ENGINEER AND ARCHITECT REFERENCE GUIDE TO ICC-ES …shearmax.com/wp-content/uploads/2016/06/3ENGINEERBROCHUREjune2016.pdf1425 5695 0.37 - Hold-down Anchor tension load = 9,500 Lbs

TOLL 877 743-2762 FREE

Shear Transfer Systems, Inc. 9845 Santa Fe Ave East, Hesperia, CA 92345

www.shearmax.com

760-949-4191 phone 760-948-5330 fax

2015 IBC 2016 CBC

2017 LABC

ICC-ES ESR-1727

ENGINEER AND ARCHITECT REFERENCE GUIDE TO

ICC-ES ESR 1727

FRONT COVER

1. PANEL CONFIGURATIONS 2. PORTAL PANEL 78” & 90” VALUES 3. STANDARD PANELS 8’ to 11’ VALUES 4. STANDARD PANELS 12’ to 15’ VALUES 5. STANDARD PANELS 16’ to 19’ VALUES 6. STANDARD PANELS 20’ & NOTES 7. ALTERNATIVES FOR MORE LOAD 8. WIND LOADS 9. COMPRESSION LOADS POSTS 10. COMPRESSION LOADS PANEL 11. PANEL SPECIFYING 12. DETAILS 2012 IBC SM1 13. DETAILS 2012 IBC SM2 14. DETAILS 2012 IBC SM3 BACK COVER

ALL INFORMATION WITHIN THIS GUIDE IS CONDENSED FOR REFERENCE USE ONLY. ALWAYS REFER TO THE COMPLETE ICC-ES REPORT FOR ALL-INCLUSIVE DETAILS AND USAGE.

SHEAR TRANSFER SYSTEMS, INC. – VERSION JUNE 01, 2016

http://www.shearmax.com

SHEARMAX PANEL TYPES AND OPTIONS (REFERENCE FIGURE 2 & 3) (Wa = Wn – 3”) PANEL ASPECT RATIO = Ha / Wa = αp

PAGE 1

ALL INFORMATION WITHIN THIS GUIDE IS CONDENSED FOR REFERENCE USE ONLY. ALWAYS REFER TO THE COMPLETE ICC-ES REPORT FOR CORRECT USAGE. - SHEAR TRANSFER SYSTEMS, INC. – VERSION November 01, 2008

OUT-OF-PLANE AND COMPRESSION LOADS MUST BE CHECKED. The Project Engineer/Governing Agencies may use their discretion/engineering judgment regarding post bracing. The accompanying color-codes designate recommended post options (found throughout this guide) for post sections not fully braced by other methods. Recommendations are based upon full compression load on post(s) from in-plane racking shear and/or load on post(s) from typical out-of-plane wind loads. Post sections may need to be braced or increased for other conditions.

POST OPTIONS ARE DESIGNED TO INCREASE THE STANDARD POST CROSS SECTION OF A STANDARD SHEARMAX PANEL AND INCREASE THE CAPACITY OF THE POST FOR COMPRESSION LOADING AND/OR OUT OF PLANE LOADING. SEE PAGE 6 FIGURE 3 FOR MORE INFORMATION.

RECOMMENDED OPTIONS

STD NO OPTION

OPTIONS RARELY REQUIRED 6-10 ft (Not Shown)

STD 2x4 OPTION

2x4 NAIL-ON OPTION RECOMMENDED - 10-11 ft

STD 2x6 OPTION

2x6 NAIL-ON OPTION RECOMMENDED - 11-14 ft

EC6 OPTION

EC6 OPTION RECOMMENDED 14-17 ft

EC8 OPTION

EC8 OPTION RECOMMENDED 17-20 ft

STD 2x4 OPTION STD 2X6 OPTION EC6 OPTION EC8 OPTION NAIL-ON NAIL-ON

FIELD MODIFIED BY OTHERS FACTORY ATTACHED

NOMINAL GARAGE DOOR HEIGHT

7’ GARAGE DOOR 6” CURB

8’ GARAGE DOOR 6” CURB

SHEARMAX PORTAL PANELS: REFERENCE TABLE 1 ‘PORTAL’ panels are sized for garage doors heights of 7’ & 8’ when used with a 6” stem wall.

Any SHEARMAX panel may be used in a portal or non-portal condition without a change in load capacity. The allowable loads for Portal Panels do not use a moment connection between the top of panel and the supported header. All SHEARMAX

panels have ‘stand alone’ values. Portal reductions required by agencies such as L.A. City or L.A. County are not required. PANEL DIMENSIONS ALLOWABLE IN-PLANE SHEAR LOAD AND DRIFT

2015 IBC Seismic (R=6.5) 2015 IBC Wind SHEAR (Lbs.) SHEAR (Lbs.)

SHEAR-MAX

MODEL THICK-NESS

WIDTH NOMINAL

ACTUAL HEIGHT

LBS / FT TOTAL DRIFT (IN.)

LBS / FT TOTAL DRIFT (IN.)

SM16-78 16'' 990 1320 0.37 1275 1700 0.53 SM18-78 18’’ 1100 1650 0.36 1425 2135 0.53 SM21-78 21'' 1230 2155 0.35 1565 2735 0.52 SM24-78 24'' 1065 2125 0.28 1330 2655 0.40 SM28-78 28'' 1085 2530 0.25 1355 3165 0.36 SM32-78 32'' 1100 2935 0.23 1375 3670 0.34 SM36-78 36'' 1115 3340 0.22 1390 4175 0.32 SM42-78 42'' 1130 3950 0.22 1410 4935 0.31 SM48-78

3 ½”

48''

6'-6" (78")

S T D

S T D

1140 4555 0.21

S T D

S T D

1425 5695 0.31 SM16-90 16'' 815 1085 0.42 1050 1400 0.60 SM18-90 18'' 910 1365 0.41 1180 1770 0.60 SM21-90 21'' 1030 1805 0.40 1345 2350 0.60 SM24-90 24'' 1065 2125 0.37 1330 2655 0.53 SM28-90 28'' 1085 2530 0.33 1355 3165 0.47 SM32-90 32'' 1100 2935 0.30 1375 3670 0.43 SM36-90 36'' 1115 3340 0.28 1390 4175 0.41 SM42-90 42'' 1130 3950 0.26 1410 4935 0.38 SM48-90

3 ½”

48''

7’-6" (90")

S T D

S T D 1140 4555 0.25

S T D

S T D 1425 5695 0.37

- Hold-down Anchor tension load = 9,500 Lbs. - Alternate tension loads may be calculated based on (Vall or Vdesign) x αP. - Wood post to wood post width (minus hold-downs) is 3 in. less than nominal width dimension. - For increased out-of-plane loads and/or vertical loads Refer to Figure 3 (page 6) for Alternate Panel Options. - For custom height load values round up to next foot, or call for exact value

PANEL MODEL DESIGNATIONS: REFERENCE FIGURE 1 (for all panels)

SM XX - YY — CUSTOM HT — TF — EC(6 or 8) (CUSTOM OPTION CODES)

SM SHEARMAX PRODUCT IDENTIFIER XX NOMINAL OVERALL WIDTH (in.)—Outside-to-Outside of hold-downs YY HEIGHT (Feet or Inches)—Nominal Panel Height - when specified in ‘Feet’

Actual Panel Height - when specified in ‘Inches’

CUSTOM HT CUSTOM HEIGHT—Panel Heights not listed in Table 2. Net Height may be specified.

TF TRIM-FIT (TF) PANEL—Short point height required. 3:12 Maximum Slope

EC6 FACTORY ENHANCED CROSS-SECTION—EC6 (5-in net thickness) EC8 FACTORY ENHANCED CROSS-SECTION—EC8 (7 ½-in net thickness)

Example – SM 24 – 10 SHEARMAX 24” WIDE – 10’ NOMINAL WALL OR PANEL HEIGHT (9’ 9 ¾” NET PANEL HEIGHT)

Example – SM 24 - 175 ¾” – TF – EC6 or SM 24 – 15 (175 ¾”) – TF – EC6 SHEARMAX 24” WIDE – CUSTOM OPTIONS: NET HEIGHT 175 ¾” – TRIM FIT (175 ¾” SHORT POINT) – EC6 OPTION

PAGE 2 ALL INFORMATION WITHIN THIS GUIDE IS CONDENSED FOR REFERENCE USE ONLY. ALWAYS REFER TO THE COMPLETE ICC-ES

REPORT FOR CORRECT USAGE. - SHEAR TRANSFER SYSTEMS, INC. – VERSION JUNE 01, 2016

NOMIMAL HEIGHT

8’ 9’ 10’

11’

SHEARMAX STANDARD & TRIM-FIT PANELS – 8’ to 11’: REFERENCE TABLE 2 PANEL DIMENSIONS ALLOWABLE IN-PLANE SHEAR LOAD AND DRIFT


SHEAR-MAX

MODEL THICK-NESS

WIDTH NOMINAL

ACTUAL HEIGHT

LBS / FT TOTAL DRIFT (IN.) LBS / FT TOTAL

DRIFT (IN.)

SM16-8 16” 695 925 0.38 875 1165 0.52 SM18-8 18” 785 1175 0.38 995 1490 0.52 SM21-8 21” 895 1565 0.37 1140 1995 0.52 SM24-8 24” 985 1970 0.36 1265 2525 0.52 SM28-8 28” 1080 2520 0.35 1355 3165 0.51 SM32-8 32” 1100 2935 0.32 1375 3670 0.47 SM36-8 36” 1115 3340 0.30 1390 4175 0.44 SM42-8 42” 1130 3950 0.28 1410 4935 0.41 SM48-8

3 ½”

48”

7'-9 ¾” (93 ¾”)

S T D

S T D

1140 4555 0.27

S T D

S T D

1425 5695 0.39 SM16-9 16” 595 790 0.43 745 990 0.59 SM18-9 18” 670 1005 0.43 845 1270 0.59 SM21-9 21” 770 1350 0.42 985 1720 0.59 SM24-9 24” 855 1710 0.41 1095 2190 0.59 SM28-9 28” 945 2200 0.40 1200 2805 0.59 SM32-9 32” 975 2600 0.37 1220 3250 0.53 SM36-9 36” 985 2960 0.34 1235 3700 0.49 SM42-9 42” 1000 3500 0.31 1250 4375 0.45 SM48-9

3 ½”

48”

8’-9 ¾” (105 ¾”)

S T D

S T D

1010 4035 0.29

S T D

S T D


3 ½”

48”

9'-9 ¾” (117 ¾”)

S T D

S T D

910 3630 0.32

S T D

S T D

1135 4535 0.47


3 ½”

48”

10'-9 ¾” (129 ¾”)

2 X 4

N A I L - O N 825 3290 0.36

2 X 4

N A I L - O N 1030 4115 0.52

For custom height load values round up to next foot, or call if exact value needed. 2012 IBC Seismic CODE VALUES 2012 IBC Wind CODE VALUES

STD OPTIONS RARELY REQUIRED – 6-10 ft 2x4 2x4 NAIL-ON OPT. RECOMMENDED -10-11 ft 2x6 2x6 NAIL-ON OPT. RECOMMENDED - 11-14 ft EC6 EC6 OPTION RECOMMENDED - 14-17 ft EC8 EC8 OPTION RECOMMENDED - 17-20 ft


PAGE 3

ALL INFORMATION WITHIN THIS GUIDE IS CONDENSED FOR REFERENCE USE ONLY. ALWAYS REFER TO THE COMPLETE ICC-ES REPORT FOR CORRECT USAGE. - SHEAR TRANSFER SYSTEMS, INC. – VERSION JUNE 01, 2016

NOMINAL HEIGHT

12’

13’

14’ 15’



SHEAR-MAX

MODEL THICK-NESS

WIDTH NOMINAL

ACTUAL HEIGHT

LBS / FT TOTAL

DRIFT (IN.) LBS / FT TOTAL

DRIFT (IN.)


3 ½”

48”

11'-9 ¾” (141 ¾”)

2 X 6

N A I L - O N 755 3010 0.39

2 X 6

N A I L - O N 940 3765 0.57


3 ½”

48”

12’-9 ¾” (153 ¾”)

2 X 6

N A I L - O N 695 2775 0.43

2 X 6

N A I L - O N 870 3470 0.63


3 ½”

48”

13'-9 ¾” (165 ¾”)

2 X 6

N A I L - O N 645 2575 0.48

2 X 6

N A I L - O N 805 3220 0.69


3 ½”

48”

14'-9 ¾” (177 ¾”)

E C 6

E C 6

600 2405 0.52

E C 6

E C 6

750 3005 0.76 For custom height load values round up to next foot, or call if exact value needed. 2012 IBC Seismic CODE VALUES 2012 IBC Wind CODE VALUES

STD OPTIONS RARELY REQUIRED – 6-10 ft 2x4 2x4 NAIL-ON OPT. RECOMMENDED - 10-11 ft 2x6 2x6 NAIL-ON OPT. RECOMMENDED - 11-14 ft EC6 EC6 OPTION RECOMMENDED - 14-17 ft EC8 EC8 OPTION RECOMMENDED - 17-20 ft


PAGE 4


NOMINAL HEIGHT

16’ 17’ 18’ 19’



SHEAR-MAX

MODEL THICK-NESS

WIDTH NOMINAL

ACTUAL HEIGHT


DRIFT (IN.)


3 ½”

48”

15'-9 ¾” (189 ¾”)

E C 6

E C 6

565 2250 0.57

E C 6

E C 6


3 ½”

48”

16’-9 ¾” (201 ¾”)

E C 6

E C 6

530 2115 0.62

E C 6

E C 6

660 2645 0.90

SM16-18 16” - - - 265 355 1.19 SM18-18 18” 245 370 0.88 310 465 1.19 SM21-18 21” 295 515 0.86 375 655 1.19 SM24-18 24” 340 675 0.85 430 860 1.19 SM28-18 28” 385 900 0.83 495 1160 1.19 SM32-18 32” 430 1140 0.81 555 1475 1.19 SM36-18 36” 460 1385 0.80 600 1800 1.19 SM42-18 42” 495 1730 0.75 620 2165 1.09 SM48-18

3 ½”

48”

17'-9 ¾” (213 ¾”)

E C 8

E C 8

500 1995 0.67

E C 8

E C 8

625 2495 0.97 SM16-19 16” - - - 245 325 1.25 SM18-19 18” 225 340 0.93 285 430 1.25 SM21-19 21” 270 475 0.92 345 605 1.25 SM24-19 24” 315 625 0.90 400 795 1.25 SM28-19 28” 360 835 0.88 460 1075 1.25 SM32-19 32” 400 1060 0.86 515 1370 1.25 SM36-19 36” 430 1295 0.85 560 1675 1.25 SM42-19 42” 470 1640 0.81 585 2050 1.18 SM48-19

3 ½”

48”

18'-9 ¾” (225 ¾”)

E C 8

E C 8

475 1890 0.72

E C 8

E C 8

590 2365 1.05 For custom height load values round up to next foot, or call if exact value needed. 2012 IBC Seismic CODE VALUES 2012 IBC Wind CODE VALUES



PAGE 5


ESTDSTDESTD C

EEC8CEC8EEC8

EC8

EC6 EEC6CEC6E

EC6

STD

OSB - TYP.

STDCSTDE 2x4STD E 2x4

STD

STD 2x6

E 2x6STD STDC

STD 2x4

E 2x6

#1 DFL BONDED - TYP.

#3 DFL MIN. (INCLUDES STUD,

#2 DFL NAILED - TYP.


CONST. & STD.) NAILED - TYP.

Notes: Hold-down Anchor tension load is 9,500Lbs. Alternate tension loads may be calculated based on (Vall or Vdesign) x αP. Wood post to wood post width (less hold-downs) is 3 in. less than nominal width. Refer to Table 3, page 9 & 10, for allowable compression loads, Table 4, page 8, for maximum design wind speeds. For optional post configurations for increased out-of-plane loads and/or vertical loads refer to Figure 3 this page. Actual height for Trim-Fit (TF) Panels used in design shall equal the greatest height of the sloped panel. Refer to Figure 2 (page 1) for details of determining the (TF) Panels.

SHEARMAX STANDARD & TRIM-FIT PANELS – 20’: REFERENCE TABLE 2 PANEL DIMENSIONS ALLOWABLE IN-PLANE SHEAR LOAD AND DRIFT


SHEAR-MAX

MODEL THICK-NESS

WIDTH NOMINAL

ACTUAL HEIGHT


DRIFT (IN.)

SM16-20 16” - - - 225 300 1.32 SM18-20 18” 210 315 0.99 265 395 1.32 SM21-20 21” 250 440 0.97 320 560 1.32 SM24-20 24” 290 580 0.95 370 740 1.32 SM28-20 28” 335 780 0.94 430 1000 1.32 SM32-20 32” 370 990 0.92 480 1275 1.32 SM36-20 36” 400 1205 0.89 520 1565 1.32 SM42-20 42” 440 1545 0.87 555 1945 1.28 SM48-20

3 ½”

48”

19'-9 ¾” (237 ¾”)

E C 8

E C 8 450 1795 0.78

E C 8

E C 8 560 2245 1.13

For custom height load values round up to next foot, or call for exact value. 2012 IBC Seismic CODE VALUES 2012 IBC Wind CODE VALUES



STD

2x4

2x6

EC6

EC8

Center post included on all Panels when Nominal Panel Width > 28”. Field-Modified: 1 - 2x4 DF STUD or STANDARD min. continuous from top of panel to top of hold-down with 2 rows of 10d commons @ 6” o.c. staggered. Field-Modified: 1 - 2x6 DF #2 min. continuous from top of panel to top of hold-down with 2 rows of 10d commons @ 6” o.c. staggered.

EC6-Factory-Fabricated: 1 - 2x4 DF #1 bonded (glued) & screwed to Standard Posts EC8-Factory-Fabricated: 2 - 2x4 DF #1 bonded (glued) & screwed to Standard Posts

20’

PAGE 6


NOMINAL HEIGHT

NA I L -ON

NA I L -ON

Second Story Applications Want to achieve similar shear capacity as squash block systems but have concerns about wood shrinkage? Simplify the load path and take advantage of custom heights by using tall panels from concrete to second floor top plate, or, if one is not enough, consider using back-to-back panels instead of stacked panels. The first floor panel experiences no reduced shear capacity or “R” value due to the second story panel load. Since panel widths and locations can be independent of one another, design flexibility is almost limitless.

Back-to-Back Panels Panel heights or vertical load from above causing the need for an EC6 or EC8 option? Consider placing panels Back-to-Back for twice the shear capacity for only about 25% more cost than EC8 option

SUGGESTED ALTERNATIVES TO ACHIEVE MORE LOAD

PAGE 7


Custom Heights NO EXTRA CHARGE

2015 IBC CONVERSION: [(MPH)2 X 1.6]0.5 2009 IBC MAXIMUM BASIC WIND SPEED(3-Sec. Gust) for SHEARMAX Panels(mph):

PANEL CONFIGURATION (Refer to Figure 3-Page 6) / EXPOSURE CATEGORIES (Refer to IBC Section 1609.4) STANDARD AND TRIM-FIT (TF) PANEL (16 inches on center stud spacing) / values assume no stud along side of panel – 1st stud 16’’ away

Field Modified Post Enhancement Factory Fabricated Post Enhancement STD 2x4 OPTION (NAIL-ON) 2x6 OPTION (NAIL-ON) EC6 OPTION EC8 OPTION

NOMINAL HEIGHT

B C D B C D B C D B C D B C D

8’ 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 9’ 170 160 150 170 170 160 170 170 170 170 170 170 170 170 170

10’ 150 140 120 170 150 140 170 160 150 170 170 170 170 170 170 11’ 130 120 100 140 130 120 150 140 130 170 170 160 170 170 170 12’ 110 110 90 130 110 100 130 120 110 170 160 150 170 170 170 13’ 100 90 — 110 100 90 120 100 90 160 150 140 170 170 170 14’ 90 — — 100 90 — 100 90 85 150 140 120 170 170 160 15’ -— — — 90 — — 90 85 — 140 130 110 170 170 150 16’ — — — — — — — — — 130 110 100 170 150 140 17’ — — — — — — — — — 120 100 90 160 140 130 18’ — — — — — — — — — 100 90 85 150 130 120 19’ — — — — — — — — — 90 85 — 140 120 110 20’

— — — — — — — — — 90 — — 130 120 110 ‘Value’ SUPPLEMENTAL BRACING RECOMMENDED

— BRACING REQUIRED

OUT-OF-PLANE AND COMPRESSION LOADS MUST BE CHECKED.The Project Engineer/Governing Agencies may use their discretion/engineering judgment regarding post bracing. The accompanying color-codes designate recommended post options (found throughout this guide) for post sections not fully braced by other methods. Recommendations are based upon full compression load on post(s) from in-plane racking shear and/or load on post(s) from typical out-of-plane wind loads. Post sections may need to be braced or increased for other conditions.

SPACING TYP16" O.C.

SPACING TYP16" O.C.

PAGE 8


Tall Walls

Brace taller panels with adjacent walls to save the cost of an EC6 or EC8 option.

Column with draft stop bracing panel shown at left.

Raised Floor

Achieve about 30% more shear capacity over squash block systems by using a custom height panel from stem wall to top plate. Also allows for use in cripple wall situations.

ALLOWABLE COMPRESSION LOAD PER VERTICAL POST: REFERENCE TABLE 3

ALLOWABLE NET COMPRESSION LOADS (Lbs.) STD 2x4 OPTION (NAIL-ON) 2x6 OPTION (NAIL-ON) EC6 OPTION EC8 OPTION NOMINAL

HEIGHT END POST

CENTER POST

END POST

CENTER POST

END POST

CENTER POST

END POST

CENTER POST

END POST

CENTER POST

78” * 6,550 10,300 6,550 10,300 6,550 10,300 9,830 13,600 13,115 16,850 8’ 3,800 10,300 5,850 10,300 6,550 10,300 9,830 13,600 13,115 16,850 9’ 1,700 8,200 3,600 8,200 6,550 8,200 9,830 13,600 13,115 16,850

10’ 100 6,650 1750 6,650 6,550 6,650 9,830 13,600 13,115 16,850 11’ — 5,450 250 5,450 6,550 5,450 9,050 13,100 13,115 16,850 12’ — 4,550 — 4,550 5,950 4,550 6,850 11,100 13,115 16,850 13’ — 3,850 — 3,850 4,200 3,850 5,000 9,500 13,115 16,850 14’ — 3,300 — 3,300 2,750 3,300 3,450 8,200 13,115 16,850 15’ — — — — — — 2,200 7,150 12,000 15,150 16’ — — — — — — 1,100 6,300 10,000 13,450 17’ — — — — — — 200 5,550 8,250 12,000 18’ — — — — — — — 4,950 6,750 10,750 19’ — — — — — — — 4,450 5,450 9,700 20’

— — — — — — — — 4,300 8,750 ALLOWABLE NET COMPRESSION LOADS ARE THE MAXIMUM VERTICAL LOADS THAT CAN BE ADDED TO THE POSTS WHEN THE MAXIMUM ALLOWABLE SHEAR LOAD IS APPLIED TO THE TOP OF THE PANEL. CAUTION: SOME MANUFACTURES LIST GROSS ALLOWABLE VERTICAL LOADS IN ICC-ES REPORTS. THESE GROSS ALLOWABLE LOADS MUST BE REDUCED BY THE VERTICAL LOAD IN THE POSTS RESULTING FROM PANEL OVERTURNING.

‘Value’ SUPPLEMENTAL BRACING RECOMMENDED * IF PANEL IS FULLY BRACED BY OTHERS USE 78” VALUES — BRACING REQUIRED

PANEL WIDTH32" to 48"

PANEL WIDTH

LOAD

LOAD

LOAD

LOAD

LOAD

16" to 28"

END

POST TYP.

CEN

TER PO

ST TYP.

END

POST TYP.

END

POST TYP.

END

POST TYP.

O.S.B.PANE(TYP.)

O.S.B.PANE(TYP.)

O.S.B.PANE(TYP.)

**LOAD

**LOAD

**LOAD

** DISTRIBUTE LOAD TO POSTS USING STATICS



O.S.B.PANE(TYP.)

O.S.B.PANE(TYP.)

O.S.B.PANE(TYP.)

LOAD

LOAD

END

POST TYP.

CEN

TER PO

ST TYP.

END

POST TYP.

LOAD

NO NO NOLOAD

LOAD

LOAD

END

POST TYP.

END

POST TYP.

HEAD

LOAD

LOAD

TRIM-FITTRIM-FIT

HEAD

PAGE 9



STD- OPTIONS RARELY REQUIRED – 6-10 ft

2x4 2x4 NAIL-ON OPTION RECOMMENDED – 10-11 ft

2x6 2x6 NAIL-ON OPTION RECOMMENDED – 11-14 ft

EC6 EC6 OPTION RECOMMENDED – 14-17 ft

EC8 EC8 OPTION RECOMMENDED – 17-20 ft

ESTDSTDESTD C

EEC8CEC8EEC8

EC8

EC6 EEC6CEC6E

EC6

STD

OSB - TYP.

STDCSTDE 2x4STD E 2x4

STD

STD 2x6

E 2x6STD STDC

STD 2x4

E 2x6


#3 DFL MIN. (INCLUDES STUD,

#2 DFL NAILED - TYP.


CONST. & STD.) NAILED - TYP.

PORTAL BEAM CONDITION

END

POST TYP.

END

POST TYP.

CEN

TER PO

ST TYP.


(TYP.)PANEO.S.B.

(TYP.)PANEO.S.B.O.S.B.

PANE(TYP.)


END

POST TYP.

END

POST TYP.

LOAD

PORTAL BEAM PORTAL BEAM

LOAD

ALLOWABLE COMPRESSION LOAD PER PANEL: REFERENCE TABLE 3

ALLOWABLE NET COMPRESSION LOADS (Lbs.) STD 2x4 OPTION (NAIL-ON) 2x6 OPTION (NAIL-ON) EC6 OPTION EC8 OPTION NOMINAL

HEIGHT PANEL WIDTH 16” to 28”

PANEL WIDTH 32” to 48”


PANEL WIDTH32” to 48”







78” * 13,100 23,400 13,100 23,400 13,100 23,400 19,660 33,260 25,740 42,590 8’ 10,350 20,650 12,400 22,700 13,100 23,400 19,660 33,260 25,740 42,590 9’ 8,250 16,450 10,150 18,350 13,100 21,300 19,660 33,260 25,740 42,590

10’ 5,675 12,325 8,300 14,950 13,100 19,750 19,660 33,260 25,740 42,590 11’ 4,725 10,175 5,950 11,400 13,100 18,550 18,880 31,980 25,740 42,590 12’ 4,025 8,575 4,900 9,450 12,500 17,050 16,680 27,780 25,740 42,590 13’ 3,475 7,325 4,250 8,100 10,750 14,600 14,450 23,950 25,740 42,590 14’ 3,025 6,325 3,700 7,000 9,300 12,600 11,875 20,075 25,740 42,590 15’ — — — — — — 9,700 16,850 24,625 39,775 16’ — — — — — — 7,800 14,100 22,625 36,075 17’ — — — — — — 6,200 11,750 20,575 32,575 18’ — — — — — — 5,400 10,350 18,025 28,775 19’ — — — — — — 4,875 9,325 15,775 25,475 20’

— — — — — — — — 13,750 22,500 ALLOWABLE NET COMPRESSION LOADS ARE THE MAXIMUM VERTICAL LOADS THAT CAN BE ADDED TO THE POSTS WHEN THE MAXIMUM ALLOWABLE SHEAR LOAD IS APPLIED TO THE TOP OF THE PANEL. CAUTION: SOME MANUFACTURES LIST GROSS ALLOWABLE VERTICAL LOADS IN ICC-ES REPORTS. THESE GROSS ALLOWABLE LOADS MUST BE REDUCED BY THE VERTICAL LOAD IN THE POSTS RESULTING FROM PANEL OVERTURNING.

‘Value’ SUPPLEMENTAL BRACING RECOMMENDED * IF PANEL IS FULLY BRACED BY OTHERS USE 78” VALUES — BRACING REQUIRED

STD

EC6

EC8

2 X 4

2 X 6

PAGE 10


N A I L - O N N A I L - O N

SUGGESTED SPECIFICATION STANDARDS

SM16T

SM11 & 2

1 & 2SM1

4,6,7

8

BASIC PANEL INSTALL DETAILS ON SITE PANEL ADJUSTMENTS

RAISED FLOOR DETAILS

16'' WIDE PANEL WITH A STANDARD 8' WALL

3 & 5

SM16-8

FOUNDATION PLAN

FRAMING PLAN

SM24-10 CUSTOM HEIGHT (FIELD VERIFY)

3 & 5

24'' WIDE PANEL WITH A CUSTOM HEIGHT

FRAMING PLAN

SM32-13-W / STD 2X6 (NAIL-ON)

3 & 5

32'' WIDE PANEL WITH A STANDARD 13' WALL

FRAMING PLAN

3 & 5

FRAMING PLANAND WITH STD 2X6 NAIL-ON OPTION

ORSM24-111'' CUSTOM HEIGHT

36'' WIDE TRIM-FIT (TF) PANEL - 110" LOW POINT

SM36-110" (LOW POINT) - TFOR

SM36-11 CUSTOM HEIGHT-TF (FIELD VERIFY)

TRIM-FIT (TF) PANEL PANEL CONFIGURATIONS / POST SECTIONS(POST OPTIONS: STD 2x4, STD 2x6, EC6, EC8)

DETAIL KEY

SM XX - YYSM SHEARMAX PRODUCT IDENTIFIERXX NOMINAL OVERALL WIDTH (Inches)YY NOMINAL HEIGHT * (Feet)

SM XX T

T REUSABLE TEMPLATE IDENTIFIERXX BASE PLATE (SYSTEM) WIDTHSM SHEARMAX PRODUCT IDENTIFIER

SPECIFICATION IN BLACK - COMMENTARY IN GREEN

1 1/2" BOTTOM PLATE PLUS THE STANDARD STUD

8' = 92 1/4", 9' = 104 1/4"

PLUS 12" TO 140 1/4" FOR EVERY FOOT PAST 12'

YY IF NET PANEL HEIGHT IS NOT SPECIFIED ININCHES THEN CODE THE HEIGHT IN NOMINAL

XX NOMINAL OVERALL WIDTH (Inches)SM SHEARMAX PRODUCT IDENTIFIERSM XX - YY

YY NOMINAL HEIGHT OR CUSTOM HEIGHTXX NOMINAL OVERALL WIDTH (Inches)SM SHEARMAX PRODUCT IDENTIFIERSM XX - YY - ' POST OPTION '

FRAMING PLAN

48'' WIDE PANEL RAISED FLOOR 122" NET HEIGHT

83 & 5

PROPER ANCHOR BOLT LENGTH ANDMODEL CODE IS FOUND IN DETAIL

1SM1

FEET (ROUNDED UP) AND ADD 'FIELD VERIFY'

W / STD 2X4 NIAL-ONW / STD 2X6 NAIL-ONEC6EC8

POST OPTION TYPES:

YY THE HEIGHT OF A TRIM-FIT IS SPECIFIED 2 WAYS:

SM XX - YY - TFSM SHEARMAX PRODUCT IDENTIFIERXX NOMINAL OVERALL WIDTH (Inches)

(SEE BELOW)TF TRIM-FIT IDENTIFIER

2) WHEN A 'NET' HEIGHT (Inches) IS USEDIT IS AT THE LOW POINT OF THE SLOPE

1) WHEN THE 'NOMINAL' HEIGHT (Feet) ISUSED IT IS AT THE PANELS' HIGH POINT(ROUNDED UP TO WHOLE FEET) AND

TYPICAL FOR NEW POUR CONDITIONS

* NOMINAL WALL HEIGHT IN FEET ASSUMES:

STANDARD STUD LENGTH:10' = 116 1/4", 11' = 128 1/4", 12' = 140 1/4"

SM24-11 CUSTOM HEIGHT (FIELD VERIFY)

SM24-122'' CUSTOM HEIGHTOR

FEET (ROUNDED UP) AND ADD ' FIELD VERIFY '.

SM SHEARMAX PRODUCT IDENTIFIERXX NOMINAL OVERALL WIDTH (Inches)

INCHES THEN CODE THE HEIGHT IN NOMINALYY IF NET PANEL HEIGHT IS NOT SPECIFIED IN

SM XX - YY

THE PANEL HEIGHT FOR RAISED FLOOR ISSPECIFIED THE SAME AS A CUSTOM HEIGHT

16'' TEMPLATE FOR 16" PANEL

FRAMING PLAN (PLAN VIEW)

FOUNDATION PLAN (PLAN VIEW)

STANDARD PANEL

REUSABLE TEMPLATE

CUSTOM HEIGHTS

RAISED FLOOR

POST OPTIONSTRIM FIT

SPECIFICATION IN BLACK - COMMENTARY IN GREEN SPECIFICATION IN BLACK - COMMENTARY IN GREEN

1 - HIGH POINT

2 - LOW POINT

' FIELD VERIFY ' IS ADDED

YY SPECIFICATION FOR TRIM FIT PANELS

BASIC CONCRETE DEAILS 3 & 5SM2 SM2

SM311

SM39

SM310

SM3TWO-STORY CONDITION

SM2 SM2

SM29

SM3 SM210

SM3

SM2 SM3

PAGE 11


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SM 1 - 2015 IBC OR 2016 CBC PAGE 12 ALL INFORMATION WITHIN THIS GUIDE IS CONDENSED FOR REFERENCE USE ONLY. ALWAYS REFER TO THE COMPLETE ICC-ES REPORT FOR CORRECT USAGE.


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C.

ATM




SHEARMAX FIELD REP ASSISTING WITH

INSTALLATION OF CUSTOM HEIGHT TRIM-FIT PANEL.

(SM24–168 –TF)

24’’x14’ 0’’ Panel FIELD TRIMMED TO A 3/12 Pitch

STANDARD PANEL WIDTHS: 16”, 18”, 21”, 24”, 28”,

32”, 36”, 42”, 48”

STANDARD PORTAL PANELS: 78”, 90”

7’ & 8’ GARAGE DOOR ON 6” STEM WALL

NOMINAL PANEL HEIGHTS: 8’, 9’, 10’, 11’, 12’, 13’, 14’,

15’, 16’, 17’, 18’, 19’, 20’

CUSTOM PANEL HEIGHTS: 6’ to 20’

ANY STANDARD WIDTH - NO EXTRA COST / NO MINIMUM QTY. REQUIRED / 3-5 WORKING DAYS

TRIM-FIT: UP TO 3/12 PITCH

ANY PANEL HEIGHT 6’ T0 20’ WITH ANY STANDARD WIDTH 16” TO 48”

SECOND STORY & RAISED FLOOR APPLICATIONS

NO WOOD SHRINKAGE ISSUES NO WOOD CRUSHING

NO PANEL LOAD REDUCTION

IAS ACCREDITED TEST FACILITY

MANUFACTURING PLANT

COMPATIBILITY

SHEARMAX panel proprietary components are individually tested to insure capacities well beyond the ultimate shear demand of the panel as a system. Though not required by ICC-ES under AC 130, this testing enables SHEARMAX panels to exhibit excellent reliability and increased ductile response.

When resisting lateral loading, SHEARMAX Panels respond similar to a standard sheathed code shear wall making them highly compatible. Both demonstrate the ability to produce inelastic response and still carry load beyond the code allowable drift while resisting catastrophic failure.

Through our testing of competitors prefabricated lateral force resisting systems we have observed catastrophic failures (hold-down anchor bolts, hold-downs, posts, and sheeting separation), in addition to, lack of ductility or the inability to produce an inelastic response.

It is our opinion that combining a competitor’s prefabricated lateral force resisting systems with standard sheathed code shear walls or a SHEARMAX panel system is NOT RECOMMENDED. A subsequent failure of any non-ductile systems would overload any remaining ductile systems and result in catastrophic structural failure.

Documents

ENGINEER AND ARCHITECT REFERENCE GUIDE TO ICC-ES …shearmax.com/wp-content/uploads/2016/06/3ENGINEERBROCHUREjune2016.pdf1425 5695 0.37 - Hold-down Anchor tension load = 9,500 Lbs