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HomeMy WebLinkAboutBUP2022-00177 (4 of 9) BU P2022 -00 177 ( 4 of 9 ) RL' IOI OFFICE COPY APPROVED 2 op ao ).-Z ' 0 0 ) 7 7 ----j-A"-- 1 AutoTight Rod Holdown System Notes 2 Threaded Rod and AT Take-Up Device Allowable Loads 3 Bearing Plate Schedule and Allowable Loads 4 Typ. A. B. - Post Layout 6 Typ. Anchor Bolt Coupler Holdown System Design: Table 1 g Table 2a Bearing Plate Allowable Loads O 1. Holdown system conforms to the International Building Code(IBC)2018 per 2019 OSSC Oregon Structural Specialty Code. 2019 Oregon Structural Specialties Code (OSSC) 2018 International BuildingCode IBC (14th Ed.AISC&2015 NDS) �• vary As Needed Ln 2. Required loads and system requirements per structural plans, dated XX /2019. 9 End°f Wan to A.B. N 3. Wood shrinkage is estimated at 1/4"per floor, based on structural pl wood specifications. Rod Size Allowable Tension(Ibs) ASD LRFD vam9.Typ vary As Needed r 4. Drawings are not to scale. Holdown Run elevation(ATS11)drawings are or location of run components only and may not "Diameter "Diameter A36 or A449 or A193-B7 or Bearing Plates 00 Anchor Bolt A.B. v1 reflect the correct number of compression posts. See Compression Post hedule onplans 3 5201. Model A307 F1554 Gr 55 A354-BD Loads Loads 3 per'e.own An P / (inches)" &Thread" F1554 Gr 36 A325 F1554 Gr 105 ^� ��)mil E U al RECEIVED 5. Fabrication shall meet the requirements and specifications per structural n general notes. 3/8 R3 3/8"-16 NC 2,400 2,490 3,110 4,970 5,180 6,215 al°araaa Load """ % %r�"� nn`` 6. Engineer of Record is to review these drawings and upon approval the dr ings will replace the holdown system per Load r r r r., W 1-1 structural Ions, unless noted otherwise U.N.O.. 1/2 R4 1/2•-13NC 4,270 4,420 5,520 8,840 9,200 11,045 Wall U (@o.040" �����' /+� e� P ( ) Model No. T•W`L le D-�" Please update to 12/15/2021 wltwh Rode ccc cod) VFW5/8 R5 5/8%11 NC 6,670 6,900 8,630 13,810 14,380 17,255 ! Shearwall studs Cou ler Nut Concrete dock foox with revision 3 dated 9/14/2023 DFL DFL schedule per-ores per Q1OCT 2 3 2023 3/4 R6 3/4•-10 NC 9,610 9,940 12,430 19,880 20,710 24,850 Shearwalrsma: Holdown Run Elevations by others L Compression Post Notes: 625 it 938 per one P (EELLC) l� 0 GTt'OFTIGARD 1. Compression post shall be species,grade and size per structural plans(U.N.O.). 7/8 R7 7/8"-9 NC 13,080 13,530 16,910 27,060 28,190 33,825 For 1/raeoeghs/4"Rod AutoTight Bearing Plate Schedule Notes: �� Anchor eon A.B. •L Ir I�DING DIVISION 2. Compression post are in addition to shearwall framing members and are for overturning loads only,not gravity loads.(U.N.0.) 1 R8 1'-8NC 17,080 17,670 22,090 35,340 36,820 44,180 S53k• I t/a••3••3• I 3/4" 5,964 8,945 Material: W� 'An' w Holdown Run Elevations r - C {D.-J 3. Alternate compression post may be acceptable.Consult the factory for possible alternates. 1. Steel bearingplates are ASTM A36 Steel. End of_Wall to A.B. E V t 1 1/8 R9 1-1/8"-7 NC 21,620 22,370 27,960 39,140 46,590 55,915 For 12•thangh 1'Rod n t I 4. Compression post may be notched to exact thickness of steel bearing plate, if required.A plywood shim of the exact 2. Number signifies approximate allowable B Typ vary As Needed Anchorgag Details 1 '/ thickness of the steel bearing bearing plate may be used,instead of notching.Additional compression van 0s Neededor ro g p post with required 11/4 R10 1-1/4'-7NC 26,690 27,610 34,510 48,320 57,520 69,030 S7-1- i 3re••btrz"3-tlz' I T 7.ee3 tt.795 bearing capacities in kips for DFL(625 psi) 3• Anchor Bolt A.B. ge - I - U 4- N nailing shall be added,if exact notching requirements are not possible. 13/8 R11 1-3/8"-6NC 32,300 33,410 41,760 58,470 69,600 83,530 For 51B•through t-114•Rod perpendicular to rain. per Holdown Run __ s arp)i O Aim >, M 11/2 R12 1-1/2'-6NC 38,440 39,760 49,700 69,580 82,830 99,400 57-1-iM 38'•3tlr'3tlr 7,540 11,311 3. The following multiplier is used to reduce .. iy. C allowable load for other species.wood rr r ry r C (tS 13/4 R14 1-3/4"-5NC 52,310 54,120 67,650 81,180 112,750 135,295 S8-1-1W 3/B••3-1/4"•4• 7,962 11,943 Southern Pine SYP,565 psi) 90 "" rfr "� (� Q 511-1-1/4" 12••3-1/2'•5-12" 11,948 17,922 ( Anchor Bolt Install Notes: O C 2 R16 2'4.5 NC 68,330 70,960 88,360 106,030 147,240 176,710 pay Spruce-Pine-Fir(SPF,425 psi)x 0.68 Shear-wall studs 1. Anchor Bolts ore typically 6"above the concrete slab for T C G : M Embedment Notes: Walla S14-1-1/4• 3/4••3-1/4••T 1-1/4" 13,373 20,060 Hemlock-Fir(HF, 405 psi)x 0.65 p schedule per'ens rods 1-1/4"diameter and smaller.Anchor Bolts are y e ILL 1. Contractor installer shall verifyanchor bolt size,threadpitch and material for correct locationper structuralplans run call Rod Dimensions Rated Average Ar Inches AA(inches) 4X Shearwall per •C / rn9 (inches) 516-1-1/4" 1"•3-114"•8• 15,404 23,107 4. Additional bearing plates sizes may be used 10"above the concrete slab for rods greater outs or AutoTight holdown run layout sheet(s). Inches Allowable Load and Up per'•^s typicallya 9 C s aYModel Number Diameter Mati. (Inches) Take Up Ultimate Seating Deflection at 51&1-1/4' 1"312 9' 18,842 28263 for special high load requirements 2. Anchor bolt shall be 12" minimum above concrete slab U.N.O.. Pounds End of Wall to A.B. Vary As Needed than 1-1/4"diameter. Minimum clearance above the O•. ' -N C ( ) (Max.) Dia. H (Inches) Pounds Increment Allowable Load 5251-1/a 1-1/a 3 t2 1r 25,404 38,107 9"Ton Vary A,Needed mudsill is 1-1/2",to allow proper installation of coupler U 3. AutoTight Anchor Bolt Embedments, if used, are called out on ATS12. vo N..d.d rrEAT4A-1.5 3.00• 1.50" Fort-114' 1-12"Rod y°f nut per Detail 7. (1) 1/2" 1-1/2" 6,450 24,857 0.011 Fabrication: 3 per Anchor Bolt A�� 2. Optional Flush Top embedments if used,install with the E i2 AT4A-2.5 4.06• 2.50" sit-1a 2 t z•3 trr•strr p tts71 17.3s7 _� NC 0.000• 1. The surface area of all bearing plates coupler in the slab,and shall have the threaded rod AT6A-1.5 3.19' 1.50" 514-1d? 3/4"•3.114-•T 13,020 19,530 must have full contact on the supporting �� r bottomed in the coupler for proper install.See ATS12. 3 0 3/4' 2-1/8' 10,550 40,737 0.011 wood members. ? j j 3. If bolts are HOG the threads must be re-rolled for 6"min U AT6A-2.5 c 4.19' 2.50' st8-1-12' 1••3-114••8• 1-12• 15,052 22,577 P� //1'��;� o Ida•," ■� 519-1-12• 1'•3-112••9• 18,499 27,734 2. S series plates fit 4x and 6x walls. o T� Ilinvp at each end. AT8A-1.5 1'• 2-314' 3.50• 1.75' 20,750 66,170 0.000' 0.004 3. L series plates fit 6x walls only. re 6C:j� swowollsum 11 !`.IJI S25-1-1/2" 1-11a' 3 12 1r 25,052 37,577 = z ,,,schedule per'ores tuds 0 AT10A-1.5 1-1/4" 4. See Table for Rod Sized to match Plates. ;N B �\j� s .ml ule 3-1/4" 3.50" 1.62• 28,050 85,767 0.000" 0.020 Forsla•throrght-1/4'Rod 5. Bearingplate locationsper Holdown Run AT12A-1.5 1-1/2" o. per ores L18-1-114' 12••5112'•5-112' 79,292 28,938 elevations on ATS11. a Cam•resslon Po s4.1 AT16A-2.0 2" 4' 3.50" 2.07" 39,450 120,050 0.001" 0.011 6. Plates may be upgraded to higher capacity W per Schedule 7 Coupler Nuts ,fQ�f11 Shop Drawing DisclaimerL20-1-1/4• 5f8••5.12"•G 19,779 29,6� plates on a case case basis if they fit. I VD Abbreviations AT75 2• 2.80" 1.10' 16,450 50,533 0.024 by Z' Shearwall Stud, 3/4" L25 1-1M 34'St 2•7-12 24,936 37,403 g ET Si per•arc 4ON AT 75-2.5 2" 4.00" 2.50" 15,200 54,728 0.021 ;e 4.8 CHHS-x CNRHS-xx 0.002• L30-1-1/4" 1••5-1/2••9' 1-1/4• 30,092 45,138 > '''' HS coupler nut HS coupler Holdown design is by Commins Manufacturing, Inc.for the A.B. Anchor bolt per plan or schedule AT 100 1" 2-1/4" 2.90" 1.10" 25,300 78,067 0.032 el I � W nut reducer holdown system described in these shop drawings only.This Alt Alternate option W L33-1-1/4" 1"5-12'•10' 33,529 50,294 > IAT 125 1-1/a" 2-3/4" 2.86• 1.10" 34,500 104,683 0.0166.1 design uses the construction plans and calculations provided ATXX AutoTight Take-Up Device (installed with) L37-1.1/4• 1-1/a"•5-12"•11" 36,967 55,450 t Hole by the Engineer of Record.No attempt had been made on the 75 & 75-2.5 (1/2", 5/8" or 3/4" rod) AT 200-2.0 2• 4" 3.88" 2.18" 83,200 252,000 0.000• 0.009 L40.1-t/4• 1-1/4'•5-12"•12' 40404 60607 Anchor Bolt-Compression Post(s)Layout Notes: 9•M Haase --- part of Commins Manufacturing, Inc.to verify the values given 100 (7/8" or 1" rod) For t-1/4•thsangl 1-12•Rod 1. Anchor Bolt(A.B.)layouts above are typical, but may not in the calculations or design described by the construction 125 (1 1/8" or 1 1/4" rod) Threaded Rod,Couplers, Nuts and AT Shrinkage Device Notes: "L" apply to all locations.Check Structural Plans for other t- '"6R! drawings. Rod Material: L1&1-12' 1/r•5-ilr•5-112• 18,915 28,373 specific Anchor Bolt location details. • VALIDITY O, PIr:;-;:.r,.T CAT Commins AutoTight p� - -The Engineer of Record is responsible for the structural design 1. Rod Part Name is the Rod Model followed the abbreviated all name. For example R5A307 or R8B7 L20-1-12• 5/8-•5-12••6' 19,427 29,140 "W" 2. Typical clearance between the compression post, relative to THE ISSUANCE OF A pE_Rivl'f CN(HS) Coupler nut (HS ore notched) °Y For �-- P CN-x CNe-11x 9 Po 9 2. Alloy Strengths: wails LZS1-12' 3la•'b-12•'7-12' 24,583 36,874 the rod I,is 3"(6"total between posts). BASED ON CONSTRUCT IL,N of the building and the ability of the design to transfer loads CNR(HS) Coupler nut reducer (HS are notched) ASTM A307 Fu = 60, Fy = 43 ksi., ASTM A36 Fu = 58, Fy = 36 ksi., ASTM F1554 Grade 36 Fu = 58, Fy = 36 ksi. coupler nut caper nut reducer n ,I F imparted to the structure the holdownsystem. Dia Diameter XX L3o-1-12• 1••5-12'•9• 1-12• 29,739 44,609 -T Minimum clearance is 1-3/4"to the rod c(3-1/2"total DOCUMENTS r.wp Cl -I i P by ASTM A108-C1045 Fu = 120, Fy = 92 ASTM F1554 Grade 55 Fu = 75, Fy = 55 ksi. and Up between posts)for 1/4"clearance around AT Take-Up \'- DFL Douglas Fir-Larch L33-1-12• 1•`5-12"•10• 33,177 49,765 DATA SHALL NOT PRE _NT 9 ASTM A449 (under 1"dia Fu = 120 Fy = 92 ksi)(1.12"-1.50"dia Fu = 105, Fy = 81 ksi)(1.75"dia Fu = 90, Fy = 58 ksi) Hole It Device. Slain Hole HF Hemlock Fir L3b1-tr 1_t/q s12 1t 30,614 54,92t THE CODE OFFICIAL FROM HS High strength ASTM A325 (under 1"dia Fu = 120 Fy = 92 ksi)(1.12"-1.50"dia Fu = 105, Fy = 81 ksi)(1.75"dia Fu = 90, Fy = 58 ksi) - Maximum distance between posts can be up to 10"or Si'ld Holes�1 ASTM F1554 Grade 105, Fu = 125, Fy = 105 ksi., L40-1-12" t-1/4'•5-1/2••1r 40,052 60,077 more at the discretion of the engineer. REQUIRING THE CORRECTION LXX Bearing plate, 6x wall only I i Min Minimum ASTM A193-87, Fu = 125, Fy = 105 ksi., ASTM A354-BD, Fu = 150, Fy = 130 ksi. For 1-1/2"through 2"Rad 3. Rod clearance hole shall be 1/4"to 1/2" oversized. OF ERRORS.OSSC 105.4 Max Maximum 3. All threaded rod is Uniform National Coarse(UNC or NC)threaded. L7e-7 l '5-t2'•5.12' 17,965 28947 4. Some levels may require a bearing plate wider than 6". - 4. High Strength rod is usually marked with Red paint.Consult Factory for additional information. Check all floor/level compression post and bearing plates Ttxaad rod in N(HS)-XX Nut (HS have stamp grade ID) L20-2" 5/8'•5-12"•6' 18,537 27,805 half way from O.C. On center Standard Nuts are SAE Grade 2 or ASTM 563-Grade A layout dimensions per Holdown Run Elevations to verify each side,visible G 5. High Strength Nuts are SAE grade 8, ASTM 563-Grade C or A194-2H and are stamped for identification. L25-7 3/4••6-1/2••7-12" 23,693 35,540 Anchor Bolt location. in sight hole. -IP -=- Fully seat lame Structural Engineer of Record R-XX(HS) Threaded rod, (HS rod is black) 6. Standard couplers conform to SAE Grade 2 or ASTM A-563 grade A. L30-7 1•'S12••9" r 28.849 43,274 5. When there are 3 or more compression posts, place 2 at Best practice is OA ` dia.rod first,fully g SPF Spruce-Pine-Fir High strength(HS)couplers conform to SAE Grade 8, ASTM A563 Grade C or ASTM A194-2H and are notched for identification. the end of the shearwall and the remainder between the both rods'151Mb a Si,h}Holes .. seat small dia.rod - - STD Standard strength STD rod is zinc plated) L33-r 1'•5-12'•10' 32,287 48,430 and fully seated second,so sou 9 ( 7. Automatic(AT)Take-Up Device by Commins Manufacturing Inc. Rod and Bearing Plates are listed in ICC ES report ESR-1344(12/1/2013). rod and the mddle of the shears stacked, each �� reducercan pert SYP Southern Yellow Pine L37-r 1-1/4'•5-12"11' 35,724 53,587 6. When 6 or more 2xposts are stacked, eitherplace ma each o Fabrication: when u reure, = I turn. a) Equilibrium Engineers LLC. SXX Bearing plate, 4x or 6x wall 1. Threaded rod lengths may be adjusted as required, but rod diameter and material type must be the same per the floor/level call out. L447 1-114 5112 17 39,162 5e,743 some in the next bay or adjust end bay spacing to fit. can not sure, '� 6 Ed Quesenberry Typ Typical Cutting of rod on lower levels may result in incorrect(short)top floor termination length. Si Pyle Washers Nola n 16325 Boones Ferry Rd. U.N.O. Unless noted otherwise 2. Rod clearance holes between floors shall be 1/4"to 1/2"oversized.Silicone or caulking shall not be used at any time.A fire-rated SS 314 1/4••3••3 3µ- 5,964 8,945 �' W-XX Rod Washer Rockwool or a non-hardeningFireSto (provided others)shall be used, if required. Rod must move freelyafter assembly. Suite 202 Rod, Nut & Washer Size P sill 57-1• _ 3/8••3-12••3.12" t• 7,863 11,795 3. Recomended maximum out of plumb for rod is 2" per 10'floor height(Detail 13)with no permanent bending of installed threaded rod. Plate S7-1-1/4• 7,540 11,311 Coupler Nut Notes: Lake Oswego, OR 97035 -4 1/2" -9 1-1/8" 3B"3t2•a12• 1-1M' 1. The rod shall be threaded in half wayfrom each -5 5/8" -10 1-1/4" 4. Coupler nuts shall have the threaded rod visible in the sight hole(s)per Detail 7. WaMm 511-1-12• 12••312"•5-1/2" 1.12• 11,571 17,357 (503) 636-83885. The AT Take-Up Device shall be secured with a nut and flat washer finger tight.At termination level the end of the rod shall be 1/8" side and be visible in the sight hole(s). Fax: 503 636 2090 -6 3/4" -12 1-1/2" PW-14 12 4"4' 1-3/4" 9,174 13,7s1 minimum beyond the face of the nut.A final nut tightening just prior to closure of the wall is good practice, but not required.The AT2. "X" in part is the size in 1/8's of an inch -7 7/8" -14 1-3/4" Take-Up Device MUST be activated by removing the activation screw or pin prior to wall enclosure per Detail 12. PW-16 12••4"•4• 2" 8,654 12,980 ed @e uilibriumllc.com q q -8 1" 6. Rod, couplers and AT device locations are per Holdown Run elevations on ATS11. 7. Run locations are per structural plans run call outs or AutoTight holdown run layout sheet(s). 12 Typ. Take-Up Device Install 13 Allowable Rod Offset 1 4 1 5 SBS Welds 8 Comp. Post Nailing 9 Comp. Post Nailing 8. Stress increase is not allowed with AISC 13th Edition capacities. (IBC 2006 & later) 9. Rod may be upgraded to higher capacity rod on a case by case basis. 10.Other AT Automatic Take-Up devices may be substituted provided: �� B h yj y C Tighten n snug 2x and 3x Compression Post 4x and larger Compression Post The alternate Take-Up is sized to accommodate the threaded rod and has sufficient expansion and load capacity. instructions bolo / Activation screw Steel Plate • Wu lay. O P 9 P per ,B'do Activation Pin 6r� rn �/r �.rrv- �✓,r �,� Holdown Run Elevations MUST be removed Recommended ,adm III-6 a 1F > 10 11 Typ. Term. Header Install Washer erATS11 prior to be Max rod w=+.••�+lm ' ID offset 1111 o, 1tCC Install Aluminum AT's End 16" Field with Activation Pin ter- Panel Edge Nailing Panel Edge Nailing -- - - floor ss � 2" 1 Both Sides of Rod Both Sides of Rod 1 - r-: Condition Mox-A Condition Bearin late at TOP Threaded Rod •r all levels per • all levels per f rv- �7 on s p a e - Holdown Run Elevations Shearwall Schedule 6' Nominal I Shemwall Schedule 6" Nominal 1`"-! Install Steel AT's with 12• I 12" I AT Take-Up Device& I1'. Termination Header I Activation screw at BOTTOM AT Take Up Devoe& "' '/ CNN 1Y Threaded rod a max Threaded rod max Bearin Plate er • per Run Elevations 1 Threaded rod r Bernie Plate C ter Nat •r 'Run Elevations 1-: en � Run ElevationsDONOTNAIL Hld R Elvti per H Id R ElevatonsField Run Elevations / FieldHoldown Run Elevations �a�Panel Edge Nailing a mg Panel Edge Nailing • ComprB$$io I rHold ern Run Elevations Jii"Ii /, �B(End of WaIQ �j- 9 - Post Cou er nut r �(End of Wall) NaTng - - Steel Plate •- ' a>Y--B Cou ter nw Cou ter nut Nailing Detail Holdown Run Elevotons 2 aeeaas slam l - -- Holdown Run Elevations III �'- Run Elevations . owlem I per 6" Nominal - Nat&Washer r imminmmm Run Elevations Threaded Rod II I; Holdown Run Elevations AT Take U Device . • • AT Toke-U Device t - ,m•• and stiffener Z Run Elevations r I', Header 4"O.C.Typ • • Steel Beam HeightAT Take-U Device ail a=p Threaded rod Q nng late per Bearing Plane Cou ter Nut per Holdown Run Elevations SW&Morn pef Steel Floor Plate Or Run Elevations ,I Staggered 1 per Staggered Run Elevationsr 'I t 1 Holdown Holdown Run Elevations I per plans by Others ,...4 Bearing r mg Run Elevations at mg H-• l 4 Run •• Bearin late R this level Compression Post I I I I Elevations 1.5•min t.0 Holdown Run Elevations y -- - &smear r •I .4 other nails • Edge View Edge View Run Elevations R..I $,k 4x 2 Awls Threaded rod ail Cou•ler nut ICI M - r•r Holdown Run Eleva9am Holdown Run Elevations 1 •CV AT Take-Up Device& • • 6x-3 nail • ; level below SBS Notes: Drill Hole AT Take-Up Device ea M Bearin Plate er p 1. SBS components are per Holdown Run Compression Post 2x and 3x) Notes: I Rod size+ &Beodn. Plate r Wok'. O P ( Compression Post 4x and larger) Notes: Run Elevations Elevations ATS11. P ( 9 ) t/4" 1/2• Holdown Run Elevations d^7,,,-- 1.All full height 2x and 3x compression posts shall be Edge view s��Y 1.All full height and 6x comp posts shall receive toe `-- - -r-- -' 2. Steel plate material is ASTM A50. Cr staggered stitch nailed together 0 12" O.C., except at nailing to top and bottom plate and panel edge nailing ' Removal of activation screw or pin prior to wall closure -_' 3. SBS threaded rod is standard grade F1554 Cr termination header floor/level. per structural plans. Termination Header Notes: is REQUIRED to activate the AT Take-Up Device. 105. 2.Shear Panel nailing shall be per plans. If nails are 2.Shear Panel nailing shall be per plans. If nails are 1.Nail compression post next to shear wall stud per Holdown •• spaced closer than 3" we recommendperimeter nails Run Elevations ATS11 nail quantitycall out min. Face 4. Weld size is S/16 (U.N.O.).. P spaced closer than 3" we recommend perimeter nails Aluminum AT:Tighten nut finger tight, remove activation Rod Offset Notes: 0 be staggered 1-1/2" to minimize wood splitting. be staggered 1-1/2" to minimize wood splitting. (stitch)nailing per Shear Nailing Detail (4x or 6x) with 16d pin on Side & listen for "Quality Click". Cr 3.Cavity width may vary depending on field conditions. 3.Panel edge nailing shall be the same as the Shearwall sinkers andno splitting of the wood. tY 1. Rod must move freely through holes after SOS-Table 4.Consult factory for other conditions. Too little space 2.Shear Panel nailingshall beperplans. If nails are assembly. Schedule with additional row(s) of panel edge nailing Steel AT: Tighten nut finger tight, remove activation screw Part g of Weld Tat al ASS makes bearing plate installation difficult. located 3" O.C. on compressionpost x6 and larger. spaced closer than 3" we recommend perimeter nails Name Rod Plate Size sides Length weld Allowable U P 9 be staggered 1-1/2" to minimize wood splitting. on Side. welded Per side Load(lbs) Q -I-+ 16 3.Contractor installer shall verifynailingpattern. 20SBS-5 RSG105x12 3'x3'z)� 2 2017f" 5" 14,380 4.Additional compression post/studs shall be stitch nailed per 18 19 SBS-6 680105x12• 3•x3"x1' 2 20216" 5" 20,710 (1) Detail 8. SBS-8 R8G105x12• 3"z3"x1Ye" 4 4026" 10" 36,820 .1-2 5.Rod clearance hole shall be 1/4" to 1/2" oversized. SBS-10 Rt OG105x12• 3"z5•z114• a 20214 14" 57,520 C Cr) 0 204vz" CO CI) SBS-12 R12G105z12" 3'oi's1%" 4 20 " 18" 80,420 •� ill zoN4" O 0 N U 17 � � N. • U - o, C) . L)Th 4-1 .0 LLnn o u) O -a - CTURqz 5 N - M 3 (1. , et PRO • NocoE Holdown Run EW0 NOVICE! INISTAKEN CIREVISE ANDRESUBMIT 0-EG Details ❑WIRECeeeECIMINSNamD ❑sUBMRSPECImmMEM 4/-9r Z4 O Not to Scale eI MOWN =mmE"ieemer CV COMM.DOCIMENTA.WI SIFILE RR DAEMONS WM.WALL OF FAORICARD AND CORRELATED. CD ',nn,aee.Or''''%.°7ARCE OF nwa.x"TOT oarR.R.",.w,e,ar RAY D. 1.��BY .*zr/ -r w DATE 'wr°3°23 !EXPIRES:DEC 31,2Ol$ • ATS1O 0 U AT SUBSTITUTION NOTES: CDI. ANY AT SPECIFIED MAY BE REPLACED WITH ANY OTHER AT THAT HAS A LOAD RATING �f') EQUAL TO OR HIGHER THAN THE LOAD REQUIRED, TAKE-UP TRAVEL EQUAL TO OR HIGHER (N THAN THE SHRINKAGE REQUIRED AND IS COMPATIBLE WITH THE ROD DIAMETER. 00 NOTES: 2. AT4A-I.5 MAY BE REPLACED WITH AT6A-I.5 OR AT 75 AT SUPPLIER'S DISCRETION. (41 V I. INSTALL ALL AT's HAVING ACTIVATION PINS, WITH ACTIVATION PIN END UP. INSTALL ALL AT'S HAVING ACTIVATION SCREWS WITH THE ACTIVATION SCREW END DOWN. 3. AT6A-I.5 MAY BE REPLACED WITH AT 75 AT SUPPLIER'S DISCRETION. F--1 Q 2. ANY BEARING PLATE SPECIFIED MAY BE REPLACED WITH ANY BEARING PLATE THAT HAS AN EQUAL OR HIGHER LOAD RATING AND COMPATIBLE ROD DIAMETER. 4. AT8A MAY BE REPLACED WITH AT 100 OR ATIOA AT SUPPLIER'S DISCRETION. 3. COMPRESSION POSTS ARE PER COMPRESSION LOADS EQUAL TO TENSION LOADS PLANS. 5. ATIOA MAY BE REPLACED WITH ATI2A OR AT 125 AT SUPPLIER'S DISCRETION. C1 C V- 4. COMPRESSION POST SIZES & COUNTS ARE FOR HOLDOWN SYSTEM REACTION FORCE LOADS ONLY. THEY ARE NOT FOR OTHER STRUCTURAL LOADS. 6. ATI2A MAY BE REPLACED WITH ATI6A OR AT 200 AT SUPPLIER'S DISCRETION. •i_ 0 CO 5. COMPRESSION POSTS MAY BE ARRANGED AS DESIRED BY THE BUILDER AS LONG AS: 7. AT 75 MAY BE REPLACED WITH AT6A-I.5 AT SUPPLIER'S DISCRETION. }Z� -e o A. THE TOTAL POST QUANTITY IS THE SAME AS OR GREATER THAN THE QUANTITY LISTED HERE. 8. AT 100 MAY BE REPLACED WITH AT8A OR ATIOA AT SUPPLIER'S DISCRETION. I E v (- 1 B. AND THERE IS AT LEAST I POST ON EACH SIDE OF EACH ROD. 9. AT 125 MAY BE REPLACED WITH ATIOA OR ATI2A AT SUPPLIER'S DISCRETION. "' S V I N. C. WHEN 2x6 & 2x8 COMPRESSION POST COUNTS ARE BOTH LISTED, IT MEANS THAT THE POST COUNT DEPENDS ON THE WALL THICKNESS WHICH IS PER PLANS. 0 cil 6. CONCRETE ANCHOR RODS SHALL EXTEND 12" MINIMUM ABOVE CONCRETE U.N.O. la F C (Q co 7. INSTALL TERM HEADER FLAT TO FILL WALL WIDTH. Do NOT NAIL TO STUDS. OK TO NAIL TO POSTS UNDER IT. IT NEEDS TO FLOAT AS BUILDING SHRINKS AND SETTLES. TO -0 M =8. RODS LISTED AS G55 ARE F1554 GRADE 55. RODS LISTED AS G36 ARE F1554 GRADE 36. RODS LISTED AS G105 ARE F1554 GRADE 105. LL 9. IN MOST CASES EACH SHEAR WALL IS SECURED BY THE HARDWARE FROM THE FLOOR ABOVE ACTING THROUGH FLOOR PLATES AND BEARING BLOCKS. 0 F c EXCEPTION: MID-FLOOR TERMINATIONS (OFTEN THE TOP FLOOR) IS SECURED THROUGH A TERMINATION HEADER AND NAILED TRIMMER STUDS. Ov'c- 4.3 C 10. THIS DRAWING IS NOT TO SCALE. _ C O II. ROD DIAMETER IS DESIGNATED BY THE NUMBER AFTER R IN THE PART NAME IN I/8TH'S OF AN INCH. I.E. R5=5/8" AND RI0=1-I/4". 12. LOADS ARE DESIGNATED IN ASD. ■.... 13. CONCRETE FLOOR TOPPING SHALL NOT TOUCH TAKEUP DEVICE, ROD OR BEARING PLATES. ROD AND TAKEUP DEVICE MUST MOVE FREELY AFTER INSTALLATION. U =O I A I3A I4A LU a al 1- a 0 N-4 Ink W-4-USS- , AT4A-I.5 '1`® AIM TERM HEADER-DFL S5-3/4" 1 \.: 6x6 OR 6x8 Z 11 -'rX 8 TOTAL I6D SINKERink O_ '/4 EACH SIDE W ` LEVEL 4CtiV w R4G36 x 4' ' . __;; ROD ALLOWABLE 4.27 KIPS IX 6" (NOMINAL) ALL LEVELS I'IM lir IssiWE's Eli CN-4 54" mmi,--- 0 liltI N 4 Ino-' ® N-4 AftN-4 III_.:. ak W-4-USS- III 11 W-4-USS W-4-USS- �I 1 NaiV WAIP AT4A-1.5 AT4A-I.5 LII AM TERM HEADER-DFL AT4A-1.5- -1::=1. S5-3/4" S5-3/4" 41N,_, 6x6 OR 6x8 55-3/4"- FLOOR 0 BLOCKING ' I 22 TOTAL 16D SINKER II EACH SIDE LEVEL 3 - _ -l'/ LEVEL 3® III - LEVEL 3 R4G36 x 10' _ ROD ALLOWABLE 4.27 KIPS R4G36 x 4' '� _"1 ROD ALLOWABLE 4.27 KIPS R4G36 x 10'- I lIl ROD ALLOWABLE 4.27 KIPS Z 11111. 6" (NOMINAL) ALL LEVELS I'•M�31, 6" (NOMINAL) ALL LEVELS III.- I16 u 1 CNR-45 CNR 450 N 54. CNR-45 liii" jji: jti111 = = r<' N 5 Ipr 12 N 5 I��r... ® N 5 I1�r... 12 0 w 5-USS IiS II ATSIO w 5 USS Pi II W-S-USS 1I1, II AT AT6A-1.5 AT6A-1.5 m--_- AT6A-1.5 ---1-m-.-7, S5-3/4" irm S5-3/4" l_� S5-3/4' 01 'L' 1- _ a _ _ o I LEVEL 2 _ LEVEL 2 R5G55 X 10' ROD ALLOWABLELEVL 2 KIPS R5G55 x 10' = ROD ALLOWABLE 8.63 KIPS R5G55 x 10' = ROD ALLOWABLE 8.63 KIPSH IIIIi1111= I_I1= I- SUBMITTAL REVIEW Z Cl) N CNR-56 II CNR-56 wiz CNR-56 III -I NO EXCEPTIONS TAKEN 0 REVISE AND RESUBMIT N Z N] U ❑ MAKE CORRECTIONS NOTED ❑SUBMIT SPECIFIED REM N O N L() IL Imo ����� III�II FOWLIBRI"M �. ro o ~ NN 6 Il Ark N 6 Ipr ® N-6 Hp 12 �� U Z U N U w 6 uss I,� W-6-USS I,Li 11 w-6-USS It 11 n° o..PE"."w"...�.". . w _ AT6A-1.5 �_� AT6A-L5 �_� AT6A-1.5 =I_ ENGINEER: ,"„... z Lu x S5 3/4" S5 3/4" S5-3/4" By �r DATE - o m s O N SCR CTURyI m Lo E Cl) cr I- ___ILI EO PRO F Ni t- Lr' a LEVEL I LEVEL I LEVEL I �� Fs, Q 1cf (� R6G55 x 8' = ROD ALLOWABLE 12.43 KIPS R6G55 x 8'- ROD ALLOWABLE 12.43 KIPS R6G55 x 8' ROD ALLOWABLE 12.43 KIPS ♦ , ? N Q c0 <1111= III III ►� ' E CN6 ��I CN6 G11It CN6 ' 4 z COMPRESSION POST & EY COMPRESSION POST& Olt COMPRESSION POST 8 , •-E Holdown Run • PANEL EDGE NAILING 8-9 PANEL EDGE NAILING 8-9 PANEL EDGE NAILING ® .1 , 0 •.. III • ALL LEVELS ATSIO le .• ALL LEVELS ATSIO Itle ALL LEVELS• : �,�oY o.�4'� N Elevations Not to cm Scale 3/4"-G55 3/4"-G55cm 3/4"-G55 - !EXPIRES:DEC 31,20 ATS 11lope.. .: .. .11‘;. I- ' . .' -.•7E-;:: ' 5 EMBEDMENT PER EMBEDMENT PER EMBEDMENT PER EL ('� h ATSI2 STRUCTURAL PLANS ATSI2 STRUCTURAL PLANS ATSI2 STRUCTURAL PLANS U J 1 NOTES: CD Ln I. SEE SHEET I FOR GENERAL NOTES. N (ill< V CA �1 . _o01 04_ 2w T.3 Inc O c 10 CD E c a) 3E � � F U = e0 � V lB 13B 2 B 3 B a 1/40 CZ I- a 0 N-4 N-4 I& N-5 W-4-USS W-4-USS W-S-USS E, , AT4A-I.5 `�� TERM HEADER-DFL AT4A-I.5 h1 ® Aill TERM HEADER-DFL AT6A-I.5 \1 ® Mk TERM HEADER-DFL S5-3/4" \;, 6x6 OR 6x8 S5-3/4" I1` wy 6x6 OR 6x8 S5-3/4" I��,; 6x6 OR 6x8 41 b 8 TOTAL 16D SINKER AI II 14 TOTAL I6D SINKER th II ,, 32 TOTAL I6D SINKER /Mk 6 4 EACH SIDE _ 7 EACH SIDE 16 EACH SIDE N / LEVEL 4 LEVEL 4 LEVEL 4 w R4G36 x 6' II-- =-' ROD ALLOWABLE 4.27 KIPS R4G36 x 6' = :ll/ ROD ALLOWABLE 4.27 KIPS R5G36 x 6' = �/ ROD ALLOWABLE 6.67 KIPS rx ' n`IH , 6" (NOMINAL) ALL LEVELS 1'l�►'=�31, 6' (NOMINAL) ALL LEVELS 6" (NOMINAL) ALL LEVELS '�p.�� ee row" CN-4 �� 54" CN 4 ��� 54' CN-5 ��� 54' �� III . �II II N-4 llLII! AA OLd! ®W-4—USS W-4—USS W-5-USS I,�; 11 p. gnomon AT4A-I.5 AT4A-I.5 �� TERM HEADER-DFL quaiAT4A-1.5 AT6A-1.5 S5-3/4' S5-3/4" k� 6x6 OR 6x8 S5-3/4" S5-3/4" II g' 22 TOTAL 160 SINKERArk _ II EACH SIDE LEVEL 3 R4G36 x 6' II = 11 LEVEL 3 R4G55 x 10' ROD ALLOWABLE 5.52 KIPS R5G55 x 10L 3 ' _ ROD ALLOWABLE 8.63 KIPS o R4G36 x 10' IJ ROD ALLOWABLE 4.27 KIPS ROD ALLLE .27 KIPSz III, 0 6" (NOMINAL) ALL LEVELS''�j �31, III, I'_ 11 CNR-45 ��� CNR-45 ��� 54" CNR-46 ..� CNR-57 il �� to �II �II �II �IIIIIi-, 1111� 1111�= il N N-5 Iler.. ® N-5 IL . ® N-6 Iles ® N-7 L W-5—USS 11 W-6—USS III 11 W—B—USS AT6A- 5 ATBA-1.5 S5-3/4' S5-3/4' S5-3/4' =MIIIIINNIMR� S7-1' F a _ o LEVEL 2 € LEVEL 2 LEVEL 2 = LEVEL 2 w R5G55 x 10' _ ROD ALLOWABLE B.63 KIPS R6G55 x 10' ROD ALLOWABLE 12.43 KIPS R7G55 x10' ROD ALLOWABLE 16.91 KIPS G R5G55 x10' _ ROD ALLOWABLE B.63 KIPS lL1111= III. Mill III re co SUBMITTAL REVIEW CNR-56 q CNR-56 l�� CNR-68 all! CNR 79 l�I )81 NOECDfoNBTNEN ❑REVSEANDRESUBMRN ZM N�II - II��II �- ❑ MRRECDRRECIIO^NRTNO1tDE uns�❑sSUBMRNPE�IFlnEDREMnE ,A.I.A.DOCUMENTS AXE ACTIOX SHOWS „USIECT TO 111E PE II�- (II�II v, ON WN 6 Iles-• ® N 6 Ilex.:. ® N-8 II ® N-9 er ® U Z N UW-6—USS in 11 % W-6—USS III 11 W-8—USS 0 W-W—USS �Il 11 an.oEn.onM.,TE FABRIC..Eo TMEn.ESSES o ; o.n.S OEww ~E ENWNEERS'-. �� AT6A-1.5 AT6A-1.5 -- AT8A-1.5 ATIOA-1.5 BV DATE ,o„oa02' z H p w = S5-3/4" S5-3/4" S7-I" S7-1-I/4" - o D N z tf� (n 5� CTURgC m ~ H LEVEL I € LEVEL I III LEVEL I LEVEL I QED PRGFF d c1 CC 0 RBG36 x 10' ROD ALLOWABLE 17.08 KIPS R9G36 x 10' ROD ALLOWABLE 21.62 KIPS Z N I` F� R6G55 x 10' rillIII ROD ALLOWABLE 12.43 KIPS R6G55 x10' _ ROD ALLOWABLE 12.43 KIPS sLL N Q o0 W1111 IIII- 11111 11111 . cr CN-6 = gipCN-6 = CN-8 _ CNR-910 u, ill = �r COMPRESSION POST& ! IU = I COMPRESSION POST& I ' COMPRESSION POST& Iiii= COMPRESSION POST& , • E ! Holdown Run PANEL EDGE NAILING PANEL EDGE NAILING _ PANEL EDGE NAILING - • PANEL EDGE NAILING al O . III ALL LEVELS • III • ALL LEVELS 7 III ALL LEVELS 1 III ALL LEVELS .r�oy D`si\i� N Elevations 3/4"-G55 3/4"-G55 Not to Soie I'-G55 11/4"-G55 N I EXPIRES:DEC 31,20� ~ ATS 11 + x EMBEDMENT PER EMBEDMENT PER EMBEDMENT PER EMBEDMENT PER o- ATS12 STRUCTURAL PLANS ATSI2 STRUCTURAL PLANS ATS12 STRUCTURAL PLANS ATSI2 STRUCTURAL PLANS Sh L U NOTES: O I. SEE SHEET I FOR GENERAL NOTES. N co (n U O1 p ~ I rn- = � L1 M . a) s U D Ic 2 c 3 c 4, a a, ko I- N-4 N-4 AN N-5 W-4-USS W-5-USS W-4-USS WVAT4A-1.5 th TERM HEADER-DFL AT4A-1.5 LI TERM HEADER-DFL AT6A 1.5 4' gliTERM HEADER-DFL S5-3/4" T 6x6 OR 6x8 S5-3/4" 'I 6x6 OR 6x8 S5-3/4" 'I 6x6 oR 6x8 8 TOTAL I6D SINKER II ,n 14 TOTAL I6D SINKER illk 11 32 TOTAL I6D SINKER _ II .6 �: 4 EACH SIDE - 7 EACH SIDE 16 EACH SIDE ATSIO N R4G36 x 6' i , ='/ LEVEL 4 R4G36 x 6' II _ '/ LEVEL 4 E R5G36 x 6' II - �- j/ LEVEL 4 W ROD ALLOWABLE 4.27 KIPS ROD ALLOWABLE 4.27 KIPS ROD ALLOWABLE 6.67 KIPS r: I 11 r: 111 r: 111 � 6" (NOMINAL) ALL LEVELS I'�'_�31, 6" (NOMINAL) ALL LEVELS'''�i', 6" (NOMINAL) ALL LEVELS&m=�31, ID WI ■■ U. RR 'RR,' RR CN-4 54" CN-4 54" CN-5 54" liii"� Iiii' ® N-4 12 N-5 ;, all W-4-USS Ili II IN-4-USS ATSIO W-5-USS I"I� II qiiV AT4A-1.5 �-� AT4A-1.5 AT6A-I.5 �_. S5-3/4" 11111111 5. S5 3/4" S5-3/4' IIIII R4G36 x 10' = LEVEL 3 R4G55 x 10' LEVEL 3 R5G55 x 10' LEVEL 3 ROD ALLOWABLE 4.27 KIPS ROD ALLOWABLE 5.52 KIPS ROD ALLOWABLE 8.63 KIPS C IIIII 1111111 z CNR-45 1 CNR-46 1 CNR-57 liiie N-6 — liii ® N-7 liii!' e 8 W-S-USS In 11 1 w-6-USS - Ili 11 W-B-USS !IJP AT6A-1.5 ---_— AT6A 1.5 AT8A-1.5 S5 3/4" Ell S5-3/4" S7-I" ili F a 0 LEVEL 2 111 LEVEL 2Ili LEVEL 2 1- R5G55 x 10' = ROD ALLOWABLE 8.63 KIPS R6G55 x 10' ROD ALLOWABLE 12.43 KIPS R7G55 x 10' ROD ALLOWABLE 16.91 KIPS WpIIII loll lilt ll SUBMITTAL REVIEW C. CNR-57 .I __ CNR-68 •1 _ CNR-79 :E. �r Np NO FXCEPTIONS TAKEN ❑ REVISE AND RESUBMUZI� ❑ MMlECORRECIIONS NOTED ❑SUBMttSPECIEIED ITEM (.) ZN 7 IIIIIN 8 III�IN 9 EON& NClINTRACT DOCUMENTS ANY ACTION SHOWN ABOVE IS SURATT TO THE RE "_.DOIRFNIOTTS Of THE �„ z Nul WO Z N 11 ® 11� ® ® U NU W-8-USS Ili 11 W-8-USS Ili 11 W-10-USS "."E,�.a µ"�EATBA-1.5 � AT8A-1.5 � � ATIOA-1.5BY H ^DATEE5� 5� S7 I' �D 57-1" � S7-I-I/4" "„orzoza o j N R7G36 x 12' R8G36 x 12' III,= R9G36 x 12' 011111 ZR cTUR z 1n 0 N ci ix i- CN-7 Ili CN-8 Illf CN-9 5 PR .4 ►�- N Z Q E R7G36 x 2' Mg LEVEL I R8G36 x 2' III��I LEVEL I R9G36 x 2' LEVEL I �tE� OFF I try ROD ALLOWABLE 13.08 KIPS ROD ALLOWABLE 17.08 KIPS ROD ALLOWABLE 21.62 KIPS s' a N Q CO W Q III' 0 Ill_ = In. til'i)7.&" NO �DH � oCNR-67 = CN-8 _ CNR-910 = �, -III _ I COMPRESSION POST a II I COMPRESSION POST& ��I COMPRESSION POST a ® 4 z Holdown Run bii • PANEL EDGENAILING - PANEL EDGE NAILING - PANEL EDGE NAILINGIIIALL LEVELS III • ALL LEVELS III „p ALL LEVELS �., U N Elevations 3/4'-G55 I"-G55 1 I/4"-G55 N 10,-,..:::,.., (EXPIRES:DEC 31,20I ~ ATS 11 EMBEDMENT PER EMBEDMENT PER = EMBEDMENT PER a ATSI2 ATSI2 S h 3 ATSI2 STRUCTURAL PLANS STRUCTURAL PLANS STRUCTURAL PLANS U NOTES: 0 N I. SEE SHEET I FOR GENERAL NOTES. F Ln cn Li al 1-4 O rn� = � E C M ko LL M C . Q) ' �CA E ID 2 D 3 D 4.1 p a 01 I- 0 N-4 Mk N-4 N-5 irk W-4-USS W-4-USS W-5-USS y741117 AT4A-1.5 WP t ilkTERM HEADER-DFL AT4A-1.5 `� AM TERM HEADER-DFL AT6A-1.5 Y'` TERM HEADER-DFL S5-3/4" ®' 6x6 OR 6x8 S5-3/4" 0\; 6x6 OR 6x8 S5-3/4' '' \,_, 6x6 OR 6x8 �• I 8 TOTAL 16D SINKERArk 11 14 TOTAL I6D SINKERAnk II 32 TOTAL 16D SINKER 6 sl4 EACH SIDE +U7 EACH SIDE _�-, •1 16 EACH SIDE / LEVEL 4 LEVEL 4 _ _. / LEVEL 4 > R4G36 x 6' I ROD ALLOWABLE 4.27 KIPS R4G36 x 6' IIMINIII= ROD ALLOWABLE 4.27 KIPS R5G36 x 6' II==_ = 1 ROD ALLOWABLE 6.67 KIPS WI rii 6" (NOMINAL) ALL LEVELS I Mai lir 6" (NOMINAL) ALL LEVELS I'i►_ OF 6" (NOMINAL) ALL LEVELS 1'i•_�31, I00M= o0 dip ■■ 6.M- ■■ CN-4 •�1 54" CN-4 • 54" CN-5 �1j�_ 54" liii" liii" 4liii"PP—:, ® N-4 , ® N-5 , ak w-4-uss III 11 NW W-4-USS I ,,, 11 w 5-uss I,�; 11 AT4A-I.5 AT4A-1.5 AT6A-1.5 mommimiimcgmENNI S5-3/4' 55-3/4" 55-3/4' III IIII R4G36 x 10' LEVEL 3 R4G55 x 10' LEVEL 3 R5G55 x 10' LEVEL 3 ROD ALLOWABLE 4.27 KIPS ROD ALLOWABLE 5.52 KIPS ROD ALLOWABLE 8.63 KIPS O III IS III z CNR-45 � CNR-46 UP CNR 57 �liii", II N-6 Dii" N-7 liii" M W- - I ® _ _ ® - - ® i 5 uss I,i11 ® w 6 uss NW W S USS II II 0AT6A-1.5 ._w AT6A-1.5 _ . AT8A-I.5 _ a S5-3/4' S5-3/4' S7-1" ;L; I- a 0 R5G55 x 10' III LEVEL 2 R6G55 x 10' LEVEL 2 R7G55 x 10' IIII LEVEL 2 w ROD ALLOWABLE 8.63 KIPS ROD ALLOWABLE 12.43 KIPS ROD ALLOWABLE 16.91 KIPS LU p III'= 'I"IIII' IIII IY Fm- CNR-57 ��1 CNR-69 1111211CNR 710 �'1 SUBMITTAL REVIEW M NJel NO EXCEPfIONSTRBEN ❑RENSEANDRFSUBMRZIII IIII III ❑ MANE CDRRECAONS NDTED ❑SUBMITSPEEIFlED REM (�) Z \ V N-7 Tn o N _ w Apr ® N-9 A II ® N-10 UPS. ® Z nN v W-8-USS I�i II W-10-USS i W-10-USS I�i 11 COORDINATIOTHE 10B SITE N Di BRICATION PROCESSESOr ALLOTER'RS Of D"6 THE AT8A-I.5 ATIOA-1.5 ATIOA-1.5 EBv ERB µDATES.SNAIL BE FARMATED:ND CORRELATED Z S7-I" S7-I-I/4' i _� S7-I-I/4" �_V o„o,zo23 o V) 3 z Lc) O fA R7G36 x 6' III = R9G36 x 6' III RIOG36 x 6' II 0 t-�CT(/Rq g in f F- CN-7 III CN-9 IIIf CN 10 III R7G36 x 12' III��I LEVEL I IIItII LEVEL I III��I LEVEL I G¢E° PRopz. 0 N ce a Et Z ROD ALLOWABLE 13.08 KIPS R9G36 x 12' ROD ALLOWABLE 21.62 KIPS RIOG36 x 12' ROD ALLOWABLE 26.69 KIPS v iou liii. liiiAN0 � H CL ix CNR-67 = CNR-89 = CN-10 _ co I�� _ i COMPRESSION POST& ill _ i COMPRESSION POST 8 114 1 COMPRESSION POST& ® ti( s'EGIP Holdown Run • PANEL EDGE NAILING 119 PANEL EDGE NAILING - • PANEL EDGE NAILING III • ALL LEVELS ®' •• ALL LEVELS III ALL LEVELS �', '�4/ 9 D U R Elevations 3/4"-G55 r-G55 I I/4'-G55 �OY D. `�� N No[to Sae. ATS 11 r ( , 14 ATSI2 EMBEDMENT PER EMBEDMENT PER EMBEDMENT PER r STRUCTURAL PLANS ATSI2 ATSI2 U ("� STRUCTURAL PLANS STRUCTURAL PLANS S h 4 NOTES: ' 0 I. SEE SHEET 1 FOR GENERAL NOTES. illk N 00 V) ( OI a) , � cri am c L k E _ CO E � li Cr) 0 0•c a) ,� o - . C Ca E -o a U n .0 , C9 2 E 2sBsCO a ko ol 0 N-4 Irk N-4 grill W-4-USS qiiP W-4-USS r AT4A-1.5 YI Ark TERM HEADER-DFL AT4A-1.5 I ` TERM HEADER-DFL S5-3/4" ILke:, VP 6x6 OR 6x8 S5-3/4"- 1IN;, 6x6 OR 6x8Z i•, 14 TOTAL 16D SINKERIlk II 14 TOTAL 16D SINKER Ilk Ir7 EACH SIDE - ' 7 EACH SIDE %VW N LEVEL 4 s LEVEL 4 w R4G36 x 6' 1:alief. = I ROD ALLOWABLE 4.27 KIPS R4G36 x 6' h===.1,- �"/ ROD ALLOWABLE 4.27 KIPS 6" (NOMINAL) ALL LEVELS!:rr`�: r 6" (NOMINAL) ALL LEVELS10.L.1111111, ''so linWi1i!, 54" mii CN-4 111111 -, 54" CN 4 ill 11 N-4 m ® N-4 , Mk w 4 uss IIIPII W-4-USS III 11A1.5 AT4A-1.5 S5-3/4" S5-3/4" R4G55 x 10'— L 3 ROD ALLOW BLEVEE 5.52 KIPS R4G55 x 10' L 3 ROD ALLOW BEE 5.52 KIPS ZIIII III CNR-46— lit _ CNR-46 N 6 11III N 1i12 N 6 12 0 W-6-USS I�� M 11 W-6-USS— ATSIO ` AT6A I.5 :�_. AT6A-1.5 S5-3/4" =..... S5-3/4" a;a o I- 0 R6G55 x 10' - _ ROD ALLOWABLE 12.43 KIPS R6G55 x 10' ROD ALLOWABLE 12.43 KIPS a III LEVEL 2ILI LEVEL 2 CC = SUBMITTAL REVIEW CD ^, O EXCEMONS N El CNR-69 CN-6 = o NMMIECDRNECDONSENOTED ❑ SUBMIT' SPECFIEDITEM (/) Z t N 1:11110 ��I III COMPRESSION POST a i E 0 O N ` ) wN 9 II I PANEL EDGE NAILING Ce O ~ALE LEVELS ' Z ^ NU W 10 USS �I e lig • ® om,",.��w"TME V J ON ENGINE Et I- AT10A-1.5 .=p SBS-6 BYE DATE ti Z V 0 W = cn S7-I-I/4" -= 0 R9G36 x 6' III,= WITH R6G105 x I' �� SiFtUCTU/?yC j L.ci Z N (z H CN-9 IIIf- 0 PRO 1- (V I- In Q E R9G36 x 12' - „I II ROD ALLOWABLE 211.62 KIPS SDETALS WELDS STEEL BEAM STIFFENER IF NEEDED �R�(� F� N a O)CC PO O W Q III'_ PER PLAN BY OTHERS �I� �Ilj w' • Z N 0 .O CNR 89 I1� _ t z s'EGHoldown Run PANELEEDGE PAST G • 0 �1+. I PANEL EDGE NAILING -,/ � 4 0 ALL LEVELS i`' (I.9,`L` • U �I� nor D. `,�� N Elevations I"-G55 - N llopi, ., -. `EXPIRES: DEC 31,20 = ATS 11 ATSI2 EMBEDMENT PER 0 0 STRUCTURAL PLANS U S h 5 Anchor Bolt Embedment Notes o Shear Wall Tiedown Detail at Footing 5/S403 'I) Anchor Bolt Embedment Design: N 1.Anchor Bolt Embedment Design conforms to the 01 2018 IBC & OSSC 2019. I� Q 2.75 Min Edge Dist — — + � � � 2.Required loads and system requirements are per .2 Final Shear Wall Layout Structural Plan Permit Set i " � , ' dated 12/15/2021.y 1 2 . o 4 3.Concrete strength is 4,000 psi. Minimum 12 01 5.Fabrication shall meet the requirements and Rod O E i f0 00 specifications per Structural Plan general notes. oo 2 N 6.Embedment Rod strengths per ATS10 Table lh. Exposure O ZS �6 D >, M 7.Drawing is not to scale. a ° ° ° ° EE C (O 8.Fabrication shall meet the requirements and f ° a ° O 1/40 specifications per Structural Plan general notes. a = E (n u_ (Y') E Anchor Bolt Installation: ° ° a a a Q ° © 8 ..3 c *� cn 0 1.Contractor/installer shall verify anchor bolt size, t E i i1 thread pitch and material for correct location per a structural plans and AutoTight holdown run layout °2 ° ° '- o CD sheet(s) ATS11. Rod Length a (DStemwall as occurs I-0 U D 2.Anchor Bolt location relative to the end of the �� shear wall shall be per ATS10 Details 4 and 6. per R L— 1 Plan ° , co 3.Anchor bolt shall be 12" minimum above a° <7 = O concrete slab (U.N.o.). QCA Holdown System Design: ° 1.For system design see Holdown Run Details ° ° ° a ° ,° a ° (ATS10), Holdown Run Elevations (ATS11), and a ° ° ° Structural Drawing S603. a ° a ° ° ° a a 2.Defer to Structural Plans. ° a a a ° a 3.Fabrication shall meet the requirements and Varies ° ° a a a specifications per structural plan general notes. a a . g ° per ° ° Shop Drawing Disclaimer Plans ° i 1� ° 4 a a — 4, a This design uses the construction plans and calculations' °' r ° — a ° o provided by the Engineer of Record. No Attempt has 8 ° ° a ° fn been made on the part of Commins Manufacturing, Inc. 3'' clear to verify the values given in the calculations or design described by the construction drawings. Anchor Rod per Schedule The Engineer of Record is responsible for the structural Concrete and Rebar Top Nut per Schedule design of the building and the ability of the design to per Structural Plans transfer load imparted to the structure by the holdown Embedment Plate system. per Schedule E Structural Engineer of Record Washer per Schedule .0 Equilibrium Engineers LLC. Bottom Nut per Scheduletx Ed Quesenberry 16325 Boones Ferry Rd. Suite 202 Lake Oswego, OR 97035 (503) 636-8388 Fax: 503 636 2090 edq@equilibriumllc.com 0 z AutoTight Anchor Bolt Embedment Schedule N M To Run Name Rod Embedment Plate Size B Nutm Nup Washer 1 a, 13a, 14a, 1 b, 13b, 1 c, 1 d R6G55 x see RL- 1 plan 5/8"x6"x6"x13/6"hoc N - 6 N- 6 W-6 6 �, o 2b, 2c, 2d , 2e R8G55 x see RL- 1 plan 3/4"x6"x6"xl —%6"hoc N-8 N-8 W-8 3b, 3c, 3d R10G55 x see RL- 1 plan 1 "x6"x6"xl —5/6"hoc N- 1 0 N - 1 0 W- 1 0 .� co v, SUBMITTAL REVIEW L Q c I . t 0 NO EXCEPTIONS TAKEN 0 REVISE AND RESUBMIT V (1....3. Notes : 0 MAKE CORRECTIONS NOTED 0 SUBMRSPECI"ED ITEM ( U EOU� LL 1 This drawingis based on S403 showing the arrangement of the Autotight Components ® iliiii .�m..cEo.TMw.ow. oirEEµoM. t �TUR ° o 0 g g AND TECHNIQUES �E� PROFF� m 0 COORDINATION if 2 . All concrete calculations are the responsibility of the EOR . BY DATE ,a,T.D,3 irapp.4,1•Y i c N 0 A ( co i co a1 a E NJ 1�0 � o 3 . All Rods are black unfinished steel UNO . All plates are A36 UNO . U 4. Field verify concrete depths at all locations . Consider Drop Caps , Drop Soffits , Concrete Beams etc . � T (, 9 , • N Anchor Bolt 5 . Anchor rods are to be located bymeans of template . Anchor rods shall not be hand set or wet set. '�°YD. ��� Details Not to Scale I EXPIRES:DEC 31,20iy rn 6 . Wire embedment securely to rebar to prevent motion during concrete pour. o ATs 12 7 . OK to field cut rod to reduce lift— over. Do not violate minimum rod exposure . I 60 I 50 I 40 I 30 I 20 I 10 I 0 I CIDI CP I I C In SEE DETAIL 4/S603 FOR SHEAR WALL REINFORCEMENT AT STEM WALL STEP N /� f1 \L I : 1 313 0�� A3 O 14 u 0) 9 OL3 pi zrn �� w la 1 r \ \- - - jo _ alb / - - - - - 7 1 "Ng ; I. =a= 1 -T :I. i El '0- <> 0(l*.3. I'l tr, 'E b' 04 D ... I � 01 ° H The Purpose of the Run Locator Sheet is to determine the tie-down Run type needed for a particular shear wall location. L aimm a , ° o o I it 1,'.,, 1 E 00 3v ' "=°� LI,�,. 0 _ ��, 0 , �I The marking in the colored icons contain the run types found on the sheets AT11,and run ID numbers. �?4— = N A I 4 1 W1Fl Example: 5A-123 =Run 5A ID number 123 E ' Ifp 3i1 —.. O Q_. ]C= �� �� �� �. iozz jxwz v7 3� r� C� Ci This in NOT a dimensional layout to determine where the run will be located in the wall. Wall layout is the responsibility of others. — _ •E Z C) lea © 35 161 ® Numbers in small red box= length of embedment rod. See ATS 12 for embedment details. $'S ;�. C E V) Ot� a. ii kii 7\ E 7 e 0 517, OO O O4Ej r I PT R4 6 3 pT:: =a===s= ' x.. s D 3. ❑ feE Q I al a 3e �Y��'S� ve t 0 © e ' I (IA 1 s-EG O ,.,... ht t. u ETt _ _ � I 150 Y D. l�l`l� lo© .h,T, i (EXPIRES:DEC 31,20sy p .� J -CI r_ ce O O © ' c 7 O N O SUBMITTAL REVIEW tD = U) Z rN^ O �� `` 7�NOIXCEPI0NSTAKEN 0 RENSEAND RESUBMIT Q ea •- � CO O 0 ' ' ' 0 MAKE CORRECTIONS NOTED 0 SUBMIT SPECIFIED REM ��y, I EgIRBNUM C a 1 1 1 w Cr c a \ 5 - ° ` 3 5 ce > I E E o Q n Q 3 ANDm...� TM o �/ \------- - 1 - - © --------� -�-------- `�'--------------- 'I I ER9 z.nse.cron.>exsuxw. corixnn 6'167a 2 —r-------------- �/ BY TMDATE 0 3 a:. _.0 0 ! fir--• rsa N'''''''''' Ic irTh i 1 1 \ B - r"\ ..„,,, ; ‘ ,i t \ \ ...... 1 )1 ro v I Li° °li ...-mrli 0 0 .__ of (-1) off I _ _ ° 3 _ _ _ _ _ � l�' I I I I I 4 is I a - 4 I I I I I 1 II o CIJ gi cc • I' r _ 1 1I _ ,®n® ! a ,n O u, ® O n D l T° D>0 m d�, E E 3 3 — 1.-97 a-ss a x x-s. ►ssP _:...ii e.7 Iz►]E4 x►uzo-ss.mz► r'''' 1111. ' Er1 ib © © t_ 2 Ll,e 2 -© b J Y.j .�3 a-,m© j GENERAL CONTRACTOR TO VERIFY O I Q 0 i O ALL SPECIAL INSPECTIONS ARE - PERFORMED REGARDING SHEATHING AND NAILING OF SHEAR WALLS PRIOR III II II II TO ERECTION OF WALL ADJACENT TO CEISTI2 STRAPS ABV B BLW - I'l RETAINING WALL OPENING THIS LOCATION.REF HSS HOEDOWN c� II DETAIL 1/3603 FOR I . I- ADDITIONALINFORMATION COLUMN REF II II ° ° b DETAIL 3/5403. I II 0 II CONT DOUBLE TOP PLATEa CORRIDOR 3 A o I i RV SPLIC S PER 2 S601 „ ' 3 °J o 3 __ -�9 .'r1i1- 3 - z 31.11 I 3 t) a ® D © 303 n \ 11 ---- ---- I - f s'n Islas _ -- zo-ssz —01 co I I 3 1 3 © II 4b\Y�'` Of Lh ° CONT DOUBLE TOP PLATE_CORRIDOR I V A O a III j w/SPIJCES PER 2/5801 11 I I O II •I 3=1' ei 0 01 ii Es II O- II 0 I a 0 a HSS HOEDOWN COLUMN REF to Ag DETAIL 3/S403. K.- beam start,next floor up p © © I9 0 0 0 0 ©' I MO ©© O �' CO M �_/ 9 -'FTC"�F '.ji��� zavo ]azu >dvz`1s11n ,3 �1�27 •m1.s w a © ©.. f1 8 2 3 ��� �7 �� 3�9 �� b 1 >�,.., 2 0 —O N I I 0 I 1.66.0I O = CI) a) o..I I1 i•163 18.1 uU CD .1.,,.'i In O (n = I I I = p Lo E Ln 1 — 1 i i i i a O ....1 — N -t co cl, 2' NocoH I I I I 1 ,p R o, 1 O — o I I I 3 3 3y3 =�3- u u R RUN TERMINATES AT FOURTH Run Locator FLOOR WITH STRAP DETAIL A I O VI i` I I I I I - F 1/s204 FOR ADDITIONAL I I 7.1..:11: ! 1 INFORMATION ;���1UI p1. '� :11:1111014> 30'-D• 24'-0' 14'-4' ,T-C I 36'-Csit, , i, I I. it 1Sheet �'11ii ' �Op V HNOtleSOE nB'-Bm; ,.11 ,- 010101.1Pejl-t--,..%,.. o A� pjOA uM1 al 1 'al 11 R o a O G O t1.- i , v N N ��`` RL- 1 N FIRST FLOOR SHEAR WALL PLAN e 4 gi 60 50 I 40 I 30 I 20 I 10 I 0 I