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CllY 0
<br />I A /�
<br />WSWH-AB SHEAR REINFORCEMENT WSW444
<br />MINIMUM CURB/STEMWALL WSWH-RT EXTERIOR WSWH- T N Ik)kng and u � U-9
<br />A n y
<br />PER 5/WSWH1 WHEN WIDTH PER 5/WSWH1 INSTALLATION INSTALLATION N Z
<br />�lkREQUIRED. � o
<br />SHEAR REINFORCEMENT WSWH-HSR z J
<br />6Y" 6Y" WSWH-HSR_KT
<br />PER 5/WSWH1 WHEN DIAMETER AND WSWH-AB
<br />d " a REQUIRED. ASSEMBLY Appr LENGTH
<br />H H
<br />� 1 24 °
<br />36 PERMI s q(.t.
<br />HX
<br />.°'d °. '° dd d.° d .. °.d)cx 6Y Q de 6Y" 6Y" HX ON o 0de d4: HS ON HIGH STRENGTH MODELSEXTENSION KIT ° TOP OF
<br />0» a o CONCRETE Z o
<br />6 MIN. d.. a -0' A : 6 MIN. e TOP OF CONCRETE
<br />HEAVY HEX NUT FIXED (2) 1" WSWH-AB ja$ HID:
<br />IN PLACE ON ALL HEAVY HEX NUT FIXED WSWH-HSR
<br />YW YW YW YW WSWH-AB ANCHOR LENGTH IN PLACE ON ALL ate:
<br />ol ol BOLTS WSWH ANCHOR BOLTS
<br />�� CUT TO LENGTH
<br />W W LENGTH le le AS NECESSARY x
<br />1 HIGH STRENGTH ROD
<br />SLAB ON GRADE FOUNDATION C URB OR STEMWALL FOUNDATION 6%" 6%" 1%"
<br />ASSEMBLY le = °
<br />NOTES HEAVY HEX NUT WSWH-AB le + 0 �� HIGH STRENGTH Tr Tr
<br />1. SEE 2 WSWH1 FOR DIMENSIONS AND ADDITIONAL NOTES. WSWH-AB WSWH-HSR le+6Y" COUPLER NUT I I o 11° ° 0 1° °
<br />/ DESIGNER IS PERMITTED TO MODIFY PLATE WASHER o 8 8
<br />2. SEE 5/WSWH1 FOR SHEAR REINFORCEMENT WHEN REQUIRED. DETAILS FOR SPECIFIC CONDITIONS. MINIMUM CURB/STEMWALL
<br />3. MAXIMUM H = le -de. SEE 3/WSWH1 AND 4/WSWH1 FOR le. WIDTH PER 5/WSWH1 0 Cx=
<br />0 o WSWH-AB
<br />HEAVY HEX NUT o HIGH STRENGTH
<br />COUPLER NUT WSWH-RTB L WSWH-RTPF WSWH-RT WITH -
<br />WSWH-AB 0" SHEAR REINFORCEMENT
<br />PER 5/WSWH1 WHEN REQUIRED. B RIC K LEDGE PANEL FORM ANCHOR BOLT U
<br />6y°° INSTALLATION INSTALLATION STABILIZERS
<br />H
<br />n
<br />TOP OF CONCRETE
<br />°d' d n ° n I I I I I Ir-1 ° .� °. ° n d
<br />WSWH
<br />PANEL MODEL
<br />MODEL NO.
<br />DIAMETER
<br />LENGTH
<br />le
<br />WSWH-AB1x24
<br />1"
<br />24"
<br />15Y"
<br />WSWH-AB1x24HS
<br />1"
<br />24"
<br />15Y"
<br />WSWH12,
<br />WSWH-AB1x30
<br />1"
<br />30"
<br />21Y2"
<br />WSWH18 AND
<br />WSWH24
<br />WSWH-ABlx30HS
<br />1"
<br />30"
<br />21Y"
<br />WSWH-AB1x36
<br />1"
<br />36"
<br />27Y"
<br />WSWH-AB1x36HS
<br />1"
<br />36"
<br />1 27Y2"
<br />y2W 1-2W y2W 1'2W
<br />W e ol W
<br />WSWH PANEL
<br />MODEL NO.
<br />DIAMETER
<br />LENGTH
<br />le
<br />MODEL
<br />WSWH12,
<br />WSWH-HSR1x24KT
<br />1"
<br />24"
<br />17Y2"
<br />WSWH18 AND
<br />WSWH24
<br />WSWH-HSR1x36KT
<br />1"
<br />36"
<br />29Y2"
<br />E
<br />e O
<br />O 110
<br />00
<br />v / un o
<br />°
<br />Z Q 07 fn
<br />C) s 3
<br />0
<br />3
<br />U 0 0
<br />o
<br />c
<br />G Lc)0 0
<br />Cn • •
<br />INTERIOR FOUNDATION BRICK LEDGE FOUNDATION (2) 1" WSWH AB (2) 1" WSWH-AB (2) 1" WSWH-A J
<br />Q
<br />w
<br />o
<br />STRONG -WALL ° WSWH ANCHORAGE - TYPICAL SECTIONS 1 WSWH ANCHOR BOLTS 3 WSWH ANCHOR BOLT EXTENSION 4 WSWH ANCHOR BOLT TEMPLATES 6 Ln
<br />w
<br />w
<br />ol Lh MIN 11 L
<br />4"MINLIN Lin i
<br />STRONG -WALL° SLAB OR CURB AND 3 3"
<br />HIGH STRENGTH SURROUNDING FOUNDATION I
<br />WOOD SHEARWALL NOT SHOWN FOR CLARITY NOTES
<br />1. ANCHORAGE DESIGNS CONFORM TO ACI 318-11 APPENDIX D, ACI 318-14 CHAPTER 17 AND ACI 318-19 CHAPTER 17 ANCHOR BOLT #3 HAIRPIN, GRADE 60 REBAR (MIN.) #3 TIE, GRADE 60 REBAR (MIN.)
<br />° d WITH NO SUPPLEMENTARY REINFORCEMENT FOR CRACKED OR UNCRACKED CONCRETE AS NOTED.
<br />YW WSWH-AB 2. ANCHOR STRENGTH INDICATES REQUIRED GRADE OF WSWH-AB ANCHOR BOLT. STANDARD (ASTM F1554 GRADE 36) OR FIELD TIE AND SECURE DURING CONCRETE ANCHOR FIELD TIE AND SECURE DURING
<br />° 4 HIGH STRENGTH (HS) (ASTM A193 GRADE 37). PLACEMENT. OVERLAP VARIES WITH BOLT BOLT CONCRETE PLACEMENT.
<br />W ° 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C-F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND SPACING.
<br />YW Qd .'�" ° ANCHORAGE SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TO ACI 318-11 SECTION D.3.3.4.3, ACI 318-14 HAIRPIN SHEAR REINFORCEMENT TIE SHEAR REINFORCEMENT U)
<br />SECTION 17.2.3.4.3 AND ACI 318-19 SECTION 17.10.5.3. Cn z
<br />° ° -
<br />4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C. #3 HAIRPIN (#3 TIE SIMILAR).
<br />Y
<br />W YW 5. FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS. SEE TABLE FOR REQUIRED QUANTITY. Q
<br />2 2 THE DESIGNER MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT. ANCHOR BOLT A ANCHOR BOLT #3 HAIRPIN (#3 TIE SIMILAR).
<br />6. REFER TO 1 /WSWH1 FOR de. SEE TABLE FOR REQUIRED QUANTITY. W W
<br />FOUNDATION PLAN VIEW - o
<br />1Y" SPACING
<br />1Y2" CLR 1Y" CLR W
<br />d (D ui
<br />ui
<br />ZIE.d 'd ° d .. d
<br />" m ° ,Q' d, .a d .d° 9 ° DESIGNER IS PERMITTED TO MODIFYLij
<br />d d .
<br />° d DETAILS FOR SPECIFIC CONDITIONS. n 0 z
<br /><.
<br />WSWH ANCHORAGE SOLUTIONS FOR 2500 PSI CONCRETE
<br />DESIGN
<br />CRITERIA
<br />CONCRETE
<br />CONDITION
<br />ANCHOR
<br />STRENGTH
<br />WSWH-AB 1 ANCHOR BOLT
<br />ASD
<br />ALLOWABLE
<br />UPLIFT (Ibs)
<br />W
<br />(in)
<br />de
<br />(in)
<br />CRACKED
<br />STANDARD
<br />16,000
<br />33
<br />11
<br />17,100
<br />35
<br />12
<br />HIGH STRENGTH
<br />34,100
<br />52
<br />18
<br />36,800
<br />55
<br />19
<br />SEISMIC
<br />UNCRACKED
<br />STANDARD
<br />15,700
<br />28
<br />10
<br />17,100
<br />30
<br />10
<br />HIGH STRENGTH
<br />33,500
<br />45
<br />15
<br />36,800
<br />48
<br />1 16
<br />CRACKED
<br />STANDARD
<br />6,200
<br />16
<br />6
<br />11,400
<br />24
<br />8
<br />17,100
<br />32
<br />11
<br />HIGH STRENGTH
<br />21,100
<br />36
<br />12
<br />27,300
<br />42
<br />14
<br />34,100
<br />48
<br />16
<br />36,800
<br />51
<br />17
<br />WIND
<br />UNCRACKED
<br />STANDARD
<br />6,400
<br />14
<br />6
<br />12,500
<br />22
<br />1 8
<br />17,100
<br />28
<br />10
<br />HIGH STRENGTH
<br />22,900
<br />33
<br />11
<br />26,400
<br />36
<br />12
<br />34,200
<br />42
<br />14
<br />36,800
<br />44
<br />15
<br />WSWH ANCHORAGE SOLUTIONS FOR 3000 PSI CONCRETE
<br />DESIGN
<br />CRITERIA
<br />CONCRETE
<br />CONDITION
<br />ANCHOR
<br />STRENGTH
<br />WSWH-AB 1 ANCHOR BOLT
<br />ASD
<br />ALLOWABLE
<br />UPLIFT (Ibs)
<br />W
<br />(in)
<br />de
<br />(in)
<br />CRACKED
<br />STANDARD
<br />16,000
<br />31
<br />11
<br />17,100
<br />33
<br />11
<br />HIGH STRENGTH
<br />33,900
<br />49
<br />17
<br />36,800
<br />52
<br />18
<br />SEISMIC
<br />UNCRACKED
<br />STANDARD
<br />16,300
<br />27
<br />9
<br />17,100
<br />28
<br />10
<br />HIGH STRENGTH
<br />34,000
<br />43
<br />15
<br />36,800
<br />46
<br />1 16
<br />CRACKED
<br />STANDARD
<br />5,600
<br />14
<br />6
<br />10,200
<br />21
<br />7
<br />17,100
<br />30
<br />10
<br />HIGH STRENGTH
<br />20,000
<br />33
<br />11
<br />26,500
<br />39
<br />1 13
<br />33,600
<br />45
<br />15
<br />36,800
<br />48
<br />16
<br />WIND
<br />UNCRACKED
<br />STANDARD
<br />6,200
<br />13
<br />6
<br />12,800
<br />21
<br />7
<br />17,100
<br />26
<br />9
<br />HIGH STRENGTH
<br />21,800
<br />30
<br />10
<br />28,900
<br />36
<br />12
<br />33,100
<br />1 39
<br />13
<br />36,800
<br />1 42
<br />14
<br />WSWH ANCHORAGE SOLUTIONS FOR 4500 PSI CONCRETE
<br />DESIGN
<br />CRITERIA
<br />CONCRETE
<br />CONDITION
<br />ANCHOR
<br />STRENGTH
<br />WSWH-AB 1 ANCHOR BOLT
<br />ASD
<br />ALLOWABLE
<br />UPLIFT (Ibs)
<br />W
<br />(in)
<br />de
<br />(in)
<br />CRACKED
<br />STANDARD
<br />16,000
<br />27
<br />9
<br />17,100
<br />29
<br />10
<br />HIGH STRENGTH
<br />34,700
<br />44
<br />15
<br />36,800
<br />46
<br />16
<br />SEISMIC
<br />UNCRACKED
<br />STANDARD
<br />15,700
<br />23
<br />8
<br />17,100
<br />25
<br />9
<br />HIGH STRENGTH
<br />33,900
<br />38
<br />13
<br />36,800
<br />40
<br />1 14
<br />CRACKED
<br />STANDARD
<br />6,800
<br />14
<br />1 6
<br />11,600
<br />20
<br />7
<br />17,100
<br />26
<br />9
<br />HIGH STRENGTH
<br />21,400
<br />30
<br />10
<br />28,400
<br />36
<br />12
<br />32,400
<br />39
<br />13
<br />36,800
<br />43
<br />15
<br />WIND
<br />UNCRACKED
<br />STANDARD
<br />6,800
<br />12
<br />6
<br />12,400
<br />18
<br />6
<br />17,100
<br />23
<br />8
<br />HIGH STRENGTH
<br />22,800
<br />27
<br />9
<br />26,700
<br />30
<br />10
<br />L 30,700
<br />33
<br />11
<br />36,800
<br />37
<br />13
<br />°
<br />d z -
<br />. .
<br />d
<br />U
<br />�
<br />d Od d L
<br />Q
<br />W
<br />HAIRPIN INSTALLATION SEC TION A
<br />010.
<br />(GARAGE CURB SHOWN. OTHER FOOTING TYPES SIMILAR.) U)
<br />J
<br />a
<br />•
<br />o
<br />-.l W
<br />w
<br />Of
<br />w
<br />NAME
<br />NOTES DATE
<br />1. SHEAR ANCHORAGE DESIGNS CONFORM TO ACI 318-19, ACI 318-11 AND ACI 318-14 AND ASSUME MINIMUM 2,500 PSI CONCRETE. 03-16-2021
<br />2. SHEAR REINFORCEMENT IS NOT REQUIRED FOR INTERIOR FOUNDATION APPLICATIONS (PANEL INSTALLED AWAY FROM EDGE OF CONCRETE), OR SCALE
<br />BRACED WALL PANEL APPLICATIONS. N.T.S.
<br />., CHECKED
<br />STRONG -WALL® HIGH STRENGTH WOOD SHEARWALL SHEAR ANCHORAGE
<br />SEISMIC3
<br />WIND
<br />MODEL
<br />MIN. CURB/
<br />MIN. CURB/
<br />ASD ALLOWABLE SHEAR LOAD,
<br />Lt OR
<br />4 (in.)
<br />SHEAR
<br />REINFORCEMENT
<br />STEMWALL WIDTH
<br />SHEAR
<br />REINFORCEMENT
<br />STEMWALL WIDTH
<br />V (Ib.)
<br />(in)
<br />(in.)
<br />UNCRACKED
<br />CRACKED
<br />WSWH12
<br />10Y4
<br />(1) #3 TIE
<br />6
<br />SEE NOTE 7
<br />6
<br />1,080
<br />770
<br />WSWH18
<br />15
<br />(2) #3 HAIRPINS5,6
<br />6
<br />(1) #3 HAIRPIN
<br />6
<br />HAIRPIN REINF. ACHIEVES MAX.
<br />ALLOW SHEAR LOAD OF THE
<br />WSWH
<br />WSWH24
<br />19
<br />(2) #3 HAIRPIN SS
<br />6
<br />(2) #3 HAIRPIN SS
<br />6
<br />J. JtIJMII., IINUIUH I tJ JtIJIVIIU UtJIUIN UH I LUUN T C I r1KUUUr1 F. Ut I Hl,MLU I AND 2 r AMIL T UVVtLLIINhJ IIV JUI, 1, MAT UJt VVIIVU 1AMINUMAUL - --
<br />SOLUTIONS. SEISMIC SHEAR REINFORCEMENT DESIGNS CONFORM TO ACI 318-19, SECTION 17.10.6.3, ACI 318-14, SECTION 17.2.3.5.3
<br />4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B. SHEET
<br />5. ADDITIONAL TIES MAY BE REQUIRED AT GARAGE CURB OR STEMWALL INSTALLATIONS BELOW ANCHOR REINFORCEMENT PER DESIGNER.
<br />6. USE (1) #3 HAIRPIN FOR WSWH18 WHEN STANDARD STRENGTH ANCHOR IS USED.
<br />7. USE (1) #3 TIE FOR WSWH12 WHEN PANEL DESIGN SHEAR FORCE EXCEEDS TABULATED ANCHORAGE ALLOWABLE SHEAR LOAD. WSWH
<br />8. #4 GRADE 40 SHEAR REINFORCEMENT MAY BE SUBSTITUTED FOR WSWH SHEAR ANCHORAGE SOLUTIONS.
<br />9. CONCRETE EDGE DISTANCE FOR ANCHORS MUST COMPLY WITH ACI 318-19 SECTION 17.9.2, ACI 318-14 SECTION 17.7.2 AND ACI 318-11 SECTION
<br />D.8.2.
<br />OF SHEETS
<br />10. THE DESIGNER MAY SPECIFY ALTERNATE SHEAR ANCHORAGE.
<br />STRONG-WALLR HIGH STRENGTH WOOD SHEARWALL TENSION ANCHORAGE SCHEDULE 2,500, 31000 AND 4,500 PSI 2 STRONG -WALL° WSWH SHEAR ANCHORAGE SCHEDULE AND DETAILS 5 JOB N0.
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