PA/HPA Purlin Anchors

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PA/HPA Purlin Anchors

PA/HPA purlin anchors offer solutions for wood to concrete and concrete block connections which satisfy code requirements. The PAs dual embedment line allows installation in concrete or concrete block. The PA and HPA are code listed in ICC-ES ESR-2920 under the 2009 and 2012 IBC and IRC and have been tested to meet the requirements of ICC-ES acceptance criteria AC-398 for cracked and un-cracked concrete.

Material: PA – 12 gauge; HPA – 10 gauge.

Finish: Galvanized. PA’s available HDG or ZMAX® coating .

Installation:

Use all specified fasteners; some models have extra fastener holes. See General Notes.
Purlin Anchor must hook around rebar.
Allowable loads are for a horizontal installation into the side of a concrete or masonry wall.
Strap may be bent one full cycle. (Bent vertical 90° then bent horizontal.)

Edge Distance: Minimum concrete edge distance is 5". Minimum concrete block left-to-right edge distance is 20".

Concrete Block Walls: The minimum wall specifications are:
A  One # 4 vertical rebar, 32" long, 16" each side of anchor;
B  Two courses of grout filled block above and below the anchor (no cold joints allowed);
C  A horizontal bond beam with two #4 rebars, 40" long, a maximum of two courses above or below the anchor.
D  Minimum masonry compressive strength, f'_m = 1500 psi.

Options: See LTT and HTT Tension Ties for alternate retrofit solutions.

ASCE7-10 12.11.2.2.5 states:
…Diaphragm to structural anchorage using embedded straps shall have the straps attached to or hooked around the reinforcing steel, or otherwise terminated to effectively transfer forces to the reinforcing steel.

top Gallery:

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HPA35	PA	PA/HPA Purlin to Concrete Block Wall (Refer to installation notes above)	PA/HPA Purlin to Concrete Wall For I-Joist applications, see here

top Load Table:See code report listings below

These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-Tie for details.

Allowable loads have been increased for earthquake or wind load durations with no further increases allowed.
Deflection at highest allowable loads are as follows:
PA18 = 0.087", PA23 = 0.118", PA28 = 0.085", PA35 = 0.085", PA51 & 68 = 0.010", HPA28 = 0.133" and HPA35 = 0.132".
Multiply Seismic and Wind ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities.
Minimum center-to-center spacing is 3 times the required embedment. Standard installation is based on minimum 5" end distance.
For wall anchorage systems in SDC C-F, the maximum allowable strap tensile capacity shall not be less than 1.4 times the ASD anchor design load per ASCE7-10 12.11.2.2.2.
Nail quantities are based on Douglas Fir (DF) and Southern Pine (SP). For use on Spruce Pine-Fir (SPF) or Hem Fir (HF) nail quantities must be increased by 1.15 to achieve allowable loads – alternatively, loads may be decreased by a 1.15 factor.
Concrete shall have a minimum concrete strength, f'_c of 3000 psi.
For Masonry Installation Loads, see 'Non-Cracked Concrete' for Required Nails.
10dx1 1/2" nails may be substituted for 10d commons with no load reduction and with a 15% increase in deflection. For installation over sheathing use 3" minimum nail lengths.
Minimum f'_m = 1500 psi for masonry.
NAILS: 10d = 0.148" dia. x 3" long.. See other nail sizes and information.

top Code Reports (PDFs):

					Legacy Reports
	IAPMO UES ER	ICC-ES ESR	CITY OF LOS ANGELES	STATE OF FLORIDA	ICC-ES NER	ICC-ES ER	ICC-ES ES
HPA	See specific model numbers for code listings.
HPA28		ESR-2920 / ESR-2523 *
HPA35		ESR-2920 / ESR-2523 *
PA	See specific model numbers for code listings.
PA18		ESR-2920 / ESR-2523 *		FL13904
PA23		ESR-2920 / ESR-2523 *		FL13904
PA28		ESR-2920 / ESR-2523 *		FL13904
PA35		ESR-2920 / ESR-2523 *		FL13904

* ESR-2523 is an Index of many of Simpson Strong-Tie Stamped and Welded Cold-formed Steel Products for Wood or Cold-formed Steel Construction

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Download the Simpson Strong-Tie® AutoCAD® Menu, which allows you to insert Ortho views directly into your AutoCAD drawing.

	ORTHOGRAPHIC	PERSPECTIVE
HPA	None for this model	PA & HPA: DWG \| DXF
HPA28	HPA28: DWG \| DXF HPA28 front view: DWG \| DXF HPA28 left view: DWG \| DXF HPA28 right view: DWG \| DXF	None for this model
HPA35	HPA35: DWG \| DXF HPA35 front view: DWG \| DXF HPA35 left view: DWG \| DXF HPA35 right view: DWG \| DXF	Girder/Truss to Concrete Connections 1: DWG \| DXF
PA	None for this model	PA & HPA: DWG \| DXF PA Stud to Foundation Connection: DWG \| DXF
PA18	PA18: DWG \| DXF PA18 front view: DWG \| DXF PA18 left view: DWG \| DXF PA18 right view: DWG \| DXF	None for this model
PA23	PA23: DWG \| DXF PA23 front view: DWG \| DXF PA23 left view: DWG \| DXF PA23 right view: DWG \| DXF	None for this model
PA28	PA28: DWG \| DXF PA28 front view: DWG \| DXF PA28 left view: DWG \| DXF PA28 right view: DWG \| DXF	High Wind-Resistant Construction D21: Girder/Truss To Masonry/Concrete: DWG \| DXF High Wind-Resistant Construction D23: Girder/Truss To Masonry/Concrete: DWG \| DXF Girder/Truss to Concrete Connections 1: DWG \| DXF
PA35	PA35: DWG \| DXF PA35 front view: DWG \| DXF PA35 left view: DWG \| DXF PA35 right view: DWG \| DXF	None for this model