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2007, 10-12 Permit App: 07003544 Addition BarnProject Number: 07003544 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 10/12/2007 Page 1 of 2 Project Information: Permit Use: ADD TO EXISTING BARN ON EXISTING FOUNDATION Setbacks: Front Left: Right: Rear: Site Information: Plat Key: 001760 Name: N P SHOPS ADD Contact: GLASS, TIMOTHY S Address: 3920 N PARK RD C - S - Z: SPOKANE, WA 99212-1548 Phone: (000) 000-0000 Group Name: Project Name: District: Nort Parcel Number: 35124.1901 SiteAddress: 1825 N PARK RD Location:: CSV Zoning: I-2 Water District: Area: 52,032 Sq Ft Nbr of Bldgs: 0 Review Information: Block: Light Industrial Width: 0 Nbr of Dwellings: 0 Lot: Owner: Name: GLASS, TIMOTHY S Address: 3920 N PARK RD SPOKANE, WA 99212-1548 Hold: ❑ Depth: 0 Right Of Way (ft): 0 Review Building Plan Review Released By: Originally Released: 10/12/2007 By: tmelbourn Landuse/Zoning/HE Conditions Permits: Released By: Originally Released: 9/11/2007 By: mpalaniuk Operator: JD Printed By: JD Print Date: 10/12/2007 Project Number: 070031544 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 10/12/2007 Page 2 of 2 Contractor: OWNER Building Height 10.3 Building Permit Firm: OWNER Phone: (000) 000-0000 Building Characteristics This Application: Total Project: Description Grp Type Notes Su Ft Valuation Su Ft Valuation GARAGE U-1 VB 600 $11,400.00 600 $11,400.00 Item Description RESIDENTIAL PERMIT FEE ACCESSORY PLANS REVIEW WSBC SURCHARGE Notes: Payment Summary Permit Type Building Permit Totals: 600 $11,400.00 600 $11,400.00 Units Unit Desc 1 SELECT 1 SELECT 1 SELECT Permit Total Fees: Fee Amount $209.25 $52.31 $4.50 $266.06 Fee Amount Invoice Amount Amount Paid Amount Owing $266.06 $266.06 $0.00 $266.06 $266.06 $266.06 $0.00 $266.06 Disclaimer: Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: JD Printed By: JD Print Date: 10/12/2007 Permit Center S*lane11703 E Sprague Ave, Suite B-3 pokane Spokane Valley, WA 99206 jValley y 5( �l{aM W688-0037 Community Development SE" 0 2007 Residential Construction ❑ New Construction Permit Applicati PERMI ENTER Addition/Remodel ❑ n Other: PERMIT NUMBER: PERMIT FEE: Accessory Bldg Deck SITE ADDRESS: ASSESSORS PARCEL NO: LEGAL DESCRIPTION: Building Owner: DIMENSIONS: # OF STORIES: TOTAL HABITABLE SPACE: �C�iVG i < 'i Name: ‘ `"---o ; \-\(I Address: - > Address: FINISHED BASEMENT SQ. FTG: City: ��,� .K.,� State: w A Zip: coal ZU Phone: Fax: Zip: Contact Person Phone: 5 U`--3\ "? \ c \ Describe the scope of work in detail: Contractor: " DIMENSIONS: # OF STORIES: TOTAL HABITABLE SPACE: �C�iVG Name: L`) 'i --71 UNFIN BASEMENT SQ. FTG: Address: FINISHED BASEMENT SQ. FTG: GARAGE SQ. FTG:. 4°-' 6 d c' st DECK/COV. PATIO SQ. FTG: City: # OF BEDROOMS: State: Zip: Phone: Fax: Contractor Lic No: Exp Date: City Business Lic. No: Cost of Project: $ Proposed Use: **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TQ PEAK:._' - ' \6 C� ` -ALJ , L DIMENSIONS: # OF STORIES: TOTAL HABITABLE SPACE: �C�iVG C:nb'l-,-,-'\,--I 1e_,i� MAIN FLOOR ?O SQ. FTG: 2Nu FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE AREA: FINISHED BASEMENT SQ. FTG: GARAGE SQ. FTG:. 4°-' 6 d c' st DECK/COV. PATIO SQ. FTG: 30% SLOPES ON PROPERTY: # OF BEDROOMS: CONSTRUCTION TYPE: HEAT SOURCE: SEWER OR SEPTIC? The permitee verifies, acknowledges and agrees by their signature that: 1) If this permit is for construction of or on a dwelling, the dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal, state or local laws, codes or ordinances. 6) Plans or additional information may be required to be submitted, and subsequently approved before this application can be processed. SIGNATURE: Method of Payment D Cash ❑ Check Bankcard #: Authorized Signature: REVISED 2/15/07 ❑ Mastercard Expires: DATE: ❑ VISA VIN#: C.) " j 11703 E Sprague Ave Suite B-3 ♦ Spokane Valley WA 99206 509.688.0036 ♦ Fax: 509.688.0037 ♦ cityhall®spokanevalley.org Residential Plan Submittal Minimums ❑ Completed Building & Mechanical application with: Accurate address, Parcel Number and/or Legal Description, description of work, owner and contractor information, signature, and date. ❑ Two sets of plans including Site Plan, elevations, floor plans, foundation plans With details, roof plan, framing plans & details. ❑ Show the height of any proposed buildings or accessory structures. ❑ Floor plan for each floor: Dimension to scale (minimum 1/8") and label each Room (including sq. footage of house and garage on plans) Show each level of existing house and square footage of any additions. O All braced wall panel types: show locations and details of installation, including engineered design. ❑ Egress windows: Provide at least one window or exterior door approved for Emergency escape or rescue from a basement and in every room for sleeping. ❑ Smoke detector locations ❑ 22" X 30" attic access location ❑ 18" X 24" crawl space access: ❑ One-hour separation detail: between house and garage ❑ Floor framing details: Joist type, size, spacing and installation details ❑ Roof framing plan and details ❑ Furnace and hot water heater location. ❑ All header locations: type, size, and connections ❑ Foundation plan O Insulation information •Z 3c RECEIVED c - CITY OF sPoiv t- - SEP 0 7 2007 0 0 1 I0'dOtid City of Spokane Valley Building Inspection Attention: Tom Albert Fax: 509.688.0037 Phone: 509.688.0044 Dear Mr. Albert: The undersigned has run independent calculations on a proposed storage structure to be attached to an existing barn. The existing barn is located approximately 120' north and 200' west of an existing residence, which has an address of 1825 N. Park Road. As modified with my initials, I find the attached drawings and sketches to be in compliance with the 2006 International Building Code and the 2006 Residential Building Code. Specifically a wind design velocity of 80 mph, factored to equate to a load of 22.2 psf, and a snow load of 40 psf were used in my independent calculations. If there are any questions, I can be reached at 206.73 0.9965. Kevin Carroll, P.E. 7n_PT )n. nt fan City of Spokane Valley Building Inspection To whom it may concern: The undersigned has run independent calculations on a proposed storage structure to be attached to an existing barn. The existing barn is located approximately 120' north and 200' west of an existing residence, which has an address of 1825 N. Park Road. As modified with my initials, I find the attached drawings and sketches to be in compliance with the 1991 Uniform Building Code. Specifically a wind design velocity of 80 mph, factored to equate to a load of 22.2 psf, and a snow load of 40 psf were used in my independent calculations. If there are any questions, I can be reached at 206.730.9965. Very truly yours Kevin Carroll, P.E. an 4. • e 0,k j e'o A) City of SPOKANE VALLEY BUILDING DEPARTMENT 11707 E. Sprague Avenue #106, Spokane Valley, Washington 99206 - Tel 509-688-0036 - Fax 509-688-0037 Following is a typical cross-section for a residential garage. It may not represent the proposed project If you are using this detaa as a portion of your plan submittal, please complete the requested information in the boxes provided on both sides of this sheet This completed sheet along with any additional information needs to be submitted with your apIOcaOon and be on site at the time of inspection. PROTECTION AND OPENINGS BETWEEN DWELLINGS AND PRNATE GARAGES SHALL HAVE: 1) MATERIALS APPROVED FOR ONE HOUR FIRE RESISTIVE CONSTRUCTION ON THE GARAGE SIDE: ' 518' TYPE X GYP BOARD (HABITABLE SPACE ABOVE) ' 1/2" GYP BOARD (RESIDENCE/ATTIC, FLOOR/CEIUNG) 2) OPENINGS BETWEEN GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOUD WOOD DOOR, SOUD OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 3/8', OR 20 MINUTE FIRE RATED DOORS. • � I „,i-� yam... G��.. ALTERNATE FOUNDATION FOR .1% \ k•(/`^ j ACCESSORY BUILDINGS FROM v.> - Z n 400 SQ. FT. TO 3000 SQ. FT. t ki r2' l (-i - .Q cars — A 3 5- 1.4 Z S SECTION A -A • '. .'.• . •. • '▪ 1II1T=11f Jjj4➢ • , ; .. ; : ' 11110-1111= 11=111111 • ' II 116. 1.* " 1� pow` IF A, t3, e 6 ' o,-. t -OT 1 ‘11:1-12=--1 (2) #4 REBAR 5"r p��' u j� S1i M #44-1^-71-)t 7 " Inc P 2'v hv�t e2' �'`� NOTE: Diagonal wall bracing required on each comer and every 25 feet of wall. Walls within 3 feet of a property lune or within 6 feet of a dwelling must be 1 hour rated. (5/8- type x gypsum sheathing on both sides of wall). Openings are not permitted in these walls. Garages over 3,000 sq. ft. require protection when loser than 20 feet to the property One. Parapets may be required. ---*IP" ENGINEERED TRUSS OR RAFTER SIZE AND SPACING x @ O.C. CSI. free/ ROOFING MATERIAL ROOFING PAPER 3o#Fec` SROOF /3. SHEATHING . fl ti`ri c�� res SOLID BLOCKING BETWEEN -TRUSSES WALL SHEATHING DOUBLE TOP PLAT k WALL HEIGHTS t PRESSURE TREATED SOLE PLATE 3-112' CONCRETE SLAB 6' MIN. 24" MIN. / O / A! J . f-%'-tik - # hi A 5-0100 - su .v � �h 555!lIJJJJ 6"x12' FOOTING O,G ANCHOR BOLTS 1/2"40 MIN. (7' INTO CONCRETE) 6' O. C. OR APPROVED ANCHOR INSTALLED PER MANUFACTURER WALL CONSTRUCTION TABLE 8602.10.6 -DOWN FORCES OF ALTERNATE BRACED WALL PANELS SEISMIC DESIGN CATEGORY AND WINDSPEED .v111v11vnJ.v1 vvly 11 TIE -DOWN FORCE (Ib) .v r,..v ..� HEIGHT OF BRACED WALL PANEL Sheathed Width 8 ft. 2' - 4" 9 ft. 2' - 8" 10 ft. 2' - 8" 11 ft. 3' - 2" 12 ft. 3' - 6" SDC A, B, and C Windspeed < 110 mph R602.10.6.1, Item 1 1800 1800 1800 2000 2200 R602.10.6.1, Item 2 3000 3000 3000 3300 3600 SDC D0, D; and DZ Windspeed < 110mph R602.10.6.1, Item 1 Sheathed Width 2' - 8" 2' - 8" 2' - 8" Note a Note a 1800 1800 1800 — — R602.10.6.1, Item 2 3000 3000 3000 — — For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Not permitted because maximum height is 10 feet. EXTENT OF HEADER DOUBLE PORTAL FRAME (TWO BRACED WALL PANELS) EXTENT OF HEADER SINGLE PORTAL FRAME (ONE BRACED WALL PANEL) MAX. HEIGHT 10' MIN. 3" X 11.25" NET HEADER 6TO18' FASTEN TOP PLATE TO HEADER WITH TWO ROWS OF 16D SINKER NAILS AT 3" O.C. TYP. 1000 LB STRAP OPPOSITE SHEATHING 1000 LB STRAP FASTEN SHEATHING TO HEADER WITH 80 COMMON OR GALVANIZED BOX NAILS IN 3" GRID PATTERN AS SHOWN AND 3" 0.C. IN ALL FRAMING (STUDS. BLOCKING, AND SILLS) TYP. MIN. WIDTH = 16" FOR ONE STORY STRUCTURES MIN. WIDTH = 24' FOR USE IN THE FIRST OF TWO STORY STRUCTURES MIN. 2x4 FRAMING 3/8' MIN. THICKNESS WOOD STRUCTURAL PANEL SHEATHING MIN. DOUBLE 2x4 POST MIN. 4200 LB TIE -DOWN DEVICE (EMBEDDED INTO CONCRETE AND NAILED INTO FRAMING) SEE SECTION R602.10.6.2 S/d•r0 r' c I � c- T &€6 P or R=�v.1i� Ti.1N '—JA TYPICAL PORTAL FRAME CONSTRUCTION FOR A PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL BE BLOCKED, AND OCCUR WITHIN 24" OF MID - HEIGHT. ONE ROW OF TYP. SHEATHING -TO - FRAMING NAILING IS REOUIRED. IF 2X4 BLOCKING IS USED, THE 2X4'S MUST BE NAILED TOGETHER WITH 3 16D SINKERS MIN. 1000 LB TIE DOWN DEVICE • FIGURE R602.10.6.2 ALTERNATE BRACED WALL PANEL ADJACENT TO A DOOR OR WINDOW OPENING 140 2006 INTERNATIONAL RESIDENTIAL CODE® FOUNDATION PLAN PLEASE COMPLETE THE FOLLOWING INFORMATION AND ADD ON THE DRAWING BELOW. BUILDING DIMENSIONS: -2_0 x �� GARAGE OPENING AND HEADER SIZE: INDICATE THE LOCATION AND SIZE OF ALL WINDOWS AND DOORS ON THE PLAN. 10 E i L- f REDO E LINE ‘A." - L cu>lt- 1 u WIDTH A L.. Please note that while every effort is made to assure the accuracy of the information contained in this brochure is not warranted for accuracy. This document is not intended to address all aspects or regulatory requirements for a project and should serve as a starting point for your investigation. For detailed information on a particular project, permit. or code requirement refer directly to applicable file and/or code/regulatory documents or contact the appropriate division. Job g111207 Mark R1 Quan Type Span P1 -H1 Left OH Right OH 14 MONO 200000 1 2- 0- 0 0 Engineering Glass / JM 2-1-4 DG 20-1-5 HO 5-4 HH 1-12 3x8= A T1L HO 2-1-4 HH 1-9-12 2x311 W:302 R: 868 U: 426 EP TC 2-0-0 7-8-13 7-8-13 S1L E D 2x311 5x6= SPL BCI EP 7-8-13 7-8-13 13-8-11 5-11-14 5-11-14 W4 B1R 20-0-0 13-8-11 20 0 0 ALL PLATES ARE MT2020 6-3-5 6-3-5 C 3x6= W:108 R: 719 U: 350 20-0-0 Scale: 0.271" = 1' Robbins Engineering, Inc./Online Plus" APPROX. TRUSS WEIGHT: 107.0 LBS Online Plus Version 21.0.059 E -D 0.76 4037 T 0.50 0.26 Mean Roof Height: 25-0 RUN DATE: 30 -AUG -07 D -C 0.32 2520 T 0.31 0.01 Exposure Category: C Webs Occupancy Factor : 1.00 CSI -Size- ----Lumber---- E -F 0.00 40 T Building Type: Enclosed TC 0.92 2x 4 1B F -D 0.65 1529 C Zone location: Exterior BC 0.76 2x 4 1B D -G 0.03 237 T TC Dead Load : 3.0 psf WB 0.65 2x 4 DFL -#1 G -C 0.38 2576 C 1 Br BC Dead Load : 1.0 psf C -B 0.01 182 C WindLd Max comp. force 4053 Lbs Brace truss as follows: Max tens. force 4037 Lbs O.C. From To TL Defl -0.85" in E -D L/275 Quality Control Factor 1.25 TC 30.0" 0- 0- 0 20- 0- 0 LL Defl -0.71" in E -D L/330 BC 54.0" 0- 0- 0 20- 0- 0 Shear // Grain in G -B 0.35 One Continuous Lateral Brace G -C Plates for each ply each face. Attach CLB with (2)-10d nails Plate - MT20 20 Ga, Gross Area at each web. Plate - MT2H 20 Ga, Gross Area Jt Type Plt Size X Y JSI psf-Ld Dead Live A MT20 3.Ox 8.0 4.0 0.3 0.97 TC 5.0 30.0 F MT20 5.Ox 6.0 0.5 0.5 0.89 BC 1.0 0.0 G MT20 3.Ox 5.0 1.0 0.1 0.97 TC+BC 6.0 30.0 B MT20 2.Ox 3.0 Ctr Ctr 0.48 Total 36.0 Spacing 24.0" E MT20 2.Ox 3.0 Ctr Ctr 0.43 Lumber Duration Factor 1.15 D MT20 5.Ox 6.0-0.5-0.5 0.89 Plate Duration Factor 1.15 C MT20 3.Ox 6.0-1.5 Ctr 0.97 TC Fb=1.10 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 REFER TO ROBBINS ENG. GENERAL Total Load Reactions (Lbs) NOTES AND SYMBOLS SHEET FOR Jt Down Uplift Horiz- ADDITIONAL SPECIFICATIONS. A 868 426 U 29 R NOTES: C 720 350 U 88 R Trusses Manufactured by: Valley Best Way Jt Brg Size Required Analysis Conforms To: A 3.1" 1.5" ANSI/TPI 95 & 02 C 1.5" 1.5" OH Loading Soffit psf 2.0 Plus 6 Wind Load Case(s) Truss is designed for no ceiling load. Membr CSI P Lbs Axl-CSI-Bnd This truss must be installed Top Chords as shown. It cannot be A -F 0.92 4053 C 0.29 0.63 installed upside-down. F -G 0.52 2526 C 0.10 0.42 Wind Loads - ANSI / ASCE 7-05 G -B 0.44 22 C 0.00 0.44 Truss is designed as a Main Bottom Chords Wind -Force Resistance System. A -E 0.76 4037 T 0.50 0.26 Wind Speed: 90 mph Robbins Engineering, Inc./Online Plus" m 1996-2007 Version 21.0.059 Engineering - Portrait 9/26/2007 3:57:23 PM Page 1 WALL CONSTRUCTION TABLE R602.10.6 MINIMUM WIDTHS AND TIE -DOWN FORCES OF ALTERNATE BRACED WALL PANELS SEISMIC DESIGN CATEGORY AND WINDSPEED TIE -DOWN FORCE (Ib) HEIGHT OF BRACED WALL PANEL Sheathed Width 8 ft. 2' - 4" 9 ft. 2' - 8" 10 ft. 2' - 8" 11 ft. 3' - 2" 12 ft. 3' - 6" SDC A, B, and C Windspeed < 110 mph R602.10.6.1, Item 1 1800 1800 1800 2000 2200 R602.10.6.1, Item 2 3000 3000 3000 3300 3600 SDC D0, DI and DZ Windspeed < 110mph R602.10.6.1, Item 1 Sheathed Width 2' - 8" 2' - 8" 2' - 8" Note a Note a 1800 1800 1800 — — R602.10.6.1, Item 2 3000 3000 3000 — — For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Not permitted because maximum height is 10 feet. EXTENT OF HEADER DOUBLE PORTAL FRAME (TWO BRACED WALL PANELS) EXTENT OF HEADER SINGLE PORTAL FRAME (ONE BRACED WALL PANEL) MAX. HEIGHT 10' MIN. 3" X 11.25" NET HEADER •3. .I. 6' TO 18' FASTEN TOP PLATE TO HEADER WITH TWO ROWS OF 16D SINKER NAILS AT 3' O.C. TYP. 1000 LB STRAP OPPOSITE SHEATHING 1000 LB STRAP FASTEN SHEATHING TO HEADER WITH 8D COMMON OR GALVANIZED BOX NAILS IN 3' GRID PATTERN AS SHOWN AND 3' 0.C.114 ALL FRAMING (STUDS, BLOCKING, AND SILLS) TYP. MIN. WIDTH = 16" FOR ONE STORY STRUCTURES MIN. WIDTH = 24' FOR USE IN THE FIRST OF TWO STORY STRUCTURES MIN. 2x4 FRAMING 318' MIN. THICKNESS WOOD STRUCTURAL PANEL SHEATHING MIN. DOUBLE 2x4 POST •- =�- MIN. 4200 LB TIE -DOWN DEVICE (EMBEDDED INTO CONCRETE AND NAILED INTO FRAMING) •:I: . SEE` SECTION R602.10.6.2 5/� AC KI A. �� r I 'fir`C `. Att. Ti: t� by r7-v•vl ij TYPICAL PORTAL FRAME CONSTRUCTION • FOR A PANEL SPLICE OF NEEDED), PANEL EDGES SHALL BE BLOCKED, AND OCCUR WITHIN 24" OF MID - HEIGHT. ONE ROW OF TYP. SHEATHING -TO - FRAMING NAILING IS REQUIRED. IF 2X4 BLOCKING IS USED, THE 2X4'S MUST BE NAILED TOGETHER WITH 3 16D SINKERS MIN. 1000 LB TIE DOWN DEVICE FIGURE R602.10.6.2 ALTERNATE BRACED WALL PANEL ADJACENT TO A DOOR OR WINDOW OPENING 140 2006 INTERNATIONAL RESIDENTIAL CODE® Job g111207 Glass / JM Mark R2 Quan Type Span 2 MONO 200000 Pl-H1 1 Left OH Right OH 2- 0- 0 0 Engineering 2-1-4 DG 20-1-5 HO 5-4 HH 1-12 3x8= A T1L 5x6ifir - Ho 2-1-4 HH 1-9-12 *2x31I2x31I H B Qff1 W5 W:302 R: 868 U: 426 EP TC 2-0-0 7-8-13 7-8-13 BC EP 7-8-13 7-8-13 13-8-11 5-11-14 5-11-14 13-8-11 20 0 0 20-0-0 6-3-5 c 3x6= W:108 R: 719 U: 350 6-3-5 20-0-0 ALL PLATES ARE MT2020 Scale: 0.271" = 1' Online Plus -- RUN DATE: 30 -AUG -07 Robbins Engineering, Inc./Online Plus" Version 21.0.059 E -D 0.76 4037 T D -C 2520 T Webs 40 1529 237 2576 182 TC BC WB CSI -Size- ----Lumber---- 0.92 2x 4 1B 0.76 2x 4 1B 0.65 2x 4 DFL -#1 Brace truss as follows: O.C. From To TC 30.0" 0- 0- 0 20- 0 - BC 54.0" 0- 0- 0 20- 0 - One Continuous Lateral Brace G -C Attach CLB with (2)-10d nails at each web. psf-Ld Dead Live TC 5.0 30.0 BC 1.0 0.0 TC+BC 6.0 30.0 Total 36.0 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 TC Fb=1.10 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 868 426 U 29 R C 720 350 U 88 R Jt A C Brg Size Required 3.1" 1.5" 1.5" 1.5" Plus 6 Wind Load Case(s) 0.32 E -F F -D D -G G -C C -B 0.00 0.65 0.03 0.38 0.01 T C T C C APPROX. TRUSS WEIGHT: 109.0 LBS 0.50 0.26 Wind Loads - ANSI / ASCE 7-05 0.31 0.01 Truss is designed as a Main Wind -Force Resistance System. WindLd TL Defl -0.85" in E -D 0 LL Defl -0.71" in E -D 0 Shear // Grain in G -B Membr CSI P Lbs Axl-CSI-Bnd Top Chords A -F 0.92 4053 C 0.29 0.63 F -G 0.52 2526 C 0.10 0.42 G -B 0.44 22 C 0.00 0.44 Bottom Chords A -E 0.76 4037 T 0.50 0.26 Plates for each Plate - MT20 20 Plate - MT2H Jt Type Plt A MT20 F MT20 G MT20 B MT20 E MT20 D MT20 C MT20 ply Ga, 1 Br L/275 L/330 0.35 each face. Gross Area 20 Ga, Gross Size X 3.Ox 8.0 4.0 5.Ox 6.0 0.5 3.Ox 5.0 1.0 2.Ox 3.0 Ctr 2.Ox 3.0 Ctr 5.Ox 6.0-0.5- 3.Ox 6.0-1.5 Y 0.3 0.5 0.1 Ctr Ctr 0.5 Ctr Area JSI 0.97 0.89 0.97 0.48 0.43 0.89 0.97 1 Gable studs to be attached with 2.0x3.0 plates each end. REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: Valley Best Way Analysis Conforms To: ANSI/TPI 95 & 02 OH Loading Soffit psf 2.0 Truss is designed for no ceiling load. Refer to Gen Det 3 series for web bracing and plating. This truss must be installed as shown. It cannot be installed upside-down. Robbins Engineering, Inc./Online Plus. 0 1996-2007 Version 21.0.059 Engineering - Portrait 9/26/2007 3:57:24 PM Page 1 Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 3.0 psf BC Dead Load : 1.0 psf Max comp. force 4053 Lbs Max tens. force 4037 Lbs Quality Control Factor 1.25 111: 20-0-15 DO 20-1-5 EO 5-d He 1-12 TCI 2-0-0 L 2-1-8 2-1-4 I 1 81L 7-9-13 7-9-13 13-8-11 5-11-14 20-0-0 6-3-5 WO 2-1-4 59 1-9-12 3148= T11: 5x6_ BELF L1 3x5= 21U r' 2x311 W5 W:902 R: 8 88 U: 426 -ACIEP L -3 7-98-19 E 2x311 DEM 5x6 - HLA 13-8-11 20 0 0 ALL PL2T89 ARE 172020 3=6= W:10B R: 719 A: 350 20-0-0 DJ Scale: 0.358" = t. G1a98 r .314 Robbins Engineering, Inc./Online Plus Jab Q111207 Mark RY Quan Type Span Pi -H1 Left OH Right OH 14 M0N© 200000 1 2- 0- 0 0 Single Drawing Robbins Engneaing, IncAlnlIne Plus"' 01936.2c07 Verolan 21.0.458 Single Uaving per Pags 319053131 15235 PM Pogo ru Go— eslo r-- . M> c1J W L. `\I Z _;YU W CL U� w c Ill 8 CI) illa.Cr L6 SL 20-0-13 0a 20-1-5 HO 5-4 HH 1-12 TCI 2-0-0 TT 2-1-8 2-1-4 1 L c -- RP Glass / JM Obb Q111207 T1L W:302 St! 868 U: 426 7-8-13 7--s-13 5x6, S3LP 1 13-8-L1 5-11-14 80 2-1-4 8H 1-9-12 18-11-2 20-0-0 5-2 -7 IL -0 -isl *2x311 2x311 3x5= 3 $ T19_� Wl W3 W5 W4 311. E 2x311 2521, 5z6= 11172 0 1 3x6= *2x311 W:108 R: 718 U: 350 5- =71PU 1 5-2-7 8-0=14 13-8-11 18-11-2 20-0-0 20 0 0 ILL PL73t5 ARS MT2020 1 Sc39: asst.= 1' Mask R2 Robbins Engineering, Inc./Online Plus Type Span Pi -H1 Left OH Right OH MONO 200000 1 2- 0- 0 0 Robbins Ensnaring, Inc./Online Plus'. 1860.2007 Vxsion21.005851ngia Wowing perPege 8/912007 122&3B PM Pegs f Sngla Drawing cro L0 03 ti CD cr v2 Mechanical Anchors 118 WEDGE -ALL' Wedge Anchors The Wedge -All is a non -bottom bearing, wedge style expansion anchor for use in solid concrete or grout filled masonry. A one-piece clip ensures uniform holding capacity that increases as tension is applied. The threaded stud version is available in nine diameters and multiple lengths. A single size tie -wire version is available for wire supported fixtures. Threaded studs are set by tightening the nut. Tie -wire anchors are set with the claw end of a hammer. WEDGE -ALL SPECIAL FEATURES: • One piece wrap around clip • Threaded end is chamfered for ease of starting nut. • Most sizes feature full thread for added versatility. MATERIAL: FINISH: Carbon and stainless steel Carbon steel anchors are available zinc plated or mechanically galvanized. CODES: (Stud anchor only) ICC -ES ESR -1396; City of L.A. RR24682; Dade County 01-0820.06; Factory Mutual 3017082; Florida FL 5415.3; Underwriters Laboratories File Ex3605; Meets requirements of Federal Specifications A -A -1923A, Type 4. The Load Tables list values based upon results from the most recent testing and may not reflect those in current code reports. Where code jurisdictions apply, consult the current reports for applicable load values. TEST CRITERIA: The Wedge -All anchor has been tested in accordance with ICC-ES's Acceptance Criteria for Expansion Anchors in Concrete and Masonry Elements (AC01). ICC -ES report ESR -1396 recognizes the carbon and stainless steel Wedge -All for the following: • Static Tension and Shear Loading. • Seismic and Wind Loading. • Combination Tension and Shear Loading. • Critical and Minimum Edge Distance. INSTALLATION: • Holes in metal fixtures to be mounted should exceed nominal anchor diameter by 1/6" for W thru 6/6" diameter anchors, and by 1/e" for all other diameters. • Do not use an impact wrench to set or tighten the Wedge -All. Caution: Oversized holes in the base material will make it difficult to set the anchor and will reduce the anchor's load capacity. Threaded studs: • • Drill a hole in the base material using a carbide drill bit the same diameter as the nominal diameter of the anchor to be installed. Drill the hole to the specified embedment depth and blow it clean using compressed air. Overhead installations need not be blown clean. Alternatively, drill the hole deep enough to accommodate embedment depth and dust from drilling. • Assemble the anchor with nut and washer so the top of the nut is flush with the top of the anchor. Place the anchor in the fixture and drive into the hole until washer and nut are tight against fixture. • Tighten to the required installation torque. Tie -Wire: • Drill a hole at least 11/2" deep using a 1/4" diameter carbide tipped bit. • Drive the anchor into the hole until the head is seated against the base material. • Set the anchor by prying/pulling the head with the claw end of the hammer. SUGGESTED SPECIFICATIONS: Wedge anchors shall be a threaded stud with an integral cone expander and a single piece expansion clip. The stud shall be carbon steel with a minimum 70,000 psi tensile strength, or type 303, 304 or 316 stainless steel, as called for on the drawings. Anchors shall meet Federal Specification A -A -1923A, Type 4. Anchors shall be Wedge -Alts from Simpson Strong -Tie, Pleasanton, CA. Anchors shall be installed following Simpson Strong -Tie's instructions for Wedge -Alts. Wedge -All SIMPSON StrongTie ANCHOR SYSTEMS Tie -Wire (Zinc plate only) Wedge -All Installation Sequence oo •;°. � o. • Tie -Wire Installation Sequence Wedge-All Installation Data . p 00. •. • •OO.e oa 111 A o oa a Wedge -All A BCD E F G H I Dia (in) 1/4 3/8 1h 5/a 3/4 %/% 1 11/4 1% Bit Size (in) 1/4 3/6 1h 5/e 3/4 '/6 1 11/4 11/2 Fixture Hole (in) 5/16 7/16 9/16 11/16 '/9 1 11/9 13/6 15/6 Wrench Size (in) 1/16 9/16 3/4 75/16 11/6 15/1e 11/2 1% 21/4 Length Identification Head Marks on Wedge -All Anchors (corresponds to length of anchor — inches . Mark A BCD E F G H I J K LMNOPOR S T UVWX Y Z From 1y, 2 2y 3 3x 4 4x 5 5x 6 6x 7 7/2 8 8x 9 9/22 10 11 12 13 14 15 16 17 18 UpTo But Not Including 2 2/2 3 3/2 4 4/2 5 5/2 6 6/2 7 7x 8 8/2 9 9/2 10 11 12 13 14 15 16 17 18 19 C -SAS -2007 © 2006 SIMPSON STRONG -TIE COMPANY, INC. C -SAS -2007 © 2006 SIMPSON STRONG -TIE COMPANY, INC. WEDGE -ALL' Carbon Steel Wedge Anchors Wedge -All Product Data Carbon Steel, Zinc Plated and Mechanically Galvanized Finishes Size (in) Carbon Steel Model No. Mechanically Galvanized Model No. Drill Bit Dia (in) Thread Length (in) Quantity Box Carton 1/4 x 1 1/23 TWD251124 • 1/4 Hole dia is 9/32 100 500 1/4 x 1 3/4 WA25134 WA25134MG 15/16 100 500 1/4 x 2 1/4 WA25214 WA25214MG 1 7/16 100 500 1/4 x 3 1/4 WA25314 WA25314MG 2 7/16 100 500 3/8 x 21/4 WA37214 WA37214MG 3/8 1 1/8 50 250 3/8 x 2 3/4 WA37234 WA37234MG 1 5/8 50 250 3/8 x 3 WA37300 WA37300MG 1 7/8 50 250 3/8 x 31/2 WA37312 WA37312MG 21/2 50 250 3/8 x 3 3/4 WA37334 WA37334MG 2 5/8 50 250 3/8 x 5 WA37500 WA37500MG 3 7/8 50 200 3/8 x 7 WA37700 WA37700MG 5 7/8 50 200 1/2 x 2 3/4 WA50234 WA50234MG 1/2 1 5/16 25 125 1/2 x 3 3/4 WA50334 WA50334MG 2 5/16 25 125 1/2 x 4 1/4 WA50414 WA50414MG 2 13/16 25 100 1/2 x 5 1/2 WA50512 WA50512MG 4 1/16 25 100 1/2 x 7 WA50700 WA50700MG 4 9/16 25 100 1/2 x 8 1/2 WA50812 WA50812MG 6 25 50 1/2 x 10 WA50100 WA50100MG 6 25 50 1/2 x 12 WA50120 WA50120MG 6 25 50 5/8 x 3 1/2 WA62312 WA62312MG 1 7/8 20 80 5/8 x 41/2 WA62412 WA62412MG 2 7/8 20 80 5/8 x 5 WA62500 WA62500MG 3 3/8 20 80 5/8 x 6 WA62600 WA62600MG5/8 4 3/8 20 80 5/8 x 7 WA62700 WA62700MG 5 3/8 20 80 5/8 x 81/2 WA62812 WA62812MG 6 20 40 5/8 x 10 WA62100 WA62100MG 6 10 20 5/8 x 12 WA62120 WA62120MG 6 10 20 3/4 x 4 1/4 WA75414 WA75414MG 3/4 2 3/8 10 40 3/4 x 4 3/4 WA75434 WA75434MG 2 7/8 10 40 3/4 x 5 1/2 WA75512 WA75512MG 3 5/8 10 40 3/4 x 61 /4 WA75614 WA75614MG 4 3/8 10 40 3/4 x 7 WA75700 WA75700MG 5 1/8 10 40 3/4 x 8 1/2 WA75812 WA75812MG 6 10 20 3/4 x 10 WA75100 WA75100MG 6 10 20 3/4 x 12 WA75120 WA75120MG 6 5 10 7/8 x 6 WA87600 WA87600MG 2 1/8 5 20 7/8 x 8 7/8 x 10 WA87800 WA87100 WA87800MG7/8 WA87100MG 21/8 5 10 21/8 5 10 7/8 x 12 WA87120 WA87120MG 21/8 5 10 1 x 6 WA16000 WA16000MG 1 2 1/4 5 20 1 x 9 WA19000 WA19000MG 2 1/4 5 10 1 x 12 WA11200 WA11200MG 2 1/4 5 10 1 1/4 x 9 WA12590 WA12590MG 1 1/4 2 3/4 5 10 1 1/4 x 12 WA12512 WA12512MG 2 3/4 5 10 1. The published length is the overa I length of the anchor. Allow one anchor diameter for the nut and washer thickness plus the fixture thickness when selecting the min mum length. 2. Special lengths are available on request. Load values are valid as long as minimum embedment depths are satisfied. 3. Te -Wire Wedge -At, overall length is 2". 4. Tie -Wire Wedge -All also available in bulk quantity of 2,000, model TWD25112B. 5. Bulk packaged Wedge -Alts available, call Simpson for details. Material Specifications SIMPSON Strong e ANCHOR SYSTEMS Carbon Steel - Zinc Plated Component Materials Anchor Body Nut Washer Clip Material Meets minimum 70,000 psi tensile strength Carbon Steel ASTM A 563, Grade A Carbon Steel Carbon Steel Material Specifications Application: Interior environment, low level of corrosion resistance. See page 14 for more corrosion information. Carbon Steel - Mechanically Galvanized' Component Materials Anchor Body Nut Washer Clip Material Meets minimum 70,000 psi tensile strength Carbon Steel ASTM A 563, Grade A Carbon Steel Carbon Steel 1. Mechanical Galvanizing meets ASTM 8695 , Class 55, Type 1 Application: Exterior unpolluted environment, medium level of corrosion resistance. Well suited to humid environments. See page 14 for more corrosion information. SNOW le3.Iue1133W 119 Mechanical Anchors 120 • WEDGE -ALL" Stainless Steel Wedge Anchors Wedge-AII Product Data - Stainless Steel Size (in) 304/303 Stainless Model No.' 316 Stainless Model Not Drill Bit Dia (in) Thread Length (in) Standard Quantity Mini -Pack Quanty '-a'Suffix InModel No. (sae note below) Box Carton Box Carton 1/4 x 1 3/4 WA251344SS WA251346SS 1/4 15/16 100 500 20 200 1/4 x 2 1/4 WA252144SS WA252146SS 1 7/16 100 500 20 200 1/4 x 3 1/4 WA253144SS WA253146SS 2 7/16 100 500 20 200 3/8 x 21/4 WA372144SS WA372146SS 3/8 1 1/8 50 250 20 200 3/8 x 2 3/4 WA372344SS WA372346SS 1 5/8 50 250 20 200 3/8 x 3 WA373004SS WA373006SS 1 7/8 50 250 20 200 3/8 31/2 WA373124SS WA373126SS 2 1/2 50 250 20 200 3/8 x 3 3/4 WA373344SS WA373346SS 2 5/8 50 250 20 200 3/8 x 5 WA375004SS WA375006SS 3 7/8 50 200 10 100 3/8 x 7 WA377004SS WA377006SS 5 7/8 50 200 18 80 1/2 x 2 3/4 WA502344SS WA502346SS 1/2 1 5/16 25 125 10 100 1/2 x 3 3/4 WA503344SS WA503346SS 2 5/16 25 125 10 100 1/2 x 4 1/4 WA504144SS WA504146SS 2 13/16 25 100 — — 1/2 x 5 1/2 WA505124SS WA505126SS 4 1/16 25 100 10 80 1/2 x 7 WA507004SS WA507006SS 5 9/16 25 100 4 32 1/2 x 8 1/2 WA50812SS WA508123SS 2 25 50 4 16 1/2 x 10 WA50100SS WA501003SS 2 25 50 4 16 1/2 x 12 WA50120SS WA501203SS 2 25 50 4 16 5/8 x 31/2 WA623124SS WA623126SS 5/8 1 7/8 20 80 10 100 5/8 x 41/2 WA624124SS WA624126SS 2 7/8 20 80 10 80 5/8 x 5 WA625004SS WA625006SS 3 3/8 20 80 10 80 5/8 x 6 WA626004SS WA626006SS 4 3/8 20 80 10 80 5/8 x 7 WA627004SS WA627006SS 5 3/8 20 80 4 16 5/8 x 8 1/2 WA62812SS WA628123SS 2 20 40 4 16 5/8 x 10 WA62100SS WA621003SS 2 10 20 4 16 5/8 x 12 WA62120SS WA621203SS 2 10 20 4 16 3/4 x 41/4 WA754144SS WA754146SS 3/4 2 3/8 10 40 4 40 3/4 x 4 3/4 WA754344SS WA754346SS 2 7/8 10 40 4 40 3/4 x 5 1/2 WA755124SS WA755126SS 3 5/8 10 40 4 32 3/4 x 6 1/4 WA756144SS WA756146SS 4 3/8 10 40 4 32 3/4 x 7 WA757004SS WA757006SS 5 1/8 10 40 4 32 3/4 x 8 1/2 WA75812SS WA758123SS 2 1/4 10 20 4 16 3/4 x 10 WA75100SS WA751003SS 21/4 10 20 4 16 3/4 x 12 WA75120SS WA751203SS 21/4 5 10 4 16 7/8 x 6 WA87600SS WA876003SS 7/8 21/8 5 20 4 8 7/8 x 8 WA87800SS WA878003SS 21/8 5 10 4 8 7/8 x 10 WA87100SS WA871003SS 21/8 5 10 4 8 7/8 x 12 WA87120SS WA871203SS 21/8 5 10 — — 1 x 6 WA16000SS WA160003SS 1 2 1/4 5 20 4 8 1 x 9 WA19000SS WA190003SS 2 1/4 5 10 4 8 1 x 12 WA11200SS WA112003SS 2 1/4 5 10 4 8 1 1/4 x 9 WA12590SS WA125903SS 1 1/4 2 3/4 5 10 43 8 1 1/4 x 12 WA12512SS WA125123SS 2 3/4 5 10 43 8 . Anchors with the "SS" suffix in the model number a e manufactured from type 303 stainless steel, the remaining anchors (with the "4SS" suffix) are manufactured from type 304 stainless steel. 303 stainless anchors may require extra lead time, call factory for details. Types 303 and 304 stainless steel perform equally well in certain corrosive environments. 2. Anchors with the "3SS" suffix in the model number may require extra lead time call factory for details. 3. These package quantities available in 303 stainless steel only. 4. The published length is the overall length of the anchor. Allow one anchor diameter for the nut and washer thickness plus the fixture thickness when selecting a length. 5. Special lengths are available on request. Load values are valid as long as minimum embedment depths are satisfied. Mini Pack: These package quantities must be ordered with a "-R" suffix on the end of the standard model number. (example: WA505124SS-R). SIMPSON StrongTie ANCHOR SYSTEMS Material Specifications 304/303 Stainless Steel' Component Materials Anchor • Nut Washer Clip Body 1 Type 303 Type Type Type 304 and 304 18-8 18-8 or316 Stainless Stainless Stainless Stainless Steel Steel Steel Steel . Type 303 and 304 stainless steels perform equally well in certain corrosive environments. Larger sizes are manufactured from type 303. Application: Exterior environment, high level of corrosion resistance. Resistant to organic chemicals, many inorganic chemicals, mild atmospheric pollution and mild marine environments (not in direct contact with salt water). See page 14 for more corrosion information. Material Specifications 316 Stainless Steel' Component Materials Anchor s Nut Washer Clip Body Type Type Type Type 304 316 316 316 or316 Stainless Stainless Stainless Stainless Steel Steel Steel Steel 1. Type 316 Stainless S eel provides the greatest degree of corrosion resistance offered by Simpson. Application: Exterior environment, high level of corrosion resistance. Resistant to chlorides, sulfuric acid compounds and direct contact with salt water. See page 14 for more corrosion information. C -SAS -2007 02006 SIMPSON STRONG -TIE COMPANY, INC. C -SAS -2007 © 2006 SIMPSON STRONG -TIE COMPANY, INC. WEDGE -ALLY Wedge Anchors Tension Loads for Carbon Steel Wedge -All (and Tie -Wire) Anchors in Normal -Weight Concrete Size in. (mm) Embed. Depth in. (mm) Critical Edge Dist. in. (mm) Critical Spacing In. (mm) Tension Load Install. Torque ft -lbs (N -m) Pc >= 2000 psi (13 8 MPa) Concrete f'c >= 3000 psi (20.7 MPa) f'c >= 4000 psi (27 6 MPa) Concrete Ultimate lbs. (kN) Std. Dev. lbs. (kN) AIIow. lbs. (kN) Allow. lbs. (kN) Ultimate lbs. (kN) Std. Dev. lbs. (kN) AIIow. lbs. (kN) 1/4 e 1 1/8 (29) 2 1/2 (64) 1 5/8 (41) 680 (3.0) 167 (0.7) 170 (0.8) 205 (0.9) 960 (4.3) 233 (1.0) 240 (1.1) 8 (6.4) 21/4 21/2 31/8 1,920 286 480 530 2,320 105 580 (10.8) (57) (64) (79) (8.5) (1.3) (2.1) (2.4) (10.3) (0.5) (2.6) 1 3/4 3 3/4 2 3/8 1,560 261 390 555 2,880 588 720 (44) (95) (60) (6.9) (1.2) (1.7) (2.5) (12.8) (2.6) (3.2) 3/8 2 5/8 3 3/4 3 5/8 3,360 464 840 1,100 5,440 553 1,360 30 (9.5) (67) (95) (92) (14.9) (2.1) (3.7) (4.9) (24.2) (2.5) (6.0) (40.7) 3 3/8 3 3/4 4 3/4 3,680 585 920 1,140 5,440 318 1,360 (86) (95) (121) (16.4) (2.6) (4.1) (5.1) (24.2) (1.4) (6.0) 2 1/4 5 3 1/8 3,280 871 820 1,070 5,280 849 1,320 (57) (127) (79) (14.6) (3.9) (3.6) (4.8) (23.5) (3.8) (5.9) 1/2 3 3/8 5 4 3/4 6,040 654 1,510 1,985 9,840 1,303 2,460 60 (12.7) (86) (127) (121) (26.9) (2.9) (6.7) (8.8) (43.8) (5.8) (10.9) (81.3) 4 1/2 5 6 1/4 6,960 839 1,740 2,350 11,840 2,462 2,960 (114) (127) (159) (31.0) (3.7) (7.7) (10.5) (52.7) (11.0) (13.2) 2 3/4 6 1/4 3 7/8 4,520 120 1,130 1,640 8,600 729 2,150 (70) (159) (98) (20.1) (0.5) (5.0) (7.3) (38.3) (3.2) (9.6) 5/8 4 1/2 6 1/4 6 1/4 8,200 612 2,050 2,990 15,720 1,224 3,930 90 (15.9) (114) (159) (159) (36.5) (2.7) (9.1) (13.3) (69.9) (5.4) (17.5) (122.0) 5 1/2 6 1/4 7 3/4 8,200 639 2,050 2,990 15,720 1,116 3,930 (140) (159) (197) (36.5) (2.8) (9.1) (13.3) (69.9) (5.0) (17.5) 3 3/8 7 1/2 4 3/4 6,760 1,452 1,690 2,090 9,960 1,324 2,490 (86) (191) (121) (30.1) (6.5) (7.5) (9.3) (44.3) (5.9) (11.1) 3/4 5 7 1/2 7 10,040 544 2,510 3,225 15,760 1,550 3,940 150 (19.1) (127) (191) (178) (44.7) (2.4) (11.2) (14.3) (70.1) (6.9) (17.5) (203.4) 6 3/4 7 1/2 9 1/2 10,040 1,588 2,510 3,380 17,000 1,668 4,250 (171) (191) (241) (44.7) (7.1) (11.2) (15.0) (75.6) (7.4) (18.9) 3 7/8 8 3/4 5 3/8 7,480 821 1,870 2,275 10,720 1,253 2,680 7/8 (98) (222) (137) (33.3) (3.7) (8.3) (10.1) (47.7) (5.6) (11.9) 200 (22.2) 7 7/8 8 3/4 11 17,040 1,566 4,260 4,670 20,320 2,401 5,080 (271.2) (200) (222) (279) (75.8) (7.0) (18.9) (20.8) (90.4) (10.7) (22.6) 4 1/2 10 6 1/4 15,400 2,440 3,850 3,885 15,680 1,876 3,920 1 (114) (254) (159) (68.5) (10.9) (17.1) (17.3) (69.7) (8.3) (17.4) 300 (25.4) 9 10 12 5/8 20,760 3,116 5,190 6,355 30,080 1,612 7,520 (406.7) (229) (254) (321) (92.3) (13.9) (23.1) (28.3) (133.8) (7.2) (33.5) 5 5/8 12 1/2 7 7/8 15,160 1,346 3,790 4,990 24,760 625 6,190 11/4 (143) (318) (200) (67.4) (6.0) (16.9) (22.2) (110.1) (2.8) (27.5) 400 (31.8) 9 1/2 12 1/2 13 1/4 20,160 3,250 5,040 8,635 48,920 1,693 12,230 (542.3) (241) (318) (337) (89.7) (14.5) (22.4) (38.4) (217.6) (7.5) (54.4) . The allowable loads listed are based on a safety factor of 4.0. 2. Allowable loads may be increased by 331h% for short-term loading due to wind or seismic forces where permitted by code. 3. Refer to allowable load adjustment factors for edge distance and spacing on pages 126 & 128. 4. Drill bit diameter used in base material corresponds to nominal anchor diameter. 5. Allowable loads may be linearly interpolated between concrete strengths listed. 6. Allowable loads for 1/4 -inch size at 11/2 -inch embedment apply to both the Wedge -All and Tie -Wire anchors. Installation torque does not apply to the Tie -Wire anchor. 7. The minimum concrete thickness is 1I/2 times the embedment depth. SIMPSON Strong -Tie ANCHOR SYSTEMS *See page 7 for an explanation of the load table icons =WV /es.Iueysa/N 121 Mechanical Anchors 122 WEDGE -ALL" Wedge Anchors Shear Loads for Carbon Steel Wedge in Normal Weight Concrete -All (and Tie -Wire) Anchors Shea Load A Install. Torque ft -lbs (N -m) Size in. (mm) Embed. Depth in. (mm) Critical Edge Dist. in.(mm) (mm) Critical Spacing in. f'c >= 2000 psi (13.8 MPa) Concrete f'c >= 3000 psi (20.727.6 MPa)Concrete f'c >= 4000 psi ( MPa Ultimate lbs. (kN) Std. Dev. lbs. (kN) Allow. lbs. (kN) AIIow. lbs. (kN) AIIow. lbs. (kN) 1/46 11/8 (29) 21/2 (64) 15/8 (41) 920 (4.1) 47 (0.2) 230 (1.0) 230 (1.0) 230 (1.0) 8 (10.8) (6.4) 2 1/4 (57) 2 1/2 (64) 3 1/8230 (79) (1.0) 230 (1.0) 230 (1.0) 3/8 (9.5) 1 3/4 (44) 3 3/4 (95) 2 3/8 (60) 2,280 (10.1) 96 (0.4) 570 (2.5) 570 (2.5) 570 (2.5) 30 2 5/8 (67) 3 3/4 (95) 3 5/8 (92) 4,220 (18.8) 384 (1.7) 1,055 7) 1,055 (4.7) 1,055 (40.7) 33/8 (86) 33/4 (95) 43/4 (121)• 1 .75 (4.7) 75 (4.7) 1 .75 (4.7) 1/2 (12.7) 21/4 (57) 5 (127) 31/8 (79) 6,560 (29.2) 850 (3.8) 1,345 (6.0) 1,485 (6.6) 1,625 (7.2) 60 (81.3) 3 3/8 (86) 5 (127) 4 3/4 (121) 8,160 (36.3) 880 (3.9) 1,675 (7.5) 1,850 (8.2) 2,020 (9.0) 4 1/2 (114) 5 (127) 6 1/4 (159) 1,675 (7.5) 1,850 (8.2) 2,020 (9.0) 5/8 (15.9) 2 3/4 (70) 6 1/4 (159) 3 7/8 (98) 8,720 (38.8) 1,699 (7.6) 1,620 (7.2) 1,900 (8.5) 2,180 (9.7) 90 (122.0) 41/2 (114) 61/4 (159) 61/4 (159) 12,570 (55.9) 396 (1.8) 2,330 (10.4) 2,740 (12.2) 3,145 (14.0) 51/2 (140) 61/4 (159) 7 3/42,330 (197) (10.4) 2,740 (12.2) 3,145 (14.0) 3/4 (19.1) 3 3/8 (86) 7 1/2 (191) 4 3/4 (121) 11,360 (50.5) 792 (3.5) 2,840 (12.6) 2,840 (12.6) 2,840 (12.6) 150 (203.4) 5 (127) 7 1/2 (191) 7 (178) 18,430 (82.0) 1,921 (8.5) 4,610 (20.5) 4,610 (20.5) 4,610 (20.5) 6 3/4 (171) 7 1/2 (191) 9 1/2 (241) 4,610 (20.5) 4,610 (20.5) 4,610 (20.5) 7/8 (22.2) 3 7/8 (98) 8 3/4 (222) 5 3/8 (137) 13,760 (61.2) 2,059 (9.2) 3,440 (15.3) 3,440 (15.3) 3,440 (15.3) 200 7 7/8 (200) 8 3/4 (222) 11 (279) 22,300 (99.2) 477 (2.1) 5,575 (24.8) 5,575 (24.8) 5,575 (24.8) (271.2) 1 (25.4) 4 1/2 (114) 10 (254) 6 1/4 (159) 22,519 (100.2) 1,156 (5.1) 5,730 (25.5) 5,730 (25.5) 5,730 (25.5) 300 9 (229) 10 (254) 12 5/8 (321) 25,380 (112.9) 729 (3.2) 6,345 (28.2) 6,345 (28.2) 6,345 (28.2) (406.7) 1 1/4 (31.8) 5 5/8 (143) 121/2 (318) 7 7/8 (200) 29,320 (130.4) 2,099 (9.3) 7,330 (32.6) 7,330 (32.6) 7,330 (32.6) 400 91/2 (241) 121/2 (318) 131/4 (337) 7,330 (32.6) 7,330 (32.6) 7,330 (32.6) (542.3) . The allowable loads listed are based on a safety factor of 4.0. 2. Allowable loads may be increased by 331/2% for short-term loading due to wind or seismic forces where permitted by code. 3. Refer to allowable load adjustment factors for spacing and edge distance on pages 126, 127 & 129. 4. Drill bit diameter used in base material corresponds to nominal anchor diameter. 5. Allowable loads may be linearly interpolated between concrete strengths listed. 6. Allowable loads for 1/4 -inch size at 11/8 -inch embedment apply to both the Wedge -All and Tie -Wire anchors. Installation torque does not apply to the Tie -Wire anchor. 7. The minimum concrete thickness is 1' times the embedment depth. SIMPSON strong -Tie ANCHOR SYSTEMS See page 7 for an explanation of the load table icons C -SAS -2007 © 2006 SIMPSON STRONG -TIE COMPANY, INC. C -SAS -2007 © 2006 SIMPSON STRONG -TIE COMPANY, INC. • WEDGE-ALI: Wedge Anchors Tension Loads for Stainless Steel Wedge -All Anchors in Normal -Weight Concrete Size in. (mm) Embed. Depth in. (mm) Critical Edge Dist. in. (mm) Critical Spacing in. (mm) Allowable Tension Load lbs. (kN) Install. Torque ft -lbs (N -m) f'c >= 2000 psi (13.8 MPa) Concrete f'c >= 3000 psi (20.7 MPa) Concrete f'c >= 4000 psi (27.6 MPa) Concrete 1 1/8 2 1/2 1 5/8 155 185 215 1/4 (29) (64) (41) (0.7) (0.8) (1.0) 8 (6.4) 21/4 2 1/2 31/8 430 475 520 (10.8) (57) (64) (79) (1.9) (2.1) (2.3) 1 3/4 3 3/4 2 3/8 350 500 650 (44) (95) (60) (1.6) (2.2) (2.9) 3/8 2 5/8 3 3/4 3 5/8 755 990 1,225 30 (9.5) (67) (95) (92) (3.4) (4.4) (5.4) (40.7) 3 3/8 3 3/4 4 3/4 830 1,025 1,225 (86) (95) (121) (3.7) (4.6) (5.4) 21/4 5 31/8 740 965 1,190 (57) (127) (79) (3.3) (4.3) (5.3) 1/2 3 3/8 5 4 3/4 1,360 1,785 2,215 60 (12.7) (86) (127) (121) (6.0) (7.9) (9.9) (81.3) 4 1/2 5 6 1/4 1,565 2,115 2,665 (114) (127) (159) (7.0) (9.4) (11.9) 2 3/4 6 1/4 3 7/8 1,015 1,475 1,935 (70) (159) (98) (4.5) (6.6) (8.6) 5/8 4 1/2 6 1/4 6 1/4 1,845 2,690 3,535 90 (15.9) (114) (159) (159) (8.2) (12.0) (15.7) (122.0) 5 1/2 6 1/4 7 3/4 1,845 2,690 3,535 (140) (159) (197) (8.2) (12.0) (15.7) 3 3/8 7 1/2 4 3/4 1,520 1,880 2,240 (86) (1 91) (121) (6.8) (8.4) (10.0) 3/4 5 7 1/2 7 2,260 2,905 3,545 150 (19.1) (127) (191) (178) (10.1) (12.9) (15.8) (203.4) 6 3/4 7 1/2 9 1/2 2,260 3,040 3,825 (171) (191) (241) (10.1) (13.5) (17.0) 3 7/8 8 3/4 5 3/8 1,685 2,050 2,410 7/8 (98) (222) (137) (7.5) (9.1) (10.7) 200 (22.2) 7 7/8 8 3/4 11 3,835 4,205 4,570 (271.2) (200) (222) (279) (17.1) (18.7) (20.3) 41/2 10 61/4 3,465 3,495 3,530 1 (114) (254) (159) (15.4) (15.5) (15.7) 300 (25.4) 9 10 12 5/8 4,670 5,720 6,770 (406.7) (229) (254) (321) (20.8) (25.4) (30.1) 5 5/8 12 1/2 7 7/8 3,410 4,490 5,570 1 1/4 (143) (318) (200) (15.2) (20.0) (24.8) 400 (31.8) 91/2 121/2 131/4 4,535 7,770 11,005 (542.3) (241) (318) (337) (20.2) (34.6) (49.0) 1. The allowable loads listed are based on a safety tactor of 4.0. 2. Allowable loads may be increased by 331% for short-term loading due to wind or seismic forces where permitted by code. 3. Refer to allowable load adjustment factors for edge distance and spacing on pages 126 & 128. 4. Drill bit diameter used in base material corresponds to nominal anchor diameter. 5. Allowable loads may be linearly interpolated between concrete strengths listed. 6. The minimum concrete thickness is 11/2 times the embedment depth. * *See page 7 for an explanation of the load table icons SIMPSON Strong•Tie MOW leafuegaady 123 Mechanical Anchors 124 1 • WEDGE -ALL Wedge Anchors Shear Loads for Stainless Steel Wedge -All Anchors in Normal -Weight Concrete Size In. (mm) Embed. Depth in. (mm) Critical Edge Dist. in. (mm) Critical SpacingTorque in. (mm) Allowable Shear Load Ihs. (kN) Install. ft -lbs (N -m) f'c >= 2000 psi (13.8 MPa) Concrete f'c >= 3000 psi (20.7 MPa) Concrete f'c >= 4000 psi (27.6 MPa) Concrete 1 1/8 21/2 1 5/8 265 265 265 1/4 (29) (64) (41) (1.2) (1.2) (1.2) 8 (6.4) 21/4 21/2 31/8 265 265 265 (10.8) (57) (64) (79) (1.2) (1.2) (1.2) 1 3/4 3 3/4 2 3/8 655 655 655 (44) (95) (60) (2.9) (2.9) (2.9) 3/8 2 5/8 3 3/4 3 5/8 1,215 1,215 1,215 30 (9.5) (67) (95) (92) (5.4) (5.4) (5.4) (40.7) 3 3/8 3 3/4 4 3/4 1,215 1,215 1,215 (86) (95) (121) (5.4) (5.4) (5.4) 2 1/4 5 3 1/8 1,545 1,710 1,870 (57) (127) (79) (6.9) (7.6) (8.3) 1/2 3 3/8 5 4 3/4 1,925 2,130 2,325 60 (12.7) (86) (127) (121) (8.6) (9.5) (10.3) (81.3) 4 1/2 5 6 1/4 1,925 2,130 2,325 (114) (127) (159) (8.6) (9.5) (10.3) 2 3/4 6 1/4 3 7/8 1,865 2,185 2,505 (70) (159) (98) (8.3) (9.7) (11.1) 5/8 4 1/2 6 1/4 6 1/4 2,680 3,150 3,615 90 (15.9) (114) (159) (159) (11.9) (14.0) (16.1) (122.0) 5 1/2 6 1/4 7 3/4 2,680 3,150 3,615 (140) (159) (197) (11.9) (14.0) (16.1) 3 3/8 7 1/2 4 3/4 3,265 3,265 3,265 (86) (191) (121) (14.5) (14.5) (14.5) 3/4 5 71/2 7 5,300 5,300 5,300 150 (19.1) (127) (191) (178) (23.6) (23.6) (23.6) (203.4) 6 3/4 7 1/2 9 1/2 5,300 5,300 5,300 (171) (191) (241) (23.6) (23.6) (23.6) 3 7/8 8 3/4 5 3/8 3,955 3,955 3,955 7/8 (98) (222) (137) (17.6) (17.6) (17.6) 200 (22.2) 7 7/8 8 3/4 11 6,410 6,410 6,410 (271.2) (200) (222) (279) (28.5) (28.5) (28.5) 4 1/2 10 6 1/4 6,590 6,590 6,590 1 (114) (254) (159) (29.3) (29.3) (29.3) 300 (25.4) 9 10 12 5/8 7,295 7,295 7,295 (406.7) (229) (254) (321) (32.4) (32.4) (32.4) 5 5/8 12 1/2 7 7/8 8,430 8,430 8,430 1 1/4 (143) (318) (200) (37.5) (37.5) (37.5) 400 (31.8) 9 1/2 12 1/2 13 1/4 8,430 8,430 8,430 (542.3) (241) (318) (337) (37.5) (37.5) (37.5) . The allowable loads listed are based on a safety factor of 4.0. 2. Allowable loads may be increased by 16% tor short-term loading due to wind or seismic forces where permitted by code. 3. Refer to allowable load adjustment factors for spacing and edge distance on pages 126, 127 & 129. 4. Drill bit diameter used in base material corresponds to nominal anchor diameter. 5. Allowable loads may be linearly interpolated between concrete strengths listed. 6. The minimum concrete thickness is 11/2 times the embedment depth. * *See page 7 tor an explanation of the load table icons SIMPSON ANCHOR SYSTEMS C -SAS -2007 © 2006 SIMPSON STRONG -TIE COMP C -SAS -2007 O 2006 SIMPSON STRONG -TIE COMPANY, INC. a,.`" _t_ WEDGE -ALL Wedge Anchors Tension Loads for Carbon Steel Wedge -All (and Tie -Wire) Anchors in Lightweight Concrete over Metal Deck See notes 1 8 below Shear Loads for Carbon Steel Wedge -All (and Tie -Wire) Anchors in Lightweight Concrete over Metal Deck W KA* Embed.Critical Depth Edge in. j Dist. (mm) : in. (mm) Critical End Dist. in. (mm) Critical ` 8" Grout -Filled CMU Allowable Load Based on CMU Strength Tension Load Tension Load Shear Load Size Embed. Critical Critical (Install in Concrete) (Install through Metal Deck) Install. in. Depth Edge Spacing f'c >= 3000 psi (20.7 MPa) f'c >= 3000 psi (20 7 MPa) Torque (mm) in. Dist. in. Concrete Concrete ft -lbs 12 (mm) in. (mm) Ultimate Std. Dev. AIIow. Ultimate Std. Dev. Allow. (N -m) (0.6) (2.4) (mm) (2.7) i (6.0) lbs. (kN) lbs. (kN) lbs. (kN) lbs. (kN) lbs. (kN) lbs. (kN) 780 1/4 (TWD) 1 1/2 3 3/8 2 3/41,440 111 508 (445) (445 (13.9) (1.5) (3.5) 167 360 (74.5) (6.4) (38) (86) (70) 248 r 1,080 10,160 801 (6.4) (0.7) (1.6) 133 1/2 21/4 6 3/4 41/8 3,880 228 970 3,860 564 965 60 (12.7) (57) (171) (105) (17.3) (1.0) (4.3) (17.2) (2.5) (4.3) (81.3) 5/8 2 3/4 8 3/8 5 5,920 239 1,480 5,220 370 1,305 90 (15.9) (70) (213) (127) (26.3) (1.1) (6.6) (23.2) (1.6) (5.8) (122.0) 3/4 3 3/8 10 6 1/8 7,140 537 1,785 6,600 903 1,650 150 (19.1) (86) (254) (156) (31.8) (2.4) (7.9) (29.4) (4.0) (7.3) (203.4) See notes 1 8 below Shear Loads for Carbon Steel Wedge -All (and Tie -Wire) Anchors in Lightweight Concrete over Metal Deck W KA* . The allowable loads listed are based on a safety factor of 4 0. 2. For installations in concrete (not through metal deck), allowable loads may be increased by 331/2% for short-term loading due to wind or seismic forces. 3. For installations through metal deck, allowable Tension loads must be decreased 23% and allowable Shear loads may be increased 331% for short-term loading due to wind or seismic forces. 4. Refer to allowable load adjustment factors for edge distance on page 130. Tension and Shear Loads for Carbon Steel Wedge -All Anchors in Grout Filled CMU *See page 7 for an explanation of the load table icons SIMPSON StrongTie ANCHOR SYSTEMS Lightweight Concrete On Metal Deck 1' 20 Gauge Metal Deck Minimum 5. 100% of the allowable load is permitted at Critical Spacing. Loads at reduced spacing have not been determined. 6. Drill bit diameter used in base material corresponds to nominal anchor diameter. 7. The minimum concrete thickness is 11/2 times the embedment depth. 8. Metal deck must be minimum 20 gauge. MINN Size in. (mm) Embed.Critical Depth Edge in. j Dist. (mm) : in. (mm) Critical End Dist. in. (mm) Critical ` 8" Grout -Filled CMU Allowable Load Based on CMU Strength Shear Load Shear Load Shear Load Size Embed. Critical Critical (Install in Concrete) (Install through Metal Deck) Install. 1'c >= 3000 psi (20.7 MPa) Cc >= 3000 psi (20 7 MPa) in. Depth Edge Spacing Torque (mm) in. Dist. in. Concrete Concrete ft -lbs 12 (mm) in. (mm) Ultimate Std. Dev. Allow. Ultimate Std. Dev. Allow. (N -m) (0.6) (2.4) (mm) (2.7) i (6.0) lbs. (kN) lbs. (kN) lbs. (kN) lbs. (kN) lbs. (kN) lbs. (kN) 780 1/4 (TWD) 1 1/2 3 3/8 2 3/41,660 111 508 (445) (445 (13.9) (1.5) (3.5) 627 415 (74.5) (6.4) (38) (86) (70) 248 r 1,080 10,160 801 (7.4) (2.8) (1.8) 133 1/2 2 1/4 6 3/4 4 1/8 5,575 377 1,395 7,260 607 1,815 60 (12.7) (57) (171) (105) (24.8) (1.7) (6.2) (32.3) (2.7) (8.1) (81.3) 5/8 2 3/4 8 3/8 5 8,900 742 2,225 8,560 114 2,140 90 (15.9) (70) (213) (127) (39.6) (3.3) (9.9) (38.1) (0.5) (9.5) (122.0) 3/4 3 3/8 10 6 1/8 10,400 495 2,600 11,040 321 2,760 150 (19.1) (86) (254) (156) (46.3) (2.2) (11.6) (49.1) (1.4) (12.3) (203.4) . The allowable loads listed are based on a safety factor of 4 0. 2. For installations in concrete (not through metal deck), allowable loads may be increased by 331/2% for short-term loading due to wind or seismic forces. 3. For installations through metal deck, allowable Tension loads must be decreased 23% and allowable Shear loads may be increased 331% for short-term loading due to wind or seismic forces. 4. Refer to allowable load adjustment factors for edge distance on page 130. Tension and Shear Loads for Carbon Steel Wedge -All Anchors in Grout Filled CMU *See page 7 for an explanation of the load table icons SIMPSON StrongTie ANCHOR SYSTEMS Lightweight Concrete On Metal Deck 1' 20 Gauge Metal Deck Minimum 5. 100% of the allowable load is permitted at Critical Spacing. Loads at reduced spacing have not been determined. 6. Drill bit diameter used in base material corresponds to nominal anchor diameter. 7. The minimum concrete thickness is 11/2 times the embedment depth. 8. Metal deck must be minimum 20 gauge. MINN Size in. (mm) Embed.Critical Depth Edge in. j Dist. (mm) : in. (mm) Critical End Dist. in. (mm) Critical ` 8" Grout -Filled CMU Allowable Load Based on CMU Strength Install. Torque ftlbs (N -m) Spacing; Tension Load in. I Shear Load (mm) 1 Ultimate Std. Dev. I Allow. ! lbs. (kN) ' lbs. (kN) ! lbs. (kN) Ultimate lbs. (kN) Std. Dev. I AIIow. lbs. (kN) I lbs. (kN) Anchor Installed on the Face of the CMU Wall at Least 1 1/4 inch Away from Head Joint (See Figure) 3/8 2 5/8 12 101/2 j 101/2: 1,700 129 425 3,360 223 840 1 30 (9.5) (67) (305) (267) ! (267) (7.6) (0.6) (1.9) (14.9) (1.0) (3.7) (40.7) 1/2 3 1/2 12 14 14 2,120 129 530 5,360 617 1 1,340 35 12.7 89 (305) (356) (356) (9.4L (0.6) (2.4) (23.8) (2.7) i (6.0) (47.4) 5/8 4 3/8 20 17 1/2 I 17 1/2 3,120 Y 342 780 8,180 513 2,045 55 15.9 111 508 (445) (445 (13.9) (1.5) (3.5) (36.4) _-(2.3) (9.1) (74.5) 3/4 5 1/4 20 21 21 ' 4,320 248 r 1,080 10,160 801 2,540 120 19.1 133 (508) (533) ; (533) 1,119.2)_, (1.1) (4.8) (45.2) (36)_„ (11.3) (162.6) 1. The tabulated allowable loads are based on a safety factor of 4.0 for installations under the UBC. For installations under the IBC and IRC, use a safety factor of 5.0 (multiply the tabulated allowable loads by 0.80). 2. Listed loads may be applied to installations on the face of the CMU wall at least 11/4 inch away from headjoints. . Values are for 8 -inch -wide CMU Grade N, Type II, lightweight, medium -weight and normal -weight concrete masonry units conforming to UBC Standard 21-4 or ASTM C90. The masonry units must be fully grouted with grout complying with UBC Section 2103.4 or IBC Section 2103.12. Mortar must be Type M or S prepared in accordance with Section 2103.3 of the UBC and UBC Standard. 21-15, or IBC Section 2103.8. The specified compressive strength of masonry, f'm, at 28 days must be a minimum 011,500 psi. * EDGE D45TIlICE Tie -Wire CRITICAL EDGE DISTANCE ISEE LOAD TABLE) INSTALLATION MTNIS AREA EOR REDUCED ALLOWABLE LOAD CAPACITY ` wiz////•II //.I1MS. INSTALLATIONS IN THIS AREA POR FHL ALLOWABLE LOAD CAPACITY f IWNHNM EGGE OISfANCF C*ITAL EDGE DISTANCE (SEE LAO TABLE) NDINS8A1LAnON WIIWI Pa OE NF O 10INT Shaded Area = Placement for Full and Reduced Allowable Load Capacity in Grout -Filled CMU 4. Embedment depth is measured from the outside face of the concrete masonry unit. 5. Drill bit diameter used in base material corresponds to nominal anchor diameter. 6. Allowable loads may be increased by 331 percent for short-term loading due to wind and seismic forces. 7. Tension and Shear loads for the Wedge -All may be combined using the parabolic interaction equation (n=5/3). 8. Refer to allowable load adjustment factors for edge distance on page 130. SJoyaud/ea►ueyaaW 125 Mechanical Anchors 126 WEDGEALL® Technical Information Load Adjustment Factors for Carbon Steel and Stainless Steel Wedge -All Anchors in Normal -Weight Concrete: Edge Distance, Tension and Shear Loads How to use these charts: 1. The following tables are for reduced Edge Distance. 2. Locate the anchor size to be used for either a tension and/or shear load application. 3. Locate the edge distance (Cott) at which the anchor is to be installed. Edge Distance Tension (fc) SIMPSON Strong -Tie ANCHOR SYSTEMS 4. The load adjustment factor (10 is the intersection of the row and column. 5. Multiply the allowable load by the applicable load adjustment factor. 6. Reduction factors for multiple edges are multiplied together. a Edge Dist. Cact (in) Size 1/4 3/8 1/2 5/8 3/4 7/8 1 1 1/4 Ccr 2 1/2 3 3/4 5 6 1/4 71/2 8 3/4 10 12 1/2 Cmin 1 11/2 2 21/2 3 31/2 4 5 fcmin 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 1 0.70 11/2 0.80 0.70 2 0.90 0.77 0.70 21 /2 1.00 0.83 0.75 0.70 3 0.90 0.80 0.74 0.70 3 1/2 0.97 0.85 0.78 0.73 0.70 3 3/4 1.00 0.88 0.80 0.75 0.71 4 0.90 0.82 0.77 0.73 0.70 41/2 0.95 0.86 0.80 0.76 0.73 5 1.00 0.90 0.83 0.79 0.75 0.70 51/2 0.94 0.87 0.81 0.78 0.72 6 0.98 0.90 0.84 0.80 0.74 61/4 1.00 0.92 0.86 0.81 0.75 61/2 0.93 0.87 0.83 0.76 7 0.97 0.90 0.85 0.78 71/2 1.00 0.93 0.88 0.80 8 0.96 0.90 0.82 81 /2 0.99 0.93 0.84 8 3/4 1.00 0.94 0.85 10 1.00 0.90 12 1/2 1.00 15 Edge Distance Shear (fc) (Shear Applied Perpendicular to Edge) a Edge Dist. Cact (in) Size 1/4 3/8 1/2 5/8 3/4 7/8 1 1 1/4 Ccr 2 1/2 3 3/4 5 6 1/4 7 1/2 8 3/4 10 12 1/2 Cmin 1 11/2 2 21/2 3 31/2 4 5 fcmin 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 1 0.30 11/2 0.53 0.30 2 0.77 0.46 0.30 2 1/2 1.00 0.61 0.42 0.30 3 0.77 0.53 0.39 0.30 31/2 0.92 0.65 0.49 0.38 0.30 3 3/4 1.00 0.71 0.53 0.42 0.33 4 0.77 0.58 0.46 0.37 0.30 41/2 0.88 0.67 0.53 0.43 0.36 5 1.00 0.77 0.61 0.50 0.42 0.30 51/2 0.86 0.69 0.57 0.48 0.35 6 0.95 0.77 0.63 0.53 0.39 61/4 1.00 0.81 0.67 , 0.56 0.42 61/2 0.84 0.70 0.59 0.44 7 0.92 0.77 0.65 0.49 7 1/2 1.00 0.83 0.71 0.53 8 0.90 0.77 0.58 81/2 0.97 0.83 0.63 8 3/4 1.00 0.85 0.65 10 1.00 0.77 12 1/2 1.00 15 *See page 7 for an explanation of the load table icons See Notes Below * 1. Cact = actual edge distance at which anchor is installed (inches). 2. Cu = critical edge distance for 100% load (inches). 3. Cmin = minimum edge distance for reduced load (inches). 4. fc = adjustment factor for allowable load at actual edge distance. 5. fccr = adjustment factor for allowable load at critical edge distance. fccr is always = 1.00. 6 fcmin = adjustment factor for allowable load at minimum edge distance. 7. fc = fcmin * l(1 - fcmin) (Cott' Cmin) / (Ccr Cmin)) Load Adjustment Factors for Reduced Spacing: Critical spacing is listed in the load tables. No adjustment in load is required when the anchors are spaced at critical spacing. No additional testing has been performed to determine the adjustment factors for spacing dimensions less than those listed in the load tables. C -SAS -2007 O 2006 SIMPSON STRONG -TIE COMPANY, INC. C -SAS -2007 02006 SIMPSON STRONG -TIE COMPANY, INC. • WEDGE -ALL' Technical Information Load Adjustment Factors for Carbon Steel and Stainless Steel Wedge -AH Anchors in Normal -Weight Concrete: Edge Distance and Shear Load Applied Parallel to Edge How to use these charts: 1. The following tables are for reduced Edge Distance. 2. Locate the anchor size to be used for a shear load application. 3. Locate the edge distance (Cacti') at which the anchor is to be installed. Edge Distance Shear Ho) (Shear Applied Parallel to Edge with End Distance >_ EDmin) w SIMPSON StrongTTie ANCHOR SYSTEMS 4. The load adjustment factor (fcii) is the intersection of the row and column. 5. Multiply the allowable load by the applicable load adjustment factor. 6. Reduction factors for multiple edges are multiplied together. Edge Dist. Cam (in) Size 1/4 3/8 1/2 5/8 3/4 7/8 1 1 1/4 E 2 1/4 3 3/8 4 1/2 5 1/2 6 3/4 7 7/8 9 9 1/2 EDmin 9 131/2 18 22 27 311/2 36 38 Ccdl 21/2 3 3/4 5 61/4 71/2 8 3/4 10 121/2 Cminll 1 11/2 2 21/2 3 31/2 4 5 fcminll 1.00 0.93 0.70 0.62 0.62 0.62 0.62 0.62 1 1.00 1 1/2 1.00 0.93 2 1.00 0.95 0.70 2 1/2 1.00 0.96 0.75 0.62 3 0.98 0.80 0.67 0.62 3 1/2 0.99 0.85 0.72 0.66 0.62 4 1.00 0.90 0.77 0.70 0.66 0.62 5 1.00 0.87 0.79 0.73 0.68 0.62 6 0.97 0.87 0.80 0.75 0.67 7 1.00 0.96 0.87 0.81 0.72 8 1.00 0.95 0.87 0.77 9 1.00 0.94 0.82 10 1.00 0.87 11 0.92 12 0.97 13 1.00 1. Table is not app icable to anchors with ED < EDmin. Factors from this table may not be combined with load adjustment factors for shear loads applied perpendicular to edge. 2. Cacti' = actual edge distance (measured perpendicular to direction of shear load) at which anchor is installed (inches). 3. Col = critical edge distance (measured perpendicular to direction of shear load) for 100% load (inches). 4. Cminll = minimum edge distance (measured perpendicular to direction of shear load) for reduced load (inches). 5. ED = actual end distance (measured parallel to direction of shear load) at which anchor is installed (inches). 6. EDmin = minimum edge distance (measured parallel to direction of shear Toad). 7. fcll = adjustment factor for allowable load at actual edge distance. 8. tccr1l = adjustment factor for allowable load at critical edge distance. tccrll is always = 1.00. 9. fcminli = adjustment factor for allowable Toad at minimum edge distance. 10. fcll = fcmin11 + ((1 - tcminll) (Cacti' - Cmin11) / (CcrIl ' Cminp)]• * *See page 7 for an explanation of the load table icons sJogaud Iea.iueyaaW 127 Mechanical Anchors 128 • WEDGE -ALL® Technical Information Load Adjustment Factors for Carbon Steel and Stainless Steel Wedge -All Anchors in Normal -Weight Concrete: Spacing, Tension Loads How to use these charts: 1. The following tables are for reduced Spacing. 2. Locate the anchor size to be used for a tension load application. 3. Locate the anchor embedment (E) used for a tension load application. 4. Locate the spacing (Sacs) at which the anchor is to be instated. Spacing Tension (fs) SIMPSON S,trong-'I'le ANCHOR SYSTEMS 5. The load adjustment factor (fs) is the intersection of the row and column. 6. Multiply the allowable load by the applicable load adjustment factor. 7. Reduction factors for multiple spacings are multiplied together. 11-0' Sact(in.) Dia. (in.) 1/4 3/8 1/2 5/8 E (in.) 1 1/8 21/4 1 3/4 2 5/8 3 3/8 21/4 3 3/8 41/2 2 3/4 41/2 51/2 Ss,(in.) 15/8 31/8 23/8 35/8 43/4 31/8 43/4 61/4 37/8 61/4 73/4 Smin(in.) 5/8 11/8 7/8 13/8 13/4 11/8 13/4 21/4 13/8 21/4 23/4 fsmin 0.43 0.70 0.43 0.43 0.70 0.43 0.43 0.70 0.43 0.43 0.70 3/4 0.50 3 0.67 0.49 0.60 0.54 0.46 1 4 0.64 0.86 0.48 0.73 0.77 0.70 0.68 0.57 5 11/4 1.00 0.79 0.72 0.57 0.74 0.82 0.47 0.68 0.71 6 11/2 0.83 0.93 0.76 0.67 0.46 0.79 0.54 7 0.46 1.00 0.88 13/4 0.83 1.00 0.79 0.76 0.53 0.70 0.61 0.43 0.52 0.87 2 0.83 1.00 0.83 0.86 0.59 0.73 0.68 0.48 0.57 0.87 21/4 0.85 10 0.87 0.95 0.65 0.75 0.75 0.53 0.70 0.63 0.43 0.89 2 1/2 0.91 1.00 0.72 0.78 0.82 0.57 0.72 0.69 0.47 2 3/4 0.94 0.78 0.80 0.89 0.62 0.74 0.74 0.50 0.70 3 0.98 1.00 0.84 0.83 0.96 0.67 0.76 0.80 0.54 0.72 3 1/2 1.00 1.00 0.97 0.88 1.00 0.76 0.79 0.91 0.61 0.75 4 1.00 0.93 0.86 0.83 1.00 0.68 0.78 4 1/2 0.98 0.95 0.87 0.75 0.81 5 1.00 1.00 0.91 0.82 0.84 6 0.98 0.96 0.90 7 1.00 1.00 0.96 8 1.00 See Notes Below Spacing Tension (fs) w Sam (in.) Dia. (in.) 3/4 7/8 1 1 1/4 E (in.) 3 3/8 5 6 3/4 3 7/8 7 7/8 41/2 9 5 5/8 91/2 Ss,(in.) 43/4 7 91/2 53/8 11 61/4 125/8 77/8 131/4 Smin (in.) 1 3/4 21/2 3 3/8 2 4 21/4 41/2 2 7/8 4 3/4 fsmin 0.43 0.43 0.70 0.43 0.70 0.43 0.70 0.43 0.70 2 0.48 0.43 3 0.67 0.49 0.60 0.54 0.46 4 0.86 0.62 0.73 0.77 0.70 0.68 0.57 5 1.00 0.75 0.78 0.94 0.74 0.82 0.72 0.68 0.71 6 0.87 0.83 1.00 0.79 0.96 0.76 0.79 0.74 7 1.00 0.88 0.83 1.00 0.79 0.90 0.78 8 0.93 0.87 0.83 1.00 0.81 9 0.98 0.91 0.87 0.85 10 1.00 0.96 0.90 0.89 11 1.00 0.94 0.92 12 0.98 0.96 13 1.00 0.99 14 1.00 1. E = Embedment depth (inches). 2. Sam = actual spacing distance at which anchors are installed (inches). 3. Scr = critical spacing distance for 100% load (inches). 4. Smin = minimum spacing distance for reduced load (inches). 5. fs = adjustment factor for allowable load at actual spacing distance. 6. fscr = adjustment factor for allowable load at critical spacing distance. fscr i5 always = 1.00. 7. fsmin = adjustment factor for allowable load at minimum spacing distance. 8. fs = fsmin + [(1 ' fsmin) (Sact Smin) i (Scr - Smin)). *See page 7 for an explanation of the load table icons C -SAS -2007 © 2006 SIMPSON STRONG -TIE COMPANY, INC. C -SAS -2007 © 2006 SIMPSON STRONG -TIE COMPANY, INC. WEDGE -ALL Technical Information Load Adjustment Factors for Carbon Steel and Stainless Steel Wedge -All Anchors in Normal -Weight Concrete: Spacing, Shear Loads How to use these charts: 1. The following tables are for reduced Spacing. 2. Locate the anchor size to be used for a shear load application. 3. Locate the anchor embedment (E) used for a shear load application. 4. Locate the spacing (Sact) at which the anchor is to be installed. Spacing Shear (fs) SIMPSON T ANCHOR SYSTEMS 5. The load adjustment factor (fs) is the intersection of the row and column. 6. Multiply the allowable load by the applicable load adjustment factor. 7. Reduction factors for multiple spacings are multiplied together. Sact(in•) Dia.(in.) 1/4 3/8 1/2 5/8 E (in.) 1 1/8 21/4 1 3/4 2 5/8 3 3/8 21/4 3 3/8 41/2 2 3/4 41/2 51/2 Scr(in.) 1 5/8 3 1/8 2 3/8 3 5/8 4 3/4 3 1/8 4 3/4 6 1/4 3 7/8 6 1/4 7 3/4 Smin (in.) 5/8 1 1/8 7/8 1 3/8 1 3/4 1 1/8 1 3/4 21/4 1 3/8 21/4 2 3/4 Lin 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 3/4 0.82 3 0.88 0.81 0.85 0.83 0.80 1 4 0.87 0.95 0.81 0.81 0.91 0.79 0.88 0.84 5 11/4 1.00 0.92 0.80 0.84 0.82 0.93 0.80 0.88 0.80 6 11/2 0.88 0.97 0.83 0.88 0.80 0.92 0.83 7 0.80 1.00 0.91 13/4 0.88 1.00 0.86 0.91 0.83 0.79 0.86 0.79 0.82 0.91 2 0.88 1.00 0.88 0.95 0.85 0.81 0.88 0.81 0.84 0.91 21/4 0.90 10 0.91 0.98 0.87 0.83 0.91 0.83 0.79 0.86 0.79 0.92 21/2 0.93 1.00 0.90 0.84 0.93 0.84 0.80 0.88 0.80 2 3/4 0.96 0.92 0.86 0.96 0.86 0.82 0.91 0.82 0.79 3 0.99 1.00 0.94 0.88 0.99 0.88 0.83 0.93 0.83 0.80 31/2 1.00 1.00 0.99 0.91 1.00 0.91 0.86 0.97 0.86 0.82 4 1.00 0.95 0.95 0.88 1.00 0.88 0.84 41/2 0.98 0.98 0.91 0.91 0.86 5 1.00 1.00 0.93 0.93 0.88 6 0.99 0.99 0.93 7 1.00 1.00 0.97 8 1.00 See Notes Below Spacing Shear (fs) w Sad (in.) Dia. (in.) 3/4 7/8 1 1 1/4 E (in.) 3 3/8 5 6 3/4 3 7/8 7 7/8 4 1/2 9 5 5/8 9 1/2 ' Ssr(in.) 4 3/4 7 91/2 5 3/8 11 61/4 12 5/8 7 7/8 131/4 Smin (in.) 1 3/4 2 1/2 3 3/8 2 4 2 1/4 4 1/2 2 7/8 4 3/4 fsmin 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 2 0.81 0.79 3 0.88 0.81 0.85 0.83 0.80 4 ' 0.95 0.86 0.81 0.91 0.79 0.88 0.84 5 1.00 0.91 0.85 0.98 0.82 0.93 0.80 0.88 0.80 6 0.95 0.88 1.00 0.85 0.99 0.83 0.92 0.82 7 1.00 0.91 0.88 1.00 0.85 0.96 0.85 8 0.95 0.91 0.88 1.00 0.87 9 0.98 0.94 0.91 0.90 10 1.00 0.97 0.93 0.92 11 1.00 0.96 0.94 12 0.98 0.97 13 1.00 0.99 14 1.00 1. E = Embedment depth (inches). 2. Sact = actual spacing distance at which anchors are installed (inches). 3. Scr = critical spacing distance for 100% load (inches). 4. Smin = minimum spacing distance for reduced load (inches). 5. fs = adjustment factor for allowable load at actual spacing distance. 6. ism. = adjustment factor for allowable load at critical spacing distance. fscr is always = 1.00. 7. fsmin = adjustment factor for allowable load at minimum spacing distance. 8. fs = fsmin + ((1 - fsmin) (Sact - Smin) / (Scr - Smin)]. *See page 7 for an explanation of the load table icons s,►agsud leslueysaw 129 Mechanical Anchors 130 WEDGE -ALL' Technical Information Load Adjustment Factors for Carbon Steel Wedge -All Anchors in Normal -Weight Concrete: Edge Distance, Tension and Shear Loads How to use these charts: 1. The following tables are for reduced Edge Distance. 2. Locate the anchor size to be used for either a tension and/or shear load application. 3. Locate the edge distance (Cact) at which the anchor is to be installed. t Edge Distance Tension (fc) a Edge Dist. Cact (in) Size 1/4 1/2 5/8 3/4 Ccr 3 3/8 6 3/4 8 3/8 10 Cmin 1 3/8 2 3/4 3 3/8 4 tcmin 0.70 0.70 0.70 0.70 1 3/8 0.80 0.70 0.52 1.00 1.00 1 1/2 0.80 0.72 0.58 1.00 1.00 2 0.83 0.79 0.64 1.00 1.00 2 1/2 0.85 0.87 0.70 1.00 1.00 2 3/4 0.88 0.91 0.70 1.00 1.00 3 0.90 0.94 0.72 0.53 0.53 3 3/8 0.93 1.00 0.75 0.70 0.58 3 1/2 0.95 18 0.76 0.71 0.62 4 0.98 20 0.79 0.74 0.70 41/2 1.00 0.83 0.77 0.73 5 0.87 0.80 0.75 51/2 0.91 0.83 0.78 6 0.94 0.86 0.80 61/2 0.98 0.89 0.83 6 3/4 1.00 0.90 0.84 7 0.92 0.85 71/2 0.95 0.88 8 0.98 0.90 8 3/8 1.00 0.92 8 1/2 0.93 9 0.95 9 1/2 0.98 10 1.00 SIMPSON Strong -Tie ANCHOR SYSTEMS 4. The load adjustment factor (fc) is the intersection of the row and column. 5. Multiply the allowable load by the applicable load adjustment factor. 6. Reduction factors for multiple edges are multiplied together. * Edge Distance Shear (fc) (Shear Applied Perpendicular to Edge) Edge Dist. Cact (in) Size 1/4 1/2 5/8 3/4 Cc, 3 3/8 6 3/4 8 3/8 10 Cmin 1 3/8 2 3/4 3 3/8 4 Lin 0.30 0.30 0.30 0.30 1 3/8 0.80 0.30 0.52 1.00 1.00 1 1/2 0.80 0.34 0.58 1.00 1.00 2 0.83 0.52 0.64 1.00 1.00 2 1/2 0.85 0.69 0.70 1.00 1.00 2 3/4 0.88 0.78 0.30 1.00 1.00 3 0.90 0.87 0.34 0.53 0.53 3 3/8 0.93 1.00 0.41 0.30 0.58 31/2 0.95 18 0.43 0.32 0.62 4 0.98 20 0.52 0.39 0.30 41/2 1.00 0.61 0.46 0.36 5 0.69 0.53 0.42 5 1/2 0.78 0.60 0.48 6 0.87 0.67 0.53 6 1/2 0.96 0.74 0.59 6 3/4 1.00 0.77 0.62 7 0.81 0.65 7 1/2 0.88 0.71 8 0.95 0.77 8 3/8 1.00 0.81 8 1/2 0.83 9 0.88 9 1/2 0.94 10 1.00 Load Adjustment Factors for Carbon Steel Wedge-AII Anchors in Face of Wall Installation in 8" Grout -Filled CMU: Edge Distance, Tension and Shear Loads t Edge Distance Tension (fc) Edge Dist. Size 3/8 1/2 5/8 3/4 C„ 12 12 20 20 Cad Cmin 4 4 4 4 (in) tcmin 1.00 1.00 0.80 0.80 4 0.52 1.00 1.00 0.80 0.80 6 0.58 1.00 1.00 0.83 0.83 8 0.64 1.00 1.00 0.85 0.85 10 0.70 1.00 1.00 0.88 0.88 12 0.76 1.00 1.00 0.90 0.90 14 0.82 0.53 0.53 0.93 0.93 16 0.88 0.58 0.58 0.95 0.95 18 0.94 0.62 0.62 0.98 0.98 20 1.00 0.66 0.66 1.00 1.00 * Load Adjustment Factors for Reduced Spacing: Critical spacing is listed in the load tables. No adjustment in load is required when the anchors are spaced at critical spacing. No additional testing has been performed to determine the adjustment factors for spacing dimensions less than those listed in the load tables. Edge Distance Shear (fc) y r a Edge Dist. Cact (in) Size 3/8 1/2 5/8 3/4 C„ 12 12 20 20 Cmin 4 4 4 4 Lin 0.79 0.52 0.32 0.32 4 0.79 0.52 0.32 0.32 5 0.82 0.58 0.36 0.36 6 0.84 0.64 0.41 0.41 7 0.87 0.70 0.45 0.45 8 0.90 0.76 0.49 0.49 9 0.92 0.82 0.53 0.53 10 0.95 0.88 0.58 0.58 11 0.97 0.94 0.62 0.62 12 1.00 1.00 0.66 0.66 13 0.70 0.70 14 0.75 0.75 15 0.79 0.79 16 0.83 0.83 17 0.87 0.87 18 0.92 0.92 19 0.96 0.96 20 1.00 1.00 a *See page 7 for an explanation of the load table icons * 1. Cact = actual edge distance at which anchor is installed (inches). 2. Ccr = critical edge distance for 100% load (inches). 3. Cmin = minimum edge distance for reduced load (inches). 4 fc - adjustment factor for allowable load at actual edge distance. 5. far = adjustment factor for allowable load at critical edge distance. fccr is always = 1.00. 6. fcmin = adjustment factor for allowable • load at minimum edge distance. 7 fc - fcmin * I(1 ' fcmin) (Cad - Cmin) / (Ccr - Cmin)). C -SAS -2007 © 2006 SIMPSON STRONG -TIE COMPANY, INC. LUS/HUS Double Shear Joist Hangers Page 1 of 5 LUS/HUS Double Shear Joist Hangers Or ='rwc r9E:?EC See Hanger tables. See Hanger Options for hanger modifications, which may result in reduced loads. All hangers in this series have double -shear nailing. This patented innovation distributes the load through two points on each joist nail for greater strength. It also allows the use of fewer nails, faster installation, and the use of standard nails for all connections. (Do not bend or remove tabs.) www.strongtie.com Material: See tables. Load Tables Gallery of images Finish: Galvanized. Some products available in stainless steel or ZMAX®; see Hanger Options Corrosion -Resistance. Stainles Steel (SS) hangers are available with SS nails - order Code Reports LUS210-2SSN. Drawings Mainline Catalog Page Installation: Related Categories Technical Bulletins Fliers Help for downloads • Use all specified fasteners. See General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded or nailer applications. • 16d sinkers (0.148" dia. x 3 1/4" long) may be used where 10d commons are specified with no reduction in load. Where 16d commons are specified, 10d commons or 16d sinkers (0.148" dia. x 3 1/4" long) may be used at 0.85 of the table load. • With 3x carrying members, use 16d x 2 1/2" nails into the header and 16d commons into the joist with no load reduction. With 2x carrying members, use 10d x 1 1/2" nails into the header and 10d commons into the joist, reduce the load to 0.64 of the table value. • Use stainless steel (SS) nails with SS hangers. Options: • LUS hangers cannot be modified. • HUS hangers available with the header flanges turned in for 2-2x (3 1/8") and 4x only, with no load reduction. See the HUSC Concealed Flange illustration. • See Hanger Options. Gallery: tp LUS28 roll over images below to see larger image ( i3 HUS210 ' HUS412 HUSC (HUS26, Concealed HUS28, and Flanges HHUS similar) (not available for HHUS, HGUS CLys z i u) and HUS2x) SIMP'SON Stranerie 1nisinnn,7 LUS/HUS Double Shear Joist Hangers Double Shear Double Shear Dome Double Typical LUS28 Nailing Top Nailing Side Shear Nailing Installation View View prevents tabs use .148x3" (10d Do not bend breaking off common) or tab (available on .148x3 1/4" (16d some models) sinker) nail U.S. Patent 5,603,580 Code Reports (PDFs): See table above, if available, for specific product code references ICC NER Reports (formerly NES Reports) about the ICC Code Ref. 4: NER421 (360k) AC and ACE, BC, F, RR, Z, LUS, HHUS and HUS, A, LSSU, PF, RTC Code Ref. 1: NER209 (421k) MIT, LSU, MAS, WM, LUS, HUSTF, HUS, THA, VPA Code Ref. 9: NER499 (469k) ABE, U, H10, HRC, HCP, HFA, LUS, CS16, CS18, CS20, CS22, LSTI, CPAI, PBV6, PBV10, HS24, MSTC28, MSTC40, MSTC52, MSTC66, MSTC78 Page 2 of 5 . top ICC ER Reports (formerly ICBG Reports) about the ICC Code Ref. 37: ER5656 (467k) AC and ACE Series, BC Series, F Series, RR, Z, LUS/HHUS/HUS Series, A, PF, PFA, RTC Connectors City of Los Angeles Research Reports Code Ref. 87: RR25076 (1.1mb) AC/ACE, BC Series Post Caps, F Series Hangers, RR Ridge Rafter Connectors, Z Panelized Stiffener Clips, LUS Hangers, A Angles, LSSU Light Sloped Skewed Hangers Code Ref. 84: RR24949 (597k) Joist Hangers and Framing Connectors: HUS2X-2, HUS4X, HUSC, HUSTF, LSU, LUS2X-2, LUS2X-3, LUS3X, LUS4X, LUSC, MIT, THA, THA29, VP, WM Florida Statewide Product Approvals Code Ref. 133: FL3750 View the products covered in FL3750 Code Ref. 121: FL474 View the products covered in FL474 Wisconsin Safety and Buildings Division - Material Approval Code Ref. 140: WDC200043-N (46k) View the products covered in WDC200043-N Drawings: To download drawings, right -click or Ctrl -click on the link, then choose "Save Target As..."ttM http://www.strongtie.com/products/connectors/lus-hus.html 10/5/2007 Construction Specialties Co., Inc. Face Mount Hangers LUS/HUS/HHUS/HGUS Double Shear Joist Hangers These hangers have the highest loads of any face mount hangers. AH hangers in this series have double shear nailing. This patented innovation distributes the load through two points on each joist nail for greater strength. It also allows the use of fewer s Double nails, faster installation, and Shear the use of common nails for \Y/ Nailing all connections (do not bend Top view r�'� U.S. Patent or remove tabs). ht 4,480,941 Finish Canada Patent Galvanized. Some products available in 1,193,418 stainless steel or Z -MAX. Installation • Use all specified fasteners. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded or nailer applications. • 16d sinkers (9 gauge x 31/4") may be used where 10d commons are specified with no reduction in load. Where 16d commons are specified 10d commons or 16d sinkers (9 gauge x 374") may be used at 0.84 of the table load. • With 3x carrying members, use 16d x 21/2" nails into the header and 16d commons into the joist with no load reduction. With 2x carrying members use 10d x 11/2" nails into the header and 10d commons into the joist and reduce the load to 0.64 of the table value. Options • LUS hangers cannot be modified. • HUS hangers available with the header flanges turned in (except HUS26, HUS28 and HUS210). See HUSC Concealed Flange illustration. • See Hanger Options for sloped and/or skewed HHUS models. • Other sizes available; consult your Simpson representative. Codes BOCA, ICBO, SBCCI Nos. NER-209, NER-413, NER-421, NER-499; City of LA RR 24949 and RR 25076 (LUS, HUS); Dade Co, No 98-0724.06 (LUS, HUS). Dome Double Shear Nailing prevents tabs breaking off (available on some models) U.S. Patent 5,603,580 Double Shear Nailing Side View U.S. Patent 4,291,996 1 ♦1 (206) 283-2000 Fax: (206) 283-7546 HUSC Concealed Flanges (Not available for HHUS and HUS2x) HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HHUS28-2 Installation Typical LUS28Installation A -IC AO Construction Specialties Co., Inc. CS/CMST Coiled Straps CS are continuous utility straps which can be cut to length on the job site. Packaged in a lightweight (about 40 lbs) cartons. Finish Galvanized. Some products available in Z -MAX. Installation • Use all specified fasteners. • Wood shrinkage after strap installation across horizontal wood members may cause strap to buckle outward. • Refer to the applicable code for minimum nail penetration and minimum wood edge and end distance. • The table shows the maximum allowable loads and the nails required to obtain them. Fewer nails may be used; reduce the allowable load by the code lateral load for each nail subtracted from each end. • CMST only: Use every other triangie hole if the wood tends to split. Use round and triangle holes for comparable MST loads, providing wood does not tend to split. Codes BOCA, ICBO, SBCCI NER-413; City of LA RR 25293 (CMST12 and CMST14). Hr 13S16 16 GAUGE °; ih° 11/4` 2%s" --i CS16 Hole Pattern (all other CS straps similar) CMST14 Hole Pattern (CMST12 similar) Gauge stamped on part for easy identification it LEN omLEC Typical CS Installation as a Floor -to - Floor Tie (CMST requires minimum 2-2x studs) Provide min.,' end distance Equal number of specified nails in each end (206) 283-2000 Fax: (206) 283-7546 LTP4/A34/A35 Framing Anchors The LTP4 Lateral Tie Plate transfers shear forces for top plate -to -rim joist or blocking connections. Nail holes are spaced to prevent wood splitting for single and double top plate applications. May be installed over plywood sheathing. The A35 anchor's exclusive bending slot allows instant, accurate field bends for all two- and three-way ties. Balanced, completely reversible design permits the A35 to secure a great variety of connections. Material LTP4: 20 gaugef 4Il&thefs 1>8 gauge. Finish Galvanized. Some products available in stainless steel or Z -MAX. Installation • Use all specified fasteners. • A34: Use 8-8d11/2" nails. (' VII 11 • A35 and A35F: Use 12-8dx11/2" nails. • A35: Use 9-8dx11/2" nails for connection types Al, E, • LTP4: Use 12-8dx11/2" nails. Codes BOCA, ICBO, SBCCI NER-413 and NER-432; Dade Co FI 97-0107.05; City of LA RR 25119, RR 25293. A34 A35 LTP4 SIMPSON Strong -Tie txma • - 4-21 PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND FLOOR SYSTEMS PRIOR TO FRAMING INSPECTIONS CITY COPY THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS REVIEWED FOR OGUE COMPLIANCE SPOKANE VALLEY gill !NG , !VISION -r 10 ,Z 0 7