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392 HIGHLAND AVENUE - BUILDING INSPECTION�_ 392 Highland Ave. Illi .. I L, -. _•-ice - R t � / .vc�.PF.cS's•� �'c�"�l-/�S� Th�9T Ti�.E.S' II i � I / , I. .QC..9.c/ c�o�c%-ca-PFJ' To ri•,'E' /��/GE.� GDT 2 e p T ��'G D J�`' �� .pt�sf' _0 oc- �E-Fv_r o,-- ✓,�.vvw.Ps� /, �G A R C FJ /O• � 23 8 AC.PE G� /!lFit/`l•' . 9.d.�.f'OY.19L SOT .PEGJ!//.PGO U.t/GL'�.P C 800 J'G�lo ,j f�.AG'c�' SdS/ I 0 L14 h 0 0 Q /��9�C//J .�1�cciZ/U P.E�F-�.A,PF� FO•P II i 1 MVtO /.S�. po ' / MN•B cf'L'ALE` ,/' y0 ' BE•P � /53'� STATS �•$' .5,!].o �!�" /cam' ' Ls./ '�!/G�f/!../AY ' L.�YO✓ 39S/• 00 �T7G`E�' .OLc/SyE�P /�/� �.S'!/.PYE'YGZP,S' 1, �G/ I i a _ _�, ----__-- - - —___ __ _ _ _ __ I -- - -_ - - _ _ , T � � T -I --_ 0 0OPY JOHN D.KEENAN CITY OF SALEM - MASSACHUSETTS JAMES G.GILBERT City Solicitor LEGAL DEPARTMENT Assistant City Solicitor 222 Essex Street 93 WASHINGTON STREET 15 Front Street Salem,MA 01970 SALEM, MASSACHUSETTS 01970 Salem, MA 01970 Tel: (978)741-4453 Tel:(978)744-9800 Fax: (978)740-0072 Fax: (978)744-7660 Email:jdkeenanlaw®aol.com Email: gilbert®salemlawyer.com December 6, 2000 Don Cefalo, Sr. Planner One Salem Green Salem, Massachusetts 01970 RE: 392-4 Highland Avenue Dear Mr. Cefalo: You have asked for an opinion (clarification) relating to the above captioned parcel(s) and the proposed development thereon. The first question pertains to calculation of density for this split lot, which crosses the zoning line from B-2 to R-1. Can the lot coverage-be calculated on entire lot or just the portion in each particular zone? Secondly, is the proposed snow storage area an accessory use to the commercial use? As you know, the front portion of the lot on Highland Avenue is zoned B-2 (Business Highway) with the back portion zoned R-1 (Single Family Residential). R-1 District—Single Family District: One family residential districts are intended to be those areas in which spacious neighborhoods suitable for healthy, safe, convenient and comfortable family life are to be promoted and protected. (Salem Zoning Ordinance Article III, Section 3-1(2)) Business Highway District; Highway business districts are intended to be those areas providing sites for businesses whose trade is derived from automobile traffic requiring ample on-site parking and direct access from major streets. (Salem Zoning Ordinance Article III, Section 3-1(6))(emphasis added)). Page Two of Two December 6, 2000 Don Cefalo, Sr. Planner RE: 392 Highland Avenue DISCUSSION: QUESTION ONE: Density calculate on entire lot? Article VI. of the Salem Zoning Ordinance provides the requirements for business and residential density in the city. At present, there is no specific calculation formula provided as to how to determine actual lot coverage percentages. Thus, it is appropriate to determine lot coverage based on the TOTAL lot (both in B2 and Rl). See Tofias v. Butler, 523 N.E.2d 796, 798 (1998)(SJC concludes owner Of split lot (commercial/residential) can take the entire lot into account in determining the maximum feasible footprint area). As discussed in my earlier opinion, the Salem Zoning Ordinance allows for the less restricted use (commercial) to extend no more than thirty (30) feet into the more restricted use (residential). Where such an extension is allowed by right, it is consistent, in my opinion, to also be able to use the entire lot in calculating density. QUESTION TWO. Snow storage an accessory use? Self-contained snow storage (ie. snow from same parcel — not coming from off site) would appear an accessory use to either residential or commercial properties. The Salem Zoning Ordinance defines accessory use as "a use on the same lot with, and of a nature customarily incidental and subordinate to, the principal use." Salem Zoning Ordinance Article II, Section 2-2(b). Further, both R-1 and B-2 specifically allow accessory uses. Salem Zoning Ordinance Article V., Section 5-2(a)(8) and 5-2(e)(5). Whether residential or commercial, removal of snow from that parcel (ie. driveway and parking areas) and storage thereon appears incidental and subordinate to the principal use. This would not include removal of snow off site and storage there. Thus, I do believe it could be located more than thirty (30) feet into the R-1 zone.' Hopefully this information is helpful. Do not hesitate to contact me with any questions pertaining to same. Ver truly yours, JOAN D. KEENAN, C j SOLICITOR cc. Peter Strout,-Bldg.Insp. Kevin Dolan, Esq. (Fax 781.932.3872) Steve Singer, Esq. (Fax 781.391.7430) Joel Mazer, Esq. (Fax 617.884.1016) Additionally, if this parcel has been used for same (snow storage), there may be an issue of protection of nonconforming use if it did not qualify as an accessory use. JOHN D. KEENAN CITY OF SALEM - MASSACHUSETTS JAMES G.GILBERT City Solicitor LEGAL DEPARTMENT Assistant City Solicitor 222 Essex Street 93 WASHINGTON STREET 15 Front Street Salem,MA 01970 SALEM, MASSACHUSETTS 01970 Salem, MA 01970 Tel:(978)741-4453 Tel: (978)744-9800 Fax: (978)740-0072 Fax: (978)744-7660 Email:jdkeenanlaw@aol.com Email: gilbert®salemlawyer.com October 18, 2000 Denise Sullivan, Asst. City Planner One Salem Green Salem, Massachusetts 01970 RE: 392-4 Highland Avenue Dear Ms. Sullivan: You have asked for an opinion relating to the above captioned parcel(s) and the proposed development thereon of a self-storage facility as well as expansion of an existing use (Amanti Plumbing). The first question pertains to the proposed use of the storage facility, which crosses the zoning line from B-2 to R-1. Can an access road/driveway to this facility be built beyond thirty (30) feet into the more restrictive R-1 zone? Second, what parking is necessary for this storage facility? Third, can the plumbing business "expand" its parking and storage into the more restrictive R-1 zone? As you know, the front portion of the lot on Highland Avenue is zoned B-2 (Business Highway) with the back portion zoned R-1 (Single Family Residential).' R-1 District—Single Family District: One family residential districts are intended to be those areas in which spacious neighborhoods suitable for healthy, safe, convenient and comfortable family life are to be promoted and protected. (Salem Zoning Ordinance Article III, Section 3-1(2)) I have reviewed a plan of the property. It appears that the larger portion of the lot is B-2 (perhaps 60 % B-2 and 40% R-1). Page Two of Four October 18, 2000 Denise Sullivan RE: 392 Highland Avenue Business Highway District: Highway business districts are intended to be those areas providing sites for businesses whose trade is derived from automobile traffic requiring ample on-site parking and direct access from major streets. (Salem Zoning Ordinance Article III, Section 3-1(6))(emphasis added)). Clearly, a warehouse/storage facility use fits in the B-2 district. Our Zoning Ordinance specifically addresses split-lots. Article VII. Section 7-9. Lot in two districts. Where a district boundary line divides a lot of record at the time such line is adopted, the regulations for the less restricted portion of such lot shall extend not more than thirty (30) feet into the more restricted portion, provided that the lot has frontage on a street in the less restricted district. (emphasis added).2 QUESTION ONE. Can an access road/driveway to this facility be built beyond thirty (30) feet into the more restrictive R-1 zone? "Zoning ordinances in municipalities around the country have tried various formulas, and not with outstanding success, to meet the peculiar and often unanticipated problems arising from the management of split lots — single lots extending over two or more zoning districts." Tofias v. Butler, 26 Mass. App. Ct. 89, 92 (1988)(Waltham had essentially same provision in its ordinance dealing with spilt lots as Salem — see Note 11, p93. Allowed use of land beyond thirty feet to be used in passive use of coverage percentage calculation). Tofias notes, further, that, "the use of land in a residential district, in which all aspects of industry are barred, for access roadways for an adjacent industrial plant violates the residential requirement." Id. at 94-95 (citing Harrison v. Blda. Insp. of Braintree, 350 Mass. 559 (1966)(emphasis added)). "A town has the right to prohibit the use of land for an accessory use (access and parking) to a use (residential) not permitted in that district." DuPont v. Town of Dracut, 41 Mass. App. Ct. 293, 294 (1996). In DuPont, Dracut, like Salem, did not have a specific provision in its ordinance prohibiting an accessory use to serve a principal use not allowed in that district; however, the court stated that that was not determinative. Id. at 295. "The determining factor is whether z I assume this was a lot of record at time of adoption of boundary line as this issue has not been raised. Page Three of Four October 18, 2000 Denise Sullivan RE: 392 Highland Avenue the accessory use conforms to the `principle that, ordinarily, a municipality ought to be accorded the right to carry out the policies underlying its zoning ordinance or bylaw with respect to the actual uses made of land within its borders. " Id. (citing Burlington Sand & Gravel v. Harvard, 26 Mass. App. Ct. 436, 439 (1988); see also Cary v. Bd. of Appeals of Worcester, 340 Mass. 748 (1960)(invalid variance for parking for business extending into residential zone). Thus, use on the parcel in question, which has frontage on Highland Avenue, can extend the less restricted use (B-2, warehouse) into the more restricted (R-1, single family residential) thirty feet. Attorney Kevin Dolan poses the argument that paving an access road should be allowed beyond the thirty feet as perhaps an "accessory use"to the principal use (warehouse)." Section 5-2(a)(8). It seems to reason that the accessory use in an R-1 district refers to an accessory use to a permitted principal use in that same district, which warehousing is not in R-1. A sixty foot extension (30 feet warehouse and another 30 feet access road/driveway) into the single-family residential district is inconsistent with the Salem Zoning Ordinance. QUES77ON TWO: What parking is necessary for this storage Facility? Not surprisingly, the off street parking provisions of the Salem Zoning Ordinance do not specifically address self-storage facilities. Both uses that could conceivably be interpreted as pertaining to this use (service establishment or warehousing) calculates parking based on square footage of building "excluding storage area." I can only assume this was meant to exclude space not used by an employee and thus not warranting additional parking. Thus, it is not clear from Section 7-3 how to calculate the necessary parking. I can, however, point to the definition of B-2 which provides for"ample on-site parking." Such a determination of"ample parking"also seems consistent with criteria of concern to the Planning Board through its Site Plan Review process. QUESTION THREE. Can the plumbing business 'expand-Its parking and storage into the more restrictive R-1 zone? From the plan reviewed, it appears that both the parking and storage areas proposed for Amanti Plumbing (Lot B) are well beyond the thirty (30) feet extension into the more restrictive zoning district. If not for the possible protection of a nonconforming structure and/or use, this would appear in violation of the Salem Zoning Ordinance for the same reasons stated above. Page Four of Four October 18, 2000 Denise Sullivan RE: 392 Highland Avenue The Zoning Act (Section 6) provides in pertinent part: Preexisting nonconforming structures or uses may be extended or altered, provided that no such extension or alteration shall be permitted unless there is a finding by the permit granting authority or the special permit granting authority designated by ordinance or by-law that such change, extension or alteration shall not be substantially more detrimental than the existing nonconforming use to the neighborhood. (emphasis added) Our Zoning Ordinance is similar to the state statute requiring such review for the alteration of a preexisting nonconforming structure or use. ... Provided, however, and notwithstanding any other provisions of this ordinance to the contrary, an existing nonconforming building or use may be altered or enlarged in that use, subject to the granting of a permit therefor by the board of appeals as provided in section 9-4 herein. See Article VIII (Nonconformity), Sec 8-1(b). At this time, I am not aware of the specific uses and extent at this time. Attorney Dolan does point out that his client and/or his family has operated there for over fifty (50) years. At a minimum, however, placing of pavement over the land and adding a retaining wall in this area should by definition be considered an alteration. A"structure" is "anything constructed or erected, the use of which requires location on the ground. . . " Article II, Section 2-2 (Definitions). Thus, it would appear that a determination may be required that this alteration/extension "shall not be substantially more detrimental than the existing nonconforming use"to the neighborhood. Hopefully this information is helpful. Do not hesitate to contact me with any. questions pertaining to same. V tr( yours, J D. KEENAN, C SOLICITOR Jd m.zoning cc. 'P . eter Strout;Bldg:Insp. LKevin Dolan Esq. (Fax 781.932.3872) Steve Singer, Esq. (Fax 781.391.7430) Joel Mazer, Esq. (Fax 617.884.1016) -"it 0 'Salem, �Ma' ssachusetts 'Fire Department 48Lajayet4. Street 29 Fort Ave. 4�c5ert'W Turner Safent, Mrrssachiusetts 01970--3695 Fire Prevention Chief 're(978-744-12-35 Bureau 978-744-6990 FaX 978-745-4646 973-745-7777 FIRE DEPARTMENT CERTIFICATE OF APPROVAL FOR A BUILDING PERMIT IN ACCORDANCE WITH THE PROVISIONS OF THE MASSACHUSETTS STATE BUILDING CODE ' AND THE SALEM FIRE CODE, APPLICATION IS HEREBY MADE FOR THE APPROVAL OF PLANS AND THE ISSUANCE OF A CERTIFICATE OF APPROVAL FOR ABUILDING PERMIT BY THE SALEM FIRE DEPARTMENT. ( Ref. Section 113.3 of the Mass. Bldg. Code) TOB LOCATION: t.4-9 OWNER/OCCUPANT: i ELECTRICAL CONTRACTOR: ,,•°;<z, <1,v 7—/ FIRE SUPPRESSION CONTRACTOR: SIGNATURE OF APPLICANT: ,//�'CL .'•C '" �i'�= . . PHONE 9: ADDRESS OF fL� -r.� yr _ CITY OT.: APPLICANT: . r'il ' �`G.•.a �fZ7 f� TOWN: 9 APPROVAL DATE:\ el Certificateofapproval is hereby granted, on approved plans or submittal of project details, by the SALEM FIRE DEPARTMENT. All plans are approved solely for identification of type and location of fire protection devices and equipment All plans are subject to approval of any other authority having jurisdiction. Upon completion, the applicant or installer(s) shall request an inspection and/or (. test of the fire protection devices and equipment. (ADDITTIONAL REQUIREMENTS, SEE REVERSE SIDE ***) NEW CONSTRUCTION. PROPERTY LOCATION HAS NO COMPLIANCE WITH THE PROVISIONS OF CHAPTER 148, SECTION 26 C/E, M.G.L. , RELATIVE TO THE INSTALA- TION OF APPROVED FIRE ALARM DEVICES. THE OWNER OF THIS PRO- PERTY IS REQUIRED TO OBTAIN COMPLI.°1NCE AS A CONDITION OF OBTAINING A BUILDING PERMIT. ' , PROPERTY LOCATION IS 1'; COMPLIAC, E Jlili THE PROV.LSION OF CiAYTFR. L. __I 148, SECTION 26 C/E, M.G.L. EXPIRATION DATE: �C GNATLR . A:1 FEE nU; UNDER ';,ci0 Sn r' l,g.;;-fil!- . �'�� FU''Pi;i i 3(9,3 it IDLP1_i:._C`;1 CUi11, CA. _-.C .. UIPR0'. 1L_IrR ILS}1`;G C?(? 'ir In compliance with the provision of Section 113. 5 of the Massachusetts State Building Code, and under guidelines agreed upon by the Salem Bld,,. inspector and the Salem Fire Chief, the applicant for a building permit shall obtain the Certificate of Approval (see reverse side) and stamped plan approval from the Salem Fire Prevention Bureau. Said application and approval is required before a building permit mai- be issued, The Massachusetts State Building+, Code requires compliance approval of the Salem Fire Department, with reference to provisions of Articles 1 and 12 of the Building Code, the Salem Fire Code; Massachusetts General Laws, and 527 Code of Massachusetts Regulations. The applicant shall submit this application with three (3) sets of plans, drawn in sufficient clarity, to obtain stamped approval of the Salem Fire Department. This applies for all new construction, substantial alterations, change of use and/or occupancy, and any other approvals required by the Massachusetts General Laws, and the Salem Fire Code. Exception: Plans will not be required for structural work when the proposed work to be performed under the building permit will not, in the opinion of the Building Inspector, require a plan to show the nature and character of the work to be performed. Notice: Plans are normally required for fire suppression systems, fire alarm systems, tank installations, -and Fire Code requirements. Under the provisions of Article 22 of the Massachusetts State Building Code, certain proposed projects may not require submission of plans or complete compliance with new construction requirements. In these cases, provisions of Article 22, Appendix T, and Tables applicable shalt apply. This section shall not, however, supersede the provisions outlined in the Salem Fire Prevention Regulations, Chapter 148, MGL, or 527 Code of Massachusetts Regulations. All permits for fire code use and/or occupancy shall apply for the entire structure; fire alarm and/or smoke detector installation shall apple to the entire structure based upon current requirements as per Laws and/or Codes, but the existing structure may comply with regulations applicable for existing structures. Notice: Sub-contractors may also be required to file individual applications for a Fire Department Certificate of Approval for the area of their work. Such sub-contractors shall file an Application to Install with the Fire prevention Bureau prior to commencing any work for those areas applicable. REV . 1()/07 IF TECH-FAST 711 St. Helens, Suite 200 Self Storage Buildings Tacoma,WA 98402 Tel, 253 572-4440 800 709-4440 ' Fax: 253 572-6396 Web: www.techfast.com STRUCTURAL CALCULATIONS For: Tom Amanti 392 Highland Avenue Salem, MA 01970 Project: Easi Self Storage ' Salem, Massachussets Building: A Tech-Fast Job: J1914 January16, 2002 �P�ZH of PERMI`i # //�� _ z c v MN'NER �� (A- j R- I2ep! l) � m pU T RA -tea p 'z•yv ri A,I 39ac. A�--` J 8034 q crsTENDATE IESUrD I C'ZO2 SSOVAL EN v ,P� eE`_',FIiT TD ft ) Q- ' Building A ' Easi Self Storage PAGE OF Salem, Massachussets Building: A Tech-Fast Job: J1914 Building: A ' GOVERNING CODES: ' BOCA National Building Code , 1996 Edition AISC Steel Construction Manual,9th Edition AISI Cold-Formed Steel Design Manual, 1996 Edition SDI Diaphragm Design Manual, 2nd Edition BUILDING INFORMATION: Width= 100 ft. Building Area= 20,000 sq.ft. Length= 200 ft. Floor height= 9.792 ft. Eave height= 10.000 ft. Above 2nd Floor Eave height= 19.792 ft. Roof slope= 0.375 : 12 02 (1=single slope, 2=double slope) 0= 1.7905 degrees Roof height= 21.354 ft Roof height= 20.573 ft. (Average roof height) Parapet height= 22.5 ft. ' Bay size= 5 ft.-transverse direction 10 ft.-longitudinal direction CMU Walls? Y (Y/N ) Tilt-up Walls? N (Y/N ) WEIGHTS OF MEMBERS ' Material - Wt. unit description 24 GA. Ultra-Dek 24 1.18 psf roofing 26 GA. PBR-36 - 0.90 psf partition, roofing,siding 29 GA. U- Panel = 0.62 psf partition ' 4C/Z16x2.5 2.04 plf framing 6C/Z16x2.5 2.50 plf framing 6C/Z14x2.5 = 3.10 plf framing ' 4"x 20 Ga.Strut/Stud 0.80 plf framing 4'k 20 Ga.Track 0.82 plf framing 16 Ga Eave Channel 1.44 plf framing 16 Ga. Rake Angle = 1.84 plf framing 16 Ga Base Channel 2.04 plf framing 6"Roof Insulation 1.50 psf insulation 4"Wall Insulation = 1.00 psf insulation 1/2" Plywood Sheathing = 1.50 psf ext.wall sheathing - ' 5/8"Gypsum Board 2.80 psf firewalls 5-1/2"Conc., Norm Wt. 48.30 psf (with voids of 3w deck) 20 Ga 3W Deck = 2.10 psf floor deck ' 4"x 14 Ga.Top Channel 3.08 plf framing Brick Veneer 40.00 psf 8"Concrete Block 84.00 psf ' 1914-TwoStory.xls ' Building A Easi Self Storage PAGE 2 OF Salem, Massachussets Building:A Tech-Fast Job:J1914 Building: 1 ' Weight of roof assembly ' Member weight width length height psf 24 GA. Ultra-Dek 24 roofing 1.18 1 1 1 1.180 6Z16x2.5 purlins 2.50 5 10 1 0.500 4"x 20 Ga.Strut/Stud struts 0.80 5 10 1 0.080 6"Roof Insulation insulation 1.50 1 1 1 1.500 Misc. Loads 1.50 1 1 1 1.500 4.760 psf roof 4C16x2.5 columns 2.04 5 10 5.391 0.220 29 GA. U- Panel partition 0.62 1 10 5.391 0.334 ' 4"Wall Insulation insulation 1.00 100 200 5.130 0.154 16 Ga Eave Channel 1.44 1 400 1 0.029 16 Ga. Rake Angle 1.84 1 200 1 0.018 ' 4C16x2.5 Columns ext.wall 2.04 5 310 5.000 0.032 4C16x2.5 Columns ext.wall 2.04 5 100 5.391 0.011 4C16x2.5 Columns ext.wall 2.04 2 60 5.000 0.015 26 GA. PBR-36 ext.wall 0.90 1 340 5.000 0.077 ' 26 GA. PBR-36 ext.wall 0.90 1 100 5.391 0.024 1/2"Plywood Sheathing ext.wall 1.50 1 60 5.000 0.023 1/2"Plywood Sheathing ext.wall 1.50 1 100 5.391 0.040 4"x 20 Ga.Studs firewall 0.80 2 150 5.130 0.015 4"x 20 Ga.Top Track firewall 0.82 1 150 1 0.006 5/8"Gypsum Board firewall 2.80 2 150 5.130 0.215 Brick Veneer 40.00 1 20 5.000 0.200 ' 6C16x2.5 Columns Line 21 2.50 2 100 5.391 0.034 wall 29 GA. U-Panel liner panel 0.62 100 200 5.130 0.0951 1.543 psf lbelow 1914-TwoStory.xls Building A Easi Self Storage PAGE ,)" OF Salem, Massachussets Building:A Tech-Fast Job: J1914 Building: 1 ' Weight of 2nd floor assembly ' Member wt width length height psf 4C16x2.5 columns 2.04 5 10 5.391 0.220 29 GA. U- Panel partition 0.62 1 10 5.391 0.334 4"Wall Insulation insulation 1.00 100 200 5.130 0.154 16 Ga Base Channel 2.04 1 600 1.000 0.061 4C16x2.5 Columns ext.wall 2.04 5 310 5.000 0.032 4C16x2.5 Columns ext.wall 2.04 5 100 5.391 0.011 4C16x2.5 Columns ext.wall 2.04 2 60 5.000 0.015 26 GA. PBR-36 ext.wall 0.90 1 340 5.000 0.077 26 GA. PBR-36 ext.wall 0.90 1 100 5.391 0.024 1/2"Plywood Sheathing ext.wall 1.50 1 60 5.000 0.023 1/2"Plywood Sheathing ext.wall 1.50 1 100 5.391 0.040 4"x 20 Ga.Studs firewall 0.80 2 150 5.130 0.015 4"x 20 Ga. Base Track firewall 0.82 1 150 1.000 0.006 5/8"Gypsum Board firewall 2.80 2 150 5.130 0.215 Brick Veneer 40.00 1 20 5.000 0.200 6C16x2.5 Columns Line 21 2.50 2 100 5.391 0.034 wall 29 GA. U-Panel liner panel 0.62 100 200 5.130 0.095 1.557 psf above 5-1/2"Conc., Norm Wt, 48.30 1 1 1 48.300 20 Ga 3W Deck 2.10 1 1 1 2.100 Misc. Loads 1.50 1 1 1 1.500 51.900 psf floor 4"x 14 Ga.Top Channel 3.08 1 10 1 0.308 29 GA. U- Panel partition 0.62 1 10 4.667 0.289 4C16x2.5 Columns 2.04 2.5 10 4.667 0.381 4"Wall Insulation insulation 1.00 1 430 4.667 0.100 29 GA. U-Panel liner panel 0.62 1 430 4.667 0.062 4"x 20 Ga.Studs firewall 0.80 2 170 4.667 0.016 4"x 20 Ga.Top Track firewall 0.82 1 170 1 0.033 5/8"Gypsum Board firewall 2.80 2 170 4.667 0.056 4C16x2.5 Columns A,W,&21 2.04 2 160 4.667 0.038 1/2"Plywood Sheathing A,W,&21 1.50 1 160 4.667 0.056 Brick Veneer A,W,&21 40.00 1 100 4.667 0.933 wall 8"Concrete Block A,W,& 1 84.00 1 140 4.667 2.744 5.016 psf below 1 1914-TwoStory.xls ' Building A Easi Self Storage PAGE 4 OF Salem,Massachussets Building:A Tech-Fast Job:J1914 Building: 1 ' DESIGN LOADS: Roof-Live or Snow Load: Snow Snow Load = 30 psf Floor: Live Load = 125 psf Wind Loads: Wind speed = 80 mph 1996 BOCA Exposure C Pv= 16.4 psf I = 1.00 ( Importance factor) Kz= 0.8 (for 0- 15ft) Kz= 0.87 (for 15 ft.-20 ft) Kz= 0.93 (for 20 ft.-25ft) K h= 0.8769 for average roof height= 20.573 ft G h= 1.2877 for average roof height= 20.573 ft C p= 0.8 Windward wall (transverse and longitudinal directions) ' C p= 0.5 Leeward wall (transverse direction) L/B= 0.500 C p= 0.3 Leeward wall (longitudinal direction) L/B= 2.000 C p= 0.7 Windward roof(transverse and longitudinal directions) C p= 0.7 Leeward roof(transverse and longitudinal directions) ' GC pi= 0.25 +/- P= Pv* I* [(Kz*Gh*Cp)-( Kh*GCpi )] (for main windforce-resisting system/windward wall design pressure ) P= Pv* I * [(Kh*Gh'Cp)-( Kh*GCpi )] (for main windforce-resisting system/leeward wall and roof design pressure) For h< 15 ft: P= 17.11 psf Windward wall (transverse and longitudinal directions) For 15 ft< h<20 ft: P= 18.29 psf Windward wall (transverse and longitudinal directions) For 20 ft<h<25 ft: P= 19.31 psf Windward wall (transverse and longitudinal directions ) P= 5.66 psf Leeward wall (transverse direction ) ' P= 1.96 psf Leeward wall (longitudinal direction ) P= 16.56 psf Windward roof(transverse and longitudinal directions) P= 16.56 psf Leeward roof(transverse and longitudinal directions ) ' Seismic Loads: V= C s*W Seismic Hazard Exposure Group: 1 ' Av= 0.10 Aa = 0.10 Seismic Performance Category: C Site Coefficient-S= 2.0 per Section 1610.3.1 -No Geotechnical Report available ' R= C t= 0.0.02 h n= 20.573 ft. (h n=average roof height) Ta= Ct*(hnA0.75) = 0.1932 "Ca= 1.7 T= Ca*Ta= 0.3284 Cs= 1.2*Av*S/R'Tv3= 0.144 MaxCs= 2.5*Aa/R= 0.071 Use V= 0.071 W ' 1914-TwoStory.xls ' Building A Easi Self Storage PAGE 5 OF Salem, Massachussets Building: A Tech-Fast Job: J1914 Building: 1 ROOF PANEL ANALYSIS: 24 GA. Ultra-Dek 24 Typical Purlin Spacing =5'-0"o.c. Snow Load= 30.00 psf Panel Weight= 1.23 psf DL+ LL= 31.23 psf < Allowable Load = 48 psf OK ' Wind(uplift)= P v* I* K h*( GC p-GC pi) GC pi= 1.4 Figure 1609.8.1(2) Wind(uplift)= 23.73 psf Panel Weight= 1.23 psf 22.50 psf < Allowable Load= 46.8 psf OK S1SE; 24 GA. Ultra-Dek 24 ROOF PANEL FASTENING: Two#12-14 HWH Self Drilling Screws @ each clip(clips @ 24"O.C.) Wind(uplift)= 225.0 per clip @ purlin = 112 lbs./screw ' Allowable Pull-out(from 16 ga. Purlin)= 714 lbs./screw OK Allowable Pull-over(from 24 ga. Panel)= 1199 lbs./screw OK SIDING PANEL ANALYSIS: 26 GA. PBR-36 Girt Height= 5.0 ft Maximum Panel Span = 5.000 ft. @ eave Allowable Bending Moment, Ma= 1477.3 in:lbs. Maximum Panel Span = 6.563 ft @ ridge Wind Load= 24.97 psf windward walls, leeward walls,and sidewalls Wind Load = 32.10 psf windward wall corners, leeward wall corners, and sidewall corners ' Actual Bending Moment =1300.8.in.-lbs. windward walls, leeward walls,and sidewalls Actual Bending Moment*" 1203.9 in:lbs. windward wall corners, leeward wall corners,and sidewall corners ' USF_M 26 GA.PBR-36 SIDING PANEL FASTENING: Three#12-14 HWH Self Drilling Screws with Metal Gasketed Washers/Panel Max.Wind Load @ Girt= 200.6 plf windward walls, leeward walls,and sidewalls Max.Wind Load @ Girt= 181.9 plf windward wall corners, leeward wall comers,and sidewall corners Allowable Pull-out/Pull-over(26 ga. panel/20 ga.girt)= 278 lbs./screw OK PARTITION PANEL ANALYSIS: 29 GA. U- Panel Typical Panel Span =5'-0" Lateral Load= 5 psf (per BOCA Section 1609.9) Allowable Lateral Load = 33 psf for 5'-0"span OK PARTITION PANEL FASTENING: Minimum of Four#12-14 HWH Self Drilling Screws per 36"wide panel Max. Load @ Column= 25 plf = 18.75 lbs./screw Allowable Pull-out/Pull-over(29 ga. panel/ 16 ga.Col.)= 303 lbs./screw OK r 1914-TwoStory.xls Building A Easi Self Storage PAGE (.O OF Salem,Massachussets Building:A Tech-Fast Job: J1914 Building: 1 PURLIN TO INTERIOR COLUMN CONNECTION: #12-14 Self Drilling Screws ' Allowable Shear- 16 ga.(Fy=55 ksi)to 16 ga.(Fy= 55 ksi)= 545 lbs./screw Maximum Purlin Span= 10 ft. Roof Area = 10 ft.x 5 ft.x 1.25= 62.5 sq.ft. ( Reaction at middle support of double span purlin ) ' Maximum Load: Dead+Snow Loads =2173 lbs. 4 screws/connection ( min.) (at middle support) Wind (uplift)-DL = 1006 lbs. 2 screws/connection(min.) USE: 4 MIN. #12-14 Self Drilling Screws for Purlin to Column ' USE: 2 MIN. #12-14 Self Drilling Screws for Column to Base Cli Maximum Purlin Span= 10 ft. Roof Area= 10 ft.x 5 ft.x 1/2= 25 sq.ft. (Reaction at end support of single span purlin ) Maximum Load: Dead+Snow Loads =869 lbs. 2 screws/connection (min.) (at end support) Wind(uplift)-DL =442 lbs. 1 screws/connection (min.) USE: 2 MIN. #12-14 Self Drilling Screws for EACH Purlin to Column PURLIN TO EXTERIOR COLUMN CONNECTION: #12-14 Self Drilling Screws ' End Bay Purlin Span= 10 ft Roof Area= 10 ft.x 5 ft. x 1/2= 25 sq.ft. (Reaction at end support of single span purlin) ' Maximum Load: Dead+Snow Loads =869 lbs. 2 screws/connection (min.) (at end support) Wind(uplift)- DL =730 lbs. 2 screws/connection (min.) USE: 2 MIN. #12-14 Self Drilling Screws 1 1914-TwoStory.xls Building A Easi Self Storage PAGE 7 OF Salem, Massachussets Building: A Tech-Fast Job:J1914 Building: 1 MULLIONS: Floor Height-Slab Thickness= 9.333 ft. Door Height= 7 ft. ' Pv Door Opening = 8.667 ft. Roof Tributary Area= 12.5 sq.-ft. R eave= 268 lbs Upper Wall Tributary Area= 50 sq.-ft. Floor Tributary Area= 5 sq.-ft. jw2 Lower Wall Tributary Area= 38.500 sq.-ft. Wall Wind Load = 16.02 psf PRoof Wind Load = 33.09 psf w1 = 5.34 plf w2= 74.75 plf Ph= 81.0 lbs z L m rn = _ d °o 'm O W ' Bending Moment= 814.0 ft.-lbs Bending Moment= 9.768 in.-kips Pv(Dead )= 434.5 lbs. R base= 349 lbs Pv(Roof Snow)= 375.0 lbs. Pv(Floor Live)= 625.0 lbs. Pv(Wind )= 413.7 lbs. TRY: 4C16x2.5 ' Load Case 1: Dead +75%(Roof Snow+Floor Live+Wind) Pv= 1.495 kips Pa= 4.246 kips M = 7.326 in.-kips Ma= 19.149 in.-kips Equation C5.2.1-1 = 0.765 < 1.0 Equation C5.2.1-2= 0.471 < 1.0 Section is OK ' Load Case 2: Dead+Wind 1 Pv= 0.848 kips Pa= 4.246 kips M= 9.768 in.-kips Ma= 19.149 in.-kips Equation C5.2.1-1 = 0.732 < 1.0 Equation C5.2.1-2= 0.560 < 1.0 Section is OK Deflection: A= 180'M'L'/E'I E= 29500 ksi I= 11:4'42 in! ' A= 0.300 in. = L/373.2 <L/ 180 Section is OK 1914-TwoStory.xls MullionCaset q—, Easi Self Storage PAGE C/ OF Salem,Massachussets Building:A Tech-Fast Job:J1914 Building: 1 MULLION - COMBINED AXIAL COMPRESSION AND BENDING ' Section: 4C16x2.5 Load Case: 1 Depth = 4.0 in. L x= 9.333 ft. =Column Height K x= 1.0 Width=° 2.50 in. L y= 7.000 ft. K y= 1.0 Lip=i. 0.750 in. L T= 7.000 ft. K T= 1.0 Thickness= 0.060 in. P= 1.495 kips Radius= 0.1875 in. M x= 7.326 in.-kips E= 29500 ksi Fy= 55 ksi ' COMPRESSION CAPACITY: Since the channel is singly-symmetric, Fe shall be taken as the lower value of Fe calculated according to AISI Sections C4.1 or C4.2 Section C4.1: Fe= qr2' E/( K' L/r)2 r x= " 1.632 in. r y= 0.949 in. Fex= 61.814 ksi K x' L x/r x= 68.630 <200 OK Fey= 37.148 ksi K y* L y/r y= 88.531 <200 OK Section C4.2: Fe= ( 1/2'p )' [(ae+at)-[(ae+at)2- (4'p' ae'ort)]1'2] at= (1/(A`roe))`[(G'J )+ (w2* E*Cw)/(Kt* Lt)1 A='* 0593 sq. in. Full cross sectional area t ro e 2 906 in. Polar radius of gyration G 11800 ksi Shear Modulus J a 0 000712 in St.Venant torsion constant CW T,�2 255 in 6 Torsional warping constant or t= 20.246 ksi (F ex= 61.814 ksi Cr ex+or t= 82.061 ksi or ey= 37.148 ksi Or ey+a t= 57.394 ksi Fex= 16.682 ksi Fey= 14.690 ksi USE: Fe= 14.690 ksi ' Xc= ( Fy/Fe)112 k c= 1.935 > 1.5 X c2= 3.744 Fn= 12.883 ksi ' 1914-TwoStory.xls MullionCasel Easi Self Storage PAGE OF Salem, Massachussets Building:A Tech-Fast Job: J1914 Building: 1 Determine Effective Area,A e at f=Fn Flanges: W= 2.005 in. w/t= 33.4167 <60 OK S= 1.28*( E/Fn )^0.5= 61.250 w/t<S Use AISI Section 134.2 Case 2 ' D/w= 0.374 <0.80 d= 0.503 in. n= 0.500 ku = 0.43 Is= (dA3)*t/ 12= 0.00063 in la= 399*(tA4)*([(w/t)/S]-(ku/4)A0.5)A3 =0.00005 in C,= Is/la= 0.00063/ 0.00005= 11.890 > 1.0 Use C,= 1.000 C,=2-C2 = 1.000 ' ka= 5.25-(5*( D/w))= 3.380 <4.0 Use ka= 3.380 k= (C,An)*(ka-ku )+ku = 3.380 X_ [1.052/(kA0.5)]*(w/t)*(Fn/E)A0.5 0.400 <0.673 p= 1.000 ' b= p*w= 2.005 in. Lips: w/t= d/t= 8.375 f= 12.883 ksi 1._ [1.052/(kA0.5)]*(w/t)*(f/E)A0.5= 0.2808 <0.673 p= 1.000 ds' = d* p= 0.503 in. ds= C,*ds' = 0.503 in. Web: w/t= 3.505 in./ 0.060 in.= 58.417 k= , 4.000 X_ [1.052/(kA0.5)]*(w/t)*(f/E)A0.5= 0.642 <0.673 p= 1.000 be= p*w= 3.505 in. ' Corners: U = 0.342 in. Ae= 0.593 sq.in. Pa= Pn/S2c= (Ae* Fn)/SZc Pn= 7.642 kips c= 1.80 USE: Pa= 4.246 kips 1914-TwoStory.xls MullionCasel ' Easi Self Storage PAGE OF Salem, Massachussets Building:A Tech-Fast Job:J1914 Building: 1 BENDING CAPACITY: M a = M n/dZ b ,fl b= 1.67 M n= Nominal flexural strength calculated according to AISI Sections C3.1.1 or C3.1.2 Section C3.1.1 : M n=Se" Fy Se= Elastic Section Modulus of the effective section calculated with the extreme compression or tension fiber at Fy ' S ex= 0.676 in a M n= 37.191 in.-kips Section C3.1.2 : M n=Sc' ( Mc/Sf) Sf= Elastic Section Modulus of the full unreduced section Sc= Elastic Section Modulus of the effective section calculated at a stress= Mc/Sf in the extreme compression fiber Mc= Critical Moment My= Sf* Fy= 43.444 in.-kips Sf= ,; . 0.796 in.3 Me= Cb*ro*A*(a ey*o't)112 =47.281 in.-kips Cb= 1.0 ' 2.78My= 120.776 in.-kips > Me 0.56" My= 24.329 in:kips < Me Mc= (10/9)'My'[l -( My/3.6'Me)]= 35.951 in.-kips Mc/Sf= 35.951 / 0.790= 45.513 ksi S c= 0.703 in.3 ' M n= 31.979 in.-kips USE: M n= 31.979 in.-kips Me= Mn/nb SZ b= 1.67 USE: M a= 19.149 in:kips ' INTERACTION EQUATIONS: Per AISI Section C5.2.1 (Allowable Stress Design ) Equation C5.2.1.1 : ( P/Pa )+ [(Cmx*Mx)/( Ma*ax)]< 1 Cmx= 1.0 ' ax= 1 -(d),c* P/Pex) Pex= T* E'Ix/( Kx' I-x)Z Equation C5.2.1-2 : ( P/Pao)+ ( Mx/Ma)< 1 Pao= Aeo* Fy/S2c T* I x= ..:1 1,580, 0 in.a Moment of Inertia of the full unreduced cross section P ex= 36.668 kips a x= 0.927 A eo= 0.551 sq:in. Effective cross sectional area calculated at f= Fy P ao= 16.829 kips ' Equation C5.2.1-1 = 0.765 < 1.0 Equation C5.2.1-2= 0.471 < 1.0 Section is OK c, 1914-TwoStory.xls MullionCase2 ' Easi Self Storage PAGE I OF Salem,Massachussets Building:A Tech-Fast Job: J1914 Building: 1 MULLION -COMBINED AXIAL COMPRESSION AND BENDING Section: 4C16x2.5 Load Case: 1 Depth=; 4.0 in. L x= 9.333 ft. =Column Height K x= 1.0 ' Width =V 2.50 in. L y= 7.000 ft. K y= 1.0 Lip= 0.750 in. L T= 7.000 ft. K T= 1.0 Thickness=, 0.060 in. P= 0.848 kips Radius= 0.1875 in. M x= 9.768 in.-kips E= 29500 ksi Fy= 55 ksi COMPRESSION CAPACITY: Since the channel is singly-symmetric, Fe shall be taken as the lower value of Fe calculated according to AISI Sections C4.1 or C4.2 ' Section C4.1: Fe= 772* E/( K* L/r)2 r x= 1.632 in. ry=;,, 0.949 in. Fex= 61.814 ksi K x' L x/r x= 68.630 <200 OK Fey= 37.148 ksi K y'L y/r y= 88.531 <200 OK Section C4.2: Fe= ( 1/2*p )' [(Qe+(yt)-[(ore+vt)2-(4*p*ore'ort)]112 ' at= (1/(A*ro2))' [(G*J )+(Tr"iE* Cw)/( Kt' Lt)] A='k % .,0.593 sq. in. Full cross sectional area re= 2.906 in. Polar radius of gyration G y 1180_0 ksi Shear Modulus J i 0.000712:in." St.Venant torsion constant CW *„. 2.255 in.6 Torsional warping constant p 0.422' Cr t= 20.246 ksi Cr ex= 61.814 ksi Q ex+Or t= 82.061 ksi Or ey= 37.148 ksi (T ey+Or t= 57.394 ksi Fex= 16.682 ksi Fey= 14.690 ksi USE: Fe= 14.690 ksi '- Xc= ( Fy/Fe )" 1 c= 1.935 > 1.5 X c2= 3.744 Fn= 12.883 ksi 1914-TwoStory.xls ' MullionCase2 Easi Self Storage PAGE 12 OF Salem,Massachussets Building:A Tech-Fast Job:J1914 Building: 1 ' Determine Effective Area,A e at f= Fn Flanges: W= 2.005 in. w/t= 33.4167 <60 OK S= 1.28*(E/Fn )A0.5= 61.250 w/t<S Use AISI Section B4.2 Case 2 D/w= 0.374 <0.80 d= 0.503 in. n = 0.500 ku = 0.43 Is= (dA3)*t/12= 0.00063 in` la= 399*(M4)*{[(w/t)/S]-(ku/4)A0.5)A3 =0.00005 in C,= Is/la= 0.00063/ 0.00005 = 11.890 > 1.0 Use C,= 1.000 C,=2-C, = 1.000 ka= 5.25-(5*( D/w))= 3.380 <4.0 Use ka= 3.380 k= (C,An)*(ka-ku )+ ku= 3.380 X_ [1.052/(kA0.5)]*(w/t)*(Fn/E)A0.5 0.400 <0.673 p= 1.000 b= p'w= 2.005 in. Lips: w/t= d/t= 8.375 f= 12.883 ksi X_ [1.052/(kA0.5)]*(w/t)*(f/E)A0.5= 0.2808 <0.673 p= 1.000 ds' = d' p= 0.503 in. ds= C,*ds' = 0.503 in. Web: w/t= 3.505 in./ 0.060 in.= 58.417 k= 4.000 1,_ [1.052/(kA0.5)]*(w/t)*(f/E)A0.5= 0.642 <0.673 p= 1.000 be= p*w= 3.505 in. Corners: U= 0.342 in. Ae= 0.593 sq.in. Pe= Pn/SZc=(Ae' Fn )/flc Pn= 7.642 kips St c= 1.80 USE: Pa= 4.246 kips f} 1914-TwoStory.xls MullionCase2 Easi Self Storage PAGE OF Salem, Massachussets Building:A Tech-Fast Job:J1914 Building: 1 BENDING CAPACITY: M a= M n/il b 0 b= 1.67 M n= Nominal flexural strength calculated according to AISI Sections C3.1.1 or C3.1.2 ' Section C3.1.1 : M n=Se" Fy Se= Elastic Section Modulus of the effective section calculated with the extreme compression or tension fiber at Fy S ex= 0.676 in.3 M n = 37.191 in.-kips Section C3.1.2 : M n= Sc* (Mc/Sf) Sf= Elastic Section Modulus of the full unreduced section Sc= Elastic Section Modulus of the effective section calculated at a stress= Mc/Sf in the extreme compression fiber Mc=Critical Moment ' My= Sf* Fy= 43.444 in.-kips Sf= 0.790f;in.3 Me= Cb*ro*A*((ir ey*t7 t)'n =47.281 in.-kips Cb= 1.0 2.78* My= 120.776 in:kips > Me 0.56* My= 24.329 in.-kips < Me Mc= (10/9)*My*[1 -(My/3.6*Me )]= 35.951-in:kips Mc/Sf= 35.951 / 0.790= 45.513 ksi S c= 0.703 in.3 ' M n= 31.979 in.-kips USE: M n = 31.979 in.-kips Ma= Mn/,nb ,Q b= 1.67 USE: M a= 19.149 in:kips INTERACTION EQUATIONS: Per AISI Section C5.2.1 (Allowable Stress Design ) Equation C5.2.1-1 : (P/Pa )+[(Cmx* Mx)/( Ma*ax)]< 1 Cmx= 1.0 ax= 1 -(,IZc* P/Pex) Pex= rr2iE*Ix/( Kx* Lx)2 Equation C5.2.12 ( P/Pao )+ ( Mx/Ma )< 1 Pao= Aeo*Fy/,f1c m I x ,' ,-'1.580 in° Moment of Inertia of the full unreduced cross section P ex= 36.668 kips a x= 0.958 A eo= 0.551 sq.-In. Effective cross sectional area calculated at f= Fy P ao= 16.829 kips Equation C5.2.1-1 = 0.732 < 1.0 Equation C5.2.1-2= 0.560 < 1.0 Section is OK i I1914-TwoStory.xls Building A Easi Self Storage PAGE �- OF Salem, Massachussets Building: A Tech-Fast Job: J1914 Building: A LATERAL ANALYSIS: Center of mass for roof width length area +/- dist y dist x y x area' area'x area 1 100 200 20000 1 0 0 50 100 1000000 2000000 area 2 0 0 0 -1 0 0 0 0 0 0 20000 1000000 2000000 ' X cm= 2000000 /20000= 100 ft. Y cm= 1000000 /20000= 50 ft. Center of mass for 2nd floor ' width length area +/- dist y dist x y x area' area'x area 1 100 200 20000 1 0 0 50 100 1000000 2000000 Stair 1 19 5 -95.0 -1 0 100 9.5 102.5 -902.5 -9737.5 ' Stair 2 19 5 -95.0 -1 81 100 90.5 102.5 -8597.5 -9737.5 Lift 1 10 10 -100.0 -1 0 90 5 95 -500 -9500 Lift 2 10 10 -100 -1 90 90 95 95 -9500 -9500 19610 990500 1980525 X cm= 1980525 /19610= 101 ft. Y cm= 990500 119610= 50.51 ft. SEISMIC LOADS: Roof= 4.76 psf 2nd floor walls= 1.543 psf 6.30 psf x 20000 sq.ft. = 126,065 lbs. 25%Snow Load = 7.50 psf x 20000 sq.ft. = 150,000 lbs. 276,065 lbs. = W roof rl 2nd floor walls= 1.557 psf 2nd Floor= 51.900 psf 1st floor walls= 5.016 psf 58.473 psf x 19610.00 sq.ft. = 1,146,657 lbs. 25% Live Load= 31.250 psf x 19610.00 sq.ft. = 612,813 lbs. 1,759,470 lbs. = W 2nd floor Load Distribution: Average Roof Height= 20.573 ft 2nd Floor Height= 9.7917 ft W roof'h roof = 276.1 kips X 20.573= 5,679 ft.-kips W 2nd floor' h2 = 1,759.5 kips X 9.792= 17,228 ft.-kips 2,035.5 kips 22,908 ft.-kips V roof= 0.071' W roof'It roof/W total'h total= 36,048 lbs. V 2nd floor= 0.071' W 2nd floor'h2/W total'h total= 109,348 lbs. Minimum Seismic Force at each Level: V roof= 0.071' W roof= 19,719 lbs. V 2nd floor= 0.071' W 2nd floor = 125,676 lbs. ' 1914-TwoStory.xis ' Building A ' Easi Self Storage PAGE 15 OF Salem, Massachussets Building: A Tech-Fast Job: J1914 Building: A iLATERAL ANALYSIS I CONT'D: WIND LOADS: Transverse Direction Roof Angle: 0= 1.7905 degrees ' cosO= 0.9995 sinO= 0.0312 16.56 psf , , 16.56 psf Roof R root 18.29 psf 4.792 fti - 10.000 5.208 ft 2nd Floor j, R 2 17.11 psf 9.792 It 9.792 1st Floor /! R t I1 5.66 psf�� 100.ft R roof= 118.2 plf x 200 ft. = 23,637 lbs R2 = 226.7 plf x 200 ft. = 45,347 lbs R1 = 111.5 plf x 200 ft. = 22,300 lbs tWIND LOADS: Longitudinal Direction 1.146 ft @ ridge 2.708 ft @ eave 21.27 psf R roof= 142.6 plf x 100 ft. = 14,257 lbs.@ridge R roof= 164.9 plf x 100 ft. = 16,485 lbs.@ eave t 20.25 psf 6.354 ft @ ridge 4.792 ft @ eave Average R roof= 15,371 lbs. ' 5.208 ft R 2= 204.6 plf x 100 ft. = 20,456 lbs.@ ridge ' R 2= 182.3 plf x 100 ft. = 18,229 lbs.@ eave 19.07 psf 9.792 ft ' Average R 2= 19,342 lbs. R f = 93.4 plf x 100 ft. = 9,337 lbs 1914-TwoStory.xls tBuilding A ' Ea sl Self Storage PAGE ICO OF Salem, Massachussets Building:A Tech-Fast Job:J1914 Building: A tLATERAL ANALYSIS: Roof Wind Loading: ' Transverse Direction= 23,637 lbs Longitudinal Direction= 14,257 lbs ' Seismic Loading: Transverse Direction = 36,048 lbs <====CONTROLS Longitudinal Direction= 36,048 lbs <====CONTROLS Transverse Direction: Interior Partitions: Line 4 Tributary Width= 20.0 ft ' Max.Shear/Wall = 3604.8 lbs Min.Wall Length = 83.0 ft ' Max.Wall Shear= 43.4 plf USE: 29 GA. U -Panel w/4 Screw Pattern (Allowable Shear=68 plf) Interior Partitions: Lines 5,6,7, 8, 9, 13, 14, 15, 16, 17,and 18 Tributary Width = 10.0 It ' Max. Shear/Wall= 1802.4 lbs Min.Wall Length = 83.0 ft Max.Wall Shear= 21.7 plf USE: 29 GA. U -Panel w/4 Screw Pattern 1 (Allowable Shear=68 plf) Interior Partitions: Line 10 Tributary Width= 15.0 it Max.Shear/Wall= 2703.6 lbs Min.Wall Length= 49.333 ft Max.Wall Shear= 54.8 plf USE: 29 GA. U -Panel w/4 Screw Pattern ' (Allowable Shear=68 plf) Interior Partitions: Line 12 Tributary Width= 15.0 It Max. Shear/Wall= 2703.6 lbs Min.Wall Length = 83.0 It Max.Wall Shear= 32.6 plf USE: 29 GA. U -Panel w/4 Screw Pattern (Allowable Shear=68 plf) Interior Partitions: Lines 18 and 19 Tributary Width= 10.0 It ' Max.Shear/Wall= 1802.4 lbs Min.Wall Length= 39.333 It Max.Wall Shear= 45.8 plf USE: 29 GA. U-Panel w/4 Screw Pattern (Allowable Shear=68 plf) ' Exterior Wall: Line 1( Inside Face) Tributary Width= 15.0 It t Max.Shear/Wall = 2703.6 lbs Min.Wall Length= 99.0 ft Max.Wall Shear= 27.3 plf USE: 29 GA. U-Panel w/4 Screw Pattern (Allowable Shear=68 plf) 1914-TwoStory.xis ' Building A ' Easi Self Storage PAGE OF Salem,Massachussets Building:A Tech-Fast Job: J1914 Building: A ' LATERAL ANALYSIS: Roof ' Transverse Direction: Exterior Siding: Line 21( Inside Face ) Tributary Width= 5.0 ft ' Max. Shear/Wall = 901.2 lbs Min.Wall Length= 99.0 ft Max.Wall Shear= 9.1 plf USE: 29 GA. U -Panel w/4 Screw Pattern ' (Allowable Shear=68 plf) Longitudinal Direction: ' Interior Partitions: Lines J, P,and Q Tributary Width = 65.0 ft Max.Shear/Wall= 23431.0 lbs Min.Wall Length = 360.0 ft ' Max.Wall Shear= 65.1 plf USE: 29 GA. U -Panel wl 4 Screw Pattern (Allowable Shear=68 plf) Exterior Siding: Line A( Inside Face) Tributary Width= 20.0 ft Max. Shear/Wall = 7209.5 lbs Min.Wall Length= 184.0 ft 1 Max.Wall Shear= 39.2 plf USE: 29 GA. U -Panel w/4 Screw Pattern (Allowable Shear=68 plf) Exterior Siding: Line W( Inside Face) Tributary Width = 15.0 ft Max. Shear/Wall= 5407.2 lbs Min.Wall Length = 184.0 it ' Max.Wall Shear= 29.4 plf USE: 29 GA. U -Panel w/4 Screw Pattern (Allowable Shear=68 plf) Wind/Seismic Forces are distributed by the roof X-bracing(See attached calculations) ' 1914-TwoStory.xls Building A qq....,� ' Easi Self Storage PAGE 4/ OF Salem, Massachussets Building:A Tech-Fast Job: J1914 Building: A ' LATERAL ANALYSIS: 2nd Floor ( 1st Floor shear walls) Wind Loading: ' Transverse Direction= 68,984 lbs Longitudinal Direction = 34,714 lbs Seismic Loading: Transverse Direction = 145,395 lbs <====CONTROLS Longitudinal Direction= 145,395 lbs <====CONTROLS ' DISTRIBUTION OF SHEAR LOADS Building length= 200 feet Force direction: Transverse Y Shear at 2nd floor= 145,395 lbs. ' Center of Massy= 50.510 feet Center of Rigidity y= 48.262 feet Torsion = 1,860,308 ft-kips D y= 2.248 feet Center of Mass x= 100.996 feet Center of Rigidity x= 98.201 feet 0 x= 12.795 feet (includes 5%minimum eccentricity) ' Rigidity of 29 Ga. U panel shear wall (transverse)= 5.340 kips/in./ft.of wall length Rigidity of 29 Ga. U panel shear wall (longitudinal )= 4.455 kips/in./ft.of wall length Rigidity of 29 Ga. U panel shear wall (transverse )= 12.100 kips/in./ft.of wall length ( Insulated wall) Rigidity of 29 Ga. U panel shear wall (longitudinal )= 10.684 kips,/in./ft.of wall length ( Insulated wall) ' Rigidity of 29 Ga. U panel shear wall(liner panel )= 6.397 kips/in./ft. of wall length ( Lines 21 &W) Rigidity of 8"concrete block wall= Em't..,'I 1 /[4`( h/L)'+3'(In/L)]] E,,= 1125 ksi ' twall= 7.625 In. h'= 9.333 ft. Location Wall length x R'x dx R'dx R"(dx)' V shear V torsion V total ' Line 1 100 0.000 0 -98.2 -52439 5149578 88.9 22.3 111.2 plf Line 3 50 20 5340 -78.2 -20880 1632804 88.9 17.7 106.6 plf Line 4 89 30 14258 -68.2 -32413 2210603 88.9 15.5 104.4 plf ' Line 5 89 40 19010 -58.2 -27661 1609866 88.9 13.2 102.1 plf Line 6 89 50 23763 48.20 -22908 1104181 88.9 10.9 99.8 plf Line 7 89 60 28516 -38.20 -18155 693549 88.9 8.7 97.6 plf Line 8 89 70 33268 -28.20 -13403 377968 88.9 6.4 95.3 plf ' Line 9 89 80 38021 -18.20 -8650 157440 88.9 4.1 93.0 plf Line 10 30 90 32670 -8.20 -2977 24413 201.5 4.2 205.7 plf Line 10 35 90 16821 -8.20 -1533 12570 88.9 1.9 90.8 plf ' Line 11 51 100 27234 1.80 490 882 88.9 0.4 89.3 plf Line 12 50 110 66550 11.80 7138 84228 201.5 6.1 207.5 plf Line 12 35 110 20559 11.80 2205 26020 88.9 2.7 91.6 plf Line 13 89 120 57031 21.80 10360 285845 88.9 4.9 93.8 plf ' Line 14 89 130 61784 31.80 15113 480577 88.9 7.2 96.1 plf Line 15 89 140 66536 41.80 19865 830360 88.9 -9.5 98.4 plf Line 16 89 150 71289 51.80 24618 1275195 88.9 11.7 100.7 plf Line 17 30 160 58080 61.80 22433 1386347 201.5 31.8 233.2 plf ' Line 17 54 160 46138 61.80 17820 1101286 88.9 14.0 102.9 plf Line 18 20 170 41140 71.80 17375 1247539 201.5 36.9 238.3 plf Line 18 30 170 27234 71.80 11502 825850 88.9 16.3 105.2 plf `-"'Line 21".` 80 200 102352 101.80 52097 5303405 106.5 27.7 - 134.2 ' plf ' 857594 25760505 ' 1914-TwoStory.xls Building A q ' Easi Self Storage PAGE 1 OF Salem, Massachussets Building:A Tech-Fast Job:J1914 Building: A LATERAL ANALYSIS: 2nd Floor ( 1st Floor shear walls ) ' Location Wall Length y R'y dy R'd R`(dy)' V shear V torsion V total LineA„0 15 99.667 302075 51.40 155801 8008916 0.0 4410 441:0;, plf Line B 14 95 5925 46.74 2915 136245 0.0 8.8 8.8 plf Line C 28 90 11227 41.74 5206 217307 0.0 7.9 7.9 plf ' Line D 14 85 5301 36.74 2291 84181 0.0 6.9 6.9 plf Line E 28 80 9979 31.74 3959 125652 0.0 6.0 6.0 plf Line G 120 70 89746 21.74 27870 605847 0.0 9.9 9.9 pif Line G 34 70 10603 21.74 3293 71577 0.0 4.1 4.1 pif ' Line J 34 60 9088 11.74 1778 20870 0.0 2.2 2.2 pif Line K 14 55 3430 6.74 420 2832 0.0 1.3 1.3 plf Line L 188 50 41877 1.74 1456 2531 0.0 0.3 0.3 pif ' Line M 14 45 2807 -3.26 -203 664 0.0 0.6 0.6 plf Line N 34 40 6059 -8.26 -1251 10339 0.0 1.6 1.6 pif Line Q 34 30 4544 -18.26 -2766 50514 0.0 3.5 3.5 pif Line S 130 20 27778 -28.26 -39253 1109370 0.0 12.8 12.8 plf Line S 34 20 3029 -28.26 -4281 120983 0.0 5.3 5.3 pif Line U 34 10 1515 -38.26 -5796 221747 0.0 7.2 7.2 plf Lme WT 15 0.333 1010 -47.93 -145264 6962288 0.0 411.2 ,411 2 plf Line W i 20 0 0 -48.26 -6175 297998 0.0 13.1 413.1 n plf ' 804.0 535994 18049860 BR'[(dx)'+ (dy)']= 43810365 ' Interior Partitions: 29 Ga. U -Panel w/6 Screw Pattern (Allowable Shear Capacity= 135 pif) Insulated Walls: 29 Ga. U - Panel w/6 Screw Pattern, 12" Edge& Seam Spacing on Both Sides ( Lines 10, 12, 17, and 18) (Allowable Shear Capacity=2x 173 pif=346 plf) Liner Panel: 29 Ga. U -Panel w/6 Screw Pattern, 12" Edge &Seam Spacing ( Line 21 ) (Allowable Shear Capacity= 190 pif) 1 1914-TwoStory.xls Building A n Easi Self Storage PAGE � O OF Salem, Massachussets Building:A Tech-Fast Job:J1914 Building: 1.44 ' LATERAL ANALYSIS: 2nd Floor ( 1st Floor shear walls ) ' DISTRIBUTION OF SHEAR LOADS Building width = 100 feet Force direction: Longitudinal X Shear at 2nd floor= 145,395 lbs. Center of Mass y= 50.510 feet ' Center of Rigidity y= 48.262 feet Torsion= 1,053,847 ft-lbs d y= 7.248 feet (includes 5%minimum eccentricity) Center of Mass x= 100.996 feet Center of Rigidity x= 98.201 feet ' 0 x= 2.795 feet Location Wall length x R'x dx R"dx R'(dx)' V shear V torsion V total Line 1 100 0.000 0 -98.2 -52439 5149578 0.0 12.6 12.6 pif Line 3 50 20 5340 -78.20 -20880 1632804 0.0 10.0 10.0 plf Line 4 89 30 14258 -68.20 -32413 2210603 0.0 8.8 8.8 plf Line 5 89 40 19010 -58.20 -27661 1609866 0.0 7.5 7.5 plf Line 6 89 50 23763 48.20 -22908 1104181 0.0 6.2 6.2 plf Line 7 89 60 28516 -38.20 -18155 693549 0.0 4.9 4.9 plf Line 8 89 70 33268 -28.20 -13403 377968 0.0 3.6 3.6 plf 1 Line 9 89 80 38021 -18.20 -8650 157440 0.0 2.3 2.3 plf Line 10 30 90 32670 -8.20 -2977 24413 0.0 2.4 2.4 plf Line 10 35 90 16821 -8.20 -1533 12570 0.0 1.1 1.1 plf Line 11 51 100 27234 1.80 490 882 0.0 0.2 0.2 pif ' Line 12 50 110 66550 11.80 7138 84228 0.0 3.4 3.4 plf Line 12 35 110 20559 11.80 2205 26020 0.0 1.5 1.5 plf Line 13 89 120 57031 21.80 10360 225845 0.0 2.8 2.8 plf Line 14 89 130 61784 31.80 15113 480577 0.0 4.1 4.1 plf Line 15 89 140 66536 41.80 19865 830360 0.0 5.4 5.4 plf Line 16 89 150 71289 51.80 24618 1275195 0.0 6.7 6.7 plf Line 17 30 160 58080 61.80 22433 1386347 0.0 18.0 18.0 plf Line 17 54 160 46138 61.80 17820 1101286 0.0 7.9 7.9 plf Line 18 20 170 41140 71.80 17375 1247539 0.0 20.9 20.9 plf Line 18 30 170 27234 71.80 11502 825850 0.0 9.2 9.2 plf n Line 21 80 200 102352 101.80 52097 5303405 0.0 15.7 15.7 plf ' 857594 25760505 ' 1914-TwoStory.xls ' Building A Easi Self Storage PAGE 2 I OF Salem, Massachussets Building: A Tech-Fast Job:J1914 Building: A ' LATERAL ANALYSIS: 2nd Floor ( 1st Floor shear walls ) ' Location Wall Length y R-y dy R'd R'(dy)' V shear V torsion V total ,LLine A�; 15 99.667 302075 51.40 155801 8008916 2645.3 249.8 2895:1tl; plf Line B 14 95 5925 46.74 2915 136245 58.3 5.0 63.3 plf Line C 28 90 11227 41.74 5206 217307 58.3 4.5 62.8 plf ' Line D 14 85 5301 36.74 2291 84181 58.3 3.9 62.3 plf Line E 28 80 9979 31.74 3959 125652 58.3 3.4 61.7 plf Line G 120 70 89746 21.74 27870 605847 139.9 5.6 145.5 plf Line G 34 70 10603 21.74 3293 71577 58.3 2.3 60.7 plf Line J 34 60 9088 11.74 1778 20870 58.3 1.3 59.6 plf Line K 14 55 3430 6.74 420 2832 58.3 0.7 59.0 plf Line L 188 50 41877 1.74 1456 2531 58.3 0.2 58.5 plf ' Line M 14 45 2807 -3.26 -203 664 58.3 0.3 58.7 plf Line N 34 40 6059 -8.26 -1251 10339 58.3 0.9 59.2 plf Line Q 34 30 4544 -18.26 -2766 50514 58.3 2.0 60.3 plf Line S 130 20 27778 -28.26 -39253 1109370 139.9 7.3 147.1 plf Line S 34 20 3029 -28.26 4281 120983 58.3 3.0 61.4 plf Line U 34 10 1515 -38.26 -5796 221747 58.3 4.1 62.4 plf ne+N 15 0.333 1010 47.93 -145264 6962288 2645.3 233.0 71 28782 plf ' Line W . 20 0 0 -48.26 -6175 297998 83.7 74 c1::M.2�x plf 535994 18049860 ER•[(dx)'+(dy)']= 43810365 ' Interior Partitions: 29 Ga. U - Panel w/6 Screw Pattern (Allowable Shear Capacity=91 plf) Insulated Walls: 29 Ga. U - Panel w/6 Screw Pattern, 12" Edge &Seam Spacing on Both Sides ' ( Lines G and S ) (Allowable Shear Capacity=2 x 137 plf=274 plf) Liner Panel: 29 Ga. U - Panel w/6 Screw Pattern, 12" Edge &Seam Spacing 1 ( Line W) (Allowable Shear Capacity= 190 plf) ' 1914-TwoStory.xls Roof X-Brace-A East Self Storage ' Salem,Massachussets (22 Building:A Tech-Fast Job:J1914 ' Roof X-Strapping Design: Building: A 1996 BOCA Loads, Wind= 14,257 lbs Nominal Seismic= 36,048 lbs Lateral Load= 36,048 lbs (Seismic Controls) ' trib width= 20 ft (bracing tributary to supporting wall) total width= 100 ft Effective Lateral Load= 7,210 lbs (force resisted by x-bracing closest to supporting wall) No. Braced Bays= 7 Bay depth= 10 ft Width ' Bay width= 5 ft sample bracing layout to illustrate terms 10 Depth Strap Length =SQRT(Bay width + Bay depth2) = 11.18 ft tP strap= 1152 lbs Check Strap Capacity: Strap Width= 2.00 in Less 1/4"for Fastener -0.25 in Effective Strap Width= 1.75 in Strap Thickness= 0.06 in Fy= 55 ksi P aiiowaoie= (Effective Strap Width x Strap Thickness x(1.33)Fy)/1.67= 4599 lbs OK No. of Screws Required: 2 screws(at each end or lap) Check Fastener(Reference AISI Specification Provisions for Screw Connections): tl =t2= 0.06 in(16ga) Fug = F�2= 65.0 ksi d = 0.216 in(#12 Self Drilling Screw) W= 3 (Safety Factor) P„s=4.2(t23d)'rzFu2= 1865 lbs/screw Controls or P„s=2.7 t1d Fu = 2274 lbs/screw ' Pa= (1.33) P„s/W= 827 lbs/screw(note-allowable load increase 1.333 for seismic/wind) ' Check Strut: Pstrut= Lat Load'bay width/bay length/number of bays 515 lbs = 0.515 k 4ss20 prov: 1.48 k -<- Ilse 4C18 prov: 3.86 k 4C16 prov: 8.04 k ' 1914-TwoStory.xls Building A ��yy,, East Self Storage PAGE 2✓ OF Salem, Massachussets Building:A Tech-Fast Job: J1914 Building: A ' BASE ATTACHMENTS: Minimum Concrete Strength = 3000 psi (2-1/2" minimum slab thickness ) ( Upper Level ) ' Interior Column Base Clip: Ps= 390 lbs. (Wind/uplift-Dead Load )x Roof Area x 75% Vs= 180 lbs. (Max.Wall Shear x Column Spacing )x 75% Allowable Tension for 1/2"diam.x 2-1/2" Powers WEDGE-BOLT Anchor Pt=510 lbs. ' 2-1/4" Minimum Embedment Allowable Shear for 1/2"diam.x 2-1/2" Powers WEDGE-BOLT Anchor Vt= 1805 lbs. 2-1/4" Minimum Embedment Interaction Equation: (Ps/Pt)+ (Vs/Vt)= 0.864 < 1.0 OK Exterior Wall Base Channel: Maximum wall shear= 17.9 plf (Wind ) ( Upper Level ) Maximum wind/uplift= 146.0 plf (Wind/uplift- Roof dead load) ' Allowable Tension for 0.144"diam.x 1-1/2"Remington Powder Fastener = 180 lbs. 1-1/4" Minimum Embedment Allowable Shearfor 0.144"diam. x 1-1/2"Remington Powder Fastener =210 lbs. 1-1/4" Minimum Embedment Interaction Equation: (Ps/Pt)+ (Vs/Vt)= 0.896 < 1.0 OK ' Max. Pin Spacing= 12"/ 0.896 = 13.39 inches o.c. USE: 0.144"diam.x 1-1/2"Remington Powder Fastener @ 13 in. O.C. ' 1914-TwoStory.xls N c •L a � � � � � � � � � � err � � � � r � � � ' Purlin-Single Span i 2 ' J1214 Easi Self Storage 1/16/2002 Building(s): A Main Purlin 10 ft. Span 5 ft. Spacing Given: Calculate: Required: ' Length= 10 ft DL= 24.00 plf Mreq'd=w'I^2/8= 2.175 ft-k trib width= 5 ft LL= 150.00 plf Vreq'd=w*(1-2d)/2= 0.783 k dead load= 4.80 psf TL= 174.00 plf Ireq'd (LL@L/ 180 )= 1.209 in° live load= 30.00 psf Ireq'd (TL@U 150 )= 1.169 in' depth= 6 inches Use: 6216 for column: end interior provides: Mr- 3.393 ft-k Reaction= 870 1088 # OK Vr- 3.280 k #12x3/4 teks: 1.58 1.98 1= 4.017 in use: 2 4 ' Main Purlin - Uplift 10 ft. Span 5 ft. Spacing Given: Calculate: Required: Length= 10 ft DL= -18.00 plf Mreq'd=w'I^2/8= 1.177 ft-k trib width= 5 ft LL= 112.16 plf Vreq'd=w*(1-2d)/2= 0.424 k dead load= -3.60 psf TL= 94.16 plf Ireq'd (LL@L/ 180 )= 1.283 in" live load= 22.43 psf @ 0.75 wind load factor Ireq'd (TL@U 180 )= 1.077 in" ' depth= 6 inches Use: 6Z16 (for uplift use Mr= 0.5 * Mallow) for column: end interior provides: Mr- 1.697 ft-k Reaction= 471 5884 OK Vr= 3.280 k #12x3/4 teks: 0.86 1.08 I= 4.017 in use: 2 4 ' Ridge Purlin 10 ft. Span 2.5 ft. Spacing Given: Calculate: Required: Length= 10 ft DL= 12 plf Mreq'd=w*I^2/8= 1.088 ft-k ' trib width= 2.5 ft LL= 75 plf Vreq'd=w*(1-2d)/2= 0.392 k dead load= 4.8 psf TL= 87 plf Ireq'd(LL@U 180 )= 0.858 in live load= 30 psf Ireq'd (TL@U 150 )= 0.829 in' depth= 6 inches Use: 61016 for column: end interior provides: Mr- 3.393 ft-k Reaction= 435 544 # OK Vr= 3.280 k #12x3/4 teks: 0.80 1.00 1= 4.017 in use: 2 4 ' Ridge Purlin - Uplift 10 ft. Span 2.5 ft. Spacing Given: Calculate: Required: Length= 10 ft DL= -9.00 plf Mreq'd=w*1^2/8= 1.085 ft-k trib width= 2.5 ft LL= 95.79 plf Vreq'd=w*(1-2d)/2= 0.391 k dead load= -3.60 psf TL= 86.79 plf Ireq'd (LL@U 180 )= 1.096 in live load= 38.32 psf @ 0.75 wind load factor Ireq'd (TL@U 180 )= 0.993 in depth= 6 inches Use: 61016 (for uplift use Mr= 0.4 ' Mallow) for column: end interior provides: Mr= 1.357 ft-k Reaction= 434 542 # OK Vr- 3.280 k #12x3/4 teks: 0.80 1.00 1= 4.017 in use: 2 4 1914-Purlin.xls ' Purlin-Two Span 25 J1914 Easi Self Storage 1/16/2002 Building(s): A Main Purlin 10 ft. Span 5 ft. Spacing (two equal spans) Given: Calculate: Required: ' Length= 10 ft DL= 24.00 plf Mreq'd=w*1^2/8 = 2.175 ft-k trib width= 5 ft LL= 150.00 plf Vreq'd=w*(0.625*1-d) = 1.001 k dead load= 4.80 psf TL= 174.00 plf Ireq'd (LL@U 180 )= 1.209 in live load= 30.00 psf Ireq'd (TL@U 150 )= 1.169 in ' depth= 6 inches Use: 6216 for column: end interior provides: Mr= 3.393 ft-k Reaction= 653 1088 # OK Vr= 3.280 k #12x3/4 teks: 1.19 1.98 I= 4.017 in" use: 2 4 CSR= 0.50 OK for 2 span ' Main Purlin - Uplift 10 ft. Span 5 ft. Spacing (two equal spans) Given: Calculate: Required: Length= 10 ft DL= -18.00 plf Mreq'd=w*I^2/8= 1.177 ft-k trib width= 5 ft LL= 112.16 plf Vreq'd=w*(0.625*1-d)= 0.541 k dead load= -3.60 psf TL= 94.16 plf Ireq'd (LL@L/ 180 )= 0.904 in live load= 22.43 psf Ireq'd(TL@L/ 180 )= 0.759 in depth= 6 inches Use: 6216 (for uplift use Mr= 0.7 *Mallow) for column: end interior provides: Mr- 2.375 ft-k Reaction= 353 5884 OK Vr- 3.280 k #12x3/4 teks: 0.64 1.07 1= 4.017 in" use: 2 . 4 CSR= 0.273 OK for 2 span Ridge Purlin 10 ft. Span 2.5 ft. Spacing (two equal spans) Given: Calculate: Required: Length= 10 ft DL= 12 plf Mreq'd=w*I^2/8= 1.088 ft-k trib width= 2.5 ft LL= 75 plf Vreq'd=w*(0.625*1-d)= 0.500 k dead load= 4.8 psf TL= 87 plf Ireq'd (LL@U 180 )= 0.605 in live load= 30 psf Ireq'd (TL@U 150 )= 0.584 in depth= 6 inches Use: 6C16 for column: end interior provides: Mr- 3.393 ft-k Reaction= 326 544 # OK Vr= 3.280 k #12x3/4 teks: 0.59 0.99 1= 4.017 in use: 2 4 CSR= 0.13 OK for 2 span ' Ridge Purlin - Uplift 10 ft. Span 2.5 ft. Spacing (two equal spans) Given: Calculate: Required: Length= 10 ft DL= -9.00 plf Mreq'd=w*I^2/8= 1.085 ft-k trib width= 2.5 ft LL= 95.79 plf Vreq'd=w*(0.625*1-d)= 0.499 k dead load= -3.60 psf TL= 86.79 plf Ireq'd (LL@L/ 180 )= 0.772 in live load= 38.32 psf @ 0.75 wind load factor Ireq'd (TL@U 180 )= 0.700 in depth= 6 in Use: 6C16 (for uplift use Mr= 0.6 ' Mallow) for column: end interior provides: Mr- 2.036 ft-k Reaction= 325 542 # OK Vr- 3.280 k #12x3/4 teks: 0.59 0.99 1= 4.017 in" use: 2 4 CSR= 0.31 OK for 2 span ' 1914-Purlin.xls Purlin-Three Span 2.(v J1914 Easi Self Storage 1/16/2002 Building(s): A Main Purlin 10 ft. Span 5 ft. Spacing (three equal spans) Given: Calculate: Required: ' Length= 10 ft DL= 24.00 pIf Mreq'd=0.1167*w*1^2= 2.031 ft-k trib width= 5 ft LL= 150.00 pif Vreq'd=w*(0.617*1-d)= 1.074 k dead load= 4.80 psf TL= 174.00 plf Ireq'd (LL@L/ 180 )= 1.305 in" live load= 30.00 psf Ireq'd (TL@L/ 150 )= 1.261 in ' depth= 0 inches Use: 6216 for column: end interior provides: Mr= 3.393 ft-k Reaction= 783 1074 # OK Vr- 3.280 k #12x3/4 teks: 1.42 1.95 1= 4.017 in use: 2 4 CSR= 0.47 OK for 3 span Main Purlin - Uplift 10 ft. Span 5 ft. Spacing (two equal spans) Given: Calculate: Required: Length= 10 ft DL= -18.00 plf Mreq'd=0.1167*w*I^2= 1.099 ft-k trib width= 5 ft LL= 112.16 plf Vreq'd=w*(0.617*1-d)= 0.534 k dead load= -3.60 psf TL= 94.16 pIf Ireq'd (LL@L/ 180 )= 0.976 in live load= 22.43 psf Ireq'd (TL@U 180 )_ 0.819 in ' depth= 6 inches Use: 6216 (for uplift use Mr= 0.7 * Mallow) for column: end interior provides: Mr- 2.375 ft-k Reaction= 424 581 # OK Vr= 3.280 k ' #12x3/4 teks: 0.77 1.06 I= 4.017 in" use: 2 4 CSR= 0.24 OK for 3 span Ridge Purlin 10 ft. Span 2.5 ft. Spacing (two equal spans) Given: Calculate: Required: Length= 10 ft DL= 12 plf Mreq'd=0.1167*w*I^2= 1.015 ft-k ' trib width= 2.5 ft LL= 75 plf Vreq'd=w*(0.617*1-d)= 0.493 k dead load= 4.8 psf TL= 87 pIf Ireq'd (LL@U 180 )= 0.652 in' live load= 30 psf Ireq'd(TL@U 150 )= 0.631 in° depth= 6 inches Use: 6C76 for column: end interior provides: Mr- 3.393 ft-k Reaction= 392 537 # OK Vr- 3.280 k #12x3/4 teks: 0.71 0.98 I= 4.017 in use: 2 4 CSR= 0.11 OK for 3span Ridge Purlin - Uplift 10 ft. Span 2.5 ft. Spacing (two equal spans) Given: Calculate: Required: Length= 10 ft DL= -9.00 plf Mreq'd=0.1167*w*I^2= 1.013 ft-k trib width= 2.5 ft LL= 95.79 plf Vreq'd=w*(0.617*1-d)= 0.492 k dead load= -3.60 psf TL= 86.79 plf Ireq'd(LL@U 180 )= 0.833 in' live load= 38.32 psf Ireq'd (TL@U 180 )= 0.755 in' depth= 6 inches Use: 6C16 (for uplift use Mr= 0.6 * Mallow) for column: end interior provides: Mr- 2.036 ft-k Reaction= 391 536 # OK Vr- 3.280 k ' #12x3/4 teks: 0.71 0.97 I= 4.017 in" use: 2 4 CSR= 0.28 OK for 3 span ' 1914-Purlin.xls N d m � � � � � � � � � r � r � � � � r � � ' Easi Self Storage Roof Beams PAGE 2� OF Salem, Massachussets Buildings:A Tech-Fast Job: J1914 BEAM: RB-1 ( Line 2 / Span U to W ) P ' P: Dead Load = 300 lbs U2 L/2 Live Load = 1875 lbs 2175 lbs R R L= 10 ft. L R: Dead Load= 150 lbs Live Load= 937.5 lbs 1087.5 lbs USE: 8C14 MA= 6685.6 ft-lbs Req'd M= 5437.5 ft-lbs 0.813 VA= 4900 lbs Req'd V= 1087.5 lbs 0.222 I = 11.049 in.4 Req'd I = 3.981 in.4 0.360 1 1 1914-LtGaBEAM.xls ' Easi Self Storage Floor Beams PAGE 2b OF Salem, Massachussets Buildings:A Tech-Fast Job:J1914 BEAM: FB-1 ( Typical Hallway Beam ) L= 5.333333 ft. w: Dead Load= 550 plf Live Load= 1250 plf ' w 1800 plf R: Dead Load= 1466.7 lbs R IR Live Load= 3333.3 lbs 4800 lbs L USE: (2) 6C16 MA= 6778.9 ft-lbs Req'd M= 6400.0 ft-lbs 0.944 VA= 6880.0 lbs Req'd V= 4800.0 lbs 0.698 1 = 8.056 in4 Req'd I = 3.124 in4 0.388 BEAM: FB-2 ( lines 2, 18, 19, and 20 ) L= 10 ft. P P: Dead Load = 300 lbs Live Load = 1875 lbs U2 U2 2175 lbs W w: Dead Load= 550 plf _ Live Load= 1250 plf 1800 plf R R R: Dead Load= 2900 lbs L Live Load = 7187.5 lbs 10087.5 lbs ' USE: (2) 1OC12 MA= 27928.1 ft-lbs Req'd M= 27937.5 ft-lbs 1.000 VA= 21740.0 lbs Req'd V= 10087.5 lbs 0.464 I = 57.094 in4 Req'd I = 24.575 in4 0.430 BEAM: FB-3 ( Line 211 A to C, C to E ) L= 10 ft. P P: Dead Load= 120 lbs Live Load= 750 lbs U2 U2 870 lbs w w: Dead Load= 300 plf Live Load= 625 plf 925 plf R R R: Dead Load= 1560 lbs L Live Load= 3500 lbs 5060 lbs USE: 1OC12 MA= 13964.1 ft-lbs Req'd M= 13737.5 ft-lbs 0.984 VA= 10870.0 lbs Req'd V= 5060.0 lbs 0.466 1 = 28.547 in4 Req'd I= 12.175 in4 0.426 1914-LtGaBEAM.xls , Easi Self Storage Floor Beams PAGE 2j OF Salem, Massachussets Buildings:A Tech-Fast Job:J1914 ' BEAM: FB-4 ( Line 201 A to E ) L= 20 ft. A= 5 ft. P P P A A A A P: Dead Load = 300 lbs ' Live Load = 1875 lbs 2175 lbs w IF IF w: Dead Load = 550 plf Live Load = 1250 plf R R 1800 plf R: Dead Load= 5950 lbs L Live Load= 15312.5 lbs r 21262.5 lbs USE: W12x35 ( Fy = 50ksi ) ' MA= 125400.0 ft-lbs Req'd M= 111750.0 ft-lbs 0.891 VA= 75000.0 lbs Req'd V= 21262.5 lbs 0.284 I = 285.000 in4 Req'd I = 272.746 in4 0.957 1914-LtGaBEAM.xls Upper Floor Columns 1 t 1 Columns Project: Easi Self Storage Building(s): A Group 1: Interior Columns Load Case: 1 Dead +Snow+5 psf Lateral ' Load Case: 2 Dead +Wind ( Uplift) Group 2: Exterior Columns Load Case: 1 75%( Dead+ Roof Snow+ 1/2 Wind ) ( Endwalls ) Load Case: 2 Dead +Wind Load Case: 3 Dead +75%(Wind + Roof Snow ) Group 3: Exterior Columns Load Case: 1 75%( Dead+ Roof Snow+ 1/2 Wind ) (Sidewalls) Load Case: 2 Dead+Wind Load Case: 3 Dead +75%(Wind+ Roof Snow ) Building Width = 100 ft. Wind Speed= 80 mph Floor to Floor Ht.= 9.7917 ft. Exposure= C K h= 0.87 Roof Slope= 0.375 inches/foot GC p= 1.5 for Area <= 10(Windward wall ) Roof Pitch = 2 ( 1=single,2=double) GC p= 1.0 for Area <=500 (Windward wall ) Eave Height= 10 ft.(above 2nd Floor) GC p= 2.0 for Area<= 10(Leeward wall corners) Total Eave Height= 19.792 ft. GC p= 1.1 for Area<=500 ( Leeward wall corners ) Max. Roof Height= 21.354 ft. GC p= 1.4 for Area<= 10 (Windward&Leeward roof) Int.Bay Spacing= 10 ft. GC p= 1.2 for Area<= 100 (Windward &Leeward roof) Ext.Bay Spacing= 10 ft. GC p= 2.6 for Area <= 10 (Roof eaves and rakes ) Purlin Spacing= 5 ft. GC p= 1.5 for Area <= 100 ( Roof eaves and rakes) Mean Roof Height= 20.573 ft. GC p= 4.0 for Area <= 10 ( Roof corners) 10% Bldg.Width= 10 ft. GC p= 1.5 for Area<= 100( Roof comers) 40%Mean Roof Ht.= 8.229 ft. GC pi= 0.25 (inward/outward) a= 10.000 ft. P v= 16.4 psf P= P v*K h*(GC p-GC pi) (For components and cladding ) Dead Load= 4.8 psf Snow Load= 30 psf Choose: Live Load =1, Snow Load=2 �2 Group 1: Interior Columns Size: 4016x2.5 L x= 11.563 ft. ' L y= 1.500 ft. L T= 6.563 ft. Horizontal hat channel bracing at 5 ft.above floor Roof Area= 62.5 sq.ft. Wall Area= 57.813 sq.ft. Reduced Wind= 21.86 psf( roof framing ) Load Case: 1 P= 2.175 kips P a = 4.719 kips M x= 5.013 in.-kips M a = 22.270 in.-kips V= 0.145 kips at base ' Interaction: Eq. C5.2.1-1 = 0.730 < 1.0 Eq. C5.2.1-2= 0.354 < 1.0 Section is OK Load Case: 2 T= -1.066 kips T a= 19.536 kips M x= 5.013 in.-kips M a= 22.270 in.-kips V= 0.145 kips at base Interaction: Eq. C5.1.1-1 = 0.247 < 1.0 Eq.C5.1.1-2= 0.171 < 1.0 Section is OK Use 4C16x2.5 for all Interior Columns 1914-U pperColumn.xls tGroup1Case1j` COMBINED AXIAL COMPRESSION AND BENDING Section: 4C16x2.5 Group: 1 Load Case: 1 Depth = 4.0 in. L x= 11.563 ft. =Column Height K x= 1.0 Width= 2.50 in. L y= 1.500 ft. K y= 1.0 Lip= 0.750 in. L T= 6.563 ft. K T= 1.0 Thickness= 0.060 in. P= 2.175 kips Radius= 0.1875 in. M x= 5.013 in.-kips E= 29500 ksi Fy= 55 ksi COMPRESSION CAPACITY: Since the channel is singly-symmetric, Fe shall be taken as the lower value of Fe calculated according to AISI Sections C4.1 or C4.2 Section C4.1: Fe= Tr2' E/(K' L/r)2 r x= 1.632 in. r y= 0.949 in. Fex= 40.277 ksi K x' L x/r x= 85.022 <200 OK Fey= 808.996 ksi K yL y/r y= 18.971 <200 OK Section C4.2: Fe= ( 1/2'p )'[(ore+ort)- [(9e+vt)2 (4'p've'o-t)I1�I ort= (1/(A*ro2)) I(G'J )+(Tr2' E' Cw)/( Kt' Lt)1 A= 0.593 sq. in. Full cross sectional area ro= 2.906 in. Polar radius of gyration G= 11800 ksi Shear Modulus J = 0.00071 in.4 St.Venant torsion constant Cw= 2.255 in.6 Torsional warping constant p= 0.422 ' or t= 22.805 ksi Or ex= 40.277 ksi or ex+ or t= 63.082 ksi Or ey= 808.996 ksi Q ey+Q t= 831.801 ksi Fex= 16.348 ksi Fey= 22.435 ksi USE: Fe= 16.348 ksi X c= ( Fy/Fe )v2 X c= 1.834 > 1.5 X c2= 3.364 Fn= 14.337 ksi i 1914-UpperColumn.xls GrouplCasel 32 Determine Effective Area,A e at f=Fn Flanges: W= 2.005 in. w/t= 33.4167 <60 OK S= 1.28*( E/Fn )A0.5= 58.062 w/t<S Use AISI Section B4.2 Case 2 D/w= 0.374 <0.80 d= 0.503 in. n = 0.500 ku= 0.43 Is= (dA3)*t/ 12= 0.00063 in la= 399*(tA4)*([(w/t)/S]-(ku/4)A0.5)A3 =0.00008 in C,= Is/ la = 0.00063/ 0.00008 = 8.076 > 1.0 Use C.= 1.000 C, =2-C: = 1.000 ka= 5.25-(5*( D/w))= 3.380 <4.0 Use ka= 3.380 k= (C:An)*( ka- ku )+ku = 3.380 X= [1.052/(kA0.5)]*(w/t)*(Fn/E)A0.5 0.422 <0.673 P.= 1.000 b= p*w= 2.005 in. ' Lips: w/t= d/t= 8.375 f= 14.337 ksi X= [1.052/(kA0.5)]*(w/t)*(f/E)A0.5= 0.2962 <0.673 p= 1.000 ds' = d* p= 0.503 in. ds= C,*ds' = 0.503 in. Web: w/t= 3.505 in./ 0.060 in.= 58.417 k= 4.000 X_ [1.052/(kA0.5)]*(w/t)*(f/E)A0.5= 0.677 >0.673 p= 0.997 be= p*w= 3.494 in. Corners: U = 0.342 in. Ae= 0.593 sq.in. Pa= Pn c= (Ae* Fnc Pn= 8.495 kips �c= 1.80 USE: Pa= 4.719 kips r t 1914-U pperColumn.xls Groupl Casel BENDING CAPACITY: M a = M n/,n b .n b= 1.67 M n= Nominal flexural strength calculated according to AISI Sections C3.1.1 or C3.1.2 Section C3.1.1 : M n =SeFy Se= Elastic Section Modulus of the effective section calculated with the extreme compression or tension fiber at Fy Sex= 0.676 in.' M n= 37.191 in.-kips Section C3.1.2 : M n= Sc' ( Mc/Sf) Sf= Elastic Section Modulus of the full unreduced section Sc= Elastic Section Modulus of the effective section calculated at a stress= Mc/Sf in the extreme compression fiber Mc=Critical Moment My= Sf* Fy= 43.444 in.-kips Sf= 0.790 in.3 Me= Cb*ro*A*(trey*o't)" =234.171 in:kips Cb= 1.0 2.78* My= 120.776 in.-kips < Me 0.56' My= 24.329 in.-kips < Me Mc= My= 43.444 in.-kips Mc/Sf= 43.444/ 0.790= 55.000 ksi �! S c= 0.676 in.' M n = 37.191 in.-kips USE: M n= 37.191 in.-kips Me= Mn/f1b D b= 1.67 USE: M a= 22.270 in:kips INTERACTION EQUATIONS: Per AISI Section C5.2.1 (Allowable Stress Design ) Equation C5.2.1.1 : ( P/Pa )+[(Cmx' Mx)/( Ma*ax))< 1 Cmx= 1.0 ax= 1 -(,,,c* P/Pex) Pex= 7{2* E'Ix/( Kx'Lx)2 Equation C5.2.1-2 : ( P/Pao )+ ( Mx/Ma )< 1 Pao= Aeo* Fy/fic I x= 1.580 in." Moment of Inertia of the full unreduced cross section P ex= 23.892 kips a x= 0.836 Aeo= 0.551 sq.-in. Effective cross sectional area calculated at f= Fy P ao= 16.829 kips Equation C5.2.1-1 = 0.730 < 1.0 Equation C5.2.1-2= 0.354 < 1.0 Section is OK ' 1914-UpperColumn.xls Group1Case2 34 COMBINED AXIAL TENSION AND BENDING Section: 4016x2.5 Group: 1 Load Case: 2 Depth= 4.0 in. L x= 11.563 ft. =Column Height K x= 1.0 Width = 2.50 in. L y= 1.500 ft. K y= 1.0 Lip= 0.750 in. L T= 6.563 ft. K T= 1.0 Thickness= 0.060 in. T= 1.066 kips Radius= 0.1875 in. M x= 5.013 in.-kips E= 29500 ksi Fy= 55 ksi TENSION CAPACITY: Ta=Tn/fl t= (A n* Fy)/4 t fl t= 1.67 A n= 0.593 sq.-in. Tn= 32.626 kips 7 Ta= 19.536 kips BENDING CAPACITY: M a= M n/d2 b fl b= 1.67 M n= Nominal flexural strength calculated according to AISI Sections C3.1.1 or C3.1.2 Section C3.1.1 : M n= SeFy Se= Elastic Section Modulus of the effective section calculated �! with the extreme compression or tension fiber at Fy Sex= 0.676 in.3 M n= 37.191 in:kips Section C3.1.2 : M n= Sc' ( Mc/Sf) Sf= Elastic Section Modulus of the full unreduced section Sc= Elastic Section Modulus of the effective section calculated at a stress= Mc/Sf in the extreme compression fiber Mc=Critical Moment ,My= Sf* Fy= 43.444 in.-kips Sf= 0.790 in.' Me= Cb*ro*A*(a ey'(T t)112 =234.171 in.-kips Cb= 1.0 2.78* My= 120.776 in.-kips < Me 0.56*My= 24.329 in.-kips < Me Mc= My= 43.444 in:kips Mc/Sf= 43.444/ 0.790= 55.000 ksi S c= 0.676 in.3 M n= 37.191 in.-kips USE: M n= 37.191 in.-kips Me= Mn/,flb n b= 1.67 USE: M a= 22.270 in:kips INTERACTION EQUATIONS: Per AISI Section C5.1.1 (Allowable Stress Design ) Equation C5.1.1-1 : (M x/M axt)+(T/Ta) M axt= M nxt/SZ b M nxt= Sf* Fy Equation C5.1.1-2 : ( Mx/Max)-(T/Ta) Max= Mnx/flb Mnx= M n= 37.191 in.-kips W M nxt= 43.444 in.-kips M axt= 26.015 in.-kips M ax= 22.270 in.-kips Equation C5.1.1-1 = 0.247 < 1.0 Equation C5.1.1-2= 0.171 < 1.0 Section is OK 1914-UpperColumn.xls Columns 35 Project: Easi Self Storage Building(s): A Group 2: Exterior Columns (Endwalls) Size:1 4C16x2.5 L x= 11.563 ft. L y= 6.563 ft. Horizontal girts at 5 ft.above floor L T= 6.563 ft. Horizontal girts at 5 ft.above floor Roof Area= 18.75 sq.ft. Wall Area= 28.906 sq.ft. Reduced Wind = 39.10 psf( roof eaves, rakes, and ridges) Reduced Wind= 22.68 psf(wall framing-h <= 15' ) Reduced Wind= 24.67 psf(wall framing-h > 15'and h <=20' ) ■I Average Wind= 23.78 psf Load Case: 1 P= 0.214 kips P a = 4.719 kips M x= 8.777 in.-kips M a = 19.759 in.-kips V= 0.146 kips at base Interaction: Eq. C5.2.1-1 = 0.497 < 1.0 Eq. C5.2.1-2= 0.457 < 1.0 Section is OK Load Case: 2 T= -0.271 kips T a= 19.536 kips M x= 17.553 in.-kips M a= 19.759 in.-kips V= 0.293 kips at base t Interaction: Eq. C5.1.1-1 = 0.689 < 1.0 Eq. C5.1.1-2= 0.874 < 1.0 Section is OK _ Load Case: 3 T= -0.038 kips T a= 19.536 kips M x= 17.553 in.-kips M a= 19.759 in:kips Q V= 0.293 kips at base Interaction: Eq. C5.1.1-1 = 0.677 < 1.0 Eq. C5.1.1-2= 0.886 < 1.0 Section is OK Use 4C16x2.5 for all Exterior Endwall Columns 1914-UpperColumn.xls Group2Casel 3� COMBINED AXIAL COMPRESSION AND BENDING Section: 4C16x2.5 Group: 2 Load Case: 1 Depth= 4.0 in. L x= 11.563 ft. =Column Height K x= 1.0 Width = 2.50 in. L y= 6.563 ft. K y= 1.0 Lip= 0.750 in. L T= 6.563 ft. K T= 1.0 Thickness= 0.060 in. P= 0.214 kips Radius= 0.1875 in. M x= 8.777 in.-kips E= 29500 ksi ' Fy= 55 ksi COMPRESSION CAPACITY: Since the channel is singly-symmetric, Fe shall be taken as the lower value of Fe calculated according to AISI Sections C4.1 or C4.2 Section C4.1: Fe= 1r2* E/( K* L/r)2 r x= 1.632 in. r y= 0.949 in. Fex= 40.277 ksi K x* L x/r x= 85.022 <200 OK Fey= 42.266 ksi K y* L y/r y= 82.998 <200 OK Section C4.2: Fe= ( 1/2*p )*[(ae+ort)-[(ore+at)2 (4*13'ae'ort)11121 at= (1/(A'r0e))' [(G 'J )+(w2* E*Cw)/( Kt* Lt)1 A= 0.593 sq. in. Full cross sectional area ro= 2.906 in. Polar radius of gyration G= 11800 ksi Shear Modulus J = 0.00071 in.4 St.Venant torsion constant Cw= 2.255 in.6 Torsional warping constant [3= 0.422 a t= 22.805 ksi a ex= 40.277 ksi Or ex+OF t= 63.082 ksi a ey= 42.266 ksi Or ey+or t= 65.071 ksi Fex= 16.348 ksi Fey= 16.599 ksi USE: Fe= 16.348 ksi Xc= (Fy/Fe)" X c= 1.834 > 1.5 X c2= 3.364 f Fn= 14.337 ksi r 1914-U pperColumn.xls LGroup2Case1 37 Determine Effective Area,A e at f=Fn Flanges: W= 2.005 in. w/t= 33.4167 <60 OK S= 1.28*(E/Fn )A0.5= 58.062 w/t< S Use AISI Section B4.2 Case 2 D/w= 0.374 <0.80 d= 0.503 in. n = 0.500 ku = 0.43 Is= (dA3)*t/ 12= 0.00063 in la= 399*(tA4)*{[(w/t)/S]-(ku/4)AO.5)A3 =0.00008 in C,= Is/la= 0.00063/ 0.00008= 8.076 > 1.0 Use C,= 1.000 C, =2-C, = 1.000 ka= 5.25-(5'( D/w))= 3.380 <4.0 Use ka= 3.380 k= (C,An)*( ka- ku )+ku = 3.380 X_ [1.052/(kA0.5)]*(w/t)'(Fn/E)A0.5 0.422 <0.673 p= 1.000 b= p'w= 2.005 in. Lips: w/t= d/t= 8.375 f= 14.337 ksi X_ [1.052/(kA0.5)]*(w/t)'(f/E)A0.5= 0.2962 <0.673 p= 1.000 ds' = d' p= 0.503 in. ds= Cz ds' = 0.503 in. Web: w/t= 3.505 in./ 0.060 in.= 58.417 k= 4.000 X_ [1.052/(kA0.5)]'(w/t)*(f/E)A0.5= 0.677 >0.673 p= 0.997 be= p*w= 3.494 in. Corners: u= 0.342 in. Ae= 0.593 sq.in. Pa= Pn/ftc= (A e' Fn )/lZc Pn= 8.495 kips JLC= 1.80 USE: Pa= 4.719 kips 1 1914-UpperColumn.xls Group2Case1 BENDING CAPACITY: M a= M n/,f2 b SZ b= 1.67 M n= Nominal flexural strength calculated according to AISI Sections C3.1.1 or C3.1.2 Section C3.1.1 : M n=SeFy Se= Elastic Section Modulus of the effective section calculated with the extreme compression or tension fiber at Fy S ex= 0.676 in.' M n = 37.191 in:kips Section C3.1.2 : M n= Sc' ( Mc/Sf) Sf= Elastic Section Modulus of the full unreduced section Sc= Elastic Section Modulus of the effective section calculated at a stress= Mc/Sf in the extreme compression fiber Mc=Critical Moment My= Sf* Fy= 43.444 in.-kips Sf= 0.790 in.3 ' Me= Cb*ro*A*(cr ey*cr t)' = 53.525 in:kips Cb= 1.0 2.78* My= 120.776 in.-kips > Me 0.56* My= 24.329 in.-kips < Me Mc= (10/9)*My*[1 -( My/3.6*Me)]= 37.388 in.-kips Mc/Sf= 37.388/ 0.790= 47.333 ksi S c= 0.697 in.' M n= 32.998 in.-kips USE: M n = 32.998 In.-kips Ma= Mn/flb SZ b= 1.67 USE: M a= 19.759 in:kips INTERACTION EQUATIONS: Per AISI Section C5.2.1 (Allowable Stress Design ) Equation C5.2.1-1 : (P/Pa )+[(Cmx' Mx)/(Ma*ax)]< 1 Cmx= 1.0 ax= 1 -(,Qc* P/Pex ) Pex= lT2* E*I%/( Kx* Lx)2 Equation C5.2.11-2 (P/Pao)+ ( Mx/Ma)< 1 Pao= Aeo* Fy/f2c I x= 1.580 in." Moment of Inertia of the full unreduced cross section Pax= 23.892 kips a x= 0.984 Aeo= 0.551 sq.-in. Effective cross sectional area calculated at f= Fy P ao= 16.829 kips Equation C5.2.1-1 = 0.497 < 1.0 Equation C5.2.1-2= 0.457 < 1.0 Section is OK ' 1914-UpperColumn.xls ' Group2Case2 1 COMBINED AXIAL TENSION AND BENDING Section: 4C16x2.5 I Group: 2 Load Case: 2 ' Depth= 4.0 in. L x= 11.563 ft. =Column Height K x= 1.0 Width = 2.50 in. L y= 1.500 ft. K y= 1.0 Lip= 0.750 in. L T= 6.563 ft. K T= 1.0 ' Thickness= 0.060 in. T= 0.271 kips Radius= 0.1875 in. M x= 17.553 in.-kips E= 29500 ksi ' Fy= 55 ksi TENSION CAPACITY: Ta=Tn/fl t= (A n" Fy)/fl t fl t= 1.67 A n= 0.593 sq.-in. ' Tn= 32.626 kips Ta= 19.536 kips BENDING CAPACITY: M a= M n hfl b n b= 1.67 M n = Nominal flexural strength calculated according to AISI Sections C3.1.1 or C3.1.2 Section C3.1.1 : M n= Se* Fy Se= Elastic Section Modulus of the effective section calculated ' with the extreme compression or tension fiber at Fy Sex= 0.676 in.' M n= 37.191 in.-kips ' Section C3.1.2 : M n= Sc"(Mc/Sf) Sf= Elastic Section Modulus of the full unreduced section Sc= Elastic Section Modulus of the effective section calculated at a stress= Mc/Sf in the extreme compression fiber Mc= Critical Moment My= Sf"Fy= 43.444 in:kips Sf= 0.790 in.' Me= Cb"ro A"(a ey"Q t)112 =53.525 in.-kips Cb= 1.0 t2.78" My= 120.776 in.-kips > Me 0.56"My= 24.329 in.-kips < Me ' Me= (10/9)"My"[1 -(My/3.6"Me )]_ 37.388 in.-kips Mc/Sf= 37.388/ 0.790= 47.333 ksi ' S c= 0.697 in.3 M n= 32.998 in.-kips USE: M n= 32.998 in.-kips Me= Mn/Db n b= 1.67 USE: M a= 19759 :ks INTERACTION EQUATIONS: Per AISI Section C5.1.1 (Allowable Stress Design ) ' Equation C5.1.1.1 : (Mx/Maxt)+ (T/Ta) Maxt= Mnxt/flb M nxt= Sf" Fy ' Equation C5.1.1-2 : (Mx/Max)-(T/Ta ) Max= Mnx/,,Qb M nx= M n= 32.998 in.-kips M nxt= 43.444 in.-kips M axt= 26.015 in.-kips ' Max= 19.759 in.-kips Equation C5.1.1-1 = 0.689 < 1.0 Equation C5.1.1-2= 0.874 < 1.0 Section is OK ' 1914-UpperColumn.xls ' Group2Case3 1 ' COMBINED AXIAL TENSION AND BENDING Section: 4016x2.5 Group: 2 Load Case: 3 ' Depth = 4.0 in. L x= 11.563 ft. =Column Height K x= 1.0 Width = 2.50 in. L y= 1.500 ft. K y= 1.0 Lip= 0.750 in. L T= 6.563 ft. K T= 1.0 ' Thickness= 0.060 in. T= 0.038 kips Radius= 0.1875 in. M x= 17.553 in.-kips E= 29500 ksi ' Fy= 55 ksi TENSION CAPACITY: Ta =Tn/,Q t= (A n* Fy)/f1 t f1 t= 1.67 A n= 0.593 sq.-in. ' Tn= 32.626 kips Ta= 19.536 kips ' BENDING CAPACITY: M a= M n/,(Z b 0 b= 1.67 M n= Nominal flexural strength calculated according to AISI Sections C3.1.1 or C3.1.2 Section C3.1.1 : M n=Se" Fy Se= Elastic Section Modulus of the effective section calculated ' with the extreme compression or tension fiber at Fy Sex= 0.676 in a M n = 37.191 in.-kips ' Section C3.1.2 : M n=Sc' ( Mc/Sf) Sf= Elastic Section Modulus of the full unreduced section Sc= Elastic Section Modulus of the effective section calculated at a stress= Mc/Sf in the extreme compression fiber Mc= Critical Moment My= Sf* Fy= 43.444 in.-kips Sf= 0.790 in.3 Me= Cb*rp'A*(or ey*o't)'Z = 53.525 in.-kips Cb= 1.0 2.78* My= 120.776 in.-kips > Me 0.56' My= 24.329 in.-kips <Me ' Mc= (10/9)*My'[1 -( My/3.6*Me )]= 37.388 in.-kips Mc/Sf= 37.388/ 0.790= 47.333 ksi S c= 0.697 in.3 M n= 32.998 in.-kips USE: M n= 32.998 in.-kips Ma= Mn/flb SZ b= 1.67 USE: M a= 19.759 in:kips INTERACTION EQUATIONS: Per AISI Section C5.1.1 (Allowable Stress Design ) ' Equation C5.1.1.1 : (M x/Maxi)+ (T/Ta) Maxt= Mnxt/flb M nxt= Sf* Fy ' Equation C5.1.1.2 : ( Mx/Max )- (T/Ta ) Max= Mnx/flb Mnx= M n= 32.998 in:kips M nxt= 43.444 in.-kips ' M axt= 26.015 in.-kips Max= 19.759 in.-kips Equation C5.1.1-1 = 0.677 < 1.0 Equation C5.1.1-2= 0.886 < 1.0 Section is OK ' 1914-UpperColumn.xls ' Columns 4 ' Project: Easi Self Storage Building(s): A Group 3: Exterior Columns (Sidewalls ) Size:1 4C16x2.5 ' Lx= 10 ft. L y= 5.000 ft. Horizontal girts at 5 ft.above floor L T= 5.000 ft. Horizontal girts at 5 ft.above floor Roof Area= 12.5 sq.ft. ' Wall Area= 25 sq.ft. Reduced Wind= 40.19 psf(roof eaves, rakes,and ridges ) Reduced Wind= 22.74 psf(wall framing-h<= 15' ) ' Reduced Wind= 24.73 psf(wall framing-h> 15'and h<=20' ) Average Wind= 23.69 psf Load Case: 1 P= 0.138 kips P a = 6.962 kips ' M x= 6.663 in.-kips M a = 21.619 in.-kips V= 0.111 kips at base Interaction: Eq. C5.2.1-1 = 0.330 < 1.0 Eq. C5.2.1-2= 0.316 < 1.0 Section is OK Load Case: 2 T= -0.191 kips T a= 19.536 kips M x= 13.326 in.-kips M a= 21.619 in.-kips V= 0.222 kips at base ' Interaction: Eq. C5.1.1-1 = 0.522 < 1.0 Eq. C5.1.1-2= 0.607 < 1.0 Section is OK Load Case: 3 T= -0.036 kips T a= 19.536 kips M x= 13.326 in:kips M a= 21.619 in.-kips V= 0.222 kips at base ' Interaction: Eq.C5.1.1-1 = 0.514 < 1.0 Eq.C5.1.1-2= 0.615 < 1.0 Section is OK ' Use 4016x2.5 for all Exterior Sidewall Columns 1 ' 1914-UpperColumn.xls ' Group3Case1 T` ' COMBINED AXIAL COMPRESSION AND BENDING Section: 4C16x2.5 Group: 3 Load Case: 1 ' Depth= 4.0 in. L x= 10.000 ft. =Column Height K x= 1.0 Width= 2.50 in. L y= 5.000 ft. K y= 1.0 Lip= 0.750 in. L T= 5.000 ft. K T= 1.0 Thickness= 0.060 in. P= 0.138 kips Radius= 0.1875 in. M x= 6.663 in.-kips E= 29500 ksi ' Fy= 55 ksi COMPRESSION CAPACITY: Since the channel is singly-symmetric, Fe shall be taken as the lower value of Fe calculated according to AISI Sections C4.1 or C42 Section C4.1: Fe= Tr2* E/(K* L/r)2 r x= 1.632 in. r y= 0.949 in. ' Fex= 53.847 ksi K x* L x/r x= 73.532 <200 OK Fey= 72.810 ksi K y* L y/r y= 63.236 <200 OK Section C4.2: 'Fe= ( 1/2*p )' [(ora+ort)-[(Oe+ort)2- (4*p*ore*(Tt)]"2] Qt= (1/(A*ro2))`[( G'J )+ (iT2* E'Cw)/(Kt* Lt)] ' A= 0.593 sq. in. Full cross sectional area ro= 2.906 in. Polar radius of gyration G = 11800 ksi Shear Modulus J = 0.00071 in." St.Venant torsion constant CW= 2.255 ins Torsional warping constant p= 0.422 ' or t= 38.073 ksi Q ex= 53.847 ksi Or ex+Or t= 91.920 ksi Or ey= 72.810 ksi Or ey+Q t= 110.883 ksi Fex= 25.223 ksi Fey= 27.978 ksi USE: Fe= 25223 ksi X c= ( Fy/Fe )v2 ' Xc= 1.477 < 1.5 X c 2= 2.181 Fn= 22.080 ksi 1914-UpperColumn.xls ' Group3Case1 i-lb ' Determine Effective Area,A e at f= Fn Flanges: W= 2.005 in. w/t= 33.4167 <60 OK S= 1.28*( E/Fn )A0.5= 46.787 w/t<S Use AISI Section B4.2 Case 2 D/w= 0.374 <0.80 ' d= 0.503 in. n = 0.500 ku = 0.43 Is= (dA3)*t/ 12= 0.00063 in' la= 399*(tA4)*([(w/t)]S]-(ku/4)AO.5)A3 =0.00030 in' C2= Is/la= 0.00063/ 0.00030 = 2.127 > 1.0 Use C2= 1.000 C, =2-C, = 1.000 ka= 5.25-(5*( D/w))= 3.380 <4.0 Use ka = 3.380 k= (C,An)*(ka-ku )+ ku = 3.380 X_ [1.052/(kA0.5)]*(w/t)*(Fn/E)A0,5 0.523 <0.673 p= 1.000 b= p*w= 2.005 in. ' Lips: w/t= d/t= 8.375 f= 22.080 ksi ' X_ [1.052/(kA0.5)]*(w/t)*(f/E)AO.5= 0.3676 <0.673 p= 1.000 ds' = d*p= 0.503 in. ds= C,*ds' = 0.503 in. Web: w/t= 3.505 in./ 0.060 in.= 58.417 k= 4.000 ' X_ [1.052/(kA0.5)]*(w/t)*(f/E)A0.5= 0.841 >0.673 p= 0.878 be= p*w= 3.078 in. Corners: U = 0.342 in. Ae= 0.568 sq. in. Pa= Pn c=(Ae* Fn )/1Zc Pn= 12.532 kips SZ c= 1.80 FUSE--Pa= 6.962 kips 1 1914-UpperColumn.xis ' Group3Case1 17 ' BENDING CAPACITY: M a = M n/f,b S7,b= 1.67 M n= Nominal flexural strength calculated according to AISI Sections C3.1.1 or C3.1.2 ' Section C3.1.1 : M n=Se` Fy Se= Elastic Section Modulus of the effective section calculated with the extreme compression or tension fiber at Fy Sex= 0.676 in.o M n = 37.191 in.-kips ' Section C3.1.2 : M n= Sc' ( Mc/Sf) Sf= Elastic Section Modulus of the full unreduced section Sc= Elastic Section Modulus of the effective section calculated ' at a stress= Mc/Sf in the extreme compression fiber Mc= Critical Moment My= Sf' Fy= 43.444 in.-kips Sf= 0.790 in.3 Me= Cb*ro*A*(or ey*o-t)L2 = 90.772 in.-kips Cb= 1.0 ' 2.78* My= 120.776 in.-kips > Me 0.56* My= 24.329 in.-kips < Me Mc= (10/9)*My*[1 -( My/3.6*Me )]= 41.854 in.-kips Mc/Sf= 41.854/ 0.790= 52.987 ksi ' S c= 0.681 in.3 M n = 36.104 in.-kips USE: M n= 36.104 in.-kips Ma= Mn/f,b n b= 1.67 USE: M a= 21.619 in:kips INTERACTION EQUATIONS: Per AISI Section C5.2.1 (Allowable Stress Design ) ' Equation C5.2.1-1 : ( P/Pa )+ [(Cmx' Mx )/( Ma*(IxA< 1 Cmx= 1.0 otx= 1 - c* P/Pex) t Pex= Tr2+ E*Ix/( Kx' Lx)2 Equation C5.2.1.2 : ( P/Pao)+(Mx/Ma )< 1 Pao= Aeo* Fy/f1c I x= 1.580 in.` Moment of Inertia of the full unreduced cross section P ex= 31.942 kips a x= 0.992 ' A eo= 0.551 sq.-in. Effective cross sectional area calculated at f= Fy P ao= 16.829 kips Equation C5.2.1-1 = 0.330 < 1.0 Equation C5.2.1-2= 0.316 < 1.0 Section is OK 1914-UpperColumn.xls ' Group3Case2 ' COMBINED AXIAL TENSION AND BENDING Section: 4C16x2.5 Group: 3 Load Case: 2 Depth= 4.0 in. L x= 11.563 ft. =Column Height K x= 1.0 Width= 2.50 in. L y= 1.500 ft. K y= 1.0 Lip= 0.750 in. L T= 6.563 ft. K T= 1.0 Thickness= 0.060 in. T= 0.191 kips Radius= 0.1875 in. M x= 13.326 in.-kips E= 29500 ksi Fy= 55 ksi TENSION CAPACITY: Ta=Tn/f2 t=(A n' Fy)/n t d1 t= 1.67 A n= 0.593 sq.-in. Tn= 32.626 kips Ta= 19.536 kips ' BENDING CAPACITY: M a= M n/n b n b= 1.67 M n= Nominal flexural strength calculated according to AISI Sections C3.1.1 or C3.1.2 Section C3.1.1 : M n= SeFy Se= Elastic Section Modulus of the effective section calculated ' with the extreme compression or tension fiber at Fy Sex= 0.676 in a .M n= 37.191 in.-kips ' Section C3.1.2 : M n= Sc' ( Mc/Sf) Sf= Elastic Section Modulus of the full unreduced section Sc= Elastic Section Modulus of the effective section calculated ' at a stress= Mc/Sf in the extreme compression fiber Mc=Critical Moment My= Sf' Fy= 43.444 in.-kips Sf= 0.790 in.3 Me= Cb'ro'A'(or ey'v t)'Z =90.772 in.-kips Cb= 1.0 2.78' My= 120.776 in.-kips > Me 0.56' My= 24.329 in.-kips < Me Mc= (10/9)'My'[1 - (My/3.6'Me )]= 41.854 in.-kips Mc/Sf= 41.854/ 0.790= 52.987 ksi S c= 0.681 in.3 M n= 36.104 in.-kips USE: M n= 36.104 in.-kips Ma= Mn/flb ' n b= 1.67 USE: M a= 21.619 in:kips INTERACTION EQUATIONS: Per AISI Section C5.1.1 (Allowable Stress Design ) ' Equation C5.1.1-1 : ( Mx/Maxt)+(T/Ta ) Maxt= Mnxt/IZb M nxt= Sf' Fy Equation C5.1.1-2 : ( Mx/Max)-(T/Ta ) Max= Mnx/flb M nx= M n= 36.104 in:kips M nxt= 43.444 in.-kips M axt= 26.015 in.-kips Max= 21.619 in.-kips Equation C5.1.1-1 = 0.522 < 1.0 ' Equation C5.1.1-2= 0.607 < 1.0 Section is OK ' 1914-UpperColumn.xls ' Group3Case3 COMBINED AXIAL TENSION AND BENDING Section: 4C16x2.5 Group: 3 Load Case: 3 Depth= 4.0 in. L x= 11.563 ft. =Column Height K x= 1.0 Width = 2.50 in. L y= 1.500 ft. K y= 1.0 Lip= 0.750 in. L T= 6.563 ft. K T= 1.0 Thickness= 0.060 in. T= 0.036 kips Radius= 0.1875 in. M x= 13.326 in.-kips E= 29500 ksi ' Fy= 55 ksi TENSION CAPACITY: Ta =Tn/fl t= (A n* Fy)/d2 t f1 t= 1.67 A n= 0.593 sq.-in. Tn= 32.626 kips Ta= 19.536 kips t BENDING CAPACITY: M a = M n/dZ b D b= 1.67 M n = Nominal flexural strength calculated according to AISI Sections C3.1.1 or C3.1.2 Section C3.1.1 : M n= Se* Fy Se= Elastic Section Modulus of the effective section calculated with the extreme compression or tension fiber at Fy Sex= 0.676 in.3 M n= 37.191 in.-kips ' Section C3.1.2 : M n=Sc' ( Mc/Sf) Sf= Elastic Section Modulus of the full unreduced section Sc= Elastic Section Modulus of the effective section calculated at a stress= Mc/Sf in the extreme compression fiber Mc=Critical Moment My= Sf* Fy= 43.444 in.-kips Sf= 0.790 in.3 Me= Cb*ro*A*(or ey*t7 t)"2 =90.772 in:kips Cb= 1.0 2.78* My= 120.776 in.-kips > Me 0.56* My= 24.329 in.-kips <Me Mc= (10/9)*My*[1 -(My/3.6'Me)]= 41.854 in.-kips Mc/Sf= 41.854/ 0.790= 52.987 ksi ' S c= 0.681 in.' M n= 36.104 in.-kips USE: M n = 36.104 in.-kips Ma= Mn/f1b ,f,b= 1.67 USE: M a= 21.619 in:kips INTERACTION EQUATIONS: Per AISI Section C5.1.1 (Allowable Stress Design.) ' Equation C5.1.1-1 : (Mx/Maxt)+(T/Ta) M axt= M nxt/,Q b M nxt= Sf*Fy Equation C5.1.1-2 : (Mx/Max)-(T/Ta ) Max= Mnx/flb Mnx= M n= 36.104 in.-kips M nxt= 43.444 in.-kips M axt= 26.015 in.-kips Max= 21.619 in.-kips Equation C5.1.1-1 = 0.514 < 1.0 ' Equation C5.1.1-2= 0.615 < 1.0 Section is OK 1914-UpperColumn.xls N C E _7 0 U L 0 _o L 3 0 J ' Columns 17 ' Project: Easi Self Storage Building(s): A Group 1: Interior Columns Load Case: 1 Dead+75%(Floor Live+ Roof Snow ) + 5 psf Lateral Group 2: Exterior Columns Load Case: 1 Dead +75%(Floor Live+Wind+ Roof Snow) (Endwalls) Load Case: 2 Dead+Wind Group 3: Exterior Columns Load Case: 1 Dead + 75%( Floor Live+Wind+ Roof Snow ) (Sidewalls ) Load Case: 2 Dead+Wind Building Width = 100 ft. Wind Speed= 80 mph Floor Height= 9.7917 ft. Exposure= C K h= 0.877 2nd Floor Eave Ht.= 10 ft. GC p= 1.5 for Area <= 10 (Windward wall ) Roof Slope= 0.375 inches/foot GC p= 1.0 for Area <= 500(Windward wall ) Roof Pitch= 2 ( 1=single,2=double) GC p= 2.0 for Area <= 10 ( Leeward wall corners ) Int. Bay Spacing= 10 ft. GC p= 1.1 for Area <= 500( Leeward wall corners ) Ext.Bay Spacing= 10 ft. GC p= 1.4 for Area <= 10 (Windward&Leeward roof) Purlin Spacing= 5 ft. GC p= 1.2 for Area<= 100 (Windward&Leeward roof) Column Spacing= 2.5 ft. GC p= 2.6 for Area<= 10 ( Roof eaves and rakes) Max. Roof Height= 21.354 ft. GC p= 1.5 for Area<= 100 ( Roof eaves and rakes) Mean Roof Height= 20.573 ft. GC p= 4.0 for Area<= 10 (Roof corners) 10%Bldg.Width= 10 ft. GC p= 1.5 for Area<= 100 ( Roof corners ) 40% Mean Roof Ht.= 8.229 ft. GC pi= 0.25 (inward/outward ) a= 8.229 ft. P v= 16.4 psf ' P= P v.K h`(GC p-GC pi) (For components and cladding ) Roof Dead Load = 4.8 psf Roof Snow Load= 30 psf Choose: Live Load=1, Snow Load =2 �2 Floor Dead Load= 55 psf Floor Live Load= 125 psf tGroup 1: Interior Columns Size: 4C16x2.5 L x= 9.333 ft. L y= 1.500 ft. L 7= 5.000 ft. . Horizontal hat channel bracing at 5 ft.above floor Roof Area= 62.5 sq.ft. Floor Area= 25 sq.ft. Wall Area= 23.333 sq.ft. Load Case: 1 P= 5.425 kips P a= 7.249 kips M x= 1.633 in.-kips M a= 22.270 in.-kips V= 0.058 kips at base Interaction: Eq. C5.2.1-1 = 0.848 < 1.0 ' Eq. C5.2.1-2= 0.396 < 1.0 Section is OK Use 4C16x2.5 for all Interior Columns 1 ' 1914-LowerColumn.xls ' GrouplCasel tCOMBINED AXIAL COMPRESSION AND BENDING Section: 4C16x2.5 Group: 1 Load Case: 1 ' Depth= 4.0 in. L x= 9.333 ft. =Column Height K x= 1.0 Width = 2.50 in. L y= 1.500 ft. K y= 1.0 Lip= 0.750 in. L T= 5.000 ft. K T= 1.0 ' Thickness= 0.060 in. P= 5.425 kips Radius= 0.1875 in. M x= 1.633 in.-kips E= 29500 ksi ' Fy= 55 ksi COMPRESSION CAPACITY: Since the channel is singly-symmetric, Fe shall be taken as the lower value of Fe calculated according to AISI Sections C4.1 or C4.2 Section C4.1: Fe= iT2* E/( K* L/r)2 r x= 1.632 in. r y= 0.949 in. ' Fex= 61.814 ksi K x' L x/r x= 68.630 <200 OK Fey= 808.996 ksi K y* L y/r y= 18.971 <200 OK Section C4.2: Fe= ( 1/2*p )* [(ae+at)-[((re+at)2- (4*[3* ae'at)]1"] at= (1/(A`ro2))* [(G'J )+ (qr2* E* Cw)/(Kt* Lt)] ' A= 0.593 sq. in. Full cross sectional area ro= 2.906 in. Polar radius of gyration G= 11800 ksi Shear Modulus J = 0.000712 in° St.Venant torsion constant CW= 2.255 ins Torsional warping constant 0= 0.422 ' a t= 38.073 ksi U ex= 61.814 ksi a ex+a t= 99.887 ksi U ey= 808.996 ksi or ey+Cr t= 847.070 ksi Fex= 26.535 ksi Fey= 37.045 ksi [ USE: Fe= 26.535 ksi Tc= ( Fy/Fe )v2 X c= 1.440 < 1.5 c2= 2.073 Fn= 23.099 ksi 1 t ' 1914-LowerColumn.xis ' Groupl Casel Determine Effective Area,A e at f=Fn Flanges: W= 2.005 in. w/t= 33.4167 <60 OK S= 1.28'( E/Fn )40.5= 45.743 w/t< S Use AISI Section B4.2 Case 2 D/w= 0.374 <0.80 ' d= 0.503 in. n = 0.500 ku= 0.43 Is= (dA3)'t/ 12= 0.00063 in ' la= 399'(tA4)'([(w/t)/S]-(ku/4)AO.5)A3 =0.00034 in C2= Is/la= 0.00063/ 0.00034= 1.879 > 1.0 Use C2= 1.000 C, = 2-C2 = 1.000 ka= 5.25-(5'( D/w))= 3.380 <4.0 Use ka = 3.380 k= (C2An)'( ka-ku )+ku = 3.380 1._ [1.052/(kA0.5)]'(w/t)'(Fn/E)A0.5 0.535 <0.673 p= 1.000 b= p'w= 2.005 in. ' Lips: w/t= d/t= 8.375 f= 23.099 ksi X_ [1.052/(kA0.5)]'(w/t)'(f/E)A0.5 = 0.3760 <0.673 p= 1.000 ds' = d' p= 0.503 in. ds= C2'ds' = 0.503 in. Web: w/t= 3.505 in./ 0.060 in: 58.417 k= 4.000 X _ [1.052/(kA0.5)]'(w/t)'(f/E)A0.5= 0.860 >0.673 p= 0.865 be= p'w= 3.033 in. Corners: U = 0.342 in. Ae= 0.565 sq. in. Pa= Pn/S2c= (Ae' Fn )/Sbc Pn= 13.049 kips SZ c= 1.80 USE: Pa= 7.Skips ' 1914-LowerColumn.xls GrouplCasel 750 ' BENDING CAPACITY: M a= M n/,fl b fl b= 1.67 M n= Nominal flexural strength calculated according to AISI Sections C3.1.1 or C3.1.2 Section C3.1.1 : M n= SeFy Se= Elastic Section Modulus of the effective section calculated with the extreme compression or tension fiber at Fy Sex= 0.676 in.' M n= 37.191 in.-kips Section C3.1.2 : M n=Sc" ( Mc/Sf) Sf= Elastic Section Modulus of the full unreduced section Sc= Elastic Section Modulus of the effective section calculated ' at a stress= Mc/Sf in the extreme compression fiber Mc=Critical Moment My= Sf' Fy= 43.444 in.-kips Sf= 0.790 in.' Me= Cb"ro'A'(or ey'o't)112 = 302.573 in.-kips Cb= 1.0 2.78' My= 120.776 in.-kips <Me 0.56'My= 24.329 in.-kips <Me Mc= My= 43.444 in.-kips Mc/Sf= 43.444/ 0.790= 55.000 ksi ' S c= 0.676 in.' M n = 37.191 in.-kips USE: M n= 37.191 in.-kips Ma= Mn/nb dZ b= 1.67 USE: M a= 22.270 in.-kips INTERACTION EQUATIONS: Per AISI Section C5.2.1 (Allowable Stress Design ) Equation C5.2.1-1 : ( P/Pa )+[(Cmx" Mx )/(Ma'CYx)]< 1 Cmx= 1.0 ' Pex= Tr2' E'Ix/( Kx" Lx)2 Equation C5.2.1-2 : ( P/Pao)+(Mx/M a )< 1 Pao= A eo' Fy/dZ c I x= 1.580 in.` Moment of Inertia of the full unreduced cross section P ex= 36.668 kips a x= 0.734 A eo= 0.551 sq.-In. Effective cross sectional area calculated at f= Fy P ao= 16.829 kips Equation C5.2.1-1 = 0.848 < 1.0 Equation C5.2.1-2= 0.396 < 1.0 Section is OK ' 1914-LowerColumn.xls IColumns 51 Project: Easi Self Storage Building(s): A Group 2: Exterior Columns ( Line 21 ) Size: 4C16x2.5 L x= 9.333 ft. L y= 1.000 ft. Plywood sheathing on the exterior face L T= 1.000 ft. Liner panel on the interior face Roof Area= 25 sq.ft. ' Floor Area= 10 sq.ft. Wall Area= 18.667 sq.ft. Reduced Wind= 23.23 psf(main roof) Reduced Wind = 38.32 psf( roof eaves and rakes ) Reduced Wind = 25.02 psf(wall framing ) Load Case: 1 P= 1.460 kips P a= 10.230 kips M x= 12.196 in:kips M a = 22.270 in.-kips V= 0.203 kips at base Interaction: Eq. C5.2.1-1 = 0.733 < 1.0 Eq. C5.2.1-2= 0.634 < 1.0 Section is OK Load Case: 2 T= -0.276 kips T a= 19.536 kips M x= 16.262 in.-kips M a= 22.270 in.-kips V= 0.203 kips at base Interaction: Eq. C5.1.1-1 = 0.639 < 1.0 Eq. C5.1.1-2= 0.716 < 1.0 Section is OK ' Use 4C16x2.5 for all Exterior Endwall Columns 1 1914-LowerColumn.xls Group2Case1 61 COMBINED AXIAL COMPRESSION AND BENDING Section: 4C16x2.5 Group: 2 Load Case: 1 Depth= 4.0 in. L x= 9.333 ft. =Column Height K x= 1.0 Width= 2.50 in. L y= 1.000 ft. K y= 1.0 Lip= 0.750 in. L T= 1.000 ft. K T= 1.0 Thickness= 0.060 in. P= 1.460 kips Radius= 0.1875 in. M x= 12.196 in.-kips E= 29500 ksi Fy= 55 ksi COMPRESSION CAPACITY: Since the channel is singly-symmetric, Fe shall be taken as the lower value of Fe calculated according to AISI Sections C4.1 or C4.2 Section C4.1: Fe= rr2* E/( K* L/r)2 r x= 1.632 in. r y= 0.949 in. Fex= 61.814 ksi K x* L x/r x= 68.630 <200 OK Fey= 1820.242 ksi K y* L y/r y= 12.647 <200 OK Section C4.2: Fe= ( 1/2*p )* [(o-e+ort)-[(cre+at)2-(4*p*ore*ot)p"] Qt= (1/(A*ro2))*[( G*J )+ (iT2* E*Cw)/(Kt* Lt)) A= 0.593 sq. in. Full cross sectional area ro= 2.906 in. Polar radius of gyration G= 11800 ksi Shear Modulus J = 0.000712 in." St.Venant torsion constant Cw= 2.255 in.6 Torsional warping constant P = 0.422 a t= 911.593 ksi Qex= 61.814 ksi o'ex+o't= 973.408 ksi or ey= 1820.242 ksi or ey+cr t= 2731.835 ksi Fex= 59.419 ksi Fey= 678.491 ksi USE: Fe= 59.419 ksi 1c= (Fy/Fe)v2 X c= 0.962 < 1.5 X c2= 0.926 Fn= 37.334 ksi 1914-LowerColumn.xls ' Group2Casel 52- Determine Effective Area,A e at f= Fn Flanges: W= 2.005 in. w/t= 33.4167 <60 OK S= 1.28*( E/Fn )A0.5 = 35.980 w/t<S Use AISI Section B4.2 Case 2 D/w= 0.374 <0.80 d= 0.503 in. n = 0.500 ku = 0.43 Is= (dA3)*t/ 12 = 0.00063 in' ' la= 399*(tA4)*([(w/t)/S]-(ku/4)A0.5)A3 =0.00112 in' C,= Is/la= 0.00063/ 0.00112 = 0.566 < 1.0 Use C,= 0.566 C, =2-C, = 1.434 ka= 5.25- ( 5*( D/w))= 3.380 <4.0 Use ka= 3.380 k= (C,An)*( ka-ku )+ku= . 2.648 X_ [1.052/(kA0.5)]*(w/t)*(Fn/E)A0,5 0.769 >0.673 p= 0.929 b= p*w= 1.862 in. Lips: w/t= d/t= 8.375 f= 37.334 ksi X= [1.052/(kA0.5)]*(w/t)*(f/E)A0.5= 0.4780 <0.673 p= 1.000 ds' = d* p= 0.503 in. ds= C,*ds' = 0.284 in. � Web: w/t= 3.505 in./ 0.060 in.= 58.417 k= 4.000 X= [1.052/(kA0.5)]*(w/t)*(f/E)A0.5= 1.093 >0.673 p= 0.731 be= p*w= 2.561 in. Corners: u= 0.342 in. As = . 0.493 sq.in. Pa= Pn/SZc=(Ae* Fn )/,1Zc Pn= 18.414 kips S)c= 1.80 c USE: Pa= 10.230 kips 1914-LowerColumn.xls Group2Case1 BENDING CAPACITY: M a=M n/flb db b= 1.67 M n= Nominal flexural strength calculated according to AISI Sections C3.1.1 or C3.1.2 Section C3.1.1 : M n=Se" Fy Se= Elastic Section Modulus of the effective section calculated with the extreme compression or tension fiber at Fy Sex= 0.676 in.' M n= 37.191 in.-kips Section C3.1.2 : M n = Sc" ( Mc/Sf) Sf= Elastic Section Modulus of the full unreduced section Sc= Elastic Section Modulus of the effective section calculated at a stress= Mc/Sf in the extreme compression fiber Mc= Critical Moment My= Sf* Fy= 43.444 in.-kips Sf= 0.790 in.' Me= Cb*ro*A*(or ey*o t)1/2 ######## in.-kips Cb= 1.0 2.78* My= 120.776 in.-kips <Me 0.56* My= 24.329 in.-kips < Me Mc= My= 43.444 in.-kips Mc/Sf= 43.444/ 0.790= 55.000 ksi ' S c= 0.676 in.3 M n= 37.191 in.-kips USE: M in= 37.191 in.-kips Ma= Mn/flb S),b= 1.67 USE: M a= 22.270 in:kips INTERACTION EQUATIONS: Per AISI Section C5.2.1 (Allowable Stress Design ) ' Equation C5.2.1-1 : (P/Pa )+[( Cmx* Mx)/( Ma*ax)]< 1 Cmx= 1.0 otx= 1 - c* P/Pex) Pex= 1r2`E*Ix/( Kx* Lx)2 _ Equation C5.2.1-2 (P/Pao)+ (Mx/Ma )< 1 Pao= Aeo* Fy/flc I x= 1.580 in.` Moment of Inertia of the full unreduced cross section Pax= 36.668 kips a x= 0.928 Aeo= 0.551 sq:in. Effective cross sectional area calculated at f= Fy P ao= 16.829 kips Equation C5.2.1-1 = 0.733 < 1.0 Equation C5.2.1-2= 0.634 < 1.0 Section is OK 1914-LowerColumn.xls Group2Case2 ' COMBINED AXIAL TENSION AND BENDING Section: 4C16x2.5 Group: 2 Load Case: 2 Depth= 4.0 in. L x= 9.333 ft. =Column Height K x= 1.0 Width= 2.50 in. L y= 1.000 ft. K y= 1.0 Lip= 0.750 in. L T= 1.000 ft. K T= 1.0 ' Thickness= 0.060 in. T= 0.276 kips Radius= 0.1875 in. M x= 16.262 in.-kips E= 29500 ksi Fy= 55 ksi TENSION CAPACITY: Ta=Tn/0 t= (A n* Fy)/fl t Q t= 1.67 A n= 0.593 sq.-In. Tn= 32.626 kips Ta= 19.536 kips BENDING CAPACITY: M a= M n/f,b fl b= 1.67 M n= Nominal flexural strength calculated according to AISI Sections C3.1.1 or C3.1.2 Section C3.1.1 : M n=Se* Fy Se= Elastic Section Modulus of the effective section calculated with the extreme compression or tension fiber at Fy Sex= 0.676 in.' M n = 37.191 in.-kips rSection C3.1.2 : M n=Sc* (Mc/Sf) Sf= Elastic Section Modulus of the full unreduced section Sc= Elastic Section Modulus of the effective section calculated at a stress= Mc/Sf in the extreme compression fiber Mc=Critical Moment My= Sf* Fy= 43.444 in.-kips Sf= 0.790 in.3 Me= Cb*ra*A*(or ey*o t)"2 in.-kips Cb= 1.0 2.78* My= 120.776 in.-kips <Me 0.56* My= 24.329 in.-kips < Me Mc= My= 43.444 in:kips Mc/Sf= 43.444/ 0.790= 55.000 ksi ' S c= 0.676 in.' M n= 37.191 in.-kips USE: M n= 37.191 in.-kips Me= Mn/f1b S),b= 1.67 USE: M a= 22.270 in.-kips INTERACTION EQUATIONS: Per AISI Section C5.1.1 (Allowable Stress Design ) Equation C5.1.1-1 (Mx/Maxt)+(T/Ta ) Mazt= Mnxt/,lZb M nxt= Sf* Fy Equation C5.1.1-2 (Mx/Max)-(T/Ta ) Max= Mnz/flb M nx= M n= 37.191 in:kips M nxt= 43.444 in.-kips M axt= 26.015 in.-kips M ax= 22.270 in.-kips Equation C5.1.1-1 = 0.639 < 1.0 Equation C5.1.1-2= 0.716 < 1.0 Section is OK 1914-LowerColumn.xls 1 Reference Information 1 Houston Headquarters:877n13-6224 Indianapolis,IN 800/)35{224 Phoenix,AZ 88815336224 Hourton Non-t838/h i 22480()/6564416 Jackson,MT 80()/46]-5585 Richmond.VAe0()R296224 Adel, e, A 877662-6 Lubbock,H- 000!]58-6224 Rome,ke 800/559622a Atlanta.GA 8]]/512-932 Mattoon,ti "12064122 Sal[Lake City,I1T 0015 ] 21()4 Boi m,I CA 800/829-9329 Memphis,TN 800/2"/59 Tan Antonio,lX Bp0/598-6224 Boise,1D 80()/662-3340 Oklahoma City, IM 800/59]6224 Tampa.ional S359622a Meat! Roof and Wa!! Systems DaI1az.TX 800/653-6224 Omaha,NE 80014586224 International Sales Office:800/3596224 ENGINEERING Ultra-Dek® PANEL 24" Coverage L 24° L 3- 19 3/d' L . ALLOWABLE UNIFORM LOADS IN POUNDS PER SQUARE FOOT 26 Gauge(Fy=50 KSI) SPAN LOAD SPAN IN FEET TYPE TYPE 3.0 3.5 1 4.0 4.5W4941 .0 SINGLE POSITIVE WIND LOAD 138 102 78 625 LIVE LOAD/DEFLECTION 104 76 58 466 2-SPAN POSITIVE WIND LOAD 110 81 62 497 LIVE LOAD/DEFLECTION 82 60 46 371 3 OR POSITIVE WIND LOAD 137 101 77 614 MORE LIVE LOAD/DEFLECTION 103 76 58 464 24 Gauge(Fy=50 KSI) SPAN LOAD SPAN IN FEET TYPE TYPE 3.0 1 3.5 1 4.0 4.5 5.0 5.5 6.0 SINGLE POSITIVE WIND LOAD 196 144 111 87 71 58 49 LIVE LOAD/DEFLECTION 148 109 83 66 53 44 37 2-SPAN POSITIVE WIND LOAD 143 105 81 64 52 43 36 LIVE LOAD/DEFLECTION 108 79 61 46 39 32 27 3 OR POSITIVE WIND LOAD 179 131 101 80 64 53 45 MORE LIVE LOAD/DEFLECTION 135 99 - 76 60 48 39 30 22 Gauge(Fy=50 KSI) SPAN LOAD SPAN IN FEET TYPE TYPE 3.0 3.5 1 4.0 1 4.5 5.0 5.5 1 6.0 SINGLE POSITIVE WIND LOAD 304 223 171 135 109 90 76 LIVE LOAD/DEFLECTION 229 1681 129 102 82 68 57 ' 2-SPAN POSITIVE WIND LOAD . 200 147 113 89 72 60 50 LIVE LOAD/DEFLECTION 151 111 85 67 54 45 38 3 OR POSITIVE WIND LOAD 251 184 141 111 90 75 63 MORE LIVE LOAD/DEFLECTION 188 138 106 84 68 54 41 NOTES 1. Allowable loads are based on uniform span lengths and Fy of 50 KSI. 2. Live load is allowable live load. 3. Wind load is allowable wind load and has been increased by 33F%. 4. Deflection loads are limited by a maximum deflection ratio of U240 of span or maximum bending stress from live load. 5. Weight of the panel has not been deducted from allowable loads. 6. Load table values do not include web crippling requirements. 7. Contact MBCI for wind uplift values. UD-6 SUBJECT TO CHANGE WITHOUT NOTICE SEE www.rnbCI.CORI FOR CURRENT INFORMATION EFFECTIVE JULY 1,1999 HGY on Headpa M:8n/ 136n4 Indianepo8s,IN B 354224 Phoenix.A BBfl M-6224 Houston North Inds:800/356-0416 Jackson,MS 800/467-5585 Richmond,VA 6110/]246224 Ade,GA 688/4466224 Lubbock,TX 800!]586229 R.,NY BW/559-6224 Adenm,GA 8]]/5126224 Mattoon.IL.800/926-5799 Salt lake City,Ur BW/8]4-2404 At tep CA 8001829-9324 MemPhis,TN 800/2066229 San Antonio,TX 800/598-6224 BOise,1D 8001632-3340 Oklahoma City,OK 800/5976224 Tampa,FIL 0 596224 Dallas,TX 800/653-6224 Omaha,NE 800/4584224 1nte agonal sale:once:"nS94224 Metal Roof and WaU Systems 19 ENGINEERING a I t ' Ultra-Dek® PANEL 24" Coverage 6 24" L 3" 19 3A" L � SECTION PROPERTIES TOP FLAT IN COMPRESSION BOTTOM FLAT IN COMPRESSION PANEL Fy WEIGHT Ix S. Ma la S. M GAUGE (KSI) (PSF) (in.4/k) (in3m.) (Kip in.) (in.4Mt.) (in.3ftt.) (Kip In.) 26 50 1.02 0.0911 0.0468 1.4012 0.0413 0.0371 1.1110 24 50 1.23 0.1282 0.0666 1.9945 0.0528 0.0485 1.4528 22 50 1.56 0.1905 0.1031 3.0861 0.0720 0.0680 2.0350 NOTES 1. All calculations for the properties of Ultra"Dear.®panels are calculated in accordance with the 1986 edition of Specifications for the Design of Light Gauge Cold Formed Steel Structural Members- published by the American Iron and Steel Institute (A.I.S.I.). 2. I, is for deflection determination. 3. S.is for bending. 4. Ma is allowable bending moment. 5. All values are for one foot of panel width. 6. Contact MBCI for wind uplift values. 1� r. SUBJECT TO CHANGE WITHOUT NOTICE SEE W W W.mbc!.COM FOR CURRENT INFORMATION EFFECTIVE JULY 1,1999 UD-5 Houston Heemotm&ts:877/7133224 lntlianm,MS.W"7-553224 RkWnmi . 8883333224 Houston NorNwiietem: /156-941fi Jec4son,M5 880&XiR 585 Richmond. SW533293224 A4el,GA 68814463224 Luh k.TX 800/7563224 Rome,NY 600/5593224 Atlanta.GA 877/5126224 Matboo,IL 8 2657% Salt lake City,L 800/674-2401 _v, Atwater,CA 800629-9324 Memphis TN 808/215-6224 San Antonio,l 88(11598-6224 Metal Roo tuft! Wall S Stems Boise,ID 6001632-3310 Oklahoma City,OR 800159'!3224 Tampa,F 88013593229 }1 Dallas.TX 800/6533229 Omaha,NE 80014583224 I-W--UO-A Sales Office:600(3593224 ENGINEERING ultra-do It 1: UNDERWRITERS LABORATORIES APPROVAL Ultra-Dek® Construction Panel Clip UL-2218 UL-263 UL-580 Number Width (In.) Gauge Clip Type Spacing Substrate Impact Resistance Fire Rating Rating i180B 24 24 min. A 5'-0" Composite Class 4 Class A Class 90 205 24 24 min. C 5'-0" Open Framing Class 4 Class A Class 90 �. 205A 24 24 min. B 5'-0" Open Framing Class 4 Class A Class 90 286 24 26 min. D 5'-0" Plywood Class 4 Class A Class 90 ' 308B 24 24 min. A 5'-0" Composite Class 4 Class A Class 90 514 24 24 min. B 5-01/4" Open Framing Class 4 Class A Class 90 515 24 24 min. C 5'-01/4" Open Framing Class 4 Class A Class 90 516 24 24 min. B 5'-0" Composite Class 4 Class A Class 90 517 24 24 min. B 5'-01/4" Composite Class 4 Class A Class 90 24 26 min. B 5'-0" Plywood Class 4 Class A Class 90 Clip Type: A (Fixed, Floating or Articulating); B (Floating or Articulating); C (Fixed or Floating); D (Utility or Articulating). NOTES 1. Wind uplift test procedures are in accordance with Underwriters Laboratories Standard UL-580 under "Tests For Uplift Resistance of Roof Assemblies". 2. A detailed installation method is available for each Construction Number above and can be found in the UL Roofing Materials and Systems Directory. The panels must be installed in a certain manner to achieve the published results. 3. The panel qualifies for a Class A fire rating in compliance with Underwriters Laboratories Standard UL-263. 4. The panel system is listed under the following Fire Resistance Design Numbers: P224. P225, P227, P230, P233, P237, P265, P268, P508, P510, P512, P701, P711, P715, P717, P720, P722, P724, P726, P731, P734, P736, P801, P803, P814, P815, P819, P821, and P823. Refer to the UL Fire Resistance Directory for specific construction methods and hourly ratings. _ 5. Ultra-Dek®panels carry a Class 4 rating under UL-2218"Test Standard For Impact Resistance" ICBO APPROVAL The ICBO Evaluation Service, Inc. has approved the Ultra-Deke roofing system details, engineering, calculations, computer printouts and product data. This information has been found to comply with 1997 UBC Code and is listed in evaluation report number ER-5409. ' A copy of this report is available upon request. ' UD-4 SUBJECT TO CHANGE WITHOUT NOTICE SEE www.mbcl.com FOR CURRENT INFORMATION EFFECTIVE JULY 1,1999 IOBO Evaluation Service, Inc. IJ 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 Asubsidiary corporationofthe International Conference of Building Officials EVALUATION REPORT ER-5409P Copyright C 2000 ICBG Evaluation service, Inc. Reissued April 1, 2000 ' Filing Category: DESIGN--.Steei (038) STEEL ROOF,WALL AND FLOOR PANELS,AND 2.1.1 Design: ' COLD-FORMED STEEL STRUCTURAL SECTIONS NCI BUILDING SYSTEMS, INC, 2,1,1,1 Load-bearing Stud Walls:Allowable axial loads are based on the compression flange being braced at the speci- 10943 NORTH SAM HOUSTON PARKWAY WEST fiedlateral support distance.Allowable lcadsalsoassurnethe HOUSTON,TEXAS 77064 use of plates or clips at supports;the plates or clips effectively ' A&S transfer loads directly to the centroid of the member. Axial OLD HIGHWAY 25 WEST load values are noted starting on pages II-G-1,II-H-1,III-G-1, CARYVILLE,TENNESSEE 37714 III-H-1, V-G-1,VI-G-1 and VII-G-1 of the handbook noted in MBCI,LP. - Section 2.1.1.5. Combined shear and bending, or axial and t 14031 WEST HARDY bending loads, are as noted in the tables of the handbook HOUSTON,TEXAS 77060 noted in Section 2.1.1.5. MESCO 2.1.1.2 Joists:The allowable loads for C-and Z-sections for HIGHWAY 114 WEST&400 NORTH gNBALL SOUTH LAKE,TEXAS 760various spans are listed in the simple san tables on pages METALLIC/MIDWEST note through 11-1-10 2 and I. Th through IIIre of the handbook 73M FAIRVIEW noted in Section 2.1.1.5. The values are valid only 'rf both HOUSTON,TEXAS 77240 flanges are continuously supported laterally with decking or a positive bracing system.Sections must be checked for web ' 1.0 SUBJECT crippling when.members are bearing directly onto the sup- Steel Roof, Wall and Floor Panels, and Cold-formed Steel Ports.See web crippling tables on pages Il-F-1,111-F-1,V-F-1, Structural Sections. VI-F-1 and VII-F-1 of the handbook noted in Section 2.1.1.5. ' 2.0 DESCRIPTION 21.1.3 Roof Purlins and Wall Girts: Multiple span load tables for Z-sections are listed on pages III-J-1 through 21 C,Z and Eave Struts: 111-0-135 of the handbook noted in Section 2.1.1.5.These val- ues are valid only If both flanges are continuously supported stud anZ and Eave St uts;ar min to Ch laterally with decking or a positive bracing system. Sections ' 1 g apter22,Division VII, must be checked for web crippling when members are bear- of the UniformiBuildfng Cade".The C,Z and Eave Struts are ing directly onto the supports. See web crippling tables on roll-formed in various depths and configurations,with the fol- page III-G-1 of the handbook noted in Section 2.1.1.5. lowing minimum base-steel thicknesses used in design: 2.1.1.4 Eave Struts:The allowable loads for Eave Struts for ' TMmx . I DESIGN THICKNESS various spans are listed in the simple span tables an pages tyeD,r p„a,l (con) V-H-1,VI-H-1 and VII-H-1 of the handbook noted in Section 16 0.059 150 2.1.1.5.The values are valid only if the compression flange 15 0.065 1.65 is continuously supported laterally with decking or a positive _ 1a 0.070 1.78 bracing system.Sections must be checked for web crippling i3 0.085 2.16 when members are bearing directly onto the supports. See 1z 0.105 267 web crippling tables V-F-1, VI-F-1 and VII-G-1 of the hand- Steel sections are formed from steel having a minimum book noted in Section 2.1.1.5. ' 50,000 psi(345 MPa)yield strength,complying with ASTM A 2.1.1.5 Tables and Notes: Specific tables and notes in the 653 SS Grade 50 Class 1, ASTM A 570 Grade 50 or ASTM handbook entitled"Light Gage Structural Steel Framing Sys- A 607-92 Grade 55 for all steel thicknesses.The steel has a tem Design Handbook,"dated October 15,, 1998,published G 90 galvanized or red oxide coating.The C,Zand Eave Strut by the Light Gage Structural Inst tote (LGSI), are part of this ' section designations and configurations, and section, tor- report and must be available t0 the building official at the job- sional and bending and axial properties, are set forth in the site.The handbook is available from ICBO ES on aCD-ROM, specific tables and pages of the handbook noted in Section or directly from NCI Building Systems,Inc.Only the following 2.1.1.5 of this report tables and general notes are considered as part ofthis report Eva4+mion repoMof7CBOEvdnationService,Inc,am isaW soh:ly toprovide informationto CL=A membersofICBO,utiripngthe code upon which the report ' isbasedEvalumion reportsam notto beronraued=mpre ndngaesdmticsmtmyodwaurt3umsnotspedfwaffyaddmncdwrasonandarsmteraarrecarnman- dation for use ofthe subject report. Thareportis basedupon a nitependerataas orathertechniraldaaasubm Uedbythe applicant.TheICBOEvafuaion Servicejm,technicalaaffhatrev' eddw te4rauhfandlorothardasa,butdoesnotpassesstc&fari dww makean indepmaletuvenliiatiman.Then am warrmrry by ICBOEvaiva=nServwr,Ine,e:prea orinwUed,astoamy"Finding"orothermaucrin dwreponorastoanyproductmvered bytheteport.Thaduclamter=iudes,butiswtUmdedto,numhauabdity. w Page 1 of 28 ' Page 2 of 28 ER-5409P rm PAGE NueeEns b. Values in the combined shear and bending and com- Table of Comms — pined axial and bending tables are for sections sup- Part 1,General information and I-w-1 through I-A 2 ported laterally at both flanges,for their full length. Dennfaow i I c. The applied shear and bending forces for each sec. Partl,Lateral Stabdity ! I-B-1 through I-B-t tion musteach be less thanthe pairedvalues of shear, - ' Part II,C-Section Pmpe:ues and II-A-1 through 11-1-10 V, and moment,M,noted in the combined shear and Capaann I bending tables. Part III.,Zoa pedes and m-A-1 through m-0.135 5. Combined Axial and Bending: Capawa. The applied combined axial and bending forces for ' Partv,universelPave=prup`- i V-A-1 throughV-H-3 I each section musteachbeless than the pairedvalues cores and Capaaaes of axial load, R and moment, M, noted in the com- Parr VI,single slope Save strut VI-A-1 Waugh VI-H-8 bined axial and bending tables. Prop=m and Capecides ' Part VII,Double Slope Eave Shur VII-A-1 through VII-H-8 b. The distance between d the axisbuckling supports for the Properties and Cap noted gb section must not exceed the hucicling length. Idx, noted on page 1-B-6 of the LGSI Handbook Note:Refer to General Notes for C,Z and Eave Strut Tables. 6. Web Crippling: ' General Notes for C, Z and Eave Struts: a. Web-crippling loads are in accordance with Section C3.4 of the 1996 AISI specification. 1. General: b. Web-crippling end values are applicable when the a Computations are based on the Specifications for De- location of the load or reaction is at a distance of at ' sign of Cold-formed Steel Structural Members, 1996 least 1.5 times the section depth (1.5h)from the end edition,published by the American Iron and Steel In- of the bearing support. stitute (AISI), using allowable stress design (ASD). c. Capacities assumethe opposing loads are separated provisions. by a distance greaterthan 1.5 times the section depth. b. Structural properties for effective moments of inertia 7. Axial Capacities: %)aredetermined byusing Procedure I fordeflection a. Axial capacities are allowable concentric loads in the determination atthe allowable moment%),in accor- absence of bending moment. dance with Section C3.1.1 of the 1996 edition of the' b. Axial capacities areforsections supported laterally at AISI specifications. the distances specified in the table. c. When determining the gross section properties, and c. Distance between major axis supports must not ex- bending and axial properties of the C sections and Z teed the buckling len sections, the through-fastened provisions noted on mg 9th, w x. on page 1-B 6 of the 9 P LGSI HanCapak. ci pager-B-1 of the LGSI handbook have been consid- B. Simple Span Capacities: ered.Referto Section C3.1.3 ofthe 1996 edition of the AISI Specification. a. Simple-span capacities are based on total(dead and ' d. Appropriate factors of safety in accordance with the live)loads uniformly distributed and in the absence of axial load.Theweight of the section has not been sub- 1996 edition of the AISI specifications, ASD provi- traded from these values. sions,or page I-C-2 of the LGSI Handbook have been b. Transverse load span capacities are based on sec- applied to the specific load conditions. tions being supported laterally at bath flanges, for ' e. Capacities were computed assuming the use of their full length. plates or clips at supports,which will effectively trans- c. In simple-span conditions, the deflection values are fer loads directtyto the web ofthe member.If sections the amount of deflection that occurs when the full al- aretobeardirectlyonthe supports,thesectionsmust lowable transverse load is applied. For applications ' be checked for web crippling. with special deflection requirements,itmay be neces- 2. Torsional: sary to adjust the allowable capacities. a. Torsional properties are used to compute laterally 9. Continuously Braced Capacities: ' braced strength at sections. Refer to Section C3.1.2 a Continuously braced capacities are total (dead and of the 1996 edition of the AISI specifications. live)loads that can be supported by the section in the 3. Bending and Axial Properties: absence of axial load.The weight of the section has not been subtracted from these values. a. The effective section modulus,Su,noted in the bend- b. Transverse load span capacities are based on sec- ' ing and axial properties, noted on the "C" section tions being supported laterally at both flanges, for pages of the LGSI Handbook noted in Section 2.1.1.5 their full length. of this report, is computed using effective widths of elements based on sections.Referto Sections B2,B3 c. The values for continuously braced capacities are and B4 of the 1996 edition of the AISI specifications. computed assuming the sections are continuous over b. The compressive axial strep for through-fastened the designated number of spans,with lap conditions P strength 9 as specified at all interior supports in the continuously Py noted in the bending and axial properties noted on braced capacities table. the"C section page is the compressive axial strength d. The lap conditions and rotation for the C,Z and Eave for sections having oneflange attached to a qualifying Struts are shown on pages I-C-1 and I-C-2 of the deck or sheathing with qualifying fasteners. Ptf is handbook noted in Section 2.1.1.5 of this report computed assuming the fasteners are centered on the flange.Refer to Section C4.4 of the 1996 edition e. In multiple-span conditions,the deflection values are ' of the AISI specifications. the amount of deflection that occurs when the full al- lowable load is applied. For applications with special 4. Combined Shear and Bending: deflection requirements, it may be necessary to ad- o Combined shear and bending capacities are for com- just the allowable capacities. ' bined shear and bending in the absence of axial load. 10. Laterally Braced Capacities: ' Page 3 of 28 ER-5409P a. Laterally braced capacities are total (dead and live) 2.3 BattenLok Roof and Wall Panels: loads that can supported by the section in the ab- The BattenLok panels are cold-tanned from steel conforming Bence of axial load. to the product specifications and thicknesses noted in Table b. Laterally braced capacities are based on sections be- 1.The steel is AZ50 aluminum-zinc-alloy coated(galvalume). ing supported laterally at both flanges ate distance no The sheet steel is used in its bare gatvalume state,or coated ' greater than Ly. - with a primer followed by a silicone polyester or a premium c. The values for laterally braced capacities are com- fluorocarbon finish on both sides.The panels have 3f4-inch- puted assuming the sections are continuous overthe wide (19 mm) ribs and are manufactured in cut-to-order ' designated number of spans, with lap conditions as lengths and 12-and 16-inch nominal widths.They are avail- specified at all interior supports in the laterally braced able in various colors. Standard or custom trim components capacities table. for eaves, ridges, and valleys are available. See Figures 5 and 6 forpanel profiles.Panel section properties are noted in d. In the region between the interior support and the in- Tables 19A and 20A, and allowable uniform loads are noted ' flection point,the bending strength is computed using in Tables 19B and 20B. a lateral brace distance equal to the smaller of Ly and Roof panel flashing and trim are installed in accordance the distance from the support to the inflection pornt with the booklet entitled"MSCI BattenLok Design/Installation Referto pages I-B-Sand 143 afthe LGSI Handbook. Manual,"dated April 26,1999.BattenLok panels are installed e. In multiple-span conditions,the deflection values are at a minimum 1/2:12 slope. BattenLok panels used as wall the amount of deflection that occurs when the full al- panels are installed over solid substrate or open framing. lowable load is applied.For applications with special deflection requirements, it may be necessary to ad- 2.4 SuperLok Roof Panels: ' just the allowable capacities. The SuperLok roof panels are cold-formed from steel con- Parts IV,VilI, IX and A-1 are not part of this evaluation re- forming to the product specifications and thicknesses noted parr in Table 1.The steel is AZ50 aluminum-zinc-alloy coated(gal- valume).The sheet steel is used in its bare galvalume state, ' 22 "R" and "U"Roof Panels: or coated with a primer followed by a silicone polyester or a premium fluorocarbon finish on both sides.The panels have The"R"and"U"panels are cold-formedfromsteel conforming /1s-inch-wide(11.1mm)ribs and are manufactured in cut-to- to the product specifications and thicknesses noted in Table order lengths and 12-and 16-inch nominal widths.They are ' 1.The steel is AZ50 aluminum-zinc-alloy coated(galvalume). available in various colors.Standard or custom trim compo- The sheet steel is available in its bare galvalume state, or nents for eaves, ridges,and valleys are available. See Fig- coated with a primer followed by a silicone polyester or a pre- ures 7 and 8 for panel profiles. Panel section properties are mium fluorocarbon finish on both sides. The panels are noted in Tables 21Aand 22A,and allowable uniform loads are manufactured in cut-to-order lengths and a 36-inch(914 mm) noted in Tables 21 B and 22B. width.They are available in various colors.Standard or cus- Roof panel flashing and trim are installed in accordance tom trim components for eaves,ridges,and valleys are avail- with the booklet entitled"MSCI SuperLok Design/Installation able. See Figure 1 for"R"panel profile and Figure 2 for"U" Information Manual,"dated March 8,1999.SuperLok panels panel profile. are installed at a minimum 1/2:12 slope. 22.1 Design: 2.5 Ultra-Deli:124 Roof Panels: 22.1.1 General:The panels'section properties are noted in The Ultra-Dek roof panels are cold-formed from steel con- Table 3 of this report.The allowable reactions based on web forming to the product specifications and thicknesses noted crippling are noted in Table 4 of this report.The allowable uni- in Table 1.The steel isAZ50aluminum-zinc-alloycoated(gal- form loads for the"R" panel and the"U" panel are noted in valume).The sheet steel is used in its bare galvalume state, Tables 5 and 6, respectively. or coated with a primer followed by a silicone polyester or a ' premium fluorocarbon finish on both sides.The panels are 22.12 Diaphragm: The diaphragm shear strength and manufactured in cut-to-orderlengthsand 12-,18-and24-inch shear stiffness factors for the"R"and'U"panels are shown nominal widths.They are available in various colors. Stan- in Tables 7 through 16.Panel end and interior supportfasten- dard or custom trim components for eaves, ridges, and val- ' er pattens are shown in Figure 3.Shear diaphragm deflec- leys are available.See Table 23 forpanel profiles.Panel sec- tion is computed in accordance with the equation in Table 17. tion properties are noted in Table 23,and allowable uniform See Table 18 for diaphragm stiffness limitations. loads are noted in Tables 24, 25 and 26. 2,2.2 Installation:The "R"and "U"panels are attached to Roof panel flashing and trim are installed in accordance end structural supports and intermediate steel supporting with the booklet entitled"MBCI Ultra-Dek Technical/Erection members using minimum No.12 by 14 by 3/4-inch-long(19.1 Information," dated July 1, 1999. Ultra-Dek roof panels are mm) hex washerhead (HWH),self-drilling, self-tapping,car- installed at a minimum 1/4:12 slope. rosiom-resistant steel screws. The screw fasteners have aa 0.092-Inch(4.9 mm)shank diameter and a 3/6-inch-diameter 2.6 Double-Lakes Root Panels: (9.5 mm)hexwasherhead.The fasteners are installed at end The Double-Lok roof panels are cold-formed from steel con- and intermediate supports,using the corresponding number forming to the product specifications and thicknesses noted offasteners and the fastener patten shown in Figure 3.Pan- in Table 1.The steel is AZ50 aluminum-zinc-alloy coated(gal- els installed perpendicular to structural members, as shown valume).The sheet steel is used in its bare gatvalume state, in Figure 4, are attached at the side laps, using minimum or coated with a primer followed by a silicone polyester or a 1/4-14 by 7/84nch4ong (22 mm), TEK corrosion-resistant premium fluorocarbon finish on both sides. The panels are ' screws or minimum No. 12-14 by 3/4-inch4ong (19.1 mm), manufactured in cut-to-order lengths and 12-,18-and 24-inch TEK corrosion-resistant steel screws for the"R"panel or the nominal widths. They are available in various colors. Stan- "U" panel, respectively. The panel side lap fasteners are dard or custom trim components for eaves, ridges, and val- spaced at the maximum spacing of 12 inches(305 mm)or 20 leys are available.See Table 27 for panel profiles.Panel sec- inches (508 mm) an center as noted in Tables 7 through 16. tion properties are noted in Table 27,and allowable uniform See Figure 4 for typical installation details. loads are noted in Tables 28, 29 and 30. 1 Page 4 of 28 ER-5409P Roof panel flashing and trim are installed in accordance 4.3 The handbook entitled"Light Gage Structural Steel with the booklet entitled "MBCI Double-Lok Technical/Erec- Framing System Design Handbook," dated Octo- tion Information,"dated July 1,1999.Double-Lok roetpanels bar 15,1998,published by the Light Gage Structur. are installed at a minimum 1/4:12 slope. al Institute,is to be used in conjunction with this re- 2.7 Identification: port. The handbook must be available to the building official upon request The handbook is Each stud is identified with the manufacturers logo,studtype; available from ICSO ES on a CD-ROM, or directly minimum bare-metal (uncoated thickness)and the ICBG ES from NCI Building Systems, Inc. evaluation report number(ICBOESER-5409P).Each bundleof qty panel and cold formed steel structural section ' name(ss best in Table i 2),the p neltypabel e,thep an l minimuaciou 's actions res fitting from allowable heights and name(see list inted) 2),the s,andype,the panel minimum spans noted in the tables must be checked forweb bare-steel(unseated)thickness,409th,in ac or evaluation crippling as noted in the tables of this report and In report number of the B ER-5409P), in accordance with accordance with Section C3A of the document en- . Section 2203.3 of the UBC. titled "Specifications for Design of Cold-formed ' 3.0 EVIDENCE SUBMITTED Steel Structural Members,"1996edMon,published by the American Iron and Steel Institute(AISQ,and Descriptive details;engineering calculations;computer print- the 1986 edition (with December 1989 Addendum) ' outs; and data in accordance with the ICBG ES Acceptance as referenced in Chapter 22, Division VII, of the Criteria for Steel Studs,Joists and Tracks(AC46),dated April code. 1998, and applicable portions of the ICBO ES Acceptance Criteria for Steel Decks (AC43), dated July 1996. 4,5 Uncoated minimum steel thickness of members is at least 95 percentof the thickness used in design. ' 4.0 FINDINGS 4.6 Where "R" and "U" panels are used as dia- That the Steel Roof, Wall and Floor Panels, and Cold- phragms: formed Steel Structural Sections described in this report 4.6.1 A.one-third increase in allowable shear vai- ' comply with the 1997 Uniform Building Code"',subject ues is not permitted for resistance to hori- to the following conditions: zontal forces due to wind or seismic forces. 4.1 Studs and panels are installed in accordance with 4.6.2 Allowable diaphragm shear values are set this report and the manufacturers' instruction forth in Tables 7 through 16. ' booklets. 4.6.3 Diaphragm deflections do not exceed the 42 The allowable loads and spans for the C, Z and permitted relative deflections for walls be- Eave strut members are as setforth in the tables in tween the diaphragm level and the floor be- the referenced "Light Gage Structural Steel Fram- low. See Tables 17 and 18 for diaphragm ' ing System Design Handbook," cited in Section deflection and stiffness limitations. 2.1.1.5 of this report The architect or engineer of 4.7 The panels and sections are manufactured at the record submitstothe building official,forapproval, calculations demonstrating that the applied loads facilities noted in Table 2. ' comply with this report. This report is subject to re-examination in two years. TABLE 1-PRODUCT SPECIFICATIONS DESIGN STEEL ' PRODUCT ELD THICKNESSES aIMMU H(kst) STEEL STANDARD cant,-gaga) STRENGTH poi) Grade E60 0.0133-29 GA"R"and"U"Roof Panels ASPM A 792-83 AZ50 0.0176-26 GA 0.0223-24 GA Grade D 0.0286-22 GA 50 BattenLok Roof and Wall Panel I ASTM A 792.83 I AZ50 Grade D 0.0240-24 GA 50 0.0290-22 GA ' StmerL.ok 0.0185-26 GA Roof System ASItit A 792-83 AZ50 Grade D 0.0240.24 GA 50 0.0790 0.0185-26 GA Ultra-Dekl4 Roof Panel ASPM A 792-83 AZ50 Gmde D 0.0240-24 GA 50 ' 0.0290-22 GA 0-0115'26 GA Double-Loci Roof Panel ASTM A 792-0 AZ50 Grade D 0.0240-24 GA 50 0.0290-22 GA ' For SL 1 ince=25.4 mm,1 it==6.8948 MP;. ' I ' Page 5 of 28 ER-s409p TABLE 2-MANUFACTURING FACILITIES ' A&S Metal Building Com oncros,Inc Old Highway West 14031 Wes Hardy Caryvdle,Teaneasee 37714 Houston.Teas 77060 Mesm Metal Building Components,Inc Highway 114 West&400 North Kimball 6800 Northwinds South Lake,Texas 76092 Houston,Texas 77041 Metal Building Commaenu,Koc Meml.Building Components,Inc 660 South 91st Avenue 1155 West 2300 North t Tolleson,Arizona 85353 Salt Like CaM Utah 841.16 Mctal Building Components,Inc Metal Building Components,Inc 5501ndostry Way 402 North Frontage Road Atwatm California 95301 Plant City,Florida 33565 ' Metal Building Components,Inc Mcml Building Components,Inc 1600 Rogers Road 2230 Monier Avenue Adel Georgia 31620 Lithia Springs,Georgia 30057 Moral Building Components,Inc Metal Building Components,Inc 1800 North Elder Sri= 1780 McCall Drive Nampa,Idaho 83687 Shelbyville,Indiana 46176 Metal Building Components,Inc Metal Building C imponeam Inc 300 Highway 51 Noah 1011 Ellison Avenue .Hernando,Mississippi 38632 Omaha,Nebraska 68110 ' Metal Building Components,Inc - Metal Building Components,Inc. 201 Apache Drive 7000 South Eastern Avenue Jackson,Missouri 39212 Oklahoma City,Oklahoma 73149 Metal Building Components,Inc Metal Building Components,Inc ' 6168 State Route 233 2900 Red Hawk Drive Rome,New York 13440 Grand Prairie,Texas 75051 Meral Building Components,Inc Metal Building Components,Inc 86771-10 Fast FM-40(2 Mules Fast Loop 289) Converse,Texas 78109 . Lubbock,Texas 79401 Metal Building Components,Inc Metal Building Components,Inc 1804 Jack McKay Boulevard 801 South Avenue Ennis,Texas 75119 Colonial Heights,Vugmia 23834 Metawc/Midwes 7301 Fairview - Houston,Texas 77240 ' TABLE 3-"R"AND"U"PANEL SECTION AND STRENGTH PROPERTIES7A3 METAL THIDID4 cc DECK IOP IN COMPRESSION DECK 80TTOM IN COMPRESSION ' 1. m. K 6. M K PANEL TYPE Segs InchBneM)Imq 4 W-418nd+4vW-41Men^/toot) 0.aI-Wino) OJrucr) 29 0.0133 0.0215 0.679 0.266 0.021I 0.976 0.266 03 "R"Panel 26 0.0176 0.0341 1.108 0.618 0. 24 1355 0.618 24 0.0223 0.0498 1.467 1.069 0.0465 1.487 1.069 ' 2 0.0286 0.0653 1.978 1.718 0.0414 1.696 1.718 29 0.0133 0.0151 0.827 0.403 0.0106 0.822 0.403 ..U..Panel 26 0.0176 0:0223 1319 0.729 0.0152 1.22 0.729 24 0.0223 0.0307 1.547 0.886 0.0217 1.452 0.886 2 1 0.0286 1 0.0403 2.111 1.133 0.0309 1.916 1.133 ' For SL' 1 inch=25.4 turn,1 inch4/foot=136.6 rami/mm,1 k/foot=1.46 x 102 kN/mm,1 inch-kip=0.113 N-m,1 kip=4.45 kN,1 k-inch/foot=0371 k/N/mm, 1 ksi=6.89 Wa- 1Combined stresses are to be considered in accordance with the following interaction formuhus: - ' y(PIPa) + (M/M®) 5 1.5 wbere: P = Actual concentrated load or reaction(kip} ' Po = Allowable concentmred load or reaction based on Table 4(kip} M = Actual bending moment at or immediately adja=nt to the point of application of the conceartaction load reaction(inch-lap). M" = Allowable bending moment based on Table 3(inch-kip} CV/V.)2 + (MIM®)2 5 1.0 ' where: V = Actuall shear form(lap} ' V. = Allowable shear form based on Table 3(kip). M = Amua1 beading moment(inch-lap). M�= Allowable bending moment based on Table 3(inch-kip} 2Strucniml properties mast be based on Fy=50 ksi,minimum,for 2422 ga,and Fy=60 ksi,+pinimmm for 2926 ga "TIC effective moment of inertia(Ixe)is based an Procedure I of Sermon C3.LJ of the AISI Specification for deflection determination at the allowable moment(Ma} I ' Page 6 of 28 ER-64D9P TABLE 4-'R'AND"U"PANEL ALLOWABLE REACTIONS BASED ON WEB CRIPPLINGI BASE STEEL-,HCKNESS I I ALLOWABLE LOA'ob a awft") PANEL TYPE Oar �� Ytle11UY eEAnING I Ertl RaWAn or Lrotl brbrrebtrY RaactltlA x LENGTH IInCr�l (P) L®tl rP) 29 0.0133 I 21/2' 75 145"R"Pancl 26 0.0176 214 119 275 0.=24 0. 21/2 165 401 2+ 0.0286 2!/2 247 642 29 0.01713 214 82 150 anel 26 0.0176 2111 12.5 284 ' 24 I 0.02 21/2 170 409 P '?? 0.0286 21!2 S 650 For SL, 1 inch=14.4 in=1 pound/foot=14.6 N/m. 41'abulmcd values are in accordance with web crippling requirements of the Soecilicuion for Design of Cold-formed Steel Structural Members,1996 edition or 1986 edition(with December 1989 Addendum),published by AISL and referenced in Division VII,Chantey'^,of the Uni.form9uilding Codefor locations of a concentrated load or for a reaction acting either on top or bottom flange when the clear distance between the bearing edges of the conc"zntnaed load and adjacent,opposite co¢cea- nated loads or reactions is greater than L times the deck depth. TABLE 5-ALLOWABLE UNIFORM LIVE LOADS FOR'R"PANEL(psf) ' I 29 GAGE(Fy=80 K51) 26 GAGE(Fy=80 KSI) SPAN LOAD SPAN IN FEET SPAN IN FEET TYPE TYPE 2.0 3.2 4.0 5.0 6.0 1 7.0 20 1 3-0 4.0 5.0 6.0 7.0 ' SIMPLE NEGATIVE WIND LOAD 21,.0 %.0 54.0 35.0 24.0 8.0 3010 I 134.0 75.0 48A 33.0 25.0 LIVE LOADIDEFI-ECTION 113.0 1 BDA 22.0 1 11.0 7.0 1 4.0 185.0 ( 620 35.0 18.0 10.0 7.0 2-SPAN NEGATIVE WIND LOAD 133.0 1 830 36.0 24.0 I 18.0 120 237.0 107.0 80.0 39.0 27.0 20.0 LIVE LOADIDEFLECTION 100.0 I 47-0 27.0 1 180 1 12.0 1 9.0 13.0 50.0 45.0 29.0 20.0 15.0 3-SPAN NEGATIVE WIND LOAD 159.0 770 1 45.0 29.0 20.0 15.0 281.0 13'1.0 75.0 48.0 33.D 25.0 UVE LOADIDEFLCTION 119.0 SBA 34.0 1 21D I 120 8-0 211.D 98.0 56.0 33.0 19.0 12.0 4SPAN NEGAINE WIND LOAD 151.0 720 I 43.0 I MU19.0 15.0 261.0 11.1 71.0 45.0 32.0 23.0 OR MORE LIVE LOADIDEF(FCTION 113.0 54.0 1 320 21.0 13.0 1 Ii0 198.0 92.0 1 53.0 34.0 20.0 13.0 24 GAGE iFy=50 KSi) I 22 GAGE(Fv=50 KSI) SPAN LOAD SPAN IN FEET SPAN IN FEET TYPE TYPE 20 I 3.0 1 4.0 5.0 1 6.0 1 7.0 2.0 I 3.0 4.0 5.0 6.0 7.0 SIMPLE_ NEGATIVE WIND LOAD 331.0 147.0 83.0 53A 1 371.0 1 27-0 377.0 168.0 94.0 50.0 420 31.0 t LIVE LOADIDEFLECTION 244.0 109.0 $1.026.0 15.0 10.0 330,0 147.0 67.0 34.0 20.0 12.0 2-SPAN NEGATIVE WIND LOAD 313.0 143D 81.0 52.0 38.0 27.0 369.0 165.0 93.0 60.0 41.0 31.0 LIVE LOADIDEPLECTION 235.0 I 107-0 61.0 39-0 27.0 20.0 277.0 124.0 70.0 45.0 31.0 23.0 3-SPAN NEGATIVE WIND LOAD 385.0 176D 100.0 66.0 45.0 - 33.0 311.0 207.0 117.0 750 52.0 39.0 ' LIVE LOAD/DEFL'CTIDN 289.0 132.0 750 48.0 28.0 17.0 233.0 155.0 88.0 53.0 31.0 19.0 4-SPAN NEGATIVE WIND LOAD 361.0 165.0 93.0 60.0 43.0 31.0 428.0 193.0 109.D 71.0 49.D 36.0 OR MORE UNE LOAO/DEFLECTION 271.0 124.0 70.0 45.0 29.0 1BA 321.0 145.0 82.0 53.0 32.D 20.0 For SC 1 toot=304.8 ttum,l ksi=5.89 MFa,1 p3I=0.0479 kNlm". ' 1. Allowable loads are based on equal span lengths and Fy of 60 KSI for 29 and 26 gauge and Fy of 50 KSI for 24 and 22 gauge. 2 Live load is allowable live load based on combined benr8rg+sheer stress. 3. Wind load is allowable wird load basad on combined bantling+shear and has been increased by 33.333%, 4. Detiection loads are limited by a maaman deflection ratio of L240 of span or tructimmn combated bending 4 shear stress from live bad S. Weight of the panel has not been deducted from allowable bads. 6. Load table values do not address web crippling requirements,(see Table 4),or connection at panel to suhshate,(fasteter pWbuffpullover) 7. Minimum'beamg length at 1 a required. _ 8. See page F9um 3 forfastener location. " Page 7 of 7Z ER-SAIMP TABLE 6-AUDWASLE UNIFORM UNE LOADS FORV PANEL(psi) 'z4 74 29 GAGE(Fy=e0 KSI) 25 GAGE(fv=80 ICSI) ' SPAN LOAD SPAN IN FEET SPAN IN F= TYPE 7YPE 2.0 3.0 4.0 5.0 BD 7.0 2A 311 4.0 5.0 &0 ?.0 SIMPLE NEGATIVE WIND LOAD 1830 81.0 46.0 29.4 I 2110 I 15.0 1277-0 1 121.0 6&D 430 i 3D.0 220 LVE L0A0lDEF1.ECTICN 124 n 370 15.0 1 6.0 I 50 I 30 1 183.0 I 54.0 23.0 12.0 7.0 1 4.0 2-SPAN NE(aA TVE WINO LOAD 1680 79.0 44.029.0 370 I 15.0 25&0 117.0 67.0 430 29.0 ' .0 LIVE LOADIDEFLECTION 125.0 59.0 32.0 , 16.0 9.0 1 &0 192.11 88.0 45.0 24.0 14.0 1 9..0 3-SPAN NEGATIVE WIND LOAD 2030 96.0 55.0 136.0 I 250 I 19A 1313.0 145.0 830 53D 37.0 1 28A LVE LOADIDEFLELTICN 1520 59.0 25.0 13.0 7.0 1 5.0 12?5.0 860 36.0 19.0 11.0 1 7.10 4SPAN NEGA7IVE WIND LOAD 192D 91.0 52.033.0 24.0 17.0 295.0 13&0 T.0 51.0 35A I 25,0 OR MORE LIVE LOADIDEFLECTION, 144.0 620 26.0 13.0 80 5.0 221.0 I 91.0 3&0 ID.0 11.0 I 7A 24 GAGE -50 KSI) 22 GAGE(Po=50 KSII SPAN --r0-AO SPAN IN FEET SPAN INFE=-T ' TYPE TYPE2.D 3.0 4A 5.0 60 7.0 20 3.0 4,0 5.0 6.0 7.0 SIMPLE NEGATIVE WIND LOAD 323.0 1430 81.0 520 1 3&0 26.0 426.0 189.0 106.0 68.0 47.0 35.0 LVE LOADIDEFLECTION 251.0 74.D 31,0 16.0 1 9A I &0 I MMM 96.0 41.(1 21.0 12.0 8.0 2-SPAN NEGATIVE WINO LOAD 365.0 140.0 80.0 51.0 1 10 1 ZID 401.0 184,0 10.40 66.0 47A 35.0 LVE L.OADIDEFLECTICN 229.0 105.0 00.0 33.0 190 12.0 301.0 13&0 79.0 45.0 26.0 16.0 ' 3-SPAN NEGATIVE WINO LOAD 330 173.0 99.0 04.0 44.0 33.0 491.0 22&0 131.0 84.0 59.0 43.0 LIVE LOAWDEFLECTKIN 280.0 120.0 937-0 26.0 15.0 9,0 368.0 163.0 69.0 - 35.0 2010 1 13.0 4-SPAN NEGATIVE WINO LOAD 351.0 163.0 92.0 60.0 1 41.0 31.0 461.0 2110 121.0 -19.0 55.0 40.0 OR MORE LVE LOADIDEFLECTION 263.0 1220 54.0 28.0 16D 10.0 346.0 160.0 �.D 37.0 22.0 I 14.0 ' For Sb ltoot=304.8 mm,Ilei=6.88 Pa.1 Pei 04479 KNO4 . . 1. Allowable loads are basad on equal span lengths and Fy 0t 60 KSI for 29 and 26 gauge and Fy of 50 KSI for 24and 22 gage. 2 Live load Is allowable live load based on ombmel banding+snoer stye$ 3. Wind load is allmwable wind load baud on combined bending+shear and hu been saeased by 33.333%. 4. Deflection keds are lend by a matmmun defletann rated of U/2240 of span ar madmmn comdined bending.sneer sdess hon Ilve load. 5. Weight of the panel has not been deducted turn aliavable bads 6. Load table values do not address web nippling requirements,(see Table 4),or convection of panel to suhsvole,(tastener pu8ouu)lulbm) 7. Kmimum beating length of 1S"requited. ' & See page Figure 3 fortasraner loration. 1 7 Page 14 of 28 ER-5409P TABLE 17—DEFLECTION OF SHEAR DIAPHRAGMS TYPE OF DIAPHRAGM LOADING CONDITION BENDING DEFLECTION,as SHEAR DEFLECTION,An Simple beam(at center) Uniform load 5wL4(12)3 wL2 384EI 8G'b Simple beam(at center) Load P applied at center PL3(12)3 PL 48E/ 4G'b Simple beam(at center) Load P applied 1/3 points of span 2368PL 6448EEI PL Cantilever beam(at free end) Uniform load wa4(12)3 wag 8E7 2G'b _ Cantilever beam(at free end) Load P applied at free end Po3Pa ' 3EEI G'b For SI: I inch=25.4 mm, 1 ksi=6.89 MPa, 1 kip/in.= 175 kN/m, 1 foot=304.8 mm, 1 kip=4.448 kN, 1 kip/foot=14.59 kN/m. where: a = Span length of cantilever beam(feel. b = Depth of analogous beam(feet). E = Modulus of elasticity of steel,29,500 ksi. G'= Shear stiffness of the diaphragm obtained from Tables 7 through 16(k/inch). / = Moment of inertia of flange perimeter members about the centroidal axis of the diaphragm(inch4). ' L = Span length of a simple beam(feet). P = Concentrated load(kip). w = Uniform load(kip/feet). NOTE:The total deflection of shear diaphragms consists of both the bending and shear deflection: Awful = Ay + A, where: Atotal = Total deflection of shear diaphragm(inch). Ay= Bending deflection(inch). tA,= Shear deflection including the deflection due to seam slip and profile distortion(inch). TABLE 18—DIAPHRAGM STIFFNESS LIMITATIONS i MAXIMUM SPAN SPAN DEPTH LIMITATION ' SHEAR IN FEET FOR STIFFNESS MASONRY OR Rotation Not Considered In Diaphragm Design Rotation Considered in Diaphragm Design STIFFNESS CONCRETE CATEGORY G'(klp/Inch) WALLS Masonry or Concrete Walls Flexible Wallet Masonry or Concrete Wells Flexible Walls' Very flexible >7 Not used Not used 2:1 Not used 11/2:1 ' Flexible 7- 14 200 2:1 or as required for deflection 3:1 Not used 2:1 Semi-flexible 14- 100 400 21/2:1 or as required for deflection 4:1 As required for deflection 21/2:1 Semi-stiff 100- 1,000 No limitation 3:1 or as required for deflection 5:1 As required for deflection 3:1 Stiff > 1,000 No limitation As required for deflection No limitation As required for deflection 31/2:1 ' For SI: I foot=304.8 mm, I kip/inch=175 kN/m. 1 When applying these limitations to cantilever diaphragms,the span depth-ratio will be one-half that shown. ' 3'-0• COIERAGE DMXOR SURFACE SURFACE 3 I/6• IYP. FIGURE 1—"R"PANEL PROFILE - 3'-0• CQJDZAGE 6' IYP. 1• IYP. I SMOOTH ACE •' r SURFACE ' 2 S/16• M. I` FIGURE 2—"U"PANEL PROFILE s' Page 15 of 28 ER-5409P 3'-0" 1 � B' r 8' 1" 6 1 6- �� 8• I V PAMI P0.1irF 00 9FP010 3' 1 1'-0• 1'-0' 9• ' V PAW PROME NIOLf➢VdE S.NORf t 3'-0' 21/2' 7• 5• 7' S 7' 21/2• V Pun PPME oo sow ' Y-0* 2 1/2' 1'_p• 1'_p• 91/2' V P/ln WFU ' mwimwE mraa ' FIGURE 3—END SUPPORT AND INTERIOR SUPPORT FASTENER PATTERNS 4-Shear SDI DIAPHRAGM SHEAR ' DECK: 0.75'Deck,#12 Frame Fastening,#8 Stitch Fastening 29 ga U Panel (Interior Partitions-One Story/Upper Floor Interior Partitions ) ATTACHMENT PATTERN 4 screws/sheet to supports 4 screws/stfeet at ends 60 "o.c.edge fastener spacing attached to column?- 1 (1/0) ' 30 "o.c.sidelap fastener spacing attached to column?- 0 (1/0) L = 10 length(ft) np = 1 #of columns not at end Ls = 60 span(in) ne = 0 #of edge fasteners not attached to column L„ = 5 column spacing(ft) ns = 4 #of seam fasteners not attached to column W = 36 deck width(in) N = 1.3 #of fasteners/ft at end support D = 0.75 deck height(in) al = 1 (£xe/w)dist factor at end condition t = 0.0133 deck thickness(in) a2= 1 (2:Vw)dist factor at column condition ' Qr = 566 support fastener(lbs) £X�2 = 468 Qs = 193 seam fastener(lbs) £xe2 = 468 1 = 0.0106 panel moment of inertia in"/ft do= 6 corrugation pitch, in. Fy = 60 ksi panel s= 6.6807 developed flute width 2(e+wf)+f inches. ULT SHEAR CAPACITY BASED ON EDGE FASTENER ULT SHEAR = (2a,+npa2)+ne)Q,1L ULT SHEAR = 169.8 plf ULT SHEAR CAPACITY BASED ON INTERIOR PANEL A= 1 (one fastener per location,at edge) X = 1-DL,1(240t15) ' X = 0.8645 ae = Q,/Q, ae = 0.341 ULTSHEAR = ((2A(,-1))+nsas)+(((2np£xp2)+(4£)(e2))/(w2)))QWL tULT SHEAR = 184.50 pIf ULT SHEAR CAPACITY BASED ON END OF PANEL ' B = (neae)+(((2np£)(p2)+(4£x.2))/(w2)) B = 3.5306 ULT SHEAR = (Q,NB)/(((B2)+((NL)2))°'5) _ (N2B2/(L2N2+82))0.5 Qf ULT SHEAR = 193.18 plf = . SAFETY FACTOR(SF) = 2.35 wind (mechanical connections) = 2.50 seismic Se = 169.8 plf (lowest of ultimate shear capacities) S = SJSF S= 72 plf-wind S= 68 pIf seismic Stability Check: Sc= 12.95x1O3/Lv2 (I3t`dc/s)0.25 Sc= 0.6524 klf Sc= 652 pIf Ssc= Sc'(f.$) factor of safety=2.0 Ssc= 326 pIf S= 72 pIf-wind ALLOWABLE DIAPHRAGM SHEAR CAPACITY S= 68 plf-seismic 5.0-291J.x1s\4-Shear Pagel 12r712001 , 4-Fastener Fastener Pattern: 29 ga U Panel 4 Screw Pattern for a,, a2,ExeZ and Exp2 calculations at end cond - at interior cond Xel = 3 in Xel2 = 9 int Xpi = 3 in xP12= 9 int Xe2 = 3 in Xe22= 9 int XP2= 3 in xp22= 9 int Xe3 = 0 in Xe32 = 0 int xp3 = 0 in xp32= 0 int Xe4 = 0 in Xe42 = 0 int xp4= 0 in xp42= 0 int Xe5= 15 in xe52= 225 int xp5= 15 in xp52 = 225 int ' Xe6 = 15 in xe62= 225 int XP6= 15 in xp62= 225 int Xe7 = 0 in xe72= 0 int xp7 = 0 in xp72= 0 int Xee = 0 in Xe82= 0 int Xp8 = 0 in xp82= 0 int Exe= 36 in EXe2= 468 int Exp= 36 in ExP2= 468 int Screw Fastener Strength Calculations: ' Per SDI Equations: Qf = 1.25 Fy t(1-0.005 FY) = 0.6983 kips (equation 4.5-1) Qs = 18.8 t = 0.2500 kips (equation 4.5-2) Per AISI '95 specification: Qf = 0.5660 kips Qs = 0.1930 kips use. Qf = 0.5660 kips Qs = 0.1930 kips Screw Fastener Flexibilities: Sf= 1.3 x 10-3/(t)05 = 0.01127 in/kips (equation 4.5.1-1) Ss = 3.0 x 10-3/(t)0'5 = 0.02601 in/kips (equation 4.5.1-2) w 5.0-29U.x1s\4-Fastener Page 2 12/7/2001 I ' 6-Shear SDI DIAPHRAGM SHEAR ' DECK: 0.75" Deck,#12 Frame Fastening,#8 Stitch Fastening 29 ga U Panel (Interior Partitions-One Story/Upper Floor Interior Partitions) ATTACHMENT PATTERN 6 screws/sheet to supports 6 screws/stfeet at ends 60 "o.c.edge fastener spacing attached to column?- 1 (1/0) ' 30 "o.c.sidelap fastener spacing attached to column?- 0 (1/0) L = 10 length (ft) np = 1 #of columns not at end L, = 60 span(in) np = 0 #of edge fasteners not attached to column ' Lv = 5 column spacing(ft) n, = 4 #of seam fasteners not attached to column W = 36 deck width(in) N = 2.0 #of fasteners/ft at end support D = 0.75 deck height(in) al = 1.5 (£xp/w)dist factor at end condition t = 0.0133 deck thickness(in) az= 1.5 (£xp/w)dist factor at column condition Qi = 566 support fastener(lbs) £xp = 630 Q, = 193 seam fastener(lbs) £xp2 = 630 _ 1 = 0.0106 panel moment of inertia in°/ft do= 6 corrugation pitch, in. Fy = 60 ksi panel s= 6.6807 developed flute width 2(e+wf)+f inches. ULT SHEAR CAPACITY BASED ON EDGE FASTENER ULT SHEAR = (2a,+npa2)+ne)QWL ULT SHEAR = 254.7 plf ' ULT SHEAR CAPACITY BASED ON INTERIOR PANEL A= 1 (one fastener per location,at edge) X = 1-DL„/(240to.5) ' l = 0.8645 a, = Q,/Q1 a, = 0.341 ' ULT SHEAR = ((2A(X-1))+n,a,)+(((2np£xp2)+(4£x,2))1(w )))CWL ULT SHEAR = 226.95 pit ULT SHEAR CAPACITY BASED ON END OF PANEL 1 B = (n,a.)+(((2np£xp2)+(4£x.2))/(W2)) B = 4.2806 ULT SHEAR P (Q,NB)/(((B2)+((NL)z))as) _ (N2B2/(L2N2+B2Uos Qf ULT SHEAR = 236.92 pit SAFETY FACTOR(SF) = 2.35 wind (mechanical connections) = 2.50 seismic S„ = 226.95 pit (lowest of ultimate shear capacities) S = SJSF ' S= 97 plf-wind S= 91 plf seismic Stability Check: Sc= 12.95X103/Lvz (13t3dc/S)0.25 Sc= 0.6524 kif Sc= 652 pit Ssc= Sc/(f.$) factor of safety=2.0 Ssc= 326 plf S= 97 plf-wind ALLOWABLE DIAPHRAGM SHEAR CAPACITY S= 91 plf-seismic ' 5.0-29U.x1s\6-Shear Page 4 1217!2007 6-Fastener tFastener Pattern: 29 ga U Panel 6 Screw Pattern for a,,a2,EXe2 and EXP2 calculations ' at end cond - at interior cond xei = 3 in Xe'2= 9 in xp1 = 3 in XPI 2 = 9 int ' Xe2= 3 in xe22= 9 int xp2= 3 in xp22 = 9 int xe3 = 9 in Xe32= 81 inZ XP3= 9 in Xp32 = 81 int xe,= 9 in X�2= 81 int xpy= 9 in xp42= 81 int Xe5= 15 in xe52= 225 int xP5= 15 in xp52= 225 int Xe6= 15 in xe62= 225 int Xp6= 15 in Xp62 = 225 int Xe7= 0 in Xe72= 0 int xP7 = 0 in xp72 = 0 int xee = 0 in xe62 = 0 int xp8 = 0 in xp82 = 0 int Exe= 54 in EXe2= 630 int Exp= 54 in Exp2= 630 int Screw Fastener Strength Calculations: Per SDI Equations: Qf = 1.25 FYt (1-0.005 FY) = 0.6983 kips (equation 4.5-1) as = 28.5 t = 0.2500 kips (equation 4.5-2) Per AISI '95 specification: Qf = 0.5660 kips as = 0.1930 kips use: Qf = 0.5660 kips as = 0.1930 kips ' Screw Fastener Flexibilities: Sf= 1.3 x 10-3/(t)"5 = 0.01127 in/kips (equation 4.5.1-1) Ss = 3.0 x 10,3/(t)e'5 = 0.02601 in/kips (equation 4.5.1-2) i, ' 5.0-29U.xls\6-Fastener Page 5 12/7/2001 , ' 4-Shear SDI DIAPHRAGM SHEAR DECK: 0.75" Deck,#12 Frame Fastening,#8 Stitch Fastening 29 ga U Panel (Lower Floor Interior Partitions) ATTACHMENT PATTERN 4 screws/sheet to supports 4 screws/sheet at ends 30 "o.c.edge fastener spacing attached to column?- 1 (1/0) 30 "o.c.sidelap fastener spacing attached to column?- 0 (1/0) L = 10 length(ft) np = 3 #of columns not at end L, = 30 span(in) ne = 0 #of edge fasteners not attached to column L„ = 2.5 column spacing(ft) ns = 4 #of seam fasteners not attached to column W = 36 deck width(in) N = 1.3 #of fasteners/ft at end support D = 0.75 deck height(in) a1 = 1 (Exelw)dist factor at end condition t = 0.0133 deck thickness(in) a2= 1 (Exp/w)dist factor at column condition ' Qf = 566 support fastener(lbs) Exp' = 468 Qs = 193 seam fastener(lbs) Exe2 = 468 1 = 0.0106 panel moment of inertia in 4tft do= 6 corrugation pitch,in. Fy = 60 ksi panel s= 6.6807 developed flute width 2(e+wf)+f inches. ULT SHEAR CAPACITY BASED ON EDGE FASTENER ULT SHEAR = (2af+npa2)+ne)Qr/L ULT SHEAR = 283 plf ' ULT SHEAR CAPACITY BASED ON INTERIOR PANEL A= 1 (one fastener per location,at edge) X = 1-DLJ(240e') ' X = 0.9323 as = 0.341 ULT SHEAR = ((2A(L-1))+nsas)+(((2npExp)+(4Exe2))/(W2)))QWL ULT SHEAR = 273.92 pIf ULT SHEAR CAPACITY BASED ON END OF PANEL B = (neas)+(((2npExa2)+(4Exe2))/(W2)) B = 4.9751 ULT SHEAR = (QfNB)/(((Bz)+((NL)z))0s) = IN2B2/(L2N2 2) +B )as Of ULT SHEAR = 263.82 plf = . SAFETY FACTOR(SF) = 2.35 wind (mechanical connections) = 2.50 seismic ' Sp = 263.82 plf (lowest of ultimate shear capacities) S = SJSF S= 112 pIf-wind ' S= 106 plf seismic Stability Check: ' So= 12.95X103/Lv2 (13t3dc/s)0.25 Sc= 2.6097 kif Sc= 2610 plf Ssc= Scl(f.$) factor of safety=2.0 Ssc= 1305 plf S= 112 pIf-wind ALLOWABLE DIAPHRAGM SHEAR CAPACITY S= 106 pIf-seismic 2.5-29U.xist4-Shear Pagel 12/7/2001 , ' 4-Fastener Fastener Pattern: 29 ga U Panel 4 Screw Pattern for a,, az,Exe2 and EXP2 calculations at end cond at interior cond xe1 = 3 in Ye12= 9 int xp1 = 3 in xp12= 9 int Xe2= 3 in Xe22 = 9 int Xp2= 3 in xp22 = 9 in Xe3= 0 in Xe32 = 0 int Xp3= 0 in Xp32 = 0 in' xe4 = 0 in xe42= 0 int xp4 = 0 in xp42 = 0 in' Xe5= 15 in Xe52 = 225 int xp5= 15 in Xp52= 225 int Xe6= 15 in xe62 = 225 int Xp6= 15 in Xp62 = 225 in xe7= 0 in xe72= 0 int XP7 = 0 in xp72 = 0 int Xe8 = 0 in xeB2= 0 in XP6 = 0 in xp62 = 0 int Exe= 36 in Exe2= 468 int Exp= 36 in ExP2= 468 int Screw Fastener Strength Calculations: Per SDI Equations: Qf = 1.25 Fy t (1-0.005 Fy) = 0.6983 kips (equation 4.5-1) Qs = 18.8 t = 0.2500 kips (equation 4.5-2) Per AISI '95 specification: Qf = 0.5660 kips Qs= 0.1930 kips use: Qf = 0.5660 kips Qs= 0.1930 kips i Screw Fastener Flexibilities: 'i Sf= 1.3 x 10-3/(t)°'S = 0.01127 in/kips (equation 4.5.1-1) Ss = 3.0 x 10-3/(t)°'5 = 0.02601 in/kips (equation 4.5.1-2) '. 2.5-29U.xls\4-Fastener Page 2 12/7/2001 ' 4-Stiffness SDI DIAPHRAGM STIFFNESS DECK: 0.75" Deck,#12 Frame Fastening,#8 Stitch Fastening 29 ga U Panel ( Lower Floor Interior Partitions ) ATTACHMENT PATTERN: 4 screws/sheet to supports 30 " o.c. -edge fastener spacing 30 " o.c. -seam fastener spacing L = 10 length (ft) n. = 3 #of columns not at end ' Ls = 30 span (in) ne = 0 #of support fasteners not at column L„ = 2.5 span (ft) ns = 4 #of seam fasteners not at column W = 36 deck width (in) N = 1.333 #of fasteners/ft at end support D = 0.75 deck height(in) a, = 1 (Exe/w)dist factor at end condition t = 0.0133 deck thickness (in) az = 1 (Exdw) dist factor at column condition Sr = 0.01127 support fast(in/kip) Exp = 468 Ss = 0.02601 seam fasten (in/kip) £xe2 = 468 E = 29500 (ksi) C = (Et/w)S424U(2(xl+nP(X2+2n,SWSs)) C = 3.48247 h = 0.75 (deck depth) f= 1.0 (top flange width) w = 0.9966 (web length) g = 0.65625 (horiz comp of web) d = 6.0 (pitch) s = 6.6807 (stretch out) e = 1.8438 (bottom flange width) t = 0.0133 (thickness) WT = 7.986 V = 6.6807 D4(1) = 2.4411 G4(1)= 2.4411 WB = 254.77 C1 = 10.5369 D4(2) = 16.2870 G4(2)= 87.9160 PW = 651.962 C2 = 0.8389 D4(3) = 26.5694 G4(3) = 283.2741 A = 3.6875 C3 = 0.4368 D4(4) = 15.0080 D1 = 0.9362 C4 = 1.6805 D4(5) = 25.2403 D2 = 0.4681 C5 = 0.8403 D4(6) = 43.9877 D3 = 0.3290 C6 = 0.2230 C41 = 0.5602 D41 = 34.2108 G44 = 613.0574 C42 = 0.2953 D42 = 35.6384 C43= 0.4201 D43 = 42.4490 C44 = 0.1286 D44 = 66.4725 I DWI = 265.254 DW2 = 4776.493 DW3 = 10260.23 DW4= 16653.765 0.667 0.333 0 0 D = 1769 (warping factor) = 0.80 spans 1 2 3 4 5 - 1 1 0.9 0.8 0.71 D„ = D/(12L)1= 14.74 ' G' = (Et)/(2.6(s/d)+�D„+C) ' S = 112 plf-wind G' = 21.6 kips/in SHEAR STIFFNESS S = 106 plf-seismic 2.6-29u.xls�4•Stiffness Page 3 12m2001 I 6-Shear SDI DIAPHRAGM SHEAR rDECK: 0.75'Deck,#12 Frame Fastening,#8 Stitch Fastening 29 ga U Panel (Lower Floor Interior Partitions) ATTACHMENT PATTERN 6 screws/sheet to supports 6 screws/sheet at ends 30 "o.c.edge fastener spacing attached to column?- 1 (1/0) 30 "o.c.sidelap fastener spacing attached to column?- 0 (1/0) L = 10 length(ft) np = 3 #of columns not at end Ls = 30 span(in) ne = 0 #of edge fasteners not attached to column L, = 2.5 column spacing(ft) ns = 4 #of seam fasteners not attached to column ' w = 36 deck width (in) N = 2.0 #of fasteners/ft at end support D = 0.75 deck height(in) a1 = 1.5 (Exelw)dist factor at end condition t = 0.0133 deck thickness(in) az= 1.5 (FVw)dist factor at column condition Q, = 566 support fastener(lbs) ExP = 630 Qs = 193 seam fastener(lbs) Lxe2 = 630 1 = 0.0106 panel moment of inertia in"/ft do= 6 corrugation pitch,in. Fy = 60 ksi panel s= 6.6807 developed flute width 2(e+wf)+f inches. ULT SHEAR CAPACITY BASED ON EDGE FASTENER ULT SHEAR = (2a1+nPa2)+ne)Q,/L ULT SHEAR = 424.5 plf ULT SHEAR CAPACITY BASED ON INTERIOR PANEL A= 1 (one fastener per location,at edge) 7. = 1-DLJ(240t") X = 0.9323 as = %/Q, as = 0.341 ULT SHEAR = ((2A(%-1))+n,as)+(((2npF_x,2)+(4Ey,2))/(w2)))Q,/L ULT SHEAR = 344.67 plf ULT SHEAR CAPACITY BASED ON END OF PANEL B = (nsas)+(((2npLxP2)+(4£ace))/(`2)) 8 = 6.2251 ULT SHEAR = (QfN6)/(((Bz)+((NL)z))o.$) _ (N262/(LZNZ+BZ))o.s Of ULT SHEAR = 336.42 pit = . SAFETY FACTOR(SF) = 2.35 wind (mechanical connections) = 2.50 seismic S„ = 336.42 pit (lowest of ultimate shear capacities) S = S"/SF S= 143 Of-wind S= 135 pit seismic Stability Check: Sc= 12.95%103/Lv2 (Pecic/s)0.25 Sc= 2.6097 klf Sc= 2610 plf Ssc= Sc/(f.$) factor of safety=2.0 Ssc= 1305 plf 1 S= 143 pIf-wind ALLOWABLE DIAPHRAGM SHEAR CAPACITY S= 135 plf-seismic 2.5-2eu.x1ssl6-shear Page 4 12812001 , ' 6-Fastener tFastener Pattern: 29 ga U Panel 6 Screw Pattern for a„a2,EXe2 and EXP2 calculations ' at end cond at interior cond Xet = 3 in xel2= 9 int XPI = 3 in xP,2= 9 int Xe2= 3 in Xe22= 9 in Xp2 = 3 in xp22 = 9 int Xe3= 9 in Xe32= 81 in Xp3 = 9 in Xp32= 81 in Xe4 = 9 in Xe42= 81 int xp4 = 9 in Xp42= 81 int Xes= 15 in Xe52= 225 int xP5= 15 in xp52= 225 inZ Xes = 15 in xe62= 225 int XPs= 15 in Xp62 = 225 int Xe7 = 0 in Xe72= 0 int XP7 = 0 in xp72 = 0 int Xe6 = 0 in Xe82 = 0 int XPe = 0 in xP 2= 0 int Exe= 54 in Ex,2= 630 int Exp= 54 in ExP2= 630 int Screw Fastener Strength Calculations: Per SDI Equations: Qf = 1.25 Fy t(1-0.005 Fy) = 0.6983 kips (equation 4.5-1) Qs = 28.5 t = 0.2500 kips (equation 4.5-2) Per AISI '95 specification: Qf = 0.5660 kips t Qs = 0.1930 kips uCP• Qf = 0.5660 kips Qs = 0.1930 kips Screw Fastener Flexibilities: Sf= 1.3 x 10-3/(t)" = 0.01127 in/kips (equation 4.5.1-1) Ss = 3.0 x 10-3/(t)°'S = 0.02601 in/kips (equation 4.5.1-2) 2.5-29U.x1s\6-Fastener Page 5 12/7/2001 ', 6-Stiffness SDI DIAPHRAGM STIFFNESS DECK: 0.75" Deck,#12 Frame Fastening,#8 Stitch Fastening 29 ga U Panel ( Lower Floor Interior Partitions ) ' ATTACHMENT PATTERN: 6 screws/sheet to supports 30 " o.c. -edge fastener spacing 30 " o.c. -seam fastener spacing L = 10 length (ft) np = 3 #of purlins not at end Ls = 30 span (in) ne = 0 #of support fasteners not at purlin L„ = 2.5 span (ft) ns = 4 #of seam fasteners not at purlin W = 36 deck width (in) N = 2 #of fasteners/ft at end support D = 0.75 deck height(in) a, = 1.50 (Exe/w)dist factor at end condition t = 0.0133 deck thickness(in) a2 = 1.50 (Exdw)dist factor at purlin condition Sf = 0.01127 support fast(in/kip) Exp2 = 630 Ss = 0.02601 seam fasten (in/kip) Exe2 = 630 E = 29500 (ksi) C = (EUw)Sf(24L/(2ai+npa2+2nsSWSs)) C = 2.68859 h = 0.75 (deck depth) f= 1.0 (top flange width) w= 0.9966 (web length) g = 0.65625 (horiz comp of web) d = 6.0 (pitch) s = 6.6807 (stretch out) e = 1.8438 (bottom flange width) t = 0.0133 (thickness) WT = 7.986 V = 6.6807 _ D4(1) = 2.4411 G4(1)= 2.4411 WB = 254.77 C1 = 10.5369 D4(2) = 16.2870 G4(2)= 87.9160 PW = 651.962 C2 = 0.8389 D4(3) = 26.5694 G4(3)= 283.2741 A = 3.6875 C3 = 0.4368 D4(4) = 15.0080 D1 = 0.9362 C4 = 1.6805 D4(5) = 25.2403 D2 = 0.4681 C5 = 0.8403 D4(6) = 43.9877 D3 = 0.3290 C6 = 0.2230 C41 = 0.5602 D41 = 34.2108 G44 = 613.0574 C42 = 0.2953 D42= 35.6384 C43= 0.4201 D43 = 42.4490 C44= 0.1286 D44 = 66.4725 DW1 = 265.254 DW2 = 4776.493 DW3 = 10260.23 DW4= 16653.765 1 0 0 0 D = 265.254 (warping factor) = 0.80 spans 1 2 3 4 5 1 1 0.9 0.8 0.71 Dn = D/(1 2L) = 2.21 ' G' = (Et)/(2.6(s/d)+�Dn+C) S = 143 plf-wind G' = 53.4 kips/in SHEAR STIFFNESS S = 135 plf-seismic �. 2.5-29UAM6-Stiffness Page 6 12m2001 I 4-Shear SDI DIAPHRAGM SHEAR tDECK: 0.75"Deck,#12 Frame Fastening,#8 Stitch Fastening 29 ga U Panel (Interior Partitions-Lower Floor/Longitudinal Direction) ' ATTACHMENT PATTERN 4 screws/sheet to supports 4 screws/sheet at ends 12 "o.c.edge fastener spacing attached to column?- 1 (1/0) 12 "o.c.sidelap fastener spacing attached to column?- 0 (1/0) L = 10 length(ft) nP = 1 #of columns not at end Le = 60 span(in) ne = 8 #of edge fasteners not attached to column L� = 5 column spacing(ft) ns = 10 #of seam fasteners not attached to column W = 36 deck width(in) N = 1.3 #of fasteners/ft at end support D = 0.75 deck height(in) of = 1 (Exe/w)dist factor at end condition t = 0.0133 deck thickness(in) a2= 1 (Exr/w)dist factor at column condition Of = 566 support fastener(lbs) Exp' = 468 Qs = 193 seam fastener(lbs) Exe2 = 468 1 = 0.0106 panel moment of inertia in"/ft do= 6 corrugation pitch, in. Fy = 60 ksi panel s= 6.6807 developed flute width 2(e+wf)+f inches. ULT SHEAR CAPACITY BASED ON EDGE FASTENER ULT SHEAR = (2af+nPa2)+ne)QVL _ ULT SHEAR = 622.6 plf ULT SHEAR CAPACITY BASED ON INTERIOR PANEL ' A= 1 (one fastener per location,at edge) /< = 1-DL,/(240to.5) /< = 0.8645 as = Qs/Q' as = 0.341 ULTSHEAR = ((2A(L-1))+neas)+(((2n,Fxc )+(4Z42))/(w2)))QWL �`. ULT SHEAR = 300.30 plf ULT SHEAR CAPACITY BASED ON END OF PANEL - ' B = (nsae)+(((2nrExP2)+(4Exe2))/(W1)) B = 5.5766 ULT SHEAR = (QfNB)/(((B2)+((NL)2))0s) _ (N2B2/(L2N2+B2))0.5 Of ULT SHEAR = 291.19 plf = . SAFETY FACTOR(SF) = 2.35 wind (mechanical connections) 2.50 seismic Se = 291.19 plf (lowest of ultimate shear capacities) S = SJSF S= 124 plf-wind ' S= 116 plf seismic Stability Check: SC= 12.95x103/Lv2 (13t3dc/s)0.25 ' Sc= 0.6524 klf Sc= 652 plf ' Ssc= SG(f.$) factor of safety=2.0 Ssc= 326 plf S= 124 plf-wind ALLOWABLE DIAPHRAGM SHEAR CAPACITY S= 116 plf-seismic 5.0-29u.xlst4-shear Pagel 1114/2002 J 4-Fastener iFastener Pattern: 29 ga U Panel 4 Screw Pattern for a,,a2,Exe2 and Ex P2 calculations at end cond at interior cond xel = 3 in xe'2 = 9 int xpi = 3 , in XP12= 9 int Xe2= 3 in xe22= 9 in xp2 = 3 in xp22 = 9 int Xe3 = 0 in xe32= 0 in Xp3 = 0 in Xp32= 0 in Xe4 = 0 in xe42= 0 in xp4 = 0 in Xp42 = 0 in xe5= 15 in Xe52 = 225 in' xP5= 15 in xp52 = 225 int Xe6= 15 in xe62 = 225 int xp6= 15 in Xp62 = 225 int Xe7 = 0 in Xe72 = 0 int xP7 = 0 in xp72 = 0 int xe8 = 0 in Xe82 = 0 int xp8 = 0 in xp82 = 0 int Exe= 36 in EXe2= 468 int ExP= 36 in EXP2= 468 int Screw Fastener Strength Calculations: Per SDI Equations: Qf = 1.25 FY t(1-0.005 FY) = 0.6983 kips (equation 4.5-1) Qs = 18.8 t = 0.2500 kips (equation 4.5-2) Per AISI '95 specification: Qf = 0.5660 kips Qs = 0.1930 kips use. Qf = 0.5660 kips Qs= 0.1930 kips Screw Fastener Flexibilities: Sf= 1.3 x 10"3/(t)"' = 0.01127 in/kips (equation 4.5.1-1) Ss = 3.0 x 10'3/(t)05 = 0.02601 in/kips (equation 4.5.1-2) i 1 5.0-29U.xls\4-Fastener Page 2 1/14/2002 4-Stiffness SDI DIAPHRAGM STIFFNESS DECK: 0.75" Deck,#12 Frame Fastening,#8 Stitch Fastening 29 ga U Panel ( Interior Partitions -Lower Floor/Longitudinal Direction ) ATTACHMENT PATTERN: 4 screws/sheet to supports 12 "o.c. -edge fastener spacing 12 "o.c. -seam fastener spacing L = 10 length (ft) np = 1 #of columns not at end Ls = 60 span (in) ne = 8 #of support fasteners not at column L = 5 span (ft) ns = 10 #of seam fasteners not at column W = 36 deck width (in) N = 1.333 #of fasteners/ft at end support D = 0.75 deck height(in) of = 1 (Exe/w)dist factor at end condition t = 0.0133 deck thickness (in) aZ = 1 (Exdw)dist factor at column condition Sf = 0.01127 support fast(in/kip) Exp2 = 468 Ss = 0.02601 seam fasten (in/kip) ExeZ = 468 E = 29500 (ksi) C = (Et/w)Sf(24L/(2(xl+nP(X2+2nsSf/Ss)) C = 2.52728 t` h = 0.75 (deck depth) f= 1.0 (top flange width) w = 0.9966 (web length) g = 0.65625 (horiz comp of web) d = 6.0 (pitch) s= 6.6807 (stretch out) e = 1.8438 (bottom flange width) t = 0.0133 (thickness) WT = 7.986 V = 6.6807 D4(1) = 2.4411 G4(1)= 2.4411 WB = 254.77 C1 = 10.5369 D4(2) = 16.2870 G4(2)= 87.9160 PW = 651.962 C2 = 0.8389 D4(3) = 26.5694 G4(3)= 283.2741 A = 3.6875 C3 = 0.4368 D4(4) = 15.0080 D1 = 0.9362 C4 = 1.6805 D4(5) = 25.2403 D2 = 0.4681 C5 = 0.8403 D4(6) = 43.9877 D3 = 0.3290 C6 = 0.2230 C41 = 0.5602 D41 = 34.2108 G44 = 613.0574 C42 = 0.2953 D42 = 35.6384 C43 = 0.4201 D43 = 42.4490 C44 = 0.1286 D44 = 66.4725 DW1 = 265.254 DW2 = 4776.493 DW3 = 10260.23 DW4 = 16653.765 0.667 0.333 0 0 D = 1769 (warping factor) = 1.00 spans 1 2 3 4 5 1 1 0.9 0.8 0.71 Dn = D/(1 2L) = 14.74 G' = (Et)/(2.6(s/d)+�D„+C) S = 124 plf-wind G' = 19.5 kips/in SHEAR STIFFNESS S = 116 plf-seismic 5.0-29U.xls\4-Stiffness Page 3 1/14/2002 �I 6-Shear SDI DIAPHRAGM SHEAR rDECK: 0.75'Deck,#12 Frame Fastening,#8 Stitch Fastening 29 ga U Panel (Interior Partitions-Lower Floor/Longitudinal Direction) ' ATTACHMENT PATTERN 6 screws/sheet to supports 6 screws/sheet at ends 12 "o.c.edge fastener spacing attached to column?- 1 (1/0) 12 "o.c.sidelap fastener spacing attached to column?- 0 (1/0) L = 10 length(ft) np = 1 #of columns not at end r Ls = 60 span(in) ne = 8 #of edge fasteners not attached to column L„ = 5 column spacing(ft) ns = 10 #of seam fasteners not attached to column w = 36 deck width(in) N = 2.0 #of fasteners/ft at end support D = 0.75 deck height(in) a, = 1.5 (£xe/w)dist factor at end condition t = 0.0133 deck thickness(in) a2= 1.5 (£xp/w)dist factor at column condition 01 = 566 support fastener(lbs) £xP2 = 630 Qs = 193 seam fastener(lbs) £xe2 = 630 1 = 0.0106 panel moment of inertia in 4tft do= 6 corrugation pitch, in. Fy = 60 ksi panel s= 6.6807 developed flute width 2(e+wf)+f inches. ULT SHEAR CAPACITY BASED ON EDGE FASTENER ULT SHEAR = (2a,+nPa2)+ne)Q�L ULT SHEAR = 707.5 pIf ULT SHEAR CAPACITY BASED ON INTERIOR PANEL A= 1 (one fastener per location,at edge) X = 1-DI-)(240t0) X = 0.8645 as = Qs/Q1 as = 0.341 ULT SHEAR = ((2A(X-1))+nsas)+(((2np£xp2)+(4£x.2))/(` 2)))Qr/L ULT SHEAR = 342.75 plf I ULT SHEAR CAPACITY BASED ON END OF PANEL B = (nsas)+(((2np£xp2)+(4£)(e2))/(w2)) B = 6.3266 ULT SHEAR = (QrNB)/(((B2)+((NL)2))o.5) _ (N2B2/(L2N2+B2))o.5Of ULT SHEAR = 341.41 pit = . SAFETY FACTOR(SF) = 2.35 wind (mechanical connections) 2.50 seismic S� = 341.41 pIf (lowest of ultimate shear capacities) S = SJSF S= 145 plf-wind S= 137 plf seismic Stability Check: Sc= 12.95x103/Lv2 (13t3dGS)025 Sc= 0.6524 klf Sc= 652 pIf Ssc= Sc/(f.$) factor of safety=2.0 Ssc= 326 plf S= 145 pIf-wind ALLOWABLE DIAPHRAGM SHEAR CAPACITY S= 137 plf-seismic 5.o-29U..1s%6-Shear Page 4 1/14/2002 ,I 6-Fastener Fastener Pattern: 29 ga U Panel 6 Screw Pattern for ,,a2,Exe2 aand Exp2 calculations at end cond at interior cond xe1 = 3 in xe12 = 9 int xp1 = 3 in xp12 = 9 int xe2= 3 in xe22= 9 int xp2= 3 in xp22 = 9 in xe3= 9 in xe32= 81 int xp3= 9 in xp32= 81 int xe4= 9 in xe42= 81 int xp4 = 9 in xp42 = 81 int xe5 = 15 in xe$2= 225 int xp5 = 15 in xp52 = 225 int xe6 = 15 in xe62 = 225 int xp6= ,15 in xp62 = 225 int xe2 = 0 in xe72 = 0 int xp7= 0 in xp22 = 0 int xe8= 0 in xee2 = 0 int xpa = 0 in xp82 = 0 int Exe= 54 in Exe2= 630 int Exp= 54 in Exp 2= 630 int r Screw Fastener Strength Calculations: Per SDI Equations: Qf = 1.25 Fy t(1-0.005 Fy) = 0.6983 kips (equation 4.5-1) Qs = 28.5 t = 0.2500 kips (equation 4.5-2) Per AISI '95 specification: Qf = 0.5660 kips Qs = 0.1930 kips use: Qf = 0.5660 kips Qs = 0.1930 kips Screw Fastener Flexibilities: Sf� 1.3 x 10"3/(t)0'S = 0.01127 in/kips (equation 4.5.1-1) Ss = 3.0 x 10"3/(t)°'S = 0.02601 in/kips (equation 4.5.1-2) 5.0-29U.xls\6-Fastener Page 5 1/14/2002 A� ' 6-Stiffness SDI DIAPHRAGM STIFFNESS DECK: 0.75" Deck,#12 Frame Fastening, #8 Stitch Fastening 29g'a U Panel ( Interior Partitions -Lower Floor/Longitudinal Direction ) ATTACHMENT PATTERN: 6 screws/sheet to supports 12 "o.c. -edge fastener spacing 12 "o.c. -seam fastener spacing L = 10 length (ft) np = 1 #of purlins not at end _ Ls = 60 span (in) ne = 8 #of support fasteners not at purlin L„ = 5 span (ft) ns = 10 #of seam fasteners not at purlin W = 36 deck width (in) N = 2 #of fasteners/ft at end support D = 0.75 deck height (in) of = 1.50 (Exe/w)dist factor at end condition t = 0.0133 deck thickness (in) a2= 1.50 (Exdw)dist factor at purlin condition Sf = 0.01127 support fast(in/kip) Exp2 = 630 Ss = 0.02601 seam fasten (in/kip) Exe2 = 630 E = 29500 (ksi) C = (Et/w)S424L/(2af+np(X2+2nsSWSs)) C = 2.23936 'i h = 0.75 (deck depth) f= 1.0 (top flange width) w= 0.9966 (web length) g = "0.65625 (horiz comp of web) d = 6.0 (pitch) s = 6.6807 (stretch out) e = 1.8438 (bottom flange width) t = 0.0133 (thickness) WT = 7.986 V = 6.6807 D4(1) = 2.4411 G4(1) = 2.4411 M WB = 254.77 C1 = 10.5369 D4(2) = 16.2870 G4(2) = 87.9160 PW = 651.962 C2 = 0.8389 D4(3) = 26.5694 G4(3) = 283.2741 A = 3.6875 C3 = 0.4368 D4(4) = 15.0080 D1 = 0.9362 C4 = 1.6805 D4(5) = 25.2403 D2 = 0.4681 C5 = 0.8403 D4(6) = 43.9877 D3 = 0.3290 C6 = 0.2230 C41 = 0.5602 D41 = 34.2108 G44 = 613.0574 C42 = 0.2953 D42 = 35.6384 C43 = 0.4201 D43 = 42.4490 C44 = 0.1286 D44 = 66.4725 DW1 = 265.254 DW2 = 4776.493 DW3 = 10260.23 DW4 = 16653.765 1 0 0 0 D = 265.254 (warping factor) = 1.00 spans 1 2 3 4 5 1 1 0.9 0.8 0.71 D„ = D1(1 2L) = 2.21 G' = (Et)/(2.6(s/d)+�Dn+C) S = 145 plf-wind G' = 53.42 kips/in SHEAR STIFFNESS S = 137 plf-seismic 5.0-29U.x1s\6-Stiffness Page 6 1/14/2002 4-Shear SDI DIAPHRAGM SHEAR )I.LSuI-A_D �Al-� -T}ZAfJ�VF. t2— bIIZ� CT) CD 1 DECK: 0.75"Deck,#12 Frame Fastening,#8 Stitch Fastening 29 ga U Panel (Lower Floor Interior Partitions w/Top&Base Channels) ATTACHMENT PATTERN 4 screws/sheet to supports 4 screws/sheet at ends 12 "o.c.edge fastener spacing attached to column?- 0 (1/0) 12 "o.c.sidelap fastener spacing attached to column?- 0 (1/0) L = 10 length(ft) np = 3 #of columns not at end Ls = 30 span(in) ne = 10 #of edge fasteners not attached to column L„ = 2.5 column spacing(ft) ns = 10 #of seam fasteners not attached to column W = 36 deck width(in) N = 1.3 #of fasteners/ft at end support - D = 0.75 deck height(in) a, = 1 (Exe/w)dist factor at end condition t = 0.0133 deck thickness(in) az= 1 (Exp/w)dist factor at column condition Qf = 566 support fastener(Ibs) Exp = 468 Qs = 193 seam fastener(lbs) Exe2 = 468 1 = 0.0106 panel moment of inertia in°/ft do= 6 corrugation pitch, in. Fy = 60 ksi panel s= 6.6807 developed flute width 2(e+wf)+f inches. ULT SHEAR CAPACITY BASED ON EDGE FASTENER ULT SHEAR = (2a,+nPa2)+ne)QdL ULT SHEAR = 849 plf ULT SHEAR CAPACITY BASED ON INTERIOR PANEL A= 1 (one fastener per location,at edge) T. = 1-DLJ(240tD5) = 0.9323 a, = Q,/Qf as = 0.341 ULTSHEAR = ((2A(?,-1))+neae)+(((2npExp2)+(4Exe2)U(w2)))QdL ULT SHEAR = 389.72 pIf ULT SHEAR CAPACITY BASED ON END OF PANEL B = (neaJ+(((2npExp2)+(4Exe2))/(w2)) B = 7.021 ULT SHEAR = (QfNB)/(((B2)+((NL)2))0s) _ (N2B2/(L2N2+62))0'5 Qf ULT SHEAR = 351.62 plf = . SAFETY FACTOR(SF) = 2.35 wind (mechanical connections) 2.50 seismic Se = 351.62 pIf (lowest of ultimate shear capacities) S = Se/SF S= 150 plf-wind S= 141 pIf seismic �r Stability Check: SC= 12.95x103/Lvz (13t3dC S)0.25 Sc= 2.6097 klf So= 2610 pIf Ssc= SG(f.$) factor of safety=2.0 Ssc= 1305 plf S= 150 plf-wind ALLOWABLE DIAPHRAGM SHEAR CAPACITY S= 141 plf-seismic 2.5-29U-12.xlsk4-Shear Pagel 12/7/2001 4-Fastener Fastener Pattern: 29 ga U Panel 4 Screw Pattern for a,,a2,Exe2 and Ex P2 calculations at end cond at interior cond xei = 3 in xel2= 9 int xpi = 3 in XP12 = 9 int Xe2= 3 in xe22= 9 int XP2 = 3 in xp22 = 9 int Xe3_ 0 in Xe32= 0 int Xp3= 0 in Xp32 = 0 int Xe4 = 0 in Xe42= 0 int xp4 = 0 in xp42 = 0 int iW xe5 = 15 in1 2= 225 int xp5 = 15 in xp52 = 225 int Xe6= 15 in xe62= 225 int xps = 15 in xp62 = 225 int xe7= 0 in xe72= 0 int xP7 = 0 in xp72 = 0 int Xe8= 0 in Xe82= 0 int xp8 = 0 in Xp62 = 0 int EXe= 36 in Exe2= 468 int Exp= 36 in ExP2= 468 int i Screw Fastener Strength Calculations: Per SDI Equations: Qf = 1.25 FY t(1-0.005 FY) = 0.6983 kips (equation 4.5-1) Qs = 18.8 t = 0.2500 kips (equation 4.5-2) Per AISI '95 specification: Qf = 0.5660 kips Qs = 0.1930 kips use: Qf = 0.5660 kips Qs = 0.1930 kips I Screw Fastener Flexibilities: Sf= 1.3 x 10-3/(t)05 = 0.01127 in/kips (equation 4.5.1-1) Ss =3.0 x 10-3/(t)05 = 0.02601 in/kips (equation 4.5.1-2) 1 i� 2.5-29U-12.xIs\4-Fastener Page 2 12/7/2001 4-Stiffness SDI DIAPHRAGM STIFFNESS DECK: 0.75" Deck,#12 Frame Fastening,#8 Stitch Fastening 29 ga U Panel ( Lower Floor Interior Partitions w/Top & Base Channels ) ATTACHMENT PATTERN: 4 screws/sheet to supports 12 "o.c. -edge fastener spacing 12 "o.c. -seam fastener spacing L = 10 length (ft) np = 3 #of columns not at end Ls = 30 span (in) ne = 10 #of support fasteners not at column L„ = 2.5 span (ft) ns = 10 #of seam fasteners not at column W = 36 deck width (in) N = 1.333 #of fasteners/ft at end support D = 0.75 deck height (in) a, = 1 (Exe/w)dist factor at end condition t = 0.0133 deck thickness (in) a2= 1 (Exdw)dist factor at column condition Sf = 0.01127 support fast(in/kip) Exp2 = 468 �I Ss = 0.02601 seam fasten (in/kip) Exe2 = 468 E = 29500 (ksi) C = (Et/w)S424U(2af+npa2+2nsSWSs)) C = 2.15743 h = 0.75 (deck depth) f= 1.0 (top flange width) w = 0.9966 (web length) g = 0.65625 (horiz comp of web) d = 6.0 (pitch) s = 6.6807 (stretch out) e= 1.8438 (bottom flange width) t = 0.0133 (thickness) WT = 7.986 V = 6.6807 D4(1) = 2.4411 G4(1) = 2.4411 WB = 254.77 C1 = 10.5369 D4(2) = 16.2870 G4(2) = 87.9160 PW = 651.962 C2 = 0.8389 D4(3) = 26.5694 G4(3) = 283.2741 A = 3.6875 C3 = 0.4368 D4(4) = 15.0080 D1 = 0.9362 C4 = 1.6805 D4(5) = 25.2403 D2 = 0.4681 C5 = 0.8403 D4(6) = 43.9877 D3 = 0.3290 C6 = 0.2230 C41 = 0.5602 D41 = 34.2108 G44 = 613.0574 C42 = 0.2953 D42 = 35.6384 C43 = 0.4201 D43 = 42.4490 C44= 0.1286 D44 = 66.4725 DW1 = 265.254 DW2 = 4776.493 DW3 = 10260.23 DW4= 16653.765 0.667 0.333 0 0 D = 1769 (warping factor) = 0.80 spans 1 2 3 4 5 1 1 0.9 0.8 0.71 D„ = D/(12L) = 14.74 G' = (Et)/(2.6(s/d)+�D„+C) S = 150 plf-wind G' = 23.3 kips/in SHEAR STIFFNESS S = 141 plf-seismic 2.5-29U-12.xist4-stiffness Page 3 12m2001 6-Shear SDI DIAPHRAGM SHEAR �)i isul f117 y/A��–�j—T�PCfJ�jV ' d) Cl �0�1> ' DECK: 0.75"Deck,#12 Frame Fastening,#8 Stitch Fastening 29 ga U Panel (Lower Floor Interior Partitions w/Top&Base Channels) ' ATTACHMENT PATTERN 6 screws/sheet to supports 6 screws/sheet at ends 12 "o.c.edge fastener spacing attached to column?- 0 (1/0) - 12 "o.c.sidelap fastener spacing attached to column?- 0 (1/0) L = 10 length(ft) np = 3 #of columns not at end Ls = 30 span(in) ne = 10 #of edge fasteners not attached to column Lv = 2.5 column spacing(ft) ns = 10 #of seam fasteners not attached to column w = 36 deck width(in) N = 2.0 #of fasteners/ft at end support D = 0.75 deck height(in) a, = 1.5 (Ex�/w)dist factor at end condition t = 0.0133 deck thickness(in) a2= 1.5 (XVw)dist factor at column condition ' Ql = 566 support fastener(lbs) YAP = 630 Qs = 193 seam fastener(lbs) £Xy2 = 630 1 = 0.0106 panel moment of inertia in°/ft 1 do= 6 corrugation pitch,in. Fy = 60 ksi panel s= 6.6807 developed flute width 2(e+wf)+f inches. ULT SHEAR CAPACITY BASED ON EDGE FASTENER ULT SHEAR = (2a1+nPa2)+ne)Cf/L ULT SHEAR = 990.5 plf ULT SHEAR CAPACITY BASED ON INTERIOR PANEL A= 1 (one fastener per location,at edge) ), = 1-DLJ(240to.5) ' X = 0.9323 as = %/Q1 as = 0.341 ULT SHEAR = ((2A(�-1))+n:a:)+(((2npExp)+(4Exe))/(w )))Cr L ULT SHEAR = 460.47 plf ULT SHEAR CAPACITY BASED ON END OF PANEL B = (nsa:)+(((2npExP )+(4ZX.2))/(` 2)) B = 8.271 ULT SHEAR = (QfNB)/(((B2)+((NL)2))") _ (N2B2/(L2N2+B2))0.5 Of ULT SHEAR = 432.61 plf = . SAFETY FACTOR(SF) = 2.35 wind (mechanical connections) = 2.50 seismic ' SP = 432.61 plf (lowest of ultimate shear capacities) S = Sp/SF S= 184 plf-wind S= 173 plf seismic Stability Check: Sc= 12.95x103/Lv3 (13t3d C/Sf.25 ' So= 2.6097 kit Sc= 2610 plf ' Ssc= Sc/(f.$) factor of safety=2.0 Ssc= 1305 pit - S= 184 plf-wind ALLOWABLE DIAPHRAGM SHEAR CAPACITY S= 173 plf-seismic 2.5-29U-12.x1s\6Shear Page 4 12m2001 ' 6-Fastener ' Fastener Pattern: 29 ga U Panel 6 Screw Pattern for a,,aZ,EXe2 and EXp2 calculations tat end cond at interior cond xe, = 3 in xe12= 9 int XpI = 3 in xp12 = 9 int Xe2= 3 in xe22= 9 int xp2= 3 in Xp22= 9 int Xe3= 9 in Xe32= 81 int xp3= 9 in Xp32= 81 int xe4 = 9 in xe42= 81 int xp4= 9 in Xp42 = 81 int xe5= 15 in Xe52= 225 int Xp5= 15 in xp52= 225 int xe6= 15 in xe62= 225 int xp6 = 15 in Xp62= 225 int xe7= 0 in xe72= 0 int xp7 = 0 in xp72= 0 int Xee = 0 in Xe82= 0 int xp8 = 0 in xp62= 0 int Exe= 54 in Ex,2= 630 int Exp= 54 in Exp 2= 630 int Screw Fastener Strength Calculations: Per SDI Equations: Of = 1.25 FY t(1-0.005 FY) = 0.6983 kips (equation 4.5-1) ' as= 28.5 t = 0.2500 kips (equation 4.5-2) Per AISI '95 specification: Of = 0.5660 kips 1 as = 0.1930 kips uGP• Of = 0.5660 kips as = 0.1930 kips 1 ' Screw Fastener Flexibilities: Sf= 1.3 x 10-3/(tf 5 = 0.01127 in/kips (equation 4.5.1-1) Ss =3.0 x 10-3/(tf 5 = 0.02601 in/kips (equation 4.5.1-2) 1 2.5-29U-12.xls\6-Fastener Page 5 12/7/2001 6-Stiffness SDI DIAPHRAGM STIFFNESS ' DECK: 0.75" Deck,#12 Frame Fastening,#8 Stitch Fastening 29 ga U Panel ( Lower Floor Interior Partitions w/Top & Base Channels) ' ATTACHMENT PATTERN: 6 screws/sheet to supports 12 "o.c. -edge fastener spacing 12 "o.c. -seam fastener spacing L = 10 length (ft) np = 3 . #of purlins not at end ' Ls = 30 span (in) ne = 10 #of support fasteners not at purlin L„ = 2.5 span (ft) ns = 10 #of seam fasteners not at purlin W = 36 deck width (in) N = 2 #of fasteners/ft at end support ' D = 0.75 deck height(in) a, = 1.50 (Exdw)dist factor at end condition t = 0.0133 deck thickness(in) a2= 1.50 (Exdw)dist factor at purlin condition Sf = 0.01127 support fast(in/kip) Exp2 = 630 Se = 0.02601 seam fasten (in/kip) Exe2 = 630 E = 29500 (ksi) C = (Et/w)SK24L/(2aj+nPa2+2n,SWSs)) C = 1.82381 h = 0.75 (deck depth) f= 1.0 (top flange width) w = 0.9966 (web length) g = 0.65625 (horiz comp of web) d = 6.0 (pitch) s = 6.6807 (stretch out) e= 1.8438 (bottom flange width) t = 0.0133 (thickness) WT = 7.986 V = 6.6807 D4(1) = 2.4411 G4(1) = 2.4411 WB = 254.77 C1 = 10.5369 D4(2) = 16.2870 G4(2) = 87.9160 PW = 651.962 C2 = 0.8389 D4(3) = 26.5694 G4(3) = 283.2741 A = 3.6875 C3 = 0.4368 D4(4) = 15.0080 ' D1 = 0.9362 C4 = 1.6805 D4(5) = 25.2403 D2 = 0.4681 C5 = 0.8403 D4(6) = 43.9877 D3 = 0.3290 C6 = 0.2230 ' C41 = 0.5602 D41 = 34.2108 G44 = 613.0574 C42 = 0.2953 D42 = 35.6384 C43 = 0.4201 D43 = 42.4490 ' C44 = 0.1286 D44 = 66.4725 DW1 = 265.254 DW2 = 4776.493 DW3 = 10260.23 DW4 = 16653.765 1 0 0 0 D = 265.254 (warping factor) ' = 0.80 spans 1 2 3 4 5 1 1 0.9 0.8 0.71 D„ = D/(1 2L) = 2.21 ' G' = (Et)/(2.6(s/d)+�Dn+C) S = 184 plf-wind G' = 60.5 kips/in SHEAR STIFFNESS S= 173 plf-seismic 2.5-e9u-12.x1s\6-Stiffness Page 6 12M2001 ' 4-Shear SDI DIAPHRAGM SHEAR ' DECK: 0.75"Deck,#12 Frame Fastening,#8 Stitch Fastening 29 ga U Panel (Lower Floor Interior Partitions w/Top&Base Channels) ' ATTACHMENT PATTERN 4 screws/sheet to supports CLaN�.� 2j W) 4 screws/sheet at ends 12 "o.c.edge fastener spacing attached to column?- 0 (1/0) ' 12 "o.c.sidelap fastener spacing attached to column?- 0 (1/0) L = 10 length(ft) np = 4 #of columns not at end Ls = 24 span(in) ne = 10 #of edge fasteners not attached to column ' L" = 2 column spacing(ft) ns = 10 #of seam fasteners not attached to column W = 36 deck width(in) N = 1.3 #of fasteners/ft at end support D = 0.75 deck height(in) a1 = 1 (Exe/w)dist factor at end condition t = 0.0133 deck thickness(in) a2= 1 (Exp/w)dist factor at column condition ' Qf = 566 support fastener(lbs) Exp = 468 Qe = 193 seam fastener(lbs) Exe2 = 468 1 = 0.0106 panel moment of inertia in"/ft ' do= 6 corrugation pitch, in. Fy = 60 ksi panel s= 6.6807 developed flute width 2(e+wf)+f inches. ULT SHEAR CAPACITY BASED ON EDGE FASTENER ULT SHEAR = (2al+npa2)+ne)Qf L ULT SHEAR = 905.6 plf ' ULT SHEAR CAPACITY BASED ON INTERIOR PANEL A= 1 (one fastener per location,at edge) X = 1-131_,/(240to) X = 0.9458 as = Qs/Qf as = 0.341 ' ULTSHEAR = ((2A(�-1))+neas)+(((2npExp2)+(4Exe2))/(` 2)))QdL ULT SHEAR = 432.13 plf ULT SHEAR CAPACITY BASED ON END OF PANEL ' B = (nsas)+(((2npExp2)+(4Exe2))/(W2)) B = 7.7432 ULT SHEAR = (QfNB)/(((Bz)+((NL)z))os) _ (Ns B2/(L2Nz+82))as Qf ' ULT SHEAR = 378.99 plf = . SAFETY FACTOR(SF) 2.35 wind (mechanical connections) 2.50 seismic ' Se = 378.99 plf (lowest of ultimate shear capacities) S = Su/SF t S= 161 plf-wind S= 152 plf seismic Stability Check: ' Sc= 12.95x103/LV2 (13t3dC/S)0.25 So= 4.0777 klf So= 4078 plf ' Ssc= Sc/(f.$) factor of safety=2.0 Ssc= 2039 plf ' S= 161 plf-wind ALLOWABLE DIAPHRAGM SHEAR CAPACITY S= 152 plf-seismic ' 2.5-29U-12.xis\4-Shear Pagel 1/16/2002 ' 4-Fastener Fastener Pattern: 29 ga U Panel 4 Screw Pattern for a,,a2, Exe2 and Ex P2 calculations ' at end cond at interior cond Xei = 3 in Xe'2 = 9 int xPI = 3 in XP12= 9 int ' Xe2 = 3 in Xe22= 9 int Xp2 = 3 in xp22= 9 int Xe3— 0 in xe32= 0 int Xp3= 0 in Xp32= 0 int Xe4 = 0 in Xe42= 0 int Xp4 = 0 in xp42 = 0 int ' Xe5 = 15 in xe52 = 225 int xp5= 15 in Xp52 = 225 int Xe6 = 15 in Xe62 = 225 int Xp6 = 15 in xp62 = 225 int Xe7 = 0 in Xe72 = 0 int xp7 = 0 in xp72 = 0 int Xe8 = 0 in xe62= 0 int Xp8 = 0 in Xp62= 0 int Ex,= 36 in Exe2= 468 int Exp= 36 in ExP2= 468 int Screw Fastener Strength Calculations: ' Per SDI Equations: Qf = 1.25 FY t (1-0.005 FY) = 0.6983 kips (equation 4.5-1) ' Qs = 18.8 t = 0.2500 kips (equation 4.5-2) Per AISI '95 specification: Qf = 0.5660 kips Qs = 0.1930 kips use: Qf = 0.5660 kips Qs = 0.1930 kips Screw Fastener Flexibilities: Sf= 1.3 x 10 a/(t)05 = 0.01127 in/kips (equation 4.5.1-1) Ss = 3.0 x 10-3/(t)05 = 0.02601 in/kips (equation 4.5.1-2) 2.5-29u-12.x1st4-Fastener Page 2 1/16/2002 ' 4-Stiffness SDI DIAPHRAGM STIFFNESS DECK: 0.75" Deck, #12 Frame Fastening,#8 Stitch Fastening 29 ga U Panel ( Lower Floor Interior Partitions w/Top & Base Channels ) ' (u tilES 21 +- w) ATTACHMENT PATTERN: 4 screws/sheet to supports 12 "o.c. -edge fastener spacing ' 12 "o.c. -seam fastener spacing L = 10 length (ft) nP = 4 #of columns not at end ' Ls = 24 span (in) ne = 10 #of support fasteners not at column L„ = 2 span (ft) ns = 10 #of seam fasteners not at column W = 36 deck width (in) N = 1.333 #of fasteners/ft at end support ' D = 0.75 deck height(in) of = 1 (Exe/w)dist factor at end condition t = 0.0133 deck thickness (in) ap = 1 (ExWw) dist factor at column condition Sf = 0.01127 support fast(in/kip) ExP2 = 468 Ss = 0.02601 seam fasten (in/kip) Ex,2 = 468 E = 29500 (ksi) ' C = (Et/w)S�24L/(2aj+nPa2+2nsSf/Ss)) C = 2.01034 ' h = 0.75 (deck depth) f= 1.0 (top flange width) w= 0.9966 (web length) g = 0.65625 (horiz comp of web) d = 6.0 (pitch) s = 6.6807 (stretch out) ' e = 1.8438 (bottom flange width) t = 0.0133 (thickness) WT = 7.986 V = 6.6807 D4(1) = 2.4411 G4(1) = 2.4411 ' WB = 254.77 C1 = 10.5369 D4(2) = 16.2870 G4(2)= 87.9160 PW = 651.962 C2 = 0.8389 D4(3) = 26.5694 G4(3) = 283.2741 A = 3.6875 C3 = 0.4368 D4(4) = 15.0080 D1 = 0.9362 C4 = 1.6805 D4(5) = 25.2403 D2 = 0.4681 C5 = 0.8403 D4(6) = 43.9877- D3 = 0.3290 C6 = 0.2230 C41 = 0.5602 D41 = 34.2108 G44 = 613.0574 C42 = 0.2953 D42 = 35.6384 C43 = 0.4201 D43 = 42.4490 ' C44 = 0.1286 D44 = 66.4725 DW1 = 265.254 DW2 = 4776.493 DW3 = 10260.23 DW4 = 16653.765 0.667 0.333 0 0 D = 1769 (warping factor) ' = 0.71 spans 1 2 3 4 5 1 1 0.9 0.8 0.71 Dn = D/(1 2L) = 14.74 ' G' = (Et)/(2.6(s/d)+$Dn+C) S = 161 plf-wind G' = 25.5 kips/in SHEAR STIFFNESS S = 152 plf-seismic 2.5-29u-12AM4-stiffness Page 3 1/16/2002 6-Shear SDI DIAPHRAGM SHEAR ' DECK: 0.75"Deck,#12 Frame Fastening,#8 Stitch Fastening 29 ga U Panel ( Lower Floor Interior Partitions w/Top&Base Channels) ' ATTACHMENT PATTERN 6 screws/sheet to supports CUNT !L� W) 6 screws/sheet at ends 12 "o.c.edge fastener spacing attached to column?- 0 (1/0) ' 12 "o.c.sidelap fastener spacing attached to column?- 0 (1/0) L = 10 length (ft) np = 4 #of columns not at end L, = 24 span(in) ne = 10 #of edge fasteners not attached to column L„ = 2 column spacing(ft) n, = 10 #of seam fasteners not attached to column ' w = 36 deck width(in) N = 2.0 #of fasteners/ft at end support D = 0.75 deck height(in) of = 1.5 (Ex,/w)dist factor at end condition t = 0.0133 deck thickness(in) a2= 1.5 (Exp/w)dist factor at column condition ' Qf = 566 support fastener(lbs) Exp2 = 630 Q, = 193 seam fastener(lbs) Exe2 = 630 1 = 0.0106 panel moment of inertia in°/ft do= 6 corrugation pitch,in. Fy = 60 ksi panel s= 6.6807 developed flute width 2(e+wf)+f inches. ' ULT SHEAR CAPACITY BASED ON EDGE FASTENER ULT SHEAR = (2af+npa2)+njQWL ULT SHEAR = 1075.4 plf ' ULT SHEAR CAPACITY BASED ON INTERIOR PANEL A= 1 (one fastener per location,at edge) ?, = 1-DLJ(240t05) ' X = 0.9458 a, = QdQf a, = 0.341 ULTSHEAR = ((2A(k-1))+nsae)+(((2n,Ex,2)+(4E)ce2))/(w)))Q�L ULT SHEAR = 517.03 plf ULT SHEAR CAPACITY BASED ON END OF PANEL ' B = (nsa,)+(((2npExp2)+(4Exe2)U(W)) B = 9.2432 ULT SHEAR = (QfNB)/(((B2)+((NL)2))05) _ (N2B2/(L2N2+62))as Of ULT SHEAR = 474.90 pit = . ' SAFETY FACTOR(SF) 2.35 wind (mechanical connections) 2.50 seismic S„ = 474.9 plf (lowest of ultimate shear capacities) S = Su/SF S= 202 plf-wind S= 190 plf seismic Stability Check: Sc= 12.95x1()3/Lv2 (13t3dC/S)0.25 ' So= 4.0777 klf So= 4078 plf ' Ssc= Sc/(f.$) factor of safety=2.0 Ssc= 2039 plf S= 202 plf-wind ALLOWABLE DIAPHRAGM SHEAR CAPACITY S= 190 pit-seismic 2.5-29U-12.xlst6-Shear Page 4 1/16/2002 6-Fastener ' Fastener Pattern: 29 ga U Panel 6 Screw Pattern for a,,az,EXe2 and EXPZ calculations ' at end cond at interior cond xe, = 3 in Xe1Z = 9 int Xp, = 3 in xp12 = 9 in ' Xe2= 3 in xe22 = 9 in xPZ= 3 in xp22 = 9 in xe3 = 9 in Xe32 = 81 in Xp3 = 9 in xp32= 81 int xe4 = 9 in Xe42= 81 in xPy = 9 in Xp42= 81 int Xe5 = 15 in xe52 = 225 int XP5 = 15 in xp52= 225 in Xe6= 15 in xe62 = 225 in XPs = 15 in Xp62 = 225 in xe7= 0 in Xe72= 0 in xP7 = 0 in xp72= 0 in XeB = 0 in xeaZ= 0 in Xp8 = 0 in xp62= 0 in EXe= 54 in Exe2= 630 in Exp= 54 in ExPZ= 630 in ' Screw Fastener Strength Calculations: Per SDI Equations: Qf = 1.25 FY t (1-0.005 FY) = 0.6983 kips (equation 4.5-1) as = 28.5 t = 0.2500 kips (equation 4.5-2) Per AISI '95 specification: Qf = 0.5660 kips as = 0.1930 kips use: Qf = 0.5660 kips as = 0.1930 kips t ' Screw Fastener Flexibilities: Sf= 1.3 x 10-'/(t)05 = 0.01127 in/kips (equation 4.5.1-1) Ss = 3.0 x 10-3/(t)05 = 0.02601 in/kips (equation 4.5.1-2) 2.5-29U-12.xls\6-Fastener Page 5 1/16/2002 6-Stiffness SDI DIAPHRAGM STIFFNESS DECK: 0.75"Dock,#12 Frame Fastening,#8 Stitch Fastening 29 ga U Panel ( Lower Floor Interior Partitions w/Top & Base Chanets ) l u�l 21 ATTACHMENT PATTERN: 6 screws/sheet to supports W7 12 "o.c. -edge fastener spacing 12 "o.c. -seam fastener spacing L = 10 length (ft) np = 4 #of purlins not at end Ls = 24 span (in) ne = 10 #of support fasteners not at purlin L = 2 span (ft) ns = 10 #of seam fasteners not at purlin W = 36 deck width (in) N = 2 #of fasteners/ft at end support D = 0.75 deck height(in) at = 1.50 (Exe/w)dist factor at end condition t = 0.0133 deck thickness (in) a2 = 1.50 (Exdw)dist factor at purlin condition St = 0.01127 support fast (in/kip) Exp2 = 630 Ss = 0.02601 seam fasten (in/kip) £xe2 = 630 E = 29500 (ksi) ' C = (EUw)S424L/(2(xt+nP(X2+2n,SWSs)) C = 1.66896 h = 0.75 (deck depth) f= 1.0 (top flange width) w = 0.9966 (web length) g = 0.65625 (ho6z comp of web) d = 6.0 (pitch) s = 6.6807 (stretch out) e= 1.8438 (bottom flange width) t = 0.0133 (thickness) WT = 7.986 V = 6.6807 D4(1) = 2.4411 G4(1)= 2.4411 WB = 254.77 C1 = 10.5369 D4(2) = 16.287C G4(2)= 87.9160 PW = 651.962 C2 = 0.8389 D4(3) = 26.5694 G4(3)= 283.2741 A = 3.6875 C3 = 0.4368 D4(4) = 15.0080 D1 = 0.9362 C4 = 1.6805 D4(5) = 25.2403 D2 = 0.4681 C5 = 0.8403 D4(6) = 43.9877 D3 = 0.3290 C6 = 0.2230 ' C41 = 0.5602 D41 = 34.2108 G44 = 613.0574 C42 = 0.2953 D42 = 35.6384 C43 = 0.4201 D43 = 42.4490 ' C44 = 0.1286 D44 = 66.4725 DW1 = 265.254 DW2 = 4776.493 DW3 = 10260.23 DW4 = 16653.765 1 0 0 0 D = 265.254 (warping factor) ' = 0.71 spans 1 2 3 4 5 1 1 0.9 0.8 0.71 Dn = D/(1 2L)= 2.21 G' = (Et)/(2.6(s/d)+mD„+C) ' S = 202 plf-wind G' = 64.0 kips/in SHEAR STIFFNESS S = 190 pIf-seismic 2.5-29U-12.x1s\6-Stiffness Page 6 1/16/2002 SECTION ALLOWABLES SECTION BEARING (KIPS) D X B GA Ma Ae Oc Va E I INTERIOR KIP-FT IN' KIPS F V I F I V 4 x 2.5 C 16 1.96 .543 1.92 4.24 .539 .088 1,267 .145 14 2.55 .727 1.92 6.02- .969 .120 2.084 .192 6 x 2.5 C 16 3.37 .525 1.92 3.44 .502 .082 1205 .138 14 4.38 .747 1.92 6.58 .918 .121 2.004 .185 7 x 2.5 C 16 4.16 .522 1.92 2.91 .484 .079 1.174 .135 ' 14 5.40 .752 1.92 5.66 .892 .117 1.964 .181 8 x 2.5 C 16 4.95 .498 1.92 2.53 .466 .076 1.143 .131 14 6.50 .739 1.92 4.90 .867 .114 1.923 .177 12 9.83 1.179 1.92 13.04 2.082 .195 4.176 .273 8 x 3.5 C 14 7.11 .732 1.92 4.90 .867 .114 1.923 .177 12 10.44 1.269 1.92 13.04 2.082 .195 4.176 .273 9 x 2.5 C 16 5.57 .494 1.92 2.23 .448 .073 1.112 .128 14 7.67 .725 1.92 4.33 .841 .111 1.883 .173 ' 12 11.58 1.177 1.92 12.16 2.041 .191 4.117 .269 10 x 2.5 C 14 8.91 .729 1.92 3.87 .815 .107 1.843 .170 12- 13.43 1.186 1.92 10.87 2.000 .187 4.058 .265 10 x 3.5 C 14 9.28 .725 1.92 3.87 .815 .107 1.843 .170 12 14.19 1.255 1.92 10.87 2.000 .187 4.058 .265 12 x 3.5 C 14 11.21 .712 1.92 3.19 .764 .101 1.763 .162 12 18.36 1.227 1.92 8.96 1.917 .179 3.939 .258 NOTES 1. Properties and allowables are computed in accordance with the 1986 edition of the AISI specifications. I 2. M the allowable moment for sections that are supported laterally for their full length. 3. Oc is the safety factor for axial load. TL 4. Ae is the reduced area for axial load. ° E-X R 1875 5. Oc and Ae are based on KLy+ KLI = 1.0 ft. and KLx as follows: D=4, 12 ft.; x D=6, 16 ft.; D=7, 8, and 9. 18 ft.; D=10 and 12, 20 ft. 6. F and V are coefficients used to determine the web crippling strength. Refer to sample calculations in the LGSI manual. SECTION PROPERTIES AXIS X-X AXIS Y-Y D X B GA WEIGHT AREA Ix Se Rx ly Sy Ry L LP/FT IN2 IN' IN' IN IN' IN' IN IN 4 x 2.5 C 16 2.06 .61 1.58 .69 1.63 .55 .35 .95 .75 14 2.57 .76 1.98 .90 1.62 .68 .43 .95 .78 6 x 2.5 C 16 2.48 .73 4.04 1-19 2.37 .64 .37 .93 .75 14 3.08 .91 5.07 1.55 2.36 .79 .46 .93 .78 7 x 2.5 C 16 2.68 .79 5.80 1.47 2.73 .67 .37 .92 .75 14 3.34 .98 7.28 1.91 2.72 .83 .46 .92 .78 8 x 2.5 C 16 2.89 .85 7.94 1.75 3.08 .70 .38 .91 .75 14 3.60 1.06 7.98 2.30 3.07 .87 .47 .90 .78 12 5.07 1.49 13.90 3.47 3.05 1.22 .66 .90 ,84 8 x 3.5 C 14 4.12 1.21 11.23 2.51 3.19 1.96 .79 1.27 .78 12 5.80 1.71 17.23 3.68 3.,8 2.76 1.12 1.27 .84 9 x 2.5 C 16 3.10 .91 10.37 1.97 3.42 .72 .38 .89 .75 14 3.86 1.14 1321 2.71 3.41 .90 .48 -89 .78 12 5.43 1.60 18.42 4.09 3.39 1-26 .67 .89 ,84 10 x 2.5 C 14 4.12 1.21 17.00 3.15 3.75 .93 .48 .87 .78 12 5.80 1.71 23.74 4.75 3.73 1.30 .68 .87 .84 10 x 3.5 C 14 4.64 1.36 18.69 3.27 3.90 2.10 .81 1.24 .78 12 6.53 1.92 28.98 5.01 3.89 2.97 1.15 1.24 .84 12 x 3.5 C 14 5.15 1.52 27.85 3.96 4.58 2.22 .83 1.21 ,78 12 7.25 2.13 44.75 6.48 4.57 3.13 1.17 1.21 .84 NOTES 1. Properties and allowables are computed in accordance with the 1986 edition of the AISI specifications. 2. Ix is for deflection determination. 3. Se is for bending. 4. Sy and ly are for full section. 13 'Ff4x2.125 SECTION ALLOWABLES ' BEARING (KIPS) SECTION GA Ma Ae Oc Va ND INTERIOR KIP-FT IN2 KIPS F V F V 75 4 x 2.5 Z 16 2.03 .00 4.24 .530 .088 1. .145 14 2.70 .000 .00 6.02 .969 .128 2.004 .192 6 x 2.125 x 2.375 6 x 2.5 Z 16 3.51 .000 .00 3.44 .502 .082 1.205 .138 NOTES 14 4.64 .000 .00 6.58 .918 .121 2.004 .185 7 x 2.125 x 2.375 7 x 2.5 Z 16 4.33 .000 .00 2.91 .484 .079 1.174 .135 1. Properties and allowables ' 14 5.71 .000 .00 5.66 .892 .117 1.964 .181 are computed in 8 x 2.125 x 2.375 8 x 2.5 Z 16 5.11 .000 .00 2.53 .466 .076 1.143 .131 14 6.86 .000 .00 4.90 .867 .114 1.923 .177 accordance with the 1986 12 9.69 .000 .00 13.04 2.082 .195 4.176 .273 edition of the AISI - ' 8 x 2.625 x 2.875 8 x 3 Z 16 5.26 .000 .00 2.53 .466 .076 1.143 .131 specifications. 14 6.92 .000 .00 4.90 .867 .114 1.923 .177 12 10.79 .000 .00 13.04 2.082 .195 4.176 .273 2. Ma is the allowable 8 x 3.125 x 3.375 8 x 3.5 Z 14 7.24 .000 .00 4.90 .867 .114 1.923 .177 12 10.62 .000 .00 13.04 2.082 .195 4.176 .273 bending about axis x-x for 9 x 2.125 x 2.375 9 x 2.5 Z 16 5.79 .000 .00 2.23 .448 .073 1.112 .128 sections that are 14 8.08 .000 .00 4.33 .841 .111 1.883 .173 supported laterally for 12 11.44 .000 .00 12.16 2.041 .191 4.117 .269 their full length. 10 x 2.125 x 2.375 10 x 2.5 Z 14 9.37 .000 .00 3.87 .815 .107 1.843 .170 12 13.28 .000 .00 10.87 2.000 .187 4.058 .265 3. F and V are coefficient 10 x 2.625 x 2.875 10 x 3 Z 14 9.03 .000 .00 3.87 .815 .107 1.843 .170 12 14.63 .000 .00 10.87 2.000 .187 4.058 .265 used to determine the 10 x 3.125 x 3.375 10 x 3.5 Z 14 9.30 .000 .00 3.87 .815 .107 1.843 .170 web crippling strength. 12 14.41 .000 .00 10.87 2.000 .187 4.058 .265 Refer to sample 12 x 2.625 x 2.875 12 x 3 Z 14 10.97 .000 .00 3.19 .764 .101 1.763 .162 12 18.88 .000 .00 6.96 1.917 .179 3.939 .250 calculations in the LGSI 12 x 3.125 x 3.375 12 x 3.5 Z 14 11.35 .000 .00 3.19 .764 .101 1.763 .162 manual. 12 18.62 .000 .00 8.96 1.917 .179 3.939 .258 0 ' SECTION PROPERTIES x- --x 50 AXIS X-X AXIS Y- D X Bt X 62 SECTION GA WEIGHT AREA Se Se Rx ly Sy Ry L LP/FT INa IN' IN3 IN IN' IN3 IN IN 4 x 2.125 x 2.375 4 x 2.5 Z 16 2.06 .61 1.54 .72 1.63 1.12 .39 1.36 .90 14 2.57 .76 1.97 .95 1.61 1.40 .48 1.36 .92 6 x 2.125 x 2.375 6 x 2.5 Z 16 2.48 .73 3.95 1.23 2.37 1.12 .38 124 .90 NOTES 14 3.08 .91 5.05 1.63 2.36 1.40 .48 124 .92 7 x 2.125 x 2.375 7 x 2.5 Z 16 2.68 .79 5.67 1.52 2.72 1.12 .38 1.19 .90 14 3.34 .98 7.25 2.01 2.72 1.40 .48 1.19 .92 1. Section properties and ' 8 x 2.125 x 2.375 8 x 2.5 Z 16 2.89 .85 7.78 1.80 3.07 1.12 .38 1.15 .90 allowances are computed 14 3.60 1.06 9.94 2.41 3.06 1.40 .48 1.15 .92 in accordance with the 12 5.07 1.49 13.87 3.41 3.05 2.01 .68 1.16 .97 1986 edition of the AISI 8 x 2.625 x 2.875 8 x 3 Z 16 3.10 .91 8.49 1.85 3.14 1.79 .52 1.40 .90 14 3.86 1.14 10.99 2.43 3.13 2.24 .65 1.40 .92 specifications. 12 5.43 1.60 15.54 3.79 3.12 3.20 .92 1.41 .97 8 x 3.125 x 3.375 8 x 3.5 Z 14 4.12 1.21 11.45 2.55 3.19 3.35 .85 1.66 .92 2. Ix is for deflection 12 5.80 1.71 17.21 3.73 3.18 4.77 1.20 1.67 .97 determination. 9 x 2.125 x 2.375 9 x 2.5 Z 16 3.10 .91 10.31 2.03 3.41 1.12 .38 1.11 .90 14 3.86 1.14 13.16 2.84 3.41 1.40 .48 1.11 .92 12 5.43 1.60 18.39 4.02 3.39 2.01 .67 1.12 .97 3. Se is for bending. 10 x 2.125 x 2.375 10 x 2.5 Z 14 4.12 1.21 16.95 3.30 3.74 1.40 .48 1.08 .92 12 5.80 1.71 23.71 4.67 3.73 2.01 .67 1.08 .97 4. Sy and Ly are for full 10 x 2.625 x 2.875 10 x 3 Z 14 4.38 1.29 18.60 3.18 3.82 2.24 .65 1.32 .92 Section. 12 6.16 1.81 26.33 5.14 3.81 3.20 .92 1.33 .97 10 x 3.125 x 3.375 10 z 3.5 Z 14 4.64 1.36 19.30 3.27 3.90 3.35 .85 1.57 .92 12 6.53[2j.134'4.54 5.07 3.88 4.77 1.20 1.58 .97 12 x 2.625 x 2.675 12 x 3 Z 14 4.89 3.86 4.50 224 .65 1.25 .92 12 6.89 6.64 4.48 3.20 .92 1.26 .97 12 x 3.125 x 3.375 12 x 3.5 Z 14 5.15 3.99 4.52 3.35 .85 1.49 .92 12 7.25 6.55 4.57 4.77 1.20 1.50 .97 12 TABLE 1: STRUCTURAL PROPERTIES OF STUDS, JOISTS, AND TRACK(CONTINUED) Girt & Strut (20HDS400 & 20HDS600) ' 20, 18, 16, and 14 "HDS" Punched C-Stud ' .325" for 20 GAUGE �{ .433" for 16 & 16 GAUGE .461" for 14 GAUGE ' 1.250" ,093" inside radius Punched hole: 3/4" for I-5/8' and 2-1/2' web depth and 1-1/2' for 3-1/Z' and larger web depth. Web Depth O.D.- MEMBER .D.MEMS MSM V/mG'rr EFFECIIVESECIION TORSIONALSECnON DESIGNATION DESIGN Obdit) GROSS SECTION PROPMMES PROPERTIES MOMENr PROPERTIES MaCNESS CAPACrrY (inch.) Area la Rx fly Ry W Se Area Me :=C )CW Ro D tin^n u^4 in . in^0 ia^6 in MHDS158 0D346 0.523 0.154 0.069 0.671 OA33 0.465 OA69 0.063 0151 1640 -1164 6.140E-05 DAD 1A22 0330 MHDS250 0.0346 OA25 0.164 0.186 1.04 0.039 0A60 0.186 0.144 0.181 2816 -1.032 7349E-05 OA54 1.505 OS39 2OHDS350 017346 0143 0.219 OA06 1362 0A44 0.446 0.406 0.225 0115 4442 -0.903 8.729E-05 0.10 1/93 0.716 2OHDO58 OM45 0.758 01730.44I IAO5 o.044 0.444 o" 0256 0120 4658 -0869 8.907E-05 0.118 1.721 0.733 ' 20HDS100 0.006 0802 0256 OSM 13]4 OA45 1 0.416 0.556 1 0170 0253 5327 1 -0853 9A2CE-05 0.147 1809 0.778 MHDS550 0.0346 0.978 0166 1.191 2.034 0-019 0.414 1.191 1 OA21 O1 026 -0.736 1.149E-04 0301 2102 0888 MHD6600 OA]06 1-037 0305 1.472 2.196 0.050 CAW 1.472 0.478 0302 9640 -0.701 1118E-04 0367 2302 0.910 IBHDS250 0.0151 0810 0.747 0145 0.994 0A55 0.473 01.15 0.1% 0247 3666 -]491 1.09E-04 0=5 1350 0.505 ISHDS350 0.0451 0.994 0.293 0.539 1.357 0A62 0.461 0.538 0308 0.293 6D79 -0.965 1.96,E-04 0.167 1.726 0/89 18HD058 0.0451 1413 0198 0S85 1.401 0A63 0.459 0.595 0323 0298 077 -0.950 2.022E-04 0.180 1.753 0.707 18HDS40 OA451 1.070 0315 0.739 1.531 0.065 OA54 0.739 0.569 0315 7298 -0.912 2.137E-04 0121 1839 0.754 18HDSSSO OA 51 130 0383 1.597 2.036 0.071 OA31 1.587 0.577 0383 11405 -0.70 2395E-04 0.444 2226 0.875 1811D5600 014451 1376 0.405 1.%2 210 0.073 OA23 1.962 O/54 0.405 129D -0.754 2748E-04 0339 1364 0/98 I8HDS80 - OD451 1/0 0.4% 3.996 2.640 0.079 0396 3.996 0.999 OA% 19740 -0/46 3360E-04 1.030 2939 0.952 16HDS250 0.0565 IA44 0307 0301 0.989 0.067 0.468 0301 0110 0307 72M -1.079 3283E-04 0.102 1364 0.507 ' 16HDOM 0AST/ 1136 0364 0/64 1.350 0.076 OAM 0.664 0.379 0364 11357 -0.952 3867E-04 0201 1.714 O/91 IMM56 0A5M 11/0 0371 0.721 1394 OA76 0.454 0.721 0396 0371 11917 -0.938 3.963E-04 0217 1.741 0.709 16HMDO 0.05(6 1332 0.392 0.912 1325 0.079 0.446 0.912 0.456 0392 1301 -0.90 4.189E-04 0167 1826 0.757 ' 16HDS550 0.0566 1/21 0.477 1.965 2.029 0.086 o.4D 1.965 0.714 0.477 21351 -0.777 5.096E-04 0.538 2.214 0.877 16HDS600 0.0566 1.717 0.506 2.430 2.192 0.088 0.418 2.430 0.810 0306 24252 -0.744 5398E-04 0.03 2353 0.90 16HDS80 0.0566 2101 0/19 4.959 2831 am 0.390 4.959 1.240 O/19 37121 -0.637 6107E-64 1151 2.928 0.953 16HD510D OA5662486 0.7]2 6.726 )453 OA98 0366 8]26 lA0 0/67 41930 -0358 3816E-04 2.076 3317 0.975 1411 8 0 0.070 1311 0386 0371 0.980 am OA65 0.371 0297 0386 8881 -1464 6344E-04 0.130 1,534 030 14H1S350 0.0713 1354 0.457 0824 1342 OA94 0.453 0824 0.471 OA57 14091 -0.956 7.752E-01 0153 1.709 0/87 14HDW58 0.0713 1381 0" 01% 1.336 0.095 0.451 0896 OA94 0.466 148@ -0.942 7.903E-04 0272 1.764 0.705 14HDS400 0.07D 1/75 0.493 1.134 1.517 DAMS 0.446 1.134 0.567 OA93 16979 -0.90 6356E-01 03M 1831 0.754 14RDSSSO 0.070 2.039 CAW 2452 2.022 0.107 OA23 2.452 0892 0/00 266SS -0.779 1.017E-0 0/73 22DB 0.975 14HDM OM13 2159 0.636 3.036 2.195 0.120 0.416 3.036 1.012 0.636 30296 -0.746 1.077E-03 0818 2-W 0899 14HDE800 OD70 2/43 0.778 6108 2824 0.117 030 6106 13 46 52 0.778 171 -0.08 1219E-0 1565 2921 0.952 14HMIOOD 047133127 1 0.921 10.938 1 34461 0.123 1 03651 10.9]6 1 2.10 1 0.921 61W -0359 1 1361E-03 2596 7310 0.975 1715-P ' AISI Specification Provisions for Screw Connections Fastener-Framing #12-14 HwH Plated Steel Self-Drilling Screw (Reference: CCFSS Technical Bulletin Vol.2,No 1,February 1993) # 12 Screw Diameter= 0.212 in ' f Minimum Shear Strength= 2025 lbs Framing to Framing Fastening Capacity: (Reference: Atlas Technical Data) E4.3.1 Connection Shear- 16ga / 16ga Framing: E4.3.1 Connection Shear- 16ga 118ga Framing: Fal= 67.5 ksi (tensile strength of top framing member) Fa,= 67.5 ksi (tensile strength of top framing member) F„2= 67.5 ksi (tensile strength of bottom framing member) Fat= 55 ksi (tensile strength of bottom framing member) - ' d= 0.212 in (nominal diameter of self-drilling screw, #12) d= 0.212 in (nominal diameter of self-drilling screw, #12) t,= 0.060 in (thickness of top framing member, 16ga) 1,= 0.060 in (thickness of top framing member, 16ga) t2= 0.060 in (thickness of bottom framing member, 16ga) t2= 0.048 in (thickness of bottom framing member, 18ga) t2I t,= 1.0 <=1.0 <<--True t2/t,= 0.8 <=1.0 «-True t2/t,= 1.0 <=2.5 <<---True t2/t,= 0.8 <=2.5 «--True Pns= 42(l2''d)12'F„2 = 1.91844 kips «-Controls Pm= 4.2(t2''d)'2'F,, = 1.11851 kips «-Controls Pns= 2.7'l,'d'Fn, = 2.31822 kips Pns= 2.7't,'d'F„, = 2.31822 kips Pns= 2.7•l2'd'F0 = 2.31822 kips Pns= 2.7-t2-d'F„2 = 1.51114 kips Allowable Shear 16ga/16ga = 639 lbs (FS=3) Allowable Shear 16ga/18ga = 373 lbs (FS=3) (Shear Capacity 2025 lbs>1.25 Pns = 2398 lbs) <<--False (Shear Capacity 2025 lbs<1.25 Pns = 1398 lbs) «--True (Therefore,Allowable Shear Capacity 540 lbs (FS=3)) E4.3.1 Connection Shear- 18ga / 18ga Framing: E4.3.1 Connection Shear- 20ga 118ga Framing: F,n= 55 ksi (tensile strength of top framing member) F,,,= 45 ksi (tensile strength of top framing member) F,a= 55 ksi (tensile strength of bottom framing member) F„ = 55 ksi (tensile strength of bottom framing member) d= 0.212 in (nominal diameter of self-drilling screw, #12) d= 0.212 in (nominal diameter of se0-drilling screw, #12) t,= 0.048 in (thickness of top framing member, 18ga) 11= 0.036 in (thickness of top framing member, 20ga) t2= 0.048 in (thickness of bottom framing member, 18ga) t2= 0.048 in (thickness of bottom framing member, 18ga) t2/t,= 1.0 <=1.0 <<-True t2 It,= 1.4 <=1.0 <<-False t'/t,= 1.0 <=2.5 <<-True t2/t,= 1.4 <=2.5 <<-True Pns= 4.2 it's-d)12'F„ = 1.11851 kips c<--Controls P.= 4.2(t2''d)'2'F,2 = 1.11851 kips Pns= 2.7't,'d'Fn, = 1.51114 kips Pns= 2.7't,'d'F,,, = 0.92729 kips «--Controls Pns= 2.7't2'd'Fw = 1.51114 kips P,u= 2.7't2'd'Fw = 1.51114 kips Allowable Shear 18ga/18ga = 373 lbs (FS=3) Allowable Shear 20ga/18ga = 309 lbs (FS=3) (Shear Capacity 2025 Ibs>1.25 P,,, = 1398 lbs) «--True (Shear Capacity 2025 lbs>1.25 Pns = 1159 lbs) <- True E4.3.1 Connection Shear- 20ga / 209a Framing: E4.3.1 Connection Shear- 20ga 116ga Framing: Fn,= 45 ksi (tensile strength of top framing member) F,,,= 45 ksi (tensile strength of top framing member) F, = 45 ksi (tensile strength of bottom framing member) F„ = 67.5 ksi (tensile strength of bottom framing member) d= 0.212 in (nominal diameter of self-drilling screw, #12) d= 0.212 in (nominal diameter of self-drilling screw, #12) t,= 0.036 in (thickness of top framing member, 20ga) t,= 0.036 in (thickness of top framing member, 20ga) I= 0.036 in (thickness of bottom framing member, 20ga) t2= 0.060 in (thickness of bottom framing member, 16ga) t2 t,= 1.0 <=1.0 <c-Tme t2 t,= 1.7 <=1.0 <<--False t2 t,= 1.0 <=2.5 <<-True t2/t,= 1.7 <=2.5 <<-True Pn,= 4.2(Q''d)2'F„ = 0.59441 kips «_-Controls P,n= 4.2(l2''tl)12 i F„ = 1.91844 kips Pns= 2.7't,'d'Fn, = 0.92729 kips Pns= 2.7't,'d'F,,, = 0.92729 kips «--Controls P,== 2.7't2'd'F, = 0.92729 kips Pns= - 2.7'l2'd'F„2 = 2.31822 kips ' Allowable Shear 20ga/20ga = 198 lbs (FS=3) Allowable Shear 20ga/169a = 309 lbs (FS=3) (Shear Capacity 2025 Ibs<1.25 P„s = 743 lbs) c<--True (Shear Capacity 2025 lbs<1.25 Pn, = 1159 lbs) <<-True Faskn .AsTas4 -FmftN 1812002 ' AISI Specification Provisions for Screw Connections Fastener-Panel #12-14 HWH Plated Steel Self-Drilling Screw (Reference: CCFSS Technical Bulletin Vol.2,No 1,February 1993) # 12 Screw Diameter= 0.212 in ' d Minimum Tensile Strength= 3000 lbs- Maximum allowable gasketed washer diameter= 0.5 in Panel to Framing Fastening Capacity: (Reference: Atlas Technical Data) ' E4.4.1 Pull-Out- 16ga Framing: E4.4.2 Pull-Over- 24ga Panel: Fut= 67.5 ksi (tensile strength of top framing member, 16ga) Fu,= 82 ksi (tensile strength of panel, 24ga) ' d= 0.212 in (nominal diameter of self-drilling screw, #12) dw= 0.5 in (Max.allowable gasketed washer diameter) 4= 0.060 in (thickness of top framing member, 16ga) t,= 0.024 in (thickness of top panel, 24ga) P,,,= 0.85't,'d'F, = 0.730 kips) Pne,,= 1.5't,'d„'Fu, = 1.476 kips) (Check that Tensile Capacity: 3000 lbs>1.25 P,q = 912 lbs) Okay (Check that Tensile Capacity: 3000 lbs>1.25 Pmv= 1845 lbs) Okay ' E4.4.1 Pull-Out- 18ga Framing: E4.4.2 Pull-Over- 26ga Panel: Fut= 55 ksi (tensile strength of top framing member, 18ga) Fu,= 82 ksi (tensile strength of panel, 26ga) d= 0.212 in (nominal diameter of self-drilling screw, #12) dw= 0.5 in (Max.allowable gasketed washer diameter) t,= 0.048 in (thickness of top framing member, 18ga) t,= 0.0179 in (thickness of top panel, 26ga) P.,= 0.85'te'd-Fut = 0.476 kips) Pma: 1.5'1,'dw'Fu, = 1.101 kips) (Check that Tensile Capacity: 3000 lbs>1.25 Pm = 595 lbs) Okay (Check that Tensile Capacity: 3000lbs>1.25 P,p„= 1376 lbs) Okay E4.4.1 Pull-Out- 20ga Framing: E4.4.2 Pull-Over- 299a Panel: Fu2= 45 ksi (tensile strength of top framing member, 20ga) Fu,= 82 ksi (tensile strength of panel, 29ga) d= 0.212 in (nominal diameter of self-drilling screw, #12) dw= 0.5 in (Max.allowable gasketed washer diameter) to= 0.035 in (thickness of top framing member, 20ga) t,= 0.0133 in (thickness of top panel, 29ga) ' Prb,= 0.85'4'd'Fut = 0284 kips) Pnn„= 1.5't1-dw'Fut = 0.818 kips) (Check that Tensile Capacity: 3000 lbs>1.25 Pnn = 355 lbs) Okay (Check that Tensile Capacity: 3000 lbs>1.25 P,„v= 1022 lbs) Okay Allowable Loads: Allowable Loads Increased by 1.3333 for Wind Loading: 26ga Panel to 16ga Framinga: 243 lbs (FS=3) 324 lbs 269a Panel to 18ga Framing= 159 lbs (FS=3) 211 lbs 26ga Panel to 20ga Framing= 95 lbs (FS=3) 126 lbs r t FaslenersA.Tastener-Panel 18 W2