB STIFFENERS SHALL BE ADDED TO ENGINEERED LUMBER "I" JOISTS AND "I" JOIST MATERIAL USED AS BLOCKING. SEE NOTE "B" ABOVE. JOB SPECIFIC NOTE: PROVIDE NAILING PER 6/S7.04 AT INTERSECTING SHEAR WALLS WITH HOLDOWNS. ® NO EXCEPTIONS TAKEN ❑ REVISE AND RESUBMIT ❑ MAKE CORRECTIONS NOTED ❑ REVIEW NOT REQUIRED This review is only for general conformance with the design concept and the information given in the Construction Documents. Corrections or comments made on the submittal during this review do not relieve the contractor from compliance with the requirements of the plans and specifications. Review of a specific item shall not include review of an assembly of which the item is a component. The Contractor is responsible for: dimensions to be confirmed and correlated at the jobsite; information that pertains solely to the fabrication processes or to the means, methods, techniques, sequences and procedures of construction; coordination of the Work with that of all other trades and performing all Work in a safe and satisfactory manner. 1 Consulting Engineers Date Date 07/22/2022 By andi REVIEWED August 27, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC ABBREVIATIONS AB ANCHOR BOLT PER ROD COMPONENT SCHEDULE BLKG BLOCKING C COUPLER FND FOUNDATION G HOT DIPPED GALVANIZED ROD OR GALV. TAPPED COMPONENT GG COUPLER GALV. TAPPED ON BOTH ENDS GS COUPLER GALV. TAPPED ON SMALL END ONLY CB CORROSION BARRIER HS HIGH STRENGTH SJA 4XY SLACKJACKTM COMPONENT (X) = SLACKJACK DEVICE SERIES TRAVEL 1=1 INCH (RED), 2=2 INCHES (GREEN) (Y) = ROD SIZE JST JOIST MIN. MINIMUM O.C. ON CENTER P PLATE PG PERPENDICULAR TO GRAIN R ROD U.N.O. UNLESS NOTED OTHERWISE SHOP DRAWING DISCLAIMER THESE SHOP DRAWINGS ILLUSTRATE THE DETAILS OF THE EARTHBOUND SEISMIC HOLDOWN SYSTEM. THEY WERE PREPARED IN CONFORMANCE WITH THE STRUCTURAL DESIGN PROVIDED TO EARTHBOUND CORPORATION ("EB CORP.") BY THE PROJECT OWNER OR ITS REPRESENTATIVE. EB CORP. TOOK NO PART IN THE PREPARATION OR REVIEW OF SAID STRUCTURAL DESIGN AND EB CORP DISCLAIMS ANY LIABILITY FOR IT. THE STAMP OR SEAL OF AN EB CORPORATION EMPLOYEE OR AGENT ON THESE SHOP DRAWINGS PERTAIN ONLY TO THE TRANSFER OF THE FORCES REQUIRED BY THE ENGINEER OF RECORD ON THE STRUCTURAL DRAWINGS AND NOT TO THE REVIEW AND ADEQUACY OF THE STRUCTURAL DESIGN. NO WARRANTY, EXPRESSED OR IMPLIED, AS TO THE ADEQUACY OF THE STRUCTURAL DESIGN IS MADE BY ANY SUCH STAMP OR SEAL. COLLECTOR STUD DIAGRAM KEY WALL TYPE (TYP) \cn 0 � J c~n C_ LL LL_ 00 WOOD SPECIES FRAMING LVL AND HEIGHT -APPROX. ROD LOCATION (TYP) -ANCHOR BOLT LAYOUT DIMENSION (TYP) STUD OR POST (TYP) SHEAR WALL STUD/POST (QTY) & DESCRIPTION (TYP) END MEMBERS (TYP) COLLECTOR STUDS REQUIRED 4x WALLS: nl 1 12" - 4x6 4x8 WALLS: J6x 12" + 5 2x s TOTALij 1. * (ASTERISK) INDICATES 1/2 HEIGHT TRIMMER (UNLESS NOTED OTHERWISE) FOR COMPRESSION BRIDGE. 2. COLLECTOR STUDS SHOWN ARE THE MINIMUM REQUIREMENT TO EQUAL THE UPLIFT TENSION FORCES CALLED OUT BY THE STRUCTURAL DWGS. ADDITIONAL COMPRESSION STUDS OR POSTS MAY BE REQUIRED BY STRUCTURAL ENGINEER OF RECORD. APPLIES TO ALL HOLDOWN RUNS. COMPONENT SELECTION SCHEDULES 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 1/8" 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) ----- RSM 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 Ram 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) ----- RII 3/4" DIA. 21,950 LBS ASTM Al93 B7 (UNC) SJA 216, 226, 416, 426, HJA 716, 726 R7HS 7/8" DIA. 30,300 LBS ASTM Al93 B7 (UNC) SJA 217, 227, 417, 427, HJA 717, 727 R8HS 1" DIA. 39,750 LBS ASTM Al93 B7 (UNC) SJA 218, 228, 418, 428, HJA 718, 728 R9HS 1 1/8" DIA. 50,090 LBS ASTM Al93 B7 (UNC) SJA 219, 229, 419, 429, HJA 719, 729 R1OHS 1 1/4" DIA. 63,600 LBS ASTM Al93 B7 (UNC) SJA 4110, 4210, HJA 7110, 7210, HJS 4110, 4210, 7110, 7210 R12HS 1 1/2" DIA. 92,220 LBS ASTM Al93 B7 (UNC) SJST 4112, 4212, HJA 7112, 7212, HJS 4112, 4212, 7112, 7212 R14HS 1 3/4" DIA. 124,650 LBS ASTM Al93 B7 (UNC) ----- COLLECTOR STUD CAPACITY SCHEDULES COLLECTOR STUD CAPACITIES FOR DOUG FIR STUDS ON DOUG FIR PLATES TOTAL 10'-2* CAPACITY ** 4'-6*/6'-0* CAPACITY STUDS REQUIRED 2x4 STUDS 2x6 STUDS 4x4 POSTS 4x6 POSTS 4x8 POSTS 6x6 POSTS BRIDGE TRIMMERS ONLY QTY. PLAN VIEW NO. OF BRIDGE TRIMMERS 2x4s 2x6s SINGLE CAPACITY: 2,152# 3,506# 5,020# 7,873# 10,355# 12,856# 2,231# 3,506# 2 ® 4,303# 7,013# 10,040# 15,746# 20,711# 25,713# 2* 4,463# 7,013# 3 ® 6,455# 10,519# 15,061# 23,620# 31,066# 38,569# 4 ® 8,606# 14,025# 20,081# 31,493# 41,422# 51,425# 4* 8,925# 14,025# 5 ® 10,758# 17,531# 25,101# 39,366# 51,777# 64,281# 6 12,909# 21,038# 30,121# 47,239# 62,133# 77,138# 6* 13,388# 21,038# 7 15,061 # 24,544# 35,141 # 55,113# 72,488# 89,994# 8 17,212# 28,050# 40,162# 62,986# 82,844# 102,850# 8* 17,850# 28,050# 9 19,364# 31,556# 45,182# 70,859# 93,199# 115,706# 10 21,515# 35,063# 50,202# 78,732# 103,555# 128,563# NOTES: 1) STUDS SHOWN ARE THE MINIMUM COMPRESSION MEMBERS REQUIRED FOR THE EARTHBOUND SYSTEM. 2) DOUG FIR CALCULATION NOTES: (BASED ON 2015 NDS) 2x4s, 2x6s, 3xs, 4x4s AND LARGER (No. 2 GRADE): F'c PARALLEL = 1350 PSI 6x6s AND LARGER (No. 1 GRADE) F'c PARALLEL = 1000 PSI 3) * DENOTES NO. OF BRIDGE TRIMMERS UNDER COMPRESSION BRIDGE. 4) ** DENOTES THAT FINAL POST HEIGHT SUBTRACTS 4 1/2" FOR 2x TOP PLATES AND 2x BOTTOM PLATE. 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 20 or 40, HJA 70 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 4x9, HJA 7x9 1 1/8" R9 or R9HS WHITE P20 21,020 LBS BROWN 3-1/2" loll 1" SJA 4xl0, HJA 7x10, HJS 410, 7xl0 1 1/4" R10 or R10HS GREEN P22 23,210 LBS WHITE 3-1/2" 11" 1 1/4" SJST 4xl2, HJA 7xl2, HJS 4xl2, 7x12 1 1 1/2" 1 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" NOl 1. TENSION LOAD WAS CALCULATED FROM THE FOLLOWING EQUATION: A. ASTM A 307 Threaded Rod CapaoMn am F'u - 60,000 p4 UNC throat pltoh M Rode cm based on ASTM F1554 GR55, F'u - 75 ksl. HS Rods am based on ASTM A193 B7, ru - 125 ksl B. The IBC 2015 odumn to Odell In a000Ill- ioe to Seotton 19M 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 = ROD SIZE) TWO INCH TRAVEL BLACKJACKS TYPICAL SLACKJACKTM COLOR KEY PART NO. SJA 418 RED IYELLOW **CAPTURE RINGS WASHER COLOR COLOR ** SECONDARY COLOR APPLIES TO HJS MODEL/SERIES OUTER CYLINDER ONLY. ,y 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. 7. ALL A36/A307 THREADED ROD WILL BE 10' IN LENGTH AND ALL A193 B7 THREADED ROD WILL BE 12' IN LENGTH (U.N.O.) X Y Z X = DETAIL NUMBER Y = ELEVATION SHEET Z = DETAIL DRAWN ON EARTHBOUND DETAIL BUBBLE LEGEND DEVICE CAN BE ACTIVATED AS SOON AS IT IS INSTALLED AND HEX NUT TIGHTENED IN PLACE. CAPTURE RING �J (SEE COLOR CODE) PULL CLIP MINIJACK PULL CLIP SLACKJACK - IAPMO ER-0429 & LABC LISTED CAPACITIES COLOR CODE AND MODEL/SERIES TO PART NUMBER CROSS REFERENCE TOP NUT O SWIVEL WASHER (SEE COLOR CODE) O CAPTURE RING (SEE COLOR CODE) BEARING PLATE IAPMO ER-0429 /LABC MODEL/SERIES SLACKJACK PART NO. ON DWGS THREADED ROD DIAMETER COMPRESSION CAPACITY TRAVEL COMPENSATION AMOUNT CAPTURE RING COLOR SWIVEL WASHER COLOR IAPMO ER-0429 /LABC MODEL/SERIES SLACKJACK PART NO. ON DWGS THREADED ROD DIAMETER COMPRESSION CAPACITY TRAVEL COMPENSATION AMOUNT CAPTURE RING COLOR SWIVEL WASHER COLOR M 100 MJ100 1/2" 5,000 LBS 1-INCH RED N/A M 200 MJ 200 1/2" 4,900 LBS 2-INCH ORANGE N/A A 210 SJA 215 5/8" 7,360 LBS 1-INCH BLUE BLACK A 220 SJA 225 5/8" 7,730 LBS 2-INCH YELLOW BLACK A 210 SJA 216 3/4" 7,360 LBS 1-INCH BLUE GRAY A 220 SJA 226 3/4" 7,730 LBS 2-INCH YELLOW GRAY A 210 SJA 217 7/8" 7,360 LBS 1-INCH BLUE BLUE A 220 SJA 227 7/8" 7,730 LBS 2-INCH YELLOW BLUE A 210 SJA 218 1" 7,360 LBS 1-INCH BLUE YELLOW A 220 SJA 228 1" 7,730 LBS 2-INCH YELLOW YELLOW A 210 SJA 219 1 1/8" 7,360 LBS 1-INCH BLUE WHITE A 220 SJA 229 1 1/8" 7,730 LBS 2-INCH YELLOW WHITE A 410 SJA 415 5/8" 14,000 LBS 1-INCH RED BLACK A 410 SJA 416 3/4" 14,000 LBS 1-INCH RED GRAY A 410 SJA 417 7/8" 14,000 LBS 1-INCH RED BLUE A 410 SJA 418 1" 14,000 LBS 1-INCH RED YELLOW A 410 SJA 419 1 1/8" 14,000 LBS 1-INCH RED WHITE A 410 SJA 4110 1 1/4" 14,000 LBS 1-INCH RED GREEN T 410 SJT 415 5/8" 9,000 LBS 1-INCH ORANGE BLACK T 410 SJT 416 3/4" 9,000 LBS 1-INCH ORANGE GRAY T 410 SJT 417 7/8" 9,000 LBS 1-INCH ORANGE BLUE T 410 SJT 418 1" 9,000 LBS 1-INCH ORANGE YELLOW T 410 SJT 419 1 1/8" 9,000 LBS 1-INCH ORANGE WHITE T 410 SJT 4110 1 1/4" 9,000 LBS 1-INCH ORANGE GREEN HA 710 HJA 717 7/8" 15,650 LBS 1-INCH PURPLE BLUE HA 710 HJA 718 1" 15,650 LBS 1-INCH PURPLE YELLOW HA 710 HJA 719 1 1/8" 15,650 LBS 1-INCH PURPLE WHITE HA 710 HJA 7110 1 1/4" 15,650 LBS 1-INCH PURPLE GREEN HA 710 HJA 7112 1 1/2" 15,650 LBS 1-INCH PURPLE RED HA 720 HJA 727 7/8" 15,590 LBS 2-INCH GRAY BLUE HA 720 HJA 728 1" 15,590 LBS 2-INCH GRAY YELLOW HA 720 HJA 729 1 1/8" 15,590 LBS 2-INCH GRAY WHITE HA 720 HJA 7210 1 1/4" 15,590 LBS 2-INCH GRAY GREEN HA 720 HJA 7212 1 1/2" 15,590 LBS 2-INCH GRAY RED HS 410 HJS 419 1 1/8" 22,000 LBS 1-INCH BLACK** WHITE HS 410 HJS 4110 1 1/4" 22,000 LBS 1-INCH BLACK** GREEN HS 410 HJS 4112 1 1/2" 22,000 LBS 1-INCH BLACK** RED *SJST4210 1 1/4" 22,000 LBS 1 1/2-INCH BLACK GREEN *SJST4110 1 1/4" 22,000 LBS 1-INCH RED GREEN *SJST4112 1 1/2" 22,000 LBS 1-INCH RED RED * SLACKJACK TAKE UP DEVICE WITH AR = 0.003 IN. NOT SHOWN IN ER-0429. ** OUTSIDE CYLINDER COLOR AS FOLLOW: HJS4I=BLUE, HJS42=YELLOW, HJS71=GREEN, HJS72=ORANGE A 420 SJA 425 5/8" 14,000 LBS 2-INCH GREEN BLACK A 420 SJA 426 3/4" 14,000 LBS 2-INCH GREEN GRAY A 420 SJA 427 7/8" 14,000 LBS 2-INCH GREEN BLUE A 420 SJA 428 1" 14,000 LBS 2-INCH GREEN YELLOW A 420 SJA 429 1 1/8" 14,000 LBS 2-INCH GREEN WHITE A 420 SJA 4210 1 1/4" 14,000 LBS 2-INCH GREEN GREEN A 610 SJA 616 3/4" 20,340 LBS 1-INCH TAN GRAY A 610 SJA 617 7/8" 20,340 LBS 1-INCH TAN BLUE A 610 SJA 618 1" 20,340 LBS 1-INCH TAN YELLOW A 610 SJA 619 1 1/8" 20,340 LBS 1-INCH TAN WHITE A 610 SJA 6110 1 1/4" 20,340 LBS 1-INCH TAN GREEN A 620 SJA 627 7/8" 20,100 LBS 2-INCH WHITE BLUE A 620 SJA 628 1" 20,100 LBS 2-INCH WHITE YELLOW A 620 SJA 629 1 1/8" 20,100 LBS 2-INCH WHITE WHITE A 620 SJA 6210 1 1/4" 20,100 LBS 2-INCH WHITE GREEN HS 420 HJS 429 1 1/8" 22,000 LBS 2-INCH BLACK** WHITE HS 420 HJS 4210 1 1/4" 22,000 LBS 2-INCH BLACK** GREEN HS 420 HJS 4212 1 1/2" 22,000 LBS 2-INCH BLACK** RED HS 710 HJS 719 1 1/8" 39,190 LBS 1-INCH BLACK** WHITE HS 710 HJS 7110 1 1/4" 39,190 LBS 1-INCH BLACK** GREEN HS 710 HJS 7112 1 1/2" 39,190 LBS 1-INCH BLACK** RED HS 720 HJS 729 1 1/8" 37,770 LBS 2-INCH BLACK** WHITE HS 720 HJS 7210 1 1/4" 37,770 LBS 2-INCH BLACK** GREEN HS 720 HJS 7212 1 1/2" 37,770 LBS 2-INCH BLACK** RED SLACKJACK COLOR CODE TABLE TRAVEL HEIGHT AND ROD SIZE COORDINATION Si 428 MODEL: SLACKJACK ROD DIA IN EIGHTH INCH MODEL TYPE: TRAVEL IN INCHES A=ALUM, S=STEEL SERIES TYPE (# RINGS) PANEL NAILING TM SLACKJACK (TYP)_ DEVICES NUT REFER TO EACH RUN TYPE FOR TOTAL NUMBER OF TRIMMERS REQUIRED. FULL HEIGHT STUD TYP. w LVAI I - I - 11% SHEAR WALL RODS P-PLATES LREQUIRED BRIDGE BOTTOM PLATE TRIMMER (TYP) OR BRIDGE. FACE ADDITIONAL TYP. P- PLATE ORIENTATION NAILING TYP. TRIMMERS) TYP. & SAMPLE BRIDGE TRIMMER NAILING DETAIL SCALE: NONE ROD HOLE SCHEDULE THROUGH TOP/BOTTOM PLATES AND BRIDGES ROD SIZE MIN HOLE SIZE MAX HOLE SIZE R4 1 /2"0 1 "s� 1-1 /8"o R5 5/8"o 1 "0 1-1 /8"0 R6 3/4"0 1 "0 1-1 /8"0 R7 7/8"0 1-1 /8"0 1-1 /4"0 R8 1 "s� 1-1 /4"0 1-3/8"0 R9 1-1 /8"o 1-3/8"0 * 1-1 /2"0 R 10 1-1 /4" 0 * 1-1 /2" 0 * 1- 5/8"0 * HOLE SIZES INTENDED FOR 6" WALL TYPES ONLY. ENGINEER OF RECORD SHALL APPROVE THE USE OF THESE HOLE SIZES FOR 4" WALL TYPES. ALL SHEAR PANEL NAIL SPACING IS PER THE SHEAR WALL SCHEDULE EDGE NAIL FULL HEIGHT MEMBER AT EACH END OF BRIDGE BLOCK. EDGE NAIL ALL BRIDGE TRIMMERS. BRIDGE TRIMMER FACE (STITCH) NAILING PER SHOP DRAWINGS. REQUIRED ON TWO (2) TRIMMERS ONLY. BRIDGE LEVEL FULL HEIGHT COMPRESSION MEMBER LEVELS C END OF SHEAR WALL -� (1) ROW OF 3" ° LENGTH x 0.131" DIAMETER STITCH NAILING AT 12" ° O.C. REQUIRED BY ° IBC TABLE 2304.10.1 ° EDGE NAILING REQ'D AT THE OUTERMOST ° STUD/POST ON ° BOTH SIDES OF ROD ° ANY ADDITONAL ° STUDS/POSTS CAN BE FIELD NAILED. NAILS MAY BE DISPERSED AND -'` STAGGERED ON MULTIPLE MEMBERS. NOTE: SEE SHOP DRAWING GENERAL NOTES FOR NAILING REQUIREMENTS WHEN POSTS ARE USED. NAILING SAMPLE BLD2021-0088 DEF SUB3- HOLD DOWNS RECEIVED Aug 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT N N N O O 0 H oz O w F_- Z 11 J 11 U (n J Ll Q 0 U N W 0 Lv N 5 LIJ N 0 N Lij O Q 4 C� O Z O > Ld 0 0 0 LI-j 0 Ld 0 > z z Q Z Q Q O 3: U U Q Cn w C) U Q P M N�o C' -6iW• . / N`.h*A....�..•.'� %0&O /O AL �� O 0 N O co a sr Z v� O 0 Zo O W 0 3 W Um W O� a Q (9 Z O N mi 1` OO = O ~ N Z r aN w D O IY CL Eo-)N o Co N ( lU) O � I I o CID oM00 moo � 00� 3: \ x 0 4- z 0 a 0 Lij C/) N 0 Q N 0 Q) 00 o4� zV)Q =) T3;: 0� m �C o O:�r 0 w�� 0 Z O 3 C O Ii W EB CORP JOB N0: 20491 SHEET TITLE: EARTHBOUND SEISMIC HOLDOWN SYSTEM INSTALLATION DRAWINGS IAPMO ER-0429 DATE: 01 /10/2022 SHEET N0. EB-1 0 a z 0 PATENTS AND PATENTS PENDING. For more information about the Earthbound Holdown System, visit http://www.holdown.com Copyright C 2022, Earthbound Corporation, All Rights Reserved. DDETAILS" HOL OWN RUN " N M RUN TYPE A RUN TYPE B RUN TYPE A-4 RUN TYPE B-4 WOOD UPLIFT CALCULATED COLLECTED WOOD WOOD UPLIFT CALCULATED COLLECTED WOOD WOOD UPLIFT CALCULATED COLLECTED WOOD WOOD UPLIFT CALCULATED COLLECTED WOOD O FLOOR TENSION DIFFERENTIAL DIFFERENTIAL COMPRESSION FLOOR TENSION DIFFERENTIAL DIFFERENTIAL COMPRESSION FLOOR TENSION DIFFERENTIAL DIFFERENTIAL COMPRESSION FLOOR TENSION DIFFERENTIAL DIFFERENTIAL COMPRESSION 0 LEVEL LOADS LOADS LOADS DOWNLOAD LEVEL LOADS LOADS LOADS DOWNLOAD LEVEL LOADS LOADS LOADS DOWNLOAD LEVEL LOADS LOADS LOADS DOWNLOAD H 5th 6,900 LBS 6,900 LBS 6,900 LBS 12,200 LBS 5th 6,900 LBS 6,900 LBS 6,900 LBS 12,200 LBS 5th ----- ----- ----- ----- 5th ----- ----- ----- ----- Q 4th 6,900 LBS ----- ----- 12,200 LBS 4th 6,900 LBS ----- ----- 12,200 LBS 4th 6,900 LBS 6,900 LBS 6,900 LBS 12,200 LBS 4th 6,900 LBS 6,900 LBS 6,900 LBS 12,200 LBS 0 z O 3rd 6,900 LBS ----- ----- 12,200 LBS 3rd 6,900 LBS ----- ----- 12,200 LBS 3rd 6,900 LBS ----- ----- 12,200 LBS 3rd 6,900 LBS ----- ----- 12,200 LBS N 1- *NOTE = 9'-0" TYPICAL HEIGHT Q 11 y" ® 2nd 13,500 LBS 6,600 LBS 6,600 LBS 24,500 LBS 2nd 9,900 LBS 3,000 LBS 3,000 LBS 24,500 LBS 2nd 13,500 LBS 6,600 LBS 6,600 LBS 24,500 LBS 2nd 9,900 LBS 3,000 LBS 3,000 LBS 24,500 LBS STANDARD TM let MAX PER FLOOR FRAMING, 1st 22,400 LBS 8,900 LBS 8,900 LBS 24,500 LBS let 9,900 LBS ----- ----- 24,500 LBS 1st 22,400 LBS 8,900 LBS 8,900 LBS 24,500 LBS let 9,900 LBS ----- ----- 24,500 LBS tZ U ENDFROM PLUMB CL SHEARFJ WALL ' s7.°4 BLACKJACK DEVICE NOTE: NOTE: NOTE: NOTE: � W SLACKJACK'"' DEVICE/ 2-y2"* MAX PER FLOOR PLATE THIS HOLDOWN RUN SHALL HAVE THE THIS HOLDOWN RUN SHALL HAVE THE THIS HOLDOWN RUN SHALL HAVE THE THIS HOLDOWN RUN SHALL HAVE THE (OR COUPLER) FROM PLUMB TOE NAILING OPTIONAL AT TM BRIDGE BLOCK. NAILING " FLOOR ABOVE BLACKJACK DEVICE/ MUST BE AT ABOVE 259G COMPRESSION BRIDGE MOUNTED 4 -4 COMPRESSION BRIDGE MOUNTED 4 -4 COMPRESSION BRIDGE MOUNTED 4 -4 COMPRESSION BRIDGE MOUNTED 4 -4 (OR COUPLER) I OF BLOCK HEIGHT ONLY. FLOOR JOIST OR MIN. FROM FLOOR PLATE. THE BRIDGE MIN. FROM FLOOR PLATE. THE BRIDGE MIN. FROM FLOOR PLATE. THE BRIDGE MIN. FROM FLOOR PLATE. THE BRIDGE U L SOLID BLOCKS (TYP) FLOOR ABOVE FACE NAILING (TRIMMER) STUDS SHALL HAVE PANEL (TRIMMER) STUDS SHALL HAVE PANEL (TRIMMER) STUDS SHALL HAVE PANEL (TRIMMER) STUDS SHALL HAVE PANEL W z EACH SIDE (TYP). EDGE NAILING AT 3" O.C. SPACING. EDGE NAILING AT 3" O.C. SPACING. EDGE NAILING AT 3" O.C. SPACING. EDGE NAILING AT 3" O.C. SPACING. (n O REF. STUDS (TYP) SEE NOTE #17 FOR REF. STUDS (TYP) PLUMB ALL REQUIREMENTS W 07 Ld (Z > W PLUMB � TM SLACKJACK DEVICE/ � COUPLER (C) 0 � SLACKJACK DEVICE/ (OR COUPLER) (OR COUPLER) W to FLOOR BELOW ROD (R) FLOOR BELOW TM ® 2x FULL LENGTH STUD ® 2x FULL LENGTH STUD S SLACKJACK DEVICELd PLATE 2x BRIDGE TRIMMER 2x BRIDGE TRIMMER ALLOWABLE ROD OFFSET ALLOWABLE ROD OFFSET 51, EB-21E6-2 SJA225 EB-21E6-2 SJA225 N AT PLATFORM FRAMING AT NON PLATFORM FRAMING (10 YELLOW BLACK YELLOW BLACK O TYP. BRIDGE INSTALLATIw ON O P8 P8 DETAIL 2 DETAIL 1 - MOUNT AT 4'-4" (BLACK) MOUNT AT 4'-4" (BLACK) O Q H ABOVE FLOOR 4x6/6x6 ABOVE FLOOR 4x6/6x6 SCALE: NONE EB-2 EB-2 SCALE: NONE EB-2 EB22 BRIDGE BRIDGE - BRIDGE BRIDGE 0 TRIMMERS REQUIRED �� TRIMMERS REQUIRED O O l LLJ 4x WALLS: 72 R5Q o Ld 4x WALLS: 72 R5Q N 2x FULL LENGTH STUD N 2x FULL LENGTH STUD J � J N/A J N/A N 2x BRIDGE TRIMMER N 2x BRIDGE TRIMMER cn SJA225 cn W > SJA225 J o o 6x WALLS: YELLOW BLACK o o _j 6x WALLS: YELLOW BLACK 1 1 a 0 SJA225 SJA225 z Q ®2* P12 : ®2* P12 EB-2 EB-2 YELLOW BLACK EB-2 EB-2 YELLOW BLACK *BRIDGE TRIMMERS SHALL (GRAY) *BRIDGE TRIMMERS SHALL (GRAY)=FR - P8 P8 Q BE 2x MEMBERS ONLY. BE 2x MEMBERS ONLY. MOUNT AT 4'-4" (BLACK) MOUNT AT 4'-4" (BLACK) COLLECTOR COLLECTOR ABOVE FLOOR 4x6/6x6 ABOVE FLOOR 4x6/6x6 STUDS REQUIRED STUDS REQUIRED m N 4x WALLS: N 4x WALLS: BRIDGE BRIDGE - BRIDGE BRIDGE oLLJ Q N w _ I R5 N w _ I R5 �N TRIMMERS REQUIRED 72" R5 c j w �I 4xRWALLSS REQUIRED 72" R5 W o �w o > cn W I 4x WALLS:12 J o Q N/A C55 o Q N/A C55 0� o l- AO z Q z Q Q O� J r c~n SJA225 c~n SJA225 N a- - N/A SJA225 N � J N/A SJA225 Q cn w w w Ll Ll J 6x WALLS: J 6x WALLS: L� LL_ > YELLOW BLACK W LL- - 6x WALLS: W = W 0 0 1 WA MIN YELLOW BLACK L� L� YELLOW BLACK > 6x WALLS: l� o 0 16.5" MIN YELLOW BLACK P12 �� P12 � ®2* P12 4 ®2* P12 U Q LIJ (GRAY) (GRAY) *BRIDGE TRIMMERS SHALL (GRAY) *BRIDGE TRIMMERS SHALL (GRAY) li 4 2x s TOTAL 942:x TSTOMTAL U BE 2x MEMBERS ONLY. BE 2x MEMBERS ONLY. z COLLECTOR COLLECTOR COLLECTOR COLLECTOR STUDS REQUIRED STUDS REQUIRED STUDS REQUIRED STUDS REQUIRED �pppp00 0 N 4x WALLS: N 4x WALLS: N 4x WALLS: N 4x WALLS: DO 00 \R5 R5 R5 R5U n w .M:...�/�Op NOTES: o o o o o o o o O\ .• of WAs ` ..� N/A N/A N/A N/A O •�� h6yc . p NOTE: SOLID BLOCKING, PROVIDE ENOUGH SOLID � Q C75 Q r C65 Q r C75 Q C65 1. FOR HOLDOWN ANCHOR BOLT REINFORCING LL_ J I- J J I- J REQUIRED SEE DETAIL 4/S7.04. BLOCKING IN JOIST SPACE TO MATCH WIDTH OF O U' > 6x WALLS: SJA217 �' > 6x WALLS: SJA216 �' > 6x WALLS: SJA217 `n > 6x WALLS: SJA216 ❑ 2. FOR HOEDOWN ANCHOR PLATES REQUIRED ALL COMPRESSION STUDS OR POSTS OF THE o o J 16.5" MIN - BLUE BLUE o o J 16.5" MIN - BLUE GRAY o o J 16.5" MIN - BLUE BLUE o o J 16.5" MIN - BLUE GRAY �, ❑ WALL BELOW. ................... >e SEE DETAIL 5/S7.04. � �, �S:TATAL � P 12 �, �S:TATA I P 12 � + � P 12 � �S:TJTAL I P 12 00o G�T�R'�6E��• oO Q k42x: (GRAY) k42x: L I (GRAY) 942-x s TOTAL (GRAY) k42x: I (GRAY) 000F/0NAL\000 REFERENCE STUDS 9" ® STANDARD 9" 0 STANDARD 3 3 3 3 °Ov❑�pp0� 10I FRAMING, 1/S7.04 FRAMING, 1/S7.04 w COLLECTOR COLLECTOR COLLECTOR _ _ COLLECTOR _ '�� CODUPLER SLACKJACK DEVICE TM _ STUDS REQUIRED - EB-2 EB-2 STUDS REQUIRED - EB-2 EB-2 _ STUDS REQUIRED EB-2 EB-2 STUDS REQUIRED EB-2 EB-2 N 4x WALLS: TYP 4x WALLS: TYP 4x WALLS: TYP 4x WALLS: TYP AB & ROD (R) FULLY I I SLACKJACK DEVICE Cn W _ I R7 l W _ I R6 cn Ld _ I R7 l W _ I R6 n SEATED IN COUPLER PLATE ' PLATE J N/A C97HS � N/A C66HS � N/A C97HS � N/A C66HS �, N END OF II !!^^ pF O �F- O �� O OF- O SHEAR WAL I I V J Q Q - � Q f � Q NUT &WASHER Z (n� J (n� J (n� J (n� -i N-PH FIND. PLATE N f 0- LL. LL. > 6x WALLS: SJA419 > 6x WALLS: SJA216 > 6x WALLS: 0 1sI 5 o o -j SJA419 � J 6x WALLS: SJA216 cfl I� X o RED WHITE o J 16� BLUE GRAY 16 RED WHITE o 16 BLUE GRAY c `n r ` ° ANCHOR BOLT AS z SOLID BLOCKING I (3) 2x PLATES W N + � 0O 4 r7 wp° a SPECIFIED BY w J PER STRUCT. ENGR. N e; STRUCTURAL PLANS. o REQUIREMENTS. ROD (R) 6x6 6x6 N N N P12-9 P12 P12-9 P12 � � � g L (GRAY) sx6 6x6 (GRAY) 6x6 6x6 (GRAY) 6x6 6x6 (GRAY) °' co 4 a 1/2"x4" SQ. PLATE LdQ COLLECTOR 2X PLATES COLLECTOR 2X PLATES COLLECTOR 2X PLATES COLLECTOR 2X PLATES CD CD ANCHOR CHAIR 2 2x PLATES STUDS RE UIRED (TYP) STUDS RE UIRED (TYP) STUDS RE UIRED (TYP) STUDS RE UIRED (TYP) (� 00 ( ) m N 4x WALLS: �cn N 4x WALLS: N 4x WALLS: �cn N 4x WALLS: ROD (R) <nLL! I lw I cnw I lw I N x O 1- , O� r O� , 0� O O O O O N A N A N A N A L� � / 12 R9 / 12 R6 / 12 R9 / 12 R6 Q a Q a Q r f LEAVE 3 THREADS MIN.4V O OPTIONAL EXPOSED4-1 O (nn a- J C109HSG N W C66HSG N C109HSG C66HSG NAILS (TYP) _ > 6x WALLS: > 6x WALLS: > 6x WALLS: > 6x WALLS: U o o � 12„ N10G o o-i 12" N6G o o J 12 N10G o o-i 12" N6G i TYP. SLACKJACK' INSTALLATION TYP. SLACKJACK'"' INSTALLATION z & WBASHER & WBASHER & WASHER & WASHER AT PLATFORM FRAMING AT NON PLATFORM FRAMING Q 6x6 6x6 6x6 sx6 6x6 L 6x6 6x6 Z TYP. ANCHOR BOLT INSTALLATION 5 I EB-2 EB-2 I EB-2 EB-2 I EB-2 EB-2 I EB-2 EB-2 a o_ DETAIL 4 DETAIL 3 I ..,.:., AB PLT: I AB: R10G AB PLT: I AB: R6G AB PLT: I AB: R10G AB PLT: I AB: R6G o W SCALE: NONE EB-2 EB-2 SCALE: NONE EB-2 EB-2 „ " " " " „ " U) Z 1 /2 x4„ SQ. _ _ 4 1 /2 x4 SQ. _ _ 4 1 /2 x4 SQ. _ _ 4 1 /2 x4 SQ. _ _ 4ci 0 a) c-,I W N CHR. HT: 1-1/2" EB-2 EB-2 CHR. HT: 1-1 /2" Eg_2 Eg_2 CHR. HT: 1-1 /2" Eg_2 Eg-2 CHR. HT: 1-1 /2" EB-2 EB-2 0 0'00 w LLJ Z �� O U CV co z a::�o A B A-4 B-4 Z o w O W 000 0 3 W W Z Lo LL W � O > ca� 0) O Z O N = c ti 3 O ANCHOR BOLT o O 12" LOCATION ZONE END OF (TYP) 00 SHEAR WALL ~ N Z r aN W z U TYP. ANCHOR BOLT PLAN M DETAIL B � O SCALE: NONE EB-2 EB-2 Im ANCHOR BOLT NOTES: EB CORP JOB NO: x 1. CONTRACTOR SHALL BE RESPONSIBLE FOR 20491 lImon COORDINATION OF WALL TYPE AND FRAMING LAYOUT BEFORE LOCATING ANCHOR BOLTS IN CONCRETE. WM 2. ALL DIMENSIONS ARE TYPICAL U.N.O. SHEET TITLE: 4 EARTHBOUND SEISMIC Uj HOLDOWN SYSTEM INSTALLATION DRAWINGS ON N a- REVIEWED IAPMO ER-0429 o r.. August 27, 2022 7- 0 � 0 Reviewed by: DBeck �W N BECK &ASSOCIATES, PLLC DATE: 01 /10/2022 LI_ 0 O N >- CT z RECEIVED SHEET NO. JO L BLD2021-0088 DEF SUB3- Aug 23 2022 0 OF HOLD DOWNS CILOP M ETSERVI DEVELOARTMENVICES EB=2 Q PATENTS AND PATENTS PENDING. For more information about the Earthbound Holdown System, visit http://www.holdown.com Copyright ® 2022, Earthbound Corporation, All Rights Reserved. LEVEL 2 FLOOR PLAN THIS LAYOUT SHEET IS BASED ON HOLDOWN RUN LOCATIONS SHOWN ON STRUCTURAL PLAN SHEET "S2.02W". THE CONTRACTOR SHALL NOTIFY EARTHBOUND IMMEDIATELY IF REVISED PLANS THAT MAY AFFECT THE QUANTITY AND LOCATION OF RUNS SHOWN ARE ISSUED. O O O O O O M EARTHBOUND SYSTEM LAYOUT DISCLAIMER 1. THIS LAYOUT SHEET IDENTIFIES EARTHBOUND SYSTEM RUNS FOR CONVENIENCE TO THE SYSTEM INSTALLER AND PROVIDED FOR REFERENCE ONLY. REFER TO THE CONSTRUCTION PLANS FOR ALL OTHER INFORMATION. 2. EARTHBOUND CORPORATION HAS NOT CONFIRMED AND IS NOT RESPONSIBLE FOR THE DESIGN, ENGINEERING, CALCULATIONS OR DERIVATION OF STRUCTURAL FORCES RELATED TO THE BUILDING. ANY DESIGN OR DEMAND LOAD INFORMATION USED OR SHOWN ON THESE DRAWINGS HAS BEEN TAKEN FROM THE CONSTRUCTION DOCUMENTS AND HAS NOT BEEN CONFIRMED BY EARTHBOUND. 3. THIS LAYOUT IS NOT FOR CONSTRUCTION WITHOUT SUBSTANTIATION OF REVIEW BY THE RESPONSIBLE ENGINEER OF RECORD AND THE GOVERNING BUILDING JURISDICTION. 4. THIS LAYOUT IS SPECIFIC TO THE EARTHBOUND SYSTEM AND IS NOT APPLICABLE TO OTHER TIEDOWN SYSTEMS. BLD2021-0088 DEF SUB3- HOLD DOWNS RECEIVED Aug 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT EARTHBOUND SYSTEM LOCATION LAYOUT SHEET 5. REFER TO SHEETS EB-1, EB-2 FOR ADDITIONAL NOTES AND INFORMATION. HBO ��EART UND "Holdowns That Work" t"' Earthbound System Submittal Package for: Anthology of Edmonds 21200 72"d Ave W Edmonds, WA 98026 EB Corp. Job: 20491 Rev A January 10, 2022 Contains: 1) Run Type Analysis 2) IAPMO ER-0429 3) Wood Calculations (10'-2") 4) Bridge and Nailing Calculations Prepared by: Earthbound Corporation 17361 Tye Street SE Monroe, WA 98272 800-944-5669 360-863-0724 http://www.holdown.com ® NO EXCEPTIONS TAKEN REVISE AND RESUBMIT ❑ MAKE CORRECTIONS NOTED REVIEW NOT REQUIRED This review is only for general conformance with the design concept and the information given in the Construction Documents. Corrections or comments made on the submittal during this review do not relieve the contractor from compliance with the requirements of the plans and specifications. Review of a specific item shall not include review of an assembly of which the item is a component. The Contractor is responsible for: dimensions to be confirmed and correlated at the jobsite; information that pertains solely to the fabrication processes or to the means, methods, techniques, sequences and procedures of construction; coordination of the Work with that of all other trades and performing all Work in a safe and satisfactory manner. 1 Consulting Engineers Date Date 07/22/2022 By andi M. N�o ''of WA �:y cam_► Z_ 5036 ,Q, o REVIEWED August 27, 2022 Reviewed by: DBeck BECK & ASSOCIATES, PLLC BLD2021-0088 DEF SUB3- HOLD DOWNS RECEIVED Aug 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 4R EARTHBOUND "Holdowns that Wofk- DATE: January 10, 2022 PROJECT: Anthology of Edmonds 21200 72nd Ave W Edmonds, WA 98026 SUBJECT: Calculations Package The following package is submitted for review: 1) Run Type Analysis 2) IAPMO ER-0429 3) Wood Calculations (10'-2") 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. RECEIVED Aug 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Earthbound Corporation www.holdown.com 17361 Tye Street SE Phone: (360) 863-0722 Monroe, WA 98272 BLD2021-0088 DEF SUM'- (360) 863-0724 HOLD DOWNS 2 EARTHBOUND CORPORATION 17361 Tye Street, SE Monroe, WA 98272 CALCULATION SUMMARY OF ASSIGNED RUN TYPES A B I C D E F G H I J K L M N O Plans Date: 1/3/2022 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 PUAE where A = nominal area and E = 29,000,000 psi. J Plates are sized to minimize plate crushing perpendicular to grain = 0.040 deflection per NDS. (J = D / H * 0.040 in) Oversized (area) bearing plates used can reduce this amount linearly to 0.020 max per 2015 NDS Equation 4.2-1. K Device looseness is stated values of travel increments per IAPMO ER-0429. L Device capacity as stated in IAPMO ER-0429. M Device deflection is linear ratio of (applied load / rated load capacity of shrinkage fastener) x (displacement at rated load capacity) (M = * Device Deflection at Rated Load) N Deflection total of Columns I thru M. O Quick check results if total system elongation is greater than required by the plans or local jurisdiction. 0000©0I G ©--I I I0©0©©0 RUN TYPE A WOOD FLOOR LEVEL UPLIFT TENSION LOADS CALCULATED DIFFERENTIAL LOADS COLLECTED DIFFERENTIAL LOADS ASSIGNED RODTENSION 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. PLATE CRUSHING DEVICE LOOSENESS DEVICE CAPACITY DEVICE DEFLECTION SYSTEM EUDEFL. 0.200 LIMIT? DIA. (IN) I LENGTH (FT) 5th 6,900 # 1 6,900 # 6,900 # 6,900 # RS5-72 SJA225 P8 3.25 x 4.25 x 1/4 8,470 Ibs 0.625 in 4.3 FT 0.307 inA2 0.040 in 0.024 in 0.041 in 7,730 # 0.016 in 0.121 in OK 4th 6,900 # 6,900 # R5 SJA225 P12 3.25 x 6 x 5/8 12,230 Ibs 0.625 in 10.2 FT 0.307 inA2 0.095 in 0.000 in 0.041 in 7,730 # 0.000 in 0.136 in OK 3rd 6,900 # 6,900 # R5 SJA225 P12 3.25 x 6 x 518 12,230 Ibs 0.625 in 10.2 FT 0.307 inA2 0.095 in 0.000 in 0.041 in 7,730 # 0.000 in 0.136 in OK 2nd 13,500 # 6,600 # 6,600 # 13,500 # R7 SJA217 P12 3.25 x 6 x 5/8 12,230 Ibs 0.875 in 10.2 FT 0.601 inA2 0.094 in 0.015 in 0.032 in 7,360 # 0.012 in 0.153 in OK 1st 22,400 # 8,900 # 8,900 # 22,400 # R9-12 SJA419 P12-9 3.25 x 6 x 5/8 12,230 Ibs 1.125 in 10.2 FT 0.994 inA2 0.095 in 0.020 in 0.034 in 14,000 # 0.014 in 0.163 in I OK RUN TYPE B WOOD FLOOR LEVEL UPLIFT TENSION LOADS CALCULATED DIFFERENTIAL LOADS COLLECTED DIFFERENTIAL LOADS ASSIGNED RODTENSION 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. PLATE CRUSHING DEVICE LOOSENESS DEVICE CAPACITY DEVICE DEFLECTION SYSTEM EL/DEFL. 0.200 LIMIT? DIA. (IN) LENGTH (FT) 5th 6,900 # 6,900 # 6,900 # 6,900 # RS5-72 SJA225 P8 3.25 x 4.25 x 1/4 8,470 Ibs 0.625 in 4.3 FT 0.307 inA2 0.040 in 0.024 in 0.041 in 7,730 # 0.016 in 0.121 in OK 4th 6,900 # 6,900 # R5 SJA225 P12 3.25 x 6 x 518 12,230 Ibs 0.625 in 10.2 FT 0.307 inA2 0.095 in 0.000 in 0.041 in 7,730 # 0.000 in 0.136 in OK 3rd 6,900 # 6,900 # R5 SJA225 P12 3.25 x 6 x 5/8 12,230 Ibs 0.625 in 10.2 FT 0.307 inA2 0.095 in 0.000 in 0.041 in 7,730 # 0.000 in 0.136 in OK 2nd 9,900 # 3,000 # 3,000 # 91900 # R6 SJA216 P12 3.25 x 6 x 518 12,230 Ibs 0.750 in 10.2 FT 0.442 inA2 0.094 in 0.007 in 0.034 in 7,360 # 0.005 in 0.140 in OK 1st 9,9 9,900 # R6-12 SJA216 P12 3.25 x 6 x 5/8 12,230 Ibs 0.750 in 10.2 FT 0.442 inA21 0.094 in 0.000 in 0.034 in 1 7,360 # 0.000 in 0.128 in OK RECEIVED Aug 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT EARTHBOUND CORP. 20491 BD #4_220106 (118.8)_ACAD I CALCS_MAIN 1/10/2022 3 EARTHBOUND CORPORATION 17361 Tye Street, SE Monroe, WA 98272 CALCULATION SUMMARY OF ASSIGNED RUN TYPES RUN TYPE A-4 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. PLATE CRUSHING DEVICE LOOSENESS DEVICE CAPACITY DEVICE DEFLECTION SYSTEM EUDEFL. 0.200 LIMIT? DIA. (IN) LENGTH (FT) 5th 4th 6,900 # 6,900 # 6,900 # 6,900 # RS5-72 SJA225 P8 3.25 x 4.25 x 114 8,470 Ibs 0.625 in 4.3 FT 0.307 inA2 0.040 in 0.024 in 0.041 in 7,730 # 0.016 in 0.121 in OK 3rd 6,900 # 6,900 # R5 SJA225 P12 3.25 x 6 x 5/8 12,230 Ibs 0.625 in 10.2 FT 0.307 inA2 0.095 in 0.000 in 0.041 in 7,730 # 0.000 in 0.136 in OK 2nd 13,500 # 6,600 # 6,600 # 13,500 # R7 SJA217 P12 3.25 x 6 x 518 12,230 Ibs 0.875 in 10.2 FT 0.601 inA2 0.094 in 0.015 in 0.032 in 7,360 # 0.012 in 0.153 in OK 1st 22,400 # 8,900 # 8,900 # 22,400 # R9-12 SJA419 P12-9 3.25 x 6 x 518 12,230 Ibs 1.125 in 10.2 FT 0.994 inA21 0.095 in 0.020 in 0.034 in 1 14,000 # 0.014 in 0.163 in OK WOOD FLOOR LEVEL UPLIFT TENSION LOADS CALCULATED COLLECTED ASSIGNED DIFFERENTIAL DIFFERENTIAL ROD TENSION LOADS LOADS LOADS FINAL ROD SIZE SHRINKAGE FASTENER SIZE EBOUND PLATE PART NO. RUN TYPE ACTUAL RATED PLATE PLATE DIMENSIONS CAPACITY B-4 DEFLECTION CHECK THREADED ROD NOMINAL AREA ROD ELONG. PLATE CRUSHING DEVICE LOOSENESS DEVICE CAPACITY DEVICE DEFLECTION SYSTEM ELIDEFL. 0.200 LIMIT? DIA. (IN) LENGTH (FT) 5th 4th 6,900 # 6,900 # 6,900 # 6,900 # RS5-72 SJA225 P8 3.25 x 4.25 x 1/4 8,470 Ibs 0.625 in 4.3 FT 0.307 inA2 0.040 in 0.024 in 0.041 in 7,730 # 0.016 in 0.121 in OK 3rd 6,900 # 6,900 # R5 SJA225 P12 3.25 x 6 x 518 12,230 Ibs 0.625 in 10.2 FT 0.307 inA2 0.095 in 0.000 in 0.041 in 7,730 # 0.000 in 0.136 in OK 2nd 9,900 # 3,000 # 3,000 # 91900 # R6 SJA216 P12 3.25 x 6 x 5/8 12,230 Ibs 0.750 in 10.2 FT 0.442 inA2 0.094 in 0.007 in 0.034 in 7,360 # 0.005 in 0.140 in OK 1st 9,900 # 9,900 # R6-12 SJA216 P12 3.25 x 6 x 5/8 12,230 Ibs 0.750 in 10.2 FT 0.442 inA2 0.094 in 0.000 in 0.034 in 7,360 # 0.000 in 0.128 in OK RECEIVED Aug 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT EARTHBOUND CORP. 20491 BD #4_220106 (118.8)_ACAD I CALCS_MAIN 1/10/2022 EARTHBOUND CORPORATION 17361 Tye Street, SE Phone: (360) 863-0722 EARTHBOUND THREADED ROD CAPACITIES (IBC 2015) ROD SIZE ROD SIZE (INCHES) ALLOWABLE TENSION LOAD ROD REMARKS SLACKJACK SIZE IBC 2015 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 1/8" 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 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 I 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 112" 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 44, 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 4x9 HJA 7x9 1 1/8" R9 or 19HS WHITE P20 21,020 LBS BROWN 3-1/2" 10" 1" SJA 4x10, HJA 7x10, HJS 4x10, 7x10 1 1/4" R10 or R10HS GREEN P22 23,210 LBS WHITE 3-1/2" 11" 1 1/4" SJST4xl2, 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"1 12.5" 1 11/2" NOTES: 1. TENSION LOAD WAS CALCULATED FROM THE FOLLOWING EQUATION: A. ASTM A 307 Threaded Rod Capacities are Pu = 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, Pu = 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. BLACKJACK SELECTION NOTES: THE SIZES SHOWN ABOVE ARE FOR BOTH ONE AND TWO INCH TRAVEL ("SJA 4x)") (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. 7. ALL A36/A307 THREADED ROD WILL BE 10' IN LENGTH AND ALL A193 B7 THREADED ROD WILL BE 12' IN LENGTH (U.N.O.) RECEIVED Aug 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 DEF SUB3- HOLD DOWNS VES Originally Issued: 11/30/2015 EARTHBOUND CORPORATION 17361 Tye Street S.E. Monroe, Washington 98272 (800) 944-5669 www.slackiack.com SLACKJACK®, HEAVYJACKTM AND MINIJACK® SHRINKAGE COMPENSATION DEVICES Revised: 08/09/2021 CSI Section: 06 05 23 Wood, Plastic and Composite Fastenings 1.0 RECOGNITION S1ackJack®, HeavyJackTM 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. 429 Valid Through: 11/30/2022 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 S1ackJack, HeavyJack, and MiniJack device shall be chosen based on the model and series characteristics. The Rated Shrinkage Capacity, Allowable 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. The product described in this Uniform Evaluation Service (UES) Report has been evaluated as an alternative material, design or method of construction/s �enI calnpE`��, 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, durab?ilit and safety, as applicable, in accordance with IBC Section 104.11. This document shall only be reproduced in its entirety. I r� �/�� /�/�Q Q r� C C �+ � Aug 23 Y022 �d4rftFe4'1/riteFl3idtets�-p4� F$t�d SRY•P•�_JCSI;rT2GVMMONDS ........� Copyright ©2021 by International Association of Plumbing and Mechanical Officials. All rights reserved. P ' IE � �_ web: www.uniform-es.org • 4755 East Philadelphia Street, Ontario, California 91761-2816— USA HOLD DOWNS DEVELOPMENT SERVICES 6 DEPARTMENT UES RALUATION 9-1 ® Originally Issued: 11/30/2015 Revised: 08/09/2021 Valid Through: 11/30/2022 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 'h 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: TES or UES 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. For additional information about this evaluation report please visit www.uniform-es.om or email us at info(i�uniform-es.ora RECEIVED Aug 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 7 BLD2021-0088 DEF SUB3- HOLD DOWNS S 429 Originally Issued: 11/30/2015 Revised: 08/09/2021 Valid Through: 11/30/2022 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 2= 2 Locking Rings 3= 3 Locking Rings First Number (Series Type) 4= 4 Locking Rings 6= 6 Locking Rings 7=7 Locking Rings 1 = 1 inch Second Number (Rated Shrinkage Capacity) 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 'h 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 RE SJX-410 HJS-710 Any SJX-410 Load Conditions SJX-410 HJX-410 Any SJX-410 Load Conditions Ac �EIVED 23 2022 CI Y OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 DEF SUB3- HOLD DOWNS 6 SRALUATION REPORT Number: ---%-29 9-1 D Originally Issued: 11/30/2015 Revised: 08/09/2021 Valid Through: 11/30/2022 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,, (lbs) AA Deflection at Allowable Load (inch) s 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 Green N/A 3.040 1.349 0.532 1.5 5,000 0.030 0.032 MJ2004 Orange 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 White 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 HJS-4101 Blue? 3.270 2.500 1.625 1.0 22,000 0.020 0.028 HJS-4208 Yellowy 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 Orange7 5.730 2.500 1.625 2.0 37,770 0.030 0.011 HJX-4101 Gold7A 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 W 10 swivel washers capable of fitting over threaded rods or bolts having diameters ranging from 3/8 inch to 1'/4 inches. Model numbers beginning with an S or X are designed for use with W 10 or W 12 swivel washers capable of fitting over threaded rods or bolts having diameters of 1 '/4 inches and 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 AR 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 follo}�,� K E C E I V E D AT= AR+AA(PD/PA)" (AC316) Aug 23 2022 6. Additional color code for this series is a painted compression spring. CITY OF EDMONDS DEVELOPMENT SERVICES 7. Additional color code for this series is a painted outer cylinder. DEPARTMENT 8. Earlier series of S1ackJacks SJS-4xx and SJX-41x are relabeled as HJS-4xx and HJX-41x HeavyJacks respectively in this report. BLD2021-0088 DEF SUB3- HOLD DOWNS i OE o Originally Issued: 11/30/2015 INNER ( CAPTUF SPRING OUTER PULL CL Revised: 08/09/2021 Valid Through: 11/30/2022 Table 5 — Swivel Washer Color Code Number Diameter of Rod Color 0=13ase Model 3 I 6 3/8" 3/4 Orange Gray :I 8 1" Yellow 9 1 1/a" White 10 11/4" G ree n - C - INNEF CYLIND CAPTUI RING ;PRIN )UTEI (LIND JLL CI B �I MINIJACKTM SLACKJACK° HEAVYJACKTM "MJ" SERIES "SJA" OR "SJT" SERIES "HJA", "HJS" OR "HJX" SERIES FIGURE 1 - SLACKJACK". HEAVYJACKT"' AND MINIJACKTM SHRINKAGE COMPENSATING DEVICES RECEIVED Aug 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 DEF SUB3- HOLD DOWNS Originally Issued: 11/30/2015 Revised: 08/09/2021 Valid Through: 11/30/2022 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 1 SJA-210 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 1 SJA-410 1 1/4 1 1.0 in 1 0.032 DEVICE SERIES ROD DIA. TRAVEL AR 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 I SJA-430 1 1/4 1 3.0 in 1 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 1 SJT-410 1 1 1/4 1 1.0 in 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 AR 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. 1 SJT4210 SJT-420 1 1/4 2. i 0 'ED Aug 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0088 DEF SUB3- HOLD DOWNS Originally Issued: 11/30/2015 Revised: 08/09/2021 Valid Through DEVICE SERIES ROD DIA. TRAVEL AR 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 1/4 1 1.0 in 1 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 1 SJT-610 1 1 1/4 1 1.0 in 1 0.016 DEVICE SERIES ROD DIA. TRAVEL OR SJS415 SJ S-410 5/8 1.0 in 0.019 SJS416 SJ S-410 3/4 1.0 in 0.017 SJS417 SJ S-410 7/8 1.0 in 0.015 SJS418 SJ S-410 1 1.0 in 0.013 SJS419 SJS-410 1 1/8 1.0 in 0.011 SJS4110 SJ S-410 1 1/4 1.0 in 0.009 SJS4112 I SJ S-410 1 1 1/2 1 1.0 in 1 0.006 DEVICE SERIES ROD DIA. TRAVEL AR 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 SJ X-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 1/2 1 1.0 in 1 0.025 11 /30/2022 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 SJA-620 1 1/4 2.0 in 0.029 DEVICE SERIES ROD DIA. TRAVEL AR 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 SJS-420 5/8 2.0 in 0.019 SJS426 SJS-420 3/4 2.0 in 0.017 SJS427 SJS-420 7/8 2.0 in 0.015 SJS428 SJS-420 1 2.0 in 0.013 SJS429 SJS-420 1 1/8 2.0 in 0.011 SJS4210 SJS-420 1 1/4 2.0 in 0.009 SJS4212 I SJS-420 1 1/2 1 2.0 in 1 0.006 RECEIVED Aug 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 12 BLD2021-0088 DEF SUB3- HOLD DOWNS Originally Issued: 11/30/2015 Revised: 08/09/2021 Valid Through: 11/30/2022 DEVICE SERIES ROD DIA. TRAVEL AR 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 I HJ S-410 1 1 1/2 1 1.0 in 1 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 1/2 1 1.0 in 1 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-7101 1 112 1 1.0 in 1 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 1 0.000 DEVICE SERIES ROD DIA. TRAVEL OR HJS425 HJS-420 5/8 2.0 in 0.019 HJS426 HJS-420 3/4 2.0 in 0.017 HJS427 HJS-420 7/8 2.0 in 0.015 HJS428 HJS-420 1 2.0 in 0.013 HJS429 HJS-420 1 1/8 2.0 in 0.011 HJS4210 HJS-420 1 1/4 2.0 in 0.009 HJS4212 HJS-420 1 1/2 2.0 in 0.006 DEVICE SERIES ROD DIA. TRAVEL OR 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 1 0.000 DEVICE SERIES ROD DIA. TRAVEL OR 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. HJS729 HJS-720 1 1/8 2.0 in 0.000 HJS7210 HJS-720 1 1/4 2.0 in HJS7212 HJS-720 1 1/2 2.0 inDE TY OF ELOPMM For SI: 1 inch = 25.4 mm DEPARTMEN7 'ED 22 >S DICES BLD2021-0088 DEF SUB3- HOLD DOWNS 13 EARTHBOUND CORPORATION 17361 Tye Street, SE Monroe. WA 98272 Protect: Anthology of Edmonds WOOD COMPRESSION CALCULATION BASED ON IBC 2015 INDS 2015) Project # 20491 BASED ON NO. 2 DOUG FIR STUDS/POSTS ON DOUG FIR PLATES Date: 1 1 /1012022 1 SEE SPECIFIC MEMBER HEIGHTS Struct Plans Date: 1/3/2022 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 Fin psi DURATION CD REPETITIVE Cr SIZE FACT. CF M.O.E E ksi PERPENDICULAR TO GRAIN Fop Cb psi WIDTH b(d) inch THICK t inch Em;" ksi F, psi Idd Fce = (0.822*Emin)/(le/d)A2 COLUMN FACTOR Cp COL. STRESS F'c psi VERTICAL CAPACITY Pv Ibs BEARING CAPACITY P, Ibs ALLOW. Pc Ibs Size 2 X 4 No. 21 118 1,350 1.60 1.00 1.15 1,600 425 1.00 3.50 1.50 584 2,484 33.58 426.01 0.165 409.81 2,152 2,231 2,152 2 X 4 3 X 4 No. 2 118 1,350 1.60 1.00 1.15 1,600 425 1.00 3.50 2.50 584 2,484 33.58 426.01 0.165 409.81 3,586 3,719 3,586 3 X 4 4 X 4 No. 2 118 1,350 1.60 1.00 1.15 1,600 425 1.00 3.50 3.50 584 2,484 33.58 426.01 0.165 409.81 5,020 5,206 5,020 4 X 4 4 X 6 No. 2 118 1,350 1.60 1.00 1.10 1,600 425 1.00 3.50 5.50 584 2,376 33.58 426.01 0.172 409.00 7,873 8,181 7,873 4 X 6 4 X 8 No. 2 118 1,350 1.60 1.00 1.05 1,600 425 1.00 3.50 7.25 584 2,268 33.58 426.01 0.180 408.10 10,355 10,784 10,355 4 X 8 4 x 10 No. 2 118 1,350 1.60 1.00 1.00 1,600 425 1.00 3.50 9.25 584 2,160 33.58 426.01 0.188 407.10 13,180 13,759 13,180 4 X 10 4 x 12 No. 2 118 1,350 1.60 1.00 1.00 1,600 425 1.00 3.50 11.25 584 2,160 33.58 426.01 0.188 407.10 16,029 16,734 16,029 4 X 12 2 X 6 No. 2 118 1,350 1.60 1.00 1.00 1,600 425 1.00 5.50 1.50 584 2,160 21.37 1051.98 0.424 916.77 7,563 3,506 3,506 2 X 6 3 X 6 No. 2 118 1,350 1.60 1.00 1.05 1,600 425 1.00 5.50 2.50 584 2,268 21.37 1051.98 0.408 924.68 12,714 5,844 5,844 3 X 6 6 X 4 No. 2 118 1,350 1.60 1.00 1.10 1,600 425 1.00 5.50 3.50 584 2,376 21.37 1051.98 0.392 931.75 17,936 8,181 8,181 6 X 4 6 X 6 No. 1 118 1,000 1.60 1.00 1.10 1,600 425 1.00 5.50 5.50 584 1,760 21.37 1051.98 0.499 877.48 26,544 12,856 12,856 6 X 6 6 X 8 No. 1 118 1,000 1.60 1.00 1.10 1,600 425 1.00 5.50 7.25 584 1,760 21.37 1051.98 0.499 877.48 34,990 16,947 16,947 6 X 8 6 X 10 No. 1 118 1,000 1.60 1.00 1.10 1,600 425 1.00 5.50 9.25 584 1,760 21.37 1051.98 0.499 877.48 44,642 21,622 21,622 6 X 10 2 X 8 No. 2 118 1,350 1.60 1.00 1.15 1,600 425 1.00 7.25 1.50 584 2,484 16.21 1827.92 0.578 1435.16 15,607 4,622 4,622 2 X 8 2 X 4 No. 2 71 1,350 1.60 1.00 1.15 1,600 425 1.00 3.50 1.50 584 2,484 20.14 1184.16 0.417 1035.94 5,439 2,231 2,231 2 X 4 2 X 6 No. 2 71 1,350 1.60 1.00 1.15 1,600 425 1.00 5.50 1.50 584 2,484 12.82 2924.15 0.744 1848.57 15,251 3,506 3,506 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 -1 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*� = (FcjXCd)(C,)(Cr) - (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 F'c = F*c x Cp (Col. N x Col. Q). Equation H-2 in NDS 2015 S Final Buckling Capacity: Post Area x F',. (Col. K x Col. L x Col. R) T Maximum Bearing Capacity Perpendicular to Grain Code Limitation: (Col. I x Col. K x Col. L). U Final Post Capacity, minimum value of Col. S or Col. T. V Nominal Member Size (Same as Col. A) RECEIVED Aug 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 14 Earthbound System - Anthology of Edmonds 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 calc. 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 Bearing Capacity: This is a calculation of the maximum capacity per stud bearing perpendicular to grain on the bottom plates: StudHeight : = 10.17• ft ;Stud or Post Height in feet 12in ;Effective Column Length or true member height �1 := StudHeight• le : = 1— 4.5• in le = 117.5• in in inches after subtracting 4.5 inches for double 2x plate 1 ft 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 : = t- d AIWV 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 RECEIVED StudBearingCapacity : = A. Fcperp• Cb Aug 23 2022 CITY OF EDMONDS DEVELOPMp,EgNT SERVICES StudBearingCapacity = 3281.2• lbf ;NDS does not allow for Load Duration Factor greater than 1.0 to be ap$90 TMENT to loads perpendicular to grain. Earthbound Corporation DF No 2 / DF Plai.eRtg219Vgr_�088 DEF SUtyl�52015_2x4_Calc_DFDF No 2 HOLD DOWNS 1s Earthbound System - Anthology of Edmonds 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 C,�: = 1.60 ;Load Duration Factor = 1.60 for seismic, used in buckling calc only, not perp. to grain talc. 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*d'. 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 2015Appendix 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 = 426• psi represents the Euler buckling coefficient for rectangular columns calulated as TE2/12. 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. RECEIVED Aug 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Earthbound Corporation DF No 2 / DF Plat.eR19219Vgr_0088 DEF SUtyl�52015_2x4_Calc_DFDF No 2 HOLD DOWNS 1 fi� Earthbound System - Anthology of Edmonds 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). 2 1 1 + FcE 1 + FcE FcE Adjusted_Fcpara J Adjusted_Fcpara J Adjusted_Fcpara Fe := Adjusted_Fcpara 2• c 2 c J c J Fc = 409.8• psi 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• Fe StudVerticalCapacity = 2151.5• lbf StudBearingCapacity = 3281.2• lbf ;From above bearing calculations The allowable stud capacity should be the lower value between Vertical Capacity and Bearing Capacity. A11owStudCapacity := if (StudBearingCapacity > StudVerticalCapacity, StudVerticalCapacity, StudBearingCapacity) ;The above formula is a conditional statement inherent to Mathcad to use the lower capacity as the final value. A11owStudCapacity = 2152• lbf ;orAllowable Post Capacity for a 10'-2" 2x4 No. 2 Grade DF on DF Calculation Summary: Using above calculation example, we can calculate the final capacities of other wood members for 10'-2" members as used on this project. See attached spreadsheets. RECEIVED Aug 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Earthbound Corporation DF No 2 / DF Plai.eR19219Vgr-0088 DEF SUty�52015_2x4_Calc_DFDF No 2 HOLD DOWNS 17' Earthbound System - Anthology of Edmonds 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 Reference Design Values for Visually Graded Dimension Lumber (Cont.) (2" - 4" thick)1,2,3 (All species except Southern Pine -see Table 4B) (Tabulated design values are for normal load duration and dry service con(jitions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4A ADJUSTMENT FACTORS St ,Ll S1ructur3 1,500 1 000 180 625 1,700 1,900 000 690,000 Nu 1 & t317 1 200 B00 180 625 1,550 1,800.000 660.000 No 1 2"&wider 1,000 675 180 625 1,500 1.700,000 620,000 No 900 575 180 1325 1.350 1,600,000 580.000 WCLIB N 525 325 180 1325 7-1, -.400.000 510,000 0.50 N11NPA Stud 2' & bider 700 450 180 1325 850 1,400,000 510,000 Construction 1,000 650 180 625 1,650 1,500.000 Standard 2" • 4" wide 575 375 180 625 1,400 1.400,000 510, utlirty 275 175 180 625 900 1,300,000 470, Se&ect Structura 1 4G ' .25 16(i 406 1,500 1, No 1 & Blr 1 10D 725 150 405 1,350 1,500 000 550,000 No. 1 2" & wider 975 625 150 405 1,350 1,500.000 550.000 No 2 850 525 150 405 1,300 1.300,000 470.000 WCLIB No 3 500 300 150 405 725 1200000 440 000 043 W WPA Stud 2' & bider 675 400 160 405 800 1,200000 440.000 Construction 975 1" 405 1,550 1,300,000 470,000 Standard 2" - 4' wide 550 t .. t 405 1,300 1,200,000 440,000 UWily 250 405 050 1,1§l0ffiMlE11W Sr. ILI Slrui:%1r 1,250 700 135 425 1 4DD 1,5DO D•DD 550,000 No 11 No 2 2"S wider 875 45c a: , 1.150 1 400 000 510.000 No 3 500 25C Il5 E50 12D0 01-0 440 000 Stud 2' & h ids. 675 350 12, 425 725 1,200 000 440.000 0 4, rJ l , Construction 1,000 500 135 425 1,400 1,300.000 470,000 Standard 2" - 4' wide 550 275 135 425 1,150 1.200 000 440,000 UWilly 275 125 135 425 750 1,100 000 400,000 RECEIVED Aug 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Earthbound Corporation DF No 2 / DF Pla1le§Pb2'@V?Q0088 DEF SUhhgS2015_2x4_Calc_DFDF No 2 HOLD DOWNS 1fl Earthbound System - Anthology of 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 4x6 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 4'-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. MAX. & END OF 8" MIN. SHEAR WALL, STANDARD FRAMIN .,, I 0 w M Q z SLACKJACKTM DEVICE PLATE TOE NAILING OPTIONAL AT BRIDGE BLOCK. NAILING MUST BE AT ABOVE 25% OF BLOCK HEIGHT ONLY. FACE NA LING EACH SIDE (TYP). SEE NOTE #17 FOR ALL REQUIREMENTS BRIDGE TRIMMERS COUPLER (C) ROD (R) TM SLACKJACKDEVICE PLATE RECEIVED Aug 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT . � • • • • • • • • • • ► ! 1 • • le Gar! • � • • � . • - HOLD DOWNS 19 Earthbound System - Anthology of 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 WWPAWood-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' Co' Ceg' Cdi' Ctn Znail = 148.8• lbf Calculate Face Nailing Capacity based on two (2) nails on 4"o.c. rows and 4'-6" trimmer stud length: StudHeight := 4.5ft NailRowSeperationOC := 4.Oin ;Typically Trimmer Stud Height is set at mid floor or 1 /2 full length studs used for wall framing StudHeight• 12 in ft ;We subtract one row of nails for spacing and NumberNailRows :_ — 1 NailRowSeperationOC clearance to the bridge. NumberNailRows = 13 NumberNailsPerRow : = 2 NumberofRowArrays := 2 TotalFaceNailCapacity : = NumberNailRows• NumberNailsPerRow• NumberofRowArrays• Znail TotalFaceNailCapacity = 7440• lbf ;This is (number of rows) x (2 nails per row) x (2 rows, one a �idte„�c E I V E D (nail capacity) (r Nailing Capacity Summary: The above calculation is based on the cripple stud height used anc�g 23 2022 CITY OF EDMONDS the spacing between rows of nails. Note that the Earthbound System does recommend sheathinTPMENTSERVICES EPARTMENT nailing to match plywood edge nailing schedules. The additional transfer from shear panel nails is calculated later in this document. Farthhnund Corporation N1171432015_Bridgia 6M97 n_ Egpp8Q�i�� Page 2 �Lv�vHLOLD DOWNS 20 Earthbound System - Anthology of 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 lft 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• 1bf ;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 C:= 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 C: = 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 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 = 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. RECEIVED Aug 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Earthhound Corporation NDS2015—Bridgia 6M97 n- Egpp8Q�i�� Page 3 �Lv�vHLOLD DOWNS 21 Earthbound System - Anthology of 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 TE2/12. 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). 1 1 + FcE 1 + FcE 2 FcE Adjusted_Fcpara Adjusted_Fcpara Adjusted Fcpara Fc := Adjusted_ Fcpara — 2• c 2• Fe = 960.6• psi 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. �D y'fAllowStudCa acitY if StudBearin Capacit > StudVerticalCapacity, StudVerticalCapacifu gpacity) Aug 23 2022 ;The above formula is a conditional statement inherent to Mathcad to use the lower capacity as the final vaiue.OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT AllowStudCapacity = 3281• lbf Earthhound Corporation NDS2015—Bridgia 6M97 n_ Egpp8Q�i�� page 4 �Lv�vHLOLD DOWNS 22 Earthbound System - Anthology of 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 talc) using 1/2" side member thickness 10d nails (x 3 inches nail length) and Douglas Fir Larch lumber. Cam:= 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: ...................................... StudHeight• 12 in NumberNailsPerStud : = ft — 1 NailRowSeperationOC 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. RECEIVED Aug 23 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Earthhnund Corporation NDS2015_Bridgia 6M97 n- Egpp8Q�i�� Page _5 �Lv�vHLOLD DOWNS 23 Earthbound System - Anthology of 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 2012 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 When calculating the shear force, V, in bending members: SHRINKAGE DEVICE (a) For beams supported by full bearing on one surface and loads applied to the opposite sur- BEARING PLATE face, uniformly distributed loads within a dis- 1:1 RATIO (TYP) tance from supports equal to the depth of the bending member, d, shall be permitted to be ig- nored. For beams supported by full bearing on one surface and loads applied to the opposite 4x6/6x6 surface, concentrated loads within a distance, d, COMPRESSION from supports shall be permitted to be multi - BRIDGE plied by x/d where x is the distance from the beam support face to the load (see Figure 3C). Figure 3C Shear at Supports TRIMMER STUDS � 1r �. SEE E�JE D Aug 23 2022 Sea 3.4.3 1 Ior I AIJ CITY OF EDMONDS ca�aa�at°� r•ip DEVELOPMENT SERVICES DEPARTMENT . • • • • • • • • • • ► ! 1 • • le Gar! • • • . • - HOLD DOWNS 24 Earthbound System - Anthology of Edmonds Edmonds, WA Earthbound Bridge Calculation Main Member Species Main Member Thickness (tm ') Side Member Species Side Member Thickness (ts ') Loading Type End Grain Condition? v_49 v M B 48 �All��ll�l Main Member Species Main Member Thickness (tin ') Side Member Species Side Member Thickness (ts ') Loading Type End Grain Condition? ers for ,actual M cknessj tm Nail Driving Direction Side Member Main Member Douglas Fir -Larch 1 112 Douglas Fir -Larch 1 112 Seismic Loan No Type of Connector E Box Nail Common Wire Nail Sinker Nail ' Bolt Wood Screw Lag Screw esigned on: August 20. 2008 `lib Erter Data WAY" W" fi%m Connector Length Shear Controlling Size (in) Capacity Mode 10d x 3 = 148 lb each MODE IV ersior: _ _ Designed on August 23, 2008 = ;actual thickness) .ri Rl llyfr. Ever Da -a i'lr�firlsr° Nail Driving Direction Side Member Main Member Douglas Fir -Larch 3 112 Plywood (Str. 1 or Marine Gr.) 7116 Seismic Load Na Type of Connector Connector Length Shear Contro ling Size (in) Capacity Mode [� Box Nail 10d x 3 = 112 lb each MODE Ills [� Common Wire Nail [� Sinker Nail RECEIVED [, Bolt [;'A'ood Screw Aug 23 2022 Lag Screw CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT NOTE: THIS CALCULATION MUST INCLUDE Cdl =1.1 FOR DIAPHRAGM FACTOR. THEREFORE 112 LBS x 1.1 =123 Ibs PER SHEAR NAIL. Earthbound Corporation NDS2015_6ridgv iSain Fn088 nQmF c Page 7 HOLD DOWNS 25