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HomeMy WebLinkAboutCPR-1997-Roof Tresses - �r ^'c S H WILSON &ASSOCIATES. CONSULTING ENGINEERS 26621 SE 172N11 ST. ISSAQUAH.WASHINGTON 98027-8297 FAX(206) 313-0380 (206) 392-8996 OR 392-8947. March 21. 1997. Don Measamer. Building Inspector. City of Anacortes. P. O. Box 547. Anacortes.Washington 98221. Subject:Anacortes Senior Housing. Dear Mr. Measamer. This letter is to confirm our telephone conversation of Friday morning. March 21. 1997, regarding drilling holes in studs tc which holdowns are attached.The superintendent has indicated that some exterior studs (Multiple 2X6) have a%-diameter hole drilled through them for electrical wiring.To this end I have reviewed the impact on 2 X 6 studs where HD2A. HD5A, and HD8A holdowns have been called out. In review of this condition a single%" hole was considered and two%" holes were considered which may not be in horizontal alignment The maximum tension was assumed to be the tension indicated as maximum in Simpsons Catalog (1997 Edition). 1 found that the maximum tensile stress was 349.0 Psi for a single hole and 414.4 Psi for two holes. I would not under any circumstance allow three holes to be drilled and further limit the use of drilling to perhaps one hole on a standard basis but two holes would be allowed if absolutely necessary. You indicated some studs had been notched as much as 3" High and 2"Deep.This is well beyond the range of necessity. I can not support this extreme of notching in an exterior wall where holdowns are installed. Should you have any question or wish to qualify our conversation further, please call me immediately.Thank you for your cooperation. Sincerely ASH., T Wilson &Associates. Consulting Engineers.CO `s , ,q 13908 Dean W. Wilson. P.E. 11'�ONSIpL�' it �xntnea 4- l`�— 199 9 cc: David B. Haynes. WILSON &ASSOCIATES, CONSULTING ENGINEERS 26621 SE 172ND ST. ISSAQUAH,WASHINGTON 98027-8297 FAX(425j 313-0380 (425) 392-8996 OR 392-8947. May 5, 1997. Don Measamer Building Inspector City of Anacories P.O. Box 547. Anacortes, Washington 98221. Subject: Anacortes Senior Housing, 1300 "0"Ave. Dear Mr. Measamer. The shear walls called out as W-4 appearing on Sheet S-6 along the south wall (Exterior) of the south wing were not blocked during construction. However, in reviewing the calculations of Mr. C.J. Rosseh. P.E. I found that the average shear along the shear wall fine was 130.4 #1LF of shear wail. The walls were constructed with 5/8" Gypsum Watt Board, Both Sides, 6d cooler nails at 4"OC at all framing members.This construction if unblocked can resist an allowable force of 290 #/LF and with the 50% deducted for being located in a seismic zone 3;the allowable loading is 145011-F.The allowable loading exceeds the design loading for unblocked conditions. Therefore, I recommend allowing the unblocked shear walls as described above to remain in place with no additional work to be applied. Should you have any question or comment, please call me immediately. Sincerely y, �1• WPL l; F WAS/�j yp Wilson a Associates, 6��,Gk+O SOT C� Consulting Engineers. Eon O q 13908 q �IEO Dean W. Wilson, P.E. cc: David B. .Baynes, President. Design/Build Group, Inc. -2121J1997 14:51 20682238 DBG, INC PAGE 02 l WILSON 8 ASSOCIATES.CONSULTING ENGINEERS 26821 SE 17ro ST. tSSAQUAK WASHINGTON 98027.8297 FAX(206)$13.0300 (206)892.8998 OR 392.8947, February 20,1997. David B.Haynes President Design/8uild Group,Ino, 10832 Ne as,St..Suite 130, Kirkland.Washington 94033.700t. Subloct:Anacones Senior Housing Project Oear Mr.Haynes: The roof beam Iticated neat the afle"oen should be no less than 44oX 10 Intersection Ham Fit e1 or as aino m alleaUVir((2)6 X 6 this Hem-Fir 01.The post on which the beam beam may be a double 2 X 6.The beam should be strapped to the post both vettinally and horizontally with at least t y..20 Ga Straps The 'trap over the top of the beam Should extend down the supporting hnngonlal sir ,. Post al 1 a shtwl Pe pa]19" Th P d be at least 15 long,and nailed evenly to each the beam and the adjoining plate. Should you have any question,please call me immediately. Sincerely C�Hw' )'YI Wuaon 6 Associate,. of WAS Nq�d,O fgnsuldng Engineer,. " ? Dean W. r9 Dean W.Wilson.PE. q 13908 'III AL roN ts.,ese on" -��- C WILSON &ASSOCIATES.CONSULTING ENGINEERS 26621 SE 172N11 ST. ISSAQUAH.WASHINGTON 98027-8297 FAX(206) 313-0380 (206) 392-8996 OR 392-8947. March 26. 1997. David B. Haynes President Design/Build Group. Inc. 10532 NE 68"'St., Suite 130. Kirkland" Washington 98033-7001. Subject: Anacortes Senior Housing. Dear Mc Haynes: 1 have analyzed the floor joists through which the electrical sub-contractor has drilled 2" diameter holes.The holes are located from 22"to 30" away from the outside face of the corridor wall. A sketch was provided showing the general condition described above. Shear was checked for a distance of 22"from the wall face. Using Hem-Fir#2.5.05 Sq. In. is required. The existing top of the joist provides 7.88 Sq. In.This is adequate. However, at 30 "from the face of the wall, the moment is 830.5`Ft. Lbs requiring asection modulus of 11.7 In-&This point is in the middle third of the span and care must be exercised in assuming better conditions than actually exist.Should knots be located in the bottom 2"of the joist, the joist is effectively only 5%"deep.The section modulus for this section is only 6.9 In-3- Therefore, I am recommendingsistering a 2 X 6 Hem-Fir 02 or Better (includes Construction Grade also) full length.Use two rows of-16d @ 6"OC staggered to bond to the existing 2 X 10. Please keep me informed of the success that you have in nailing on the above pattern. Sincerely Wilson&Associates, �Qr�pY WAS H © Consulting engineers.. �zt Dean W.Wilson. P.E. 13908 Z�z f0NAL tntrirws —14-1999 I Enclosure cc: Don Measamer w/Enclosure. A CA=0-r G✓z 2.� ¢3f< CDC}-�-: g-aNss' ('G'c. '. .�. 10 esei rd is Z Cc) PA- 7 � = /9Z. Pt- IE 71r�� y ,o Jl. c L...�s-s.-�-��:. . -aZz?a�ctr✓� T�tc.'. otiy '. Ire- '7 a.� / I ?N2 S �¢r� /1�.0✓2� er—+.. �4E I f i WILSON 6 ASSOCIATES,CONSULTING ENGINEERS 26621 SE 172N0 ST. ISSAQUAH.WASHINGTON 98027-8297 FAX(206)313-0380 (206) 392-8996 OR 392-8947. March 22. 1997. David B. Haynes President Design/Build Group. Inc. 10532 NE 686 St..Suite 130. Kirkland.Washington 98033-7001. Subject:Anacortes Senior Housing. Dear Mr. Haynes; The beam (3 178"X 101f"24F-V3)which was installed to support a 16 Ft. portion of roof trusses may have a 2 'h"Diameter holed drilled in it provided the hole is centered in the beam and not increased in size by skewed alignment. Care should be exercised by the sprinkler installer as well as your on-site staff.A copy of the calculation page is enclosed for your file. Should you have a question or comment regarding this procedure, please call me immediately. Sincerely w. wlt' �O�W'14K/4 Wilson 6 Associates. 4 q c�i Z Consutting Engineers. 13908 Aga, ��7s-It Dean W.Wilson. P.E. OfdA1, I f17�NE8¢-14� /999 1 Enclosure cc: Don Measamer w/Enclosure. WILSON &ASSOCIATES, CONSULTING ENGINEERS 26621 SE 172NO ST. ISSAQUAH,WASHINGTON 98027-8297 FAX(206) 313-0380 " (206) 392-8996 OR 392-8947. February 28, 1997. Don Measamer Building Inspector. City of Anacortes. P. O. Box 547. Anacortes, Washington 98221. Subject:Anacortes Senior Housing. Dear Mr. Measamer; The roof truss supplier has submitted revised roof truss shop drawings for review. I have reviewed all trusses, as tabulated below, in the submittal and all conform to UBC 1994 Table 16-B, Pages 2-30 and 2-31, Special Loads. Specifically, the trusses have been designed with a single 250 Lb. concentrated load to any support point but not simultaneously to all support points. TRUSS REVIEW TABULATION: Placement Area Trusses South-Upper T-2.T-13, &T-14. Northeast-Lower T-2, T-4, T-5A, &T-7. aVest-Upper T-2,T-4,T-8A, a T-15. Southeast Lower T-5&T-713. North-Upper T-2, T-5,T-8,T-15, T-17, &T-25. Southwest Lower T-2. T-5.T 7,T-8,T-11,T-12,T-13,T-15.T-18,T-20A,T-21.T-22, T-23,T-24,T-25, T-27,T-28, T-30, T-31, &T-33. Should you have any question or concern regarding the review, please call me immediately. Sincerely WRSy� Wilson &Associates. Consulting /Engine ers. q 13908 Dean W.Wilson, P.E. lg gGI �9 cc: David B. Haynes, Design/Build Group, Inc. �fOfFAT G EXPIRES WILSON &ASSOCIATES, CONSULTING ENGINEERS 26621 SE 172ND ST. ISSAQUAH,WASHINGTON 98027-8297 FAX(206) 313-0380 (206) 392-8996 OR 392-8947. November 20, 1996. Don Measamer Building inspector City of Anacortes P. O. Box 547. Anacortes, Washington 98221. Subject: Anacortes Senior Housing. Dear Mr. Measamer, It is my understanding the engineer of record, Mr_ Clemens J. Russell, PE, is unavailable to pursue construction responsibilities.The architect. Mr. David B. Haynes. AIA, has requested that I perform the engineer of records'duties during construction_ To this end I have reviewed the structural plans, Sheets S-1 through S-6, with revisions to Oct_ 28, 1996 and structural calculations dated February 5, 1996 with revisions dated June 21, 1996. 1 have made recommendations which have been included on the plans as a revision dated November 20, 1996_ I will not be able to seal the plans which have been prepared by another engineer. However, if details are added during the course of the construction, I will seal all structural revisions. i trust this will provide sufficient engineering support for you to perform your inspection duties. Should you have comments or questions regarding engineering support throughout construction, please call me immediately. Sincerely ®YNVASyr Wilson &Associates, Consulting Engineers. 313908 �•�i�/JtJ (�L/ //1/� Dean W.Wilson, PE. cc: David B. Haynes, AIA. \ WILSON &ASSOCIATES. CONSULTING ENGINEERS 26621 SE 172ND ST ISSAQUAH,WASHINGTON 98027-8297 FAX(206)313-0380 (206) 392-8996 OR 392-894T March 22. 1997. David B. Haynes President Design/Build Group, Inc. 10532 NE 68' St.. Suite 130. Kirkland, Washington 98033-7001. Subject:Anacortes Senior Housing. Dear Mr. Haynes: The beam (3 1/8"X 10 'f4"24F-V3)which was installed to support a 16 Ft. portion of roof trusses may have a 2'%" Diameter holed drilled in it provided the hole is centered in the beam and not increased in size by skewed alignment. Care should be exercised by the sprinkler installer as well as your on-site staff.A copy of the calculation page is enclosed for your file. Should you have a question or comment regarding this procedure, please call me immediately. Sincerely W• wy41c�� Wilson&Associates, 4 2 Consulting Engineers. COO 13908 '�+7SIER' Dean W:Wilson, P.E. ZONAL �xvllus �J--f4^l999 7 i i Enclosure cc: Don Measamer w/Enclosure. Ir 1 1 rk i �rrrs� 61= r 2 tF .aX t `,7- r { r-: _t �. x CL j ✓, 'o,% �'. ��t+ �—.C• / ', 9—�ti-.� .I Sri n c�c.�.L G-- .....:: TI i ry r 'r�"- WILSON &ASSOCIATES, CONSULTING ENGINEERS 26621 SE 172ND ST. ISSAQUAH,WASHINGTON 98027-8297 FAX(206) 313-0380 (206) 392-8996 OR 392-8947. March 21, 1997. Don Measamer. Building Inspector. City of Anacortes. '.. P. O. Box 547. Anacortes, Washington 98221. Subject: Anacortes Senior Housing. Dear Mr. Measamer. This letter is to confirm our telephone conversation of Friday morning, March 21, 1997, regarding drilling holes in studs to which holdowns are attached.The superintendent has indicated that some exterior studs (Multiple 2X6) have a%"diameter hole drilled through teem for electrical wirin-. To this end 1 have reviewed the impact on 2 X 6 studs where HD2A, HDSA, and HDBA holdowns have been called out. In review of this condition a single %" hole was considered and two%" holes were considered which may not be in horizontal alignment_The maximum tension was assumed to be the tension indicated as maximum in Simpsons Catalog (1997 Edition). I found that the maximum tensile stress was 349.0 Psi for a single hole and 414.4 Psi.for two holes. I would not under any circumstance allow three holes to be drilled and further limit the use of drilling to perhaps one hole on a standard basis but two holes would be allowed if absolutely necessary. You indicated some studs had been notched as much as 3" High and 2" Deep. This is 'I well beyond the range of necessity. I can not support this extreme of notching in an exterior wall where holdowns are installed. Should you have any question or wish to qualify our conversation further, please call me immediately.-`1 hank you for your cooperation. Sincerely OF WAsli. �@'��y :, �T Q Wilson &Associates, IT x Consulting Engineers. 'S" 1390_3�p Dean W. Wilson, P.E. � '�GfS'ltitiri" ZONAL cc: David B. Haynes. A Gcovr _ 7 737,W. f7-1 z60, 0 OB. B fag eA (a) 3 4 9. O I` 4 I Gv/ / — .3/f// � �?Le� ;�lti.lt..�L..L� 77�i✓�'oL6.H STvc�S . I / C X /. 33z S3ZG'S( 174 3 f ' t i 7 9 ( � }i 1 i t t 6 ✓i 02/21/19W 14:51 2068223865 DBG, INC PAGE 01 � 1 D e Si I' Sn/Build Group, Architects FAX TRANSMISSION Fax: (206) 822-3865 If this transmission is not received clearly, please contact (206) 889-8984 TO: Don Measamer - City of Anacortes FAX #: (360) 293-1938 Number of Pages: 2 (includes cover sheet) Time & Date Sent: 2/21/97 ANACORTES This is a framing correction dealing with roof trusses without a bearing beam in the northwest comer of the building(top floor). A copy has been sent to the jobsite. David Haynes 10532 NE 68" Street , # 130 Kirkland , Washington 98033 - 7001 02121/1997 14: 51 2©68223865 DBG, ING PAGE 02 . y WILSON&ASSOCIATES.CONSULTING ENGINE[RS 26621 SE 172ao ST. ISSAQUAH,WASHINGTON 96027-8297 FAX(206)313-0380 (208)392.8996 OR 392.6947, February 20,1997. Dm•ld D,Haynes President Design/Bulld Group,Inc, 10532 NE 68*SL,Suite 130, Kirkland.Washington 98033.7001. Subloq:Anacones Senior Housing Project. Dear Mc Haynes: The root beam located near the corridor intersection as discussed in your o9lco this anarnoon should be no less than(1)4 X to Hem Fir 11 or as an allelnativa(2)6 X 6 Hem-Fir 81.The post on which the beam beam may be a dovble 2 X 0.The beam should be Strapped to lho post both vedlnaily and horizontally with at least I %-20 Ga Straps The chap over the lop o1 the beam should extend down this supporting post at least 9' The hnrgpnlal Siva should beat least 15'long,and nailed evonly to each the boom and the adjoining plate. Should you have any question,please call me Immediately. i Sincerely W• WJP Wilson&Associates. WASy�ctjsO /Cli,nsuiting�Engiineeerrs.s./ Dean W.Wilson.Pg. a 13908 q�FofstEs��e S10NAL I: cxntaaa 4-[,� -/9H7 I